GeoTek, Inc.
LOG OF EXPLORATORY TRENCH
DRW
Backhoe
6/28/2018
EI, SR
SM
GP
SP
GP
No groundwater
Sample type: ---Water Table
Lab testing: RV = R-Value Test
MD = Maximum Density
CLIENT:Frontier Enterprises LOGGED BY:
PROJECT NAME:Upland Basin EQUIPMENT
PROJECT NO.:1925-CR DATE:
LOCATION:See Exploration Location Map
SAMPLES
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TRENCH NO.: T-2
Laboratory Testing
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MATERIAL DESCRIPTION AND COMMENTS
ALLUVIUM
Silty gravelly f-c SAND, gray, dry, some cobbles, some roots F-c sandy GRAVEL, brownish gray, slightly moist, few cobbles 6" thick bed of gravel dipping same angle of slope
F-c SAND, gray, dry
TRENCH TERMINATED AT 6 FEET (REFUSAL)
5 Silty f-c sandy GRAVEL, gray, slightly moist, some cobbles 15 10
LE
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---Ring ---Large Bulk
AL = Atterberg Limits EI = Expansion Index SA = Sieve Analysis SR = Sulfate/Resistivity Test SH = Shear Test HC= Consolidation Backfilled with excavated soils
GeoTek, Inc.
LOG OF EXPLORATORY TRENCH
DRW
Backhoe
6/28/2018
SM
SP
No groundwater
Sample type: ---Water Table
Lab testing: RV = R-Value Test
MD = Maximum Density
CLIENT:Frontier Enterprises LOGGED BY:
PROJECT NAME:Upland Basin EQUIPMENT
PROJECT NO.:1925-CR DATE:
LOCATION:See Exploration Location Map
SAMPLES
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TRENCH NO.: T-3
Laboratory Testing
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ALLUVIUM
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MATERIAL DESCRIPTION AND COMMENTS
UNDOCUMENTED ARTIFICIAL FILL
Silty f-c SAND, gray, dry, some gravel, few cobbles, some roots 5 Same as above, trace rootlets
TRENCH TERMINATED AT 6 FEET (REFUSAL)
Backfilled with excavated soils
10 15
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---Ring ---Large Bulk
AL = Atterberg Limits EI = Expansion Index SA = Sieve Analysis SR = Sulfate/Resistivity Test SH = Shear Test HC= Consolidation Gravelly f-c SAND, grayish brown, slightly moist, few cobbles, one large boulder up to 24"
GeoTek, Inc.
LOG OF EXPLORATORY TRENCH
DRW
Backhoe
6/28/2018
SP
SP
No groundwater
Sample type: ---Water Table
Lab testing: RV = R-Value Test
MD = Maximum Density
CLIENT:Frontier Enterprises LOGGED BY:
PROJECT NAME:Upland Basin EQUIPMENT
PROJECT NO.:1925-CR DATE:
LOCATION:See Exploration Location Map
SAMPLES
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TRENCH NO.: T-4
Laboratory Testing
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MATERIAL DESCRIPTION AND COMMENTS
ALLUVIUM
Gravelly f-c SAND, brownish gray, dry, some cobbles
5 TRENCH TERMINATED AT 4 FEET
Backfilled with excavated soils
Same as above, trace boulders 16-20", becomes slightly moist M-c SAND, gray, slightly moist
10 SA = Sieve Analysis
SR = Sulfate/Resistivity Test SH = Shear Test HC= Consolidation 15 LE
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---Ring ---Large Bulk
AL = Atterberg Limits EI = Expansion Index
GeoTek, Inc.
LOG OF EXPLORATORY TRENCH
DRW
Backhoe
6/28/2018
SP
No groundwater
Sample type: ---Water Table
Lab testing: RV = R-Value Test
MD = Maximum Density
CLIENT:Frontier Enterprises LOGGED BY:
PROJECT NAME:Upland Basin EQUIPMENT
PROJECT NO.:1925-CR DATE:
LOCATION:See Exploration Location Map
SAMPLES
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TRENCH NO.: T-5
Laboratory Testing
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MATERIAL DESCRIPTION AND COMMENTS
ALLUVIUM
Gravelly f-c SAND, gray, dry, some cobble, some roots, trace boulders 12- 18"
One 24" boulder, trace oxidized staining
Gravelly f-c SAND, grayish brown, slightly moist, trace rootlets 5 More cobbles become apparent
TRENCH TERMINATED AT 6.5 FEET (REFUSAL)
Backfilled with excavated soils
10 LE
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---Ring ---Large Bulk
AL = Atterberg Limits EI = Expansion Index
15 SA = Sieve Analysis
SR = Sulfate/Resistivity Test SH = Shear Test HC= Consolidation
GeoTek, Inc.
LOG OF EXPLORATORY TRENCH
DRW
Backhoe
6/28/2018
SM EI
SP
No groundwater
Backfilled with excavated soils
Sample type: ---Water Table
Lab testing: RV = R-Value Test
MD = Maximum Density
CLIENT:Frontier Enterprises LOGGED BY:
PROJECT NAME:Upland Basin EQUIPMENT
PROJECT NO.:1925-CR DATE:
LOCATION:See Exploration Location Map
SAMPLES
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TRENCH NO.: T-6
Laboratory Testing
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MATERIAL DESCRIPTION AND COMMENTS
UNDOCUMENTED ARTIFICIAL FILL
TRENCH TERMINATED AT 7.5 FEET (REFUSAL)
5 Silty f-c SAND, grayish brown, dry, some gravel, some cobble, some rootlets
15 10
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---Ring ---Large Bulk
AL = Atterberg Limits EI = Expansion Index SA = Sieve Analysis SR = Sulfate/Resistivity Test SH = Shear Test HC= Consolidation Silty f-c SAND, grayish brown, slightly moist, some gravel, some cobble, trace boulders up to 14"
Gravelly f-c SAND, grayish brown, slightly moist, some cobble, trace boulders up to 16"
GeoTek, Inc.
LOG OF EXPLORATORY TRENCH
DRW
Backhoe
6/28/2018
SM
SP
No groundwater
Sample type: ---Water Table
Lab testing: RV = R-Value Test
MD = Maximum Density
EQUIPMENT
See Exploration Location Map
CLIENT:Frontier Enterprises LOGGED BY:
PROJECT NAME:Upland Basin
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PROJECT NO.:1925-CR DATE:
LOCATION:
Ot
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MATERIAL DESCRIPTION AND COMMENTS
UNDOCUMENTED ARTIFICIAL FILL
SAMPLES
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TRENCH NO.: T-7
Laboratory Testing
5 Same as above, no rootlets
F-c SAND, brown, slightly moist to moist, some gravel, trace cobble, few rootlets
Backfilled with excavated soils
10 15
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---Ring ---Large Bulk
AL = Atterberg Limits EI = Expansion Index SA = Sieve Analysis SR = Sulfate/Resistivity Test SH = Shear Test HC= Consolidation Silty f-c SAND, brownish gray, dry, some gravel, few cobbles, some roots TRENCH TERMINATED AT 6 FEET (REFUSAL)
GeoTek, Inc.
LOG OF EXPLORATORY TRENCH
DRW
Backhoe
6/28/2018
SP
SM
SP
No groundwater
Sample type: ---Water Table
Lab testing: RV = R-Value Test
MD = Maximum Density
CLIENT:Frontier Enterprises LOGGED BY:
PROJECT NAME:Upland Basin EQUIPMENT
PROJECT NO.:1925-CR DATE:
LOCATION:See Exploration Location Map
SAMPLES
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TRENCH NO.: T-8
Laboratory Testing
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ALLUVIUM
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MATERIAL DESCRIPTION AND COMMENTS
UNDOCUMENTED ARTIFICIAL FILL
F-c SAND, grayish brown, dry, some gravel, trace brick and tile 10 M-c SAND, gray, slightly moist
5 TRENCH TERMINATED AT 4 FEET
Backfilled with excavated soils
15 LE
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---Ring ---Large Bulk
AL = Atterberg Limits EI = Expansion Index SA = Sieve Analysis SR = Sulfate/Resistivity Test SH = Shear Test HC= Consolidation Silty f-c SAND, brown, slightly moist to moist, some gravel, trace cobble, rare plastic material
APPENDIX B
LABORATORY TESTING RESULTS
APNs 1045-121-02 & 1045-151-34
Upland, San Bernardino County, California
Project No.1925-CR
Frontier Enterprises Project No.1925-CR
Geotechnical and Infiltration Evaluation –Residential Development July 12, 2018 Upland, San Bernardino County, California Page B-1
SUMMARY OF LABORATORY TESTING
Classification
Soils were classified visually in general accordance to the Unified Soil Classification System (ASTM Test Method D 2487). The soil classifications are shown on the log of trenches in Appendix A.
Expansion Index
Expansion Index testing was performed on one representative soil sample. Testing was performed in general accordance with ASTM Test Method D 4829. The results of the testing are provided below.
Boring No.Depth (ft.)Description Expansion
Index Classification
T-2 0-2 Silty Sand 0 Very Low
T-6 1-3 Silty Sand 0 Very Low
Sulfate Content, Resistivity and Chloride Content
Testing to determine the water-soluble sulfate content was performed by Project X Corrosion Engineering in general accordance with ASTM D516. Resistivity testing was completed by others in general accordance with ASTM G187. Testing to determine the chloride content was performed by others in general accordance with ASTM D 512B. The results of the testing are provided below.
Boring No.Depth (ft.)pH
ASTM G51
Chloride
ASTM D512B
(mg/kg))
Sulfate
ASTM D516
(% by weight)
Resistivity
ASTM G187
(ohm-cm)
T-2 0-2 7.36 6 0.0030 65,660
APPENDIX C
INFILTRATION TEST DATA
APNs 1045-121-02 & 1045-151-34
Upland, San Bernardino County, California
Project No.1925-CR
Equation -It =
Havg = (HO+HF)/2 =
It =Inches per Hour
Client:Frontier Enterprises
Project:Upland
Initial Depth to Water, D O =0
Project No:1925-CR
Date:6/28/2018
Trench No.T-4
Percolation Rate (Porchet Method)
Time Interval,Δt =6
Final Depth to Water, DF =7.75
Test Hole Radius, r =5.5
19.60 Total Test Hole Depth, DT =12
ΔH (60r)
Δt (r+2Havg)
HO = DT - DO =12
HF = DT - DF =4.25
8.125
ΔH =ΔD = HO- HF =7.75
Equation -It =
Havg = (HO+HF)/2 =
It =Inches per Hour
Time Interval,Δt =30
Client:Frontier Enterprises
Project:Upland
Project No:1925-CR
Date:6/29/2018
Trench No.T-8
Percolation Rate (Porchet Method)
Final Depth to Water, DF =6.75
Test Hole Radius, r =5.5
Initial Depth to Water, D O =0
3.26 Total Test Hole Depth, DT =12
ΔH (60r)
Δt (r+2Havg)
HO = DT - DO =12
HF = DT - DF =5.25
ΔH =ΔD = HO- HF =6.75
8.625
APPENDIX D
GENERAL EARTHWORK GRADING GUIDELINES
APNs 1045-121-02 & 1045-151-34
Upland, San Bernardino County, California
Project No.1925-CR
GENERAL GRADING GUIDELINES APPENDIX D
APNs 1045-121-02 and 1045-151-34 Page D-1
Upland, San Bernardino County,California Project No.1925-CR
GENERAL GRADING GUIDELINES
Guidelines presented herein are intended to address general construction procedures for earthwork construction. Specific situations and conditions often arise which cannot reasonably be discussed in general guidelines, when anticipated these are discussed in the text of the report. Often unanticipated conditions are encountered which may necessitate modification or changes to these guidelines. It is our hope that these will assist the contractor to more efficiently complete the project by providing a reasonable understanding of the procedures that would be expected during earthwork and the testing and observation used to evaluate those procedures.
General
Grading should be performed to at least the minimum requirements of govern ing agencies, Chapters 18 and 33 of the Uniform Building Code, CBC (2016)and the guidelines presented below.
Preconstruction Meeting
A preconstruction meeting should be held prior to site earthwork. Any questions the contractor has regarding our recommendations, general site conditions, apparent discrepancies between reported and actual conditions and/or differences in procedures the contractor intends to use should be brought up at that meeting. The contractor (including the main onsite representative)should review our report and these guidelines in advance of the meeting. Any comments the contractor may have regarding these guidelines should be brought up at that meeting.
Grading Observation and Testing
1.Observation of the fill placement should be provided by our representative during grading.
Verbal communication during the course of each day will be used to inform the contractor of test results. The contractor should receive a copy of the "Daily Field Report" indicating results of field density tests that day. If our representative does not provide the contractor with these reports, our office should be notified.
2.Testing and observation procedures are, by their nature, specific to the work or area observed and location of the tests taken, variability may occur in other locations. The contractor is responsible for the uniformity of the grading operations; our observations and test results are intended to evaluate the contractor’s overall level of efforts during grading. The contractor’s personnel are the only individuals participating in all aspect of site work. Compaction testing and observation should not be considered as relieving the contractor’s responsibility to properly compact the fill.
3.Cleanouts, processed ground to receive fill, key excavations, and subdrains should be observed by our representative prior to placing any fill. It will be the contractor's responsibility to notify our representative or office when such areas are ready for observation.
4.Density tests may be made on the surface material to receive fill, as considered warranted by this firm.
GENERAL GRADING GUIDELINES APPENDIX D
APNs 1045-121-02 and 1045-151-34 Page D-2
Upland, San Bernardino County,California Project No.1925-CR
5.In general, density tests would be made at maximum intervals of two feet of fill height or every 1,000 cubic yards of fill placed. Criteria will vary depending on soil conditions and size of the fill. More frequent testing may be performed. In any case, an adequate number of field density tests should be made to evaluate the required compaction and moisture content is generally being obtained.
6.Laboratory testing to support field test procedures will be performed, as considered warranted, based on conditions encountered (e.g. change of material sources, types, etc.) Every effort will be made to process samples in the laboratory as quickly as possible and in progress construction projects are our first priority. However, laboratory workloads may cause in delays and some soils may require a minimum of 48 to 72 hours to complete test procedures. Whenever possible, our representative(s) should be informed in advance of operational changes that might result in different source areas for materials.
7.Procedures for testing of fill slopes are as follows:
a)Density tests should be taken periodically during grading on the flat surface of the fill, three to five feet horizontally from the face of the slope . b)If a method other than over building and cutting back to the compacted core is to be employed, slope compaction testing during construction should include testing the outer six inches to three feet in the slope face to determine if the required compactio n is being achieved.
8.Finish grade testing of slopes and pad surfaces should be performed after construction is complete.
Site Clearing
1.All vegetation, and other deleterious materials, should be removed from the site. If material is not immediately removed from the site it should be stockpiled in a designated area(s) well outside of all current work areas and delineated with flagging or other means. Site clearing should be performed in advance of any grading in a specific area.
2.Efforts should be made by the contractor to remove all organic or other deleterious material from the fill, as even the most diligent efforts may result in the incorporation of some materials.
This is especially important when grading is occurring near the natural grade. All equip ment operators should be aware of these efforts. Laborers may be required as root pickers.
3.Nonorganic debris or concrete may be placed in deeper fill areas provided the procedures used are observed and found acceptable by our representative .
Treatment of Existing Ground
1.Following site clearing, all surficial deposits of alluvium and colluvium as well as weathered or creep effected bedrock, should be removed unless otherwise specifically indicated in the text of this report.
GENERAL GRADING GUIDELINES APPENDIX D
APNs 1045-121-02 and 1045-151-34 Page D-3
Upland, San Bernardino County,California Project No.1925-CR
2.In some cases, removal may be recommended to a specified depth (e.g. flat sites where partial alluvial removals may be sufficient). The contractor should not exceed these depths unless directed otherwise by our representative.
3.Groundwater existing in alluvial areas may make excavation d ifficult. Deeper removals than indicated in the text of the report may be necessary due to saturation during winter months.
4.Subsequent to removals, the natural ground should be processed to a depth of six inches, moistened to near optimum moisture conditions and compacted to fill standards.
5.Exploratory back hoe or dozer trenches still remaining after site removal should be excavated and filled with compacted fill if they can be located.
Fill Placement
1.Unless otherwise indicated, all site soil and bedrock may be reused for compacted fill; however, some special processing or handling may be required (see text of report).
2.Material used in the compacting process should be evenly spread, moisture conditioned, processed, and compacted in thin lifts six (6) to eight (8) inches in compacted thickness to obtain a uniformly dense layer. The fill should be placed and compacted on a nearly horizontal plane, unless otherwise found acceptable by our representative.
3.If the moisture content or relative density varies from that recommended by this firm, the contractor should rework the fill until it is in accordance with the following:
a)Moisture content of the fill should be at or above optimum moisture. Moisture should be evenly distributed without wet and dry pockets. Pre-watering of cut or removal areas should be considered in addition to watering during fill placement, particularly in clay or dry surficial soils. The ability of the contractor to obtain the proper moisture content will control production rates.
b)Each six-inch layer should be compacted to at least 90 percent of the maximum dry density in compliance with the testing method specified by the controlling governmental agency. In most cases, the testing method is ASTM Test Designation D 1557.
4.Rock fragments less than eight inches in diameter may be utilized in the fill, provided:
a)They are not placed in concentrated pockets;
b)There is a sufficient percentage of fine-grained material to surround the rocks; c)The distribution of the rocks is observed by, and acceptable to, our representative.
5.Rocks exceeding eight (8) inches in diameter should be taken off site, broken into smaller fragments, or placed in accordance with recommendations of this firm in areas designated suitable for rock disposal. On projects where significant large quantities of oversized materials are anticipated, alternate guidelines for placement may be included. If significant oversize materials are encountered during construction, these guidelines should be requested.
6.In clay soil, dry or large chunks or blocks are common. If in excess of eight (8) inches minimum dimension, then they are considered as oversized. Sheepsfoot compactors or other suitable
GENERAL GRADING GUIDELINES APPENDIX D
APNs 1045-121-02 and 1045-151-34 Page D-4
Upland, San Bernardino County,California Project No.1925-CR methods should be used to break up blocks. When dry, they should be moisture conditioned to provide a uniform condition with the surrounding fill.
Slope Construction
1.The contractor should obtain a minimum relative compaction of 90 percent out to the finished slope face of fill slopes. This may be achieved by either overbuilding the slope and cutti ng back to the compacted core, or by direct compaction of the slope face with suitable equipment.
2.Slopes trimmed to the compacted core should be overbuilt by at least three (3) feet with compaction efforts out to the edge of the false slope. Failure to pr operly compact the outer edge results in trimming not exposing the compacted core and additional compaction after trimming may be necessary.
3.If fill slopes are built "at grade" using direct compaction methods, then the slope construction should be performed so that a constant gradient is maintained throughout construction. Soil should not be "spilled" over the slope face nor should slopes be "pushed out" to obtain grades.
Compaction equipment should compact each lift along the immediate top of slope. Slop es should be back rolled or otherwise compacted at approximately every 4 feet vertically as the slope is built.
4.Corners and bends in slopes should have special attention during construction as these are the most difficult areas to obtain proper compaction.
5.Cut slopes should be cut to the finished surface. Excessive undercutting and smoothing of the face with fill may necessitate stabilization.
UTILITY TRENCH CONSTRUCTION AND BACKFILL
Utility trench excavation and backfill is the contractors responsibi lity. The geotechnical consultant typically provides periodic observation and testing of these operations. While efforts are made to make sufficient observations and tests to verify that the contractors’ methods and procedures are adequate to achieve proper compaction, it is typically impractical to observe all backfill procedures. As such, it is critical that the contractor use consistent backfill procedures.
Compaction methods vary for trench compaction and experience indicates many methods can be successful. However, procedures that “worked” on previous projects may or may not prove effective on a given site. The contractor(s) should outline the procedures proposed, so that we may discuss them prior to construction. We will offer comments based on our knowledge of site conditions and experience.
1.Utility trench backfill in slopes, structural areas, in streets and beneath flat work or hardscape should be brought to at least optimum moisture and compacted to at least 90 percent of the laboratory standard. Soil should be moisture conditioned prior to placing in the trench.
GENERAL GRADING GUIDELINES APPENDIX D
APNs 1045-121-02 and 1045-151-34 Page D-5
Upland, San Bernardino County,California Project No.1925-CR
2.Flooding and jetting are not typically recommended or acceptable for native soils. Flooding or jetting may be used with select sand having a Sand Equivalent (SE) of 30 or higher. Th is is typically limited to the following uses:
a)shallow (12 + inches) under slab interior trenches and, b)as bedding in pipe zone.
The water should be allowed to dissipate prior to pouring slabs or completing trench compaction.
3.Care should be taken not to place soils at high moisture content within the upper three feet of the trench backfill in street areas, as overly wet soils may impact subgrade preparation.
Moisture may be reduced to 2% below optimum moisture in areas to be paved within the upper three feet below sub grade.
4.Sand backfill should not be allowed in exterior trenches adjacent to and within an area extending below a 1:1 projection from the outside bottom edge of a footing, unless it is similar to the surrounding soil.
5.Trench compaction testing is generally at the discretion of the geotechnical consultant. Testing frequency will be based on trench depth and the contractors procedures. A probing rod would be used to assess the consistency of compaction between tested areas and untested areas. I f zones are found that are considered less compact than other areas, this would be brought to the contractors attention.
JOB SAFETY
General
Personnel safety is a primary concern on all job sites. The following summaries are safety considerations for use by all our employees on multi-employer construction sites. On ground personnel are at highest risk of injury and possible fatality on grading construction projects. The company recognizes that construction activities will vary on each site and that job si te safety is the contractor's responsibility. However, it is, imperative that all personnel be safety conscious to avoid accidents and potential injury.
In an effort to minimize risks associated with geotechnical testing and observation, the following precautions are to be implemented for the safety of our field personnel on grading and construction projects.
1.Safety Meetings: Our field personnel are directed to attend the contractor's regularly scheduled safety meetings.
2.Safety Vests: Safety vests are provided for and are to be worn by our personnel while on the job site.
3.Safety Flags: Safety flags are provided to our field technicians; one is to be affixed to the vehicle when on site, the other is to be placed atop the spoil pile on all test pits.
GENERAL GRADING GUIDELINES APPENDIX D
APNs 1045-121-02 and 1045-151-34 Page D-6
Upland, San Bernardino County,California Project No.1925-CR In the event that the contractor's representative observes any of our personnel not following the above, we request that it be brought to the attention of our office.
Test Pits Location, Orientation and Clearance
The technician is responsible for selecting test pit locations. The primary concern is the technician's safety. However, it is necessary to take sufficient tests at various locations to obtain a representative sampling of the fill. As such, efforts will be made to coordinate locations with the grading contractors authorized representatives (e.g. dump man, operator, supervisor, grade checker, etc.), and to select locations following or behind the established traffic pattern, preferably outside of current traffic. The contractors authorized representative should direct excavation of the pit and safety during the test period. Again, safety is the paramount concern.
Test pits should be excavated so that the spoil pile is placed away from oncoming traffic. The technician's vehicle is to be placed next to the test pit, opposite the spoil pile. This necessitates that the fill be maintained in a drivable condition. Alternatively, the contractor may opt to park a piece of equipment in front of test pits, particularly in small fill areas or those with limited access.
A zone of non-encroachment should be established for all test pits (see diagram below). No grading equipment should enter this zone during the test procedure. The zone should extend outward to the sides approximately 50 feet from the center of the test pit and 100 feet in the direction of traffic flow.
This zone is established both for safety and to avoid excessive ground vibration, which typically decreases test results.
50 ft Zone of
Non-Encroachment
50 ft Zone of
Non-Encroachment
Traffic Direction
Vehicle
parked here Test Pit Spoil
pile
Spoil
pile
Test Pit
SIDE VIEW
PLAN VIEW
TEST PIT SAFETY PLAN
10 0 ft Zone of
Non-Encroachment
GENERAL GRADING GUIDELINES APPENDIX D
APNs 1045-121-02 and 1045-151-34 Page D-7
Upland, San Bernardino County,California Project No.1925-CR Slope Tests
When taking slope tests, the technician should park their vehicle directly above or below the test location on the slope. The contractor's representative should effectively keep all equipment at a safe operation distance (e.g. 50 feet) away from the slope during testing.
The technician is directed to withdraw from the active portion of the fill as soon as possible following testing. The technician's vehicle should be parked at the perimeter of the fill in a highly visible location.
Trench Safety
It is the contractor's responsibility to provide safe access into trenches where compaction testing is needed. Trenches for all utilities should be excavated in accordance with CAL-OSHA and any other applicable safety standards. Safe conditions will be required to enable compaction testing of the trench backfill.
