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FINAL DRAINAGE AND
EROSION CONTROL REPORT
HEWLETT-PACKARD
MODULAR BUILDINGS RELOCATION
MINOR AMENDMENT
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FINAL DRAINAGE AND
EROSION CONTROL REPORT
HEWLETT-PACKARD
MODULAR BUILDINGS RELOCATION
MINOR AMENDMENT
Prepared for:
The Neenan Company
2620 East Prospect Road, Suite 100
Fort Collins, Colorado 80525
Prepared by:
JR Engineering, Ltd.
2620 E. Prospect Road, Suite 190
Fort Collins, Colorado 80525
(970)491-9888
November 18, 1997
Revised: December 31, 1997
Revised: January 19, 1998
Job Number 9067.04
No Text
FINAL DRAINAGE AND
EROSION CONTROL REPORT
HEWLETT-PACKARD
MODULAR BUILDINGS RELOCATION
MINOR AMENDMENT
Prepared for:
The Neenan Company
2620 East Prospect Road, Suite 100
Fort Collins, Colorado 80525
Prepared by:
JR Engineering, Ltd.
2620 E. Prospect Road, Suite 190
Fort Collins, Colorado 80525
(970)491-9888
November 18, 1997
Revised: December 31, 1997
Revised: January 19, 1998
Job Number 9067,04
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' TABLE OF CONTENTS
PAGE
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TABLE OF
CONTENTS........................................................ i
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1. INTRODUCTION.......................................................I
1.1
Project Location...................................................1
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1.2
1.3
1.4
Site Characteristics................................................. 1
Soils............................................................1
Purpose and Scope of Report .........................................2
1.5 Design Criteria....................................................2
1.6 Master Drainage Basin and Other Related Drainage Reports ................ 2
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2.
HISTORIC (EXISTING) DRAINAGE ....................................... 4
3.
DEVELOPED FLOWS ...................................................
5
3.1
Method..........................................................5
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3.2
3.3
3.4
Exterior Flows....................................................5
Onsite Flows.....................................................5
General Flow Routing ..............................................
5
3.5
Proposed Drainage Plan .............................................5
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3.6
3.7
Hydrologic Analysis of the Proposed Drainage Conditions .................
Allowable Street Flow Capacities .....................................
6
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3.8
Inlet Design......................................................8
3.9
Storm Sewer Design...............................................8
4.
EROSION CONTROL ...................................................
9
4.1
Introduction......................................................9
4.2
General Description ................................................
9
4.3
Soil Description...................................................9
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4.4
Erosion and Sediment Control Measures ...............................
10
4.5
Dust Abatement ..................................................
10
4.6
4.7
Tracking Mud on City Streets .......................................
Maintenance.....................................................11
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4.8
Permanent Stabilization ............................................
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5.
4.9 Variances Requested..............................................11
MISCELLANEOUS....................................................12
5.1 Variances.......................................................12
5.2 Irrigation Ditches.................................................12
5.3
Ditch Company Approval ..........................................
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' 5.4 Maintenance Agreements ........................................... 12
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6. REFERENCES........................................................13
APPENDIX A -,MAPS AND FIGURES
APPENDIX B - HYDROLOGIC CALCULATIONS
APPENDIX C - INLET CALCULATIONS
APPENDIX D - STORM SEWER CALCULATIONS
APPENDIX E - EROSION CONTROL
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INTRODUCTION
1.1 Project Location
Hewlett-Packard Modular Buildings Relocation - Minor Amendment is located in the
southwest one -quarter of Section 33, Township 7 North, Range 68 West of the Sixth
Principal Meridian, in the City of Fort Collins, Latimer County, Colorado. (See VICINITY
MAP in Appendix.)
This site is bounded on the north and east by other portions of Hewlett-Packard, on the south
by Harmony Road, and on the west by County Road 9.
The area included in this project contains approximately 8.03 acres.
1.2 Site Characteristics
The site is currently covered with a portion of the existing parking lot, loop road, and
landscaped areas. The majority of the site drains in an easterly direction at slopes ranging
from 0.5 to 25 percent.
1.3 Soils
The soils for this site are comprised of Nunn clay loam, 0 to 1 percent slopes (73) Nunn clay
loam, 1 to 3 percent slopes (74). (See FIGURE 2 - SOIL MAP.)
Nunn clay loam (73) consists of level soils on high terraces and fans. Pertinent
characteristics of this soil include slow runoff and a slight hazard of erosion. Nunn clay
loam (73) is categorized in Hydrologic Group C.
Nunn clay loam (74) consists of nearly level soils on high terraces and fans. Pertinent
characteristics of this soil include slow to medium runoff, a slight hazard of wind erosion,
and a moderate hazard of water erosion. Nunn clay loam (74) is categorized in Hydrologic
Group C.
The source for soil data is the "Soil Survey for Latimer County Area, Colorado", prepared
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by the United States Department of Agriculture Soil Conservation Service.
1.4 Purpose and Scope of Report
This report defines the proposed final drainage and erosion control plan for Hewlett-Packard
Modular Buildings Relocation - Minor Amendment, including consideration of all on -site
and tributary off -site runoff.
1.5 Design Criteria
This report was prepared to meet or exceed the submittal requirements established in the City
of Fort Collins' "Storm Drainage Design Criteria and Construction Standards" (SDDCCS),
dated May 1984. Runoff computations were prepared for the 2-year minor and 100-year
major storm frequency utilizing the rational method.
Where applicable, the criteria established in the "Urban Storm Drainage Criteria Manual"
(UDFCD), 1984, developed by the Denver Regional Council of Governments, has been
utilized.
1.6 Master Drainage Basin and Other Related Drainage Reports
This site is included in the Fox Meadows Drainage Basin for which a Master Plan was
prepared by Resource Consultants, Inc, in 1981.
This area was also included in the "Master Drainage Report prepared for Hewlett Packard
Site, Preston Kelly Subdivision, Fort Collins, Colorado", prepared by Nolte and Associates,
August 1990, revised October 1990 (Nolte Report). This report did not alter any of the
assumptions or conclusions which were made in the Fox Meadows Master Plan. However,
it did include SWMM modeling that was utilized in order to look at the major facilities
(detention ponds and outfall channel) along the northerly and easterly portions of the overall
Hewlett-Packard site comparing existing conditions to fully developed conditions. The
Modular Buildings Relocation Project was included in a portion of Basin 34 as defined in
the Nolte Report.
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' In addition, this site was included in the "Final Drainage Study for Hewlett-Packard
Company Building 5, Fort Collins, Colorado", prepared by RBD, Inc. Engineering
' Consultants, dated October 4, 1996 (RBD Report). This report included the shifting of area
from Basin 30 to Basin 34 and re -running the SWMM model under fully -developed
conditions.
As the result of discussions with City Stormwater Staff, it was determined that this modeling
' would be adequate provided the impervious area in Basin 34 was less than or equal to the
fully developed 70 percent figure shown in the Nolte and RBD Reports. The following table
' shows a summary of the information for total impervious area of Basin 34 (See Appendix
for Calculations.):
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TABLE 1.1 -BASIN 34 TOTAL IMPERVIOUS AREA
Designation
Area
(acres)
Percent of Total Area
(%)
Rooftop
16.40
20.73
Pavement and Walk
33.50
42.34
Subtotal
49.90
63.06
Open Space/Landscaping
29.23
36.94
TOTAL
79.13
100.00
' As this table shows, the total impervious area for Basin 34 after the addition of the Modular
Buildings Relocation is 63.06 percent, well within the 70 percent shown in the Nolte Report.
Therefore, the SWMM model will not need to be revised as a result of this project.
In addition to the check of the overall impervious area, the City raised the issue of the
adequacy of the overall underground storm sewer system in the southerly portion of the
overall site (the outfall system for the new proposed storm sewer). After a discussion with
City Stormwater Staff, it was determined that some additional information was required to
support the request to not do a full analysis of this system.
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The first piece of information required, was the amount of additional impervious area as a
result of the modular building relocation project. The following table shows that this project
increases the overall imperviousness by 8.48 percent.
TABLE 1.1 - BASIN 34 - ADDITIONAL IMPERVIOUS AREA ADDED WITH
MODULAR BUILDINGS PROJECT
Designation
Area
(acres)
Percent of Total Area of
79.13 acres
M)
Rooftop
1.88
2.38
Pavement and Walk
4.83
6.10
TOTAL
6.71
8.48
In addition to this, other information was added to the plans including additional contour
labeling and spot elevations. In addition, field review of the parking areas shows that the
sump areas are connected by concrete pans that limit the overall depth of ponding at each
location. And, the contours and spot elevations show that in the event the inlets and/or drain
pans are not effective, the runoff will be routed southerly along the perimeter of the parking
lot and diverted easterly to the existing detention ponds in the easterly portion of the site (in
accordance with the information provided in the Nolte Report). This information also shows
that the existing buildings are higher than the parking lot and the overflow routing area.
HISTORIC (EXISTING) DRAINAGE
The historic (existing) flows for this portion of the Hewlett-Packard site consist of on -site
flows routed to an existing storm drainage system which consists of inlets and underground
storm sewer pipe which outfalls to existing detention ponds in the southeast portion of the
overall site.
Note: Local detention is not being provided as it is accounted for in the aforementioned
existing detention ponds in the southeasterly portion of the overall Hewlett-Packard
site. Therefore, historic (existing) runoff calculations are not included as part of this
report.
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DEVELOPED FLOWS
3.1 Method
The Rational Method was used to determine both the 2-year and 100-year flows for the sub -
basins indicated in this drainage report. A detailed description of the hydrologic analysis is
provided in Section 3.6 of this report.
3.2 Exterior Flows
As previously discussed, no exterior flows enter this site.
3.3 Onsite Flows
Flows within this site will take the form of overlot, Swale, street, and pipe flow. The existing
drainage patterns have been maintained where possible. All grading has been designed to
carry flows away from structures to the existing and proposed drainage facilities.
3.4 General Flow Routing
The final drainage pattern for this area has been developed to provide a drainage system that
is compatible with the surrounding area. This has been accomplished by utilizing existing
' drainage patterns and facilities to the extent possible and routing flows to limit the amount
of required drainage facilities.
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The proposed drainage facilities for this site consist of five (5) proposed area (sump
condition) inlets and two (2) proposed curb inlet connected into the existing underground
storm sewer system.
3.5 Proposed Drainage Plan
A qualitative summarization of the drainage patterns within each sub -basin and at each
design point is provided in the following discussion paragraphs. Discussions of the detailed
design of drainage facilities identified in this section are included in Sections 3.7.
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Runoff from Subbasin A is conveyed via street and gutter flow to an existing curb
inlet and area inlet located along the west access road into the site.
Runoff from Subbasin B is conveyed via street flow to an existing area inlet located
in the drive area south of the existing west access road.
Runoff from Subbasin C is conveyed via street flow to an existing Type 13
combination inlet located in the drive area south of the existing west access road.
Runoff from Subbasin D is conveyed via street flow to an existing double Type 13
combination inlet north of the proposed modular buildings.
Runoff from Subbasin E is conveyed to a proposed sump condition curb inlet in the
parking area north of the area between the two proposed modular buildings.
Runoff from Subbasin F is conveyed to a proposed sump condition curb inlet
located on the west side of the proposed relocated loop road.
Runoff from Subbasin G is conveyed to a proposed sump condition curb inlet
located on the north side of the proposed modular buildings.
Runoff from Subbasins H and I is conveyed to a proposed sump condition curb
' inlet located on the south side of the relocated loop road south of the proposed
modular buildings.
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Runoff from Subbasin J is conveyed to two (2) proposed sump condition area inlets
in the southerly area between the two proposed modular buildings.
Runoff from Subbasin K is conveyed to two (2) proposed sump condition area inlets
in the northerly area between the two proposed modular buildings.
Runoff from Subbasin L is conveyed to an existing area inlet and a proposed area
inlet in the parking area on the east side of the proposed modular buildings.
3.6 Hydrologic Analysis of the Proposed Drainage Conditions
The Rational Method was used to determine both 2-year and 100-year peak runoff values for
each Subbasin. Runoff coefficients were assigned utilizing Table 3-2 of the SDDCCS
Manual.
As stated above, the Rational Method was used for all hydrologic analyses for the project
' site. The Rational Method utilizes the SDDCCS equation:
Q = CrCIA (1)
' where Q is the flow in cfs, A is the total area of the basin in acres, C f is the storm frequency
adjustment factor, C is the runoff coefficient, and I is the rainfall intensity in inches per hour.
' The frequency adjustment factor, Cf, is 1.0 for the initial 2-year storm and 1.25 for the major
100-year storm.
rThe appropriate rainfall intensity information was developed based on rainfall intensity
duration curves in the SDDCCS Manual.
