final drainage report stargate school

Transcription

FINAL DRAINAGE REPORT
FOR THE
STARGATE SCHOOL
JANUARY 23, 2015
REVISED MARCH 27, 2015
JVA, Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Toll Free:877.444.1951
Web site:
www.jvajva.com
E-mail:
[email protected]
January 23, 2015
Ms. Natalie Pittenger
City of Thornton Public Works Department
9500 Civic Center Drive
Thornton, Colorado 80229
RE:
Final Drainage Report for Stargate School
14530 Washington Street, Thornton, Colorado
JVA Job No. 2255c
Dear Ms. Pittenger:
The following Final Drainage Report and attached drainage maps have been prepared for
the above referenced project. The drainage report and drainage maps have been produced
in accordance with the “City of Thornton Standards & Specifications, 2012 Edition” and
comply with provisions thereof. Additionally, this report includes revisions from your
comments dated March 4, 2015.
It is our understanding that the information provided herein meets all requirements of the
City of Thornton and Urban Drainage and Flood Control District’s drainage criteria.
Please contact us if you have any questions regarding this submission.
Sincerely,
JVA, Inc.
______________________________
Riley E. Pennington, EIT
Design Engineer
Cc:
Ragan Ferrara – Slaterpaull Architects
BOULDER
I
FORT COLLINS
I
WINTER PARK
RESPONSIBLE PARTY STATEMENT:
“Stargate Property Corporation hereby certifies that the drainage facilities for the Stargate
School will be constructed according to the design presented in this report. I understand
that the City of Thornton does not and shall not assume liability for the drainage facilities
designed and/or certified by my engineer. I understand that the City of Thornton reviews
drainage plans but cannot, on behalf of Stargate School, guarantee that final drainage
design review will absolve Stargate Property Corporation and/or their successors and/or
assigns of future liability for improper design. I further understand that approval of the
Final Plan and/or Final Development Plan does not imply approval of my engineer’s
drainage design.”
Attest:
______________________________
Name of Responsible Party
________________________________
Notary Public
______________________________
Authorized Signature
ENGINEER’S STATEMENT:
“I hereby certify that this report (plan) for the Final drainage design of Stargate School
was prepared by me (or under my direct supervision) in accordance with the provisions of
the City of Thornton Storm Drainage Design and Technical Criteria for the Responsible
Parties thereof. I understand that the City of Thornton does not and shall not assume
liability for drainage facilities designed by others.”
____________________________
Charles R. Hager IV, P.E.
Registered Professional Engineer
State of Colorado No. 37146
FOR THE
STARGATE SCHOOL
3951 COTTONWOOD LAKES BOULEVARD
THORNTON, CO 80241
JVA, Inc.
1319 Spruce Street
Boulder, CO 80302
phone: 303-444-1951
fax: 303-444-1957
JVA Project No. 2255c
January 23, 2015
Revised March 27, 2015
CONTENTS
Contents ................................................................................................................. 1
General Location and Description ..................................................................... 1
Historic Drainage ................................................................................................... 1
Drainage Design Criteria ...................................................................................... 2
Wetland Mitigation and Preservation ................................................................ 3
Drainage Facility Design....................................................................................... 3
Conclusions ............................................................................................................ 5
References ............................................................................................................. 6
APPENDIX A – SITE MAPS
APPENDIX B – HYDROLOGY
APPENDIX C – HYDRAULIC CALCULATIONS
APPENDIX D – EXCERPTS
FIGURE 1 – HISTORIC DRAINAGE MAP
FIGURE 2 – OVERALL DEVELOPED DRAINAGE MAP
FIGURE 3 – DETAILED DEVELOPED DRAINAGE MAP
Stargate School – Final Drainage Report
i
GENERAL LOCATION AND DESCRIPTION
SITE LOCATION AND DESCRIPTION
Stargate Property Corporation is proposing to develop a new Stargate School campus on
the northwest portion of a site located at East 144th Avenue and Washington Street in
Thornton. Specifically, the property is located on a portion of the South half of the
Southwest quarter of Section 14, Township 1 South, Range 68, West of the 6th P.M., City
of Thornton, County of Adams, State of Colorado. The 73.16-acre site will be subdivided
into six parcels: a north parcel where the proposed Stargate School Campus will be
located, a southwest parcel to be developed into commercial space, a southern parcel
owned by Adams 12 Five Star, a parcel including Big Dry Creek which runs south to
north through the northeast parcel, a northern parcel which includes the Shay Ditch, and a
southeast parcel with no plans of future development at this time. This report will address
and account for the northwest parcel which only includes the proposed Stargate School
Campus. The southwest commercial parcel and southerly Adams 12 parcel will require
separate detention facilities to be approved by the City at the time of development.
The site is bound on the north by Shay Ditch, on the east by the eastern boundary of
S1/2SW1/4, Section 14, Township 1 South, Range 68 West, on the south by East 144th
Avenue, and on the west by Washington Street. A vicinity map is included in the
Appendix of this report.
PROPOSED PROJECT
The proposed development of the Stargate campus in the northwest parcel consists of the
construction of a new Secondary school building, primary school building, and a field
house along with associated parking, access drives, sidewalks, and student drop-off areas.
Potential future improvements at the Stargate School campus include an expansion to the
field house building, an asphalt court, a synthetic turf field and play areas.
The primary purpose of this drainage report is to address the proposed runoff, as well as
the water quality enhancement facilities, at the proposed development.
HISTORIC DRAINAGE
MAJOR BASIN DESCRIPTION
The site’s ultimate outfall is Big Dry Creek, which runs through the site. Big Dry Creek
flows south to north, with an ultimate outfall of the South Platte River.
According to FEMA Flood Insurance Rate Map (FIRM) Community Panel Number
8001C0303H, dated March 5, 2007, the site is located within zones A and X. FEMA
FIRM Community Panel Number 8001C0303J, dated May 2, 2014, is a revision of the
previously mentioned FEMA FIRM. The revised FIRM, panel 8001C0303J, is currently
under review and is set to be approved in May 2015. According to the revised FIRM, the
site is located in zones A and AE. The referenced flood maps are included in the
Appendix.
Currently, the Shay Ditch, along the northern boundary of the site, has been established
with a Zone A floodplain. However, along with the widening of Washington Street, the
Shay Ditch is being improved and realigned along the northerly property line. With these
improvements, the City of Thornton is completing a CLOMR application and analysis.
The proposed construction of the Shay Ditch will contain the 100-year floodplain within
its banks, and therefore will eliminate that portion of the floodplain from the site.
EXISTING SITE DRAINAGE AND FACILITIES
The existing site is currently undeveloped and is covered with native grasses and sparse
vegetation. The site generally lies between 5150 feet and 5122 feet on the NAVD 88
datum. All runoff from the site is conveyed overland east and ultimately outfalls to Big
Dry Creek.
The majority of soils found onsite are Platner Loam and Arvada Loam with an NRCS
hydrologic soils group (HGS) of C. Soils with a HGS of C have a very slow infiltration
rate when thoroughly wet and therefore have high runoff potential. A copy of the NRCS
soils classification map is included in the Appendix.
The current site is 1.7% impervious and runoff from basin H1 is conveyed overland east,
where it eventually outfalls into Big Dry Creek. A residence with gravel drives is located
in the northwest corner of the site. A barn is also located on the residential property.
DRAINAGE DESIGN CRITERIA
REGULATIONS AND DEVELOPMENT CRITERIA
The proposed drainage facilities have been designed to comply with the City of Thornton
Standards and Specifications, 2012 edition1, and the latest Urban Drainage and Flood
Control District’s Urban Storm Drainage Criteria Manual (Urban Drainage), 2010
edition2.
HYDROLOGIC METHOD AND DESIGN STORM FREQUENCIES
The Rational Method (Q=CIA) was computed to determine the storm runoff (Q) from
this site, with composite runoff coefficients (C) and contributing areas (A) for given
design points in sub-basins. The runoff coefficients were determined from site composite
imperviousness. The runoff coefficients for various land usages were obtained from
Urban Drainage. Intensities (I) were determined using the Time-Intensity-Frequency
Values and a calculated Time of Concentration (tc). Post development Time of
Concentration calculations for each sub-basin, corresponding rainfall intensities,
composite runoff coefficients, and storm flows for the 5-year and 100-year storms for
each design point are provided in the Appendix. HGL calculations were calculated using
Hydraflow design software.
HYDRAULIC CRITERIA
Design storm recurrence intervals for this project are consistent with the City of Thornton
requirements for school areas: the minor storm is the 5-year event and the major storm is
the 100-year event. The storm sewer system is designed to contain and convey the major
event.
Final calculations for the storm system, pond, and outlet structure are in accordance with
the City of Thornton Standards and Specifications and are included in the Appendix of
this report. Complete drainage plans, details, dimensions, etc. are included in the final
engineering plans.
VARIANCES FROM THE CRITERIA
No variances from the criteria are requested with this development.
WETLAND MITIGATION AND PRESERVATION
No mapped wetlands exist onsite.
DRAINAGE FACILITY DESIGN
GENERAL CONCEPT
The site continues to convey runoff east and drain to an onsite detention pond, which
provides the Stargate School parcel’s detention requirements. Water quality is provided
through Full Spectrum Detention and Excess Urban Runoff Volume (EURV).
PROPOSED BASINS AND SUB-BASINS
The proposed site has been divided into 34 sub-basins (refer to the attached Developed
Drainage Maps, Figures 2 through 5). Runoff from the site will flow overland to the
storm sewer system and continue to the onsite detention pond.
There are seven major basins included in this report: A, B, C, D, E, O, and P. These
basins are based on their outfalls.
•
The A basin (4.30-acres) A majority of the A basin is located north and east of the
Stargate School and consists of the northern entrance drive, parking lot, northeast
wing of the Stargate School, western wing of the field house building, and
landscape areas. Runoff from these minor basins is then conveyed south.
Additionally, minor A basins consist of the southern portion of the Primary
School parking lot and the southeast corner of the Primary School building. The A
basin eventually outfalls at the southeast corner of the Stargate School parcel and
runoff is conveyed by a concrete trickle channel to the onside detention pond.
•
The B basin (2.97-acres) is located west and south of the Stargate School. The B
basin consists of the southern entrance drive, parking lot, student drop-off lane,
west and southeast wings of the Stargate School, and landscape areas. The outfall
of the B basin is Storm Line A, where runoff is then conveyed south and east to
the detention pond.
•
The C basin (0.40-acre) is located along the southern boundary of the Stargate
School property. The C basin consists of a portion of the asphalt drive south of the
southern parking lot. Runoff from the C basin is conveyed east, where it outfalls
into Storm Line A and eventually into the detention pond.
•
The D basin (2.47-acres) contains the eastern portion of the field house building,
the amphitheater, the northwest corner of the Primary School, sidewalks, and
landscaped areas. The outfall for the D basin is Storm Line F, where it is
conveyed southeast and eventually outfalls into the detention pond. Basin D
includes a 5,955 square foot expansion to the field house building to allow for
future construction without modifying the detention pond.
•
The E basin (0.36-acres) contains a majority of the Primary School building, as
well as a landscaped area northeast of the Primary School. Runoff is conveyed
east and outfalls into Storm Line F and eventually outfalls into the onsite
detention pond. Basin E includes a future asphalt basketball court and the
impervious value for the field has been increased to allow for a potential
conversion to artificial turf in the future.
•
The O basin (1.01-acres) consists of the southwest corner of the Primary School
and the northern portion of the Primary School parking lot. Runoff is conveyed
south and outfalls into Storm Line A, where it is conveyed east and eventually
outfalls into the detention pond. In the 100-year storm event, the storm system
within basin O surcharges and ponding occurs. HGL calculations and profiles for
the minor and major storm events can be found in the Appendix.
•
The P basin (10.41-acres) is the portion of the Stargate Property containing the
onsite detention pond. This basin also includes potential future improvements
such as an asphalt court and a synthetic turf field. The pond was considered 100%
impervious at the 100-year water surface elevation.
The developed site is 46.5% impervious. Runoff rates, imperviousness, and runoff
coefficients for the various design points can be found within the calculations in the
Appendix. Design points, imperviousness, and direct and routed flow rates for each subbasin are also shown on the included Developed Drainage Maps.
RUNOFF AND DETENTION
A majority of the onsite inlets and storm pipes have been designed to capture and convey
the major (100-year) storm event without surcharging the private and public storm sewer
systems. All of the onsite inlets and storm pipes have been designed to capture and
convey the minor (5-year) storm event. All of the grate elevations for the on-site inlets
have been set higher than the 100-year water surface elevation at the pond to avoid a
potential surcharging. There are two sump inlets located at the northeast corner of the
Primary School parking lot that have ponding at the 100 year event. The ponding is less
than 12 inches and elevations have been noted on the grading plans.
Water quality is provided through Full Spectrum Detention, as required by the City of
Thornton Standards and Specifications. The onsite detention pond is designed for 100year detention and the excess urban runoff volume (EURV) in order to reduce postdevelopment impacts on Big Dry Creek. The regional detention pond releases through an
outlet structure complete with a micropool, a water quality plate, and 100-year flow
restrictor plate. The outfall of the onsite detention pond will release into Shay Ditch to the
north, and was set above the 10-year storm event water surface elevation of Big Dry
Creek. The 10-year storm event water surface elevation, where Shay Ditch outfalls into
Big Dry Creek, is approximately 5120.63’.5 The concrete flared end section of the outfall
pipe will be tied into the grouted boulder edge of Shay Ditch and adequate outlet
protection will be provided. Additionally, an emergency spillway conveys emergency
overflows east overland to Big Dry Creek. The spillway is sized to convey two times the
developed 100 year runoff.
CONCLUSIONS
The drainage facilities for the development of Stargate School have been designed in
accordance with the City of Thornton Standards & Specifications and the latest methods
endorsed the by the Urban Drainage and Flood Control District.
The referenced Developed Drainage Maps, Figures 2 through 5, depict the drainage
design points, developed runoff sub-basins, and configuration of the proposed storm
drainage system.