All utility trench excavations in excess of 5 feet deep, which a person enters, are to be shored or laid back. Trench access should be provided in accordance with OSHA standards. Our personnel are directed not to enter any trench by being lowered or "riding down" on the equipment.
Our personnel are directed not to enter any excavation which;
1.is 5 feet or deeper unless shored or laid back,
2.exit points or ladders are not provided,
3.displays any evidence of instability, has any loose ro ck or other debris which could fall into the trench, or
4.displays any other evidence of any unsafe conditions regardless of depth.
If the contractor fails to provide safe access to trenches for compaction testing, our company policy requires that the soil technician withdraws and notifies their supervisor. The contractors representative will then be contacted in an effort to effect a solution. All backfill not tested due to safety concerns or other reasons is subject to reprocessing and/or removal.
Procedures
In the event that the technician's safety is jeopardized or compromised as a result of the contractor's failure to comply with any of the above, the technician is directed to inform both the developer's and contractor's representatives. If the condition is not rectified, the technician is required, by company policy, to immediately withdraw and notify their supervisor. The contractor’s representative will then be contacted in an effort to effect a solution. No further testing will be performed unti l the situation is rectified. Any fill placed in the interim can be considered unacceptable and subject to reprocessing, recompaction or removal.
In the event that the soil technician does not comply with the above or other established safety guidelines,we request that the contractor bring this to technicians attention and notify our project
GENERAL GRADING GUIDELINES APPENDIX D
APNs 1045-121-02 and 1045-151-34 Page D-8
Upland, San Bernardino County,California Project No.1925-CR manager or office. Effective communication and coordination between the contractors' representative and the field technician(s) is strongly encouraged in order to implement the above safety program and safety in general.
The safety procedures outlined above should be discussed at the contractor's safety meetings. This will serve to inform and remind equipment operators of these safety procedures particularly the z one of non-encroachment.
The safety procedures outlined above should be discussed at the contractor's safety meetings. This will serve to inform and remind equipment operators of these safety procedures particularly the zone of non-encroachment.
Villa Serena Specific Plan City of Upland
Initial Study/Mitigated Negative Declaration
October 2019
Appendices
APPENDIX G3:
15TH STREET BASIN MODIFICATIONS REVIEW AND RECOMMENDATIONS
TECHNICAL MEMORANDUM
To: City of Upland JN 10.031.002
From: John McCarthy, PE
Date: June 29, 2018, Revised July 31, 2018
Subject: 15th Street Basin Modifications Review and Recommendations
Q3 Consulting (Q3) was contracted by Frontier Communities to review the “Drainage Study in the City of Upland for the 15th Street Basin” report prepared by Madole & Associates, Inc., dated June 12, 2017. The purpose of the review was to validate the findings in the report and identify recommendations to address any concerns or issues identified in the report.
The Madole Report provides the conceptual basis of design for the modification of the existing 15th Street Basin to allow for residential development on the westerly portion of the basin. In general, the report provides the hydrology and hydraulic calculations to document the ability of the reduced size of the 15th Street Basin to provide the required peak flow mitigation consistent with the existing conditions. The proposed improvements reduce the overall area of the existing basin, but provide the required storage volume by increasing the depth of ponding in the basin. In the existing condition the basin ponds to an elevation of 1422.6’ during a 100-year storm event. In the proposed condition the basin would pond to an elevation of 1427’. This increased depth allows for a similar peak runoff volume to be stored in the basin (61.93 acre-feet in the existing condition and 62.90 acre-feet in the proposed condition) and provided the required peak flow rate mitigation. The report also looked at the impacts associated with re-routing the inflow and discharge lines from the new basin location.
The Madole Report updated the hydrology tributary to the basin and prepared new flood routing calculations for the proposed configuration of the basin. Detailed hydraulics analysis was prepared for the downstream drainage system. The results of the analysis were compared to the existing conditions to document that the project would not adversely affect the downstream or upstream drainage systems.
Hydrology
The Rational Method hydrology tributary to the basin was updated from an LD King study completed in 2000. The updated hydrology used the NOAA Atlas 14 rainfall data and latest City land use plan. The results of the Rational Method were used to prepare an updated Unit Hydrograph analysis. The study calculated revised loss rates in accordance with San Bernardino County Hydrology Manual procedures. A flood routing analysis was prepared to combine the hydrographs and route the combined flow through the proposed detention basin. No comments were identified on the hydrology, except that the unit
15th Street Basin Modifications Technical Memorandum
July 31, 2018
Page | 2
hydrograph time step for the subarea from Node 9 to Node 81 used a value of 10 minutes. The other hydrographs used a time step of 5 minutes which is more appropriate for the lag times of the subarea hydrographs.
The time step should be revised to 5 minutes with any updates to the calculations.
Basin Size and Storage Capacity Evaluation
The volume of water stored in the basin is 62.9 acre-feet in the project condition. The State Division of Safety of Dams (DSOD) takes jurisdiction of basins over 50 acre-feet in size. Facilities over this size are classified as dams and have much higher design standards and maintenance/inspection requirements.
There are exceptions to this rule if the spillway of the basin (considered the maximum water surface elevation that can pond in the basin) is less than 6-feet above the downstream toe of the basin embankment. See chart in Figure 1 for the jurisdictional sizing criteria.
In reviewing the available topographic maps for the
area, the lowest downstream toe of the basin
embankment appears to be elevation 1417.7 at the
location where Grove Avenue dead ends at the
embankment. Based on the concept in the report,
the proposed spillway would be at elevation 1428.
This elevation is over 10-feet above the toe elevation
and has a storage volume of 68.8 acre-feet. This
would place the basin under DSOD jurisdiction.
However, some of the storage volume is below the
elevation of the downstream toe and can be
removed in determining if the basin falls under DSOD
jurisdiction. From the stage-storage tables in the
report, there is approximately 10.5 acre-feet of
storage below elevation 1417.7. If we deduct this
from the total, the volume to the spillway is still 58.3 acre-feet (68.8 – 10.5). This volume and dam height
clearly would place the proposed facility within the
jurisdiction of the DSOD. The dam height and size are
plotted as the blue circle on Figure 1.
It is unlikely that the existing embankment would comply with DSOD foundation and embankment criteria. It should be anticipated that the existing embankment would need to be reconstructed with the project improvements, and the foundation for the embankment would need to be excavated to bedrock or other suitable material meeting DSOD criteria. The spillway would also need to be resized based on a Total Class Weight (TCW) for the basin which would be determined by DSOD. The storm-event return frequency for the spillway would vary between a 1,000-year storm event (minimum) to a return frequency of up to a 35,000-year event. These criteria have the ability to drastically increase the cost of modifications to the basin.
Figure 1 – DSOD Jurisdictional Size Chart
Proposed
Basin Size
15th Street Basin Modifications Technical Memorandum
July 31, 2018
Page | 3
To avoid any chance of being classified as a dam, the maximum volume in the basin, above the embankment toe elevation of 1417.7’, needs to be reduced to below 50 acre-feet. Using the stage-storage table in the Madole report, this elevation is approximately 1426.5’. The spillway crest needs to be at this elevation.
To reduce the ponded water depth without increasing the area of the basin, the configuration of the outlet structure needs to be revised. A key element in reducing the depth is to provide a higher discharge at lower water surface elevations. The current plan uses a 48-inch pipe to control the discharge. To make the basin work, this needs to be revised to a much wider opening. However, to control the peak discharge rate to be less than the existing condition, the height of the opening needs to be restricted.
Recommended Modifications
Based on the results of the review, it is recommended that the configuration of the outlet structure be revised to produce a similar peak flow rate reduction at a lower water surface elevation in the basin. The following criteria should be met with the revised design:
1. Maximum discharge from the basin is less than 248 cfs
2. Maximum water surface elevation in the basin is approximately 1426’. This will provide 0.5’ of freeboard between the spillway crest and the 100-year water surface elevation. San Bernardino County Detention Basin Design Criteria does not require freeboard between the spillway and 100- year water surface elevation. However, we do recommend some freeboard be provided.
3. Spillway designed for the 1,000-year event (1.35 x 100-year flow rate) in accordance with County criteria. Required freeboard to the top of the dam embankment shall be above the 1,000-year water surface elevation.
Through a trial and error process we have determined an outlet configuration that would meet these criteria. Using a 9-foot wide x 1.5-foot high opening we can reduce the maximum water surface elevation to 1426.1’ with a peak discharge of 246.7 cfs. This meets the peak discharge and maximum 100-year water surface elevation goals.
The recommended detention basin volumes and water surface elevations are shown in Figure 2 – Modified Detention Basin Volume. The area, depth, and volume in the table were revised from Madole Report. The stage-storage tables and calculations did not match in the Madole Report. Therefore, a new stage-storage relationship was prepared based on aerial topography recently completed for the project.
The new values are included Figure 2. The basin grading plan used to determine the stage-storage curve is attached as Exhibit A.
The changes in the stage-discharge curve as a result of the new outlet structure configuration are shown in Figure 3 – Modified Detention Basin Depth-Volume-Discharge. This figure is taken from the Madole Report and edited to show the recommended changes. The changes are shown in red on the figure. The discharges through the 9-foot x 1.5-foot RCB are based on inlet control from Chart 8 (Scale 1) of the Hydraulic Design of Highway Culverts, Hydraulic Design Series 5, Federal Highway Administration.
15th Street Basin Modifications Technical Memorandum
July 31, 2018
Page | 4
The proposed revisions to the outlet structure are shown on Figure 4 – Outlet Box Structure Modifications.
The figure is also taken from the Madole Report and edited to show the recommended changes in the outlet configuration. The changes are shown in red on the figure.
15th Street Basin Modifications Technical Memorandum
July 31, 2018
Page | 5
15th Street Basin Modifications Technical Memorandum
July 31, 2018
Page | 6
Figure 3 – Modified Detention Basin Depth-Volume-Discharge
9 Ref: Madole and Associates, Inc (2017)
Revised
9’ x1.5’
Opening
c.f.s.
25 45
62 78
92 115
134
150
166
179
192
204
226
246
251
265
282
15th Street Basin Modifications Technical Memorandum
July 31, 2018
Page | 7
Figure 4 – Out Box Structure Modifications
1426.1’
Metered Outlet
9’ wide x 1.5’ high RCB
Ref: Madole and Associates, Inc (2017)
Basin Slope
15th Street Basin Modifications Technical Memorandum
July 31, 2018
Page | 8
Hydraulic Calculations and Detention Basin Flood Routing Analysis The discharge through the new outlet for a range of water surface elevations was calculated based on inlet control using the FHWA Hydraulic Design of Highway Culverts Manual, Chart 8, Scale 1, Headwater Depths for Box Culverts with Inlet Control. The analysis was run using the Dodson computer program.
The results were used to establish the new Depth-Volume-Discharge values shown in the Figure 3. The Dodson results and copy of Chart 8 are included in the Technical Appendix.
The flood routing calculations were re-run using the AES Flood Routing Analysis program. The unit hydrographs were taken from the Madole Report. The hydrograph at flow process Node 9 to Node 81 was revised to use a 5-minute time step. This is a modification from the 10-minute time step in the Madole Report. All other hydrographs use the 5-minute time step and were not changed. The basin Depth- Volume-Discharge values were revised in the model to match the recommended configuration. The output from the AES run is provided in the technical appendix. The results of the analysis identified a peak discharge from the basin at 256.7 cfs, with a maximum depth of 14.1 feet. This corresponds to a maximum water surface elevation of 1426.1 feet. The results of the one-day (24 hour) analysis indicated that the detention basin did not fully drain at the end of the 24-hour period. In accordance with the requirements in the San Bernardino County Hydrology Manual, a multiday flood routing analysis was prepared to determine the critical design storm event for the basin.
A two-day storm analysis was prepared in accordance with the guidelines in the hydrology manual. The 2-day (48 hour) rainfall was taken for the NOAA Atlas 14 data used for the original analysis. The 48-hour rainfall is 12.0 inches, and the 24-hour rainfall is 8.57 inches. Therefore, the rainfall for the second day event is 3.43 inches (12.0” - 8.57”). The ratio of the second day rainfall to the 24-hour peak rainfall is 0.40 (3.43/8.57). This ratio was used to factor down the rainfall for the shorter duration events used in the flood routing analysis. The second day event was run prior to the peak 24-hour event in accordance with District criteria (see Figure 5).
The results of the second day analysis indicated that the basin had a residual depth of 1.17 feet with a storage volume of 1.293 acre-feet at the end of the 24-hour period. This volume was then input into the 24-hour peak flow analysis as the starting condition for the detention basin. The 24-hour peak flow was re-run with the new detention basin starting condition. The results of the analysis indicated that the 2- day analysis did not impact the peak discharge or maximum water surface depth in the basin. Therefore, no additional analysis is required, and the one-day (24-hour) analysis will govern for the design of the basin.
15th Street Basin Modifications Technical Memorandum
July 31, 2018
Page | 9
Figure 5 – Multiday Design Storm Pattern
Conclusions
The project is feasible with some variations to the recommendations in the Madole report. The outlet geometry should be revised to a 9’ x 1.5’ opening or similar based on the updated calculations, and the basin grading shall be revised to match Exhibit A. The freeboard between the maximum 100-year water surface elevation and the crest of the spillway is recommended to be 0.5 feet. The basin size would be reduced to less than 50 acre-feet between the spillway crest elevation and the lowest downstream toe of the embankment. The inlet and outlet pipe hydraulics would not change from the analysis in the Madole Report.
N:\10.031.000\REPORTS\15 St Basin Modifications_Tech Memo_R1.docx
15th Street Basin Modifications
Technical Appendices
Technical Appendix
15th Street Basin Modifications
Technical Appendices
Inlet Control Calculations
(FHWA Chart 8, Scale 1)
BOX CULVERT ANALYSIS
COMPUTATION OF CULVERT PERFORMANCE CURVE
July 26, 2018
15th Street Basin
9 x 1.5 RCB
Inlet Control Rating Curve
==================================================================== PROGRAM INPUT DATA:
DESCRIPTION VALUE -------------------------------------------------------------------- Culvert Span (Width of Opening) (feet).................. 9.00 Culvert Rise (Height of Opening) (feet)................. 1.50 FHWA Chart Number (8,9,10,11,12 or 13).................. 8 Scale Number on Chart (Type of Culvert Entrance)........ 1 Manning`s Roughness Coefficient (n-value)............... 0.0140 Entrance Loss Coefficient of Culvert Opening............ 0.50 Culvert Length (feet)................................... 20.0 Culvert Slope (feet per foot)........................... 0.0050 ==================================================================== PROGRAM RESULTS:
Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet Rate Depth Inlet Outlet Depth Depth Outlet Velocity (cfs) (ft) Control Control (ft) (ft) (ft) (fps) --------------------------------------------------------------------
9.0 0.00 0.49 0.82 0.31 0.31 0.31 3.18
25.0 0.00 0.99 1.05 0.58 0.62 0.62 4.47
45.0 0.00 1.48 1.40 0.84 0.92 0.84 5.95
62.0 0.00 1.99 1.78 1.03 1.14 1.03 6.67
78.0 0.00 2.50 2.20 1.20 1.33 1.20 7.23
92.0 0.00 3.00 2.63 1.34 1.50 1.34 7.65 115.0 0.00 4.01 3.32 1.50 1.50 1.50 8.52 134.0 0.00 5.01 4.01 1.50 1.50 1.50 9.93 150.0 0.00 5.97 4.67 1.50 1.50 1.50 11.11 166.0 0.00 7.04 5.40 1.50 1.50 1.50 12.30 179.0 0.00 7.98 6.05 1.50 1.50 1.50 13.26 192.0 0.00 9.00 6.75 1.50 1.50 1.50 14.22 204.0 0.00 10.01 7.45 1.50 1.50 1.50 15.11 226.0 0.00 12.00 8.82 1.50 1.50 1.50 16.74 251.0 0.00 14.52 10.55 1.50 1.50 1.50 18.59 265.0 0.00 16.05 11.60 1.50 1.50 1.50 19.63 282.0 0.00 18.01 12.95 1.50 1.50 1.50 20.89 ==================================================================== BOX CULVERT ANALYSIS COMPUTER PROGRAM Version 1.6 Copyright (c) 1986 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895-8322. All Rights Reserved.
15th Street Basin Modifications
Technical Appendices
Flood Routing Analysis
Single Day (24-Hour) Event
P a g e 1 | 23
____________________________________________________________________________ ****************************************************************************
F L O O D R O U T I N G A N A L Y S I S
USING COUNTY HYDROLOGY MANUAL OF SAN BERNARDINO(1986)
(c) Copyright 1989-2015 Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1673
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * 15th Street Basin Modified - 24 Hour Event * * 9' x 1.5' Outlet Openning * * File: E15CRR * **************************************************************************
FILE NAME: C:\aes2015\hydrosft\floodX\E15CRR.fld
TIME/DATE OF STUDY: 09:37 07/31/2018
**************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 81.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<<
============================================================================
(UNIT-HYDROGRAPH ADDED TO STREAM #1)
WATERSHED AREA = 379.090 ACRES
BASEFLOW = 0.000 CFS/SQUARE-MILE
*USER ENTERED "LAG" TIME = 0.320 HOURS
CAUTION: LAG TIME IS LESS THAN 0.50 HOURS.
THE 5-MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES.
VALLEY(DEVELOPED) S-GRAPH SELECTED
MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.390
LOW LOSS FRACTION = 0.365
*HYDROGRAPH MODEL #1 SPECIFIED*
SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= 0.45
SPECIFIED PEAK 30-MINUTES RAINFALL(INCH)= 1.05
SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.46
SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.67
SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 3.91
SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 8.57
*USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS:
5-MINUTE FACTOR = 0.980
30-MINUTE FACTOR = 0.980
1-HOUR FACTOR = 0.980
3-HOUR FACTOR = 1.000
6-HOUR FACTOR = 1.000
24-HOUR FACTOR = 1.000
UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES
P a g e 2 | 23
UNIT INTERVAL PERCENTAGE OF LAG-TIME = 26.042
RUNOFF HYDROGRAPH LISTING LIMITS:
MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00
MODEL TIME(HOURS) FOR END OF RESULTS = 20.00
============================================================================
UNIT HYDROGRAPH DETERMINATION
---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH
NUMBER MEAN VALUES ORDINATES(CFS)
---------------------------------------------------------------------------- 1 1.572 72.053
2 8.065 297.710
3 22.451 659.544
4 41.662 880.717
5 63.212 988.028
6 79.350 739.862
7 88.790 432.771
8 94.038 240.601
9 96.928 132.516
10 98.232 59.761
11 98.721 22.406
12 99.209 22.385
13 99.684 21.759
14 99.921 10.880
15 100.000 3.627
---------------------------------------------------------------------------- TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 93.0661
TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 177.5757
----------------------------------------------------------------------------
P a g e 3 | 23
============================================================================
2 4 - H O U R S T O R M
R U N O F F H Y D R O G R A P H
============================================================================
HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS)
(Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 175.0 350.0 525.0 700.0 ----------------------------------------------------------------------------
15.000 85.9579 143.23 . Q . V. . .
15.083 86.9716 147.18 . Q . V. . .
15.167 88.0147 151.46 . Q . V. . .
15.250 89.0907 156.24 . Q . V . .
15.333 90.2030 161.50 . Q. V . .
15.417 91.3530 166.99 . Q. V . .
15.500 92.5351 171.64 . Q. V . .
15.583 93.7400 174.94 . Q. .V . .
15.667 94.9660 178.02 . Q .V . .
15.750 96.2227 182.47 . Q .V . .
15.833 97.5415 191.49 . Q .V . .
15.917 98.9807 208.98 . .Q . V . .
16.000 100.6408 241.05 . . Q . V . .
16.083 102.8102 314.99 . . Q . V . .
16.167 105.8805 445.82 . . . V Q . .
16.250 110.0457 604.79 . . . V . Q .
16.333 114.7813 687.60 . . . V . Q.
16.417 119.5373 690.58 . . . V . Q.
16.500 123.4003 560.91 . . . V . Q .
16.583 126.2454 413.10 . . . Q V . .
16.667 128.3936 311.92 . . Q . V . .
16.750 130.1084 248.98 . . Q . V. .
16.833 131.5249 205.67 . .Q . V. .
16.917 132.7604 179.40 . Q . V. .
17.000 133.9167 167.89 . Q. . V .
17.083 135.0027 157.69 . Q. . V .
17.167 136.0033 145.30 . Q . . V .
17.250 136.9332 135.01 . Q . . V .
17.333 137.8086 127.11 . Q . . .V .
17.417 138.6436 121.25 . Q . . .V .
17.500 139.4442 116.24 . Q . . .V .
17.583 140.2153 111.97 . Q . . .V .
17.667 140.9608 108.24 . Q . . .V .
17.750 141.6836 104.95 . Q . . .V .
17.833 142.3862 102.02 . Q . . . V .
17.917 143.0704 99.36 . Q . . . V .
18.000 143.7379 96.91 . Q . . . V .
18.083 144.3900 94.69 . Q . . . V .
18.167 145.0288 92.76 . Q . . . V .
18.250 145.6567 91.17 . Q . . . V .
18.333 146.2755 89.84 . Q . . . V .
18.417 146.8862 88.68 . Q . . . V .
18.500 147.4888 87.49 . Q . . . V .
18.583 148.0827 86.23 . Q . . . V .
18.667 148.6677 84.94 . Q . . . V .
18.750 149.2439 83.67 . Q . . . V .
P a g e 4 | 23
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 175.0 350.0 525.0 700.0 ----------------------------------------------------------------------------
18.833 149.8117 82.43 . Q . . . V .
18.917 150.3711 81.23 . Q . . . V .
19.000 150.9227 80.09 . Q . . . V .
19.083 151.4668 79.00 . Q . . . V .
19.167 152.0037 77.96 . Q . . . V .
19.250 152.5337 76.95 . Q . . . V .
19.333 153.0570 75.99 . Q . . . V .
19.417 153.5739 75.06 . Q . . . V .
19.500 154.0847 74.17 . Q . . . V .
19.583 154.5897 73.32 . Q . . . V .
19.667 155.0889 72.49 . Q . . . V .
19.750 155.5827 71.70 . Q . . . V .
19.833 156.0712 70.93 . Q . . . V .
19.917 156.5547 70.19 . Q . . . V .
20.000 157.0332 69.48 . Q . . . V . -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1205.0
10% 655.0
20% 140.0
30% 55.0
40% 40.0
50% 30.0
60% 25.0
70% 20.0
80% 20.0
90% 10.0
**************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 251.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<<
============================================================================
(UNIT-HYDROGRAPH ADDED TO STREAM #2)
WATERSHED AREA = 60.740 ACRES
BASEFLOW = 0.000 CFS/SQUARE-MILE
*USER ENTERED "LAG" TIME = 0.260 HOURS
CAUTION: LAG TIME IS LESS THAN 0.50 HOURS.
THE 5-MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES.
VALLEY(DEVELOPED) S-GRAPH SELECTED
MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.380
LOW LOSS FRACTION = 0.358
*HYDROGRAPH MODEL #1 SPECIFIED*
SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= 0.45
SPECIFIED PEAK 30-MINUTES RAINFALL(INCH)= 1.05
SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.46
P a g e 5 | 23
SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.67
SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 3.91
SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 8.57
*USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS:
5-MINUTE FACTOR = 0.980
30-MINUTE FACTOR = 0.980
1-HOUR FACTOR = 0.980
3-HOUR FACTOR = 1.000
6-HOUR FACTOR = 1.000
24-HOUR FACTOR = 1.000
UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES
UNIT INTERVAL PERCENTAGE OF LAG-TIME = 32.051
RUNOFF HYDROGRAPH LISTING LIMITS:
MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00
MODEL TIME(HOURS) FOR END OF RESULTS = 20.00
============================================================================
UNIT HYDROGRAPH DETERMINATION
---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH
NUMBER MEAN VALUES ORDINATES(CFS)
---------------------------------------------------------------------------- 1 2.050 15.056
2 12.541 77.066
3 32.902 149.568
4 59.287 193.817
5 79.698 149.934
6 90.409 78.679
7 95.683 38.739
8 97.996 16.991
9 98.702 5.189
10 99.294 4.352
11 99.718 3.110
12 99.929 1.555
13 100.000 0.518
---------------------------------------------------------------------------- TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 14.6203
TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 28.7433
----------------------------------------------------------------------------
P a g e 6 | 23
============================================================================
2 4 - H O U R S T O R M
R U N O F F H Y D R O G R A P H
============================================================================
HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS)
(Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 ----------------------------------------------------------------------------
15.000 14.0464 23.65 . Q . V. . .
