HomeMy WebLinkAboutStorm Drainage Analysis - COM Engineering / Geo-Tech Reports - 7/31/1990 Marley L. Young, P.E
Phone 427-9670 Ext. 450 Director
CrArea Code(206)
MD
A V DEPARTMENT OF PUBLIC WORKS
S N COURTHOUSE ANNEX II 411 NORTH 5TH STREET
OP.O. BOX 357 SHELTON,WASHINGTON 98584
N Y
July 31 , 1990
Craig T. Baldwin Re: Storm Drainage Analysis
pac-Tech Engineering, Inc. for
k:.itsap Way, Suite 4 Belfair Valley plaza
Bremerton , Washington 98524
Dear Craig:
our Storm Drainage Analysis Revision dated July
I have reviewed y thing appears to
18, 1990, on the Belfair Valley plaza. Every I haven 't
meet the criteria we esctbwithed at
DorisDorisSma11 ofur last mFisheries, but if
been able to make our findings, I am satisfied.
she concurs with y
At this time,
the road design has not been finalized, per George
Fullerton of our office.
Sincerely ,
ELDEN L. REED
support Engineer
Et�F s e r
cc: General Services
Wendy Lev-Van Eaton
MASON COUNTY
DEPARTMENT of GENERAL SERVICES
Mason County Bldg. III 426 W.Cedar
P.O. Box 186 Shelton, Washington 98584
(206) 427-9670
buildin environmental health maintenance landfill parks&recreation fair/convention center planning sewer&water
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FINAL
STORM DRAINAGE ANALYSIS
FOR:
BELFAIR VALLEY PLAZA
CLIENT:
TOLLEFSON DAVIDSON PROPERTIES
606 - 110TH Avenue N.E. , Suite 206
Bellevue, WA 98004
( 206) 455-2848
Attn: Barclay Tollefson
Phil Davidson
PREPARED BY:
Pac-Tech Engineering, Inc .
3721 Kitsap Way, Suite 4
Bremerton, WA 98312
( 206) 377-2053
JOB NO. 9633
K"HL q
� y • OS W
01STEaE°
JANUARY 3 , 1990
updated 2/9/90
/-'rV. 7/J v/1 0
TABLE OF CONTENTS
INTRODUCTION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
UPSTREAM ANALYSIS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . .
2
DOWNSTREAM ANALYSIS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . .
2
DESIGN CALCULATIONS :
A. PARAMETERS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
3
B . UNDEVELOPED CONDITIONS . . . . . . . . . . . . . . . . . . . . . . . . . 4
C . DEVELOPED CONDITIONS . . . . . . . . . . . . . . . . . . . . . . . . . . .PG . 6
2 . Pond Volume Requirements
D. ALLOWABLE DISCHARGE . . . . . . . . . . . . . . . . . . . . . . . .
. . . . 9
E . DETENTION POND . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
F . ORIFICE SIZING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
G . PIPE SIZING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
H . RISER CAPACITY. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
LIST OF FIGURES
FIGURE 1 - VICINITY MAP . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
FIGURE 2 - EXISTING CONDITIONS @ AR I . . . . . . . . . . . . . . . . . . . . . . .PG . 28
FIGURE 3 - EXISTING CONDITIONS @ AR II . . . . . . . . . . . . . . . . . . . . . .
FIGURE 4 - RUNOFF FACTORS . . . . . . . . . . . . . . . . . . . . . . . . . . .
PG . 33
FIGURE 5 - OVERLAND FLOW VELOCITY CHART . . . . . . . . . . . . . . . . . . . . .
FIGURE 6 - RAINFALL INTENSITY CHART . . . . . . . . . . . . . . . . . . . . . . . . .
FIGURE 7 - DEVELOPED CONDITIONS/CATCHMENT AREAS . . . . .
, , , . . . .PG . 33
FIGURE 8 - DOWNSTREAM CONDITIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . .
INTRODUCTION:
The Belfair Retail Center project site is located in Belfair ,
Washington on a 8 . 364 acre site lying northwest of and adjacent to
State Route 3 and east of the West Belfair Valley Road. The site
is situate in the Northwest Quarter of Section 29 , Township 23
North, Range 1 West , Willamette Meridian, in North Mason County,
Washington (See fig. 1 ) .
The project site consists four parcels of land, one of which is a
prescriptive use for the Old County Road to Allen ( this portion of
the site will be dedicated to Mason County for a future county
road) . The site has been cleared and is presently covered with
patches of grass and Scotchbroom. Slopes on-site range from 2 to
5 percent to the northwest (See Fig. 2 ) .
