AMENDMENT TO DEADWOOD AVENUE DRAINAGE BASIN …

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AMENDMENT TO DEADWOOD AVENUE DRAINAGE BASIN DESIGN PLAN

ASSOCIATED WITH FOUNTAIN SPRINGS BUSINESS PARK

GOLF COURSE, AND GARDENS

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FEBRUARY 14, 1994

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PREPARED FOR:

MR. FRANK SIMPSON 1116 JACKSON BOULEVARD

RAPID CITY, S.D. 57702

F M G, INC. 1823 West Main, Rapid City, South Dakota 57702-2591 605/342-4105 . FAX 605/342-4222

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--~ FMG.INC.

~bruary 14,1994

1823 West Main, Rapid City, South Dakota 57702-2591 605/342-4105

FAX 605/342-4222

Mrs. MelyRahnP.E. Project Manager Engineering Division City of Rapid City 300 Sixth Street Rapid City, SD 57701

RE: AMENDMENT TO DEADWOOD AVENUE DBDP -ASSOCIATED WITH FOUNTAIN SPRINGS BUSINESS PARK, GOLF COURSE, AND GARDENS

Dear Mrs. Rahn:

On behalf of our client, Mr. Frank Simpson, we hereby submit the AMENDMENT TO DEADWOOD AVENUE DRAINAGE BASIN DESIGN PLAN - ASSOCIATED WITH FOUNTAIN SPRINGS BUSINESS PARK, GOLF COURSE, AND GARDENS. This AMENDMENT supersedes the HYDROLOGIC ANALYSIS FOR SIMPSON PONDS PROJECT prepared by FMG, Inc., dated December 31, 1990, and amends the 1989 DEADWOOD AVENUE DRAINAGE BASIN DESIGN PLAN.

The entire Deadwood Avenue Drainage Basin was remodeled to reflect the actual design features of the project. The revised computer model and other pertinent information are presented in this report. The report also describes the design features of the project which necessitated the amendment.

The analysis, assumptions, findings, arid recommendations of this report were prepared in accordance with normally accepted engineering practices and principles. We make no warranty, either expressed or implied.

If you have any questions about this report and project please contact me.

Respectfully submitted,

FMG, INC.

cc:

Civil Engineering

Geotechnical Engineering

MaterialsTesting Laboratory

Land Surveying

Environmental Services

Water Resources

File 6907.03 Frank Simpson ·1

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TABLE OF CONTENTS fl

CONTENTS PAGE

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I i INTRODUCTION

[I: BACKGROUND 1 OBJECTIVE 1

r- I HYDROLOGY AND HYDRAULICS I I , ~

METHODOLOGY 2

[-I COJ\1PUTER MODEL REVISIONS 2

AMENDED DESIGN PLAN r l , I

l ! GENERAL 4 INDIVIDUAL ELEMENT DESIGN 4

r: RETENTION PONDS 14 . I

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LIST OF FIGURES

)1 . i NUMBER AND NAME PAGE I

Ii FIGURE 1 - STUDY AREA AND BASIN BOUNDARIES 3

FIGURE 2 - HYDROLOGIC SCHEMATIC 19

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I ; LIST OF TABLES

NUMBER AND NAME PAGE

r I _._ J TABLE 1 - PEAK SUB-BASIN FLOWS 17

L_I TABLE 2 - HYDRAULIC ELEMENT PEAK FLOWS 18

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APPENDIX A - CUHPEIPC PRINTOUTS

1_ APPENDIX B - UDSWM2-PC PRINTOUTS

L. ENGINEERING DRAWING IN REAR PACKET

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INTRODUCTION

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INTRODUCTION

BACKGROUND

Mr. Frank Simpson proposed a project in 1990 to develop a a golf course, gardens, and business park in northwestern Rapid City. Approximate boundaries of the project are Interstate 90, Rand Road, South Plaza Drive, and Fountain Plaza Drive. As part of the project, North Plaza Drive between Deadwood Avenue and Fountain Plaza Drive was constructed by the City of Rapid City using a State of South Dakota industrial park roadway grant. The project is now complete except for final improvements to stormwater control facilities.

The project is located entirely within the Deadwood Avenue Drainage basin and includes certain stormwater control features recommended in the 1989 DEADWOOD AVENUE DRAINAGE BASIN DESIGN PLAN (DBDP). Stormwater related improvements in the project consist of retention ponds, detention ponds, pipes, and channel grading.

OBJECTIVE

It was beyond the scope of the 1989 DBDP to provide actual engineering drawings for proposed projects. That report stated that it was unlikely that any final project design would exactly follow guidelines in the DBDP and that it would be necessary to make a final detailed technical analysis prior to construction. Updated computer models were to be included as a part of the final technical evaluation.

The proposed 1990 project did not exactly follow the DBDP guidelines although the overall DBDP concept was adhered to. As a result of the variation from the DBDP, an engineering design and hydraulic analysis of the stormwater features of the project was prepared by FMG, Inc., in 1990. That design and analysis was submitted to the City on December 31, 1990, in a document entitled "HYDROLOGIC ANALYSIS FOR SIMPSON PONDS PROJECT."

The stormwater improvements are now nearly complete; however, in various locations the improvements vary from the 1990 design. It is our understanding that the owner modified the original design as a result of (1) unknown rock in proposed excavation areas, (2) modifications to the original golf course layout, and (3) esthetics. It should be noted that the changes by the owner still followed the original stormwater management concepts in the 1989 DBDP and the 1990 HYDROLOGIC ANALYSIS.

The purpose of this report is therefore to provide the final technical analysis of the "asbuilt" project and to make the recommendations to bring the project to completion. This report is considered as an amendment to the 1989 DBDP and supersedes the 1990 HYDROLOGIC ANALYSIS.

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HYDROLOGY AND HYDRAULICS

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HYDROLOGY AND HYDRAULICS

METHODOLOGY

The computer models used in the 1989 DBDP were used in the analysis of the project. Modeling data was revised as explained in the next section of this chapter to account for the project features.

In accordance with the DBDP the criteria used for modeling are a 1 hour 100 year storm and fully developed land use conditions. It should be noted that the rainfall amount used in the original study and this restudy is 3.10 inches. This rainfall provides a safety factor as the one hour rainfall amount now specified in the Rapid City Criteria Manual is 2.95 inches.

COMPUTER MODEL REV1SIONS

It was necessary to further sub-divide the 1989 DBDP sub-basins and flow network to provide additional project design data. The new basins and flow network provided improved modeling data that better fits the actual project design and allowed for modeling of additional detention and routing elements.

Original 1989 DBDP basins 5, 6, and 7 were subdivided for analysis of the project. Subbasin 5 was subdivided into sub-basins 5 and 97. Sub-basin 6 was subdivided into subbasins 6, 98, and 99. Sub-basin 7 was subdivided into sub-basins 7 and 96. The 1989 DBDP CUHPE model was revised to account for the changed sub-basins.

New routing elements 392,393, 394, 395, 396, 397, 398, and 399 were added to the flow routing network. The 1989 DBDP UDSWM2 model was revised to account for the added routing elements and sub-basins. The UDSWM2 model was also revised to account for changes to Elements 4, 7, 8, 102, 104, and 105.

Figure 1 gives the updated sub-basin boundaries for the entire Deadwood Avenue drainage basin. This figure updates the sub-basin boundaries given as Figure 1 in the 1989 DBDP.

Figure 2 at the rear of the next chapter gives the updated flow routing network for the entire drainage basin. This figure updates the flow network given on Figure 6 in the 1989 DBDP.

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NOTe:: ORI6/NAL STVDy"A?<JD/PI€O To ADD /3-4S/N,s 9 G" '77) 98 ef- 99. 7f1€V WE,ee O,e/6/NALL Y P",q,eT O~ BAs/NS 5, b oJ- 7.

STUDY AREA AND BASIN BOUNDARIES FIGURE I

(MODI!="I€D FOR AI'1ENDt1ENT TO DSDP )

/VOTE:": Th'/..5 W.4S ,cl(;. I IN /98'9 DESIGN PLAAi

SCALE r" = 2000'

FEB. /994

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AMENDED DESIGN PLAN

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ANffiNDED DESIGN PLAN

GENERAL

The conceptual plan in the 1989 DBDP and 1990 HYDROLOGIC ANALYSIS has been followed. Major detention facilities have been constructed, smaller retention ponds have been created, and roadway crossings have been constructed.

Flow rates and storage volumes within the project and downstream of the project vary slightly from those in the 1989 DBDP; however, all are judged to be within the limits of accuracy for a surface drainage analysis.

Table 1 at the rear of this section gives updated Peak Sub-Basin Flows including new subbasins 96,97,98, and 99. Table 1 in this report updates Table 2 in the 1989 DBDP.

Table 2 at the rear of this section gives updated Peak Flows for Hydraulic Elements including new routing elements 392, 393, 394, 395, 396, 397, 398, and 399. Table 2 in this report updates Table 3 in the 1989 DBDP.

CUHPEIPC printouts are given in Appendix A and UDSWM2-PC printouts are given in Appendix B. An engineering drawing for the project is included at the rear of this report showing the "as-built" project as well as the final recommendations detailed in this report.

It should be noted that it was beyond the scope of this analysis to provide surveying information. All surveying and topographic information for the "as-built" project conditions was provided by Angle Surveys under a separate contract with the owner. Data for areas currently under water were interpolated from above-water contours and previous surveys. Previous surveys were used to locate new spillways recommended to be in cut sections.

Note that the Angle Surveys topo map is not on City datum. Therefore, elevation data given below; except for Elements 100, 398, and 399 which were analyzed with aerial mapping on City datum, is referenced to the Angle Surveys topo rather than City datum.

INDIVIDUAL ELEMENT DESIGN

A discussion of individual element design follows. Detailed discussion is included for existing Elements 4, 7, 8, 102, 104, and 105 and for new Elements 392, 393, 394, 395, 396, 397, 398, and 399. Recommendations for Elements 201, 1, 100, 202, and 2; which are all downstream of the project, remain the same as the 1989 DBDP; however, discussion is included simply to present revised flow information.

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No discussion is provided for other elements in the basin as flows and recommendations remain the same as in the 1989 DBDP.

Discussion of the retention ponds that were not modeled as UDSWM2 flow elements is included in the next section of this chapter. These ponds are numbered 500, 501, 502, 503, and 504. The ponds are shown on the engineering drawing.

Element 1

Element 1 is an open channel beginning at Rapid Creek and ending at Commerce Road. Recommendations for Element 1 remain the same as in the 1989 DBDP.

The peak flow in Element 1 is 1,506 cfs at a depth of3.5 feet.

In accordance with the 1989 DBDP, the peak discharge used for design of Element 1 improvements should be the flow from Element 20l. The Element 201 peak flow is 1,951 cfs.

Element 2

Element 2 is an open channel beginning at Commerce Road and ending at South Plaza Drive. Recommendations for Element 2 remain the same as in the 1989 DBDP.

The peak flow in Element 2 is 1,415 cfs at a depth of 4.4 feet.

Element 4

Element 4 is an open channel beginning at Detention Pond 102 and ending at Detention Pond 393. Element 4 was graded as part of the project and no additional work is necessary.

The peak flow in Element 4 is 514 cfs at a depth of 1.2 feet.

Element 7

Element 7 is an existing open channel located between Detention Pond 102 and North Plaza Drive. Element 7 was graded as part of the project and no additional work is required.

The peak flow in Element 7 is 762 cfs at a depth of2.9 feet.

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Element 8

Element 8 is an existing open channel located between North Plaza Drive and Detention Pond 108. Element 8 was graded as part of the project and no additional work is required.

The peak flow in Element 8 is 746 cfs at a depth of3.9 feet.

Element 100

Element 100 is recommended in the 1989 DBDP as a detention pond created by the future construction of a roadway embankment for Commerce Road. Recommendations for Element 100 have not been changed from the 1989 DBDP.

The peak flow into the pond is 2,011 cfs and outflow is 1,577 cfs. The required storage is 28.7 acre-feet with high water at approximate elevation 3319.

Element 102 (pond 102)

Element 102 is an existing detention pond created by the embankment of South Plaza Drive. It is shown as Pond 102 on the engineering drawing. Element 102 has been partially constructed and additional improvements are necessary.

Element 102 will remain as a detention pond with retention storage incorporated below detention storage. The design for Element 102 in this analysis varies significantly from the 1990 design as a result of rock being encountered in the proposed excavation area on the east side of the pond.

The existing outlet is a 66" CMF with roadway overtopping when pipe capacity is reached. The 1989 DBDP recommended installation of 2 - 72" RCPs in addition to the 66" CMF. Roadway overtopping was not allowed in the 1989 DBDP recommendation for the pond.

The recommended outlet structure now consists of removal of the 66" CMF and installation of2 - 72" RCPs. A concrete drop structure (overflow weir) is necessary at the upstream end of the 72" pipes to allow the permanent retention pool to be at elevation 3330.0 before discharge into the pipes begins. Flow line of the recon;unended pipes is at elevation 3325.0; therefore, the pond will store 5.0 feet of water as a permanent pool prior to discharge.

Required detention storage will be achieved by construction of a berm on the north side of South Plaza Drive. The low point of the roadway will be at about elevation 3337.5 and the proposed top of berm is at about elevation 3340.5. It may be necessary to shift South Plaza drive to the south side of the right-of-way to facilitate berm construction.

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It is also necessary to improve the "north-south peninsula" through the pond. This peninsula was designed as part of the 1990 project and was to include a bridge to equalize the water surface elevations on either side of the peninsula A small RCP pipe was installed in lieu of the bridge and it is necessary to remove the pipe and install a bridge. A channel is to be excavated under the bridge to a minimum elevation of 3329. The bridge will be inundated during extreme events and nonfloating bridge materials are required. It is beyond the scope of the project to design the bridge; however, a minimum span of 10' to 12' is recommended.

The peninsula will be inundated during extreme events and some erosion of the peninsula may occur. The erosion is not expected to adversely affect the operation of the detention pond; rather it would be a maintenance problem for the golf course. Maintenance of the peninsula is the responsibility of the golf course.

Peak discharge into Element 102 is 1,314 cfs, peak discharge out is 1,041 cfs, and peak storage is 28.2 acre-feet. Flow line into the 72" pipes is 3325:0, drop structure overflow is at elevation is 3330.0, top of berm is at elevation 3340.5, and maximum highwater is at about elevation 3339.3

The pond is assumed full to elevation 3330 prior to the runoff event and the storage curve does not include permanent pool storage below elevation 3330. Stage/storage/discharge data for the pond is given below.

STAGE/STORAGEIDISCHARGE DATA ELEMENT 102

ELEY.

3330 3332 3334 3336 3338 3340

STORAGE (AC-FT)

o 3.6 7.9 13.8 2l.8 3l.8

DISCHARGE (CFS)

o 340 715 855 970

1,080

Based on discussion with City staff it has been determined that the City of Rapid City will install the outlet improvements (pipes, drop structure, and berm) in the future. This is based on the assumption that the City would have constructed the improvements outlined in the 1989 DBDP and therefore will build the outlet improvements proposed with this project. It is judged that costs of outlet improvements recommended in this AMENDMENT will be approximately the same as the costs for recommendations in the 1989 DBDP. It is also judged that even if Element 102 improvements are more costly, that the overall costs of other drainage improvements (including land) constructed as part of the project outweigh any possible cost increases at Element 102. Furthermore, the

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recommendations in this study prevent roadway overtopping and resulting adverse impacts on the downstream property owner even though the City Drainage Criteria Manual now allows for roadway overtopping.

The final design of a drop structure for the pipes is beyond the scope of the project. The storage curve assumed the pipes to have groove ends in a headwall constructed as part of the drop structure.

At final design it may be possible to modify the outlet design and possibly lower the berm; however, any changes will cause some impact on Element 100. It is recommended that the final design of the Pond 102 outlet be carefully evaluated with respect to Element 100.


Element 104 is an existing detention pond created by the embankment of North Plaza Drive and upstream grading to increase storage. It is shown as Pond 104 on the engineering drawing. Minor improvements to increase freeboard are required.

The pond outlet consists ofa 30" RCP low flow pipe at about elevation 3349.0 and a 91" x 91" RC Underpass at about elevation 3360.6. The underpass also serves as a tunnel for the golf course.

Peak flow into Element 104 is 771 cfs, peak discharge out is 443 cfs, and peak flood storage is 1l.9 acre-feet. Maximum high water is at approximate elevation 3366.8 and low point of North Plaza Drive is at approximate elevation 3367.3.

The pond does not overtop; however, freeboard is inadequate. It is necessary to construct a berm or short wall along the north side of the road in order to provide freeboard. It is recommended that the berm or wall be constructed to minimum elevation 3368.0.

Stage/storage/discharge data for the pond is given below.


ELEV. STORAGE DISCHARGE (AC-FT) (CFS)

3349 0 0 3350 0 8 3356 0.7 52 3358 1.2 60

3360.5 2.5 70 3362 4.1 115 3364 6.9 225 3366 10.3 380 3368 14.4 540

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The small retentio,n pond (#501) in the pool area will be inundated by backwater from Element 104. Pond 501 is assumed full prior to the runoff event and the Pond 104 storage curve does not include the permanent pool storage provided by Pond 501. Pond 501 is further discussed in the RETENTION POND section of this chapter.


Element 105 is an existing detention pond created by the embankment of North Plaza Drive and upstream grading. It is shown as Pond 105 on the engineering drawing. Minor improvements to increase freeboard are necessary.

The pond outlet consists of an area inlet draining to a 24" RCP low flow pipe and a 91" x 91" RC Underpass which also serves as a tunnel for the golf course. The area inlet is at about elevation 335l.5 and the low flow pipe invert is at about elevation 3349.5. The underpass flow line is at about elevation 3351.6

Peak flow into Element 105 is 786 cfs, peak discharge out is 742 cfs, and peak flood storage is 7.1 acre-feet. Maximum high water is at approximate elevation 3362.6 and top of road is at approximate elevation 3363.0.