15.083 14.2139 24.32 . Q . V. . .
15.167 14.3866 25.07 . Q . V . .
15.250 14.5649 25.89 . Q . V . .
15.333 14.7496 26.82 . Q . V . .
15.417 14.9407 27.75 . Q . V . .
15.500 15.1364 28.41 . Q . .V . .
15.583 15.3344 28.75 . Q . .V . .
15.667 15.5346 29.07 . Q . .V . .
15.750 15.7416 30.06 . Q . .V . .
15.833 15.9633 32.19 . Q . . V . .
15.917 16.2101 35.84 . Q . . V . .
16.000 16.5046 42.76 . Q . . V . .
16.083 16.9074 58.49 . .Q . V . .
16.167 17.5226 89.33 . . Q . V . .
16.250 18.3352 117.99 . . . Q V . .
16.333 19.2156 127.84 . . . QV . .
16.417 19.9321 104.02 . . Q V . .
16.500 20.4229 71.28 . . Q . V . .
16.583 20.7722 50.72 . Q . V . .
16.667 21.0399 38.87 . Q . . V. .
16.750 21.2608 32.07 . Q . . V. .
16.833 21.4633 29.40 . Q . . V. .
16.917 21.6496 27.06 . Q . . V .
17.000 21.8211 24.91 . Q . . V .
17.083 21.9807 23.17 . Q . . V .
17.167 22.1309 21.81 . Q . . V .
17.250 22.2737 20.74 . Q . . V .
17.333 22.4098 19.76 . Q . . .V .
17.417 22.5401 18.92 . Q . . .V .
17.500 22.6656 18.21 . Q . . .V .
17.583 22.7868 17.61 . Q . . .V .
17.667 22.9044 17.07 . Q . . .V .
17.750 23.0187 16.60 . Q . . . V .
17.833 23.1300 16.16 . Q . . . V .
17.917 23.2385 15.76 . Q . . . V .
18.000 23.3445 15.39 . Q . . . V .
18.083 23.4483 15.06 . Q . . . V .
18.167 23.5501 14.79 . Q . . . V .
18.250 23.6504 14.57 . Q . . . V .
18.333 23.7496 14.40 . Q . . . V .
18.417 23.8476 14.22 . Q . . . V .
18.500 23.9441 14.02 . Q . . . V .
18.583 24.0392 13.81 . Q . . . V .
18.667 24.1329 13.60 . Q . . . V .
18.750 24.2251 13.40 . Q . . . V .
P a g e 7 | 23
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 ----------------------------------------------------------------------------
18.833 24.3160 13.20 . Q . . . V .
18.917 24.4057 13.01 . Q . . . V .
19.000 24.4941 12.83 . Q . . . V .
19.083 24.5813 12.66 . Q . . . V .
19.167 24.6673 12.50 . Q . . . V .
19.250 24.7523 12.34 . Q . . . V .
19.333 24.8363 12.19 . Q . . . V .
19.417 24.9192 12.04 . Q . . . V .
19.500 25.0012 11.90 . Q . . . V .
19.583 25.0823 11.77 . Q . . . V .
19.667 25.1625 11.64 . Q . . . V .
19.750 25.2418 11.52 . Q . . . V .
19.833 25.3203 11.40 . Q . . . V .
19.917 25.3979 11.28 . Q . . . V .
20.000 25.4748 11.17 . Q . . . V . -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1205.0
10% 485.0
20% 105.0
30% 45.0
40% 30.0
50% 25.0
60% 20.0
70% 15.0
80% 15.0
90% 10.0
**************************************************************************** FLOW PROCESS FROM NODE 309.00 TO NODE 361.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<<
============================================================================
(UNIT-HYDROGRAPH ADDED TO STREAM #3)
WATERSHED AREA = 81.340 ACRES
BASEFLOW = 0.000 CFS/SQUARE-MILE
*USER ENTERED "LAG" TIME = 0.300 HOURS
CAUTION: LAG TIME IS LESS THAN 0.50 HOURS.
THE 5-MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES.
VALLEY(DEVELOPED) S-GRAPH SELECTED
MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.410
LOW LOSS FRACTION = 0.378
*HYDROGRAPH MODEL #1 SPECIFIED*
SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= 0.45
SPECIFIED PEAK 30-MINUTES RAINFALL(INCH)= 1.05
SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.46
P a g e 8 | 23
SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.67
SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 3.91
SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 8.57
*USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS:
5-MINUTE FACTOR = 0.980
30-MINUTE FACTOR = 0.980
1-HOUR FACTOR = 0.980
3-HOUR FACTOR = 1.000
6-HOUR FACTOR = 1.000
24-HOUR FACTOR = 1.000
UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES
UNIT INTERVAL PERCENTAGE OF LAG-TIME = 27.778
RUNOFF HYDROGRAPH LISTING LIMITS:
MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00
MODEL TIME(HOURS) FOR END OF RESULTS = 20.00
============================================================================
UNIT HYDROGRAPH DETERMINATION
---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH
NUMBER MEAN VALUES ORDINATES(CFS)
---------------------------------------------------------------------------- 1 1.701 16.730
2 9.283 74.585
3 25.290 157.462
4 46.738 210.990
5 68.920 218.201
6 83.414 142.577
7 91.365 78.214
8 95.710 42.750
9 97.845 21.003
10 98.542 6.849
11 99.063 5.124
12 99.583 5.124
13 100.000 4.099
---------------------------------------------------------------------------- TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 20.6973
TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 37.3737
----------------------------------------------------------------------------
P a g e 9 | 23
============================================================================
2 4 - H O U R S T O R M
R U N O F F H Y D R O G R A P H
============================================================================
HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS)
(Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 ----------------------------------------------------------------------------
15.000 18.1187 30.29 . Q . V. . .
15.083 18.3332 31.14 . Q . V. . .
15.167 18.5539 32.06 . Q . V. . .
15.250 18.7818 33.08 . Q . V . .
15.333 19.0174 34.22 . Q . V . .
15.417 19.2612 35.39 . Q . V . .
15.500 19.5115 36.34 . Q . V . .
15.583 19.7661 36.98 . Q . .V . .
15.667 20.0247 37.54 . Q . .V . .
15.750 20.2901 38.53 . Q . .V . .
15.833 20.5702 40.67 . Q . . V . .
15.917 20.8778 44.67 . Q . . V . .
16.000 21.2364 52.06 . Q . V . .
16.083 21.7130 69.21 . . Q . V . .
16.167 22.4078 100.88 . . Q V . .
16.250 23.3473 136.42 . . . V Q . .
16.333 24.4078 153.98 . . . V Q .
16.417 25.4216 147.21 . . . V Q. .
16.500 26.1888 111.39 . . . Q V . .
16.583 26.7414 80.23 . . Q . V . .
16.667 27.1609 60.92 . . Q . V. .
16.750 27.4955 48.59 . Q. . V. .
16.833 27.7740 40.42 . Q . . V. .
16.917 28.0294 37.09 . Q . . V. .
17.000 28.2687 34.75 . Q . . V .
17.083 28.4910 32.28 . Q . . V .
17.167 28.6921 29.20 . Q . . V .
17.250 28.8825 27.65 . Q . . V .
17.333 29.0638 26.33 . Q . . .V .
17.417 29.2371 25.16 . Q . . .V .
17.500 29.4034 24.15 . Q . . .V .
17.583 29.5637 23.29 . Q . . .V .
17.667 29.7189 22.54 . Q . . .V .
17.750 29.8696 21.87 . Q . . .V .
17.833 30.0161 21.28 . Q . . . V .
17.917 30.1589 20.73 . Q . . . V .
18.000 30.2982 20.23 . Q . . . V .
18.083 30.4344 19.77 . Q . . . V .
18.167 30.5679 19.38 . Q . . . V .
18.250 30.6992 19.07 . Q . . . V .
18.333 30.8287 18.81 . Q . . . V .
18.417 30.9567 18.57 . Q . . . V .
18.500 31.0829 18.32 . Q . . . V .
18.583 31.2072 18.05 . Q . . . V .
18.667 31.3297 17.78 . Q . . . V .
18.750 31.4503 17.52 . Q . . . V .
P a g e 10 | 23
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 ----------------------------------------------------------------------------
18.833 31.5691 17.26 . Q . . . V .
18.917 31.6863 17.01 . Q . . . V .
19.000 31.8018 16.77 . Q . . . V .
19.083 31.9157 16.55 . Q . . . V .
19.167 32.0282 16.33 . Q . . . V .
19.250 32.1392 16.12 . Q . . . V .
19.333 32.2488 15.92 . Q . . . V .
19.417 32.3571 15.72 . Q . . . V .
19.500 32.4641 15.54 . Q . . . V .
19.583 32.5699 15.36 . Q . . . V .
19.667 32.6746 15.19 . Q . . . V .
19.750 32.7780 15.03 . Q . . . V .
19.833 32.8804 14.87 . Q . . . V .
19.917 32.9817 14.71 . Q . . . V .
20.000 33.0820 14.56 . Q . . . V . -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1205.0
10% 570.0
20% 125.0
30% 50.0
40% 35.0
50% 30.0
60% 25.0
70% 20.0
80% 15.0
90% 10.0
**************************************************************************** FLOW PROCESS FROM NODE 409.00 TO NODE 431.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<<
============================================================================
(UNIT-HYDROGRAPH ADDED TO STREAM #4)
WATERSHED AREA = 62.700 ACRES
BASEFLOW = 0.000 CFS/SQUARE-MILE
*USER ENTERED "LAG" TIME = 0.240 HOURS
CAUTION: LAG TIME IS LESS THAN 0.50 HOURS.
THE 5-MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES.
VALLEY(DEVELOPED) S-GRAPH SELECTED
MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.340
LOW LOSS FRACTION = 0.322
*HYDROGRAPH MODEL #1 SPECIFIED*
SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= 0.45
SPECIFIED PEAK 30-MINUTES RAINFALL(INCH)= 1.05
SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.46
P a g e 11 | 23
SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.67
SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 3.91
SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 8.57
*USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS:
5-MINUTE FACTOR = 0.980
30-MINUTE FACTOR = 0.980
1-HOUR FACTOR = 0.980
3-HOUR FACTOR = 1.000
6-HOUR FACTOR = 1.000
24-HOUR FACTOR = 1.000
UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES
UNIT INTERVAL PERCENTAGE OF LAG-TIME = 34.722
RUNOFF HYDROGRAPH LISTING LIMITS:
MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00
MODEL TIME(HOURS) FOR END OF RESULTS = 20.00
============================================================================
UNIT HYDROGRAPH DETERMINATION
---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH
NUMBER MEAN VALUES ORDINATES(CFS)
---------------------------------------------------------------------------- 1 2.308 17.499
2 14.779 94.568
3 38.225 177.789
4 66.233 212.371
5 84.561 138.980
6 93.250 65.884
7 97.213 30.057
8 98.477 9.578
9 99.128 4.936
10 99.651 3.969
11 99.913 1.985
12 100.000 0.662
---------------------------------------------------------------------------- TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 13.5705
TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 31.1916
----------------------------------------------------------------------------
P a g e 12 | 23
============================================================================
2 4 - H O U R S T O R M
R U N O F F H Y D R O G R A P H
============================================================================
HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS)
(Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 ----------------------------------------------------------------------------
15.000 15.3579 25.95 . Q . V. . .
15.083 15.5418 26.70 . Q . V. . .
15.167 15.7314 27.53 . Q . V . .
15.250 15.9273 28.45 . Q . V . .
15.333 16.1304 29.49 . Q . V . .
15.417 16.3406 30.52 . Q . V . .
15.500 16.5553 31.18 . Q . .V . .
15.583 16.7717 31.42 . Q . .V . .
15.667 16.9903 31.75 . Q . .V . .
15.750 17.2180 33.05 . Q . . V . .
15.833 17.4635 35.64 . Q . . V . .
15.917 17.7384 39.93 . Q . . V . .
16.000 18.0693 48.04 . Q. . V . .
16.083 18.5256 66.25 . . Q . V . .
16.167 19.2326 102.65 . . Q V . .
16.250 20.1504 133.26 . . . VQ . .
16.333 21.0950 137.16 . . . Q . .
16.417 21.7994 102.28 . . Q V . .
16.500 22.2689 68.18 . . Q . V . .
16.583 22.6071 49.10 . Q. . V . .
16.667 22.8707 38.27 . Q . . V. .
16.750 23.1035 33.80 . Q . . V. .
16.833 23.3174 31.06 . Q . . V. .
16.917 23.5130 28.41 . Q . . V .
17.000 23.6940 26.27 . Q . . V .
17.083 23.8638 24.66 . Q . . V .
17.167 24.0252 23.44 . Q . . V .
17.250 24.1789 22.31 . Q . . .V .
17.333 24.3253 21.27 . Q . . .V .
17.417 24.4657 20.39 . Q . . .V .
17.500 24.6010 19.65 . Q . . .V .
17.583 24.7320 19.02 . Q . . .V .
17.667 24.8592 18.46 . Q . . .V .
17.750 24.9828 17.96 . Q . . . V .
17.833 25.1033 17.49 . Q . . . V .
17.917 25.2208 17.07 . Q . . . V .
18.000 25.3357 16.68 . Q . . . V .
18.083 25.4481 16.32 . Q . . . V .
18.167 25.5586 16.04 . Q . . . V .
18.250 25.6676 15.82 . Q . . . V .
18.333 25.7753 15.65 . Q . . . V .
18.417 25.8818 15.45 . Q . . . V .
18.500 25.9866 15.23 . Q . . . V .
18.583 26.0899 15.00 . Q . . . V .
18.667 26.1916 14.77 . Q . . . V .
18.750 26.2918 14.55 . Q . . . V .
P a g e 13 | 23
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 ----------------------------------------------------------------------------
18.833 26.3905 14.34 . Q . . . V .
18.917 26.4879 14.13 . Q . . . V .
19.000 26.5839 13.94 . Q . . . V .
19.083 26.6786 13.76 . Q . . . V .
19.167 26.7721 13.58 . Q . . . V .
19.250 26.8645 13.41 . Q . . . V .
19.333 26.9557 13.25 . Q . . . V .
19.417 27.0459 13.09 . Q . . . V .
19.500 27.1350 12.94 . Q . . . V .
19.583 27.2231 12.79 . Q . . . V .
19.667 27.3102 12.65 . Q . . . V .
19.750 27.3965 12.52 . Q . . . V .
19.833 27.4818 12.39 . Q . . . V .
19.917 27.5662 12.26 . Q . . . V .
20.000 27.6499 12.14 . Q . . . V . -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1205.0
10% 500.0
20% 110.0
30% 40.0
40% 30.0
50% 20.0
60% 20.0
70% 20.0
80% 10.0
90% 10.0
**************************************************************************** FLOW PROCESS FROM NODE 81.00 TO NODE 251.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<<<<<
============================================================================
P a g e 14 | 23
**************************************************************************** FLOW PROCESS FROM NODE 251.00 TO NODE 251.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH<<<<<
============================================================================
STREAM HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS)
(Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 225.0 450.0 675.0 900.0 ----------------------------------------------------------------------------
15.000 100.0044 166.88 . Q . V. . .
15.083 101.1855 171.51 . Q . V. . .
15.167 102.4013 176.53 . Q . V. . .
15.250 103.6556 182.13 . Q . V . .
15.333 104.9525 188.31 . Q . V . .
15.417 106.2937 194.74 . Q . V . .
15.500 107.6715 200.05 . Q . V . .
15.583 109.0743 203.69 . Q. .V . .
15.667 110.5005 207.08 . Q. .V . .
15.750 111.9642 212.54 . Q. .V . .
15.833 113.5048 223.68 . Q. . V . .
15.917 115.1908 244.81 . Q . V . .
16.000 117.1454 283.81 . . Q . V . .
16.083 119.7175 373.47 . . Q . V . .
16.167 123.4031 535.15 . . . Q . .
16.250 128.3809 722.78 . . . V . Q .
16.333 133.9969 815.44 . . . V . Q .
16.417 139.4693 794.60 . . . V . Q .
16.500 143.8233 632.19 . . . VQ . .
16.583 147.0176 463.82 . . Q V . .
16.667 149.4335 350.80 . . Q . V . .
16.750 151.3691 281.05 . . Q . V. .
16.833 152.9881 235.07 . Q . V. .
16.917 154.4100 206.46 . Q. . V. .
17.000 155.7378 192.80 . Q . . V .
17.083 156.9833 180.85 . Q . . V .
17.167 158.1342 167.10 . Q . . V .
17.250 159.2068 155.75 . Q . . V .
17.333 160.2184 146.87 . Q . . .V .
17.417 161.1837 140.17 . Q . . .V .
17.500 162.1097 134.45 . Q . . .V .
17.583 163.0021 129.57 . Q . . .V .
17.667 163.8651 125.31 . Q . . .V .
17.750 164.7022 121.55 . Q . . .V .
17.833 165.5161 118.18 . Q . . . V .
17.917 166.3089 115.12 . Q . . . V .
18.000 167.0824 112.30 . Q . . . V .
18.083 167.8382 109.75 . Q . . . V .
18.167 168.5788 107.54 . Q . . . V .
18.250 169.3071 105.75 . Q . . . V .
18.333 170.0250 104.24 . Q . . . V .
18.417 170.7337 102.91 . Q . . . V .
18.500 171.4329 101.51 . Q . . . V .
18.583 172.1218 100.04 . Q . . . V .
18.667 172.8005 98.54 . Q . . . V .
18.750 173.4690 97.07 . Q . . . V .
P a g e 15 | 23
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 225.0 450.0 675.0 900.0 ----------------------------------------------------------------------------
18.833 174.1276 95.63 . Q . . . V .
18.917 174.7767 94.25 . Q . . . V .
19.000 175.4167 92.93 . Q . . . V .
19.083 176.0480 91.67 . Q . . . V .
19.167 176.6710 90.45 . Q . . . V .
19.250 177.2859 89.29 . Q . . . V .
19.333 177.8932 88.18 . Q . . . V .
19.417 178.4931 87.10 . Q . . . V .
19.500 179.0859 86.08 . Q . . . V .
19.583 179.6719 85.09 . Q . . . V .
19.667 180.2513 84.13 . Q . . . V .
19.750 180.8244 83.21 . Q . . . V .
19.833 181.3914 82.33 . Q . . . V .
19.917 181.9525 81.47 . Q . . . V .
20.000 182.5079 80.65 . Q . . . V . -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1205.0
10% 630.0
20% 135.0
30% 55.0
40% 40.0
50% 30.0
60% 25.0
70% 20.0
80% 15.0
90% 10.0
**************************************************************************** FLOW PROCESS FROM NODE 251.00 TO NODE 361.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>STREAM NUMBER 3 ADDED TO STREAM NUMBER 1<<<<<
============================================================================
P a g e 16 | 23
**************************************************************************** FLOW PROCESS FROM NODE 361.00 TO NODE 361.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH<<<<<
============================================================================
STREAM HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS)
(Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 250.0 500.0 750.0 1000.0 ----------------------------------------------------------------------------
15.000 118.1230 197.18 . Q . V. . .
15.083 119.5187 202.65 . Q . V. . .
15.167 120.9552 208.58 . Q . V. . .
15.250 122.4374 215.21 . Q . V . .
15.333 123.9699 222.53 . Q . V . .
15.417 125.5549 230.13 . Q. V . .
15.500 127.1829 236.40 . Q. V . .
15.583 128.8404 240.67 . Q. .V . .
15.667 130.5252 244.63 . Q. .V . .
15.750 132.2543 251.07 . Q .V . .
15.833 134.0750 264.36 . Q . V . .
15.917 136.0686 289.48 . .Q . V . .
16.000 138.3818 335.87 . . Q . V . .
16.083 141.4305 442.68 . . Q . V . .
16.167 145.8109 636.02 . . . V Q . .
16.250 151.7282 859.20 . . . V . Q .
16.333 158.4046 969.42 . . . V . Q .
16.417 164.8909 941.81 . . . V . Q .
16.500 170.0120 743.58 . . . V Q. .
16.583 173.7589 544.05 . . .Q V . .
16.667 176.5945 411.72 . . Q . V . .
16.750 178.8647 329.63 . . Q . V. .
16.833 180.7620 275.49 . .Q . V. .
16.917 182.4393 243.54 . Q. . V. .
17.000 184.0065 227.55 . Q. . V .
17.083 185.4743 213.13 . Q . . V .
17.167 186.8263 196.30 . Q . . V .
17.250 188.0894 183.40 . Q . . V .
17.333 189.2822 173.20 . Q . . .V .
17.417 190.4208 165.32 . Q . . .V .
17.500 191.5131 158.60 . Q . . .V .
17.583 192.5658 152.86 . Q . . .V .
17.667 193.5840 147.85 . Q . . .V .
17.750 194.5718 143.42 . Q . . .V .
17.833 195.5322 139.45 . Q . . . V .
17.917 196.4678 135.85 . Q . . . V .
18.000 197.3806 132.53 . Q . . . V .
18.083 198.2726 129.52 . Q . . . V .
18.167 199.1467 126.93 . Q . . . V .
18.250 200.0063 124.81 . Q . . . V .
18.333 200.8538 123.05 . Q . . . V .
18.417 201.6904 121.48 . Q . . . V .
18.500 202.5157 119.83 . Q . . . V .
18.583 203.3290 118.09 . Q . . . V .
18.667 204.1302 116.33 . Q . . . V .
18.750 204.9193 114.58 . Q . . . V .
P a g e 17 | 23
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 250.0 500.0 750.0 1000.0 ----------------------------------------------------------------------------
18.833 205.6968 112.89 . Q . . . V .
18.917 206.4630 111.25 . Q . . . V .
19.000 207.2185 109.70 . Q . . . V .
19.083 207.9638 108.21 . Q . . . V .
19.167 208.6992 106.78 . Q . . . V .
19.250 209.4251 105.41 . Q . . . V .
19.333 210.1420 104.09 . Q . . . V .
19.417 210.8502 102.83 . Q . . . V .
19.500 211.5501 101.62 . Q . . . V .
19.583 212.2419 100.45 . Q . . . V .
19.667 212.9259 99.32 . Q . . . V .
19.750 213.6025 98.24 . Q . . . V .
19.833 214.2718 97.19 . Q . . . V .
19.917 214.9343 96.18 . Q . . . V .
20.000 215.5900 95.21 . Q . . . V . -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1205.0
10% 625.0
20% 135.0
30% 50.0
40% 40.0
50% 30.0
60% 25.0
70% 20.0
80% 15.0
90% 10.0
**************************************************************************** FLOW PROCESS FROM NODE 361.00 TO NODE 431.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>STREAM NUMBER 4 ADDED TO STREAM NUMBER 1<<<<<
============================================================================
P a g e 18 | 23
**************************************************************************** FLOW PROCESS FROM NODE 431.00 TO NODE 431.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH<<<<<
============================================================================
STREAM HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS)
(Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 300.0 600.0 900.0 1200.0 ----------------------------------------------------------------------------
15.000 133.4809 223.13 . Q . V. . .
15.083 135.0604 229.34 . Q . V. . .
15.167 136.6865 236.12 . Q . V. . .
15.250 138.3646 243.66 . Q . V . .
15.333 140.1003 252.02 . Q . V . .
15.417 141.8954 260.65 . Q . V . .
15.500 143.7382 267.57 . Q . V . .
15.583 145.6121 272.09 . Q. .V . .
15.667 147.5155 276.38 . Q. .V . .
15.750 149.4723 284.12 . Q. .V . .
15.833 151.5384 300.00 . Q. . V . .
15.917 153.8070 329.41 . Q . V . .
16.000 156.4510 383.91 . . Q . V . .
16.083 159.9561 508.94 . . Q . V . .
16.167 165.0434 738.68 . . . Q . .
16.250 171.8785 992.46 . . . V . Q .
16.333 179.4996 1106.58 . . . V . Q .
16.417 186.6903 1044.09 . . . V . Q .
16.500 192.2809 811.76 . . . Q . .
16.583 196.3660 593.15 . . Q. V . .
16.667 199.4651 449.99 . . Q . V. .
16.750 201.9681 363.43 . . Q . V. .
16.833 204.0793 306.56 . Q . V. .
16.917 205.9523 271.95 . Q. . V. .
17.000 207.7004 253.82 . Q . . V .
17.083 209.3381 237.79 . Q . . V .
17.167 210.8514 219.74 . Q . . V .
17.250 212.2682 205.71 . Q . . V .
17.333 213.6074 194.46 . Q . . .V .
17.417 214.8864 185.71 . Q . . .V .
17.500 216.1141 178.25 . Q . . .V .
17.583 217.2978 171.87 . Q . . .V .
17.667 218.4432 166.31 . Q . . .V .
