HomeMy WebLinkAboutTIMBERVINE PDP - PDP140002 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTPreliminary Drainage Report
TIMBERVINE
FORT COLLINS, COLORADO
Prepared For:
WW Development
Gary Hoover
1218 West Ash Street, Suite A
Windsor, Colorado 80550
Prepared By:
Merrick & Company
1615 Foxtrail Drive
Loveland, CO 80538
(303) 353-3857
Contact: Ashley Cronin
Project No. 65118214
April, 2014
April 23, 2014
Mr. Glen Schlueter
City of Fort Collins
281 North College Avenue
P.O. Box 580
Fort Collins, CO 80522
Re: Timbervine
Dear Glen:
Merrick & Company is pleased to submit this Preliminary Drainage Report for your review. This
report accompanies the April 2014 Preliminary Plan submittal for the proposed Timbervine
development. Comments from the Conceptual Review Letter dated September 20, 2013 have been
addressed.
This report has been prepared in accordance to Fort Collins Stormwater Criteria Manual (FCSCM)
and serves to document the Stormwater impacts as associated with the proposed Timbervine
project. We understand that review by the City is to assure general compliance with standardized
criteria contained in the FCSCM.
Please review this Preliminary Drainage Report at your earliest convenience. We look forward to
your comments and ultimate approval of the Drainage Report.
Please contact us if you have any questions.
Sincerely,
MERRICK & COMPANY
CERTIFICATION OF ENGINEER
I hereby certify that this report for the preliminary drainage design of Timbervine was prepared
by me (or under my direct supervision) in accordance with the provisions of the City of Fort
Collins Stormwater Criteria for the owners thereof.
____________________________________
James Prelog
Registered Professional Engineer
State of Colorado No. 39373
Timbervine, Preliminary Drainage Report
ii
TABLE OF CONTENTS
General Location and Description .................................................................................................. 1
1.1 Location ............................................................................................................................ 1
1.2 Description of Property .................................................................................................... 1
Drainage Basins and Sub-Basins .................................................................................................... 2
2.1 Major Basin Description .................................................................................................. 2
2.2 Sub-Basin Description ...................................................................................................... 2
Drainage Design Criteria ................................................................................................................ 3
3.1 Regulations ....................................................................................................................... 3
3.2 Hydrologic Criteria .......................................................................................................... 3
3.3 Hydraulic Criteria ............................................................................................................. 3
Drainage Facility Design ................................................................................................................ 4
4.1 General Concept ............................................................................................................... 4
4.2 Specific Details ................................................................................................................ 4
Conclusions ..................................................................................................................................... 6
5.1 Compliance with Criteria ................................................................................................. 6
5.2 Drainage Concept ............................................................................................................. 6
References ....................................................................................................................................... 7
Appendix A Reference Materials
Appendix B Hydrologic and Storm Sewer Calculations
Appendix C Inlet Calculations
Appendix D Water Quality and Detention Pond Calculations
Appendix E Riprap Calculations
Appendix F Drainage Maps
Timbervine, Preliminary Drainage Report
Page 1 of 9
General Location and Description
1.1 Location
The proposed development of Timbervine is located in the northwest quarter of Section
8, Township 7 North, Range 68 West of the Sixth Principal Meridian in the City of Fort
Collins, County of Larimer, State of Colorado.
Timbervine (referred herein as “the site”) is bounded to the west by the Dry Creek
subdivision, to the south by International Industrial Complex, to the east by Lake Canal
and to the north by the Burlington Northern Railroad and East Vine Drive. See Appendix
A for a Vicinity Map.
1.2 Description of Property
The site consists of approximately 39.2 acres of mostly undeveloped land. There is an
existing valley running north to south through the middle of the site with slopes typically
at 0.5%.
To the east of the site is the Lake Canal irrigation ditch, which flows from the northwest
to the southeast.
According to the Natural Resources Conservation Service (NRCS) soils map, the site
consists of the following soil types, ranked from most prominent to least prominent:
Map Unit
Symbol
Map Unit Name Hydrologic
Rating
Percentage
of Area (%)
64 Loveland Clay Loam, 0 to 1 percent slopes C 49.1
33 Fluvaquents nearly level D 27.0
53 Kim Loam, 1 to 3 percent slopes B 17.7
7 MLRA 67B – Ascalon Sandy Loam, 0 to 3 percent
slopes
B 3.5
101 Stoneham Loam, 1 to 3 percent slopes B 1.6
54 Kim Loam, 3 to 5 percent slopes B 1.0
105 Table Mountain Loam, 0 to 1 percent slopes B 0.1
For more information on soil conditions, the Timbervine Soils Report will be provided
for the Final Drainage Report.
The project will consist mostly of single-family residential lots, and landscaped areas
with associated roads, utilities, and stormwater detention facilities.
Timbervine, Preliminary Drainage Report
Page 2 of 9
Drainage Basins and Sub‐Basins
2.1 Major Basin Description
The site is located within the flood insurance rate maps (FIRMs), Community-Panel
Numbers 08069C0983H, revised on May 2, 2012, and 08069C0981G, revised on June
17, 2008, located in Appendix A. The entire site is located in Zone X.
According to the City of Fort Collins Stormwater Master Plan, the site is located within
the Dry Creek Drainage Basin. The basin map is located in Appendix A. The Dry Creek
Drainage Basin is tributary to the Poudre River. The upper and middle portions of the
basin is composed of mostly rangeland and irrigated hay meadows and pastures. The
lower basin is mostly developed land, including commercial, industrial, and residential
uses.
No irrigation ditches will be affected by the development of Timbervine. All runoff from
Timbervine will be directed to the onsite detention/water quality ponds which will outfall
to Dry Creek.
There are no offsite flow patterns that will impact the site.
2.2 Sub‐Basin Description
The site was divided into sub-basins for the purposes of designing the inlets and storm
sewer. Runoff from the sub-basins will travel overland to the curb and gutter. The curb
and gutter will convey runoff to local inlets where it will enter the storm sewer system
and be conveyed to the water quality/detention ponds.
Timbervine, Preliminary Drainage Report
Page 3 of 9
Drainage Design Criteria
3.1 Regulations
The drainage design is in accordance with the City of Fort Collins Stormwater Criteria as
well as the Urban Drainage and Flood Control District Criteria Manual.
Wherever possible, the Directly Connected Impervious Area (DCIA) will be minimized
by the use grass swales, trickle channels, riprap, pervious pavement/pavers, and water
quality ponds. The “Four Step Process”, recommended by UDFCD, will be implemented
to maximize water quality.
3.2 Hydrologic Criteria
The one-hour rainfall Intensity-Duration-Frequency table (Tables RA-7 and RA-8) from
the City of Fort Collins Stormwater Criteria was used to determine rainfall intensity and
runoff flow for the minor and major storm events.
The Rational Method, utilizing coefficients located in Tables RO-11 and RO-12 of the
City of Fort Collins Stormwater criteria, was used to determine runoff flow rates for the
design of the storm sewer and inlets.
The detention discharge rate was set by the historical release rate of the Dry Creek Basin,
provided by the City of Fort Collins as 0.2 cfs/acre. For the preliminary report, the
storage calculations were performed using the Rational Formula-based Federal Aviation
Administration (FAA) procedure in conjunction with a twenty percent upward adjustment
to account for the larger resulting storage volume that would be obtained from the
SWMM modeling.
One hundred percent of the water quality capture volume (WQCV) was added to the
minor and major storm detention volumes of the 10- and 100-year events, respectively.
Separate design storms have been analyzed for both the initial (2-year) and the major
(100-year) events.
3.3 Hydraulic Criteria
Street and inlet capacities have been determined using UDFCD’s “UD-Inlet Version
3.14” program.
Storm sewer capacities and hydraulic grade line calculations will be determined using
“Hydraflow Storm Sewers Extension for AutoCAD Civil 3D” for the Final Drainage
Report.
Timbervine, Preliminary Drainage Report
Page 4 of 9
Drainage Facility Design
4.1 General Concept
In the developed condition, the site is divided into two major basins, Basins A and B.
These basins are further sub-divided into 12 basins for sizing of the inlets and storm
sewer. The site will ultimately consist of ground covered by pavement, rooftops, and
landscape. Runoff from the sub-basins will travel overland to the curb and gutter. The
curb and gutter will convey runoff directly to the water quality/detention ponds, or to
local inlets, where it will enter the storm sewer system and be conveyed to the water
quality/detention ponds.
Runoff exiting water quality/detention ponds will flow south through the storm sewer and
into a drainage channel, which ultimately outfalls to Dry Creek.
Basin A
Basin A is generally located in the eastern portion of the site and has been sub-divided
into six basins. The basin consists of single-family residential lots. Runoff from the “A”
Basin is conveyed south by storm sewer or bioswale to Water Quality/Detention Pond A.
Basin B
Basin B is generally located in the western side of the site and has been sub-divided into
four basins. The basin consists of single-family residential lots. Runoff from Basin B is
conveyed by curb and gutter to water quality/detention Pond B.
4.2 Specific Details
The most difficult issue for the drainage system for this site was the flatness and lack
cover available for the storm sewer. To solve this issue, runoff is designed to flow
overland where possible. When storm sewer is necessary, elliptical pipes are designed to
convey flow to the water quality/detention ponds at a minimum slope while still
conveying the necessary runoff.
The water quality/detention ponds will be hydraulically connected. The 24-inch RCP
connecting the two ponds has a capacity of 13.76 cfs, however only 8.7 cfs capacity is
needed to allow the ponds to equalize.
The ponds onsite have been analyzed for both detention and water quality. The proposed
ponds have been designed to cumulatively provide the maximum storage volume
capacity calculated for the site. The eastern pond (Pond A) will capture Major Basin A
flows and discharge through the 24-inch RCP connecting Pond A to Pond B and into the
western pond (Pond B). Pond B captures flows from Major Basin B and flows from Pond
A. All flows will be released from the outlet structure in Pond B at the 2-year historical
rate of 7.84 cfs (0.2 cfs/acre, provided by the City of Fort Collins). Detention pond
calculations are located in Appendix D.
Timbervine, Preliminary Drainage Report
Page 5 of 9
After the flows have been released from Pond B, an outfall pipe will carry the flow south
into the existing City Canal. A drainage easement will be dedicated for the outfall pipe
and a swale has been sized to appropriately carry the flow to the City Canal. Calculations
for the offsite pipe and swale are located in Appendix B.
In the event of the ponds reaching capacity, emergency spillways for both ponds are set at
an elevation of 4931.73 feet. The overflow will release onto Mexico Way and south onto
International Boulevard, which will release flows into the City Canal.
To treat for water quality, trickle channels will run along the bottom of both ponds, as
well as the water quality outlet structure located at the outfall of Pond B. Extra Low
Impact Development (LID) procedures will also be implemented within the ponds.
Portions of Major Basin B will be treated by Porous Land Detention before being
released into Pond B and the bottom of Pond A will be home to a wetland area or a soft
bottom pan, depending on the ground water conditions.
Maintenance access will be provided to the ponds in order to maintain water quality
features and detention volumes. For both Pond A and Pond B, maintenance access will
be provided along Mexico Way. The water ponding depths of the ponds are 4.20 feet and
4.83 feet for Pond A and Pond B, respectively.
The ponds will be located within dedicated tracts surrounding both water
quality/detention ponds, including all appurtenances necessary for the operation and
maintenance.
Timbervine, Preliminary Drainage Report
Page 6 of 9
Conclusions
5.1 Compliance with Criteria
The drainage design for the Timbervine Subdivision site is in general compliance with
the City of Fort Collins Stormwater Criteria, the City of Fort Collins Master Drainage
Plan, as well as the Urban Drainage and Flood Control District Criteria Manual.
Modifications from said Criteria include:
5.2 Drainage Concept
The proposed storm drainage improvements for the site should provide adequate
protection to the site and improvements downstream. Also, the drainage design for the
site should not negatively impact the existing downstream storm drainage system.