' In order to utilize the rainfall intensity curves, the time of concentration is required. The
following equation was used to determine the time of concentration:
tc=t;+t, (2)
where tc is the time of concentration in minutes,;t is the initial or overland flow time in
minutes, and t, is the travel time in the ditch, channel, or gutter in minutes. The initial or
overland flow time is calculated with the SDDCCS Manual equation:
t; = (1.87(1.1 - CCf)Lo.s1/(S)o.s3 (3)
where L is the length of overland flow in feet (limited to a maximum of 500 feet), S is the
average slope of the basin in percent, and C and C f are as defined previously.
All hydrologic calculations associated with the sub -basins shown on the attached drainage
' plan are included in the Appendix of this report. Table 3.1 provides a summary of the design
flows for all Subbasins and Design Points (DP's) associated with this site.
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TABLE 3.1 DRAINAGE SUMMARY TABLE
DESIGN
AREA
AREA
C VALUE
Tc (2)
Tc (100)
Q (2)
Q (100)
POINT
DESIG.
(ACRES)
C(2)
C(100)
(MIN)
(MIN)
(CFS)
(CFS)
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A
0.89
0.50
0.62
8.1
10.0
1.20
I
3.92
2
B
2.03
0.69
0.87
8.0
10.0
3.84
12.51
3
C
1.84
0.76
0.95
5.0
10.0
4.43
12.53
4
D
1.99
0.87
1.00
7.9
10.0
4.74
14.17
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E
1.00
0.74
0.92
5.0
10.0
2.33
6.60
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F
2.10
0.39
0.48
9.9
10.0
2.05
7.23
5
G
2.63
0.87
1.00
7.4
10.0
6.44
18.72
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H
0.85
0.31
0.38
10.1
10.0"
0.65
2.33
10
I
0.77
0.35
0.44
6.7
10.0
0.78
2.40
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1 1.13
0.76
0.96
7.0
10.0
2.46
7.69
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K
0.60
0.89
1.00
5.0
10.0
1.68
4.27
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L
2.24
0.71
0.89
5.0
10.0
4.98
14.10
3.7 Allowable Street Flow Capacities
Hewlett-Packard Modular Buildings Relocation - Minor Amendment does not affect the
flows on any existing or proposed streets. Therefore, calculations for allowable street
capacities for surrounding, existing streets are not included.
' 3.8 Inlet Design
' There are five (5) sump condition area inlets and two (2) curb inlets proposed with Hewlett-
Packard Modular Buildings Relocation - Minor Amendment. (See Appendix for
calculations.)
' 3.9 Storm Sewer Design
There are two underground lateral storm sewer systems proposed with the development of
Hewlett-Packard Modular Buildings Relocation - Minor Amendment with the other proposed
' inlets being connected directly into the existing underground storm sewer system. These
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storm sewer lateral pipes are for the proposed area inlets in the area between the proposed
modular buildings. (See Appendix for calculations.)
EROSION CONTROL
4.1 Introduction
This section represents the Erosion and Sedimentation Control Report for Hewlett-Packard
Modular Buildings Relocation - Minor Amendment, and was prepared to meet the regulatory
requirements of the City of Fort Collins, Colorado. This report was prepared following
guidelines and regulations within the "City of Fort Collins Storm Drainage Design Criteria
and Construction Standards", dated May 1984.
4.2 General Description
The total site is comprised of approximately 36.6 acres. The proposed grading area
comprises 33.7 acres (excluding the area adjacent to Stone Creek in the southeast portion of
the site). Also included in this report is an offsite fill area (approximately 4.2 acres) between
Filing 5 and the park site to the east and north.
The site is primarily covered with native grasses. The majority of the site drains in a
southerly direction at slopes ranging from 0.5 to 25 percent.
4.3 Soil Description
In accordance with the Soil Conservation Service's (SCS) "Soil Survey of Fort Collins Area,
Colorado" (copy reproduced in Appendix), the soils on -site consist of the following:
Soil Designation
Nunn Clay Loam (73)
Nunn Clay Loam (74)
Rainfall
Erodibility Zone*
Slight
Moderate
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Wind Hydrologic
Erodibility Zone** Soil Group
Moderate C
Moderate C
' * From SCS
** From "Wind Erodibility Map", prepared by HydroDynamics, Inc.
' (See Section 1.3 for further discussion of soils found on this site.)
' 4.4 Erosion and Sediment Control Measures
' Erosion and sedimentation will be controlled on -site by use of inlet filters, gravel
construction entrances, and permanent seed planting and/or sod installation. (See the
' attached Plan for details). The measures are designed to limit the overall sediment yield
increase due to construction as required by the City of Fort Collins. A construction schedule
and erosion control effectiveness calculations are found in the Appendix.
Inlet filters shall be installed prior to construction on all existing inlets that are affected and
' immediately after the construction of all proposed inlets.
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Permanent seed planting and/or sod installation shall take place in all landscaped areas unless
other treatment is shown on the approved landscape plan. Permanent landscaping shall be
completed in conjunction with permanent seeding and/or sod installation.
During grading, the soil will be roughened and furrowed perpendicular to the prevailing
winds. This area will be disked monthly or after runoff periods, whichever is less, until the
base coarse and/or paving are placed in the parking area and the permanent landscaping
completed for the landscape areas.
Silt fences or straw bale dikes will be utilized in limited areas adjacent to any stripping
stockpiles that are created during grading.
4.5 Dust Abatement
During the performance of the work required by these specifications or any operations
appurtenant thereto, whether on right-of-way provided by the City or elsewhere, the
contractor shall furnish all labor, equipment, materials, and means required. The Contractor
shall carry out proper efficient measures wherever and as necessary to reduce dust nuisance,
and to prevent dust nuisance which has originated from his operations from damaging crops,
orchards, cultivated fields, and dwellings, or causing nuisance to persons. The Contractor
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' will be held liable for any damage resulting from dust originating from his operations under
these specifications on right-of-way or elsewhere.
4.6 Tracking Mud on City Streets
It is unlawful to track or cause to be tracked mud or other debris onto city streets or rights -of -
way unless so ordered by the Director of Engineering in writing. Wherever construction
vehicles access routes or intersect paved public roads, provisions must be made to minimize
the transport of sediment (mud) by runoff or vehicles tracking onto the paved surface.
' Stabilized construction entrances are required per the detail shown on the Erosion Control
Plan, with base material consisting of 6" coarse aggregate. The contractor will be
responsible for clearing mud tracked onto city streets on a daily basis.
4.7 Maintenance
' All temporary and permanent erosion and sediment control practices must be maintained and
' repaired as needed to assure continued performance of their intended function. Straw bale
dikes or silt fences will require periodic replacement. Inlet filters shall be cleaned when
accumulated sediments equal about one-half of the storage capacity. Maintenance is the
responsibility of the developer.
' 4.8 Permanent Stabilization
A vegetative cover shall be established within one and one-half years on disturbed areas and
soil stockpiles not otherwise permanently stabilized. Vegetation shall not be considered
established until a ground cover is achieved which is demonstrated to be mature enough to
control soil erosion to the satisfaction of the City Inspector and to survive severe weather
conditions.
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4.9 Variances Requested
There
are no variances requested for erosion control for Hewlett-Packard Modular Buildings
Relocation - Minor Amendment.
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5. MISCELLANEOUS
5.1 Variances
There are no variances requested with the development of Hewlett-Packard Modular
Buildings Relocation - Minor Amendment.
5.2 Irrigation Ditches
There are no irrigation ditches impacted by the development of Hewlett-Packard Modular
Buildings Relocation - Minor Amendment.
5.3 Ditch Company Approval
There are no irrigation ditches impacted by the development of Hewlett-Packard Modular
Buildings Relocation - Minor Amendment. Therefore, Ditch Company approval is not
required.
5.4 Maintenance Agreements
The developer will be responsible for the maintenance of all temporary and permanent
drainage structures.
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6. REFERENCES
1. City of Fort Collins, "Storm Drainage Design Criteria and Construction Standards",
(SDDCCS), dated May, 1984.
2. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria
Manual", Volumes 1 and 2, dated March, 1969, and Volume 3 dated September,
1992.
3. "Fox Meadows Basin (Basin H) Drainage Master Plan, Fort Collins, Colorado",
prepared by Resource Consultants, Inc., February 25, 1981.
4. "Master Drainage Report prepared for Hewlett Packard Site, Preston Kelly
Subdivision, Fort Collins, Colorado", prepared by Nolte and Associates, August
1990, revised October 1990.
5. "Final Drainage Study for Hewlett-Packard Company Building 5, Fort Collins,
Colorado', prepared by RBD, Inc. Engineering Consultants, dated October 4, 1996.
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APPENDIX A
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MAPS AND FIGURES
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' APPENDIX B
I, HYDROLOGIC CALCULATIONS
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LOCATION: HEWLETT-PACKARD MODULAR STORM DRAINAGE SYSTEM DESIGN
BUILDINGS RELOCATION - MINOR AMENDMENT
ITEM: COMPOSITE "C" CALCULATIONS (RATIONAL METHOD PROCEDURE)
COMPUTATIONS BY: JCY DEVELOPED FLOWS
SUBMITTED BY: JR ENGINEERING, LTD. DATE: December 30, 1997
AREA
DESIGNATION
TOTAL
AREA
AREA OF
ROADMALK
RUNOFF
COEFF.
AREA OF
BUILDING
RUNOFF
COEFF.
AREA OF
LANDSCAPE
RUNOFF
COEFF.
COMPOSITE C
VALUE
A
0.89
0.31
0.95
0.00
0.95
0.57
0.25
0.50
B
2.03
1.00
0.95
0.28
0.95
0.74
0.25
0.69
C
1.84
1.35
0.95
0.00
0.95
0.49
0.25
0.76
D
1.99
1.76
0.95
0.00
0.95
0.23
0.25
0.87
E
1.00
0.70
0.95
0.00
0.95
0.30
0.25
0.74
F
2.10
0.41
0.95
0.00
0.95
1.69
0.25
0.39
G
2.63
1.87
0.95
0.47
0.95
0.29
0.25
0.87
H
0.85
0.07
0.95
0.00
0.95
0.78
0.25
0.31
1
0.77
0.11
0.95
0.00
0.95
0.66
0.25
0.35
J
1.13
0.36
0.95
0.47
0.95
0.30
0.25
0.76
K
0.60
0.09
0.95
0.46
0.95
0.05
0.25
0.89
L
2.24
0.99
0.95
0.47
0.95
0.77
0.25
0.71
18.07
BASIN 34IMPERVIOUS CALCULATIONS
TOTAL AREA = 79.13 acres
TOTAL ROOFTOP AREA =
TOTAL PAVEMENT & WALK AREA =
%IMPERWOUS- (33.50 + 16.40)1(79.13) _
16.40 acres ROOFTOPAREAADDED=
33.50 acres PAVEMENT & WALK ADDED =
63.06%
1.88 acres
4.83 acres
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DRAINAGE CRITERIA MANUAL
RUNOFF
1
1
1
1
1
5C
30
1,- 20
z
w
U
D:
W
a 10
z
w
a
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IIIIIIIIIIIIr1�■,■___I■
__II„
WA
or
5'
.1
.s .5 1 2 3 5 10 20
VELOCITY IN FEET PER SECOND
FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR
USE WITH THE RATIONAL FORMULA.
*MOST FREQUENTLY OCCURRING"UNDEVELOPED"
LAND SURFACES IN THE DENVER REGION.
REFERENCE: "Urban Hydrology For Small Watersheds" Technical
Release No. 55, USDA, SCS Jan. 1975.
5-1-84
URBAN DRAINAGE & FLOOD CONTROL DISTRICT
I
APPENDIX C
' INLET CALCULATIONS
t;
I
I
I
---------------- -------------------------------------------------------
UDINLET: INLET HYDARULICS AND SIZING
DEVELOPED BY
' CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
------------------------------------------------------------------------------
ER:JR ENGINEERS-DENVER CO ..................................................
DATE 12-30-1997 AT TIME 15:54:42
*** PROJECT TITLE: HEWLETT-PACKARD MODULAR BUILDINGS RELOCATION MINOR AMENDMENT
L1
1
I
1
I
1
II
*** CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 0 /00 yr 940„w
INLET HYDRAULICS: IN A SUMP.
GIVEN INLET DESIGN INFORMATION:
tf
GIVEN CURB OPENING LENGTH (ft) = 4.00 Ex rsT^� yi�Pe 2„/
HEIGHT OF CURB OPENING (in)= 6.00
INCLINED THROAT ANGLE (degree)= 27.00
LATERAL WIDTH OF DEPRESSION (ft)= 3.50
SUMP DEPTH (ft)= 0.17
Note: The sump depth is additional depth to flow depth.
