20051607 Ver 1_Drainage Report_20050822

Hugh J. Gilleece, III & Associates, PA.
Consulting Engineers
875 Mahtut Street, Suite 360
Cary, North Carolina 27511
[phone]
Fax [phone]
[e-mail]
Drainage Report
(Includes Bio-Retention Area, Nitrogen Removal, HGL Calculations)
Highland Village
High House Road
Cary, North Carolina
Prepared For
DHIC, Inc.
113 S. Wilmington St.
Raleigh, North Carolina 27601
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Febuary 3, 2003
Rev. March 17, 2003
Rev. April 24, 2003
CONSTRUCTION SEQUENCE FOR THIS PROJECT SHALL BE AS FOLLOWS:
(PHASE 1)
1. TREE PROTECTION FENCING WILL BE INSTALLED AND INSPECTED
BEFORE ISSUANCE OF GRADING PERMIT.
2. OBTAIN GRADING PERMIT. NOTE THAT THE GRADING PERMIT WILL
BE ISSUED FOR THE ENTIRE SITE AT ONE TIME. THE RISER FOR BIO-
RETENTION # 3 MUST BE ON SITE BEFORE THE GRADING PERMIT
WILL BE ISSUED.
3. INSTALL ALL EROSION CONTROL MEASURES AS SHOWN. THE BIO-
RETENTION AREA #3 WILL FUNCTION AS A SEDIMENT BASIN BY
INSTALLING THE DAM AT THIS STAGE ALONG WITH THE OUTLET
STRUCTURE. THE RISER CONNECTIONS TO THE UNDERDRAIN PIPE
(TO BE INSTALLED LATER) SHALL BE USED TO LOWER IMPOUNDED
WATER GRADUALLY. ALL BUT ONE UNDERDRAIN PIPE
CONNECTION TO THE RISER SHALL BE CAPPED. THE ONE TO BE
USED SHALL HAVE A 4" FAIRCLOTH SKIMMER (THIS IS A PATENTED
SYSTEM) OR APPROVED EQUAL TO DRAIN THE WATER GRADUALLY
WHILE RETAINING THE SEDIMENT. THE UNDERDRAIN, PLANTING
SOIL, AND VEGETATION IS NOT TO BE INSTALLED AT THIS TIME.
4. OBTAIN CERTIFICATE OF COMPLIANCE THROUGH ON-SITE
INSPECTION BY TOWN ENVIRONMENTAL INSPECTOR.
5. PROCEED WITH GRADING.
6. CLEAN SEDIMENT BASINS WHEN ONE-HALF FULL.
7. SEED AND MULCH DENUDED AREA WITHIN THIRTY (30) DAYS AFTER
FINISHED GRADES ARE ESTABLISHED.
8. MAINTAIN SOIL EROSION CONTROL MEASURES UNTIL PERMANENT
GROUND IS ESTABLISHED.
9. WHEN ALL CONTRIBUTORY AREAS ARE STABILIZED, OBTAIN
APPROVAL FROM THE TOWN ENVIRONMENTAL INSPECTOR TO
CONVERT THE BIO-RETENTION AREAS.
10. WHEN APPROVED BY THE TOWN OF CARY INSPECTOR CLEAN THE
BIO-RETENTION AREAS OF SILT. INSTALL THE UNDERDRAIN (PIPE
AND GRAVEL) AND PLACE PLANTING SOIL. PLACE VEGETATION
ACCORDING TO THE LANDSCAPE PLAN.
11. REQUEST FINAL APPROVAL BY TOWN ENVIRONMENTAL INSPECTOR.
12. REMOVE SOIL EROSION MEASURES AND STABILIZE THESE AREAS.
13. ALL CUT/FILL SLOPES SHALL BE STABILIZED WITHIN 15 DAYS OF
ANY PHASE OF GRADING.
14. EACH BUILDING SHALL BE CONSIDERED SEPARATELY WHEN IT IS
CONSTRUCTED INDEPENDENTLY OF THE MAIN PROJECT. IT SHALL
NOT REQUIRE AN INDIVIDUAL EROSION CONTROL PLAN IF THE
DISTURBED AREA IS LESS THAN 12,000 SQUARE FEET.
CAWord\5400.15\ConSeq.doc Phase 1 11/8/02, Rev, 3/13/03, Rev. 4/23/03, Rev. 6/2103, Rev. 6/11/03
CONSTRUCTION SEQUENCE FOR AREA NEAR FALCONE PARKWAY
AND WINFRED DELL LANE
1. INSTALL TREE FENCE, OBTAIN GRADING PERMIT, AND INSTALL ALL
EROSION CONTROL MEASURES.
2. INSTALL PIPE 103 - 104 (102' OF 24" RCP) WITH RIP-RAP DISSIPATOR.
3. CLEAR AND GRUB PRIOR TO GRADING.
4. PLACE FILL MATERIAL OVER PIPE AND INSTALL RETAINING WALL
PARALLEL TO WINFRED DELL LANE. FILL SLOPE NOT TO EXCEED
2:1.
5. INSTALL WATER AND SEWER LINES.
6. INSTALL PIPES 85 - 86 - 89 AND 87 - 88 - 89 - 90 AND ASSOCIATED CB'S.
7. INSTALL CURB AND GUTTER, SIDEWALKS, PAVING, LIGHTING AND
OTHER UTILITIES.
8. SEED AND STABILIZE ALL AREAS NOT PREVIOUSLY STABILIZED.
9. ALL PERTINENT PROVISIONS OF THE OVERALL COSTRUCTION
SEQUENCE WILL APPLY.
10. REMOVE EROSION CONTROL MEASURES WHEN CLEARED TO DO SO
BY THE TOWN ENVIRONMENTAL INSPECTOR.
CAWord\5400.15\ConSeq.doo Phase 2a 2/28/03, Rev. 4/23103
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Highland Village
Drainage Report
Table of Contents
Nitrogen Control Plan
General
Bio-Retention Area Calculations
Bio-Retention Area # 1
Bio-Retention Area # 2
Bio-Retention Area # 3
Storm Drainage Flows Before and After Construction
Nitrogen Removal Calculations
Hydraulic Grade Line Analysis
Outlet Protection Calculations
Pipe Under Falcone Parkway
Appendix
3
4
4
5
6
7
9
16
16
18
18
2
Nitrogen Control Plan
Com?nercial/Industrial/Residential Sites with Known Impervious Area
Project Title: Highland Village
Part I Riparian Buffers:
Area includes riparian buffers? [] No [X] Yes [] Exempt
If yes, [X] 50 foot [] 100 foot
River Basin? [X] Neuse [] Cape Fear
Basis for exemption:
Show buffers on site plan.
Part II. Nitrogen Calculations (Method 2, Appendix C):
a. Site Information:
Total area of property (incl. R/W)
Denuded Area
Impervious Area (incl. R/W)
Managed open space
Protected open space
b. Pre-development Loading:,
Type of Land Cover
Permanently protected undisturbed open space (forest,
unmown meadow)
Permanently protected managed open space (grass,
landscaping, etc.)
Impervious Area
TOTAL
Nitrogen Loading Rate (Ibs/ac/yr) = 1.76
c. Post-development Loading
Type of Land Cover
Permanently protected undisturbed open space (forest,
unmown meadow)
Permanently protected managed open space (grass,
landscaping, etc.)
Impervious Area
TOTAL
Nitrogen Loading Rate (lbs/ac/yr) _
Nitrogen Load after BMPs =
Nitrogen Load Offset by Payments =
Net change in on-site N load =
17.38
10.82
6.16
2.37
Area TN Export Coeff. TN Export
(acres) (lbs/ac/yr) From Use
(Ibs/vr)
17.93 0.60 10.76
0.34 1.20 0.41
1.08 21.20 22.90
19.35 34.07
TN Export
Area TN Export Coeff. From Use
acres Ibs/ac/ r lbs/ r
2.37 0.60 1.42
6.16 1.20 7.39
10.82 21.20 229.38
19.35 238.19
Part III. Control of Peak Storm Water Flow
Calculated Pre-development Peak Flow:
Calculated Post-development Peak Flow:
12.31
9.23
5.63
7.47
52.93 cfs
41.17 cfs
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I, the undersigned, certi to the best of my knowledge that the above information is correct (affix seal).
/
Supply motes and details showing control of Nitrogen and peak stormwater runoff.
19.35 ac
Highland Village
General
This project is located in Cary, North Carolina on a tract of land bounded by the CSX Railroad
track on the northwest, High House Road on the south, and other property on the east and north.
Falcone Parkway extends from Old Apex Road to the northern boundary of the project. It will be
extended as a part of this project. The purpose of the project will be to provide various forms of
multi-family housing.
Bio-Retention Area Calculations
There will be three bio-retention areas on this project. Each bio-retention area is to be the BMP
reducing nitrogen runoff from its portion of the project. Each is also associated with a measure to
reduce the peak flow rate from its portion of the project. Some of these measures are the use of
underground storage pipes with a restricted outlet to control the peak flow. In most cases these
pipes will be used on the flow before it reaches the bio-retention area. For those the overflow
outlet(s) from the bio-retention area will be large enough to handle the expected extreme storm
event.
In one case the underground storage pipes will be after the bio-retention area. This area will have a
large weir which will transfer the flow to the underground storage pipes after retaining the first one
inch of runoff from impervious areas.
Another type will be the use of the bio-retention area also as the retention to reduce the peak flow.
This will have a restricted outlet above the treatment storage to control the outflow. A larger outlet
will be at a higher elevation to allow extreme storms to pass.
All of these bio-retention areas will have underdrains to drain the treatment volume slowly after it
has passed through the organic earth of the area.
Bio-Retention Area ## 1 is designed to handle flow from the area in the southwest corner of the
project. This area will use the method of holding the treatment volume first and then having the
overflow pass over a long weir to underground pipes for flow reduction storage.
Bio-Retention Area # 2 is designed to handle the area in the northern portion of the project. This
area will have retention in the bio-retention area.
Bio-retention Area # 3 will handle the remainder of the project which will be primarily those areas
east of Falcone Parkway. It will also include Building # 5 and its associated parking.
4
Bio-Retention Area # 1
Drainage Areas (BR # 1)
Total drainage area
A = 186,360 s. f. = 4.28 ac. (by planimeter)
Portion of above which drains directly to retention pipes (elevation too low to go to pond)
'A = 15,888 s. f. = 0.36 ac. (by planimeter)
Net area direct to pond A = 186,360 - 15,888 = 170,472 s. f. = 3.91 ac.
impervious Areas (BR # 1)
Impervious area A = 127,626 s. f. (by planimeter)
Pervious area A = 186,360 - 127,626 = 58,734 s. f.
C = [0.4(58,734) + 0.9(127,626)]/186,360 = 0.74
Use TC = 5.0 min. i, = 0.8(5.76) = 4.61 i25 = 8.19 iloo = 9.72
Q, = 0.74(4.61)(3.91) = 13.34 cfs Direct to BR # 1
Q25 = 0.74(8.19)(3.91) = 23.70 cfs
Q100 = 0.74(9.72)(3.91) = 28.12 cfs
Q1 = 0.74(4.61)(0.36) = 1.23 cfs Direct to Retention
Q25 = 0.74(8.19)(0.36) = 2.18 cfs
Qioo = 0.74(9.72)(0.36) = 2.59 cfs
Storage for First 1 Inch of Runoff (BR # 1)
Required storage for treatment is 1 inch over the impervious area.
Vol. _ (1/12)(27,626) = 10,636 ft.3
The surface area requirement is to be 7% of the drainage area multiplied by the C factor.
Surface area required ? 0.07(0.74)(186,360) = 9650 ft.2
Trial area at Elevation 464 = 12,864 ft.2 > 9650 ft.2 O. K.
Storage Volumes by Depth (BR # 1)
El. 464 S. A. = 12,864 s. f.
El. 465 S. A. = 13,078 s. f.
El. 466 S. A. = 13,279 s. f.
El. 467 S. A. = 13,465 s. f.
5
Required volume below primary outlet = 10,636 c. f.
" AEI. _ (10,636/12,864) = 0.83'
Set floor of bio-retention area at El. 463.17
Storage Volumes above Bio-retention Floor (El. 463.17)
El. 464 Vol. = 10,636
El. 465 Vol. = 10,636 + 12,971 = 23,607 c. f.
El. 466 Vol. = 23,607 + 13,179 = 36,786 c. f.
El. 467 Vol. = 36,786 + 13,372 = 50,158 c. f.
Primary Outlet to Conduct Flo to Pipe Storage (BR # 1)
This outlet is designed in conjunction with the design to retain water in storage to reduce the peak
flow rate. The elevation will be 464.00. This will be the riser pipe which will overflow into the
storage pipes.
Emergency Outlet to Carry 100 Year Storm (BR # 1)
This will be designed in conjunction with the design of the retention to reduce the peak flow rate.
The top of the riser pipe elevation will be 465.50.
Bio-Retention Area # 2
Drainage Areas (BR # 2)
Total drainage area
A = 210,307 s. f. = 4.83 ac. (by planimeter)
Impervious Areas (BR # 2)
Impervious area A = 109,882 s. f. (by planimeter)
Pervious area A = 210,307 - 109,882 = 100,425 s. f.
C = [0.4(100,425) + 0.9(109,882)]/210,307 = 0.66
Use TC = 5.0 min. i, = 0.8(5.76) = 4.61 i25 = 8.19 i,00 = 9.72
Q, = 0.66(4.61)(4.83) = 18.36 cfs
Q25 = 0.66(8.19)(4.83) = 26.11 cfs
Q100 = 0.66(9.72)(4.83) = 30.99 cfs
6
Storage for First 1 Inch of Runoff (BR # 2)
Required storage for treatment is 1 inch over the impervious area.
Vol. = (1/12)(109,882) = 9157 ft.3
The surface area requirement is to be 7% of the drainage area multiplied by the C factor.
Surface area required >_ 0.07(0.66)(109,882) = 5077 ft.2
Trial area at Elevation 461 = 9,373 ft.2 > 5077 ft.2 O. K.
Storage Volumes by Depth (BR # 2)
Required volume below primary outlet = 9157 c. f.
AEl. = (9157/9373) = 0.98'
Set floor of bio-retention area at El. 460.02
El. 460.02 S. A. = 9,118 s. f.
El. 461 S. A. = 9,373 s. f. Z = 0.98'
El. 462 S. A. = 9,710 s. f. Z = 1.98'
Storage Volumes above bio-retention floor (El. 460.02)
El. 461 Storage = 9061 c. f.
El. 462 Storage = 9061 + 9541 = 18,602 c. f.
Primary Outlet (BR # 2)
Bio-retention Area # 2 will not be used to store excess stormwater except that some reduction in the
peak flow for the one year storm will occur as the treatment storage is filled and water builds above
the outlet. The weir elevation will be 461.00.
Bio-Retention Area # 3
Drainage Areas (BR # 3)
Total drainage area
A = 263,003 s. f. = 6.04 ac. (by planimeter)
Impervious Areas (BR # 3)
Impervious area A = 179,230 s. f. (by planimeter)
Pervious area A = 263,003 - 179,230 = 83,773 s. f.
C = [0.4(83,773) + 0.9(179,230)]/263,003 = 0.74
7
'.. Use TC = 5.0 min. it = 0.8(5.76) = 4.61 i25 = 8.19 iloo = 9.72
Qi = 0.74(4.61)(6.04) = 20.60 cfs
Q25 = 0.74(8.19)(6.04) = 36.61 cfs
Q100 = 0.74(9.72)(6.04) = 43.44 cfs
Storage for First 1 Inch of Runoff (BR # 3)
Required storage for treatment is 1 inch over the impervious area.
Vol. = (1/12)(179,230) = 14,936 ft.3
The surface area requirement is to 7% of the surface multiplied by the C factor.
Surface area required >_ 0.07(0.74)(263,003) = 13,624 ft.2
Trial area at Elevation 449 = 14,427 ft.2 > 13,624 ft.2 O. K.
Surface Areas by Elevation (BR # 3)
El. 449 S. A. = 14,427 s. f.
El. 450 S. A. = 15,162 s. f.
El. 451 S. A. = 15,898 s. f.
El. 452 S. A. = 16,641 s. f.
El. 453 S. A. = 17,389 s. f.
Required volume above normal pool = 14,936 c. f.
AEI. = (14,936/14,427) = 1.04'
Set top of bio-retention at El. 447.96
Primary Outlet to Restrain 1 Year Flow (BR # 3)
This outlet is designed in conjunction with the design to retain water in storage to reduce the peak
flow rate. The elevation will be 449.00.
Emergency Spillway to Carry Larger Storm (BR # 3)
This will be designed in conjunction with the design of the retention to reduce the peak flow rate.
The weir elevation will be 451.50.
8
Storm Drainage Flows Before and After Construction
Calculations are performed on the basis of the one year storm unless otherwise stated. The existing
condition is woods and fields. High House Road will be included as a portion of the existing
pavement will be converted to a landscaped median.
The storage associated with each bio-retention area will reduce the peak stormwater flow rates from
the flow that would occur with the increased impervious area. Two computer programs were
written in Microsoft Excel to cover the different situations encountered on this project.
The Stormwater Routing # 4A program will cover the situations where the retained water is in one
pond or set of pipes or a combination of these. A small orifice will be used to simulate the water
soaking into the ground in the situations where the bio-retention area is part of the storage.
The Stormwater Routing # 5A was written for the situation where the water first goes to the bio-
retention area then the flow beyond the first one inch over the impervious area overflows into a pipe
storage system. This program assumes most of the flow goes to the "A" pond in each drainage
area. The "A" pond will have a small outlet to simulate the soaking of water into the ground. Once
the treatment volume is stored above the small outlet, a riser pipe will allow additional flow to go
into a system of large underground pipes (the "B" unit) with a controlled outlet to restrict the
maximum outflow rate. A higher, larger riser pipe will allow water from storms above the one year
storm to flow directly from Pond "A" to a drainage course. Malcolm's "Chainsaw" analysis is used
in the analysis for "A". "B" is analyzed using a step analysis by computing the storage at one foot
intervals above the outlet and prorating between these.
It is not possible to have all of the area to Bio-retention Area # 1 drain to the treatment area as the
elevation is too low in a small portion of the driveway tieing to High House Road to enter the "A"
pond. In this case the small flow which does not reach the "A" pond is put directly into the "B"
unit and is still subject to the flow rate detention. The treatment volume calculations for the "A"
pond still includes all the impervious area. This volume of water which does not go to "A" is
small.
Pre-Development
Use C = 0.4 for the undeveloped area. The area used here is that which drains to one of the bio-
retention areas to be built. This area excludes a few small parts of buffers and other area at the edge
of the project which will not be disturbed or will be revegetated. The drainage from these areas
drain away from the site. All of the site is currently undeveloped except for High House Road
which is included in this analysis because some impervious area is to be converted to landscaping.
Total Area = 665,250 + 171,509 = 836,759 s. f. = 19.21 ac. (include. High House Road)
Existing impervious area = 117,452 s. f. (by planimeter)
Pervious Area = 836,759 - 117,452 = 719,307 s. f.
C = [0.4(719,307) + 0.9(117,452)]/836,759 = 0.47
9
Calculate To using Kir ich equation
TC = [L3/H]0.38 /128
H=488-438=50' L=1238'
T, = [12383/50]1.311/128 = 6.5 min.
it = 0.8(5.46) = 4.37
Q, = 0.47(4.37)(19.21) = 39.47 cfs (Pre-development one year peak flow exclusive of High
House Road)
The area of High House Road is divided by the high point at approximately Station 20+50. It is
analyzed using the existing impervious area for the pre-development condition.
High House Road (W)
A = 99,007 s. f. = 2.27 ac. (by planimeter)
Impervious = 65,914 s. f. (by planimeter)
Pervious = 99,007 - 65,914 = 33,093 s. f.
C = [0.4(33,093) + 0.9(65,914)]/99,007 = 0.73
Q1 = 0.73(4.61)(2.27) = 7.64 cfs
High House Road (E)
A = 72,502 s. f. = 1.66 ac. (by planimeter)
Impervious = 51,538 s. f. (by planimeter)
Pervious = 72,502 - 51,538 = 20,968 s. f.
C = [0.4(20,968) + 0.9(51,538)]/72,502 = 0.76
Q1 = 0.76(4.61)(1.66) = 5.82 cfs
Total pre-development flow = 39.47 + 7.64 + 5.82 = 52.93 cfs (1 year flow)
Post-development
Several retention devices will be used to reduce the peak flow rate for the developed condition.
Each retention device is sized to accommodate the flow from its tributary area. The first portion of
the analysis is to compute the unrestrained flow from the developed property into each retention
device. After this factors will be computed to enter the flow in the SCS method. The final step for
each detention area will be to analyze the flow in a routing procedure using an Excel program to
determine the maximum outflow. Flows will be analyzed for one year, 25 year and 100 year flows.
The one year flow will be used for pre- and post-development flow comparisons. The 25 year flow
will be used to determine backwater elevations for Hydraulic Grade Line analyses within the pipe
systems leading to each retention. The 100 year flow will be used to ensure drastic consequences
(such as overtopping an earthern dam) do not happen.
10
Bio-Retention Area # 1
i1=4.61 i25=8.19 iloo=9.72
C = 0.74 A(direct to BR#1) = 3.91 ac. A (direct to retention) = 0.36 ac.
1 st Destination C
BR# 1 0.74
Detention 0.74
A Q I- Q25- Q100_
3.91 13.34 23.70 28.12
0.36 1.23 2.18 2.59
Reference is made to the Soil Conservation Method to calculate runoffs used in retention analysis.
The composite curve number for this area is 85.0.
Compute depth of runoff (1 yr. storm) (BR # 1)
P = 3.60(0.8) = 2.88 in. (1 yr. 24 hr.) Use 3.00 (min.)
S = 1000/85.0 - 10 = 1.7647
Q* = [3.00 - 0.2(1.7647)]2/[3.00 + 0.8(1.7647)] = 1.5882 in. (1 yr. 24 hr. runoff depth) '
Set volume and compute Time to Peak (1 yr. storm) (BR # 1)
Direct to BR#1
Tp = Vol./1.39Qp
= [1.5882 in.(3.91 acres)(1/12 in./ft.)(43,560 s. f. /acre)]/[ 1.39(13.34cfs)(60 sec./min.)]
= 20.2 min.
Direct to Detention
Tp = Vol./1.39Qp
_ [1.5882 in.(0.360 acres)(1/12 in./ft.)(43,560 s. f./acre)]/[ 1.39(1.23cfs)(60 sec./min.)]
= 20.2 min.
Compute depth of runoff (25 yr. storm) (BR # 1)
P = 6.41 (25 yr. 24 hr.)
S = 1000/85.0 - 10 = 1.7647
Q* = [6.41 - 0.2(1.7647)]2/[6.41 + 0.8(1.7647)] = 4.6905 in. (25 yr. 24 hr. runoff depth)
Set volume and compute Time to Peak (25 yr. storm) (BR # 1)
Direct to BR# 1
Tp = Vol./1.39Qp
_ [4.6905 in.(3.91 acres)(1/12 in./ft.)(43,560 s. f./acre)]/[1.39(23.70cfs)(60 sec./min.)]
= 33.7 min.
Direct to Retention
Tp = Vol./l.39Qp
_ [4.6905 in.(0.36 acres)(1/12 in./ft.)(43,560 s. f. /acre)]/[ 1.39(2.18cfs)(60 sec./min.)]
= 33.7 min. .
11
Compute depth of runoff (100 yr. storm) (to check that dam is not overtopped) (BR # 1)
P = 8.00 (100 yr. 24 hr.)
S = 1000/85.0 - 10 = 1.7647
Q* = [8.00 - 0.2(1.7647)]2/[8.00 + 0.8(1.7647)] = 6.2132 in. (100 yr. 24 hr. runoff depth)
Set volume and compute Time to Peak (100 yr. storm) (BR # 1)
Direct to BR#1
Tp = Vol./1.39Qp
= [6.2132 in.(3.91 acres)(1/12 in./ft.)(43,560 s. f./acre)]/[1.39(28.12cfs)(60 sec./min.)]
= 37.6 min.
Direct to Retention
Tp = Vol./1.39Qp
= [6.2132 in.(0.36 acres)(1/12 in./ft.)(43,560 s. f./acre)]/[1.39(2.59cfs)(60 sec./min.)]
= 37.6 min.
Set bio-retention boundaries and check to see if it works (BR # 1)
Trials # 1 through # 3 were superseded. (BR # 1)
Trial # 4 (BR # 1)
Use outlets from "A" as shown below:
Treatment orifice 1" di am. Inv. Elev. - 463.17
Transfer weir to "B" 12" diam. riser Elev. - 464.00
Emergency overflow weir 24" diam. riser Elev. - 465.50
Pond areas are as shown in section under Storage Volumes by Depth.
Reference is made to material by.H. R. Malcom for computer computation of storage
volumes in "A". The formula given is
S = Ks Zb S = storage Volume Z = Stage above outlet
b = In(S2/S?)/ln(Z2/Z1)
Ks = S2/Z2b
For this pond elevations 465 & 466 will be used to solve this equation. b =
1.0175, Ks = 12,764.6.
The parameters for Storage "B" are shown below:
48" Pipe, 124' long + 24" Pipe, 30' long 12" orifice at Inv. Elev. 451.58
5' long weir at El. 458.00
A one year flow of 1.23 cfs could not be taken into "A due to the elevation being too low.
Therefore, this amount is subtracted from the flow into "A" and is taken directly to "B".
The input values in the computer program have been adjusted accordingly.
12
A computer program was written using Malcom's method for calculation of the water levels
in "A". This program uses a step analysis to determine the water levels in the storage pipes
that make up "B". A summary of results for the one year storm is shown below. The
complete calculations are in the appendix.
Max. system outflow - 4.07 cfs Max. "A" elev. - 464.41 Max. "B" elev. - 452.68
These elevations are below the corresponding overtopping elevations and the outflow is less
than the corresponding pre-development flow. The 25 year and 100 year analyses are also
in the appendix.
BioRetention Area # 2
it=4.61 i25=8.19 iloo=9.72
C = 0.66 A = 4.83 ac. Q, = 18.36 cfs, Q25 = 26.11 cfs, Qioo = 30.99 cfs
Reference is made to the Soil Conservation Method to calculate runoffs used in retention analysis.
The composite curve number for this area is 88.9.
Compute depth of runoff (1 yr. storm) (BR # 2)
P = 3.60(0.8) = 2.88 in. (1 yr. 24 hr.) Use 3.00 (min)
S = 1000/88.9 -10 = 1.2486
Q* = [3.00 - 0.2(1.2486)]2/[3.00 + 0.8(1.2486)] = 1.8915 in. (1 yr. 24 hr. runoff depth)
Set volume and compute Time to Peak (1 yr. storm) (BR # 2)
Tp = Vol./1.39Qp
_ [1.8915 in.(4.83 acres)(1/12 in./ft.)(43,560 s. f./acre)]/[l.39(18.36cfs)(60 sec./min.)]
= 21.7 min.
Compute depth of runoff (25 yr. storm) (BR # 2)
P = 6.41 (25 yr. 24 hr.)
S = 1000/88.9 - 10 = 1.2486
Q* = [6.41 - 0.2(1.2486)]2/[6.41 + 0.8(1.2486)] = 5.1221 in. (25 yr. 24 hr. runoff depth)
Set volume and compute Time to Peak (25 yr. storm) (BR # 2)
Tp = Vol./1.39Qp
_ [5.1221 in.(4.83 acres)(1/12 in./ft.)(43,560 s. f./acre)]/[1.39(26.11cfs)(60 sec./min.)]
= 41.2 min.
Compute depth of runoff (100 yr. storm) (BR # 2)
P = 8.00 (100 yr. 24 hr.)
S = 1000/88.9 - 10 = 1.2486
Q* = [8.00 - 0.2(1.2486)]2/[8.00 + 0.8(1.2486)] = 6.6749 in. (100 yr. 24 hr. runoff depth)
13
Set volume and compute Time to Peak (100 yr. storm) (BR # 2)
Tp = Vol./1.39Qp
= [6.6749 in.(4.83 acres)(1/12 in./ft.)(43,560 s. f./acre)]/[ 1.39(30.99cfs)(60 sec./min.)]
= 45.3 min.
Set pond boundaries and check to see if it works (BR # 2)
Trials 1 - 4 were superseded. (BR # 2)
Trial # 5 (BR # 2)
Use outlets as shown below:
Treatment orifice
Primary outlet
Pond areas are as previously shown.
1" pipe Inv. Elev. - 460.02
24' Iona weir Elev. - 461.00
Reference is made to material by H. R. Malcom for computer computation of storage
volumes in "A". The formula given is
S = Ks Zb S = storage Volume Z = Stage above outlet
b = ln(S2/SI)/ln(Z2/Zi)
Ks = S2/Z2b
For this pond elevations 461 & 462 will be used to solve this equation. b =
1.0227, Ks = 9,250.2.
This was analyzed using the Rout2A computer program. The results for the one year storm
was a maximum elevation of 461.36 and a maximum flow of 16.69 cfs. The 25 year and
100 year storms produced maximum elevations of 461.49 and 461.55, respectively.
Bio-retention Area # 3
il = 4.61 i25 = 8.19 iloo = 9.72
C = 0.72 A = 6.04 ac. Q1 = 20.60 cfs, Q25 = 36.61 cfs, Q1oo = 43.44 cfs
Reference is made to the Soil Conservation Method to calculate runoffs used in retention analysis.
The composite curve number for this area is 91.9.
Compute depth of runoff (1 yr. storm) (BR # 3)
P = 3.60(0.8) = 2.88 in. (1 yr. 24 hr.) Use 3.00 (min.)
S = 1000/91.9 - 10 = 0.8814
Q* = [3.00 - 0.2(0.8814)]2/[3.00 + 0.8(0.8814)] = 2.1520 in. (1 yr. 24 hr. runoff depth)
Set volume and compute Time to Peak (1 yr. storm) (BR # 3)
Tp = Vol./l.39Qp
= [2.1520 in.(6.04 acres)(1/12 in./ft.)(43,560 s. f./acre)]/[1.39(20.60cfs)(60 sec./min.)]
= 27.5 min.
14
Compute depth of runoff (25 yr. storm) (BR # 3)
P = 6.41 (25 yr. 24 hr.)
S= 1000/91.9-10=0.8814
Q* = [6.41 - 0.2(0.8814)]2/[6.41 + 0.8(0.8814)] = 5.4615 in. (25 yr. 24 hr. runoff depth)
Set volume and compute Time to Peak (25 yr. storm) (BR # 3)
Tp = Vol./l.39Qp
= [5.4615 in.(6.04 acres)(1/12 in./ft.)(43,560 s. f./acre)]/[ 1.39(36.61cfs)(60 sec./min.)]
= 39.2 min.
Compute depth of runoff (100 yr. storm) (BR # 3)
P = 8.00 (100 yr. 24 hr.)
S= 1000/91.9-10=0.8814
Q* = [8.00 - 0.2(0.8814)]2/[8.00 + 0.8(0.8814)] = 7.0316 in. (100 yr. 24 hr. runoff depth)
Set volume and compute Time to Peak (100 yr. storm) (BR # 3)
Tp = Vol./1.39Qp
= [7.0316 in.(6.04 acres)(1/12 in./ft.)(43,560 s. f./acre)]/[ 1.39(43.44cfs)(60 sec./min.)]
= 42.6 min.
Set pond boundaries and check to see if it works (BR # 3)
Trial # 1 was superseded
Trial # 2 (BR # 3)
Use a 24" pipe acting as an orifice at invert elevation of 449.00 with a 10' weir at elevation
451.50 with a 2" pipe at elevation 447.96 as a substitute for seepage into organic soil.
This was analyzed using the Stormwater Routing # 4 program. The maximum elevation
obtained was 450.20 with a maximum outflow of 6.90 cfs.
Weir for Larger Flows (BR # 3)
The 25 year storm is used for calculating flow over the weir. The routing procedure was
used with data for the 25 yr. storm. The maximum elevation of the water was 451.61. This
is above the weir used as the emergency outlet. The same calculation was performed using
flows for the 100 year storm. It showed the maximum water elevation to be 451.97 which is
below the top of the dam.
High House Road (W1)
A = 99,007 s. f. = 2.27 ac.
Impervious area = 69,493 s. f.(by planimeter)
Pervious area = 99,007 - 69,493 = 29,514 s. f.
15
C = [0.4(29,514) + 0.9(69,493)1/99,007 = 0.75
Q, = 0.75(4.61)(2.27) = 7.85 cfs
High House Road (E)
A = 72,502 s. f. = 1.66 ac.
Impervious area = 49,855 s. f.(by planimeter)
Pervious area = 72,502 - 49,855 = 22,647 s. f.
C = [0.4(22,647) + 0.9(49,855)]/72,502 = 0.74
Q, = 0.74(4.61)(1.66) = 5.66 cfs
Total Post-Development Flow (1 year storm)
Bio-retention Area # 1
Bio-retention Area # 2
Bio-retention Area # 3
High House Road (Vi)
High House Road (E)
4.07
16.69
6.90
7.85
5.66
Total
41.17 cfs < 52.93 O. K.
Nitrogen Removal Calculations
The nitrogen control plan is at the front of this report and includes the calculations for the nitrogen
loading rate generated by the existing conditions and generated by the proposed development. The
calculations below show how the proposed Best Management Practices (BMP's) reduce the
nitrogen loading discharged from the site.
Undisturbed open space
Managed open space
Impervious area
2.37 acres @ 0.60 lbs./ac./yr. = 1.421bs./yr.
6.16 acres @ 1.20 lbs./ac./yr. = 7.39 lbs./yr.
10.82 acres @ 21.20 lbs./ac./yr. = 229.38 lbs./yr.
Total
Treatment
19.35 acres
Bio-retention 25% reduction
238.19 lbs./yr. x 0.75 = 178.64 lbs./yr.
Loading = 178.641bs./yr./19.35 acres = 9.23 lbs./ac./yr.
Hydraulic Grade Line Analysis
238.19 lbs./yr.
This hydraulic grade line analysis is done for the subject project to ensure that flooding does not
occur within the project. The twenty-five year storm is used as the basis of analysis. The storm
16
drainage system as shown on the plans is the basis for this analysis. The rational formula is the
basis for the storm water flow. Rational Formula "C" values were calculated using a value of 0.4
for grassed areas and 0.9 for impervious areas. An entrance head loss coefficient of Ke = 0.5 was
used at each pipe entrance from a catch basin or junction box (corresponds to square edge
headwall).
Computations were performed using StormCAD v4.1 by Haestad Methods. The outputs are
attached for each subsystem. The outputs begin with a schematic drawing of the system. All inlets,
outlets, and junction boxes on these drawings and the attached results have had their numbers
changed to conform to the numbers used on the plan sheets.
The results show that the hydraulic grade line is below the grate opening at all locations. Some
warning messages may appear. These do not invalidate the analysis.
The drainage to Bio-Retention Area # 1 and vicinity is divided into three sub-systems for hydraulic
gradeline analysis. The first part is the lower part of the system that begins at the intersection of
Street "A" and Matheson Place and includes part of the parking lot drainage near Building 17. This
sub-system extends to an outlet in BR#1 and accepts flow from the other two sub-systems. These
other flows are entered at the appropriate inlets. Sub-system 2 begins east of Building 18 and goes
through the parking area at the south end of Matheson Place and extends along to Inlet #21 near
Building 17 where it ties,to Sub-system 1. It has a branch to collect roof drainage from Building
16. The third sub-system has two branches of Sub-system 1. One begins adjacent to Building 18 at
Street "A" and goes to the intersection of Street "A" and Matheson Place where it ties to Sub-
system 1. The other begins on Matheson Place and goes to the intersection with Street "A" where it
ties to Sub-system 1. A third branch is used for the hydraulic gradeline in the pipes downstream of
the lower riser pipe from Pond "A". These divisions are necessary because of a limitation of ten
inlets on the computer program which was used for analysis.
Three sub-systems are necessary to analyze the drainage to BR#2 area because of the ten inlet
limitation. One has the lower pipes which lead directly to Bio-retention Area # 2. These begin at
the intersection of Falcone Parkway, Falcone Parkway Ext. (from the existing road), and Street "B".
It goes to the west along Street "B" and outlets to BR#2. The second is actually four different sets
of pipes that connect to the first sub-system. The third is a branch that connects to the first sub-
system.
The drainage to Bio-Retention Area # 3 and vicinity is divided into five sub-systems for hydraulic
gradeline analysis. The first part is the lower portion of the drainage sub-system that begins behind
Building # 5. Our program is limited to ten inlets so it was necessary to divide this one. All of the
flow from the above part of the system is entered at Inlet # 68. A disconnected section on
Matheson Place that drains to the existing High House Road drainage is also part of sub-system 1.
The second sub-system is that portion of this sytem from Building 5 to Inlet # 68. Three
disconnected sections of pipe that drain into Bio-Retention #3 and a section that drains the existing
Falcone Parkway are the third analysis. The fourth analysis is the system that drains the low point
of Falcone Parkway and goes down Driveway #3 to the bio-retention area. The fifth analysis is the
17
pipe carrying off-site drainage under Falcone Parkway and the pipe downstream of the wetland area
that carries off-site drainage around Bio-Retention Area 43.
A separate analysis was performed for the drainage pipes that were necessary because of the
addition of the median in High House Road.
Also attached are copies of the drainage schedules for this project. The profiles with the HGL
shown are attached.
Outlet Protection Calculations
The outlet protection calculations are in the appendix.
Pipe Under Falcone Parkway
The drainage area for the pipe under the extension of Falcone Parkway is 10.19 acres (by
planimeter) Use C = 0.6 and T, = 5 min.
Q25 = 0.6(8.19)(10.19) = 50.07 cfs
Q100 = 0.6(9.72)(10.1.9) = 59.43 cfs Use 24" RCP @ S = 0.0627
C AW ord\5400. l 5\Drai ncal . doc
18
A B C D E F G H I
1 Section 1A Stormwater Routing # 5A Date:
2 Separate Detentions for One Flow 11/12/02
3 Written b Peyton N. Joyner, P. E.
4 AARout1A.)ds
5
6 Project: Highland Village Location: Cary, NC Basin: BR#1
7 Storm: 1 Yr. Trial: 4 dT = 0.30 mins.
8
9 Sub-basin "A" is first pond most of the flow enters and uses Malcom's "Chainsaw" method. Sub-
10 basin "B" is the pipe storage for the overflow from "A". "A" is used primarily for water treatment and
11 "B" for retention to reduce peak flow rates. "A" maybe used alone without "B".
12
13 EI.@Z=0 Qp Tp b* Ks* Overtop
14 11A" 463.17 13.34 20.2 1.0175 12764.60 467.00
15 "B" 451.58 1.23 20.2 *Malcom's Factors 459.20
16 , Pond Outlets "A"
17 Horizontal Pipes Riser Pipes
18 Outlet Invert Za Diameter Area Orifice Riser Elev. Diam.
19 Pipe No. Elevation ft. (in.) s.f. Coeff. No. (ft.) (in.)
20 1 463.17 0.00 2 0.0218 0.6 Transfer 464.00 18
21 2 500.00 36.83 0 0.0000 0.6 1 465.50 24
22 No. Za r
23 Weirs Transfer 0.83 0.75
24 Weir Weir Za Length Weir 1 2.33 1.00
25, No. Elev. (ft.) Coeff. No. Weir L Orifice A
26 Transfer 500.00 36.83 0 3.2 Transfer 4.71 1.7671
27 1 500.00 36.83 0 3.2 1 6.28 3.1416
28
29 Storage Pipe Data ("B")
30 Pipe Diameter Length Pipe End Elevations Storage in Junction
31 No. (in.) (ft.) Low Inv. Low dZb High Inv. High dZb Boxes ("B")
32 1 36 124 451.58 0.00 452.20 0.62
33 2 24 30 456.20 4.62 456.25 4.67 Bott. Elev. 451.85
34 3 0 0 500.00 48.42 500.00 48.42 dZb = 0.27
35 4 0 0 500.00 48.42 500.00 48.42
36 5 0 0 500.00 48.42 500.00 48.42 Area = 22.00
37 Outlets from Pipe Storage ("B") Max. "B" Elev.
38 Horizontal Pipes Before dT
39 Outlet Invert Zb Diameter Area Orifice Reduction
40 Pipe No. Elevation (ft.) (in.) (s.f.) Coeff.
41 1 451.58 0.00 10 0.5454 0.6 Elev. dZ
42 2 500.00 48.42 0 0.0000 0.6
43 3 500.00 48.42 0 0.0000 0.6 457.50 5.92
44 Weirs
45 Weir Weir Zb Length Weir dT/4 = 0.08
46 No. Elev. (ft.) Coeff.
47 1 458.00 6.42 5 3.2
48 2 500.00 48.42 0 3.2
49

C
E
J K L M N O P Q R
1 section 1B Stormwater Routing # 5A 11/12/02
2 by Peyton N. Joyner, P. E.
3 A%RoutiA)ds
4 Highland V illage Basin # BR#1 Trial # 4 Storm 1 Yr.
5
6 Summary of Results
7 "A" "B" Total"
8 Max Outflow 4.07 4.34 4.46
9 Max Elevation 464.41 452.68
10
11 'Maximum net outflow at the same time (is less than
12 "A" + "B", in part because transfer to "B" is included
13 in "A" total)
14
15
16
17
18
19 Zb End 11A End 11B Alpha Area 11 End 12A End 12B Alpha Area 12
20 0.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
21 1.00 1.00 1.00 1.2310 2.06 0.38 0.38 0.7278 0.52
22 2.00 2.00 2.00 1.9106 5.01 1.38 1.38 1.4907 3.17
23 3.00 3.00 3.00 3.1416 7.07 2.38 2.38 2.1977 6.01
24 4.00 4.00 3.00 3.1416 7.07 3.38 3.00 3.1416 7.07
25 5.00 5.00 3.00 3.1416 7.07 4.38 3.00 3.1416 7.07
26 6.00 6.00 3.00 3.1416 7.07 5.38 3.00 3.1416 7.07
27 7.00 7.00 3.00 3.1416 7.07 6.38 3.00 3.1416 7.07
28 8.00 8.00 3.00 3.1416 7.07 7.38 3.00 3.1416 7.07
29 9.00 9.00 3.00 3.1416 7.07 8.38 3.00 3.1416 7.07
30
31 Zb End 21A End 21B Alpha Area 21 End 22A End 22B Alpha Area 22
32 0.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
33 1.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
34 2.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
35 3.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
36 4.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
37 5.00 0.38 0.38 0.9021 0.42 0.33 0.33 0.8366 0.34
38 6.00 1.38 1.38 1.9606 2.31 1.33 1.33 1.9071 2.22
39 7.00 2.38 2.00 3.1416 3.14 2.33 2.00 3.1416 3.14
40 8.00 3.38 2.00 3.1416 3.14 3.33 2.00 3.1416 3.14
41 9.00 4.38 2.00 3.1416 3.14 4.33 2.00 3.1416 3.14
42
43
44 S ee Section 1D for warning about use of this program.
45
46 See Section 1 E for additional information about this program.
47
48
149 ,
LI

E
S T U V W X Y Z AA
1 Section 1C Stormwater Routing # 5A 11/12/02
2 by Peyton N. Joyner, P. E.
3 A1RoutlA)ds
4 Highland Village Basin # BR#1 Trial # 4 Storm 1 Yr.
5 section 1C
6 Pipe Cross-Section Areas at Depths above Outlet ("B")
7 Zb End 31A End 31B Alpha Area 31 End 32A End 32B Alpha Area 32
8 0.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
9 1.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
10 2.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
11 3.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
12 4.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
13 5.00 0.00 0.00 Q.000Q 0.00 0.00 0.00 0.0000 0.00
14 6.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
15 7.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
16 8.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
17 9.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
18
19 Zb End 41A End 41 B Alpha Area 41 End 42A End 42B Alpha Area 42
20 0.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
21 1.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
22 2.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
23 3.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
24 4.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
25 5.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
26 6.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
27 7.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
28 8.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
29 9.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
30
31 Zb End 51A End 51B Alpha Area 51 End 52A End 52B Alpha Area 52
32 0.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
33 1.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
34 2.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
35 3.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
36 4.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
37 5.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
38 6.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
39 7.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
40 8.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
41 9.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
42
43
44 S ee Section 1D for warning about use of th is program.
45
46 See Section 1 E for additional information about this program.
47
48 ,
49
1.1
11
n
AB AC AD AE AF AG AH Al AJ
1 section 1D Stormwater Routing # 5A 11/12/02
2 by Peyton N. Joyner, P. E.
3 AARout1A)ds
4 Highland Village Basin # BR#1 Trial # 4 Storm 1 Yr.
5
6 Total Storage Volumes at Depths above Outlet ("B")
7 Zb Pipe 1 Pipe 2 Pipe 3 Pipe 4 Pipe 5 JB's Total dTotal
8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
9 1.00 160.11 0.00 0.00 0.00 0.00 16.06 176.17 176.17
10 2.00 507.20 0.00 0.00 0.00 0.00 38.06 545.26 369.09
11 3.00 811.11 0.00 0.00 0.00 0.00 60.06 871.17 325.91
12 4.00 876.50 0.00 0.00 0.00 0.00 82.06 958.56 87.39
13 5.00 876.50 11.32 0.00 0.00 0.00 104.G6 991.89 33.32
14 6.00 876.50 67.96 0.00 0.00 0.00 126.06 1070.52 78.64
15 7.00 876.50 94.25 0.00 0.00 0.00 148.06 1118.81 48.29
16 8.00 876.50 94.25 0.00 0.00 0.00 170.06 1140.81 22.00
17 9.00 876.50 94.25 0.00 0.00 0.00 192.06 1162.81 22.00
18
19 Pipe end designations are as follows:
20 1. The first digit indicates the pipe number.
21 2. The second digit is 1 for the lower end, 2 for higher end.
22 3. A and B denote intermediate steps in solving area.
23 4. Alpha is the angle (in radians) in the equa tion to calculate the cross-sectional area
24 of a partially filled pipe.
25
26 Section Section Section Section Section
27 1A 1B 1C 1D 1E
28 Section Section Section Section Section
29 2A 2B 2C 2D 2E
30 Sections should be arranged as Section Section Section Section Section
31 shown at right. 3A 3B 3C 3D 3E
32 Section Section Section Section Section
33 4A 4B 4C 4D 4E
34 Section Section Section Section Section
35 5A 5B 5C 5D 5E
36
37 *******'*********####################.*#############################################.################## ############
38 *
39 * WARNING
40 *
41 * This program is the intellectual property of Peyton N. Joyner, P. E. and may
42 not be used without permission. Any other use of this program may be sub-
43 * jest to prosecution. The user of this program is expected to be able to
44 * distinguish if the results are reasonable and within program limitations. The
45 * writer accepts no liability for use of this program by others.
46 *
47 ****##N#######*###############**tk#**#*#################*################tk##*****##################***#*t####tk#
48
49 See Section 1 E for more information about this program.
v
E
•
AK AL AM AN AO AP AQ AR AS
1 Section 1E Stormwater Routing # 5A 11/12/02
2 by Peyton N. Joyner, P. E.
3 A\Rout1,k)ds
4 Highland village Basin # BR#1 Trial # 4 Storm 1 Yr.
5
6 This program is designed so that all input is entered on Section 1A. The areas for user input are
7 highlighted in blue. The orifice and weir coefficients are those commonly used but may be changed
8 by the user. Heading type information (date, filename, project name and location, storm descrip-
9 tion, Trial #, and Basin #) may be left blank as these have no effect upon the computations. This
10 information is automatically repeated on subsequent sheets so that runs for different basins, pro-
11 jects, storms, etc. may be distinguished.
12
13 Results are summarized in Section 1 B (the second sheet to be printed).
14
15 H. R. Malcolm's "Chainsaw Method" is used to calculate the water levels in the "A" pond in this
16 program. Reference is made to his publication for the methods of computing the factors to be
17 entered. This program does not address the use of oversized pipes for storage in "A".
18
19 "B" consists of up to five pipes to act as storage for storm water flow leaving "A" by the transfer
20 weir or riser pipe and any flow direct to "B". In addition, any junction boxes or other structures
21 used to connect the pipes are also counted as storage. The total area (in plan view) of these
22 boxes should be entered in 136 and the average bottom elevation should be entered in 133.
23
24 "Z' is the depth of the water above the lowest outlet for each section. The appropriate sea level
25 elevations should be entered in C14 and C15.
26
27 For all orifice calculations the A column is 0 if the water level is below the invert or a calculation by
28 the notch weir formula (45 deg. Angle) if it is above the invert. The B column calculates by the ori-
29 fice formula (h to midpoint of orifice) if the water level is above 0.514 times the diameter or the re-
30 sults of Column A if it is not. The value in Column B is used for outflow from the orifice. Research
31 by the author indicates that the flows by each method are close to the same at 0.514 times the
32 diameter. This allows some flow through the orifice at low heads which is the real world case. If
33 any orifice is not present, the elevation should be entered higher than the water will reach and the
34 diameter as 0. This is to avoid division by zero within the program.
35
36 If all of the storage is in "A" without a "B", the transfer weir and riser pipe elevations should be
37 above any possible water level in "A" and at least one phantom pipe should be used in the "B" stor-
38 age. This is to prevent division by zero. Also, the direct flow to "B" shall be zero.
39
40 This program is written for English units only and should not be used with metric units. To ensure
41 that maximum conditions are covered, the dT should be adjusted so that storage in both "A" and
42 "B" are coming down for at least the last 3 or 4 time increments. To reduce the instability in the
43 calculations if the pipes are overtopped, the program will automatically drop the time increment to
44 1/4 of the value shown in F7 if the the water level (as shown in Column U of the preceding line) in
45 "B" exceeds the the elevation in H22. An initial dT of 1/20 of Tp is suggested. The dT should be
46 adjusted so that in the last 3 or 4 lines the dStorage (Column G) is negative to ensure that the
47 peak has been covered. The elevation entered in H22 should be about 0.5' below the maximum
48 pipe crown.
49 . 1
Ll
E
C:
A B C D E F G H 1
50 Section 2A Stormwater Routing # 5A 11/12/02
51 by Peyton N. Joyner, P. E.
52 A\Routlk)ds
53 Highland V illage Basin # BR#1 Trial # 4 Storm 1 Yr.
54
55 Time "A" Storage "A" Za Elevation "A" Orifice Flows
56 (min.) Inflow dStorage Storage (ft.) "A" (ft.) 1A 1B 2A
57
58 0.0 0.00 0.0 0.0 0.00 463.17 0.00 0.00 0.00
59 0.3 0.01 0.0 0.0 0.00 463.17 0.00 0.00 0.00
60 0.6 0.03 0.1 0.1 0.00 463.17 0.00 0.00 0.00
61 0.9 0.07 0.5 0.7 0.00 463.17 0.00 0.00 0.00
62 1.2 0.12 1.2 1.8 0.00 463.17 0.00 0.00 0.00
63 1.5 0.18 2.1 3.9 0.00 463.17 0.00 0.00 0.00
64 1.8 0.26 3.3 7.2 0.00 463.17 0.00 0.00 0.00
65 2.1 0.35 4.7 11.8 0.00 463.17 0.00 0.00 0.00
66 2.4 0.46 6.3 18.2 0.00 463.17 0.00 0.00 0.00
67 2.7 0.58 8.3 26.5 0.00 463.17 0.00 0.00 0.00
68 3.0 0.71 10.4 36.9 0.00 463.17 0.00 0.00 0.00
69 3.3 0.86 12.8 49.7 0.00 463.17 0.00 0.00 0.00
70 3.6 1.02 15.5 65.2 0.01 463.18 0.00 0.00 0.00
71 3.9 1.19 18.3 83.5 0.01 463.18 0.00 0.00 0.00
72 4.2 1.37 21.4 104.9 0.01 463.18 0.00 0.00 0.00
73 4.5 1.57 24.7 129.6 0.01 463.18 0.00 0.00 0.00
74 4.8 1.77 28.2 157.9 0.01 463.18 0.00 0.00 0.00
75 5.1 1.99 31.9 189.8 0.02 463.19 0.00 0.00 0.00
76 5.4 2.22 35.8 225.6 0.02 463.19 0.00 0.00 0.00
77 5.7 2.45 39.9 265.5 0.02 463.19 0.00 0.00 0.00
78 6.0 2.70 44.2 309.7 0.03 463.20 0.00 0.00 0.00
79 6.3 2.95 48.6 358.3 0.03 463.20 0.00 0.00 0.00
80 6.6 3.22 53.2 411.4 0.03 463.20 0.00 0.00 0.00
81 6.9 3.49 57.9 469.3 0.04 463.21 0.00 0.00 0.00
82 7.2 3.76 62.7 532.0 0.04 463.21 0.00 0.00 0.00
83 7.5 4.05 67.7 599.8 0.05 463.22 0.00 0.00 0.00
84 7.8 4.33 72.8 672.6 0.06 463.23 0.00 0.00 0.00
85 8.1 4.63 78.0 750.5 0.06 463.23 0.00 0.00 0.00
86 8.4 4.93 83.3 833.8 0.07 463.24 0.00 0.00 0.00
87 8.7 5.23 88.6 922.5 0.08 463.25 0.00 0.00 0.00
88 9.0 5.53 94.1 1016.5 0.08 463.25 0.00 0.00 0.00
89 9.3 5.84 99.5 1116.1 0.09 463.26 0.01 0.01 0.00
90 9.6 6.15 105.0 1221.0 0.10 463.27 0.01 0.01 0.00
91 9.9 6.46 110.5 1331.5 0.11 463.28 0.01 0.02 0.00
92 10.2 6.77 116.0 1447.6 0.12 463.29 0.01 0.02 0.00
93 10.5 7.08 121.6 1569.1 0.13 463.30 0.01 0.02 0.00
94 10.8 7.39 127.1 1696.3 0.14 463.31 0.02 0.02 0.00
95 11.1 7.70 132.7 1828.9 0.15 463.32 0.02 0.03 0.00
96 11.4 8.01 138.2 1967.1 0.16 463.33 0.02 0.03 0.00
97 11.7 8.31 143.6 2110.8 0.17 463.34 0.03 0.03 0.00
98 12.0 8.61 149.1 2259.8 0.18 463.35 0.03 0.03 0.00
99 12.3 8.91 154.4 2414.3 0.19 463.36 0.04 0.04 0.00
L J
v
E
J K L M N O P Q R
50 Section 2B Stormwater Routing # 5A 11/12/02
51 by Peyton N. Joyner, P. E.
52 A1RoutlA.)ds
53 Highland Village Basin # BR#1 Trial # 4 Storm 1 Yr.
54
55 Time "A" Orifice "A" Weir Flows Transfer Riser Riser 1 "A" Total
56 (min.) 2B Transfer 1 h Flow h Flow Outflow
57
58 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
59 0.3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
60 0.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
61 0.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
62 1.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
63 1.5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
64 1.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
65 2.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
66 2.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
67 2.7 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
68 3.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
69 3.3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
70 3.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
71 3.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
72 4.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
73 4.5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
74 4.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
75 5.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
76 5.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
77 5.7 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
78 6.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
79 6.3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
80 6.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
81 6.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
82 7.2 0.00 .0.00 0.00 0.00 0.00 0.00 0.00 0.00
83 7.5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
84 7.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
85 8.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
86 8.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
87 8.7 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
88 9.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
89 9.3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01
90 9.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01
91 9.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02
92 10.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02
93 10.5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02
94 10.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02
95 11.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.03
96 11.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.03
97 11.7 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.03
98 12.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.03
99 12.3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.04
11
E
E
S T U V W X Y Z AA
50 Section 2C Stormwater Routing # 5A 11/12/02
51 by Peyton N. Joyner, P. E.
52 A:\Rout1A.xls
53 Highland V illage Basin # BR#1 Trial # 4 Storm 1 Yr.
54
55 Time "B" Direct "B" Total Stora ge "B" Intermediate Steps to Compute Stage
56 (min.) Inflow Inflow dStorage Storage Zb1 Zb2 Zb3 Zb4
57
58 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
59 0.3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
60 0.6 0.00 0.00 0.01 0.01 0.00 0.00 0.00 0.00
61 0.9 0.01 0.01 0.05 0.06 0.00 0.00 0.00 0.00
62 1.2 0.01 0.01 0.11 0.17 0.00 0.00 0.00 0.00
63, 1.5 0.02 0.02 0.19 0.36 0.00 0.00 0.00 0.00
64 1.8 0.02 0.02 0.30 0.66 0.00 0.00 0.00 0.00
65 2.1 0.03 0.03 0.43 1.09 0.01 0.01 0.01 0.01
66 2.4 0.04 0.04 0.58 1.68 0.01 0.01 0.01 0.01
67 2.7 0.05 0.05 0.76 2.44 0.01 0.01 0.01 0.01
68 3.0 0.07 0.07 0.96 3.40 0.02 0.02 0.02 0.02
69 3.3 0.08 0.08 1.18 4.58 0.03 0.03 0.03 0.03
70 3.6 0.09 0.09 1.42 5.99 0.03 0.03 0.03 0.03
71 3.9 0.11 0.11 1.67 7.67 0.04 0.04 0.04 0.04
72 4.2 0.13 0.13 1.94 9.61 0.05 0.05 0.05 0.05
73 4.5 0.14 0.14 2.22 11.83 0.07 0.07 0.07 0.07
74 4.8 0.16 0.16 2.51 14.33 0.08 0.08 0.08 0.08
75 5.1 0.18 0.18 2.79 17.12 0.10 0.10 0.10 0.10
76 5.4 0.20 0.20 3.06 20.18 0.11 0.11 0.11 0.11
77 5.7 0.23 0.23 3.31 23.49 0.13 0.13 0.13 0.13
78 6.0 0.25 0.25 3.53 27.02 0.15 0.15 0.15 0.15
79 6.3 0.27 0.27 3.71 30.74 0.17 0.17 0.17 0.17
80 6.6 0.30 0.30 3.84 34.58 0.20 0.20 0.20 0.20
81 6.9 0.32 0.32 3.92 38.50 0.22 0.22 0.22 0.22
82 7.2 0.35 0.35 3.93 42.43 0.24 0.24 0.24 0.24
83 7.5 0.37 0.37 3.88 46.31 0.26 0.26 0.26 0.26
84 7.8 0.40 0.40 3.77 50.08 0.28 0.28 0.28 0.28
85 8.1 0.43 0.43 3.61 53.69 0.30 0.30 0.30 0.30
86 8.4 0.45 0.45 3.42 57.11 0.32 0.32 0.32 0.32
87 8.7 0.48 0.48 3.20 60.31 0.34 0.34 0.34 0.34
88 9.0 0.51 0.51 2.98 63.29 0.36 0.36 0.36 0.36
89 9.3 0.54 0.54 2.75 66.04 0.37 0.37 0.37 0.37
90 9.6 0.57 0.57 2.54 68.58 0.39 0.39 0.39 0.39
91 9.9 0.60 0.60 2.35 70.93 0.40 0.40 0.40 0.40
92 10.2 0.62 0.62 2.17 73.10 0.41 0.41 0.41 0.41
93 10.5 0.65 0.65 2.02 75.12 0.43 0.43 0.43 0.43
94 10.8 0.68 0.68 1.89 77.01 0.44 0.44 0.44 0.44
95 11.1 0.71 0.71 -1.24 75.77 0.43 0.43 0.43 0.43
96 11.4 0.74 0.74 1.84 77.61 0.44 0.44 0.44 0.44
97 11.7 0.77 0.77 -1.30 76.31 0.43 0.43 0.43 0.43
98 12.0 0.79 0.79 1.67 77.98 0.44 0.44 0.44 0.44
99 12.3 0.82 0.82 -0.93 77.05 0.44 0.44 0.44 0.44
n
C7
AB AC AD AE AF AG AH Al AJ
50 Section 2D Stonrwater Routing # 5A 11/12/02
51 by Peyton N. Joyner, P. E.
52 A1Routi&&
53 Highland Village Basin # BR#1 Trial # 4 Storm 1 Yr.
54
55 Time Inter. Steps to Compute Stage Stage Elevation "B" Orifice Flows
56 (min.) Zb5 Zb6 Zb7 Zb8 "B" (ft.) "B" (ft.) 1A 16
57
58 0.0 0.00 0.00 0.00 0.00 0.00 451.58 0.00 0.00
59 0.3 0.00 0.00 0.00 0.00 0.00 451.58 0.00 0.00
60 0.6 0.00 0.00 0.00 0.00 0.00 451.58 0.00 0.00
61 0.9 0.00 0.00 0.00 0.00 0.00 451.58 0.00 0.00
62 1.2 0.00 0.00 0.00 0.00 0.00 451.58 0.00 0.00
63 1.5 0.00 0.00 0.00 0.00 0.00 451.58 0.00 0.00
64 1.8 0.00 0.00 0.00 0.00 0.00 451.58 0.00 0.00
65 2.1 0.01 0.01 0.01 0.01 0.01 451.59 0.00 0.00
66 2.4 0.01 0.01 0.01 0.01 0.01 451.59 0.00 0.00
67 2.7 0.01 0.01 0.01 0.01 0.01 451.59 0.00 0.00
68 3.0 0.02 0.02 0.02 0.02 0.02 451.60 0.00 0.00
69 3.3 0.03 0.03 0.03 0.03 0.03 451.61 0.00 0.00
70 3.6 0.03 0.03 0.03 0.03 0.03 451.61 0.00 0.00
71 3.9 0.04 0.04 0.04 0.04 0.04 451.62 0.00 0.00
72 4.2 0.05 0.05 0.05 0.05 0.05 451.63 0.00 0.00
73 4.5 0.07 0.07 0.07 0.07 0.07 451.65 0.00 0.00
74 4.8 0.08 0.08 0.08 0.08 0.08 451.66 0.00 0.00
75 5.1 0.10 0.10 0.10 0.10 0.10 451.68 0.01 0.01
76 5.4 0.11 0.11 0.11 0.11 0.11 451.69 0.01 0.01
77 5.7 0.13 0.13 0.13 0.13 0.13 451.71 0.01 0.01
78 6.0 0.15 0.15 0.15 0.15 0.15 451.73 0.02 0.02
79 6.3 0.17 0.17 0.17 0.17 0.17 451.75 0.03 0.03
80 6.6 0.20 0.20 0.20 0.20 0.20 451.78 0.04 0.04
81 6.9 0.22 0.22 0.22 0.22 0.22 451.80 0.05 0.05
82 7.2 0.24 0.24 0.24 0.24 0.24 451.82 0.07 0.07
83 7.5 0.26 0.26 0.26 0.26 0.26 451.84 0.08 0.08
84 7.8 0.28 0.28 0.28 0.28 0.28 451.86 0.10 0.10
85 8.1 0.30 0.30 0.30 0.30 0.30 451.88 0.12 0.12
86 8.4 0.32 0.32 0.32 0.32 0.32 451.90 0.14 0.14
87 8.7 0.34 0.34 0.34 0.34 0.34 451.92 0.16 0.16
88 9.0 0.36 0.36 0.36 0.36 0.36 451.94 0.18 0.18
89 9.3 0.37 0.37 0.37 0.37 0.37 451.95 0.20 0.20
90 9.6 0.39 0.39 0.39 0.39 0.39 451.97 0.22 0.22
91 9.9 0.40 0.40 0.40 0.40 0.40 451.98 0.24 0.24
92 10.2 0.41 0.41 0.41 0.41 0.41 451.99 0.26 0.26
93 10.5 0.43 0.43 0.43 0.43 0.43 452.01 0.27 0.27
94 10.8 0.44 0.44 0.44 0.44 0.44 452.02 0.29 0.38
95 11.1 0.43 0.43 0.43 0.43 0.43 452.01 0.28 0.30
96 11.4 0.44 0.44 0.44 0.44 0.44 452.02 0.30 0.41
97 11.7 0.43 0.43 0.43 0.43 0.43 452.01 0.29 0.34
98 12.0 0.44 0.44 0.44 0.44 0.44 452.02 0.30 0.42
99 12.3 0.44 0.44 0.44 0.44 0.44 452.02 0.29 0.38
C7