The pond does not overtop; however, freeboard is inadequate and it is necessary to construct a small berm along the north side of the road to provide additional freeboard. It is recommended that the berm be constructed to minimum elevation 3364.0


STAGE/STORAGEIDISCHARGE DATA ELENIENT 105


3349.5 0 0 3351.6 0 15 3354 0 110 3356 0.3 245 3358 0.8 405 3360 2.5 565 3362 5.7 705 3364 10.1 825

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The small retention pond (#504) in the pool area will be inundated by backwater from Element 105. Improvements are recommended to Pond 504. It is necessary to reduce the Pond 504 overflow elevation from approximate elevation 3360 to elevation 3358 in order to meet the Pond 105 storage curve. Pond 504 is assumed to be full to elevation 3358 prior to the runoff event and the storage curve for Element 104 does not include Pond 504 permanent pool storage below elevation 3358. Pond 504 is further discussed in the RETENTION POND section of this chapter.

Element 201

Element 201 is not a physical hydraulic element. It serves to summarize hydro graphs and to provide final flows at the confluence with Rapid Creek.

The peak flow in Element 201 is 1,951 cfs.

Element 202

Element 202 is not a physical hydraulic element. It serves to summarize hydrographs and provides an inflow hydrograph to Element 100.


Element 203

Element 203 is not a physical hydraulic element. It serves to summarize hydro graphs and provides an inflow hydrograph to Element 102.


Element 392

Element 392 is an existing channel element which conveys flow from the "Coke Plant" area (revised sub-basin 7) to Element 7. Element 392 is a new element that was not part of the 1989 DBDP. It consists of a 30" RCP under the roadway and a small channel on the south side of the road.

Peak 100 year flow is 123 cfs. The culvert will pass about 50 cfs under the road to the channel and the remaining 70 to 75 cfs will flow on North Plaza Drive. Flow depth on North Plaza Drive will be about 8 inches.

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Element 393 (Pond 393)

Element 393 is a detention/retention pond. It was constructed as part of the 1990 design; however, further improvements are necessary. Element 393 is shown as Pond 393 on the engineering drawing and it is modeled as a detention pond in the UDSWM2 routing. Element 393 is a new routing element that was not part of the 1989 DBDP.

Required improvements consist of increasing detention storage, modifications to the spillway, modifications to the embankment, and bridge installation. These improvements will improve the detention capability of the pond over that designed in 1990. Improved detention at this pond is necessary to counter decreased detention at other ponds in the project.

The existing permanent pool is at about elevation 3344.5 and the overflow weir is at about elevation 3345. It is necessary to lower the permanent pool to elevation 3342 to meet required storage capacity. A 12" PVC low flow pipe is to be installed to maintain the pool at elevation 3342.

The existing spillway is about 120 feet long and is mostly constructed as a fill section. It is recommended that the spillway be moved and regraded as a cut section. The proposed spillway is also to be reduced to a 40 foot weir with 4: 1 end slopes and the spillway flow line will be lowered to elevation 3344. Grading for the spillway is shown on the engineering drawing.

It is necessary to modifY the "north-south peninsula" through the pond. This peninsula was designed as part of the 1990 project and was to include a bridge to equalize the water surface elevations on either side of the peninsula. A small RCP pipe was installed in lieu of the bridge and it is necessary to remove the pipe and install a bridge. A channel is to be excavated under the bridge to a minimum elevation of3341. The bridge will be inundated during extreme events and nonfloating bridge materials are required. It is beyond the scope of the project to design the bridge; however, the bridge should have a minimum span of 10' to 12'.

It is also necessary to lower the elevation of the south half of the peninsula from about elevation 3348 to elevation 3345. This is necessary so the pond will function as designed rather than as a "dam within a dam." Furthermore, backwater created by a peninsula at elevation 3348 would affect the outlet characteristics of the Pond 104 low flow pipe.

The peninsula will be inundated during extreme events and some erosion of the peninsula may occur. The erosion is not expected to adversely affect the operation of the detention pond; rather it would be a maintenance problem for the golf course. Maintenance of the peninsula is the responsibility of the golf course.

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An additional embankment is located in the Element 393 storage pool about 400 feet upstream of the peninsula. This embankment is to be breached. The embankment was designed in 1990 as a retention/detention pond with a cut section spillway; however, it will now be breached as construction of a spillway would interfere with the golf course.

Peak flow into Element 393 is 530 cfs, peak discharge out is 513 cfs, and peak flood storage is 7.2 acre-feet. Peak flow out does not vary significantly from peak flow in; however, the pond stores early flows enough to be of significant downstream benefit.

Maximum high water elevation is about elevation 3346.5 and top of dam is to be at minimum elevation 3347.5 to provide 1 foot of freeboard. The survey indicates the portions of the existing golf green (top of dam) may be below elevation 3347.5. Elevations at the top of the dam are to be confirmed and increased to 3347.5 as necessary. Furthermore, it is necessary to extend the dam embankment to the new spillway section.

The pond is assumed full to elevation 3342 prior to the runoff event and the storage curve does not include permanent pool storage below elevation 3342. The bottom of the pond is at about elevation 333l.




3342 0.0 0 3344 3.0 5 3345 4.3 135 3346 6.2 370 3347 8.6 710

Element 394

Element 394 is not a physical hydraulic element. It serves to summarize hydrographs and provides an inflow hydrograph to Element 393. It is a new routing element that was not part of the 1989 DBDP. Peak flow is 530 cfs.

Element 395

Element 395 is an existing open channel located between Detention Pond 393 and North Plaza Drive. Element 395 was part of Element 4 in the 1989 DBDP.

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No improvements are necessary. The peak flow in Element 395 is 433 cfs at a depth of 3.2 feet.

Element 396

Element 396 is not a physical hydraulic element. It serves to summarize hydrographs and provides an inflow hydro graph to Element 104. It is a new routing element that was not part of the 1989 DBDP. Peak flow is 771 cfs.

Element 397

Element 397 is an existing open channel beginning at Element 396 and ending at the I-90IDeadwood Avenue interchange. It is a new routing element that was not part of the 1989DBDP.

No improvements are necessary. Peak discharge is 123 cfs at a depth of 1.1 feet.

Element 398

Element 398 is an existing detention pond created by the eastbound off-ramp at the I-90IDeadwood Avenue interchange. It is a new element that was not part of the 1989 study.

The existing pond is adequate and no improvements are necessary. Peak flow into Element 398 is 398 cfs, peak discharge out is 69 cfs, and peak flood storage is 10.6 acrefeet. The outlet structure is an existing 30" RCP culvert. Pipe flow line is at approximate elevation 3432, maximum high water elevation is at approximate elevation 3442, and top of road low point is at approximate elevation 3449.5



ELEV.

3432 3440

3449.5

STORAGE (AC-FT)

0.0 5.2

32.0

13

DISCHARGE (CFS)

o 60 105

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Element 399

Element 399 is an existing detention pond created by the westbound on-ramp at the 1-90IDeadwood Avenue interchange. It is a new element that was not part of the 1989 study.

The existing pond is adequate and no improvements are necessary. Peak flow into Element 399 is 240 cfs, peak discharge out is 56 cfs, and peak flood storage is 5.4 acrefeet. The outlet structure is an existing 30" RCP culvert. Pipe flow line is at approximate elevation 3447.5, maximum high water elevation is at approximate elevation 3455, and top of road low point is at approximate elevation 3456.



ELEY. STORAGE DISCHARGE (AC-FT) (CFS)

3447.5 0.0 0 3450 0.3 22 3455 5.6 57 3456 7.7 65

RETENTION PONDS

Retention ponds, except for Ponds 102 and 393, were not modeled as detention ponds. The remaining retention ponds have high capacity spillways and have minimal flood storage. Any detention storage will be incidental in nature and the ponds were therefore simply assumed to be part of the adjacent routing element.

Since these ponds were not a part of the flow routing network they are not shown on Figure 2; however, they are shown on the engineering drawing. A discussion of each pond follows.

Pond 500

Pond 500 is located south of the intersection of Rand Road and North Plaza Drive. The pond was not constructed per the 1990 design. The owner has determined that the pond is no longer desirable and it will be breached.

If subsequent to this report it is desired to keep the pond, improvements should be made so the pond is in accordance with the 1990 design.

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Pond 501

Pond 501 is located within the pool area of Element 104. Only minor improvements are necessary.

Bottom elevation of Pond 501 is at approximate elevation 3353.0 and top of the permanent pool is maintained at about elevation 3359.0 by use of a PVC trickle pipe. Top of dam embankment is at about elevation 3361.0. A small spillway was constructed at about elevation 3359.5.

Pond 501 will be inundated by detention storage in Pond 104. Some minor overtopping and erosion of the Pond 501 embankment may occur; however, it is judged insignificant as the water elevation of Pond 104 detention storage will rapidly equalize with the Pond 501 water elevations. Any erosion of the Pond 501 embankment will be the responsibility of the golf course.

The only required improvement to Pond 501 is to extend the PVC trickle pipe to the downstream channel rather than discharging onto the fill slope.

Pond 502

Pond 502 is located just upstream of Pond 104 and Pond 501. Improvements are necessary.

Bottom of pond is at about elevation 3359, permanent pool is at approximate elevation 3369.3, spillway elevation is at approximate elevation 3371, and top of dam is at approximate elevation 3372. A trickle pipe maintains the permanent pool elevation.

The spillway is about 35 feet wide and it appears the spillway was constructed in a cut section. The spillway is adequately sized; however the top of dam elevation must be increased to elevation 3375.0 to provide spillway flow depth and freeboard. The embankment grading is shown on the engineering drawing.

Peak discharge for spillway sizing is about 420 cfs as determined by interpolation of routed flows. Maximum highwater elevation will be at about elevation 3373.5 for the 420 cfs flow with about 18" offreeboard available to top to dam.

An additional required improvement is to extend the PVC trickle pipe to the downstream channel rather than discharging onto the embankment fill slope.

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Pond 503

Pond 503 is located just upstream of Pond 502. Improvements are required.

Bottom of pond is at about elevation 3369, permanent pool is at about elevation 3375, and top of dam is at about elevation 3378. No spillway other than dam overtopping was constructed. A PVC trickle pipe maintains the permanent pool elevation.

Two options are available for improving Pond 503. The first option is to provide an emergency spillway to the north of the pond. This option requires excavation for the spillway to be placed in cut and increasing the dam embankment to provide spillway flow depth and freeboard. This grading and spillway section is shown on the engineering drawing.

If the spillway is constructed the permanent pool will remain at elevation 3375, the spillway will be at elevation 3378, and top of dam will be increased to elevation 3382. Peak discharge for spillway sizing is about 420 cfs as determined by interpolation of routed flows. Maximum highwater elevation will be at about elevation 3380.5 for the 420 cfs flow with about 18" of freeboard available to top to dam.

The second option is to breach Pond 503 if the spillway is undesirable for the golf course. The option of armoring the embankment per the 1990 design has been ruled out by the owner.

Pond 504

Pond 504 is located about midway between 1-90 and North Plaza Drive. Minor grading improvements are necessary.

Bottom of pond is at about elevation 3352 and permanent pool is at about elevation 3356. The pond is similar to a "hole in the ground" rather than an embankment style dam. The existing overflow is at about elevation 3360 and the dam will be inundated by detention storage from Pond 105.

In order to meet the Pond 105 storage curve and eliminate the small "embankment type dam" it is necessary to lower the overflow to elevation 3358. This requires minor grading at the Pond 504 overflow area as shown on the engineering drawing.

16

17

TABLE 2 SUM:MARY OF ANIENDED DESIGN PLAN

PEAK FLOWS FOR HYDRAULIC ELEMENTS 100 YEAR STORM - FULLY DEVELOPED CONDITIONS

ELEMENT TIME OF PEAK NUMBER PEAK FLOW

(HR.-MIN) (CFS) 1 1-40 1,506'1< 2 1-05 1,415* 3 0-50 568* 4 1-00 514* 5 1-50 38* 6 1-35 38* 7 1-15 762* 8 1-10 746*

I 9 1-20 410* ! I

100 1-15 1,577 101 0-35 601 102 1-40 1,041 103 0-50 566 104 0-50 433 105 1-25 742 106 1-35 38 107 1-30 38 108 1-10 746 109 1-15 411 201 0-50 1,951 202 0-45 2,011 203 1-00 1,314 204 0-35 879 205 1-00 786 206 0-40 1,274 392 0-40 123* 393 0-55 513

I 394 0-50 530 I . I I 395 0-55 433 i

396 0-35 771 397 1-15 123*

398 1-10 69 399 1-00 56

*ROUTED FLOWS ONLY - SEE APPENDIX A FOR CAUTION STATEMENT NOTE: THIS TABLE UPDATES TABLE 3 IN THE 1989 DBDP

I 18

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DIRECT BASIN INFLOW

DETENTION POND OR !!tOAD CltOSSING FLOW ELEMENT

DIRECT FLOW ELEMENT

FLOW CONVEYANCE ELEMENT

o FLOW ELEMENT I. D. NUMBER -

1-99 CHANNEL FLOW

100 - 199 DETENTION POND ROAD CROSSING

200 - 299 DIRECT FLOW

"-NOTE: ARROW DENOTES FLOW DIRECTION /

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ORIGINAL STUOY ROUT/NG nOD/F/ED BY ADD/NG BAS/NS 96.1 97J 98J '99 qt..

ADD/N6r £LE/'?£/VTs 3"72..1 3'73; 3'74; 39~ 3'7(0/ 397/ 398 <I- 39'9.

HYDROLOGIC SCHEMATIC FOR

DEADWOOD AVENUE DRAINAGE BASIN

FIGURE 2.

(HOD/FlED FoR AIIENDI'1ENT TO DBDP)

/VOTE: THIS WAs FIG. t;; /N 1989 DESIGN PLAN

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APPENDIX A

CUHPEIPC PRINTOUTS

[-

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L_

2 DEADWOOD AVE DBDP MODIFIED FOR SIMPOSON PONDS AS BUILTS JAN 1994 01100 YR 100 3.10

8001015.0 OOlBASIN 1F FUTURE DEVELOPED CONDITIONS FOR ALL BASINS 0.55 1.63 0.79 59.0 .029 0.30 0.07 3.6 .00180.5 8001015.0 002BASIN 2

0.17 0.76 0.30 85.0 .028 20.0 0.25 0.07 3.3 .00180.5 8001015.0 003BASIN 3

0.210.98 0.53 58.0 .043 20.0 0.30 0.07 3.5 .00180.5 8001015.0 004BASIN 4

0.26 0.84 0.42 53.0 .048 0.35 0.07 3.6 .00180.5 8101015.0 005BASIN 5 SMALLER THAN ORG DBDP DUE TO BASIN SUBDIVISION

0.05 0.42 0.18 70.0 .015 10.0 0.30 0.07 3.4 .00180.5 8101015.0 097BASIN 97 NEW BASIN -PART OF BASIN 5 IN ORIGINAL DBDP

0.08 0.57 0.30 75.0 .040 15.0 0.30 0.07 3.4 .00180.5 8001015.0 006BASIN 6 SMALLER THAN ORG DBDP DUE TO BASIN SUBDIVISION

0.20 0.87 0.36 70.0 .030 0.40 0.08 3.0 .00180.5 8101015.0 098BASIN 98 NEW BASIN - PART OF BASIN 6 IN ORIGINAL DBDP

0.110.610.30 75.0 .035 17.0 0.35 0.07 3.0 .00180.5 8101015.0 099BASIN 99 NEW BASIN - PART OF BASIN 6 IN ORIGINAL DBDP

0.06 0.49 0.28 65.0 .032 13.0 0.35 0.07 3.0 .00180.5 8101015.0 007BASIN 7 SMALLER THAN ORG DBDP DUE TO BASIN SUBDIVISION

0.04 0.410.17 67.0 .019 20.0 0.35 0.07 4.0 .00180.6 8101015.0 096BASIN 96 NEW BASIN - PART OF BASIN 7 IN ORIGINAL DBDP

0.04 0.30 0.13 55.0 .021 18.0 0.35 0.07 3.4 .00180.5 8001015.0 008BASIN 8

0.210.63 0.23 30.0 .057 20.0 0.30 0.07 3.3 .00180.5 8001015.0 009BASIN 9

0.35 1.23 0.53 57.0 .048 0.30 0.07 3.3 .00180.5 8001015.0 010BASIN 10

0.58 1.27 0.57 67.0 .043 0.30 0.07 3.4 .00180.5 E 00

INPUT DATA 1 OF 1

I ' I

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I I '

l_

1

1

U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE AT TIME

CUHPE/PC VERSION MODIFIED IN JANUARY 1985

PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 8

DEADWOOD AVE DBDP MODIFIED FOR SIMPOSON PONDS AS BUILTS JAN 1994

BASIN ID: -- BASIN COMMENT: BASIN 1F FUTURE DEVELOPED CONDITIONS FOR ALL BASINS

AREA OF BASIN LENGTH OF BASIN DIST TO CENTROID IMPERVIOUS AREA SLOPE UNIT DURATION (SQMI) eMI) (MI) (PeT) (FT /FT) (MIN)

.55 1.63 .79 59.00 .0290 5.00

COEFFICIENT COEFFICIENT (REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF)

.084 .633

CALCULATED UNIT HYDROGRAPH

TIME TO PEAK PEAK RATE OF RUNOFF UNIT HYDROGRAP PEAK VOLUME OF RUNOFF (MIN) (CFS/SQMI) (CFS) (A F)

15.85 1822.21 1002.21 29.33

WIDTH AT 50 = 16. MIN. WIDTH AT 75 = 9. MIN. K50 = .35 K75 = .45

RAINFALL LOSSES INPUT WI BASIN DATA

MAX. IMPERVIOUS RET. .07 IN. MAX. PERVIOUS RET. = .30 IN. INFILTRATION = 3.60 IN./HR. DECAY = .00180/SECOND FNINFL = .50 IN./HR.