STREET GEOMETRIES:
STREET
LONGITUDINAL
SLOPE (o) =
4.00
STREET
CROSS SLOPE
(%) =
2.00
STREET
MANNING N
=
0.016
GUTTER
DEPRESSION
(inch)=
2.00
GUTTER
WIDTH
(ft) =
2.00
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET (ft) = 7.53
GUTTER FLOW DEPTH (ft) = 0.32
FLOW VELOCITY ON STREET (fps)= 5.38
FLOW CROSS SECTION AREA (sq ft)= 0.73
GRATE CLOGGING FACTOR (°s)= 20.00
CURB OPENNING CLOGGING FACTOR(%)= 20.00
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)= 8.06
BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 3.92
FLOW INTERCEPTED (cfs)= 3.92
CARRY-OVER FLOW (cfs)= 0.00
BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 3.92
FLOW INTERCEPTED (cfs)= 3.92
CARRY-OVER FLOW (cfs)= 0.00
'----------------- ---------------------------------------------------
UDINLET: INLET HYDARULICS AND SIZING
DEVELOPED BY
' CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
------------------------------------------------------------------------------
SER:JR ENGINEERS-DENVER CO ..................................................
DATE 12-30-1997 AT TIME 16:00:58
*** PROJECT TITLE: HEWLETT-PACKARD MODULAR BUILDINGS RELOCATION MINOR AMENDMENT
' *** GRATE INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: O /00 c✓i Sfo�� EKIS4-�v5 /�1ar.�o�e Gr0-+e,
' INLET HYDRAULICS: IN A SUMP.
GIVEN INLET DESIGN INFORMATION: �iGa� E�MIV0.1e+t� i9 e� a. /�11
�iNr..ac� JrO ya O�pG.- Arco. Tr!•...
INLET GRATE WIDTH (ft)= 2.39 +a4. 15
INLET GRATE LENGTH (ft)= 2.39
INLET GRATE TYPE =Type 16 Grate Inlet
NUMBER OF GRATES 1.00
SUMP DEPTH ON GRATE (ft)= 0.00
GRATE OPENING AREA RATIO (1) = 0.50
' IS THE INLET GRATE NEXT TO A CURB ?-- NO
Note: Sump is the additional depth to flow depth.
I
I
STREET GEOMETRIES:
STREET
LONGITUDINAL
SLOPE (%) =
1.67
STREET
CROSS SLOPE
(%) =
2.00
STREET
MANNING N
=
0.016
GUTTER
DEPRESSION
(inch)=
2.00
GUTTER
WIDTH
(ft) =
2.00
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET (ft) = 15.81
GUTTER FLOW DEPTH (ft) = 0.48
FLOW VELOCITY ON STREET (fps)= 4.62
FLOW CROSS SECTION AREA (sq ft)= 2.70
GRATE CLOGGING FACTOR (%)= 20.00
CURB OPENNING CLOGGING FACTOR(%)= 20.00
INLET INTERCEPTION CAPACITY:
FOR 1 GRATE INLETS:
DESIGN DISCHARGE
(cfs)=
IDEAL GRATE INLET CAPACITY
(cfs)=
BY FAA HEC-12 METHOD:
FLOW INTERCEPTED
(cfs)=
CARRY-OVER FLOW
(cfs)=
BY DENVER UDFCD METHOD:
FLOW INTERCEPTED
(cfs)=
CARRY-OVER FLOW
(cfs)=
12.51
9.62
7.70
4.81
7.70
4.81
1
,----------------- -------------------------------------------------------
UDINLET: INLET HYDARULICS AND SIZING
DEVELOPED BY
CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
------------------------------------------------------------------------------
USER:JR ENGINEERS-DENVER CO ..................................................
1 DATE 01-19-1998 AT TIME 09:45:19
*** PROJECT TITLE: HEWLETT-PACKARD MODULAR BUILINGS RELOCATION MINOR AMENDEMENT
i*** COMBINATION INLET: GRATE INLET AND CURB OPENING:
*** GRATE INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 3O / 0 0 yr. S7orn-�
INLET HYDRAULICS: ON A GRADE.
'
GIVEN INLET DESIGN INFORMATION:
'
INLET GRATE WIDTH (ft)= 2.00
INLET GRATE LENGTH (ft)= 3.20
3.7, Co.-6 4 e.
r �
G 'ir h' T !3 C' a-.b. Stile
F"
INLET GRATE TYPE =Type 16 Grate Inlet
NUMBER OF GRATES = 1.00
IS THE INLET GRATE NEXT TO A CURB ?-- YES
'
Note: Sump is the additional depth to flow
depth.
STREET GEOMETRIES:
STREET LONGITUDINAL SLOPE (%) = 1.00
STREET CROSS SLOPE (%) = 2.00
'
STREET MANNING N = 0.016
GUTTER DEPRESSION (inch)= 2.00
GUTTER WIDTH (ft) = 2.00
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET (ft) = 20.31
GUTTER FLOW DEPTH (ft) = 0.57
FLOW VELOCITY ON STREET (fps)= 4.03
'
FLOW CROSS SECTION AREA (sq ft)= 4.29
GRATE CLOGGING FACTOR (%)= 20.00
CURB OPENNING CLOGGING FACTOR(%)= 20.00
IINLET
INTERCEPTION CAPACITY:
FOR 1 GRATE INLETS:
DESIGN DISCHARGE (cfs)= 17.34
IDEAL GRATE INLET CAPACITY (cfs) = 6. 98
/oo .P/ow wld DP3 f
BY FAA HEC-12 METHOD:
y r
FLOW INTERCEPTED (cfs)= 6.38
ea-etyokw— f'/ow j're... DF2.
BY DENVER UDFCD METHOD:
FLOW INTERCEPTED (cfs)= 5.58
*** CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 3
'
INLET HYDRAULICS: ON A GRADE.
GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH (ft)= 3.20
REQUIRED CURB OPENING LENGTH (ft)= 38.04
' IDEAL CURB OPENNING EFFICIENCY = 0.15
ACTURAL CURB OPENNING EFFICIENCY = 0.12
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)= 1.60
BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)=
10.96
FLOW INTERCEPTED (cfs)=
1.29
'
CARRY-OVER FLOW (cfs)=
9.67
BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)=
11.76
FLOW INTERCEPTED (cfs)=
1.28
CARRY-OVER FLOW (cfs)=
***
10.48
SUMMARY FOR THE COMBINATION INLET:
THE TOTAL DESIGN PEAK FLOW RATE (cfs)=
17.34
'
BY FAA HEC-12 METHOD:
FLOW INTERCEPTED BY GRATE INLET (cfs)=
6.38
FLOW INTERCEPTED BY CURB OPENING(cfs)=
1.29
'
TOTAL FLOW INTERCEPTED (cfs)=
7.67
CARRYOVER FLOW (cfs)=
9.67
BY DENVER UDFCD METHOD:
FLOW INTERCEPTED BY GRATE INLET (cfs)=
FLOW INTERCEPTED BY CURB OPENING (cfs)=
5.58
1.28
TOTAL FLOW INTERCEPTED (cfs)=
6.86
CARRYOVER FLOW (cfs) =
10.48 TO pP`�
1
1
1
H
1----------------- -------------------------------------------------------
UDINLET: INLET HYDARULICS AND SIZING
DEVELOPED BY
CIVIL ENG DEPT. U OF COLORADO AT DENVER
------------SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
-----------------------------------------------------------
USER:JR ENGINEERS-DENVER CO ..................................................
1 DATE 01-19-1998 AT TIME 09:56:00
*** PROJECT TITLE: HEWLETT-PACKARD MODULAR BUILINGS RELOCATION MINOR AMENDEMENT
' *** COMBINATION INLET: GRATE INLET AND CURB OPENING:
*** GRATE INLET HYDRAULICS
AND
SIZING:
'
INLET ID NUMBER: (9
/00
yr .Sf o,-.-.-.
INLET HYDRAULICS: IN
A SUMP.
' GIVEN INLET DESIGN INFORMATION:
2 7. 2 Ee cr f. Tye 1 Cow, I„lsfs
INLET GRATE WIDTH (ft)=
INLET GRATE LENGTH (ft)=
2.00
3.20
INLET GRATE TYPE
=Type 16 Grate Inlet
NUMBER OF GRATES
= 2.00
SUMP DEPTH ON GRATE (ft)=
0.17
'
GRATE OPENING AREA RATIO 06)
= 0.60
IS THE INLET GRATE NEXT TO A CURB
?-- YES
Note: Sump is the additional depth to flow
depth.
STREET GEOMETRIES:
STREET LONGITUDINAL SLOPE (%) =
3.33
STREET CROSS SLOPE M
2.00
STREET MANNING N
0.016
GUTTER DEPRESSION (inch)=
2.00
GUTTER WIDTH (ft) =
2.00
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET (ft) =
18.44
'
GUTTER FLOW DEPTH (ft) =
0.54
FLOW VELOCITY ON STREET (fps)=
6.97
FLOW CROSS SECTION AREA (sq ft)=
3.57
GRATE CLOGGING FACTOR (%)=
20.00
CURB OPENNING CLOGGING FACTOR(°s)=
20.00
INLET INTERCEPTION CAPACITY:
FOR 2
GRATE INLETS:
DESIGN DISCHARGE (cfs)=
24.65
" �y �7 �o
IDEAL GRATE INLET CAPACITY (cfs)=
18.49
/ooy^
BY FAA HEC-12 METHOD:
FLOW INTERCEPTED (cfs)=
14.79
C>�ry Over -
BY DENVER UDFCD METHOD:
'
FLOW INTERCEPTED (cfs)=
14.79
*** CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 4
INLET HYDRAULICS: IN A SUMP.
GIVEN INLET DESIGN INFORMATION:
'
GIVEN CURB OPENING LENGTH
(ft)=
6.40
HEIGHT OF CURB OPENING
(in)=
6.00
INCLINED THROAT ANGLE
(degree)=
27.00
LATERAL WIDTH OF DEPRESSION (ft)=
2.00
SUMP DEPTH
(ft)=
0.17
Note: The sump depth is additional depth to flow depth.
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)= 13.24
BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)=
9.8ti
FLOW INTERCEPTED (cfs)=
9.86
'
CARRY-OVER FLOW (cfs)=
0.00
BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)=
9.86
FLOW INTERCEPTED (cfs)=
9.86
'
CARRY-OVER FLOW (cfs)=
0.00
*** SUMMARY FOR THE COMBINATION INLET:
'
THE TOTAL DESIGN PEAK FLOW RATE (cfs)=
24.65
BY FAA HEC-12 METHOD:
FLOW INTERCEPTED BY GRATE INLET (Cfs)=
14.79
FLOW INTERCEPTED BY CURB OPENING(cfs)=
9.86
'
TOTAL FLOW INTERCEPTED (cfs)=
24.65
CARRYOVER FLOW (cfs)=
0.00
BY DENVER UDFCD METHOD:
FLOW INTERCEPTED BY GRATE INLET (cfs)=
14.79
FLOW INTERCEPTED BY CURB OPENING (cfs)=
9.86
TOTAL FLOW INTERCEPTED (cfs)=
24.65
CARRYOVER FLOW (cfs)=
0.00
1
1
I
11
1
'----------------- -------------------------------------------------------
UDINLET: INLET HYDARULICS AND SIZING
DEVELOPED BY
CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
------------------------------------------------------------------------------
rSER:JR ENGINEERS-DENVER CO .................................................
N DATE 11-26-1997 AT TIME 13:59:28
***
PROJECT TITLE:
'EWLETT-PACKARD MODULAR BUILDINGS RELOCATION
- MINOR AMENDMENT
*** CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: /O D
'
INLET HYDRAULICS: IN A SUMP.
'
GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH (ft)=
10.00
HEIGHT OF CURB OPENING (in)=
6.00
'
INCLINED THROAT ANGLE (degree)=
27.00
LATERAL WIDTH OF DEPRESSION (ft)=
3.50
SUMP DEPTH (ft)=
0.17
'
Note: The sump depth is additional depth to flow
depth.