E
AK AL AM AN AO AP AQ AR AS
50 Section 2E Stormwater Routing # 5A 11/12102
51 by Peyton N. Joyner, P. E.
52 A\RoutlA)ds
53 Highland Village Basin # BR#1 Trial # 4 Storm 1 Yr.
54
55 Time "B" Orifice F lows (ConVd) "B" We ir Flows "B" Total System
56 (min.) 2A 2B 3A 3B 1 2 Outflow Total Out
57
58 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
59 0.3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
60 0.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
61 0.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
62 1.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
63 1.5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
64 1.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
65 2.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
66 2.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
67 2.7 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
68 3.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
69 3.3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
70 3.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
71 3.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
72 4.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
73 4.5 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01
74 4.8 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01
75 5.1 0.00 0.01 0.00 0.00 0.00 0.00 0.01 0.01
76 5.4 0.00 0.01 0.00 0.00 0.00 0.00 0.02 0.02
77 5.7 0.00 0.01 0.00 0.00 0.00 0.00 0.03 0.03
78 6.0 0.00 0.02 0.00 0.00 0.00 0.00 0.04 0.04
79 6.3 0.00 0.03 0.00 0.00 0.00 0.00 0.06 0.06
80 6.6 0.00 0.04 0.00 0.00 0.00 0.00 0.08 0.08
81 6.9 0.00 0.05 0.00 0.00 0.00 0.00 0.10 0.10
82 7.2 0.00 0.07 0.00 0.00 0.00 0.00 0.13 0.13
83 7.5 0.00 0.08 0.00 0.00 0.00 0.00 0.16 0.16
84 7.8 0.00 0.10 0.00 0.00 0.00 0.00 0.20 0.20
85 8.1 0.00 0.12 0.00 0.00 0.00 0.00 0.24 0.24
86 8.4 0.00 0.14 0.00 0.00 0.00 0.00 0.28 0.28
87 8.7 0.00 0.16 0.00 0.00 0.00 0.00 0.32 0.32
88 9.0 0.00 0.18 0.00 0.00 0.00 0.00 0.36 0.36
89 9.3 0.00 0.20 0.00 0.00 0.00 0.00 0.40 0.41
90 9.6 0.00 0.22 0.00 0.00 0.00 0.00 0.44 0.45
91 9.9 0.00 0.24 0.00 0.00 0.00 0.00 0.48 0.49
92 10.2 0.00 0.26 0.00 0.00 0.00 0.00 0.51 0.53
93 10.5 0.00 0.27 0.00 0.00 0.00 0.00 0.55 0.57
94 10.8 0.00 0.38 0.00 0.00 0.00 0.00 0.75 0.78
95 11.1 0.00 0.30 0.00 0.00 0.00 0.00 0.61 0.63
96 11.4 0.00 0.41 0.00 0.00 0.00 0.00 0.81 0.84
97 11.7 0.00 0.34 0.00 0.00 70

98
12.0
0.00
0.42
0.00
0.00 A A A L
88
99 12.3 000 0
79
C
C

A B C D E F G H I
100 Section 3A Stormwater Routing # 5A 11/12/02
101 by Peyton N. Joyner, P. E.
102 AARout1A)ds
103 Highland V illage Basin # BR#1 Trial # 4 Storm 1 Yr.
104
105 Time "A" Stora ge "A" Za Elevation "A" Orifice Flows
106 (min.) Inflow dStorage Storage (ft.) W. (ft.) 1A 1B 2A
107
108 12.6 9.20 159.7 2574.0 0.21 463.38 0.05 0.04 0.00
109 12.9 9.48 164.9 2738.9 0.22 463.39 0.05 0.04 0.00
110 13.2 9.76 170.0 2908.9 0.23 463.40 0.06 0.04 0.00
111 13.5 10.03 175.0 3083.9 0.25 463.42 0.07 0.04 0.00
112 13.8 10.30 179.9 3263.7 0.26 463.43 0.08 0.04 0.00
113 14.1 10.56 184.6 3448.3 0.28 463.45 0.09 0.05 0.00
114 14.4 10.81 189.2 3637.5 0.29 463.46 0.11 0.05 0.00
115 14.7 11.05 193.6 3831.2 0.31 463.48 0.12 0.05 0.00
116 15.0 11.28 197.9 4029.1 0.32 463.49 0.14 0.05 0.00
117 15.3 11.50 202.0 4231.1 0.34 463.51 0.15 0.05 0.00
118 15.6 11.70 206.0 4437.1 0.35 463.52 0.17 0.05 0.00
119 15.9 11.90 209.7 4646.8 0.37 463.54 0.19 0.06 0.00
120 16.2 12.09 213.2 4860.0 0.39 463.56 0.22 0.06 0.00
121 16.5 12.27 216.6 5076.6 0.40 463.57 0.24 0.06 0.00
122 16.8 12.43 219.7 5296.3 0.42 463.59 0.27 0.06 0.00
123 17.1 12.58 222.6 5518.9 0.44 463.61 0.29 0.06 0.00
124 17.4 12.72 225.3 5744.3 0.46 463.63 0.32 0.06 0.00
125 17.7 12.84 227.8 5972.0 0.47 463.64 0.36 0.07 0.00
126 18.0 12.95 230.0 6202.0 0.49 463.66 0.39 0.07 0.00
127 18.3 13.05 232.0 6433.9 0.51 463.68 0.43 0.07 0.00
128 18.6 13.13 233.7 6667.6 0.53 463.70 0.47 0.07 0.00
129 18.9 13.20 235.2 6902.8 0.55 463.72 0.51 0.07 0.00
130 19.2 13.26 236.4 7139.2 0.56 463.73 0.55 0.07 0.00
131 19.5 13.30 237.4 7376.5 0.58 463.75 0.60 0.07 0.00
132 19.8 13.33 238.1 7614.6 0.60 463.77 0.65 0.08 0.00
133 20.1 13.34 238.5 7853.1 0.62 463.79 0.70 0.08 0.00
134 20.4 13.34 238.7 8091.9 0.64 463.81 0.75 0.08 0.00
135 20.7 13.32 238.7 8330.5 0.66 463.83 0.81 0.08 0.00
136 21.0 13.29 238.3 8568.8 0.68 463.85 0.87 0.08 0.00
137 21.3 13.24 237.7 8806.6 0.69 463.86 0.93 0.08 0.00
138 21.6 13.18 236.9 9043.5 0.71 463.88 0.99 0.08 0.00
139 21.9 13.11 235.8 9279.3 0.73 463.90 1.06 0.08 0.00
140 22.2 13.02 234.4 9513.7 0.75 463.92 1.12 0.09 0.00
141 22.5 12.92 232.8 9746.5 0.77 463.94 1.19 0.09 0.00
142 22.8 12.80 231.0 9977.5 0.78 463.95 1.26 0.09 0.00
143 23.1 12.67 228.9 10206.3 0.80 463.97 1.33 0.09 0.00
144 23.4 12.53 226.5 10432.8 0.82 463.99 1.41 0.09 0.00
145 23.7 12.38 223.9 10656.8 0.84 464.01 1.48 0.09 0.00
146 24.0 12.21 221.0 10877.7 0.85 464.02 1.56 0.09 0.00
147 24.3 12.03 217.1 11094.8 0.87 464.04 1.64 0.09 0.00
148 24.6 11.84 212.6 11307.3 0.89 464.06 1.71 0.09 0.00
149 24.9 11.64 207.6 11515.0 0.90 464.07 1.79 0.10 0.00

C7
L
J K L M N O P Q R
100 Section 3B Stormwater Routing # 5A 11/12/02
101 by Peyton N. Joyner, P. E.
102 A:\RoutlA)ds
103 Highland Village Basin # BR#1 Trial # 4 Storm 1 Yr.
104
105 Time "A" Orifice "A" We ir Flows Transfer Riser Riser 1 "A" Total
106 (min.) 2B Transfer 1 h Flow h Flow Outflow
107
108 12.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.04
109 12.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.04
110 13.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.04
111 13.5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.04
112 13.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.04
113 14.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.05
114 14.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.05
115 14.7 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.05
116 15.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.05
117 15.3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.05
118 15.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.05
119 15.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.06
120 16.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.06
121 16.5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.06
122 16.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.06
123 17.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.06
124 17.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.06
125 17.7 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.07
126 18.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.07
127 18.3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.07
128 18.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.07
129 18.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.07
130 19.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.07
131 19.5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.07
132 19.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.08
133 20.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.08
134 20.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.08
135 20.7 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.08
136 21.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.08
137 21.3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.08
138 21.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.08
139 21.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.08
140 22.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.09
141 22.5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.09
142 22.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.09
143 23.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.09
144 23.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.09
145 23.7 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.10
146 24.0 0.00 0.00 0.00 0.02 0.06 0.00 0.00 0.15
147 24.3 0.00 0.00 0.00 0.04 0.13 0.00 0.00 0.22
148 24.6 0.00 0.00 0.00 0.06 0.21 0.00 0.00 0.30
149 24.9 0.00 0.00 0.00 0.07 0.30 0.00 0.00 0.40
E
E
v
S T U V W X Y Z AA
100 Sedion 3C Stormwater Routing # 5A 11/12/02
101 by Peyton N. Joyner, P. E.
102 A\RoutI A)ds
103 Highland Village Basin # BR#1 Trial # 4 Storm 1 Yr.
104
105 Time "B" Direct "B" Total Stora ge "B" Intermediate Steps to Compute Stage
106 (min.) Inflow Inflow dStorage Storage Zb1 Zb2 Zb3 Zb4
107
108 12.6 0.85 0.85 1.19 78.24 0.44 0.44 0.44 0.44
109 12.9 0.87 0.87 -0.39 77.85 0.44 0.44 0.44 0.44
110 13.2 0.90 0.90 0.73 78.58 0.45 0.45 0.45 0.45
111 13.5 0.93 0.93 0.01 78.59 0.45 0.45 0.45 0.45
112 13.8 0.95 0.95 0.45 79.04 0.45 0.45 0.45 0.45
113 14.1 0.97 0.97 0.20 79.24 0.45 0.45 0.45 0.45
114 14.4 1.00 1.00 0.33 79.57 0.45 0.45 0.45 0.45
115 14.7 1.02 1.02 0.26 79.83 0.45 0.45 0.45 0.45
116 15.0 1.04 1.04 0.29 80.12 0.45 0.45 0.45 0.45
117 15.3 1.06 1.06 0.27 80.39 0.46 0.46 0.46 0.46
118 15.6 1.08 1.08 0.27 80.66 0.46 0.46 0.46 0.46
119 15.9 1.10 1.10 0.26 80.91 0.46 0.46 0.46 0.46
120 16.2 1.11 1.11 0.25 81.16 0.46 0.46 0.46 0.46
121 16.5 1.13 1.13 0.24 81.40 0.46 0.46 0.46 0.46
122 16.8 1.15 1.15 0.23 81.63 0.46 0.46 0.46 0.46
123 17.1 1.16 1.16 0.21 81.84 0.46 0.46 0.46 0.46
124 17.4 1.17 1.17 0.20 82.04 0.47 0.47 0.47 0.47
125 17.7 1.18 1.18 0.19 82.23 0.47 0.47 0.47 0.47
126 18.0 1.19 1.19 0.17 82.40 0.47 0.47 0.47 0.47
127 18.3 1.20 1.20 0.15 82.55 0.47 0.47 0.47 0.47
128 18.6 1.21 1.21 0.13 82.68 0.47 0.47 0.47 0.47
129 18.9 1.22 1.22 0.12 82.80 0.47 0.47 0.47 0.47
130 19.2 1.22 1.22 0.10 82.90 0.47 0.47 0.47 0.47
131 19.5 1.23 1.23 0.08 82.97 0.47 0.47 0.47 0.47
132 19.8 1.23 1.23 0.06 83.03 0.47 0.47 0.47 0.47
133 20.1 1.23 1.23 0.04 83.07 0.47 0.47 0.47 0.47
134 20.4 1.23 1.23 0.01 83.08 0.47 0.47 0.47 0.47
135 20.7 1.23 1.23 -0.01 83.07 0.47 0.47 0.47 0.47
136 21.0 1.23 1.23 -0.03 83.05 0.47 0.47 0.47 0.47
137 2103 1.22 1.22 -0.05 83.00 0.47 0.47 0.47 0.47
138 21.6 1.22 1.22 -0.07 82.93 0.47 0.47 0.47 0.47
139 21.9 1.21 1.21 -0.09 82.84 0.47 0.47 0.47 0.47
140 22.2 1.20 1.20 -0.11 82.73 0.47 0.47 0.47 0.47
141 22.5 1.19 1.19 -0.13 82.60 0.47 0.47 0.47 0.47
142 22.8 1.18 1.18 -0.15 82.45 0.47 0.47 0.47 0.47
143 23.1 1.17 1.17 -0.17 82.29 0.47 0.47 0.47 0.47
144 23.4 1.16 1.16 -0.18 82.11 0.47 0.47 0.47 0.47
145 23.7 1.14 1.15 -0.20 81.91 0.46 0.46 0.46 0.46
146 24.0 1.13 1.18 -0.04 81.87 0.46 0.46 0.46 0.46
147 24.3 1.11 1.24 0.60 82.47 0.47 0.47 0.47 0.47
148 24.6 1.09 1.30 0.82 83.28 0.47 0.47 0.47 0.47
149 24.9 1.07 1.37 1.04 84.32 0.48 0.48 0.48 0.48

AB AC AD AE AF AG AH AI AJ
100 Section 3D Stormwater Routing # 5A 11/12/02
101 by Peyton N. Joyner, P. E.
102 A\RoutlA.)ds
1 03 Highland Village Basin # BR#1 Trial # 4 Storm 1 Yr.
04
105 Time Inter. Steps to Compute Stage Stage Elevation "B" Orifice Flows
106 (min.) Zb5 Zb6 Zb7 Zb8 "B" (ft.) "B" (ft.) 1A 1B
107
108 12.6 0.44 0.44 0.44 0.44 0.44 452.02 0.30 0.43
109 12.9 0.44 0.44 0.44 0.44 0.44 452.02 0.30 0.42
110 13.2 0.45 0.45 0.45 0.45 0.45 452.03 0.31 0.45
111
1 13.5 0.45 0.45 0.45 0.45 0.45 452.03 0.31 0.45
112 13.8 0.45 0.45 0.45 0.45 0.45 452.03 0.31 0.47
113
14.1
0.45
0.45
0.45
0.45
0.45
452.03
0.31
0.48
114 14.4 0.45 0.45 0.45 0.45 0.45 452.03 0.32 0.49
115 14.7 0.45 0.45 0.45 0.45 0.45 452.03 0.32 0.50
116 15.0 0.45 0.45 0.45 0.45 0.45 452.03 0.32 0.51
117 15.3 0.46 0.46 0.46 0.46 0.46 452.04 0.32 0.52
118 15.6 0.46 0.46 0.46 0.46 0.46 452.04 0.33 0.53
119 15.9 0.46 0.46 0.46 0.46 0.46 452.04 0.33 0.54
120 16.2 0.46 0.46 0.46 0.46 0.46 452.04 0.33 0.55
121 16.5 0.46 0.46 0.46 0.46 0.46 452.04 0.34 0.56
122 16.8 0.46 0.46 0.46 0.46 0.46 452.04 0.34 0.57
123 17.1 0.46 0.46 0.46 0.46 0.46 452.04 0.34 0.57
124 17.4 0.47 0.47 0.47 0.47 0.47 452.05 0.34 0.58
125 17.7 0.47 0.47 0.47 0.47 0.47 452.05 0.34 0.59
126 18.0 0.47 0.47 0.47 0.47 0.47 452.05 0.35 0.59
127 18.3 0.47 0.47 0.47 0.47 0.47 452.05 0.35 0.60
128 18.6 0.47 0.47 0.47 0.47 0.47 452.05 0.35 0.60
129 18.9 0.47 0.47 0.47 0.47 0.47 452.05 0.35 0.61-
130 19.2 0.47 0.47 0.47 0.47 0.47 452.05 0.35 0.61
131 19.5 0.47 0.47 0.47 0.47 0.47 452.05 0.35 0.61
132, 19.8 0.47 0.47 0.47 0.47 0.47 452.05 0.35 0.61
133 20.1 0.47 0.47 0.47 0.47 0.47 452.05 0.35 0.61
134 20.4 0.47 0.47 0.47 0.47 0.47 452.05 0.35 0.62
135 20.7 0.47 0.47 0.47 0.47 0.47 452.05 0.35 0.61
136 21.0 0.47 0.47 0.47 0.47 0.47 452.05 0.35 0.61
137 21.3 0.47 0.47 0.47 0.47 0.47 452.05 0.35 0.61
138 21.6 0.47 0.47 0.47 0.47 0.47 452.05 0.35 0.61
139 21.9 0.47 0.47 0.47 0.47 0.47 452.05 0.35 0.61
140 22.2 0.47 0.47 0.47 0.47 0.47 452.05 0.35 0.60
141 22.5 0.47 0.47 0.47 0.47 0.47 452.05 0.35 0.60
142 22.8 0.47 0.47 0.47 0.47 0.47 452.05 0.35 0.59
143 23.1 0.47 0.47 0.47 0.47 0.47 452.05 0.34 0.59
144 23.4 0.47 0.47 0.47 0.47 0.47 452.05 0.34 0.58
145 23.7 0.46 0.46 0.46 0.46 0.46 452.04 0.34 0.58
146 24.0 0.46 0.46 0.46 0.46 0.46 452.04 0.34 0.58
147 24.3 0.47 0.47 0.47 0.47 0.47 452.05 0.35 0.60
148 24.6 0.47 0.47 0.47 0.47 0.47 452.05 0.35 0.62
149 24.9 0.48 0.48 0.48 0.48 0.48 452.06 0.37 0.65
E
11
0 149 24.9 0.00 0.65 0.00 0.00 0.00 0.00 1.31 1.40
AK AL AM AN AO AP AQ AR AS
100 section 3E Stormwater Routing # 5A 11112/02
101 by Peyton N. Joyner, P. E.
102 A\RoutlA.)ds
Highland Village Basin # B Trial # 4 Storm 1 Yr.
- 1 1
Time "B" Orifice F lows (Cont'd) "B" We ir Flows "B" Total System
106 (min.) 2A 2B 3A 3B 1 2 Outflow Total Out
[
12.6 0.00 0.43 0.00 0.00 0.00 0.00 0.87 0.91
12.9 0.00 0.42 0.00 0.00 0.00 0.00 0.83 0.87
13.2 0.00 0.45 0.00 0.00 0.00 0.00 0.90 0.94
13.5 0.00 0.45 0.00 0.00 0.00 0.00 0.90 0.94
13.8 0.00 0.47 0.00 0.00 0.00 0.00 0.94 0.98
113 14.1 0.00 0.48 0.00 0.00 0.00 0.00 0.96 1.00
114 14.4 0.00 0.49 0.00 0.00 0.00 0.00 0.98 1.03
115 14.7 0.00 0.50 0.00 0.00 0.00 0.00 1.00 1.05
116 15.0 0.00 0.51 0.00 0.00 0.00 0.00 1.02 1.08
117 15.3 0.00 0.52 0.00 0.00 0.00 0.00 1.05 1.10
118 15.6 0.00 0.53 0.00 0.00 0.00 0.00 1.06 1.12
119 15.9 0.00 0.54 0.00 0.00 0.00 0.00 1.08 1.14
120 16.2 0.00 0.55 0.00 0.00 0.00 0.00 1.10 1.16
121 16.5 0.00 0.56 0.00 0.00 0.00 0.00 1.12 1.18
122 16.8 0.00 0.57 0.00 0.00 0.00 0.00 1.13 1.20
123 17.1 0.00 0.57 0.00 0.00 0.00 0.00 1.15 1.21
124 17.4 0.00 0.58 0.00 0.00 0.00 0.00 1.16 1.23
125 17.7 0.00 0.59 0.00 0.00 0.00 0.00 1.17 1.24
126 18.0 0.00 0.59 0.00 0.00 0.00 0.00 1.19 1.25
127 18.3 0.00 0.60 0.00 0.00 0.00 0.00 1.20 1.26
128 18.6 0.00 0.60 0.00 0.00 0.00 0.00 1.20 1.27
129 18.9 0.00 0.61 0.00 0.00 0.00 0.00 1.21 1.28
130 19.2 0.00 0.61 0.00 0.00 0.00 0.00 1.22 1.29
131 19.5 0.00 0.61 0.00 0.00 0.00 0.00 1.22 1.30
132 19.8 0.00 0.61 0.00 0.00 0.00 0.00 1.23 1.30
133 20.1 0.00 0.61 0.00 0.00 0.00 0.00 1.23 1.31
134 20.4 0.00 0.62 0.00 0.00 0.00 0.00 1.23 1.31
135 20.7 0.00 0.61 0.00 0.00 0.00 0.00 1.23 1.31
136 21.0 0.00 0.61 0.00 0.00 0.00 0.00 1.23 1.31
137 21.3 0.00 0.61 0.00 0.00 0.00 0.00 1.22 1.31
138 21.6 0.00 0.61 0.00 0.00 0.00 0.00 1.22 1.30
139 21.9 0.00 0.61 0.00 0.00 0.00 0.00 1.21 1.30
140 22.2 0.00 0.60 0.00 0.00 0.00 0.00 1.21 1.29
141 22.5 0.00 0.60 0.00 0.00 0.00 0.00 1.20 1.29
142 22.8 0.00 0.59 0.00 0.00 0.00 0.00 1.19 1.28
143 23.1 0.00 0.59 0.00 0.00 0.00 0.00 1.18 1.27
144 23.4 0.00 0.58 0.00 0.00 0.00 0.00 1.17 1.26
145 23.7 0.00 0.58 0.00 0.00 0.00 0.00 1.15 1.24
146 24.0 0.00 0.58 0.00 0.00 0.00 0.00 1.15 1.24
147 24.3 0.00 0.60 0.00 0.00 0.00 0.00 1.19 1.28
148 24.6 0.00 0.62 0.00 0.00 0.00 0.00 1.24 1.34

11

E
A B C D E F G H I
150 section 4A Stormwater Routing # 5A 11/12/02
151 by Peyton N. Joyner, P. E.
152 AWoutlA)ds
153, Highland Village Basin # BR#1 Trial 4 4 Storm 1 Yr.
154
155 Time "A" Stora ge "A" Za Elevation "A" Orifice Flows
156 (min.) Inflow dStorage Storage (ft.) "A" (ft.) 1A 1B 2A
157
158 25.2 11.42 202.3 11717.3 0.92 464.09 1.87 0.10 0.00
159 25.5 11.22 196.6 11913.9 0.93 464.10 1.95 0.10 0.00
160 25.8 11.00 191.0 12104.9 0.95 464.12 2.03 0.10 0.00
161 26.1 10.79 185.1 12290.1 0.96 464.13 2.10 0.10 0.00
162 26.4 10.59 179.3 12469.4 0.98 464.15 2.18 0.10 0.00
163 26.7 10.38 173.4 12642.8 0.99 464.16 2.26 0.10 0.00
164 27.0 10.19 167.6 12810.4 1.00 464.17 2.33 0.10 0.00
165 27.3 9.99 161.9 12972.4 1.02 464.19 2.40 0.10 0.00
166 27.6 9.80 156.2 13128.6 1.03 464.20 2.47 0.10 0.00
167 27.9 9.61 150.6 13279.3 1.04 464.21 2.55 0.10 0.00
168 28.2 9.43 145.1 13424.4 1.05 464.22 2.61 0.10 0.00
169 28.5 9.25 139.7 13564.1 1.06 464.23 2.68 0.10 0.00
170 28.8 9.07 134.4 13698.5 1.07 464.24 2.75 0.10 0.00
171 29.1 8.90 129.1 13827.6 1.08 464.25 2.81 0.10 0.00
172 29.4 8.73 124.0 13951.6 1.09 464.26 2.87 0.11 0.00
173 29.7 8.56 119.0 14070.5 1.10 464.27 2.93 0.11 0.00
174 30.0 8.40 114.0 14184.6 1.11 464.28 2.99 0.11 0.00
175 30.3 8.24 109.2 14293.7 1.12 464.29 3.05 0.11 0.00
176 30.6 8.08 104.5 14398.2 1.13 464.30 3.11 0.11 0.00
177 30.9 7.93 99.9 14498.1 1.13 464.30 3.16 0.11 0.00
178 31.2 7.77 95.4 14593.5 1.14 464.31 3.21 0.11 0.00
179 31.5 7.62 91.0 14684.4 1.15 464.32 3.26 0.11 0.00
180 31.8 7.48 86.7 14771.2 1.15 464.32 3.31 0.11 0.00
181 32.1 7.34 82.5 14853.7 1.16 464.33 3.35 0.11 0.00
182 32.4 7.20 78.5 14932.2 1.17 464.34 3.40 0.11 0.00
183 32.7 7.06 74.5 15006.7 1.17 464.34 3.44 0.11 0.00
184 33.0 6.92 70.7 15077.4 1.18 464.35 3.48 0.11 0.00
185 33.3 6.79 67.0 15144.4 1.18 464.35 3.52 0.11 0.00
186 33.6 6.66 63.3 15207.7 1.19 464.36 3.55 0.11 0.00
187 33.9 6.53 59.8 15267.5 1.19 464.36 3.59 0.11 0.00
188 34.2 6.41 56.4 15323.9 1.20 464.37 3.62 0.11 0.00
189 34.5 6.29 53.1 15377.0 1.20 464.37 3.65 0.11 0.00
190 34.8 6.17 49.9 15426.9 1.20 464.37 3.68 0.11 0.00
191 35.1 6.05 46.7 15473.6 1.21 464.38 3.71 0.11 0.00
192 35.4 5.93 43.7 15517.3 1.21 464.38 3.73 0.11 0.00
193 35.7 5.82 40.8 15558.1 1.21 464.38 3.76 0.11 0.00
194 36.0 5.71 38.0 15596.1 1.22 464.39 3.78 0.11 0.00
195 36.3 5.60 35.2 15631.3 1.22 464.39 3.80 0.11 0.00
196 36.6 5.49 32.6 15663.9 1.22 464.39 3.82 0.11 0.00
197 36.9 5.39 30.0 15693.9 1.23 464.40 3.84 0.11 0.00
198 37.2 5.28 27.5 15721.4 1.23 464.40 3.85 0.11 0.00
199 37.5 5.18 25.1 15746.5 1.23 464.40 3.87 0.11 0.00
s
0 174 30.0 0.00 0.00 0.00 0.28 2.22 0.00 0.00 2.33

J K L M N O P Q R
150 seaion 4B Stormwater Routing # 5A 11/12/02
151 by Peyton N. Joyner, P. E.
152 A:1RoutlA)ds
153 Highland village Basin # BR#1 Trial # 4 Storm 1 Yr.
154
F
155 Time "N' Orifice "A" Weir Flows Transfer Riser Riser 1 "A" Total
156 (min.) 2B Transfer 1 h Flow h Flow Outflow
157 W.
158 25.2 0.00 0.00 0.00 0.09 0.40 0.00 0.00 0.50
159 25.5 0.00 0.00 0.00 0.10 0.51 0.00 0.00 0.61
160 25.8 0.00 0.00 0.00 0.12 0.62 0.00 0.00 0.72
161 26.1 0.00 0.00 0.00 0.13 0.74 0.00 0.00 0.83
162 26.4 0.00 0.00 0.00 0.15 0.85 0.00 0.00 0.95
163 26.7 0.00 0.00 0.00 0.16 0.97 0.00 0.00 1.07
164 27.0 0.00 0.00 0.00 6.17 1.09 0.00 0.00 1.19
165 27.3 0.00 0.00 0.00 0.19 1.21 0.00 0.00 1.31
166 27.6 0.00 0.00 0.00 0.20 1.33 0.00 0.00 1.43
167 27.9 0.00 0.00 0.00 0.21 1.45 0.00 0.00 1.55
168 28.2 0.00 0.00 0.00 0.22 1.56 0.00 0.00 1.67
169 28.5 0.00 0.00 0.00 0.23 1.68 0.00 0.00 1.78
170 28.8 0.00 0.00 0.00 0.24 1.79 0.00 0.00 1.90
171 29.1 0.00 0.00 0.00 . 0.25 1.91 0.00 0.00 2.01
172 29.4 0.00 0.00 0.00 0.26 2.01 0.00 0.00 2.12
173 29.7 0.00 0.00 0.00 0.27 2.12 0.00 0.00 2.23

175 30.3 0.00 0.00 0.00 0.29 2.33 0.00 0.00 2.43
176 30.6 0.00 0.00 0.00 0.30 2.42 0.00 0.00 2.53
177 30.9 0.00 0.00 0.00 0.30 2.52 0.00 0.00 2.63
178 31.2 0.00 0.00 0.00 0.31 2.61 0.00 0.00 2.72
179 31.5 0.00 0.00 0.00 0.32 2.70 0.00 0.00 2.81
180 31.8 0.00 0.00 0.00 0.32 2.78 0.00 0.00 2.89
181 32.1 0.00 0.00 0.00 0.33 2.87 0.00 0.00 2.98
182 32.4 0.00 0.00 0.00 0.34 2.95 0.00 0.00 3.05
183 32.7 0.00 0.00 0.00 0.34 3.02 0.00 0.00 3.13
184 33.0 0.00 0.00 0.00 0.35 3.09 0.00 0.00 3.20
185 33.3 0.00 0.00 0.00 0.35 3.16 0.00 0.00 3.27
186 33.6 0.00 0.00 0.00 0.36 3.23 0.00 0.00 3.34
187 33.9 0.00 0.00 0.00 0.36 3.29 0.00 0.00 3.40
188 34.2 0.00 0.00 0.00 0.37 3.35 0.00 0.00 3.46
189 34.5 0.00 0.00 0.00 0.37 3.40 0.00 0.00 3.52
34.8 0.00 0.00 0.00 0.37 3.46 0.00 0.00 3.57
35.1 0.00 0.00 0.00 0.38 3.51 0.00 0.00 3.62
M 35.4 0.00 0.00 0.00 0.38 3.55 0.00 0.00 3.67
35.7 0.00 0.00 0.00 0.38 3.60 0.00 0.00 3.71
194 36.0 0.00 0.00 0.00 0.39 3.64 0.00 0.00 3.75
195 36.3 0.00 0.00 0.00 0.39 3.68 0.00 0.00 3.79
196 36.6 0.00 0.00 0.00 0.39 3.71 0.00 0.00 3.82
197 36.9 0.00 0.00 0.00 0.40 3.75 0.00 0.00 3.86
198 37.2 0.00 0.00 0.00 0.40 3.78 0.00 0.00 3.89
199 37.5 0.00 0.00 0.00 0.40 3.80 0.00 0.00 3.92

S T U V W X Y Z AA
150 section 4C Stormwater Routing # 5A 11/12/02
151 by Peyton N. Joyner, P. E.
152 A\RoutlA.)ds
153, Highland Village Basin # BR#1 Trial # 4 Storm 1 Yr.

Time "B" Direct "B" Total Stora ge "B" Intermediate Steps to Compute Stage
r (min.) Inflow In
flow
dStorage
Storage
Zb1
Zb2
Zb3
Zb4
157
158 25.2 1.05 1.46 1.23 85.55 0.49 0.49 0.49 0.49
159 25.5 1.03 1.54 1.40 86.95 0.49 0.49 0.49 0.49
160 25.8 1.01 1.64 1.59 88.54 0.50 0.50 0.50 0.50
161 26.1 1.00 1.73 1.74 90.28 0.51 0.51 0.51 0.51
162 26.4 0.98 1.83 1.91 92.18 0.52 0.52 0.52 0.52
163 26.7 0.96 1.93 2.06 94.25 0.53 0.53 0.53 0.53
164 27.0 0.94 2.03 2.21 96.46 0.55 0.55 0.55 0.55
165 27.3 0.92 2.13 2.35 98.81 0.56 0.56 0.56 0.56
166 27.6 0.90 2.23 2.48 101.29 0.57 0.57 0.57 0.57
167 27.9 0.89 2.33 2.60 103.88 0.59 0.59 0.59 0.59
168 28.2 0.87 2.43 2.71 106.59 0.61 0.61 0.61 0.61
169 28.5 0.85 2.53 2.80 109.39 0.62 0.62 0.62 0.62
170 28.8 0.84 2.63 2.89 112.28 0.64 0.64 0.64 0.64
171 29.1 0.82 2.73 2.96 115.24 0.65 0.65 0.65 0.65
172 29.4 0.80 2.82 3.02 118.26 0.67 0.67 0.67 0.67
173 29.7 0.79 2.91 3.07 121.33 0.69 0.69 0.69 0.69
174 30.0 0.77 3.00 3.11 124.44 0.71 0.71 0.71 0.71
175 30.3 0.76 3.09 3.13 127.57 0.72 0.72 0.72 0.72
176 30.6 0.74 3.17 3.15 130.72 0.74 0.74 0.74 0.74
177 30.9 0.73 3.25 3.15 133.87 0.76 0.76 0.76 0.76
178 31.2 0.72 3.33 3.14 137.02 0.78 0.78 0.78 0.78
179 31.5 0.70 3.40 3.12 140.14 0.80 0.80 0.80 0.80
180 31.8 0.69 3.47 3.09 143.23 0.81 0.81 0.81 0.81
181 32.1 0.68 3.54 3.06 146.29 0.83 0.83 0.83 0.83
182 32.4 0.66 3.61 3.01 149.30 0.85 0.85 0.85 0.85
183 32.7 0.65 3.67 2.95 152.25 0.86 0.86 0.86 0.86
184 33.0 0.64 3.73 2.89 155.14 0.88 0.88 0.88 0.88
185 33.3 0.63 3.79 2.81 157.95 0.90 0.90 0.90 0.90
186 33.6 0.61 3.84 2.73 160.68 0.91 0.91 0.91 0.91
187 33.9 0.60 3.89 2.65 163.33 0.93 0.93 0.93 0.93
188 34.2 0.59 3.94 2.56 165.89 0.94 0.94 0.94 0.94
189 34.5 0.58 3.98 2.46 168.35 0.96 0.96 0.96 0.96
190 34.8 0.57 4.03 2.36 170.71 0.97 0.97 0.97 0.97
191 35.1 0.56 4.07 2.26 172.97 0.98 0.98 0.98 0.98
192 35.4 0.55 4.10 2.15 175.11 0.99 0.99 0.99 0.99
193 35.7 0.54 4.13 2.04 177.15 1.01 1.01 1.01 1.01
194 36.0 0.53 4.17 1.92 179.07 1.02 1.02 1.02 1.02
195 36.3 0.52 4.19 1.81 180.88 1.03 1.03 1.03 1.03
196 36.6 0.51 4.22 1.69 182.56 1.04 1.04 1.04 1.04
197 36.9 0.50 4.24 1.57 184.13 1.05 1.05 1.05 1.05
198 37.2 0.49 4.26 1.45 185.58 1.05 1.05 1.05 1.05
199 37.5 0.48 4.28 1.33 186.92 1.06 1.06 1.06 1.06
E

•
AB AC AD AE AF AG AH Al AJ
150 Section 4D Stormwater Routing # 5A 11/12/02
151 by Peyton N. Joyner, P. E.
152 AARout1A)ds
153 , Highland Village Basin # BR#1 Trial # 4 Storm 1 Yr.
154
155 Time Inter. Steps to Compute Stage Stage Elevation "B" Orifice Flows
156 (min.) Zb5 Zb6 Zb7 Zb8 "B" (ft.) "B" (ft.) 1A 1B
157
158 25.2 0.49 0.49 0.49 0.49 0.49 452.07 0.38 0.69
159 25.5 0.49 0.49 0.49 0.49 0.49 452.07 0.40 0.73
160 25.8 0.50 0.50 0.50 0.50 0.50 452.08 0.41 0.77
161 26.1 0.51 0.51 0.51 0.51 0.51 452.09 0.43 0.81
162 26.4 0.52 0.52 0.52 0.52 0.52 452.10 0.46 0.86
163 26.7 0.53 0.53 0.53 0.53 0.53 452.11 0.48 0.90
164 27.0 0.55 0.55 0.55 0.55 0.55 452.13 0.51 0.95
165 27.3 0.56 0.56 0.56 0.56 0.56 452.14 0.54 1.00
166 27.6 0.57 0.57 0.57 0.57 0.57 452.15 0.58 1.04
167 27.9 0.59 0.59 0.59 0.59 0.59 452.17 0.62 1.09
168 , 28.2 0.61 0.61 0.61 0.61 0.61 452.19 0.66 1.14
169 28.5 0.62 0.62 0.62 0.62 0.62 452.20 0.70 1.19
170 28.8 0.64 0.64 0.64 0.64 0.64 452.22 0.75 1.23
171 29.1 0.65 0.65 0.65 0.65 0.65 452.23 0.80 1.28
172 29.4 0.67 0.67 0.67 0.67 0.67 452.25 0.85 1.32
173 29.7 0.69 0.69 0.69 0.69 0.69 452.27 0.91 1.37
174 30.0 0.71 0.71 0.71 0.71 0.71 452.29 0.97 1.41
175 30.3 0.72 0.72 0.72 0.72 0.72 452.30 1.03 1.46
176 30.6 0.74 0.74 0.74 0.74 0.74 452.32 1.10 1.50
177 30.9 0.76 0.76 0.76 0.76 0.76 452.34 1.16 1.54
178 31.2 0.78 0.78 0.78 0.78 0.78 452.36 1.23 1.58
179 31.5 0.80 0.80 0.80 0.80 0.80 452.38 1.30 1.62
180 31.8 0.81 0.81 0.81 0.81 0.81 452.39 1.38 1.65
181 32.1 0.83 0.83 0.83 0.83 0.83 452.41 1.45 1.69
182 32.4 0.85 0.85 0.85 0.85 0.85 452.43 1.53 1.72
183 32.7 0.86 0.86 0.86 0.86 0.86 452.44 1.60 1.76
184 33.0 0.88 0.88 0.88 0.88 0.88 452.46 1.68 1.79
185 33.3 0.90 0.90 0.90 0.90 0.90 452.48 1.76 1.82
186 33.6 0.91 0.91 0.91 0.91 0.91 452.49 1.84 1.85
187 33.9 0.93 0.93 0.93 0.93 0.93 452.51 1.91 1.88
188 34.2 0.94 0.94 0.94 0.94 0.94 452.52 1.99 1.90
189 34.5 0.96 0.96 0.96 0.96 0.96 452.54 2.06 1.93
190 34.8 0.97 0.97 0.97 0.97 0.97 452.55 2.13 1.95
191 35.1 0.98 0.98 0.98 0.98 0.98 452.56 2.21 1.97
192 35.4 0.99 0.99 0.99 0.99 0.99 452.57 2.28 1.99
193 35.7 1.01 1.01 1.01 1.01 1.01 452.59 2.34 2.01
194 36.0 1.02 1.02 1.02 1.02 1.02 452.60 2.41 2.03
195 36.3 1.03 1.03 1.03 1.03 1.03 452.61 2.47 2.05
196 36.6 1.04 1.04 1.04 1.04 1.04 452.62 2.52 2.07
197 36.9 1.05 1.05 1.05 1.05 1.05 452.63 2.58 2.08
198 37.2 1.05 1.05 1.05 1.05 1.05 452.63 2.63 2.09
199 37.5 1.06 1.06 1.06 1.06 1.06 452.64 2.68 2.11
E

C
AK AL AM AN AO AP AQ AR AS
150 section 4E Stormwater Routing # 5A 11/12/02
151 by Peyton N. Joyner, P. E.
152 AARout1A)ds
153 Highland Vllage Basin # BR#1 Trial # 4 Storm 1 Yr.
154
155
K Time "B" Orifice F lows (Cont'd) "B" We ir Flows "B" Total System
156 (min.) 2A 26 3A 3B 1 2 Outflow Total Out
157
158 25.2 0.00 0.69 0.00 0.00 0.00 0.00 1.38 1.47
159 25.5 0.00 0.73 0.00 0.00 0.00 0.00 1.46 1.55
160 25.8 0.00 0.77 0.00 0.00 0.00 0.00 1.54 1.64
161 26.1 0.00 0.81 0.00 0.00 0.00 0.00 1.62 1.72
162 26.4 0.00 0.86 0.00 0.00 0.00 0.00 1.71 1.81
163 26.7 0.00 0.90 0.00 0.00 0.00 0.00 1.81 1.91
164 27.0 0.00 0.95 0.00 0.00 0.00 0.00 1.90 2.00
165 27.3 0.00 1.00 0.00 0.00 0.00 0.00 1.99 2.09
166 27.6 0.00 1.04 0.00 0.00 0.00 0.00 2.09 2.19
167 27.9 0.00 1.09 0.00 0.00 0.00 0.00 2.18 2.29
168 28.2 0.00 1.14 0.00 0.00 0.00 0.00 2.28 2.38
169 28.5 0.00 1.19 0.00 0.00 0.00 0.00 2.37 2.48
170 28.8 0.00 1.23 0.00 0.00 0.00 0.00 2.47 2.57
171 29.1 0.00 1.28 0.00 0.00 0.00 0.00 2.56 2.66
172 29.4 0.00 1.32 0.00 0.00 0.00 0.00 2.65 2.75
173 29.7 0.00 1.37 0.00 0.00 0.00 0.00 2.74 2.84
174 30.0 0.00 1.41 0.00 0.00 0.00 0.00 2.83 2.93
175 30.3 0.00 1.46 0.00 0.00 0.00 0.00 2.91 3.02
176 30.6 0.00 1.50 0.00 0.00 0.00 0.00 2.99 3.10
177 30.9 0.00 1.54 0.00 0.00 0.00 0.00 3.08 3.18
178 31.2 0.00 1.58 0.00 0.00 0.00 0.00 3.15 3.26
179 31.5 0.00 1.62 0.00 0.00 0.00 0.00 3.23 3.34
180 31.8 0.00 1.65 0.00 0.00 0.00 0.00 3.30 3.41
181 32.1 0.00 1.69 0.00 0.00 0.00 0.00 3.38 3.49
182 32.4 0.00 1.72 0.00 0.00 0.00 0.00 3.45 3.55
183 32.7 0.00 1.76 0.00 0.00 0.00 0.00 3.51 3.62
184 33.0 0.00 1.79 0.00 0.00 0.00 0.00 3.58 3.69
185 33.3 0.00 1.82 0.00 0.00 0.00 0.00 3.64 3.75
186 33.6 0.00 1.85 0.00 0.00 0.00 0.00 3.69 3.80
187 33.9 0.00 1.88 0.00 0.00 0.00 0.00 3.75 3.86
188 34.2 0.00 1.90 0.00 0.00 0.00 0.00 3.80 3.91
189 34.5 0.00 1.93 0.00 0.00 0.00 0.00 3.85 3.96
190 34.8 0.00 1.95 0.00 0.00 0.00 0.00 3.90 4.01
191 35.1 0.00 1.97 0.00 0.00 0.00 0.00 3.95 4.06
192 35.4 0.00 1.99 0.00 0.00 0.00 0.00 3.99 4.10
193 35.7 0.00 2.01 0.00 0.00 0.00 0.00 4.03 4.14
194 36.0 0.00 2.03 0.00 0.00 0.00 0.00 4.07 4.18
195 36.3 0.00 2.05 0.00 0.00 0.00 0.00 4.10 4.21
196 36.6 0.00 2.07 0.00 0.00 0.00 0.00 4.13 4.24
197 36.9 0.00 2.08 0.00 0.00 0.00 0.00 4.16 4.27
11981 37.2 0.00 2.09 0.00 0.00 0.00 0.00 4.19 4.30
199 37.5 0.00 2.11 0.00 0.00 0.00 0.00 4.21 4.33
C
11
E -
A B C D E F G H 1
200 section 5A Stormwater Routing # 5A 11/12/02
201 by Peyton N. Joyner, P. E.
202 A\RoutlA)ds
203 Highland Village Basin # BR#1 Trial # 4 Storm 1 Yr.
204
205 Time Wo Stora ge "A" Za Elevation "A" Orifice Flows
206 (min.) Inflow dStorage Storage (ft.) "A" (ft.) 1A 1B 2A
207
208 37.8 5.08 22.8 15769.3 1.23 464.40 3.88 0.11 0.00
209 38.1 4.99 20.6 15789.9 1.23 464.40 3.90 0.11 0.00
210 38.4 4.89 18.4 ,15808.3 1.23 464.40 3.91 0.11 0.00
211 38.7 4.80 16.3 15824.7 1.24 464.41 3.92 0.11 0.00
212 39.0 4.71 14.3 15839.0 1.24 464.41 3.92 0.11 0.00
213 39.3 4.62 12.4 15851.4 1.24 464.41 3.93 0.11 0.00
214 39.6 4.53 10.5 15861.9 1.24 464.41 3.94 0.11 0.00
215 39.9 4.44 8.7 15870.6 1.24 464.41 3.94 0.11 0.00
216 40.2 4.36 7.0 15877.6 1.24 464.41 3.95 0.11 0.00
217 40.5 4.27 5.3 15882.9 1.24 464.41 3.95 0.11 0.00
218 40.8 4.19 3.7 15886.6 1.24 464.41 3.95 0.11 0.00
219 41.1 4.11 2.2 15888.8 1.24 464.41 3.96 0.11 0.00
220 41.4 4.03 0.7 15889.5 1.24 464.41 3.96 0.11 0.00
221 41.7 3.95 -0.7 15888.7 1.24 464.41 3.96 0.11 0.00
222 42.0 3.88 -2.1 15886.6 1.24 464.41 3.95 0.11 0.00
223 42.3 3.81 -3.4 15883.2 1.24 464.41 3.95 0.11 0.00
224 42.6 3.73 -4.7 15878.5 1.24 464.41 3.95 0.11 0.00
225 42.9 3.66 -5.9 15872.5 1.24 464.41 3.95 0.11 0.00
226 43.2 3.59 -7.1 15865.5 1.24 464.41 3.94 0.11 0.00
227 43.5 3.52 -8.2 15857.2 1.24 464.41 3.94 0.11 0.00
228 43.8 3.46 -9.3 15848.0 1.24 464.41 3.93 0.11 0.00
229 44.1 3.39 -10.3 15837.7 1.24 464.41 3.92 0.11 0.00
230 44.4 3.32 -11.3 15826.4 1.24 464.41 3.92 0.11 0.00
231 44.7 3.26 -12.2 15814.2 1.23 464.40 3.91 0.11 0.00
232 45.0 3.20 -13.1 15801.0 1.23 464.40 3.90 0.11 0.00
233 45.3 3.14 -14.0 15787.0 1.23 464.40 3.89 0.11 0.00
234 45.6 3.08 -14.8 15772.2 1.23 464.40 3.88 0.11 0.00
235 45.9 3.02 -15.6 15756.6 1.23 464.40 3.88 0.11 0.00
236 46.2 2.96 -16.3 15740.3 1.23 464.40 3.87 0.11 0.00
237 46.5 2.90 -17.1 15723.2 1.23 464.40 3.85 0.11 0.00
238 46.8 2.85 -17.7 15705.5 1.23 464.40 3.84 0.11 0.00
239 47.1 2.79 -18.4 15687.1 1.22 464.39 3.83 0.11 0.00
240 47.4 2.74 -19.0 15668.1 1.22 464.39 3.82 0.11 0.00
241 47.7 2.69 -19.6 15648.5 1.22 464.39 3.81 0.11 0.00
242 48.0 2.64 -20.2 15628.3 1.22 464.39 3.80 0.11 0.00
243 48.3 2.59 -20.7 15607.6 1.22 464.39 3.79 0.11 0.00
244 48.6 2.54 -21.2 15586.4 1.22 464.39 3.77 0.11 0.00
245 48.9 2.49 -21.7 15564.8 1.22 464.39 3.76 0.11 0.00
246 49.2 2.44 -22.1 15542.7 1.21 464.38 3.75 0.11 0.00
247
248 Max.
249 464.41