Drainage facilities are anticipated to adequately handle all onsite drainage while
enhancing the stormwater quality. Negative impacts on adjacent, upstream, or
downstream properties, under both existing and future build-out conditions of this site,
are not anticipated.
REFERENCES
1. “City of Thornton Standards and Specifications,” City of Thornton, 2012 Edition.
2. “Urban Storm Drainage Criteria Manual,” Urban Drainage and Flood Control
District, 2010.
3. FEMA Flood Insurance Rate Maps, FEMA Map Service Center, Community
Panels
Number
08001C0303H
and
08001C0303J.
Online
at
https://msc.fema.gov/, accessed January 5, 2015.
4. Web Soil Survey, Natural Resources Conservation Service, United States
Department of Agriculture. Online at http://websoilsurvey.nrcs.usda.gov,
accessed January 7, 2015.
5. “Big Dry Creek Major Drainageway Plan Conceptual Design Report,” Prepared
by Wright Water Engineers, March 2012.
6. “Washington Street Widening Study: 144th Ave to 160th Ave, Preliminary Design
Report,” Prepared by Matrix Design Group, July 2010.
APPENDIX A – SITE MAPS
STARGATE SCHOOL
AT
WASHINGTON STREET & EAST 144TH AVENUE
THORNTON, COLORADO
SITE
© 2015 M APQUEST – PORTIONS ©2015 TOM TOM
VICINITY MAP – NOT TO SCALE
SITE
SITE
APPENDIX B – HYDROLOGY
JVA Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Job Name:
Job Number:
Date:
By:
Stargate School
2255c
3/27/15
REP
Stargate School
Historic Runoff Coefficient & Time of Concentration Calculations
Location:
Thornton
Minor Design Storm:
5
Major Design Storm:
100
Soil Type:
C/D
CA = KA + (1.31i3 - 1.44i2 + 1.135i + 0.12)
CCD = KCD + (0.858i3 - 0.786i2 + 0.774i + 0.04)
CB = (CA + CCD)/2
Basin Design Data
I (%) =
Basin
Name
H
Design
Point
1
100%
Apaved
streets
(sf)
0
90%
90%
40%
10%
25%
Adrives/co
nc (sf)
Aroof
(sf)
Agravel
(sf)
Aplygnd
(sf)
Aart. turf
(sf)
5,750
6,610
15,140
0
0
0%
0%
Alscape (B
Alscape
soil)
(C/D soil)
(sf)
(sf)
0
ATotal
ATotal
(sf)
(ac)
Imp
(%)
22.87
1.7%
968,845 996,345
0
0.00
0
0.00
0
0.00
0
TOTAL SITE
0
5,750
6,610
15,140
0
0
0
968,845 996,345
Initial Overland Time (ti)
Runoff Coeff's
I (%)
C2
C5
C10
Upper
most
C100 Length
tt=Length/(Velocity
Travel Time (tt)
x 60)
Slope
(%)
ti
(min)
Length
(ft)
Slope
(%)
1.6%
25.5
1015
12.0%
Type of Land Surface
Cv
Velocity
(fps)
tt
(min)
7
2.4
7.0
(ft)
0.05
0.16
0.26
0.51
0.00
22.87
1.7%
0.05
0.16
0.26
300
Short Pasture and
lawns
Paved areas & shallow
paved swales
paved swales
paved swales
paved swales
tc Urbanized Check
ON
tc
Final
Time of Total
tc=(L/180)+
Conc
Length
10 (min.)
ti + tt = tc
(ft)
Min
tc
tc Comp
32.5
1315
17.3
20
0
10.0
20
0
10.0
20
0
10.0
20
0
10.0
0.51
I = (28.5 P1) / ((10 + TC) 0.786)
Runoff Coeff's
Area
Rainfall Intensities (in/hr)
Flow Rates (cfs)
Design
Point
Time of
Conc
(tc)
C2
C5
C10
C100
2
5
10
100
ATotal (sf)
H
1
17.3
0.05
0.16
0.26
0.51
2.05
2.92
N/A
5.70
996,345
22.87
0
0
0
0.00
0
0
0
0.00
0
0
0
0.00
0
0
0
0.00
996,345
22.87
Basin
Name
TOTAL SITE
2255c - Rational Calculations.xlsx
ATotal
(ac)
Q10
Q100
N/A
66.01
2.50 10.79 0.00
66.01
Q2
Q5
2.50 10.79
Historic
Page 1 of 7
17.3
JVA Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Job Name:
Job Number:
Date:
By:
Stargate School
2255c
3/27/15
REP
Stargate School
Composite Runoff Coefficient Calculations
Location:
Thornton
Minor Design Storm:
5
Major Design Storm:
100
Soil Type:
C/D
CA = KA + (1.31i3 - 1.44i2 + 1.135i + 0.12)
CCD = KCD + (0.858i3 - 0.786i2 + 0.774i + 0.04)
CB = (CA + CCD)/2
Basin Design Data
I (%) =
Basin
Name
Design
Point
100%
90%
Apond Adrives/c
(sf)
onc
(sf)
90%
40%
Aroof
Agravel
(sf)
(sf)
10%
25%
Aplygnd Aart. turf
(sf)
(sf)
0%
0%
Alscape (B Alscape
soil)
(C/D soil)
(sf)
(sf)
10,750
ATotal
ATotal
(sf)
(ac)
Imp
(%)
C2
C5
C10
C100
39,720
0.91
65.6%
0.45
0.50
0.54
0.66
5,250
0.12
90.0%
0.73
0.75
0.77
0.83
A1
1
A2
2
A3
3
53,450
1,085
54,535
1.25
88.2%
0.70
0.72
0.75
0.82
A4
4
2,700
4,303
7,003
0.16
34.7%
0.25
0.33
0.40
0.57
A5
5
548
9,348
0.21
84.7%
0.65
0.68
0.71
0.78
A6
6
1,372
1,372
0.03
0.0%
0.04
0.15
0.25
0.50
A7
7
4,526
6,706
0.15
29.3%
0.22
0.30
0.38
0.57
A8
8
1,078
1,078
0.02
0.0%
0.04
0.15
0.25
0.50
A9
9
420
2,280
2,700
0.06
14.0%
0.14
0.23
0.32
0.54
A10
10
10,730
2,080
12,810
0.29
75.4%
0.54
0.58
0.62
0.71
A11
11
29,815
2,845
32,660
0.75
82.2%
0.62
0.65
0.68
0.76
A12
12
4,000
1,105
5,105
0.12
70.5%
0.50
0.50
0.50
0.50
A13
13
4,435
4,435
0.10
90.0%
0.73
0.75
0.77
0.83
B1
14
28,198
1,237
29,435
0.68
86.2%
0.67
0.70
0.73
0.80
B2
15
16,160
8,480
24,640
0.57
59.0%
0.40
0.45
0.50
0.63
B3
16
13,544
9,340
22,884
0.53
53.3%
0.36
0.42
0.47
0.61
B4
17
6,640
6,640
0.15
0.0%
0.04
0.15
0.25
0.50
B5
18
1,140
6,170
0.14
73.4%
0.52
0.56
0.60
0.70
B6
19
7,565
0.17
90.0%
0.73
0.75
0.77
0.83
B7
20
14,880
6,560
21,440
0.49
62.5%
0.43
0.47
0.52
0.64
B8
21
9,365
1,380
10,745
0.25
78.4%
0.58
0.58
0.58
0.58
C
22
9,385
7,870
17,255
0.40
49.0%
0.33
0.39
0.45
0.60
D1
23
25,820
0.59
90.0%
0.73
0.75
0.77
0.83
D2
24
620
4,730
5,350
0.12
10.4%
0.11
0.21
0.30
0.53
D3
25
1,710
1,085
2,795
0.06
55.1%
0.37
0.43
0.48
0.62
D4
26
7,105
0.16
90.0%
0.73
0.75
0.77
0.83
D5
27
66,720
1.53
25.0%
0.20
0.28
0.36
0.56
O1
28
7,895
0.18
90.0%
0.73
0.75
0.77
0.83
28,970
Runoff Coeff's
I (%)
5,250
8,800
2,180
5,030
7,565
25,820
7,105
18,500
48,220
7,895
Developed C
Page 2 of 7
JVA Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Job Name:
Job Number:
Date:
By:
Stargate School
2255c
3/27/15
REP
Stargate School
Composite Runoff Coefficient Calculations
Location:
Thornton
Minor Design Storm:
5
Major Design Storm:
100
Soil Type:
C/D
CA = KA + (1.31i3 - 1.44i2 + 1.135i + 0.12)
CCD = KCD + (0.858i3 - 0.786i2 + 0.774i + 0.04)
CB = (CA + CCD)/2
Basin Design Data
I (%) =
Basin
Name
Design
Point
100%
90%
Apond Adrives/c
(sf)
onc
(sf)
90%
40%
Aroof
Agravel
(sf)
(sf)
10%
25%
Aplygnd Aart. turf
(sf)
(sf)
0%
0%
Alscape (B Alscape
soil)
(C/D soil)
(sf)
(sf)
Runoff Coeff's
I (%)
ATotal
ATotal
(sf)
(ac)
Imp
(%)
C2
C5
C10
C100
O2
29
16,420
3,070
19,490
0.45
75.8%
0.55
0.58
0.62
0.71
O3
30
15,855
930
16,785
0.39
85.0%
0.66
0.68
0.71
0.79
E1
31
4,987
4,987
0.11
90.0%
0.73
0.75
0.77
0.83
E2
32
3,785
3,785
0.09
90.0%
0.73
0.75
0.77
0.83
E3
33
2,770
0.06
42.2%
0.29
0.36
0.43
0.59
E4
34
4,300
0.10
90.0%
0.73
0.75
0.77
0.83
P
35
262,815 453,650
10.41
25.1%
0.20
0.28
0.36
0.56
396,939 950,948
21.83
46.3%
0.32
0.38
0.44
0.59
1,300
1,470
4,300
66,700
24,655
DETENTION/WQ 66,700 279,689 108,140
99,480
0
0
99,480
0
Developed C
Page 3 of 7
JVA Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Job Name:
Job Number:
Date:
By:
Stargate School
2255c
3/27/15
REP
Stargate School
Time of Concentration Calculations
Thornton
Location:
Minor Design Storm:
5
Major Design Storm:
100
Soil Type:
C/D
Travel Time (tt)
tt=Length/(Velocity x 60)
Sub-Basin Data
Basin
Name
Design
Point
ATotal
(ac)
C5
Upper
most
Length
(ft)
Slope
(%)
ti
(min)
A1
1
0.91
0.50
45
7.8%
3.7
A2
2
0.12
0.75
120
2.0%
5.7
A3
3
1.25
0.72
150
2.4%
6.3
A4
4
0.16
0.33
60
0.3%
16.4
A5
5
0.21
0.68
140
2.0%
7.3
A6
6
0.03
0.15
31
7.2%
5.0
A7
7
0.15
0.30
115
3.1%
A8
8
0.02
0.15
28
A9
9
0.06
0.23
58
tc Comp
tc Urbanized Check
ON
tc
Final
Min
tc
Cv
Velocity
(fps)
tt
(min)
Time of
Conc
ti + tt = tc
Total
Length
(ft)
tc=(L/180)+
10 (min)
20
2.9
1.0
4.7
215
11.2
5.0
20
0.0
0.0
5.7
120
10.7
5.7
20
2.4
2.1
8.5
460
12.6
8.5
20
0.0
0.0
16.4
60
10.3
10.3
20
0.0
0.0
7.3
140
10.8
7.3
Short Pasture and lawns
7
0.0
0.0
5.0
31
10.2
5.0
10.8
7
0.0
0.0
10.8
115
10.6
10.6
2.5%
6.8
7
0.0
0.0
6.8
28
10.2
6.8
2.0%
9.7
7
0.0
0.0
9.7
58
10.3
9.7
20
2.7
0.4
14.0
362
12.0
12.0
20
3.3
0.0
10.3
305
11.7
10.3
20
0.0
0.0
27.3
131
10.7
10.7
20
0.0
0.0
5.7
123
10.7
5.7
20
0.0
0.0
8.7
220
11.2
8.7
20
2.3
2.2
6.2
335
11.9
6.2
20
1.9
0.8
8.8
225
11.3
8.8
7
0.0
0.0
9.2
103
10.6
9.2
20
0.0
0.0
7.9
125
10.7
7.9
20
0.0
0.0
5.3
105
10.6
5.3
20
0.0
0.0
13.8
267
11.5
11.5
20
0.0
0.0
10.2
196
11.1
10.2
20
0.0
0.0
13.0
210
11.2
11.2
20
0.0
0.0
6.6
163
10.9
6.6
Length
Slope (%)
(ft)
170
310
2.1%
1.5%
A10
10
0.29
0.58
300
1.8%
13.6
62
1.8%
A11
11
0.75
0.65
300
2.7%
10.3
5
2.7%
A12
12
0.12
0.50
131
0.1%
27.3
A13
13
0.10
0.75
123
2.0%
5.7
B1
14
0.68
0.70
220
2.0%
8.7
B2
15
0.57
0.45
40
6.7%
4.0
295
1.3%
B3
16
0.53
0.42
130
5.8%
8.0
95
0.9%
B4
17
0.15
0.15
103
7.2%
9.2
B5
18
0.14
0.56
125
2.7%
7.9
B6
19
0.17
0.75
105
2.0%
5.3
B7
20
0.49
0.47
267
2.5%
13.8
B8
21
0.25
0.58
196
2.3%
10.2
C
22
0.40
0.39
210
3.0%
13.0
D1
23
0.59
0.75
163
2.0%
6.6
paved swales
paved swales
paved swales
paved swales
paved swales
paved swales
paved swales
paved swales
paved swales
paved swales
paved swales
paved swales
paved swales
paved swales
paved swales
paved swales
paved swales
paved swales
D2
24
0.12
0.21
73
4.0%
8.8
7
0.0
0.0
8.8
73
10.4
8.8
D3
25
0.06
0.43
142
6.3%
8.0
7
0.0
0.0
8.0
142
10.8
8.0
20
0.0
0.0
5.4
109
10.6
5.4
20
0.0
0.0
15.3
258
11.4
11.4
20
0.0
0.0
6.3
147
10.8
6.3
20
0.0
0.0
9.4
234
11.3
9.4
D4
26
0.16
0.75
109
2.0%
5.4
D5
27
1.53
0.28
258
3.9%
15.3
O1
28
0.18
0.75
147
2.0%
6.3
O2
29
0.45
0.58
234