STREET GEOMETRIES:
'
STREET LONGITUDINAL SLOPE (%) =
3.33
STREET CROSS SLOPE (%) =
3.33
STREET MANNING N =
0.016
GUTTER DEPRESSION (inch)=
2.00
'
GUTTER WIDTH (ft) =
2.00
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET (ft) =
11.88
GUTTER FLOW DEPTH (ft) =
0.56
'
FLOW VELOCITY ON STREET (fps)=
7.47
FLOW CROSS SECTION AREA (sq ft)=
2.51
GRATE CLOGGING FACTOR (%)=
15.00
'
CURB OPENNING CLOGGING FACTOR(%)=
15.00
INLET INTERCEPTION CAPACITY:
'
IDEAL INTERCEPTION CAPACITY (cfs)=
BY FAA HEC-12 METHOD: DESIGN FLOW
21.15
(cfs)=
18.72
FLOW INTERCEPTED
(cfs)=
17.97
CARRY-OVER
FLOW (cfs)=
0.75
'
BY DENVER UDFCD METHOD: DESIGN FLOW
(cfs)=
18.72
FLOW INTERCEPTED (cfs)=
17.97
CARRY-OVER
FLOW (cfs) =
0. 75 Cg rlr,� over
'
+o Up
'------------------- -------------------------------------------------------
UDINLET: INLET HYDARULICS AND SIZING
DEVELOPED BY
' CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
------------------------------------------------------------------------------
�SER:JR ENGINEERS-DENVER CO ..................................................
N DATE 11-26-1997 AT TIME 14:04:13
*** PROJECT TITLE:
IEWLETT-PACKARD MODULAR BUILDINGS RELOCATION - MINOR AMENDMENT
*** CURB OPENING INLET HYDRAULICS AND SIZING:
1 INLET ID NUMBER: 0 /Voter Sf-rp$,
' INLET HYDRAULICS: IN A SUMP.
1
1
1
GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH (ft)= 4.00
HEIGHT OF CURB OPENING (in)= 6.00
INCLINED THROAT ANGLE (degree)= 27.00
LATERAL WIDTH OF DEPRESSION (ft)= 3.50
SUMP DEPTH (ft)= 0.17
Note: The sump depth is additional depth
STREET GEOMETRIES:
STREET
LONGITUDINAL
SLOPE (°s) =
1.00
STREET
CROSS SLOPE
(°s) =
1.00
STREET
MANNING N
=
0.016
GUTTER
DEPRESSION
(inch)=
2.00
GUTTER
WIDTH
(ft) =
2.00
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET
(ft) =
22.19
GUTTER FLOW DEPTH
(ft) =
0.39
FLOW VELOCITY ON STREET
(fps)=
2.80
FLOW CROSS SECTION AREA
(sq ft)=
2.63
GRATE CLOGGING FACTOR
(%)=
20.00
CURB OPENNING CLOGGING
FACTOR(%)=
20.00
INLET INTERCEPTION CAPACITY:
4/
to flow depth.
IDEAL INTERCEPTION CAPACITY (cfs)= 9.89
BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 7.35
FLOW INTERCEPTED (cfs)= 7.35
CARRY-OVER FLOW (cfs)= 0.00
BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 7.35
FLOW INTERCEPTED (cfs)= 7.35
CARRY-OVER FLOW (cfs)= 0.00
,----------------- -------------------------------------------------------
UDINLET: INLET HYDARULICS AND SIZING
DEVELOPED BY
CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
------------------------------------------------------------------------------
�SER:JR ENGINEERS-DENVER CO ...................................................
N DATE 11-26-1997 AT TIME 14:09:53
*** PROJECT TITLE:
IEWLETT-PACKARD MODULAR BUILDINGS RELOCATION - MINOR AMENDMENT
*** CURB OPENING INLET HYDRAULICS AND SIZING:
'
INLET ID NUMBER: 0/00 VP- s70r A..
'
INLET HYDRAULICS: IN A SUMP.
'
GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH (ft)= 4.00
1
r7,-'
HEIGHT OF CURB OPENING (in)= 6.00
INCLINED THROAT ANGLE (degree)= 27.00
LATERAL WIDTH OF DEPRESSION (ft)= 3.50
SUMP DEPTH (ft)= 0.17
'
Note: The sump depth is additional depth to
flow depth.
STREET GEOMETRIES:
'
STREET LONGITUDINAL SLOPE (%) = 0.50
STREET CROSS SLOPE (%) = 2.00
STREET MANNING N = 0.016
GUTTER DEPRESSION (inch)= 2.00
'
GUTTER WIDTH (ft) = 2.00
'
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET (ft) = 16.38
GUTTER FLOW DEPTH (ft) = 0.49
'
FLOW VELOCITY ON STREET (fps)= 2.54
FLOW CROSS SECTION AREA (sq ft)= 2.85
GRATE CLOGGING FACTOR (%)= 20.00
'
CURB OPENNING CLOGGING FACTOR(%)= 20.00
INLET INTERCEPTION CAPACITY:
'
IDEAL INTERCEPTION CAPACITY (cfs)= 12.82
BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)=
7.23
FLOW INTERCEPTED (cfs)=
7.23
CARRY-OVER FLOW (cfs)=
0.00
'
BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)=
7.23
FLOW INTERCEPTED (cfs)=
7.23
CARRY-OVER FLOW (cfs)=
0.00
'-------------------- -------------------------------------------------------
UNLET: INLET HYDARULICS AND SIZING
DEVELOPED BY
' CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
------------------------------------------------------------------------------
USER:JR ENGINEERS-DENVER CO .................................................
IDATE 01-19-1998 AT TIME 10:04:57
*** PROJECT TITLE: HEWLETT-PACKARD MODULAR BUILDINGS RELOCATION MINOR AMENDEMENT
' *** CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 10 / 0 0 yr yfd. ---
INLET HYDRAULICS: IN A SUMP.
' GIVEN INLET DESIGN INFORMATION:
' GIVEN CURB OPENING LENGTH (ft)=
HEIGHT OF CURB OPENING (in)=
INCLINED THROAT ANGLE (degree)=
LATERAL WIDTH OF DEPRESSION (ft)=
' SUMP DEPTH (ft)=
Note: The sump depth is additional
STREET GEOMETRIES:
I
11
1
11
4.00 `�' T,
6.00
27.00
2.00
0.17
depth to flow depth.
STREET
LONGITUDINAL
SLOPE (%) =
2.22
STREET
CROSS SLOPE
(%) =
2.00
STREET
MANNING N
=
0.016
GUTTER
DEPRESSION
(inch)=
2.00
GUTTER
WIDTH
(ft) =
2.00
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET
(ft) =
9.69
GUTTER FLOW DEPTH
(ft) =
0.36
FLOW VELOCITY ON STREET
(fps)=
4.28
FLOW CROSS SECTION AREA
(sq ft)=
1.11
GRATE CLOGGING FACTOR
(%)=
20.00
CURB OPENNING CLOGGING
FACTOR(%)=
20.00
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY
(cfs)=
6.75
BY FAA HEC-12 METHOD:
DESIGN FLOW
(cfs)=
4.73
=
FLOW INTERCEPTED (cfs) =
4.73
uu , rlo..)4_•"^
(cfs)=
AP8 aPio
BY DENVER UDFCD METHOD:
DESIGNOFLOWFLOW
4.773
FLOW INTERCEPTED
(cfs)=
4.73
CARRY-OVER
FLOW (cfs)=
0.00
---------------- -------------------------------------------------------
UDINLET: INLET HYDARULICS AND SIZING
DEVELOPED BY
'-CIVIL -ENG-DEPT. U OF COLORADO AT DENVER --------- ---- -SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UDSFCD
-
-----------------------------------------------
USER:JR ENGINEERS-DENVER CO .................................................
N DATE 01-19-1998 AT TIME 14:22:54
** PROJECT TITLE: HEWLETT-PACKARD MODULAR BUILDING RELOCATION MINOR AMENDMENT
1
t
[I
1
1
1
*** GRATE INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: S
/ 0 0 v-- Sfo'-^ -
INLET HYDRAULICS: IN A SUMP.
GIVEN INLET DESIGN INFORMATION:
/7vz -J G
i ,,
INLET GRATE WIDTH
�' '
C c
INLET GRATE LENGTH
(ft)=
3.00
�"^�
INLET GRATE TYPE
=Type
16 Grate
Inlet °r
NUMBER OF GRATES
=
1.00
SUMP DEPTH ON GRATE
(ft)=
0.20
GRATE OPENING AREA RATIO
(o) =
0.60
IS THE INLET GRATE NEXT TO
A CURB ?-- NO
Note: Sump is the additional depth to
flow
depth.
STREET GEOMETRIES:
STREET LONGITUDINAL SLOPE (o) =
STREET CROSS SLOPE (o) _
STREET MANNING N =
GUTTER DEPRESSION (inch)=
GUTTER WIDTH (ft) =
STREET FLOW HYDRAULICS:
0.50
2.00
0.016
2.00
2.00
20-+ 060
b.
WATER SPREAD ON STREET (ft) = 21.44
GUTTER FLOW DEPTH (ft) = 0.60
FLOW VELOCITY ON STREET (fps)= 2.94
FLOW CROSS SECTION AREA (sq ft)= 4.77
GRATE CLOGGING FACTOR (°s)= 20.00
CURB OPENNING CLOGGING FACTOR(o)= 10.00
INLET INTERCEPTION CAPACITY:
FOR 1 GRATE INLETS:
DESIGN DISCHARGE
(cfs)=
14.10
IDEAL GRATE INLET CAPACITY
(cfs)=
17.69
BY FAA HEC-12 METHOD:
FLOW INTERCEPTED
(cfs)=
14.10
CARRY-OVER FLOW
(cfs)=
0.00
BY DENVER UDFCD METHOD:
FLOW INTERCEPTED
(cfs)=
14.10
CARRY-OVER FLOW
(cfs)=
0.00
��
I
JR Engineering, Ltd. CLIENT N,N�,1i✓ JOB NO. 9 04 7. o'er
ye W�G 1f' PecEar�p -�
PROJECT rlyg�u�ar Bt.%al ee A,,, • Y CHECK BY DATE
hi..or ,vititne(...aA /
SUBJECT ��6 Th `n a c'T a SHEET NO. OF
e- �
Jeri
i_I
ice_
..,,
9:
-
�7bc'(SI
I
I
I
i
I1
--
-
'fad
-
�
cue
._.�.
-
_•.
1. -
-
--
_
ssy..
--��..
i
'
i
t !
f
4
�m
1
-4--L
9
r
7
44-
3-Q5
Q`i
•�z,
=
e
-
�
�
.57p,P-7 &,ie
3.85
i
Heavy Duty
The gratings in this series are rated heavy duty when supported on all four
sides. Combinations of two or mote standard grates in any size are often
used to cover large drainage areas. For this condition, grates are rated
I,u.y dWy when unialled wHl. .Lc shortest dlmcns.•.. �utg the opening.
Other special sizes quotedon request in the event none at the standards
shown in this series meet your requirements. In ordering replacement grates
to be used on existing catch basins, be sure to specify the exact size of opening
in which the grate will be used.
Many of the grates in this series can be adapted to trench formes with support
on two sides as shown oh pages 228 and 229. Most are qualified as heavy
duty when the short dimension spans the trench. Advise loading requirements
To we can confirm design selection for intended use.
For extreme conditions of load and shock, we recommend Ductile Iron. See
page 3 for complete specifications.
Specify:
}Catalog number.
2.- R-4899 angle frame when required. (See page 217.)
3? Permo-Grip surface if required. (See page 6.)
HEAVY DUTY
Catalog Dimensions in inches I Wt. IIF=�rate
No. B G H Lb,.' lyme
Square —Heavy Duty
y4
R
1 x5
1
13
1
y5x3
3%
10
R 4"40'� 1
%x8 ya
1
18
'B
R" 1
5Ax2
y4
25
2
yex4N
Y.
49
2
1ysx4
1
45
n
R=4 1y6
111x5A
IA
45
._
•i
R-45 Oil ly4
3yJx3y4
N
35
A
R-J-�g, 1-
1Y4x6 Y4
1A
70
R$51K
I'/t6x33b
y4
40
R-1 Y4
1 x5
y2
45
R', 1 15
3x4 y4
1 Y4
60
R 2y5
134xey5
1
135
R7 1.N
13Ax3Yz
1Y4
110
R. 13/4
1y4x8
ly.
708
F' U
R47 2
3x3
1
105
R-4'J60 13/4
3x53/4
1
110
R 2
1x6y4
1
146
R-4808,.2
3ix53b
S5
175
'
R1 2
i 10N
YA
165
.w
R4B� i 2
[i�-�'82�C
1V4x6
I
165
2
2x6
IY4
180
8 2
1x6
IYa
190
R' Q 2
lx5
2
195
1%
lx4y5
L
135
ei
R' 1Y4
-
11/1.x4
1
185
3 2
2x7
1
160
R 2
2y5x7y5
1
150
R 2
1y4x5
1
210
R:. 1
2x7
1
130
R 8i1 2
1 y2x7Ya
1
210
Iyi
1Y4x5,
l.Y,
260
R 1Y
2x4
134
500
tCommic. •Gmte in two pieces. OMedium Duty
-Angle frame cvoilable.