Timbervine, Preliminary Drainage Report
Page 7 of 9
References
1. City of Fort Collins Stormwater Criteria, prepared by the City of Fort Collins, revised
February, 2013.
2. Timbervine Soils Report, to be provided with final submittal.
3. Stormwater Master Plan for the City of Fort Collins, prepared by the City of Fort Collins,
accessed April, 2014.
4. Urban Drainage and Flood Control District, Drainage Criteria Manual Volumes 1 and
2, prepared by Wright-McLaughlin Engineers, dated March 1969 (updated June 2001),
and the Volume 3, prepared by Wright-McLaughlin Engineers, dated September 1992 and
revised July 1999.
5. Web Soil Survey, Natural Resources Conservation Service, United States Department of
Agriculture.
Online at: http://websoilsurvey.nrcs.usda.gov/
Accessed: 04/07/2014
Appendix A
(Reference Materials)
Preliminary Drainage Report
TIMBERVINE
FORT COLLINS, COLORADO
Vicinity Map
N.T.S
Site
Preliminary Drainage Report
TIMBERVINE
Fort Collins Stormwater Master Plan
Major Basin Map
N.T.S
SITE
Hydrologic Soil Group—Larimer County Area, Colorado
(Timbervine Web Soil Survey)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
3/24/2014
Page 1 of 4
4493320 4493400 4493480 4493560 4493640 4493720 4493800
4493320 4493400 4493480 4493560 4493640 4493720 4493800
496530 496610 496690 496770 496850 496930 497010 497090 497170 497250
496530 496610 496690 496770 496850 496930 497010 497090 497170 497250
40° 35' 42'' N
105° 2' 29'' W
40° 35' 42'' N
105° 1' 55'' W
40° 35' 25'' N
105° 2' 29'' W
40° 35' 25'' N
105° 1' 55'' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
0 150 300 600 900
Feet
0 50 100 200 300
Meters
Map Scale: 1:3,680 if printed on A landscape (11" x 8.5") sheet.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at 1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil line
placement. The maps do not show the small areas of contrasting
soils that could have been shown at a more detailed scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more accurate
calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
Soil Survey Area: Larimer County Area, Colorado
Hydrologic Soil Group
Hydrologic Soil Group— Summary by Map Unit — Larimer County Area, Colorado (CO644)
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
7 MLRA 67B - Ascalon
sandy loam, 0 to 3
percent slopes
B 1.3 3.5%
33 Fluvaquents, nearly level D 10.0 27.0%
53 Kim loam, 1 to 3 percent
slopes
B 6.6 17.7%
54 Kim loam, 3 to 5 percent
slopes
B 0.4 1.0%
64 Loveland clay loam, 0 to
1 percent slopes
C 18.2 49.1%
101 Stoneham loam, 1 to 3
percent slopes
B 0.6 1.6%
105 Table Mountain loam, 0
to 1 percent slopes
B 0.0 0.1%
Totals for Area of Interest 37.0 100.0%
Hydrologic Soil Group—Larimer County Area, Colorado Timbervine Web Soil Survey
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
3/24/2014
Page 3 of 4
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—Larimer County Area, Colorado Timbervine Web Soil Survey
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
3/24/2014
Page 4 of 4
DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF
Figure RO-5—Watershed Imperviousness, Single-Family Residential Two-Story Houses
Figure RO-6—Runoff Coefficient, C, vs. Watershed Percentage Imperviousness NRCS Hydrologic
Soil Group A
2007-01 RO-17
Urban Drainage and Flood Control District
Appendix B
(Hydrologic and Strom Sewer Calculations)
Merrick & Company Job Name: Timbervine
1615 Foxtail Drive Suite 260 Job Number: 8214
Loveland, CO 80538 Date: 4/22/2014
Ph: (303) 751‐0741 By: A. Cronin
Timbervine
Composite Runoff Coefficient Calculations
Location: Fort Collins
Municipality: Fort Collins
Minor Design Storm: 2
Major Design Storm: 100
Soil Type: C/D
Basin Design Data
I (%) = 95% 95% 42% 42% 50% 25% 10% 20% I (%)
Basin
Name
Design
Point
Apaved
streets (sf)
Adrives/c
onc (sf)
ASFHomes
(sf)
AAlley
SFHomes
(sf)
Agravel
(sf)
Aart. turf
(sf)
Alscape (B
soil)
(sf)
Alscape (C/D
soil)
(sf)
ATotal
(sf)
ATotal
(ac)
Imp
(%)
C2 C5 C10 C100
A1 1 16,307 5,955 93,857 0 0 0 0 10,239 126,358 2.90 49.6% 0.33 0.33 0.33 0.42
A2 2 42,558 14,799 177,024 0 0 0 0 27,617 261,998 6.01 51.3% 0.35 0.35 0.35 0.43
A3 3 10,980 4,831 42,988 0 0 0 0 17,366 76,165 1.75 48.0% 0.33 0.33 0.33 0.41
A4 4 8,364 2,483 0 0 0 0 0 2,117 12,964 0.30 82.8% 0.63 0.63 0.63 0.79
A5 5 30,500 45,219 33,233 150,261 0 0 0 212,945 472,158 10.84 40.6% 0.28 0.28 0.28 0.35
A6 6 0 0 0 0 10,618 0 0 123,529 134,147 3.08 22.4% 0.18 0.18 0.18 0.23
B1 7 80,679 30,827 260,530 7,688 0 0 0 152,367 532,091 12.22 46.8% 0.32 0.32 0.32 0.40
B2 8 874 0 0 0 6,406 0 0 30,469 37,749 0.87 26.8% 0.21 0.21 0.21 0.26
B3 9 4,336 1,204 0 0 0 0 0 5,374 10,914 0.25 58.1% 0.39 0.39 0.39 0.49
B4 10 9,875 2,025 24,603 0 0 0 0 6,191 42,694 0.98 53.6% 0.36 0.36 0.36 0.45
TOTAL SITE 204,473 107,343 632,235 157,949 17,024 0 0 588,214 1,707,238 39.19 44.2% 0.30 0.30 0.30 0.38
TRIB POND A AREA 109,583 73,287 347,102 150,261 6,406 0 0 300,753 987,392 22.67 45.2% 0.31 0.31 0.31 0.39
TRIB POND B AREA 95,764 34,056 285,133 7,688 6,406 0 0 194,401 623,448 14.31 46.3% 0.31 0.31 0.31 0.39
Runoff Coeff's
8214_Rational Calculations.xlsx Developed CPage 1 of 16
Merrick & Company Job Name: Timbervine
1615 Foxtail Drive Suite 260 Job Number: 8214
Loveland, CO 80538 Date: 4/22/2014
Ph: (303) 751‐0741 By: A. Cronin
Timbervine
Time of Concentration Calculations
Location: Fort Collins
Municipality: Fort Collins
Minor Design Storm: 2
Major Design Storm: 100
Soil Type: C/D
Sub‐Basin Data tc
Comp
tc
Final
Basin
Name
Design Point
ATotal
(ac)
C5
Upper
most
Length (ft)
Slope (%)
ti
(min)
Length
(ft)
Slope (%) Type of Land Surface Cv
Velocity
(fps)
tt
(min)
Time of
Conc
ti + t
t = tc
Total
Length (ft)
tc=(L/180)+1
0 (min)
Min
tc
A1 1 2.90 0.33 50 2.0% 7.9 789 0.6%
Paved areas & shallow
paved swales
20 1.5 8.5 16.4 839 14.7 14.7
A2 2 6.01 0.35 54 2.0% 8.1 757 0.6%
Paved areas & shallow
paved swales
20 1.5 8.1 16.2 811 14.5 14.5
A3 3 1.75 0.33 56 2.0% 8.4 427 0.6%
Paved areas & shallow
paved swales
20 1.5 4.6 13.0 483 12.7 12.7
A4 4 0.30 0.63 18 2.3% 2.8 427 0.6%
Paved areas & shallow
paved swales
20 1.5 4.6 7.4 445 12.5 7.4
Merrick & Company Job Name: Timbervine
1615 Foxtail Drive Suite 260 Job Number: 8214
Loveland, CO 80538 Date: 4/22/2014
Ph: (303) 751‐0741 By: A. Cronin
Timbervine
Developed Storm Runoff Calculations
Design Storm : 100 Year Point Hour Rainfall (P1
) : 2.86
Basin Name
Design Point
Area (ac)
Runoff Coeff
tc (min)
C*A (ac)
I (in/hr)
Q (cfs)
Total tc (min)
C*A (ac)
I (in/hr)
Q (cfs)
Inlet Type
Q intercepted
Q carryover
(Qco)
Pipe Size (in) or
equivalent
Pipe Material
Slope (%)
Pipe Flow (cfs)
Approx. Max
Pipe Capacity
(cfs)
Length (ft)
Velocity (fps)
tt (min)
Total Time (min)
Notes
A1 1 2.90 0.42 14.70 1.21 6.59 8.01 Type R Inlet 7.19 0.81 18 in RCP 0.5% 7.2 8.0 55.5 0.02 14.72 Route to MHA1-1
A2 2 6.01 0.43 14.50 2.60 6.64 17.27 Type R Inlet 18.08 24 in RCP 0.5% 18.1 17.2 25 6.6 0.06 14.56 Route to MHA1-1
MHA1-1 Total Flow (A1-A2) 14.72 3.82 6.59 25.15 MH 30 in RCP 0.3% 25.2 25.7 381 7.3 0.87 15.58 Route to MHA5-1
A3 3 1.75 0.41 12.70 0.71 7.07 5.03 Type R Inlet 5.03 18 in RCP 0.5% 5.0 8.0 30 4.8 0.10 12.80 Route to Inlet A4
A4 4 0.30 0.79 7.40 0.23 8.88 2.08 Type R Inlet 2.08
4 Total Flow (A3-A4) 12.80 0.94 7.05 6.66 18 in RCP 0.5% 6.7 8.0 83 4.7 0.30 13.10 Route to MHA5-1
MHA5-1 Total Flow (A1-A4) 15.58 4.76 6.45 30.72 MH 36 in RCP 0.2% 30.7 32.0 465 6.8 1.14 16.72 Route to Pond A
A5 5 10.84 0.35 14.00 3.82 6.76 25.83 Overland Flow to
Pond A
A6 6 3.08 0.23 9.20 0.71 8.08 5.70 Swale Route to Pond A
B1 7 12.22 0.40 17.70 4.86 6.16 29.92 Swale Route to Pond B
B2 8 0.87 0.26 6.60 0.22 9.24 2.08 Swale Route to Pond B
B3 9 0.25 0.49 7.30 0.12 8.92 1.10 Type R Inlet 1.10 18 in RCP 0.5% 1.1 8.0 45 4.8 0.16 7.46 Route to Inlet B4
B4 10 0.98 0.45 11.90 0.44 7.26 3.21
10 Total Flow (B3-B4) 7.46 0.57 8.88 5.02 18 in RCP 0.5% 5.0 8.0 71 4.9 0.24 7.70 Route to Pond B
Direct Runoff Total Runoff Inlets Pipe Pipe/Swale Travel Time
8214_Rational Calculations.xlsx Q100 Page 3 of 16
Merrick & Company Job Name: Timbervine
1615 Foxtail Drive Suite 260 Job Number: 8214
Loveland, CO 80538 Date: 4/22/2014
Ph: (303) 751‐0741 By: A. Cronin
Timbervine
Developed Storm Runoff Calculations
Design Storm : 10 Year Point Hour Rainfall (P1
) : 1.40
Basin Name
Design Point
Area (ac)
Runoff Coeff
tc (min)
C*A (ac)
I (in/hr)
Q (cfs)
Total tc (min)
C*A (ac)
I (in/hr)
Q (cfs)
Inlet Type
Q intercepted
Q carryover
(Qco)
Pipe Size (in) or
equivalent
Pipe Material
Slope (%)
Pipe Flow (cfs)
Approx. Max
Pipe Capacity
(cfs)
Length (ft)
Velocity (fps)
tt (min)
Total Time (min)
Notes
A1 1 2.90 0.33 14.70 0.97 3.23 3.13 Type R Inlet 3.13 18 in RCP 0.5% 3.1 8.0 5 5.5 0.02 14.72 Route to MHA1-1
A2 2 6.01 0.35 14.50 2.08 3.25 6.76 Type R Inlet 6.76 24 in RCP 0.5% 6.8 17.2 25 6.6 0.06 14.56 Route to MHA1-1
MHA1-1 Total Flow (A1-A2) 14.72 3.05 3.23 9.84 MH 30 in RCP 0.3% 9.8 25.7 381 7.3 0.87 15.58 Route to MHA5-1
A3 3 1.75 0.33 12.70 0.57 3.46 1.97 Type R Inlet 1.97 18 in RCP 0.5% 2.0 8.0 30 4.8 0.10 12.80 Route to Inlet A4
A4 4 0.30 0.63 7.40 0.19 4.35 0.81 Type R Inlet 0.81
4 Total Flow (A3-A4) 12.80 0.76 3.45 2.61 18 in RCP 0.5% 2.6 8.0 83 4.7 0.30 13.10 Route to MHA5-1
MHA5-1 Total Flow (A1-A4) 15.58 3.81 3.16 12.02 MH 36 in RCP 0.2% 12.0 32.0 465 6.8 1.14 16.72 Route to Pond A
A5 5 10.84 0.28 14.00 3.06 3.31 10.11 Overland Flow to
Pond A
A6 6 3.08 0.18 9.20 0.56 3.95 2.23 Swale Route to Pond A
B1 7 12.22 0.32 17.70 3.89 3.01 11.71 Swale Route to Pond B
B2 8 0.87 0.21 6.60 0.18 4.52 0.81 Swale Route to Pond B
B3 9 0.25 0.39 7.30 0.10 4.37 0.43 Type R Inlet 18 in RCP 0.5% 0.4 8.0 45 5.5 0.14 7.44 Route to Inlet B4
B4 10 0.98 0.36 11.90 0.35 3.56 1.26
10 Total Flow (B3-B4) 7.44 0.45 4.35 1.97 18 in RCP 0.5% 2.0 8.0 71 5.0 0.24 7.67 Route to Pond B
Direct Runoff Total Runoff Inlets Pipe Pipe/Swale Travel Time
8214_Rational Calculations.xlsx Q10 Page 4 of 16
Merrick & Company Job Name: Timbervine
1615 Foxtail Drive Suite 260 Job Number: 8214
Loveland, CO 80538 Date: 4/22/2014
Ph: (303) 751‐0741 By: A. Cronin
Timbervine
Developed Storm Runoff Calculations
Design Storm : 2 Year Point Hour Rainfall (P1
) : 0.82
Basin Name
Design Point
Area (ac)
Runoff Coeff
tc (min)
C*A (ac)
I (in/hr)
Q (cfs)
Total tc (min)
C*A (ac)
I (in/hr)
Q (cfs)
Inlet Type
Q intercepted
Q carryover
(Qco)
Pipe Size (in) or
equivalent
Pipe Material
Slope (%)
Pipe Flow (cfs)
Approx. Max
Pipe Capacity
(cfs)
Length (ft)
Velocity (fps)
tt (min)
Total Time (min)
Notes
A1 1 2.90 0.33 14.70 0.97 1.89 1.84 Type R Inlet 1.84 18 in RCP 0.5% 1.8 8.0 5 3.4 0.02 14.72 Route to MHA1-1
A2 2 6.01 0.35 14.50 2.08 1.90 3.96 Type R Inlet 3.96 24 in RCP 0.5% 4.0 17.2 25 4.1 0.10 14.60 Route to MHA1-1
MHA1-1 Total Flow (A1-A2) 14.72 3.05 1.89 5.77 MH 30 in RCP 0.3% 5.8 25.7 381 3.7 1.74 16.46 Route to MHA5-1
A3 3 1.75 0.33 12.70 0.57 2.03 1.15 Type R Inlet 1.15 18 in RCP 0.5% 1.2 8.0 30 3.0 0.17 12.87 Route to Inlet A4
A4 4 0.30 0.63 7.40 0.19 2.54 0.48 Type R Inlet 0.48
4 Total Flow (A3-A4) 12.87 0.76 2.02 1.53 18 in RCP 0.5% 1.5 8.0 83 3.2 0.43 13.29 Route to MHA5-1