For the purpose of this report , the off-site basin AR II = 2 . 52
acres) . Contributing runoff will be considered as on-site (See
Fig. 3) .
Runoff from the project site (AR I = 8 . 364 acres) discharges at
two locations; via an existing pond and 12 inch diameter culvert
pipe under Roy Boad Road to the north; and as overland sheet flow
to the west-northwest to the south side of Roy Boad Road, with some
points of concentrated runoff due to erosion of the cleared ground.
The existing gravel road along the west property line of the site
intercepts the runoff to the west and either directs it to the
north to Roy Boad Road or allows ponding to occur along the west
property line . No runoff was observed leaving the site to the west
during a recent 10 year storm event incurred in .January 1990 . For
the purpose of this report , it will be assumed that all of the
runoff from the site discharges to the northwest and that no on-
site runoff discharges via the existing pond and culvert . This
assumption will maintain the existing 12 inch culvert under Roy
Boad Road to convey only stormwater from the existing roadside
ditches and will improve existing downstream conditions to the
north.
The proposed improvements will consist of : 94 , 272 total square feet
of market, drug store, shops and building pads; 244 , 546 square feet
of parking area, driveways , sidewalks , and a future County Road,
with intersection, along the west property line; 25 , 700 square feet
landscaping; two commercial road approaches with illumination along
State Route 3 , and utility improvements including water , sanitary
drainfield, and an off-site storm drainage detention facility ( See
Fig 7) .
page 1
The proposed storm drainage detention facility will be located
off-site to the north of the project site and will discharge to a
wetland swale to the west of West Belfair Valley Road (Old Belfair
Highway) and to the north of North- Shore Road . This diversion of
stormwater runoff to a discharge point further to the north will
help in reducing the existing flooding that occurs to the west of
the project site near the Exxon Station and the Thriftway store.
UPSTREAM ANALYSIS
An upstream investigation during the recent heavy rainfall revealed
off-site runoff (AR II = 2 . 52 acres) contributing to the project
site from the southeast ( See Fig. 3 ) . State Route 3 is super-
elevated along the uphill (southeast) side of the project site, and
therefore discharges the entire paved width of roadway within the
super to the site. The super also allows runoff from a portion of
Belfair Center located to the southeast of the site to sheet flow
across SR 3 . This runoff is intended to discharge to the southerly
roadside ditch at SR 3 , but existing grades do not allow this to
occur . The Ashord House Apartments located uphill form Belfair
Center intercepts and diverts any potential off--site runoff to the
west away from the project site. The remainder of SR 3 along the
southerly border of the site is a crowned road section and only
contributes half of the paved width of roadway. The NAPA Auto
Parts located to the east and adjacent to the project site
discharges directly along the adjoining property line via the
erosion ditch at the southeast corner of the project site .
The off-site stormwater runoff mentioned above will be considered
as on-site in the determination of pond volumes and allowable
discharge levels . (See page 9 of this report ) .
DOWNSTREAM ANALYSIS
A downstream investigation of the project site reveals that the
majority of the runoff from the site presently enters the existing
pond along the north property line and discharges to a swale north
of Roy Boad Road via an existing 12 inch diameter culvert pipe,
which then continues to the north and west to the Union River . The
remainder of the site discharges to the west along the south side
of Roy Boad Road to a ditch along the east side of the West Belfair
Valley Road to a wetland which is connected via an equalizing
culvert to another wetland located between the Prairie Market and
the Thriftway store. This wetland also discharges to the Union
River, which ultimately discharges to Lynch cove at the head of
Hood Canal (See Fig . 8 ) .
page 2
A. PARAMETERS
1 . A 25 year Rational Method storm analysis is required by
the Mason County Public Works Department for storm
detention systems .
2 . Rainfall intensities are from the Mayfield Rainfall Chart
( See fig. 6) .
3 . Runoff coefficients will be as follows
Crexst = Existing on-site conditions = 0 . 05
( @ woods & forest )
Crfut = Developed on-site conditions
( to be determined)
4 . The Rational Method will be utilized, Q = CIA where :
Q = Runoff Flow, Cubic Feet/Second (C .F. S . )
C = Runoff Coefficient
I = Rainfall Intensity, Inches/Hour ( IN. /HR. )
A = Contributing Area, Acres (AC . )
5 . Using Kitsap County detention system equations @ 25 year
design storm, with mutiple ( 3 ) orifice with head outlet
type :
T = Peak Storage Time = -25 + ( 3712/Qo) 112
(minutes)
V25 = Maximum Storage Volume = 3920 T - 26 . 4 Qo T
(Cu.Ft . /AC . ) T+25
@ Qo = Qadjusted/ AdevCfut
Total volume required = V25*Adev*Cfut
PAGE 3
FOR: +�
AF jr-9 JOB NU.