TIME UNIT TIME UNIT TIME UNIT HYDROGRAPH " HYDROGRAPH " HYDROGRAPH "

" " " " o. O. " 30. 390. " 60. 44. " 5. 131. " 35. 271. " 65. 31. *

10. 492. " 40. 189. " 70. 21. * 15. 992. * 45. 131. * 75. 15. " 20. 801. " 50. 91. * 80. 10. * 25. 566. * 55. 63. " 85. O. " BASIN ID: -- BASIN COMMENT: BASIN 1F FUTURE DEVELOPED CONDITIONS FOR ALL BASINS

**** STORM NO. = 1 **** DATE OR RETURN PERIOD = 100 YR

/===========PERVIOUS AREA =--=========/====--===== IMPERVIOUS AREA ===========/ TIME REARRAN. MAXIMUM RETENTION 41. PC RETENTION LOSS 59. PC

INCREMENT. INFIL. AND DEPR. EFFECT EFFECT AND DEPR. EFFECT EFFECT PRECIP. STORAGE PRECIP PRECIP STORAGE PRECIP PRECIP

5. .03 .24 .00 .00 .00 .03 .00 .00 .00 10. .09 .16 .00 .00 .00 .04 .00 .05 .03 15. .14 .11 .03 .00 .00 .00 .01 .14 .08 20. .25 .08 .17 .00 .00 .00 .01 .24 .14 25. .43 .06 .10 .27 .11 .00 .02 .41 .24 30. .77 .05 .00 .72 .30 .00 .04 .74 .43 35. .43 .05 .00 .38 .16 .00 .02 .41 .24 40. .25 .05 .00 .20 .08 .00 .01 .24 .14 45. .19 .04 .00 .15 .06 .00 .01 .18 .11 50. .16 .04 .00 .11 .05 .00 .01 .15 .09 55. .12 .04 .00 .08 .03 .00 .01 .12 .07 60. .12 .04 .00 .08 .03 .00 .01 .12 .07 65. .12 .04 .00 .08 .03 .00 .01 .12 .07 70. .06 .04 .00 .02 .01 .00 .00 .06 .03 75. .06 .04 .00 .02 .01 .00 .00 .06 .03 80. .04 .04 .00 .00 .00 .00 .00 .04 .02 85. .04 .04 .00 .00 .00 .00 .00 .04 .02 90. .04 .04 .00 .00 .00 .00 .00 .04 .02 95. .04 .04 .00 .00 .00 .00 .00 .04 .02

100. .04 .04 .00 .00 .00 .00 .00 .04 .02 105. .04 .04 .00 .00 .00 .00 .00 .04 .02 110. .04 .04 .00 .00 .00 .00 .00 .04 .02 115. .04 .04 .00 .00 .00 .00 .00 .04 .02

1

TOTAL EXCES S PRECIP

.000

.030

.080

.139

.354

.730

.401

.222

.168

.133

.103

.103

.103

.043

.043

.021

.021

.021

.021

.021

.021

.021

.021

I . I '

I I I '

I '

120. .04 .04 .00 .00 .00 .00 .00 .04 .02

TOTALS 3.58 .30 2.12 .87 .07 .18 3.34 1.97

1

1

TIME STORM TIME STORM TIME STORM (MIN.) HYDROGRAPH * (MIN. ) HYDROGRAPH * (MIN.) HYDROGRAPH *

* * * 5. o. 65. 766. * 125. 95. " 10. 4. * 70. 659. * 130. 81. *

15. 25. * 75. 560. * 135. 58. * 20. 87. * 80. 449. * 140. 40. * 25. 218. * 85. 357. * 145. 27. * 30. 488. * 90. 277. * 150. 18. * 35. 93l. * 95. 219. * 155. 12. * 40. 135l. * 100. 179. * 160. 8. * 45. 1395. * 105. 149. * 165. 6. * 50. 1249. * 110. 125. * 170. 4. * 55. 1070. * 115. 111. * 175. 3. * 60. 904. * 120. 103. * 180. 2. *

TOTAL PRECIP. = 3.58 (l-HOUR RAIN = 3.10) EXECESS PRECIP. = 2.840 INCHES VOLUME OF EXCESS PRECIP = 83. ACRE-FEET PEAK Q = 1395. CFS TIME OF PEAK = 45. MIN. INFILT.= 3.60 IN/HR DECAY = .00180 FNINF = .50 IN/HR MAX.PERV.RET.= .30 IN. MAX.IMP.RET.= .07 IN.





BASIN ID: -- BASIN COMMENT: BASIN 2

AREA OF BASIN LENGTH OF BASIN DIST TO CENTROID IMPERVIOUS AREA SLOPE UNIT DURATION (SQMI) (MI) (MI) (PeT) (FT /FT) (MIN)

.17 .76 .30 85.00 .0280 5.00


.076 .624


TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF (MIN) (MIN) (CFS/SQMI) (CFS) (AF)

7.77 20.00 4544.36 772.54

WIDTH AT 50 7. MIN. WIDTH AT 75 = 3. MIN. K50 = .35 K75 = .45

RAINFALL LOSSES INPUT W/ BASIN DATA


TIME UNIT TIME UNIT TIME UNIT HYDROGRAPH * HYDROGRAPH * HYDROGRAPH *

* * * *

O. O. * 15. 225. * 30. 14. * 5. 296. * 20. 90. * 35. o. *

10. 552. * 25. 36. * o. O. * BASIN ID: BASIN COMMENT: BASIN 2


9.07

/===========PERVIDUS AREA ===========/========== IMPERVIOUS AREA ===========/ TIME REARRAN. MAXIMUM RETENTION 15. PC RETENTION LOSS 85. PC

INCREMENT. INFIL. AND DEPR. EFFECT EFFECT AND DEPR. EFFECT EFFECT

2

.021

2.840

TOTAL EXCES S

PRECIP. STORAGE PRECIP PRECIP STORAGE PRECIP PRECIP PRECIP

5. .03 .22 .00 .00 .00 .03 .00 .00 .00 .000 10. .09 .15 .00 .00 .00 .04 .00 .05 .04 .044 15. .14 .10 .04 .00 .00 .00 .01 .14 .12 .115 20. .25 .08 .17 .00 .00 .00 .01 .24 .20 .200 25. .43 .06 .04 .33 .05 .00 .02 .41 .35 .400 30. .77 .05 .00 .72 .11 .00 .04 .74 .63 .734 35. .43 .05 .00 .39 .06 .00 .02 .41 .35 .408 40. .25 .05 .00 .20 .03 .00 .01 .24 .20 .231 45. .19 .04 .00 .15 .02 .00 .01 .18 .16 .177 50. .16 .04 .00 .11 .02 .00 .01 .15 .13 .142 55. .12 .04 .00 .08 .01 .00 .01 .12 .10 .112 60. .12 .04 .00 .08 .01 .00 .01 .12 .10 .112 65. .12 .04 .00 .08 .01 .00 .01 .12 .10 .112 70. .06 .04 .00 .02 .00 .00 .00 .06 .05 .053 75. .06 .04 .00 .02 .00 .00 .00 .06 .05 .053 80. .04 .04 .00 .00 .00 .00 .00 .04 .03 .030 85. .04 .04 .00 .00 .00 .00 .00 .04 .03 .030 90. .04 .04 .00 .00 .00 .00 .00 .04 .03 .030 95. .04 .04 .00 .00 .00 .00 .00 .04 .03 .030

100. .04 .04 .00 .00 .00 .00 .00 .04 .03 .030 105. .04 .04 .00 .00 .00 .00 .00 .04 .03 .030 110. .04 .04 .00 .00 .00 .00 .00 .04 .03 .030 115. .04 .04 .00 .00 .00 .00 .00 .04 .03 .030 120. .04 .04 .00 .00 .00 .00 .00 .04 .03 .030

TOTALS 3.58 .25 2.19 .33 .07 .18 3.34 2.84 3.165

I TIME STORM TIME STORM TIME STORM

(MIN.) HYDROGRAPH * (MIN. ) HYDROGRAPH * (MIN.) HYDROGRAPH * * * * \ ~

5. O. * 55. 197. * 105. 36. * 10. 13. * 60. 157. * 110. 36. * 15. 58. * 65. 143. * 115. 36. * 20. 133. * 70. 121. * 120. 36. * 25. 259. * 75. 87. * 125. 28. * 30. 495. * 80. 66. * 130. 11. * 35. 639. * 85. 48. * 135. 4. * 40. 504. * 90. 41. * 140. 2. * 45. 355. 95. 38. * 145. O. * 50. 261. * 100. 37. * 150. O. *


RATIONAL FORMULA C = .88 I = 6.1 INCHES/HOUR A = 108.8 ACRES Q = 585. CFS

1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE AT TIME



I DEADWOOD AVE DBDP MODIFIED FOR SIMPOSON PONDS AS BUILTS JAN 1994


AREA OF BASIN LENGTH OF BASIN DIST TO CENTROID IMPERVIOUS AREA SLOPE UNIT DURATION (SQMI) (MI) (MI) (PCT) (FT /FT) (MIN)

.21 .98 .53 58.00 .0430 5.00


.085 .543



3

1

I I

I

1-

10.39 20.00 2640.81 554.57





* * * *

O. O. * 20. 221. * 40. 29. * 5. 169. * 25. 134. * 45. 18. *

10. 552. * 30. 81. * 50. 11. * 15. 370. * 35. 49. * 55. O. *

1 BASIN ID: BASIN COMMENT: BASIN 3


11.20

/========--===PERVIOUS AREA ===========/========== IMPERVIOUS AREA ===========/ TIME REARRAN. MAXIMUM RETENTION 42. PC RETENTION LOSS 58. PC


5. .03 .23 .00 .00 .00 .03 .00 .00 .00 10. .09 .15 .00 .00 .00 .04 .00 .05 .03 15. .14 .11 .04 .00 .00 .00 .01 .14 .08 20. .25 .08 .17 .00 .00 .00 .01 .24 .14 25. .43 .06 .10 .28 .12 .00 .02 .41 .24 30. .77 .05 .00 .72 .30 .00 . 04 .74 .43 . 35. .43 .05 .00 .38 .16 .00 .02 .41 .24 40. .25 .05 .00 .20 .08 .00 .01 .24 .14 45. .19 .04 .00 .15 .06 .00 .01 .18 .11 50. .16 .04 .00 .11 .05 .00 .01 .15 .09 55. .12 .04 .00 .08 .03 .00 .01 .12 .07 60. .12 .04 .00 .08 .03 .00 .01 .12 .07 65. .12 .04 .00 .08 .03 .00 .01 .12 .07 70. .06 .04 .00 .02 .01 .00 .00 .06 .03 75. .06 .04 .00 .02 .01 .00 .00 .06 .03 80. .04 .04 .00 .00 .00 .00 .00 .04 .02 85. .04 .04 .00 .00 .00 .00 .00 .04 .02 90. .04 .04 .00 .00 .00 .00 .00 .04 .02 95. .04 .04 .00 .00 .00 .00 .00 .04 .02

100. .04 .04 .00 .00 .00 .00 .00 .04 .02 105. .04 .04 .00 .00 .00 .00 .00 .04 .02 110. .04 .04 .00 .00 .00 .00 .00 .04 .02 115. .04 .04 .00 .00 .00 .00 .00 .04 .02 120. .04 .04 .00 .00 .00 .00 .00 .04 .02

TOTALS 3.58 .30 2.13 .89 .07 .18 3.34 1.94


* * * 5. O. * 55. 337. * 105. 38. *

10. 5. * 60. 271. * 110. 35. * 15. 30. * 65. 230. * 115. 34. * 20. 77. * 70. 195. * 120. 34. * 25. 171. * 75. 145. * 125. 30. * 30. 391. * 80. 107. * 130. 19. * 35. 645. * 85. 76. * 135. 11. * 40. 633. * 90. 58. * 140. 7. * 45. 524. * 95. 47. * 145. 4. * 50. 421. * 100. 41. * 150. 2. *


4


.000·

.030

.079

.137

.355

.730

.401

.221

.168

.132

.103

.103

.103

.043

.043

.020

.020

.020

.020

.020

.020

.020

.020

.020

2.830

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I

I

1

1








.26 .84 .42 53.00 .0480 5.00


.087 .530


TIME TO PEAK PEAK RATE OF RUNOFF UNIT HYDROGRAP PEAK VOLUME OF RUNOFF (MIN) (CFS/SQMI) (CFS) (AF)

9.05 3106.73 807.75 13.87

WIDTH AT SO = 10. MIN. WIDTH AT 75 = 5. MIN. K50 = .35 K75 = .45


MAX. IMPERVIOUS RET. .07 IN. MAX. PERVIOUS RET. = .35 IN. INFILTRATION = 3.60 IN./HR. DECAY = .001BO/SECOND FNINFL = .50 IN./HR.


* * * *

O. O. * 20. 229. * 40. 20. * 5. 310. * 25. 125. * 45. 11. *

10. 779. * 30. 68. * SO. O. * 15. 422. * 35. 37. * O. O. *



/===========PERVIOUS AREA ===========/=--======== IMPERVIOUS AREA ===========/ TIME REARRAN. MAXIMUM RETENTION 47. PC RETENTION LOSS 53. PC


5. .03 .24 .00 .00 .00 .03 .00 .00 .00 10. .09 .16 .00 .00 .00 .04 .00 .05 .03 15. .14 .11 .03 .00 .00 .00 .01 .14 .07 20. .25 .08 .17 .00 .00 .00 .01 .24 .12 25. .43 .06 .15 .22 .10 .00 .02 .41 .22 30. .77 .05 .00 .72 .34 .00 .04 .74 .39 35. .43 .05 .00 .38 .18 .00 .02 .41 .22 40. .25 .05 .00 .20 .09 .00 .01 .24 .12 45. .19 .04 .00 .15 .07 .00 .01 .18 .10 SO. .16 .04 .00 .11 .05 .00 .01 .15 .08 55. .12 .04 .00 .08 .04 .00 .01 .12 .06 60. .12 .04 .00 .08 .04 .00 .01 .12 .06 65. .12 .04 .00 .08 .04 .00 .01 .12 .06 70. .06 .04 .00 .02 .01 .00 .00 .06 .03 75. .06 .04 .00 .02 .01 .00 .00 .06 .03 80. .04 .04 .00 .00 .00 .00 .00 .04 .02 85. .04 .04 .00 .00 .00 .00 .00 .04 .02 90. .04 .04 .00 .00 .00 .00 .00 .04 .02 95. .04 .04 .00 .00 .00 .00 .00 .04 .02

100. .04 .04 .00 .00 .00 .00 .00 .04 .02 105. .04 .04 .00 .00 .00 .00 .00 .04 .02

5


.000

.027

.072

.125

.322

.729

.399

.220

.166

.131

.101

.101

.101

.041

.041

.019

.019

.019

.019

.019

.019

I ~

I

I '

I·

110. 115. 120.

.04

.04

.04

.04

.04

.04

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.04

.04

.04

.02

.02

.02

TOTALS 3.58 .35 2.07 .97 .07 .18 3.34 1.77

TIME STORM TIME STORM TIME STORM (MIN.) HYDROGRAPH * (MIN.) HYDROGRAPH * (MIN.) HYDROGRAPH *

* * * 5. o. * 55. 368. * 105. 40. *

10. 8. * 60. 292. * 110. 38. * 15. 43. * 65. 251. * 115. 38. * 20. 106. * 70. 209. * 120. 37. * 25. 234. * 75. 147. * 125. 32. * 30. 550. * 80. 108. * 130. 17. * 35. 867. * 85. 75. * 135. 9. * 40. 782. * 90. 57. * 140. 5. * 45. 610. * 95. 47. * 145. 3. * 50. 474. * 100. 42. * 150. 1. *



1




BASIN ID: -- BASIN COMMENT: BASIN 5 SMALLER THAN ORG DBDP DUE TO BASIN SUBDIVISION


.05 .42 .18 70.00 .0150 5.00


.080 .482



4.93 10.00 7632.48 381. 62 2.67

*** NOTE THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER, REPLACING THE ONE COMPUTED BY CUHPD (TP= 6.31)



MAX. PERVIOUS RET. = .30 IN. INFILTRATION = 3.40 IN./HR.

TIME UNIT HYDROGRAPH *

* *

TIME

MAX. IMPERVIOUS RET. .07 IN. DECAY = .00180/SECOND FNINFL = .50 IN./HR.

UNIT HYDROGRAPH *

* *


O. O. * 10. 92. * 20. O. * 5. 381. * 15. 22. * O. O. *


6

.019

.019

.019

2.743


/===========PERVIOUS AREA ===========/========--= IMPERVIOUS AREA ===========/ TIME REARRAN. MAXIMUM RETENTION 30. PC RETENTION LOSS 70. PC TOTAL

INCREMENT. INFIL. AND DEPR. EFFECT EFFECT AND DEPR. EFFECT EFFECT EXCES S PRECIP. STORAGE PRECIP PRECIP STORAGE PRECIP PRECIP PRECIP

5. .03 .23 .00 .00 .00 .03 .00 .00 .00 .000 10. .09 .15 .00 .00 .00 .04 .00 .05 .04 .036 15. .14 .10 .04 .00 .00 .00 .01 .14 .09 .095 20. .25 .08 .17 .00 .00 .00 .01 .24 .16 .165 25. .43 .06 .09 .28 .08 .00 .02 .41 .29 .372 30. .77 .05 .00 .72 .22 .00 .04 .74 .52 .732 35. .43 .05 .00 .39 .12 .00 .02 .41 .29 .404 40. .25 .05 .00 .20 .06 .00 .01 .24 .16 .226 45. .19 .04 .00 .15 .04 .00 .01 .18 .13 .172 50. .16 .04 .00 .11 .03 .00 .01 .15 .10 .137 55. .12 .04 .00 .08 .02 .00 .01 .12 .08 .107 60. .12 .04 .00 .08 .02 .00 .01 .12 .08 .107 65. .12 .04 .00 .08 .02 .00 .01 .12 .08 .107 70. .06 .04 .00 .02 .01 .00 .00 .06 .04 .047 75. .06 .04 .00 .02 .01 .00 .00 .06 .04 .047 80. .04 .04 .00 .00 .00 .00 .00 .04 .02 .025 85. .04 .04 .00 .00 .00 ;00 .00 .04 .02 .025 90. .04 .04 .00 .00 .00 .00 .00 .04 .02 .025 95. .04 .04 .00 .00 .00 .00 .00 .04 .02 .025

r 100. .04 .04 .00 .00 .00 .00 .00 .04 .02 .025

I 105. .04 .04 .00 .00 .00 .00 .00 .04 .02 .025 110. .04 .04 .00 .00 .00 .00 .00 .04 .02 .025 115. .04 .04 .00 .00 .00 .00 .00 .04 .02 .025 120. .04 .04 .00 .00 .00 .00 .00 .04 .02 .025

I TOTALS 3.58 .30 2.13 .64 .07 .18 3.34 2.34 2.976 I


* * * 5. o. * 50. 73. * 95. 12. *

10. 14. * 55. 57. * 100. 12. * 15. 39. * 60. 54. * 105. 12. * 20. 72. 65. 53. * 110. 12. * 25. 159. * 70. 30. * 115. 12. * 30. 317. * 75. 25. * 120. 12. * 35. 230. 80. 15. * 125. 3. * 40. 139. * 85. 13. * 130. l. * 45. 95. * 90. 12. * 135. o. *






l. DEADWOOD AVE DBDP MODIFIED FOR SIMPOSON PONDS AS BUILTS JAN 1994

BASIN ID: -- BASIN COMMENT: BASIN 97 NEW BASIN -PART OF BASIN 5 IN ORIGINAL DBDP

I AREA OF BASIN LENGTH OF BASIN DIST TO CENTROID IMPERVIOUS AREA SLOPE UNIT DURATION

(SQMI) (MI) (MI) (PCT) (FT /FT) (MIN) l .08 .57 .30 75.00 .0400 5.00


.078 .533

7

i I I I I !