E
n
J K L M N O P Q R
200 section 5B Stormwater Routing # 5A 11/12/02
201 by Peyton N. Joyner, P. E.
202 A1RoutlA)ds
203 Highland Village Basin # BR#1 Trial # 4 Storm 1 Yr.
204
205 Time "A" Orifice "A" We ir Flows Transfer Riser Riser 1 "A" Total
206 (min.) 2B Transfer 1 h Flow h Flow Outflow
207
208 37.8 0.00 0.00 0.00 0.40 3.83 0.00 0.00 3.94
209 38.1 0.00 0.00 0.00 0.40 3.85 0.00 0.00 3.96
210 38.4 0.00 0.00 0.00 0.40 3.87 0.00 0.00 3.98
211 38.7 0.00 0.00 0.00 0.41 3.89 0.00 0.00 4.00
212 39.0 0.00 0.00 0.00 0.41 3.90 0.00 0.00 4.02
213 39.3 0.00 0.00 0.00 0.41 3.92 0.00 0.00 4.03
214 39.6 0.00 0.00 0.00 0.41 3.93 0.00 0.00 4.04
215 39.9 0.00 0.00 0.00 0.41 3.94 0.00 0.00 4.05
216 40.2 0.00 0.00 0.00 0.41 3.95 0.00 0.00 4.06
217 40.5 0.00 0.00 0.00 0.41 3.95 0.00 0.00 4.07
218 40.8 0.00 0.00 0.00 0.41 3.96 0.00 0.00 4.07
219 41.1 0.00 0.00 0.00 0.41 3.96 0.00 0.00 4.07
220 41.4 0.00 0.00 0.00 0.41 3.96 0.00 0.00 4.07
221 41.7 0.00 0.00 0.00 0.41 3.96 0.00 0.00 4.07
222 42.0 0.00 0.00 0.00 0.41 3.96 0.00 0.00 4.07
223 42.3 0.00 0.00 0.00 0.41 3.95 0.00 0.00 4.07
224 42.6 0.00 0.00 0.00 0.41 3.95 0.00 0.00 4.06
225 42.9 0.00 0.00 0.00 0.41 3.94 0.00 0.00 4.05
226 43.2 0.00 0.00 0.00 0.41 3.93 0.00 0.00 4.05
227 43.5 0.00 0.00 0.00 0.41 3.92 0.00 0.00 4.04
228 43.8 0.00 0.00 0.00 0.41 3.91 0.00 0.00 4.03
229 44.1 0.00 0.00 0.00 0.41 3.90 0.00 0.00 4.02
230 44.4 0.00 0.00 0.00 0.41 3.89 0.00 0.00 4.00
231 44.7 0.00 0.00 0.00 0.40 3.88 0.00 0.00 3.99
232 45.0 0.00 0.00 0.00 0.40 3.86 0.00 0.00 3.98
233 45.3 0.00 0.00 0.00 0.40 3.85 0.00 0.00 3.96
234 45.6 0.00 0.00 0.00 0.40 3.83 0.00 0.00 3.94
235 45.9 0.00 0.00 0.00 0.40 3.81 0.00 0.00 3.93
236 46.2 0.00 0.00 0.00 0.40 3.80 0.00 0.00 3.91
237 46.5 0.00 0.00 0.00 0.40 3.78 0.00 0.00 3.89
238 46.8 0.00 0.00 0.00 0.40 3.76 0.00 0.00 3.87
239 47.1 0.00 0.00 0.00 0.39 3.74 0.00 0.00 3.85
240 47.4 0.00 0.00 0.00 0.39 3.72 0.00 0.00 3.83
241 47.7 0.00 0.00 0.00 0.39 3.70 0.00 0.00 3.81
242 48.0 0.00 0.00 0.00 0.39 3.67 0.00 0.00 3.79
243 48.3 0.00 0.00 0.00 0.39 3.65 0.00 0.00 3.76
244 48.6 0.00 0.00 0.00 0.39 3.63 0.00 0.00 3.74
245 48.9 0.00 0.00 0.00 0.39 3.61 0.00 0.00 3.72
246 49.2 0.00 0.00 0.00 0.38 3.58 0.00 0.00 3.69
247
248 Max.
249 4.07
L`
11 224 42.6 0.34 4.29 -0.42 192.76 1.09 1.09 1.09 1.09

S T U V W X Y Z AA
200 section 5C Stormwater Routing # 5A 11/12/02
201 by Peyton N. Joyner, P. E.
202 A1Rout1A)ds
203, Highland Village Basin # BR#1 Trial # 4 Storm 1 Yr.
204
205 Time "B" Direct "B" Total Stora ge "B" Intermediate Steps to Compute Stage
206 (min.) Inflow Inflow dStorage Storage Zb1 Zb2 Zb3 Zb4
207
208 37.8 0.47 4.30 1.21 188.13 1.07 1.07 1.07 1.07
209 38.1 0.46 4.31 1.10 189.22 1.07 1.07 1.07 1.07
210 38.4 0.45 4.32 0.98 190.20 1.08 1.08 1.08 1.08
211 38.7 0.44 4.33 0.86 191.06 1.08 1.08 1.08 1.08
212 39.0 0.43 4.34 0.75 191.81 1.09 1.09 1.09 1.09
213 39.3 0.43 4.34 0.64 192.45 1.09 1.09 1.09 1.09
214 39.6 0.42 4.35 0.53 192.97 1.10 1.10 1.10 1.10
215 39.9 0.41 4.35 0.42 193.39 1.10 1.10 1.10 1.10
216 40.2 0.40 4.35 0.31 193.70 1.10 1.10 1.10 1.10
217 40.5 0.39 4.35 0.21 193.91 1.10 1.10 1.10 1.10
218 40.8 0.39 4.34 0.11 194.02 1.10 1.10 1.10 1.10
219 41.1 0.38 4.34 0.01 194.03 1.10 1.10 1.10 1.10
220 41.4 0.37 4.33 -0.08 193.95 1.10 1.10 1.10 1.10
221 41.7 0.36 4.32 -0.17 193.78 1.10 1.10 1.10 1.10
222 42.0 0.36 4.32 -0.26 193.52 1.10 1.10 1.10 1.10
223 42.3 0.35 4.30 -0.34 193.18 1.10 1.10 1.10 1.10

225 42.9 0.34 4.28 -0.50 192.26 1.09 1.09 1.09 1.09
226 43.2 0.33 4.27 -0.57 191.68 1.09 1.09 1.09 1.09
227 43.5 0.32 4.25 -0.64 191.04 1.08 1.08 1.08 1.08
228 43.8 0.32 4.23 -0.71 190.33 1.08 1.08 1.08 1.08
229 44.1 0.31 4.22 -0.77 189.55 1.08 1.08 1.08 1.08
230 44.4 0.31 4.20 -0.83 188.72 1.07 1.07 1.07 1.07
231 44.7 0.30 4.18 -0.89 187.83 1.07 1.07 1.07 1.07
232 45.0 0.29 4.16 -0.94 186.89 1.06 1.06 1.06 1.06
233 45.3 0.29 4.14 -0.99 185.90 1.06 1.06 1.06 1.06
234 45.6 0.28 4.11 -1.04 184.86 1.05 1.05 1.05 1.05
235 45.9 0.28 4.09 -1.08 183.77 1.04 1.04 1.04 1.04
236 46.2 0.27 4.07 -1.12 182.65 1.04 1.04 1.04 1.04
237 46.5 0.27 4.05 -1.16 181.49 1.03 1.03 1.03 1.03
238 46.8 0.26 4.02 -1.19 180.30 1.02 1.02 1.02 1.02
239 47.1 0.26 4.00 -1.23 179.07 1.02 1.02 1.02 1.02
240 47.4 0.25 3.97 -1.25 177.82 1.01 1.01 1.01 1.01
241 47.7 0.25 3.94 -1.28 176.54 1.00 1.00 1.00 1.00
242 48.0 0.24 3.92 -1.30 175.24 0.99 0.99 0.99 0.99
243 48.3 0.24 3.89 -1.32 173.91 0.99 0.99 0.99 0.99
244 48.6 0.23 3.86 -1.34 172.57 0.98 0.98 0.98 0.98
245 48.9 0.23 3.83 -1.36 171.21 0.97 0.97 0.97 0.97
246 49.2 0.23 3.81 -1.37 169.84 0.96 0.96 0.96 0.96
247
248
249
11
E
I
AB AC AD AE AF AG AH Al AJ
200 section 5D Stormwater Routing # 5A 11/12/02
201 by Peyton N. Joyner, P. E.
202 A\RoutlA.)ds
203, Highland Vllage Basin # BR#1 Trial # 4 Storm 1 Yr.
204
205 Time Inter. Steps to Compute Stage Stage Elevation "B" Orifice Flows
206 (min.) Zb5 Zb6 Zb7 Zb8 "B" (ft.) "B" (ft.) 1A 1B
207
208 37.8 1.07 1.07 1.07 1.07 1.07 452.65 2.72 2.12
209 38.1 1.07 1.07 1.07 1.07 1.07 452.65 2.76 2.13
210 38.4 1.08 1.08 1.08 1.08 1.08 452.66 2.80 2.14
211 38.7 1.08 1.08 1.08 1.08 1.08 452.66 2.83 2.14
212 39.0 1.09 1.09 1.09 1.09 1.09 452.67 2.86 2.15
213 39.3 1.09 1.09 1.09 1.09 1.09 452.67 2.88 2.16
214 39.6 1.10 1.10 1.10 1.10 1.10 452.68 2.90 2.16
215 39.9 1.10 1.10 1.10 1.10 1.10 452.68 2.92 2.17
216 40.2 1.10 1.10 1.10 1.10 1.10 452.68 2.93 2.17
217 40.5 1.10 1.10 1.10 1.10 1.10 452.68 2.94 2.17
218 40.8 1.10 1.10 1.10 1.10 1.10 452.68 2.94 2.17
219 41.1 1.10 1.10 1.10 1.10 1.10 452.68 2.94 2.17
220 41.4 1.10 1.10 1.10 1.10 1.10 452.68 2.94 2.17
221 41.7 1.10 1.10 1.10 1.10 1.10 452.68 2.93 2.17
222 42.0 1.10 1.10 1.10 1.10 1.10 452.68 2.92 2.17
223 42.3 1.10 1.10 1.10 1.10 1.10 452.68 2.91 2.16
224 42.6 1.09 1.09 1.09 1.09 1.09 452.67 2.89 2.16
225 42.9 1.09 1.09 1.09 1.09 1.09 452.67 2.87 2.16
226 43.2 1.09 1.09 1.09 1.09 1.09 452.67 2.85 2.15
227 43.5 1.08 1.08 1.08 1.08 1.08 452.66 2.83 2.14
228 43.8 1.08 1.08 1.08 1.08 1.08 452.66 2.80 2.14
229 44.1 1.08 1.08 1.08 1.08 1.08 452.66 2.77 2.13
230 44.4 1.07 1.07 1.07 1.07 1.07 452.65 2.74 2.12
231 44.7 1.07 1.07 1.07 1.07 1.07 452.65 2.71 2.12
232 45.0 1.06 1.06 1.06 1.06 1.06 452.64 2.68 2.11
233 45.3 1.06 1.06 1.06 1.06 1.06 452.64 2.64 2.10
234 45.6 1.05 1.05 1.05 1.05 1.05 452.63 2.60 2.09
235 45.9 1.04 1.04 1.04 1.04 1.04 452.62 2.57 2.08
236 46.2 1.04 1.04 1.04 1.04 1.04 452.62 2.53 2.07
237 46.5 1.03 1.03 1.03 1.03 1.03 452.61 2.49 2.06
238 46.8 1.02 1.02 1.02 1.02 1.02 452.60 2.45 2.04
239 47.1 1.02 1.02 1.02 1.02 1.02 452.60 2.41 2.03
240 47.4 1.01 1.01 1.01 1.01 1.01 452.59 2.36 2.02
241 47.7 1.00 1.00 1.00 1.00 1.00 452.58 2.32 2.01
242 48.0 0.99 0.99 0.99 0.99 0.99 452.57 2.28 2.00
243 48.3 0.99 0.99 0.99 0.99 0.99 452.57 2.24 1.98
244 48.6 0.98 0.98 0.98 0.98 0.98 452.56 2.19 1.97
245 48.9 0.97 0.97 0.97 0.97 0.97 452.55 2.15 1.96
246 49.2 0.96 0.96 0.96 0.96 0.96 452.54 2.11 1.94
247
248 Max.
249 452.68

U
C?-J
AK AL AM AN AO AP AQ AR AS
200 section 5E Stormwater Routing # 5A 11/12/02
201 by Peyton N. Joyner, P. E.
202 A%RoutlA.)ds
203 Highland Village Basin # BR#1 Trial # 4 Storm 1 Yr.
204
205 Time "B" Orifice F lows (Conrd) "B" We ir Flows "B" Total System
206 (min.) 2A 2B 3A 3B 1 2 Outflow Total Out
207
208 37.8 0.00 2.12 0.00 0.00 0.00 0.00 4.24 4.35
209 38.1 0.00 2.13 0.00 0.00 0.00 0.00 4.26 4.37
210 38.4 0.00 2.14 0.00 0.00 0.00 0.00 4.27 4.39
211 38.7 0.00 2.14 0.00 0.00 0.00 0.00 4.29 4.40
212 39.0 0.00 2.15 0.00 0.00 0.00 0.00 4.30 4.42
213 39.3 0.00 2.16 0.00 0.00 0.00 0.00 4.31 4.43
214 39.6 0.00 2.16 0.00 0.00 0.00 0.00 4.32 4.44
215 39.9 0.00 2.17 0.00 0.00 0.00 0.00 4.33 4.44
216 40.2 0.00 2.17 0.00 0.00 0.00 0.00 4.34 4.45
217 40.5 0.00 2.17 0.00 0.00 0.00 0.00 4.34 4.45
218 40.8 0.00 2.17 0.00 0.00 0.00 0.00 4.34 4.46
219 41.1 0.00 2.17 0.00 0.00 0.00 0.00 4.34 4.46
220 41.4 0.00 2.17 0.00 0.00 0.00 0.00 4.34 4.45
221 41.7 0.00 2.17 0.00 0.00 0.00 0.00 4.34 4.45
222 42.0 0.00 2.17 0.00 0.00 0.00 0.00 4.33 4.45
223 42.3 0.00 2.16 0.00 0.00 0.00 0.00 4.33 4.44
224 42.6 0.00 2.16 0.00 0.00 0.00 0.00 4.32 4.43
225 42.9 0.00 2.16 0.00 0.00 0.00 0.00 4.31 4.42
226 43.2 0.00 2.15 0.00 0.00 0.00 0.00 4.30 4.41
227 43.5 0.00 2.14 0.00 0.00 0.00 0.00 4.29 4.40
228 43.8 0.00 2.14 0.00 0.00 0.00 0.00 4.28 4.39
229 44.1 0.00 2.13 0.00 0.00 0.00 0.00 4.26 4.37
230 44.4 0.00 2.12 0.00 0.00 0.00 0.00 4.25 4.36
231 44.7 0.00 2.12 0.00 0.00 0.00 0.00 4.23 4.34
232 45.0 0.00 2.11 0.00 0.00 0.00 0.00 4.21 4.33
233 45.3 0.00 2.10 0.00 0.00 0.00 0.00 4.19 4.31
234 45.6 0.00 2.09 0.00 0.00 0.00 0.00 4.17 4.29
235 45.9 0.00 2.08 0.00 0.00 0.00 0.00 4.15 4.27
236 46.2 0.00 2.07 0.00 0.00 0.00 0.00 4.13 4.25
237 46.5 0.00 2.06 0.00 0.00 0.00 0.00 4.11 4.22
238 46.8 0.00 2.04 0.00 0.00 0.00 0.00 4.09 4.20
239 47.1 0.00 2.03 0.00 0.00 0.00 0.00 4.07 4.18
240 47.4 0.00 2.02 0.00 0.00 0.00 0.00 4.04 4.15
241 47.7 0.00 2.01 0.00 0.00 0.00 0.00 4.02 4.13
242 48.0 0.00 2.00 0.00 0.00 0.00 0.00 3.99 4.10
243 48.3 0.00 1.98 0.00 0.00 0.00 0.00 3.96 4.08
244 48.6 0.00 1.97 0.00 0.00 0.00 0.00 3.94 4.05
245 48.9 0.00 1.96 0.00 0.00 0.00 0.00 3.91 4.02
246 49.2 0.00 1.94 0.00 0.00 0.00 0.00 3.88 4.00
247
248 Max. Max.
1249 1 T 4.34 4.46
E
0
E 48 2 500.00 48.42 0 3.2
A B C D E F G H I
1 Section 1A Stormwater Routing # 5A Date:
2 Separate Detentions for One Flow 11/12/02
3 Written by Peyton N. Joyner, P. E.
4 A\Rout1 Bads
5
6 Project: Highland Village Location: Cary, NC Basin: BR#1
7 Storm: 25 Yr. Trial: 4 dT = 0.40 mins.
8
9 Sub-basin "A" is first pond most of the flow enters and uses Malcom's "Chainsaw" method. Sub-
10 basin "B" is the pipe storage for the overflow from "A". "A" is used primarily for water treatment and
11 "B" for retention to reduce peak flow rates. "A" may be used alone without "B".
12
13 EI.@Z=O Op j Tp I b* Ks" Overtop
14 463.17 23.70 33.7 1.0175 12764.60 467.00
15 451.58 2.18 33.7 *Malcom's Factors 459.20
16 Pond Outlets ("A")
17 Horizontal Pipes Riser Pipes
18 Outlet Invert Za Diameter Area Orifice Riser Elev. Diam.
19 Pipe No. Elevation (ft.) (in.) (s.f.) Coeff. No. (ft.) (in.)
20 1 463.17 0.00 2 0.0218 0.6 Transfer 464.00 18
21 2 500.00 36.83 0 0.0000 0.6 1 465.50 24
22 No. Za r
23 Weirs Transfer 0.83 0.75
24 Weir Weir Za Length Weir 1 2.33 1.00
25 No. Elev. (ft.) Coeff. • No. Weir L Orifice A
26 Transfer 500.00 36.83 0 3.2 Transfer 4.71 1.7671
27 1 500.00 36.83 0 3.2 1 6.28 3.1416
28
29 Storage Pipe Data ("B")
30 Pipe Diameter Length Pipe End Elevations Storage in Junction
31 No. (in.) (ft.) Low Inv. Low dZb High Inv. High dZb Boxes ("B")
32 1 36 124 451.58 0.00 452.20 0.62
33 .2 24 30 456.20 4.62 456.25 4.67 Bott. Elev. 451.85
34 3 0 0 500.00 48.42 500.00 48.42 dZb = 0.27
35 4 0 0 500.00 48.42 500.00 48.42
36 5 0 0 500.00 48.42 500.00 48.42 Area = 22.00
37 Outlets from Pipe Storage ("B") Max. "B" Elev.
38 Horizontal Pipes Before dT
39 Outlet Invert Zb Diameter Area Orifice Reduction
40 Pipe No. Elevation (ft.) (in.) (s.f.) Coeff.
41 1 451.58 0.00 10 0.5454 0.6 Elev. dZ
42 2 500.00 48.42 0 0.0000 0.6
43 3 500.00 48.42 0 0.0000 0.6 457.50 5.92
44 Weirs
45 Weir Weir Zb Length Weir dT/4 = 0.10
46 No. Elev. (ft.) Coeff.
47 1 458.00 6.42 5 3.2

49

L'
J K L M N O P Q R
1 Section 1B Stormwater Routing # 5A 11/12/02
2 by Peyton N. Joyner, P. E.
3 A .\Rout1 Bads
4 Highland Vi llage Basin # BR#1 Trial # 4 Storm 25 Yr.
5
6 Summary of Results
7 "A" "B" Total*
8 Max Outflow 11.90 10.74 13.05
9 Max Elevation 465.73 456.18
10
11 *Maximum net outflow at the same time (is less than
12 "A' + "B", in part because transfer to "B" is included
13 in "t;' fata l)
14
15
16
17
18
19 Zb End 11A End 11B Alpha Area 11 End 12A End 12B Alpha Area 12
20 0.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
21 1.00 1.00 1.00 1.2310 2.06 0.38 0.38 0.7278 0.52
22 2.00 2.00 2.00 1.9106 5.01 1.38 1.38 1.4907 3.17
23 3.00 3.00 3.00 3.1416 7.07 2.38 2.38 2.1977 6.01
24, 4.00 4.00 3.00 3.1416 7.07 3.38 3.00 3.1416 7.07
25 5.00 5.00 3.00 3.1416 7.07 4.38 3.00 3.1416 7.07
26 6.00 6.00 3.00 3.1416 7.07 5.38 3.00 3.1416 7.07
27 7.00 7.00 3.00 3.1416 7.07 6.38 3.00 3.1416 7.07
28 8.00 8.00 3.00 3.1416 7.07 7.38 3.00 3.1416 7.07
29 9.00 9.00 3.00 3.1416 7.07 8.38 3.00 3.1416 7.07
30
31 Zb End 21A End 21B Alpha Area 21 End 22A End 22B Alpha Area 22
32 0.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
33 1.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
34 2.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
35 3.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
36 4.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
37 5.00 0.38 0.38 0.9021 0.42 0.33 0.33 0.8366 0.34
38 6.00 1.38 1.38 1.9606 2.31 1.33 1.33 1.9071 2.22
39 7.00 2.38 2.00 3.1416 3.14 2.33 2.00 3.1416 3.14
40 8.00 3.38 2.00 3.1416 3.14 3.33 2.00 3.1416 3.14
41 9.00 4.38 2.00 3.1416 3.14 4.33 2.00 3.1416 3.14
42
43
44 S ee Section 1 D for warning about use of this program.
45
46 See Section 1 E for additional information about this program.
47
48
49

11
E 48
S T U V W X Y Z AA
1 Section 1C Stormwater Routing # 5A 11/12/02
2 by Peyton N. Joyner, P. E.
3 A1Rout1 Bads
4 Highland Village Basin # BR#1 Trial # 4 Storm 25 Yr.
5 Section 1C
6 Pipe Cross-Section Areas at Depths above Outlet ("B")
7 Zb End 31A End 31 B Alpha Area 31 End 32A End 32B Alpha Area 32
8 0.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
9 1.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
10 2.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
11 3.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
12 4.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
13 5.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
14 6.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
15 7.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
16 8.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
17 9.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
18
19 Zb End 41A End 41 B Alpha Area 41 End 42A End 42B Alpha Area 42
20 0.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
21 1.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
22 2.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
23 3.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
24 4.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
25 5.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
26 6.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
27 7.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
28 8.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
29 9.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
30
31 Zb End 51A End 51B Alpha Area 51 End 52A End 52B Alpha Area 52
32 0.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
33 1.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
34 2.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
35 3.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
36 4.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
37 5.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
38 6.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
39 7.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
40 8.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
41 9.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
42
43
44 S ee Section 1D for warning about use of th is program.
45
46 See Section 1 E for additional information about this program.
47

49,
E
11
•
AB AC AD AE AF AG AH AI AJ
1 section 1D Stormwater Routing # 5A 11/12/02
2 by Peyton N. Joyner, P. E.
3 A1Rout1 BAs
4 Highland village Basin # BR#1 Trial # 4 Storm 25 Yr.
5
6 Total Storage Volumes at Depths above Outlet ("B")
7 Zb Pipe 1 Pipe 2 Pipe 3 Pipe 4 Pipe 5 JB's Total dTotal
8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
9 1.00 160.11 0.00 0.00 0.00 0.00 16.06 176.17 176.17
10 2.00 507.20 0.00 0.00 0.00 0.00 38.06 545.26 369.09
11 3.00 811.11 0.00 0.00 0.00 0.00 60.06 871.17 325.91
12 4.00 876.50 0.00 0.00 0.00 0.00 82.06 958.56 87.39
13 5.00 876.50 11.32 0.00 0.00 0.00 104.06 991.89 33.32
14 6.00 876.50 67.96 0.00 0.00 0.00 126.06 1070.52 78.64
15 7.00 876.50 94.25 0.00 0.00 0.00 148.06 1118.81 48.29
16 8.00 876.50 94.25 0.00 0.00 0.00 170.06 1140.81 22.00
17 9.00 876.50 94.25 0.00 0.00 0.00 192.06 1162.81 22.00
18
19 Pipe end designations are as follows:
20 1. The first digit indicates the pipe number.
21 2. The second digit is 1 for the lower end, 2 for higher end.
22 3. A and B denote intermediate steps in solving area.
23 4. Alpha is the angle (in radians) in the equa tion to calculate the cross-sectional area
24 of a partially filled pipe.
25
26 Section Section Section Section Section
27 1A 1B 1C 1D 1E
28 Section Section Section Section Section
29 2A 2B 2C 2D 2E
30 Sections should be arranged as Section Section Section Section Section
31 shown at right. 3A 3B 3C 3D 3E
32 Section Section Section Section Section
33 4A 4B 4C 4D 4E
34 Section Section Section Section Section
35 5A 5B 5C 5D 5E
36
37 ******************************.*****************.***.******.******.***************...************ ************
38 * *
39 * WARNING
40
41 This program is the intellectual property of Peyton N. Joyner, P. E. and may
42 not be used without permission. Any other use of this program may be sub-
43 jest to prosecution. The user of this program is expected to be able to
44 ' distinguish if the results are reasonable and within program limitations. The
45 * writer accepts no liability for use of this program by others.
46
47 *****************.*****t..**,*;.*.*******.*********************.*„******.*,.k.**.*******.**.****,*,?******
48
49 See Section 1 E for more information about this program.
0
C]
AK AL AM AN AO AP AQ AR AS
1 Seaton 1E Stormwater Routing # 5A 11/12/02
2 by Peyton N. Joyner, P. E.
3 A:1Rout1 Bads
4 Highland Village Basin # BR#1 Trial # 4 Storm 25 Yr.
5
6 This program is designed so that all input is entered on Section 1A. The areas for user input are
7 highlighted in blue. The orifice and weir coefficients are those commonly used but may be changed
8 by the user. Heading type information (date, filename, project name and location, storm descrip-
9 tion, Trial #, and Basin #) may be left blank as these have no effect upon the computations. This
10 information is automatically repeated on subsequent sheets so that runs for different basins, pro-
11 jects, storms, etc. may be distinguished.
12
13 Results are summarized in Section 1B (the second sheet to be printed).
14
15 H. R. Malcolm's "Chainsaw Method" is used to calculate the water levels in the "A" pond in this
16 program. Reference is made to his publication for the methods of computing the factors to be
17 entered. This program does not address the use of oversized pipes for storage in "A".
18
19 "B" consists of up to five pipes to act as storage for storm water flow leaving "A" by the transfer
20 weir or riser pipe and any flow direct to "B". In addition, any junction boxes or other structures
21 used to connect the pipes are also counted as storage. The total area (in plan view) of these
22 boxes should be entered in 136 and the average bottom elevation should be entered in 133.
23
24 "Z' is the depth of the water above the lowest outlet for each section. The appropriate sea level
25 elevations should be entered in C14 and C15.
26
27 For all orifice calculations the A column is 0 if the water level is below the invert or a calculation by
28 the notch weir formula (45 deg. Angle) if it is above the invert. The B column calculates by the ori-
29 fice formula (h to midpoint of orifice) if the water level is above 0.514 times the diameter or the re-
30 suits of Column A if it is not. The value in Column B is used for outflow from the orifice. Research
31 by the author indicates that the flows by each method are close to the same at 0.514 times the
32 diameter. This allows some flow through the orifice at low heads which is the real world case. If
33 any orifice is not present, the elevation should be entered higher than the water will reach and the
34 diameter as 0. This is to avoid division by zero within the program.
35
36 If all of the storage is in "A" without a "B", the transfer weir and riser pipe elevations should be
37 above any possible water level in "A" and at least one phantom pipe should be used in the "B" stor-
38 age. This is to prevent division by zero. Also, the direct flow to "B" shall be zero.
39
40 This program is written for English units only and should not be used with metric units. To ensure
41 that maximum conditions are covered, the dT should be adjusted so that storage in both "A" and
42 "B" are coming down for at least the last 3 or 4 time increments. To reduce the instability in the
43 calculations if the pipes are overtopped, the program will automatically drop the time increment to
44 1/4 of the value shown in F7 if the the water level (as shown in Column U of the preceding line) in
45 "B" exceeds the the elevation in H22. An initial dT of 1/20 of Tp is suggested. The dT should be
46 adjusted so that in the last 3 or 4 lines the dStorage (Column G) is negative to ensure that the
47 peak has been covered. The elevation entered in H22 should be about 0.5' below the maximum
48, pipe crown. T E==
49
11

L?
A B C D E F G H 1
50 section 2A Stormwater Routing # 5A 11/12/02
51 by Peyton N. Joyner, P. E.
52 A:\Routi Bads
53 Highland Village Basin # BR#1 Trial # 4 Storm 25 Yr.
54
55 Time Stora ge "A" Za Elevation "A" Orifice Flows
56 (min.) Inflow dStorage Storage (ft.) "A" (ft.) 1A 1 B 2A
57
58 0.0 0.00 0.0 0.0 0.00 463.17 0.00 0.00 0.00
59 0.4 0.01 0.0 0.0 0.00 463.17 0.00 0.00 0.00
60 0.8 0.03 0.2 0.2 0.00 463.17 0.00 0.00 0.00
61 1.2 0.07 0.8 1.0 0.00 463.17 0.00 0.00 0.00
62 1.6 0.13 1.8 2.8 0.00 463.17 0.00 0.00 0.00
63 2.0 0.21 3.2 5.9 0.00 463.17 0.00 0.00 0.00
64 2.4 0.30 4.9 10.9 0.00 463.17 0.00 0.00 0.00
65 2.8 0.40 7.1 17.9 0.00 463.17 0.00 0.00 0.00
66 3.2 0.52 9.6 27.6 0.00 463.17 0.00 0.00 0.00
67 3.6 0.66 12.6 40.1 0.00 463.17 0.00 0.00 0.00
68 4.0 0.81 15.9 56.0 0.00 463.17 0.00 0.00 0.00
69 4.4 0.98 19.5 75.5 0.01 463.18 0.00 0.00 0.00
70 4.8 1.17 23.6 99.1 0.01 463.18 0.00 0.00 0.00
71 5.2 1.37 28.0 127.1 0.01 463.18 0.00 0.00 0.00
72 5.6 1.58 32.8 159.9 0.01 463.18 0.00 0.00 0.00
73 6.0 1.81 37.9 197.8 0.02 463.19 0.00 0.00 0.00
74 6.4 2.05 43.3 241.1 0.02 463.19 0.00 0.00 0.00
75 6.8 2.30 49.1 290.3 0.02 463.19 0.00 0.00 0.00
76 7.2 2.57 55.2 345.5 0.03 463.20 0.00 0.00 0.00
77 7.6 2.85 61.7 407.2 0.03 463.20 0.00 0.00 0.00
78 8.0 3.15 68.4 475.6 0.04 463.21 0.00 0.00 0.00
79 8.4 3.45 75.5 551.1 0.05 463.22 0.00 0.00 0.00
80 8.8 3.77 82.8 633.9 0.05 463.22 0.00 0.00 0.00
81 9.2 4.10 90.4 724.3 0.06 463.23 0.00 0.00 0.00
82 9.6 4.44 98.3 822.6 0.07 463.24 0.00 0.00 0.00
83 10.0 4.79 106.4 929.0 0.08 463.25 0.00 0.00 0.00
84 10.4 5.15 114.8 1043.8 0.09 463.26 0.00 0.00 0.00
85 10.8 5.52 123.4 1167.2 0.10 463.27 0.01 0.01 0.00
86 11.2 5.89 132.1 1299.3 0.11 463.28 0.01 0.02 0.00
87 11.6 6.28 141.1 1440.4 0.12 463.29 0.01 0.02 0.00
88 12.0 6.67 150.2 1590.6 0.13 463.30 0.01 0.02 0.00
89 12.4 7.07 159.6 1750.2 0.14 463.31 0.02 0.03 0.00
90 12.8 7.48 169.2 1919.4 0.16 463.33 0.02 0.03 0.00
91 13.2 7.90 178.9 2098.3 0.17 463.34 0.03 0.03 0.00
92 13.6 8.31 188.7 2287.0 0.18 463.35 0.03 0.03 0.00
93 14.0 8.74 198.7 2485.8 0.20 463.37 0.04 0.04 0.00
94 14.4 9.17 208.9 2694.6 0.22 463.39 0.05 0.04 0.00
95 14.8 9.60 219.1 2913.7 0.23 463.40 0.06 0.04 0.00
96 15.2 10.03 229.4 3143.1 0.25 463.42 0.07 0.04 0.00
97 15.6 10.47 239.8 3382.9 0.27 463.44 0.09 0.05 0.00
98 16.0 10.91 250.2 3633.1 0.29 463.46 0.11 0.05 0.00
99 16.4 11.35 260.7 3893.9 0.31 463.48 0.12 0.05 0.00

C
J K L M N O P Q R
50 section 2B Stormwater Routing # 5A 11/12102
51 by Peyton N. Joyner, P. E.
52 /alRoutl B.)ds
53 Highland Village Basin # BR#1 Trial # 4 Storm 25 Yr.
54
55 Time "A" Orifice "A" We ir Flows Transfer Riser Riser 1 "A" Total
56 (min.) 2B Transfer 1 h Flow h Flow Outflow
57
58 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
59 0.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
60 0.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
61 1.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
62 1.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
63 2.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
64 2.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
65 2.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
66 3.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
67 3.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
68 4.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
69 4.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
70 4.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
71 5.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
72 5.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
73 6.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
74 6.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
75 6.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
76 7.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
77 7.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
78 8.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
79 8.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
80 8.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
81 9.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
82 9.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
83 10.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
84 10.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
85 10.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01
86 11.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02
87 11.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02
88 12.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02
89 12.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.03
90 12.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.03
91 13.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.03
92 13.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.03
93 14.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.04
94 14.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.04
95 14.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.04
96 15.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.04
97 15.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.05
98 16.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.05
99 16.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.05
E,
C
C]
S T U V W X Y Z AA
50 section 2C Stormwater Routing # 5A 11/12/02
51 by Peyton N. Joyner, P. E.
52 &ARoutl Bads
53 Highland Village Basin # BR#1 Trial # 4 Storm 25 Yr.
54
55 Time "B" Direct "B" Total Stora ge "B" Intermediate Steps to Compute Stage
56 (min.) Inflow Inflow dStorage Storage Zb1 Zb2 Zb3 Zb4
57
58 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
59 0.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
60 0.8 0.00 0.00 0.02 0.02 0.00 0.00 0.00 0.00
61 1.2 0.01 0.01 0.07 0.09 0.00 0.00 0.00 0.00
62 1.6 0.01 0.01 0.16 0.25 0.00 0.00 0.00 0.00
63 2.0 0.02 0.02 0.29 0.54 0.00 0.00 0.00 0.00
64 2.4 0.03 0.03 0.45 1.00 0.01 0.01 0.01 0.01
65 2.8 0.04 0.04 0.65 1.65 0.01 0.01 0.01 0.01
66 3.2 0.05 0.05 0.89 2.54 0.01 0.01 0.01 0.01
67 3.6 0.06 0.06 1.15 3.69 0.02 0.02 0.02 0.02
68 4.0 0.07 0.07 1.45 5.14 0.03 0.03 0.03 0.03
69 4.4 0.09 0.09 1.78 6.92 0.04 0.04 0.04 0.04
70 4.8 0.11 0.11 2.14 9.06 0.05 0.05 0.05 0.05
71 5.2 0.13 0.13 2.51 11.57 0.07 0.07 0.07 0.07
72 5.6 0.15 0.15 2.89 14.46 0.08 0.08 0.08 0.08
73 6.0 0.17 0.17 3.27 17.73 0.10 0.10 0.10 0.10
74 6.4 0.19 0.19 3.63 21.36 0.12 0.12 0.12 0.12
75 6.8 0.21 0.21 3.95 25.31 0.14 0.14 0.14 0.14
76 7.2 0.24 0.24 4.22 29.53 0.17 0.17 0.17 0.17
77 7.6 0.26 0.26 4.40 33.93 0.19 0.19 0.19 0.19
78 8.0 0.29 0.29 4.49 38.42 0.22 0.22 0.22 0.22
79 8.4 0.32 0.32 4.48 42.90 0.24 0.24 0.24 0.24
80 8.8 0.35 0.35 4.38 47.27 0.27 0.27 0.27 0.27
81 9.2 0.38 0.38 4.18 51.46 0.29 0.29 0.29 0.29
82 9.6 0.41 0.41 3.93 55.39 0.31 0.31 0.31 0.31
83 10.0 0.44 0.44 3.65 59.04 0.34 0.34 0.34 0.34
84 10.4 0.47 0.47 3.36 62.40 0.35 0.35 0.35 0.35
85 10.8 0.51 0.51 3.08 65.48 0.37 0.37 0.37 0.37
86 11.2 0.54 0.54 2.84 68.32 0.39 0.39 0.39 0.39
87 11.6 0.58 0.58 2.63 70.95 0.40 0.40 0.40 0.40
88 12.0 0.61 0.61 2.45 73.40 0.42 0.42 0.42 0.42
89 12.4 0.65 0.65 2.31 75.71 0.43 0.43 0.43 0.43
90 12.8 0.69 0.69 1.21 76.92 0.44 0.44 0.44 0.44
91 13.2 0.73 0.73 -1.28 75.64 0.43 0.43 0.43 0.43
92 13.6 0.76 0.76 3.24 78.88 0.45 0.45 0.45 0.45
93 14.0 0.80 0.80 -3.85 75.03 0.43 0.43 0.43 0.43
94 14.4 0.84 0.84 6.17 81.20 0.46 0.46 0.46 0.46
95 14.8 0.88 0.88 -6.25 74.94 0.43 0.43 0.43 0.43
96 15.2 0.92 0.92 8.11 83.05 0.47 0.47 0.47 0.47
97 15.6 0.96 0.96 -7.32 75.73 0.43 0.43 0.43 0.43
98 16.0 1.00 1.00 8.66 84.38 0.48 0.48 0.48 0.48
99 16.4 1.04 1.04 -7.36 77.03 0.44 0.44 0.44 0.44
r;
r 1
U
r1
f?J
AB AC AD AE AF AG AH Al AJ
50 section 2D Stormwater Routing # 5A 11/12/02
51 by Peyton N. Joyner, P. E.
52 A:\RoutlB.)ds
53 Highland village Basin # BR#1 Trial # 4 Storm 25 Yr.
54
55 Time Inter. Steps to Compute Stage Stage Elevation "B" Orifice Flows
56 (min.) Zb5 Zb6 Zb7 Zb8 "B" (ft.) "B" (ft.) 1A 1B
57
58 0.0 0.00 0.00 0.00 0.00 0.00 451.58 0.00 0.00
59 0.4 0.00 0.00 0.00 0.00 0.00 451.58 0.00 0.00
60 0.8 0.00 0.00 0.00 0.00 0.00 451.58 0.00 0.00
61 1.2 0.00 0.00 0.00 0.00 0.00 451.58 0.00 0.00
62 1.6 0.00 0.00 0.00 0.00 0.00 451.58 0.00 0.00
63 2.0 0.00 0.00 0.00 0.00 0.00 451.58 0.00 0.00
64 2.4 0.01 0.01 0.01 0.01 0.01 451.59 0.00 0.00
65 2.8 0.01 0.01 0.01 0.01 0.01 451.59 0.00 0.00
66 3.2 0.01 0.01 0.01 0.01 0.01 451.59 0.00 0.00
67 3.6 0.02 0.02 0.02 0.02 0.02 451.60 0.00 0.00
68 4.0 0.03 0.03 0.03 0.03 0.03 451.61 0.00 0.00
69 4.4 0.04 0.04 0.04 0.04 0.04 451.62 0.00 0.00
70 4.8 0.05 0.05 0.05 0.05 0.05 451.63 0.00 0.00
71 5.2 0.07 0.07 0.07 0.07 0.07 451.65 0.00 0.00
72 5.6 0.08 0.08 0.08 0.08 0.08 451.66 0.00 0.00
73 6.0 0.10 0.10 0.10 0.10 0.10 451.68 0.01 0.01
74 6.4 0.12 0.12 0.12 0.12 0.12 451.70 0.01 0.01
75 6.8 0.14 0.14 0.14 0.14 0.14 451.72 0.02 0.02
76 7.2 0.17 0.17 0.17 0.17 0.17 451.75 0.03 0.03
77 7.6 0.19 0.19 0.19 0.19 0.19 451.77 0.04 0.04
78 8.0 0.22 0.22 0.22 0.22 0.22 451.80 0.05 0.05
79 8.4 0.24 0.24 0.24 0.24 0.24 451.82 0.07 0.07
80 8.8 0.27 0.27 0.27 0.27 0.27 451.85 0.09 0.09
81 9.2 0.29 0.29 0.29 0.29 0.29 451.87 0.11 0.11
82 9.6 0.31 0.31 0.31 0.31 0.31 451.89 0.13 0.13
83 10.0 0.34 0.34 0.34 0.34 0.34 451.92 0.15 0.15
84 10.4 0.35 0.35 0.35 0.35 0.35 451.93 0.17 0.17
85 10.8 0.37 0.37 0.37 0.37 0.37 451.95 0.19 0.19
86 11.2 0.39 0.39 0.39 0.39 0.39 451.97 0.22 0.22
87 11.6 0.40 0.40 0.40 0.40 0.40 451.98 0.24 0.24
88 12.0 0.42 0.42 0.42 0.42 0.42 452.00 0.26 0.26
89 12.4 0.43 0.43 0.43 0.43 0.43 452.01 0.28 0.30
90 12.8 0.44 0.44 0.44 0.44 0.44 452.02 0.29 0.37
91 13.2 0.43 0.43 0.43 0.43 0.43 452.01 0.28 0.30
92 13.6 0.45 0.45 0.45 0.45 0.45 452.03 0.31 0.46
93 14.0 0.43 0.43 0.43 0.43 0.43 452.01 0.27 0.27
94 14.4 0.46 0.46 0.46 0.46 0.46 452.04 0.33 0.55
95 14.8 0.43 0.43 0.43 0.43 0.43 452.01 0.27 0.27
96 15.2 0.47 0.47 0.47 0.47 0.47 452.05 0.35 0.61
97 15.6 0.43 0.43 0.43 0.43 0.43 452.01 0.28 0.30
98 16.0 0.48 0.48 0.48 0.48 0.48 452.06 0.37 0.66
99 16.4 0.44 0.44 0.44 0.44 0.44 452.02 0.29 0.38
n

11
AK AL AM AN AO AP AQ AR AS
50 Section 2E Stormwater Routing # 5A 11/12/02
51 by Peyton N. Joyner, P. E.
52 A: Routl Bads
53 Highland V illage Basin # BR#1 Trial # 4 Storm 25 Yr.
54
55 Time "B" Orifice Fl ows (Conf d) "B" We ir Flows "B" Total System
56 (min.) 2A 2B 3A 3B 1 2 Outflow Total Out
57
58 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
59 0.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
60 0.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
61 1.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
62 1.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
63 2.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
64 2.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
65 2.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
66 3.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
67 3.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
68 4.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
69 4.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
70 4.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
71 5.2 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01
72 5.6 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01
73 6.0 0.00 0.01 0.00 0.00 0.00 0.00 0.01 0.01
74 6.4 0.00 0.01 0.00 0.00 0.00 0.00 0.02 0.02
75 6.8 0.00 0.02 0.00 0.00 0.00 0.00 0.04 0.04
76 7.2 0.00 0.03 0.00 0.00 0.00 0.00 0.05 0.05
77 7.6 0.00 0.04 0.00 0.00 0.00 0.00 0.08 0.08
78 8.0 0.00 0.05 0.00 0.00 0.00 0.00 0.10 0.10
79 8.4 0.00 0.07 0.00 0.00 0.00 0.00 0.14 0.14
80 8.8 0.00 0.09 0.00 0.00 0.00 0.00 0.17 0.17
81 9.2 0.00 0.11 0.00 0.00 0.00 0.00 0.21 0.22
82 9.6 0.00 0.13 0.00 0.00 0.00 0.00 0.26 0.26
83 10.0 0.00 0.15 0.00 0.00 0.00 0.00 0.30 0.30
84 10.4 0.00 0.17 0.00 0.00 0.00 0.00 0.34 0.35
85 10.8 0.00 0.19 0.00 0.00 0.00 0.00 0.39 0.40
86 11.2 0.00 0.22 0.00 0.00 0.00 0.00 0.43 0.45
87 11.6 0.00 0.24 0.00 0.00 0.00 0.00 0.48 0.49
88 12.0 0.00 0.26 0.00 0.00 0.00 0.00 0.52 0.54
89 12.4 0.00 0.30 0.00 0.00 0.00 0.00 0.60 0.63
90 12.8 0.00 0.37 0.00 0.00 0.00 0.00 0.74 0.77
91 13.2 0.00 0.30 0.00 0.00 0.00 0.00 0.59 0.62
92 13.6 0.00 0.46 0.00 0.00 0.00 0.00 0.93 0.96
93 14.0 0.00 0.27 0.00 0.00 0.00 0.00 0.55 0.58
94 14.4 0.00 0.55 0.00 0.00 0.00 0.00 1.10 1.14
95 14.8 0.00 0.27 0.00 0.00 0.00 0.00 0.55 0.59
96 15.2 0.00 0.61 0.00 0.00 0.00 0.00 1.23 1.27
97 15.6 0.00 0.30 0.00 0.00 0.00 0.00 0.60 0.65
98 16.0 0.00 0.66 0.00 0.00 0.00 0.00 1.31 1.36
99 16.4 0.00 0.38 0.00 0.00 0.00 0.00 0.75 0.80
v

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A B C D E F G H I
100 section 3A Stormwater Routing # 5A 11/12/02
101 by Peyton N. Joyner, P. E.
102 A:UZoutlB.)ds
103 Highland Village Basin # BR#1 Trial # 4 Storm 25 Yr.
104
105 Time "A" Stora ge "A" Za Elevation "A" Orifice Flows
106 (min.) Inflow dStorage Storage (ft.) "A" (ft.) 1A 1B 2A
107
108 16.8 11.79 271.3 4165.1 0.33 463.50 0.15 0.05 0.00
109 17.2 12.24 281.8 4447.0 0.35 463.52 0.17 0.05 0.00
110 17.6 12.68 292.4 4739.3 0.38 463.55 0.20 0.06 0.00
111 18.0 13.12 302.9 5042.2 0.40 463.57 0.24 0.06 0.00
112 18.4 13.56 313.4 5355.6 0.43 463.60 0.27 0.06 0.00
113 18.8 13.99 323.9 5679.5 0.45 463.62 0.32 0.06 0.00
114 19.2 14.43 334.3 6013.8 0.48 463.65 0.36 0.07 0.00
115 19.6 14.85 344.6 6358.4 0.50 463.67 0.42 0.07 0.00
116 20.0 15.28 354.9 6713.3 0.53 463.70 0.48 0.07 0.00
117 20.4 15.70 365.0 7078.3 0.56 463.73 0.54 0.07 0.00
118 20.8 16.12 375.1 7453.4 0.59 463.76 0.62 0.07 0.00
119 21.2 16.52 385.0 7838.4 0.62 463.79 0.70 0.08 0.00
120 21.6 16.93 394.7 8233.1 0.65 463.82 0.79 0.08 0.00
121 22.0 17.32 404.4 8637.5 0.68 463.85 0.88 0.08 0.00
122 22.4 17.71 413.8 9051.3 0.71 463.88 0.99 0.08 0.00
123 22.8 18.09 423.1 9474.4 0.75 463.92 1.11 0.09 0.00
124 23.2 18.46 432.1 9906.5 0.78 463.95 1.24 0.09 0.00
125 23.6 18.82 441.0 10347.5 0.81 463.98 1.38 0.09 0.00
126 24.0 19.18 449.6 10797.1 0.85 464.02 1.53 0.09 0.00
127 24.4 19.52 457.1 11254.3 0.88 464.05 1.70 0.09 0.00
128 24.8 19.85 461.7 11716.0 0.92 464.09 1.87 0.10 0.00
129 25.2 20.17 464.5 12180.4 0.96 464.13 2.06 0.10 0.00
130 25.6 20.48 465.7 12646.2 0.99 464.16 2.26 0.10 0.00
131 26.0 20.78 465.7 13111.9 1.03 464.20 2.47 0.10 0.00
132 26.4 21.06 464.6 13576.5 1.06 464.23 2.69 0.10 0.00
133 26.8 21.33 462.4 14038.9 1.10 464.27 2.92 0.11 0.00
134 27.2 21.59 459.2 14498.1 1.13 464.30 3.16 0.11 0.00
135 27.6 21.84 455.1 14953.2 1.17 464.34 3.41 0.11 0.00
136 28.0 22.07 450.2 15403.4 1.20 464.37 3.67 0.11 0.00
137 28.4 22.28 444.5 15848.0 1.24 464.41 3.93 0.11 0.00
138 28.8 22.49 438.1 16286.1 1.27 464.44 4.20 0.11 0.00
139 29.2 22.67 431.1 16717.2 1.30 464.47 4.48 0.12 0.00
140 29.6 22.84 423.4 17140.6 1.34 464.51 4.77 0.12 0.00
141 30.0 23.00 415.2 17555.8 1.37 464.54 5.05 0.12 0.00
142 30.4 23.14 406.4 17962.2 1.40 464.57 5.35 0.12 0.00
143 30.8 23.27 397.2 18359.5 1.43 464.60 5.64 0.12 0.00
144 31.2 23.38 387.6 18747.1 1.46 464.63 5.94 0.12 0.00
145 31.6 23.47 377.6 19124.7 1.49 464.66 6.24 0.12 0.00
146 32.0 23.55 419.7 19544.4 1.52 464.69 6.58 0.13 0.00
147 32.4 23.61 418.1 19962.5 1.55 464.72 6.93 0.13 0.00
148 32.8 23.66 416.3 20378.8 1.58 464.75 7.29 0.13 0.00
149 33.2 23.69 414.1 20792.9 1.62 464.79 7.66 0.13 0.00