MHA5-1 Total Flow (A1-A4) 16.46 3.81 1.82 6.92 MH 36 in RCP 0.2% 6.9 32.0 465 4.4 1.78 18.24 Route to Pond A
A5 5 10.84 0.28 14.00 3.06 1.94 5.92 Overland Flow to
Pond A
A6 6 3.08 0.18 9.20 0.56 2.31 1.31 Swale Route to Pond A
B1 7 12.22 0.32 17.70 3.89 1.77 6.87 Swale Route to Pond B
B2 8 0.87 0.21 6.60 0.18 2.65 0.48 Swale Route to Pond B
B3 9 0.25 0.39 7.30 0.10 2.56 0.25 Type R Inlet 18 in RCP 0.5% 0.3 8.0 45 3.2 0.23 7.53 Route to Inlet B4
B4 10 0.98 0.36 11.90 0.35 2.08 0.74
10 Total Flow (B3-B4) 7.53 0.45 2.53 1.14 18 in RCP 0.5% 1.1 8.0 71 3.5 0.34 7.87 Route to Pond B
Direct Runoff Total Runoff Inlets Pipe Pipe/Swale Travel Time
8214_Rational Calculations.xlsx QMinor Page 6 of 16
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient 0.013
Channel Slope 0.37000 %
Normal Depth 2.00 ft
Diameter 24.00 in
Discharge 13.76 ft³/s
Results
Discharge 13.76 ft³/s
Normal Depth 2.00 ft
Flow Area 3.14 ft²
Wetted Perimeter 6.28 ft
Hydraulic Radius 0.50 ft
Top Width 0.00 ft
Critical Depth 1.34 ft
Percent Full 100.0 %
Critical Slope 0.00599 ft/ft
Velocity 4.38 ft/s
Velocity Head 0.30 ft
Specific Energy 2.30 ft
Froude Number 0.00
Maximum Discharge 14.80 ft³/s
Discharge Full 13.76 ft³/s
Slope Full 0.00370 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Worksheet for Pond Connection Pipe
4/22/2014 1:10:02 PM
Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 2.00 ft
Critical Depth 1.34 ft
Channel Slope 0.37000 %
Critical Slope 0.00599 ft/ft
Worksheet for Pond Connection Pipe
4/22/2014 1:10:02 PM
Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2
Project Description
Friction Method Manning Formula
Solve For Discharge
Input Data
Roughness Coefficient 0.013
Channel Slope 0.00500 ft/ft
Normal Depth 2.35 ft
Diameter 30.00 in
Results
Discharge 31.20 ft³/s
Flow Area 4.79 ft²
Wetted Perimeter 6.62 ft
Hydraulic Radius 0.72 ft
Top Width 1.19 ft
Critical Depth 1.90 ft
Percent Full 94.0 %
Critical Slope 0.00672 ft/ft
Velocity 6.51 ft/s
Velocity Head 0.66 ft
Specific Energy 3.01 ft
Froude Number 0.57
Maximum Discharge 31.20 ft³/s
Discharge Full 29.00 ft³/s
Slope Full 0.00579 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 94.00 %
Downstream Velocity Infinity ft/s
International Blvd Outfall Pipe
4/22/2014 1:21:34 PM
Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2
GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 2.35 ft
Critical Depth 1.90 ft
Channel Slope 0.00500 ft/ft
Critical Slope 0.00672 ft/ft
International Blvd Outfall Pipe
4/22/2014 1:21:34 PM
Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2
Project Description
Friction Method Manning Formula
Solve For Discharge
Input Data
Roughness Coefficient 0.035
Channel Slope 0.00350 ft/ft
Normal Depth 1.50 ft
Left Side Slope 4.00 ft/ft (H:V)
Right Side Slope 4.00 ft/ft (H:V)
Bottom Width 6.00 ft
Results
Discharge 44.60 ft³/s
Flow Area 18.00 ft²
Wetted Perimeter 18.37 ft
Hydraulic Radius 0.98 ft
Top Width 18.00 ft
Critical Depth 0.96 ft
Critical Slope 0.02066 ft/ft
Velocity 2.48 ft/s
Velocity Head 0.10 ft
Specific Energy 1.60 ft
Froude Number 0.44
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.50 ft
Critical Depth 0.96 ft
Channel Slope 0.00350 ft/ft
Drycreek Off-Site Swale
4/22/2014 1:22:15 PM
Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2
Drycreek Off-Site Swale
GVF Output Data
Critical Slope 0.02066 ft/ft
4/22/2014 1:22:15 PM
Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2
Appendix C
(Inlet Calculations)
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown
= 1.8 8.0 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Channel Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 1.8 8.0 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
Timbervine
Inlet A1
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
UD-Inlet_v3.14 - A1.xlsm, Q-Peak 4/22/2014, 1:58 PM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 9.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.018
Height of Curb at Gutter Flow Line HCURB = 4.75 inches
Distance from Curb Face to Street Crown TCROWN = 16.2 ft
Gutter Width W = 1.17 ft
Street Transverse Slope SX = 0.023 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.098 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 16.2 16.2 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 4.8 12.0 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm
Water Depth without Gutter Depression (Eq. ST-2) y = 4.37 4.37 inches
Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") dC = 1.4 1.4 inches
Gutter Depression (dC - (W * Sx * 12)) a = 1.06 1.06 inches
Water Depth at Gutter Flowline d = 5.42 5.42 inches
Allowable Spread for Discharge outside the Gutter Section W (T - W) TX = 15.0 15.0 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.213 0.213
Discharge outside the Gutter Section W, carried in Section TX QX = 0.0 0.0 cfs
Discharge within the Gutter Section W (QT - QX) QW = 0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs
Maximum Flow Based On Allowable Spread QT = SUMP SUMP cfs
Flow Velocity within the Gutter Section V = 0.0 0.0 fps
V*d Product: Flow Velocity times Gutter Flowline Depth V*d = 0.0 0.0
Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm
Theoretical Water Spread TTH = 13.7 40.5 ft
Theoretical Spread for Discharge outside the Gutter Section W (T - W) TX TH = 12.5 39.4 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.254 0.081
Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH = 0.0 0.0 cfs
Actual Discharge outside the Gutter Section W, (limited by distance TCROWN) QX = 0.0 0.0 cfs
Discharge within the Gutter Section W (Qd - QX) QW = 0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs
Total Discharge for Major & Minor Storm (Pre-Safety Factor) Q = 0.0 0.0 cfs
Average Flow Velocity Within the Gutter Section V = 0.0 0.0 fps
V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = 0.0 0.0
Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R = SUMP SUMP
Max Flow Based on Allowable Depth (Safety Factor Applied) Qd = SUMP SUMP cfs
Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = inches
Resultant Flow Depth at Street Crown (Safety Factor Applied) dCROWN = inches
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Timbervine
Inlet A1
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
UD-Inlet_v3.14 - A1.xlsm, Q-Allow 4/22/2014, 1:58 PM
Project =
Inlet ID =
Design Information (Input) MINOR MAJOR
Type of Inlet Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 4.25 4.25 inches
Number of Unit Inlets (Grate or Curb Opening) No = 1 1
Water Depth at Flowline (outside of local depression) Ponding Depth = 4.8 6.9 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) = N/A N/A feet
Width of a Unit Grate Wo = N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 1.17 1.17 feet
Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67
Grate Flow Analysis (Calculated) MINOR MAJOR
Clogging Coefficient for Multiple Units Coef = N/A N/A
Clogging Factor for Multiple Units Clog = N/A N/A
Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qwi = N/A N/A cfs
Interception with Clogging Qwa = N/A N/A cfs
Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi = N/A N/A cfs
Interception with Clogging Qoa = N/A N/A cfs
Grate Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi = N/A N/A cfs
Interception with Clogging Qma = N/A N/A cfs
Resulting Grate Capacity (assumes clogged condition) QGrate = N/A N/A cfs
Curb Opening Flow Analysis (Calculated) MINOR MAJOR
Clogging Coefficient for Multiple Units Coef = 1.00 1.00
Clogging Factor for Multiple Units Clog = 0.10 0.10
Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qwi = 3.82 7.99 cfs
Interception with Clogging Qwa = 3.44 7.19 cfs
Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi = 9.75 11.29 cfs
Interception with Clogging Qoa = 8.78 10.16 cfs
Curb Opening Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi = 5.67 8.83 cfs
Interception with Clogging Qma = 5.11 7.95 cfs
Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 3.44 7.19 cfs
Resultant Street Conditions MINOR MAJOR
Total Inlet Length L = 5.00 5.00 feet
Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 13.7 21.6 ft.>T-Crown
Resultant Flow Depth at Street Crown dCROWN = 0.0 1.5 inches
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa = 3.4 7.2 cfs
WARNING: Inlet Capacity less than Q Peak for MAJOR Storm Q PEAK REQUIRED = 1.8 8.0 cfs
INLET IN A SUMP OR SAG LOCATION
Timbervine
Inlet A1
CDOT Type R Curb Opening
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown
= 4.0 18.1 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Channel Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 4.0 18.1 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
Timbervine
Inlet A2
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
UD-Inlet_v3.14 - A2.xlsm, Q-Peak 4/22/2014, 1:58 PM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 9.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.018
Height of Curb at Gutter Flow Line HCURB = 4.75 inches
Distance from Curb Face to Street Crown TCROWN = 16.2 ft
Gutter Width W = 1.17 ft
Street Transverse Slope SX = 0.023 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.098 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 16.2 16.2 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 4.8 12.0 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm
Water Depth without Gutter Depression (Eq. ST-2) y = 4.37 4.37 inches
Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") dC = 1.4 1.4 inches
Gutter Depression (dC - (W * Sx * 12)) a = 1.06 1.06 inches
Water Depth at Gutter Flowline d = 5.42 5.42 inches
Allowable Spread for Discharge outside the Gutter Section W (T - W) TX = 15.0 15.0 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.213 0.213
Discharge outside the Gutter Section W, carried in Section TX QX = 0.0 0.0 cfs
Discharge within the Gutter Section W (QT - QX) QW = 0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs
Maximum Flow Based On Allowable Spread QT = SUMP SUMP cfs
Flow Velocity within the Gutter Section V = 0.0 0.0 fps
V*d Product: Flow Velocity times Gutter Flowline Depth V*d = 0.0 0.0
Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm
Theoretical Water Spread TTH = 13.7 40.5 ft
Theoretical Spread for Discharge outside the Gutter Section W (T - W) TX TH = 12.5 39.4 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.254 0.081
Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH = 0.0 0.0 cfs
Actual Discharge outside the Gutter Section W, (limited by distance TCROWN) QX = 0.0 0.0 cfs
Discharge within the Gutter Section W (Qd - QX) QW = 0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs
Total Discharge for Major & Minor Storm (Pre-Safety Factor) Q = 0.0 0.0 cfs
Average Flow Velocity Within the Gutter Section V = 0.0 0.0 fps
V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = 0.0 0.0
Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R = SUMP SUMP
Max Flow Based on Allowable Depth (Safety Factor Applied) Qd = SUMP SUMP cfs
Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = inches
Resultant Flow Depth at Street Crown (Safety Factor Applied) dCROWN = inches