91p NEENAH
0112
MI
■ 2
Type C
W°o
ADO 00
Typlttt���e A
Type 8
��
Type D
The obo m schematic drawing identifies basic dimensions only and does not
apply to all grate designs. Bar and rib depths, plate thicknesses, and seating
widths, may vary on different sizes and styles. If your project has design
restrictions, ask for approval drawings.
All grates listed on pages 216.217 are considered bicycle safe.
Free open areas for most grates in this section are listed on pages 266
to 269.
Cotalog L Dimensions in inches I Wt. II�=rote
No.,AtiSS' B G H Lb,. I'ype
Rectangular — Heavy Duty
RQ:y�e 897-0•`�:
,:,jd,l y�,.
IY.
;5x4
1
16
B,•'y
-xP0
t65 4.e_
1
yx4y}
1
23
B ,
9 X
T ern
to
1x5
1
9
Bh-
lye
Iy6x4Y4
1
90
B
,,:7.4 .?:
lye
%x516
Y4
95
�,
Cfs")
ly6x2A
y6
18
A'
r'jaa8�
1
1t/r.x531a
1
30
B*W:
1' 8
su"$
lye
lye
1s/r.x6
1x24%
1
y4
50
50
Bs
T,A
R 1 u
e
lye
Ix5
1
50
'ems
%
3SxiS
Ys
30
B"e
1
, 1 x2 h
1
40
A'
r1..
lye
lx7yj
1
55
11.
y 0 X, 4
Iy9
1x3A
1
45
A 4t.
lye
lye x4y4
1
68
C _'
R
W243
ly.
lx7
1
70
B
0 r.
_
'lt10e tV.
�'
lye
l Yt
ix3y5
2x8'.
1
1
65
45
A
Bc
x
IY4
2x8
1
55
B
I
1Y. x8y4
1
75
G .,
R
OA 8^-
70 -
lye
1N
lyix3A
2x2
1
1
130
60
'A,
A''
III
yx4yi
yb
55
Y.x6
1K
50
Iy6
lx6h
1
55
1yt
lxe
1
120
2
1x5y6
1
48
3 !;
,;
lye
1Y2x5Y.
IYA
48
IY2
1y9x,ly.
1
65
y'
R
2
IY,
lx4y2
1
70
A
'"
z.
1 yi
2x2
1
75
,,AR
cs
1
''1
3'>9
2
l yex3y.
1
85
1
<
R4
"
ly5
yxxlly2
yx
60
HEAVY DUTY
Dimensions in inches
Catalog Wt. [Grate
No. B G H Lb,
. I Type
Redo naular — Heavy Duty (Cont'd.l
2
IY.xb
1
120
lYz
Y.x9
1
115,f
tx4h
1
160
A
2
1x5Y2
1
9',
1 iAZ11
2
IyyXSY2
IYa
95
6'A :•
1
lx5
1
80
2
2yx4
1
100
134
ly4x5
1A
115
13'a
2x5N
lY.
135
1Ya
ly4x5
1ya
1205
0,
115
2x2
YS
60
134
1lix5Ye
IA
90
1
0
2
1 Ax5
1
175
IY4
"/ux6yx
34
120
111xi,
134
lYix5 Y.
1-
100
I
IYWx z
73i
95
IYa
IYtx5A
194
165
1Y4
)>•4x5Ys
IYa
140
IY4
1Ytx5K
I I
155
2
1Y.x3Y4
1
120I
A
Y.x511
1
75
Ili
2x4
ye752
2x5
2
135
R.. .. b 2Y4
214x6Ye
Y.
120
86 *ri BR+ 1Ya
1 x6
l
80
a ', x22 IY.
1jix4
1
95
A r'
2
IY. x4Y.
I�I,
90
A•'�
Ili
IYax6Y2
1
90
C
Rr r2 2
1YWY.
1
105
rC:
t If 7Y.
s>;aX2,
2Y4xaY.
t
80
A7'.
Rt a e 2
l x7
%
100
'.�' 2
lx6ye
1
120
Cpw';
-E e a 'N Iyi
1y5x6Y.
1
140
4A *.
R _. xtJ"4`x24, -: IY.
lx6yt
1
114
lyx3ye
1Y.
200
5
2
Iy4x4y7
1A
150
' U6
I Ax6Yi
1 A
105
M
Rp l 2
lx7h
1 /ia
140
Air
2
1Yfix5Y.
1A
125
i 2
2xbY4
1
lay
2y.
ON8
lr/lex8
1
1851�.
2x4
1Y4
170
Aa'
2
lYix6y.
lY.
210
trap;
'Grote in two pieces. "Gmte in three pieces.
-Angle frame available.
�°/I,e Frar>�Tes„Or fit r ��}s
For Heavy Duty Drainage Grates
Angle frames con be furnished with those grates as shown
by • symbol on pages 216 and 217 — single or in combination.
frame con also be supplied with integral cost anchor lugs.
Larger frames are always mode in sections bolted together
with cost anchor lugs. If lugs create obstacles for installo.
tion indicate when ordering soother arrangements can be
mode.
Specify:
If R-4899 ongle frome and grate catalog number frome
is to fit
Catalog L Dimensions in inches _-� Wt. Grote
No. �:`�; '4'}. .;`0. 4�Lbs ITYPe
Recta naular—Heavv Daty /ra..vd s
*.
&1{',9' '„i_
2
1Y4x5y,
I
275
2
2x8
1
220
lys
2x5
1
110
,.7
lYt
2x4Ye
1
150
R
79
135
lx7Ya
1
210
1Y4x2Ye
IYa
160
'
a
2
Ix5
1
150
2
1Ax4Ya
1
135
2
134x8
1
130
R
320 Qs ,
2
lY.xb
1
155
2
1Yix5
1
300
2
lYix5yx
1
130
G2U
I rS
1 Y$X534
1 Yi
190
g }
1yj
IJJX5Yz
1
165
';
'�• R=
1Yj
IYJX5N
1
165
i
134
1y4x6
1
125
1YS
2xbYa
1
130
LIF
2
2x8
1
12S5
195x53i
IA
4
I Ya
2x6
1
225
*;<23y
6Yt
2%
1Ytx7 Y4
1
336
k�.r
I
237 6..,1
2
Tt/.,x4 �s/ie
lYi
180
4
1
R 8
24'iCdO''
tY1
1 x4y.
1�4
1
fy- ,
' 8
x
2Y.
1 Y.xa
1
255
v• i
R'48. xg"
x
1 2 Ya
IY2x6
1
235
.
R 8 gy
2443'
2A
1x4q.
1
300
R 3•
24si33'-
2Y.
lytx6Yz
IY.
300
G-
it4„83• �`
2405
2Y:
1Y2x6y2
IYt
350
A ^•
R. A:
Vs
24x35 j5
1 Yi
Ye x934
1
210
A-:
.#
R'48,
24z36
2
2x4Y.
1
210
�C1•<:
Fj. 4
24tt36' .
1 Y4
1 Y.x6
1
210
A'4e
R
24x-'39. '.
'
2y5
lYaxSY.
t;b
425
A�?'
24 05
3
1 �x6K
1 Ya
520
A+..;
R B
24 1
3
1Yt x5
1A
505
•e..
R" 8,
2640
2 1
1 hx5
1 Y.
260
"
26x32%
4
3Y4x3h
N
295
fC-.-.
R
26x•48
2
1Y2x516
1
500
A,
28;W
2
lY.x7h
I
375
COT,
R, 89
30s'48
U6
1>hx4Y..
I
34-
fty-4
30x7,8
2
TYsx5
1Y.
780
1
R`8
32,£84-
2
1x26
1
360
F,l•'t`+w
33x'361'
2
1Yi
lY.
340
C1��
36x%i5_
2
1Yrx6�
IYa
680
R-4899 Angle Frame
Specify: with Type C Grate
0 If more than one grate required per frame, advise over-
all dimensions of the grated area.
¢i Integral cost anchor lugs when required.
41 When inclusion of anchor lugs will definitely create in-
stallation problems.
117
4� ;Serv. -.
Manhole Frames, Solid Lids, Grates
Duty
tI frames can be installed as shown. If op'plicotion requires flange at top for
b-type installation, order from R-5900-1 series on page 240,
' Illustrating R-1792-FG
Furnished standard with
ground bearing surfaces.
L r 'ram -1
e
E
GRATED
HEAVY DUTY
-- - -
-
noernaons
in mcnes
Wt.
Lbs.
1id:Cid-
O n,Grote
A
B
C
D
E
F
G
H
w/Lid
w/Grate
1792AIL
I rJS �'
10Y4
1yz
aYt-
IOrh
ldyr
4
1 x32/4
%
58
60
1792-BL
13YA
1V2
11 �i
13y4
17 Y6
4
1 x5
1
78
85.
R17922CIL
R17,92,
16Y4
1Y2
14%
16g4
20Y5
4
1 x6�Y4
%
110
100
7
R-7792-DG
18Y.
1
1654
18y5
22yti
4
114 x7A
1
125
130
1792-DL
792-EL
R-1792-EG
22Y4
1Y2
20yi
22Y2
261h
4
1A x4
1
155
160
792-FLU
R-1792-FG
25Y4
1Y2
23%
25Y�
29Y2
4
1A x4
JY4
180
200
R-1792-GL
R-1792-GG
28 Y.
1 V2
26%
M8
32Yz
4
1 xS
Ys
245
235
7792-HL
R-1792-H
4
1 �
2t
34
8t
792JL
-1792JG
40
P
44
4
1
�IY92-KL
46A
1�
44yi
46�
50�
4
1 1716x51.
1
590
1 585
-1794J Manhole Frame, Square Base,
Solid Lid
avy Duty
Total Weight 460 Pounds
Inished standard with lettering as shown.
Available with alternate lettering or no lettering
Ien specified.
Illustrating R-1792-FL
luz
SOLID
4— Pp 1Z
NEENAH
FOUNOF V colvl NY
11
H
[1
I
FREE OPEN AREAS OF NEENAH GRATES (Continued)
CATALOG
so.
FT.
CATALOG
so.
FT.
CATALOG
so.
FT.
CATALOG
NO.
TYPE
so.
FT.
OPEN
NO.
TYPE
OPEN
NO.
TYPE
OPEN
NO.
TYPE
OPEN
R-3976
.......0.2
R-4373-6 ......K
.......
3.0 sq. in.
R-4470 ........A
.......1.5
R-4826 ........A
R-4828
.......
A
1.3
1.9
........a
R-3977 ........
B .......0.1
R-4373-8 ......
K .......
4.0 sq. in.
R-451.1 ........
A .......
0.5
........
R-4829
.......
R-4373-10 .....
K.......
5.0sq. in.
R-4525 ........A
.......0.8
........0
R-4830
.......2.2
R-4001-A ......0
.......0.3
R-4373-12 .....K
.......
8.0 sq. in.
R4530 ........A
R-4531
.......0.8
........0
R-4832 ........0
.......0.9
.......1.5
R-4001-8 ......C........0.3
R-4373-15 .....K.......20.0
in.
........A
R-4540
.......0.8
R-4832-8 ......0
.......1.8
R-4003-A ......A
R-4003-B
.......0.9
R-4380•AAl....
E.......
sq.
2.8 sq. in.
........0
R-4541 ........A
.......1.0
.......1.0
R-4833 ... .....
A .......2.3
......A
R-4003-C ......A
.......0.9
.......0.9
R-4380-A ......E
.......3.7
sq. in.
R-4544 ........A
.......
1.8
R-4834-8 ......B
R-4835.1
.......
C
1.7
R-4004-A ......0
.......1.3
R-4380-Al .....
E.......
E
6.0sq. in.
4.8 sq. in.
R-4545 ........A
R-4548
.......1.6
1.0
......
R-4837 ........A
.......4.9
.......2.2
R4004-B ......a
R-4004-C
.......
1.5
R-4380-B1.....
R-4380-1 ......E
.......
.......5.4
sq. in.
........A
R-4550 ........0
.......
.......0.8
R-4839 ........A
.......2.1
......B
R-4004-G ......D
.......1.5
.......1.9
R-4380.3 ......
E.......
6.0sq. in.
R-4552 ........A
.......0.6
R-4840 ........0
R-4843
.......2.8
R-4005-A2 .....B
or D...0.4
R-4380-4 ......E
.......0.1
R-4557 ........A
.......0.8
........A
R-4846
.......2.6
R-4006 ........B
or D...0.3
R-4380.4A1....
E.......
0.1
R-4558 ........0
R-4570.1
.......1.1
........0
R-4850 ........0
.......56
.......2:7
R-4007 ........8
or D...0.4
R43804A .....E
.......0.2
Q
......A
.......0.9
R-4852
C
R-4008-B ......B
or D...0.4
R-4380-6 ......G.......0.