Engineers /Planners /Surveyors
2601 S.35th-Suite 200/Tacoma, WA 98409/473-4491 �^ r PAGE
Seattle 623-5736/Gig Harbor 851-3033 OF
6100 Southcenter Blvd. -Suite 100/Seattle, WA 98188 l 243-7112 PREPARED BY: ul DATE: 2 D
3721 Kitsap Way-Suite 4/Bremerton, WA 98312/377-2053 CHECKED BY: SCALE:
T �AA e>72 I LD L)4,
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9 � FOR: , �7�7 JOB NO.
Engineers /Planners /Surveyors �{T L I
2601 S.35th-Suite 200/Tacoma, WA 98409/473-4491 PAGE
Seattle 623-5736/Gig Harbor 851-3033 OF
6100 Southcenter Blvd. -Suite 100/Seattle, WA 98 188/243-7112 PREPARED BY:
3721 Kitsap Way-Suite 4/Bremerton, WA 98312/377-2053 CHECKED BY: SCALE:
fz-
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j"Mmat I ECH FOR: ��� JOB N0.
Engineers /Planners /Surveyors � �' qU9)2
2601 S.35th-Suite 200/Tacoma, WA 98409/473-4491 PAGE
Seattle 623-5736/Gig Harbor 851-3033 OP OF
6100 Southcenter Blvd. -Suite 100/Seattle, WA 98188 l 243-7112 PREPARED BY: DATE: 2 D
3721 Kitsap Way-Suite 4/Bremerton, WA 98312/377-2053 CHECKED BY: SCALE:
1 nq
10e7L"2A-6(L-T
NOTE: THE PRE-DEVELOPED 25-YEAR PEAK FLOW RELAESE RATE FOR THIS
BASIN, WHEN USING THE SCS TYPE 1A RAINFALL DISTRIBUTION
IS 1 . 59 CFS. DURING THE MEETING WITH MASON COUNTY
DEPARTMENT OF PUBLIC WORKS (HELD ON 12 APRIL 1990) , THIS
RELEASE RATE WAS AGREED UPON TO SERVE AS ADJUSTED FLOW
IN DETERMINING POND VOLUMES AND TO SERVE AS THE ALLOWABLE
RELEASE FROM THE POND SINCE NO BYPASS OR OFF-SITE AREA
IS ASSOCIATED WITH THE REVISED ANALYSIS . SEE SECTION D
OF THIS REPORT FOR THE SCS ANALYSIS .
ro,
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O1B/,N�O.
4s� ` I
Engineers / Planners /Surveyors C'� PAGE
2601 S.35th-Suite 200/Tacoma, WA 98409/473-4491
Seattle 623-5736/Gig Harbor 851-3033 7 OF
6100 Southcenter Blvd. -Suite 100/Seattle, WA 98188 l 243-7112 PREPARED BY: \` DATE: Zc� Gf
3721 Kitsap Way-Suite 4/Bremerton, WA 98312/377-2053 CHECKED BY: SCALE:
�Qo DA-0,A
NOTE: USING THE ALLOWABLE RELEASE RATE OF 1 . 59 CFS REQUESTED
BY MASON COUNTY DEPARTMENT OF PUBLIC WORKS, MULTIPLE ( 3)
ORIFICES WILL EACH DISCHARGE 1/3 OF THE ALLOWABLE RATE,
BEING 0. 53 CFS.
THE CRITERIA FOR DISCHARGE REQEUSTED BY THE FISHERIES
DEPARTMENT REQUIRES 50 PERCENT OF THE 2-YEAR, 24 HOUR
PRE-DEVELOPED FLOW BE MAINTAINED, WHICH IS 0 . 455 CFS.
SINCE THE ALLOWABLE RELEASE RATES REQUESTED BY MASON
COUNTY AND FISHERIES ARE WITHIN 16 PERCENT, THE RATE OF
1 . 59 CFS WILL BE UTILIZED AS A COMPROMISE BETWEEN THE
RATIONAL METHOD AND THE SCS TYPE 1A RAINFALL DISTRIBUTION
METHOD. SEE SECTION D OF THIS REPORT FOR THE SCS
ANALYSIS .
L4 + 2
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H FOR: / JOB NO.