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Timbervine
Inlet A2
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
UD-Inlet_v3.14 - A2.xlsm, Q-Allow 4/22/2014, 1:58 PM
Project =
Inlet ID =
Design Information (Input) MINOR MAJOR
Type of Inlet Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 4.25 4.25 inches
Number of Unit Inlets (Grate or Curb Opening) No = 3 3
Water Depth at Flowline (outside of local depression) Ponding Depth = 4.8 6.9 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) = N/A N/A feet
Width of a Unit Grate Wo = N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 1.17 1.17 feet
Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67
Grate Flow Analysis (Calculated) MINOR MAJOR
Clogging Coefficient for Multiple Units Coef = N/A N/A
Clogging Factor for Multiple Units Clog = N/A N/A
Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qwi = N/A N/A cfs
Interception with Clogging Qwa = N/A N/A cfs
Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi = N/A N/A cfs
Interception with Clogging Qoa = N/A N/A cfs
Grate Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi = N/A N/A cfs
Interception with Clogging Qma = N/A N/A cfs
Resulting Grate Capacity (assumes clogged condition) QGrate = N/A N/A cfs
Curb Opening Flow Analysis (Calculated) MINOR MAJOR
Clogging Coefficient for Multiple Units Coef = 1.31 1.31
Clogging Factor for Multiple Units Clog = 0.04 0.04
Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qwi = 8.02 20.12 cfs
Interception with Clogging Qwa = 7.67 19.24 cfs
Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi = 29.26 33.87 cfs
Interception with Clogging Qoa = 27.98 32.39 cfs
Curb Opening Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi = 14.25 24.28 cfs
Interception with Clogging Qma = 13.62 23.22 cfs
Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 7.67 19.24 cfs
Resultant Street Conditions MINOR MAJOR
Total Inlet Length L = 15.00 15.00 feet
Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 13.7 21.6 ft.>T-Crown
Resultant Flow Depth at Street Crown dCROWN = 0.0 1.5 inches
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa = 7.7 19.2 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 4.0 18.1 cfs
INLET IN A SUMP OR SAG LOCATION
Timbervine
Inlet A2
CDOT Type R Curb Opening
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown
= 1.2 5.0 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Channel Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 1.2 5.0 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
Timbervine
Inlet A3
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
UD-Inlet_v3.14 - A3.xlsm, Q-Peak 4/22/2014, 1:55 PM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 9.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.018
Height of Curb at Gutter Flow Line HCURB = 4.75 inches
Distance from Curb Face to Street Crown TCROWN = 16.2 ft
Gutter Width W = 1.17 ft
Street Transverse Slope SX = 0.023 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.098 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 16.2 16.2 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 4.8 12.0 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm
Water Depth without Gutter Depression (Eq. ST-2) y = 4.37 4.37 inches
Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") dC = 1.4 1.4 inches
Gutter Depression (dC - (W * Sx * 12)) a = 1.06 1.06 inches
Water Depth at Gutter Flowline d = 5.42 5.42 inches
Allowable Spread for Discharge outside the Gutter Section W (T - W) TX = 15.0 15.0 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.213 0.213
Discharge outside the Gutter Section W, carried in Section TX QX = 0.0 0.0 cfs
Discharge within the Gutter Section W (QT - QX) QW = 0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs
Maximum Flow Based On Allowable Spread QT = SUMP SUMP cfs
Flow Velocity within the Gutter Section V = 0.0 0.0 fps
V*d Product: Flow Velocity times Gutter Flowline Depth V*d = 0.0 0.0
Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm
Theoretical Water Spread TTH = 13.7 40.5 ft
Theoretical Spread for Discharge outside the Gutter Section W (T - W) TX TH = 12.5 39.4 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.254 0.081
Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH = 0.0 0.0 cfs
Actual Discharge outside the Gutter Section W, (limited by distance TCROWN) QX = 0.0 0.0 cfs
Discharge within the Gutter Section W (Qd - QX) QW = 0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs
Total Discharge for Major & Minor Storm (Pre-Safety Factor) Q = 0.0 0.0 cfs
Average Flow Velocity Within the Gutter Section V = 0.0 0.0 fps
V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = 0.0 0.0
Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R = SUMP SUMP
Max Flow Based on Allowable Depth (Safety Factor Applied) Qd = SUMP SUMP cfs
Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = inches
Resultant Flow Depth at Street Crown (Safety Factor Applied) dCROWN = inches
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Timbervine
Inlet A3
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
UD-Inlet_v3.14 - A3.xlsm, Q-Allow 4/22/2014, 1:55 PM
Project =
Inlet ID =
Design Information (Input) MINOR MAJOR
Type of Inlet Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 4.25 4.25 inches
Number of Unit Inlets (Grate or Curb Opening) No = 1 1
Water Depth at Flowline (outside of local depression) Ponding Depth = 4.8 6.9 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) = N/A N/A feet
Width of a Unit Grate Wo = N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 1.17 1.17 feet
Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67
Grate Flow Analysis (Calculated) MINOR MAJOR
Clogging Coefficient for Multiple Units Coef = N/A N/A
Clogging Factor for Multiple Units Clog = N/A N/A
Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qwi = N/A N/A cfs
Interception with Clogging Qwa = N/A N/A cfs
Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi = N/A N/A cfs
Interception with Clogging Qoa = N/A N/A cfs
Grate Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi = N/A N/A cfs
Interception with Clogging Qma = N/A N/A cfs
Resulting Grate Capacity (assumes clogged condition) QGrate = N/A N/A cfs
Curb Opening Flow Analysis (Calculated) MINOR MAJOR
Clogging Coefficient for Multiple Units Coef = 1.00 1.00
Clogging Factor for Multiple Units Clog = 0.10 0.10
Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qwi = 3.82 7.99 cfs
Interception with Clogging Qwa = 3.44 7.19 cfs
Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi = 9.75 11.29 cfs
Interception with Clogging Qoa = 8.78 10.16 cfs
Curb Opening Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi = 5.67 8.83 cfs
Interception with Clogging Qma = 5.11 7.95 cfs
Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 3.44 7.19 cfs
Resultant Street Conditions MINOR MAJOR
Total Inlet Length L = 5.00 5.00 feet
Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 13.7 21.6 ft.>T-Crown
Resultant Flow Depth at Street Crown dCROWN = 0.0 1.5 inches
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa = 3.4 7.2 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.2 5.0 cfs
INLET IN A SUMP OR SAG LOCATION
Timbervine
Inlet A3
CDOT Type R Curb Opening
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown
= 0.5 2.1 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Channel Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 0.5 2.1 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
Timbervine
Inlet A4
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
UD-Inlet_v3.14 - A4.xlsm, Q-Peak 4/22/2014, 1:56 PM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 9.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.018
Height of Curb at Gutter Flow Line HCURB = 4.75 inches
Distance from Curb Face to Street Crown TCROWN = 16.2 ft
Gutter Width W = 1.17 ft
Street Transverse Slope SX = 0.023 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.098 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 16.2 16.2 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 4.8 12.0 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm
Water Depth without Gutter Depression (Eq. ST-2) y = 4.37 4.37 inches
Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") dC = 1.4 1.4 inches
Gutter Depression (dC - (W * Sx * 12)) a = 1.06 1.06 inches
Water Depth at Gutter Flowline d = 5.42 5.42 inches
Allowable Spread for Discharge outside the Gutter Section W (T - W) TX = 15.0 15.0 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.213 0.213
Discharge outside the Gutter Section W, carried in Section TX QX = 0.0 0.0 cfs
Discharge within the Gutter Section W (QT - QX) QW = 0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs
Maximum Flow Based On Allowable Spread QT = SUMP SUMP cfs
Flow Velocity within the Gutter Section V = 0.0 0.0 fps
V*d Product: Flow Velocity times Gutter Flowline Depth V*d = 0.0 0.0
Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm
Theoretical Water Spread TTH = 13.7 40.5 ft
Theoretical Spread for Discharge outside the Gutter Section W (T - W) TX TH = 12.5 39.4 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.254 0.081
Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH = 0.0 0.0 cfs
Actual Discharge outside the Gutter Section W, (limited by distance TCROWN) QX = 0.0 0.0 cfs
Discharge within the Gutter Section W (Qd - QX) QW = 0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs
Total Discharge for Major & Minor Storm (Pre-Safety Factor) Q = 0.0 0.0 cfs
Average Flow Velocity Within the Gutter Section V = 0.0 0.0 fps
V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = 0.0 0.0
Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R = SUMP SUMP
Max Flow Based on Allowable Depth (Safety Factor Applied) Qd = SUMP SUMP cfs
Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = inches
Resultant Flow Depth at Street Crown (Safety Factor Applied) dCROWN = inches
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Timbervine
Inlet A4
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
UD-Inlet_v3.14 - A4.xlsm, Q-Allow 4/22/2014, 1:56 PM
Project =
Inlet ID =
Design Information (Input) MINOR MAJOR
Type of Inlet Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 4.25 4.25 inches
Number of Unit Inlets (Grate or Curb Opening) No = 1 1
Water Depth at Flowline (outside of local depression) Ponding Depth = 4.8 6.9 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) = N/A N/A feet
Width of a Unit Grate Wo = N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 1.17 1.17 feet
Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67
Grate Flow Analysis (Calculated) MINOR MAJOR
Clogging Coefficient for Multiple Units Coef = N/A N/A
Clogging Factor for Multiple Units Clog = N/A N/A
Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qwi = N/A N/A cfs
Interception with Clogging Qwa = N/A N/A cfs
Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi = N/A N/A cfs
Interception with Clogging Qoa = N/A N/A cfs
Grate Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi = N/A N/A cfs
Interception with Clogging Qma = N/A N/A cfs