17.750 219.5546 161.38 . Q . . .V .
17.833 220.6355 156.95 . Q . . . V .
17.917 221.6886 152.92 . Q . . . V .
18.000 222.7162 149.21 . Q . . . V .
18.083 223.7206 145.84 . Q . . . V .
18.167 224.7052 142.97 . Q . . . V .
18.250 225.6738 140.64 . Q . . . V .
18.333 226.6291 138.70 . Q . . . V .
18.417 227.5721 136.93 . Q . . . V .
18.500 228.5023 135.06 . Q . . . V .
18.583 229.4189 133.09 . Q . . . V .
18.667 230.3217 131.09 . Q . . . V .
18.750 231.2111 129.13 . Q . . . V .
P a g e 19 | 23
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 300.0 600.0 900.0 1200.0 ----------------------------------------------------------------------------
18.833 232.0873 127.22 . Q . . . V .
18.917 232.9508 125.39 . Q . . . V .
19.000 233.8023 123.64 . Q . . . V .
19.083 234.6423 121.97 . Q . . . V .
19.167 235.4713 120.36 . Q . . . V .
19.250 236.2896 118.82 . Q . . . V .
19.333 237.0977 117.34 . Q . . . V .
19.417 237.8960 115.92 . Q . . . V .
19.500 238.6850 114.55 . Q . . . V .
19.583 239.4649 113.24 . Q . . . V .
19.667 240.2361 111.98 . Q . . . V .
19.750 240.9989 110.76 . Q . . . V .
19.833 241.7536 109.58 . Q . . . V .
19.917 242.5005 108.45 . Q . . . V .
20.000 243.2398 107.35 . Q . . . V . -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1205.0
10% 605.0
20% 130.0
30% 50.0
40% 40.0
50% 30.0
60% 25.0
70% 20.0
80% 15.0
90% 10.0
P a g e 20 | 23
**************************************************************************** FLOW PROCESS FROM NODE 91.00 TO NODE 91.00 IS CODE = 3.1 ---------------------------------------------------------------------------- >>>>>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1 | outflow | basin | |........._______
----------- | ^ | \
| | dead | basin outlet
V | storage |
OUTFLOW ---------
(STREAM 1)
ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1
THROUGH A FLOW-THROUGH DETENTION BASIN
SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS:
DEAD STORAGE(AF) = 0.000
SPECIFIED DEAD STORAGE(AF) FILLED = 0.000
SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00
BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION:
INTERVAL DEPTH OUTFLOW STORAGE
NUMBER (FT) (CFS) (AF)
1 0.00 0.00 0.000
2 0.50 9.00 0.520
3 1.00 25.00 1.080
4 1.50 45.00 1.690
5 2.00 62.00 2.340
6 2.50 78.00 3.050
7 3.00 92.00 3.800
8 4.00 115.00 5.510
9 5.00 134.00 8.200
10 6.00 150.00 11.960
11 7.00 166.00 16.170
12 8.00 179.00 20.740
13 9.00 192.00 25.640
14 10.00 204.00 30.860
15 12.00 226.00 42.220
16 14.00 246.00 54.510
17 14.50 251.00 57.740
18 16.00 265.00 68.140
19 18.00 282.00 83.720
P a g e 22 | 23
============================================================================ MODIFIED-PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS):
(Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.)
CLOCK MEAN
TIME DEAD-STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ----------------------------------------------------------------------------
19.250 0.000 118.82 0.00 11.55 221.8 39.685
19.333 0.000 117.34 0.00 11.43 220.4 38.975
19.417 0.000 115.92 0.00 11.30 219.0 38.265
19.500 0.000 114.55 0.00 11.18 217.7 37.555
19.583 0.000 113.24 0.00 11.05 216.3 36.845
19.667 0.000 111.98 0.00 10.93 214.9 36.136
19.750 0.000 110.76 0.00 10.80 213.5 35.429
19.833 0.000 109.58 0.00 10.68 212.2 34.722
19.917 0.000 108.45 0.00 10.56 210.8 34.017
20.000 0.000 107.35 0.00 10.43 209.4 33.314
20.083 0.000 106.29 0.00 10.31 208.1 32.613
20.167 0.000 105.26 0.00 10.19 206.7 31.914
20.250 0.000 104.27 0.00 10.06 205.4 31.218
20.333 0.000 103.30 0.00 9.94 204.0 30.525
20.417 0.000 102.37 0.00 9.80 202.4 29.836
20.500 0.000 101.46 0.00 9.67 200.9 29.151
20.583 0.000 100.57 0.00 9.54 199.3 28.471
20.667 0.000 99.72 0.00 9.41 197.7 27.796
20.750 0.000 98.88 0.00 9.28 196.2 27.126
20.833 0.000 98.07 0.00 9.16 194.7 26.461
20.917 0.000 97.28 0.00 9.03 193.1 25.801
21.000 0.000 96.52 0.00 8.90 191.5 25.146
21.083 0.000 95.77 0.00 8.77 189.8 24.499
21.167 0.000 95.04 0.00 8.64 188.1 23.858
21.250 0.000 94.32 0.00 8.51 186.4 23.223
21.333 0.000 93.63 0.00 8.38 184.8 22.596
21.417 0.000 92.95 0.00 8.25 183.1 21.975
21.500 0.000 92.29 0.00 8.13 181.5 21.361
21.583 0.000 91.64 0.00 8.00 179.8 20.753
21.667 0.000 91.01 0.00 7.87 178.2 20.153
21.750 0.000 90.39 0.00 7.74 176.5 19.560
21.833 0.000 89.79 0.00 7.61 174.8 18.974
21.917 0.000 89.20 0.00 7.49 173.2 18.396
22.000 0.000 88.62 0.00 7.36 171.5 17.825
22.083 0.000 88.05 0.00 7.24 169.9 17.262
22.167 0.000 87.50 0.00 7.12 168.3 16.705
22.250 0.000 86.96 0.00 7.00 166.7 16.156
22.333 0.000 86.43 0.00 6.87 164.9 15.615
22.417 0.000 85.90 0.00 6.74 162.9 15.085
22.500 0.000 85.39 0.00 6.62 160.9 14.565
22.583 0.000 84.89 0.00 6.50 158.9 14.055
22.667 0.000 84.40 0.00 6.38 157.0 13.555
22.750 0.000 83.92 0.00 6.26 155.1 13.064
22.833 0.000 83.45 0.00 6.15 153.3 12.584
22.917 0.000 82.98 0.00 6.04 151.5 12.112
23.000 0.000 82.52 0.00 5.92 149.6 11.650
23.083 0.000 82.08 0.00 5.80 147.7 11.198
23.167 0.000 81.64 0.00 5.68 145.8 10.756
23.250 0.000 81.20 0.00 5.56 144.0 10.323
23.333 0.000 80.78 0.00 5.45 142.1 9.901
P a g e 23 | 23
============================================================================ MODIFIED-PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS):
(Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.)
CLOCK MEAN
TIME DEAD-STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ----------------------------------------------------------------------------
23.417 0.000 80.36 0.00 5.34 140.4 9.488
23.500 0.000 79.95 0.00 5.23 138.6 9.084
23.583 0.000 79.55 0.00 5.13 136.9 8.688
23.667 0.000 79.15 0.00 5.03 135.3 8.302
23.750 0.000 78.76 0.00 4.90 133.3 7.927
23.833 0.000 78.38 0.00 4.76 130.8 7.566
23.917 0.000 78.00 0.00 4.64 128.3 7.219 ---------------------------------------------------------------------------- PROCESS SUMMARY OF STORAGE:
INFLOW VOLUME = 274.884 AF
BASIN STORAGE = 0.000 AF (WITH 0.000 AF INITIALLY FILLED) OUTFLOW VOLUME = 274.884 AF
LOSS VOLUME = 0.000 AF
============================================================================
END OF FLOODSCx ROUTING ANALYSIS
15th Street Basin Modifications
Technical Appendices
This page intentionally left blank.
15th Street Basin Modifications
Technical Appendices
Flood Routing Analysis
Two-Day (48-Hour) Event
P a g e 1 | 23
____________________________________________________________________________ ****************************************************************************
F L O O D R O U T I N G A N A L Y S I S
USING COUNTY HYDROLOGY MANUAL OF SAN BERNARDINO(1986)
(c) Copyright 1989-2015 Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1673
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * 15th Street Basin Modified - 2 Day Storm - Second Day Event * * 9' x 1.5' Opening * * File: E15CR22 * **************************************************************************
FILE NAME: C:\aes2015\hydrosft\floodX\E15CR2.fld
TIME/DATE OF STUDY: 10:56 07/31/2018
**************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 81.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<<
============================================================================
(UNIT-HYDROGRAPH ADDED TO STREAM #1)
WATERSHED AREA = 379.090 ACRES
BASEFLOW = 0.000 CFS/SQUARE-MILE
*USER ENTERED "LAG" TIME = 0.320 HOURS
CAUTION: LAG TIME IS LESS THAN 0.50 HOURS.
THE 5-MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES.
VALLEY(DEVELOPED) S-GRAPH SELECTED
MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.390
LOW LOSS FRACTION = 0.365
*HYDROGRAPH MODEL #1 SPECIFIED*
SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= 0.18
SPECIFIED PEAK 30-MINUTES RAINFALL(INCH)= 0.42
SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 0.58
SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 1.07
SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 1.56
SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 3.43
*USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS:
5-MINUTE FACTOR = 0.980
30-MINUTE FACTOR = 0.980
1-HOUR FACTOR = 0.980
3-HOUR FACTOR = 1.000
6-HOUR FACTOR = 1.000
24-HOUR FACTOR = 1.000
P a g e 2 | 23
UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES
UNIT INTERVAL PERCENTAGE OF LAG-TIME = 26.042
RUNOFF HYDROGRAPH LISTING LIMITS:
MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00
MODEL TIME(HOURS) FOR END OF RESULTS = 20.00
============================================================================
UNIT HYDROGRAPH DETERMINATION
---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH
NUMBER MEAN VALUES ORDINATES(CFS)
---------------------------------------------------------------------------- 1 1.572 72.053
2 8.065 297.710
3 22.451 659.544
4 41.662 880.717
5 63.212 988.028
6 79.350 739.862
7 88.790 432.771
8 94.038 240.601
9 96.928 132.516
10 98.232 59.761
11 98.721 22.406
12 99.209 22.385
13 99.684 21.759
14 99.921 10.880
15 100.000 3.627
---------------------------------------------------------------------------- TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 38.5428
TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 69.7776
----------------------------------------------------------------------------
P a g e 3 | 23
============================================================================
2 4 - H O U R S T O R M
R U N O F F H Y D R O G R A P H
============================================================================
HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS)
(Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 75.0 150.0 225.0 300.0 ----------------------------------------------------------------------------
15.000 34.4248 58.03 . Q . V. . .
15.083 34.8353 59.60 . Q . V. . .
15.167 35.2575 61.31 . Q . V . .
15.250 35.6928 63.21 . Q . V . .
15.333 36.1425 65.29 . Q . V . .
15.417 36.6069 67.43 . Q . V . .
15.500 37.0829 69.11 . Q. .V . .
15.583 37.5654 70.06 . Q. .V . .
15.667 38.0530 70.80 . Q. .V . .
15.750 38.5494 72.07 . Q. . V . .
15.833 39.0681 75.32 . Q . V . .
15.917 39.6311 81.74 . Q . V . .
16.000 40.2668 92.31 . . Q . V . .
16.083 41.0644 115.81 . . Q . V . .
16.167 42.1532 158.09 . . .Q V . .
16.250 43.6067 211.05 . . . V Q . .
16.333 45.2544 239.24 . . . V .Q .
16.417 46.9243 242.47 . . . V . Q .
16.500 48.3007 199.86 . . . QV . .
16.583 49.3363 150.37 . . Q V . .
16.667 50.1383 116.44 . . Q . V . .
16.750 50.7952 95.38 . . Q . V. .
16.833 51.3500 80.56 . Q . V. .
16.917 51.8404 71.21 . Q. . V. .
17.000 52.3013 66.92 . Q . . V. .
17.083 52.7359 63.09 . Q . . V .
17.167 53.1382 58.42 . Q . . V .
17.250 53.5125 54.36 . Q . . V .
17.333 53.8642 51.06 . Q . . V .
17.417 54.1980 48.47 . Q . . .V .
17.500 54.5167 46.27 . Q . . .V .
17.583 54.8228 44.45 . Q . . .V .
17.667 55.1182 42.89 . Q . . .V .
17.750 55.4043 41.54 . Q . . .V .
17.833 55.6821 40.34 . Q . . .V .
17.917 55.9526 39.27 . Q . . . V .
18.000 56.2163 38.28 . Q . . . V .
18.083 56.4738 37.40 . Q . . . V .
18.167 56.7263 36.66 . Q . . . V .
18.250 56.9749 36.10 . Q . . . V .
18.333 57.2206 35.67 . Q . . . V .
18.417 57.4639 35.33 . Q . . . V .
18.500 57.7045 34.94 . Q . . . V .
18.583 57.9420 34.49 . Q . . . V .
18.667 58.1762 34.00 . Q . . . V .
18.750 58.4070 33.51 . Q . . . V .
P a g e 4 | 23
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 75.0 150.0 225.0 300.0 ----------------------------------------------------------------------------
18.833 58.6344 33.02 . Q . . . V .
18.917 58.8586 32.55 . Q . . . V .
19.000 59.0797 32.10 . Q . . . V .
19.083 59.2978 31.67 . Q . . . V .
19.167 59.5130 31.25 . Q . . . V .
19.250 59.7254 30.85 . Q . . . V .
19.333 59.9352 30.46 . Q . . . V .
19.417 60.1425 30.09 . Q . . . V .
19.500 60.3473 29.74 . Q . . . V .
19.583 60.5498 29.40 . Q . . . V .
19.667 60.7500 29.07 . Q . . . V .
19.750 60.9480 28.75 . Q . . . V .
19.833 61.1440 28.45 . Q . . . V .
19.917 61.3378 28.15 . Q . . . V .
20.000 61.5298 27.87 . Q . . . V . -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1205.0
10% 890.0
20% 180.0
30% 65.0
40% 40.0
50% 30.0
60% 30.0
70% 20.0
80% 20.0
90% 10.0
**************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 251.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<<
============================================================================
(UNIT-HYDROGRAPH ADDED TO STREAM #2)
WATERSHED AREA = 60.740 ACRES
BASEFLOW = 0.000 CFS/SQUARE-MILE
*USER ENTERED "LAG" TIME = 0.260 HOURS
CAUTION: LAG TIME IS LESS THAN 0.50 HOURS.
THE 5-MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES.
VALLEY(DEVELOPED) S-GRAPH SELECTED
MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.380
LOW LOSS FRACTION = 0.358
*HYDROGRAPH MODEL #1 SPECIFIED*
SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= 0.18
SPECIFIED PEAK 30-MINUTES RAINFALL(INCH)= 0.42
SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 0.58
P a g e 5 | 23
SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 1.07
SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 1.56
SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 3.43
*USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS:
5-MINUTE FACTOR = 0.980
30-MINUTE FACTOR = 0.980
1-HOUR FACTOR = 0.980
3-HOUR FACTOR = 1.000
6-HOUR FACTOR = 1.000
24-HOUR FACTOR = 1.000
UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES
UNIT INTERVAL PERCENTAGE OF LAG-TIME = 32.051
RUNOFF HYDROGRAPH LISTING LIMITS:
MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00
MODEL TIME(HOURS) FOR END OF RESULTS = 20.00
============================================================================
UNIT HYDROGRAPH DETERMINATION
---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH
NUMBER MEAN VALUES ORDINATES(CFS)
---------------------------------------------------------------------------- 1 2.050 15.056
2 12.541 77.066
3 32.902 149.568
4 59.287 193.817
5 79.698 149.934
6 90.409 78.679
7 95.683 38.739
8 97.996 16.991
9 98.702 5.189
10 99.294 4.352
11 99.718 3.110
12 99.929 1.555
13 100.000 0.518
---------------------------------------------------------------------------- TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 6.0561
TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 11.2996
----------------------------------------------------------------------------
P a g e 6 | 23
============================================================================
2 4 - H O U R S T O R M
R U N O F F H Y D R O G R A P H
============================================================================
HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS)
(Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 12.5 25.0 37.5 50.0 ----------------------------------------------------------------------------
15.000 5.6259 9.58 . Q . V. . .
15.083 5.6938 9.85 . Q . V . .
15.167 5.7636 10.14 . Q . V . .
15.250 5.8357 10.47 . Q . V . .
15.333 5.9104 10.84 . Q . V . .
15.417 5.9875 11.20 . Q . .V . .
15.500 6.0661 11.42 . Q. .V . .
15.583 6.1451 11.47 . Q. .V . .
15.667 6.2242 11.49 . Q. . V . .
15.750 6.3056 11.81 . Q. . V . .
15.833 6.3926 12.63 . Q . V . .
15.917 6.4889 13.99 . .Q . V . .
16.000 6.6007 16.23 . . Q . V . .
16.083 6.7460 21.09 . . Q . V . .
16.167 6.9606 31.16 . . . Q . .
16.250 7.2421 40.88 . . . V . Q .
16.333 7.5501 44.72 . . . V . Q .
16.417 7.8045 36.95 . . . V Q. .
16.500 7.9829 25.90 . . Q V . .
16.583 8.1136 18.98 . . Q . V . .
16.667 8.2168 14.99 . .Q . V. .
16.750 8.3039 12.64 . Q . V. .
16.833 8.3844 11.69 . Q. . V. .
16.917 8.4590 10.83 . Q . . V. .
17.000 8.5281 10.03 . Q . . V .
17.083 8.5926 9.36 . Q . . V .
17.167 8.6533 8.82 . Q . . V .
17.250 8.7108 8.35 . Q . . V .
17.333 8.7653 7.91 . Q . . .V .
17.417 8.8172 7.53 . Q . . .V .
17.500 8.8670 7.23 . Q . . .V .
17.583 8.9150 6.97 . Q . . .V .
17.667 8.9615 6.75 . Q . . .V .
17.750 9.0067 6.56 . Q . . .V .
17.833 9.0507 6.39 . Q . . . V .
17.917 9.0936 6.23 . Q . . . V .
18.000 9.1354 6.08 . Q . . . V .
18.083 9.1764 5.95 . Q . . . V .
18.167 9.2166 5.85 . Q . . . V .
18.250 9.2564 5.78 . Q . . . V .
18.333 9.2959 5.73 . Q . . . V .
18.417 9.3350 5.68 . Q . . . V .
18.500 9.3737 5.61 . Q . . . V .
18.583 9.4117 5.53 . Q . . . V .
18.667 9.4493 5.45 . Q . . . V .
18.750 9.4862 5.37 . Q . . . V .
P a g e 7 | 23
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 12.5 25.0 37.5 50.0 ----------------------------------------------------------------------------
18.833 9.5226 5.29 . Q . . . V .
18.917 9.5586 5.22 . Q . . . V .
19.000 9.5940 5.14 . Q . . . V .
19.083 9.6290 5.08 . Q . . . V .
19.167 9.6635 5.01 . Q . . . V .
19.250 9.6975 4.95 . Q . . . V .
19.333 9.7312 4.89 . Q . . . V .
19.417 9.7645 4.83 . Q . . . V .
19.500 9.7973 4.77 . Q . . . V .
19.583 9.8298 4.72 . Q . . . V .
19.667 9.8620 4.67 . Q . . . V .
19.750 9.8938 4.62 . Q . . . V .
19.833 9.9253 4.57 . Q . . . V .
19.917 9.9564 4.52 . Q . . . V .
20.000 9.9873 4.48 . Q . . . V . -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1205.0
10% 660.0
20% 140.0
30% 50.0
40% 35.0
50% 25.0
60% 20.0
70% 15.0
80% 15.0
90% 10.0
**************************************************************************** FLOW PROCESS FROM NODE 309.00 TO NODE 361.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<<
============================================================================
(UNIT-HYDROGRAPH ADDED TO STREAM #3)
WATERSHED AREA = 81.340 ACRES
BASEFLOW = 0.000 CFS/SQUARE-MILE
*USER ENTERED "LAG" TIME = 0.300 HOURS
CAUTION: LAG TIME IS LESS THAN 0.50 HOURS.
THE 5-MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES.
VALLEY(DEVELOPED) S-GRAPH SELECTED
MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.410
LOW LOSS FRACTION = 0.378
*HYDROGRAPH MODEL #1 SPECIFIED*
SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= 0.18
SPECIFIED PEAK 30-MINUTES RAINFALL(INCH)= 0.42
SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 0.58
P a g e 8 | 23
SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 1.07
SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 1.56
SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 3.43
*USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS:
5-MINUTE FACTOR = 0.980
30-MINUTE FACTOR = 0.980
1-HOUR FACTOR = 0.980
3-HOUR FACTOR = 1.000
6-HOUR FACTOR = 1.000
24-HOUR FACTOR = 1.000
UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES
UNIT INTERVAL PERCENTAGE OF LAG-TIME = 27.778
RUNOFF HYDROGRAPH LISTING LIMITS:
MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00
MODEL TIME(HOURS) FOR END OF RESULTS = 20.00
============================================================================
UNIT HYDROGRAPH DETERMINATION
---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH
NUMBER MEAN VALUES ORDINATES(CFS)
---------------------------------------------------------------------------- 1 1.701 16.730
2 9.283 74.585
3 25.290 157.462
4 46.738 210.990
5 68.920 218.201
6 83.414 142.577
7 91.365 78.214
8 95.710 42.750
9 97.845 21.003
10 98.542 6.849
11 99.063 5.124
12 99.583 5.124
13 100.000 4.099
---------------------------------------------------------------------------- TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 8.5680
TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 14.6741
----------------------------------------------------------------------------
P a g e 9 | 23
============================================================================
2 4 - H O U R S T O R M
R U N O F F H Y D R O G R A P H
============================================================================
HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS)
(Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 15.0 30.0 45.0 60.0 ----------------------------------------------------------------------------
15.000 7.2565 12.27 . Q . V. . .
15.083 7.3433 12.61 . Q . V . .
15.167 7.4327 12.97 . Q . V . .
15.250 7.5249 13.38 . Q . V . .
15.333 7.6201 13.83 . Q. V . .
15.417 7.7185 14.29 . Q. .V . .
15.500 7.8193 14.63 . Q. .V . .
15.583 7.9211 14.79 . Q. .V . .
15.667 8.0238 14.91 . Q. .V . .
15.750 8.1284 15.19 . Q . V . .
15.833 8.2385 15.99 . Q . V . .
15.917 8.3588 17.47 . .Q . V . .
16.000 8.4958 19.89 . . Q . V . .
16.083 8.6697 25.26 . . Q . V . .
16.167 8.9137 35.42 . . . QV . .
16.250 9.2384 47.15 . . . V .Q .
16.333 9.6051 53.24 . . . V . Q .
16.417 9.9599 51.52 . . . V . Q .
16.500 10.2332 39.69 . . . QV . .
16.583 10.4351 29.31 . . Q. V . .
16.667 10.5928 22.89 . . Q . V . .
16.750 10.7221 18.78 . . Q . V. .
16.833 10.8319 15.95 . Q . V. .
16.917 10.9334 14.73 . Q. . V. .
17.000 11.0288 13.86 . Q. . V .
17.083 11.1181 12.96 . Q . . V .
17.167 11.1993 11.80 . Q . . V .
17.250 11.2761 11.15 . Q . . V .
17.333 11.3489 10.57 . Q . . V .
17.417 11.4180 10.04 . Q . . .V .
17.500 11.4842 9.60 . Q . . .V .
17.583 11.5478 9.24 . Q . . .V .
17.667 11.6092 8.92 . Q . . .V .
17.750 11.6688 8.65 . Q . . .V .
17.833 11.7268 8.41 . Q . . .V .
17.917 11.7832 8.19 . Q . . . V .
18.000 11.8382 7.99 . Q . . . V .
18.083 11.8920 7.81 . Q . . . V .
18.167 11.9447 7.66 . Q . . . V .
18.250 11.9968 7.55 . Q . . . V .
18.333 12.0482 7.47 . Q . . . V .
18.417 12.0992 7.41 . Q . . . V .
18.500 12.1497 7.32 . Q . . . V .
18.583 12.1994 7.22 . Q . . . V .
18.667 12.2485 7.12 . Q . . . V .
18.750 12.2968 7.02 . Q . . . V .
P a g e 10 | 23
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 15.0 30.0 45.0 60.0 ----------------------------------------------------------------------------
18.833 12.3444 6.91 . Q . . . V .
18.917 12.3913 6.82 . Q . . . V .