..
. .....
........
R-4853
.......1.7
R-4011-81.....
8 or D...
O.a
R-4380-7 ......G.......0.3
R-4380-8
-4
-4575-A ......A
.. ..
.......1.
.1
........A
R-4853-A ......A
.......2.5
.......3.1
R-4014-B ......0
R-4014-C
.......2.8
......E
R-4380.9 ......E
.......0.3
.......0.4
R-4575-C ......0
.......2.9
R-4853-81 .....
C .......3.3
......0
R-4014-E ......0
.......2.4
.......3.0
R-4380-10 .....E
.......0.5
R-4579 ........A
.......0.8
R-4855 ........A
R-4856
.......2.0
R-4014-T ......
D .......1.3
R-4380-11 .....E
.......0.5
E
R-4583 ........A
R-4584
.......0.9
A
1.3
........0
R-4857 ........
.......3.1
A .......
3.1
R-4014•T t .....
D .......
0.8
R-4380-12 .....
R-4380-13
.......0.6
G.
........
R-4585 ........A
.......
.......1.9
R-4859-C ......A
.......2.4
R-4015-A ......8
R-4015-A l .....
.......0.2
B .......
0.2
.....
R4380.13A ....
_....0.7
E .-......0.9
R-45N ........
A .......
1.5
R-4880 ........
R-4880-C
C .......
2.5
R-4015-B ......0
.......0.4
R-4380-14 .....
E .......0.7
R-4600 .....
R-4603-A
...A .......0.9
......0
R-4884-A ......0
.......2.2
.......3.3
R-4015-C ......8
R-4015-0
.......0.2
R-4380.15 .....E
R-438D-16 .....E
.......0.6
.......0.8
......A
R-4604 ........0
.......0.8
.......1.3
R-4890 ........0
.......3.4
......8
R-4016-A ......B
.......0.2
.......0.6
R-4380-17 .....E
.......0.8
R-4604-C ......A
.......0.7
R-4891 ........A
R-4893
.......3.5
R-4016-B ......0
.......0.5
R-4380.18 .....G
.......0.7
R-4604-D ......A
R-4608
.......1.5
........0
R-4893-B ......0
.......6.0
.......1.9
R-4016-E ......A
R-4016-E 1
.......0.6
A
R-4380.21 .....G
R-4380-22 .....
.......1.3
G .......
1.5
........A
R-4610 ........
.......0.8
A .......
1.0
R-4894 ........
C .......
3.3
.....
R-4016-F ......0
.......0.6
.......0.6
R-4380-23 .....G.......1.1
R-4620 ........A
.......0.8
R-4895-2 ......A
R-4938
.......6.6
R-4016•G ......
B .......0.8
R-4380.24 .....G
.......1.7
R-4630 ........0
R-4632
.......0.9
........A
R-4938-1 ......A
.......0.8
.......1.5
R-4016-H1.....
A .......0.6
R-4380-25 .....G
R-4380.26
.......2.5
........0
R-4640 ........A
.......1.1
.......1.3
R-4938•A ......A
.......0.8
R-4016-1( ......D.......1.1
R-4017 ........B
.......0.4
.....G
R-4385-B ......E
.......2.7
.......0.1
R-4641•A ......A
.......1.2
R•4938-B .....A
R-4939-8
.......0.2
K
4.7 sq. in.
R-4017.1 ..
..B .......0.4
R-4385-C ......E
.......0.3
R-4641-C ......0
R-4641•F
.......
1.1
...
R-4941 ........B
... .......
.......0.4
R-4018 ........B
R-4027-8
.......0.2
R-4385-E ......
R-4385-F ......E
E.......0.5
.......0.5
......A
R-4649 ........A
.......1.8
.......1.1
R-4941•A ......B
.......0.a
......0
R-4030-4 ......G
.......1.1
.......0.1
R-4385-G ......E
.......1.0
R-4649-1 ......0
.......2.2
R-4942-A ......A
R-4943
.......0.7
R-4030-6 ......G
.......0.1
R-4385-H ......G.......1.6
2.5
R-4652 ........A
R-4654-C
.......1.5
........K
R-4943-A ......K
.......0.3
.......0.3
R-4030-8 ......G
R-4030-10
.......0.2
R-4385-J
R-4385-K ......G.......2.7
..G.......
......0
R-4660 ........
.......3.6
C .......1.t
R-49......
.......0.3
.....G
R-4030-12 .....
.......0.3
G .......
0.4
R-4389-0 ......
B .......
0.2
R-4662 ........
A .......
1.3
R-4976-B -1 ......
R4976-1
A A .......
B
0.9
R-4030-15 .....
G .......0.8
R•4390 ........8.......0.3
B.......0.1
R-4670-A ......A
R-4671
.......1.1
1.1
......
R-4976-2 ......A
.......0.9
.......
1.5
R-4030-18 .....8
.......
B
1.1
1.3
R-4391-A ......
R-4392
B
... .....A
R-4672 ......
.......
-C.
- - - 1.1
R4976-2 ......8
.......
1.5
R-4030-21 .....
R-4030.24 ..
.......
..B .......2.1
........
R-4393 ... .....
.......0.8
C .......
1.0
R-4689 ........
C .......1
4
R-4976-3 ......A
.......2.5
B
R-4030-27 .....G
.......2.8
R-4400 ........B.......0.1
R-4692-A ......D
.......2.0
1.7
R-4976-3 ......
R-4976-4
.......2.5
R-4030-30 ....
G .......3.5
R-4401 ........A
.......0.1
R-4698 ........
R-4710
A - .....
......A
R-4976-4 ......8
.......3.7
.......3.7
R4040-6 ......E
R4040-8
.......0.1
R-4403 ........A.......0.3
R-4404-C
........0
R-4711 ........
.......1.5
C .......1.1
R4976-5 ......B
.......5.2
.....
R-4040-10 .....E
.E .......0.2
.......0.3
......B.......0.5
R-4405-M5.....
C.......
1.5
R4718 ........A
.......2.7
R-4977-1 ......A
R-4977.1
.......
B
1.5
1.5
R-4040-12 .....E
.......0.4
R4406 ........8
R-4406-A
.......0.5
8.......
0.5
R-4720 ........0
R-4721-A ......A
.......0.9
.......
1.2
......
R-4977-2 ......A
.......
.......2.0
77
R-4040.15 .....E
R-4040-18
.......0.7
1.2
......
R-4406-C ......A
.......0.4
R-4725 ........0
.......
1.6
R-4977.2 ......B
.......2.0
n
.....E
R-4040.21 .....G
.......
.......
1.4
R-4406-1 ......
A.......
0.5
R-4730 ........A
.......2.0
R4977-3 ......
R•4977-3
A. -....3.7
'
R-4040-24 .....G
.......t.6
R-4406.2 ......0
.......0.6
R•4731 ... .....
R-4732
A - .....2.5
A
......B
R-49774 ......A
.......3.7
.......5.3
R4040.27 .....G
R-4040-30
.......2.3
2.9
R4407-2A .....8
R4408 ........
.......0.6
B.......
0.3
........
R4736 ... .....
- .....2.0
C .......
1.1
R-4977-4 ......B
.......5.3
.....G
R-4370.1 ..
.......
...0 .......0.1
R-4409 ........
A .......0.4
R-4738 ........A
.......
1.1
1.3
R4977.5 ......A
R4977-5
.......8.0
'
R-4370-2 ......G
.......0.2
R-4409-A ......0
.......0.7
R4739 ........0
.......
......8
.......8.0
R4370.3 ......E
.......0.4
R-4409-C ......B
.......0.5
R4740 ........0
R•4750
.......2.1
C
2.4
R-4990-AA .....
A .......
0.2
R43704 ......
G .......
0.6
R4409-E ......
R4409-G
A .......0.5
........
R4750-1 ......A
.......
.......2.8
R4990-AX .....A
....
...0.2-
R-4370-5 ......G
R4370-6 ......G.......0.8
.......0.8
......8
R4410........
.......0.8
B.......
0.8
R4751 ........C.......1.9
C.......
P
0.3-
0.1
R4370.7 ......
G .......
0.8
R4421 ........
C .......1.0
A
R4752 ........
R-4755-8
C .......
A
2.3
2.8
R4990-BA .....
.......
A .......
0.3
R4370-8 ......
E .......
1.0
R4423-A ......
A4424
.......1.2
......
R-4755-C ......0
.......
.......2.9
R-4990-BX.....
A ...
...0.3
R4370.9 ......0
R4370-10 .....
.......1.3
G .......
1.1
........A
R4430-A ......
.......0.6
A .......0.6
R4759 ........
C .......
1.5
C .......0.3
P
-
R4370.12 .....F
.......0.9
R4430-Al .....0
.......0.2
R4760 ........0
R-4762
.......
1.7
R4990-CA .....A
.......0.1
.......
0.4•
R4370-13 .....G
R4370.14A
.......1.3
G
0.9
R-4430-B ......0
R4430-C ......
.......0.7
C .......
1.4
........0
R4765 ........
.......2.4
A .......
1.4
R-4990-CX .....
A .......
0.4 '
....
R4370-15.....
.......
D.......
1.0
R4435-1 ......C.......0.8
R4780........
C.......
3.t
C.......0.4•
P
R4370-17 .....
D .......0.9
R4441 ........
A .......0.3
R-4781 ........
R-4795
C .......3.0
A
R-4990-DA .....
.......0.1
A .......0.4
R4370-18 .....E
R4370.21
.......
D
1.3
R4441-A ......
R4443
A .......0.3
A .......0.4
........
R4798 ........
.......3.2
C .......2.4
R-4990-OX .....
A ......
'.0.4 -
.....
R-4370-22 .....
.......0.9
D .......
1.1
........
R4444 ........
A .......0.4
R-4808 ........
C .......
1.4
C .......
P
0.5
R4370-23 .....
G .......
0.9
R4449 ........
A .......0.8
0.8
R•4809 ........
R-4810
C .......
C
1.5
1.5
R-4990-EA .....
.......0.2
A ....
I -0.5
R4370-25 .....
G .......
G
2.0
1.7
R4450 ........
R4450-A
A .......
........
R4820 ........
.......
C .......
1.6
R-4990-EX .....
A .......0.6
R4370.26 .....
R4370-27A ....
.......
G .......
2.4
...
R4451 ........
-A .......0.6
C .......0.7
D P
I R4821-A ......
C .......
1.7
R-4990-FA
C .......0.5
A .......
0.6
R4373-2 ...�'�
R4373-3
.. K_ .....
K
1.0 sq. in.
1.0 sq. in.
R4454 ........
R4460 ........
C .......
A .......
0.9
0.8
4
4825-A ......
A ..
.. 2.1
.....
R4990-FX .....
A .......0.7
'
0.8
......
R4373-4 ......
.......
K .......
3.0 sq. in.
R4462 ........
B .......
0.9
- -
.......
.
C .......
Type K indicates "Special" grate style and is not among standard types as illustrated.
• NOTE: On catalog 1i's R4990-AA thru R4999-1-9.
SO. FT. OPEN is per lineal tool.
twIccIt1ALJ F.�
'
FREE OPE=AREAS OFNEENAH
GRATES
'CATALOG
so.
FT.
CATALOG
so.
FT.
CATALOG
SD.
FT.
CATALOG
NO.
TYPE
so.
FT.
OPEN
NO.
TYPE
OPEN
NO.
TYPE
OPEN
NO.
TYPE
OPEN
R-1792-AG .....
G .......
0.2
R-2090 ........
B .......
1.2
R-2428 ........
R-2428
D .......
1.0
1.3
R-2574 ........
R-2577 ........8
B .......0.9
.......
1.0
.....
G .......0.3
R-2090 ........0
R-2090
.......
1.2
........0
R-2428 ........F
.......
.......0.6
R-2578 ........0
.......1.0
'R-1792-BG
R-1792-CG.....
R-1792-DG
G .......0.5
G
........D
R-2090 ........E
.......1.0
.......
1.1
R-2429 ........
D.......1-0
R-2579 ........B
.......
1.3
1.1
.....
R-1792-EG .....
.......0.7
G .......
1.0
R-2090 ........
G .......1.0
R-2429 ........
E .......1.3
R-2580-A 1 .....
R-2580-A
C .......
R-1792-FG .....G
.......1.7
R-2100 ........A
.......1.1
R-2429 ........G.......1.2
R-2435
.......0.9
......G
R-2580-C ......G
.......1.9
.......2.8
R-1792-GG ....G
.......2.0
R-2100 ........0
DP/2R-2100 ........E
.......1.3
.. .....
1.1
........G
R-2437 ........
D.......
1.0
R-2586-A ......
E .......
0.4
-17A�I-Hr.