I , ,

I !

--1

I i

I i

I I

J

I i, I

I

I I ' I •

r I

1


TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF (MIN) (MIN) (CFS/SQMI) (CFS) (A F)

6.93 15.00 4620.03 369.60 4.27









O. O. 5. 223.

10. 230. BASIN ID:

* * * * *

* *

lS. 94. * 30. O. * 20. 40. .. O. O. '* 25. 17. .. O. O. *

BASIN COMMENT: BASIN 97 NEW BASIN -PART OF BASIN S IN ORIGINAL DBDP


TIME

5. 10. 15. 20. 25. 30. 35. 40. 45. 50. 55. 60. 65. 70. 75. 80. 85. 90. 95.

100. 105. 110. 115. 120.

REARRAN. INCREMENT.

PRECIP.

.03

.09

.14

.25

.43

.77

.43

.25

.19

.16

.12

.12

.12

.06

.06

.04

.04

.04

.04

.04

.04

.04

.04

.04

/==========PERVIOUS AREA ========/======== IMPERVIOUS AREA ===========/ MAXIMUM RETENTION 25. PC RETENTION LOSS 75. PC

INFIL. AND DEPR. EFFECT EFFECT AND DEPR. EFFECT EFFECT

.23

.15

.10

.08

.06

.OS

.05

.05

.04

.04

.04

.04

.04

.04

.04

.04

.04

.04

.04

.04

.04

.04

.04

.04

STORAGE PRECIP PRECIP STORAGE PRECIP PRECIP

.00

.00

.04

.17

.09

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.28

.72

.39

.20

.15

.11

.08

.08

.08

.02

.02

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.07

.18

.10

.05

.04

.03

.02

.02

.02

.01

.01

.00

.00

.00

.00

.00

.00

.00

.00

.00

.03

.04

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.01

.01

.02

.04

.02

.01

.01

.01

.01

.01

.01

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.00

.05

.14

.24

.41

.74

.41

.24

.18

.15

.12

.12

.12

.06

.06

.04

.04

.04

.04

.04

.04

.04

.04

.04

.00

.04

.10

.18

.31

.55

.31

.18

.14

.11

.09

.09

.09

.04

.04

.03

.03

.03

.03

.03

.03

.03

.03

.03


.000

.038

.102

.177

.379

.732

.406

.227

.174

.138

.109

.109

.109

.049

.049

.027

.027

.027

.027

.027

.027

.027

.027

.027

TOTALS 3.S8 .30 2.13 .53 .07 .18 3.34 2.50 3.037

TIME STORM (MIN.) HYDROGRAPH *

5. 10. 15. 20. 25. 30. 35. 40. 45.

O. 9.

32. 66.

136. 272. 303. 231. 16S.

.. .. * .. * .. .. .. .. ..


50. 55. 60. 65. 70. 75. 80. 85. 90.

120. 88. 73. 68. 53. 39. 28. 20. 17 .

* * * .. * .. .. * .. ..


95. 100. 105. 110. 115. 120. 125. 130. 135.

8

16. 16. 16. 16. 16. 16. 10. 4. 1.

* .. * * .. * .. .. * *

i I I I

I

i I

I I

I I

I

I

[-

1

1









.20 .87 .36 70.00 .0300 5.00


.080 .594



8.89 3571. 64 714.33 10.67

WIDTH AT 50 = 8. MIN. wrOTH AT 75 4. MIN. K50 = .35 K75 = .45




* *

O. O. * 5. 231. *

10. 670. * 15. 326. *

BASIN ID:

TIME

20. 25. 30. 35.

UNIT HYDROGRAPH *

* *

161. * 80. * 39. * 20. *

TIME

40. 45.

O. O.

UNIT HYOROGRAPH *

10. * O. * O. * O. *

BASIN COMMENT: BASIN 6 SMALLER THAN ORG DBDP DUE TO BASIN SUBDIVISION


/===========PERVIOUS AREA ======-----/========== IMPERVIOUS AREA ===========/ TIME REARRAN. MAXIMUM RETENTION 30. PC RETENTION LOSS 70. PC


5. .03 .20 .00 .00 .00 .03 .00 .00 .00 10. .09 .13 .00 .00 .00 .05 .00 .04 .03 15. .14 .10 .05 .00 .00 .00 .01 .14 .09 20. .25 .07 .17 .00 .00 .00 .01 .24 .16 25. .43 .06 .18 .20 .06 .00 .02 .41 .29 30. .77 .05 .00 .72 .22 .00 .04 .74 .52 35. .43 .05 .00 .39 .12 .00 .02 .41 .29 40. .25 .05 .00 .20 .06 .00 .01 .24 .16 45. .19 .04 .00 .15 .04 .00 .01 .18 .13 50. .16 .04 .00 .11 .03 .00 .01 .15 .10 55. .12 .04 .00 .08 .02 .00 .01 .12 .08 60. .12 .04 .00 .08 .02 .00 .01 .12 .08 65. .12 .04 .00 .08 .02 .00 .01 .12 .08

9


.000

.029

.095

.165

.347

.732

.404

.226

.172

.137

.107

.107

.107

I I ,

I

[

(

I

I

I !

70. .06 .04 .00 .02 .01 .00 .00 .06 .04 75. .06 .04 .00 .02 .01 .00 .00 .06 .04 80. .04 .04 .00 .00 .00 .00 .00 .04 .02 85. .04 .04 .00 .00 .00 .00 .00 .04 .02 90. .04 .04 .00 .00 .00 .00 .00 .04 .02 95. .04 .04 .00 .00 .00 .00 .00 .04 .02

100. .04 .04 .00 .00 .00 .00 .00 .04 .02 105. .04 .04 .00 .00 .00 .00 .00 .04 .02 110. .04 .04 .00 .00 .00 .00 .00 .04 .02 115. .04 .04 .00 .00 .00 .00 .00 .04 .02 120. .04 .04 .00 .00 .00 .00 .00 .04 .02

TOTALS 3.58 .40 2.05 .62 .08 .18 3.33 2.33

1

TIME STORM TIME STORM TIME STORM (MIN. ) HYDROGRAPH * (MIN. ) HYDROGRAPH * (MIN.) HYDROGRAPH *

* * * 5. O. * 55. 278. * 105. 39. *

10. 7. * 60. 220. * 110. 38. * 15. 42. * 65. 191. * 115. 38. * 20. 111. * 70. 161. * 120. 38. * 25. 227. * 75. 114. * 125. 32. * 30. 474. * 80. 87. * 130. 16. * 35. 733. * 85. 62. * 135. 8. * 40. 635. * 90. 49. * 140. 4. * 45. 477. * 95. 43. * 145. 2. * 50. 362. * 100. 40. * 150. 1. *






BASIN ID: -- BASIN COMMENT: BASIN 98 NEW BASIN - PART OF BASIN 6 IN ORIGINAL DBDP

AREA OF BASIN LENGTH OF BASIN DIST TO CENTROID IMPERVIOUS AREA SLOPE UNIT DURATION (SQMI) (MI) (MI) (pen (FT /FT) (MIN)

.11 .61 .30 75.00 .0350 5.00


.078 .559



7.78 17.00 4070.70 447.78 5.87





TIME UNIT TIME


UNIT TIME UNIT

10

.047

.047

.025

.025

.025

.025

.025

.025

.025

.025

.025

2.946

HYDROGRAPH * HYDROGRAPH * HYDROGRAPH * * * * *

O. O. * 15. 153. * 30. 15. * 5. 203. * 20. 70. * 35. O. *

10. 331. * 25. 32. * O. O. * ) 1 BASIN ID: BASIN COMMENT: BASIN 98 NEW BASIN - PART OF BASIN 6 IN ORIGINAL DBDP I i


/===========PERVIOUS AREA ===========/====----==== IMPERVIOUS AREA ===========/ TIME REARRAN. MAXIMUM RETENTION 25. PC RETENTION LOSS 75. PC TOTAL

INCREMENT. INFIL. AND DEPR. EFFECT EFFECT AND DEPR. EFFECT EFFECT EXCES S PRECIP. STORAGE PRECIP PRECIP STORAGE PRECIP PRECIP PRECIP

i S. .03 .20 .00 .00 .00 .03 .00 .00 .00 .000 i I 10. .09 .13 .00 .00 .00 .04 .00 .05 .04 .038

15. .14 .10 .05 .00 .00 .00 .01 .14 .10 .102 20. .25 .07 .17 .00 .00 .00 .01 .24 .18 .177 25. .43 .06 .13 .25 .06 .00 .02 .41 .31 .371

r 30. .77 .05 .00 .72 .18 .00 .04 .74 .55 .733

I I 35. .43 .05 .00 .39 .10 .00 .02 .41 .31 .406

40. .25 .05 .00 .20 .05 .00 .01 .24 .18 .227 45. .19 .04 .00 .15 .04 .00 .01 .18 .14 .174 50. .16 .04 .00 .11 .03 .00 .01 .15 .11 .138 55. .12 .04 .00 .08 .02 .00 .01 .12 .09 .109 60. .12 .04 .00 .08 .02 .00 .01 .12 .09 .109 65. .12 .04 .00 .08 .02 .00 .01 .12 .09 .109 70. .06 .04 .00 .02 .01 .00 .00 .06 .04 .049 75. .06 .04 .00 .02 .01 .00 .00 .06 .04 .049 80. .04 .04 .00 .00 .00 .00 .00 .04 .03 .027 85. .04 .04 .00 .00 .00 .00 .00 .04 .03 .027 90. .04 .04 .00 .00 .00 .00 .00 .04 .03 .027 95. .04 .04 .00 .00 .00 .00 .00 .04 .03 .027

100. .04 .04 .00 .00 .00 .00 .00 .04 .03 .027 105. .04 .04 .00 .00 .00 .00 .00 .04 .03 .027 110. .04 .04 .00 .00 .00 .00 .00 .04 .03 .027 115. .04 .04 .00 .00 .00 .00 .00 .04 .03 .027 120. .04 .04 .00 .00 .00 .00 .00 .04 .03 .027

TOTALS 3.58 .35 2.10 .53 .07 .18 3.34 2.50 3.029


* * * 5. O. * 50. 178. * 95. 22. *

10. 8. * 55. 134. * 100. 22. * 15. 33. * 60. 105. * 105. 21. * 20. 75. * 65. 93. * 110. 21. * 25. 152. * 70. 77. * 115. 21. * 30. 307. * 75. 56. * 120. 21. * 35. 398. * 80. 42. * 125. 16. * 40. 326. * 85. 30. * 130. 7. * 45. 239. * 90. 25. * 135. 3. *








AREA OF BASIN LENGTH OF BASIN DIST TO CENTROID IMPERVIOUS AREA SLOPE UNIT DURATION

11

I :

! I

I !

i !

I I,

I

I I I I ..

i I

I I

I

[:

(SQMI)

.06

(MI)

.49

(MI)

.28

(PeT)

65.00

COEFFICIENT COEFFICIENT

(FT/m

.0320

(REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF)

.082 .479


(MIN)

5.00


6.26 13.00 4888.50 293.31 3.20


WIDTH AT 50 = 6. MIN. WIDTH AT 75 = 3. MIN. K50 = .35 K75 .45




* * * *

O. O. * 15. 60. * 30. O. * 5. 238. * 20. 24. * O. O. *

10. 155. * 25. 9. * O. O. * 1 BASIN ID: BASIN COMMENT: BASIN 99 NEW BASIN - PART OF BASIN 6 IN ORIGINAL DBDP

**** STORM NO. = 1 ***'* DATE OR RETURN PERIOD = 100 YR

/===========PERVIOUS AREA ===========/========== IMPERVIOUS AREA =======--===/ TIME REARRAN. MAXIMUM RETENTION 35. PC RETENTION LOSS 65. PC


5. .03 .20 .00 .00 .00 .03 .00 .00 .00 10. .09 .13 .00 .00 .00 .04 .00 .05 .03 15. .14 .10 .05 .00 .00 .00 .01 .14 .09 20. .25 .07 .17 .00 .00 .00 .01 .24 .15 25. .43 .06 .13 .25 .09 .00 .02 .41 .27 30. .77 .05 .00 .72 .25 .00 .04 .74 .48 35. .43 .05 .00 .39 .14 .00 .02 .41 .27 40. .25 .05 .00 .20 .07 .00 .01 .24 .15 45. .19 .04 .00 .15 .05 .00 .01 .18 .12 50. .16 .04 .00 .11 .04 .00 .01 .15 .10 55. .12 .04 .00 .08 .03 .00 .01 .12 .08 60. .12 .04 .00 .08 .03 .00 .01 .12 .08 65. .12 .04 .00 .08 .03 .00 .01 .12 .08 70. .06 .04 .00 .02 .01 .00 .00 .06 .04 75. .06 .04 .00 .02 .01 .00 .00 .06 .04 80. .04 .04 .00 .00 .00 .00 .00 .04 .02 85. .04 .04 .00 .00 .00 .00 .00 .04 .02 90. .04 .04 .00 .00 .00 .00 .00 .04 .02 95. .04 .04 .00 .00 .00 .00 .00 .04 .02

100. .04 .04 .00 .00 .00 .00 .00 .04 .02 105. .04 .04 .00 .00 .00 .00 .00 .04 .02 110. .04 .04 .00 .00 .00 .00 .00 .04 .02 115. .04 .04 .00 .00 .00 .00 .00 .04 .02 120. .04 .04 .00 .00 .00 .00 .00 .04 .02

TOTALS 3.58 .35 2.10 .74 .07 .18 3.34 2.17


* * *

12


.000

.033

.088

.153

.354

.731

.403

.224

.171

.135

.105

.105

.105

.045

.045

.023

.023

.023

.023

.023

.023

.023

.023

.023

2.906

I ! I

I I I !

i I '

I " I,'

I I

1

1

5. O. * 50. 88. * 95. ll. * 10. 8. * 55. 65. * 100. ll. * 15. 26. * 60. 56. * 105. ll. * 20. 52. * 65. 52. * llO. ll. * 25. ll4. * 70. 37. * ll5. 11. * 30. 240. * 75. 28. * 120. ll. * 35. 235. * 80. 19. * 125. 6. * 40. 170. * 85. 14. * 130. 2. * 45. 120. * 90. 12. * 135. 1. *

TOTAL PRECIP. = 3.58 (l-HOUR RAIN = 3.10) EXECESS PRECIP. = 2.906 INCHES VOLUME' OF EXCESS PRECIP = 9. ACRE-FEET PEAK Q = 240. CFS TIME OF PEAK = 30. MIN. INFILT.= 3.00 IN/HR DECAY = .00180 FNINF = .50 IN/HR MAX.PERV.RET.= . 35 IN. MAX.IMP.RET.= .07 IN .

RATIONAL FORMU LA C = .81 I = 7.5 INCHES/HOUR A = 38.4 ACRES Q = 234. CFS







.04 .41 .17 67.00 .0190 5.00


.081 .457



9.14 20.00 2643.55 105.74 2.13






* *

TIME


UNIT HYDROGRAPH *

* *


O. O. * 15. 63. * 30. 16. * 5. 50. * 20. 39. * 35. 10. *

10. 104. * 25 . 25. * 40. O. * BASIN 10: -- BASIN COMMENT: BASIN 7 SMALLER THAN ORG DBDP DUE TO BASIN SUBDIVISION


TIME REARRAN. INCREMENT.

PRECIP.