19.000 12.4376 6.72 . Q . . . V .
19.083 12.4833 6.63 . Q . . . V .
19.167 12.5284 6.55 . Q . . . V .
19.250 12.5729 6.46 . Q . . . V .
19.333 12.6168 6.38 . Q . . . V .
19.417 12.6603 6.30 . Q . . . V .
19.500 12.7032 6.23 . Q . . . V .
19.583 12.7456 6.16 . Q . . . V .
19.667 12.7876 6.09 . Q . . . V .
19.750 12.8291 6.03 . Q . . . V .
19.833 12.8701 5.96 . Q . . . V .
19.917 12.9108 5.90 . Q . . . V .
20.000 12.9510 5.84 . Q . . . V . -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1205.0
10% 805.0
20% 170.0
30% 60.0
40% 40.0
50% 30.0
60% 25.0
70% 20.0
80% 15.0
90% 10.0
**************************************************************************** FLOW PROCESS FROM NODE 409.00 TO NODE 431.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<<
============================================================================
(UNIT-HYDROGRAPH ADDED TO STREAM #4)
WATERSHED AREA = 62.700 ACRES
BASEFLOW = 0.000 CFS/SQUARE-MILE
*USER ENTERED "LAG" TIME = 0.240 HOURS
CAUTION: LAG TIME IS LESS THAN 0.50 HOURS.
THE 5-MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES.
VALLEY(DEVELOPED) S-GRAPH SELECTED
MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.340
LOW LOSS FRACTION = 0.322
*HYDROGRAPH MODEL #1 SPECIFIED*
SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= 0.18
SPECIFIED PEAK 30-MINUTES RAINFALL(INCH)= 0.42
SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 0.58
P a g e 11 | 23
SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 1.07
SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 1.56
SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 3.43
*USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS:
5-MINUTE FACTOR = 0.980
30-MINUTE FACTOR = 0.980
1-HOUR FACTOR = 0.980
3-HOUR FACTOR = 1.000
6-HOUR FACTOR = 1.000
24-HOUR FACTOR = 1.000
UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES
UNIT INTERVAL PERCENTAGE OF LAG-TIME = 34.722
RUNOFF HYDROGRAPH LISTING LIMITS:
MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00
MODEL TIME(HOURS) FOR END OF RESULTS = 20.00
============================================================================
UNIT HYDROGRAPH DETERMINATION
---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH
NUMBER MEAN VALUES ORDINATES(CFS)
---------------------------------------------------------------------------- 1 2.308 17.499
2 14.779 94.568
3 38.225 177.789
4 66.233 212.371
5 84.561 138.980
6 93.250 65.884
7 97.213 30.057
8 98.477 9.578
9 99.128 4.936
10 99.651 3.969
11 99.913 1.985
12 100.000 0.662
---------------------------------------------------------------------------- TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 5.6221
TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 12.2933
----------------------------------------------------------------------------
P a g e 12 | 23
============================================================================
2 4 - H O U R S T O R M
R U N O F F H Y D R O G R A P H
============================================================================
HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS)
(Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 12.5 25.0 37.5 50.0 ----------------------------------------------------------------------------
15.000 6.1514 10.51 . Q . V . .
15.083 6.2259 10.81 . Q . V . .
15.167 6.3026 11.14 . Q . V . .
15.250 6.3818 11.50 . Q. V . .
15.333 6.4638 11.92 . Q. .V . .
15.417 6.5486 12.31 . Q. .V . .
15.500 6.6349 12.52 . Q .V . .
15.583 6.7210 12.51 . Q .V . .
15.667 6.8073 12.52 . Q . V . .
15.750 6.8965 12.96 . Q . V . .
15.833 6.9929 13.99 . .Q . V . .
15.917 7.1003 15.60 . . Q . V . .
16.000 7.2261 18.27 . . Q . V . .
16.083 7.3915 24.02 . . Q. V . .
16.167 7.6411 36.23 . . . V Q . .
16.250 7.9644 46.95 . . . V . Q .
16.333 8.3010 48.87 . . . V . Q.
16.417 8.5559 37.00 . . . V Q. .
16.500 8.7298 25.26 . . Q V . .
16.583 8.8587 18.71 . . Q . V . .
16.667 8.9618 14.97 . .Q . V. .
16.750 9.0542 13.41 . Q . V. .
16.833 9.1397 12.41 . Q. . V. .
16.917 9.2184 11.43 . Q. . V. .
17.000 9.2915 10.62 . Q . . V .
17.083 9.3603 9.99 . Q . . V .
17.167 9.4255 9.48 . Q . . V .
17.250 9.4873 8.97 . Q . . V .
17.333 9.5459 8.50 . Q . . .V .
17.417 9.6017 8.10 . Q . . .V .
17.500 9.6553 7.79 . Q . . .V .
17.583 9.7072 7.53 . Q . . .V .
17.667 9.7575 7.30 . Q . . .V .
17.750 9.8064 7.10 . Q . . .V .
17.833 9.8540 6.91 . Q . . . V .
17.917 9.9004 6.74 . Q . . . V .
18.000 9.9457 6.58 . Q . . . V .
18.083 9.9901 6.44 . Q . . . V .
18.167 10.0338 6.34 . Q . . . V .
18.250 10.0771 6.28 . Q . . . V .
18.333 10.1200 6.24 . Q . . . V .
18.417 10.1625 6.18 . Q . . . V .
18.500 10.2045 6.09 . Q . . . V .
18.583 10.2459 6.01 . Q . . . V .
18.667 10.2866 5.92 . Q . . . V .
18.750 10.3268 5.83 . Q . . . V .
P a g e 13 | 23
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 12.5 25.0 37.5 50.0 ----------------------------------------------------------------------------
18.833 10.3663 5.75 . Q . . . V .
18.917 10.4053 5.66 . Q . . . V .
19.000 10.4438 5.59 . Q . . . V .
19.083 10.4818 5.51 . Q . . . V .
19.167 10.5193 5.44 . Q . . . V .
19.250 10.5563 5.38 . Q . . . V .
19.333 10.5929 5.31 . Q . . . V .
19.417 10.6291 5.25 . Q . . . V .
19.500 10.6648 5.19 . Q . . . V .
19.583 10.7001 5.13 . Q . . . V .
19.667 10.7351 5.07 . Q . . . V .
19.750 10.7696 5.02 . Q . . . V .
19.833 10.8039 4.97 . Q . . . V .
19.917 10.8377 4.92 . Q . . . V .
20.000 10.8713 4.87 . Q . . . V . -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1205.0
10% 655.0
20% 140.0
30% 50.0
40% 30.0
50% 25.0
60% 20.0
70% 20.0
80% 10.0
90% 10.0
**************************************************************************** FLOW PROCESS FROM NODE 81.00 TO NODE 251.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<<<<<
============================================================================
P a g e 14 | 23
**************************************************************************** FLOW PROCESS FROM NODE 251.00 TO NODE 251.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH<<<<<
============================================================================
STREAM HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS)
(Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 75.0 150.0 225.0 300.0 ----------------------------------------------------------------------------
15.000 40.0508 67.61 . Q. V. . .
15.083 40.5291 69.45 . Q. V. . .
15.167 41.0212 71.45 . Q. V . .
15.250 41.5286 73.67 . Q. V . .
15.333 42.0529 76.13 . Q V . .
15.417 42.5944 78.63 . Q .V . .
15.500 43.1490 80.53 . Q .V . .
15.583 43.7105 81.53 . Q .V . .
15.667 44.2773 82.29 . Q .V . .
15.750 44.8549 83.88 . .Q . V . .
15.833 45.4607 87.96 . .Q . V . .
15.917 46.1200 95.73 . . Q . V . .
16.000 46.8675 108.54 . . Q . V . .
16.083 47.8103 136.90 . . Q . V . .
16.167 49.1137 189.25 . . . VQ . .
16.250 50.8488 251.93 . . . V . Q .
16.333 52.8044 283.96 . . . V . Q .
16.417 54.7288 279.42 . . . V . Q .
16.500 56.2836 225.76 . . . V Q .
16.583 57.4499 169.35 . . . Q V . .
16.667 58.3551 131.43 . . Q . V . .
16.750 59.0991 108.03 . . Q . V. .
16.833 59.7344 92.26 . . Q . V. .
16.917 60.2994 82.04 . Q . V. .
17.000 60.8294 76.95 . Q . V .
17.083 61.3284 72.46 . Q. . V .
17.167 61.7915 67.23 . Q . . V .
17.250 62.2234 62.71 . Q . . V .
17.333 62.6295 58.97 . Q . . V .
17.417 63.0152 56.00 . Q . . .V .
17.500 63.3837 53.50 . Q . . .V .
17.583 63.7378 51.42 . Q . . .V .
17.667 64.0797 49.64 . Q . . .V .
17.750 64.4110 48.10 . Q . . .V .
17.833 64.7328 46.73 . Q . . .V .
17.917 65.0462 45.50 . Q . . . V .
18.000 65.3517 44.36 . Q . . . V .
18.083 65.6502 43.34 . Q . . . V .
18.167 65.9429 42.50 . Q . . . V .
18.250 66.2313 41.88 . Q . . . V .
18.333 66.5165 41.41 . Q . . . V .
18.417 66.7989 41.01 . Q . . . V .
18.500 67.0782 40.55 . Q . . . V .
18.583 67.3538 40.02 . Q . . . V .
18.667 67.6255 39.45 . Q . . . V .
18.750 67.8932 38.88 . Q . . . V .
P a g e 15 | 23
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 75.0 150.0 225.0 300.0 ----------------------------------------------------------------------------
18.833 68.1571 38.31 . Q . . . V .
18.917 68.4172 37.76 . Q . . . V .
19.000 68.6737 37.24 . Q . . . V .
19.083 68.9267 36.74 . Q . . . V .
19.167 69.1764 36.26 . Q . . . V .
19.250 69.4230 35.80 . Q . . . V .
19.333 69.6664 35.35 . Q . . . V .
19.417 69.9069 34.92 . Q . . . V .
19.500 70.1446 34.51 . Q . . . V .
19.583 70.3796 34.12 . Q . . . V .
19.667 70.6120 33.74 . Q . . . V .
19.750 70.8418 33.37 . Q . . . V .
19.833 71.0692 33.02 . Q . . . V .
19.917 71.2943 32.68 . Q . . . V .
20.000 71.5171 32.35 . Q . . . V . -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1205.0
10% 875.0
20% 180.0
30% 65.0
40% 40.0
50% 30.0
60% 25.0
70% 20.0
80% 15.0
90% 10.0
**************************************************************************** FLOW PROCESS FROM NODE 251.00 TO NODE 361.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>STREAM NUMBER 3 ADDED TO STREAM NUMBER 1<<<<<
============================================================================
P a g e 16 | 23
**************************************************************************** FLOW PROCESS FROM NODE 361.00 TO NODE 361.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH<<<<<
============================================================================
STREAM HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS)
(Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 ----------------------------------------------------------------------------
15.000 47.3073 79.88 . Q . V. . .
15.083 47.8724 82.06 . Q . V. . .
15.167 48.4539 84.42 . Q . V . .
15.250 49.0534 87.06 . Q . V . .
15.333 49.6730 89.96 . Q . V . .
15.417 50.3129 92.92 . Q. .V . .
15.500 50.9683 95.16 . Q. .V . .
15.583 51.6317 96.33 . Q. .V . .
15.667 52.3011 97.20 . Q. .V . .
15.750 52.9833 99.06 . Q. . V . .
15.833 53.6992 103.94 . Q . V . .
15.917 54.4788 113.20 . .Q . V . .
16.000 55.3633 128.43 . . Q . V . .
16.083 56.4801 162.16 . . Q . V . .
16.167 58.0274 224.67 . . . Q V . .
16.250 60.0872 299.08 . . . V Q. .
16.333 62.4095 337.20 . . . V . Q .
16.417 64.6887 330.93 . . . V . Q .
16.500 66.5168 265.44 . . . QV . .
16.583 67.8850 198.66 . . Q. V . .
16.667 68.9478 154.33 . . Q . V . .
16.750 69.8211 126.80 . . Q . V. .
16.833 70.5663 108.20 . Q . V. .
16.917 71.2328 96.77 . Q. . V. .
17.000 71.8583 90.82 . Q. . V .
17.083 72.4465 85.41 . Q . . V .
17.167 72.9908 79.03 . Q . . V .
17.250 73.4995 73.86 . Q . . V .
17.333 73.9784 69.54 . Q . . V .
17.417 74.4333 66.05 . Q . . .V .
17.500 74.8679 63.10 . Q . . .V .
17.583 75.2856 60.66 . Q . . .V .
17.667 75.6890 58.57 . Q . . .V .
17.750 76.0798 56.75 . Q . . .V .
17.833 76.4596 55.14 . Q . . .V .
17.917 76.8293 53.69 . Q . . . V .
18.000 77.1899 52.35 . Q . . . V .
18.083 77.5422 51.15 . Q . . . V .
18.167 77.8876 50.16 . Q . . . V .
18.250 78.2281 49.43 . Q . . . V .
18.333 78.5647 48.88 . Q . . . V .
18.417 78.8981 48.41 . Q . . . V .
18.500 79.2278 47.87 . Q . . . V .
18.583 79.5532 47.24 . Q . . . V .
18.667 79.8739 46.57 . Q . . . V .
18.750 80.1900 45.90 . Q . . . V .
P a g e 17 | 23
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 ----------------------------------------------------------------------------
18.833 80.5015 45.23 . Q . . . V .
18.917 80.8085 44.58 . Q . . . V .
19.000 81.1113 43.96 . Q . . . V .
19.083 81.4100 43.37 . Q . . . V .
19.167 81.7048 42.80 . Q . . . V .
19.250 81.9958 42.26 . Q . . . V .
19.333 82.2832 41.73 . Q . . . V .
19.417 82.5672 41.23 . Q . . . V .
19.500 82.8478 40.74 . Q . . . V .
19.583 83.1252 40.28 . Q . . . V .
19.667 83.3995 39.83 . Q . . . V .
19.750 83.6709 39.40 . Q . . . V .
19.833 83.9393 38.98 . Q . . . V .
19.917 84.2050 38.58 . Q . . . V .
20.000 84.4680 38.19 . Q . . . V . -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1205.0
10% 865.0
20% 180.0
30% 65.0
40% 40.0
50% 30.0
60% 25.0
70% 20.0
80% 15.0
90% 10.0
**************************************************************************** FLOW PROCESS FROM NODE 361.00 TO NODE 431.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>STREAM NUMBER 4 ADDED TO STREAM NUMBER 1<<<<<
============================================================================
P a g e 18 | 23
**************************************************************************** FLOW PROCESS FROM NODE 431.00 TO NODE 431.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH<<<<<
============================================================================
STREAM HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS)
(Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 ----------------------------------------------------------------------------
15.000 53.4587 90.39 . Q. V. . .
15.083 54.0983 92.87 . Q. V . .
15.167 54.7564 95.56 . Q. V . .
15.250 55.4352 98.56 . Q. V . .
15.333 56.1368 101.88 . Q V . .
15.417 56.8616 105.23 . Q .V . .
15.500 57.6031 107.68 . Q .V . .
15.583 58.3527 108.84 . Q .V . .
15.667 59.1083 109.72 . Q .V . .
15.750 59.8799 112.03 . .Q . V . .
15.833 60.6921 117.93 . .Q . V . .
15.917 61.5791 128.80 . . Q . V . .
16.000 62.5894 146.70 . . Q . V . .
16.083 63.8716 186.18 . . Q . V . .
16.167 65.6685 260.90 . . . V Q . .
16.250 68.0516 346.04 . . . V . Q .
16.333 70.7106 386.08 . . . V . Q .
16.417 73.2446 367.94 . . . V . Q .
16.500 75.2466 290.70 . . . V Q. .
16.583 76.7437 217.37 . . .Q V . .
16.667 77.9097 169.30 . . Q . V . .
16.750 78.8753 140.22 . . Q . V. .
16.833 79.7060 120.62 . . Q . V. .
16.917 80.4512 108.20 . Q . V. .
17.000 81.1498 101.43 . Q . V .
17.083 81.8068 95.40 . Q. . V .
17.167 82.4164 88.51 . Q . . V .
17.250 82.9868 82.83 . Q . . V .
17.333 83.5243 78.04 . Q . . V .
17.417 84.0349 74.15 . Q . . .V .
17.500 84.5232 70.89 . Q . . .V .
17.583 84.9928 68.18 . Q . . .V .
17.667 85.4465 65.87 . Q . . .V .
17.750 85.8862 63.85 . Q . . .V .
17.833 86.3136 62.05 . Q . . .V .
17.917 86.7297 60.43 . Q . . . V .
18.000 87.1356 58.94 . Q . . . V .
18.083 87.5323 57.60 . Q . . . V .
18.167 87.9215 56.51 . Q . . . V .
18.250 88.3052 55.71 . Q . . . V .
18.333 88.6847 55.12 . Q . . . V .
18.417 89.0607 54.59 . Q . . . V .
18.500 89.4324 53.96 . Q . . . V .
18.583 89.7991 53.25 . Q . . . V .
18.667 90.1605 52.49 . Q . . . V .
18.750 90.5168 51.72 . Q . . . V .
P a g e 19 | 23
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 ----------------------------------------------------------------------------
18.833 90.8678 50.97 . Q . . . V .
18.917 91.2139 50.25 . Q . . . V .
19.000 91.5551 49.55 . Q . . . V .
19.083 91.8918 48.89 . Q . . . V .
19.167 92.2241 48.25 . Q . . . V .
19.250 92.5522 47.63 . Q . . . V .
19.333 92.8762 47.04 . Q . . . V .
19.417 93.1963 46.48 . Q . . . V .
19.500 93.5126 45.93 . Q . . . V .
19.583 93.8254 45.41 . Q . . . V .
19.667 94.1346 44.91 . Q . . . V .
19.750 94.4405 44.42 . Q . . . V .
19.833 94.7432 43.95 . Q . . . V .
19.917 95.0428 43.50 . Q . . . V .
20.000 95.3393 43.06 . Q . . . V . -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1205.0
10% 835.0
20% 175.0
30% 65.0
40% 40.0
50% 30.0
60% 25.0
70% 20.0
80% 15.0
90% 10.0
P a g e 20 | 23
**************************************************************************** FLOW PROCESS FROM NODE 91.00 TO NODE 91.00 IS CODE = 3.1 ---------------------------------------------------------------------------- >>>>>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1 | outflow | basin | |........._______
----------- | ^ | \
| | dead | basin outlet
V | storage |
OUTFLOW ---------
(STREAM 1)
ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1
THROUGH A FLOW-THROUGH DETENTION BASIN
SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS:
DEAD STORAGE(AF) = 0.000
SPECIFIED DEAD STORAGE(AF) FILLED = 0.000
SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00
BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION:
INTERVAL DEPTH OUTFLOW STORAGE
NUMBER (FT) (CFS) (AF)
1 0.00 0.00 0.000
2 0.50 9.00 0.520
3 1.00 25.00 1.080
4 1.50 45.00 1.690
5 2.00 62.00 2.340
6 2.50 78.00 3.050
7 3.00 92.00 3.800
8 4.00 115.00 5.510
9 5.00 134.00 8.200
10 6.00 150.00 11.960
11 7.00 166.00 16.170
12 8.00 179.00 20.740
13 9.00 192.00 25.640
14 10.00 204.00 30.860
15 12.00 226.00 42.220
16 14.00 246.00 54.510
17 14.50 251.00 57.740
18 16.00 265.00 68.140
P a g e 21 | 23
============================================================================ MODIFIED-PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS):
(Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.)
CLOCK MEAN
TIME DEAD-STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ----------------------------------------------------------------------------
15.083 0.000 92.87 0.00 2.61 80.2 3.212
15.167 0.000 95.56 0.00 2.67 81.9 3.306
15.250 0.000 98.56 0.00 2.74 83.7 3.408
15.333 0.000 101.88 0.00 2.81 85.7 3.519
15.417 0.000 105.23 0.00 2.89 87.9 3.639
15.500 0.000 107.68 0.00 2.97 90.1 3.760
15.583 0.000 108.84 0.00 3.04 92.1 3.875
15.667 0.000 109.72 0.00 3.11 93.7 3.985
15.750 0.000 112.03 0.00 3.18 95.3 4.100
15.833 0.000 117.93 0.00 3.26 97.0 4.244
15.917 0.000 128.80 0.00 3.38 99.3 4.447
16.000 0.000 146.70 0.00 3.56 102.7 4.750
16.083 0.000 186.18 0.00 3.87 108.4 5.286
16.167 0.000 260.90 0.00 4.29 116.2 6.282
16.250 0.000 346.04 0.00 4.85 125.8 7.799
16.333 0.000 386.08 0.00 5.35 135.4 9.525
16.417 0.000 367.94 0.00 5.76 142.9 11.075
16.500 0.000 290.70 0.00 6.02 148.3 12.056
16.583 0.000 217.37 0.00 6.13 151.2 12.511
16.667 0.000 169.30 0.00 6.16 152.3 12.628
16.750 0.000 140.22 0.00 6.14 152.4 12.544
16.833 0.000 120.62 0.00 6.09 151.8 12.329
16.917 0.000 108.20 0.00 6.02 150.8 12.036
17.000 0.000 101.43 0.00 5.93 149.6 11.704
17.083 0.000 95.40 0.00 5.84 148.1 11.341
17.167 0.000 88.51 0.00 5.73 146.5 10.941
17.250 0.000 82.83 0.00 5.62 144.8 10.515
17.333 0.000 78.04 0.00 5.50 142.9 10.068
17.417 0.000 74.15 0.00 5.37 141.0 9.608
17.500 0.000 70.89 0.00 5.25 139.0 9.139
17.583 0.000 68.18 0.00 5.12 137.0 8.665
17.667 0.000 65.87 0.00 5.00 135.0 8.189
17.750 0.000 63.85 0.00 4.82 132.3 7.718
17.833 0.000 62.05 0.00 4.65 129.0 7.257
17.917 0.000 60.43 0.00 4.48 125.8 6.807
18.000 0.000 58.94 0.00 4.32 122.6 6.369
18.083 0.000 57.60 0.00 4.16 119.6 5.942
18.167 0.000 56.51 0.00 4.01 116.6 5.528
18.250 0.000 55.71 0.00 3.78 112.6 5.137
18.333 0.000 55.12 0.00 3.57 107.6 4.776
18.417 0.000 54.59 0.00 3.38 102.9 4.443
18.500 0.000 53.96 0.00 3.20 98.6 4.136
18.583 0.000 53.25 0.00 3.03 94.6 3.851
18.667 0.000 52.49 0.00 2.86 90.4 3.590
18.750 0.000 51.72 0.00 2.70 85.9 3.355
18.833 0.000 50.97 0.00 2.56 81.7 3.143
18.917 0.000 50.25 0.00 2.43 77.8 2.953
19.000 0.000 49.55 0.00 2.31 73.9 2.785
19.083 0.000 48.89 0.00 2.21 70.4 2.638
19.167 0.000 48.25 0.00 2.12 67.2 2.507
P a g e 22 | 23
============================================================================ MODIFIED-PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS):
(Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.)