Engineers /Planners / Surveyors
PAGE
2601 S.35th-Suite 200/Tacoma WA 98409/473-4491
Seattle 623-5736/Gig Harbor 851-3033 OF
6100 Southcenter Blvd. -Suite 100/Seattle, WA 98188/243-7112 PREPARED BY' �� DATE: ZcJ
3721 Kitsap Way-Suite 4 I Bremerton, WA 98312/377-2053 CHECKED BY: SCALE:
NOTE: THE WSDOT REVIEW OF THE ORIGINAL STORM DRAINAGE SYSTEM
SUBMITTED MENTIONED THAT THE DETENTION POND VOLUME SHOULD
BE INCREASED BY 10 , 000 CU.FT. THIS INCREASE WOULD
REQUIRE A REVISED POND VOLUME OF APPROXIMATELY 27, 600
CU.FT. SINCE THE VOLUME HAS INCREASED FROM 17 ,590 CU.FT.
TO 25, 673 CU.FT. , THE CONCERNS OF WSDOT SHOULD BE
EFFECTIVELY MITIGATED.
C
_TECH FOR: JOB NO.
Rua,r fi__aEngineers /Planners /Surveyors PAGE
2601 S.35th-Suite 200/Tacoma, WA 98409/473-4491
Seattle 623-5736/Gig Harbor 851-3033 OF
6100 SouthcenterBlvd. -Suite 100/Seattle, WA 98188/243-7112 PREPARED BY: �� DATE: L0 Z� 40
3721 Kitsap Way-Suite 4/Bremerton, WA 98312/377-2053 CHECKED BY: SCALE:
IN ORDER TO EFFECTIVELY USE THE S . C . S . TYPE-1A RAINFALL
DISTRIBUTION FOR ALLOWABLE DISCHARGE AND COMPARE IT TO THE RATION
METHOD USED FOR DETENTION VOLUME REQUIREMENTS , THE OFFSITE AREA (AR
II = 2 . 52 AC . ) THAT ENTERS THE PROJECT SITE WILL BE ASSUMED AS ON—
SITE AREA.
THIS AREA IS PRESENTLY IMPERVIOUS WITH A CURVE NUMBER OF 98 . 0 FOR
TYPE A SOILS ( SEE TABLE 1 BELOW) .
THE ON—SITE AREA (AR I = 8 . 4 AC . ) WILL BE ASSUMED AT A PERVOIUS
FORESTED CONDITION RATHER THAN THE PRESENT CONDITION OF BARE
GROUND, AND WILL HAVE A CURVE NUMBER OF 42 . 0 FOR TYPE A SOILS .
SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS(Published by SCS in 1982)
Runoff curve numbers for selected agricultural,suburban and urban land use for Type 1A
rainfall distribution,24-hour storm duration.
CURVE NUMBERS BY
HYDROLOGIC SOIL GROUP
LAND USE DESCRIPTION A 8 C D
Cultivated land(1): winter condition 86 91 94 95
Mountain open areas: low growing brush and grasslands 74 82 89 92
Meadow or pasture: 65 78 85 89
_IWood or forest land: undisturbed _._�__ _ 12.., 64 76 81
Wood or forest land: young second growth or brush 55 72 81 86
Orchard: with cover crop 81 88 92 94
Open spaces,lawns,parks,golf courses,cemeteries,
landscaping.
good condition: grass cover on 75%
or more of the area 68 80 86 90
fair condition: grass cover on 50%
to 75%of the area 77 85 90 92
Gravel roads and parking lots 76 85 89 91
Dirt roads and parking lots 72 82 87 89
Impervious surfaces,pavement roofs,etc. 98 98 98 98
O pn"wafer bodfe "" " '""'lakes,wetlands, -
pe ponds,etc.'""""" 100 lo0 100 100
Single Family Residential(2)
Dwelling Unft/Gross Acre %Impervious(3)
1.0 DU/GA 15 Separate curve number
1.5 DU/GA 20 shall be selected
2.0 DU/GA 25 for pervious and
2.5 DU/GA 30 Impervious portion
3.0 DU/GA 34 of the site or basin
3.5 DU/GA 38
4.0 DU/GA 42
4.5 DU/GA 46
5.0 DU/GA 48
5.5 DU/GA 50
6.0 DU/GA 52
6.5 DU/GA 54
7.0 DU/GA 56
Planned unit developments, %Impervious
condominiums,apartments, must be computed
commercial business and
industrial areas.
(1) For a more detailed description of agricultural land use curve numbers refer to National Engineering
Handbook,Section 4,Hydrology,Chapter 9,August 1972.
(2) Assumes roof and driveway runoff Is directed Into street/storm system.
(3) The remaining pervious areas(lawn)are considered to be In good condition for these curve numbers.
PAL—LECH
FOR: 1 JOB NO.