E
I
J K L M N O P Q R
100 section 3B Stormwater Routing # 5A 11112/02
101 by Peyton N. Joyner, P. E.
102 fl\Rout1 Bads
103, Highland V illage Basin # BR#1 Trial # 4 Storm 25 Yr.
104
105 Time "A" Orifice "A" Wei r Flows Transfer Riser Riser 1 "A" Total
106 (min.) 2B Transfer 1 h Flow h Flow Outflow
107
108 16.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.05
109 17.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.05
110 17.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.06
111 18.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.06
112 18.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.06
113 18.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.06
114 19.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.07
115 19.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.07
116 20.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.07
117 20.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.07
118 2018 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.07
119 21.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.08
120 21.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.08
121 22.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.08
122 22.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.08
123 22.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.09
124 23.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.09
125 23.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.09
126 24.0 0.00 0.00 0.00 0.02 0.04 0.00 0.00 0.13
127 24.4 0.00 0.00 0.00 0.05 0.19 0.00 0.00 0.28
128 24.8 0.00 0.00 0.00 0.09 0.40 0.00 0.00 0.50
129 25.2 0.00 0.00 0.00 0.13 0.67 0.00 0.00 0.76
130 25.6 0.00 0.00 0.00 0.16 0.97 0.00 0.00 1.07
131 26.0 0.00 0.00 0.00 0.20 1.32 0.00 0.00 1.42
132 26.4 0.00 0.00 0.00 0.23 1.69 0.00 0.00 1.79
133 26.8 0.00 0.00 0.00 0.27 2.09 0.00 0.00 2.20
134 27.2 0.00 0.00 0.00 0.30 2.52 0.00 0.00 2.63
135 27.6 0.00 0.00 0.00 0.34 2.97 0.00 0.00 3.08
136 28.0 0.00 0.00 0.00 0.37 3.43 0.00 0.00 3.54
137 28.4 0.00 0.00 0.00 0.41 3.91 0.00 0.00 4.03
138 28.8 0.00 0.00 0.00 0.44 4.41 0.00 0.00 4.52
139 29.2 0.00 0.00 0.00 0.47 4.91 0.00 0.00 5.03
140 29.6 0.00 0.00 0.00 0.51 5.43 0.00 0.00 5.55
141 30.0 0.00 0.00 0.00 0.54 5.95 0.00 0.00 6.07
142 30.4 0.00 0.00 0.00 0.57 6.47 0.00 0.00 6.59
143 30.8 0.00 0.00 0.00 0.60 7.00 0.00 0.00 7.12
144 31.2 0.00 0.00 0.00 0.63 7.52 0.00 0.00 7.65
145 31.6 0.00 0.00 0.00 0.66 5.86 0.00 0.00 5.99
146 32.0 0.00 0.00 0.00 0.69 6.00 0.00 0.00 6.13
147 32.4 0.00 0.00 0.00 0.72 6.14 0.00 0.00 6.27
148 32.8 0.00 0.00 0.00 0.75 6.28 0.00 0.00 6.40
149 33.2 0.00 0.00 0.00 0.79 6.41 0.00 0.00 6.54
11
0 124 23.2 1.70 1.70 0.72 91.20 0.52 0.52 0.52 0.52

S T U V W X Y Z AA
100 section 3C Stormwater Routing # 5A 11/12/02
101 by Peyton N. Joyner, P. E.
102 /A\Rout1 Bads
103 Highland V illage Basin # BR#1 Trial # 4 Storm 25 Yr.
104
105 Time "B" Direct "B" Total Stora ge "B" Intermediate Steps to Compute Stage
106 (min.) Inflow Inflow dStorage Storage Zb1 Zb2 Zb3 Zb4
107
108 16.8 1.08 1.08 7.00 84.03 0.48 0.48 0.48 0.48
109 17.2 1.13 1.13 -4.90 79.13 0.45 0.45 0.45 0.45
110 17.6 1.17 1.17 4.30 83.43 0.47 0.47 0.47 0.47
111 18.0 1.21 1.21 -2.07 81.37 0.46 0.46 0.46 0.46
112 18.4 1.25 1.25 2.18 83.55 0.47 0.47 0.47 0.47
113 18.8 1.29 1.29 -0.30 83.25 0.47 0.47 0.47 0.47
114 19.2 1.33 1.33 1.11 84.36 0.48 0.48 0.48 0.48
115 19.6 1.37 1.37 0.43 84.79 0.48 0.48 0.48 0.48
116 20.0 1.41 1.41 0.77 85.56 0.49 0.49 0.49 0.49
117 20.4 1.44 1.44 0.64 86.20 0.49 0.49 0.49 0.49
118 20.8 1.48 1.48 0.71 86.91 0.49 0.49 0.49 0.49
119 21.2 1.52 1.52 0.70 87.61 0.50 0.50 0.50 0.50
120 21.6 1.56 1.56 0.71 88.32 0.50 0.50 0.50 0.50
121 22.0 1.59 1.59 0.72 89.03 0.51 0.51 0.51 0.51
122 22.4 1.63 1.63 0.72 89.75 0.51 0.51 0.51 0.51
123 22.8 1.66 1.66 0.72 90.48 0.51 0.51 0.51 0.51

125 23.6 1.73 1.73 0.72 91.92 0.52 0.52 0.52 0.52
126 24.0 1.76 1.80 0.72 92.64 0.53 0.53 0.53 0.53
127 24.4 1.80 1.98 1.61 94.24 0.53 0.53 0.53 0.53
128 24.8 1.83 2.23 4.25 98.50 0.56 0.56 0.56 0.56
129 25.2 1.86 2.52 5.92 104.42 0.59 0.59 0.59 0.59
130 25.6 1.88 2.86 7.67 112.09 0.64 0.64 0.64 0.64
131 26.0 1.91 3.23 9.53 121.62 0.69 0.69 0.69 0.69
132 26.4 1.94 3.63 11.54 133.16 0.76 0.76 0.76 0.76
133 26.8 1.96 4.05 13.69 146.85 0.83 0.83 0.83 0.83
134 27.2 1.99 4.51 15.97 162.82 0.92 0.92 0.92 0.92
135 27.6 2.01 4.98 18.37 181.19 1.03 1.03 1.03 1.03
136 28.0 2.03 5.46 20.87 202.06 1.15 1.15 1.15 1.15
137 28.4 2.05 5.96 23.45 225.51 1.28 1.28 1.28 1.28
138 28.8 2.07 6.48 26.09 251.60 1.43 1.43 1.43 1.43
139 29.2 2.09 7.00 28.77 280.36 1.59 1.59 1.59 1.59
140 29.6 2.10 7.53 31.46 311.83 1.77 1.77 1.77 1.77
141 30.0 2.12 8.06 34.16 345.98 1.96 1.96 1.96 1.96
142 30.4 2.13 8.60 36.83 382.81 2.17 2.17 2.17 2.17
143 30.8 2.14 9.14 39.46 422.27 2.40 2.40 2.40 2.40
144 , 31.2 2.15 9.67 42.02 464.29 2.64 2.64 2.64 2.64
145 31.6 2.16 8.02 44.51 508.79 2.89 2.89 2.89 2.89
146 32.0 2.17 8.17 -5.52 503.27 2.86 2.86 2.86 2.86
147 32.4 2.17 8.31 -0.70 502.57 2.85 2.85 2.85 2.85
148 32.8 2.18 8.45 2.90 505.47 2.87 2.87 2.87 2.87
149 33.2 2.18 8.58 5.54 511.01 2.90 2.90 2.90 2.90
E.
r 1
L J
C7
AB AC AD AE AF AG AH AI AJ
100 Section 3D Stormwater Routing # 5A 11/12/02
101 by Peyton N. Joyner, P. E.
102 AARout1 Bads
103 Highland V llage Basin # BR#1 Trial # 4 Storm 25 Yr.
104
105 Time Inter. Steps to Compute S tage Stage Elevation "B" Orifice Flours
106 (min.) Zb5 Zb6 Zb7 Zb8 "B" (ft.) "B" (ft.) 1A 1B
107
108 16.8 0.48 0.48 0.48 0.48 0.48 452.06 0.36 0.64
109 17.2 0.45 0.45 0.45 0.45 0.45 452.03 0.31 0.47
110 17.6 0.47 0.47 0.47 0.47 0.47 452.05 0.36 0.63
111 18.0 0.46 0.46 0.46 0.46 0.46 452.04 0.33 0.56
112 18.4 0.47 0.47 0.47 0.47 0.47 452.05 0.36 0.63
113 18.8 0.47 0.47 0.47 0.47 0.47 452.05 0.35 0.62
114 19.2 0.48 0.48 0.48 0.48 0.48 452.06 0.37 0.65
115 19.6 0.48 0.48 0.48 0.48 0.48 452.06 0.37 0.67
116 20.0 0.49 0.49 0.49 0.49 0.49 452.07 0.38 0.69
117 20.4 0.49 0.49 0.49 0.49 0.49 452.07 0.39 0.71
118 20.8 0.49 0.49 0.49 0.49 0.49 452.07 0.39 0.73
119 21.2 0.50 0.50 0.50 0.50 0.50 452.08 0.40 0.75
120, 21.6 0.50 0.50 0.50 0.50 0.50 452.08 0.41 0.76
121 22.0 0.51 0.51 0.51 0.51 0.51 452.09 0.42 0.78
122 22.4 0.51 0.51 0.51 0.51 0.51 452.09 0.43 0.80
123 22.8 0.51 0.51 0.51 0.51 0.51 452.09 0.44 0.82
124 23.2 0.52 0.52 0.52 0.52 0.52 452.10 0.45 0.83
125 23.6 0.52 0.52 0.52 0.52 0.52 452.10 0.45 0.85
126 , 24.0 0.53 0.53 0.53 0.53 0.53 452.11 0.46 0.87
127 24.4 0.53 0.53 0.53 0.53 0.53 452.11 0.48 0.90
128 24.8 0.56 0.56 0.56 0.56 0.56 452.14 0.54 0.99
129 25.2 0.59 0.59 0.59 0.59 0.59 452.17 0.62 1.10
130 25.6 0.64 0.64 0.64 0.64 0.64 452.22 0.75 1.23
131 , 26.0 0.69 0.69 0.69 0.69 0.69 452.27 0.91 1.37
132 26.4 0.76 0.76 0.76 0.76 0.76 452.34 1.15 1.53
133 26.8 0.83 0.83 0.83 0.83 0.83 452.41 1.47 1.69
134 27.2 0.92 0.92 0.92 0.92 0.92 452.50 1.90 1.87
135 27.6 1.03 1.03 1.03 1.03 1.03 452.61 2.48 2.05
136 28.0 1.15 1.15 1.15 1.15 1.15 452.73 3.25 2.24
137 28.4 1.28 1.28 1.28 1.28 1.28 452.86 4.28 2.44
138 , 28.8 1.43 1.43 1.43 1.43 1.43 453.01 5.63 2.64
139 29.2 1.59 1.59 1.59 1.59 1.59 453.17 7.38 2.84
140 29.6 1.77 1.77 1.77 1.77 1.77 453.35 9.63 3.05
141 30.0 1.96 1.96 1.96 1.96 1.96 453.54 12.48 3.26
142 30.4 2.17 2.17 2.17 2.17 2.17 453.75 16.08 3.48
143 30.8 2.40 2.40 2.40 2.40 2.40 453.98 20.54 3.69
144 31.2 2.64 2.64 2.64 2.64 2.64 454.22 26.04 3.91
145 31.6 2.89 2.89 2.89 2.89 2.89 454.47 32.74 4.13
146 32.0 2.86 2.86 2.86 2.86 2.86 454.44 31.86 4.10
147 32.4 2.85 2.85 2.85 2.85 2.85 454.43 31.75 4.10
148 32.8 2.87 2.87 2.87 2.87 2.87 454.45 32.21 4.11
149 33.2 2.90 2.90 2.90 2.90 2.90 454.48 33.10 4.14
L
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AK AL AM AN AO AP AQ AR AS
100 section 3E Stormwater Routing # 5A 11/12/02
101 by Peyton N. Joyner, P. E.
102 A:1Routl B.)ds
103, Highland V illage Basin # BR#1 Trial # 4 Storm 25 Yr.
104
105 Time "B " Orifice Fl ows (ConVd ) "B" Wei r Flows "B" Total System
106 (min.) 2A 2B 3A 3B 1 2 Outflow Total Out
107
108 16.8 0.00 0.64 0.00 0.00 0.00 0.00 1.29 1.34
109 17.2 0.00 0.47 0.00 0.00 0.00 0.00 0.95 1.00
110 17.6 0.00 0.63 0.00 0.00 0.00 0.00 1.25 1.31
111 18.0 0.00 0.56 0.00 0.00 0.00 0.00 1.12 1.17
112 18.4 0.00 0.63 0.00 0.00 0.00 0.00 1.26 1.32
113 18.8 0.00 0.62 0.00 0.00 0.00 0.00 1.24 1.30
114 19.2 0.00 0.65 0.00 0.00 0.00 0.00 1.31 1.37
115 19.6 0.00 0.67 0.00 0.00 0.00 0.00 1.33 1.40
116, 20.0 0.00 0.69 0.00 0.00 0.00 0.00 1.38 1.45
117 20.4 0.00 0.71 0.00 0.00 0.00 0.00 1.41 1.49
118 20.8 0.00 0.73 0.00 0.00 0.00 0.00 1.45 1.53
119 21.2 0.00 0.75 0.00 0.00 0.00 0.00 1.49 1.57
120 21.6 0.00 0.76 0.00 0.00 0.00 0.00 1.53 1.61
121, 22.0 0.00 0.78 0.00 0.00 0.00 0.00 1.56 1.64
122 22.4 0.00 0.80 0.00 0.00 0.00 0.00 1.60 1.68
123 22.8 0.00 0.82 0.00 0.00 0.00 0.00 1.63 1.72
124 23.2 0.00 0.83 0.00 0.00 0.00 0.00 1.67 1.76
125 23.6 0.00 0.85 0.00 0.00 0.00 0.00 1.70 1.79
126 24.0 0.00 0.87 0.00 0.00 0.00 0.00 1.73 1.83
127 24.4 0.00 0.90 0.00 0.00 0.00 0.00 1.81 1.90
128 24.8 0.00 0.99 0.00 0.00 0.00 0.00 1.98 2.08
129 25.2 0.00 1.10 0.00 0.00 0.00 0.00 2.20 2.30
130 25.6 0.00 1.23 0.00 0.00 0.00 0.00 2.46 2.56
131 26.0 0.00 1.37 0.00 0.00 0.00 0.00 2.75 2.85
132 26.4 0.00 1.53 0.00 0.00 0.00 0.00 3.06 3.16
133 26.8 0.00 1.69 0.00 0.00 0.00 0.00 3.39 3.49
134 27.2 0.00 1.87 0.00 0.00 0.00 0.00 3.74 3.85
135 27.6 0.00 2.05 0.00 0.00 0.00 0.00 4.11 4.22
136 28.0 0.00 2.24 0.00 0.00 0.00 0.00 4.49 4.60
137 28.4 0.00 2.44 0.00 0.00 0.00 0.00 4.88 4.99
138 28.8 0.00 2.64 0.00 0.00 0.00 0.00 5.28 5.39
139 29.2 0.00 2.84 0.00 0.00 0.00 0.00 5.69 5.81
140 29.6 0.00 3.05 0.00 0.00 0.00 0.00 6.11 6.22
141 , 30.0 0.00 3.26 0.00 0.00 0.00 0.00 6.53 6.65
142 30.4 0.00 3.48 0.00 0.00 0.00 0.00 6.96 7.08
143 30.8 0.00 3.69 0.00 0.00 0.00 0.00 7.39 7.51
144 31.2 0.00 3.91 0.00 0.00 0.00 0.00 7.82 7.94
145 31.6 0.00 4.13 0.00 0.00 0.00 0.00 8.25 8.38
146 32.0 0.00 4.10 0.00 0.00 0.00 0.00 8.20 8.33
147 32.4 0.00 4.10 0.00 0.00 0.00 0.00 8.19 8.32
148 32.8 0.00 4.11 0.00 0.00 0.00 0.00 8.22 8.35
149 33.2 0.00 4.14 0.00 0.00 0.00 0.00 8.27 8.40
E

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A B C D E F G H I
150 section 4A Stormwater Routing # 5A 11/12/02
151 by Peyton N. Joyner, P. E.
152 &\RoutlB.)ds
153, Highland Village Basin # BR#1 Trial # 4 Storm 25 Yr.
154
155 Time "A" Stora ge "A" Za Elevation "A" Orifice Flows
156 (min.) Inflow dStorage Storage (ft.) "A" (ft.) 1A 1B 2A
157
158 33.6 23.70 411.6 21204.5 1.65 464.82 8.04 0.13 0.00
159 34.0 23.70 408.9 21613.4 1.68 464.85 8.42 0.13 0.00
160 34.4 23.67 405.8 22019.1 1.71 464.88 8.82 0.13 0.00
161 34.8 23.64 402.4 22421.5 1.74 464.91 9.22 0.14 0.00
162 35.2 23.58 398.6 22820.1 1.77 464.94 9.63 0.14 0.00
163 35.6 23.51 394.6 23214.7 1.80 464.97 10.04 0.14 0.00
164 36.0 23.43 390.2 23604.9 1.83 465.00 10.46 0.14 0.00
165 36.4 23.33 385.5 23990.4 1.86 465.03 10.89 0.14 0.00
166 36.8 23.21 380.5 24370.9 1.89 465.06 11.31 0.14 0.00
167 37.2 23.07 375.2 24746.1 1.92 465.09 11.75 0.14 0.00
168 37.6 22.93 369.5 25115.6 1.94 465.11 12.18 0.14 0.00
169 38.0 22.76 363.6 25479.2 1.97 465.14 12.62 0.14 0.00
170 38.4 22.58 357.4 25836.6 2.00 465.17 13.06 0.15 0.00
171 38.8 22.39 350.8 26187.4 2.03 465.20 13.50 0.15 0.00
172 39.2 22.18 344.0 26531.4 2.05 465.22 13.94 0.15 0.00
173 39.6 21.95 336.9 26868.3 2.08 465.25 14.38 0.15 0.00
174 40.0 21.71 329.5 27197.8 2.10 465.27 14.82 0.15 0.00
175 40.4 21.46 321.8 27519.7 2.13 465.30 15.25 0.15 0.00
176 40.8 21.20 313.9 27833.5 2.15 465.32 15.68 0.15 0.00
177 41.2 20.92 305.7 28139.3 2.17 465.34 16.11 0.15 0.00
178 41.6 20.63 297.3 28436.5 2.20 465.37 16.53 0.15 0.00
179 42.0 20.33 288.6 28725.1 2.22 465.39 16.95 0.15 0.00
180 42.4 20.04 279.7 29004.8 2.24 465.41 17.35 0.15 0.00
181 42.8 19.73 271.2 29276.1 2.26 465.43 17.76 0.15 0.00
182 43.2 19.43 262.4 29538.4 2.28 465.45 18.15 0.16 0.00
183 43.6 19.13 253.7 29792.1 2.30 465.47 18.53 0.16 0.00
184 44.0 18.84 245.1 30037.2 2.32 465.49 18.91 0.16 0.00
185 44.4 18.55 236.7 30274.0 2.34 465.51 19.28 0.16 0.00
186 44.8 18.27 228.3 30502.2 2.35 465.52 19.64 0.16 0.00
187 45.2 17.99 218.7 30720.9 2.37 465.54 19.99 0.16 0.00
188 45.6 17.71 208.6 30929.5 2.39 465.56 20.32 0.16 0.00
189 46.0 17.44 198.4 31127.9 2.40 465.57 20.64 0.16 0.00
190 , 46.4 17.17 188.1 31316.0 2.42 465.59 20.95 0.16 0.00
191 46.8 16.91 177.8 31493.8 2.43 465.60 21.24 0.16 0.00
192 47.2 16.65 167.6 31661.4 2.44 465.61 21.52 0.16 0.00
193 47.6 16.40 157.5 31818.8 2.45 465.62 21.79 0.16 0.00
48.0 16.15 147.6 31966.4 2.47 465.64 22.04 0.16 0.00
48.4 15.90 137.9 32104.3 2.48 465.65 22.27 0.16 0.00
48.8 15.66 128.4 32232.6 2.49 465.66 22.49 0.16 0.00
r 49.2 15.42 119.1 32351.8 2.49 465.66 22.69 0.16 0.00
49.6 15.18 110.2 32461.9 2.50 465.67 22.89 0.16 0.00
99 50.0 14.95 101.4 32563.4 2.51 465.68 23.06 0.16 0.00
11 150 Seaton 4B Stormwater Routing # 5A 11/12/02

J K L M N O P Q R

151 by Peyton N. Joyner, P. E.
152 A\Rout1Bads
153 Highland V illage Basin # BR#1 Trial # 4 Storm 25 Yr.
154
155 Time "A" Orifice "A" Weir Flows Transfer Riser Riser 1 "A" Total
156 (min.) 2B Transfer 1 h Flow h Flow Outflow
157, "A"
158 33.6 0.00 0.00 0.00 0.82 6.53 0.00 0.00 6.66
159 34.0 0.00 0.00 0.00 0.85 6.66 0.00 0.00 6.79
160 34.4 0.00 0.00 0.00 0.88 6.78 0.00 0.00 6.91
161 34.8 0.00 0.00 0.00 0.91 6.89 0.00 0.00 7.03
162 35.2 0.00 0.00 0.00 0.94 7.01 0.00 0.00 7.14
163 35.6 0.00 0.00 0.00 0.97 7.12 0.00 0.00 7.26
164 36.0 0.00 0.00 0.00 1.00 7.23 0.00 0.00 7.37
165 36.4 0.00 0.00 0.00 1.03 7.33 0.00 0.00 7.47
166 36.8 0.00 0.00 0.00 1.06 7.44 0.00 0.00 7.58
167 37.2 0.00 0.00 0.00 1.09 7.53 0.00 0.00 7.68
168 37.6 0.00 0.00 0.00 1.11 7.63 0.00 0.00 7.77
169 38.0 0.00 0.00 0.00 1.14 7.73 0.00 0.00 7.87
170 38.4 0.00 0.00 0.00 1.17 7.82 0.00 0.00 7.96
171 38.8 0.00 0.00 0.00 1.20 7.91 0.00 0.00 8.05
172 39.2 0.00 0.00 0.00 1.22 7.99 0.00 0.00 8.14
173 39.6 0.00 0.00 0.00 1.25 8.08 0.00 0.00 8.22
174 40.0 0.00 0.00 0.00 1.27 8.16 0.00 0.00 8.30
175 40.4 0.00 0.00 0.00 1.30 8.23 0.00 0.00 8.38
176 40.8 0.00 0.00 0.00 1.32 8.31 0.00 0.00 8.46
177 41.2 0.00 0.00 0.00 1.34 8.38 0.00 0.00 8.53
178 41.6 0.00 0.00 0.00 1.37 8.45 0.00 0.00 8.60
179 42.0 0.00 0.00 0.00 1.39 8.52 0.00 0.00 8.67
180 42.4 0.00 0.00 0.00 1.41 8.58 0.00 0.00 8.74
181 42.8 0.00 0.00 0.00 1.43 8.65 0.00 0.00 8.80
182 43.2 0.00 0.00 0.00 1.45 8.71 0.00 0.00 8.86
183 43.6 0.00 0.00 0.00 1.47 8.76 0.00 0.00 8.92
184 44.0 0.00 0.00 0.00 1.49 8.82 0.00 0.00 8.98
185 44.4 0.00 0.00 0.00 1.51 8.87 0.01 0.01 9.04
186 44.8 0.00 0.00 0.00 1.52 8.92 0.02 0.08 9.16
187 45.2 0.00 0.00 0.00 1.54 8.97 0.04 0.16 9.30
188 45.6 0.00 0.00 0.00 1.56 9.02 0.06 0.27 9.45
189 46.0 0.00 0.00 0.00 1.57 9.06 0.07 0.38 9.61
190 46.4 0.00 0.00 0.00 1.59 9.10 0.09 0.51 9.77
191 46.8 0.00 0.00 0.00 1.60 9.14 0.10 0.63 9.93
192 47.2 0.00 0.00 0.00 1.61 9.18 0.11 0.75 10.09
193 47.6 0.00 0.00 0.00 1.62 9.21 0.12 0.88 10.25
194 48.0 0.00 0.00 0.00 1.64 9.24 0.14 1.00 10.40
195 48.4 0.00 0.00 0.00 1.65 9.27 0.15 1.12 10.55
196 48.8 0.00 0.00 0.00 1.66 9.30 0.16 1.23 10.69
197 49.2 0.00 0.00 0.00 1.66 9.32 0.16 1.34 10.83
198 49.6 0.00 0.00 0.00 1.67 9.35 0.17 1.44 10.95
199 50.0 0.00 0.00 0.00 1.68 9.37 0.18 1.54 11.07

C

S T U V W X Y Z AA
150 Section 4C Stormwater Routing # 5A 11/12/02
151 by Peyton N. Joyner, P. E.
152 A1Rout1 Bads
153 Highland Village Basin # BR#1 Trial # 4 Storm 25 Yr.
154
155 Time "B" Direct "B" Total Stora ge "B" Intermediate Steps to Compute Stage
156 (min.) Inflow Inflow dStorage Storage Zb1 Zb2 Zb3 Zb4
157
158 33.6 2.18 8.71 7.47 518.48 2.94 2.94 2.94 2.94
159 34.0 2.18 8.84 8.86 527.34 2.99 2.99 2.99 2.99
160 34.4 2.18 8.95 9.83 537.17 3.05 3.05 3.05 3.05
161 34.8 2.17 9.07 10.50 547.67 3.11 2.01 2.01 2.01
162 35.2 2.17 9.18 58.78 606.45 3.44 2.17 2.17 2.17
163 35.6 2.16 9.28 53.64 660.09 3.75 2.31 2.31 2.31
164 36.0 2.16 9.38 49.37 709.47 4.03 2.44 2.44 2.44
165 36.4 2.15 9.48 45.76 755.23 4.29 2.57 2.57 2.57
166 36.8 2.13 9.57 42.66 797.89 4.53 2.68 2.68 2.68
167 37.2 2.12 9.66 39.97 837.86 4.76 2.79 2.79 2.79
168 37.6 2.11 9.74 37.59 875.44 4.97 2.89 3.01 3.01
169 38.0 2.09 9.82 30.78 906.22 5.14 2.98 3.11 3.11
170 38.4 2.08 9.89 29.01 935.23 5.31 3.06 3.20 3.20
171 38.8 2.06 9.96 27.42 962.65 5.46 3.13 3.28 4.05
172 39.2 2.04 10.03 -0.86 961.79 5.46 3.13 3.28 4.04
173 39.6 2.02 10.09 1.06 962.85 5.47 3.13 3.28 4.05
174 40.0 2.00 10.15 2.17 965.02 5.48 3.14 3.29 4.07
175 40.4 1.97 10.21 2.76 967.77 5.49 3.14 3.30 4.11
176 40.8 1.95 10.26 3.04 970.81 5.51 3.15 3.31 4.14
177 41.2 1.92 10.31 3.12 973.93 5.53 3.16 3.32 4.18
178 41.6 1.90 10.35 3.09 977.02 5.55 3.17 3.32 4.21
179 42.0 1.87 10.39 2.98 980.00 5.56 3.18 3.33 4.25
180 42.4 1.84 10.43 2.83 982.84 5.58 3.19 3.34 4.28
181 42.8 1.82 10.46 2.72 985.55 5.59 3.19 3.35 4.31
182 43.2 1.79 10.49 2.54 988.10 5.61 3.20 3.36 4.34
183 43.6 1.76 10.52 2.39 990.48 5.62 3.21 3.37 4.37
184 44.0 1.73 10.55 2.24 992.73 5.63 3.21 3.37 4.39
185 44.4 1.71 10.58 2.11 994.84 5.65 3.22 3.38 4.42
186 44.8 1.68 10.60 1.99 996.83 5.66 3.22 3.39 4.44
187 45.2 1.65 10.63 1.86 998.69 5.67 3.23 3.39 4.46
188 45.6 1.63 10.65 1.74 1000.43 5.68 3.23 3.40 4.48
189 46.0 1.60 10.67 1.61 1002.04 5.69 3.24 3.40 4.50
190 46.4 1.58 10.68 1.48 1003.52 5.70 3.24 3.41 4.51
191 46.8 1.56 10.70 1.35 1004.87 5.70 3.25 3.41 4.53
192 47.2 1.53 10.71 1.21 1006.08 5.71 3.25 3.41 4.54
193 47.6 1.51 10.72 1.08 1007.16 5.72 3.25 3.42 4.56
194 48.0 1.49 10.73 0.95 1008.11 5.72 3.25 3.42 4.57
195 48.4 1.46 10.73 0.82 1008.93 5.73 3.26 3.42 4.58
196 48.8 1.44 10.74 0.69 1009.62 5.73 3.26 3.42 4.58
197 49.2 1.42 10.74 0.57 1010.19 5.73 3.26 3.43 4.59
198 49.6 1.40 10.74 0.44 1010.63 5.74 3.26 3.43 4.60
199 50.0 1.37 10.74 0.33 1010.96 5.74 3.26 3.43 4.60
E
C7
11
AB AC AD AE AF AG AH Al AJ
150 season 4D Stormwater Routing # 5A 11/12/02
151 by Peyton N. Joyner, P. E.
152 MRoutl Bads
153 Highland V illage Basin # BR#1 Trial # 4 Storm 25 Yr.
154
155 Time Inter. Steps to Compute Stage Stage Elevation "B" Orifice Flows
156 (min.) Zb5 Zb6 Zb7 Zb8 "B" (ft.) "B" (ft.) 1A 1B
157
158 33.6 2.94 2.94 2.94 2.94 2.94 454.52 34.32 4.17
159 34.0 2.99 2.99 2.99 2.99 2.99 454.57 35.80 4.21
160 34.4 3.05 3.05 3.05 3.05 3.05 454.63 37.50 4.26
161 34.8 2.01 2.01 2.01 2.01 2.01 453.59 13.17 3.31
162 35.2 2.17 2.17 2.17 2.17 2.17 453.75 15.94 3.47
163 35.6 2.31 2.31 2.31 2.31 2.31 453.89 18.76 3.61
164 36.0 2.44 2.44 2.44 2.44 2.44 454.02 21.59 3.74
165 36.4 2.57 2.57 2.57 2.57 2.57 454.15 24.43 3.85
166 36.8 2.68 2.68 2.68 2.68 2.68 454.26 27.27 3.95
167 37.2 2.79 2.79 2.79 2.79 2.79 454.37 30.11 4.05
168 37.6 3.01 3.01 3.01 3.01 3.01 454.59 36.40 4.23
169 38.0 3.11 3.11 3.11 3.11 3.11 454.69 39.32 4.31
170 38.4 3.20 3.20 3.20 3.20 3.20 454.78 42.20 4.38
171 38.8 3.28 4.05 4.05 4.05 4.05 455.63 76.09 5.00
172 39.2 3.28 4.04 4.04 4.04 4.04 455.62 75.63 4.99
173 39.6 3.28 4.05 4.05 4.05 4.05 455.63 76.20 5.00
174 40.0 3.29 4.07 4.07 4.07 4.07 455.65 77.37 5.02
175 40.4 3.30 4.11 4.11 4.11 4.11 455.69 78.88 5.04
176 40.8 3.31 4.14 4.14 4.14 4.14 455.72 80.56 5.06
177 41.2 3.32 4.18 4.18 4.18 4.18 455.76 82.30 5.09
178 41.6 3.32 4.21 4.21 4.21 4.21 455.79 84.06 5.11
179 42.0 3.33 4.25 4.25 4.25 4.25 455.83 85.77 5.14
180 42.4 3.34 4.28 4.28 4.28 4.28 455.86 87.42 5.16
181 42.8 3.35 4.31 4.31 4.31 4.31 455.89 89.02 5.18
182 43.2 3.36 4.34 4.34 4.34 4.34 455.92 90.53 5.20
183 43.6 3.37 4.37 4.37 4.37 4.37 455.95 91.96 5.22
184 44.0 3.37 4.39 4.39 4.39 4.39 455.97 93.32 5.23
185 44.4 3.38 4.42 4.42 4.42 4.42 456.00 94.61 5.25
186 44.8 3.39 4.44 4.44 4.44 4.44 456.02 95.83 5.26
187 45.2 3.39 4.46 4.46 4.46 4.46 456.04 96.98 5.28
188 45.6 3.40 4.48 4.48 4.48 4.48 456.06 98.07 5.29
189 46.0 3.40 4.50 4.50 4.50 4.50 456.08 99.08 5.30
190 46.4 3.41 4.51 4.51 4.51 4.51 456.09 100.02 5.31
191 46.8 3.41 4.53 4.53 4.53 4.53 456.11 100.87 5.32
192 47.2 3.41 4.54 4.54 4.54 4.54 456.12 101.65 5.33
193 47.6 3.42 4.56 4.56 4.56 4.56 456.14 102.34 5.34
194 , 48.0 3.42 4.57 4.57 4.57 4.57 456.15 102.95 5.35
195 48.4 3.42 4.58 4.58 4.58 4.58 456.16 103.48 5.35
196 48.8 3.42 4.58 4.58 4.58 4.58 456.16 103.93 5.36
197 49.2 3.43 4.59 4.59 4.59 4.59 456.17 104.29 5.36
198 49.6 3.43 4.60 4.60 4.60 4.60 456.18 104.58 5.37
199 50.0 3.43 4.60 4.60 4.60 4.60 456.18 104.80 5.37
v
•

AK AL AM AN AO AP AQ AR AS
150 Section 4E Stormwater Routing # 5A 11/12/02
151 by Peyton N. Joyner, P. E.
152 A\RoutlB.)ds
153 Highland V illage Basin # BR#1 Trial # 4 Storm 25 Yr.
154
155 Time "B" Orifice F lows (Confd) "B" We ir Flows "B" Total System
156 (min.) 2A 2B 3A 3B 1 2 Outflow Total Out
157
158 33.6 0.00 4.17 0.00 0.00 0.00 0.00 8.34 8.47
159 34.0 0.00 4.21 0.00 0.00 0.00 0.00 8.43 8.56
160 34.4 0.00 4.26 0.00 0.00 0.00 0.00 8.52 8.65
161 34.8 0.00 3.31 0.00 0.00 0.00 0.00 6.62 6.75
162 35.2 0.00 3.47 0.00 0.00 0.00 0.00 6.94 7.08
163 35.6 0.00 3.61 0.00 0.00 0.00 0.00 7.22 7.36
164 36.0 0.00 3.74 0.00 0.00 0.00 0.00 7.48 7.61
165 36.4 0.00 3.85 0.00 0.00 0.00 0.00 7.70 7.84
166 36.8 0.00 3.95 0.00 0.00 0.00 0.00 7.90 8.05
167 37.2 0.00 4.05 0.00 0.00 0.00 0.00 8.09 8.23
168 37.6 0.00 4.23 0.00 0.00 0.00 0.00 8.46 8.60
169 38.0 0.00 4.31 0.00 0.00 0.00 0.00 8.61 8.75
170 38.4 0.00 4.38 0.00 0.00 0.00 0.00 8.75 8.90
171 38.8 0.00 5.00 0.00 0.00 0.00 0.00 10.00 10.15
172 39.2 0.00 4.99 0.00 0.00 0.00 0.00 9.99 10.13
173 39.6 0.00 5.00 0.00 0.00 0.00 0.00 10.00 10.15
174 40.0 0.00 5.02 0.00 0.00 0.00 0.00 10.04 10.19
175 40.4 0.00 5.04 0.00 0.00 0.00 0.00 10.08 10.23
176 40.8 0.00 5.06 0.00 0.00 0.00 0.00 10.13 10.28
177 41.2 0.00 5.09 0.00 0.00 0.00 0.00 10.18 10.33
178 41.6 0.00 5.11 0.00 0.00 0.00 0.00 10.22 10.38
179 42.0 0.00 5.14 0.00 0.00 0.00 0.00 10.27 10.42
180 42.4 0.00 5.16 0.00 0.00 0.00 0.00 10.31 10.47
181 42.8 0.00 5.18 0.00 0.00 0.00 0.00 10.36 10.51
182 43.2 0.00 5.20 0.00 0.00 0.00 0.00 10.39 10.55
183 43.6 0.00 5.22 0.00 0.00 0.00 0.00 10.43 10.59
184 44.0 0.00 5.23 0.00 0.00 0.00 0.00 10.46 10.62
185 44.4 0.00 5.25 0.00 0.00 0.00 0.00 10.50 10.66
186 44.8 0.00 5.26 0.00 0.00 0.00 0.00 10.53 10.76
187 45.2 0.00 5.28 0.00 0.00 0.00 0.00 10.55 10.88
188 45.6 0.00 5.29 0.00 0.00 0.00 0.00 10.58 11.01
189 46.0 0.00 5.30 0.00 0.00 0.00 0.00 10.60 11.15
190 46.4 0.00 5.31 0.00 0.00 0.00 0.00 10.63 11.29
191 46.8 0.00 5.32 0.00 0.00 0.00 0.00 10.65 11.44
192 47.2 0.00 5.33 0.00 0.00 0.00 0.00 10.66 11.58
193 47.6 0.00 5.34 0.00 0.00 0.00 0.00 10.68 11.72
194 48.0 0.00 5.35 0.00 0.00 0.00 0.00 10.69 11.85
195 48.4 0.00 5.35 0.00 0.00 0.00 0.00 10.71 11.98
196 48.8 0.00 5.36 0.00 0.00 0.00 0.00 10.72 12.11
197 49.2 0.00 5.36 0.00 0.00 0.00 0.00 10.72 12.23
198 49.6 0.00 5.37 0.00 0.00 0.00 0.00 10.73 12.34
199 50.0 0.00 5.37 0.00 0.00 0.00 0.00 10.74 12.44
C]

El.
A B C D E F G H 1
200 section 5A Stormwater Routing # 5A 11/12/02
201 by Pey ton N. Joyner, P. E.
202 A Rout1 Bads
203, Highland Village Basin # BR#1 Trial # 4 Storm 25 Yr.
204
205 Time 'W Stora ge "A" Za Elevation "A" Orifice Flows
206 (min.) Inflow dStorage Storage (ft.) "A" (ft.) 1A 1B 2A
207
208 50.4 14.72 93.0 32656.4 2.52 465.69 23.22 0.16 0.00
209 50.8 14.49 84.9 32741.3 2.52 465.69 23.37 0.16 0.00
210 51.2 14.27 77.0 32818.2 2.53 465.70 23.51 0.16 0.00
211 51.6 14.05 69.4 32887.6 2.53 465.70 23.63 0.16 0.00
212 52.0 13.84 62.1 32949.7 2.54 465.71 23.74 0.16 0.00
213 52.4 13.63 55.1 33004.8 2.54 465.71 23.84 0.16 0.00
214 52.8 13.42 48.3 33053.1 2.55 465.72 23.92 0.16 0.00
215 53.2 13.21 41.8 33094.9 2.55 465.72 24.00 0.16 0.00
216 53.6 13.01 35.6 33130.5 2.55 465.72 24.06 0.16 0.00
217 54.0 12.81 29.6 33160.1 2.56 465.73 24.11 0.17 0.00
218 54.4 12.61 23.9 33184.1 2.56 465.73 24.16 0.17 0.00
219 54.8 12.42 18.5 33202.6 2.56 465.73 24.19 0.17 0.00
220 55.2 12.23 13.3 33215.8 2.56 465.73 24.21 0.17 0.00
221 55.6 12.04 8.3 33224.1 2.56 465.73 24.23 0.17 0.00
222 56.0 11.86 3.5 33227.7 2.56 465.73 24.23 0.17 0.00
223 56.4 11.68 -1.0 33226.7 2.56 465.73 24.23 0.17 0.00
224 56.8 11.50 -5.3 33221.4 2.56 465.73 24.22 0.17 0.00
225 57.2 11.32 -9.4 33211.9 2.56 465.73 24.21 0.17 0.00
226 57.6 11.15 -13.4 33198.5 2.56 465.73 24.18 0.17 0.00
227 58.0 10.98 -17.1 33181.4 2.56 465.73 24.15 0.17 0.00
228 58.4 10.81 -20.7 33160.7 2.56 465.73 24.11 0.17 0.00
229 58.8 10.65 -24.1 33136.7 2.55 465.72 24.07 0.17 0.00
230 59.2 10.48 -27.3 33109.4 2.55 465.72 24.02 0.16 0.00
231 59.6 10.32 -30.4 33079.0 2.55 465.72 23.97 0.16 0.00
232 60.0 10.16 -33.3 33045.7 2.55 465.72 23.91 0.16 0.00
233 60.4 10.01 -36.1 33009.7 2.54 465.71 23.85 0.16 0.00
234 60.8 9.85 -38.7 32971.0 2.54 465.71 23.78 0.16 0.00
235 61.2 9.70 -41.2 32929.8 2.54 465.71 23.70 0.16 0.00
236 61.6 9.56 -43.6 32886.2 2.53 465.70 23.63 0.16 0.00
237 62.0 9.41 -45.8 32840.4 2.53 465.70 23.55 0.16 0.00
238 62.4 9.26 -48.0 32792.4 2.53 465.70 23.46 0.16 0.00
239 62.8 9.12 -50.0 32742.4 2.52 465.69 23.37 0.16 0.00
240 63.2 8.98 -51.9 32690.5 2.52 465.69 23.28 0.16 0.00
241 63.6 8.85 -53.8 32636.7 2.52 465.69 23.19 0.16 0.00
242 64.0 8.71 -55.5 32581.1 2.51 465.68 23.09 0.16 0.00
243 64.4 8.58 -57.2 32523.9 2.51 465.68 22.99 0.16 0.00
244 64.8 8.45 -58.8 32465.2 2.50 465.67 22.89 0.16 0.00
245 65.2 8.32 -60.3 32404.9 2.50 465.67 22.79 0.16 0.00
246 65.6 8.19 -61.7 32343.2 2.49 465.66 22.68 0.16 0.00
247
248 Max.
249 465.73

r 1
U
E
J K L M N O P Q R
200 section 5B Stormwater Routing # 5A 11112/02
201 by Peyton N. Joyner, P. E.
202 A:\Rout113.)ds
203 Highland V illage Basin # BR#1 Trial # 4 Storm 25 Yr.
204
205 Time "A' Orifice "A" Wei r Flows Transfer Riser Riser 1 "A" Total
206 (min.) 2B Transfer 1 h Flow h Flow Outflow
207
208 50.4 0.00 0.00 0.00 1.69 9.39 0.19 1.63 11.18
209 50.8 0.00 0.00 0.00 1.69 9.41 0.19 1.72 11.29
210 51.2 0.00 0.00 0.00 1.70 9.42 0.20 1.79 11.38
211 51.6 0.00 0.00 0.00 1.70 9.44 0.20 1.86 11.47
212
213 52.0
52.4 0.00
0.00 0.00
0.00 0.00
0.00 1.71
1.71 9.45
9.46 0.21
0.21 1.93
1.99 11.54
11.61
214 52.8 0.00 0.00 0.00 1.72 9.47 0.22 2.04 11.68
215 53.2 0.00 0.00 0.00 1.72 9.48 0.22 2.08 11.73
216 53.6 0.00 0.00 0.00 1.72 9.49 0.22 2.12 11.77
217 54.0 0.00 0.00 0.00 1.73 9.49 0.23 2.15 11.81
218 54.4 0.00 0.00 0.00 1.73 9.50 0.23 2.18 11.84
219 54.8 0.00 0.00 0.00 1.73 9.50 0.23 2.20 11.87
220 55.2 0.00 0.00 0.00 1.73 9.51 0.23 2.21 11.89
221 55.6 0.00 0.00 0.00 1.73 9.51 0.23 2.22 11.90
222 56.0 0.00 0.00 0.00 1.73 9.51 0.23 2.23 11.90
223 56.4 0.00 0.00 0.00 1.73 9.51 0.23 2.23 11.90
224 56.8 0.00 0.00 0.00 1.73 9.51 0.23 2.22 11.89
225 57.2 0.00 0.00 0.00 1.73 9.51 0.23 2.21 11.88
226 57.6 0.00 0.00 0.00 1.73 9.50 0.23 2.20 11.86
227 58.0 0.00 0.00 0.00 1.73 9.50 0.23 2.18 11.84
228 58.4 0.00 0.00 0.00 1.73 9.49 0.23 2.15 11.81
229 58.8 0.00 0.00 0.00 1.72 9.49 0.22 2.13 11.78
230 59.2 0.00 0.00 0.00 1.72 9.48 0.22 2.10 11.75
231 59.6 0.00 0.00 0.00 1.72 9.48 0.22 2.07 11.71
232 60.0 0.00 0.00 0.00 1.72 9.47 0.22 2.03 11.67
233 60.4 0.00 0.00 0.00 1.71 9.46 0.21 1.99 11.62
234 60.8 0.00 0.00 0.00 1.71 9.46 0.21 1.95 11.57
235 61.2 0.00 0.00 0.00 1.71 9.45 0.21 1.91 11.52
236 61.6 0.00 0.00 0.00 1.70 9.44 0.20 1.86 11.46
237 62.0 0.00 0.00 0.00 1.70 9.43 0.20 1.82 11.41
238 62.4 0.00 0.00 0.00 1.70 9.42 0.20 1.77 11.35
239 62.8 0.00 0.00 0.00 1.69 9.41 0.19 1.72 11.29
240 63.2 0.00 0.00 0.00 1.69 9.40 0.19 1.66 11.22
241 63.6 0.00 0.00 0.00 1.69 9.38 0.19 1.61 11.16
242 64.0 0.00 0.00 0.00 1.68 9.37 0.18 1.56 11.09
243 64.4 0.00 0.00 0.00 1.68 9.36 0.18 1.50 11.03
244 64.8 0.00 0.00 0.00 1.67 9.35 0.17 1.45 10.96
245 65.2 0.00 0.00 0.00 1.67 9.34 0.17 1.39 10.89
246 65.6 0.00 0.00 0.00 1.66 9.32 0.16 1.33 10.82
247
248 Max_
249 11.90

L?J

S T U V W X Y Z AA
200 section 5C Stormwater Routing # 5A 11/12/02
201 by Peyton N. Joyner, P. E.
202 A:\Routl Bads
203, Highland V illage Basin # BR#1 Trial # 4 Storm 25 Yr.
204
205 Time "B" Direct "B" Total Stora ge "B" Intermediate Steps to Compute Stage
206 (min.) Inflow Inflow dStorage Storage Zb1 Zb2 Zb3 Zb4
207
208, 50.4 1.35 10.74 0.21 1011.17 5.74 3.26 3.43 4.60
209 50.8 1.33 10.74 0.10 1011.28 5.74 3.26 3.43 4.60
210 51.2 1.31 10.74 0.00 1011.28 5.74 3.26 3.43 4.60
211 51.6 1.29 10.73 -0.10 1011.17 5.74 3.26 3.43 4.60
212 52.0 1.27 10.72 -0.20 1010.97 5.74 3.26 3.43 4.60
213 52.4 1.25 10.72 -0.29 1010.68 5.74 3.26 3.43 4.60
214 52.8 1.23 10.71 -0.38 1010.30 5.73 3.26 3.43 4.59
215 53.2 1.22 10.70 -0.46 1009.84 5.73 3.26 3.43 4.59
216 53.6 1.20 10.69 -0.54 1009.29 5.73 3.26 3.42 4.58
217 54.0 1.18 10.67 -0.62 1008.67 5.73 3.26 3.42 4.57
218 54.4 1.16 10.66 -0.69 1007.98 5.72 3.25 3.42 4.57
219 54.8 1.14 10.65 -0.76 1007.22 5.72 3.25 3.42 4.56
220 55.2 1.13 10.63 -0.83 1006.39 5.71 3.25 3.41 4.55
221 55.6 1.11 10.62 -0.89 1005.51 5.71 3.25 3.41 4.54
222, 56.0 1.09 10.60 -0.94 1004.56 5.70 3.24 3.41 4.53
223 56.4 1.07 10.58 -1.00 1003.56 5.70 3.24 3.41 4.51
224 56.8 1.06 10.57 -1.05 1002.51 5.69 3.24 3.40 4.50
225 57.2 1.04 10.55 -1.10 1001.42 5.68 3.24 3.40 4.49
226 57.6 1.03 10.53 -1.14 1000.28 5.68 3.23 3.40 4.48
227 58.0 1.01 10.51 -1.18 999.09 5.67 3.23 3.39 4.46
228 58.4 0.99 10.49 -1.22 997.87 5.66 3.23 3.39 4.45
229 58.8 0.98 10.47 -1.26 996.61 5.66 3.22 3.38 4.44
230 59.2 0.96 10.45 -1.29 995.32 5.65 3.22 3.38 4.42
231 59.6 0.95 10.43 -1.32 994.00 5.64 3.22 3.38 4.41
232 60.0 0.93 10.41 -1.35 992.65 5.63 3.21 3.37 4.39
233 60.4 0.92 10.38 -1.38 991.27 5.63 3.21 3.37 4.37
234 60.8 0.91 10.36 -1.40 989.86 5.62 3.20 3.36 4.36
235 61.2 0.89 10.34 -1.43 988.43 5.61 3.20 3.36 4.34
236 61.6 0.88 10.32 -1.45 986.98 5.60 3.20 3.36 4.33
237 62.0 0.87 10.29 -1.47 985.52 5.59 3.19 3.35 4.31
238 62.4 0.85 10.27 -1.49 984.03 5.59 3.19 3.35 4.29
239 62.8 0.84 10.25 -1.50 982.53 5.58 3.18 3.34 4.27
240 63.2 0.83 10.22 -1.52 981.01 5.57 3.18 3.34 4.26
241 63.6 0.81 10.20 -1.53 979.48 5.56 3.18 3.33 4.24
242 64.0 0.80 10.17 -1.54 977.94 5.55 3.17 3.33 4.22
243 64.4 0.79 10.15 -1.55 976.38 5.54 3.17 3.32 4.20
244 64.8 0.78 10.13 -1.56 974.82 5.53 3.16 3.32 4.19
245 65.2 0.76 10.10 -1.57 973.25 5.52 3.16 3.31 4.17
246 65.6 0.75 10.08 -1.58 971.67 5.52 3.16 3.31 4.15
247
248
249

C7
C7
AB AC AD AE AF AG AH AI AJ
200 Section 5D Stormwater Routing # 5A 11112/02
201 by Peyton N. Joyner, P. E.
202 A?Rout1 B.)ds
203 Highland Vllage Basin # BR#1 Trial # 4 Storm 25 Yr.