CLOCK MEAN
TIME DEAD-STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ----------------------------------------------------------------------------
19.250 0.000 47.63 0.00 2.04 64.5 2.391
19.333 0.000 47.04 0.00 1.96 61.9 2.289
19.417 0.000 46.48 0.00 1.89 59.5 2.199
19.500 0.000 45.93 0.00 1.83 57.3 2.121
19.583 0.000 45.41 0.00 1.78 55.4 2.052
19.667 0.000 44.91 0.00 1.73 53.7 1.992
19.750 0.000 44.42 0.00 1.69 52.2 1.938
19.833 0.000 43.95 0.00 1.65 50.9 1.891
19.917 0.000 43.50 0.00 1.62 49.7 1.848
20.000 0.000 43.06 0.00 1.59 48.6 1.810
20.083 0.000 42.64 0.00 1.57 47.7 1.775
20.167 0.000 42.23 0.00 1.54 46.8 1.743
20.250 0.000 41.83 0.00 1.52 46.0 1.714
20.333 0.000 41.44 0.00 1.50 45.3 1.688
20.417 0.000 41.07 0.00 1.48 44.5 1.664
20.500 0.000 40.71 0.00 1.46 43.8 1.643
20.583 0.000 40.36 0.00 1.45 43.1 1.624
20.667 0.000 40.01 0.00 1.43 42.5 1.606
20.750 0.000 39.68 0.00 1.42 42.0 1.590
20.833 0.000 39.36 0.00 1.41 41.5 1.576
20.917 0.000 39.04 0.00 1.40 41.0 1.562
21.000 0.000 38.73 0.00 1.38 40.6 1.549
21.083 0.000 38.44 0.00 1.37 40.2 1.537
21.167 0.000 38.14 0.00 1.37 39.8 1.526
21.250 0.000 37.86 0.00 1.36 39.4 1.515
21.333 0.000 37.58 0.00 1.35 39.1 1.504
21.417 0.000 37.31 0.00 1.34 38.8 1.495
21.500 0.000 37.05 0.00 1.33 38.4 1.485
21.583 0.000 36.79 0.00 1.32 38.1 1.476
21.667 0.000 36.54 0.00 1.32 37.8 1.467
21.750 0.000 36.29 0.00 1.31 37.5 1.458
21.833 0.000 36.05 0.00 1.30 37.3 1.450
21.917 0.000 35.81 0.00 1.30 37.0 1.442
22.000 0.000 35.58 0.00 1.29 36.7 1.434
22.083 0.000 35.36 0.00 1.28 36.5 1.426
22.167 0.000 35.13 0.00 1.28 36.2 1.419
22.250 0.000 34.92 0.00 1.27 36.0 1.411
22.333 0.000 34.71 0.00 1.27 35.7 1.404
22.417 0.000 34.50 0.00 1.26 35.5 1.397
22.500 0.000 34.29 0.00 1.25 35.3 1.390
22.583 0.000 34.09 0.00 1.25 35.1 1.384
22.667 0.000 33.90 0.00 1.24 34.8 1.377
22.750 0.000 33.70 0.00 1.24 34.6 1.371
22.833 0.000 33.51 0.00 1.23 34.4 1.364
22.917 0.000 33.33 0.00 1.23 34.2 1.358
23.000 0.000 33.15 0.00 1.22 34.0 1.352
23.083 0.000 32.97 0.00 1.22 33.8 1.346
23.167 0.000 32.79 0.00 1.21 33.6 1.340
23.250 0.000 32.62 0.00 1.21 33.4 1.335
23.333 0.000 32.45 0.00 1.20 33.3 1.329
P a g e 23 | 23
============================================================================ MODIFIED-PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS):
(Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.)
CLOCK MEAN
TIME DEAD-STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ----------------------------------------------------------------------------
23.417 0.000 32.28 0.00 1.20 33.1 1.324
23.500 0.000 32.12 0.00 1.20 32.9 1.318
23.583 0.000 31.96 0.00 1.19 32.7 1.313
23.667 0.000 31.80 0.00 1.19 32.6 1.308
23.750 0.000 31.64 0.00 1.18 32.4 1.303
23.833 0.000 31.49 0.00 1.18 32.2 1.298
23.917 0.000 31.34 0.00 1.17 32.1 1.293 ---------------------------------------------------------------------------- PROCESS SUMMARY OF STORAGE:
INFLOW VOLUME = 108.045 AF
BASIN STORAGE = 0.000 AF (WITH 0.000 AF INITIALLY FILLED) OUTFLOW VOLUME = 108.045 AF
LOSS VOLUME = 0.000 AF
============================================================================
END OF FLOODSCx ROUTING ANALYSIS
Starting volume filled for
24-hour peak period
P a g e 1 | 26
____________________________________________________________________________ ****************************************************************************
F L O O D R O U T I N G A N A L Y S I S
USING COUNTY HYDROLOGY MANUAL OF SAN BERNARDINO(1986)
(c) Copyright 1989-2015 Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1673
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * 15th Street Basin Modified - 2 Day Storm 24 Hour Peak * * 9' x 1.5' Outlet Opening * * File: E15CR21 * **************************************************************************
FILE NAME: C:\aes2015\hydrosft\floodX\E15CR21.fld
TIME/DATE OF STUDY: 10:59 07/31/2018
**************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 81.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<<
============================================================================
(UNIT-HYDROGRAPH ADDED TO STREAM #1)
WATERSHED AREA = 379.090 ACRES
BASEFLOW = 0.000 CFS/SQUARE-MILE
*USER ENTERED "LAG" TIME = 0.320 HOURS
CAUTION: LAG TIME IS LESS THAN 0.50 HOURS.
THE 5-MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES.
VALLEY(DEVELOPED) S-GRAPH SELECTED
MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.390
LOW LOSS FRACTION = 0.365
*HYDROGRAPH MODEL #1 SPECIFIED*
SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= 0.45
SPECIFIED PEAK 30-MINUTES RAINFALL(INCH)= 1.05
SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.46
SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.67
SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 3.91
SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 8.57
*USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS:
5-MINUTE FACTOR = 0.980
30-MINUTE FACTOR = 0.980
1-HOUR FACTOR = 0.980
3-HOUR FACTOR = 1.000
6-HOUR FACTOR = 1.000
24-HOUR FACTOR = 1.000
P a g e 2 | 26
UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES
UNIT INTERVAL PERCENTAGE OF LAG-TIME = 26.042
RUNOFF HYDROGRAPH LISTING LIMITS:
MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00
MODEL TIME(HOURS) FOR END OF RESULTS = 20.00
============================================================================
UNIT HYDROGRAPH DETERMINATION
---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH
NUMBER MEAN VALUES ORDINATES(CFS)
---------------------------------------------------------------------------- 1 1.572 72.053
2 8.065 297.710
3 22.451 659.544
4 41.662 880.717
5 63.212 988.028
6 79.350 739.862
7 88.790 432.771
8 94.038 240.601
9 96.928 132.516
10 98.232 59.761
11 98.721 22.406
12 99.209 22.385
13 99.684 21.759
14 99.921 10.880
15 100.000 3.627
---------------------------------------------------------------------------- TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 93.0661
TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 177.5757
----------------------------------------------------------------------------
P a g e 3 | 26
============================================================================
2 4 - H O U R S T O R M
R U N O F F H Y D R O G R A P H
============================================================================
HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS)
(Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 175.0 350.0 525.0 700.0 ----------------------------------------------------------------------------
15.000 85.9579 143.23 . Q . V. . .
15.083 86.9716 147.18 . Q . V. . .
15.167 88.0147 151.46 . Q . V. . .
15.250 89.0907 156.24 . Q . V . .
15.333 90.2030 161.50 . Q. V . .
15.417 91.3530 166.99 . Q. V . .
15.500 92.5351 171.64 . Q. V . .
15.583 93.7400 174.94 . Q. .V . .
15.667 94.9660 178.02 . Q .V . .
15.750 96.2227 182.47 . Q .V . .
15.833 97.5415 191.49 . Q .V . .
15.917 98.9807 208.98 . .Q . V . .
16.000 100.6408 241.05 . . Q . V . .
16.083 102.8102 314.99 . . Q . V . .
16.167 105.8805 445.82 . . . V Q . .
16.250 110.0457 604.79 . . . V . Q .
16.333 114.7813 687.60 . . . V . Q.
16.417 119.5373 690.58 . . . V . Q.
16.500 123.4003 560.91 . . . V . Q .
16.583 126.2454 413.10 . . . Q V . .
16.667 128.3936 311.92 . . Q . V . .
16.750 130.1084 248.98 . . Q . V. .
16.833 131.5249 205.67 . .Q . V. .
16.917 132.7604 179.40 . Q . V. .
17.000 133.9167 167.89 . Q. . V .
17.083 135.0027 157.69 . Q. . V .
17.167 136.0033 145.30 . Q . . V .
17.250 136.9332 135.01 . Q . . V .
17.333 137.8086 127.11 . Q . . .V .
17.417 138.6436 121.25 . Q . . .V .
17.500 139.4442 116.24 . Q . . .V .
17.583 140.2153 111.97 . Q . . .V .
17.667 140.9608 108.24 . Q . . .V .
17.750 141.6836 104.95 . Q . . .V .
17.833 142.3862 102.02 . Q . . . V .
17.917 143.0704 99.36 . Q . . . V .
18.000 143.7379 96.91 . Q . . . V .
18.083 144.3900 94.69 . Q . . . V .
18.167 145.0288 92.76 . Q . . . V .
18.250 145.6567 91.17 . Q . . . V .
18.333 146.2755 89.84 . Q . . . V .
18.417 146.8862 88.68 . Q . . . V .
18.500 147.4888 87.49 . Q . . . V .
18.583 148.0827 86.23 . Q . . . V .
18.667 148.6677 84.94 . Q . . . V .
18.750 149.2439 83.67 . Q . . . V .
P a g e 4 | 26
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 175.0 350.0 525.0 700.0 ----------------------------------------------------------------------------
18.833 149.8117 82.43 . Q . . . V .
18.917 150.3711 81.23 . Q . . . V .
19.000 150.9227 80.09 . Q . . . V .
19.083 151.4668 79.00 . Q . . . V .
19.167 152.0037 77.96 . Q . . . V .
19.250 152.5337 76.95 . Q . . . V .
19.333 153.0570 75.99 . Q . . . V .
19.417 153.5739 75.06 . Q . . . V .
19.500 154.0847 74.17 . Q . . . V .
19.583 154.5897 73.32 . Q . . . V .
19.667 155.0889 72.49 . Q . . . V .
19.750 155.5827 71.70 . Q . . . V .
19.833 156.0712 70.93 . Q . . . V .
19.917 156.5547 70.19 . Q . . . V .
20.000 157.0332 69.48 . Q . . . V . -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1205.0
10% 655.0
20% 140.0
30% 55.0
40% 40.0
50% 30.0
60% 25.0
70% 20.0
80% 20.0
90% 10.0
**************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 251.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<<
============================================================================
(UNIT-HYDROGRAPH ADDED TO STREAM #2)
WATERSHED AREA = 60.740 ACRES
BASEFLOW = 0.000 CFS/SQUARE-MILE
*USER ENTERED "LAG" TIME = 0.260 HOURS
CAUTION: LAG TIME IS LESS THAN 0.50 HOURS.
THE 5-MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES.
VALLEY(DEVELOPED) S-GRAPH SELECTED
MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.380
LOW LOSS FRACTION = 0.358
*HYDROGRAPH MODEL #1 SPECIFIED*
SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= 0.45
SPECIFIED PEAK 30-MINUTES RAINFALL(INCH)= 1.05
SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.46
P a g e 5 | 26
SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.67
SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 3.91
SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 8.57
*USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS:
5-MINUTE FACTOR = 0.980
30-MINUTE FACTOR = 0.980
1-HOUR FACTOR = 0.980
3-HOUR FACTOR = 1.000
6-HOUR FACTOR = 1.000
24-HOUR FACTOR = 1.000
UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES
UNIT INTERVAL PERCENTAGE OF LAG-TIME = 32.051
RUNOFF HYDROGRAPH LISTING LIMITS:
MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00
MODEL TIME(HOURS) FOR END OF RESULTS = 20.00
============================================================================
UNIT HYDROGRAPH DETERMINATION
---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH
NUMBER MEAN VALUES ORDINATES(CFS)
---------------------------------------------------------------------------- 1 2.050 15.056
2 12.541 77.066
3 32.902 149.568
4 59.287 193.817
5 79.698 149.934
6 90.409 78.679
7 95.683 38.739
8 97.996 16.991
9 98.702 5.189
10 99.294 4.352
11 99.718 3.110
12 99.929 1.555
13 100.000 0.518
---------------------------------------------------------------------------- TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 14.6203
TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 28.7433
----------------------------------------------------------------------------
P a g e 6 | 26
============================================================================
2 4 - H O U R S T O R M
R U N O F F H Y D R O G R A P H
============================================================================
HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS)
(Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 ----------------------------------------------------------------------------
15.000 14.0464 23.65 . Q . V. . .
15.083 14.2139 24.32 . Q . V. . .
15.167 14.3866 25.07 . Q . V . .
15.250 14.5649 25.89 . Q . V . .
15.333 14.7496 26.82 . Q . V . .
15.417 14.9407 27.75 . Q . V . .
15.500 15.1364 28.41 . Q . .V . .
15.583 15.3344 28.75 . Q . .V . .
15.667 15.5346 29.07 . Q . .V . .
15.750 15.7416 30.06 . Q . .V . .
15.833 15.9633 32.19 . Q . . V . .
15.917 16.2101 35.84 . Q . . V . .
16.000 16.5046 42.76 . Q . . V . .
16.083 16.9074 58.49 . .Q . V . .
16.167 17.5226 89.33 . . Q . V . .
16.250 18.3352 117.99 . . . Q V . .
16.333 19.2156 127.84 . . . QV . .
16.417 19.9321 104.02 . . Q V . .
16.500 20.4229 71.28 . . Q . V . .
16.583 20.7722 50.72 . Q . V . .
16.667 21.0399 38.87 . Q . . V. .
16.750 21.2608 32.07 . Q . . V. .
16.833 21.4633 29.40 . Q . . V. .
16.917 21.6496 27.06 . Q . . V .
17.000 21.8211 24.91 . Q . . V .
17.083 21.9807 23.17 . Q . . V .
17.167 22.1309 21.81 . Q . . V .
17.250 22.2737 20.74 . Q . . V .
17.333 22.4098 19.76 . Q . . .V .
17.417 22.5401 18.92 . Q . . .V .
17.500 22.6656 18.21 . Q . . .V .
17.583 22.7868 17.61 . Q . . .V .
17.667 22.9044 17.07 . Q . . .V .
17.750 23.0187 16.60 . Q . . . V .
17.833 23.1300 16.16 . Q . . . V .
17.917 23.2385 15.76 . Q . . . V .
18.000 23.3445 15.39 . Q . . . V .
18.083 23.4483 15.06 . Q . . . V .
18.167 23.5501 14.79 . Q . . . V .
18.250 23.6504 14.57 . Q . . . V .
18.333 23.7496 14.40 . Q . . . V .
18.417 23.8476 14.22 . Q . . . V .
18.500 23.9441 14.02 . Q . . . V .
18.583 24.0392 13.81 . Q . . . V .
18.667 24.1329 13.60 . Q . . . V .
18.750 24.2251 13.40 . Q . . . V .
P a g e 7 | 26
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 ----------------------------------------------------------------------------
18.833 24.3160 13.20 . Q . . . V .
18.917 24.4057 13.01 . Q . . . V .
19.000 24.4941 12.83 . Q . . . V .
19.083 24.5813 12.66 . Q . . . V .
19.167 24.6673 12.50 . Q . . . V .
19.250 24.7523 12.34 . Q . . . V .
19.333 24.8363 12.19 . Q . . . V .
19.417 24.9192 12.04 . Q . . . V .
19.500 25.0012 11.90 . Q . . . V .
19.583 25.0823 11.77 . Q . . . V .
19.667 25.1625 11.64 . Q . . . V .
19.750 25.2418 11.52 . Q . . . V .
19.833 25.3203 11.40 . Q . . . V .
19.917 25.3979 11.28 . Q . . . V .
20.000 25.4748 11.17 . Q . . . V . -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1205.0
10% 485.0
20% 105.0
30% 45.0
40% 30.0
50% 25.0
60% 20.0
70% 15.0
80% 15.0
90% 10.0
**************************************************************************** FLOW PROCESS FROM NODE 309.00 TO NODE 361.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<<
============================================================================
(UNIT-HYDROGRAPH ADDED TO STREAM #3)
WATERSHED AREA = 81.340 ACRES
BASEFLOW = 0.000 CFS/SQUARE-MILE
*USER ENTERED "LAG" TIME = 0.300 HOURS
CAUTION: LAG TIME IS LESS THAN 0.50 HOURS.
THE 5-MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES.
VALLEY(DEVELOPED) S-GRAPH SELECTED
MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.410
LOW LOSS FRACTION = 0.378
*HYDROGRAPH MODEL #1 SPECIFIED*
SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= 0.45
SPECIFIED PEAK 30-MINUTES RAINFALL(INCH)= 1.05
SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.46
P a g e 8 | 26
SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.67
SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 3.91
SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 8.57
*USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS:
5-MINUTE FACTOR = 0.980
30-MINUTE FACTOR = 0.980
1-HOUR FACTOR = 0.980
3-HOUR FACTOR = 1.000
6-HOUR FACTOR = 1.000
24-HOUR FACTOR = 1.000
UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES
UNIT INTERVAL PERCENTAGE OF LAG-TIME = 27.778
RUNOFF HYDROGRAPH LISTING LIMITS:
MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00
MODEL TIME(HOURS) FOR END OF RESULTS = 20.00
============================================================================
UNIT HYDROGRAPH DETERMINATION
---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH
NUMBER MEAN VALUES ORDINATES(CFS)
---------------------------------------------------------------------------- 1 1.701 16.730
2 9.283 74.585
3 25.290 157.462
4 46.738 210.990
5 68.920 218.201
6 83.414 142.577
7 91.365 78.214
8 95.710 42.750
9 97.845 21.003
10 98.542 6.849
11 99.063 5.124
12 99.583 5.124
13 100.000 4.099
---------------------------------------------------------------------------- TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 20.6973
TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 37.3737
----------------------------------------------------------------------------
P a g e 9 | 26
============================================================================
2 4 - H O U R S T O R M
R U N O F F H Y D R O G R A P H
============================================================================
HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS)
(Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 ----------------------------------------------------------------------------
15.000 18.1187 30.29 . Q . V. . .
15.083 18.3332 31.14 . Q . V. . .
15.167 18.5539 32.06 . Q . V. . .
15.250 18.7818 33.08 . Q . V . .
15.333 19.0174 34.22 . Q . V . .
15.417 19.2612 35.39 . Q . V . .
15.500 19.5115 36.34 . Q . V . .
15.583 19.7661 36.98 . Q . .V . .
15.667 20.0247 37.54 . Q . .V . .
15.750 20.2901 38.53 . Q . .V . .
15.833 20.5702 40.67 . Q . . V . .
15.917 20.8778 44.67 . Q . . V . .
16.000 21.2364 52.06 . Q . V . .
16.083 21.7130 69.21 . . Q . V . .
16.167 22.4078 100.88 . . Q V . .
16.250 23.3473 136.42 . . . V Q . .
16.333 24.4078 153.98 . . . V Q .
16.417 25.4216 147.21 . . . V Q. .
16.500 26.1888 111.39 . . . Q V . .
16.583 26.7414 80.23 . . Q . V . .
16.667 27.1609 60.92 . . Q . V. .
16.750 27.4955 48.59 . Q. . V. .
16.833 27.7740 40.42 . Q . . V. .
16.917 28.0294 37.09 . Q . . V. .
17.000 28.2687 34.75 . Q . . V .
17.083 28.4910 32.28 . Q . . V .
17.167 28.6921 29.20 . Q . . V .
17.250 28.8825 27.65 . Q . . V .
17.333 29.0638 26.33 . Q . . .V .
17.417 29.2371 25.16 . Q . . .V .
17.500 29.4034 24.15 . Q . . .V .
17.583 29.5637 23.29 . Q . . .V .
17.667 29.7189 22.54 . Q . . .V .
17.750 29.8696 21.87 . Q . . .V .
17.833 30.0161 21.28 . Q . . . V .
17.917 30.1589 20.73 . Q . . . V .
18.000 30.2982 20.23 . Q . . . V .
18.083 30.4344 19.77 . Q . . . V .
18.167 30.5679 19.38 . Q . . . V .
18.250 30.6992 19.07 . Q . . . V .
18.333 30.8287 18.81 . Q . . . V .
18.417 30.9567 18.57 . Q . . . V .
18.500 31.0829 18.32 . Q . . . V .
18.583 31.2072 18.05 . Q . . . V .
18.667 31.3297 17.78 . Q . . . V .
18.750 31.4503 17.52 . Q . . . V .
P a g e 10 | 26
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 ----------------------------------------------------------------------------
18.833 31.5691 17.26 . Q . . . V .
18.917 31.6863 17.01 . Q . . . V .
19.000 31.8018 16.77 . Q . . . V .
19.083 31.9157 16.55 . Q . . . V .
19.167 32.0282 16.33 . Q . . . V .
19.250 32.1392 16.12 . Q . . . V .
19.333 32.2488 15.92 . Q . . . V .
19.417 32.3571 15.72 . Q . . . V .
19.500 32.4641 15.54 . Q . . . V .
19.583 32.5699 15.36 . Q . . . V .
19.667 32.6746 15.19 . Q . . . V .
19.750 32.7780 15.03 . Q . . . V .
19.833 32.8804 14.87 . Q . . . V .
19.917 32.9817 14.71 . Q . . . V .
20.000 33.0820 14.56 . Q . . . V . -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1205.0
10% 570.0
20% 125.0
30% 50.0
40% 35.0
50% 30.0
60% 25.0
70% 20.0
80% 15.0
90% 10.0
**************************************************************************** FLOW PROCESS FROM NODE 409.00 TO NODE 431.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<<
============================================================================
(UNIT-HYDROGRAPH ADDED TO STREAM #4)
WATERSHED AREA = 62.700 ACRES
BASEFLOW = 0.000 CFS/SQUARE-MILE
*USER ENTERED "LAG" TIME = 0.240 HOURS
CAUTION: LAG TIME IS LESS THAN 0.50 HOURS.
THE 5-MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES.
VALLEY(DEVELOPED) S-GRAPH SELECTED
MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.340
LOW LOSS FRACTION = 0.322
*HYDROGRAPH MODEL #1 SPECIFIED*
SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= 0.45
SPECIFIED PEAK 30-MINUTES RAINFALL(INCH)= 1.05
SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.46
P a g e 11 | 26
SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.67
SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 3.91
SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 8.57
*USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS:
5-MINUTE FACTOR = 0.980
30-MINUTE FACTOR = 0.980
1-HOUR FACTOR = 0.980
3-HOUR FACTOR = 1.000
6-HOUR FACTOR = 1.000
24-HOUR FACTOR = 1.000
UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES
UNIT INTERVAL PERCENTAGE OF LAG-TIME = 34.722
RUNOFF HYDROGRAPH LISTING LIMITS:
MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.00
MODEL TIME(HOURS) FOR END OF RESULTS = 20.00
============================================================================
UNIT HYDROGRAPH DETERMINATION
---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH
NUMBER MEAN VALUES ORDINATES(CFS)
---------------------------------------------------------------------------- 1 2.308 17.499
2 14.779 94.568
3 38.225 177.789
4 66.233 212.371
5 84.561 138.980
6 93.250 65.884
7 97.213 30.057
8 98.477 9.578
9 99.128 4.936
10 99.651 3.969
11 99.913 1.985
12 100.000 0.662
---------------------------------------------------------------------------- TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 13.5705
TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 31.1916
----------------------------------------------------------------------------
P a g e 12 | 26
============================================================================
2 4 - H O U R S T O R M
R U N O F F H Y D R O G R A P H
============================================================================
HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS)
(Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 ----------------------------------------------------------------------------
15.000 15.3579 25.95 . Q . V. . .
15.083 15.5418 26.70 . Q . V. . .
15.167 15.7314 27.53 . Q . V . .
15.250 15.9273 28.45 . Q . V . .
15.333 16.1304 29.49 . Q . V . .
15.417 16.3406 30.52 . Q . V . .
15.500 16.5553 31.18 . Q . .V . .
15.583 16.7717 31.42 . Q . .V . .
15.667 16.9903 31.75 . Q . .V . .
15.750 17.2180 33.05 . Q . . V . .
15.833 17.4635 35.64 . Q . . V . .
15.917 17.7384 39.93 . Q . . V . .
16.000 18.0693 48.04 . Q. . V . .
16.083 18.5256 66.25 . . Q . V . .
16.167 19.2326 102.65 . . Q V . .
16.250 20.1504 133.26 . . . VQ . .
16.333 21.0950 137.16 . . . Q . .
16.417 21.7994 102.28 . . Q V . .
16.500 22.2689 68.18 . . Q . V . .
16.583 22.6071 49.10 . Q. . V . .
16.667 22.8707 38.27 . Q . . V. .
16.750 23.1035 33.80 . Q . . V. .
16.833 23.3174 31.06 . Q . . V. .
16.917 23.5130 28.41 . Q . . V .
17.000 23.6940 26.27 . Q . . V .
17.083 23.8638 24.66 . Q . . V .
17.167 24.0252 23.44 . Q . . V .
17.250 24.1789 22.31 . Q . . .V .
17.333 24.3253 21.27 . Q . . .V .
17.417 24.4657 20.39 . Q . . .V .
17.500 24.6010 19.65 . Q . . .V .
17.583 24.7320 19.02 . Q . . .V .
17.667 24.8592 18.46 . Q . . .V .
17.750 24.9828 17.96 . Q . . . V .
17.833 25.1033 17.49 . Q . . . V .
17.917 25.2208 17.07 . Q . . . V .
18.000 25.3357 16.68 . Q . . . V .
18.083 25.4481 16.32 . Q . . . V .
18.167 25.5586 16.04 . Q . . . V .
18.250 25.6676 15.82 . Q . . . V .