Engineers /Planners / Surveyors �v lt�
PAGE
2601 S.35th-Suite 200/Tacoma, WA 96409/473-4491
Seattle 623-5736/Gig Harbor 851-3033 t D OF
6100 Southcenter Blvd. -Suite 100/Seattle, WA 98188/243-7112 PREPARED BY: DATE: Z!� f�D
3721 Kitsap Way-Suite 4/Bremerton, WA 98312/377-2053 CHECKED BY: SCALE:
SPECIFY STORM OPTION: -�? � '2
1
S.C.S. TYPE-1A RAINFALL DISTRIBUTION
ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP( INCHES)
25,24,6.0
----------------------------------------------------------------------
******************** S.C.S. TYPE-1A DISTRIBUTION ********************
********* 25-YEAR 24-HOUR STORM **** 6.00" TOTAL PRECIP. *********
----------------------------------------------------------------------
ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1
8.364,42, 2 .52,98, 104. 16
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
8.4 42.0 2 .5 98.0 104 . 2
EAI � C F -PEAK(H RS) VOL(CU-F T)
8.00 70451 d9[ ]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
THE PEAK FLOW FOR A 25 YEAR, 24 HOUR STORM EVENT FOR THE TWO AREAS
CONSIDERED AS ONE BASIN IS 1 . 59 CFS . THIS VALUE CAN BE UTILIZED
AS THE ALLOWABLE DISCHARGE RATE FROM THE DETENTION POND SINCE THE
DETENTION VOLUME IS ALSO BASED UPON A COMBINED BASIN APPROACH WITH
AN EXISTING RUNOFF COEFFICIENT OF 0 . 25 ( SEE PAGE 4 ) .
✓��� ������ FOR: JOB NO.
Engineers / Planners /Surveyors
2601 S.35th-Suite 200/Tacoma, WA 98409/473-4491 PAGE
Seattle 623-5736/Gig Harbor 851-3033 11 OF
6100 Southcenter Blvd. -Suite 100/Seattle, WA 98188/243-7112 PREPARED BY: DATE: Ze,
3721 Kitsap Way-Suite 4/Bremerton, WA 98312/377-2053 CHECKED BY: SCALE:
q3
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FOR: JOB NO.
Engineers / Planners / Surveyors j�—�P PAGE ;7
2601 S.35th-Suite 200/Tacoma, WA 98409/473-449 1
Seattle 623-5736/Gig Harbor 851-3033 OF
6100 Southcenter Blvd. -Suite 100/Seattle, WA 98188/243-7112 PREPARED BY: `` -_z DATE:
3721 tGtsap Way-Suite 4/Bremerton, WA 98312/377-2053 CHECKED BY: SCALE:
AS MENTIONED PREVIOUSLY, THE ALLOWABLE RELEASE RATE FROM THE PROJECT
SITE WILL BE 1.59 CFS.
MULTIPLE (3) ORIFICE DISCHARGE WILL BE UTILIZED WITH EACH OF THE ORIFICES
PASSING 1/3 OF THE ALLOWABLE RELEASE RATE.
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FOR: JUti NO.
Engineers /Planners /Surveyors Co�T►? PAGE
2601 S.35th-Suite 200/Tacoma, WA 98409/4 73-449 1
Seatle 623-5736/Gig Harbor 851-3033 OF
6100 Southcenter Blvd. -Suite 100/Seattle, WA 98188 l 243-7112 PREPARED BY: S DATE: Zct ClD
3721 Kitsap Way-Suite 4/Bremerton, WA 98312/377-2053 CHECKED BY: SCALE:
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Seattle 623-5736/Gig Harbor 851-3033 OF
6100 Southcenter Blvd. -Suite 100/Seatt/e, WA 98188/243-7112 PREPARED BY ` DATE: 2c, C�a
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MHYDRAUL I C CALCULATOR Version 1 . 10 '"
S TM
-Circular Rectangular Trapazoidal V Bottom Irregular TM
TM
TM
'"1 ) Flow TM
IM 2 ) Slope .r-- "q r„ '4w -•f..� _ TM
L ,� �, . � u,:
'M3 ) Diameter . �' � . j ;;.��." t: TM
'M4 ) Depth TM
tM
TM
rM Choice <0> ? 4
3 TM
TM Enter Variables Solution
TM The Flow in MGD is --------> . 450T"
fM The Depth in feet i 0
s ------> . T"
TM Flow in MGD 1 . 4503 The Diam in feet is -------> 1 . O0000TM