3.7%
9.4
paved swales
paved swales
paved swales
paved swales
Developed Tc
Page 4 of 7
JVA Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Job Name:
Job Number:
Date:
By:
Stargate School
2255c
3/27/15
REP
Stargate School
Time of Concentration Calculations
Thornton
Location:
Minor Design Storm:
5
Major Design Storm:
100
Soil Type:
C/D
Travel Time (tt)
tt=Length/(Velocity x 60)
Sub-Basin Data
Basin
Name
Design
Point
ATotal
(ac)
C5
Upper
most
Length
(ft)
Slope
(%)
ti
(min)
O3
30
0.39
0.68
265
3.0%
8.6
E1
31
0.11
0.75
115
2.0%
5.5
E2
32
0.09
0.75
88
2.0%
4.8
E3
33
0.06
0.36
66
2.0%
8.8
E4
34
0.10
0.75
90
2.0%
4.9
P
35
10.41
0.28
300
2.0%
20.6
Length
Slope (%)
(ft)
700
1.8%
paved swales
paved swales
paved swales
paved swales
paved swales
paved swales
Developed Tc
tc Comp
tc Urbanized Check
ON
tc
Final
Min
tc
Cv
Velocity
(fps)
tt
(min)
Time of
Conc
ti + tt = tc
Total
Length
(ft)
tc=(L/180)+
10 (min)
20
0.0
0.0
8.6
265
11.5
8.6
20
0.0
0.0
5.5
115
10.6
5.5
20
0.0
0.0
4.8
88
10.5
5.0
20
0.0
0.0
8.8
66
10.4
8.8
20
0.0
0.0
4.9
90
10.5
5.0
20
2.7
4.3
24.9
1000
15.6
15.6
Page 5 of 7
JVA Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Job Name:
Job Number:
Date:
By:
Stargate School
2255c
3/27/15
REP
POND VOLUME CALCULATIONS - STAGE / STORAGE
Pond Volume = Prismoidal Formula
Volume Equation = (A1+A2+SQRT(A1*A2)*D/3
Stage / Storage Input Table
ELEVATION
ft
5123.8
5124.0
5125.0
5126.0
5127.0
5128.0
5128.3
Top of Pond
5128.3
DEPTH (D)
ft
0.2
1.0
1.0
1.0
1.0
0.3
AREA (A1)
ft2
0
274
13,337
41,198
70,766
99,225
108,610
4.5
WEIGHTED
AVG AREA (A2)
ft2
INCREMENTAL
VOLUME
ft3
137
6,806
27,268
55,982
84,996
103,918
18
5,174
25,992
55,320
84,596
31,165
CUMMULATIVE
VOLUME
ft3
0
18
5,192
31,184
86,504
171,099
202,264
TOTAL VOLUME
202,264 cf
4.643 ac-ft
Volume Summary Table
Required
Required
Water Surface
Volume (ft3) Volume (ac-ft)
Elevation
EURV
V100 +
42,955 cf
77,975 cf
0% WQCV
0.986 ac-ft
1.790 ac-ft
5126.21 ft
5126.85 ft
Water Depth
2.41 ft
3.05 ft
Volume Interpolation Calculations
EURV
Vol
31184.32
42954.77
86503.85
Elev
5126.00
5126.21
5127.00
V100 +
Vol
31184.32
77975.46
86503.85
Vol Pond
0% WQCV
Elev
5126.00
5126.85
5127.00
Page 6 of 7
JVA Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Job Name:
Job Number:
Date:
By:
Stargate School
2255c
3/27/15
REP
STAGE VS. STORAGE
Water Quality Detention Pond
5129.0
5128.5
Top of Pond
202,264 cf
5128.3
5128.0
5127.0
(FEET ABOVE MSL)
WATER SURFACE ELEVATION
5127.5
V100 + 0% WQCV
77,975 cf
5126.85 ft
5126.5
EURV
42,955 cf
5126.21 ft
5126.0
5125.5
5125.0
5124.5
5124.0
5123.5
0
50,000
100,000
150,000
200,000
250,000
POND VOLUME (CF)
Vol Pond
Page 7 of 7
APPENDIX C – HYDRAULIC CALCULATIONS
JVA Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Job Name:
Job Number:
Date:
By:
Stargate School
Developed Storm Runoff Calculations
Pipe Size (in)
or equivalent
Pipe Material
Slope (%)
Pipe Flow
(cfs)
Max Pipe
Capacity (cfs)
Length (ft)
Velocity (fps)
tt (min)
Total Time
(min)
5.86
5.70
0.10
8.80
0.89
12 in
PVC
1.0%
0.9
5.0
40
1.2
0.55
6.25
8.50
1.72
7.74
13.31
24 in
RCP
0.6%
13.3
19.3
151
4.7
0.53
9.03
10.30
1.81
7.19
13.04
24 in
RCP
0.6%
13.0
19.3
108
4.6
0.39
10.69
7.30
0.17
8.16
1.37
15 in
PVC
2.5%
1.4
14.2
60
3.2
0.31
7.61
5.00
0.02
9.12
0.14
15 in
PVC
0.5%
0.1
6.4
64
1.2
0.90
5.90
10.60
0.10
7.11
0.73
15 in
PVC
0.5%
0.7
6.4
69
2.3
0.51
11.11
6.80
0.01
8.35
0.10
15 in
PVC
1.0%
0.1
8.8
40
0.9
0.75
7.55
Total Pipe Flow (Basins A5-A9)
11.11
0.32
6.98
2.21
15 in
PVC
0.5%
2.2
6.4
31.5
3.4
0.15
11.26
11.26
2.13
6.94
14.77
24 in
RCP
0.6%
14.8
19.3
173
5.3
0.54
11.80
8.70
0.54
7.67
4.13
15 in
RCP
0.8%
4.1
6.2
42
3.9
0.18
8.88
18 in
RCP
0.8%
6.8
10.1
103
4.4
0.39
9.27
0.60
9.12
5.46
Total Pipe Flow (Basin A1)
5.70
0.10
8.80
0.88
A3
3
1.25
0.82
8.50
1.02
A4
4
0.16
0.57
10.30
7.73
7.90
0.09
7.19
0.66
A5
5
0.21
0.78
7.30
0.17
8.15
1.37
A6
6
0.03
0.50
5.00
0.02
9.12
0.14
A7
7
0.15
0.57
10.60
0.09
7.11
0.62
Total Pipe Flow (Basins A6 & A7)
A8
8
0.02
0.50
6.80
0.01
8.34
0.10
A9
B1
9
14
0.06
0.68
0.54
0.80
9.70
8.70
0.03
0.54
7.36
7.67
0.25
4.13
Total Pipe Flow (Basin B1)
B2
15
0.57
0.63
6.20
0.36
8.58
3.05
Total Pipe Flow (Basins B1 & B2)
Q bypass
Q (cfs)
0.86
5.00
Q carryover
I (in/hr)
4.8
Q (cfs)
248
I (in/hr)
12.0
C*A (ac)
5.5
tc (min)
0.5%
Runoff Coeff
RCP
Area (ac)
21 in
Design Point
5.46
Basin Name
9.12
0.66
0.83
Pipe/Swale Travel Time
0.60
0.91
0.12
Pipe
5.00
1
2
Inlets
ΣC*A (ac)
Total Runoff
A1
A2
I = (28.5 P1) / ((10 + TC)^0.786)
Total tc (min)
Direct Runoff
2.69
Notes
Point Hour Rainfall (P1) :
Year
Q intercepted
100
Inlet Type
Design Storm :
Stargate School
2255c
3/27/15
REP
1.84
8.88
0.89
7.61
6.81
Q100
Overflow to B3
1.21
Page 1 of 29
JVA Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Job Name:
Job Number:
Date:
By:
Stargate School
18
0.14
0.70
7.90
0.10
7.94
19
0.17
20
0.49
C
O1
21
22
28
0.25
0.40
0.18
29
0.45
30
0.39
140
4.4
0.54
9.81
21 in
RCP
0.8%
9.5
15.2
90
4.6
0.33
10.14
0.72
0.06
Overflow to B8
21 in
RCP
0.8%
10.1
15.2
129
4.9
0.44
10.58
5.30
0.14
8.98
1.30
15 in
RCP
2.0%
1.3
9.8
46
1.1
0.68
5.98
11.50
0.46
6.88
3.17
15 in
RCP
2.0%
3.2
9.8
10
3.0
0.06
11.56
Total Pipe Flow (Basins B1-B8)
11.56
1.99
6.86
13.68
24 in
RCP
0.8%
13.7
21.7
93
5.1
0.30
11.86
Total Pipe Flow (Basins A1-A9, B1-B8)
11.86
4.12
6.79
27.98
30 in
RCP
0.6%
28.0
35.0
100
6.6
0.25
12.11
Total Pipe Flow (Basin C)
11.20
0.24
6.95
1.65
15 in
RCP
2.0%
1.7
9.8
95
1.7
0.91
12.11
Total Pipe Flow (Basins A1-A9, B1-B8, C)
12.11
4.36
6.73
29.33
30 in
RCP
1.6%
29.3
55.0
206
4.8
0.71
12.83
6.30
0.15
8.55
1.29
12 in
RCP
2.0%
1.3
5.4
79
1.8
0.74
7.04
9.40
0.47
7.45
3.51
24 in
RCP
0.5%
3.5
17.2
10
6.4
0.03
9.43
9.43
0.77
7.45
5.76
24 in
RCP
0.5%
5.8
17.2
101
7.4
0.23
9.65
0.83
5.30
0.14
8.98
0.64
11.50
0.32
6.87
0.58
10.20
0.60
11.20
0.83
6.30
0.14
0.24
0.15
7.22
6.95
8.54
0.71
9.40
0.32
7.45
0.79
8.60
0.30
7.70
1.30
2.17
1.03
1.09
1.65
1.29
2.38
2.33
Total Pipe Flow (Basins O1-O3)
Notes
Total Time
(min)
15.2
10.07
Total Pipe Flow (Basins O1 & O2)
O3
9.1
7.24
Total Pipe Flow (Basin O1)
O2
9.47
0.8%
1.39
B8
7.33
RCP
10.14
B7
1.29
0.78
B6
9.81
21 in
3.66
0.57
B5
tt (min)
7.51
Velocity (fps)
0.08
Length (ft)
9.20
Max Pipe
Capacity (cfs)
0.50
9.11
Pipe Flow
(cfs)
0.15
7.49
Slope (%)
17
1.22
Pipe Material
B4
9.27
Pipe Size (in)
or equivalent
2.45
Pipe
Q bypass
7.64
Q (cfs)
0.32
I (in/hr)
8.80
ΣC*A (ac)
tc (min)
0.61
Inlets
Total tc (min)
Runoff Coeff
0.53
Q (cfs)
Area (ac)
16
I (in/hr)
Design Point
B3
I = (28.5 P1) / ((10 + TC)^0.786)
Total Runoff
C*A (ac)
Basin Name
Direct Runoff
2.69
Q carryover
Year
Q intercepted
100
Inlet Type
Design Storm :
Stargate School
2255c
3/27/15
REP
Q100
Page 2 of 29
JVA Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Job Name:
Job Number:
Date:
By:
Stargate School
Year
Pipe Size (in)
or equivalent
Pipe Material
Slope (%)
Pipe Flow
(cfs)
Max Pipe
Capacity (cfs)
Length (ft)
Velocity (fps)
tt (min)
Total Time
(min)
33.7
50.7
39
7.2
0.09
12.92
12.00
0.21
6.75
1.41
18 in
RCP
0.5%
1.4
8.0
94
2.1
0.76
12.76
12.76
0.78
6.58
5.12
18 in
RCP
0.5%
5.1
8.0
31
7.6
0.07
12.82
12.92
7.46
6.54
48.78
36 in
RCP
0.5%
48.8
50.7
245
8.2
0.50
13.42
5.70
0.08
8.80
0.75
12 in
PVC
1.5%
0.7
6.1
82
1.0
1.31
7.01
Total Pipe Flow (Basins A1-A13, B1-B8, C, O1-O3)
13.42
6.06
6.43
38.94
36 in
RCP
0.5%
38.9
50.7
210
8.7
0.40
13.82
6.60
0.49
8.43
4.17
15 in
RCP
0.7%
4.2
5.9
247
2.9
1.43
8.03
5.40
0.14
8.94
1.22
12 in
PVC
0.5%
1.2
3.5
19
1.6
0.19
5.59
Total Pipe Flow (Basin D5)
11.40
0.86
6.90
5.92
12 in
PVC
0.5%
5.9
3.5
17
8.8
0.03
11.43
Total Pipe Flow (Basins D4 & D5)
11.43
0.99
6.89
6.85
18 in
RCP
0.5%
6.9
8.0
85
3.9
0.37
11.80
11.80
1.53
6.80
10.39
24 in
RCP
0.5%
10.4
17.2
59
3.3
0.30
12.09
0.71
tc (min)
12.00
0.21
6.75
11
0.75
0.76
10.30
0.57
7.19
1.41
4.10
A12
12
0.12
0.50
10.70
0.06
7.08
0.41
A13
D1
13
23
0.10
0.59
0.83
0.83
5.70
6.60
0.08
0.49
8.80
8.42
0.75
4.16
D4
26
0.16
0.83
5.40
0.14
8.93
1.22
D5
D3
27
25
1.53
0.06
0.56
0.62
11.40
8.00
0.86
0.04
6.90
7.90
5.92
0.31
Total Pipe Flow (Basins D1, D3-D5)
Q bypass
0.5%
Q carryover
RCP
Q intercepted
Q (cfs)
36 in
Q (cfs)
33.68
I (in/hr)
6.56
C*A (ac)
5.13
A11
I (in/hr)
0.29
Pipe
ΣC*A (ac)
10
Inlets
Total tc (min)
Total Runoff
A10
I = (28.5 P1) / ((10 + TC)^0.786)
12.83
Runoff Coeff
Area (ac)
Design Point
Basin Name
Direct Runoff
2.69
Q100
Page 3 of 29
Notes
100
Inlet Type
Design Storm :
Stargate School
2255c
3/27/15
REP
JVA Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Job Name:
Job Number:
Date:
By:
Stargate School
Pipe Size (in)
or equivalent
Pipe Material
Slope (%)
Pipe Flow
(cfs)
Max Pipe
Capacity (cfs)
Length (ft)
Velocity (fps)
tt (min)
Total Time
(min)
5.50
0.10
8.89
0.85
12 in
PVC
0.5%
0.8
3.5
18
3.1
0.10
5.60
5.00
0.07
9.12
0.66
12 in
PVC
0.5%
0.7
3.5
52
3.0
0.29
5.29
8.80
0.21
7.64
1.57
12 in
PVC
0.8%
1.6
4.3
42
3.5
0.20
9.00
Total Pipe Flow (Basin E4)
5.00
0.08
9.12
0.75
12 in
PVC
2.1%
0.8
7.2
47
2.2
0.35
5.35
Total Pipe Flow (Basins E1-E4)
9.00
0.29
7.58
2.18