/===========PERVIOUS AREA =========--=/========== IMPERVIOUS AREA ===========/ MAXIMUM RETENTION 33. PC RETENTION LOSS 67. PC

INFIL. AND DEPR. EFFECT EFFECT AND DEPR. EFFECT EFFECT STORAGE PRECIP PRECIP STORAGE PRECIP PRECIP

13


5. .03 .27 .00 .00 .00 .03 .00 .00 .00 .000 10. .09 .18 .00 .00 .00 .04 .00 .05 .03 .034 15. .14 .12 .02 .00 .00 .00 .01 .14 .09 .091 20. .25 .09 .16 .00 .00 .00 .01 .24 .16 .158 25. .43 .07 .18 .18 .06 .00 .02 .41 .28 .337 30. .77 .06 .00 .71 .23 .00 .04 .74 .49 .728 35. .43 .06 .00 .38 .12 .00 .02 .41 .28 .400 40. .25 .05 .00 .19 .06 .00 .01 .24 .16 .222 45. .19 .05 .00 .14 .05 .00 .01 .18 .12 .168 50. .16 .05 .00 .10 .03 .00 .01 .15 .10 .133

I~ 55. .12 .05 .00 .07 .02 .00 .01 .12 .08 .103 I 60. .12 .05 .00 .07 .02 .00 .01 .12 .08 .103 I 65. .12 .05 .00 .07 .02 .00 .01 .12 .08 .103

70. .06 .05 .00 .01 .00 .00 .00 .06 .04 .043 75. .06 .05 .00 .01 .00 .00 .00 .06 .04 .043 80. .04 .05 .00 .00 .00 .00 .00 .04 .02 .024 85. .04 .05 .00 .00 .00 .00 .00 .04 .02 .024 90. .04 .05 .00 .00 .00 .00 .00 .04 .02 .024 95. .04 .05 .00 .00 .00 .00 .00 .04 .02 .024

100. .04 .05 .00 .00 .00 .00 .00 .04 .02 .024 105. .04 .05 .00 .00 .00 .00 .00 .04 .02 .024 110. .04 .05 .00 .00 .00 .00 .00 .04 .02 .024 115. .04 .05 .00 .00 .00 .00 .00 .04 .02 .024 120. .04 .05 .00 .00 .00 .00 .00 .04 .02 .024

TOTALS 3.58 .35 1. 95 .64 .07 .18 3.34 2.24 2.880


* * * 5. O. * 50. 79. * 95. 9. *

10. 2. * 55. 63. * 100. 8. * 15. 8. * 60. 50. * 105. 7. *

I 20. 19. * 65. 39. * 110. 7. * 25. 40. * 70. 32. * 115. 7. *

I i 30. 85. * 75. 24. * 120. 7. * 35. 125. * 80. 18. * 125. 6. * 40. 117. * 85. 13. * 130. 4. * 45. 97. * 90. 11. * 135. 2. *

I ,



1 U.D. F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE AT TIME

I CUHPE/PC VERSION MODIFIED IN JANUARY 1985 ! I I PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 8 I --



AREA OF BASIN LENGTH OF BASIN DIST TO CENTROID IMPERVIOUS AREA SLOPE UNIT DURATION

I (SQMI) (MI) (MI) (PCT) (FT /FT) (MIN)

I .04 .30 .13 55.00 .0210 5.00


.086 .410



8.28 18.00 2720.61 108.82 2.13

14

i I 1-

I

I i

, I I

I

I I '

I !

l

i I

,

i I

I



RAINFALL LOSSES INPUT WI BASIN DATA



* * * *

O. O. * 15. 57. * 30. 15. * 5. 66. * 20. 36. * 35. 9. *

10. 100. * 25. 23. * 40. O. * 1 BASIN ID: BASIN COMMENT: BASIN 96 NEW BASIN - PART OF BASIN 7 IN ORIGINAL DBDP


/===========PERVIOUS AREA =======--===/========== IMPERVIOUS AREA ===========/ TIME REARRAN. MAXIMUM RETENTION 45. PC RETENTION LOSS 55. PC

INCREMENT. INFIL. AND DEPR. EFFEa EFFEa AND DEPR. EFFEa EFFEa PRECIP. STORAGE PRECIP PRECIP STORAGE PRECIP PRECIP

5. .03 .23 .00 .00 .00 .03 .00 .00 .00 10. .09 .15 .00 .00 .00 .04 .00 .05 .03 15. .14 .10 .04 .00 .00 .00 .01 .14 .07 20. .25 .08 .17 .00 .00 .00 .01 .24 .13 25. .43 .06 .14 .23 .10 .00 .02 .41 .23 30. .77 .05 .00 .72 .32 .00 .04 .74 .40 35. .43 .05 .00 .39 .17 .00 .02 .41 .23 40. .25 .05 .00 .20 .09 .00 .01 .24 .13 45. .19 .04 .00 .15 .07 .00 .01 .18 .10 50. .16 .04 .00 .11 .05 .00 .01 .15 .08 55. .12 .04 .00 .08 .04 .00 .01 .12 .06 60. .12 .04 .00 .08 .04 .00 .01 .12 .06 65. .12 .04 .00 .08 .04 .00 .01 .12 .06 70. .06 .04 .00 .02 .01 .00 .00 .06 .03 75. .06 .04 .00 .02 .01 .00 .00 .06 .03 80. .04 .04 .00 .00 .00 .00 .00 .04 .02 85. .04 .04 .00 .00 .00 .00 .00 .04 .02 90. .04 .04 .00 .00 .00 .00 .00 .04 .02 95. .04 .04 .00 .00 .00 .00 .00 .04 .02

100. .04 .04 .00 .00 .00 .00 .00 .04 .02 105. .04 .04 .00 .00 .00 .00 .00 .04 .02 110. .04 .04 .00 .00 .00 .00 .00 .04 .02 115. .04 .04 .00 .00 .00 .00 .00 .04 .02 120. .04 .04 .00 .00 .00 .00 .00 .04 .02

TOTALS 3.58 .35 2.08 .94 .07 .18 3.34 1. 84

TIME STORM TIME STORM TIME STORM (MIN. ) HYDROGRAPH * (MIN.) HYDROGRAPH * (MIN.) HYDROGRAPH *

* * * 5. O. * 50. 75. * 95. 8. *

10. 2. * 55. 61. * 100. 6. * 15. 8. * 60. 48. * 105. 6. * 20. 18. * 65. 38. * 110. 6. * 25. 40. * 70. 30. * 115. 6. * 30. 92. * 75. 22. * 120. 6. * 35. 125. * 80. 17. * 125. 5. * 40. 113. * 85. 12. * 130. 3. * 45. 93. * 90. 9. * 135. 2. *

TOTAL PRECIP. = 3.58 (l-HOUR RAIN = 3.10) EXECESS PRECIP. = 2.773 INCHES VOLUME OF EXCESS PRECIP = 6. ACRE-FEET PEAK Q = 125. CFS TIME OF PEAK = 35. MIN. INFILT.= 3.40 IN/HR DECAY = .00180 FNINF = .50 IN/HR

15


.000

.028

.075

.130

.330

.729

.400

.221

.167

.131

.101

.102

.102

.041

.042

.019

.019

.019

.019

.019

.019

.019

.019

.019

2.773

I I

I ,

i i

I I

l.

I

1

1

MAX.PERV.RET.= .35 IN. MAX.IMP.RET.= .07 IN.

RATIONAL FORMULA C = .77 I = 6.4 INCHES/HOUR A = 25.6 ACRES Q= 127. CFS







.21 .63 .23 30.00 .0570 5.00


.099 .315


TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF (MIN) (MIN) (CFS/SQMI) (CFS) (A F)

7.20 20.00 2577.58 541.29

WIDTH AT SO = 12. MIN. WIDTH AT 75 = 6. MIN. K50 = .35 K75 = .45



TIME UNIT TIME HYDROGRAPH *

* *

O. O. * 25. 5. 456. * 30.

10. 441. * 35. 15. 265. * 40. 20. 170. * 45.

MAX. IMPERVIOUS RET. DECAY = .00180/SECOND

UNIT TIME HYDROGRAPH '*

* *

109. * SO. 70. * 55. 45. * 60. 29. * O. 18. * O.

BASIN ID: BASIN COMMENT: BASIN 8

.07 IN. FNINFL = .50 IN./HR.

UNIT HYDROGRAPH *

12. * 7. * O. * O. * O. *

11.20


/===========PERVIOUS AREA ====--======/========== IMPERVIOUS AREA ===========/ TIME REARRAN. MAXIMUM RETENTION 70. PC RETENTION LOSS 30. PC


5. .03 .22 .00 .00 .00 .03 .00 .00 .00 10. .09 .15 .00 .00 .00 .04 .00 .05 .02 15. .14 .10 .04 .00 .00 .00 .01 .14 .04 20. .25 .08 .17 .00 .00 .00 .01 .24 .07 25. .43 .06 .09 .28 .20 .00 .02 .41 .12 30. .77 .05 .00 .72 .50 .00 .04 .74 .22 35. .43 .05 .00 .39 .27 .00 .02 .41 .12 40. .25 .05 .00 .20 .14 .00 .01 .24 .07 45. .19 .04 .00 .15 .10 .00 .01 .18 .05 50. .16 .04 .00 .11 .08 .00 .01 .15 .04 55. .12 .04 .00 .08 .06 .00 .01 .12 .04 60. .12 .04 .00 .08 .06 .00 .01 .12 .04 65. .12 .04 .00 .08 .06 .00 .01 .12 .04 70. .06 .04 .00 .02 .01 .00 .00 .06 .02 75. .06 .04 .00 .02 .01 .00 .00 .06 .02 80. .04 .04' .00 .00 .00 .00 .00 .04 .01 85. .04 .04 .00 .00 .00 .00 .00 .04 .01 90. .04 .04 .00 .00 .00 .00 .00 .04 .01

16


.000

.015

.041

.071

.322

.726

.393

.212

.158

.123

.092

.093

.093

.032

.032

.011

.011

.011

I

95. .04 .04 .00 .00 .00 .00 .00 .04 100. .04 .04 .00 .00 .00 .00 .00 .04 105. .04 .04 .00 .00 .00 .00 .00 .04 110. .04 .04 .00 .00 .00 .00 .00 .04 115. .04 .04 .00 .00 .00 .00 .00 .04 120. .04 .04 .00 .00 .00 .00 .00 .04

TOTALS 3.58 .30 2.14 1.50 .07 .18 3.34

1


* * * 5. O. * 55. 285. * 105. 22. *

10. 7. * 60. 236. * 110. 20. * '15. 25. * 65. 206. * 115. 18. * 20. 54. * 70. 158. * 120. 18. * 25. 191. * 75. 119. * 125. 13. * 30. 500. * 80. 83. * 130. 8. * 35. 602. * 85. 56. * 135. 5. * 40. 528. * 90. 40. * 140. 3. * 45. 435. * 95. 31. * 145. 2. * 50. 355. * 100. 25. * 150. 1. *









.35 1.23 .53 57.00 .0480 5.00


.085 .580



11.11 2584.95 904.73 18.67





* * * *

O. O. * 25. 236. * 50. 18. * 5. 221. * 30. 141. * 55. 11. *

10. 870. * 35. 85. * 60. O. *

17

.01 .011

.01 .011

.01 .011

.01 .011

.01 .011

.01 .011

1.00 2.498

i I

I

I i

I i

I !

15. 648. 20. 394.

1 BASIN ID:

**** STORM NO. = 1

* 40. 51. * o. * 45. 30. * O.

-- BASIN COMMENT: BASIN 9

**** DATE OR RETURN PERIOD = 100 YR

O. O.

* *

/===========PERVIOUS AREA ===========/- IMPERVIOUS AREA ===========/ TIME REARRAN. MAXIMUM RETENTION 43. PC RETENTION LOSS 57. PC


5. .03 .22 .00 .00 .00 .03 .00 .00 .00 10. .09 .15 .00 .00 .00 .04 .00 .05 .03 15. .14 .10 .04 .00 .00 .00 .01 .14 .08 20. .25 .08 .17 .00 .00 .00 .01 .24 .13 25. .43 .06 .09 .28 .12 .00 .02 .41 .24 30. .77 .05 .00 .72 .31 .00 .04 .74 .42 35. .43 .05 .00 .39 .17 .00 .02 .41 .24 40. .25 .05 .00 .20 .09 .00 .01 .24 .13 45. .19 .04 .00 .15 .06 .00 .01 .18 .10 50. .16 .04 .00 .11 .05 .00 .01 .15 .08 55. .12 .04 .00 .08 .04 .00 .01 .12 .07 60. .12 .04 .00 .08 .04 .00 .01 .12 .07 65. .12 .04 .00 .08 .04 .00 .01 .12 .07 70. .06 .04 .00 .02 .01 .00 .00 .06 .03 75. .06 .04 .00 .02 .01 .00 .00 .06 .03 80. .04 .04 .00 .00 .00 .00 .00 .04 .02 85. .04 .04 .00 .00 .00 .00 .00 .04 .02 90. .04 .04 .00 .00 .00 .00 .00 .04 .02 95. .04 .04 .00 .00 .00 .00 .00 .04 .02

100. .04 .04 .00 .00 .00 .00 .00 .04 .02 105. .04 .04 .00 .00 .00 .00 .00 .04 .02 110. .04 .04 .00 .00 .00 .00 .00 .04 .02 115. .04 .04 .00 .00 .00 .00 .00 .04 .02 120. .04 .04 .00 .00 .00 .00 .00 .04 .02

TOTALS 3.58 .30 2.14 .92 .07 .18 3.34 1.90

TIME STORM TIME STORM TIME STORM (MIN.) HYDROGRAPH * (MIN.) HYDROGRAPH * (MIN. ) HYDROGRAPH *

* * * 5. O. * 60. 458. * 115. 56. *

10. 6. * 65. 386. * 120. 55. * 15. 43. * 70. 329. * 125. 50. * 20. 116. * 75. 250. * 130. 33. * 25. 257. * 80. 189. * 135. 19. * 30. 596. * 85. 133. * 140. 12. * 35. 1030. * 90. 99. * 145. 7. * 40. 1056. * 95. 80. * 150. 4. * 45. 888. * 100. 69. * 155. 2. * 50. 715. * 105. 62. * 160. 1. * 55. 571. * 110. 59. * 165. 1. *








.58 1.27 .57 67.00 .0430 5.00


18


.000

.029

.077

.134

.357

.730

.401

.221

.168

.132

.102

.102

.102

.042

.042

.020

.020

.020

.020

.020

.020

.020

.020

.020

2.822

i I I

I

I

i

I !

I

I

I. I

I.

L'

r

1

.081 .683



11. 37 2955.29 1714.07 30.93





* * * *

o. O. * 25. 366. * 50. 18. * 5. 276. * 30. 200. * 55. 10. *

10. 1580. * 35. 109. * 60. O. * 15. 1202. * 40. 60. * O. O. * 20. 670. * 45. 32. * O. O. *

BASIN ID: BASIN COMMENT: BASIN 10


/===========PERVIOUS AREA ===========/========== IMPERVIOUS AREA ===========/ TIME REARRAN. MAXIMUM RETENTION 33. PC RETENTION LOSS 67. PC


5. .03 .23 .00 .00 .00 .03 .00 .00 .00 10. .09 .15 .00 .00 .00 .04 .00 .05 .03 15. .14 .10 .04 .00 .00 .00 .01 .14 .09 20. .25 .08 .17 .00 .00 .00 .01 .24 .16 25. .43 .06 .09 .28 .09 .00 .02 .41 .28 30. .77 .05 .00 .72 .24 .00 .04 .74 .49 35. .43 .05 .00 .39 .13 .00 .02 .41 .28 40. .25 .05 .00 .20 .07 .00 .01 .24 .16 45. .19 .04 .00 .15 .05 .00 .01 .18 .12 50. .16 .04 .00 .11 .04 .00 .01 .15 .10 55. .12 .04 .00 .08 .03 .00 .01 .12 .08 60. .12 .04 .00 .08 .03 .00 .01 .12 .08 65. .12 .04 .00 .08 .03 .00 .01 .12 .08 70. .06 .04 .00 .02 .01 .00 .00 .06 .04 75. .06 .04 .00 .02 .01 .00 .00 .06 .04 80. .04 .04 .00 .00 .00 .00 .00 .04 .02 85. .04 .04 .00 .00 .00 .00 .00 .04 .02 90. .04 .04 .00 .00 .00 .00 .00 .04 .02 95. .04 .04 .00 .00 .00 .00 .00 .04 .02

100. .04 .04 .00 .00 .00 .00 .00 .04 .02 105. .04 .04 .00 .00 .00 .00 .00 .04 .02 110. .04 .04 .00 .00 .00 .00 .00 .04 .02 115. .04 .04 .00 .00 .00 .00 .00 .04 .02 120. .04 .04 .00 .00 .00 .00 .00 .04 .02

TOTALS 3.58 .30 2.13 .70 .07 .18 3.34 2.24


* * * 5. o. * 60. 745. * 115. 109. *

10. 9. * 65. 625. * 120. 108. * 15. 79. * 70. 543. * 125. 10l. * 20. 228. * 75. 411. * 130. 63. * 25. 483. * 80. 312. * 13S. 35. * 30. 1047. * 85. 223. * 140. 19. * 35. 1855. * 90. 169. * 145. 10. * 40. 1904. * 95. 140. * 150. 5. * 45. 1555. * 100. 124. * 155. 3. * 50. 1213. * 105. 116. * 160. l. * 55. 946. * 110. 111. * 165. 1. *

19


.000

.034

.091

.158

.368

.731

.403

.225

.171

.136

.106

.106

.106

.046

.046

.024

.024

.024

.024

.024

.024

.024

.024

.024

2.940

!

I i

I I '

I L

r !


1 U.D.F.C.D. CUHPD RUNOFF ANALYSIS EXECUTED ON DATE AT TIME

o

CUHPE/PC VERSION MODIFIED IN JANUARY 1985 TO WRITE OUTPUT FILE OF STORM HYDROGRAPHS FOR SUBSEQUENT USE WITH MULTI-PLAN RIVER ROUTING ROUTINES OF HEC-l


NO HYDROGRAPH VALUES WERE WRITTEN TO AN OUTPUTFILE FOR THIS RUN OF CUHPD.

20

I : I

I:

n I

I I.

I 1

I' ! I

I i

1 :

I •

I I:

l : I i I I.,

I~ I I 1_ .•

APPENDIXB

UDSWM2-PC PRINTOUTS

1 1 2 3 4

WATERSHED 1 DEADWOOD AVE DBDP MODIFIED FOR SIMPSON PONDS PROJECT ORIGINAL ROUTING MODIFIED AT 4,7,8,102,104 & 105 ADDED NEW ELEMENTS 392-399

48 o 0 5.0 1 1 201 2 101 3 202

i 4 204 I 5 203

97 394 6 395

98 398 99 399

7 392 95 205

8 107 9 205

10 109

0 201 0 3 1. 0 1 201 1 70.0 7000. 0.007 4.0 4.0 0.050 20.0 0 100 1 9 2 .1 1. 0.010 0.015 0.1

0.0 0.0 0.1 180.0 0.2 375.0 0.8 645.0 2.81 900.0 7.23 1170.0 13.88 1350.0 23.17 1500.0

33.94 1550.0 0 202 100 3 1. 0 101 202 5 2 .1 1. 0.025 0.028 0.1

0.0 0.0 0.5 100.0 1.0 230.0 1.5 420.0 2.0 540.0 3.0 1000.0

0 2 202 1 40.0 1700. 0.010 6.0 5.0 0.053 12.0 0 399 397 4 2 . 1 1 • 0.015 0.015 0.1

0.0 0.0 0.25 22.0 5.5 57.0 7.7 55.0 0 398 397 3 2 .1 1. 0.015 0.015 0.1

0.0 0.0 5.20 50.0 32.0 105.0 0 397 395 1 20.0 3400. 0.030 3.0 4.0 0.055 20.0 0 395 104 3 1. 0 102 2 5 2 .1 1. 0.30 0.028 0.1

0.0 0.0 3.50 340.0 7.90 715.0 13.80 855.0 21.80 970.0 31.80 1080.0

0 203 102 3 1. 0 4 203 1 50.0 900. 0.040 10.0 4.0 0.044 10.0 0 393 4 5 2 .1 1. 0.015 0.015 .1

0.0 0.0 3.00 5.0 4.30 135.0 5.20 370.0 8.5 710.