Resulting Grate Capacity (assumes clogged condition) QGrate = N/A N/A cfs
Curb Opening Flow Analysis (Calculated) MINOR MAJOR
Clogging Coefficient for Multiple Units Coef = 1.00 1.00
Clogging Factor for Multiple Units Clog = 0.10 0.10
Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qwi = 3.82 7.99 cfs
Interception with Clogging Qwa = 3.44 7.19 cfs
Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi = 9.75 11.29 cfs
Interception with Clogging Qoa = 8.78 10.16 cfs
Curb Opening Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi = 5.67 8.83 cfs
Interception with Clogging Qma = 5.11 7.95 cfs
Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 3.44 7.19 cfs
Resultant Street Conditions MINOR MAJOR
Total Inlet Length L = 5.00 5.00 feet
Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 13.7 21.6 ft.>T-Crown
Resultant Flow Depth at Street Crown dCROWN = 0.0 1.5 inches
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa = 3.4 7.2 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 0.5 2.1 cfs
INLET IN A SUMP OR SAG LOCATION
Timbervine
Inlet A4
CDOT Type R Curb Opening
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown
= 0.3 1.1 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Channel Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 0.3 1.1 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
Timbervine
Inlet B3
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
UD-Inlet_v3.14 - B3.xlsm, Q-Peak 4/22/2014, 2:02 PM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 20.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.018
Height of Curb at Gutter Flow Line HCURB = 6.00 inches
Distance from Curb Face to Street Crown TCROWN = 17.0 ft
Gutter Width W = 2.00 ft
Street Transverse Slope SX = 0.023 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 17.0 17.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 12.0 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm
Water Depth without Gutter Depression (Eq. ST-2) y = 4.59 4.59 inches
Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") dC = 2.0 2.0 inches
Gutter Depression (dC - (W * Sx * 12)) a = 1.45 1.45 inches
Water Depth at Gutter Flowline d = 6.04 6.04 inches
Allowable Spread for Discharge outside the Gutter Section W (T - W) TX = 15.0 15.0 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.341 0.341
Discharge outside the Gutter Section W, carried in Section TX QX = 0.0 0.0 cfs
Discharge within the Gutter Section W (QT - QX) QW = 0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs
Maximum Flow Based On Allowable Spread QT = SUMP SUMP cfs
Flow Velocity within the Gutter Section V = 0.0 0.0 fps
V*d Product: Flow Velocity times Gutter Flowline Depth V*d = 0.0 0.0
Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm
Theoretical Water Spread TTH = 16.8 39.1 ft
Theoretical Spread for Discharge outside the Gutter Section W (T - W) TX TH = 14.8 37.1 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.344 0.144
Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH = 0.0 0.0 cfs
Actual Discharge outside the Gutter Section W, (limited by distance TCROWN) QX = 0.0 0.0 cfs
Discharge within the Gutter Section W (Qd - QX) QW = 0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs
Total Discharge for Major & Minor Storm (Pre-Safety Factor) Q = 0.0 0.0 cfs
Average Flow Velocity Within the Gutter Section V = 0.0 0.0 fps
V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = 0.0 0.0
Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R = SUMP SUMP
Max Flow Based on Allowable Depth (Safety Factor Applied) Qd = SUMP SUMP cfs
Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = inches
Resultant Flow Depth at Street Crown (Safety Factor Applied) dCROWN = inches
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Timbervine
Inlet B3
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
UD-Inlet_v3.14 - B3.xlsm, Q-Allow 4/22/2014, 2:02 PM
Project =
Inlet ID =
Design Information (Input) MINOR MAJOR
Type of Inlet Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 1 1
Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 10.8 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) = N/A N/A feet
Width of a Unit Grate Wo = N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67
Grate Flow Analysis (Calculated) MINOR MAJOR
Clogging Coefficient for Multiple Units Coef = N/A N/A
Clogging Factor for Multiple Units Clog = N/A N/A
Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qwi = N/A N/A cfs
Interception with Clogging Qwa = N/A N/A cfs
Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi = N/A N/A cfs
Interception with Clogging Qoa = N/A N/A cfs
Grate Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi = N/A N/A cfs
Interception with Clogging Qma = N/A N/A cfs
Resulting Grate Capacity (assumes clogged condition) QGrate = N/A N/A cfs
Curb Opening Flow Analysis (Calculated) MINOR MAJOR
Clogging Coefficient for Multiple Units Coef = 1.00 1.00
Clogging Factor for Multiple Units Clog = 0.10 0.10
Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qwi = 5.98 19.47 cfs
Interception with Clogging Qwa = 5.38 17.52 cfs
Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi = 9.75 12.94 cfs
Interception with Clogging Qoa = 8.78 11.64 cfs
Curb Opening Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi = 7.10 14.76 cfs
Interception with Clogging Qma = 6.39 13.28 cfs
Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 5.38 11.64 cfs
Resultant Street Conditions MINOR MAJOR
Total Inlet Length L = 5.00 5.00 feet
Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 16.8 34.6 ft.>T-Crown
Resultant Flow Depth at Street Crown dCROWN = 0.0 4.8 inches
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa = 5.4 11.6 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 0.3 1.1 cfs
INLET IN A SUMP OR SAG LOCATION
Timbervine
Inlet B3
CDOT Type R Curb Opening
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown
= 0.7 3.2 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Channel Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 0.7 3.2 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
Timbervine
Inlet B4
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
UD-Inlet_v3.14 - B4.xlsm, Q-Peak 4/22/2014, 2:01 PM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 20.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.018
Height of Curb at Gutter Flow Line HCURB = 6.00 inches
Distance from Curb Face to Street Crown TCROWN = 17.0 ft
Gutter Width W = 2.00 ft
Street Transverse Slope SX = 0.023 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 17.0 17.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 12.0 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm
Water Depth without Gutter Depression (Eq. ST-2) y = 4.59 4.59 inches
Vertical Depth between Gutter Lip and Gutter Flowline (usually 2") dC = 2.0 2.0 inches
Gutter Depression (dC - (W * Sx * 12)) a = 1.45 1.45 inches
Water Depth at Gutter Flowline d = 6.04 6.04 inches
Allowable Spread for Discharge outside the Gutter Section W (T - W) TX = 15.0 15.0 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.341 0.341
Discharge outside the Gutter Section W, carried in Section TX QX = 0.0 0.0 cfs
Discharge within the Gutter Section W (QT - QX) QW = 0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs
Maximum Flow Based On Allowable Spread QT = SUMP SUMP cfs
Flow Velocity within the Gutter Section V = 0.0 0.0 fps
V*d Product: Flow Velocity times Gutter Flowline Depth V*d = 0.0 0.0
Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm
Theoretical Water Spread TTH = 16.8 39.1 ft
Theoretical Spread for Discharge outside the Gutter Section W (T - W) TX TH = 14.8 37.1 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) EO = 0.344 0.144
Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH = 0.0 0.0 cfs
Actual Discharge outside the Gutter Section W, (limited by distance TCROWN) QX = 0.0 0.0 cfs
Discharge within the Gutter Section W (Qd - QX) QW = 0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK = 0.0 0.0 cfs
Total Discharge for Major & Minor Storm (Pre-Safety Factor) Q = 0.0 0.0 cfs
Average Flow Velocity Within the Gutter Section V = 0.0 0.0 fps
V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = 0.0 0.0
Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R = SUMP SUMP
Max Flow Based on Allowable Depth (Safety Factor Applied) Qd = SUMP SUMP cfs
Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = inches
Resultant Flow Depth at Street Crown (Safety Factor Applied) dCROWN = inches
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Timbervine
Inlet B4
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
UD-Inlet_v3.14 - B4.xlsm, Q-Allow 4/22/2014, 2:01 PM
Project =
Inlet ID =
Design Information (Input) MINOR MAJOR
Type of Inlet Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 1 1
Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 10.8 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) = N/A N/A feet
Width of a Unit Grate Wo = N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67
Grate Flow Analysis (Calculated) MINOR MAJOR
Clogging Coefficient for Multiple Units Coef = N/A N/A
Clogging Factor for Multiple Units Clog = N/A N/A
Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qwi = N/A N/A cfs
Interception with Clogging Qwa = N/A N/A cfs
Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi = N/A N/A cfs
Interception with Clogging Qoa = N/A N/A cfs
Grate Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi = N/A N/A cfs
Interception with Clogging Qma = N/A N/A cfs
Resulting Grate Capacity (assumes clogged condition) QGrate = N/A N/A cfs
Curb Opening Flow Analysis (Calculated) MINOR MAJOR
Clogging Coefficient for Multiple Units Coef = 1.00 1.00
Clogging Factor for Multiple Units Clog = 0.10 0.10
Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qwi = 5.98 19.47 cfs
Interception with Clogging Qwa = 5.38 17.52 cfs
Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi = 9.75 12.94 cfs
Interception with Clogging Qoa = 8.78 11.64 cfs
Curb Opening Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi = 7.10 14.76 cfs
Interception with Clogging Qma = 6.39 13.28 cfs
Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 5.38 11.64 cfs
Resultant Street Conditions MINOR MAJOR
Total Inlet Length L = 5.00 5.00 feet
Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 16.8 34.6 ft.>T-Crown
Resultant Flow Depth at Street Crown dCROWN = 0.0 4.8 inches
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa = 5.4 11.6 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 0.7 3.2 cfs
INLET IN A SUMP OR SAG LOCATION
Timbervine
Inlet B4
CDOT Type R Curb Opening
Appendix D
(Water Quality and Detention Pond Calculations)
Merrick & Company Job Name: Timbervine
1615 Foxtail Drive Suite 260 Job Number: 8214
Loveland, CO 80538 Date: 4/22/2014
Ph: (303) 751‐0741 By: A. Cronin
sq. ft.
31,472
8,022
154
Permeable Pavement Calculations
sq. ft.
sq. ft.
Total Alley Area
Total Required Permeable Area
Total Parking Area
Pan
(1500 ft(4ft) + additional flow areas)
Total Permeable Area Provided
Additional Area Provided
sq. ft.
7,868 sq. ft.
1,658
6,364
sq. ft.