12 in
PVC
0.8%
2.2
4.3
189
4.5
0.70
9.70
Total Pipe Flow (Basins D1-D5, E1-E4)
13.12
1.88
6.49
12.22
24 in
RCP
0.5%
12.2
17.2
113
4.5
0.42
13.53
13.82
13.77
6.34
87.38
7.64
0.50
5.50
0.10
8.89
0.85
E2
32
0.09
0.83
5.00
0.07
9.12
0.66
E3
33
0.06
0.59
8.80
0.04
7.64
0.28
E4
P
34
35
0.10
10.41
0.83
0.56
5.00
15.60
0.08
5.84
9.12
5.99
0.75
34.96
Total Developed Flow (Basins A1-A13, B1-B8, C, D1-D5, E1-E4, O1-O3, P)
Q bypass
Q (cfs)
13.12
0.07
Total Pipe Flow (Basins D1-D5)
Q carryover
I (in/hr)
1.02
Q (cfs)
6.7
I (in/hr)
409
8.80
C*A (ac)
17.2
tc (min)
10.7
Runoff Coeff
0.5%
Area (ac)
RCP
Design Point
24 in
Basin Name
10.72
0.53
0.83
6.73
0.12
0.11
Pipe
1.59
24
31
Inlets
ΣC*A (ac)
Total Runoff
12.09
D2
E1
I = (28.5 P1) / ((10 + TC)^0.786)
Total tc (min)
Direct Runoff
2.69
Q100
Page 4 of 29
Notes
Year
Q intercepted
100
Inlet Type
Design Storm :
Stargate School
2255c
3/27/15
REP
JVA Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Job Name:
Job Number:
Date:
By:
Stargate School
Pipe Size (in)
or equivalent
Pipe Material
Slope (%)
Pipe Flow
(cfs)
Max Pipe
Capacity (cfs)
Length (ft)
Velocity (fps)
tt (min)
Total Time
(min)
5.99
5.70
0.09
4.52
0.41
12 in
PVC
1.0%
0.4
5.0
40
3.1
0.21
5.91
8.50
1.45
3.97
5.74
24 in
RCP
0.6%
5.7
19.3
151
5.3
0.47
8.97
10.30
1.50
3.69
5.53
24 in
RCP
0.6%
5.5
19.3
108
5.3
0.34
10.64
7.30
0.15
4.18
0.61
15 in
PVC
2.5%
0.6
14.2
60
3.3
0.31
7.61
5.00
0.00
4.68
0.02
15 in
PVC
0.5%
0.0
6.4
64
0.8
1.32
6.32
10.60
0.05
3.65
0.19
15 in
PVC
0.5%
0.2
6.4
69
1.6
0.71
11.31
6.80
0.00
4.28
0.02
15 in
PVC
1.0%
0.0
8.8
40
0.6
1.17
7.97
11.31
0.21
3.55
0.76
15 in
PVC
0.5%
0.8
6.4
31.5
3.2
0.17
11.48
11.48
1.71
3.53
6.05
24 in
RCP
0.6%
6.0
19.3
173
5.4
0.53
12.01
8.70
0.47
3.94
1.85
15 in
RCP
0.8%
1.9
6.2
42
4.4
0.16
8.86
18 in
RCP
0.8%
2.8
10.1
103
4.8
0.36
9.22
0.45
4.68
2.12
5.70
0.09
4.51
0.41
A3
3
1.25
0.72
8.50
0.90
A4
4
0.16
0.33
10.30
3.96
3.58
0.05
3.69
0.19
A5
5
0.21
0.68
7.30
0.15
4.18
0.61
A6
6
0.03
0.15
5.00
0.00
4.68
0.02
A7
7
0.15
0.30
10.60
0.05
3.64
0.17
A8
8
0.02
0.15
6.80
0.00
4.28
0.02
A9
B1
9
14
0.06
0.68
0.23
0.70
9.70
8.70
0.01
0.47
3.77
3.93
0.05
1.85
B2
15
0.57
0.45
6.20
0.25
4.40
1.12
Q bypass
Q (cfs)
0.99
5.00
Q carryover
I (in/hr)
4.2
Q (cfs)
248
I (in/hr)
12.0
C*A (ac)
2.1
tc (min)
0.5%
Runoff Coeff
RCP
Area (ac)
21 in
Design Point
2.12
Basin Name
4.68
0.50
0.75
0.45
0.91
0.12
Pipe
5.00
1
2
Inlets
ΣC*A (ac)
Total Runoff
A1
A2
I = (28.5 P1) / ((10 + TC)^0.786)
Total tc (min)
Direct Runoff
1.38
Notes
Year
Q intercepted
5
Inlet Type
Design Storm :
Stargate School
2255c
3/27/15
REP
0.95
8.86
0.73
3.91
2.84
Q5
Overflow to B3
0.17
Page 5 of 29
JVA Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Job Name:
Job Number:
Date:
By:
Stargate School
18
0.14
0.56
7.90
0.08
4.07
19
0.17
20
0.49
C
O1
21
22
28
0.25
0.40
0.18
29
0.45
30
0.39
140
5.0
0.47
9.69
21 in
RCP
0.8%
3.7
15.2
90
4.9
0.31
9.99
0.33
0.00
Overflow to B8
21 in
RCP
0.8%
3.9
15.2
129
5.2
0.42
10.41
5.30
0.13
4.61
0.60
15 in
RCP
2.0%
0.6
9.8
46
2.5
0.31
5.61
11.50
0.36
3.53
1.28
15 in
RCP
2.0%
1.3
9.8
10
4.7
0.04
11.54
11.54
1.55
3.52
5.46
24 in
RCP
0.8%
5.5
21.7
93
5.6
0.28
11.81
Total Pipe Flow (Basins A1-A9, B1-B8)
11.81
3.26
3.49
11.38
30 in
RCP
0.6%
11.4
35.0
100
6.3
0.26
12.08
Total Pipe Flow (Basin C)
11.20
0.16
3.57
0.55
15 in
RCP
2.0%
0.6
9.8
95
3.7
0.42
11.62
Total Pipe Flow (Basins A1-A9, B1-B8, C)
12.08
3.42
3.45
11.81
30 in
RCP
1.6%
11.8
55.0
206
7.7
0.45
12.52
6.30
0.14
4.38
0.59
12 in
RCP
2.0%
0.6
5.4
79
3.9
0.34
6.64
9.40
0.40
3.82
1.51
24 in
RCP
0.5%
1.5
17.2
10
2.9
0.06
9.46
9.46
0.66
3.82
2.51
24 in
RCP
0.5%
2.5
17.2
101
2.9
0.58
10.04
0.75
5.30
0.13
4.60
0.47
11.50
0.23
3.52
0.58
10.20
0.39
11.20
0.75
6.30
0.14
0.16
0.14
3.70
3.56
4.38
0.58
9.40
0.26
3.82
0.68
8.60
0.26
3.95
0.60
0.82
0.53
0.53
0.55
0.59
1.00
1.04
Total Pipe Flow (Basins O1-O3)
Notes
Total Time
(min)
15.2
3.91
Total Pipe Flow (Basins O1 & O2)
O3
3.6
3.73
Total Pipe Flow (Basin O1)
O2
3.65
0.8%
1.05
B8
3.78
RCP
9.99
B7
0.97
0.32
B6
9.69
21 in
1.02
0.09
B5
tt (min)
3.85
Velocity (fps)
0.02
Length (ft)
9.20
Max Pipe
Capacity (cfs)
0.15
3.64
Pipe Flow
(cfs)
0.15
3.85
Slope (%)
17
0.94
Pipe Material
B4
9.22
Pipe Size (in)
or equivalent
0.85
Pipe
Q bypass
3.91
Q (cfs)
0.22
I (in/hr)
8.80
ΣC*A (ac)
tc (min)
0.42
Inlets
Total tc (min)
Runoff Coeff
0.53
Q (cfs)
Area (ac)
16
I (in/hr)
Design Point
B3
I = (28.5 P1) / ((10 + TC)^0.786)
Total Runoff
C*A (ac)
Basin Name
Direct Runoff
1.38
Q carryover
Year
Q intercepted
5
Inlet Type
Design Storm :
Stargate School
2255c
3/27/15
REP
Q5
Page 6 of 29
JVA Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Job Name:
Job Number:
Date:
By:
Stargate School
Year
Pipe Size (in)
or equivalent
Pipe Material
Slope (%)
Pipe Flow
(cfs)
Max Pipe
Capacity (cfs)
Length (ft)
Velocity (fps)
tt (min)
Total Time
(min)
13.9
50.7
39
5.8
0.11
12.64
12.00
0.17
3.46
0.59
18 in
RCP
0.5%
0.6
8.0
94
0.5
3.01
15.01
15.01
0.66
3.13
2.06
18 in
RCP
0.5%
2.1
8.0
31
1.7
0.30
15.31
15.31
5.79
3.10
17.96
36 in
RCP
0.5%
18.0
50.7
245
6.3
0.64
15.96
5.70
0.08
4.52
0.34
12 in
PVC
1.5%
0.3
6.1
82
2.6
0.53
6.23
15.96
4.87
3.04
14.81
36 in
RCP
0.5%
14.8
50.7
210
6.4
0.55
16.50
6.60
0.44
4.32
1.91
15 in
RCP
0.7%
1.9
5.9
247
5.4
0.76
7.36
5.40
0.12
4.58
0.56
12 in
PVC
0.5%
0.6
3.5
19
2.2
0.15
5.55
11.40
0.43
3.54
1.53
12 in
PVC
0.5%
1.5
3.5
17
3.3
0.09
11.49
Total Pipe Flow (Basins D4 & D5)
11.49
0.55
3.53
1.96
18 in
RCP
0.5%
2.0
8.0
85
2.5
0.57
12.06
12.06
1.02
3.46
3.54
24 in
RCP
0.5%
3.5
17.2
59
4.4
0.23
12.28
0.58
tc (min)
12.00
0.17
3.46
11
0.75
0.65
10.30
0.49
3.69
0.59
1.80
A12
12
0.12
0.50
10.70
0.06
3.63
0.21
A13
D1
13
23
0.10
0.59
0.75
0.75
5.70
6.60
0.08
0.44
4.51
4.32
0.34
1.91
D4
26
0.16
0.75
5.40
0.12
4.58
0.56
D5
D3
27
25
1.53
0.06
0.28
0.43
11.40
8.00
0.43
0.03
3.54
4.05
1.53
0.11
Total Pipe Flow (Basins D1, D3-D5)
Q bypass
0.5%
Q carryover
RCP
Q intercepted
Q (cfs)
36 in
Q (cfs)
13.87
I (in/hr)
3.40
C*A (ac)
4.08
A11
I (in/hr)
0.29
Pipe
ΣC*A (ac)
10
Inlets
Total tc (min)
Total Runoff
A10
I = (28.5 P1) / ((10 + TC)^0.786)
12.52
Runoff Coeff
Area (ac)
Design Point
Basin Name
Direct Runoff
1.38
Q5
Page 7 of 29
Notes
5
Inlet Type
Design Storm :
Stargate School
2255c
3/27/15
REP
JVA Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Job Name:
Job Number:
Date:
By:
Stargate School
Pipe Size (in)
or equivalent
Pipe Material
Slope (%)
Pipe Flow
(cfs)
Max Pipe
Capacity (cfs)
Length (ft)
Velocity (fps)
tt (min)
Total Time
(min)
5.50
0.09
4.56
0.39
12 in
PVC
0.5%
0.4
3.5
18
2.7
0.11
5.61
5.00
0.06
4.68
0.30
12 in
PVC
0.5%
0.3
3.5
52
2.6
0.34
5.34
8.80
0.17
3.92
0.68
12 in
PVC
0.8%
0.7
4.3
42
2.8
0.25
9.05
5.00
0.07
4.68
0.34
12 in
PVC
2.1%
0.3
7.2
47
1.9
0.41
5.41
9.05
0.25
3.88
0.96
12 in
PVC
0.8%
1.0
4.3
189
4.1
0.76
9.81
Total Pipe Flow (Basins D1-D5, E1-E4)
13.80
1.30
3.26
4.22
24 in
RCP
0.5%
4.2
17.2
113
4.7
0.40
14.20
16.50
9.11
2.99
27.27
3.91
0.10
5.50
0.09
4.56
0.39
E2
32
0.09
0.75
5.00
0.06
4.68
0.30
E3
33
0.06
0.36
8.80
0.02
3.91
0.09
E4
P
34
35
0.10
10.41
0.75
0.28
5.00
15.60
0.07
2.95
4.68
3.07
0.34
9.05
Total Developed Flow (Basins A1-A13, B1-B8, C, D1-D5, E1-E4, O1-O3, P)
Q bypass
Q (cfs)
13.80
0.03
Total Pipe Flow (Basins D1-D5)
Q carryover
I (in/hr)
1.52
Q (cfs)
4.5
I (in/hr)
409
8.80
C*A (ac)
17.2
tc (min)
3.6
Runoff Coeff
0.5%
Area (ac)
RCP
Design Point
24 in
Basin Name
3.60
0.21
0.75
3.43
0.12
0.11
Pipe
1.05
24
31
Inlets
ΣC*A (ac)
Total Runoff
12.28
D2
E1
I = (28.5 P1) / ((10 + TC)^0.786)
Total tc (min)
Direct Runoff
1.38
Q5
Page 8 of 29
Notes
Year
Q intercepted
5
Inlet Type
Design Storm :
Stargate School
2255c
3/27/15
REP
JVA Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Job Name:
Job Number:
Date:
By:
Stargate School
2255c
3/27/15
REP
ORIFICE PLATE AT OUTLET PIPE WORKSHEET
Orifice Plate
using Headwater above opening and
Q=cA(2gH)^.5
QMAJOR allowable release rate:
C= 0.65
Summary of Available Pipe Releases
Pipe Dia
Area
Head H
Q
Outfall
Pipe
at centroid
avail out
(in)
(sf)
(ft)
(cfs)
12
0.79
2.80
6.85
15
1.23
2.67
10.46
18
1.77
2.55
14.70
24
3.14
2.30
24.82
30
4.91
2.05
36.61
36
7.07
1.80
49.39
Q=cA(2gH)^.5
100-yr Water Surface Elev:
Inv Elev at Outlet Struct:
Outlet Pipe at Structure:
21.83
cfs
5126.85
5123.55
24
ft
ft
in
C= 0.65
Iteration process
Q
c
Hhead
21.83 cfs
0.65
2.30 ft
Needed Area
2.76 sf
Using Area- determine
Ao
Apipe
theta
Ao-calced
m
H
2.76 sf
3.14 sf
1.746 rad
2.76 sf

 2π − θ    θ 
 θ 
Ao =  Apipe 
 + r sin  * r cos 
 2π    2 
 2 

0.64 ft distance above(+) or below(-) center
H =r+m
1.64 ft Height above pipe invert
θ 
m = r cos  
2
Major Orifice
Page 9 of 29
Job Name:
Job Number:
Date:
By:
JVA Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Stargate School
2255c
3/27/15
REP
FLOW CALCULATIONS - GRATE INLET SUMP CONDITION
(Reference: Urban Drainage and Flood Control District Drainage Criteria Manual, 2001, V.1, Section 3.3.6)
(Note: Spreadsheet assumes orifice condition for fully developed flow.)