0 394 393 3 1. 0 395 394 1 20.0 1350. 0.010 4.0 4.0 0.053 10.0 0 104 395 9 2 .1 1. 0.015 0.015 .1

i 0.0 0.0 0.00 8.0 0.70 52.0 1.20 50.0

I

2.50 70.0 4.10 115.0 5.90 225.0 10.30 380.0 I 14.4 540.0

0 7 203 1 20.0 1700. 0.015 10.0 4.0 0.044 10.0 0 392 7 4 2.0 350. 0.005 4.0 4.0 0.044 2.0

1.0 350. 0.005 20.0 20.0 0.020 10.0 0 105 7 8 2 .1 1. 0.015 0.015 0.1

0.0 0.0 0.00 15.0 0.00 110.0 0.30 245.0 0.80 405.0 2.50 565.0 5.70 70S .0 10.10 825.0

0 205 105 3 1. 0 8 205 1 15.0 1200. 0.010 4.0 4.0 0.044 10.0 0 108 8 12 2 .1 1. 0.010 0.015 0.1

0.0 0.0 0.12 84.0 0.43 190.0 1.23 330.0 3.03 455.0 5.40 575.0 11.37 665.0 18.39 735.0

28.50 805.0 32.50 840.0 41.85 2735.0 58.33 8595.0 0 205 108 3 1. 0 9 206 1 40.0 1400. 0.019 4.0 7.0 0.050 10.0 0 109 9 4 2 • 1 1 • 0.010 0.1

0.0 0;0 24.45 280.0 34.34 350.0 71.01 450.0 0 103 3 6 2 .1 1. 0.020 0.028 0.1

0.0 0.0 0.77 70.0 2.50 190.0 4.55 340.0 7.03 480.0 9.89 580.0

0 204 103 3 1.

I 0 5 204 1 30.0 1500. 0.015 3.0 3.0 0.050 10.0 0 105 5 8 2 .1 1. 0.025 0.016 0.1

I 0.0 0.0 0.03 22.0 0.16 55.0 0.45 100.0 1.00 130.0 1.47 140.0 1.95 235.0 2.58 2600.0

0 6 106 1 30.0 700. 0.020 4.0 3.0 0.050 10.0 0 107 6 11 2 • 1 1 • 0.020 0.016 0.1

! 0.0 0.0 0.02 7.50 0.22 15.0 0.67 20.5

I~ 1.46 24.0 2.73 27.5 4.96 30.5 8.89 33.5

14.72 35.5 22.41 38.0 31.98 40.5 0 3 2 1 30.0 350. 0.012 4.0 3.0 0.050 5.0

0

I 33

I 201 1 100 202 101 102 203 4 104 7 105 205 8 108 205

9 109 3 103 204 106 6 107 392 393 394 395 396 397 398 399

ENDPROGRAMO 0

INPUT DATA 1 OF 1

! . I I

! ,

I !

1

I :

I '

I

I-I

I

1

ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1

DEVELOPED BY

UPDATED BY

METCALF + EDDY, INC.

UNIVERSITY OF FLORIDA

WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970)

UNIVERSITY OF FLORIDA (JUNE 1973)

HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS

MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974)

BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) OTAPE OR DISK ASSIGNMENTS

JIN(l) JIN(2) JIN(3) JIN(4) JIN(5) JIN(6) JIN(?) JIN(8) 2 1 0 0 0 0 0 0

JOUT(l) JOUT(2) JOUT(3) JOUT(4) JOUT(5) JOUT(6) JOUT(7) JOUT(8) 1 2 0 0 0 0 0 0

NSCRAT(l) NSCRAT(2) NSCRAT(3) NSCRAT(4) 3 4 0 0

1

WATERSHED PROGRAM CALLED

*** ENTRY MADE TO RUNOFF MODEL ***

DEADWOOD AVE DSDP MODIFIED FOR SIMPSON PONDS PROJECT ORIGINAL ROUTING MODIFIED AT 4,7,8,102,104 & 105 ADDED NEW ELEMENTS 392-399

ONUMBER OF TIME STEPS 48 OINTEGRATION TIME INTERVAL (MINUTES), 5.00

25.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH 1

DEADWOOD AVE DBDP MODIFIED FOR SIMPSON PONDS PROJECT ORIGINAL ROUTING MODIFIED AT 4,7,8,102,104 &·105 ADDED NEW ELEMENTS 392-399

HYDROGRAPHS FROM CUHPEjPC ARE LISTED FOR THE FOLLOWING 14 SUBCATCHMENTS

TIME (HR/MIN) 1 2 3 4 97 6 96 8 9 10

0 O. o. O. O. O. O. O. o. O. O. O. O.

0 5. O. O. O. o. o. O. o. O. O. O. o.

0 10. 4. 13. 5. 8. 14. 9. 7. 2. 7. 6. 9.

0 15. 25. 58. 30. 43. 39. 32. 42. 8. 25. 43. 79.

0 20. 87. 133. 77. 106. 72. 66. 111. 18. 54. 116. 228.

1

JIN(9) JIN(10) 0 0

JOUT(9) JOUT(10) 0 0

NSCRAT(5) 0

98 99

O. O.

o. o.

8. 8.

33. 26.

75. 52.

7

o.

o.

2.

8.

19.

o 25.

o 30.

o 35.

o 40.

o 45.

o 50.

o 55.

1 o.

1 5.

I !

1 10.

1 15.

1 20.

1 25.

1 30.

i ! ! 1 35.

1 40.

1 45.

1 50.

1 55.

2 O.

2 5.

2 10.

2 15.

2 20.

2 25.

2 30.

2 35.

218. 40.

489. 92.

931. 125.

1351. 113.

1395. 93.

1249. 75.

1070. 61.

904. 48.

766. 38.

659. 30.

560. 22.

449. 17.

357. 12.

277. 9.

219. 8.

179. 7.

149. 6.

125. 6.

111. 6.

103. 6.

95. 5.

81. 3.

58. 2.

40. O.

27. O.

18. O.

12. O.

259. 191.

495. 500.

639. 602.

504. 528.

355. 435.

261. 355.

197. 285.

157. 236.

143. 206.

121. 158.

87. 119.

66. 83.

48. 56.

41. 40.

38. 31.

37. 25.

36. 22.

36. 20.

36. 18.

36. 18.

28. 13.

11. 8.

4. 5.

2. 3.

O. 2.

O. O.

O. O.

171. 257.

391. 596.

645. 1030.

633. 1056.

524. 888.

421. 715.

337. 571.

271. 458.

230. 386.

195. 329.

145. 250.

107. 189.

76. 133.

58. 99.

47. 80.

41. 69.

38. 62.

35. 59.

34. 56.

34. 55.

30. 50.

19. 33.

11. 19.

7. 12.

4. 7.

2. 4.

O. 2.

234. 483.

550. 1047.

867. 1855.

782. 1904.

610. 1555.

474. 1213.

368. 946.

292. 745.

251. 625.

209. 543.

147. 411.

108. 312.

75. 223.

57. 169.

47. 140.

42. 124.

40. 116.

38. 111.

38. 109.

37. 108.

32. 101.

17. 63.

9. 35.

5. 19.

3. 10.

O. 5.

O. 3.

159. 136. 227. 152. 114. 40.

317. 272. 474. 307. 240. 85.

230. 303. 733. 398. 235. 125.

139. 231. 635. 326. 170. 117.

95. 165. 477. 239. 120. 97.

73. 120. 362. 178. 88. 79.

57. 88. 278. 134. 65. 63.

54. 73. 220. 105. 56. 50.

53. 68. 191. 93. 52. 39.

30. 53. 161. 77. 37. 32.

25. 39. 114. 56. 28. 24.

15. 28. 87. 42. 19. 18.

13. 20. 62. 30. 14. 13.

12. 17. 49. 25. 12. 11.

12. 16. 43. 22. 11. 9.

12. 16. 40. 22. 11. 8.

12. 16. 39. 21. 11. 7.

12. 16. 38. 21. 11. 7.

12. 16. 38. 21. 11. 7.

12. 16. 38. 21. 11. 7.

3. 10. 32. 16. 6. 6.

O. 4. 16. 7. 2. 4.

O. 1. 8. 3. O. 2.

O. O. 4. O. O. O.

O. O. 2. O. O. O.

O. O. O. O. O. O.

O. O. O. O. O. O.

2

I i

I i !

[

2 40.

2 45.

2 50.

2 55.

3 O.

1

8. O.

6. O.

4. O.

3. O.

2. O.

O. O.

O. o.

O. O.

O. O.

O. O.

O. O.

O. o.

O. o.

o. o.

O. o.

O. 1.

O. o.

O. o.

O. O.

o. o.

O. O.

O. O.

O. O.

O. O.

O. o.

DEADWOOD AVE DBDP MODIFIED FOR SIMPSON PONDS PROJECT ORIGINAL ROUTING MODIFIED AT 4,7,8,102,104 & 105 ADDED NEW ELEMENTS 392-399

OVERBANK/SURCHARGE GUTTER GUTTER

JK NUMBER CONNECTION

201 o

1 o

100 o

1170.0

202 o

101 o

1000.0 2

o 399

o

398 o

397 o

396 o

102 o

1080.0 203

o

o

o

o

o

4

393

394

395

104 o

o

201

1

100

202

202

397

397

396

104

2

102

203

4

393

394

395

WIDTH

NDP NP OR DIAM LENGTH

(FT) (FT)

o 3 .0 1.

o 1 CHANNEL 70.0 7000.

9 2 PIPE .1 1.

RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 180.0 .2 375.0

13.9 1350.0 23.2 1500.0 33.9 1650.0 o 3 .0 1.

6 2 PIPE .1 1.

RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .5 100.0 1.0 230.0

o 1 CHANNEL 40.0 1700.

4 2 PIPE .1 1.

RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .3 22.0 5.6 57.0 3 2 PIPE .1 1.

RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 5.2 60.0 32.0 105.0 o 1 CHANNEL 20.0 3400.

o 3 .0 1.

6 2 PIPE .1 1.

RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 3.6 340.0 7.9 715.0

o 3 .0 1.

o 1 CHANNEL 50.0 900.

2 PIPE .1 1.

RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 3.0 5.0 4.3 135.0 o 3 .0 1.

o 1 CHANNEL 20.0 1350.

9 2 PIPE .1 1.

RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW

3

O. O. O. O.

O. O. O. O.

O. O. O. O.

O. O. O. O.

O. O. O. O.

INVERT SIDE SLOPES

SLOPE HORIZ TO VERT MANNING DEPTH

(FT/FT) L R N (FT)

.0010 .0 .0 .001 10.00

.0070 4.0 4.0 .050 20.00

.0100 .0 .0 .016 .10

.8 645.0 2.8 900.0 7.2

.0010 .0 .0 .001 10.00

.0250 .0 .0 .028 .10

1.5 420.0 2.0 640.0 3.0

.0100 6.0 5.0 .063 12 .00

.0150 .0 .0 .015 .10

7.7 65.0 .0150 .0 .0 .015 .10

.0300 3.0 4.0 .055 20.00

.0010 .0 .0 .001 10.00

.3000 .0 .0 .028 .10

13.8 855.0 21.8 970.0 31.8

.0010 .0 .0 .001 10.00

.0400 10.0 4.0 .044 10.00

.0150 .0 .0 .016 .10

6.2 370.0 8.6 710.0 .0010 .0 .0 .001 10.00

.0100 4.0 4.0 .063 10.00

.0150 .0 .0 .016 .10

i

1-

I I

I

I I

I

115.0

7 o

392 o

105 o

565.0

205 o

8 o

108 o

575.0

8695.0 206

o 9

o 109

o

103 o

580.0 204

o

o 106

o

140.0

6 o

107 o

27.5

3 o

203

7

7

105

205

8

108

206

9

3

103

204

106

6

2

.0 .0

6.9 225.0 o 1

o 4

8 2

.0 8.0

10.3 380.0 CHANNEL

CHANNEL

OVERFLOW PIPE

.7 52.0

14.4 540.0 20.0 1700.

2.0

1.0 .1

350.

350. 1.


5.7 705.0 o 3

o 1

12 2

10.1 825.0

CHANNEL

PIPE

.0

15.0

.1

1.

1200.

1.


11.4 665.0 18.4 735.0 28.5 805.0

o 3 .0 1.

o 1 CHANNEL 40.0 1400.

4 2 PIPE .1 1.

RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 24.5 280.0 34.3 350.0 6 2 PIPE .1 1.

RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .8 70.0 2.5 190.0

o

o

8

3

1

2

CHANNEL

PIPE

.0

30.0

.1

1.

1600.

1.


2.0 235.0 o 1

11 2

2.6 2600.0 CHANNEL

PIPE

30.0 700.

.1 1.


5.0 o

30.5 1

8.9 33.5 CHANNEL

14.7 30.0

35.5 350.

OTOTAL NUMBER OF GUTTERS/PIPES, 33 1


ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES

GUTTER D.A. CAC)

1 o 1510.4

2 o 1267.2

3 o 300.8

TRIBUTARY GUTTER/PIPE

100 o o o

102 o o

103 o o o

o o

o o

o o

o o o o

o o o o

o o o o

4

1.2

.0150

.0050

.0050

.0150

60.0 2.5

10.0 4.0

4.0 4.0

20.0 20.0 .0 .0

70.0

.044

.044

.020

.016

.3 245.0 .8 405.0

.0010 .0 .0 .001

.0100 4.0 4.0

.0100 .0 .0

.044

.016

1.2 330.0 3.0 455.0

32.5 840.0 41.8 2735.0

.0010 .0 .0 .001

.0190 4.0 7.0 .050

.0100 .0 .0 .001

71.0 450.0 .0200 .0 .0 .028

4.6 340.0 7.0 480.0

.0010 .0 .0 .001

.0150 3.0 3.0 .050

.0250 .0 .0 .016

.5 100.0 1.0 130.0

.0200 4.0 3.0

.0200 .0 .0

.7 20.5 1.5

22.4 38.0 32.0 .0120 4.0 3.0

TRIBUTARY SUBAREA

o o o o o

o o o o o

o o o o o

o

o

o

.050

.016

24.0

40.5 .050

o

o

o

o

o

o

4.1

10.00

2.00

10.00 .10

2.5

10.00

10.00

.10

6.4

58.3

10.00

10.00

.10

.10

9.9

10.00

10.00

.10

1.5

10.00

.10

2.7

6.00

o

o

o

,

! I

I I ,

I '

I '

I I I I '

I I I , ! .

! I

I

I '

4 o 288.0

5 o 134.4

6 o 134.4

7 o 646.4

8 o 595.2

9 o 371. 2

100 o 1510.4

101 o 108.8

102 o 966.4

103 o 300.8

104 o 236.8

105 o 620.8

106 o 134.4

107 o 134.4

108 o 595.2

109 o 371.2

201 o 1862.4

202 o 1510.4

203 o 966.4

204 o 300.8

205 o 620.8

206 o 595.2

392 o 25.6

393 o 288.0

394 o 288.0

395 o 236.8

396 o 236.8

393 o o o o o o

106 o o o o o o

107 o o o o o o

392 105 o o o o o

108 o o o o o o

109 o o o o o o

202 o o o o o o

o o o o o o o

203 o o o o o o

204 o o o o o o

396 o o o o o o

205 o o o o o o

6 o o o o o o

o o o o o o o

206 o o o o o o

o o o o o o o

1 o o o o o o

101 2 o o o o o

4 7 o o o o o

o o o o o o

8 o o o o o o

9 o o o o o o

o o o o o o o

394 o o o o o o

395 o o o o o o

104 o o o o o o

397 o o o o o o

o o o o o o o o o o o o







o o o 2 o o o o o o o o











o o o o o o o o o o o









5

397 399 398 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 108.8

398 0 0 0 0 0 0 0 0 0 0 98 0 0 0 0 0 0 0 0 0 70.4

399 0 0 0 0 0 0 0 0 0 0 99 0 0 0 0 0 0 0 0 0 38.4 1


HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 33 CONVEYANCE ELEMENTS

THE UPPER NUMBER IS DISCHARGE IN CFS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES:

( ) DENOTES DEPTH ABOVE INVERT IN FEET (5) DENOTES STORAGE IN AC-FT FOR DETENSION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE IN AC-FT FOR SURCHARGED GUTTER

TIME (HR/MIN) 201 1 100 202 101 2 102 203 4 104 7 105 205 8 108 206 9 109 3 103

204 5 106 6 107 392 393 394 395 396 397 398 399

0 5. O. O. O. O. O. O. O. O. o. o . . O( ) .O( ) .0(5) .O( ) .0(5) .O( ) .0(5) .O( ) .O( ) .0(5)

O. O. O. O. O. O. O. O. O. O . . O( ) .0(5) .O( ) .O( ) .0(5) .O( ) .O( ) .0(5) .O( ) .0(5)

O. O. O. O. O. O. O. O. O. O . .O( ) .O( ) .0(5) .O( ) . 0(5) .O( ) .0(5) .O( ) .O( ) .O( )

O. O . O. .OC ) . O(S) .O(S)

0 10. 4. O. 9. 10. 5. O. 3. 14. O. 7 . .O( ) .O( ) .0(5) .O( ) . 0(5) .O( ) .0eS) .oe ) .oe ) .0(5)

o. 2. 2. O. 5. 6. O. O. O. 2 . . O( ) .0(5) .oe ) .O( ) .0(5) .O( ) .O( ) .0(5) .oe ) .0(5)

8. O. O. O. 4. O. O. 9. O. 7 . . O( ) .O( ) .0eS) .oe ) .0(5) .2e ) .0eS) .OC ) .oe ) .0c )

O. O . 2. . O( ) .0(5) .o(5)

0 15. 26. O. 55. 60. 30. 1. 15. 41. O. 14 . . O( ) .O( ) .0(5) .oe ) .1(5) .1( ) .2(5) .O( ) .oe ) .1(5)

2. 14. 14. 6. 33. 43. O. 4. 5. 13 . . 1( ) .0eS) .O( ) .3( ) .O(5) .oe ) .oe ) .3(S) .2 e ) .1(5)

43. o. 2. 3. 10. 4. O. 33. 2. 42 . . oe ) .O( ) .0(5) .1e ) .l(5) .6e ) .2eS) .O( ) .1e ) .oe )

O. 2 • 9. . oe ) .2eS) .1(5)

0 20. 90. 3. 158. 169. 83. 8. 39. 88. O. 37 . . oe ) .1( ) .1eS) .oe ) .4(5) .2( ) .4eS) .O( ) .O( ) .5(5)

16. 57. 57. 39. 96. 117. 1. 15. 28. 43 . . 4e ) .0(5) .oe ) .8( ) .2(5) .oe ) .1e ) 1.3(5) .5( ) .5(5)

107. O. 7. 8. 16. 13. 1. 75. 8. 114 . . oe ) .oe ) .0(5) .2() .3eS) 1.1( ) .5(5) .O( ) .3( ) .O( )

2. 6 . 22. . 1( ) .5(5) .3(5)

0 25. 234. 16. 377 . 40l. 187. 43. 98. 229. O. 6l.