-179 .....
R-2100 ........F
.......0.6
R-2437 ........
E .......1.3
R-2586-B ......G
R-2586-C
.......0.5
- 8-A1 ....
or ...
0.5
R-2110 ........A
.......
1.1
R-2437-B ......G
R-2438
.......0.9
......E
R-2586-D ......G
.......0.6
.......0.8
R-1878-A2G....
A or C ...0.8
R-2110 ........E
.......1.1
........D
R-2438
.......1.0
R-2586-E ......G
.......0.8
R-1878-A3G....
A or C ...1.0
R-2112 ........A
.......1.1
........E
R-2453
.......1.3
R-2586-F ......G
.......0.8
R-1878-A4G. -A
or C ...1.1
A or C
R-2112 ........B
R-2112 ........0
.......1.2
.......1.3
........K.......0.8
R-2461-A ......A
.......1.1
R-2586-G ......G
.......1.0
'R-1878-A5G
....
R-1878-A6G....
...2.2
A or C ...2.7
R-2112 ........E
.......1.1
R-2461-A ......8
.......1.2
R-2586-H ......E
R-2586-K
.......1.3
R-1878-A7G....
A or C ...1.9
R-2112 ........F
.......0.6
R-2461-A ......0
.......1.3
......G
R-2586-M ......G
.......1.3
.......1.8
R-1878-A8G....
A or C ...2.3
R-2112 ........G
.......0.6
R-2464 ........D
R-2466-A
.......1.0
R-2586-N ......G
.......1.7
R-1878-A9G....
A or C ...2.5
R-2120 ........A
R-2120
.......1.1
......a
R-2466-A
.......1.2
.......1.1
R-2586-0 ......
G .......1.9
'R-1878-BlG
R-1878-AIOG...A
...A
or C ...3.0
.......0.6
........0
R-2120 ........F
R-2120
.......1.3
.......0.6
......E
R-2467 ........0
R-2467 ........D.......0.9
.......1.0
R-2588-A ......G
R-2588-8 ......G
.......1.1
.......1.0
R-1878-B2G ...A
R-1878-B3G ...A
.......0.9
.......1.2
........G
R-2250 ........G
.......1.1
.......3.1
R-2471 ........D
.......0.9
R-2588-C ......G
R-2595
.......1.9
R-1878-B4G ...A
.......2.1
R-2251 ........G
.......2.9
R-2471-B ......D.......0.9
........D
R-2600
.......t.2
.......1.1
R-1878-85G ...A
.......2.5
R-2255 ........0
.......1.4
R-2474 ........A
R-2474
.......1.1
........K
R-2650 ........G
.......1.1
R-1878-B6G ...0
R-1878-87G
.......2.6
R-2255........G
R-2270 ........
.......1.9
G .......1.9
........G
R-2475 ........A
.......1.2
.......1.1
R-2668 ........0
.......0.9
...A
R-1878-B8G
.......2.6
R-2275 ........G
.......1.9
R-2481 ........A
.......1.1
R-2680 ........G
.......1.1
...A
R-1878-89G ...0
.......3.7
.......3.3
R-2290 ........K
.......1.2
R-2494 ........G.......0.8
R-2496
R-3010 ........
.......1.0
R-1878-BlOG...
R-1879-AlG
C .......4.9
A or C
R-2290-A ......K
R-2290-B ......K
.......1.2
.......1.0
........G.......0.6
R-2498 ........G.......0.4
R-3010 ........A
A .......1.0
....
....
...0.4
A or C ...0.8
R-2293 ........G
.......1.6
R-2498-A ......G.......0.4
R-3010 ........L
R-3010
.......0.9
OR/DL...
1.3
'R-1879-A2G
R-1879-A3G....
A or C ...
1.2
R-2296 ........
B .......
1.2
R-2498-B ......
R-2499
G .......0.4
G
0.2
........
R-3010 ........
0 .......
1.3
R-1879-A4G ....
A or C ...
1.4
R-2296 ........
R-2297
F .......
1.2
........
R-2500
.......
R-3015 ........L
.....
.0.9
R-1879-A5G....
R-1879-A6G
A or C ...1.9
A or C
........B
R-2297 ........F
.......1.2
.......1.2
........G.......0.9
R-2501 ........G
.......1.3
R-3015 .......
.R ... ..1.3
....
....
...2.0
A or C ...
1.7
R-2298 ...
..8 .......
1.2
R-2502-A ......
D.......
0.9
R-3030 ........
R-3030
A. ...
D. ..
.1.0
1.3
'R-1879-A7G
R-1879-MG....
R-1879-A9G....
A or C ...2.2
A or C ...2.8
R-2298 ...
R-2299 ........B
..F .......1.2
.......1.2
R-2502-B ......0
R-2502-C ......0
.......0.9
.......0.9
........
R-3030 .... ....
R-3030
DR/DL...1.3
R-1879-A10G...A
or C...
3.7
R-2299
.......
1.2
R-2503-D ......
G.......
1.3
........L
.....
.0.9
R-1879-B1G
........F
R-2300 ........
G .......1.2
R-2503-E ......G
.......1.3
R-3031-B ......S
.......0.8
...A
R-1879-B2G ...0
.......0.6
.......0.9
R-2300 ........0
.......
1.6
R-2503-F ......
G... ....
1.3
R-3032-8 ......S
R-3033-B
.......0.8
..
0.8
...0
.......1.0
R-2370 ........B
.......1.2
R-2504 ........G
R-2505
.......1.3
......5
R-3034-B ...
..
...S ...
.1.1
'R-1879-83G
R-1879-B4G ...A
R-1879-BSG
.......1.4
A
1.9
R-2370 ........F
R-2370
.......1.3
G .......
1.1
........D.......0.9
R-2510 ........
C .......
1.3
R-3035-A ......
S . -
.. 1.1
...
R-1879-B6G ...A
.......
.......2.4
........
R-2370 .... ....
A .......1.1
R-2510-1
..G .......0.4
R-3036-B .
R-3037-A
-.. S ....
..t.1
R-1879-87G ...A
.......3.0
R-2370 ........G
.......
1.2
1.2
R-2510-2 ......
R-2510-A
G.......
1.6
1.1
......S
R-3038-A ......S
.....
.......
.1.6
1.5
R-1879-88G ...A
R-1879-89G
.......32
R-2371 ........G
R-2390 ........
.......
G .......
1.4
......0
R-2525=A ......E
.......
.......0.2
R-3039-A ......5
.......
1.5
'
...A
R-1879-BIOG...
.......3.2
C ...
...a.2
R-2390 .... ....
C .......
1.5
R-2525-C ......G
.......0.4
R-3040 ......
R-3042
..A ...
.1.0
C
1.3
R-2392 ........0
R-2392
.......1.4
G
1.4
R-2525-D ......G
R-2525-E ......
.......0A
E . _
.... 0.6
........A
R-3065 ........
....
DR/DL.
.-0.3
_ 0.9
R-2014 ........
R-2014
.......
E
........
R-2394
.......
G .......1.2
R-2525-F ...
... G .......0.8
R-3065-LL .....L
.......0.8
........
R-2015 ........D
.-......1.3
.......0.9
........
R-2395.1 ..
..G .......
1.6
R-2525-G ......G
.....
,.0.8
R-3065-V ......V
R-3066
.......0.9
DR/DL_..1.4
R-2015 ........0
.......1.3
R-2398 ........G
.......1.4
G
1.4
R-2533 ........A
R-2534
.......1.1
........
R-3067 ....
.... OR/DL...
1.9
R-2015 ........
R-2030
G .......
1.2
1.1
R-2401 ........
R-240t
.......
C .......
1.6
........0
R-2535 ........
.......0.9
C .......
1.1
R-3067-LL .....L
....
.. 1.6
.......
R-2030
.D .......
.......
1_3
........
R-2401-A ......G
.......
1.2
R-2535-A ......
C .,--
.. 1.t
R-3067-V ......V
....
.. 1.8
........0
R-2031........D
.......t.1
R-2401-8 ......E
.......0.9
R-2540 ........D.......t.1
R-3070 ........A
.......0.9
t.0
R-2031 ........E
.......
1.3
R-2402 ....
... G .......0.7
R-2545 ........K
.......0A
R-3070 ........D
R-3070
.......
R-2040 ........D
R-2040 ........0
.......0.9
.......
1.3
R-2402 ........
R-2404 ........G
C .......1.t
.......
1.1
R-2546 ........K
R-2548 ........V
.......0.4
.......0.8
........L
R-3070 .......
R-3070
....
DR/DL...
..1.8
1.0
R-2040
1.1
R-2405 ........A
.......
1.0
R-2549 ........0
.....
..0.9
........V
... ...2.2
1.0
........E
R-2040
.......
.......0.7
R-2405 ....
....0 .......
1.6
R-2552 ........K
.......0.8
R-3075 ........
DR/DL...
........F
R-2050 ........D
.......0.9
R-2410 ........K
.......0.9
R-2552-A ......K
.......0.8
R-3075-L ......L
R-3075-V
.......0.8
V
........0
.......
1.3
R-2411-A ...
R-2412-A
... G .......0.7
R-2552-B ......K
R-2565-A ......G...
..._...0.8
..0.9
......
R-3076 ... .....
... ...0.9
V .......1.5
'R-2050
R-2050 ........E
R-2050
.......1.1
.......0.7
......G
R-2412-Ai .....E
.......1.0
.......
1.0
R-2565-C ......G
.......1.2
R-3077 ........
V .......
3.0
........F
R-2060 ........A
.......
1.1
R-2412-A2 .....G
.......0.7
R-2565-E ......G.......
18
R-3077-L
R-3077-R
...V .....
.. 1.5
R-2060 ........8
.......1.2
R-2412-A3 .....0
.......1.1
1.0
R-2565-F ......G
R-2565-G
.......1.8
G
1. 7
......V
R3078 ........V
.. ....1.5
...
... 1.5
R-2060 ........0
R-2060
.......
E
1.3
R-2412-A3 .
R-2412-A4 .....0
.... E .......
.......1.0
......
R-2565-H .
.....
..G.......1.2
..
R-3079 ........L
.......1A
........
R-2070 ........D
.- ....1.1
.......0.9
R-2412-A5 .....
K.......0.8
R-2565-J
..G .......
1.8
R-3080 ....
..A - ..
..0.9
R-2070 ........
B .......1.2
R-2412-A6 .....G
.......1.1
R-2569 ........A
.......0.6
R-3080 ........0
R-3080
.. ....1.0
DR/DL
... 1.0
R-2070 ........E
.......1.1
1.3
R-2414 ........D
R-2418
.......1.0
1.0
R-2570 ........G.....1.0.8
R-2571-A ......F
.......0.9
........
R-3081 ........
A .......0.9
R-2077-A ......0
R-2077-B ......0
.......
.......
1.3
........G
R-2418-A ......K
.......
.......
1.0
R-2571-8 ......F
.......
1.1
R-3081 ........
D.......
DR/DL...
1.0
1.0
......0
.......
1.3
R-2420-A ......A
.......
1.0
R-2571-C ......F
.......0.9
R-3081 ........
R-3085
DR/DL...
1.0
'R-2077-C
R-2077 ........B
.......
1.2
R-2420-B ......G
.......
1.1
R-2571-D ......F
.......0.7
1.2
........
R-3090
..0.9
R-2077 ........0
.......
1.3
R-2421-A ......A
R-2422-A
.......
1.0
1.0
R-2571-Dl...
R-2571-D2
..F .......
.......
1.2
........A
R-3090 ........
....
D.......
1.0
R-2077 ........D
R-2077
.......
1.0
......K
R-2422-C ..
.......
.... G .......1.0
.....F
R-2571-D3.....
F .......1.2
R-3090 ...
..... DR/DL
... 1.0
........E
... .....
.......1.1
F .......0.6
R-2423 .....
...G .......1.0
R-2571-114.....F
.......t.2
113120 ...
.....A .......0.7
'R-2077
R-2080 ........D
.......
1.0
R-2424-A ......G
R-2427
.......0.9
R-2571-E ......F
R-2572
.......
.......1.3
1.2
R-3130 ........A
R-3150 ........
.......0.7
A .......1.1
R-2080 ........0
.......1.2
........D
.......0.9
........F
1.3
R-3151
.......
1.1
R-2090 ........A
.......
1.1
R-2427-A ......G
.......
1.0
R-2573 ........F
.......
........A
' Type K indicates "Special' grate style and is not among standard types as illustrated.
w I �= Ik I ft LJ gwi n
I
APPENDIX D
STORM SEWER CALCULATIONS
11
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APPENDIX E
EROSION CONTROL
1
1
1
1
JR Engineering, LTD.