INLET TYPE: Type 13 Inlet - Vane Grate
BASIN:
A1
Q = Cd*Ao*(2gH)^0.5
Orifice Equation:
Adjust Ao (open area) due to clogging as follows:
Effective Area Opening Ae = (1-C) Ao, where:
C = K * Co / N
N = Number of Inlets
Co = Single Inlet Clogging Factor:
Co(grate) =
0.5
Number of inlets:
(50% clogging)
K = Clogging Coefficent value
for multiple inlets
N
Grate
1
1
2
1.5
3
1.75
4
1.88
5
1.94
6
1.97
7
1.98
8
1.99
2
N=
Inlet Dimensions and Effective Open Area:
Ao(g) = 1.32
Total Ao(g) = 2.64
K = 1.50
C = K*Co/N = 0.38
Ae(g) = (1-C)Ao =
1.65
Grate Opening:
Allowable depth:
Constants:
ft^2
ft^2
ft^2
H = 6.0
in =
g = 32.20
Cd = 0.67
ft/s^2
0.5
ft
Flow Calculations:
Grate Flow:
Q = Cd * Ae(g) * (2g*H)^0.5
Qg=
6.27
Total Intercepted Flow with
an allowable depth of
Required Flow (Q 5
Required Flow (Q 100
)=
)=
2
6
2.12
5.46
A1
cfs
cfs
CFS
inlet(s) and
inches is
Bypass =
Bypass =
6.3
cfs
0.0
0.0
cfs
cfs
Page 10 of 29
Job Name:
Job Number:
Date:
By:
JVA Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Stargate School
2255c
3/27/15
REP
FLOW CALCULATIONS - COMBINATION INLET SUMP CONDITION
(Note: Spreadsheet assumes orifice condition for fully developed flow. Vertical curb opening only.)
INLET TYPE:
BASIN: A3
Single Combination Inlet
Q = Cd*Ao*(2gH)^0.5
Orifice Equation:
C = K * Co / N
Co(grate) =
0.5
Co(curb opening) =
0.1
Number of inlets:
(50% clogging)
(10% clogging)
N=
for multiple inlets
N
Grate
Curb
1
1
1
2
1.5
1.25
3
1.75
1.31
4
1.88
1.33
5
1.94
1.33
6
1.97
1.33
7
1.98
1.33
8
1.99
1.33
1
Grate Opening:
Curb Opening:
Ao(g) =
Total Ao(g) =
K=
C = K*Co/N =
Ae(g) = (1-C)Ao =
2.32
2.32
1.00
0.50
1.16
length (l) =
height (h) =
Total Ao(c) =
K=
C = K*Co/N =
Ae(c) = (1-C)Ao =
36
6
1.50
1.00
0.10
1.35
Allowable depth:
Constants:
ft^2 (per inlet)
ft^2 (total, all inlets)
ft^2
in =
3.00
in =
0.50
ft (per inlet)
ft
ft2
H = 6.0
in =
g = 32.20
Cd = 0.67
ft/s^2
0.5
ft
Flow Calculations:
Grate Flow:
Curb Flow:
Q = Cd * Ae(g) * (2g*H)^0.5
Qg=
4.41
Q = Cd * Ae(c) * (2g*D)^0.5
D = H - h/2 =
0.25
Qc=
3.63
CFS
Required Flow (Q 5 ) =
CFS
1
6
3.58
7.90
cfs
cfs
A3
inlets and
inches is
Bypass =
Bypass =
8.0
cfs
0.0
0.0
cfs
cfs
Page 11 of 29
Job Name:
Job Number:
Date:
By:
JVA Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Stargate School
2255c
3/27/15
REP
INLET TYPE: Grated Manhole - 24" Diameter
BASIN:
A4
Q = Cd*Ao*(2gH)^0.5
Orifice Equation:
C = K * Co / N
Co(grate) =
0.5
Number of inlets:
(50% clogging)
for multiple inlets
N
Grate
1
1
2
1.5
3
1.75
4
1.88
5
1.94
6
1.97
7
1.98
8
1.99
1
N=
Ao(g) = 0.9
Total Ao(g) = 0.90
K = 1.00
C = K*Co/N = 0.50
Ae(g) = (1-C)Ao =
0.45
Grate Opening:
Allowable depth:
Constants:
ft^2
ft^2
ft^2
H = 2.0
in =
g = 32.20
Cd = 0.67
ft/s^2
0.1666667
ft
Flow Calculations:
Grate Flow:
Q = Cd * Ae(g) * (2g*H)^0.5
Qg=
0.99
Required Flow (Q 5
)=
)=
1
2
0.19
0.66
A4
cfs
cfs
CFS
inlet(s) and
inches is
Bypass =
Bypass =
1.0
cfs
0.0
0.0
cfs
cfs
Page 12 of 29
Job Name:
Job Number:
Date:
By:
JVA Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Stargate School
2255c
3/27/15
REP
INLET TYPE: 2'x2' Inlet
BASIN:
A5
Q = Cd*Ao*(2gH)^0.5
Orifice Equation:
C = K * Co / N
Co(grate) =
0.5
Number of inlets:
(50% clogging)
for multiple inlets
N
Grate
1
1
2
1.5
3
1.75
4
1.88
5
1.94
6
1.97
7
1.98
8
1.99
1
N=
Ao(g) = 2.1
Total Ao(g) = 2.10
K = 1.00
C = K*Co/N = 0.50
Ae(g) = (1-C)Ao =
1.05
Grate Opening:
Allowable depth:
Constants:
ft^2
ft^2
ft^2
H = 2.0
in =
g = 32.20
Cd = 0.67
ft/s^2
0.1666667
ft
Flow Calculations:
Grate Flow:
Q = Cd * Ae(g) * (2g*H)^0.5
Qg=
2.30
Required Flow (Q 5
)=
)=
1
2
0.61
1.37
A5
cfs
cfs
CFS
inlet(s) and
inches is
Bypass =
Bypass =
2.3
cfs
0.0
0.0
cfs
cfs
Page 13 of 29
Job Name:
Job Number:
Date:
By:
JVA Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Stargate School
2255c
3/27/15
REP
BASIN:
A6
Q = Cd*Ao*(2gH)^0.5
Orifice Equation:
C = K * Co / N
Co(grate) =
0.5
Number of inlets:
(50% clogging)
for multiple inlets
N
Grate
1
1
2
1.5
3
1.75
4
1.88
5
1.94
6
1.97
7
1.98
8
1.99
1
N=
Ao(g) = 2.1
Total Ao(g) = 2.10
K = 1.00
C = K*Co/N = 0.50
Ae(g) = (1-C)Ao =
1.05
Grate Opening:
Allowable depth:
Constants:
ft^2
ft^2
ft^2
H = 2.0
in =
g = 32.20
Cd = 0.67
ft/s^2
0.1666667
ft
Flow Calculations:
Grate Flow:
Q = Cd * Ae(g) * (2g*H)^0.5
Qg=
2.30
Required Flow (Q 5
)=
)=
1
2
0.02
0.14
A6
cfs
cfs
CFS
inlet(s) and
inches is
Bypass =
Bypass =
2.3
cfs
0.0
0.0
cfs
cfs
Page 14 of 29
Job Name:
Job Number:
Date:
By:
JVA Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Stargate School
2255c
3/27/15
REP
BASIN:
A7
Q = Cd*Ao*(2gH)^0.5
Orifice Equation:
C = K * Co / N
Co(grate) =
0.5
Number of inlets:
(50% clogging)
for multiple inlets
N
Grate
1
1
2
1.5
3
1.75
4
1.88
5
1.94
6
1.97
7
1.98
8
1.99
1
N=
Ao(g) = 2.1
Total Ao(g) = 2.10
K = 1.00
C = K*Co/N = 0.50
Ae(g) = (1-C)Ao =
1.05
Grate Opening:
Allowable depth:
Constants:
ft^2
ft^2
ft^2
H = 2.0
in =
g = 32.20
Cd = 0.67
ft/s^2
0.1666667
ft
Flow Calculations:
Grate Flow:
Q = Cd * Ae(g) * (2g*H)^0.5
Qg=
2.30
Required Flow (Q 5
)=
)=
1
2
0.17
0.62
A7
cfs
cfs
CFS
inlet(s) and
inches is
Bypass =
Bypass =
2.3
cfs
0.0
0.0
cfs
cfs
Page 15 of 29
Job Name:
Job Number:
Date:
By:
JVA Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Stargate School
2255c
3/27/15
REP
BASIN:
A8
Q = Cd*Ao*(2gH)^0.5
Orifice Equation:
C = K * Co / N
Co(grate) =
0.5
Number of inlets:
(50% clogging)
for multiple inlets
N
Grate
1
1
2
1.5
3
1.75
4
1.88
5
1.94
6
1.97
7
1.98
8
1.99
1
N=
Ao(g) = 2.1
Total Ao(g) = 2.10
K = 1.00
C = K*Co/N = 0.50
Ae(g) = (1-C)Ao =
1.05
Grate Opening:
Allowable depth:
Constants:
ft^2
ft^2
ft^2
H = 2.0
in =
g = 32.20
Cd = 0.67
ft/s^2
0.1666667
ft
Flow Calculations:
Grate Flow:
Q = Cd * Ae(g) * (2g*H)^0.5
Qg=
2.30
Required Flow (Q 5
)=
)=
1
2
0.02
0.10
A8
cfs
cfs
CFS
inlet(s) and
inches is
Bypass =
Bypass =
2.3
cfs
0.0
0.0
cfs
cfs
Page 16 of 29
Job Name:
Job Number:
Date:
By:
JVA Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Stargate School
2255c
3/27/15
REP
BASIN:
A9
Q = Cd*Ao*(2gH)^0.5
Orifice Equation:
C = K * Co / N
Co(grate) =
0.5
Number of inlets:
(50% clogging)
for multiple inlets
N
Grate
1
1
2
1.5
3
1.75
4
1.88
5
1.94
6
1.97
7
1.98
8
1.99
1
N=
Ao(g) = 2.1
Total Ao(g) = 2.10
K = 1.00
C = K*Co/N = 0.50
Ae(g) = (1-C)Ao =
1.05
Grate Opening:
Allowable depth:
Constants:
ft^2
ft^2
ft^2
H = 2.0
in =
g = 32.20
Cd = 0.67
ft/s^2
0.1666667
ft
Flow Calculations:
Grate Flow:
Q = Cd * Ae(g) * (2g*H)^0.5
Qg=
2.30
Required Flow (Q 5
)=
)=
1
2
0.05
0.25
A9
cfs
cfs
CFS
inlet(s) and
inches is
Bypass =
Bypass =
2.3
cfs
0.0
0.0
cfs
cfs
Page 17 of 29
Job Name:
Job Number:
Date:
By:
JVA Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Stargate School
2255c
3/27/15
REP
BASIN:
B1
Q = Cd*Ao*(2gH)^0.5
Orifice Equation:
C = K * Co / N
Co(grate) =
0.5
Number of inlets:
(50% clogging)
for multiple inlets
N
Grate
1
1
2
1.5
3
1.75
4
1.88
5
1.94
6
1.97
7
1.98
8
1.99
1
N=
Ao(g) = 2.1
Total Ao(g) = 2.10
K = 1.00
C = K*Co/N = 0.50
Ae(g) = (1-C)Ao =
1.05
Grate Opening:
Allowable depth:
Constants:
ft^2
ft^2
ft^2
H = 2.0
in =
g = 32.20
Cd = 0.67
ft/s^2
0.1666667
ft
Flow Calculations:
Grate Flow:
Q = Cd * Ae(g) * (2g*H)^0.5
Qg=
2.30
Required Flow (Q 5
)=
)=
1
2
0.08
0.17
B1
cfs
cfs
CFS
inlet(s) and
inches is
Bypass =
Bypass =
2.3
cfs
0.0
0.0
cfs
cfs
Page 18 of 29
INLET ON A CONTINUOUS GRADE
Project:
Stargate School
Inlet ID:
B2
MINOR
Design Information (Input)
Type of Inlet
Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow')
Total Number of Units in the Inlet (Grate or Curb Opening)
Type =
aLOCAL =
MAJOR
Denver No. 16 Combination
2.0
2.0
No =
1
1
inches
Lo =
3.00
3.00
ft
Wo =
1.73
1.73
ft
Clogging Factor for a Single Unit Grate (typical min. value = 0.5)
Cf-G =
0.50
0.50
Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)
Cf-C =
Length of a Single Unit Inlet (Grate or Curb Opening)
Width of a Unit Grate (cannot be greater than W from Q-Allow)
Street Hydraulics: WARNING: Q > ALLOWABLE Q FOR MINOR & MAJOR STORM
Total Inlet Interception Capacity
Total Inlet Carry-Over Flow (flow bypassing inlet)
Capture Percentage = Qa/Qo =
2255c - B2 -Inlet_v3.14.xlsm, Inlet On Grade
0.10
0.10
MINOR
MAJOR
Q=
0.95
1.84
cfs