�M Diam in feet 1 The Mannings n value is ---> 0 . 024000TM
" Mannings n value . 024 The Velocity in FPS is ----> 3 . 371TM
M Slope in ft/ft . 0147 The Slope is --------------> 0 . 01470000T"
7M
" Iterating Please Wait ,M
M TM
M TM
M Press any key when ready
i
M H Y D R A U L I C C A L C U L A T O R Version 1 . 10 '"
3 TM
"Circular Rectangular Trapazoidal V Bottom Irregular
TM
M
TM
"I ) Flow TM
"2 ) Slope TM
'3 ) Diameter TM X
"4 ) Depth
TM
M Choice <0> ? 4
M Enter Variables Solution
M The Flow in MGD is --------> 3 . 555'"
M The Depth in feet is ------> 0 . 840'"
• Flow in MGD 3 . 555 The Diam in feet is -------> 1 . 25OTM
M Diam in feet 1 . 25 The Mannings n value is ---> 0 . 012000'M
M Mannings n value . 012 The Velocity in FPS is ----> 6 . 271'M
M Slope in ft/ft . 01 The Slope is --------------> O . O1000000rM
M Iterating Please Wait tM
M 'M
MPress any key when ready IM
i
I
e TM
'TM H Y D R A U L I C C A L C U L A T O R Version 1 .10
i
15 TM
'T"Circular Rectangular Trap azoidal V Bottom Irregular TM
:TM O/TM
T"1) Flow I(/ TM
;T"2) Slope ��(, / TM
'T"3) Diameter .. ;. -x .N,..,o�.,�.,,��a,�,.C� ��-......,,., n - •-,.,-�......-.._:�� _....,, M ,..
T" LA 4) Depth �.. �'✓;`. .,�� ���TM.
TM TM
TM Choice <0> ? 4 - -
Solution TM
Enter Variables
The Flow in MGD is --------> 5 . 80TM
The Depth in feet is ------> 1 . 13'"
The Diam in feet is -------> 1 . 25TM
Flow in (MGD) 5 . 805
Diam in feet 1 . 25 The Mannings n value is ---> 0 . 012000'"
The Velocity in FPS is ----> 7 . 70TN
Depth in feet 1 . 13 > 0 . 01.444665TM
. 012 The Slope is --------------
Mannings n value TM
TM
TM Press any key when ready
e TM
TM H Y D R A U L I C C A L C U L A T O R Version 1 . 10
B TM
T""Circular Rectangular Trapazoidal V Bottom Irregular TM
TM TM
T"1) Flow TM
TM2) Slope
T"3) Diameter �
.,.r- ,� 12 f� ��G I'� (.�1.)Q �.Z��. A
rM4) Depth { _
T„ TM
TM Choice <0> ? 4
B solution TM
TM Enter Variables ---> 2 .763TM
T„ The Flow ill MGD is - --> 0.53OT"
T„ The Depth in feet is ------> 1 .000T"
TM Flow in MGD 2 .763 The Diam in feet is -------> 0� 2000T"
TM Diam in feet 1 The Mannings n value is _--> 10. 112TM
T" Mannings n value .012 The Velocity in FPS is ----> 0 Q4 92 - - OT"
Slope in n val .0429 The Slope is -----------
T„ TM
TM Iterating Please Wait T"
T„ TM
TM TM
TM Press any key when ready
u
e TM
TM H Y D R A U L I C C A L C U L A T O R Version 1 . 10
^ TM
T13"Circular Rectangular Trapazoidal V Bottom Irregular TM
TM TM
TM'1 ) Flow TM
TM2) Slope ,
T"3) Diameter
.,_jfl....,
TM4) Depth ..._l/C,� l�•. ../ TN
TM CJ TM
TM Choice <0> ? 4
B Solution TM
TM Enter Variables ---> 2 .8 07TM
TM The Flow in MGD is -----
The Depth in feet is ------> 1 . 000T"
TM 2 . 807 The Diam in feet is -------> 1 .000T"
T" Flow in MGD T"
TM Diam in feet 1 The Mannings n Value is _--> 0.0.E 000
TM Mannings n value .012 The Velocity in-FPS-is-_---> 9.595,M
The Slope is - --> 0.-03500000'"_
T" Slope in ft/ft _ .035 ��
'ircular Rectangular Trapazoidal V Bottom Irregular T"
7'M
Flow ��/ TM
T"
Slope
Diameter
Depth
Choice <0> ? 4 TM
Enter Variables Solution T"
The Flow in MGD is -- -----> 3 . 174T"
The Depth in feet is ------> 0 . 620"
Flow in MGD 3 . 1739 The Diam in feet is -------> 1 . 000TM
Diam in feet 1 The Mannings n value is ---> 0 01zDD