6

I-I

.O( ) .2( ) .2(S) .O( ) .8(S) .6( ) 1. 0 (S) .O( ) .O( ) 1.3 (S)

70. 139. 158. 118. 197. 267. 9. 41. 80. 98. .8( ) .1(S) .O( ) 1. 5( ) .5(S) .O( ) .2( ) 3.6 (S) .9( ) 1. 2 (S)

236. 2. 14. 16. 22. 31. 2. 160. 24. 235. -- .O( ) .1( ) .O(S) .3( ) 1.0(S) 1.6( ) 1.3 (S) .O( ) .6( ) .O( ) :

8. 14. 25. .2( ) 1. 2 (5) .7(5)

0 30. 550. 61. 689. 941. 394. 156. 231. 509. 1. 92. .O( ) .5( ) 1.2(5) .O( ) 1.4(5) 1.3( ) 2.4(5) .O( ) .O( ) 3.3(5)

191. 273. 347. 255. 359. 633. 37. 96. 183. 213. 1. 5( ) .4(5) .O( ) 2.3( ) 1. 7 (5) .O( ) .4( ) 8.4(5) 1.4( ) 2.8(5)

I I I 556. 6. 22. 23. 28. 69. 5. 321. 49. 492. I

I .O( ) .2( ) .0(5) .4( ) 3.2 (S) 2.2( ) 3.0(5) .O( ) 1.0( ) .O( )

19. 31. 32. .4( ) 2.6(5) 1.7(5)

0 35. 1091. 160. 990. 1651. 601. 405. 407. 688. 79. 213. .O( ) .9( ) 4.3 (S) .O( ) 1.9(5) 2.2( ) 4.4 (S) .O( ) .4( ) 6.6(5)

380. 429. 550. 425. 516. 1136. 106. 199. 365. 402. 2.1( ) 1.1(5) .O( ) 2.9( ) 4.7(5) .O( ) .8( ) 17.3(5) 2.1( ) 5.6 (S)

879. 12. 26. 29. 32. 114. 197. 411. 108. 771. .O( ) .3( ) .0(5) .4( ) 6.8(5) 2.6( ) 4.8(5) .O( ) 1. 5( ) .O( )

--

I 38. 55. 41.

.6( ) 4.8(5) 3.1(5)

0 40. 1669. 317. 1221. 1960. 565. 761. 605. 981. 288. 353. .O( ) 1. 4( ) 9.1(5) .O( ) 1.8(5) 3.1( ) 6.6 (S) .O( ) .9( ) 9.7(5)

553. 520. 680. 567. 624. 1274. 218. 309. 512 . 523. 2.5 ( ) 2.0(5) .O( ) 3.4( ) 9.1(5) .O( ) 1.1( ) 28.5(5) 2.5 ( ) 8.2(5)

801. 19. 31. 33. 34. 123. 338. 454. 223. 697. .O( ) .3( ) .1(5) .4( ) 10.4(5) 2.6( ) 5.9(5) .O( ) 2.3( ) .O( )

62. 63. 48. .8( ) 6.9(5) 4.2(5)

0 45. 1903. 508. 1351. 2011. 403. 1085. 748. 1150. 404. 422. .O( ) 1. 9( ) 13.9(5) .O( ) 1.5(5) 3.8( ) 9.3(5) .O( ) 1.1( ) 11. 4 (5)

651. 592. 747. 654. 683. 1203. 315. 360. 560. 565. 2.7( ) 3.1(5) .O( ) 3.7( ) 13.1(5) .O( ) 1.4( ) 38.1(5) 2.7( ) 9.5(5)

635. 25. 34. 34. 35. 102. 428. 506. 341. 560. .O( ) .4( ) .1(5) .5 ( ) 13.5(5) 2.5 ( ) 6.6(5) .O( ) 2.8( ) .O( )

83. 65. 52. .9( ) 8.4(5) 4.8(5)

0 50. 1951. 702. 1420. 1997. 295. 1280. 816. 1243. 471. 443. .O( ) 2.2( ) 18.2(5) .O( ) 1.2(5) 4.1( ) 12.2(5) .O( ) 1.2( ) 11.9(5)

699. 636. 774. 699. 713. 1078. 363. 380. 568. 566. 2.8( ) 4.1(5) .O( ) 3.8( ) 16.2(5) .O( ) 1. 5( ) 45.1(5) 2.7( ) 9.5(5)

503. 29. 35. 35. 36. 84. 487. 530. 410. 461. .O( ) .4( ) .1(5) .5 ( ) 16.0(5) 2.3( ) 7.0(5) .O( ) 3.1( ) .O( )

99. 67. 54. 1.0( ) 9.4(5) 5.2(5)

0 55. 1950. 880. 1477. 1931. 222. 1372. 873. 1291. 508. 438. .O( ) 2.6( ) 21. 7 (5) .O( ) 1. 0 (5) 4.3( ) 15.1(5) .O( ) 1.2( ) 11.8(5)

726. 673. 784. 724. 733. 954. 383. 393. 546. 541. 2.9( ) 5.0(5) .O( ) 3.8( ) 18.2(5) .O( ) 1.6( ) 49.9(5) 2.6( ) 8.8(5)

400. 32. 36. 36. 37. 68. 513. 522. 433. 388. .O( ) .5 ( ) .1(5) .5 ( ) 18.0(5) 2.2( ) 7.2(5) .OC ) 3.2( ) .O( )

109. 68. 55.

7

I , ~

lo1( ) 10.0(5) 5.3(5)

1 O. 1940. 1036. 1518. 1861. 180. 1410. 914. 1314. 514. 420. .O( ) 2.8( ) 24.5(5) .OC) .8(5) 4.4( ) 17.9(5) .O( ) lo2( ) 11.3(5)

746. 703. 786. 738. 742. 853. 395. 40lo 509. 503. 2.9( ) 5.6(5) .O( ) 3.9( ) 19.3(5) .O( ) lo6( ) 53.0(5) 2.5( ) 7.7(5)

327. 34. 37. 37. 37. 54. 512. 503. 430. 336 . .O( ) .5( ) .1(5) . 5 ( ) 19.5(5) 2.1( ) 7.2(5) .O( ) 3.2( ) .O( )

I' 116. 69. 56.

I

lo1( ) 10.3(5) 5.4(5)

1 5. 1931o 1165. 1547. 1798. 152. 1415. 952. 1314. 504. 397. .O( ) 3.0( ) 26.5(5) .O( ) .7(5) 4.4( ) 20.5(5) .O( ) lo2( ) 10.7(5)

I 757. 717. 782. 744. 745. 788. 403. 406. 460. 45lo I I

2.9( ) 6.2(5) .O( ) 3.9( ) 19.9(5) .O( ) lo6( ) 54.9(5) 2.4( ) 6.5(5) .

287. 35. 37. 37. 37. 43. 499. 482. 414. 31lo I .O( ) .5( ) .1(5) .5( ) 20.8(5) lo9( ) 7.1(5) .O( ) 3 .1( ) .O( )

I I

120. 69. 55. lo1( ) 10.5(5) 5.4(5)

I I 1 10. 1929. 1270. 1567. 1729. 133. 1401. 981. 1274. 483. 372.

I .O( ) 3.2( ) 28.0(5) .O( ) .6(5) 4.3( ) 22.8(5) .O( ) 1.2( ) 10.1(S) I i

761. 728. 776. 746. 746. 736. 407. 410. 400. 390. 2.9( ) 6.5(5) .O( ) 3.9( ) 20.0(S) .O( ) 1.6( ) 56.2 (S) 2.2( ) 5.4 (S)

245. 36. 37. 38. 38. 34. 475. 444. 392. 283. .O( ) .5( ) .1(S) .5 ( ) 21.8(S) 1.7( ) 6.9 (S) .O( ) 3.1( ) .O( )

122. 69. 55. lo1( ) 10.6(5) 5.3(5)

1 15. 1913. 1353. 1577. 1621. 105. 1371. 1001. 1239. 452. 342. .O( ) 3.3( ) 28.7(S) .O( ) .5(5) 4.3( ) 24.6(5) .O( ) L1( ) 9.5(5)

762. 735. 767. 745. 744. 660. 410. 411. 34L 331. 2.9( ) 6.8(5) .O( ) 3.9( ) 19.7(5) .O( ) 1.6( ) 56.6(5) 2.0( ) 4.4 (S)

184. 37. 38. 38. 38. 27. 442. 404. 365. 237. .O( ) .5 ( ) .1(5) .5( ) 22.4(S) 1.5( ) 6.7 (S) .O( ) 3.0( ) .O( )

I 123. 69. 54. I I 1.1( ) 10.6(5) 5.1(5) I

1 20. 1864. 1415. 1576. 1518. 81. 1330. 1016. 1192. 415. 310. .O( ) 3.4( ) 28.6(5) .O( ) .4(S) 4.2( ) 26.0(5) .O( ) L1( ) 8.8 (S)

761. 740. 758. 741. 739. 599. 410. 410. 277. 264. 2.9( ) 7.0 (S) .O( ) 3.9( ) 18.9(S) .O( ) 1. 6( ) 56.3(S) L8( ) 3.5 (S)

145. 37. 38. 38. 38. 20. 404. 364. 336. 210. .O( ) .5( ) .1(S) .5( ) 22.9(S) 1.4( ) 6.4 (S) .O( ) 2.8( ) .O( )

122. 69. 53. 1.1( ) 10.5(5) 4.9(5)

1 25. 1815. 1458. 1566. 1422. 61. 1285. 1028. 1149. 377. 279. .O( ) 3.4( ) 27.9(S) .O( ) .3(S) 4.2( ) 27.0(5) .O( ) LO( ) 8.1(S)

759. 742. 745. 734. 729. 542. 409. 407. 219. 210. 2.9( ) 7.1(S) .O( ) 3.9( ) 17.8(5) .O( ) 1.6( ) 55.3(S) L6( ) 2.8(5)

112. 38. 38. 38. 38. 15. 365. 326. 305. 183. .O( ) .5 ( ) .1(5) .5( ) 23.1(5) 1.2( ) 6.2 (S) .O( ) 2.7( ) .O( )

122. 69. 51. 1.1( ) 10.3(5) 4.7(5)

1 30. 1764. 1487. 1550. 1348. 47. 1243. 1035. 1110. 342. 25L .O( ) 3.5 ( ) 26.7(5) .OC) .2(S) 4.1( ) 27.7(S) .O( ) LO( ) 7.5 (S)

756. 741. 73lo 722. 715. 505. 406. 403. 176. 168. 2.9( ) 7.0 (S) .O( ) 3.8( ) 16.4(S) .oe ) lo6( ) 53.9(S) L4( ) 2.2 (5)

95. 38. 38. 38. 38. 12. 332. 293. 276. 169.

8

.O( ) .5( ) .1(5) .5( ) 23.2(5) 1.1( ) 5.9(5) .O( ) 2.5( ) .O( )

i , 120. 68. 49.

1.1( ) 10.0(5) 4.4(5)

1 35. 1721. 1501. 1529. 1296. 41. 1209. 1039. 1074. 311. 228. .O( ) 3.5( ) 25.2(5) .O( ) .2(5) 4.0( ) 28.1(5) .O( ) .9( ) 7.0(5)

751. 738. 715. 708. 701. 482. 402. 399. 144. 138. 2.9( ) 6.9(5) .O( ) 3.8( ) 14.9(5) .O( ) 1.6( ) 52.2(5) L2( ) 1.8(5)

i 85. 38. 38. 38. 38. 10. 301. 266. 250. 161. I .O( ) .5( ) .1(5) .5( ) 23.1(5) 1.0( ) 5.6(5) .O( ) 2.4( ) .O( ) I

118. 68. 48. 1.1( ) 9.7(5) 4.2(5)

I--I 1 40. 1685. 1506. 1506. 1261. 38. 1182. 1041. 1040. 282. 211. I

] .O( ) 3.5( ) 23.6(5) .O( ) .2(5) 4.0( ) 28.2(5) .O( ) .9( ) 6.5(5)

746. 733. 699. 693. 686. 466. 397. 394. 12L 117.

I i 2.9( ) 6.7(5) .O( ) 3.8( ) 13.4(5) .O( ) 1. 6( ) 50.3(5) 1.1( ) 1. 4 (5)

I 81. 38. 38. 38. 38. 8. 274. 244. 228. 157. .O( ) .5( ) .1(5) .5( ) 23.1(5) .9( ) 5.4(5) .O( ) 2.3( ) .O( )

I 116. 67. 46.

! 1.1( ) ·9.4(5) 3.9(5)

1 45. 1651. 1502. 1480. 1235. 37. 1161. 1040. 1009. 259. 198. .O( ) 3. 5( ) 21.9(5) .O( ) .2(5) 3.9( ) 28.1(5) .O( ) .8( ) 6.2(5)

I I

738. 726. 684. 678. 671. 454. 392. 389. 105. 102. I 2.9( ) 6.5(5) .O( ) 3.7( ) 11.9(5) .O( ) 1. 6( ) 48.5(5) LO( ) 1.2(5)

78. 38. 38. 38. 38. 8. 25L 228. 212. 153. .O( ) .5( ) .1(5) .5( ) 23.0(5) .9( ) 5.2(5) .O( ) 2.2( ) .O( )

114. 66. 45. 1.1( ) 9.1(5) 3.7(5)

I

1 50. 1617. 1492. 1453. 1216. 37. 1144. 1036. 982. 239. 187. I .O( ) 3.5( ) 20.2(5) .O( ) .2(5) 3.9( ) 27.8(5) .O( ) .8 ( ) 5.9(5)

730. 717. 665. 659. 649. 445. 387. 384. 95. 93. 2.9( ) 6.1(5) .O( ) 3.7( ) 10.5(5) .O( ) 1.6( ) 46.6(5) LO( ) 1.1(5)

76. 38. 38. 38. 38. 7. 233. 214. 198. 151. .O( ) .5 ( ) .1(5) .5 ( ) 22.9(5) .9( ) 5.1(5) .O( ) 2.1( ) .O( )

112. 66. 43.

I ; 1.1( ) 8.7(5) 3.5(5)

1 55. 1589. 1477 . 1427. 1200. 36. IDO. 1031. 956. 224. 178. .O( ) 3.5e ) 18.7(5) .oe ) .2(5) 3.9( ) 27.4(5) .O( ) .8e ) 5.7(5)

720. 706. 642. 636. 625. 438. 382. 378. 88. 86. 2.ge ) 5.7(5) .oe ) 3.6( ) 9.1(5) .oe ) L6( ) 44.7(5) .9( ) 1.0(5)

76. 38. 38. 38. 38. 7. 219. 204. 188. 148. .O( ) .5( ) .1(5) .5( ) 22.7(5) .9( ) 5.0(5) .O( ) 2.1( ) .O( )

110. 65. 42. lo1( ) 8.4(5) 3.3(5)

2 O. 1563. 1460. 1403. 1188. 36. 1118. 1025. 930. 21lo 171. .O( ) 3.4( ) 17.1(5) .O( ) .2(5) 3.9( ) 26.8(5) .O( ) .7( ) 5.5(5)

706. 687. 619. 613. 602. 432. 377. 373. 83 . 82. 2.8( ) 5.3(5) .O( ) 3.5 ( ) 7.9(5) . O( ) lo6( ) 42.9(5) .9( ) .9(5)

76. 38. 38. 38. 38. 7. 207. 195. 179. 147. .O( ) .5 ( ) .1(5) .5( ) 22.6(5) .9( ) 4.9(5) .O( ) 2.0( ) .O( )

109. 65. 40. 1.1( ) 8.1(5) 3.0(5)

2 5. 1535. 1440. 1379. 1169. 33. 1106. 1017. 889. 200. 164. .O( ) 3.4e ) 15.7(5) .OC ) .2(5) 3.8( ) 26.0(5) .O( ) .7( ) 5.3(5)

687. 666. 597. 592. 582. 422. 372. 368. 80. 79.

9

l

2.8( ) 4.8(5) .O( ) 3.5( ) 6.8(5) .O( ) 1.6() 41.1(5) .9( ) .9(5)

70. 38. 38. 38. 38. 7. 196. 181. 171. 139. .O( ) .5( ) .1(5) .5() 22.4(5) .8( ) 4.8(5) .O( ) 2.0( ) .O( )

107. 64. 39.

ii 2 10.

1.0( ) 7.8(5) 2.8(5)

1501. 1420. 1355. 1133. 22. 1093. 1006. 853. 188. 156. .O( ) 3..4() 14.2(5) .O( ) .1(5) 3.8() 2S.1(S) .O( ) .7( ) 5.1(5)

665. 644. 569. 566. 550. 399. 366. 363. 74. 72. 2.7( ) 4.3(S) .O( ) 3.4( ) 5.7(5) .O( ) 1.5() 39.1(5) .8( ) .8(5)

55. 38. 38. 38. 38. 5. 183. 168. 164. 120 . . O( ) .5( ) .1(5) .S() 22.2(5) .7( ) 4.7(5) .O( ) 1.9( ) .O( )

lOS. 64. 37. 1.0( ) 7.5(5) 2.6(5)

2 15. 1454. 1396. 1317. 1097. 10. 1076. 993. 816. 175. 146. .O( ) 3.3() 12.7(5) .O( ) .1(5) 3.8() 23.9(5) .O() .7( ) 4.9(5)

640. 620. 534. 533. 515. 380. 361. 357. 66. 63. 2.7( ) 3.8(5) .O( ) 3.3( ) 4.7(5) .O( ) 1.5() 37.0(5) .8( ) .7(5)

47. 38. 38. 38. 38. 3. 171. 157. 155. 110 . . O( ) .5( ) .1(5) .5() 22.0(5) .6( ) 4.6(5) .O( ) 1.9( ) .O( )

103. 63. 36. 1.0( ) 7.1(5) 2.4(5)

2 20. 1409. 1369. 1277. 1066. 4. lOSS. 979. 777. 164. 137. .O( ) 3.3() 11.2(5) .O( ) .0(5) 3.7() 22.6(5) .O() .6( ) 4.7(5)

614. 593. 500. 500. 484. 367. 355. 351. 57. 54.