0 Time Inter. Steps to Compute Stage Stage Elevation "B" Orifice Flows
r2
06 (min.) Zb5 Zb6 Zb7 Zb8 "B" (ft.) "B" (ft.) 1A 1 B

50.4 3.43 4.60 4.60 4.60 4.60 456.18 104.94 5.37
209 50.8 3.43 4.60 4.60 4.60 4.60 456.18 105.00 5.37
210 51.2 3.43 4.60 4.60 4.60 4.60 456.18 105.00 5.37
211 51.6 3.43 4.60 4.60 4.60 4.60 456.18 104.94 5.37
212 52.0 3.43 4.60 4.60 4.60 4.60 456.18 104.81 5.37
213 52.4 3.43 4.60 4.60 4.60 4.60 456.18 104.62 5.37
214 52.8 3.43 4.59 4.59 4.59 4.59 456.17 104.37 5.36
215 53.2 3.43 4.59 4.59 4.59 4.59 456.17 104.07 5.36
216 53.6 3.42 4.58 4.58 4.58 4.58 456.16 103.71 5.36
217 54.0 3.42 4.57 4.57 4.57 4.57 456.15 103.31 5.35
218 54.4 3.42 4.57 4.57 4.57 4.57 456.15 102.87 5.35
219 54.8 3.42 4.56 4.56 4.56 4.56 456.14 102.38 5.34
220 55.2 3.41 4.55 4.55 4.55 4.55 456.13 101.85 5.33
221 55.6 3.41 4.54 4.54 4.54 4.54 456.12 101.28 5.33
222 56.0 3.41 4.53 4.53 4.53 4.53 456.11 100.68 5.32
223 56.4 3.41 4.51 4.51 4.51 4.51 456.09 100.04 5.31
224 56.8 3.40 4.50 4.50 4.50 4.50 456.08 99.38 5.31
225 57.2 3.40 4.49 4.49 4.49 4.49 456.07 98.69 5.30
226 57.6 3.40 4.48 4.48 4.48 4.48 456.06 97.97 5.29
227 58.0 3.39 4.46 4.46 4.46 4.46 456.04 97.23 5.28
228 58.4 3.39 4.45 4.45 4.45 4.45 456.03 96.47 5.27
229 58.8 3.38 4.44 4.44 4.44 4.44 456.02 95.70 5.26
230 59.2 3.38 4.42 4.42 4.42 4.42 456.00 94.90 5.25
231 59.6 3.38 4.41 4.41 4.41 4.41 455.99 94.09 5.24
232 60.0 3.37 4.39 4.39 4.39 4.39 455.97 93.27 5.23
233 60.4 3.37 4.37 4.37 4.37 4.37 455.95 92.43 5.22
234 60.8 3.36 4.36 4.36 4.36 4.36 455.94 91.58 5.21
235 61.2 3.36 4.34 4.34 4.34 4.34 455.92 90.73 5.20
236 61.6 3.36 4.33 4.33 4.33 4.33 455.91 89.86 5.19
237 62.0 3.35 4.31 4.31 4.31 4.31 455.89 88.99 5.18
238 62.4 3.35 4.29 4.29 4.29 4.29 455.87 88.12 5.17
239 62.8 3.34 4.27 4.27 4.27 4.27 455.85 87.24 5.15
240 63.2 3.34 4.26 4.26 4.26 4.26 455.84 86.35 5.14
241 63.6 3.33 4.24 4.24 4.24 4.24 455.82 85.47 5.13
242 64.0 3.33 4.22 4.22 4.22 4.22 455.80 84.58 5.12
243 64.4 3.32 4.20 4.20 4.20 4.20 455.78 83.69 5.11
244 64.8 3.32 4.19 4.19 4.19 4.19 455.77 82.81 5.10
245 65.2 3.31 4.17 4.17 4.17 4.17 455.75 81.92 5.08
246 65.6 3.31 4.15 4.15 4.15 4.15 455.73 81.03 5.07
247
248 Max.
249 456.18

AK AL AM AN AO AP AQ AR AS
200 Section 5E Stormwater Routing # 5A 11/12/02
201 by Peyton N. Joyner, P. E.
202 &\Rout1 Bads
203, Highland V illage Basin # BR#1 Trial # 4 Storm 25 Yr.
204
205 Time "B" Orifice Fl ows (Confd ) "B" We ir Flows "B" Total System
206 (min.) 2A 2B 3A 3B 1 2 Outflow Total Out
207
208 50.4 0.00 5.37 0.00 0.00 0.00 0.00 10.74 12.53
209, 50.8 0.00 5.37 0.00 0.00 0.00 0.00 10.74 12.62
210 51.2 0.00 5.37 0.00 0.00 0.00 0.00 10.74 12.70
211 51.6 0.00 5.37 0.00 0.00 0.00 0.00 10.74 12.77
212 52.0 0.00 5.37 0.00 0.00 0.00 0.00 10.74 12.83
213 52.4 0.00 5.37 0.00 0.00 0.00 0.00 10.73 12.88
214 52.8 0.00 5.36 0.00 0.00 0.00 0.00 10.73 12.93
215 53.2 0.00 5.36 0.00 0.00 0.00 0.00 10.72 12.97
216 53.6 0.00 5.36 0.00 0.00 0.00 0.00 10.71 13.00
217 54.0 0.00 5.35 0.00 0.00 0.00 0.00 10.70 13.02
218 54.4 0.00 5.35 0.00 0.00 0.00 0.00 10.69 13.04
219 54.8 0.00 5.34 0.00 0.00 0.00 0.00 10.68 13.04
220 55.2 0.00 5.33 0.00 0.00 0.00 0.00 10.67 13.05
221 55.6 0.00 5.33 0.00 0.00 0.00 0.00 10.66 13.04
222 56.0 0.00 5.32 0.00 0.00 0.00 0.00 10.64 13.03
223 56.4 0.00 5.31 0.00 0.00 0.00 0.00 10.63 13.02
224 56.8 0.00 5.31 0.00 0.00 0.00 0.00 10.61 13.00
225 57.2 0.00 5.30 0.00 0.00 0.00 0.00 10.59 12.97
226 57.6 0.00 5.29 0.00 0.00 0.00 0.00 10.58 12.94
227 58.0 0.00 5.28 0.00 0.00 0.00 0.00 10.56 12.90
228 58.4 0.00 5.27 0.00 0.00 0.00 0.00 10.54 12.86
229 58.8 0.00 5.26 0.00 0.00 0.00 0.00 10.52 12.82
230 59.2 0.00 5.25 0.00 0.00 0.00 0.00 10.50 12.77
231 59.6 0.00 5.24 0.00 0.00 0.00 0.00 10.48 12.71
232 60.0 0.00 5.23 0.00 0.00 0.00 0.00 10.46 12.66
233 60.4 0.00 5.22 0.00 0.00 0.00 0.00 10.44 12.60
234 60.8 0.00 5.21 0.00 0.00 0.00 0.00 10.42 12.54
235 61.2 0.00 5.20 0.00 0.00 0.00 0.00 10.40 12.47
236 61.6 0.00 5.19 0.00 0.00 0.00 0.00 10.38 12.40
237 62.0 0.00 5.18 0.00 0.00 0.00 0.00 10.36 12.34
238 62.4 0.00 5.17 0.00 0.00 0.00 0.00 10.33 12.26
239 62.8 0.00 5.15 0.00 0.00 0.00 0.00 10.31 12.19
240 63.2 0.00 5.14 0.00 0.00 0.00 0.00 10.29 12.11
241 63.6 0.00 5.13 0.00 0.00 0.00 0.00 10.26 12.04
242 64.0 0.00 5.12 0.00 0.00 0.00 0.00 10.24 11.96
243 64.4 0.00 5.11 0.00 0.00 0.00 0.00 10.22 11.88
244 64.8 0.00 5.10 0.00 0.00 0.00 0.00 10.19 11.80
245 65.2 0.00 5.08 0.00 0.00 0.00 0.00 10.17 11.72
246 65.6 0.00 5.07 0.00 0.00 0.00 0.00 10.14 11.64
247
248 Max. Max.
249 10.74 13.05

.J

A B C D E F G H I
1 Section 1A Stormwater Routing # 5A Date:
2 Separate Detentions for One Flow 11/12/02
3 Written by Peyton N. Jo ner, P. E.
4 A:1Rout1C.)ds
5
6 Project: Highland Village Location: Cary, NC Basin: BR#1
7 Storm: 100 Yr. Trial: 4 dT = 0.40 mins.
8
9 Sub-basin "Xis first pond most of the flow enters and uses Malcom's "Chainsaws" method. Sub-
10 basin "B" is the pipe storage for the overflow from "A". "A" is used primarily for water treatment and
11 "B" for retention to reduce peak flow rates. "A" maybe used alone without "B".
12
13 EI.@Z=O Op i Tp i b* i Ks* Overtop
14 "A" 463.17 28.12 37.6 1.0175 12764.60 467.00
15 "B" 451.58 2.59 37.6 *Malcom's Factors 459.20
16 Pond Outlets ("A"
17 Horizontal Pipes Riser Pipes
18 Outlet Invert Za Diameter Area Orifice Riser Elev. Diam.
19 Pipe No. Elevation (ft. (in.) (s.f.) Coeff. No. (ft.) (in.)
20 1 463.17 0.00 2 0.0218 0.6 Transfer 464.00 18
21 2 500.00 36.83 0 0.0000 0.6 1 465.50 24
22 No. Za r
23 Weirs Transfer 0.83 0.75
24 Weir Weir Za Length Weir 1 2.33 1.00
25 No. Elev. (ft.) Coeff. No. Weir L Orifice A
26 Transfer 500.00 36.83 0 3.2 Transfer 4.71 1.7671
27 1 500.00 36.83 0 3.2 1 6.28 3.1416
28
29 Storage Pipe Data ("B")
30 Pipe Diameter Length Pipe End Elevations Storage in Junction
31 No. (in.) (ft.) Low Inv. Low dZb High Inv. High dZb Boxes ("B")
32 1 36 124 451.58 0.00 452.20 0.62
33 2 24 30 456.20 4.62 456.25 4.67 Bott. Elev. 451.85
34 3 0 0 500.00 48.42 500.00 48.42 dZb = 0.27
35 4 0 0 500.00 48.42 500.00 48.42
36 5 0 0 500.00 48.42 500.00 48.42 Area = 22.00
37 Outlets from Pipe Storage ("B") Max. "B" Elev.
38 Horizontal Pipes Before dT
39
k
?pe
q Invert Zb Diameter Area Orifice Reduction
40 li
N
o l Elevation (ft.) (in.) (s.f.) Coeff.
41 1 451.58 0.00 10 0.5454 0.6 Elev. dZ
42 2 500.00 48.42 0 0.0000 0.6
43 3 500.00 48.42 0 0.0000 0.6 457.50 5.92
44 Weirs
45 Weir Weir Zb Length Weir dT/4 = 0.10
46 No. Elev. (ft.) Coeff.
47 1 458.00 6.42 5 3.2
48 2 500.00 48.42 0 3.2
49

C]

J K L M N O P Q R
1 section 1B Stormwater Routing # 5A 11112/02
2 by Peyton N. Joyner, P. E.
3 AARouI1C.)ds
4 Highland Vi llage Basin # BR#1 Trial # 4 Storm 100 Yr.
5
6 Summary of Results
7 "A" "B" Total"
8 Max Outflow 18.80 12.27 20.60
9 Max Elevation 466.05 457.46
10
11 'Maximum net outflow at the same time (is less than
12 "A" + "B", in part because transfer to "B" is included
13 in "A" tota l)
14
15
16
17
18
19 Zb End 11A End 11B Alpha Area 11 End 12A End 12B Alpha Area 12
20 0.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
21 1.00 1.00 1.00 1.2310 2.06 0.38 0.38 0.7278 0.52
22 2.00 2.00 2.00 1.9106 5.01 1.38 1.38 1.4907 3.17
23 3.00 3.00 3.00 3.1416 7.07 2.38 2.38 2.1977 6.01
24 4.00 4.00 3.00 3.1416 7.07 3.38 3.00 3.1416 7.07
25 5.00 5.00 3.00 3.1416 7.07 4.38 3.00 3.1416 7.07
26 6.00 6.00 3.00 3.1416 7.07 5.38 3.00 3.1416 7.07
27 7.00 7.00 3.00 3.1416 7.07 6.38 3.00 3.1416 7.07
28 8.00 8.00 3.00 3.1416 7.07 7.38 3.00 3.1416 7.07
29 9.00 9.00 3.00 3.1416 7.07 8.38 3.00 3.1416 7.07
30
31 Zb End 21A End 21B Alpha Area 21 End 22A End 22B Alpha Area 22
32 0.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
33 1.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
34 2.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
35 3.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
36 4.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
37 5.00 0.38 0.38 0.9021 0.42 0.33 0.33 0.8366 0.34
38 6.00 1.38 1.38 1.9606 2.31 1.33 1.33 1.9071 2.22
39 7.00 2.38 2.00 3.1416 3.14 2.33 2.00 3.1416 3.14
40 8.00 3.38 2.00 3.1416 3.14 3.33 2.00 3.1416 3.14
41 9.00 4.38 2.00 3.1416 3.14 4.33 2.00 3.1416 3.14
42
43
44 S ee Section 1D for warning about use of this program.
45
46 See Section 1 E for additional information about this program.
47
48
49
v
C7
E ,48
S T U V W X Y Z AA
1 Seaton 1C Stormwater Routing # 5A 11/12/02
2 by Peyton N. Joyner, P. E.
3 A\RotAIC.)ds
4 Highland Village Basin # BR#1 Trial # 4 Storm 100 Yr.
5 Section 1C
6 P ipe Cross-Section Areas at Dep ths above Outlet ("B" )
7 Zb End 31A End 31B Alpha Area 31 End 32A End 32B Alpha Area 32
8 0.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
9 1.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
10 2.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
11 3.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
12 4.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
13 5.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.00000 0.00
14 6.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
15 7.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
16 8.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
17 9.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
18
19 Zb End 41A End 41 B Alpha Area 41 End 42A End 42B Alpha Area 42
20 0.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
21 1.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
22 2.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
23 3.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
24 4.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
25 5.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
26 6.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
27 7.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
28 8.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
29 9.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
30
31 Zb End 51A End 51B Alpha Area 51 End 52A End 52B Alpha Area 52
32 0.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
33 1.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
34 2.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
35 3.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
36 4.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
37 5.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
38 6.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
39 7.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
40 8.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
41 9.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
42
43
44 See Section 1D for warning about use of this program.
45
46 See Section 1E for additional information about this program.
47

49

n
AB AC AD AE AF AG AH Al AJ
1 section 1D Stormwater Routing # 5A 11/12/02
2 by Peyton N. Joyner, P. E.
3 &\Rout1 Cads
4 Highland Village Basin # BR#1 Trial # 4 Storm 100 Yr.
5
6 Total Storage Volumes at Depths above Outlet ("B")
7 Zb Pipe 1 Pipe 2 Pipe 3 Pipe 4 Pipe 5 JB's Total dTotal
8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
9 1.00 160.11 6.00 0.00 0.00 0.00 16.06 176.17 176.17
10 2.00 507.20 0.00 0.00 0.00 0.00 38.06 545.26 369.09
11 3.00 811.11 0.00 0.00 0.00 0.00 60.06 871.17 325.91
12 4.00 876
.50 0.00 0.00 0.00 0.00 82.06 958.56 87.39
13 5.00 .50
6 11.32 O.GO 0.00 O.CO 104.C6 SS1.8S 33.32
14 6.00 [j
650 67.96 0.00 0.00 0.00 126.06 1070.52 78.64
15 7.00 6.50 94.25 0.00 0.00 0.00 148.06 1118.81 48.29
16 8.00 876.50 94.25 0.00 0.00 0.00 170.06 1140.81 22.00
17 9.00 876.50 94.25 0.00 0.00 0.00 192.06 1162.81 22.00
18
19 Pipe end designations are as follows:
20 1. The first digit indicates the pipe number.
21 2. The second digit is 1 for the lower end, 2 for higher end.
22 3. A and B denote intermediate steps in solving area.
23 4. Alpha is the angle (in radians) in the equa tion to calculate the cross-sectional area
24 of a pa rtially filled pipe.
25
26 Section Section Section Section Section
27 1A 1B 1C 113 1E
28 Section Section Section Section Section
29 2A 2B 2C 2D 2E
30 Sections should be arranged as Section Section Section Section Section
31 shown at ri ght. 3A 3B 3C 3D 3E
32 Section Section Section Section Section
33 4A 4B 4C 4D 4E
34 Section Section Section Section Section
35 5A 5B 5C 5D 5E
36
37
38
39 WARNING

40 *
41 * This program is the intellectual property of Peyton N. Joyner, P. E. and may
42 not be used without permission. Any other use of this program may be sub-
43 * jest to prosecution. The user of this program is expected to be able to
44 distinguish if the results are reasonable and within program limitations. The
45 * writer accepts no liability for use of this program by others.

46
* *
47
48
49 See Section 1 E for more information about this program.

AK AL AM AN AO AP AQ AR AS
1 section 1E Stormwater Routing # 5A 11/12/02
2 by Peyton N. Joyner, P. E.
3 &\RoutiCads
4 Highland Village Basin # BR#1 Trial # 4 Storm 100 Yr.
5
6 This program is designed so that all input is entered on Section 1A. The areas for user input are
7 highlighted in blue. The orifice and weir coefficients are those commonly used but may be changed
8 by the user. Heading type information (date, filename, project name and location, storm descrip-
9 tion, Trial #, and Basin #) may be left blank as these have no effect upon the computations. This
10 information is automatically repeated on subsequent sheets so that runs for different basins, pro-
11 jects, storms, etc. may be distinguished.
-4
12
13 Results are summarized in Section 1 B (the second sheet to be printed).
14
15 H. R. Malcolm's "Chainsaw Method" is used to calculate the water levels in the "A" pond in this
16 program. Reference is made to his publication for the methods of computing the factors to be
17 entered. This program does not address the use of oversized pipes for storage in "A".
18
19 "B" consists of up to five pipes to act as storage for storm water flow leaving "A" by the transfer
20 weir or riser pipe and any flow direct to "B". In addition, any junction boxes or other structures
21 used to connect the pipes are also counted as storage. The total area (in plan view) of these
22 boxes should be entered in 136 and the average bottom elevation should be entered in 133.
23
24 "Z' is the depth of the water above the lowest outlet for each section. The appropriate sea level
25 elevations should be entered in C14 and C15.
26
27 For all orifice calculations the A column is 0 if the water level is below the invert or a calculation by
28 the notch weir formula (45 deg. Angle) if it is above the invert. The B column calculates by the ori-
29 fice formula (h to midpoint of orifice) if the water level is above 0.514 times the diameter or the re-
30 sults of Column A if it is not. The value in Column B is used for outflow from the orifice. Research
31 by the author indicates that the flows by each method are close to the same at 0.514 times the
32 diameter. This allows some flow through the orifice at low heads which is the real world case. If
33 any orifice is not present, the elevation should be entered higher than the water will reach and the
34 diameter as 0. This is to avoid division by zero within the program.
35
36 If all of the storage is in "A" without a "B", the transfer weir and riser pipe elevations should be
37 above any possible water level in "A" and at least one phantom pipe should be used in the "B" stor-
38 age. This is to prevent division by zero. Also, the direct flow to "B" shall be zero.
39
40 This program is written for English units only and should not be used with metric units. To ensure
41 that maximum conditions are covered, the dT should be adjusted so that storage in both "A" and
42 "B" are coming down for at least the last 3 or 4 time increments. To reduce the instability in the
43 calculations if the pipes are overtopped, the program will automatically drop the time increment to
44 1/4 of the value shown in F7 if the the water level (as shown in Column U of the preceding line) in
45 "B" exceeds the the elevation in H22. An initial dT of 1/20 of Tp is suggested. The dT should be
46 adjusted so that in the last 3 or 4 lines the dStorage (Column G) is negative to ensure that the
47 peak has been covered. The elevation entered in H22 should be about 0.5' below the maximum
48 pipe crown.
49
0

•
A B C D E F G H 1
50 Section 2A Stormwater Routing # 5A 11/12/02
51 by Peyton N. Joyner, P. E.
52 AnRoutlc.&
53 Highland V illage Basin # BR#1 Trial # 4 Storm 100 Yr.
54
55 Time Stora ge "A" Za Elevation "A" Orifice Flows
56 (min.) Inflow dStorage Storage (ft.) (ft.) 1A 1B 2A
57
58 0.0 0.00 0.0 0.0 0.00 463.17 0.00 0.00 0.00
59 0.4 0.01 0.0 0.0 0.00 463.17 0.00 0.00 0.00
60 0.8 0.03 0.2 0.2 0.00 463.17 0.00 0.00 0.00
61 1.2 0.07 0.8 0.9 0.00 463.17 0.00 0.00 0.00
62 1.6 0.13 1.7 2.6 0.00 463.17 0.00 0.00 0.00
63 2.0 0.20 3.0 5.6 0.00 463.17 0.00 0.00 0.00
64 2.4 0.28 4.7 10.3 0.00 463.17 0.00 0.00 0.00
65 2.8 0.38 6.8 17.1 0.00 463.17 0.00 0.00 0.00
66 3.2 0.50 9.2 26.3 0.00 463.17 0.00 0.00 0.00
67 3.6 0.63 12.0 38.3 0.00 463.17 0.00 0.00 0.00
68 4.0 0.78 15.2 53.4 0.00 463.17 0.00 0.00 0.00
69 4.4 0.94 18.7 72.1 0.01 463.18 0.00 0.00 0.00
70 4.8 1.12 22.5 94.7 0.01 463.18 0.00 0.00 0.00
71 5.2 1.31 26.8 121.4 0.01 463.18 0.00 0.00 0.00
72 5.6 1.51 31.4 152.8 0.01 463.18 0.00 0.00 0.00
73 6.0 1.73 36.3 189.1 0.02 463.19 0.00 0.00 0.00
74 6.4 1.96 41.5 230.6 0.02 463.19 0.00 0.00 0.00
75 6.8 2.21 47.1 277.7 0.02 463.19 0.00 0.00 0.00
76 7.2 2.47 53.0 330.7 0.03 463.20 0.00 0.00 0.00
77 7.6 2.74 59.2 389.9 0.03 463.20 0.00 0.00 0.00
78 8.0 3.03 65.8 455.7 0.04 463.21 0.00 0.00 0.00
79 8.4 3.32 72.6 528.3 0.04 463.21 0.00 0.00 0.00
80 8.8 3.63 79.7 608.0 0.05 463.22 0.00 0.00 0.00
81 9.2 3.95 87.1 695.2 0.06 463.23 0.00 0.00 0.00
82 9.6 4.29 94.8 790.0 0.06 463.23 0.00 0.00 0.00
83 10.0 4.63 102.8 892.8 0.07 463.24 0.00 0.00 0.00
84 10.4 4.98 111.0 1003.8 0.08 463.25 0.00 0.00 0.00
85 10.8 5.35 119.5 1123.3 0.09 463.26 0.01 0.01 0.00
86 11.2 5.72 128.1 1251.4 0.10 463.27 0.01 0.01 0.00
87 11.6 6.10 136.9 1388.3 0.11 463.28 0.01 0.02 0.00
88 12.0 6.49 146.0 1534.3 0.12 463.29 0.01 0.02 0.00
89 12.4 6.89 155.4 1689.7 0.14 463.31 0.02 0.02 0.00
90 12.8 7.30 164.9 1854.6 0.15 463.32 0.02 0.03 0.00
91 13.2 7.72 174.6 2029.2 0.16 463.33 0.03 0.03 0.00
92 13.6 8.14 184.5 2213.7 0.18 463.35 0.03 0.03 0.00
93 14.0 8.57 194.6 2408.4 0.19 463.36 0.04 0.03 0.00
94 14.4 9.01 204.9 2613.2 0.21 463.38 0.05 0.04 0.00
95 14.8 9.45 215.3 2828.5 0.23 463.40 0.06 0.04 0.00
96 15.2 9.89 225.8 3054.3 0.25 463.42 0.07 0.04 0.00
97 15.6 10.35 236.5 3290.7 0.26 463.43 0.08 0.04 0.00
98 16.0 10.80 247.2 3537.9 0.28 463.45 0.10 0.05 0.00
99 16.4 11.26 258.1 3796.0 0.30 463.47 0.12 0.05 0.00
LI
LI
U
J K L M N O P Q R
50 section 2B Stormwater Routing # 5A 11/12/02
51 by Peyton N. Joyner, P. E.
52 A\RoutlC.)ds
53 Highland V illage Basin # BR#1 Trial # 4 Storm 100 Yr.
54
55 Time "A" Orifice "A" Wei r Flows Transfer Riser Riser 1 "A" Total
56 (min.) 2B Transfer 1 h Flow h Flow Outflow
57
58 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
59 0.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
60 0.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
61 1.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
62 1.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
63 2.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
64 2.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
65 2.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
66 3.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
67 3.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
68 4.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
69 4.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
70 4.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
71 5.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
72 5.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
73 6.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
74 6.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
75 6.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
76 7.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
77 7.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
78 8.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
79 8.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
80 8.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
81 9.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
82 9.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
83 10.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
84 10.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
85 10.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01
86 11.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01
87 11.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02
88 12.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02
89 12.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02
90 12.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.03
91 13.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.03
92 13.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.03
93 14.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.03
94 14.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.04
95 14.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.04
96 15.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.04
97 15.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.04
98 16.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.05
99 16.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.05
E
E
E 98 16.0 0.99 0.99 8.91 84.48 0.48 0.48 0.48 0.48
S T U V W X Y Z AA
50 section 2C Stormwater Routing # 5A 11/12102
51 by Peyton N. Joyner, P. E.
52 A1RoutlC.)ds
53 Highland V illage Basin # BR#1 Trial # 4 Storm 100 Yr.
54
55 Time "B" Direct "B" Total Stora ge "B" Intermediate Steps to Compute Stage
56 (min.) Inflow Inflow dStorage Storage Zb1 Zb2 Zb3 Zb4
57
58 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
59 0.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
60 0.8 0.00 0.00 0.02 0.02 0.00 0.00 0.00 0.00
61 1.2 0.01 0.01 0.07 0.09 0.00 0.00 0.00 0.00
62 1.6 0.01 0.01 0.16 0.24 0.00 0.00 0.00 0.00
63 2.0 0.02 0.02 0.28 0.52 0.00 0.00 0.00 0.00
64 2.4 0.03 0.03 0.43 0.95 0.01 0.01 0.01 0.01
65 2.8 0.04 0.04 0.62 1.58 0.01 0.01 0.01 0.01
66 3.2 0.05 0.05 0.85 2.42 0.01 0.01 0.01 0.01
67 3.6 0.06 0.06 1.10 3.52 0.02 0.02 0.02 0.02
68 4.0 0.07 0.07 1.39 4.91 0.03 0.03 0.03 0.03
69 4.4 0.09 0.09 1.71 6.62 0.04 0.04 0.04 0.04
70 4.8 0.10 0.10 2.05 8.66 0.05 0.05 0.05 0.05
71 5.2 0.12 0.12 2.41 11.07 0.06 0.06 0.06 0.06
72 5.6 0.14 0.14 2.78 13.85 0.08 0.08 0.08 0.08
73 6.0 0.16 0.16 3.15 17.00 0.10 0.10 0.10 0.10
74 6.4 0.18 0.18 3.50 20.50 0.12 0.12 0.12 0.12
75 6.8 0.20 0.20 3.83 24.33 0.14 0.14 0.14 0.14
76 7.2 0.23 0.23 4.10 28.42 0.16 0.16 0.16 0.16
77 7.6 0.25 0.25 4.30 32.72 0.19 0.19 0.19 0.19
78 8.0 0.28 0.28 4.41 37.13 0.21 0.21 0.21 0.21
79 8.4 0.31 0.31 4.43 41.56 0.24 0.24 0.24 0.24
80 8.8 0.33 0.33 4.35 45.91 0.26 0.26 0.26 0.26
81 9.2 0.36 0.36 4.19 50.09 0.28 0.28 0.28 0.28
82 , 9.6 0.39 0.39 3.96 54.05 0.31 0.31 0.31 0.31
83 10.0 0.43 0.43 3.69 57.75 0.33 0.33 0.33 0.33
84 10.4 0.46 0.46 3.41 61.16 0.35 0.35 0.35 0.35
85 10.8 0.49 0.49 3.14 64.30 0.36 0.36 0.36 0.36
86 11.2 0.53 0.53 2.90 67.20 0.38 0.38 0.38 0.38
87 11.6 0.56 0.56 2.68 69.88 0.40 0.40 0.40 0.40
88 12.0 0.60 0.60 2.50 72.38 0.41 0.41 0.41 0.41
89 12.4 0.64 0.64 2.36 74.74 0.42 0.42 0.42 0.42
90 12.8 0.67 0.67 2.24 76.99 0.44 0.44 0.44 0.44
91 13.2 0.71 0.71 -1.82 75.17 0.43 0.43 0.43 0.43
92 13.6 0.75 0.75 3.88 79.05 0.45 0.45 0.45 0.45
93 14.0 0.79 0.79 -4.55 74.50 0.42 0.42 0.42 0.42
94 14.4 0.83 0.83 6.05 80.55 0.46 0.46 0.46 0.46
95 14.8 0.87 0.87 -5.47 75.09 0.43 0.43 0.43 0.43
96 15.2 0.91 0.91 7.74 82.82 0.47 0.47 0.47 0.47
97 15.6 0.95 0.95 -7.26 75.57 0.43 0.43 0.43 0.43

99 16.4 1.04 1.04 -7.71 76.77 0.44 0.44 0.44 0.44
C7
C]
E
AB AC AD AE AF AG AH Al AJ
50 section 2D Stormwater Routing # 5A 11/12/02
51 by Peyton N. Joyner, P. E.
52 &\Routic.)ds
53 Highland V illage Basin # BR#1 Trial # 4 Storm 100 Yr.
54
55 Time Inter. Steps to Compute S tage Stage Elevation "B" Orifice Flows
56 (min.) Zb5 Zb6 Zb7 Zb8 "B" (ft.) "B" (ft.) 1A 1 B
57
58 0.0 0.00 0.00 0.00 0.00 0.00 451.58 0.00 0.00
59 0.4 0.00 0.00 0.00 0.00 0.00 451.58 0.00 0.00
60 0.8 0.00 0.00 0.00 0.00 0.00 451.58 0.00 0.00
61 1.2 0.00 0.00 0.00 0.00 0.00 451.58 0.00 0.00
62 1.6 0.00 0.00 0.00 0.00 0.00 451.58 0.00 0.00
63 2.0 0.00 0.00 0.00 0.00 0.00 451.58 0.00 0.00
64 2.4 0.01 0.01 0.01 0.01 0.01 451.59 0.00 0.00
65 2.8 0.01 0.01 0.01 0.01 0.01 451.59 0.00 0.00
66, 3.2 0.01 0.01 0.01 0.01 0.01 451.59 0.00 0.00
67 3.6 0.02 0.02 0.02 0.02 0.02 451.60 0.00 0.00
68 4.0 0.03 0.03 0.03 0.03 0.03 451.61 0.00 0.00
69 4.4 0.04 0.04 0.04 0.04 0.04 451.62 0.00 0.00
70 4.8 0.05 0.05 0.05 0.05 0.05 451.63 0.00 0.00
71 5.2 0.06 0.06 0.06 0.06 0.06 451.64 0.00 0.00
72 5.6 0.08 0.08 0.08 0.08 0.08 451.66 0.00 0.00
73 6.0 0.10 0.10 0.10 0.10 0.10 451.68 0.01 0.01
74 6.4 0.12 0.12 0.12 0.12 0.12 451.70 0.01 0.01
75 6.8 0.14 0.14 0.14 0.14 0.14 451.72 0.02 0.02
76 7.2 0.16 0.16 0.16 0.16 0.16 451.74 0.02 0.02
77 7.6 0.19 0.19 0.19 0.19 0.19 451.77 0.03 0.03
78 8.0 0.21 0.21 0.21 0.21 0.21 451.79 0.05 0.05
79 8.4 0.24 0.24 0.24 0.24 0.24 451.82 0.06 0.06
80 8.8 0.26 0.26 0.26 0.26 0.26 451.84 0.08 0.08
81 9.2 0.28 0.28 0.28 0.28 0.28 451.86 0.10 0.10
82 9.6 0.31 0.31 0.31 0.31 0.31 451.89 0.12 0.12
83 10.0 0.33 0.33 0.33 0.33 0.33 451.91 0.14 0.14
84 10.4 0.35 0.35 0.35 0.35 0.35 451.93 0.16 0.16
85 10.8 0.36 0.36 0.36 0.36 0.36 451.94 0.19 0.19
86 11.2 0.38 0.38 0.38 0.38 0.38 451.96 0.21 0.21
87 11.6 0.40 0.40 0.40 0.40 0.40 451.98 0.23 0.23
88 12.0 0.41 0.41 0.41 0.41 0.41 451.99 0.25 0.25
89 12.4 0.42 0.42 0.42 0.42 0.42 452.00 0.27 0.27
90 12.8 0.44 0.44 0.44 0.44 0.44 452.02 0.29 0.37
91 13.2 0.43 0.43 0.43 0.43 0.43 452.01 0.27 0.27
92 13.6 0.45 0.45 0.45 0.45 0.45 452.03 0.31 0.47
93 14.0 0.42 0.42 0.42 0.42 0.42 452.00 0.27 0.27
94 14.4 0.46 0.46 0.46 0.46 0.46 452.04 0.33 0.53
95 14.8 0.43 0.43 0.43 0.43 0.43 452.01 0.27 0.27
96 15.2 0.47 0.47 0.47 0.47 0.47 452.05 0.35 0.61
97 15.6 0.43 0.43 0.43 0.43 0.43 452.01 0.28 0.29
98 16.0 0.48 0.48 0.48 0.48 0.48 452.06 0.37 0.66
99 16.4 0.44 0.44 0.44 0.44 0.44 452.02 0.29 0.36

v
AK AL AM AN AO AP ATAR AS
50 Section 2E Stormwater Routing # 5A 11/12/02
51 by Peyton N. Joyner, P. E.
52 A:\Routl C.)ds
53 Highland V illage Basin # BR#1 Trial # 4 Storm 100 Yr.
54
55 Time " B" Orifice Fl ows (Cont'd ) "B" Wei r Flows "B" Total System
56 (min.) 2A 2B 3A 3B 1 2 Outflow Total Out
57
58 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
59 0.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
60 0.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
61 1.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
62 1.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
63 2.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
64 2.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
65 2.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
66 3.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
67 3.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
68 4.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
69 4.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
70 4.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
71 5.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
72 5.6 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01
73 6.0 0.00 0.01 0.00 0.00 0.00 0.00 0.01 0.01
74 6.4 0.00 0.01 0.00 0.00 0.00 0.00 0.02 0.02
75 6.8 0.00 0.02 0.00 0.00 0.00 0.00 0.03 0.03
76 7.2 0.00 0.02 0.00 0.00 0.00 0.00 0.05 0.05
77 7.6 0.00 0.03 0.00 0.00 0.00 0.00 0.07 0.07
78 8.0 0.00 0.05 0.00 0.00 0.00 0.00 0.09 0.09
79 8.4 0.00 0.06 0.00 0.00 0.00 0.00 0.12 0.13
80 8.8 0.00 0.08 0.00 0.00 0.00 0.00 0.16 0.16
81 9.2 0.00 0.10 0.00 0.00 0.00 0.00 0.20 0.20
82 9.6 0.00 0.12 0.00 0.00 0.00 0.00 0.24 0.24
83 10.0 0.00 0.14 0.00 0.00 0.00 0.00 0.28 0.29
84 10.4 0.00 0.16 0.00 0.00 0.00 0.00 0.33 0.33
85 10.8 0.00 0.19 0.00 0.00 0.00 0.00 0.37 0.38
86 11.2 0.00 0.21 0.00 0.00 0.00 0.00 0.42 0.43
87 11.6 0.00 0.23 0.00 0.00 0.00 0.00 0.46 0.48
88 12.0 0.00 0.25 0.00 0.00 0.00 0.00 0.50 0.52
89 12.4 0.00 0.27 0.00 0.00 0.00 0.00 0.54 0.57
90 12.8 0.00 0.37 0.00 0.00 0.00 0.00 0.75 0.78
91 13.2 0.00 0.27 0.00 0.00 0.00 0.00 0.55 0.58
92 13.6 0.00 0.47 0.00 0.00 0.00 0.00 0.94 0.97
93 14.0 0.00 0.27 0.00 0.00 0.00 0.00 0.54 0.57
94 14.4 0.00 0.53 0.00 0.00 0.00 0.00 1.06 1.09
95 14.8 0.00 0.27 0.00 0.00 0.00 0.00 0.55 0.59
96 15.2 0.00 0.61 0.00 0.00 0.00 0.00 1.21 1.26
97 15.6 0.00 0.29 0.00 0.00 0.00 0.00 0.58 0.63
98 16.0 0.00 0.66 0.00 0.00 0.00 0.00 1.32 1.36
99 16.4 0.00 0.36 0.00 0.00 0.00 0.00 0.73 0.77
v

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A B C D E F G H 1
100 Section 3A Stormwater Routing # 5A 11/12/02
101 by Peyton N. Joyner, P. E.
102 &\RoutlC-&
103 Highland V illage Basin # BR#1 Trial # 4 Storm 100 Yr.
104
105 Time W Storag e "N' Za Elevation "A" Orifice Flows
106 (min.) Inflow dStorage Sforage 1A 1B 2A
107
108 16.8 11.72 269.0 4065.1 0.32 463.49 0.14 0.05 0.00
109 17.2 12.19 280.1 4345.2 0.35 463.52 0.16 0.05 0.00
110 17.6 12.65 291.2 4636.3 0.37 463.54 0.19 0.06 0.00
111 18.0 13.12 302.3 4938.6 0.39 463.56 0.22 0.06 0.00
112 18.4 13.59 313.5 5252.1 0.42 463.59 0.26 0.06 0.00
113 18.8 14.06 324.7 5576.8 0.44 463.61 0.30 0.06 0.00
114 19.2 14.53 335.9
5912.8
0.47
463.64
0.35
0.07
0.00
115 19.6 15.00 .2
347 6259.9 0.50 463.67 0.40 0.07 0.00
116 20.0 15.47 358.4 6618.3 0.52 463.69 0.46 0.07 0.00
117 20.4 15.93 369.5 6987.8 0.55 463.72 0.53 0.07 0.00
118 20.8 16.40 380.7 7368.5 0.58 463.75 0.60 0.07 0.00
119 21.2 16.86 391.8 7760.3 0.61 463.78 0.68 0.08 0.00
120 21.6 17.32 402.8 8163.1 0.64 463.81 0.77 0.08 0.00
121 22.0 17.77 413.8 8576.9 0.68 463.85 0.87 0.08 0.00
122 22.4 18.23 424.6 9001.6 0.71 463.88 0.98 0.08 0.00
123 22.8 18.67 435.4 9437.0 0.74 463.91 1.10 0.09 0.00
124 23.2 19.11 446.1 9883.1 0.78 463.95 1.23 0.09 0.00
125 23.6 19.55 456.6 10339.7 0.81 463.98 1.38 0.09 0.00
126 24.0 19.98 467.0 10806.7 0.85 464.02 1.53 0.09 0.00
127 , 24.4 20.40 476.3 11283.0 0.89 464.06 1.71 0.09 0.00
128 24.8 20.82 482.6 11765.6 0.92 464.09 1.89 0.10 0.00
129 25.2 21.23 487.0 12252.6 0.96 464.13 2.09 0.10 0.00
130 25.6 21.63 490.0 12742.6 1.00 464.17 2.30 0.10 0.00
131 26.0 22.02 491.6 13234.2 1.04 464.21 2.52 0.10 0.00
132 26.4 22.40 492.1 13726.3 1.07 464.24 2.76 0.10 0.00
133 26.8 22.77 491.5 14217.8 1.11 464.28 3.01 0.11 0.00
134 27.2 23.14 489.9 14707.7 1.15 464.32 3.27 0.11 0.00
135 27.6 23.49 487.4 15195.0 1.19 464.36 3.54 0.11 0.00
136 28.0 23.83 484.0 15679.0 1.22 464.39 3.83 0.11 0.00
137 28.4 24.17 479.8 16158.9 1.26 464.43 4.12 0.11 0.00
138 28.8 24.49 474.9 16633.8 1.30 464.47 4.43 0.12 0.00
139 29.2 24.80 469.4 17103.2 1.33 464.50 4.74 0.12 0.00
140 29.6 25.09 463.1 17566.3 1.37 464.54 5.06 0.12 0.00
141 30.0 25.38 456.3 18022.6 1.40 464.57 5.39 0.12 0.00
142 30.4 25.65 449.0 18471.6 1.44 464.61 5.73 0.12 0.00
143 30.8 25.91 441.2 18912.8 1.47 464.64 6.07 0.12 0.00
144 31.2 26.16 479.9 19392.7 1.51 464.68 6.45 0.13 0.00
145 31.6 26.39 481.9 19874.6 1.55 464.72 6.86 0.13 0.00
146 32.0 26.61 483.6 20358.2 1.58 464.75 7.27 0.13 0.00
147 32.4 26.81 485.1 20843.3 1.62 464.79 7.71 0.13 0.00
148 32.8 27.00 486.3 21329.6 1.66 464.83 8.15 0.13 0.00
149 33.2 27.18 487.3 21816.9 1.69 464.86 8.62 0.13 0.00
E
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J K L M N O P Q R
100 Section 3B Stormwater Routing # 5A 11/12/02
101 by Peyton N. Joyner, P. E.
102 A:\Rout1 c.)ds
103, Highland V illage Basin # BR#1 Trial # 4 Storm 100 Yr.
104
105 Time "A" Orifice "A" Wei r Flows Transfer Riser Riser 1 "A" Total
106 (min.) 2B Transfer 1 h Flow h Flow Outflow
107
108 16.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.05
109 17.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.05
110 17.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.06
111 18.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.06
112 18.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.06
113 18.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.06
114 19.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.07
115 19.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.07
116 20.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.07
117 20.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.07
118 20.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.07
119 21.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.08
120 21.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.08
121 22.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.08
122 22.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.08
123 22.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.09
124 23.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.09
125 23.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.09
126 24.0 0.00 0.00 0.00 0.02 0.04 0.00 0.00 0.13
127 24.4 0.00 0.00 0.00 0.06 0.20 0.00 0.00 0.29
128 24.8 0.00 0.00 0.00 0.09 0.43 0.00 0.00 0.52
129 25.2 0.00 0.00 0.00 0.13 0.71 0.00 0.00 0.81
130 25.6 0.00 0.00 0.00 0.17 1.04 0.00 0.00 1.14
131 26.0 0.00 0.00 0.00 0.21 1.41 0.00 0.00 1.51
132 26.4 0.00 0.00 0.00 0.24 1.82 0.00 0.00 1.92
133 26.8 0.00 0.00 0.00 0.28 2.26 0.00 0.00 2.36
134 27.2 0.00 0.00 0.00 0.32 2.72 0.00 0.00 2.83
135 27.6 0.00 0.00 0.00 0.36 3.21 0.00 0.00 3.32
136 28.0 0.00 0.00 0.00 0.39 3.73 0.00 0.00 3.84
137 28.4 0.00 0.00 0.00 0.43 4.26 0.00 0.00 4.38
138 28.8 0.00 0.00 0.00 0.47 4.82 0.00 0.00 4.93
139 29.2 0.00 0.00 0.00 0.50 5.38 0.00 0.00 5.50
140 29.6 0.00 0.00 0.00 0.54 5.96 0.00 0.00 6.08
141 30.0 0.00 0.00 0.00 0.57 6.55 0.00 0.00 6.67
142 30.4 0.00 0.00 0.00 0.61 7.15 0.00 0.00 7.27
143 30.8 0.00 0.00 0.00 0.64 5.79 0.00 0.00 5.91
144 31.2 0.00 0.00 0.00 0.68 5.95 0.00 0.00 6.08
145 31.6 0.00 0.00 0.00 0.72 6.11 0.00 0.00 6.24
146 32.0 0.00 0.00 0.00 0.75 6.27 0.00 0.00 6.40
147 32.4 0.00 0.00 0.00 0.79 6.42 0.00 0.00 6.55
148 32.8 0.00 0.00 0.00 0.83 6.57 0.00 0.00 6.70
149 33.2 0.00 0.00 0.00 0.86 6.72 0.00 0.00 6.85
C
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C]
S T U V W X Y Z AA
100 Section X Stormwater Routing # 5A 11/12/02
101 by Peyton N. Joyner, P. E.
102 A\Routlc.)ds
103 Highland V illage Basin # BR#1 Trial # 4 Storm 100 Yr.
104
105 Time "B" Direct "B" Total Stora ge "B" Intermediate Steps to Compute Stage
106 (min.) Inflow Inflow dStorage Storage Zb1 Zb2 Zb3 Zb4
107
108 16.8 1.08 1.08 7.48 84.25 0.48 0.48 0.48 0.48
109 17.2 1.12 1.12 -5.35 78.90 0.45 0.45 0.45 0.45
110 17.6 1.17 1.17 4.68 83.59 0.47 0.47 0.47 0.47
111 18.0 1.21 1.21 -2.31 81.27 0.46 0.46 0.46 0.46
112 18.4 1.25 1.25 2.38 83.66 0.47 0.47 0.47 0.47
113 18.8 1.30 1.30 -0.35 83.31 0.47 0.47 0.47 0.47
114 19.2 1.34 1.34 1.21 84.52 0.48 0.48 0.48 0.48
115 19.6 1.38 1.38 0.48 85.00 0.48 0.48 0.48 0.48
116 20.0 1.42 1.42 0.84 85.84 0.49 0.49 0.49 0.49
117 20.4 1.47 1.47 0.72 86.56 0.49 0.49 0.49 0.49
118 20.8 1.51 1.51 0.80 87.36 0.50 0.50 0.50 0.50
119 21.2 1.55 1.55 0.80 88.16 0.50 0.50 0.50 0.50
120 21.6 1.60 1.60 0.82 88.97 0.51 0.51 0.51 0.51
121 22.0 1.64 1.64 0.83 89.81 0.51 0.51 0.51 0.51
122 22.4 1.68 1.68 0.85 90.66 0.51 0.51 0.51 0.51
123, 22.8 1.72 1.72 0.86 91.52 0.52 0.52 0.52 0.52
124 23.2 1.76 1.76 0.88 92.40 0.52 0.52 0.52 0.52
125 23.6 1.80 1.80 0.89 93.29 0.53 0.53 0.53 0.53
126 24.0 1.84 1.88 0.90 94.18 0.53 0.53 0.53 0.53
127 24.4 1.88 2.08 1.85 96.03 0.55 0.55 0.55 0.55
128 24.8 1.92 2.35 4.72 100.75 0.57 0.57 0.57 0.57
129 , 25.2 1.95 2.67 6.65 107.40 0.61 0.61 0.61 0.61
130 25.6 1.99 3.03 8.65 116.06 0.66 0.66 0.66 0.66
131 26.0 2.03 3.44 10.81 126.86 0.72 0.72 0.72 0.72
132 26.4 2.06 3.88 13.15 140.01 0.79 0.79 0.79 0.79
133 26.8 2.10 4.35 15.68 155.69 0.88 0.88 0.88 0.88
134 27.2 2.13 4.85 18.38 174.07 0.99 0.99 0.99 0.99
135 , 27.6 2.16 5.38 21.25 195.32 1.11 1.11 1.11 1.11
136 28.0 2.20 5.92 24.28 219.60 1.25 1.25 1.25 1.25
137 28.4 2.23 6.49 27.43 247.03 1.40 1.40 1.40 1.40
138 28.8 2.26 7.07 30.69 277.71 1.58 1.58 1.58 1.58
139 29.2 2.28 7.67 34.04 311.75 1.77 1.77 1.77 1.77
140 , 29.6 2.31 8.27 37.46 349.21 1.98 1.98 1.98 1.98
141 30.0 2.34 8.89 40.92 390.13 2.21 2.21 2.21 2.21
142 30.4 2.36 9.51 44.40 434.53 2.47 2.47 2.47 2.47
143 30.8 2.39 8.18 47.89 482.41 2.74 2.74 2.74 2.74
144 31.2 2.41 8.36 4.29 486.70 2.76 2.76 2.76 2.76
145 , 31.6 2.43 8.54 7.74 494.44 2.81 2.81 2.81 2.81
146 32.0 2.45 8.72 10.29 504.73 2.86 2.86 2.86 2.86
147 32.4 2.47 8.89 12.15 516.88 2.93 2.93 2.93 2.93
148 32.8 2.49 9.06 13.50 530.38 3.01 3.01 3.01 3.01
149 33.2 2.50 9.22 14.49 544.87 3.09 3.09 3.09 3.09
v
C
E,
AB AC AD AE AF AG AH Al AJ
100 section 3D Storrnwater Routing # 5A 11/12/02
101 by Peyton N. Joyner, P. E.
102 AV2outlc.)ds
103 Highland V illage Basin # BR#1 Trial # 4 Storm 100 Yr.
104
105 Time Inter. Steps to Compute Stage Stage Elevation "B" Orifice Flows
106 (min.) Zb5 Zb6 Zb7 Zb8 "B" (ft.) "B" (ft.) 1A 1B
107
108 16.8 0.48 0.48 0.48 0.48 0.48 452.06 0.37 0.65
109 17.2 0.45 0.45 0.45 0.45 0.45 452.03 0.31 0.46
110 17.6 0.47 0.47 0.47 0.47 0.47 452.05 0.36 0.63
111 18.0 0.46 0.46 0.46 0.46 0.46 452.04 0.33 0.55
112 18.4 0.47 0.47 0.47 0.47 0.47 452.05 0.36 0.63
113 18.8 0.47 0.47 0.47 0.47 0.47 452.05 0.36 0.62
114 19.2 0.48 0.48 0.48 0.48 0.48 452.06 0.37 0.66
115 19.6 0.48 0.48 0.48 0.48 0.48 452.06 0.37 0.67
116 20.0 0.49 0.49 0.49 0.49 0.49 452.07 0.38 0.70
117 20.4 0.49 0.49 0.49 0.49 0.49 452.07 0.39 0.72
118 20.8 0.50 0.50 0.50 0.50 0.50 452.08 0.40 0.74
119 21.2 0.50 0.50 0.50 0.50 0.50 452.08 0.41 0.76
120 21.6 0.51 0.51 0.51 0.51 0.51 452.09 0.42 0.78
121 22.0 0.51 0.51 0.51 0.51 0.51 452.09 0.43 0.80
122 22.4 0.51 0.51 0.51 0.51 0.51 452.09 0.44 0.82
123 22.8 0.52 0.52 0.52 0.52 0.52 452.10 0.45 0.84
124 23.2 0.52 0.52 0.52 0.52 0.52 452.10 0.46 0.86
125 23.6 0.53 0.53 0.53 0.53 0.53 452.11 0.47 0.88
126 24.0 0.53 0.53 0.53 0.53 0.53 452.11 0.48 0.90
127 24.4 0.55 0.55 0.55 0.55 0.55 452.13 0.51 0.94
128 24.8 0.57 0.57 0.57 0.57 0.57 452.15 0.57 1.03
129 25.2 0.61 0.61 0.61 0.61 0.61 452.19 0.67 1.15
130 25.6 0.66 0.66 0.66 0.66 0.66 452.24 0.81 1.29
131 26.0 0.72 0.72 0.72 0.72 0.72 452.30 1.02 1.45
132 26.4 0.79 0.79 0.79 0.79 0.79 452.37 1.30 1.61
133 26.8 0.88 0.88 0.88 0.88 0.88 452.46 1.70 1.79
134 27.2 0.99 0.99 0.99 0.99 0.99 452.57 2.24 1.98
135 27.6 1.11 1.11 1.11 1.11 1.11 452.69 2.99 2.18
136 28.0 1.25 1.25 1.25 1.25 1.25 452.83 4.01 2.39
137 28.4 1.40 1.40 1.40 1.40 1.40 452.98 5.38 2.61
138 28.8 1.58 1.58 1.58 1.58 1.58 453.16 7.21 2.83
139 29.2 1.77 1.77 1.77 1.77 1.77 453.35 9.62 3.05
140 29.6 1.98 1.98 1.98 1.98 1.98 453.56 12.78 3.28
141 30.0 2.21 2.21 2.21 2.21 2.21 453.79 16.85 3.52
142 30.4 2.47 2.47 2.47 2.47 2.47 454.05 22.07 3.76
143 30.8 2.74 2.74 2.74 2.74 2.74 454.32 28.66 4.00
144 31.2 2.76 2.76 2.76 2.76 2.76 454.34 29.30 4.02
145 31.6 2.81 2.81 2.81 2.81 2.81 454.39 30.48 4.06
146 32.0 2.86 2.86 2.86 2.86 2.86 454.44 32.09 4.11
147 32.4 2.93 2.93 2.93 2.93 2.93 454.51 34.05 4.16
148 32.8 3.01 3.01 3.01 3.01 3.01 454.59 36.32 4.23
149 33.2 3.09 3.09 3.09 3.09 3.09 454.67 38.85 4.29
n
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0
AK AL AM AN AO AP AQ AR AS
100 section 3E Stormwater Routing # 5A 11/12/02
101 by Peyton N. Joyner, P. E.
102 AA\Routic.)ds
103, Highland V illage Basin # BR#1 Trial # 4 Storm 100 Yr.
104
105 Time "B" Orifice F lows (Cont'd) "B" We ir Flows "B" Total System
106 (min.) 2A 2B 3A 3B 1 2 Outflow Total Out
107
108 16.8 0.00 0.65 0.00 0.00 0.00 0.00 1.30 1.35
109 17.2 0.00 0.46 0.00 0.00 0.00 0.00 0.93 0.98
110 17.6 0.00 0.63 0.00 0.00 0.00 0.00 1.26 1.32
111 18.0 0.00 0.55 0.00 0.00 0.00 0.00 1.11 1.17
112 18.4 0.00 0.63 0.00 0.00 0.00 0.00 1.27 1.33
113 18.8 0.00 0.62 0.00 0.00 0.00 0.00 1.24 1.31
114 19.2 0.00 0.66 0.00 0.00 0.00 0.00 1.32 1.38
115 19.6 0.00 0.67 0.00 0.00 0.00 0.00 1.35 1.41
116 20.0 0.00 0.70 0.00 0.00 0.00 0.00 1.39 1.46
117 20.4 0.00 0.72 0.00 0.00 0.00 0.00 1.43 1.51
118 20.8 0.00 0.74 0.00 0.00 0.00 0.00 1.48 1.55
119 21.2 0.00 0.76 0.00 0.00 0.00 0.00 1.52 1.60
120 21.6 0.00 0.78 0.00 0.00 0.00 0.00 1.56 1.64
121 22.0 0.00 0.80 0.00 0.00 0.00 0.00 1.60 1.68
122 22.4 0.00 0.82 0.00 0.00 0.00 0.00 1.64 1.73
123 22.8 0.00 0.84 0.00 0.00 0.00 0.00 1.68 1.77
124 23.2 0.00 0.86 0.00 0.00 0.00 0.00 1.72 1.81
125 23.6 0.00 0.88 0.00 0.00 0.00 0.00 1.76 1.85
126 24.0 0.00 0.90 0.00 0.00 0.00 0.00 1.80 1.89
127 24.4 0.00 0.94 0.00 0.00 0.00 0.00 1.88 1.98
128 24.8 0.00 1.03 0.00 0.00 0.00 0.00 2.07 2.16
129 25.2 0.00 1.15 0.00 0.00 0.00 0.00 2.31 2.40
130 25.6 0.00 1.29 0.00 0.00 0.00 0.00 2.58 2.68
131 26.0 0.00 1.45 0.00 0.00 0.00 0.00 2.89 2.99
132 26.4 0.00 1.61 0.00 0.00 0.00 0.00 3.23 3.33
133 26.8 0.00 1.79 0.00 0.00 0.00 0.00 3.59 3.69
134 27.2 0.00 1.98 0.00 0.00 0.00 0.00 3.97 4.08
135 27.6 0.00 2.18 0.00 0.00 0.00 0.00 4.37 4.48
136 28.0 0.00 2.39 0.00 0.00 0.00 0.00 4.78 4.89
137 28.4 0.00 2.61 0.00 0.00 0.00 0.00 5.21 5.32
138 28.8 0.00 2.83 0.00 0.00 0.00 0.00 5.65 5.77
139 29.2 0.00 3.05 0.00 0.00 0.00 0.00 6.11 6.22
140 29.6 0.00 3.28 0.00 0.00 0.00 0.00 6.57 6.69
141 30.0 0.00 3.52 0.00 0.00 0.00 0.00 7.04 7.16
142 30.4 0.00 3.76 0.00 0.00 0.00 0.00 7.52 7.64
143 30.8 0.00 4.00 0.00 0.00 0.00 0.00 8.00 8.12
144 31.2 0.00 4.02 0.00 0.00 0.00 0.00 8.04 8.17
145 31.6 0.00 4.06 0.00 0.00 0.00 0.00 8.11 8.24
146 32.0 0.00 4.11 0.00 0.00 0.00 0.00 8.21 8.34
147 32.4 0.00 4.16 0.00 0.00 0.00 0.00 8.33 8.46
148 32.8 0.00 4.23 0.00 0.00 0.00 0.00 8.45 8.59
1149 , 33.2 0.00 4.29 0.00 0.00 0.00 0.00 8.59 8.72
11 174, 40.0 27.84 457.7 29961.0 2.31 465.48 18.79 0.16 0.00