Mannings n value . 012 The Velocity in FPS is ----> 9 . 599T"
Slope in ft/ft . 0325 The Slope is --------------> 0 . 03250000'"
TM
Iterating Please Wait
TM
TM
Press any key when ready TM
H Y D R A U L I C C A L C U L A T O R Version 1 . 10 TM
ircular Rectangular Trapazoidal V Bottom Irregular '"
TM
TM
) Flow
�-+-r-*m•+n o'^;^/, - yy�' �r,.R.. Q )_TM
Slope
TM T
) Diameter 1`/, y�11�--/7 �s "�` (,� y(� 2,<
TM
) Depth
iM
TM
Choice <0> ? 4
Enter Variables Solution '"
The Flow in MGD is --------> 3 . 439T"
The Depth in feet is ------> 0 . 680'"
Flow in MGD 3 . 439 The Diam in feet is -------> 1 . 000TM
Diam in feet 1 The Mannings n value is ---> 0 . 0120QQ7"
Mannings n value . 012 The Velocity in FPS is ----> 9 . 354TM
Slope in ft/ft . 03 The Slope is --------------> 0 . 03000000'"
TM
Iterating Please Wait
1M
TM
TM
Press any key when ready N
HYDRAUL I C CALCULATOR Version 1 . 10 TM
;ircular Rectangular Trapazoidal V Bottom Irregular TM
TM
Flow �2! TM
ITM
Slope '] /� ` f Diameter I
_= ��•s �. "�#A TM
Depth -
Depth ' "�
TM
Choice <O> ? 4 TM
Solution TM
Enter Variables
The Flow in MGD is --------> 9 . 095TM
The Depth in feet is ------> 1 . 26OTM
Flow in MGD 9 . 095 The Diam in feet is -------> 1 . 500T11
Diam in feet 1 . 5 The Mannings n value is ---> 0 . 0140001M
Mannings n value . 014 The Velocity in FPS is --> Q 879TM
Slope in ft/ft . 02 The Slope is ----------- --> 0 . 0 000000_TM
TM
Iterating Please Wait TM
TM
Press any key when ready TM
H Y D R A U L I C C A L C U L A T O R Version 1 . 10 TM
ircular Rectangular Trapazoidal V Bottom Irregular TM
TM
TM
Flow T„
Slope T.
Diameter
br.e- 1<*:.+"^"'"''+'+1."'pt!'.'. .)lY4•...• rw+ / - ' A.•.v-r:yr-•- 1�+�•.{ ' TM
Depth ,. TM
TM
Choice <O> ? 4
Enter Variables Solution 'M
The Flow in MGD is --------> 9 . 378`M
The Depth in feet is ------> 1 . 370'M
Flow in MGD 9 . 378 The Diam in feet is -------> 1 . 75OTM
Diam in feet 1 . 75 The Mannings n value is ---> 0 . 016000TM_
Mannings n value . 016 The Velocity in FPS is ----> 7 . 181TM
Slope in ft/ft . 014 The Slope is --------------> 0 . 01400000TM
Iterating Please Wait TM
TM
TM
TM
Press any key when ready
I
HYDRAUL I C CALCULATOR Version 1 . 10 TM
Circular Rectangular Trapazoidal V Bottom Irregular TM
TM
1 ) Flow ! 'M
2 ) Slope TM
3 ) Diameter t h '' " 1 1 .. "''`4'' M
4 ) De l
TM
Choice <0> ? 4 TM
Enter Variables Solution TM
The Flow in MGD is --- ---> 0.712TM
The Depth in feet is ------> 0 . 390T"
Flow in MGD 0 . 7121 The Diam in feet is -------> 1 . 000TM
Diam in feet 1 The Mannings n value is ---> Q1-Q24000'M
Mannings n value . 024 The Velocity in FPS is ----> 3 . 885'M
Slope in ft/ft . 033 The Slope is --------------> 0 . 03300000TM
Iterating Please Wait TM
TM
TM
Press any key when ready TM
H Y D R A U L I C C A L C U L A T O R Version 1 . 10 TM
circular Rectangular Trapazoidal V Bottom Irregular TM
TM
1 ) Flow TM
Z ) Slope
`M
: TR) ater 77
1 Depth � .Choice <0> ? 4 TM
TM
Enter Variables Solution TM
The Flow in MGD is --------> 1 . 271iTM
The Depth in feet is ------> 0 . 6301TM
Flow in MGD 1 . 271 The Diam in feet is -------> 1 . 00oiTM
Diam in feet 1 The Mannings n value is ---> 0 . 012000.TM
Mannings n value . 012 The Velocity in FPS is ----> 3 . 77211M*'
Slope in ft/ft . 005 The Slope is --------------> 0 . 00500000TM --