I 2.6( ) 3.1(5) .O( ) 3.2( ) 3.8(5) .O() , 1.5() 34.7(5) .7( ) .6(5)

I I 43. 38. 38. 38. 38. 1. 159. 146. 146. 104 . . O( ) .5( ) .1(5) .S() 21.8(5) .4( ) 4.5(5) .O( ) 1.8( ) .O( )

100. 62. 34. 1.0( ) 6.6(5) 2.1(5)

2 25. 1365. 1338. 1238. 1037. 1. 1032. 961. 738. 153. 129 . .O( ) 3.3( ) 9.8(5) .O( ) . 0(5) 3.7() 21.2(S) .O( ) .6( ) 4.4(5)

585. 565. 471. 471. 457. 352. 345. 337. 50. 48. 2.6 ( ) 2.5 (5) .0 ( ) 3.1( ) 3.1(5) .0 ( ) 1.5 () 32.4 (S) .7 ( ) .5(5)

40. 38. 38. 38. 38. O. 149. 138. 138. 100. .O( ) .S( ) .1(5) .5() 21.5(5) .2( ) 4.4(5) .O( ) 1.8( ) .O( )

98. 62. 33. 1.0( ) 6.2(5) 1.9(5)

2 30. 1324. 1306. 1202. 1009. O. 1006. 938. 689. 144. 121.

I .O( ) 3.2( ) 8.4(5) .O( ) .0(5) 3.7() 19.5(5) .O( ) .6( ) 4.3(5)

I. 546. 511. 437. 437. 414. 335. 331. 321. 45. 44.

2.5( ) 1.9(5) .O( ) 3.0( ) 2.4(5) .O( ) 1.5() 30.2(5) .6( ) .5(5)

I i 38. 38. 38. 38. 38. O. 140. 130. 130. 96. I .O( ) .5( ) .1(5) .5() 21.3(5) .1( ) 4.3(5) .O( ) 1.7( ) .O( )

96. 61. 31. 1.0( ) 5.8(5) 1.7(5)

2 35. 1285. 1272. 1162. 979. O. 978. 911. 633. 135. 115 . . 0 ( ) 3.2 ( ) 7.1(5) .0 ( ) .0(5) 3.6() 17.7(5) .O( ) .6( ) 4.1(5)

498. 465. 399. 399. 381. 318. 316. 306. 42. 41. 2.4( ) 1.4(5) .O( ) 2.9( ) 2.0(5) .O( ) 1.4() 28.1(5) .6( ) .5(5)

38. 38. 38. 38. 38. o. 132. 122. 122. 94 . . O( ) .5( ) .1(5) .5() 21.0(5) .1( ) 4.3(5) .O( ) 1.6( ) .O( )

94. 60. 30. 1.0( ) 5.4(5) 1.5(5)

2 40. 1242. 1233. 1093. 949. O. 949. 883. 583. 128. 111.

10

·O( ) 3.1( ) 6.0(5) .O( ) .0(5) 3.5( ) 15.7(5) .O( ) .6( ) 4.0(5)

455. 425. 368. 368. 353. 301. 301. 291. 40. 39. 2.3( ) 1.0(5) .O( ) 2.7( ) 1. 6 (5) .O( ) 1.4( ) 26.1(5) .6( ) .4(5)

38. 38. 38. 38. 37. O. 126. 117. 117. 91 . .O( ) .5 ( ) .1(5) . 5( ) 20.8(5) .1( ) 4.2(5) .O( ) 1.6( ) .O( )

91. 57. 29. 1.0( ) 5.0(5) 1. 3 (5)

I~ 2 45. 1194. 1188. 1038. 918. O. 918. 851. 534. 122. 107.

.O( ) 3.0( ) 5.1(5) .O( ) .0(5) 3.5 ( ) 13.6(5) .O( ) .5( ) 3.8(5)

411. 376. 343. 343. 330. 286. 286. 276. 39. 39. 2.2( ) .7(5) .O( ) 2.6( ) 1.2(5) .O( ) 1.3( ) 24.1(5) .6( ) .4(5)

i I 38. 38. 37. 37. 37. O. 120. 112. 112. 88. .O( ) .5( ) .1(5) .5( ) 20.5(5) .1( ) 4.1(5) .O( ) 1.6( ) .O( )

88. 53. 27. .9( ) 4.6(5) 1.1(5)

2 50. 1146. 1142. 989. 879. O. 879. 799. 481. 117. 103. .O( ) 3.0( ) 4.3(5) .O( ) .0(5) 3.4( ) 11.4(5) .O( ) .5( ) 3.7(5)

( 363. 326. 313. 313. 291. 269. 269. 255. 38. 38. I

2.0( ) .6(5) .O( ) 2.5( ) 1.0(5) .O( ) 1.3( ) 22.3(5) .6( ) .4(5) I I ! I

38. 38. 37. 37. 37. O. 115. 108. 108. 83. .O( ) .5 ( ) .1(5) .5( ) 20.3(5) .O( ) 4.1(5) .O( ) 1. 5( ) .O( )

83. 49. 26. .9( ) 4.2(5) .9(5)

2 55. 1098. 1096. 943. 831. O. 831. 747. 435. 112. 100. .O( ) 2.9( ) 3.5(5) .O( ) .0(5) 3.3( ) 9.3(5) .O( ) .S( ) 3.5(5)

323. 296. 282. 282. 267. 249. 249. 236. 38. 38. 1. 9( ) .5(5) .O( ) 2.4( ) .9(5) .O( ) 1.2( ) 20.6(5) .6( ) .4(5)

37. 37. 37. 37. 37. O. 110. 104. 104. 79. .O( ) .5 ( ) .1(5) .5 ( ) 20.0(5) .O( ) 4.1(5) .OC ) 1. 5C ) .O( )

79. 45. 25. .9( ) 3.9(5) .7(5)

3 O. 1051. 1049 . 888. 769. O. 769. 661. 400. 108. 95. . O( ) 2.8( ) 2.7(5) .O( ) .0(5) 3.2( ) 7.3(5) .O( ) .5 ( ) 3.4(5)

292. 269. 259. 259. 247. 231. 231. 218. 38. 38.

I 1.8( ) .4(5) .O( ) 2.3( ) .8(5) .O( ) 1.2( ) 19.0(5) .6( ) .4(5)

37. 37. 37. 37. 37 . O. 106. 100. 100. 74. . O( ) . S( ) .1(5) .5( ) 19.7(5) .O( ) 4.0(5) .O( ) 1. 5( ) .O( )

l_ 74. 42. 24.

I .8( ) 3.6(5) .5(5)

3 5. 993. 995. 787. 677. O. 677. 534. 371. 104. 91. .O( ) 2.8( ) 1.9(S) .O( ) .O(S) 3.0( ) 5.8 (S) .O( ) .5 ( ) 3.3 (S)

267. 249. 240. 240. 228. 214. 214. 201. 38. 37. 1. 7( ) .3(S) .O( ) 2.2( ) .6(5) .O( ) 1.1( ) 17.6(S) .6( ) .4(S)

37. 37. 37. 37. 37. O. 102. 96. 96. 70.

t

.O( ) I

.5 ( ) .1(5) .5( ) 19.5(5) .O( ) 4.0(S) .O( ) 1.4( ) .O( )

L 70. 38. 23 . . 8( ) 3.3 (S) .4(S)

1-

3 10. 932. 930. 690. 579. O. 579. 453. 346. 100. 87. .O( ) 2.6( ) 1.2(S) .O( ) .O(S) 2.7( ) 4.9(S) .O( ) .5 ( ) 3.1(S)

246. 228. 222. 222. 211. 198. 198. 186. 37. 37. 1. 7( ) .3(S) .O( ) 2.1( ) .6(S) .O( ) 1.1( ) 16.2(S) .6( ) .4(S)

l_ 37. 37. 37. 37. 37. O. 98. 92. 92 . 65.

.O( ) .5( ) . 1(S) .5 ( ) 19.2(S) .O( ) 3.9 (S) .O( ) 1.4( ) .O( )

65. 36. 20.

t 11

L!

.8( ) 3.1(5) .2(5)

3 15. 853. 854. 554. 503. O. 503. 398. 322. 96. 83. .O( ) 2.5( ) .6(5) .O( ) .0(5) 2.5( ) 4.3(5) .O( ) .5 ( ) 3.0(5)

227. 211. 206. 206. 196. 183. 183. 172. 37. 37.

I-I 1.6( ) .2(5) .O( ) 2.0( ) .5(5) .O( ) 1.0( ) 15.0(5) .6( ) .4(5)

i 37. 37. 37. 37. 37. O. 94. 88. 88. 59 . .O( ) .5 ( ) .1(5) .5( ) 19.0(5) .O( ) 3.9(5) . O( ) 1.4( ) .Oc)

59. 33. 11. .7( ) 2.8(5) .1(5)

3 20. 772. 770. 458. 447. O. 447. 358. 301. 92. 78. .O( ) 2.4( ) .4(5) .O( ) .0(5) 2.4( ) 3.8(5) .O( ) .5 ( ) 2.8(5)

--

I

I I 209. 194. 189. 189. 177. 169. 169. 159. 37. 37. I 1. 5( ) .2(5) .O( ) 1.9( ) .4(5) .O( ) 1.0( ) 13.9(5) .6( ) .4(5)

37. 37. 37. 37. 37. O. 90. 83. 83. 52.

I

! .O( ) . 5( ) .1(5) .5 ( ) 18.7(5) .O( ) 3.8(5) .O( ) 1. 3( ) .O( )

52. 30. 6. .7( ) 2.6(5) .1(5)

3 25. 691. 693. 419. 405. O. 405. 326. 280. 87. 73. i .O( ) 2.2( ) .3(5) .O( ) .0(5) 2.2( ) 3.5(5) .O( ) .4( ) 2.6(5)

I , I I

193. 178. 172. 172. 162. 157. 157. 147. 37. 37. 1.5( ) .2(5) .O( ) 1.8( ) .3(5) .O( ) .9( ) 12.8(5) .6( ) .4(5)

! I 37. 37. 37. 37. 37. o. 85. 79. 79. 45.

.O( ) .5 ( ) .1(5) .5 ( ) 18.5(5) .O( ) 3.8(5) .O( ) 1.3( ) .O( )

45. 28. 3.

I i

.6( ) 2.4(5) .0(5)

30. 628. 626. 381. 371. o. 371. 299. 260. 83. 69. .O( ) 2.1( ) .2(5) .O( ) .0(5) 2.1( ) 3.2(5) .O( ) .4( ) 2.4(5)

177. 163. 159. 159. 150. 145. 145. 136. 37. 37. 1.4( ) .1(5) .O( ) 1.8( ) .3(5) .O( ) .9( ) 11.8(5) .6( ) .4(5)

37. 37. 37. 37. 37. O. 81. 74. 74. 39. .O( ) . 5( ) .1(5) .5 ( ) 18.2(5) .O( ) 3.8(5) .O( ) 1.2( ) .O( )

39. 26. 2. .6( ) 2.2(5) .0(5)

35. 566. 568. 341. 343. O. 343. 275. 242. 79. 68. .O( ) 2.0( ) .2(5) .O( ) .0(5) 2.0( ) 2.9(5) .O( ) .4( ) 2.2(5)

163. 151. 147. 147. 139. 134. 134. 125. 37. 37. 1.3( ) .1(5) .O( ) 1.7( ) .3(5) .O( ) .9( ) 10.9(5) .6( ) .4(5)

37. 37. 37. 37. 37. o. 77. 71. 71. 35. .O( ) .5( ) .1(5) .5( ) 18.0(5) .O( ) 3.7(5) .O( ) 1.2( ) .O( )

35. 24. 1. .5( ) 2.1(5) .0(5)

40. 519. 517. 322. 318. o. 318. 255. 226. 75. 66. .O( ) 1.9( ) .2(5) .O( ) .0(5) 1.9( ) 2.7(5) .O( ) .4( ) 1.9(5)

151. 140. 136. 136. 129. 124. 124. 116. 37. 37. 1. 3( ) .1(5) .O( ) 1.6( ) .3(5) .O( ) .8( ) 10.1(5) .6( ) .4(5)

37. 37. 37. 37 . 36. O. 73. 69. 69. 31. .O( ) .5 ( ) .1(5) . 5( ) 17.7(5) .oe ) 3.7(5) .O( ) 1.2( ) .oe )

31. 22 . o. . 5e ) 1. 9 (5) .0(5)

3 45. 472. 474. 297. 298. O. 298. 237. 212. 72. 64. .O( ) 1. 8( ) .2(5) .O( ) .0(5) 1.9( ) 2.5(5) .O( ) .4( ) 1. 7 (5)

140. 129. 126. 126. 119. 115. 115. 107. 37. 37. 1.2e ) .0(5) .oe ) 1.6e ) .2(5) .oe ) .8e ) 9.3(5) .5 ( ) .4(5)

37. 37. 36. 36. 36. O. 70. 66. 66. 28.

1-12

·O( ) .5( ) .1(5) .5 ( ) 17.5(5) .O( ) 3.7(5) .O( ) 1.2( ) .O( )

28. 20. O. .5( ) 1. 8 (5) .0(5)

3 50. 438. 436. 282. 279. O. 279. 221. 199. 69. 62.

11 .O( ) 1. 7( ) .2(5) .O( ) .0(5) 1.8( ) 2.3(5) .O( ) .4( ) 1. 5 (5)

130. 120. 117. 117. 110. 107. 107. 99. 37. 37. I I

1.2( ) .0(5) .O( ) 1.5( ) .2(5) .O( ) .8( ) 8.6(5) .5 ( ) .4(5)

Ii 37. 37. 36. 36. 36. O. 68. 65. 65. 25.

.O( ) .5 ( ) .1(5) .5 ( ) 17.2(5) .O( ) 3.6(5) .OC ) 1.1( ) .O( )

25. 19. O. .5 ( ) 1. 6 (5) .0(5)

I 3 55. 402. 404. 263. 263. O. 263. 208. 187. 67. 60.

.O( ) 1.6( ) .1(5) .O( ) .0(5) 1. 7( ) 2.2(5) .OC ) .4( ) 1. 2 (5)

121. 112. 108. 108. 102. 99. 99. 91. 37. 37. 1.1( ) .0(5) .O( ) 1.4( ) .2(5) .O( ) .7( ) 8.0 CS) . 5( ) .4(5)

36. 36. 36. 36. 36. O. 66. 63. 63. 23. .O( ) .5 ( ) .1(5) .5( ) 17.0(5) .O( ) 3.6(5) .OC ) 1.1( ) .O( )

I 23. 17. O.

I .4( ) 1.5(5) .0(5)

4 O. 377 . 375. 251. 249. O. 249. 195. 177. 65. 56. .O( ) 1.6( ) .1(5) .O( ) .0(5) 1. 7( ) 2.1(5) .OC ) .4( ) 1. 0 (5)

l 113. 104. 101. 101. 95. 91. 91. 85. 37. 36. 1.1( ) .0(5) .O( ) 1.4( ) .2(5) .O( ) .7( ) 7.4(5) .5 ( ) .4(5)

36. 36. 36. 36. 36. O. 63. 60. 60. 21. .O( ) .5 ( ) .1(5) .5C ) 16.7(5) .O( ) 3.6(5) .O( ) 1.1( ) .O( )

21. 16. O. .4( ) 1. 4 (5) .0(5)

1_1

1

DEADWOOD AVE DSDP MODIFIED FOR SIMPSON PONDS PROJECT ORIGINAL ROUTING MODIFIED AT 4,7,8,102,104 & 105 ADDED NEW ELEMENTS 392-399

U *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS ***

IJ CONVEYANCE PEAK STAGE STORAGE TIME

ELEMENT (CFS) (FT) (AC-FT) (HR/MIN)

109 411. .1 56.6 1 15. 398 69. .1 10.6 1 10.

I i 399 56. .1 5.4 1 O. 9 410. 1.6 1 20.

397 123. 1.1 1 15. 206 1274. (DIRECT FLOW) 0 40. 396 771. (DIRECT FLOW) 0 35.

I j 107 38. .1 23.2 1 30. 108 746. .1 20.0 1 10. 104 443. .1 11.9 0 50.

6 38. .5 1 35. 8 746. 3.9 1 10.

IJ 395- 433. 3.2 0 55. 106 38. .1 .1 1 35. 205 786. (DIRECT FLOW) 1 O. 394 530. (DIRECT FLOW) 0 50.

5 38. .5 1 50. 105 742. .1 7.1 1 25. 392 123. 2.6 0 40. 393 513. .1 7.2 0 55. 204 879. (DIRECT FLOW) 0 35.

7 762. 2.9 1 15.

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I 4 514. 1.2 1 O. 103 566. .1 9.5 0 50. 203 1314. (DIRECT FLOW) 1 o.

3 568. 2.7 0 50. 102 1041. .1 28.2 1 40.

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14

ElEV.334

SPILLWAY SECTION POND 393

(NTS)

. ElEV. 3378

loQ 35'

SPILLWAY SECTION POND 503

(NTS)

SUMMARY OF REQUIRED iMPROVEMENTS POND 102 1 , REMOVE PIPE IN PENINSULA 2, PIPES, DROP STRUCTURE, AND BERM (BY CITY)

POND 104 L CONSTRUCT BERM

POND 105 1. CONSTRUCT BERM

POND 393 1. INSTALL TRICKLE PIPE 2. GRADE SPILLWAY & EXTEND EMBANKMENT 3. RAISE EMBANKMENT AS NECESSARY 4. LOWER PENINSULA AND REMOVE PIPE 5. BREACH UPSTREAM EMBANKMENT

POND SOQ. 1. BREACH EMBANKMENT

POND 50.1 1 . EXTEND TRICKLE PIPE

POND 502 l. RAISE EMBANKMENT 2, EXTEND TRICKLE PIPE

POND 5QJ. 1. GRADE SPILLWAY 8. RAISE DAM 2. EXTEND TRICKLE PIPE 3, OPTION IS SREACH DAM

POND5~ !

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t h cPRfNTED

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Documents

AMENDMENT TO DEADWOOD AVENUE DRAINAGE BASIN …