A B C D E F G H I
150 Section 4A Stormwater Routing # 5A 11/12/02
151 by Peyton N. Joyner, P. E.
152 A%Routi C.)ds
153 Highland V illage Basin # BR#1 Trial # 4 Storm 100 Yr.
154
155 Time "A" Stora ge "A" Za Elevation "A" Orifice Flows
156 (min.) Inflow dStorage Storage (ft.) "A" (ft.) 1A 1B 2A
157
158 33.6 27.34 487.9 22304.8 1.73 464.90 9.10 0.13 0.00
159 34.0 27.49 488.3 22793.1 1.77 464.94 9.60 0.14 0.00
160 34.4 27.62 488.5 23281.6 1.81 464.98 10.11 0.14 0.00
161, 34.8 27.74 488.3 23769.9 1.84 465.01 10.64 0.14 0.00
162 35.2 27.84 487.8 24257.7 1.88 465.05 11.19 0.14 0.00
163 35.6 27.92 487.0 24744.7 1.92 465.09 11.75 0.14 0.00
164 36.0 27.99 485.9 25230.7 1.95 465.12 12.32 0.14 0.00
165 36.4 28.05 484.5 25715.2 1.99 465.16 12.91 0.14 0.00
166 36.8 28.09 482.8 26198.0 2.03 465.20 13.51 0.15 0.00
167 37.2 28.11 480.8 26678.8 2.06 465.23 14.13 0.15 0.00
168 37.6 28.12 478.5 27157.3 2.10 465.27 14.76 0.15 0.00
169 38.0 28.11 475.8 27633.1 2.14 465.31 15.41 0.15 0.00
170 38.4 28.09 472.8 28105.9 2.17 465.34 16.06 0.15 0.00
171 38.8 28.05 469.5 28575.5 2.21 465.38 16.73 0.15 0.00
172 39.2 27.99 465.9 29041.3 2.24 465.41 17.41 0.15 0.00
173 39.6 27.92 461.9 29503.3 2.28 465.45 18.10 0.16 0.00

175 40.4 27.74 453.1 30414.1 2.35 465.52 19.50 0.16 0.00
176 40.8 27.62 447.1 30861.2 2.38 465.55 20.21 0.16 0.00
177 41.2 27.49 437.4 31298.6 2.41 465.58 20.92 0.16 0.00
178 41.6 27.34 425.7 31724.3 2.45 465.62 21.63 0.16 0.00
179 42.0 27.18 412.5 32136.8 2.48 465.65 22.33 0.16 0.00
180 42.4 27.00 398.3 32535.1 2.51 465.68 23.01 0.16 0.00
181 42.8 26.81 383.2 32918.2 2.54 465.71 23.68 0.16 0.00
182 43.2 26.61 367.4 33285.7 2.57 465.74 24.34 0.17 0.00
183 43.6 26.39 351.2 33636.8 2.59 465.76 24.97 0.17 0.00
184 44.0 26.16 334.6 33971.4 2.62 465.79 25.59 0.17 0.00
185 44.4 25.91 317.7 34289.1 2.64 465.81 26.18 0.17 0.00
186 44.8 25.65 300.7 34589.8 2.66 465.83 26.75 0.17 0.00
187 , 45.2 25.38 283.6 34873.4 2.69 465.86 27.29 0.17 0.00
188 45.6 25.09 266.6 35140.0 2.71 465.88 27.81 0.17 0.00
189 46.0 24.80 249.6 35389.7 2.72 465.89 28.29 0.17 0.00
190 46.4 24.49 232.8 35622.5 2.74 465.91 28.75 0.17 0.00
191 46.8 24.17 216.2 35838.6 2.76 465.93 29.18 0.17 0.00
192 47.2 23.87 199.8 36038.4 2.77 465.94 29.59 0.17 0.00
193 47.6 23.54 184.4 36222.8 2.79 465.96 29.96 0.17 0.00
194 48.0 23.21 168.8 36391.6 2.80 465.97 30.30 0.17 0.00
195 48.4 22.90 154.0 36545.6 2.81 465.98 30.62 0.17 0.00
196 48.8 22.58 139.8 36685.4 2.82 465.99 30.91 0.17 0.00
197 , 49.2 22.27 126.3 36811.7 2.83 466.00 31.17 0.17 0.00
198 49.6 21.97 113.3 36925.0 2.84 466.01 31.41 0.17 0.00
199 50.0 21.66 101.1 37026.1 2.85 466.02 31.62 0.17 0.00

J K L M N O P Q R
150 section 4B Stormwater Routing # 5A 11/12/02
151 by Peyton N. Joyner, P. E.
152 A\Routl C.)ds
153 Highland V illage Basin # BR#1 Trial # 4 Storm 100 Yr.
154
155 Time "A" Orifice "A" Weir Flows Transfer Riser Riser 1 "A" Total
156 (min.) 2B Transfer 1 h Flow h Flow Outflow
157 "A"
158 33.6 0.00 0.00 0.00 0.90 6.86 0.00 0.00 6.99
159 34.0 0.00 0.00 0.00 0.94 7.00 0.00 0.00 7.14
160 34.4 0.00 0.00 0.00 0.98 7.14 0.00 0.00 7.28
161, 34.8 0.00 0.00 0.00 1.01 7.27 0.00 0.00 7.41
162 35.2 0.00 0.00 0.00 1.05 7.40 0.00 0.00 7.55
163 35.6 0.00 0.00 0.00 1.09 7.53 0.00 0.00 7.68
164 36.0 0.00 0.00 0.00 1.12 7.66 0.00 0.00 7.81
165 36.4 0.00 0.00 0.00 1.16 7.79 0.00 0.00 7.93
166 36.8 0.00 0.00 0.00 1.20 7.91 0.00 0.00 8.05
167 37.2 0.00 0.00 0.00 1.23 8.03 0.00 0.00 8.18
168 37.6 0.00 0.00 0.00 1.27 8.15 0.00 0.00 8.29
169 38.0 0.00 0.00 0.00 1.31 8.26 0.00 0.00 8.41
170 38.4 0.00 0.00 0.00 1.34 8.37 0.00 0.00 8.53
171 38.8 0.00 0.00 0.00 1.38 8.48 0.00 0.00 8.64
172 39.2 0.00 0.00 0.00 1.41 8.59 0.00 0.00 8.75
173 39.6 0.00 0.00 0.00 1.45 8.70 0.00 0.00 8.85
174 40.0 0.00 0.00 0.00 1.48 8.80 0.00 0.00 8.96
175 40.4 0.00 0.00 0.00 1.52 8.90 0.02 0.05 9.11
176 40.8 0.00 0.00 0.00 1.55 9.00 0.05 0.23 9.40
177 41.2 0.00 0.00 0.00 1.58 9.10 0.08 0.49 9.75
178 41.6 0.00 0.00 0.00 1.62 9.19 0.12 0.80 10.15
179 42.0 0.00 0.00 0.00 1.65 9.28 0.15 1.14 10.59
180 42.4 0.00 0.00 0.00 1.68 9.36 0.18 1.51 11.04
181 42.8 0.00 0.00 0.00 1.71 9.44 0.21 1.90 11.50
182 43.2 0.00 0.00 0.00 1.74 9.52 0.24 2.29 11.98
183 43.6 0.00 0.00 0.00 1.76 9.59 0.26 2.69 12.45
184 44.0 0.00 0.00 . 0.00 1.79 9.66 0.29 3.09 12.92
185 44.4 0.00 0.00 0.00 1.81 9.73 0.31 3.49 13.38
186 44.8 0.00 0.00 0.00 1.83 9.79 0.33 3.88 13.83
187 45.2 0.00 0.00 0.00 1.86 9.84 0.36 4.26 14.27
188 45.6 0.00 0.00 0.00 1.88 9.90 0.38 4.62 14.69
189 46.0 0.00 0.00 0.00 1.89 9.95 0.39 4.98 15.10
190 46.4 0.00 0.00 0.00 1.91 9.99 0.41 5.32 15.48
191 46.8 0.00 0.00 0.00 1.93 10.04 0.43 5.63 15.84
192 47.2 0.00 0.00 0.00 1.94 10.08 0.44 5.94 16.18
193 47.6 0.00 0.00 0.00 1.96 10.11 0.46 6.22 16.50
194 48.0 0.00 0.00 0.00 1.97 10.15 0.47 6.48 16.80
195 48.4 0.00 0.00 0.00 1.98 10.18 0.48 6.72 17.07
196 , 48.8 0.00 0.00 0.00 1.99 10.20 0.49 6.94 17.32
197 49.2 0.00 0.00 0.00 2.00 10.23 0.50 7.15 17.55
198 49.6 0.00 0.00 0.00 2.01 10.25 0.51 7.33 17.75
199 50.0 0.00 0.00 0.00 2.02 10.27 0.52 7.50 17.94
•
1-1

S T U V W X Y Z AA
150 section 4C Stormwater Routing # 5A 11/12/02
151 by Peyton N. Joyner, P. E.
152 A1Rout1C.)ds
153 Highland V illage Basin # BR#1 Trial # 4 Storm 100 Yr.
154
155 Time "B" Direct "B" Total Stora ge "B" Intermediate Steps to Compute Stage
156 (min.) Inflow Inflow dStorage Storage Zb1 Zb2 Zb3 Zb4
157
158 33.6 2.52 9.38 15.19 560.06 3.18 2.04 2.04 2.04
159 34.0 2.53 9.53 64.56 624.62 3.55 2.22 2.22 2.22
160 34.4 2.54 9.68 59.83 684.45 3.89 2.38 2.38 2.38
161 34.8 2.55 9.83 55.97 740.42 4.20 2.53 2.53 2.53
162 35.2 2.56 9.97 52.77 793.19 4.50 2.67 2.67 2.67
163 35.6 2.57 10.11 50.07 843.26 4.79 2.81 2.81 2.81
164 36.0 2.58 10.24 47.77 891.03 5.06 2.94 3.06 3.06
165 36.4 2.58 10.37 40.91 931.94 5.29 3.05 3.19 3.19
166 36.8 2.59 10.50 39.21 971.15 5.51 3.15 3.31 4.14
167 37.2 2.59 10.62 8.68 979.83 5.56 3.18 3.33 4.24
168 37.6 2.59 10.74 8.39 988.22 5.61 3.20 3.36 4.34
169 38.0 2.59 10.85 8.15 996.37 5.66 3.22 3.38 4.43
170 38.4 2.59 10.96 7.95 1004.32 5.70 3.24 3.41 4.52
171 38.8 2.58 11.07 7.76 1012.08 5.74 3.26 3.43 4.61
172 39.2 2.58 11.17 7.58 1019.66 5.79 3.29 3.46 4.70
173 39.6 2.57 11.27 7.40 1027.07 5.83 3.31 3.48 4.78
174 40.0 2.56 .11.37 7.22 1034.29 5.87 3.32 3.50 4.87
175 40.4 2.55 11.46 7.04 1041.33 5.91 3.34 3.52 4.95
176 40.8 2.54 11.55 6.86 1048.19 5.95 3.36 3.54 5.03
177 41.2 2.53 11.63 6.66 1054.85 5.99 3.38 3.56 5.10
178 41.6 2.52 11.71 6.44 1061.29 6.02 3.40 3.58 5.18
179 42.0 2.50 11.78 6.19 1067.49 6.06 3.41 3.60 5.25
180 42.4 2.49 11.85 5.92 1073.41 6.09 3.43 3.62 5.31
181 42.8 2.47 11.91 5.63 1079.03 6.12 3.45 3.64 5.38
182 43.2 2.45 11.97 5.31 1084.34 6.15 3.46 3.65 5.44
183 43.6 2.43 12.02 4.99 1089.33 6.18 3.47 3.67 5.50
184 44.0 2.41 12.07 4.65 1093.98 6.21 3.49 3.68 5.55
185 44.4 2.39 12.11 4.30 1098.28 6.23 3.50 3.70 5.60
186 44.8 2.36 12.15 3.95 1102.22 6.26 3.51 3.71 5.64
187 45.2 2.34 12.18 3.59 1105.81 6.28 3.52 3.72 5.68
188 45.6 2.31 12.21 3.23 1109.04 6.30 3.53 3.73 5.72
189 46.0 2.28 12.23 2.87 1111.91 6.31 3.54 3.74 5.75
190 46.4 2.26 12.25 2.51 1114.42 6.33 3.54 3.75 5.78
191 46.8 2.23 12.26 2.15 1116.57 6.34 3.55 3.75 5.81
192 47.2 2.20 12.27 1.80 1118.36 6.35 3.55 3.76 5.83
193 47.6 2.17 12.28 1.52 1119.88 6.36 3.56 3.76 5.85
194 48.0 2.14 12.28 1.19 1121.07 6.36 3.56 3.77 5.86
195 48.4 2.11 12.28 0.90 1121.96 6.37 3.56 3.77 5.87
196 48.8 2.08 12.28 0.63 1122.59 6.37 3.56 3.77 5.88
197 49.2 2.05 12.28 0.39 1122.99 6.37 3.57 3.77 5.88
198 , 49.6 2.02 12.27 0.17 1123.16 6.38 3.57 3.77 5.88
199 50.0 2.00 12.26 -0.03 1123.13 6.38 3.57 3.77 5.88
C
11
C]
AB AC AD AE AF AG AH AI AJ
150 Section 4D Stormwater Routing # 5A 11/12/02
151 by Peyton N. Joyner, P. E.
152 A:\Routic.)ds
153 Highland V illage Basin # BR#1 Trial # 4 Storm 100 Yr.
154
155 Time Inter. Steps to Compute Stage Stage Elevation "B" Orifice Flows
156 (min.) Zb5 Zb6 Zb7 Zb8 "B" (ft.) "B" (ft.) 1A 1B
157
158 33.6 2.04 2.04 2.04 2.04 2.04 453.62 13.73 3.34
159 34.0 2.22 2.22 2.22 2.22 2.22 453.80 16.87 3.52
160 34.4 2.38 2.38 2.38 2.38 2.38 453.96 20.12 3.67
161 34.8 2.53 2.53 2.53 2.53 2.53 454.11 23.49 3.81
162 35.2 2.67 2.67 2.67 2.67 2.67 454.25 26.95 3.94
163, 35.6 2.81 2.81 2.81 2.81 2.81 454.39 30.50 4.06
164 36.0 3.06 3.06 3.06 3.06 3.06 454.64 37.86 4.27
165 36.4 3.19 3.19 3.19 3.19 3.19 454.77 41.86 4.37
166 36.8 3.31 4.14 4.14 4.14 4.14 455.72 80.75 5.07
167 37.2 3.33 4.24 4.24 4.24 4.24 455.82 85.67 5.13
168 37.6 3.36 4.34 4.34 4.34 4.34 455.92 90.60 5.20
169 38.0 3.38 4.43 4.43 4.43 4.43 456.01 95.55 5.26
170 38.4 3.41 4.52 4.52 4.52 4.52 456.10 100.52 5.32
171 38.8 3.43 4.61 4.61 4.61 4.61 456.19 105.53 5.38
172 39.2 3.46 4.70 4.70 4.70 4.70 456.28 110.56 5.43
173 39.6 3.48 4.78 4.78 4.78 4.78 456.36 115.61 5.48
174 40.0 3.50 4.87 4.87 4.87 4.87 456.45 120.67 5.54
175 40.4 3.52 4.95 4.95 4.95 4.95 456.53 125.73 5.59
176 40.8 3.54 5.03 5.03 5.03 5.03 456.61 130.78 5.63
177 41.2 3.56 5.10 5.10 5.10 5.10 456.68 135.79 5.68
178 , 41.6 3.58 5.18 5.18 5.18 5.18 456.76 140.75 5.73
179 42.0 3.60 5.25 5.25 5.25 5.25 456.83 145.62 5.77
180 42.4 3.62 5.31 5.31 5.31 5.31 456.89 150.36 5.81
181 42.8 3.64 5.38 5.38 5.38 5.38 456.96 154.96 5.85
182 43.2 3.65 5.44 5.44 5.44 5.44 457.02 159.37 5.88
183 43.6 3.67 5.50 5.50 5.50 5.50 457.08 163.58 5.92
184 44.0 3.68 5.55 5.55 5.55 5.55 457.13 167.57 5.95
185 44.4 3.70 5.60 5.60 5.60 5.60 457.18 171.31 5.97
186 44.8 3.71 5.64 5.64 5.64 5.64 457.22 174.79 6.00
187 45.2 3.72 5.68 5.68 5.68 5.68 457.26 177.98 6.02
188 45.6 3.73 5.72 5.72 5.72 5.72 457.30 180.89 6.05
189 46.0 3.74 5.75 5.75 5.75 5.75 457.33 183.49 6.06
190 46.4 3.75 5.78 5.78 5.78 5.78 457.36 185.79 6.08
191 46.8 3.75 5.81 5.81 5.81 5.81 457.39 187.77 6.09
192 47.2 3.76 5.83 5.83 5.83 5.83 457.41 189.44 6.11
193 47.6 3.76 5.85 5.85 5.85 5.85 457.43 190.85 6.12
194 48.0 3.77 5.86 5.86 5.86 5.86 457.44 191.96 6.12
195 48.4 3.77 5.87 5.87 5.87 5.87 457.45 192.80 6.13
196 48.8 3.77 5.88 5.88 5.88 5.88 457.46 193.39 6.13
197 49.2 3.77 5.88 5.88 5.88 5.88 457.46 193.77 6.14
198 49.6 3.77 5.88 5.88 5.88 5.88 457.46 193.93 6.14
199 , 50.0 3.77 5.88 5.88 5.88 5.88 457.46 193.90 6.14

r1
U
r?
L J
AK AL AM AN AO AP AQ AR AS
150 Section 4E Stormwater Routing # 5A 11/12/02
151 by Peyton N. Joyner, P. E.
152 A\RoutlCAs
153, Highland Village Basin # BR#1 Trial # 4 Storm 100 Yr.
154
155 Time "B" Orifice F lows (Cont'd) "B" We ir Flows "B" Total System
156 (min.) 2A 2B 3A 3B 1 2 Outflow Total Out
157
158 33.6 0.00 3.34 0.00 0.00 0.00 0.00 6.69 6.82
159 34.0 0.00 3.52 0.00 0.00 0.00 0.00 7.04 7.18
160 34.4 0.00 3.67 0.00 0.00 0.00 0.00 7.35 7.49
161 34.8 0.00 3.81 0.00 0.00 0.00 0.00 7.63 7.77
162 35.2 0.00 3.94 0.00 0.00 0.00 0.00 7.88 8.02
163 35.6 0.00 4.06 0.00 0.00 0.00 0.00 8.12 8.26
164 36.0 0.00 4.27 0.00 0.00 0.00 0.00 8.54 8.68
165 36.4 0.00 4.37 0.00 0.00 0.00 0.00 8.74 8.88
166 36.8 0.00 5.07 0.00 0.00 0.00 0.00 10.13 10.28
167 37.2 0.00 5.13 0.00 0.00 0.00 0.00 10.27 10.42
168 37.6 0.00 5.20 0.00 0.00 0.00 0.00 10.40 10.55
169 38.0 0.00 5.26 0.00 0.00 0.00 0.00 10.52 10.67
170 38.4 0.00 5.32 0.00 0.00 0.00 0.00 10.64 10.79
171 38.8 0.00 5.38 0.00 0.00 0.00 0.00 10.75 10.90
172 39.2 0.00 5.43 0.00 0.00 0.00 0.00 10.86 11.02
173 39.6 0.00 5.48 0.00 0.00 0.00 0.00 10.97 11.12
174 40.0 0.00 5.54 0.00 0.00 0.00 0.00 11.07 11.23
175 40.4 0.00 5.59 0.00 0.00 0.00 0.00 11.17 11.38
176 40.8 0.00 5.63 0.00 0.00 0.00 0.00 11.27 11.66
177 41.2 0.00 5.68 0.00 0.00 0.00 0.00 11.36 12.02
178 41.6 0.00 5.73 0.00 0.00 0.00 0.00 11.45 12.41
179 42.0 0.00 5.77 0.00 0.00 0.00 0.00 11.54 12.84
180 42.4 0.00 5.81 0.00 0.00 0.00 0.00 11.62 13.29
181 42.8 0.00 5.85 0.00 0.00 0.00 0.00 11.69 13.75
182 43.2 0.00 5.88 0.00 0.00 0.00 0.00 11.76 14.22
183 43.6 0.00 5.92 0.00 0.00 0.00 0.00 11.83 14.69
184 44.0 0.00 5.95 0.00 0.00 0.00 0.00 11.89 15.15
185 44.4 0.00 5.97 0.00 0.00 0.00 0.00 11.95 15.60
186 44.8 0.00 6.00 0.00 0.00 0.00 0.00 12.00 16.05
187 45.2 0.00 6.02 0.00 0.00 0.00 0.00 12.05 16.47
188 45.6 0.00 6.05 0.00 0.00 0.00 0.00 12.09 16.88
189 46.0 0.00 6.06 0.00 0.00 0.00 0.00 12.13 17.28
190 46.4 0.00 6.08 0.00 0.00 0.00 0.00 12.16 17.65
191 46.8 0.00 6.09 0.00 0.00 0.00 0.00 12.19 17.99
192 47.2 0.00 6.11 0.00 0.00 0.00 0.00 12.21 18.32
193 47.6 0.00 6.12 0.00 0.00 0.00 0.00 12.23 18.62
194 48.0 0.00 6.12 0.00 0.00 0.00 0.00 12.25 18.90
195 48.4 0.00 6.13 0.00 0.00 0.00 0.00 12.26 19.15
196 48.8 0.00 6.13 0.00 0.00 0.00 0.00 12.27 19.38
197 49.2 0.00 6.14 0.00 0.00 0.00 0.00 12.27 19.59
198 49.6 0.00 6.14 0.00 0.00 0.00 0.00 12.27 19.78
199 50.0 0.00 6.14 0.00 0.00 0.00 0.00 12.27 19.94
n

E248 Max.
A B C D E F G H 1
200 Section 5A Stormwater Routing # 5A 11/12102
201 by Peyton N. Joyner, P. E.
202 A ARout1C.)ds
203, Highland V illage Basin # BR#1 Trial # 4 Storm 100 Yr.
204
205 Time Stora ge "A" Za Elevation "A" Orifice Flows
206 (min.) Inflow dStorage Storage (ft.) "A" (ft.) 1A 1B 2A
207
208 50.4 21.37 89.4 37115.5 2.85 466.02 31.81 0.17 0.00
209 50.8 21.07 78.3 37193.8 2.86 466.03 31.97 0.17 0.00
210 51.2 20.78 67.8 37261.5 2.87 466.04 32.11 0.18 0.00
211 51.6 20.50 57.8 37319.3 2.87 466.04 32.24 0.18 0.00
212 52.0 20.22 48.4 37367.7 2.87 466.04 32.34 0.18 0.00
213 52.4 19.94 39.4 37407.1 2.88 466.05 32.42 0.18 0.00
214 52.8 19.66 31.0 37438.1 2.88 466.05 32.49 0.18 0.00
215 53.2 19.39 23.0 37461.2 2.88 466.05 32.54 0.18 0.00
216 53.6 19.13 15.5 37476.7 2.88 466.05 32.57 0.18 0.00
217 54.0 18.87 8.4 37485.1 2.88 466.05 32.59 0.18 0.00
218 54.4 18.61 1.7 37486.8 2.88 466.05 32.59 0.18 0.00
219 54.8 18.35 -4.6 37482.2 2.88 466.05 32.58 0.18 0.00
220 55.2 18.10 -10.5 37471.7 2.88 466.05 32.56 0.18 0.00
221 55.6 17.85 -16.1 37455.6 2.88 466.05 32.53 0.18 0.00
222 56.0 17.61 -21.3 37434.3 2.88 466.05 32.48 0.18 0.00
223 56.4 17.36 -26.2 37408.1 2.88 466.05 32.43 0.18 0.00
224 56.8 17.12 -30.9 37377.2 2.87 466.04 32.36 0.18 0.00
225 57.2 16.89 -35.2 37342.1 2.87 466.04 32.28 0.18 0.00
226 , 57.6 16.66 -39.2 37302.8 2.87 466.04 32.20 0.18 0.00
227 58.0 16.43 -43.1 37259.8 2.87 466.04 32.11 0.18 0.00
228 58.4 16.20 -46.6 37213.1 2.86 466.03 32.01 0.18 0.00
229 58.8 15.98 -50.0 37163.2 2.86 466.03 31.91 0.17 0.00
230 59.2 15.76 -53.1 37110.1 2.85 466.02 31.79 0.17 0.00
231 59.6 15.54 -56.0 37054.1 2.85 466.02 31.68 0.17 0.00
232 60.0 15.33 -58.7 36995.4 2.85 466.02 31.55 0.17 0.00
233 60.4 15.12 -61.2 36934.2 2.84 466.01 31.43 0.17 0.00
234 60.8 14.91 -63.6 36870.6 2.84 466.01 31.29 0.17 0.00
235 61.2 14.71 -65.8 36804.8 2.83 466.00 31.16 0.17 0.00
236 61.6 14.51 -67.9 36736.9 2.83 466.00 31.01 0.17 0.00
237 62.0 14.31 -69.8 36667.1 2.82 465.99 30.87 0.17 0.00
238 62.4 14.11 -71.5 36595.6 2.82 465.99 30.72 0.17 0.00
239 62.8 13.92 -73.2 36522.4 2.81 465.98 30.57 0.17 0.00
240 63.2 13.73 -74.7 36447.7 2.80 465.97 30.42 0.17 0.00
241 63.6 13.54 -76.1 36371.6 2.80 465.97 30.26 0.17 0.00
242 64.0 13.35 -77.4 36294.1 2.79 465.96 30.10 0.17 0.00
243 64.4 13.17 -78.6 36215.5 2.79 465.96 29.94 0.17 0.00
244 64.8 12.99 -79.7 36135.8 2.78 465.95 29.78 0.17 0.00
245 65.2 12.81 -80.8 36055.0 2.77 465.94 29.62 0.17 0.00
246 65.6 12.63 -81.7 35973.3 2.77 465.94 29.45 0.17 0.00
247

249 466.05
E.
0
L'
J K L M N O P Q R
200 section 5B Stormwater Routing # 5A 11/12/02
201 by Peyton N. Joyner, P. E.
202 &-wout1 c.)ds
203 Highland V illage Basin # BR#1 Trial # 4 Storm 100 Yr.
204
205 Time "A" Orifice "A" Wei r Flows Transfer Riser Riser 1 "A" Total
206 (min.) 2B Transfer 1 h Flow h Flow Outflow
207
208, 50.4 0.00 0.00 0.00 .2.02 10.29 0.52 7.64 18.10
209 50.8 0.00 0.00 0.00 2.03 10.30 0.53 7.77 18.25
210 51.2 0.00 0.00 0.00 2.04 10.31 0.54 7.89 18.37
211 51.6 0.00 0.00 0.00 2.04 10.32 0.54 7.98 18.48
212 52.0 0.00 0.00 0.00 2.04 10.33 0.54 8.06 18.57
213 52.4 0.00 0.00 0.00 2.05 10.34 0.55 8.13 18.65
214 52.8 0.00 0.00 0.00 2.05 10.35 0.55 8.18 18.71
215 53.2 0.00 0.00 0.00 2.05 10.35 0.55 8.22 18.75
216, 53.6 0.00 0.00 0.00 2.05 10.35 0.55 8.25 18.78
217 54.0 0.00 0.00 0.00 2.05 10.36 0.55 8.26 18.79
218 54.4 0.00 0.00 0.00 2.05 10.36 0.55 8.27 18.80
219 54.8 0.00 0.00 0.00 2.05 10.36 0.55 8.26 18.79
220 55.2 0.00 0.00 0.00 2.05 10.35 0.55 8.24 18.77
221 55.6 0.00 0.00 0.00 2.05 10.35 0.55 8.21 18.74
222 56.0 0.00 0.00 0.00 2.05 10.35 0.55 8.18 18.70
223 56.4 0.00 0.00 0.00 2.05 10.34 0.55 8.13 18.65
224 56.8 0.00 0.00 0.00 2.04 10.34 0.54 8.08 18.59
225 57.2 0.00 0.00 0.00 2.04 10.33 0.54 8.02 18.52
226 57.6 0.00 0.00 0.00 2.04 10.32 0.54 7.96 18.45
227 58.0 0.00 0.00 0.00 2.04 10.31 0.54 7.88 18.37
228 58.4 0.00 0.00 0.00 2.03 10.30 0.53 7.81 18.28
229 58.8 0.00 0.00 0.00 2.03 10.29 0.53 7.72 18.19
230 , 59.2 0.00 0.00 0.00 2.02 10.28 0.52 7.64 18.09
231 59.6 0.00 0.00 0.00 2.02 10.27 0.52 7.54 17.99
232 60.0 0.00 0.00 0.00 2.02 10.26 0.52 7.45 17.88
233 60.4 0.00 0.00 0.00 2.01 10.25 0.51 7.35 17.77
234 60.8 0.00 0.00 0.00 2.01 10.24 0.51 7.24 17.66
235 , 61.2 0.00 0.00 0.00 2.00 10.23 0.50 7.14 17.54
236 61.6 0.00 0.00 0.00 '2.00 10.21 0.50 7.03 17.41
237 62.0 0.00 0.00 0.00 1.99 10.20 0.49 6.92 17.29
238 62.4 0.00 0.00 0.00 1.99 10.18 0.49 6.80 17.16
239 62.8 0.00 0.00 0.00 1.98 10.17 0.48 6.69 17.03
240 , 63.2 0.00 0.00 0.00 1.97 10.16 0.47 6.57 16.90
241 63.6 0.00 0.00 0.00 1.97 10.14 0.47 6.45 16.76
242 64.0 0.00 0.00 0.00 1.96 10.13 0.46 6.33 16.63
243 64.4 0.00 0.00 0.00 1.96 10.11 0.46 6.21 16.49
244 64.8 0.00 0.00 0.00 1.95 10.10 0.45 6.08 16.35
245 , 65.2 0.00 0.00 0.00 1.94 10.08 0.44 5.96 16.21
246 65.6 0.00 0.00 0.00 1.94 10.06 0.44 5.84 16.07
247
248 , Max.
249 18.80
?4-1

C
S T U V W X Y Z AA
200 section 5c Stormwater Routing # 5A 11/12/02
201 by Peyton N. Joyner, P. E.
202 A:xRout1 cads
203, Highland V illage Basin # BR#1 Trial # 4 Storm 100 Yr.
204 1 7 r
205 Time "B" Direct "B" Total Stora ge "B" Intermediate Steps to Compute Stage
206 (min.) Inflow Inflow dStorage Storage Zb1 Zb2 Zb3 Zb4
207
208 50.4 1.97 12.25 -0.22 1122.91 6.37 3.57 3.77 5.88
209 50.8 1.94 12.24 -0.40 1122.51 6.37 3.56 3.77 5.88
210 51.2 1.91 12.23 -0.56 1121.94 6.37 3.56 3.77 5.87
211 51.6 1.89 12.21 -0.72 1121.22 6.36 3.56 3.77 5.86
212 52.0 1.86 12.20 -0.86 1120.36 6.36 3.56 3.76 5.85
213 52.4 1.84 12.18 -1.00 1119.37 6.35 3.56 3.76 5.84
214 52.8 1.81 12.16 -1.12 1118.24 6.35 3.55 3.76 5.83
215 53.2 1.79 12.14 -1.24 1117.01 6.34 3.55 3.75 5.81
216 53.6 1.76 12.12 -1.35 1115.66 6.33 3.55 3.75 5.80
217 54.0 1.74 12.09 -1.45 1114.22 6.32 3.54 3.75 5.78
218 54.4 1.71 12.07 -1.54 1112.68 6.32 3.54 3.74 5.76
219 54.8 1.69 12.05 -1.62 1111.05 6.31 3.53 3.74 5.74
220 55.2 1.67 12.02 -1.70 1109.35 6.30 3.53 3.73 5.73
221 55.6 1.64 11.99 -1.78 1107.58 6.29 3.52 3.73 5.71
222 56.0 1.62 11.97 -1.84 1105.73 6.28 3.52 3.72 5.68
223 56.4 1.60 11.94 -1.90 1103.83 6.27 3.51 3.71 5.66
224 56.8 1.58 11.91 -1.96 1101.87 6.25 3.51 3.71 5.64
225 57.2 1.56 11.88 -2.01 1099.86 6.24 3.50 3.70 5.62
226 57.6 1.53 11.86 -2.06 1097.80 6.23 3.50 3.70 5.59
227 58.0 1.51 11.83 -2.10 1095.70 6.22 3.49 3.69 5.57
228 58.4 1.49 11.80 -2.14 1093.56 6.21 3.49 3.68 5.54
229 58.8 1.47 11.77 -2.17 1091.39 6.19 3.48 3.68 5.52
230 59.2 1.45 11.74 -2.20 1089.19 6.18 3.47 3.67 5.49
231 59.6 1.43 11.71 -2.23 1086.96 6.17 3.47 3.66 5.47
232 60.0 1.41 11.67 -2.25 1084.71 6.16 3.46 3.66 5.44
233 60.4 1.39 11.64 -2.27 1082.44 6.14 3.46 3.65 5.42
234 60.8 1.37 11.61 -2.29 1080.15 6.13 3.45 3.64 5.39
235 61.2 1.35 11.58 -2.30 1077.85 6.12 3.44 3.63 5.36
236 61.6 1.34 11.55 -2.32 1075.53 6.10 3.44 3.63 5.34
237 62.0 1.32 11.52 -2.33 1073.21 6.09 3.43 3.62 5.31
238 62.4 1.30 11.48 -2.33 1070.87 6.08 3.42 3.61 5.29
239 62.8 1.28 11.45 -2.34 1068.54 6.07 3.42 3.61 5.26
240 63.2 1.26 11.42 -2.34 1066.19 6.05 3.41 3.60 5.23
241 63.6 1.25 11.39 -2.35 1063.85 6.04 3.41 3.59 5.20
242 64.0 1.23 11.36 -2.35 1061.50 6.03 3.40 3.58 5.18
243 64.4 1.21 11.32 -2.35 1059.15 6.01 3.39 3.58 5.15
244 64.8 1.20 11.29 -2.34 1056.81 6.00 3.39 3.57 5.12
245 65.2 1.18 11.26 -2.34 1054.47 5.99 3.38 3.56 5.10
246 65.6 1.16 11.23 -2.34 1052.14 5.97 3.37 3.56 5.07
247
248
249
?4 -1
C7
AB AC AD AE AF AG AH AI AJ
200 Section 5D Stormwater Routing # 5A 11/12/02
201 by Peyton N. Joyner, P. E.
202 A\RoutlC.)ds
203 Highland V illage Basin # BR#1 Trial # 4 Storm 100 Yr.
204
205 Time Inter. Steps to Compute S tage Stage Elevation "B" Orifice Flows
206 (min.) Zb5 Zb6 Zb7 Zb8 "B" (ft.) "B" (ft.) 1A 16
207
208 50.4 3.77 5.88 5.88 5.88 5.88 457.46 193.69 6.13
209 50.8 3.77 5.88 5.88 5.88 5.88 457.46 193.31 6.13
210 51.2 3.77 5.87 5.87 5.87 5.87 457.45 192.78 6.13
211 51.6 3.77 5.86 5.86 5.86 5.86 457.44 192.11 6.12
212 52.0 3.76 5.85 5.85 5.85 5.85 457.43 191.30 6.12
213 52.4 3.76 5.84 5.84 5.84 5.84 457.42 190.37 6.11
214 52.8 3.76 5.83 5.83 5.83 5.83 457.41 189.33 6.10
215 53.2 3.75 5.81 5.81 5.81 5.81 457.39 188.18 6.10
216 53.6 3.75 5.80 5.80 5.80 5.80 457.38 186.93 6.09
217 54.0 3.75 5.78 5.78 5.78 5.78 457.36 185.60 6.08
218 54.4 3.74 5.76 5.76 5.76 5.76 457.34 184.19 6.07
219 54.8 3.74 5.74 5.74 5.74 5.74 457.32 182.71 6.06
220 55.2 3.73 5.73 5.73 5.73 5.73 457.31 181.17 6.05
221 55.6 3.73 5.71 5.71 5.71 5.71 457.29 179.56 6.04
222, 56.0 3.72 5.68 5.68 5.68 5.68 457.26 177.91 6.02
223 56.4 3.71 5.66 5.66 5.66 5.66 457.24 176.21 6.01
224 56.8 3.71 5.64 5.64 5.64 5.64 457.22 174.47 6.00
225 57.2 3.70 5.62 5.62 5.62 5.62 457.20 172.69 5.98
226 57.6 3.70 5.59 5.59 5.59 5.59 457.17 170.89 5.97
227 58.0 3.69 5.57 5.57 5.57 5.57 457.15 169.06 5.96
228 58.4 3.68 5.54 5.54 5.54 5.54 457.12 167.21 5.94
229 58.8 3.68 5.52 5.52 5.52 5.52 457.10 165.35 5.93
230 59.2 3.67 5.49 5.49 5.49 5.49 457.07 163.47 5.91
231 59.6 3.66 5.47 5.47 5.47 5.47 457.05 161.58 5.90
232 60.0 3.66 5.44 5.44 5.44 5.44 457.02 159.68 5.88
233 60.4 3.65 5.42 5.42 5.42 5.42 457.00 157.78 5.87
234 60.8 3.64 5.39 5.39 5.39 5.39 456.97 155.88 5.85
235 61.2 3.63 5.36 5.36 5.36 5.36 456.94 153.98 5.84
236 61.6 3.63 5.34 5.34 5.34 5.34 456.92 152.09 5.82
237 62.0 3.62 5.31 5.31 5.31 5.31 456.89 150.20 5.81
238 62.4 3.61 5.29 5.29 5.29 5.29 456.87 148.32 5.79
239 62.8 3.61 5.26 5.26 5.26 5.26 456.84 146.45 5.77
240 63.2 3.60 5.23 5.23 5.23 5.23 456.81 144.59 5.76
241 63.6 3.59 5.20 5.20 5.20 5.20 456.78 142.74 5.74
242 64.0 3.58 5.18 5.18 5.18 5.18 456.76 140.91 5.73
243 64.4 3.58 5.15 5.15 5.15 5.15 456.73 139.09 5.71
244 64.8 3.57 5.12 5.12 5.12 5.12 456.70 137.29 5.69
245 65.2 3.56 5.10 5.10 5.10 5.10 456.68 135.50 5.68
246 65.6 3.56 5.07 5.07 5.07 5.07 456.65 133.73 5.66
247
248 Max.
249 457.46
E

E
AK AL AM AN AO AP AQ AR AS
200 Section 5E Stormwater Routing # 5A 11/12/02
201 by Peyton N. Joyner, P. E.
202 A:\Routic.)ds
203 Highland V illage Basin # BR#1 Trial # 4 Storm 100 Yr.
204
205 Time "B " Orifice Fl ows (Confd ) "B" Wei r Flows "B" Total System
206 (min.) 2A 2B 3A 3B 1 2 Outflow Total Out
207
208 50.4 0.00 6.13 0.00 0.00 0.00 0.00 12.27 20.09
209 50.8 0.00 6.13 0.00 0.00 0.00 0.00 12.26 20.21
210 51.2 0.00 6.13 0.00 0.00 0.00 0.00 12.26 20.32
211 51.6 0.00 6.12 0.00 0.00 0.00 0.00 12.25 20.41
212 52.0 0.00 6.12 0.00 0.00 0.00 0.00 12.24 20.48
213 52.4 0.00 6.11 0.00 0.00 0.00 0.00 12.22 20.53
214 52.8 0.00 6.10 0.00 0.00 0.00 0.00 12.21 20.57
215 53.2 0.00 6.10 0.00 0.00 0.00 0.00 12.19 20.59
216 53.6 0.00 6.09 0.00 0.00 0.00 0.00 12.18 '20.60
217 54.0 0.00 6.08 0.00 0.00 0.00 0.00 12.16 20.60
218 54.4 0.00 6.07 0.00 0.00 0.00 0.00 12.14 20.58
219 54.8 0.00 6.06 0.00 0.00 0.00 0.00 12.12 20.55
220 55.2 0.00 6.05 0.00 0.00 0.00 0.00 12.09 20.51
221 55.6 0.00 6.04 0.00 0.00 0.00 0.00 12.07 20.46
222 56.0 0.00 6.02 0.00 0.00 0.00 0.00 12.05 20.40
223 56.4 0.00 6.01 0.00 0.00 0.00 0.00 12.02 20.33
224 56.8 0.00 6.00 0.00 0.00 0.00 0.00 12.00 20.25
225 57.2 0.00 5.98 0.00 0.00 0.00 0.00 11.97 20.17
226 57.6 0.00 5.97 0.00 0.00 0.00 0.00 11.94 20.07
227 58.0 0.00 5.96 0.00 0.00 0.00 0.00 11.91 19.97
228 58.4 0.00 5.94 0.00 0.00 0.00 0.00 11.89 19.87
229 58.8 0.00 5.93 0.00 0.00 0.00 0.00 11.86 19.76
230 59.2 0.00 5.91 0.00 0.00 0.00 0.00 11.83 19.64
231 59.6 0.00 5.90 0.00 0.00 0.00 0.00 11.80 19.52
232 60.0 0.00 5.88 0.00 0.00 0.00 0.00 11.77 19.39
233 60.4 0.00 5.87 0.00 0.00 0.00 0.00 11.74 19.26
234 60.8 0.00 5.85 0.00 0.00 0.00 0.00 11.71 19.12
235 61.2 0.00 5.84 0.00 0.00 0.00 0.00 11.68 18.99
236 61.6 0.00 5.82 0.00 0.00 0.00 0.00 11.65 18.85
237 62.0 0.00 5.81 0.00 0.00 0.00 0.00 11.61 18.70
238 62.4 0.00 5.79 0.00 0.00 0.00 0.00 11.58 18.56
239 62.8 0.00 5.77 0.00 0.00 0.00 0.00 11.55 18.41
240 63.2 0.00 5.76 0.00 0.00 0.00 0.00 11.52 18.26
241 63.6 0.00 5.74 0.00 0.00 0.00 0.00 11.49 18.11
242 64.0 0.00 5.73 0.00 0.00 0.00 0.00 11.45 17.95
243 64.4 0.00 5.71 0.00 0.00 0.00 0.00 11.42 17.80
244 64.8 0.00 5.69 0.00 0.00 0.00 0.00 11.39 17.65
245 65.2 0.00 5.68 0.00 0.00 0.00 0.00 11.36 17.49
246 65.6 0.00 5.66 0.00 0.00 0.00 0.00 11.32 17.33
247
248 Max. Max.
,249 1 12.27 20.60
E
C]
E
A B C D E F G H I
1 Stormwater Routing Revised _
2 One Horizontal Pipe, Two Riser Pipe Outlets,and One Weir
3 Using Chainsaw Routing procedure by H. R. Malcolm
4 Storm 1 Yr. Trial # 5
-
5 Project: Highland Village location: Cary, NC Basin #?BR#2
6
7 Qp = 18.36 cfs Tp = 21.7 mins. I dT =1 1.01 minutes
8 Ks = 9250.2 1 1.0227
9 Co = 0.6 1 D=J 1 in. A = 0.00551s. f. _
10 Allowable Q = 45.1 cfs Elevation at Z = 0 is 460.02 ft.

12, Time inflow dStorage i Storage 1 Stage 1 Elevation
-
Outflow.'
13 (min.) (cfs) (cu. Ft.) (cu. Ft.) (ft.) (ft.) (cfs)
14
15
0.0
0.00
0.00
0.00
0.00
460.02 _
0.00 L
-
16 1.0 0.10 _
5.76 5.76 0.00 460.0 2 0.000.00
17 2.0 0.38 22.89 _ 28.65 0.00 460.02 0.001
18 3.0 0.85 51.05! 79.69 0.01 460.03 0.00'
19 4.0 1.50 89.65 _
169.34 0.02 460.04 0.00 i _
20 5.0 2.30 137.89 307.23 0.04 460.061 0.00i
_
21 6.0 3.25 194.76 501.99 _ 0.06 460.08 0.011 _
22 7.0 4.32 259.07 761.06 0.09 460.11 0.011

23
8.0
5.50
329.47;
1090.53
0.12
460.14
0.01 _
24 9.0 6.75 404.48 1495.01 0.17 460.19 0.01'
1
25 10.0 8.05 482.54 1977.55 0.22 460.24 0.011
j
26 11.0 9.38 562.02 2539.57 0.28 460.30 0.011
27 12.0 10.70 _
1 641.24 3180.82 0.35 460.37 0.021 1
28 13.0 11.99 718.55 3899.37 0.43 460.45 _ 0.021 -
29 14.0 13.22 792.34 1 4691.711 0.51 460.53 0.02! 1
30 15.0 14.37 861.04 5552.75 0.61 460.63 0.021
31 16.0 15.41 923.24 6475.99 0.71 460.73 0.021
32
33 17.0
18.0 16.32
17.07 977.61
1023.03 7453.60
1 8476.63 0.81
0.92 460.83
460.94 0.02; _
34 19.0 1 17.67 1058.54 1 9535.18 1.03 461.05 0.89 _ --
1
-- -
35 20.0 18.08 1031.71 1 10566.89 _
1.14
-1, 1 --- --461.16 _
4.901 _
-- -
--
36 21.0 18.31 805.02 1 11371.91 1.22 461.24 1 9.27! _
37 22.0 18.35 _
544.81 1 11916.72 1.28 461.30
1 12.72
38 23.0 18.20 328.97 1 12245.69 1.32 461.34 1 14.96
39 24.0 17.86 173.62 12419.31 1.33 F-_ 461.35 1 16.201
40 25.0 17.33 1 68.18 1 12487.49 1 1.34 1 461.36 1 16.691 6
41 26.0 -----16-.-641 -___ -3.06 12484.43 1.34 461.36 16.67 _
42
43 27.0
28.0 1 15.79
14.89 1 -52.74
-83.75 1 12431.69
1 12347.94 1.34
1.33 1 461.36

61.35
-461.35 1 _ 16.281 ! Max.

15.681 Storage
r--
44 29.0 14.02 -99.68 1 12248.26 _
1.32 -- 461.34 ;- 14.98; 12487.49
45 30.0 13.21 _
-106 ,-12141.92 1 1.30 1 461.32' 14.241 c.f.
46 31.0 12.44 108.03 12033.89 1.29 1 _461.31; 13.501
47 ! Max_ Outflow = 16.691 cfs _
48 CAExceI\5400.15\ROut2A.xIs 1 Max Elevation = 1 461.36; Date: 3/5/03
C
E
E
J K L M N O P Q R
1 Section 1 Highland Village Basin # = ! BR#2 1 Yr. ' Trial # = 5
2 -99.68 16.69; 461.361 3/5/03;
3 Riser Pipes
4 No. Elev. Diam. Z r TWeir L 1 Orifice A
5
----
11.00 9.62111
1 ---1 500.00, 42 39.98
1
1
7
M 2 500.00 - 48 39.98
-- 2.00
12.57 12.5664
- - -
8 {
-
9 Weir El. = 461.001 Weir L 24.00 ft. Cw = 1 3.21 Stage = I 0.981
10

12 Q(<1.25Tp) Q(>1.25Tp) Weir Pipe Riser
1
Riser 2
13 h Flo.v _
_
{-Flour h Flow 1 h Flow -
14
15
16

17

0.10

0.38
- -? ---
1 -
75.051 i 0.001 - 0.00
70.68 i 0.001 _ 0.00
} {------

1 0700' _ 0.00
1 _ 0.001
0.00
f --- 1 - -

0.001 0.001 0.00
j
0.00 0.001 0.00
18 0.85 66.57! 0.001 0.00 _
1 0.001 0.00 _
0.001 0.00! 0.00
19
20 1.501
2.30 62.701 0.001 0.00
59.061 0.001 0.00 1 0.00! _ 0.00
0.00 0.00 0.001 0.00 0.00
0.001 0.00 i~ 0.00
21
22 3.25
4.32 55.62 0.001
52.397 _ 0.00. 0.00
0.00 __ 0.01 ?_ 0.00
0.01 0.00 0.00 0.001 0.00
0.00 0.00 0.00
23 5.50 49.341 0.00 _ 0.00 0.01; 0.00 0.00 1 0.00. 0.00
24
25 6.75
8.05 46.47' 0.001
43.771 0.00 _ 0.00
0.00 0.01: 0.00
1 0.01' 0.00 0.00
0.00 0.001 0.00
0.00 0.00
26
27 9.38
10.70 41.231 _ 0.001
38.83; 0.00 ___ 0.00
0.00 0.01 0.00
0.02! _ 0.00 ____ 0.00
0.00 0.001 0.00
6.001 0.00
28 _ 11.99 36.57! 0.00 0.00 0.021 0.00 0.00 0.00 0.00
29 13.22 34.441 0.00 0.00 0.02: 0.00 0.00 0.00 ! 0.00
30 14.37 32.44! 0.00 0.001 0.02
0.00
-

0.00
-1 _
1
0.00 0.00
31 15.41 30.551 0.00 0.001 _
-
0.021 0.00 0.00 0.001 0.00
32
33 16.32
17.07 28.781 0.00'
27.101 0.001 00
0.001 _ 0.021 0.001
0.031 0.00 0.00
0.001 0.00,! 0.00
0.001 0.00
34
35
36 170671
18.08
18.311 25.53! 0.05
24.04 ! _ 0.16
22.65; 0.241 _ 0.86
_ _ 4.87
_ 9.241
' 0.031 0.001
0.031 0.00
_ -0.03L-0.00 0.00; 0.00 0.00
0.00 0.00 ! 0.00
_ 0.001 _ 0.00 0.00
37 18.35 21.33
0.30 _
12.69 0.031 0.00 0.001
0.00' 0.00
38 18.20 _
20.09! 0.34 -
C 14.93 0.031 0.00 _
0.001 0.00! 0.00
39 _ 17.86 18.921 0.35 16.171
1 0.031 0.001 0.001 0.00! 0.00

40
17.331 - -
17.82'. 0.361 16.66
0.031 0.001
0.001 0.00'i 0.00
41 16.64 16.78; 0.36 16.64 0.03 0.00 0.001 0.00; 0.00
42 15.79 15.81
0.361 16.251 -010-3-1 dwo 1 .0 1 0.001 0.00
------
-

43

14.80

-
- - -
'. 0.35, ---
14 .89
15.65 0.031
0.001 _
, --
.00
0.001
0.00
0
0

44
13.691 14.02!
0.34 14.95
; -
_
- --
r
0.03.. O.OOJ _ _
_
_
--0.00! 0.00' 0.00
45 _
12.491 13.21 - 0.32 14.21 -- 0.031-- _-- 0.00 -- 0.00 i-- --0.00' 0.00
46 11.221 12.441
0.311
13.47!0.031 0.001 0.001! 0.00', 0.00
47 _
_
i? - - ,
-- - -'
48 -- - -- --- - -

A B C D E F G H I
1 Stormwater Routing Revised
2 One Horizontal Pipe, Two Riser Pipe Outlets,and One Weir
3 Using Chainsaw Routing procedure by H. R. Malcolm
4 j ! Storm 25 Yr. Trial # ! 5
5 Project: Highland Village Location: !Cary, NC Basin # BR#2
6
7 Qp = 26.11 cfs Tp = j 41.2 mins. dT = 1.5 minutes
8 Ks = 9250.2 b = 1.0227 1
9 Co = 0.6 1 D= 1 1 1 in. 1 A 0.00551 s. f.
10 Allowable Q = 45.1 cfs Elevation at Z = 0 is 1 460.021 ft.
11 1
12
13 Time
(min.) Inflow
(cfs) j dStorage Storage
(cu. Ft.) ! (cu. Ft.) 1 Stage
(ft.) 1 Elevation L outflow

(ft.) ! (cfs}
14
15
0.0
0.00
0.00
0.00
0.00
460702
0.00
16 1.5 0.09 7.68 7.68 0.00 _
460.02 0.00,
17 3.0 0.34 30.53 38.21 0.00 460.02 0.00'

18
4.5
0.76
68.33
1 106.55
0.01
[4-60 03 _
1
0.00
19 6.0 1.34 120.57 227.12 0.03 460.05 _
0.00

20
7.5
2.08
186.57
1 413.69
0.051
460.07 _
1 0.01
21 9.0 2.96 265.47 679.17 0.08 460.10 1 0.011
22 10.5 3.97 356.24 1 1035.41 0.12 460.14 00.01
23 12.0 5.09 457.69 1493.10 0.17 460.19 0.01;
24 13.5 6.331 568.50 2061.60 0.23 460.25 0.01
25 15.0 7.65 687.21 2748.80 0.31 460.33 0.011 1
26 16.5 9.04 812.27 3561.07 0.39 460.41 0.02 j
-
27 18.0 10.48 942.05 4503.12 0.49 460.51 1 0.02; ?
28 19.5 11.96 1074.85 5577.98 0.61 460.63 1
0.02

29
21.0
13.45
1208.94
6786.91
0.74
460.76 _
_
0.02 j
30 22.5 14.94 1342.55 8129.46 0.88 460.90 _
- 0.02
31 24.0 16.40 1473.95 9603.41 _
1.041 461.06 1.081
32 25.5 17.82 1506.551 11109.96 1.20 461.22; 7.751
33, 27.0 19.18 1028.54 12138.50 1.30 461.32 _
14.22 j
34 28.5 20.45 561.191 12699.69 1.36 _
461.38 _
18.251 -
35 30.0 21.63 303.921 13003.60 _
1.401 461.42 20.581 ?-
36
37 31.5
33.0 22.70
23.641 191.03
140.26 13194.63
13334.89 1.42
1.43 _ 461.44
461.45 22.081-
23.21
38, 34.5 24.44 111.06 _13445.95[ 1.44 461.46
-- 24.11-
- -
39 36.0 25.10! 88.421 13534.371 1.45 461.471 24.84!
40 37.5 25.591 67.501 13601.871 1.46 461.48 25.41;

41
42
39.0
40.5
25.931 - 46.931
26.09 26.40
13648.811
13675.211
3675.21
_ - 1.46 _461.48
---
1.47E 461.491 _
25.801 _

26.021 1 Max
43
44

45
46 42.0
43.5

45.0
46.51 26.09 5.93! 13681.14
25.91 -14.40 13666.741

25.571 -34.451 13632.281
25.061 -54.11; 13578.181
3578.18 _ 1.477 461.49 26071 Storage
1.46J 461.481 25.951 13681.14
--
___1.46_ 461.48 25.661 c.f.
---
1.461 461.481 2521,
47 Max Outflow = 26.07 cfs

48 _
CAExce1\5400.15\Rout2B.x1s Max Elevation = 461.491 1 Date: 315/03
11
11
17-1
J K L M N O P Q R
1 Section 1 1Highland Village IBasin !BR#2 25 Yr. Trial # = 5
2 -14.401 26.071 461.491
3/5/03'i
3 _
Riser Pipes
4 No. Elev. 1 Diam. Z i r Weir L Orifice A
5 !
6 1 500.001 42
39.98 1.75 11.00 9.6211!!