18.333 25.7753 15.65 . Q . . . V .
18.417 25.8818 15.45 . Q . . . V .
18.500 25.9866 15.23 . Q . . . V .
18.583 26.0899 15.00 . Q . . . V .
18.667 26.1916 14.77 . Q . . . V .
18.750 26.2918 14.55 . Q . . . V .
P a g e 13 | 26
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 ----------------------------------------------------------------------------
18.833 26.3905 14.34 . Q . . . V .
18.917 26.4879 14.13 . Q . . . V .
19.000 26.5839 13.94 . Q . . . V .
19.083 26.6786 13.76 . Q . . . V .
19.167 26.7721 13.58 . Q . . . V .
19.250 26.8645 13.41 . Q . . . V .
19.333 26.9557 13.25 . Q . . . V .
19.417 27.0459 13.09 . Q . . . V .
19.500 27.1350 12.94 . Q . . . V .
19.583 27.2231 12.79 . Q . . . V .
19.667 27.3102 12.65 . Q . . . V .
19.750 27.3965 12.52 . Q . . . V .
19.833 27.4818 12.39 . Q . . . V .
19.917 27.5662 12.26 . Q . . . V .
20.000 27.6499 12.14 . Q . . . V . -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1205.0
10% 500.0
20% 110.0
30% 40.0
40% 30.0
50% 20.0
60% 20.0
70% 20.0
80% 10.0
90% 10.0
**************************************************************************** FLOW PROCESS FROM NODE 81.00 TO NODE 251.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<<<<<
============================================================================
P a g e 14 | 26
**************************************************************************** FLOW PROCESS FROM NODE 251.00 TO NODE 251.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH<<<<<
============================================================================
STREAM HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS)
(Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 225.0 450.0 675.0 900.0 ----------------------------------------------------------------------------
15.000 100.0044 166.88 . Q . V. . .
15.083 101.1855 171.51 . Q . V. . .
15.167 102.4013 176.53 . Q . V. . .
15.250 103.6556 182.13 . Q . V . .
15.333 104.9525 188.31 . Q . V . .
15.417 106.2937 194.74 . Q . V . .
15.500 107.6715 200.05 . Q . V . .
15.583 109.0743 203.69 . Q. .V . .
15.667 110.5005 207.08 . Q. .V . .
15.750 111.9642 212.54 . Q. .V . .
15.833 113.5048 223.68 . Q. . V . .
15.917 115.1908 244.81 . Q . V . .
16.000 117.1454 283.81 . . Q . V . .
16.083 119.7175 373.47 . . Q . V . .
16.167 123.4031 535.15 . . . Q . .
16.250 128.3809 722.78 . . . V . Q .
16.333 133.9969 815.44 . . . V . Q .
16.417 139.4693 794.60 . . . V . Q .
16.500 143.8233 632.19 . . . VQ . .
16.583 147.0176 463.82 . . Q V . .
16.667 149.4335 350.80 . . Q . V . .
16.750 151.3691 281.05 . . Q . V. .
16.833 152.9881 235.07 . Q . V. .
16.917 154.4100 206.46 . Q. . V. .
17.000 155.7378 192.80 . Q . . V .
17.083 156.9833 180.85 . Q . . V .
17.167 158.1342 167.10 . Q . . V .
17.250 159.2068 155.75 . Q . . V .
17.333 160.2184 146.87 . Q . . .V .
17.417 161.1837 140.17 . Q . . .V .
17.500 162.1097 134.45 . Q . . .V .
17.583 163.0021 129.57 . Q . . .V .
17.667 163.8651 125.31 . Q . . .V .
17.750 164.7022 121.55 . Q . . .V .
17.833 165.5161 118.18 . Q . . . V .
17.917 166.3089 115.12 . Q . . . V .
18.000 167.0824 112.30 . Q . . . V .
18.083 167.8382 109.75 . Q . . . V .
18.167 168.5788 107.54 . Q . . . V .
18.250 169.3071 105.75 . Q . . . V .
18.333 170.0250 104.24 . Q . . . V .
18.417 170.7337 102.91 . Q . . . V .
18.500 171.4329 101.51 . Q . . . V .
18.583 172.1218 100.04 . Q . . . V .
18.667 172.8005 98.54 . Q . . . V .
18.750 173.4690 97.07 . Q . . . V .
P a g e 15 | 26
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 225.0 450.0 675.0 900.0 ----------------------------------------------------------------------------
18.833 174.1276 95.63 . Q . . . V .
18.917 174.7767 94.25 . Q . . . V .
19.000 175.4167 92.93 . Q . . . V .
19.083 176.0480 91.67 . Q . . . V .
19.167 176.6710 90.45 . Q . . . V .
19.250 177.2859 89.29 . Q . . . V .
19.333 177.8932 88.18 . Q . . . V .
19.417 178.4931 87.10 . Q . . . V .
19.500 179.0859 86.08 . Q . . . V .
19.583 179.6719 85.09 . Q . . . V .
19.667 180.2513 84.13 . Q . . . V .
19.750 180.8244 83.21 . Q . . . V .
19.833 181.3914 82.33 . Q . . . V .
19.917 181.9525 81.47 . Q . . . V .
20.000 182.5079 80.65 . Q . . . V . -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1205.0
10% 630.0
20% 135.0
30% 55.0
40% 40.0
50% 30.0
60% 25.0
70% 20.0
80% 15.0
90% 10.0
**************************************************************************** FLOW PROCESS FROM NODE 251.00 TO NODE 361.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>STREAM NUMBER 3 ADDED TO STREAM NUMBER 1<<<<<
============================================================================
P a g e 16 | 26
**************************************************************************** FLOW PROCESS FROM NODE 361.00 TO NODE 361.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH<<<<<
============================================================================
STREAM HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS)
(Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 250.0 500.0 750.0 1000.0 ----------------------------------------------------------------------------
15.000 118.1230 197.18 . Q . V. . .
15.083 119.5187 202.65 . Q . V. . .
15.167 120.9552 208.58 . Q . V. . .
15.250 122.4374 215.21 . Q . V . .
15.333 123.9699 222.53 . Q . V . .
15.417 125.5549 230.13 . Q. V . .
15.500 127.1829 236.40 . Q. V . .
15.583 128.8404 240.67 . Q. .V . .
15.667 130.5252 244.63 . Q. .V . .
15.750 132.2543 251.07 . Q .V . .
15.833 134.0750 264.36 . Q . V . .
15.917 136.0686 289.48 . .Q . V . .
16.000 138.3818 335.87 . . Q . V . .
16.083 141.4305 442.68 . . Q . V . .
16.167 145.8109 636.02 . . . V Q . .
16.250 151.7282 859.20 . . . V . Q .
16.333 158.4046 969.42 . . . V . Q .
16.417 164.8909 941.81 . . . V . Q .
16.500 170.0120 743.58 . . . V Q. .
16.583 173.7589 544.05 . . .Q V . .
16.667 176.5945 411.72 . . Q . V . .
16.750 178.8647 329.63 . . Q . V. .
16.833 180.7620 275.49 . .Q . V. .
16.917 182.4393 243.54 . Q. . V. .
17.000 184.0065 227.55 . Q. . V .
17.083 185.4743 213.13 . Q . . V .
17.167 186.8263 196.30 . Q . . V .
17.250 188.0894 183.40 . Q . . V .
17.333 189.2822 173.20 . Q . . .V .
17.417 190.4208 165.32 . Q . . .V .
17.500 191.5131 158.60 . Q . . .V .
17.583 192.5658 152.86 . Q . . .V .
17.667 193.5840 147.85 . Q . . .V .
17.750 194.5718 143.42 . Q . . .V .
17.833 195.5322 139.45 . Q . . . V .
17.917 196.4678 135.85 . Q . . . V .
18.000 197.3806 132.53 . Q . . . V .
18.083 198.2726 129.52 . Q . . . V .
18.167 199.1467 126.93 . Q . . . V .
18.250 200.0063 124.81 . Q . . . V .
18.333 200.8538 123.05 . Q . . . V .
18.417 201.6904 121.48 . Q . . . V .
18.500 202.5157 119.83 . Q . . . V .
18.583 203.3290 118.09 . Q . . . V .
18.667 204.1302 116.33 . Q . . . V .
18.750 204.9193 114.58 . Q . . . V .
P a g e 17 | 26
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 250.0 500.0 750.0 1000.0 ----------------------------------------------------------------------------
18.833 205.6968 112.89 . Q . . . V .
18.917 206.4630 111.25 . Q . . . V .
19.000 207.2185 109.70 . Q . . . V .
19.083 207.9638 108.21 . Q . . . V .
19.167 208.6992 106.78 . Q . . . V .
19.250 209.4251 105.41 . Q . . . V .
19.333 210.1420 104.09 . Q . . . V .
19.417 210.8502 102.83 . Q . . . V .
19.500 211.5501 101.62 . Q . . . V .
19.583 212.2419 100.45 . Q . . . V .
19.667 212.9259 99.32 . Q . . . V .
19.750 213.6025 98.24 . Q . . . V .
19.833 214.2718 97.19 . Q . . . V .
19.917 214.9343 96.18 . Q . . . V .
20.000 215.5900 95.21 . Q . . . V . -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1205.0
10% 625.0
20% 135.0
30% 50.0
40% 40.0
50% 30.0
60% 25.0
70% 20.0
80% 15.0
90% 10.0
**************************************************************************** FLOW PROCESS FROM NODE 361.00 TO NODE 431.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>STREAM NUMBER 4 ADDED TO STREAM NUMBER 1<<<<<
============================================================================
P a g e 18 | 26
**************************************************************************** FLOW PROCESS FROM NODE 431.00 TO NODE 431.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH<<<<<
============================================================================
STREAM HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS)
(Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 300.0 600.0 900.0 1200.0 ----------------------------------------------------------------------------
15.000 133.4809 223.13 . Q . V. . .
15.083 135.0604 229.34 . Q . V. . .
15.167 136.6865 236.12 . Q . V. . .
15.250 138.3646 243.66 . Q . V . .
15.333 140.1003 252.02 . Q . V . .
15.417 141.8954 260.65 . Q . V . .
15.500 143.7382 267.57 . Q . V . .
15.583 145.6121 272.09 . Q. .V . .
15.667 147.5155 276.38 . Q. .V . .
15.750 149.4723 284.12 . Q. .V . .
15.833 151.5384 300.00 . Q. . V . .
15.917 153.8070 329.41 . Q . V . .
16.000 156.4510 383.91 . . Q . V . .
16.083 159.9561 508.94 . . Q . V . .
16.167 165.0434 738.68 . . . Q . .
16.250 171.8785 992.46 . . . V . Q .
16.333 179.4996 1106.58 . . . V . Q .
16.417 186.6903 1044.09 . . . V . Q .
16.500 192.2809 811.76 . . . Q . .
16.583 196.3660 593.15 . . Q. V . .
16.667 199.4651 449.99 . . Q . V. .
16.750 201.9681 363.43 . . Q . V. .
16.833 204.0793 306.56 . Q . V. .
16.917 205.9523 271.95 . Q. . V. .
17.000 207.7004 253.82 . Q . . V .
17.083 209.3381 237.79 . Q . . V .
17.167 210.8514 219.74 . Q . . V .
17.250 212.2682 205.71 . Q . . V .
17.333 213.6074 194.46 . Q . . .V .
17.417 214.8864 185.71 . Q . . .V .
17.500 216.1141 178.25 . Q . . .V .
17.583 217.2978 171.87 . Q . . .V .
17.667 218.4432 166.31 . Q . . .V .
17.750 219.5546 161.38 . Q . . .V .
17.833 220.6355 156.95 . Q . . . V .
17.917 221.6886 152.92 . Q . . . V .
18.000 222.7162 149.21 . Q . . . V .
18.083 223.7206 145.84 . Q . . . V .
18.167 224.7052 142.97 . Q . . . V .
18.250 225.6738 140.64 . Q . . . V .
18.333 226.6291 138.70 . Q . . . V .
18.417 227.5721 136.93 . Q . . . V .
18.500 228.5023 135.06 . Q . . . V .
18.583 229.4189 133.09 . Q . . . V .
18.667 230.3217 131.09 . Q . . . V .
18.750 231.2111 129.13 . Q . . . V .
P a g e 19 | 26
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 300.0 600.0 900.0 1200.0 ----------------------------------------------------------------------------
18.833 232.0873 127.22 . Q . . . V .
18.917 232.9508 125.39 . Q . . . V .
19.000 233.8023 123.64 . Q . . . V .
19.083 234.6423 121.97 . Q . . . V .
19.167 235.4713 120.36 . Q . . . V .
19.250 236.2896 118.82 . Q . . . V .
19.333 237.0977 117.34 . Q . . . V .
19.417 237.8960 115.92 . Q . . . V .
19.500 238.6850 114.55 . Q . . . V .
19.583 239.4649 113.24 . Q . . . V .
19.667 240.2361 111.98 . Q . . . V .
19.750 240.9989 110.76 . Q . . . V .
19.833 241.7536 109.58 . Q . . . V .
19.917 242.5005 108.45 . Q . . . V .
20.000 243.2398 107.35 . Q . . . V . -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1205.0
10% 605.0
20% 130.0
30% 50.0
40% 40.0
50% 30.0
60% 25.0
70% 20.0
80% 15.0
90% 10.0
P a g e 20 | 26
**************************************************************************** FLOW PROCESS FROM NODE 91.00 TO NODE 91.00 IS CODE = 3.1 ---------------------------------------------------------------------------- >>>>>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1 | outflow | basin | |........._______
----------- | ^ | \
| | dead | basin outlet
V | storage |
OUTFLOW ---------
(STREAM 1)
ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1
THROUGH A FLOW-THROUGH DETENTION BASIN
SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS:
DEAD STORAGE(AF) = 0.000
SPECIFIED DEAD STORAGE(AF) FILLED = 0.000
SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 1.293 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00
BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION:
INTERVAL DEPTH OUTFLOW STORAGE
NUMBER (FT) (CFS) (AF)
1 0.00 0.00 0.000
2 0.50 9.00 0.520
3 1.00 25.00 1.080
4 1.50 45.00 1.690
5 2.00 62.00 2.340
6 2.50 78.00 3.050
7 3.00 92.00 3.800
8 4.00 115.00 5.510
9 5.00 134.00 8.200
10 6.00 150.00 11.960
11 7.00 166.00 16.170
12 8.00 179.00 20.740
13 9.00 192.00 25.640
14 10.00 204.00 30.860
15 12.00 226.00 42.220
16 14.00 246.00 54.510
17 14.50 251.00 57.740
18 16.00 265.00 68.140
P a g e 21 | 26
============================================================================ MODIFIED-PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS):
(Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.)
CLOCK MEAN
TIME DEAD-STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ----------------------------------------------------------------------------
0.083 0.000 1.31 0.00 1.02 28.9 1.103
0.167 0.000 7.20 0.00 0.92 24.1 0.987
0.250 0.000 19.57 0.00 0.90 22.1 0.970
0.333 0.000 35.77 0.00 0.98 23.1 1.057
0.417 0.000 51.92 0.00 1.12 27.1 1.228
0.500 0.000 63.06 0.00 1.29 33.2 1.433
0.583 0.000 69.41 0.00 1.46 39.9 1.637
0.667 0.000 72.89 0.00 1.60 45.9 1.823
0.750 0.000 74.81 0.00 1.73 50.6 1.989
0.833 0.000 75.78 0.00 1.84 54.7 2.134
0.917 0.000 76.31 0.00 1.94 58.2 2.259
1.000 0.000 76.81 0.00 2.02 61.2 2.366
1.083 0.000 77.27 0.00 2.08 63.6 2.460
1.167 0.000 77.57 0.00 2.14 65.6 2.542
1.250 0.000 77.79 0.00 2.19 67.4 2.614
1.333 0.000 77.98 0.00 2.24 68.9 2.677
1.417 0.000 78.17 0.00 2.28 70.2 2.731
1.500 0.000 78.36 0.00 2.31 71.4 2.780
1.583 0.000 78.55 0.00 2.34 72.4 2.822
1.667 0.000 78.74 0.00 2.37 73.3 2.860
1.750 0.000 78.93 0.00 2.39 74.1 2.893
1.833 0.000 79.13 0.00 2.41 74.8 2.923
1.917 0.000 79.33 0.00 2.43 75.4 2.950
2.000 0.000 79.53 0.00 2.45 76.0 2.974
2.083 0.000 79.73 0.00 2.46 76.5 2.996
2.167 0.000 79.93 0.00 2.48 77.0 3.016
2.250 0.000 80.14 0.00 2.49 77.4 3.035
2.333 0.000 80.34 0.00 2.50 77.8 3.052
2.417 0.000 80.55 0.00 2.51 78.2 3.068
2.500 0.000 80.76 0.00 2.52 78.5 3.084
2.583 0.000 80.97 0.00 2.53 78.8 3.099
2.667 0.000 81.18 0.00 2.54 79.0 3.114
2.750 0.000 81.40 0.00 2.55 79.3 3.128
2.833 0.000 81.61 0.00 2.56 79.6 3.142
2.917 0.000 81.83 0.00 2.57 79.8 3.156
3.000 0.000 82.05 0.00 2.58 80.1 3.169
3.083 0.000 82.28 0.00 2.59 80.3 3.182
3.167 0.000 82.50 0.00 2.60 80.6 3.195
3.250 0.000 82.73 0.00 2.61 80.8 3.208
3.333 0.000 82.95 0.00 2.61 81.1 3.221
3.417 0.000 83.19 0.00 2.62 81.3 3.234
3.500 0.000 83.42 0.00 2.63 81.6 3.247
3.583 0.000 83.65 0.00 2.64 81.8 3.260
3.667 0.000 83.89 0.00 2.65 82.0 3.273
3.750 0.000 84.13 0.00 2.66 82.3 3.285
3.833 0.000 84.37 0.00 2.67 82.5 3.298
3.917 0.000 84.62 0.00 2.67 82.8 3.311
4.000 0.000 84.86 0.00 2.68 83.0 3.324
4.083 0.000 85.11 0.00 2.69 83.2 3.337
4.167 0.000 85.36 0.00 2.70 83.5 3.350
P a g e 22 | 26
============================================================================ MODIFIED-PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS):
(Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.)
CLOCK MEAN
TIME DEAD-STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ----------------------------------------------------------------------------
4.250 0.000 85.62 0.00 2.71 83.7 3.363
4.333 0.000 85.87 0.00 2.72 84.0 3.376
4.417 0.000 86.13 0.00 2.73 84.2 3.389
4.500 0.000 86.39 0.00 2.74 84.5 3.403
4.583 0.000 86.66 0.00 2.74 84.7 3.416
4.667 0.000 86.93 0.00 2.75 85.0 3.430
4.750 0.000 87.20 0.00 2.76 85.2 3.443
4.833 0.000 87.47 0.00 2.77 85.5 3.457
4.917 0.000 87.74 0.00 2.78 85.7 3.471
5.000 0.000 88.02 0.00 2.79 86.0 3.485
5.083 0.000 88.30 0.00 2.80 86.3 3.499
5.167 0.000 88.59 0.00 2.81 86.5 3.513
5.250 0.000 88.87 0.00 2.82 86.8 3.528
5.333 0.000 89.16 0.00 2.83 87.1 3.542
5.417 0.000 89.46 0.00 2.84 87.3 3.557
5.500 0.000 89.75 0.00 2.85 87.6 3.572
5.583 0.000 90.05 0.00 2.86 87.9 3.587
5.667 0.000 90.36 0.00 2.87 88.2 3.602
5.750 0.000 90.66 0.00 2.88 88.4 3.617
5.833 0.000 90.97 0.00 2.89 88.7 3.633
5.917 0.000 91.29 0.00 2.90 89.0 3.648
6.000 0.000 91.60 0.00 2.91 89.3 3.664
6.083 0.000 91.92 0.00 2.92 89.6 3.680
6.167 0.000 92.25 0.00 2.93 89.9 3.696
6.250 0.000 92.58 0.00 2.94 90.2 3.712
6.333 0.000 92.91 0.00 2.95 90.5 3.729
6.417 0.000 93.25 0.00 2.96 90.8 3.745
6.500 0.000 93.58 0.00 2.97 91.1 3.762
6.583 0.000 93.93 0.00 2.99 91.5 3.779
6.667 0.000 94.28 0.00 3.00 91.8 3.797
6.750 0.000 94.63 0.00 3.01 92.1 3.814
6.833 0.000 94.99 0.00 3.02 92.3 3.833
6.917 0.000 95.35 0.00 3.03 92.6 3.852
7.000 0.000 95.72 0.00 3.04 92.8 3.872
7.083 0.000 96.09 0.00 3.05 93.1 3.892
7.167 0.000 96.46 0.00 3.07 93.4 3.913
7.250 0.000 96.85 0.00 3.08 93.7 3.935
7.333 0.000 97.23 0.00 3.09 94.0 3.958
7.417 0.000 97.62 0.00 3.11 94.3 3.981
7.500 0.000 98.02 0.00 3.12 94.6 4.004
7.583 0.000 98.42 0.00 3.13 94.9 4.029
7.667 0.000 98.83 0.00 3.15 95.2 4.053
7.750 0.000 99.24 0.00 3.16 95.6 4.078
7.833 0.000 99.66 0.00 3.18 95.9 4.104
7.917 0.000 100.08 0.00 3.19 96.3 4.130
8.000 0.000 100.51 0.00 3.21 96.6 4.157
8.083 0.000 100.95 0.00 3.22 97.0 4.185
8.167 0.000 101.39 0.00 3.24 97.4 4.212
8.250 0.000 101.84 0.00 3.26 97.7 4.241
8.333 0.000 102.30 0.00 3.27 98.1 4.269
P a g e 23 | 26
============================================================================ MODIFIED-PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS):
(Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.)
CLOCK MEAN
TIME DEAD-STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ----------------------------------------------------------------------------
8.417 0.000 102.76 0.00 3.29 98.5 4.299
8.500 0.000 103.23 0.00 3.31 98.9 4.328
8.583 0.000 103.71 0.00 3.33 99.3 4.359
8.667 0.000 104.19 0.00 3.34 99.7 4.389
8.750 0.000 104.68 0.00 3.36 100.1 4.421
8.833 0.000 105.18 0.00 3.38 100.6 4.453
8.917 0.000 105.69 0.00 3.40 101.0 4.485
9.000 0.000 106.21 0.00 3.42 101.4 4.518
9.083 0.000 106.73 0.00 3.44 101.9 4.551
9.167 0.000 107.26 0.00 3.46 102.3 4.585
9.250 0.000 107.81 0.00 3.48 102.8 4.620
9.333 0.000 108.36 0.00 3.50 103.3 4.655
9.417 0.000 108.92 0.00 3.52 103.7 4.690
9.500 0.000 109.49 0.00 3.54 104.2 4.727
9.583 0.000 110.07 0.00 3.56 104.7 4.764
9.667 0.000 110.66 0.00 3.59 105.2 4.801
9.750 0.000 111.26 0.00 3.61 105.7 4.839
9.833 0.000 111.87 0.00 3.63 106.2 4.878
9.917 0.000 112.50 0.00 3.65 106.8 4.918
10.000 0.000 113.13 0.00 3.68 107.3 4.958
10.083 0.000 113.78 0.00 3.70 107.8 4.998
10.167 0.000 114.43 0.00 3.73 108.4 5.040
10.250 0.000 115.11 0.00 3.75 109.0 5.082
10.333 0.000 115.79 0.00 3.78 109.5 5.125
10.417 0.000 116.49 0.00 3.80 110.1 5.169
10.500 0.000 117.20 0.00 3.83 110.7 5.214
10.583 0.000 117.93 0.00 3.85 111.3 5.260
10.667 0.000 118.67 0.00 3.88 111.9 5.306
10.750 0.000 119.44 0.00 3.91 112.6 5.353
10.833 0.000 120.21 0.00 3.94 113.2 5.401
10.917 0.000 121.00 0.00 3.97 113.9 5.450
11.000 0.000 121.81 0.00 3.99 114.5 5.501
11.083 0.000 122.64 0.00 4.02 115.1 5.553
11.167 0.000 123.48 0.00 4.04 115.5 5.608
11.250 0.000 124.35 0.00 4.06 115.9 5.666
11.333 0.000 125.23 0.00 4.08 116.3 5.727
11.417 0.000 126.15 0.00 4.10 116.8 5.792
11.500 0.000 127.07 0.00 4.13 117.2 5.860
11.583 0.000 128.03 0.00 4.16 117.7 5.931
11.667 0.000 129.00 0.00 4.18 118.2 6.005
11.750 0.000 130.01 0.00 4.21 118.8 6.082
11.833 0.000 131.03 0.00 4.24 119.3 6.163
11.917 0.000 132.09 0.00 4.27 119.9 6.247
12.000 0.000 133.17 0.00 4.31 120.5 6.334
12.083 0.000 134.22 0.00 4.34 121.1 6.424
12.167 0.000 135.07 0.00 4.37 121.8 6.516
12.250 0.000 135.63 0.00 4.41 122.4 6.607
12.333 0.000 136.02 0.00 4.44 123.1 6.696
12.417 0.000 136.46 0.00 4.47 123.7 6.784
12.500 0.000 137.20 0.00 4.51 124.3 6.873
P a g e 24 | 26
============================================================================ MODIFIED-PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS):
(Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.)