2620 E. Prospect Rd., Suite 190, Fort Collins, CO 80525
RAINFALL PERFORMANCE STANDARD EVALUATION
1 /2/98
PROJECT: HP MODULAR BUILDINGS RELOCATION STANDARD FORM A
COMPLETED BY: DWK DATE: January 2, 199
DEVELOPED
ERODIBILITY
Asb
Lsb
Ssb
:Lb
Sb
PS
SUBBASIN(s)
ZONE
(AC)
(Fr)
(%)
Fr)
A
MODERATE
0.89
270
3 00
B
2.03
270
2.6
C
1.84
370
1.8
D
1.99
845
2.6
E
1.00
345
3.0
F
2.10
445
2.2
G
2.63
640
1.7
H
0.85
265
4.8
I
0.77
240
6.7
J
1.13
210
2.1
K
0.60
145
2.4
L
2.24
6
5.7
Total
18.07
379.7
3.0
81.8
Asb = Sub -basin area
Lsb = Sub -basin flow path length
Ssb = Sub -basin slope
Lb = Average flow path length = sum(Ai Li)/sum(Ai)
Sb = Average slope = sum(Ai Si)/Sum (Ai)
PS is taken from Table 8-a (Table 5.1, Erosion Control Reference Manual) by interpolation.
An Erosion Control Plan will be developed to contain 81.8% of the rainfall sedimentation
that would normally flow off a bare ground site during a 10-year, or less, precipitation event.
x:\906704\xls\Erosion.xls
' JR Engineering, LTD. 1 1/2/98
2620 E. Prospect Rd., Suite 190, Fort Collins, CO 80525
11
1
1
1
1
11
EFFECTIVENESS CALCULATIONS
PROJECT: HP MODULAR BUILDINGS RELOCATION STANDARD FORM B
COMPLETED BV: DWK DATE: 02-Jan-98
EROSION CONTROL
C-FACTOR
P-FACTOR
METHOD
VALUE
VALUE
COMMENT
BARE SOIL
1.00
1.00
SMOOTH CONDITION
ROUGHENED GROUND
1.00
0.90
ROADS/WALKS
0.01
1.00
GRAVEL FILTERS
1.00
0.80
PLACED AT INLETS
SILT FENCE
1.00
0.50
SOD/PERM. SEED
0.01
1.00
ESTABLISHED GRASS
0.08
1.00
FROM FIGURE 8-A
STRAW BARRIERS
1.00
0.80
EFF = (1-C•P)• 100
MAJOR
SUB
BASIN AREA
EROSION CONTROL METHODS
BASIN
BASIN
(Ac)
A
0.89
ROADS/WALKS 0.31 Ac.
ROUGHENED GR. 0.00 Ac.
EST. GRASS 0.58 Ac.
NET C-FACTOR 0.40
NET P-FACTOR 0.80
EFF = (I -C'P)• 100 = 68.0%
B
2.03
ROADS/WALKS 1.28 Ac.
ROUGHENED GR. 0.00 Ac.
SOD 0.75 Ac.
GRAVEL FILTER
NET C-FACTOR 0.01
NET P-FACTOR 0.36
EFF = (1-C'P)' 100 = 99.6%
C
1.84
ROADS/WALKS 1.35 Ac.
ROUGHENED GR. 0.00 Ac.
SOD 0.49 Ac.
GRAVEL FILTER
NET C-FACTOR 0.01
NET P-FACTOR 0.29
EFF = (1-C*P)* 100 = 99.7%
' x:\906704\XLS\Erosion.xls
' JR Engineering, LTD. 1/2/98
2620 E. Prospect Rd., Suite 190, Fort Collins, CO 80525
[1
1
1
1
1
1
1]
1
EFFECTIVENESS CALCULATIONS
PROJECT: HP MODULAR BUILDINGS RELOCATION STANDARD FORM B
COMPLETED BY: DWK DATE: 02-Jan-98
EROSION CONTROL
C-FACTOR
P-FACTOR
METHOD
VALUE
VALUE
COMMENT
BARE SOIL
1.00
1.00
SMOOTH CONDITION
ROUGHENED GROUND
1.00
0.90
ROADS/WALKS
0.01
1.00
GRAVEL FILTERS
1.00
0.80
PLACED AT INLETS
SILT FENCE
1.00
0.50
SOD/PERM. SEED
0.01
1.00
ESTABLISHED GRASS
0.08
1.00
FROM FIGURE 8-A
STRAW BARRIERS
1.00
0.80
EFF = (1-C*P)* 100
MAJOR
SUB
BASIN AREA
EROSION CONTROL METHODS
BASIN
BASIN
(Ac)
D
1.99
ROADS/WALKS 1.76 Ac.
ROUGHENED GR. 0.00 Ac.
SOD 0.23 Ac.
GRAVEL FILTER
NET C-FACTOR 0.01
NET P-FACTOR 0.29
EFF = (1-C*P)* 100 = 99.7%
E
1.00
ROADS/WALKS 0.70 Ac.
ROUGHENED GR. 0.00 Ac.
SOD 0.30 Ac.
GRAVEL FILTER
NET C-FACTORjAc
NET P-FACTOR
EFF = (1-C*P)* 100 =
F
2.10
ROADS/WALKS
ROUGHENED GR.
SOD
GRAVEL FILTER
NET C-FACTORNET
P-FACTOREFF=(1-C*P)*100=
x:\906704\XLS\Erosion.xls
' JR Engineering, LTD. 1/2/98
2620 E. Prospect Rd., Suite 190, Fort Collins, CO 80525
1
1
1
1
n
1
[1
[I
EFFECTIVENESS CALCULATIONS
PROJECT: HP MODULAR BUILDINGS RELOCATION STANDARD FORM B
COMPLETED BY: DWK DATE: 02-Jan-98
EROSION CONTROL
C-FACTOR
P-FACTOR
METHOD
VALUE
VALUE
COMMENT
BARE SOIL
1.00
1.00
SMOOTH CONDITION
ROUGHENED GROUND
1.00
0.90
ROADS/WALKS
0.01
1.00
GRAVEL FILTERS
1.00
0.80
PLACED AT INLETS
SILT FENCE
1.00
0.50
SOD/PERM. SEED
0.01
1.00
ESTABLISHED GRASS
0.08
1.00
FROM FIGURE 8-A
STRAW BARRIERS
1.00
0.80
EFF = (1-C•P)• 100
MAJOR
SUB
BASIN AREA
EROSION CONTROL METHODS
BASIN
BASIN
(Ac)
G
2.63
ROADS/WALKS 2.34 Ac.
ROUGHENED GR. 0.00 Ac.
SOD 0.29 Ac.
GRAVEL FILTER
C -FACTOR 0.01
P-FACTOR 0.29
L
=(1 C•P)•100= 99.7%
H
0.85
ROADS/WALKS 0.07 Ac.
ROUGHENED GR. 0.00 Ac.
SOD 0.78 Ac.
GRAVEL FILTER
NET C-FACTOR 0.01
NET P-FACTOR 0.29
EFF = (1-C•P)• 100 = 99.7%
I
0.77
ROADS/WALKS 0.11 Ac.
ROUGHENED GR. 0.00 Ac.
SOD 0.66 Ac.
GRAVEL FILTER
NET C-FACTOR 0.01
NET P-FACTOR 0.29
EFF = (I-C•P)• 100 = 99.7%
x:\906704\XLS\Erosion.xls
JR Engineering, LTD.
2620 E. Prospect Rd., Suite 190, Fort Collins, CO 80525
1 /2/98
EFFECTIVENESS CALCULATIONS
PROJECT: HP MODULAR BUILDINGS RELOCATION STANDARD FORM B
COMPLETED BY: DWK DATE: 02-Jan-98
EROSION CONTROL
C-FACTOR
P-FACTOR
METHOD
VALUE
VALUE
COMMENT
BARE SOIL
1.00
1.00
SMOOTH CONDITION
ROUGHENED GROUND
1.00
0.90
ROADS/WALKS
0.01
1.00
GRAVEL FILTERS
1.00
0.80
PLACED AT INLETS
SILT FENCE
1.00
0.50
SOD/PERM. SEED
0.01
1.00
ESTABLISHED GRASS
0.08
1.00
FROM FIGURE 8-A
STRAW BARRIERS
1.00
0.80
EFF = (1-C*P)* 100
MAJOR
SUB
BASIN AREA
EROSION CONTROL METHODS
BASIN
BASIN
(Ac)
J
1.13
ROADSIWALKS 0.83 Ac.
ROUGHENED GR. \0.00 Ac.
SOD 0.30 Ac.
GRAVEL FILTER
NET C-FACTOR 0.01
NET P-FACTOR 0.29
EFF = (1-C*P)* 100 = 99.7%
K
0.60
ROADS/WALKS 0.54 Ac.
ROUGHENED GR. 0.00 Ac.
SOD 0.06 Ac.
GRAVEL FILTER
NET C-FACTOR 0.01
NET P-FACTOR 0.36
EFF = (I-C*P)* 100 = 99.6%
L
2.24
ROADSIWALKS 1.46 Ac.
ROUGHENED GR. 0.00 Ac.
SOD 0.78 Ac.
GRAVEL FILTER
NET C-FACTOR 0.01
NET P-FACTOR 0.29
EFF = (1-C*P)* 100 = 99.7%
TOTAL AREA = 18.07 ac
TOTAL EFF = 98.1%
REQUIRED PS = 81.8%
Since 98.1 % > 81.8%, the proposed plan is O.K.
x:\906704\XLS\Erosion.x1s
' JR Engineering, LTD
2620 E. Prospect Rd., Suite 190, Fort Collins, CO 80525
' CONSTRUCTION SEQUENCE
PROJECT: HP MODULAR BUILDINGS RELOCATION STANDARD FORM C
' SEQUENCE FOR 1998 ONLY COMPLETED BY: DWK DATE: 01/02/98
Indicate by use of a bar line or symbols when erosion control measures will be installed. Major modifications to an
,,,proved schedule may require submitting a new schedule for approval by the City Engineer.
1
1
1
MONTH
1998
J
F
M
I A
M
J
J
A
S
O
N
D
Demolition
Grading
Wind Erosion Control:
Soil Roughing
Perimeter Barrier
Additional Barriers
Vegetative Methods
Soil Sealant
Other
Rainfall Erosion Control
Structural:
Sediment Trap/Basin
Inlet Filters
Straw Barriers
Silt Fence Barriers
Sand Bags
Bare Soil Preparation
Contour Furrows
Terracing
Asphalt/Concrete Paving
Other
Vegetative:
Permanent Seed Planting
Mulching/Sealant
Temporary Seed Planting
Sod Installation
Nettings/Mats/Blankets
Other
BUILDING CONSTRUCTION
niiiiiiiiiiiiiiiiii
' STRUCTURES: INSTALLED BY:
VEGETATION/MULCHING CONTRACTOR:
' DATE SUBMITTED:
x:\914500\Drainage\Erosion.xls.xls
CONTRACTOR MAINTAINED BY: DEVELOPER
TO BE DETERMINED BY BID
APPROVED BY CITY OF FORT COLLINS ON:
COST
HP MODULAR BUILDINGS RELOCATION
JOB NO. 9067.04
EROSION CONTROT. MFASITPrQ
ER0S!0 N C0— NTnni CnS-r rcTIrI4TL
COMPLETED BY:
DWK
DESCRIPTION
UNITS
UNIT COST
QUANTITY
TOTAL COST
EITEM
1
2
GRAVEL CONSTRUCTION ENTRANCE
INLET PROTECTION
EACH
EACH
$ 500.00
$ 300.001
1
12
$ 500.00
It 3,600.00
PRELIMINARY COST
CITY RFSFFIIRJ(: roQT
$ 4,100.00
7ITEM
DESCRIPTION
UNITS
UNIT COST
QUANTITY
TOTAL COST
1
RESEED/MULCH
ACRE
$ 650.00
8.0
$ 5,200.00
PRELIMINARY COST
TOTAL PRELIMINARY COST $ 5,200.00
TOTAL COST WITH FACTOR OF 150% $ 7,800.00
ESCROW AMOUNT = $ 7,800.00
1
Page 1
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LEGEND
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I PROPOSED 1' CONTOURS
—57W —
PROPOSED 5' CMIOURS
EXISTING I' CONTOURS
EXISTING 5' CONTWRS
E�`� p PROPOSED STORM SEWER
-_- ___ _ EXISTING STORM SEVER
_-
BASIN NAME
224 0.71 STORM RUNOFF COEFFICIENT
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CONSTRUCTION ENTRANCE
NOTE: 114E EROSION CONTROL NOTES. CONSTRUCTION
SEWENCE. AND DRAINAGE SUMMARY TABLE
- I - - - ARE LOCATED M SHEET 5 OF 5.
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