7
2 _
_
500.00j 48 39.98 2.001 12.571 12.56641
8
9 Weir El. = 461.00 Weir L =' 24.00 ft. Cw = 3.2 Stage = I 0.98
10
12 Q(<1:25Tp) Q(>1.25Tp) Weir_ Pipe -Riser l Riser 2
13 h Flow Flow h
---- ------ Flow h 1 Flow
-
14 j -
16
17
18 0.09
0.34
0.76 108.08
103.08
98.32 0.00
0.00
00 1 0.00
0.00
0.00 O.00 _ 0.00
0.001 _ 0.00
0.001
0.00 0.00
0.00
_0.00 0.00
' 0.00
0.00 0.00
0.00
0.00
19 1.34 93.77 0.00 0.00 _ _
_
1
0.00; 000 _0.00 1 0.00 0.00
20 2.08 89.44 0.00 0.00 _
0.011 0.00 1 0.00 0.00 0.00
21 2.96 85.30 1 0.00 0.00
- 0.011 0.00 0.00 0.00 0.00
22 3.97 81.36 .00 j
0.001 0.00 0.01 0.00 0.00 0.00 0.00
23 5.09 77.60 1 0.00 _
0.00 _
0.010.00 0.00 0.00 1 0.00
24 6.33 74.01 0.00 0.00 0.01 0.00 0.00 1 0.00 0.00
25 7.65 70.59 0.00 0.00 . 0.01 ! 0.00 0.00 0.00 1 0.00
26 9.04 67.33 0.00 0.00 0.02 0.00 0.00 0.00 0.00
27 10.48 64.21 0.00 0.00 ' 0 _
0.00 0.00 0.00 0.00
28 11.96 61.25 0.00 0.00 _
0.02 _
0.00 0.00 1 0.001 0.00
29 13.45 58.41 0.00 0.00 _
0.0 _
0.001 0.00 0.00 0.00
30 14.94 55.71 0.00 0.001 0.021 0.00 0.00 0.00 0.00
31
32
33
34
35 16.40
17.82
19.18
20.451
21.63 53.14
50.68
48.34
46.10
43.9711 0.06
0.22
0.32
0.381
0.42 _1.05
7.72
14.19 f
- _ 18.22
20.551 _ 0.03 0.00
0.03 ?_ 0.00
0.031 0.001
- 0.03 0.00
0.031 0.00 0.00 0.00
0.00 0.00
_ 00 0.00
_ 0.00 j 0.00
0.00
0.00 0.00
0.00
0.00
0.00
0.00
36
37 22.70
23.64 41.94
40.00 0.44
0.45 -
22.05
23.181 0.03 --_-0.00
0.03' 0.001 _
_
- 0.001 0.00
0.001
0.00! 0.00
0
00
38 24.44 38.15 0.46 24.0
8 f 0.03x
0.00 f _
0.00 _
0.00 _
.
0.00
39 25.10 36.39 0.47 _
24.81 _
0.03
' 0.00 0 00
1
0.001
0.00

40
25.59
34.711
0.48 _
__ 25.37 _ _
!
- ---
0.03'
0.00 i
0.00 -
0.001
0.00
41 25.93 33.10 0.48 25.77 j -
0.031 0.00 0.00 1
0.00
0.00
42 26.09 31.57 0.49 _ 25.99 0.03! 0.001 0.00 0.001 0.00
43
44 26.09
25.91 30.11
28.721 0.491
0.48 _ 26.04t1
_ 25.921 _ 0.03 0.00 0.00 _0.00
0.03
0.001 0.001 0.00j 0.00
0.00
45 25.57 27.391 0.48 i __
_
25.63
0.03 0.00 0.00 j
0.00 ! 0.00
46 25.06 _
_
_
26.13i _ 0.48 _ 25.18- 0.031; 0.001 0.001 0.001 0.00
r- -
- - ----
47 I ,
-
?
148 1

C7
CJ
A B C D E F G H I
1 Stormwater Routing Revised
2 One Horizontal Pipe, Two Riser Pipe Outlets,and One Weir

3 _
Using Chainsaw Routing procedure by H. R. Malcolm
4 Storm 1100 Yr. Trial # 5
5 Project: Highland Village Location: Cary, NC Basin # BR#2
6 j --
7 Qp 30.99 j cfs Tp = 45.3 mins. dT 1.61 minutes
8 Ks = 9250.211 b= 1 1.0227 , --
9 Co.= 1 0.6 D = 1 in. A =1, 0.00551S. f.

10
Allowable Q = 45.1 cfs _
( Elevation at Z = 0 is 460.02 ft.
11
12
Time !
Inflow j dStorage j Storage -
Stage I_ Elevation Outflow
13 (min.) (cfs) ! (cu. Ft.) (cu. Ft.) , (ft.) (ft.) (cfs)
14
15 0.0 0.00 0.001 0.00 0.00 460.02 0.00
16 1.6 0.10 1 9.151 9.15 0.00 460.02 0.00
17 3.2 0.38 1 36.39 45.54 0.01 460.03 0.00
18 4.8 0.85 81.47 127.01 0.02 460.04 0.00
19 6.4 1.50 143.82 1 270.83 0.03 460.05 0.00
20 8.0 2.32 222.68 1 493.51 0.06 460.08 0.01
21 9.6 3.31 317.07 810.58 0.09 460.11 0.01
22 11.2 4.44 425.84 1236.42 0.14 460.16 0.01 -
23 12.8 5.71 547.65 1784.07 0.20 460.22 0.011
--
24 14.4 7.11 681.00 1 2465.06 0.27 460.29 0.011
25 16.0 8.60 824.24 3289.31 0.36 460.38 0.021 j

26
17.6
10.18
975.62
4264.93
0.47
460.49
0.02 _
1
27 19.2 11.82 1133.28 1 5398.21 0.59 460.61 0.02
28 20.8 13.51 1295.26 6693.46 0.73 460.75 0.02 1
29 22.4 15.23 1459.58 1 8153.04 0.88 460.90 0.021 !
30 24.0 16.94 1624.21 1 9777.26 1.06 461.08 1.63,
31 25.6 18.64 1633.64 11410.90 1.23 461.25 9.511
32 27.2 20.30 1036.62 12447.52 1.34 461.36 16.40 i
33
34 28.8
30.4 21.91
23.43 528.57
294.28 12976.10
13270.38 1.39
1.42
2 461.41
461.44 20.36
22.69

35
32.0
24.85
207.82
13478.20
1.44 -
461.46 -- -
24.38
36
37 33.6
35.2 26.16
27.341 171.19
147.73 13649.39
_13797.12 1.46 f
1.481 _
461.48
461.5 ~ 25.801,
0 27.0511

38
36.8
28.37
_ 126.98
13924.10
1.49
461.51 _
28.141
39 38.4 29.251 106.39; 14030.49 1.50 461.521 29.061
40
41

43
44 40.0
41.6

43.2
44.8
46.4 29.961 85.471
30.48 _64.23;

30.83!_ 42.771
30.98!21.20
30.941 -0.34
1
14180.19

14222.96
14244.16

14243.82 1.51
1.52

1.52;
1.53

1.531 __461.531
461.541

461.54
1 461.55

461.55 29.811
30.381 - -

30.76 _ ,Max. _
-,Max.
_ 30.95' Storage

30.95 r 14244.16
45 48.01 30.72] -21.72 14222.091 1.521 461.541 30.75 c.f.
--
46 49.6 30.311 -42.821 14179.271 1.52!1 461.541 30.37
47 j _
Max Outflow = 30.951 cfs

48
C1Exce1\5400.15\Rout2C.x1s ; _
Max Elevation = j 461.551 Date: 3/5103
E
v
C7
J K L M N O P Q R
1 Section l Highland Village Basin # = (BR#2 100 Yr. Trial # = 5
2 -0.341 30.95 461.551 ! 3/5/03!
3 Riser Pipes
4 No. Elev. Diam. 1 Z ; r Weir L Orifice A
5
I
i
I
6 1 500.00 42 39.98 1.75 11.001 9.62111
7 2 I 500.001 481 39.98 2.00 12.57! 12.5664! _
8
9 Weir El. = 461.00 Weir L = 24.00 ft. Cw = ! 3.21 Stage = 0.981
-
10 -
-
12 Q(<1.25Tp) Q(>1.25Tp) Weir Pipe Riser 1 _Riser 2
13 h ! Flow Flow ? h Flow h - Flow
14
15
16
17 0.10
0.38 128.46
122.70 0.001
0.001 0.00
0.00 0.00
0.00 0.00
1 0.00 0.00 i _ 0.00
0.00! 0.00 0.00
0.00
18 0.85 117.19 1 0.001 0.00 0.00 1
0.00 1
0.00! 0.00 0.00
19 1.50 111.93 0.001 0.00 _
0.00 _
1 0.00 _
1 0.00 0.00 ! 0,00-
20 2.32 106.91 0.001 0.00 0.01 0.00 0.001 0.00 0.00
21 3.31 102.11 0.00 0.00 0.01 0.00 0.00 0.00 0.00
22 4.44 97.53 0.001 0.00 0.01 0.00 1 0.00 0.00 0.00
23 5.71 93.15 0.00 0.00 0.01 1 0.00 0.00 0.00 0.00
24 7.11 88.97 0.00 _ 0.00 0.01 0.00 0.00 ! 0.00 0.00
25 8.60 84.98 0.00 0.00 0.02 ' 0.00 _
0.001 0.00 0.00
26 10.18 81.16 0.00 0.00 0.02 0.00 0.00' 0.00 0.00
27 11.82 77.52 0.00 0.00 0.02 0.00 0.001 0.00 0.00
28 13.51 74.04 0.00 0.00 0.02 _
0.00 0.00 i_ 0.00 0.00
29 15.23 70.72 0.00 0.00 0.021 0.00 0.001 0.00 ! 0.00
30 , 16.94 67.55 0.08 1.60 0.031 _
0.00 0.001
0.001 0.00
31 18.64 64.51 0.25 9.48 0.03 0.00 _ _
.00 0.00
0.00[--
0.00
32 20.30 61.62 0.36 16.37 0.031 0.00 0.001 0.00 0.00
33 21.91 58.85 0.41 _ 20.33 0.03 0.001 0.00!_ 0.00 0.00
34 23.43 56.21 1 0.44 22.66 0.03 0.00 0.001 0.001 0.00
35 24.85 53.69 0.46 24.35 0.03 0.001 0.001 0.00-i 0.00
36 26.16 51.28 0.48 25.77 _ 0.03; _
___ 0.00 ^ 0.00 0.00 0.00
37 27.34 48.98 0.50 27.02 0.03 0.001 0.00 _ 0.00 0.00
38 28.37 46.78 0.51 28.11 0.03 0.00 0.00 0.00 0.00
39
40 29.25
29.96 44.68
42.68 0.52
0.53 29.03
- 29.78 0.03.
0.031 0.00
0.001
` 0.00!
0.001 0.001
700 0.00
r 0.00
41 30.48 40.76 0.54 30.35 0.03 0.001 0.00 0.00 0.00
42
43

44
45

46
47 30.83
30.98

30.94
30.72

30.31
, 38.93
37.18

35.52
33.92

1 32.40 0.54
0.551

0.55
0.54;

0.541' _
30.73
30.92
30.91
30.72
-
30.341 0.03
0.03

0.031
_ 0_03
7
0.03 0.001
---0.00

0.00
0.00
-
0.00 0.00_! 0.00 0.00
0.001 0.00 0.00
-----
0.001 0.00. 0.00
0.001 0.001 0.00
-
0.00'' 0.00; 0.00
48 1

C
A B C D E F G H 1
1 Section 1A Stormwater Routing # 4 Date: 8/12/02
2 Pond and Pipe Combination
3 Written by Peyton N. Joyner, P. E.
4 A:WighVill\Rout3A.xls Elevation at Z = 0 is 447.96 Overtop: 453.00
5 Project: Highland Village Location: Cary, NC Basin: BR#3
6 Storm: 1 Yr. Trial: 2 dT = 0.50 mins.
7 Qp = 20.60 Tp = 27.5
8
9 Outlet Pipes Max. Elev.
10 Outlet Invert Z Diameter Area Orifice Before dT
11 Pipe No. Elev. (ft.) (in.) (s.f.) Coeff. Reduction
12
13 1 447.96 0.00 2 0.0218 0.6 Elev. dZ
14 2 449.00 1.04 24 3.1416 0.6 1 1
15 3 500.00 52.04 0 0.0000 0.6 451.00 3.04
16, Outlet Weirs
17 Outlet Weir Z Length Weir dT/4 = 0.13
18 Weir No. Elev. (ft.) Coeff.
19
20 1 451.50 3.54 10 3.2
21 2 500.00 52.04 0 3.2
22 3 500.00 52.04 0 3.2
23 Retention Pond Contours and Areas
24 Contour Z Area Contour Z Area
25 Elevation (ft.) (s.f.) Elevation (ft.) (s.f.)
26
27 447.96 0.00 13692 453 5.04 17389
28 449 1.04 14427 454 6.04 17389
29 450 2.04 15162 455 7.04 17389
30 451 3.04 15898 456 8.04 17389
31 452 4.04 16641 457 9.04 17389
32 Storage Pipe Data CB Storage in
33 Pipe Diam. Length Pipe End Elevations Junction Boxes
34 No. (in.) (ft.) Low Inv. Low dZ High Inv. High dZ
35 Bott. Elev. 449.12
36 1 15 372 448.04 0.08 450.50 2.54 dZ = 1.16
37 , 2 18 154 448.06 0.10 448.62 0.66
38 3 24 70 448.82 0.86 449.97 2.01 Area = 72
39 4 0 0 462.20 14.24 462.30 14.34
40 5 0 0 462.20 14.24 462.30 14.34
41
42 , Summary of Results
43
44 Max. Elevation = 450.20 ft.
45 Max. Outflow = 6.90 cfs
46 Max. Storage = 33288.4 c. f.
47 ,
48
49 See Section 1 D for warning about use of this program.
E
E
•
J K L M N O P Q R
1 Section 1B Stormwater Routing # 4 8/12/02
2 by Peyton N. Joyner, P. E.
3 A:\HighViMRout3A.xls
4 Highland V illage Basin # BR#3 Trial # 2 Storm 1 Yr.

Pipe Cross-Section Areas at D epths above Outlet
M
Z End 11A End 11B Alpha Area 11 End 12A End 12B Alpha Area 12
ag
10 0.
00
0.00
0.00
0.0000
0.00
0.00
0.00
0.0000
0.00
11 1.04 0.96 0.96 2.1365 1.01 0.00 0.00 0.0000 0.00
12 2.04 1.96 1.25 3.1416 1.23 0.00 0.00 0.0000 0.00
13 3.04 2.96 1.25 3.1416 1.23 2.96 1.25 3.1416 1.23
14 4.04 3.96 1.25 3.1416 1.23 3.96 1.25 3.1416 1.23
15 5.04 4.96 1.25 3.1416 1.23 4.96 1.25 3.1416 1.23
16 6.04 5.96 1.25 3.1416 1.23 5.96 1.25 3.1416 1.23
17 7.04 6.96 1.25 3.1416 1.23 6.96 1.25 3.1416 1.23
18 8.04 7.96 1.25 3.1416 1.23 7.96 1.25 3.1416 1.23
19 9.04 8.96 1.25 3.1416 1.23 8.96 1.25 3.1416 1.23
20
21 Z End 21A End 21B Alpha Area 21 End 22A End 22B Alpha Area 22
22
23 0.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
24 1.04 0.94 0.94 1.8269 1.17 0.38 0.38 1.0549 0.35
25 2.04 1.94 1.50 3.1416 1.77 1.38 1.38 2.5681 1.70
26 , 3.04 2.94 1.50 3.1416 1.77 2.38 1.50 3.1416 1.77
27 4.04 3.94 1.50 3.1416 1.77 3.38 1.50 3.1416 1.77
28 5.04 4.94 1.50 3.1416 1.77 4.38 1.50 3.1416 1.77
29 6.04 5.94 1.50 3.1416 1.77 5.38 1.50 3.1416 1.77
30 7.04 6.94 1.50 3.1416 1.77 6.38 1.50 3.1416 1.77
31 8.04 7.94 1.50 3.1416 1.77 7.38 1.50 3.1416 1.77
32 9.04 8.94 1.50 3.1416 1.77 8.38 1.50 3.1416 1.77
33
34 Z End 31A End 31B Alpha Area 31 End 32A End 32B Alpha Area 32
35
36 0.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
37 1.04 0.18 0.18 0.6094 0.14 0.00 0.00 0.0000 0.00
38 2.04 1.18 1.18 1.7518 1.93 0.03 0.03 0.2456 0.01
39 3.04 2.18 2.00 3.1416 3.14 1.03 1.03 1.6008 1.63
40 4.04 3.18 2.00 3.1416 3.14 2.03 2.00 3.1416 3.14
41 5.04 4.18 2.00 3.1416 3.14 3.03 2.00 3.1416 3.14
42 , 6.04 5.18 2.00 3.1416 3.14 4.03 2.00 3.1416 3.14
43 7.04 6.18 2.00 3.1416 3.14 5.03 2.00 3.1416 3.14
44 8.04 7.18 2.00 3.1416 3.14 6.03 2.00 3.1416 3.14
45 9.04 8.18 2.00 3.1416 3.14 7.03 2.00 3.1416 3.14
46
47
48
49 See Section 1D for warning about use of this program.
L"I
E
C7
S T U V W X Y Z AA
1 Section 1C Stormwater Routing # 4 8/12/02
2 by Peyton N. Joyner, P. E.
3 A:WighViII\Rout3A.xls
4 Highland Village Basin # BR#3 Trial # 2 Storm 1 Yr.
5
6 Pipe Cross-Section Areas at Depths above Outlet (Continued)
7
8 Z End 41A End 41 B Alpha Area 41 End 42A End 42B Alpha Area 42
9
10 0.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
11 1.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
12 2.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
13 3.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
14 4.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
15 5.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
16 6.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
17 7.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
18 8.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
19 9.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
20
21 Z End 51A End 51B Alpha Area 51 End 52A End 52B Alpha Area 52
22 ,
23 0.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
24 1.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
25 2.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
26 3.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
27 4.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
28 5.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
29 6.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
30 7.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
31 8.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
32 9.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
33
34 Pond S torage Vol ume at De pths above Outlet
35
36 , Elevation Z Vol. Below dVol. Tot. Vol.
37
38 447.96 0.00 0.0 0.0 0.0
39 449.00 1.04 0.0 14059.5 14059.5
40 450.00 2.04 14059.5 14794.5 28854.0
41 451.00 3.04 28854.0 15530.0 44384.0
42 452.00 4.04 44384.0 16269.5 60653.5
43 453.00 5.04 60653.5 17015.0 77668.5
44 454.00 6.04 77668.5 17389.0 95057.5
45 455.00 7.04 95057.5 17389.0 112446.5
46 456.00 8.04 112446.5 17389.0 129835.5
47 457.00 9.04 129835.5 17389.0 147224.5
48
49 S ee Section 1D for warning about use of this program.
C7
L-1
E
AB AC AD AE AF AG AH Al AJI
1 section 1D Stormwater Routing # 4 8112/02
2 by Peyton N. Joyner, P. E.
3 AAHighViIARout3A.xIs
4 Highland Village Basin # BR#3 Trial # 2 Storm 1 Yr.
5
6 Total S torage Volumes at depths above Outlet
7
8 Z Pond Pipe 1 Pipe 2 Pipe 3 Pipe 4 Pipe 5 CB's Total
9
10 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
11 1.04 14059.5 188.1 116.8 4.9 0.0 0.0 0.0 14369.4
12 2.04 28854.0 228.3 267.0 67.9 0.0 0.0 63.4 29480.5
13 3.04 44384.0 456.5 272.1 167.0 0.0 0.0 135.4 45415.0
14 4.04 60653.5 456.5 272.1 219.9 0.0 0.0 207.4 61809.4
15 5.04 77668.5 456.5 272.1 219.9 0.0 0.0 279.4 78896.4
16 6.04 95057.5 456.5 272.1 219.9 0.0 0.0 351.4 96357.4
17 7.04 112446.5 456.5 272.1 219.9 0.0 0.0 423.4 113818.4
18 8.04 129835.5 456.5 272.1 219.9 0.0 0.0 495.4 131279.4
19 9.04 147224.5 456.5 272.1 219.9 0.0 0.0 567.4 148740.4
20
21 Pipe end designations are as follows:
22 1. The first digit indicates the pipe number.
23 2. The second digit is 1 for lower end, 2 for upper end.
24 3. A and B denote intermediate steps in solving area.
25 4. Alpha is the angle (in radians) in the equa tion to calculate the cross-sectional area
26 of a partially filled pipe.
27 Section Section Section Section
28 1A 1B 1C 1D
29 , Section Section Section Section
30 Pages should be arranged as shown at right. 2A 2B 2C 2D
31 Section Section Section Section
32 3A 3B 3C 3D
33 Section Section Section Section
34 4A 4B 4C 4D
35
36 **...**.**.*****.*******.******************.**.**.*************************.***.***.*...*.*****.***********.******
37
38 * Warning
39 *
40 * This program is the intellectual property of Peyton N. Joyner, P. E. and may
41 * not be used without permission. Any other use of this program may be sub-
42 * ject to prosecution. The user of this program is expected to be able to
43 * distinguish if the results are reasonable and within program limitations. The
44 * writer acce pts no liability for use of this program by others.
45
46
47
48
49 *.******.*****.***.**.**...***.***.*.**...***.*..*.*******************************..****..***.******.**.*.**.*****
v
n
C7
A B C D E F G H 1
50 section 2A Stormwater Routing # 4 8/12/02
51 by Peyton N. Joyner, P. E.
52 A:1HighVi11\Rout3A.x1s
53 Highland V illage Basin # BR#3 Trial # 2 Storm 1 Yr.
54
55 Time Radians Q<1.25Tp Number Q>1.25Tp Inflow dStorage Storage
56 (min.) (Intermediate Steps to Compute Inflow) (cfs) (c. f.) (c. f.)
57
58 0.0 0.0000 0.00 0.0000 89.40 0.00 0.0 0.0
59 0.5 0.0571 0.02 -0.0236 87.32 0.02 0.0 0.0
60 1.0 0.1142 0.07 -0.0473 85.28 0.07 0.5 0.5
61 1.5 0.1714 0.15 -0.0709 83.28 0.15 2.0 2.5
62 2.0 0.2285 0.27 -0.0945 81.34 0.27 4.5 7.0
63, 2.5 0.2856 0.42 -0.1182 79.44 0.42 8.0 15.1
64 3.0 0.3427 0.60 -0.1418 77.58 0.60 12.5 27.6
65 3.5 0.3998 0.81 -0.1655 75.77 0.81 18.0 45.6
66 4.0 0.4570 1.06 -0.1891 74.00 1.06 24.4 69.9
67 4.5 0.5141 1.33 -0.2127 72.27 1.33 31.7 101.6
68, 5.0 0.5712 1.64 -0.2364 70.58 1.64 39.9 141.6
69 5.5 0.6283 1.97 -0.2600 68.94 1.97 49.1 190.6
70 6.0 0.6854 2.33 -0.2836 67.32 2.33 59.0 249.6
71 6.5 0.7426 2.71 -0.3073 65.75 2.71 69.8 319.4
72 7.0 0.7997 3.12 -0.3309 64.22 3.12 81.3 400.8
73 7.5 0.8568 3.55 -0.3545 62.72 3.55 93.6 494.4
74 8.0 0.9139 4.01 -0.3782 61.25 4.01 106.6 601.0
75 8.5 0.9710 4.49 -0.4018 59.82 4.49 120.3 721.3
76 9.0 1.0282 4.98 -0.4255 58.42 4.98 134.5 855.9
77 9.5 1.0853 5.49 -0.4491 57.06 5.49 149.4 1005.2
78 10.0 1.1424 6.02 -0.4727 55.73 6.02 164.7 1170.0
79 10.5 1.1995 6.56 -0.4964 54.42 6.56 180.5 1350.5
80 11.0 1.2566 7.12 -0.5200 53.15 7.12 196.6 1547.0
81 11.5 1.3138 7.68 -0.5436 51.91 7.68 213.0 1760.1
82 12.0 1.3709 8.25 -0.5673 50.70 8.25 229.8 1989.9
83 , 12.5 1.4280 8.83 -0.5909 49.51 8.83 246.9 2236.8
84 13.0 1.4851 9.42 -0.6145 48.36 9.42 264.2 2500.9
85 13.5 1.5422 10.01 -0.6382 47.23 10.01 281.6 2782.6
86 14.0 1.5994 10.59 -0.6618 46.12 10.59 299.1 3081.7
87 14.5 1.6565 11.18 -0.6855 45.05 11.18 316.7 3398.4
88 15.0 1.7136 11.77 -0.7091 43.99 11.77 334.2 3732.6
89 15.5 1.7707 12.35 -0.7327 42.97 12.35 351.7 4084.2
90 16.0 1.8278 12.92 -0.7564 41.96 12.92 369.0 4453.2
91 16.5 1.8850 13.48 -0.7800 40.98 13.48 386.1 4839.2
92 17.0 1.9421 14.04 -0.8036 40.03 14.04 402.9 5242.1
93 17.5 1.9992 14.58 -0.8273 39.09 14.58 419.4 5661.6
94 18.0 2.0563 15.11 -0.8509 38.18 15.11 435.6 6097.2
95 18.5 2.1134 15.62 -0.8745 37.29 15.62 451.4 6548.5
96 19.0 2.1706 16.11 -0.8982 36.42 16.11 466.6 7015.2
97 19.5 2.2277 16.59 -0.9218 35.56 16.59 481.4 7496.6
98 20.0 2.2848 17.05 -0.9455 34.73 17.05 495.6 7992.2
99 20.5 2.3419 17.48 -0.9691 33.92 17.48 509.2 8501.4
11
v
E 99 20.5 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59
J K L M N O P Q R
50 Section 2B Stormwater Routing # 4 8/12/02
51 by Peyton N. Joyner, P. E.
52 AAiighVi111Rout3A.x1s
53 Highland V illage Basin # BR#3 Trial # 2 Storm 1 Yr.
54
55 Time Intermediate Steps to Compute Stage
56 (min.) Z1 Z2 Z3 Z4 Z5 Z6 Z7 Z8
57
58 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
59 0.5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
60 1.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
61 1.5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
62 2.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
63 2.5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
64, 3.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
65 3.5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
66 4.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
67 4.5 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01
68 5.0 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01
69 5.5 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01
70 6.0 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02
71 6.5 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02
72 7.0 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03
73 7.5 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03
74 , 8.0 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04
75 8.5 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05
76 9.0 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06
77 9.5 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07
78 10.0 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.08
79 10.5 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09
80 11.0 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11
81 11.5 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.12
82 12.0 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14
83 12.5 0.16 0.16 0.16 0.16 0.16 0.16 0.16 0.16
84 , 13.0 0.17 0.17 0.17 0.17 0.17 0.17 0.17 0.17
85 13.5 0.19 0.19 0.19 0.19 0.19 0.19 0.19 0.19
86 14.0 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21
87 14.5 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24
88 15.0 0.26 0.26 0.26 0.26 0.26 0.26 0.26 0.26
89 15.5 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.28
90 16.0 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31
91 16.5 0.34 0.34 0.34 0.34 0.34 0.34 0.34 0.34
92 17.0 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36
93 17.5 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39
94 18.0 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42
95 18.5 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46
96 19.0 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49
97 19.5 0.52 0.52 0.52 0.52 0.52 0.52 0.52 0.52
98 20.0 0.56 0.56 0.56 0.56 0.56 0.56 0.56 0.56

11

S T u v W X Y Z AA
50 Section 2C Stormwater Routing # 4 8/12/02
51 by Peyton N. Joyner, P. E.
52 A:WighViII\Rout3A.xfs
53 Highland V illage Basin # BR#3 Trial # 2 Storm 1 Yr.
54
55 Time Stage Comps Elevation Orifice Flows
56 (min.) Z9 Stage (ft.) 1A 1B 2A 2B
57
58 0.0 0.00 0.00 447.96 0.00 0.00 0.00 0.00
59 0.5 0.00 0.00 447.96 0.00 0.00 0.00 0.00
60 1.0 0.00 0.00 447.96 0.00 0.00 0.00 0.00
61 1.5 0.00 0.00 447.96 0.00 0.00 0.00 0.00
62 2.0 0.00 0.00 447.96 0.00 0.00 0.00 0.00
63 2.5 0.00 0.00 447.96 0.00 0.00 0.00 0.00
64 3.0 0.00 0.00 447.96 0.00 0.00 0.00 0.00
65 3.5 0.00 0.00 447.96 0.00 0.00 0.00 0.00
66 4.0 0.00 0.00 447.96 0.00 0.00 0.00 0.00
67 4.5 0.01 0.01 447.97 0.00 0.00 ' 0.00 0.00
68 5.0 0.01 0.01 447.97 0.00 0.00 0.00 0.00
69 , 5.5 0.01 0.01 447.97 0.00 0.00 0.00 0.00
70 6.0 0.02 0.02 447.98 0.00 0.00 0.00 0.00
71 6.5 0.02 0.02 447.98 0.00 0.00 0.00 0.00
72 7.0 0.03 0.03 447.99 0.00 0.00 0.00 0.00
73 7.5 0.03 0.03 447.99 0.00 0.00 0.00 0.00
74 8.0 0.04 0.04 448.00 0.00 0.00 0.00 0.00
75 8.5 0.05 0.05 448.01 0.00 0.00 0.00 0.00
76 9.0 0.06 0.06 448.02 0.00 0.00 0.00 0.00
77 9.5 0.07 0.07 448.03 0.00 0.00 0.00 0.00
78 10.0 0.08 0.08 448.04 0.00 0.00 0.00 0.00
79 10.5 0.09 0.09 448.05 0.01 0.01 0.00 0.00
80 , 11.0 0.11 0.11 448.07 0.01 0.02 0.00 0.00
81 11.5 0.12 0.12 448.08 0.01 0.02 0.00 0.00
82 12.0 0.14 0.14 448.10 0.02 0.02 0.00 0.00
83 12.5 0.16 0.16 448.12 0.02 0.03 0.00 0.00
84 13.0 0.17 0.17 448.13 0.03 0.03 0.00 0.00
85 , 13.5 0.19 0.19 448.15 0.04 0.03 0.00 0.00
86 14.0 0.21 0.21 448.17 0.05 0.04 0.00 0.00
87 14.5 0.24 0.24 448.20 0.06 0.04 0.00 0.00
88 15.0 0.26 0.26 448.22 0.08 0.04 0.00 0.00
89 15.5 0.28 0.28 448.24 0.10 0.05 0.00 0.00
90 16.0 0.31 0.31 448.27 0.12 0.05 0.00 0.00
91 16.5 0.34 0.34 448.30 0.15 0.05 0.00 0.00
92 17.0 0.36 0.36 448.32 0.19 0.06 0.00 0.00
93 17.5 0.39 0.39 448.35 0.23 0.06 0.00 0.00
94 18.0 0.42 0.42 448.38 0.27 0.06 0.00 0.00
95 18.5 0.46 0.46 448.42 0.32 0.06 0.00 0.00
96 19.0 0.49 0.49 448.45 0.38 0.07 0.00 0.00
97 19.5 0.52 0.52 448.48 0.45 0.07 0.00 0.00
98 20.0 0.56 0.56 448.52 0.53 0.07 0.00 0.00
99 20.5 0.59 0.59 448.55 0.62 0.07 0.00 0.00

C
AB AC AD AE AF AG AH All AJ
50 Section 2D Stormwater Routing # 4 8/12/02
51 by Peyton N. Joyner, P. E.
52 A:1HighViII\Rout3A.xl3
53 Highland V illage Basin # BR#3 Trial # 2 Storm 1 Yr.
54
55 Time Orifice (Continued) Weir Flows Total
56 (min.) 3A 3B 1 2 3 Outflow
57
58 0.0 0.00 0.00 0.00 0.00 0.00 0.00
59 0.5 0.00 0.00 0.00 0.00 0.00 0.00
60 1.0 0.00 0.00 0.00 0.00 0.00 0.00
61 1.5 0.00 0.00 0.00 0.00 0.00 0.00
62 2.0 0.00 0.00 0.00 0.00 0.00 0.00
63 2.5 0.00 0.00 0.00 0.00 0.00 0.00
64 3.0 0.00 0.00 0.00 0.00 0.00 0.00
65 3.5 0.00 0.00 0.00 0.00 0.00 0.00
66 4.0 0.00 0.00 0.00 0.00 0.00 0.00
67 4.5 0.00 0.00 0.00 0.00 0.00 0.00
68 5.0 0.00 0.00 0.00 0.00 0.00 0.00
69 5.5 0.00 0.00 0.00 0.00 0.00 0.00
70 6.0 0.00 0.00 0.00 0.00 0.00 0.00
71 6.5 0.00 0.00 0.00 0.00 0.00 0.00
72 7.0 0.00 0.00 0.00 0.00 0.00 0.00
73 7.5 0.00 0.00 0.00 0.00 0.00 0.00
74 8.0 0.00 0.00 0.00 0.00 0.00 0.00
75 8.5 0.00 0.00 0.00 0.00 0.00 0.00
76 9.0 0.00 0.00 0.00 0.00 0.00 0.00
77 9.5 0.00 0.00 0.00 0.00 0.00 0.00
78 10.0 0.00 0.00 0.00 0.00 0.00 0.00
79 10.5 0.00 0.00 0.00 0.00 0.00 0.01
80 11.0 0.00 0.00 0.00 0.00 0.00 0.02
81 11.5 0.00 0.00 0.00 0.00 0.00 0.02
82 12.0 0.00 0.00 0.00 0.00 0.00 0.02
83 12.5 0.00 0.00 0.00 0.00 0.00 0.03
84 13.0 0.00 0.00 0.00 0.00 0.00 0.03
85 13.5 0.00 0.00 0.00 0.00 0.00 0.03
86 14.0 0.00 0.00 0.00 0.00 0.00 0.04
87 14.5 0.00 0.00 0.00 0.00 0.00 0.04
88 15.0 0.00 0.00 0.00 0.00 0.00 0.04
89 15.5 0.00 0.00 0.00 0.00 0.00 0.05
90 16.0 0.00 0.00 0.00 0.00 0.00 0.05
91 16.5 0.00 0.00 0.00 0.00 0.00 0.05
92 17.0 0.00 0.00 0.00 0.00 0.00 0.06
93 17.5 0.00 0.00 0.00 0.00 0.00 0.06
94 18.0 0.00 0.00 0.00 0.00 0.00 0.06
95 18.5 0.00 0.00 0.00 0.00 0.00 0.06
96 19.0 0.00 0.00 0.00 0.00 0.00 0.07
97 19.5 0.00 0.00 0.00 0.00 0.00 0.07
98 20.0 0.00 0.00 0.00 0.00 0.00 0.07
99 , 20.5 0.00 0.00 0.00 0.00 0.00 0.07

C
E 149 41.5 4.7409 10.01 -1.9618 12.57 12.57 313.3 30355.0
A B C D E F G H I
100 Section 3A Stormwater Routing # 4 8112/02
101 by Peyton N. Joyner, P. E.
102 A:UiighVi1l\Rout3A.)ds
103, Highland Village Basin # BR#3 Trial # 2 Storm 1 Yr.
104
105 Time Radians Q<1.25Tp Number Q>1.25Tp Inflow dStorage Storage
106 (min.) (Intermediate Steps to Compute Inflow) (Cfs) (C. f.) (C. f.)
107
108 21.0 2.3990 17.89 -0.9927 33.13 17.89 522.1 9023.5
109 21.5 2.4562 18.27 -1.0164 32.36 18.27 534.3 . 9557.8
110 22.0 2.5133 18.63 -1.0400 31.60 18.63 545.8 10103.6
111 22.5 2.5704 18.96 -1.0636 30.86 18.96 556.5 10660.1
112 23.0 2.6275 19.27 -1.0873 30.14 19.27 566.4 11226.5
113 23.5 2.6846 19.54 -1.1109 29.44 19.54 575.4 11802.0
114 24.0 2.7418 19.79 -1.1345 28.75 19.79 583.6 12385.6
115 24.5 2.7989 20.00 -1.1582 28.08 20.00 590.8 12976.4
116 25.0 2.8560 20.18 -1.1818 27.42 20.18 597.2 13573.6
117 25.5 2.9131 20.33 -1.2055 26.78 20.33 602.6 14176.1
118 26.0 2.9702 20.45 -1.2291 26.16 20.45 607.0 14783.1
119 26.5 3.0274 20.53 -1.2527 25.54 20.53 610.4 15393.5
120 27.0 3.0845 20.58 -1.2764 24.95 20.58 612.9 16006.4
121 27.5 3.1416 20.60 -1.3000 24.37 20.60 614.2 16620.6
122 28.0 3.1987 20.58 -1.3236 23.80 20.58 614.5 17235.1
123 28.5 3.2558 20.53 -1.3473 23.24 20.53 613.6 17848.7
124 29.0 3.3130 20.45 -1.3709 22.70 20.45 611.5 18460.2
125 29.5 3.3701 20.33 -1.3945 22.17 20.33 608.3 19068.5
126 30.0 3.4272 20.18 -1.4182 21.65 20.18 603.8 19672.3
127 30.5 3.4843 20.00 -1.4418 21.14 20.00 598.2 20270.5
128 31.0 3.5414 19.79 -1.4655 20.65 19.79 591.4 20861.9
129 31.5 3.5986 19.54 -1.4891 20.17 19.54 583.4 21445.3
130 32.0 3.6557 19.27 -1.5127 19.70 19.27 574.3 22019.6
131 32.5 3.7128 18.96 -1.5364 19.24 18.96 564.0 22583.6
132 33.0 3.7699 18.63 -1.5600 18.79 18.63 552.7 23136.2
133 33.5 3.8270 18.27 -1.5836 18.35 18.27 540.3 23676.5
134 34.0 3.8842 17.89 -1.6073 17.92 17.89 526.9 24203.4
135 34.5 3.9413 17.48 -1.6309 17.50 17.50 512.5 24715.9
136 35.0 3.9984 17.05 -1.6545 17.09 17.09 497.9 25213.8
137 35.5 4.0555 16.59 -1.6782 16.69 16.69 482.5 25696.4
138 36.0 4.1126 16.11 -1.7018 16.30 16.30 467.3 26163.7
139 36.5 4.1698 15.62 -1.7255 15.92 15.92 452.3 26616.0
140 37.0 4.2269 15.11 -1.7491 15.55 15.55 437.4 27053.4
141 37.5 4.2840 14.58 -1.7727 15.19 15.19 422.7 27476.2
142 38.0 4.3411 14.04 -1.7964 14.83 14.83 408.3 27884.4
143 38.5 4.3982 13.48 -1.8200 14.49 14.49 394.0 28278.4
144 39.0 4.4553 12.92 -1.8436 14.15 14.15 379.9 28658.3
145 39.5 4.5125 12.35 -1.8673 13.82 13.82 366.0 29024.3
146 40.0 4.5696 11.77 -1.8909 13.49 13.49 352.4 29376.8
147 40.5 4.6267 11.18 -1.9145 13.18 13.18 339.0 29715.8
148 41.0 4.6838 10.59 -1.9382 12.87 12.87 326.0 30041.8

11
C
J K L M N O P Q R
100 Section 3B Stormwater Routing # 4 8/12/02
101 by Peyton N. Joyner, P. E.
102 AAF ighVi1PRout3A.xls
103, Highland V illage Basin # BR#3 Trial # 2 Storm 1 Yr.
104
105 Time Intermediate Steps to Compute Stage
106 (min.) Z1 Z2 Z3 Z4 Z5 Z6 Z7 Z8
107
108 21.0 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63
109 21.5 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67
110 22.0 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70
111 22.5 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74
112 23.0 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78
113 23.5 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82
114 24.0 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86
115 24.5 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
116 25.0 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94
117 25.5 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99
118 26.0 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03
119 26.5 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07
120 27.0 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
121 27.5 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15
122 28.0 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19
123 28.5 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23
124 29.0 1.27 1.27 1.27 1.27 1.27 1.27 1.27 1.27
125 29.5 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31
126 30.0 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35
127 30.5 1.39 1.39 1.39 1.39 1.39 1.39 1.39 1.39
128 31.0 1.43 1.43 1.43 1.43 1.43 1.43 1.43 1.43
129 31.5 1.47 1.47 1.47 1.47 1.47 1.47 1.47 1.47
130 32.0 1.51 1.51 1.51 1.51 1.51 1.51 1.51 1.51
131 32.5 1.54 1.54 1.54 1.54 1.54 1.54 1.54 1.54
132 33.0 1.58 1.58 1.58 1.58 1.58 1.58 1.58 1.58
133 33.5 1.62 1.62 1.62 1.62 1.62 1.62 1.62 1.62
134 34.0 1.65 1.65 1.65 1.65 1.65 1.65 1.65 1.65
135 34.5 1.68 1.68 1.68 1.68 1.68 1.68 1.68 1.68
136 35.0 1.72 1.72 1.72 1.72 1.72 1.72 1.72 1.72
137 35.5 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75
138 36.0 1.78 1.78 1.78 1.78 1.78 1.78 1.78 1.78
139 36.5 1.81 1.81 1.81 1.81 1.81 1.81 1.81 1.81
140 37.0 1.84 1.84 1.84 1.84 1.84 1.84 1.84 1.84
141 37.5 1.87 1.87 1.87 1.87 1.87 1.87 1.87 1.87
142 38.0 1.89 1.89 1.89 1.89 1.89 1.89 1.89 1.89
143 38.5 1.92 1.92 1.92 1.92 1.92 1.92 1.92 1.92
144 39.0 1.95 1.95 1.95 1.95 1.95 1.95 1.95 1.95
145 39.5 1.97 1.97 1.97 1.97 1.97 1.97 1.97 1.97
146 40.0 1.99 1.99 1.99 1.99 1.99 1.99 1.99 1.99
147 40.5 2.02 2.01 2.01 2.01 2.01 2.01 2.01 2.01
148 41.0 2.04 2.04 2.04 2.04 2.04 2.04 2.04 2.04
149 , 41.5 2.06 2.05 2.05 2.05 2.05 2.05 2.05 2.05

C]
r?
LJ
S T U V W X Y Z AA
100 section 3c Stormwater Routing # 4 8/12/02
101 by Peyton N. Joyner, P. E.
102 A:UiighVi1Mout3A.x1s
103 Highland V illage Basin # BR#3 Trial # 2 Storm 1 Yr.
104
Time Stage Comps Elevation Orifice Flows
[ (min.) Z9 Stage (ft.) 1A 1B 2A 2B

108 21.0 0.63 0.63 448.59 0.72 0.08 0.00 0.00
109 21.5 0.67 0.67 448.63 0.83 0.08 0.00 0.00
110 22.0 0.70 0.70 448.66 0.96 0.08 0.00 0.00
111 22.5 0.74 0.74 448.70 1.09 0.09 0.00 0.00
112 23.0 0.78 0.78 448.74 1.25 0.09 0.00 0.00
113 23.5 0.82 0.82 448.78 1.41 0.09 0.00 0.00
114 24.0 0.86 0.86 448.82 1.59 0.09 0.00 0.00
115 24.5 0.90 0.90 448.86 1.79 0.10 0.00 0.00
116 25.0 0.94 0.94 448.90 2.00 0.10 0.00 0.00
117 25.5 0.99 0.99 448.95 2.23 0.10 0.00 0.00
118 26.0 1.03 1.03 448.99 2.47 0.10 0.00 0.00
119 26.5 1.07 1.07 449.03 2.72 0.10 0.00 0.00
120 27.0 1.11 1.11 449.07 2.99 0.11 0.00 0.00
121 27.5 1.15 1.15 449.11 3.27 0.11 0.01 0.01
122 28.0 1.19 1.19 449.15 3.57 0.11 0.02 0.02
123 28.5 1.23 1.23 449.19 3.88 0.11 0.04 0.04
124 29.0 1.27 1.27 449.23 4.20 0.11 0.06 0.06
125 29.5 1.31 1.31 449.27 4.55 0.12 0.09 0.09
126 30.0 1.35 1.35 449.31 4.90 0.12 0.12 0.12
127 30.5 1.39 1.39 449.35 5.27 0.12 0.17 0.17
128 31.0 1.43 1.43 449.39 5.64 0.12 0.22 0.22
129 31.5 1.47 1.47 449.43 6.03 0.12 0.28 0.28
130 32.0 1.51 1.51 449.47 6.43 0.13 0.34 0.34
131 32.5 1.54 1.54 449.50 6.84 0.13 0.42 0.42
132 33.0 1.58 1.58 449.54 7.25 0.13 0.50 0.50
133 33.5 1.62 1.62 449.58 7.67 0.13 0.58 0.58
134 34.0 1.65 1.65 449.61 8.09 0.13 0.67 0.67
135 34.5 1.68 1.68 449.64 8.51 0.13 0.77 0.77
136 35.0 1.72 1.72 449.68 8.93 0.13 0.87 0.87
137 35.5 1.75 1.75 449.71 9.35 0.14 0.98 0.98
138 36.0 1.78 1.78 449.74 9.77 0.14 1.09 1.09
139 36.5 1.81 1.81 449.77 10.19 0.14 1.20 1.20
140 37.0 1.84 1.84 449.80 10.60 0.14 1.32 1.32
141 37.5 1.87 1.87 449.83 11.01 0.14 1.44 1.44
142 38.0 1.89 1.89 449.85 11.41 0.14 1.56 1.56
143 38.5 1.92 1.92 449.88 11.81 0.14 1.68 1.68
144 39.0 1.95 1.95 449.91 12.20 0.14 1.80 1.80
145 39.5 1.97 1.97 449.93 12.58 0.14 1.93 1.93
146 40.0 1.99 1.99 449.95 12.95 0.15 2.05 2.05
147 40.5 2.01 2.01 449.97 13.31 0.15 2.17 2.17
148 41.0 2.04 2.04 450.00 13.65 0.15 2.28 2.28
149 41.5 2.05 2.05 450.01, 1 13.98 0.15 2.40 2.40
r 1

C
AB AC AD AE AF AG AH All AJ
100 Section 3D Stormwater Routing # 4 8/12/02
101 by Peyton N. Joyner, P. E.
102 A:WighViIRRout3A.xls
103 Highland V illage Basin # BR#3 Trial # 2 Storm 1 Yr.
1041 1
105 Time Orifice (Continued) Weir Flows Total
106 (min.) 3A 3B 1 2 3 Outflow
107
108 21.0 0.00 0.00 0.00 0.00 0.00 0.08
109, 21.5 0.00 0.00 0.00 0.00 0.00 0.08
110 22.0 0.00 0.00 0.00 0.00 0.00 0.08
111 22.5 0.00 0.00 0.00 0.00 0.00 0.09
112 23.0 0.00 0.00 0.00 0.00 0.00 0.09
113 23.5 0.00 0.00 0.00 0.00 0.00 0.09
114, 24.0 0.00 0.00 0.00 0.00 0.00 0.09
115 24.5 0.00 0.00 0.00 0.00 0.00 0.10
116 25.0 0.00 0.00 0.00 0.00 0.00 0.10
117 25.5 0.00 0.00 0.00 0.00 0.00 0.10
118 26.0 0.00 0.00 0.00 0.00 0.00 0.10
119, 26.5 0.00 0.00 0.00 0.00 0.00 0.10
120 27.0 0.00 0.00 0.00 0.00 0.00 0.11
121 27.5 0.00 0.00 0.00 0.00 0.00 0.12
122 28.0 0.00 0.00 0.00 0.00 0.00 0.13
123 28.5 0.00 0.00 0.00 0.00 0.00 0.15
124 29.0 0.00 0.00 0.00 0.00 0.00 0.17
125 29.5 0.00 0.00 0.00 0.00 0.00 0.20
126 30.0 0.00 0.00 0.00 0.00 0.00 0.24
127 30.5 0.00 0.00 0.00 0.00 0.00 0.29
128 31.0 0.00 0.00 0.00 0.00 0.00 0.34
129 31.5 0.00 0.00 0.00 0.00 0.00 0.40
130 32.0 0.00 0.00 0.00 0.00 0.00 0.47
131 32.5 0.00 0.00 0.00 0.00 0.00 0.54
132 33.0 0.00 0.00 0.00 0.00 0.00 0.62
133 33.5 0.00 0.00 0.00 0.00 0.00 0.71
134 34.0 0.00 0.00 0.00 0.00 0.00 0.80
135 34.5 0.00 0.00 0.00 0.00 0.00 0.90
136 35.0 0.00 0.00 0.00 0.00 0.00 1.01
137 35.5 0.00 0.00 0.00 0.00 0.00 1.12
138 36.0 0.00 0.00 0.00 0.00 0.00 1.23
139 36.5 0.00 0.00 0.00 0.00 0.00 1.34
140 37.0 0.00 0.00 0.00 0.00 0.00 1.46
141 37.5 0.00 0.00 0.00 0.00 0.00 1.58
142 38.0 0.00 0.00 0.00 0.00 0.00 1.70
143 38.5 0.00 0.00 0.00 0.00 0.00 1.82
144 39.0 0.00 0.00 0.00 0.00 0.00 1.95
145 , 39.5 0.00 0.00 0.00 0.00 0.00 2.07
146 40.0 0.00 0.00 0.00 0.00 0.00 2.19
147 40.5 0.00 0.00 0.00 0.00 0.00 2.31
148 41.0 0.00 0.00 0.00 0.00 0.00 2.43
149 41.5 0.00 0.00 0.00 0.00 0.00 2.54
0
2
C
A B C D E F G H I
150 Section 4A Stormwater Routing # 4 8/12/02
151 by Peyton N. Joyner, P. E.
152 A:1HighVi11\Rout3A.x1s
153, Highland V illage Basin # BR#3 Trial At 2 Storm 1 Yr.
154
155 Time Radians Q<1.25Tp Number Q>1.25Tp Inflow dStorage Storage
156 (min.) (Intermediate Steps to Compute Inflow) (Cfs) (C. f.) (C. f.)
157
158, 42.0 4.7981 9.42 -1.9855 12.28 12.28 300.8 30655.8
159 42.5 4.8552 8.83 -2.0091 11.99 11.99 280.5 30936.3
160 43.0 4.9123 8.25 -2.0327 11.71 11.71 252.5 31188.8
161 43.5 4.9694 7.68 -2.0564 11.44 11.44 229.2 31418.0
162 44.0 5.0265 7.12 -2.0800 11.17 11.17 209.1 31627.1
163, 44.5 5.0837 6.56 -2.1036 10.91 10.91 191.0 31818.1
164 45.0 5.1408 6.02 -2.1273 10.65 10.65 174.6 31992.7
165 45.5 5.1979 5.49 -2.1509 10.40 10.40 159.5 32152.2
166 46.0 5.2550 4.98 -2.1745 10.16 10.16 145.5 32297.7
167 46.5 5.3121 4.49 -2.1982 9.92 9.92 132.6 32430.3
168, 47.0 5.3693 4.01 -2.2218 9.69 9.69 120.4 32550.7
169 47.5 5.4264 3.55 -2.2455 9.47 9.47 109.0 32659.7
170 48.0 5.4835 3.12 -2.2691 9.24 9.24 98.3 32757.9
171 48.5 5.5406 2.71 -2.2927 9.03 9.03 88.2 32846.1
172 49.0 5.5977 2.33 -2.3164 8.82 8.82 78.6 32924.7
173 49.5 5.6549 1.97 -2.3400 8.61 8.61 69.6 32994.3
174, 50.0 5.7120 1.64 -2.3636 8.41 8.41 61.1 33055.4
175 50.5 5.7691 1.33 -2.3873 8.21 8.21 53.0 33108.4
176 51.0 5.8262 1.06 -2.4109 8.02 8.02 45.4 33153.7
177 51.5 5.8833 0.81 -2.4345 7.84 7.84 38.1 33191.8
178 52.0 5.9405 0.60 -2.4582 7.65 7.65 31.2 33223.1
179 52.5 5.9976 0.42 -2.4818 7.47 7.47 24.7 33247.8
180 53.0 6.0547 0.27 -2.5055 7.30 7.30 18.6 33266.4
181 53.5 6.1118 0.15 -2.5291 7.13 7.13 12.7 33279.2
182 54.0 6.1689 0.07 -2.5527 6.96 6.96 7.2 33286.4
183 54.5 6.2261 0.02 -2.5764 6.80 6.80 2.0 33288.4
184 55.0 6.2832 0.00 -2.6000 6.64 6.64 -2.9 33285.4
185 55.5 6.3403 0.02 -2.6236 6.49 6.49 -7.6 33277.8
186 56.0 6.3974 0.07 -2.6473 6.33 6.33 -12.0 33265.8
187 56.5 6.4545 0.15 -2.6709 6.19 6.19 -16.2 33249.6
188 57.0 6.5117 0.27 -2.6945 6.04 6.04 -20.1 33229.5
189 57.5 6.5688 0.42 -2.7182 5.90 5.90 -23.8 33205.7
190 58.0 6.6259 0.60 -2.7418 5.76 5.76 -27.3 33178.5
191 58.5 6.6830 0.81 -2.7655 5.63 5.63 -30.5 33148.0
192 59.0 6.7401 1.06 -2.7891 5.50 5.50 -33.5 33114.4
193 59.5 6.7973 1.33 -2.8127 5.37 5.37 -36.4 33078.0
194 60.0 6.8544 1.64 -2.8364 5.24 5.24 -39.0 33039.0
195 60.5 6.9115 1.97 -2.8600 5.12 5.12 -41.5 32997.5
196 61.0 6.9686 2.33 -2.8836 5.00 5.00 -43.8 32953.7
197 61.5 7.0257 2.71 -2.9073 4.88 4.88 -45.9 32907.8
198 62.0 7.0829 3.12 -2.9309 4.77 4.77 -47.9 32859.9
199 62.5 7.1400 3.55 -2.9545 4.66 4.66 -49.6 32810.3