Qb =
0.2
1.21
cfs
C% =
85
60
%
3/27/2015, 1:32 PM
Job Name:
Job Number:
Date:
By:
JVA Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Stargate School
2255c
3/27/15
REP
INLET TYPE:
BASIN: B3
Q = Cd*Ao*(2gH)^0.5
Orifice Equation:
C = K * Co / N
Co(grate) =
0.5
Co(curb opening) =
0.1
Number of inlets:
(50% clogging)
(10% clogging)
N=
for multiple inlets
N
Grate
Curb
1
1
1
2
1.5
1.25
3
1.75
1.31
4
1.88
1.33
5
1.94
1.33
6
1.97
1.33
7
1.98
1.33
8
1.99
1.33
1
Grate Opening:
Curb Opening:
Ao(g) =
Total Ao(g) =
K=
C = K*Co/N =
Ae(g) = (1-C)Ao =
2.32
2.32
1.00
0.50
1.16
length (l) =
height (h) =
Total Ao(c) =
K=
C = K*Co/N =
Ae(c) = (1-C)Ao =
36
6
1.50
1.00
0.10
1.35
Allowable depth:
Constants:
ft^2 (per inlet)
ft^2
in =
3.00
in =
0.50
ft (per inlet)
ft
ft2
H = 6.0
in =
g = 32.20
Cd = 0.67
ft/s^2
0.5
ft
Flow Calculations:
Grate Flow:
Curb Flow:
Q = Cd * Ae(g) * (2g*H)^0.5
Qg=
4.41
Q = Cd * Ae(c) * (2g*D)^0.5
D = H - h/2 =
0.25
Qc=
3.63
CFS
CFS
1
6
1.02
3.66
cfs
cfs
B3
inlets and
inches is
Bypass =
Bypass =
8.0
cfs
0.0
0.0
cfs
cfs
Page 19 of 29
Job Name:
Job Number:
Date:
By:
JVA Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Stargate School
2255c
3/27/15
REP
BASIN:
B4
Q = Cd*Ao*(2gH)^0.5
Orifice Equation:
C = K * Co / N
Co(grate) =
0.5
Number of inlets:
(50% clogging)
for multiple inlets
N
Grate
1
1
2
1.5
3
1.75
4
1.88
5
1.94
6
1.97
7
1.98
8
1.99
1
N=
Ao(g) = 2.1
Total Ao(g) = 2.10
K = 1.00
C = K*Co/N = 0.50
Ae(g) = (1-C)Ao =
1.05
Grate Opening:
Allowable depth:
Constants:
ft^2
ft^2
ft^2
H = 2.0
in =
g = 32.20
Cd = 0.67
ft/s^2
0.1666667
ft
Flow Calculations:
Grate Flow:
Q = Cd * Ae(g) * (2g*H)^0.5
Qg=
2.30
Required Flow (Q 5
)=
)=
1
2
0.09
0.57
B4
cfs
cfs
CFS
inlet(s) and
inches is
Bypass =
Bypass =
2.3
cfs
0.0
0.0
cfs
cfs
Page 20 of 29
INLET ON A CONTINUOUS GRADE
Project:
Stargate School
Inlet ID:
B5
MINOR
Design Information (Input)
Type of Inlet
Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow')
Total Number of Units in the Inlet (Grate or Curb Opening)
Type =
aLOCAL =
MAJOR
Denver No. 16 Combination
2.0
2.0
No =
1
1
inches
Lo =
3.00
3.00
ft
Wo =
1.73
1.73
ft
Clogging Factor for a Single Unit Grate (typical min. value = 0.5)
Cf-G =
0.50
0.50
Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)
Cf-C =
Length of a Single Unit Inlet (Grate or Curb Opening)
Width of a Unit Grate (cannot be greater than W from Q-Allow)
Street Hydraulics: WARNING: Q > ALLOWABLE Q FOR MAJOR STORM
Total Inlet Interception Capacity
Total Inlet Carry-Over Flow (flow bypassing inlet)
Capture Percentage = Qa/Qo =
2255c - B5 -Inlet_v3.14.xlsm, Inlet On Grade
0.10
0.10
MINOR
MAJOR
Q=
0.33
0.72
cfs
Qb =
0.0
0.06
cfs
C% =
100
92
%
3/27/2015, 1:31 PM
Job Name:
Job Number:
Date:
By:
JVA Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Stargate School
2255c
3/27/15
REP
INLET TYPE:
BASIN: B7
Q = Cd*Ao*(2gH)^0.5
Orifice Equation:
C = K * Co / N
Co(grate) =
0.5
Co(curb opening) =
0.1
Number of inlets:
(50% clogging)
(10% clogging)
N=
for multiple inlets
N
Grate
Curb
1
1
1
2
1.5
1.25
3
1.75
1.31
4
1.88
1.33
5
1.94
1.33
6
1.97
1.33
7
1.98
1.33
8
1.99
1.33
1
Grate Opening:
Curb Opening:
Ao(g) =
Total Ao(g) =
K=
C = K*Co/N =
Ae(g) = (1-C)Ao =
2.32
2.32
1.00
0.50
1.16
length (l) =
height (h) =
Total Ao(c) =
K=
C = K*Co/N =
Ae(c) = (1-C)Ao =
36
6
1.50
1.00
0.10
1.35
Allowable depth:
Constants:
ft^2 (per inlet)
ft^2
in =
3.00
in =
0.50
ft (per inlet)
ft
ft2
H = 6.0
in =
g = 32.20
Cd = 0.67
ft/s^2
0.5
ft
Flow Calculations:
Grate Flow:
Curb Flow:
Q = Cd * Ae(g) * (2g*H)^0.5
Qg=
4.41
Q = Cd * Ae(c) * (2g*D)^0.5
D = H - h/2 =
0.25
Qc=
3.63
CFS
CFS
1
6
0.82
2.17
cfs
cfs
B7
inlets and
inches is
Bypass =
Bypass =
8.0
cfs
0.0
0.0
cfs
cfs
Page 21 of 29
Job Name:
Job Number:
Date:
By:
JVA Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Stargate School
2255c
3/27/15
REP
INLET TYPE:
BASIN: B8
Q = Cd*Ao*(2gH)^0.5
Orifice Equation:
C = K * Co / N
Co(grate) =
0.5
Co(curb opening) =
0.1
Number of inlets:
(50% clogging)
(10% clogging)
N=
for multiple inlets
N
Grate
Curb
1
1
1
2
1.5
1.25
3
1.75
1.31
4
1.88
1.33
5
1.94
1.33
6
1.97
1.33
7
1.98
1.33
8
1.99
1.33
1
Grate Opening:
Curb Opening:
Ao(g) =
Total Ao(g) =
K=
C = K*Co/N =
Ae(g) = (1-C)Ao =
2.32
2.32
1.00
0.50
1.16
length (l) =
height (h) =
Total Ao(c) =
K=
C = K*Co/N =
Ae(c) = (1-C)Ao =
36
6
1.50
1.00
0.10
1.35
Allowable depth:
Constants:
ft^2 (per inlet)
ft^2
in =
3.00
in =
0.50
ft (per inlet)
ft
ft2
H = 6.0
in =
g = 32.20
Cd = 0.67
ft/s^2
0.5
ft
Flow Calculations:
Grate Flow:
Curb Flow:
Q = Cd * Ae(g) * (2g*H)^0.5
Qg=
4.41
Q = Cd * Ae(c) * (2g*D)^0.5
D = H - h/2 =
0.25
Qc=
3.63
CFS
CFS
1
6
0.53
1.09
cfs
cfs
B8
inlets and
inches is
Bypass =
Bypass =
8.0
cfs
0.0
0.0
cfs
cfs
Page 22 of 29
Job Name:
Job Number:
Date:
By:
JVA Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Stargate School
2255c
3/27/15
REP
INLET TYPE:
BASIN: C
Q = Cd*Ao*(2gH)^0.5
Orifice Equation:
C = K * Co / N
Co(grate) =
0.5
Co(curb opening) =
0.1
Number of inlets:
(50% clogging)
(10% clogging)
N=
for multiple inlets
N
Grate
Curb
1
1
1
2
1.5
1.25
3
1.75
1.31
4
1.88
1.33
5
1.94
1.33
6
1.97
1.33
7
1.98
1.33
8
1.99
1.33
1
Grate Opening:
Curb Opening:
Ao(g) =
Total Ao(g) =
K=
C = K*Co/N =
Ae(g) = (1-C)Ao =
2.32
2.32
1.00
0.50
1.16
length (l) =
height (h) =
Total Ao(c) =
K=
C = K*Co/N =
Ae(c) = (1-C)Ao =
36
6
1.50
1.00
0.10
1.35
Allowable depth:
Constants:
ft^2 (per inlet)
ft^2
in =
3.00
in =
0.50
ft (per inlet)
ft
ft2
H = 6.0
in =
g = 32.20
Cd = 0.67
ft/s^2
0.5
ft
Flow Calculations:
Grate Flow:
Curb Flow:
Q = Cd * Ae(g) * (2g*H)^0.5
Qg=
4.41
Q = Cd * Ae(c) * (2g*D)^0.5
D = H - h/2 =
0.25
Qc=
3.63
CFS
CFS
1
6
0.55
1.09
cfs
cfs
C
inlets and
inches is
Bypass =
Bypass =
8.0
cfs
0.0
0.0
cfs
cfs
Page 23 of 29
Job Name:
Job Number:
Date:
By:
JVA Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Stargate School
2255c
3/27/15
REP
BASIN:
D2
Q = Cd*Ao*(2gH)^0.5
Orifice Equation:
C = K * Co / N
Co(grate) =
0.5
Number of inlets:
(50% clogging)
for multiple inlets
N
Grate
1
1
2
1.5
3
1.75
4
1.88
5
1.94
6
1.97
7
1.98
8
1.99
1
N=
Ao(g) = 2.1
Total Ao(g) = 2.10
K = 1.00
C = K*Co/N = 0.50
Ae(g) = (1-C)Ao =
1.05
Grate Opening:
Allowable depth:
Constants:
ft^2
ft^2
ft^2
H = 2.0
in =
g = 32.20
Cd = 0.67
ft/s^2
0.1666667
ft
Flow Calculations:
Grate Flow:
Q = Cd * Ae(g) * (2g*H)^0.5
Qg=
2.30
Required Flow (Q 5
)=
)=
1
2
0.10
0.50
D2
cfs
cfs
CFS
inlet(s) and
inches is
Bypass =
Bypass =
2.3
cfs
0.0
0.0
cfs
cfs
Page 24 of 29
Job Name:
Job Number:
Date:
By:
JVA Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Stargate School
2255c
3/27/15
REP
BASIN:
D3
Q = Cd*Ao*(2gH)^0.5
Orifice Equation:
C = K * Co / N
Co(grate) =
0.5
Number of inlets:
(50% clogging)
for multiple inlets
N
Grate
1
1
2
1.5
3
1.75
4
1.88
5
1.94
6
1.97
7
1.98
8
1.99
1
N=
Ao(g) = 2.1
Total Ao(g) = 2.10
K = 1.00
C = K*Co/N = 0.50
Ae(g) = (1-C)Ao =
1.05
Grate Opening:
Allowable depth:
Constants:
ft^2
ft^2
ft^2
H = 2.0
in =
g = 32.20
Cd = 0.67
ft/s^2
0.1666667
ft
Flow Calculations:
Grate Flow:
Q = Cd * Ae(g) * (2g*H)^0.5
Qg=
2.30
Required Flow (Q 5
)=
)=
1
2
0.11
0.31
D3
cfs
cfs
CFS
inlet(s) and
inches is
Bypass =
Bypass =
2.3
cfs
0.0
0.0
cfs
cfs
Page 25 of 29
Job Name:
Job Number:
Date:
By:
JVA Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Stargate School
2255c
3/27/15
REP
BASIN:
D5
Q = Cd*Ao*(2gH)^0.5
Orifice Equation:
C = K * Co / N
Co(grate) =
0.5
Number of inlets:
(50% clogging)
for multiple inlets
N
Grate
1
1
2
1.5
3
1.75
4
1.88
5
1.94
6
1.97
7
1.98
8
1.99
1
N=
Ao(g) = 2.1
Total Ao(g) = 2.10
K = 1.00
C = K*Co/N = 0.50
Ae(g) = (1-C)Ao =
1.05
Grate Opening:
Allowable depth:
Constants:
ft^2
ft^2
ft^2
H = 8.0
in =
g = 32.20
Cd = 0.67
ft/s^2
0.6666667
ft
Flow Calculations:
Grate Flow:
Q = Cd * Ae(g) * (2g*H)^0.5
Qg=
4.61
Required Flow (Q 5
)=
)=
1
8
1.53
5.92
D5
cfs
cfs
CFS
inlet(s) and
inches is
Bypass =
Bypass =
4.6
cfs
0.0
1.3
cfs
cfs
Page 26 of 29
Job Name:
Job Number:
Date:
By:
JVA Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Stargate School
2255c
3/27/15
REP
INLET TYPE: 15" Area Drain
BASIN:
E3
Q = Cd*Ao*(2gH)^0.5
Orifice Equation:
C = K * Co / N
Co(grate) =
0.5
Number of inlets:
(50% clogging)
for multiple inlets
N
Grate
1
1
2
1.5
3
1.75
4
1.88
5
1.94
6
1.97
7
1.98
8
1.99
1
N=
Ao(g) = 0.43
Total Ao(g) = 0.43
K = 1.00
C = K*Co/N = 0.50
Ae(g) = (1-C)Ao =
0.22
Grate Opening:
Allowable depth:
Constants:
ft^2
ft^2
ft^2
H = 2.0
in =
g = 32.20
Cd = 0.67
ft/s^2
0.1666667
ft
Flow Calculations:
Grate Flow:
Q = Cd * Ae(g) * (2g*H)^0.5
Qg=
0.47
Required Flow (Q 5
)=
)=
1
2
0.09
0.28
E3
cfs
cfs
CFS
inlet(s) and
inches is
Bypass =
Bypass =
0.5
cfs
0.0
0.0
cfs
cfs
Page 27 of 29
Job Name:
Job Number:
Date:
By:
JVA Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Stargate School
2255c
3/27/15
REP
INLET TYPE:
BASIN: O2
Q = Cd*Ao*(2gH)^0.5
Orifice Equation:
C = K * Co / N
Co(grate) =
0.5
Co(curb opening) =
0.1
Number of inlets:
(50% clogging)
(10% clogging)
N=
for multiple inlets
N
Grate
Curb
1
1
1
2
1.5
1.25
3
1.75
1.31
4
1.88
1.33
5
1.94
1.33
6
1.97
1.33
7
1.98
1.33
8
1.99
1.33
1
Grate Opening:
Curb Opening:
Ao(g) =
Total Ao(g) =
K=
C = K*Co/N =
Ae(g) = (1-C)Ao =
2.32
2.32
1.00
0.50
1.16
length (l) =
height (h) =
Total Ao(c) =
K=
C = K*Co/N =
Ae(c) = (1-C)Ao =
36
6
1.50
1.00
0.10
1.35
Allowable depth:
Constants:
ft^2 (per inlet)
ft^2
in =
3.00
in =
0.50
ft (per inlet)
ft
ft2
H = 6.0
in =
g = 32.20
Cd = 0.67
ft/s^2
0.5
ft
Flow Calculations:
Grate Flow:
Curb Flow:
Q = Cd * Ae(g) * (2g*H)^0.5
Qg=
4.41
Q = Cd * Ae(c) * (2g*D)^0.5
D = H - h/2 =
0.25
Qc=
3.63
CFS
CFS
1
6
1.00
2.38
cfs
cfs
O2
inlets and
inches is
Bypass =
Bypass =
8.0
cfs
0.0
0.0
cfs
cfs
Page 28 of 29
Job Name:
Job Number:
Date:
By:
JVA Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Stargate School
2255c
3/27/15
REP
INLET TYPE:
BASIN: O3
Q = Cd*Ao*(2gH)^0.5
Orifice Equation:
C = K * Co / N
Co(grate) =
0.5
Co(curb opening) =
0.1
Number of inlets:
(50% clogging)
(10% clogging)
N=
for multiple inlets
N
Grate
Curb
1
1
1
2
1.5
1.25
3
1.75
1.31
4
1.88
1.33
5
1.94
1.33
6
1.97
1.33
7
1.98
1.33
8
1.99
1.33
1
Grate Opening:
Curb Opening:
Ao(g) =
Total Ao(g) =
K=
C = K*Co/N =
Ae(g) = (1-C)Ao =
2.32
2.32
1.00
0.50
1.16
length (l) =
height (h) =
Total Ao(c) =
K=
C = K*Co/N =
Ae(c) = (1-C)Ao =
36
6
1.50
1.00
0.10
1.35
Allowable depth:
Constants:
ft^2 (per inlet)
ft^2
in =
3.00
in =
0.50
ft (per inlet)
ft
ft2
H = 6.0
in =
g = 32.20
Cd = 0.67
ft/s^2
0.5
ft
Flow Calculations:
Grate Flow:
Curb Flow:
Q = Cd * Ae(g) * (2g*H)^0.5
Qg=
4.41
Q = Cd * Ae(c) * (2g*D)^0.5
D = H - h/2 =
0.25
Qc=
3.63
CFS
CFS
1
6
1.04
2.33
cfs
cfs
O3
inlets and
inches is
Bypass =
Bypass =
8.0
cfs
0.0
0.0
cfs
cfs
Page 29 of 29
Worksheet
Worksheet for Circular Channel
Project Description
Worksheet
Flow Element
Method
Solve For
Outfall A
Circular Channel
Manning's Formula
Channel Depth
Input Data
Mannings Coefficient
Channel Slope
Diameter
Discharge
0.013
0.005000 ft/ft
36.0 in
39.31 cfs
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Discharge Full
Slope Full
Flow Type
2.09
5.3
5.93
0.00
2.04
69.8
0.005344
7.47
0.87
2.96
0.95
50.73
47.16
0.003474
Subcritical
ft
ft²
ft
ft
ft
%
ft/ft
ft/s
ft
ft
cfs
cfs
ft/ft
j:\...\flowmaster\2255c - stargate - outfall a.fm2
03/26/15 11:32:47 PM
© Haestad Methods, Inc.
JVA, Inc
37 Brookside Road Waterbury, CT 06708 USA
Project Engineer: Kevin Tone
FlowMaster v7.0 [7.0005]
+1-203-755-1666
Page 1 of 1
JVA Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Job Name:
Job Number:
Date:
By:
Stargate School
2255c
3/27/15
REP
RIPRAP PROTECTION DOWNSTREAM OF PIPE OUTLETS (UDFCD VOL 1 - MAJOR DRAINAGE)
Can be used for Froude Parameter (Q/D^2.5) <6.0
Allowable Velocity
This only applies to Circular Pipes
5.5 fps For Erosive Soils
7.7 fps For Erosive Resistant Soils
Lp=(ex factor)(At/yt -D)
At=Q/allowable Velocity
Min Lp= 3D
W = height of culvert or Normal Depth
100-year Flow Conditions
Location
Flow Q
(cfs)
Outfall A
38.9
Diameter D Froude
(ft)
Q/D^2.5
3.0
2.50
V (ft/s)
Yt depth of
water at
outlet (ft)
8.72
2.09
Yt/D
Riprap Size
(from Fig MD21)
0.7
L
d50 (in)
Expansion
Factor (from
MD-23)
Soil
Erodibility
At (ft^2)
T (ft)
L (ft)
W (ft)
Total (cf)
Total (cy)
9
6.75
Erosive
7.08
1.1
2.6
12.0
35
1.3
RIPRAP A
Page 1 of 4
Worksheet
Worksheet for Circular Channel
Project Description
Worksheet
Flow Element
Method
Solve For
Outfall B
Circular Channel
Manning's Formula
Channel Depth
Input Data
Mannings Coefficient
Channel Slope
Diameter
Discharge
0.013
0.005000 ft/ft
24.0 in
12.20 cfs
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Discharge Full
Slope Full
Flow Type
1.31
2.2
3.77
0.00
1.26
65.4
0.005624
5.61
0.49
1.80
0.92
17.21
16.00
0.002909
Subcritical
ft
ft²
ft
ft
ft
%
ft/ft
ft/s
ft
ft
cfs
cfs
ft/ft
j:\...\flowmaster\2255c - stargate - outfall b.fm2
03/26/15 11:38:36 PM
JVA, Inc
+1-203-755-1666
Page 1 of 1
JVA Incorporated
1319 Spruce Street
Boulder, CO 80302
Ph: 303.444.1951
Fax: 303.444.1957
Job Name:
Job Number:
Date:
By:
Stargate School
2255c
3/27/15
REP
RIPRAP PROTECTION DOWNSTREAM OF PIPE OUTLETS (UDFCD VOL 1 - MAJOR DRAINAGE)
Can be used for Froude Parameter (Q/D^2.5) <6.0
Allowable Velocity
This only applies to Circular Pipes
5.5 fps For Erosive Soils
7.7 fps For Erosive Resistant Soils
Lp=(ex factor)(At/yt -D)
At=Q/allowable Velocity
Min Lp= 3D
W = height of culvert or Normal Depth
100-year Flow Conditions
Location
Flow Q
(cfs)
Outfall B
12.2
Diameter D Froude
(ft)
Q/D^2.5
2.0
2.16
V (ft/s)
Yt depth of
water at
outlet (ft)
4.52
1.31
Yt/D
Riprap Size
(from Fig MD21)
0.7
L
d50 (in)
Expansion
Factor (from
MD-23)
Soil
Erodibility
At (ft^2)
T (ft)
L (ft)
W (ft)
Total (cf)
Total (cy)
9
6.75
Erosive
2.22
1.1
6.0
8.0
54
2.0
RIPRAP B
Page 3 of 4
Worksheet
Worksheet for Sharp Crested Cipolletti Weir
Project Description
Worksheet
Type
Solve For
Emergency Spillway
Sharp Crested Cipolletti Weir
Crest Length
Input Data
Discharge
Headwater Elevation
Crest Elevation
Tailwater Elevation
Discharge Coefficient
175.50
5,127.40
5,126.85
5,124.00
3.37
cfs
ft
ft
ft
US
Results
Crest Length
Headwater Height Above Crest
Tailwater Height Above Crest
Equal Side Slopes
Flow Area
Velocity
Wetted Perimeter
Top Width
untitled.fm2
03/26/15 09:14:35 PM
127.79
0.55
-2.85
0.25
70.4
2.49
128.92
128.06
ft
ft
ft
H:V
ft²
ft/s
ft
ft
JVA, Inc
+1-203-755-1666
Page 1 of 1
APPENDIX D – EXCERPTS
218
24" GROUTED BOULDERS
TYPE L SOIL RIPRAP
TBM
(SEE SHEET
DR04)
MATCHLINE
- STA. 12+40
MATCHLINE - STA.
6+80
(SEE SHEET DR02
)
TYPE M PLAIN RIPRAP
NOTE:
ELEVATIONS IN PROFILE
TAKE PRECEDENCE OVER
CONTOURS IN PLAN VIEW
DROP # 2
20
DROP # 1
0
20
5135
0.30%
0%
24" GROUTED
BOULDERS
Q 100 = 1,600 cfs
24" TYPE M
RIPRAP
PROPOSED CHANNEL
INVERT AT CONTROL LINE
36" MIN.
BOULDER
SILL
.0
25
24" TYPE M
RIPRAP
SEEPAGE
CUTOFF
STA. 7+61.87
DROP STRUCTURE NO. 1
(TYPE 1) SEE DETAIL ON SHEET DT04
EL. = 5121.34
SEEPAGE
CUTOFF
24" GROUTED
BOULDERS
18" THICK TYPE L
SOIL RIPRAP
24" TYPE M
RIPRAP
Q 100 = 1,600 cfs
5110
5130
MATCHLINE - STA. 6+80
(SEE SHEET DR02)
100-YR W.S.E.
GB STA. 7+49.02
EL. = 5118.13
%
0
.0
5115
24" TYPE M
RIPRAP
EXISTING PROFILE
AT CONTROL LINE
36" MIN.
BOULDER
SILL
0.00%
25
5120
(SEE SHEET DR04)
MATCHLINE - STA. 12+40
5130
STA. 10+71.60
DROP STRUCTURE NO. 2
(TYPE 2) SEE DETAIL ON SHEET DT05
EL. = 5124.19
GB STA. 7+61.87
EL. = 5121.34
GB STA. 10+79.60
EL. = 5124.19
GB STA. 10+71.60
EL. = 5124.19
GB STA. 10+63.83
EL. = 5122.25
5135
5125
40
SCALE IN FEET
5125
5120
5115
5110
12+00
11+00
10+00
9+00
8+00
1601 Blake Street, Suite 200, Denver, CO 80202
303.572.0200
7+00
5117.92
5117.98
5118.04
5118.10
5120.87
5121.39
5121.45
5121.51
5121.57
5121.63
5121.69
5121.75
5121.81
5121.87
5121.93
5121.99
5122.05
5122.11
5122.18
5122.24
5124.19
5124.25
5124.31
5124.37
5124.43
5124.49
5124.55
5124.61
5105
5124.67
5105
228
GROUTED BOULDER CONSTRUCTION
SEE DETAIL 1
PLACE BOULDERS WITH FLATTEST
SURFACE ON TOP AND APPROXIMATELY
HORIZONTAL TO CREATE A STEPPED SURFACE
INDIVIDUALLY MACHINE PLACE
BOULDERS AS TIGHTLY AS CHARACTER
OF ROCK PERMITS TO MINIMIZE VOIDS
TOP OF ROCK FINISHED GRADE SHOWN
ON PROFILE AND SECTIONS, ± 6" CONSTRUCTION
TOLERANCE FOR TOP OF ROCK
4" NON-PERFORATED PIPES SPACED 10' O.C., MAXIMUM. SLOPE
AT 1% MIN TO DAYLIGHT IN MAIN CHANNEL . PIPE ALIGNMENT
MAY BE CURVED SLIGHTLY TO FIT BETWEEN BOULDERS.