Iterating Please Wait T„
TM
Press any key when ready TM
:TM H Y D R AUL I C CALCULATOR Version 1 . 10 TM
TM
�T"Circular Rectangular Trapazoidal V Bottom Irregular TM
TM A
2 TM
TM1 ) Flow *M
'T"2) Slope
TM3) DiameterT
TN4 Depth W _.._ TM
TM TM
.TM Choice <0> ? 4
Enter Variables Solution TM
The Flow in MGD is --------> 1 . 726T"
The Depth in feet is ------> 0 . 550T"
Flow in MGD 1 . 7259 The Diam in feet is -------> 1 . 000T"
Diam in feet 1 The Mannings n value is ---> 0 . 0`12000TM
Mannings n value . 012 The Velocity in FPS is ----> 6 . 032T"
Slope in ft/ft . 0142 The Slope is --------------> 0 . 01420000T"
Iterating Please Wait T"
TM
Press any key when ready
u
e
TM H Y D R A U L I C C A L C U L A T O R Version 1 . 10 TM
7M
•,T"Circular Rectangular Trapazoidal V Bottom Irregular TM
TM
TM
T111 ) Flow iN
TM2 Slope / 77
.TM3) Diameter3 <. ' / � „_ � � ... _•.. '� _'"__ A- TM
TM4) Depth 111//% TM
TM
TM
TM Choice <0> ? 4.
Enter Variables Solution TM
The Flow in MGD is --------> 10 . 812T"
The Depth in feet is ------> 1 . 10OTM
Flow in MGD 10 . 8125 The Diam in feet is -------> 1 . 750T"
Diam in feet 1 . 75 The Mannings n value is ---> 0 . 016000TM
Mannings n value . 016 The Velocity in FPS is ----> 10 . 5
Slope in ft/ft . 0326 The Slope is ---------- --> 0 . 03260000T"
TM
Iterating Please Wait
TM
TM Press any key when ready
u
TM e
TM H Y D R A U L I C C A L C U L A T O R Version 1 . 10
• B I r r e u l a r TM
T"Circular Rectangular Trapazoidal V Bottom g TM
TM
TM
TM
T"1 ) Flow
T"2) Slope p. TM
TM3) Diameter
TM 4) Depth 7M
TM
Enter Variables Solution TM
The Flow in MGD is --------> 11 . 911"
The Depth in feet is ------> 1 . 58'"
Flow in (MGD) 11 . 906 The Diam in feet is -------> 1 . 75'"
Diam in feet 1 . 75 The Mannings n value is ---> 0 . 0160()OT"
Deoth in feet 1 . 58 The Velocity in FPS is ----> 8 . ot-'- ,
2 s�
H Y D R A U L I C C A L C U L A T O R Version 1 . 10 TM
S
'Circular Rectangular Trapazoidal V Bottom Irregular TM
TM
^
TM
'1 ) Flow
TM
'2 ) Slope
TM
3 ) Diameter x ��,- A
TM
4 ) Depth C�#� -� 4�OND �AN�IVL.�R Z''I � ` TM
Choice <0> ? 4 TM
Enter Variables Solution TM
The Flow in MGD is --------> 11 . 096TM
The Depth in feet is ------> 1 . 260TM
Flow in MGD 11 . 096 The Diam in feet is -------> 1 . 750T11
Diam in feet 1 . 75 The Mannings n value is ---> 0 . 016000TM
Mannings n value . 016 The Velocity in FPS is ----> 9 . 259TM
Slope in ft/ft . 024 The Slope is --------------> 0 . 02400000TM
TM
Iterating. Please Wait
TM
Circular Rectangular Trapazoidal V Bottom Irregular TM
TM
TM
1 ) Flow
TM
2 ) Slope
TM
3) Diameter .<_,
4 ) Depth GOUTy- - MA%A"O r—*( TO SY AGIE, TM
TM
Choice <0> ? 2 TM
Enter Variables Solution TM
The Flow in MGD is --------> 11 . 91TM
The Depth in feet is ------> 2 . 00TM
Flow in (MGD) 11 . 906 The Diam in feet is -------> 2 . 00TM
Diam in feet 2 The Mannings n value is ---> 0 . 016000TM
Depth in feet 2 The Velocity in FPS is ----> 5 . 86TM
Mannings n value . 016 The Slope is --------------> 0 . 01004126TM
TM
TM
TM
Press any key when ready TM
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Engineers /Planners /Surveyors
PAGE
2601 S.35th-Suite 200/Tacoma, WA 98409/473 4491 �^
Seattle 623-5736/Gig Harbor 851-3033 I OF
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