CLOCK MEAN
TIME DEAD-STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ----------------------------------------------------------------------------
12.583 0.000 138.22 0.00 4.54 124.9 6.964
12.667 0.000 139.43 0.00 4.58 125.6 7.059
12.750 0.000 140.78 0.00 4.61 126.3 7.159
12.833 0.000 142.21 0.00 4.65 127.0 7.264
12.917 0.000 143.73 0.00 4.69 127.8 7.373
13.000 0.000 145.29 0.00 4.74 128.6 7.489
13.083 0.000 146.92 0.00 4.78 129.4 7.609
13.167 0.000 148.61 0.00 4.83 130.3 7.735
13.250 0.000 150.38 0.00 4.88 131.2 7.868
13.333 0.000 152.21 0.00 4.93 132.1 8.006
13.417 0.000 154.13 0.00 4.98 133.1 8.150
13.500 0.000 156.11 0.00 5.03 134.0 8.302
13.583 0.000 158.20 0.00 5.07 134.8 8.464
13.667 0.000 160.36 0.00 5.12 135.5 8.635
13.750 0.000 162.64 0.00 5.16 136.2 8.817
13.833 0.000 165.01 0.00 5.22 137.0 9.010
13.917 0.000 167.51 0.00 5.27 137.9 9.214
14.000 0.000 170.12 0.00 5.33 138.8 9.429
14.083 0.000 172.98 0.00 5.39 139.7 9.659
14.167 0.000 176.33 0.00 5.45 140.7 9.904
14.250 0.000 180.36 0.00 5.52 141.8 10.169
14.333 0.000 184.84 0.00 5.60 143.0 10.457
14.417 0.000 189.52 0.00 5.68 144.3 10.769
14.500 0.000 194.01 0.00 5.77 145.6 11.102
14.583 0.000 198.39 0.00 5.87 147.1 11.455
14.667 0.000 202.78 0.00 5.96 148.6 11.828
14.750 0.000 207.39 0.00 6.06 150.2 12.222
14.833 0.000 212.24 0.00 6.16 151.8 12.638
14.917 0.000 217.48 0.00 6.27 153.4 13.080
15.000 0.000 223.13 0.00 6.38 155.1 13.548
15.083 0.000 229.34 0.00 6.50 157.0 14.046
15.167 0.000 236.12 0.00 6.62 158.9 14.578
15.250 0.000 243.66 0.00 6.76 161.0 15.147
15.333 0.000 252.02 0.00 6.90 163.3 15.758
15.417 0.000 260.65 0.00 7.05 165.6 16.413
15.500 0.000 267.57 0.00 7.20 167.7 17.101
15.583 0.000 272.09 0.00 7.36 169.7 17.806
15.667 0.000 276.38 0.00 7.52 171.7 18.527
15.750 0.000 284.12 0.00 7.68 173.8 19.287
15.833 0.000 300.00 0.00 7.87 176.1 20.141
15.917 0.000 329.41 0.00 8.09 178.7 21.178
16.000 0.000 383.91 0.00 8.37 182.0 22.569
16.083 0.000 508.94 0.00 8.83 186.8 24.788
16.167 0.000 738.68 0.00 9.56 194.2 28.537
16.250 0.000 992.46 0.00 10.55 204.3 33.965
16.333 0.000 1106.58 0.00 11.63 216.0 40.099
16.417 0.000 1044.09 0.00 12.57 226.8 45.728
16.500 0.000 811.76 0.00 13.22 234.9 49.700
16.583 0.000 593.15 0.00 13.61 240.2 52.131
16.667 0.000 449.99 0.00 13.84 243.3 53.555
P a g e 25 | 26
============================================================================ MODIFIED-PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS):
(Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.)
CLOCK MEAN
TIME DEAD-STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ----------------------------------------------------------------------------
16.750 0.000 363.43 0.00 13.98 245.1 54.370
16.833 0.000 306.56 0.00 14.04 246.1 54.786
16.917 0.000 271.95 0.00 14.07 246.6 54.961
17.000 0.000 253.82 0.00 14.08 246.7 55.010
17.083 0.000 237.79 0.00 14.07 246.7 54.948
17.167 0.000 219.74 0.00 14.04 246.5 54.764
17.250 0.000 205.71 0.00 14.00 246.2 54.485
17.333 0.000 194.46 0.00 13.94 245.7 54.132
17.417 0.000 185.71 0.00 13.87 245.1 53.724
17.500 0.000 178.25 0.00 13.80 244.4 53.269
17.583 0.000 171.87 0.00 13.72 243.6 52.775
17.667 0.000 166.31 0.00 13.63 242.7 52.248
17.750 0.000 161.38 0.00 13.54 241.9 51.694
17.833 0.000 156.95 0.00 13.45 240.9 51.115
17.917 0.000 152.92 0.00 13.35 240.0 50.516
18.000 0.000 149.21 0.00 13.25 239.0 49.897
18.083 0.000 145.84 0.00 13.15 238.0 49.263
18.167 0.000 142.97 0.00 13.04 236.9 48.616
18.250 0.000 140.64 0.00 12.93 235.9 47.960
18.333 0.000 138.70 0.00 12.83 234.8 47.298
18.417 0.000 136.93 0.00 12.72 233.7 46.631
18.500 0.000 135.06 0.00 12.61 232.6 45.959
18.583 0.000 133.09 0.00 12.50 231.5 45.281
18.667 0.000 131.09 0.00 12.39 230.4 44.597
18.750 0.000 129.13 0.00 12.27 229.3 43.907
18.833 0.000 127.22 0.00 12.16 228.2 43.212
18.917 0.000 125.39 0.00 12.05 227.0 42.512
19.000 0.000 123.64 0.00 11.93 225.8 41.808
19.083 0.000 121.97 0.00 11.80 224.5 41.102
19.167 0.000 120.36 0.00 11.68 223.1 40.394
19.250 0.000 118.82 0.00 11.55 221.8 39.685
19.333 0.000 117.34 0.00 11.43 220.4 38.975
19.417 0.000 115.92 0.00 11.30 219.0 38.265
19.500 0.000 114.55 0.00 11.18 217.7 37.555
19.583 0.000 113.24 0.00 11.05 216.3 36.845
19.667 0.000 111.98 0.00 10.93 214.9 36.136
19.750 0.000 110.76 0.00 10.80 213.5 35.429
19.833 0.000 109.58 0.00 10.68 212.2 34.722
19.917 0.000 108.45 0.00 10.56 210.8 34.017
20.000 0.000 107.35 0.00 10.43 209.4 33.314
20.083 0.000 106.29 0.00 10.31 208.1 32.613
20.167 0.000 105.26 0.00 10.19 206.7 31.914
20.250 0.000 104.27 0.00 10.06 205.4 31.218
20.333 0.000 103.30 0.00 9.94 204.0 30.525
20.417 0.000 102.37 0.00 9.80 202.4 29.836
20.500 0.000 101.46 0.00 9.67 200.9 29.151
20.583 0.000 100.57 0.00 9.54 199.3 28.471
20.667 0.000 99.72 0.00 9.41 197.7 27.796
20.750 0.000 98.88 0.00 9.28 196.2 27.126
20.833 0.000 98.07 0.00 9.16 194.7 26.461
No change vs.
1-day event
P a g e 26 | 26
============================================================================ MODIFIED-PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS):
(Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.)
CLOCK MEAN
TIME DEAD-STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ----------------------------------------------------------------------------
20.917 0.000 97.28 0.00 9.03 193.1 25.801
21.000 0.000 96.52 0.00 8.90 191.5 25.146
21.083 0.000 95.77 0.00 8.77 189.8 24.499
21.167 0.000 95.04 0.00 8.64 188.1 23.858
21.250 0.000 94.32 0.00 8.51 186.4 23.223
21.333 0.000 93.63 0.00 8.38 184.8 22.596
21.417 0.000 92.95 0.00 8.25 183.1 21.975
21.500 0.000 92.29 0.00 8.13 181.5 21.361
21.583 0.000 91.64 0.00 8.00 179.8 20.753
21.667 0.000 91.01 0.00 7.87 178.2 20.153
21.750 0.000 90.39 0.00 7.74 176.5 19.560
21.833 0.000 89.79 0.00 7.61 174.8 18.974
21.917 0.000 89.20 0.00 7.49 173.2 18.396
22.000 0.000 88.62 0.00 7.36 171.5 17.825
22.083 0.000 88.05 0.00 7.24 169.9 17.262
22.167 0.000 87.50 0.00 7.12 168.3 16.705
22.250 0.000 86.96 0.00 7.00 166.7 16.156
22.333 0.000 86.43 0.00 6.87 164.9 15.615
22.417 0.000 85.90 0.00 6.74 162.9 15.085
22.500 0.000 85.39 0.00 6.62 160.9 14.565
22.583 0.000 84.89 0.00 6.50 158.9 14.055
22.667 0.000 84.40 0.00 6.38 157.0 13.555
22.750 0.000 83.92 0.00 6.26 155.1 13.064
22.833 0.000 83.45 0.00 6.15 153.3 12.584
22.917 0.000 82.98 0.00 6.04 151.5 12.112
23.000 0.000 82.52 0.00 5.92 149.6 11.650
23.083 0.000 82.08 0.00 5.80 147.7 11.198
23.167 0.000 81.64 0.00 5.68 145.8 10.756
23.250 0.000 81.20 0.00 5.56 144.0 10.323
23.333 0.000 80.78 0.00 5.45 142.1 9.901
23.417 0.000 80.36 0.00 5.34 140.4 9.488
23.500 0.000 79.95 0.00 5.23 138.6 9.084
23.583 0.000 79.55 0.00 5.13 136.9 8.688
23.667 0.000 79.15 0.00 5.03 135.3 8.302
23.750 0.000 78.76 0.00 4.90 133.3 7.927
23.833 0.000 78.38 0.00 4.76 130.8 7.566
23.917 0.000 78.00 0.00 4.64 128.3 7.219 ---------------------------------------------------------------------------- PROCESS SUMMARY OF STORAGE:
INFLOW VOLUME = 274.884 AF
BASIN STORAGE = 0.000 AF (WITH 1.293 AF INITIALLY FILLED) OUTFLOW VOLUME = 276.177 AF
LOSS VOLUME = 0.000 AF
============================================================================
END OF FLOODSCx ROUTING ANALYSIS
Exhibit A
Villa Serena Specific Plan City of Upland
Initial Study/Mitigated Negative Declaration
October 2019
Appendices
APPENDIX G4:
15TH STREET BASIN MODIFICATIONS – SPILLWAY AND BYPASS ALTERNATIVES
TECHNICAL MEMORANDUM
To: City of Upland JN 10.031.002
From: John McCarthy, PE, Tom Ryan, PE
Date: September 10, 2019
Subject: 15th Street Basin Modifications – Spillway and Bypass Alternatives
Q3 Consulting, a Proactive Engineering Consultants company, was contracted by Frontier Communities to evaluate and identify recommendations to the existing 15th Street basin to accommodate the proposed Tract 20245 development. A previous technical memorandum titled, “15th Street Basin Modifications Review and Recommendations” prepared by Q3 Consulting, dated July 31, 2018 identified the recommended modifications to the basin to accommodate the proposed development. That technical memorandum was reviewed and approved by the City of Upland.
The purpose of this technical memorandum is to provide an additional assessment of potential alternatives for the emergency spillway design and location, and to evaluate a potential bypass system on the westerly side of the project to limit the flow to the basin while still reducing the outflow discharge the required levels.
Basin Bypass Analysis
The proposed develop is located on the west side of the existing detention basin. In the current configuration, the main inflow and basin outlet systems are also located on the west side of the basin.
The proposed development will require that the inflow and outlet storm drain systems be extended over 1,600 feet each to the new basin location. To potentially reduce the sizes of the inflow and outlet pipe systems a storm water bypass system was evaluated at the west side of the development. The bypass would divert flows (either low level flows or high level flows) directly to the existing outlet pipe system to potentially reduce the sizes of the new pipe systems.
To evaluate potential bypass systems and its effect on the basin design and inflow and outlet systems, the U.S. Environmental Protection Agency’s (EPA) Storm Water Management Model (SWMM) was used for the analysis. The model performs advanced calculations, capable of analyzing split flows, surcharge, and flow reversals. The SWMM 5 model allows the user to model the entire network of pipes, basins, diversions in one comprehensive model. The benefit of this is quickly identifying whether or not an alternative functions or fails.
15th Street Basin Modifications – Spillway and Bypass Alternatives September 10, 2019
Page | 2
Multiple alternatives were performed for this project. The main areas of concern were the basin maximum water surface elevation (and its impact on the upstream existing and proposed drainage system), the upstream existing 90-inch RCP system (with its existing lateral connections), and the existing downstream flow splitting structure (pipe and swale). The configuration of the model is shown in Figure
1. Figure 1 – SWMM 5 Model Configuration
These requirements associated with the existing system were as follows:
1) Maximum flow downstream of basin (Q100 = 248 cfs) in existing outlet pipe 2) Maximum HGL at upstream existing 90-inch RCP at junction of elevation 1427 (which was based on the original basin maximum WSE of 1423.73)
3) New basin maximum HGL of approximately 1426 feet
The SWMM 5 model is unique (compared to traditional models) in that it utilizes the volume of the conduits. But, the results of the models showed that not all three of these criteria could be met without adverse impacts. Due to the proposed basin reduction, the maximum WSE had to be increased to obtain the required flood mitigation. This raise in WSE adversely impacts the upstream existing 90-inch RCP’s HGL. A diversion pipe was evaluated that allowed flows to bypass the basin. Multiple alternatives of the bypass were performed but with little overall improvement on the sizes of the proposed improvements due to the restrictions within the system identified above. Some benefit may potentially be realized in the overall models and it is recommended that a detailed analysis using SWMM 5 be performed during final design.
Spillway Alternatives Analysis
The basin and spillway shall be designed for the 1,000-year event (1.35 x 100-year flow rate) in accordance with San Bernardino County criteria. The required 1-foot of freeboard to the top of the dam embankment shall be above the 1,000-year water surface elevation. The top of the existing basin embankment is at an elevation of 1432 feet. The peak 100-year inflow into the basin is 1,106 cfs from the previous studies.
Based on this flow rate, the basin and spillway need to be designed to pass a flow rate of 1,493 cfs in Basin
Inflow Pipe
Upstream control point
(ex 90” RCP)
Bypass
Outlet Pipe
Ex. Outlet Pipe
Ex. Outlet Swale
15th Street Basin Modifications – Spillway and Bypass Alternatives September 10, 2019
Page | 3
combination with the discharge through the spillway and outlet system. Based on the results in the Q3 memorandum (2018) the peak flow through the outlet system is 247 cfs. Therefore, the spillway shall be designed to pass a flow rate of 1,246 cfs.
The existing condition in the basin includes the use of a box weir spillway and primary outlet pipe system to pass the 1,000-year storm event. The box weir and outlet pipe are located along the west bank of the existing detention basin. The previous study by Madole (2017) used a combination of spillways (2) and a box weir system for the emergency spillway.
For this study, twwo potential alternatives were evaluated for the spillway configuration. This first system includes a box weir facility within the basin that discharges to an oversized outlet pipe designed to carry the spillway discharge. The second alternative includes an above ground spillway that discharges to the existing residential street sections south of the existing basin. Both alternatives will be sized to convey the 1,000-year combined discharge of 1,493 cfs.
Box Weir System. This system includes a box weir system that is located above the 100-year water surface in the basin. The box weir is designed to discharge the peak flow over the weir crest elevation then out to the discharge location in an underground pipe or box culvert facility. This configuration is used in the existing basin configuration.
The depth of flow over the weir crest shall be at least 1-foot below the crest of the basin embankment.
The box weir is designed as a sharped crested weir and the weir length is established to maintain a depth of flow below the top of the embankment. The depth of flow over the weir is calculated using the basic weir equation:
Q = CLH3/2
Where:
C = wier coefficient (3.3 for sharp crested weir)
L = length of weir (feet)
H = depth of flow over weir crest (feet)
Using the geometry from the July memorandum, the crest of the emergency spillway is at 1426.6 feet.
Using a top of embankment of 1432 feet, the maximum depth of flow over the weir crest is 4.4 feet with 1-foot of freeboard. Therefore, the weir crest length needs to be approximately 41 feet. This is similar to the existing condition in the basin.
A WSPG hydraulic analysis of the outlet pipe was prepared to determine the required storm drain size to convey the emergency flow discharge. The results of the analysis indicate that the outlet pipe needs to be upsized to a 144-inch diameter pipe to accommodate the full 1,000-year discharge. The proposed configuration of the box weir system is illustrated in Figure 2.
The primary advantange of a box weir system is that it avoids retrofiting of the existing basin to include a new open channel spillway, and mimicks the existing basin which uses a box weir system. Overflow paths
15th Street Basin Modifications – Spillway and Bypass Alternatives September 10, 2019
Page | 4
for a 1,000-year event would maintain the current flow paths. The disadvantage of the system is the potential for clogging during a major event. However, since the majority of the flow tributary to the basin is via an underground storm drain system, the potential for clogging is reduced.
Open Channel Spillway. The second alternative includes the use of an open channel spillway. A trapezoidal channel section is proposed with the crest of the open channel spillway set at the same elevation as the box weir alternative at elevation 1426.6 feet with a maximum flow depth of 4.4 feet.
Critical depth calculations at the crest of the spillway were used to determine an approximate width of the spillway to pass the design flow with a depth of less than 4.4 feet. The results of the critical depth calculations indicate a trapezoidal spillway with a base width of 16 feet and side slopes of 3:1 produces a flow depth of 4.3 feet. The top width of the spillway at the elevation of the top of the basin embankment is 48.4 feet. With the open channel spillway, the outlet pipe from the basin only needs to be sized for the 100-year peak discharge of 247 cfs. This results in an outlet pipe size of approximately 60-inches.
The location for the spillway was evaluated based on the existing conditions and restrictions associated with the proposed development. The existing basin does not have an open channel spillway system and uses a box weir type facility. Therefore a new location for the spillway needed to be identified. Limited opportunities exist on the downstream (south) side of the existing basin. Grove Avenue dead ends at the basin embankment and provides an opportunity to retrofit the basin for an open channel spillway at this location. The street section has a curb-to-curb width of appoximately 40-feet and can accommodate the required spillway size. The spillway section would consist of a trapezoidal channel. The spillway could be constructed using a concrete lining or an articulated concrete block (ACB) system. The ACB system has open cells and gaps between the blocks that can be vegetated with low native grasses or other acceptable materails to reduce the visibility of the system.
The proposed open channel spillway location and a Google® street view rendering of the potential configuration are shown on Figures 3, 4, and 5.
The main advantage of the open channel spillway is the ability to easily inspect and maintain the system and the limited potential for clogging and failure of the basin embankment. The disadvantage is that the system would discharge directly to a residential street (Grove Avenue) that was not designed for an emergency discharge. It is important to note that the discharge would only occur during an extreme event which would exceed a 100-year storm. The additional freeboard between the 100-year water surface elevation in the basin and the spillway crest elevation would further reduce the possibility of a discharge over the spillway.
Conclusions
The bypass system was determined to provide no benefit to the performance or cost of the required storm drain system. Therefore, a bypass system is not recommended to be incorporated into the final design.
Two potential spillway systems were identified for the basin improvements, a box weir system similar to the existing condition, and an open channel spillway. Both systems have their advantages and disadvantages.
15th Street Basin Modifications – Spillway and Bypass Alternatives September 10, 2019
Page | 5
A combined system could also be incorporated into the final basin design. A combined system could capture the benefits of both system types and minimize the potential impacts of the project development.
For example, the combined system could be designed to pass a 200- or 500-year storm through the box weir system and provide an open channel spillway for the larger events up to the 1,000-year storm event.
This would limit the potential for an emergency discharge to Grove Avenue and reduce the risk to the basin embankment if the box weir system were to clog or fail. In addition, the weir structure and outlet discharge pipe could be reduced in size compared to the Box Weir System alternative.
15th Street Basin Modifications – Spillway and Bypass Alternatives September 10, 2019
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Figure 2 – Box Weir Outlet Configuration
1426.1’
Metered Outlet
9’ wide x 1.5’ high RCB
Ref: Madole and Associates, Inc (2017)
Basin Slope
41’ long x 8’ wide
144” dia. RCP
15th Street Basin Modifications – Spillway and Bypass Alternatives September 10, 2019
Page | 7
Figure 3 – Open Channel Spillway Vicinity Map
Future Development Site
Proposed Spillway
Gr
o
v
e
A
v
e
n
u
e
E. 15th Street
E. 16th Street
15th Street Basin Modifications – Spillway and Bypass Alternatives September 10, 2019
Page | 8
Figure 4 – Open Channel Spillway Location Map
Gr
o
v
e
A
v
e
n
u
e
E. 15th Street
Proposed Spillway
15th Street Basin Modifications – Spillway and Bypass Alternatives September 10, 2019
Page | 9
Figure 5 – Open Channel Spillway Rendering (looking north)
Existing Embankment
Grove Avenue
Trapezoidal Spillway
15th Street Basin Modifications – Spillway and Bypass Alternatives September 10, 2019
Page | 10
References
Madole and Associates, Inc., 2017. Drainage Study in the City of Upland for the 15th Street Basin. Prepared for Colonies Partner, June 12.
Q3 Consulting, 2018. Technical Memorandum, 15th Street Basin Modifications Review and Recommendations. Prepared for Frontier Communities, July 31.
N:\10.031.000\REPORTS\15 St Basin Modifications_Spillway Memo.docx
Villa Serena Specific Plan City of Upland
Initial Study/Mitigated Negative Declaration
October 2019
Appendices
APPENDIX G5:
SLOPE STABILITY EVALUATION – NEW BASIN
GEOTECHNICAL | ENVIRONMENTAL | MATERIALS
September 16, 2019
Project No. 1925-CR
Frontier Enterprises
2151 East Convention Center Way, Suite 114
Ontario, California 91764
Attention:Mr.Timothy Nguyen
Subject:Slope Stability Evaluation-New Basin
Proposed Single-Family Residential Development
Tentative Tract 20245
Upland, San Bernardino County, California
References:See Page 3
Dear Mr.Nguyen:
As requested, GeoTek, Inc.(GeoTek)has completed a stability evaluation for the new basin planned for the site. As noted on Tentative Tract Map 20245, prepared by Proactive Engineering Consultants, a stormwater infiltration basin is mapped to the east of the planned residential units at this site. The basin will consist of side slopes of 3:1 (horizontal:vertical) to a maximum height of about 20 feet.
One representative sample of the soil within the basin was collected and returned to the GeoTek laboratory to determine the shear strength of the site soils. A direct shear test was performed on this sample per ASTM D-3080 and the results of that tests are attached.
The stability of the planned 20-foot high 3:1 basin slope was determined using the computer software program Slide 7.0 developed by Rocscience. The stability analysis incorporated both static and pseudostatic conditions. The results of the analysis indicated a factor of safety of 3.0 for the static condition and 2.0 for the pseudostatic state. Since the calculated factor of safeties exceed the generally accepted minimum safety factors of 1.5 for the static condition and 1.1 for pseudostatic, it is our opinion that the planned side slopes will be grossly stable and geotechnically suitable.
Frontier Enterprises September 16, 2019
Basin Slope Stability Analysis Project No.1925-CR
Tentative Tract 20245, Upland, California Page 2
Should you have any questions after reviewing this letter, please feel free to contact our office at your convenience.
Respectfully submitted,
GeoTek, Inc.
Anna M. Scott
Project Geologist
Robert R. Russell
GE 2042, Exp.12/31/20
Senior Project Engineer
Edward H. LaMont
CEG 1892, Exp. 7/31/20
Principal Geologist
Attachments:Laboratory Test Results
Slope Stability Analysis
Distribution:(1) Addressee via email
C:\Users\ascott\AppData\Local\Microsoft\Windows\INetCache\Content.Outlook\HK64D5MP\1925CR Basin Slope Stability Evaluation.docx