Sheet 1 of 4
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia
Ia = 44.2 %
B) Tributary Area's Imperviousness Ratio (i = Ia / 100 ) i = 0.442
C) Contributing Watershed Area Area = 39.193 ac
D) For Watersheds Outside of the Denver Region, Depth of Average d6 = in
Runoff Producing Storm
E) Design Concept
(Select EURV when also designing for flood control)
F) Design Volume (1.2 WQCV) Based on 40-hour Drain Time VDESIGN
= 0.748 ac-ft
(VDESIGN = (1.0 * (0.91 * i
3
- 1.19 * i
2
+ 0.78 * i) / 12 * Area * 1.2)
G) For Watersheds Outside of the Denver Region, VDESIGN OTHER
= ac-ft
Water Quality Capture Volume (WQCV) Design Volume
(VWQCV OTHER = (d
6*(VDESIGN
/0.43))
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VDESIGN USER
= ac-ft
(Only if a different WQCV Design Volume is desired)
I) Predominant Watershed NRCS Soil Group
J) Excess Urban Runoff Volume (EURV) Design Volume
For HSG A: EURVA = (0.1878i - 0.0104)*Area EURV = ac-f t
For HSG B: EURVB = (0.1178i - 0.0042)*Area
For HSG C/D: EURVC/D = (0.1043i - 0.0031)*Area
2. Basin Shape: Length to Width Ratio L : W = 4.0 : 1
(A basin length to width ratio of at least 2:1 will improve TSS reduction.)
3. Basin Side Slopes
A) Basin Maximum Side Slopes Z = 4.00 ft / ft
(Horizontal distance per unit vertical, 4:1 or flatter preferred)
4. Inlet
A) Describe means of providing energy dissipation at concentrated
inflow locations:
Design Procedure Form: Extended Detention Basin (EDB)
Timbervine
Merrick & Company
April 22, 2014
Fort Collins, CO
A. Cronin
Riprap will be placed at all concentrated inflow locations.
Choose One
Excess Urban Runoff Volume (EURV)
Choose One
A
B
C / D
Water Quality Capture Volume (WQCV)
UD-BMP_v3.03.xlsm, EDB 4/22/2014, 1:06 PM
Sheet 2 of 4
Designer:
Company:
Date:
Project:
Location:
5. Forebay
A) Minimum Forebay Volume VFMIN
= 0.019 ac-ft
(VFMIN = 3% of the WQCV)
B) Actual Forebay Volume VF
= ac-ft
C) Forebay Depth DF
= in
(DF = 18 inch maximum)
D) Forebay Discharge
i) Undetained 100-year Peak Discharge Q100
= cfs
ii) Forebay Discharge Design Flow QF
= cfs
(QF = 0.02 * Q
100)
E) Forebay Discharge Design
F) Discharge Pipe Size (minimum 8-inches) Calculated DP = in
G) Rectangular Notch Width Calculated WN
= in
PROVIDE A CONSISTENT LONGITUDINAL
6. Trickle Channel SLOPE FROM FOREBAY TO MICROPOOL
WITH NO MEANDERING. RIPRAP AND
A) Type of Trickle Channel SOIL RIPRAP LINED CHANNELS ARE
NOT RECOMMENDED.
MINIMUM DEPTH OF 1.5 FEET
F) Slope of Trickle Channel S = 0.0025 ft / ft
7. Micropool and Outlet Structure
A) Depth of Micropool (2.5-feet minimum) DM
= ft
B) Surface Area of Micropool (10 ft
2
minimum) A
M = sq ft
C) Outlet Type
D) Depth of Design Volume (EURV or 1.2 WQCV) Based on the Design H = 1.99 feet
Concept Chosen Under 1.E.
E) Volume to Drain Over Prescribed Time WQCV = 0.623 ac-ft
F) Drain Time TD
= 40 hours
(Min TD for WQCV= 40 hours; Max T
D for EURV= 72 hours)
G) Recommended Maximum Outlet Area per Row, (Ao) A
o = 1.84 square inches
H) Orifice Dimensions:
i) Circular Orifice Diameter or Dorifice
= 1 - 1 / 2 inches
ii) Width of 2" High Rectangular Orifice Worifice
= inches
I) Number of Columns nc
= 1 number
J) Actual Design Outlet Area per Row (Ao) A
o = 1.77 square inches
K) Number of Rows (nr) nr
Sheet 3 of 4
Designer:
Company:
Date:
Project:
Location:
8. Initial Surcharge Volume
A) Depth of Initial Surcharge Volume DIS
= 4.0 in
(Minimum recommended depth is 4 inches)
B) Minimum Initial Surcharge Volume VIS = 81.4 cu ft
(Minimum volume of 0.3% of the WQCV)
C) Initial Surcharge Provided Above Micropool Vs= cu ft INCREASE INITIAL SURCHARGE DEPTH
OR SURFACE AREA OF MICROPOOL
9. Trash Rack
A) Type of Water Quality Orifice Used
B) Water Quality Screen Open Area: At = Aot * 38.5*(e
-0.095D
) At
= 352 square inches
C) For 1-1/4"", or Smaller, Circular Opening (See Fact Sheet T-12):
i) Width of Water Quality Screen and Concrete Opening (Wopening) W
opening = inches
ii) Height of Water Quality Screen (HTR) H
TR = inches
iii) Type of Screen, Describe if "Other"
D) For Circular Opening (greater than 1-1/4" diameter)
OR 2" High Rectangular Opening (See Fact Sheet T-12):
i) Width of Water Quality Screen Opening (Wopening) W
opening = ft
ii) Height of Water Quality Screen (HTR) H
TR = ft
iii) Type of Screen, Describe if "Other"
v) Cross-bar Spacing inches
vi) Minimum Bearing Bar Size
A. Cronin
Design Procedure Form: Extended Detention Basin (EDB)
April 22, 2014
Timbervine
Fort Collins, CO
Merrick & Company
Choose One
Circular (up to 1-1/4" diameter)
Circular (greater than 1-1/4" diameter) OR Rectangular (2" high)
Choose One
S.S. Well Screen with 60% Open Area*
Other (Describe):
Choose One
Aluminum Amico-Klemp SR Series (or equal)
Other (Describe):
UD-BMP_v3.03.xlsm, EDB 4/22/2014, 1:06 PM
Sheet 4 of 4
Designer:
Company:
Date:
Project:
Location:
10. Overflow Embankment
A) Describe embankment protection for 100-year and greater overtopping:
B) Slope of Overflow Embankment ZE
= 4.00 ft / ft
(Horizontal distance per unit vertical, 4:1 or flatter preferred)
11. Vegetation
12. Access
A) Describe Sediment Removal Procedures
Notes:
Timbervine
Fort Collins, CO
Design Procedure Form: Extended Detention Basin (EDB)
April 22, 2014
Merrick & Company
A. Cronin
Choose One
Irrigated
Not Irrigated
UD-BMP_v3.03.xlsm, EDB 4/22/2014, 1:06 PM
Merrick & Company Job Name: Timbervine
1615 Foxtail Drive Suite 260 Job Number: 8214
Loveland, CO 80538 Date: 4/22/2014
Ph: (303) 751‐0741 By: A. Cronin
Timbervine
Detention Pond Volume Calculations: FAA Procedure
Based on FAA Procedure, per Federal Aviation Agency "Airport Drainage" Manual
Drainage Basin A
Design Storm 10 year
Composite "C" Factor 0.31
Basin Size 22.67
Release Rate Calculations
Allowable Release Rate for Pond 24.95 cfs
Rainfall Intensity Calculations
Point Hour Rainfall (P1) : 1.40
Rainfall Intensity: FortCollinsIDF
Volume Calculations
Inflow Volume = C * I * A * time (sec)
Outflow Volume = Alowable Release Rate * time (sec)
Storage Volume = Invflow Volume - Outflow Volume
Time
t
(min)
Time
t
(sec)
Intensity
I
(in/hr)
Inflow
Vin
(ft3)
Outflow
Vout
(ft3)
Storage
Vstor
(ft3)
5.0 300 4.87 10,210 7,485 2,725
10.0 600 3.78 15,850 14,970 880
15.0 900 3.19 20,064 22,455 -2,391
20.0 1,200 2.86 24,012 29,940 -5,928
25.0 1,500 2.54 26,591 37,425 -10,834
30.0 1,800 2.21 27,800 44,910 -17,110
35.0 2,100 2.08 30,492 52,395 -21,903
40.0 2,400 1.94 32,583 59,880 -27,297
45.0 2,700 1.81 34,109 67,365 -33,256
50.0 3,000 1.67 35,068 74,850 -39,782
55.0 3,300 1.54 35,462 82,335 -46,873
60.0 3,600 1.40 35,221 89,820 -54,599
Maximum Volume (ft3) 2,725
Fort Collins Only (120%) 545
Required 10-yr Volume 3,270 ft3
Detention Storage Calculations
8214_Rational Calculations.xlsx FAA‐10‐yr (A) Page 7 of 16
Merrick & Company Job Name: Timbervine
1615 Foxtail Drive Suite 260 Job Number: 8214
Loveland, CO 80538 Date: 4/22/2014
Ph: (303) 751‐0741 By: A. Cronin
Timbervine
Detention Pond Volume Calculations: FAA Procedure
Based on FAA Procedure, per Federal Aviation Agency "Airport Drainage" Manual
Drainage Basin B
Design Storm 10 year
Composite "C" Factor 0.31
Basin Size 14.31
Release Rate Calculations
Allowable Release Rate for Pond 7.84 cfs
Rainfall Intensity Calculations
Point Hour Rainfall (P1) : 1.40
Rainfall Intensity: FortCollinsIDF
Volume Calculations
Inflow Volume = C * I * A * time (sec)
Outflow Volume = Alowable Release Rate * time (sec)
Storage Volume = Invflow Volume - Outflow Volume
Time
t
(min)
Time
t
(sec)
Intensity
I
(in/hr)
Inflow
Vin
(ft3)
Outflow
Vout
(ft3)
Storage
Vstor
(ft3)
5.0 300 4.87 6,582 2,352 4,230
10.0 600 3.78 10,218 4,704 5,514
15.0 900 3.19 12,935 7,056 5,879
20.0 1,200 2.86 15,480 9,408 6,072
25.0 1,500 2.54 17,142 11,760 5,382
30.0 1,800 2.21 17,922 14,112 3,810
35.0 2,100 2.08 19,657 16,464 3,193
40.0 2,400 1.94 21,006 18,816 2,190
45.0 2,700 1.81 21,989 21,168 821
50.0 3,000 1.67 22,608 23,520 -912
55.0 3,300 1.54 22,861 25,872 -3,011
60.0 3,600 1.40 22,706 28,224 -5,518
Maximum Volume (ft3) 6,072
Fort Collins Only (120%) 1,214
100% WQCV 32,575 ft3
Required 10-yr Volume + 100% WQCV 39,861 ft3
Detention Storage Calculations
8214_Rational Calculations.xlsx FAA‐10‐yr (B) Page 8 of 16
Merrick & Company Job Name: Timbervine
1615 Foxtail Drive Suite 260 Job Number: 8214
Loveland, CO 80538 Date: 4/22/2014
Ph: (303) 751‐0741 By: A. Cronin
Timbervine
Detention Pond Volume Calculations: FAA Procedure
Based on FAA Procedure, per Federal Aviation Agency "Airport Drainage" Manual
Drainage Basin A
Design Storm 100 year
Composite "C" Factor 0.39
Basin Size 22.67
Release Rate Calculations
Allowable Release Rate for Pond 8.70 cfs
Rainfall Intensity Calculations
Point Hour Rainfall (P1) : 2.86
Rainfall Intensity: FortCollinsIDF
Volume Calculations
Inflow Volume = C * I * A * time (sec)
Outflow Volume = Alowable Release Rate * time (sec)
Storage Volume = Invflow Volume - Outflow Volume
Time
t
(min)
Time
t
(sec)
Intensity
I
(in/hr)
Inflow
Vin
(ft3)
Outflow
Vout
(ft3)
Storage
Vstor
(ft3)
5.0 300 9.95 26,075 2,610 23,465
10.0 600 7.72 40,463 5,220 35,243
15.0 900 6.52 51,260 7,830 43,430
20.0 1,200 5.85 61,358 10,440 50,918
25.0 1,500 5.19 67,962 13,050 54,912
30.0 1,800 4.52 71,072 15,660 55,412
35.0 2,100 4.25 77,943 18,270 59,673
40.0 2,400 3.97 83,278 20,880 62,398
45.0 2,700 3.70 87,162 23,490 63,672
50.0 3,000 3.42 89,596 26,100 63,496
55.0 3,300 3.14 90,581 28,710 61,871
60.0 3,600 2.86 89,941 31,320 58,621
Maximum Volume (ft3) 63,672
Fort Collins Only (120%) 12,734
Required 100-yr Volume 76,407 ft3
Detention Storage Calculations
8214_Rational Calculations.xlsx FAA‐100‐yr (A) Page 9 of 16
Merrick & Company Job Name: Timbervine