TRIM PIPE END TO
MINIMIZE PROTRUSION
TOP OF GROUT
PORTION OF BOULDERS ABOVE
GROUT LINE TO REMAIN CLEAN
AND FREE OF GROUT
PLACE APPROVED GEOTEXTILE FILTER
FABRIC OVER AND UNDER 3/4"
ANGULAR ROCK TO PREVENT
CONTAMINATION BY GROUT AND SOILS
BEFORE GROUTING, CLEAN ALL DIRT AND
MATERIALS FROM BOULDER SURFACES THAT
COULD PREVENT GROUT FROM BONDING TO
ROCK
GROUT TO COMPLETELY FILL VOIDS
TO SPECIFIED GROUT DEPTH
4" ANGULAR ROCK WEEP DRAIN FILTER
MATERIAL. MINIMUM 6" THICKNESS
SURROUNDING PIPE SYSTEM AT ALL POINTS
WEEP DRAIN SYSTEM DETAIL 7
BOULDER SIZES SPECIFIED ON THE DRAWINGS ARE THE MINIMUM
ACCEPTABLE BOULDER DIMENSIONS MEASURED ALONG ANY AXIS OF
THE BOULDER. BOULDERS MAY BE LARGER BUT NOT SMALLER IN ANY
DIMENSION THAN THE SPECIFIED MINIMUM SIZE.
SEE TABLE ON SHEET DT06 FOR BOULDER SIZE.
GROUTED BOULDER PLACEMENT DETAIL
NTS
8' GROUTED BOULDER CREST
+/-3" CONSTRUCTION
TOLERANCE FOR TOP OF
ROCK
2'-3"
FOR USE ONLY IN DROPS HIGHER THAN 5 FEET
NTS
PROPOSED GRADE
8' TYPE M PLAIN RIPRAP
GROUT LIMITS (APPROX.)
N (SEE DROP
STRUCTURE
MEASUREMENT
TABLE)
TOP OF GROUT LINE
SEE DETAIL 1
GROUTED BOULDER
CONSTRUCTION
SEE DETAIL 1
All grout shall have a minimum 28-day compressive
strength equal to 3200 psi.
1.
Clean Boulders by brushing and washing before
grouting.
2.
One cubic yard of grout shall have a minimum of six
(6) sacks of Type II Portland cement.
2.
3.
A maximum of 25% Type F Fly Ash may be
substituted for the Portland cement.
All grout shall be delivered by means of a low pressure
(less than 10 psi) grout pump using a 2-inch diameter
nozzle.
4.
Aggregate shall be comprised of 70% natural sand
(fines) and 30% 3 8 -inch rock (coarse).
5.
The grout slump shall be 4-inches to 6-inches.
6.
Air entrainment shall be 5.5%-7.5%.
7.
To control shrinkage and cracking, 1.5 pounds of
Fibermesh, or equivalent, shall be used per cubic
yard of grout.
Color additive in required amounts shall be used
when so specified by contract.
24"
GROUT TO COMPLETELY
FILL ALL VOIDS
BEDDING MATERIAL
SEE DETAIL 4
(SEE DROP STRUCTURE
MEASUREMENT TABLE)
8.
CONCRETE SEEPAGE
CUTOFF (SEE DETAIL 3)
GROUTED BOULDER STRUCTURE CREST DETAIL
2
ROUGHEN TOP SURFACE
OF GROUT CUTOFF
THOROUGHLY CLEAN SURFACE
OF SEEPAGE CUTOFF PRIOR TO
GROUTING BOULDERS.
6" WIDE BY 4"
DEEP KEYWAY
#4 REBAR @ 8"
CONCRETE SEEPAGE CUTOFF
1.
FLOW
GROUT TO EXTEND
UPSTREAM OF BOULDERS
Placement Specifications
Material Specifications
GROUT TO TOP OF ROCK
FOR WIDTH OF 2'-3"
GROUTED BOULDERS
1
GROUT NOTES
SEE DETAIL 4
INDIVIDUALLY MACHINE PLACE
BOULDERS AS TIGHTLY AS CHARACTER
OF ROCK PERMITS TO MINIMIZE VOIDS
4" PERFORATED MANIFOLD PIPE.
PROVIDE 4" TEES TO LATERAL PIPES,
AND END CAPS AS REQUIRED.
REFER TO PLAN
3
NOTES:
PREPARE SUBGRADE PER
SPECIFICATIONS
GROUT DEPTH
SEE DETAIL 1
TOP OF GROUT LINE
SEE DETAIL 1
3.
Full depth penetration of the grout into the boulder
voids shall be achieved by injecting grout starting with
the nozzle near the bottom and raising it as grout fills,
while vibrating grout into place using a pencil vibrator.
4.
After grout placement, exposed boulder faces shall be
cleaned with a wet broom.
5.
All grout between boulders shall be treated with a
broom finish.
6.
All finished grout surfaces shall be sprayed with a clear
liquid membrane curing compound per ASTM C-309.
7.
Special procedures shall be required for grout
placement when the air temperatures are less than
40°F or greater than 90°F. Contractor shall obtain
prior approval from the owner for the procedures to be
used for protecting the grout.
15" MIN.
SEEPAGE CUTOFF DETAIL
NTS
NTS
303.572.0200
3
TOP WIDTH VARIES
TOP WIDTH VARIES
100'
BASE WIDTH VARIES
FROM 50' TO 100'
(SEE PLAN VIEW)
100-YR
1.5'
10-YR
4:1
2:1
2:1
3'
10'
6.8'
BENCH
8'
7.5'
3'
LOW FLOW CHANNEL LOCATION
MEANDERS. SEE PLAN VIEW FOR
LAYOUT.
BOTTOM WIDTH=100'
TOP WIDTH VARIES
TOP WIDTH VARIES
50'
BASE WIDTH B1 & B2
B1 = 30', B2 = 25'
2%
10-YR
4:1
1' FREEBOARD
4:1
3'
3'
2.5
:1
6.8'
100-YR WSE=3.9'
10-YR WSE=2.4'
4:1
1%
1.5'
2:1
9.6'
15'
8'
7.5'
4:1
1%
2:1
3'
3'
:1
18" THICK
TYPE L SOIL
RIPRAP (TYP.)
4:1
2%
2.5
10'
GRAVEL
TRAIL
:1
2.5
3:1 DROP
STRUCTURES 3 & 5
SEE DR09-DR10
FOR GRADING
3'
9.6'
7.5'
10'
GRAVEL
TRAIL
:1
2.5
15'
BENCH
18" THICK
TYPE L RIPRAP
(TYP.)
BENCH
TYPICAL SHAY DITCH CROSS SECTION (NTS)
STA. 7+84 TO STA. 24+53, B1=30' and STA. 29+23 TO STA. 32+45, B2=25'
LAYOUT.
SHAY DITCH CROSS SECTION (NTS)
BOTTOM WIDTH=50'
TOP WIDTH VARIES
100-YR WSE= 4.8'
30'
4:1
1' FREEBOARD
2%
10-YR WSE=3.1'
18" THICK
TYPE L SOIL
RIPRAP (TYP.)
WASHINGTON ST. PROFILE
4:1
3'
2.5
:1
12.4'
7.5'
4:1
3'
7.5'
15'
10'
GRAVEL
TRAIL
:1
2.5
12.4'
15'
BENCH
HANDRAIL
SEE SHEET
HR01
10'
Q =Q
2
CAP
= 150 cfs
PED UNDERPASS
BOTTOM WIDTH=30'
2'
10'
100-YR
TOP WIDTH VARIES
10-YR
2%
100-YR WSE=5.1'
BELOW TRAIL
2'
18" THICK
TYPE L
RIPRAP
TRAIL LOCATION
VARIES (SEE PLAN)
STA. 0+65 TO STA. 7+25
18" THICK
TYPE L SOIL
RIPRAP (TYP.)
10'
GRAVEL
TRAIL
BENCH
18" THICK
TYPE L RIPRAP
(TYP.)
4:1
3'
:1
2.5
7.5'
15'
LAYOUT.
100-YR
Q 100-yr = 1,600 cfs
Q10-yr = 694 cfs
4:1
1%
2:1
3'
:1
15'
18" THICK
TYPE L RIPRAP
(TYP.)
2:1
2.5
18" THICK
TYPE L SOIL
RIPRAP (TYP.)
4:1
2%
1.5'
10-YR WSE=1.7'
1%
4:1
TRAIL LOCATION
VARIES (SEE PLAN)
GRAVEL
TRAIL
:1
2.5
8'
18" THICK
TYPE L SOIL
RIPRAP (TYP.)
100-YR WSE=2.7'
1' FREEBOARD
4:1
2%
3'
2.5
:1
4:1
2%
Q cap = 32 cfs
2%
230
10' CONCRETE TRAIL
15.2'
1' FREEBOARD
18" THICK
TYPE L SOIL
RIPRAP (TYP.)
28'
25'
4:1
2%
10-YR WSE=3.4'
4:1
3'
2.5
:1
13.6'
7.5'
10'
3'
:1
2.5
7.5'
13.6'
10'
GRAVEL
TRAIL
15'
BENCH
STA. 25+67 TO STA. 28+17
BOTTOM WIDTH=25'
303.572.0200
4:1
TRAIL LOCATION
VARIES (SEE PLAN)
OFF= -41.59' LT
4.00:1
-0.0%
OFF= -37.00' LT
EL= 5130.07'
OFF= 47.05' RT
EL= 5127.55'
EL= 5130.95'
OFF= 41.79' RT
4.00:1
OFF= 37.00' RT
OFF= 15.00' RT
EL= 5124.25'
OFF= 0.00'
EL= 5124.25'
OFF= -15.00' LT
EL= 5129.75'
EL= 5124.25'
10+00.00
OFF= 15.00' RT
0.0%
4.00:1
EL= 5122.05'
0.0%
EL= 5122.05'
OFF= 0.00'
EL= 5122.05'
4.00:1
OFF= -15.00' LT
EL= 5128.70'
238
11+00.00
4.00:1
NOTE:
ALL UTILITIES ARE SHOWN BASED ON BEST
AVAILABLE INFORMATION, CONTRACTOR
RESPONSIBLE TO VERIFY ALL LOCATIONS AND
ELEVATIONS.
303.572.0200
1331 Nineteenth Street
Denver, CO. 80202
P 303.607.0977
www.slaterpaull.com
CONSULTANT:
JVA, Incorporated
PROJECT:
STARGATE CHARTER
SCHOOL
14530 WASHINGTON STREET
THORNTON, CO 80023
OWNER:
STARGATE PROPERTY
CORPORATION
3951 COTTONWOOD LAKES BLVD
THORNTON, CO 80241
ISSUE:
01/23/15
CITY SUBMITTAL 01
03/27/15
CITY SUBMITTAL 02
DRAWING INFORMATION:
11435.000
J:\2255c\Drawings\2255c - FIG-1.dwg, 3/27/2015 2:34:29 PM, rep, 1:1
PROJECT NO:
DRAWN BY:
REP
CHECKED BY:
KJC
APPROVED BY:
CRH
SHEET TITLE:
HISTORIC DRAINAGE
MAP
FIG-1
SHEET
OF
Denver, CO. 80202
P 303.607.0977
www.slaterpaull.com
CONSULTANT:
JVA, Incorporated
PROJECT:
STARGATE CHARTER
SCHOOL
THORNTON, CO 80023
OWNER:
STARGATE PROPERTY
CORPORATION
THORNTON, CO 80241
ISSUE:
GERMAN
DITCH
01/23/15
CITY SUBMITTAL 01
03/27/15
CITY SUBMITTAL 02
11435.000
PROJECT NO:
DRAWN BY:
REP
CHECKED BY:
KJC
APPROVED BY:
CRH
SHEET TITLE:
OVERALL
DEVELOPED
DRAINAGE MAP
FIG-2
SHEET
OF
Denver, CO. 80202
P 303.607.0977
www.slaterpaull.com
CONSULTANT:
JVA, Incorporated
PROJECT:
STARGATE CHARTER
SCHOOL
THORNTON, CO 80023
OWNER:
STARGATE PROPERTY
CORPORATION
THORNTON, CO 80241
ISSUE:
01/23/15
CITY SUBMITTAL 01
03/27/15
CITY SUBMITTAL 02
11435.000
PROJECT NO:
DRAWN BY:
REP
CHECKED BY:
KJC
APPROVED BY:
CRH
SHEET TITLE:
DETAILED
DEVELOPED
DRAINAGE MAP
FIG-3
SHEET
OF
Denver, CO. 80202
P 303.607.0977
www.slaterpaull.com
CONSULTANT:
JVA, Incorporated
PROJECT:
STARGATE CHARTER
SCHOOL
THORNTON, CO 80023
OWNER:
STARGATE PROPERTY
CORPORATION
THORNTON, CO 80241
ISSUE:
01/23/15
CITY SUBMITTAL 01
03/27/15
CITY SUBMITTAL 02
11435.000
PROJECT NO:
DRAWN BY:
REP
CHECKED BY:
KJC
APPROVED BY:
CRH
SHEET TITLE:
DETAILED
DEVELOPED
DRAINAGE MAP
FIG-4
SHEET
OF
Denver, CO. 80202
P 303.607.0977
www.slaterpaull.com
CONSULTANT:
JVA, Incorporated
PROJECT:
STARGATE CHARTER
SCHOOL
THORNTON, CO 80023
OWNER:
STARGATE PROPERTY
CORPORATION
THORNTON, CO 80241
ISSUE:
01/23/15
CITY SUBMITTAL 01
03/27/15
CITY SUBMITTAL 02
11435.000
PROJECT NO:
DRAWN BY:
REP
CHECKED BY:
KJC
APPROVED BY:
CRH
SHEET TITLE:
DETAILED
DEVELOPED
DRAINAGE MAP
FIG-5
SHEET
OF

final drainage report stargate school

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