1615 Foxtail Drive Suite 260 Job Number: 8214
Loveland, CO 80538 Date: 4/22/2014
Ph: (303) 751‐0741 By: A. Cronin
Timbervine
Detention Pond Volume Calculations: FAA Procedure
Based on FAA Procedure, per Federal Aviation Agency "Airport Drainage" Manual
Drainage Basin B
Design Storm 100 year
Composite "C" Factor 0.39
Basin Size 14.31
Release Rate Calculations
Allowable Release Rate for Pond 7.84 cfs
Rainfall Intensity Calculations
Point Hour Rainfall (P1) : 2.86
Rainfall Intensity: FortCollinsIDF
Volume Calculations
Inflow Volume = C * I * A * time (sec)+Vout (Pond A)
Outflow Volume = Alowable Release Rate * time (sec)
Storage Volume = Invflow Volume - Outflow Volume
Time
t
(min)
Time
t
(sec)
Intensity
I
(in/hr)
Inflow
Vin
(ft3)
Outflow
Vout
(ft3)
Storage
Vstor
(ft3)
5.0 300 9.95 19,420 2,352 17,068
10.0 600 7.72 31,305 4,704 26,601
15.0 900 6.52 40,876 7,056 33,820
20.0 1,200 5.85 49,996 9,408 40,588
25.0 1,500 5.19 56,863 11,760 45,103
30.0 1,800 4.52 61,478 14,112 47,366
35.0 2,100 4.25 68,518 16,464 52,054
40.0 2,400 3.97 74,567 18,816 55,751
45.0 2,700 3.70 79,681 21,168 58,513
50.0 3,000 3.42 83,860 23,520 60,340
55.0 3,300 3.14 87,105 25,872 61,233
60.0 3,600 2.86 89,302 28,224 61,078
Maximum Volume (ft3) 61,233
Fort Collins Only (120%) 12,247
100% WQCV 32,575 ft3
Required 100-yr Volume + 100% WQCV 106,054 ft3
Detention Storage Calculations
8214_Rational Calculations.xlsx FAA‐100‐yr (B) Page 10 of 16
Merrick & Company Job Name: Timbervine
1615 Foxtail Drive Suite 260 Job Number: 8214
Loveland, CO 80538 Date: 4/22/2014
Ph: (303) 751‐0741 By: A. Cronin
POND VOLUME A CALCULATIONS ‐ STAGE / STORAGE
Pond Volume = Prismoidal Formula
Volume Equation = (A1+A2+SQRT(A1*A2)*D/3
WEIGHTED INCREMENTAL CUMMULATIVE
ELEVATION DEPTH (D) AREA (A1) AVG AREA (A2) VOLUME VOLUME
ft ft ft2 ft2 ft3 ft3
4927.5 0
4928.0 0.5 333 167 52 52
4929.0 1.0 1,171 752 709 762
4930.0 1.0 49,447 25,309 19,409 20,171
4931.0 1.0 65,801 57,624 57,430 77,600
4932.0 1.0 72,563 69,182 69,154 146,755
4933.00 1.0 85,086 78,825 78,741 225,496
Top of Pond
4933.0 5.5 225,496 cf 5.177 ac‐ft
Required
Volume (ft3)
Required Volume
(ac‐ft)
Water Surface
Elevation Water Depth
WQCV 0.000 ac‐ft 4927.53 ft 0.00 ft
V10 3,270 cf 0.075 ac‐ft 4929.13 ft 1.60 ft
V100 + 100% WQCV 76,407 cf 1.754 ac‐ft 4930.98 ft 3.45 ft
V10 0% WQCV V100 + 100% WQCV
Vol Elev Vol Elev Vol Elev
0.00 4927.53 761.65 4929.00 20170.78 4930.00
0.00 4927.53 3270.04 4929.13 76406.60 4930.98
52.17 4928.00 20170.78 4930.00 77600.40 4931.00
Stage / Storage Input Table
TOTAL VOLUME
Volume Summary Table
Volume Interpolation Calculations
WQCV
8214_Rational Calculations.xlsx Vol Pond APage 11 of 16
Merrick & Company Job Name: Timbervine
1615 Foxtail Drive Suite 260 Job Number: 8214
Loveland, CO 80538 Date: 4/22/2014
Ph: (303) 751‐0741 By: A. Cronin
Top of Pond
225,496 cf
4933.0
V10 0% WQCV
3,270 cf
4929.13 ft
V100 + 100% WQCV
76,407 cf
4930.98 ft
4927.0
4928.0
4929.0
4930.0
4931.0
4932.0
4933.0
4934.0
0 50,000 100,000 150,000 200,000 250,000
WATER SURFACE ELEVATION
(FEET ABOVE MSL)
POND VOLUME (CF)
STAGE VS. STORAGE
Water Quality Detention Pond
8214_Rational Calculations.xlsx Vol Pond APage 12 of 16
Merrick & Company Job Name: Timbervine
1615 Foxtail Drive Suite 260 Job Number: 8214
Loveland, CO 80538 Date: 4/22/2014
Ph: (303) 751‐0741 By: A. Cronin
POND VOLUME B CALCULATIONS ‐ STAGE / STORAGE
Pond Volume = Prismoidal Formula
Volume Equation = (A1+A2+SQRT(A1*A2)*D/3
WEIGHTED INCREMENTAL CUMMULATIVE
ELEVATION DEPTH (D) AREA (A1) AVG AREA (A2) VOLUME VOLUME
ft ft ft2 ft2 ft3 ft3
4926.9 0
4927.0 0.1 1,142 571 38 38
4928.0 1.0 21,476 11,309 9,190 9,228
4929.0 1.0 31,436 26,456 26,298 35,527
4930.0 1.0 35,747 33,592 33,568 69,095
4931.0 1.0 40,179 37,963 37,941 107,036
4932.0 1.0 44,852 42,516 42,494 149,530
4933.0 1.0 49,829 47,341 47,319 196,849
Top of Pond
4933.0 6.1 196,849 cf 4.519 ac‐ft
Required
Volume (ft3)
Required Volume
(ac‐ft)
Water Surface
Elevation Water Depth
WQCV 32,575 cf 0.748 ac‐ft 4928.89 ft 1.99 ft
V10 + 100% WQCV 39,861 cf 0.915 ac‐ft 4929.13 ft 2.23 ft
V100 + 100% WQCV 106,054 cf 2.435 ac‐ft 4930.97 ft 4.07 ft
V10 + 100% WQCV V100 + 100% WQCV
Vol Elev Vol Elev Vol Elev
9228.18 4928.00 35526.53 4929.00 69094.96 4930.00
32574.75 4928.89 39861.12 4929.13 106054.21 4930.97
35526.53 4929.00 69094.96 4930.00 107036.38 4931.00
Stage / Storage Input Table
TOTAL VOLUME
Volume Summary Table
Volume Interpolation Calculations
WQCV
8214_Rational Calculations.xlsx Vol Pond BPage 13 of 16
Merrick & Company Job Name: Timbervine
1615 Foxtail Drive Suite 260 Job Number: 8214
Loveland, CO 80538 Date: 4/22/2014
Ph: (303) 751‐0741 By: A. Cronin
Top of Pond
196,849 cf
4933.0
WQCV
32,575 cf
4928.89 ft
V10 + 100% WQCV
39,861 cf
4929.13 ft
V100 + 100% WQCV
106,054 cf
4930.97 ft
4926.0
4927.0
4928.0
4929.0
4930.0
4931.0
4932.0
4933.0
4934.0
0 50,000 100,000 150,000 200,000 250,000
WATER SURFACE ELEVATION
(FEET ABOVE MSL)
POND VOLUME (CF)
STAGE VS. STORAGE
Water Quality Detention Pond
8214_Rational Calculations.xlsx Vol Pond BPage 14 of 16
Merrick & Company Job Name: Job Name
5970 Greenwood Plaza Blvd. Job Number: Job Number
Greenwood Village, CO 80111 Date: 4/9/2014
Ph: (303) 751‐0741 By: Engineer
ORIFICE CALCULATION WORKSHEET
10 Yr Orifice Plate using Headwater above opening and
Q=cA(2gH)^.5 C= 0.65 QMINOR allowable release rate= 7.84 cfs
WSE Minor Storm Select Orifice Type Rectangular Orifice
Water Surface Elev (minor) 4929.13 feet
WQCV Water Surface Elev 4928.89 feet
Water depth to Orifice invert: 0.24 feet
WQCV WSE
Enter Opening Height 0.24 inches
Multiple of Orifice Width 55.5
Circular orifice diameter:
Circular orifice: diameter 0.24 inches
diameter 0.02 feet
Rectangular orifice: opening height 0.24 inches
opening width 0.19 inches
Q = cA(2gH)^.5
Q (calculated release rate) = 0.00 cfs
c = 0.65
Area = 0.000 sf
g(gravity) = 32.20 ft/s^2
H(head) = 0.23 ft
Height 0.2 inches
Width 10.5 inches Release Rate for orifice opening 0.04 cfs
RESULT FOR A:
Rectangular Orifice
8214_Rational Calculations.xlsx Minor Orifice Page 15 of 16
Merrick & Company Job Name: Timbervine
1615 Foxtail Drive Suite 260 Job Number: 8214
Loveland, CO 80538 Date: 4/22/2014
Ph: (303) 751‐0741 By: A. Cronin
ORIFICE PLATE AT OUTLET PIPE WORKSHEET
Orifice Plate using Headwater above opening and
Q=cA(2gH)^.5 C= 0.65 QMAJOR allowable release rate: 7.84 cfs
Summary of Available Pipe Releases 100-yr Water Surface Elev: 4930.97 ft
Pipe Dia Area Head H Q Inv Elev at Outlet Struct: 4926.70 ft
Outfall Pipe at centroid avail out Outlet Pipe at Structure: 30 in
(in) (sf) (ft) (cfs)
12 0.79 3.77 7.95
15 1.23 3.65 12.22
18 1.77 3.52 17.30
24 3.14 3.27 29.64
30 4.91 3.02 44.50
36 7.07 2.77 61.38
Q=cA(2gH)^.5 C= 0.65
Iteration process
Q7.84 cfs
c0.65
Hhead 3.02 ft
Needed Area 0.86 sf
Using Area- determine
Ao0.86 sf
Apipe 4.91 sf
theta 4.3582 rad
Ao-calced 0.77 sf
m -0.71 ft distance above(+) or below(-) center
H 0.54 ft Height above pipe invert
Project Description
Solve For Discharge
Input Data
Headwater Elevation 4933.00 ft
Crest Elevation 4931.73 ft
Tailwater Elevation 4932.75 ft
Weir Coefficient 3.00 US
Crest Length 20.00 ft
Results
Discharge 52.62 ft³/s
Headwater Height Above Crest 1.27 ft
Tailwater Height Above Crest 1.02 ft
Equal Side Slopes 0.25 ft/ft (H:V)
Flow Area 25.80 ft²
Velocity 2.04 ft/s
Wetted Perimeter 22.62 ft
Top Width 20.63 ft
Pond A Spillway
4/22/2014 1:26:21 PM
Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1
Project Description
Solve For Discharge
Input Data
Headwater Elevation 4933.00 ft
Crest Elevation 4931.73 ft
Tailwater Elevation 4932.80 ft
Weir Coefficient 3.00 US
Crest Length 20.00 ft
Results
Discharge 48.49 ft³/s
Headwater Height Above Crest 1.27 ft
Tailwater Height Above Crest 1.07 ft
Equal Side Slopes 0.25 ft/ft (H:V)
Flow Area 25.80 ft²
Velocity 1.88 ft/s
Wetted Perimeter 22.62 ft
Top Width 20.63 ft
Pond B Spillway
4/22/2014 1:26:45 PM
Bentley Systems, Inc. Haestad Methods Solution Bentley Center FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1
Appendix E
(Riprap Calculations)
Project:
Channel ID:
Design Information (Input)
Channel Invert Slope So = 0.0025 ft/ft
Bottom Width B = 20.0 ft
Left Side Slope Z1 = 4.0 ft/ft
Right Side Slope Z2 = 4.0 ft/ft
Specific Gravity of Rock Ss = 2.50
Radius of Channel Centerline Ccr = 0.0 ft
Design Disharge Q = 52.6 cfs
Flow Condition (Calculated)
Riprap Type (Straight Channel) Type = M
Intermediate Rock Diameter (Straight Channel) D50 = 12 inches
Calculated Manning's n (Straight Channel) n = 0.0395
Riprap Type (Outside Bend of Curved Channel) Type =
Intermediate Rock Dia. (O.B. of Curved Channel) D50 = inches
Calculated Manning's N (Curved Channel) n =
Water Depth Y = 1.17 ft
Top Width of Flow T = 29.4 ft
Flow Area A = 28.9 sq ft
Wetted Perimeter P = 29.6 ft
Hydraulic Radius (A/P) R = 1.0 ft
Average Flow Velocity (Q/A) V = 1.9 fps
Hydraulic Depth (A/T) D = 1.0 ft
Froude Number (max. = 0.8) Fr = 0.33
Channel Radius / Top Width Ccr/T = 8.00
Riprap Design Velocity Factor For Curved Channel Kv = 1.00
Riprap Sizing Velocity For Curved Channel VKv = 1.9 fps
Riprap Sizing Paramenter for Straight Channel K = 0.51
Riprap Sizing Paramenter for Outside Bend of Curve Kcurve = 0.51
*** Superelevation (dh) dh = 0.01 ft
Discharge (Check) Q = 53.5 cfs
Range of K, Kcurve Riprap D50
< 3.3 VL 6 inch
> 3.3 to < 4.0 L 9 inch
> 4.0 to < 4.6 M 12 inch
> 4.6 to < 5.6 H 18 inch
> 5.6 to 6.4 VH 24 inch
Check on Rock Size for Riprap
Design of Riprap Channel Cross Section
Timbervine
Pond A Spillway
*** Superelevation to be carried from the beginning of the channel bend to a distance of two times the top width (T) downstream of the
channel bend.
Pond A Spillway.xls, Riprap 4/22/2014, 2:17 PM
Project:
Channel ID:
Design Information (Input)
Channel Invert Slope So = 0.0025 ft/ft
Bottom Width B = 20.0 ft
Left Side Slope Z1 = 4.0 ft/ft
Right Side Slope Z2 = 4.0 ft/ft
Specific Gravity of Rock Ss = 2.50
Radius of Channel Centerline Ccr = 0.0 ft
Design Disharge Q = 48.5 cfs
Flow Condition (Calculated)
Riprap Type (Straight Channel) Type = M
Intermediate Rock Diameter (Straight Channel) D50 = 12 inches
Calculated Manning's n (Straight Channel) n = 0.0395
Riprap Type (Outside Bend of Curved Channel) Type =
Intermediate Rock Dia. (O.B. of Curved Channel) D50 = inches
Calculated Manning's N (Curved Channel) n =
Water Depth Y = 1.11 ft
Top Width of Flow T = 28.9 ft
Flow Area A = 27.1 sq ft
Wetted Perimeter P = 29.2 ft
Hydraulic Radius (A/P) R = 0.9 ft
Average Flow Velocity (Q/A) V = 1.8 fps
Hydraulic Depth (A/T) D = 0.9 ft
Froude Number (max. = 0.8) Fr = 0.33
Channel Radius / Top Width Ccr/T = 8.00
Riprap Design Velocity Factor For Curved Channel Kv = 1.00
Riprap Sizing Velocity For Curved Channel VKv = 1.8 fps
Riprap Sizing Paramenter for Straight Channel K = 0.50
Riprap Sizing Paramenter for Outside Bend of Curve Kcurve = 0.50
*** Superelevation (dh) dh = 0.01 ft
Discharge (Check) Q = 48.8 cfs
Range of K, Kcurve Riprap D50
< 3.3 VL 6 inch
> 3.3 to < 4.0 L 9 inch
> 4.0 to < 4.6 M 12 inch
> 4.6 to < 5.6 H 18 inch
> 5.6 to 6.4 VH 24 inch
Check on Rock Size for Riprap
Design of Riprap Channel Cross Section
Timbervine
Pond B Spillway
*** Superelevation to be carried from the beginning of the channel bend to a distance of two times the top width (T) downstream of the
channel bend.
Pond B Spillway.xls, Riprap 4/22/2014, 2:20 PM
Appendix F
(Basin Maps)
COLLINS AIRE
PARK MOBILE
HOMES
OWNER: CAMHP LLC
REC. NO. 96025645
REC'D 4-12-1996
COLLINS AIRE
PARK MOBILE
HOMES
OWNER: CAMHP LLC
REC. NO. 96025645
REC'D 4-12-1996
OWNER: JAMES GIBSON CHARLES
REC. NO. 9300588
OWNER: JOHN STODDARD REC'D 1/29/1993
REC. NO. 2001095128
OWNER: JOHN STODDARD REC'D 10/23/2001
REC. NO. 2001095128
REC'D 10/23/2001
OWNER: BURLINGTON NORTHERN RAILROAD
BOOK 506, PAGE 199
REC'D 12-12-1924
OWNER: BURLINGTON NORTHERN RAILROAD
BOOK 506, PAGE 199
REC'D 12-12-1924
X X
X
X
X
X
X
X
X X X
X X X X
X
X
X X
X
X X
X
X
X X
X X X
X
X
X
X
X
X
X X
X
X
X
SAN
SAN
WTR
SAN
SAN
SAN
WTR
WTR WTR
SAN
SAN
SAN
SAN SAN
SAN SAN SAN
WTR
WTR
WTR
WTR WTR
WTR
WTR WTR
WTR
WTR
SAN SAN
WTR
T
TV
WTR WTR
SAN
SAN
OHE
OHE
OHE
OHE
OHE
WTR
16" G
16" G 16" G 16" G 16" G 16" G 16" G 16" G 16" G
16" G
BLOCK 1
BLOCK 2
BLOCK 3
BLOCK 2
BLOCK 4
BLOCK 5
BLOCK 6
BLOCK 7
BLOCK 8
(1)
LG
(2)
LG
(3)
S
(4)
LG
(5)
LG
(6)
S
(7)
LG
(8)
LG
(9)
LG
(10)
LG
(11)
S
(12)
LG
(13)
S
(14)
LG
(15)
LG
(20)
LG
(21)
S
BLOCK 2
(16)
LG
(17)
S
(18)
S
(19)
LG
(22)
S
(23)
LG
(24)
S
POND B
POND A
SDMH A5-5
5' DIA FLAT TOP SDMH
SDMH A5-4
5' DIA FLAT TOP SDMH
INLET A2
MODIFIED
15' TYPE R INLET
INLET A1
5' TYPE R INLET
INLET A3
10' TYPE R INLET
INLET A4
10' TYPE R INLET
SDMH A5-3
5' DIA FLAT TOP SDMH
SDMH A5-2
5' DIA FLAT TOP SDMH
CONC FES A5-1
INLET B4
5' TYPE R INLET
INLET B3
5' TYPE R INLET
CONC FES B1-2
CONC FES A5-10
CONC FES B1-1
45.00 LF
18" RCP
@ 0.50%
82.01 LF
18" RCP
@ 0.50%
POND B OUTLET STRUCTURE
24" RCP
PLD
These drawings are
instruments of service
provided by Merrick &
Company, and are not to be
used for any type of
construction unless signed and
sealed by a Professional
Engineer in the employ of
Merrick & Company.
TIMBERVINE
NOT FOR CONSTRUCTION
04/23/14
SUMMERPARK
HOLDINGS, LLC.
1218 WEST ASH
SUITE A
WINDSOR, CO 80550
DR01
LEGEND:
DRAINAGE SYMBOLS:
N
FOR DRAINAGE REVIEW ONLY
NOT FOR CONSTRUCTION
POND SUMMARY
á á á
2
* cos
2
sin
2
2
A o A pipe r r
2
cos
m r
H r m
8214_Rational Calculations.xlsx Major Orifice Page 16 of 16
= 5 number
L) Total Outlet Area (Aot) A
ot = 10.5 square inches
M) Depth of WQCV (HWQCV) H
WQCV = feet
(Estimate using actual stage-area-volume relationship and VWQCV)
N) Ensure Minimum 40 Hour Drain Time for WQCV TD WQCV
= hours
Timbervine
April 22, 2014
Merrick & Company
Design Procedure Form: Extended Detention Basin (EDB)
(flow too small for berm w/ pipe)
Fort Collins, CO
A. Cronin
Choose One
Wall with Rect. Notch
Berm With Pipe
Choose One
Orifice Plate
Other (Describe):
Choose One
Concrete
Soft Bottom
Wall with V-Notch Weir
UD-BMP_v3.03.xlsm, EDB 4/22/2014, 1:06 PM
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
UD-Inlet_v3.14 - B4.xlsm, Inlet In Sump 4/22/2014, 2:01 PM
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
UD-Inlet_v3.14 - B3.xlsm, Inlet In Sump 4/22/2014, 2:02 PM
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
UD-Inlet_v3.14 - A4.xlsm, Inlet In Sump 4/22/2014, 1:56 PM
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
UD-Inlet_v3.14 - A3.xlsm, Inlet In Sump 4/22/2014, 1:55 PM
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
UD-Inlet_v3.14 - A2.xlsm, Inlet In Sump 4/22/2014, 1:58 PM
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
UD-Inlet_v3.14 - A1.xlsm, Inlet In Sump 4/22/2014, 1:58 PM
A5 5 10.84 0.28 52 2.0% 8.6 659 0.6%
Paved areas & shallow
paved swales
20 1.5 7.1 15.7 711 14.0 14.0
A6 6 3.08 0.18 87 5.0% 9.2 00.0%
Paved areas & shallow
paved swales
20 0.0 0.0 9.2 87 10.5 9.2
B1 7 12.22 0.32 84 2.0% 10.4 1294 0.6%
Paved areas & shallow
paved swales
20 1.5 13.9 24.3 1378 17.7 17.7
B2 8 0.87 0.21 26 2.0% 6.6 00.0%
Paved areas & shallow
paved swales
20 0.0 0.0 6.6 26 10.1 6.6
B3 9 0.25 0.39 39 2.0% 6.4 80 0.6%
Paved areas & shallow
paved swales
20 1.5 0.9 7.3 119 10.7 7.3
B4 10 0.98 0.36 52 2.0% 7.8 389 0.6%
Paved areas & shallow
paved swales
20 1.5 4.2 11.9 441 12.5 11.9
Initial Overland Time (ti)
Travel Time (tt)
tt=Length/(Velocity x 60)
tc Urbanized Check
ON
8214_Rational Calculations.xlsx Developed Tc Page 2 of 16
Survey Area Data: Version 8, Dec 23, 2013
Soil map units are labeled (as space allows) for map scales 1:50,000
or larger.
Date(s) aerial images were photographed: Apr 22, 2011—Nov 18,
2011
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.
Hydrologic Soil Group—Larimer County Area, Colorado
(Timbervine Web Soil Survey)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
3/24/2014
Page 2 of 4