:.7

J K L M N O P Q R
150 Section 4B Stormwater Routing # 4 8/12/02
151 by Peyton N. Joyner, P. E.
152 AAHighVi1RRout3A.xls
153 Highland V illage Basin # BR93 Trial # 2 Storm 1 Yr.
154
155 Time Intermediate Steps to Compute Stage
156 (min.) Z1 Z2 Z3 Z4 Z5 Z6 Z7 Z8
157
158 42.0 2.08 2.07 2.07 2.07 2.07 2.07 2.07 2.07
159 42.5 2.10 2.09 2.09 2.09 2.09 2.09 2.09 2.09
160 43.0 2.11 2.11 2.11 2.11 2.11 2.11 2.11 2.11
161 43.5 2.13 2.12 2.12 2.12 2.12 2.12 2.12 2.12
162 44.0 2.14 2.13 2.13 2.13 2.13 2.13 2.13 2.13
163, 44.5 2.15 2.15 2.15 2.15 2.15 2.15 2.15 2.15
164 45.0 2.17 2.16 2.16 2.16 2.16 2.16 2.16 2.16
165 45.5 2.18 2.17 2.17 2.17 2.17 2.17 2.17 2.17
166 46.0 2.19 2.18 2.18 2.18 2.18 2.18 2.18 2.18
167 46.5 2.20 2.19 2.19 2.19 2.19 2.19 2.19 2.19
168, 47.0 2.20 2.19 2.19 2.19 2.19 2.19 2.19 2.19
169 47.5 2.21 2.20 2.20 2.20 2.20 2.20 2.20 2.20
170 48.0 2.22 2.21 2.21 2.21 2.21 2.21 2.21 2.21
171 48.5 2.22 2.21 2.21 2.21 2.21 2.21 2.21 2.21
172 49.0 2.23 2.22 2.22 2.22 2.22 2.22 2.22 2.22
173 49.5 2.23 2.22 2.22 2.22 2.22 2.22 2.22 2.22
174 50.0 2.24 2.22 2.22 2.22 2.22 2.22 2.22 2.22
175 50.5 2.24 2.23 2.23 2.23 2.23 2.23 2.23 2.23
176 51.0 2.24 2.23 2.23 2.23 2.23 2.23 2.23 2.23
177 51.5 2.25 2.23 2.23 2.23 2.23 2.23 2.23 2.23
178 52.0 2.25 2.23 2.23 2.23 2.23 2.23 2.23 2.23
179 52.5 2.25 2.24 2.24 2.24 2.24 2.24 2.24 2.24
180 53.0 2.25 2.24 2.24 2.24 2.24 2.24 2.24 2.24
181 53.5 2.25 2.24 2.24 2.24 2.24 2.24 2.24 2.24
182 54.0 2.25 2.24 2.24 2.24 2.24 2.24 2.24 2.24
183 54.5 2.25 2.24 2.24 2.24 2.24 2.24 2.24 2.24
184 55.0 2.25 2.24 2.24 2.24 2.24 2.24 2.24 2.24
185 55.5 2.25 2.24 2.24 2.24 2.24 2.24 2.24 2.24
186 56.0 2.25 2.24 2.24 2.24 2.24 2.24 2.24 2.24
187 56.5 2.25 2.24 2.24 2.24 2.24 2.24 2.24 2.24
188 57.0 2.25 2.24 2.24 2.24 2.24 2.24 2.24 2.24
189 57.5 2.25 2.23 2.23 2.23 2.23 2.23 2.23 2.23
190 58.0 2.24 2.23 2.23 2.23 2.23 2.23 2.23 2.23
191 58.5 2.24 2.23 2.23 2.23 2.23 2.23 2.23 2.23
192 59.0 2.24 2.23 2.23 2.23 2.23 2.23 2.23 2.23
193 59.5 2.24 2.23 2.23 2.23 2.23 2.23 2.23 2.23
194 60.0 2.24 2.22 2.22 2.22 2.22 2.22 2.22 2.22
195 60.5 2.23 2.22 2.22 2.22 2.22 2.22 2.22 2.22
196 61.0 2.23 2.22 2.22 2.22 2.22 2.22 2.22 2.22
197 61.5 2.23 2.22 2.22 2.22 2.22 2.22 2.22 2.22
198 62.0 2.22 2.21 2.21 2.21 2.21 2.21 2.21 2.21
199 62.5 2.22 2.21 2.21 2.21 2.21 2.21 2.21 2.21

r:
S T u v W X Y Z AA
150 Section 4C Stormwater Routing # 4 8/12/02
151 by Peyton N. Joyner, P. E.
152 AAHighViII\Rout3A.xls
153 Highland Village Basin # BR#3 Trial # 2 Storm 1 Yr.
154
155 Time Stage Comps Elevation Orifice Flows
156 (min.) Z9 Stage (ft.) 1A 1B 2A 2B
157
158 42.0 2.07 2.07 450.03 14.30 0.15 2.51 2.78
159 42.5 2.09 2.09 450.05 14.61 0.15 2.62 3.43
160 43.0 2.11 2.11 450.07 14.89 0.15 2.72 3.92
161 43.5 2.12 2.12 450.08 15.14 0.15 2.81 4.32
162 44.0 2.13 2.13 450.09 1 1 15.38 0.15 2.90 4.65
163 44.5 2.15 2.15 450.11 15.60 0.15 2.98 4.94
164 45.0 2.16 2.16 450.12 15.80 0.15 3.05 5.19
165 45.5 2.17 2.17 450.13 15.98 0.15 3.12 5.40
166 46.0 2.18 2.18 450.14 16.15 0.15 3.18 5.59
167 46.5 2.19 2.19 450.15 16.30 0.15 3.24 5.76
168 47.0 2.19 2.19 450.15 16.44 0.15 3.29 5.91
169 47.5 2.20 2.20 450.16 16.57 0.15 3.34 6.04
170 48.0 2.21 2.21 450.17 16.69 0.15 3.39 6.15
171 48.5 2.21 2.21 450.17 16.79 0.15 3.43 6.26
172 49.0 2.22 2.22 450.18 16.89 0.15 3.47 6.34
173 49.5 2.22 2.22 450.18 16.97 0.15 3.50 6.42
174 50.0 2.22 2.22 450.18 17.04 0.15 3.53 6.49
175 50.5 2.23 2.23 450.19 17.11 0.15 3.55 6.55
176 51.0 2.23 2.23 450.19 17.16 0.15 3.57 6.60
177 51.5 2.23 2.23 450.19 17.21 0.15 3.59 6.64
178 52.0 2.23 2.23 450.19 17.25 0.15 3.60 6.67
179 52.5 2.24 2.24 450.20 17.28 0.15 3.62 6.70
180 53.0 2.24 2.24 450.20 17.30 0.15 3.63 6.72
181 53.5 2.24 2.24 450.20 17.31 0.15 3.63 6.73
182 54.0 2.24 2.24 450.20 17.32 0.15 3.63 6.74
183 54.5 2.24 2.24 450.20 17.33 0.15 3.64 6.74
184 55.0 2.24 2.24 450.20 17.32 0.15 3.63 6.74
185 55.5 2.24 2.24 450.20 17.31 0.15 3.63 6.73
186 56.0 2.24 2.24 450.20 17.30 0.15 3.62 6.72
187 56.5 2.24 2.24 450.20 17.28 0.15 3.62 6.70
188 57.0 2.24 2.24 450.20 17.25 0.15 3.61 6.68
189 57.5 2.23 2.23 450.19 17.23 0.15 3.60 6.65
190 58.0 2.23 2.23 450.19 17.19 0.15 3.58 6.63
191 58.5 2.23 2.23 450.19 _ 17.16 0.15 3.57 6.59
192 59.0 2.23 2.23 450.19 17.12 0.15 3.55 6.56
193 59.5 2.23 2.23 450.19 17.07 0.15 3.54 6.52
194 60.0 2.22 2.22 450.18 17.02 0.15 3.52 6.47
195 60.5 2.22 2.22 450.18 16.97 0.15 3.50 6.43
196 61.0 2.22 2.22 450.18 16.92 0.15 3.48 6.38
197 61.5 2.22 2.22 450.18 16.87 0.15 3.46 6.33
198 62.0 2.21 2.21 450.17 16.81 0.15 3.44 6.27
199 62.5 2.21 2.21 450.17 16.75 0.15 3.41 6.21

•
AB AC AD AE AF AG AH Al AJ
150 section 4D Stormwater Routing # 4 8/12/02
151 by Peyton N. Joyner, P. E.
152 AN-flghVilrRout3A.As
153 Highland V illage Basin # BR#3 Trial # 2 Storm 1 Yr.
154
155 Time Orifice (Continued) Weir Flows Total
156 (min.) 3A 3B 1 2 3 Outflow
157
158 42.0 0.00 0.00 0.00 0.00 0.00 2.93
159 42.5 0.00 0.00 0.00 0.00 0.00 3.57
160 43.0 0.00 0.00 0.00 0.00 0.00 4.07
161 43.5 0.00 0.00 0.00 0.00 0.00 4.47
162 44.0 0.00 0.00 0.00 0.00 0.00 4.80
163 44.5 0.00 0.00 0.00 0.00 0.00 5.09
164 45.0 0.00 0.00 0.00 0.00 0.00 5.34
165 45.5 0.00 0.00 0.00 0.00 0.00 5.55
166 46.0 0.00 0.00 0.00 0.00 0.00 5.74
167 46.5 0.00 0.00 0.00 0.00 0.00 5.91
168, 47.0 0.00 0.00 0.00 0.00 0.00 6.06
169 47.5 0.00 0.00 0.00 0.00 0.00 6.19
170 48.0 0.00 0.00 0.00 0.00 0.00 6.31
171 48.5 0.00 0.00 0.00 0.00 0.00 6.41
172 49.0 0.00 0.00 0.00 0.00 0.00 6.50
173 49.5 0.00 0.00 0.00 0.00 0.00 6.58
174 50.0 0.00 0.00 0.00 0.00 0.00 6.64
175 50.5 0.00 0.00 0.00 0.00 0.00 6.70
176 51.0 0.00 0.00 0.00 0.00 0.00 6.75
177 51.5 0.00 0.00 0.00 0.00 0.00 6.79
178 52.0 0.00 0.00 0.00 0.00 0.00 6.83
179 52.5 0.00 0.00 0.00 0.00 0.00 6.85
180 53.0 0.00 0.00 0.00 0.00 0.00 6.87
181 53.5 0.00 0.00 0.00 0.00 0.00 6.89
182 54.0 0.00 0.00 0.00 0.00 0.00 6.90
183 54.5 0.00 0.00 0.00 0.00 0.00 6.90
184 55.0 0.00 0.00 0.00 0.00 0.00 6.89
185 55.5 0.00 0.00 0.00 0.00 0.00 6.89
186 56.0 0.00 0.00 0.00 0.00 0.00 6.87
187 56.5 0.00 0.00 0.00 0.00 0.00 6.86
188 57.0 0.00 0.00 0.00 0.00 0.00 6.83
189 57.5 0.00 0.00 0.00 0.00 0.00 6.81
190 58.0 0.00 0.00 0.00 0.00 0.00 6.78
191 58.5 0.00 0.00 0.00 0.00 0.00 6.75
192 59.0 0.00 0.00 0.00 0.00 0.00 6.71
193 59.5 0.00 0.00 0.00 0.00 0.00 6.67
194 60.0 0.00 0.00 0.00 0.00 0.00 6.63
195 60.5 0.00 0.00 0.00 0.00 0.00 6.58
196 61.0 0.00 0.00 0.00 0.00 0.00 6.53
197 61.5 0.00 0.00 0.00 0.00 0.00 6.48
198 62.0 0.00 0.00 0.00 0.00 0.00 6.42
199 62.5 0.00 0.00 0.00 0.00 0.00 6.37
E
E
•
A B C D E F G H I
1 Section 1A Stormwater Routing # 4 Date: 8/12/02
2 Pond and Pipe Combination
3 Written by Peyton N. Joyner, P. E.
4 A:\HighVill\Rout3B.As Elevation at Z = 0 is 447.96 Overtop: 453.00
5
1 Project: Highland Village Location: Cary, NC Basin: BR#3
6 Storm: 25 Yr. Trial: 2 dT = 1.00 mins.
7 Qp = 36.61 Tp = 39.2
8
9 Outlet Pipes Max. Elev.
10, Outlet Invert Z Diameter Area Orifice Before dT
11 Pipe No. Elev. (ft.) (in.) (s.f.) Coeff. Reduction
12
13 1 447.96 0.00 2 0.0218 0.6 Elev. dZ
14 2 449.00 1.04 24 3.1416 0.6
15 3 500.00 52.04 0 0.0000 0.6 451.00 3.04
16 Outlet Weirs
17 Outlet Weir Z Length Weir dT/4 = 0.25
18 Weir No. Elev. (ft.) Coeff.
19
20 1 451.50 3.54 10 3.2
21 2 500.00 52.04 0 3.2
22, 3 500.00 52.04 0 3.2
23 Retention Pond Contours and Areas
24 Contour Z Area Contour Z Area
25 Elevation (ft.) (s.f.) Elevation (ft.) (s.f.)
26
27 447.96 0.00 13692 453 5.04 17389
28 449 1.04 14427 454 6.04 17389
29 450 2.04 15162 455 7.04 17389
30 451 3.04 15898 456 8.04 17389
31 452 4.04 16641 457 9.04 17389
32 Storage Pipe Data CB Storage in
33 Pipe Diam. Length Pipe End Elevations Junction Boxes
34 No. (in.) (ft.) Low Inv. Low dZ High Inv. High dZ
35 Bott. Elev. 449.12
36 1 15 372 448.04 0.08 450.50 2.54 dZ = 1.16
37 2 18 154 448.06 0.10 448.62 0.66
38 , 3 24 70 448.82 0.86 449.97 2.01 Area = 72
39 4 0 0 462.20 14.24 462.30 14.34
40 5 0 0 462.20 14.24 462.30 14.34
41
42 Summary of Results
43 ,
44 Max. Elevation = 451.61 ft.
45 Max. Outflow = 20.52 cfs
46 Max. Storage = 56047.7 c. f.
47
148 ,
49 See Section 1D for warning about use of this program.
LI
11
C]
J K L M N O P Q R
1 Section 1B Stormwater Routing # 4 8/12/02
2 by Peyton N. Joyner, P. E.
3 A:kHighViII\Rout3B.xls
4 Highland Village Basin # BR#3 Trial # 2 Storm 25 Yr.
5
6 Pipe Cross-Section Areas at D epths above Outlet
7
8 Z End 11A End 11B Alpha Area 11 End 12A End 12B Alpha Area 12
9
10 0.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
11 1.04 0.96 0.96 2.1365 1.01 0.00 0.00 0.0000 0.00
12 2.04 1.96 1.25 3.1416 1.23 0.00 0.00 0.0000 0.00
13 3.04 2.96 1.25 3.1416 1.23 2.96 1.25 3.1416 1.23
14 4.04 3.96 1.25 3.1416 1.23 3.96 1.25 3.1416 1.23
15 5.04 4.96 1.25 3.1416 1.23 4.96 1.25 3.1416 1.23
16 6.04 5.96 1.25 3.1416 1.23 5.96 1.25 3.1416 1.23
17 7.04 6.96 1.25 3.1416 1.23 6.96 1.25 3.1416 1.23
18 8.04 7.96 1.25 3.1416 1.23 7.96 1.25 3.1416 1.23
19 , 9.04 8.96 1.25 3.1416 1.23 8.96 1.25 3.1416 1.23
20
21 Z End 21A End 21B Alpha Area 21 End 22A End 22B Alpha Area 22
22
23 0.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
24 1.04 0.94 0.94 1.8269 1.17 0.38 0.38 1.0549 0.35
25 2.04 1.94 1.50 3.1416 1.77 1.38 1.38 2.5681 1.70
26 , 3.04 2.94 1.50 3.1416 1.77 2.38 1.50 3.1416 1.77
27 4.04 3.94 1.50 3.1416 1.77 3.38 1.50 3.1416 1.77
28 5.04 4.94 1.50 3.1416 1.77 4.38 1.50 3.1416 1.77
29 6.04 5.94 1.50 3.1416 1.77 5.38 1.50 3.1416 1.77
30 7.04 6.94 1.50 3.1416 1.77 6.38 1.50 3.1416 1.77
31 8.04 7.94 1.50 3.1416 1.77 7.38 1.50 3.1416 1.77
32 9.04 8.94 1.50 3.1416 1.77 8.38 1.50 3.1416 1.77
33
34 Z End 31A End 31B Alpha Area 31 End 32A End 32B Alpha Area 32
35
36 0.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
37 1.04 0.18 0.18 0.6094 0.14 0.00 0.00 0.0000 0.00
38 2.04 1.18 1.18 1.7518 1.93 0.03 0.03 0.2456 0.01
39 3.04 2.18 2.00 3.1416 3.14 1.03 1.03 1.6008 1.63
40 4.04 3.18 2.00 3.1416 3.14 2.03 2.00 3.1416 3.14
41 5.04 4.18 2.00 3.1416 3.14 3.03 2.00 3.1416 3.14
42 , 6.04 5.18 2.00 3.1416 3.14 4.03 2.00 3.1416 3.14
43 7.04 6.18 2.00 3.1416 3.14 5.03 2.00 3.1416 3.14
44 8.04 7.18 2.00 3.1416 3.14 6.03 2.00 3.1416 3.14
45 9.04 8.18 2.00 3.1416 3.14 7.03 2.00 3.1416 3.14
46
47
48
49 S ee Section 1D for warning about use of th is program.

El
U
S T U V W X Y Z AA
1 Section 1C Stormwater Routing # 4 8112/02
2 by Peyton N. Joyner, P. E.
3 AAHighViIMout3B.xls
4 Highland V illage Basin # BR#3 Trial # 2 Storm 25 Yr.
5
6 Pipe Cross-Section Areas at Depths above Outlet (Continued)
7
8 Z End 41A End 41 B Alpha Area 41 End 42A End 42B Alpha Area 42
9
10 0.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
11 1.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
12 2.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
13 3.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
14 4.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
15, 5.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
16 6.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
17 7.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
18 8.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
19 9.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
20
21 Z End 51A End 51B Alpha Area 51 End 52A End 52B Alpha Area 52
22
23 0.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
24 1.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
25 , 2.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
26 3.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
27 4.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
28 5.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
29 6.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
30 7.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
31 8.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
32 9.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
33
34 Pond S torage Vol ume at De pths above Outlet
35 ,
36 Elevation Z Vol. Below dVol. Tot. Vol.
37
38 447.96 0.00 0.0 0.0 0.0
39 449.00 1.04 0.0 14059.5 14059.5
40 450.00 2.04 14059.5 14794.5 28854.0
41 451.00 3.04 28854.0 15530.0 44384.0
42 452.00 4.04 44384.0 16269.5 60653.5
43 453.00 5.04 60653.5 17015.0 77668.5
44 454.00 6.04 77668.5 17389.0 95057.5
45 455.00 7.04 95057.5 17389.0 112446.5
46 456.00 8.04 112446.5 17389.0 129835.5
47 457.00 9.04 129835.5 17389.0 147224.5
48
49 S ee Section 1D for warning about use of this program.

C
•
AB AC AD AE AF AG AH Al AJ
1 Section 1D Stormwater Routing # 4 8/12/02
2 by Peyton N. Joyner, P. E.
3 AAHighViIMout3B.xls
4 Highland Village Basin # BR#3 Trial # 2 Storm 25 Yr.
5
6 Total S torage Volumes at depths above Outlet
7
8 Z Pond Pipe 1 Pipe 2 Pipe 3 Pipe 4 Pipe 5 CB's Total
9
10 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
11 1.04 14059.5 188.1 116.8 4.9 0.0 0.0 0.0 14369.4
12 2.04 28854.0 228.3 267.0 67.9 0.0 0.0 63.4 29480.5
13 3.04 44384.0 456.5 272.1 167.0 0.0 0.0 135.4 45415.0
14, 4.04 60653.5 456.5 272.1 219.9 0.0 0.0 207.4 61809.4
15 5.04 77668.5 456.5 272.1 219.9 0.0 0.0 279.4 78896.4
16 6.04 95057.5 456.5 272.1 219.9 0.0 0.0 351.4 96357.4
17 7.04 112446.5 456.5 272.1 219.9 0.0 0.0 423.4 113818.4
18 8.04 129835.5 456.5 272.1 219.9 0.0 0.0 495.4 131279.4
19 , 9.04 147224.5 456.5 272.1 219.9 0.0 0.0 567.4 148740.4
20
21 Pipe end designations are as follows:
22 1. The first digit indicates the pipe number.
23 2. The second digit is 1 for lower end, 2 for upper end.
24 3. A and B denote intermediate steps in solving area.
25 4. Alpha is the angle (in radians) in the equa tion to calculate the cross-sectional area
26 of a partially filled pipe.
27 Section Section Section Section
28 1A 1B 1C 1D
29 Section Section Section Section
30 Pages should be arranged as shown at right. 2A 26 2C 2D
31 Section Section Section Section
32 3A 3B 3C 3D
33 Section Section Section Section
34 4A 4B 4C 4D
35 ,
36 ****.**.*.*.*****.*....*****..**..*.**.*..****....***************.********.*..**.*******..***********.**********
37
38 * Warning
39 *
40 * This program is the intellectual property of Peyton N. Joyner, P. E. and may
41 * not be used without permission. Any other use of this program may be sub-
42 * ject to prosecution. The user of this program is expected to be able to
43 * distinguish if the results are reasonable and within program limitations. The
44 * writer acce pts no liability for use of this program by others.
45
46
47
48
49 *****..***.*******.*..**********.******.*..*.*.**.*.***....*.*...*.*********.***...*.*.****.****.*************.*.*

.7

A B C D E F G H 1
50 section 2A Stormwater Routing # 4 8/12/02
51 by Peyton N. Joyner, P. E.
52 AAHighVi111Rout3B.xls
53 Highland Village Basin # BR#3 Trial # 2 Storm 25 Yr.
54
55 Time Radians Q<1.25Tp Number Q>1.25Tp Inflow dStorage Storage
56
r (min.) (Intermediate Steps to Compute Inflow) (Cfs) (C. f.) (C. f.)
57
58 0.0 0.0000 0.00 0.0000 158.89 0.00 0.0 0.0
59 1.0 0.0801 0.06 -0.0332 153.70 0.06 0.0 0.0
60 2.0 0.1603 0.23 -0.0663 148.69 0.23 3.5 3.5
61 3.0 0.2404 0.53 -0.0995 143.84 0.53 14.1 17.6
62 4.0 0.3206 0.93 -0.1327 139.15 0.93 31.6 49.2

63
5.0
0.4007
1.45
-0.1658
134.61
1.45
56.0
105.1 _
64 6.0 0.4809 2.08 -0.1990 130.22 2.08 87.0 192.2
65 7.0 0.5610 2.81 -0.2321 125.97 2.81 124.5 316.7
66 8.0 0.6411 3.64 -0.2653 121.86 3.64 168.3 485.0
67 9.0 0.7213 4.56 -0.2985 117.89 4.56 218.1 703.1
68 10.0 0.8014 5.57 -0.3316 114.04 5.57 273.4 976.6
69 11.0 0.8816 6.66 -0.3648 110.32 6.66 334.1 1310.6
70 12.0 0.9617 7.83 -0.3980 106.72 7.83 399.3 1709.9
71 13.0 1.0419 9.07 -0.4311 103.24 9.07 468.8 2178.7
72 14.0 1.1220 10.36 -0.4643 99.87 10.36 542.4 2721.1
73 15.0 1.2021 11.71 -0.4974 96.62 11.71 619.7 3340.8
74 16.0 1.2823 13.10 -0.5306 93.46 13.10 700.1 4040.9
75 17.0 1.3624 14.52 -0.5638 90.42 14.52 783.0 4823.9
76 18.0 1.4426 15.96 -0.5969 87.47 15.96 867.9 5691.8
77 19.0 1.5227 17.43 -0.6301 84.61 17.43 954.3 6646.2
78 20.0 1.6029 18.89 -0.6633 81.85 18.89 1041.6 7687.8
79 21.0 1.6830 20.35 -0.6964 79.18 20.35 1129.3 8817.1
80 22.0 1.7631 21.80 -0.7296 76.60 21.80 1216.7 10033.7
81 23.0 1.8433 23.23 -0.7628 74.10 23.23 1303.3 11337.0
82 24.0 1.9234 24.63 -0.7959 71.68 24.63 1388.6 12725.6
83 , 25.0 2.0036 25.98 -0.8291 69.35 25.98 1472.0 14197.6
84 26.0 2.0837 27.29 -0.8622 67.08 27.29 1552.9 15750.5
85 27.0 2.1639 28.54 -0.8954 64.90 28.54 1630.8 17381.4
86 28.0 2.2440 29.72 -0.9286 62.78 29.72 1704.1 19085.5
87 29.0 2.3241 30.83 -0.9617 60.73 30.83 1770.7 20856.2
88 30.0 2.4043 31.86 -0.9949 58.75 31.86 1829.2 22685.4
89 31.0 2.4844 32.80 -1.0281 56.83 32.80 1877.9 24563.4
90 32.0 2.5646 33.65 -1.0612 54.98 33.65 1915.4 26478.8
91 33.0 2.6447 34.40 -1.0944 53.19 34.40 1940.4 28419.2
92 34.0 2.7249 35.04 -1.1276 51.45 35.04 1951.7 30370.9
93 35.0 2.8050 35.58 -1.1607 49.77 35.58 1949.6 32320.5
94 36.0 2.8851 36.01 -1.1939 48.15 36.01 1788.6 34109.2
95 37.0 2.9653 36.33 -1.2270 46.58 36.33 1697.4 35806.5
96 38.0 3.0454 36.53 -1.2602 45.06 36.53 1628.0 37434.6
97 39.0 3.1256 36.61 -1.2934 43.59 36.61 1567.1 39001.7
98 40.0 3.2057 36.57 -1.3265 42.17 36.57 1509.2 40510.9
99 41.0 3.2858 36.42 -1.3597 40.79 36.42 1451.6 41962.5

C
•
J K L M N O P Q R
50 section 2B Stormwater Routing # 4 8/12/02
51 by Peyton N. Joyner, P. E.
52 AAFiighVi1Mout3B.)ds
53 Highland V illage Basin # BR#3 Trial # 2 Storm 25 Yr.
54
55 Time Intermediate Steps to Compute Stage
56 (min.) Z1 Z2 Z3 Z4 Z5 Z6 Z7 Z8
57
58 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
59 1.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
60 2.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
61 3.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
62 4.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
63 5.0 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01
64 6.0 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01
65 7.0 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02
66 8.0 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03
67 9.0 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05
68 10.0 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07
69 11.0 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09
70 12.0 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.12
71 13.0 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15
72 14.0 0.19 0.19 0.19 0.19 0.19 0.19 0.19 0.19
73 15.0 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23
74 16.0 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.28
75 17.0 0.34 0.34 0.34 0.34 0.34 0.34 0.34 0.34
76 18.0 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40
77 19.0 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46
78 , 20.0 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54
79 21.0 0.61 0.61 0.61 0.61 0.61 0.61 0.61 0.61
80 22.0 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70
81 23.0 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79
82 24.0 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89
83 25.0 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99
84 26.0 1.09 1.09 1.09 1.09 1.09 1.09 1.09 1.09
85 27.0 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20
86 28.0 1.31 1.31 1.31 1.31 1.31 1.31 1.31 1.31
87 29.0 1.43 1.43 1.43 1.43 1.43 1.43 1.43 1.43
88 30.0 1.55 1.55 1.55 1.55 1.55 1.55 1.55 1.55
89 31.0 1.67 1.67 1.67 1.67 1.67 1.67 1.67 1.67
90 32.0 1.80 1.80 1.80 1.80 1.80 1.80 1.80 1.80
91 33.0 1.93 1.93 1.93 1.93 1.93 1.93 1.93 1.93
92 34.0 2.06 2.06 2.06 2.06 2.06 2.06 2.06 2.06
93 35.0 2.19 2.18 2.18 2.18 2.18 2.18 2.18 2.18
94 36.0 2.31 2.29 2.29 2.29 2.29 2.29 2.29 2.29
95 37.0 2.42 2.40 2.40 2.40 2.40 2.40 2.40 2.40
96 38.0 2.53 2.50 2.50 2.50 2.50 2.50 2.50 2.50
97 39.0 2.63 2.60 2.60 2.60 2.60 2.60 2.60 2.60
98 40.0 2.73 2.69 2.69 2.69 2.69 2.69 2.69 2.69
99 41.0 2.83 2.78 2.78 2.78 2.78 2.78 2.78 2.78
?' -1

E 99 41.0 2.78 2.78 450.74 29.85 0.17 9.27 13.03
S T u v W X Y Z AA
50 Section 2C Stormwater Routing # 4 8/12/02
51 by Peyton N. Joyner, P. E.
52 AAHighViII\Rout3B.xls
53 Highland Village Basin # BR#3 Trial # 2 Storm 25 Yr.
54,
55 Time Stage Comps Elevation Orifice Flows
56 (min.) Z9 Stage (ft.) 1A 1B 2A 2B
57
58 0.0 0.00 0.00 447.96 0.00 0.00 0.00 0.00
59 1.0 0.00 0.00 447.96 0.00 0.00 0.00 0.00
60 2.0 0.00 0.00 447.96 0.00 0.00 0.00 0.00
61 3.0 0.00 0.00 447.96 0.00 0.00 0.00 0.00
62 4.0 0.00 0.00 447.96 0.00 0.00 0.00 0.00
63 5.0 0.01 0.01 447.97 0.00 0.00 0.00 0.00
64 6.0 0.01 0.01 447.97 0.00 0.00 0.00 0.00
65 7.0 0.02 0.02 447.98 0.00 0.00 0.00 0.00
66 8.0 0.03 0.03 447.99 0.00 0.00 0.00 0.00
67 9.0 0.05 0.05 448.01 0.00 0.00 0.00 0.00
68 10.0 0.07 0.07 448.03 0.00 0.00 0.00 0.00
69 11.0 0.09 0.09 448.05 0.01 0.01 0.00 0.00
70 12.0 0.12 0.12 448.08 0.01 0.02 0.00 0.00
71 13.0 0.15 0.15 448.11 0.02 0.03 0.00 0.00
72 14.0 0.19 0.19 448.15 0.04 0.03 0.00 0.00
73 15.0 0.23 0.23 448.19 0.06 0.04 0.00 0.00
74 16.0 0.28 0.28 448.24 0.10 0.05 0.00 0.00
75 17.0 0.34 0.34 448.30 0.15 0.05 0.00 0.00
76 18.0 0.40 0.40 448.36 0.23 0.06 0.00 0.00
77 19.0 0.46 0.46 448.42 0.34 0.06 0.00 0.00
78 20.0 0.54 0.54 448.50 0.48 0.07 0.00 0.00
79 21.0 0.61 0.61 448.57 0.68 0.08 0.00 0.00
80 22.0 0.70 0.70 448.66 0.94 0.08 0.00 0.00
81 23.0 0.79 0.79 448.75 1.28 0.09 0.00 0.00
82 24.0 0.89 0.89 448.85 1.70 0.09 0.00 0.00
83 25.0 0.99 0.99 448.95 2.24 0.10 0.00 0.00
84 26.0 1.09 1.09 449.05 2.87 0.11 0.00 0.00
85 27.0 1.20 1.20 449.16 3.64 0.11 0.02 0.02
86 28.0 1.31 1.31 449.27 4.55 0.12 0.09 0.09
87 29.0 1.43 1.43 449.39 5.64 0.12 0.22 0.22
88 30.0 1.55 1.55 449.51 6.91 0.13 0.43 0.43
89 31.0 1.67 1.67 449.63 8.38 0.13 0.74 0.74
90 32.0 1.80 1.80 449.76 10.06 0.14 1.17 1.17
91 33.0 1.93 1.93 449.89 11.95 0.14 1.72 1.72
92 34.0 2.06 2.06 450.02 14.00 0.15 2.40 2.40
93 35.0 2.18 2.18 450.14 16.17 0.15 3.19 5.62
94 36.0 2.29 2.29 450.25 18.34 0.16 4.04 7.57
95 37.0 2.40 2.40 450.36 20.55 0.16 4.95 9.03
96 38.0 2.50 2.50 450.46 22.81 0.16 5.94 10.24
97 39.0 2.60 2.60 450.56 25.12 0.17 6.99 11.29
98 40.0 2.69 2.69 450.65 27.47 0.17 8.10 12.21

n
?1.1
C]
AB AC AD AE AF AG AH All AJ
50 Section 2D Stormwater Routing # 4 8/12/02
51 by Peyton N. Joyner, P. E.
52 A:\HighWI\Rout36.)ds
53 Highland Village Basin # BR#3 Trial # 2 Storm 25 Yr.
54
55 Time Orifice (Continued) Weir Flows Total
56 (min.) 3A 3B 1 2 3 Outflow
,57
58 0.0 0.00 0.00 0.00 0.00 0.00 0.00
59 1.0 0.00 0.00 0.00 0.00 0.00 0.00
60 2.0 0.00 0.00 0.00 0.00 0.00 0.00
61 3.0 0.00 0.00 0.00 0.00 0.00 0.00
62 4.0 0.00 0.00 0.00 0.00 0.00 0.00
63 5.0 0.00 0.00 0.00 0.00 0.00 0.00
64 6.0 0.00 0.00 0.00 0.00 0.00 0.00
65 7.0 0.00 0.00 0.00 0.00 0.00 0.00
66 8.0 0.00 0.00 0.00 0.00 0.00 0.00
67 9.0 0.00 0.00 0.00 0.00 0.00 0.00
68 10.0 0.00 0.00 0.00 0.00 0.00 0.00
69 11.0 0.00 0.00 0.00 0.00 0.00 0.01
70 12.0 0.00 0.00 0.00 0.00 0.00 0.02
71 13.0 0.00 0.00 0.00 0.00 0.00 0.03
72 14.0 0.00 0.00 0.00 0.00 0.00 0.03
73 15.0 0.00 0.00 0.00 0.00 0.00 0.04
74 16.0 0.00 0.00 0.00 0.00 0.00 0.05
75 17.0 0.00 0.00 0.00 0.00 0.00 0.05
76 18.0 0.00 0.00 0.00 0.00 0.00 0.06
77 19.0 0.00 0.00 0.00 0.00 0.00 0.06
78 20.0 0.00 0.00 0.00 0.00 0.00 0.07
79 21.0 0.00 0.00 0.00 0.00 0.00 0.08
80 22.0 0.00 0.00 0.00 0.00 0.00 0.08
81 23.0 0.00 0.00 0.00 0.00 0.00 0.09
82 24.0 0.00 0.00 0.00 0.00 0.00 0.09
83 25.0 0.00 0.00 0.00 0.00 0.00 0.10
84 26.0 0.00 0.00 0.00 0.00 0.00 0.11
85 27.0 0.00 0.00 0.00 0.00 0.00 0.13
86 28.0 0.00 0.00 0.00 0.00 0.00 0.21
87 29.0 0.00 0.00 0.00 0.00 0.00 0.34
88 30.0 0.00 0.00 0.00 0.00 0.00 0.56
89 31.0 0.00 0.00 0.00 0.00 0.00 0.87
90 32.0 0.00 0.00 0.00 0.00 0.00 1.31
91 33.0 0.00 0.00 0.00 0.00 0.00 1.87
92 34.0 0.00 0.00 0.00 0.00 0.00 2.55
93 35.0 0.00 0.00 0.00 0.00 0.00 5.77
94 36.0 0.00 0.00 0.00 0.00 0.00 7.72
95 37.0 0.00 0.00 0.00 0.00 0.00 9.19
96 38.0 0.00 0.00 0.00 0.00 0.00 10.41
97 39.0 0.00 0.00 0.00 0.00 0.00 11.45
98 40.0 0.00 0.00 0.00 0.00 0.00 12.38
99 41.0 0.00 0.00 0.00 0.00 0.00 13.21
E-
E
11 149 54.5 4.3678 24.49 -1.8074 26.07 26.07 111.7 54596.61 1
A B C D E F G H I
100 Section 3A Stormwater Routing # 4 8112/02
101 by Peyton N. Joyner, P. E.
102 A:1HighVi111Rout3B.x1s
103, Highland Village Basin # BR#3 Trial # 2 Storm 25 Yr.
104
105 Time Radians Q<1.25Tp Number Q>1.25Tp Inflow dStorage Storage
106 (min.) (Intermediate Steps to Compute Inflow) (Cfs) (C. f.) (C. f.)
107
108 42.0 3.3660 36.15 -1.3929 39.46 36.15 1392.8 43355.4
109 43.0 3.4461 35.77 -1.4260 38.17 35.77 1331.8 44687.2
110 44.0 3.5263 35.27 -1.4592 36.93 35.27 1268.1 45955.3
111 45.0 3.6064 34.67 -1.4923 35.72 34.67 1201.7 47156.9
112 45.3 3.6265 34.50 -1.5006 35.43 34.50 283.1 47440.1
113 45.5 3.6465 34.33 -1.5089 35.14 34.33 278.7 47718.8
114 45.8 3.6665 34.15 -1.5172 34.85 34.15 274.3 47993.0
115 46.0 3.6866 33.96 -1.5255 34.56 33.96 269.7 48262.8
116 46.3 3.7066 33.77 -1.5338 34.27 33.77 265.2 48527.9
117 46.5 3.7266 33.57 -1.5421 33.99 33.57 260.5 48788.5
118 46.8 3.7467 33.36 -1.5504 33.71 33.36 255.9 49044.3
119 47.0 3.7667 33.15 -1.5587 33.43 33.15 251.1 49295.5
120 47.3 3.7867 32.93 -1.5670 33.16 32.93 246.4 49541.9
121 47.5 3.8068 32.71 -1.5753 32.88 32.71 241.5 49783.4
122 47.8 3.8268 32.48 -1.5835 32.61 32.48 236.7 50020.1
123 48.0 3.8468 32.24 -1.5918 32.34 32.24 231.8 50251.8
124 48.3 3.8669 32.00 -1.6001 32.07 32.00 226.8 50478.6
125 48.5 3.8869 31.76 -1.6084 31.81 31.76 221.8 50700.4
126 48.8 3.9070 31.51 -1.6167 31.55 31.51 216.7 50917.2
127 49.0 3.9270 31.25 -1.6250 31.29 31.29 211.6 51128.8
128 , 49.3 3.9470 30.99 -1.6333 31.03 31.03 .207.1 51335.8
129 49.5 3.9671 30.72 -1.6416 30.77 30.77 201.9 51537.8
130 49.8 3.9871 30.45 -1.6499 30.52 30.52 196.9 51734.7
131 50.0 4.0071 30.17 -1.6582 30.27 30.27 191.9 51926.5
132 50.3 4.0272 29.89 -1.6665 30.02 30.02 187.0 52113.5
133 50.5 4.0472 29.60 -1.6747 29.77 29.77 182.1 52295.6
134 50.8 4.0672 29.31 -1.6830 29.52 29.52 177.3 52472.9
135 51.0 4.0873 29.02 -1.6913 29.28 29.28 172.6 52645.5
136 51.3 4.1073 28.72 -1.6996 29.04 29.04 167.9 52813.4
137 51.5 4.1273 28.41 -1.7079 28.80 28.80 163.3 52976.6
138 51.8 4.1474 28.11 -1.7162 28.56 28.56 158.7 53135.4
139 52.0 4.1674 27.79 -1.7245 28.32 28.32 154.2 53289.6
140 52.3 4.1875 27.48 -1.7328 28.09 28.09 149.8 53439.4
141 52.5 4.2075 27.16 -1.7411 27.86 27.86 145.4 53584.9
142 52.8 4.2275 26.84 -1.7494 27.63 27.63 141.1 53726.0
143, 53.0 4.2476 26.51 -1.7577 27.40 27.40 136.9 53862.9
144 53.3 4.2676 26.18 -1.7659 27.17 27.17 132.7 53995.5
145 53.5 4.2876 25.85 -1.7742 26.95 26.95 128.5 54124.0
146 53.8 4.3077 25.51 -1.7825 26.73 26.73 124.4 54248.4
147 54.0 4.3277 25.17 -1.7908 26.51 26.51 120.4 54368.8
148 54.3 4.3477 24.83 -1.7991 26.29 26.29 116.1 54484.9

n
C
11
J K L M N O P Q R
100 Section 3B Stormwater Routing # 4 8/12/02
101 by Peyton N. Joyner, P. E.
102 A:WighVi111Rout3B.x1s
103 Highland V illage Basin # BR#3 Trial # 2 Storm 25 Yr.
104
105 Time Intermediate Steps to Compute Stage
106, (min.) Z1 Z2 Z3 Z4 Z5 Z6 Z7 Z8
107
108 42.0 2.92 2.87 2.87 2.87 2.87 2.87 2.87 2.87
109 43.0 3.01 2.95 2.95 2.95 2.95 2.95 2.95 2.95
110 44.0 3.09 3.03 3.03 3.03 3.03 3.03 3.03 3.03
111 45.0 3.17 3.11 3.11 3.11 3.11 3.11 3.11 3.11
112 45.3 3.19 3.13 3.12 3.12 3.12 3.12 3.12 3.12
113 45.5 3.21 3.14 3.14 3.14 3.14 3.14 3.14 3.14
114, 45.8 3.23 3.16 3.16 3.16 3.16 3.16 3.16 3.16
115 46.0 3.24 3.18 3.17 3.17 3.17 3.17 3.17 3.17
116 46.3 3.26 3.20 3.19 3.19 3.19 3.19 3.19 3.19
117 46.5 3.28 3.21 3.21 3.21 3.21 3.21 3.21 3.21
118 46.8 3.29 3.23 3.22 3.22 3.22 3.22 3.22 3.22
119 47.0 3.31 3.24 3.24 3.24 3.24 3.24 3.24 3.24
120 47.3 3.33 3.26 3.25 3.25 3.25 3.25 3.25 3.25
121 , 47.5 3.34 3.27 3.27 3.27 3.27 3.27 3.27 3.27
122 47.8 3.36 3.29 3.28 3.28 3.28 3.28 3.28 3.28
123 48.0 3.37 3.30 3.30 3.30 3.30 3.30 3.30 3.30
124 48.3 3.39 3.32 3.31 3.31 3.31 3.31 3.31 3.31
125 48.5 3.40 3.33 3.32 3.32 3.32 3.32 3.32 3.32
126 48.8 3.42 3.35 3.34 3.34 3.34 3.34 3.34 3.34
127 , 49.0 3.43 3.36 3.35 3.35 3.35 3.35 3.35 3.35
128 49.3 3.45 3.37 3.36 3.36 3.36 3.36 3.36 3.36
129 49.5 3.46 3.38 3.37 3.37 3.37 3.37 3.37 3.37
130 49.8 3.47 3.40 3.39 3.39 3.39 3.39 3.39 3.39
131 50.0 3.49 3.41 3.40 3.40 3.40 3.40 3.40 3.40
132 50.3 3.50 3.42 3.41 3.41 3.41 3.41 3.41 3.41
133 50.5 3.51 3.43 3.42 3.42 3.42 3.42 3.42 3.42
134 50.8 3.52 3.44 3.43 3.43 3.43 3.43 3.43 3.43
135 51.0 3.53 3.45 3.44 3.44 3.44 3.44 3.44 3.44
136 51.3 3.54 3.46 3.45 3.45 3.45 3.45 3.45 3.45
137 51.5 3.55 3.47 3.46 3.46 3.46 3.46 3.46 3.46
138 51.8 3.57 3.48 3.47 3.47 3.47 3.47 3.47 3.47
139 52.0 3.58 3.49 3.48 3.48 3.48 3.48 3.48 3.48
140 52.3 3.59 3.50 3.49 3.49 3.49 3.49 3.49 3.49
141 52.5 3.60 3.51 3.50 3.50 3.50 3.50 3.50 3.50
142 52.8 3.60 3.52 3.51 3.51 3.51 3.51 3.51 3.51
143 53.0 3.61 3.53 3.52 3.52 3.52 3.52 3.52 3.52
144 53.3 3.62 3.54 3.52 3.52 3.52 3.52 3.52 3.52
145 53.5 3.63 3.55 3.53 3.53 3.53 3.53 3.53 3.53
146 53.8 3.64 3.55 3.54 3.54 3.54 3.54 3.54 3.54
147 54.0 3.65 3.56 3.55 3.55 3.55 3.55 3.55 3.55
148 54.3 3.65 3.57 3.55 3.55 3.55 3.55 3.55 3.55
149 54.5 3.66 3.58 3.56 3.56 3.56 3.56 3.56 3.56
E,

AB AC AD AE AF AG AH Al AJ
100 Section 3D Stormwater Routing # 4 8/12/02
101 by Peyton N. Joyner, P. E.
102 A1HighV111Rout3B.xls
103, Highland Village Basin # BR#3 Trial # 2 Storm 25 Yr.
104
105 Time Orifice (Continued) Weir Flows Total
106 (min.) 3A 3B 1 2 3 Outflow
107
108 42.0 0.00 0.00 0.00 0.00 0.00 13.95
109 43.0 0.00 0.00 0.00 0.00 0.00 14.63
110 44.0 0.00 0.00 0.00 0.00 0.00 15.24
111 45.0 0.00 0.00 0.00 0.00 0.00 15.79
112 45.3 0.00 0.00 0.00 0.00 0.00 15.92
113 45.5 0.00 0.00 0.00 0.00 0.00 16.04
114 45.8 0.00 0.00 0.00 0.00 0.00 16.16
115 46.0 0.00 0.00 0.00 0.00 0.00 16.28
116 46.3 0.00 0.00 0.00 0.00 0.00 16.40
117 46.5 0.00 0.00 0.00 0.00 0.00 16.51
118 46.8 0.00 0.00 0.00 0.00 0.00 16.62
119 47.0 0.00 0.00 0.00 0.00 0.00 16.72
120 47.3 0.00 0.00 0.00 0.00 0.00 16.83
121 47.5 0.00 0.00 0.00 0.00 0.00 16.93
122 47.8 0.00 0.00 0.00 0.00 0.00 17.03
123 48.0 0.00 0.00 0.00 0.00 0.00 17.12
124 48.3 0.00 0.00 0.00 0.00 0.00 17.22
125 48.5 0.00 0.00 0.00 0.00 0.00 17.31
126 48.8 0.00 0.00 0.00 0.00 0.00 17.40
127 49.0 0.00 0.00 0.00 0.00 0.00 17.48
128 49.3 0.00 0.00 0.00 0.00 0.00 17.57
129 , 49.5 0.00 0.00 0.00 0.00 0.00 17.65
130 49.8 0.00 0.00 0.00 0.00 0.00 17.73
131 50.0 0.00 0.00 0.00 0.00 0.00 17.80
132 50.3 0.00 0.00 0.00 0.00 0.00 17.88
133 50.5 0.00 0.00 0.00 0.00 0.00 17.95
134 50.8 0.00 0.00 0.00 0.00 0.00 18.02
135 51.0 0.00 0.00 0.00 0.00 0.00 18.09
136 51.3 0.00 0.00 0.00 0.00 0.00 18.15
137 51.5 0.00 0.00 0.00 0.00 0.00 18.22
138 51.8 0.00 0.00 0.00 0.00 0.00 18.28
139 52.0 0.00 0.00 0.00 0.00 0.00 18.34
140 52.3 0.00 0.00 0.00 0.00 0.00 18.39
141 52.5 0.00 0.00 0.00 0.00 0.00 18.45
142 52.8 0.00 0.00 0.00 0.00 0.00 18.50
143 53.0 0.00 0.00 0.00 0.00 0.00 18.56
144 53.3 0.00 0.00 0.00 0.00 0.00 18.61
145 53.5 0.00 0.00 0.00 0.00 0.00 18.66
146 53.8 0.00 0.00 0.00 0.00 0.00 18.70
147 54.0 0.00 0.00 0.02 0.00 0.00 18.76
148 54.3 0.00 0.001 1 0.05 0.00 0.00 18.84
149 54.5 0.00 0.001 1 0.09 0.00 0.00 18.92

Ej
E
A B c D E F G H 1
150 section 4A Stormwater Routing # 4 8/12/02
151 by Peyton N. Joyner, P. E.
152 AAHighVi11\Rout3B.x1s
153 Highland V illage Basin # BR#3 Trial # 2 Storm 25 Yr.
154
155 Time Radians Q<1.25Tp Number Q>1.25Tp Inflow dStorage Storage
156 (min.) (Intermediate Steps to Compute Inflow) (cfs) (c. f.) (c. f.)
157
158 54.8 4.3878 24.14 -1.8157 25.86 25.86 107.2 54703.8
159 55.0 4.4078 23.79 -1.8240 25.64 25.64 102.6 54806.5
160 55.3 4.4279 23.44 -1.8323 25.43 25.43 98.1 54904.5
161 55.5 4.4479 23.09 -1.8406 25.22 25.22 93.5 54998.1
162 55.8 4.4680 22.73 -1.8489 25.01 25.01 89.0 55087.1
163 56.0 4.4880 22.38 -1.8571 24.81 24.81 84.6 55171.7
164 56.3 4.5080 22.02 -1.8654 24.60 24.60 80.1 55251.8
165 56.5 4.5281 21.66 -1.8737 24.40 24.40 75.8 55327.6
166 56.8 4.5481 21.30 -1.8820 24.20 24.20 71.5 55399.0
167, 57.0 4.5681 20.94 -1.8903 24.00 24.00 67.2 55466.3
168 57.3 4.5882 20.57 -1.8986 23.80 23.80 63.1 55529.4
169 57.5 4.6082 20.21 -1.9069 23.60 23.60 59.0 55588.4
170 57.8 4.6282 19.84 -1.9152 23.41 23.41 55.0 55643.4
171 58.0 4.6483 19.48 -1.9235 23.21 23.21 51.1 55694.5
172 58.3 4.6683 19.11 -1.9318 23.02 23.02 47.3 55741.7
173 58.5 4.6883 18.75 -1.9401 22.83 22.83 43.5 55785.2
174 58.8 4.7084 18.38 -1.9483 22.64 22.64 39.8 55825.1
175 59.0 4.7284 18.01 -1.9566 22.46 22.46 36.2 55861.3
176 59.3 4.7485 17.64 -1.9649 22.27 22.27 32.8 55894.1
177 59.5 4.7685 17.28 -1.9732 22.09 22.09 29.3 55923.4
178 59.8 4.7885 16.91 -1.9815 21.90 21.90 26.0 55949.4
179 60.0 4.8086 16.55 -1.9898 21.72 21.72 22.8 55972.2
180 60.3 4.8286 16.18 -1.9981 21.54 21.54 19.6 55991.8
181 60.5 4.8486 15.82 -2.0064 21.37 21.37 16.5 56008.3
182 60.8 4.8687 15.46 -2.0147 21.19 21.19 13.5 56021.9
183 61.0 4.8887 15.09 -2.0230 21.02 21.02 10.6 56032.5
184 61.3 4.9087 14.73 -2.0313 20.84 20.84 7.8 56040.3
185 61.5 4.9288 14.37 -2.0395 20.67 20.67 5.0 56045.3
186 61.8 4.9488 14.02 -2.0478 20.50 20.50 2.4 56047.7
187 62.0 4.9688 13.66 -2.0561 20.33 20.33 -0.3 56047.4
188 62.3 4.9889 13.31 -2.0644 20.16 20.16 -2.8 56044.6
189 62.5 5.0089 12.96 -2.0727 20.00 20.00 -5.3 56039.4
190 62.8 5.0290 12.61 -2.0810 19.83 19.83 -7.6 56031.7
191 63.0 5.0490 12.26 -2.0893 19.67 19.67 -10.0 56021.8
192 63.3 5.0690 11.91 -2.0976 19.50 19.50 -12.2 56009.5
193 63.5 5.0891 11.57 -2.1059 19.34 19.34 -14.4 55995.1
194 63.8 5.1091 11.23 -2.1142 19.18 19.18 -16.5 55978.6
195 64.0 5.1291 10.90 -2.1224 19.02 19.02 -18.6 55960.0
196 64.3 5.1492 10.56 -2.1307 18.87 18.87 -20.6 55939.3
197 64.5 5.1692 10.23 -2.1390 18.71 18.71 -22.6 55916.7
198 64.8 5.1892 9.90 -2.1473 18.56 18.56 -24.5 55892.3
199 65.0 5.2093 9.58 -2.1556 18.40 18.40 -26.3 55865.9
n
f J

LJ
J K L M N O P Q R
150 section 4B Stormwater Routing # 4 8/12102
151 by Peyton N. Joyner, P. E.
152 A:%HighVi1DRout3B.x1s
153 Highland V illage Basin # BR#3 Trial # 2 Storm 25 Yr.
154
155 Time Intermediate Steps to Compute Stage
156 (min.) Z1 Z2 Z3 Z4 Z5 Z6 Z7 Z8
157
158 54.8 3.67 3.58 3.57 3.57 3.57 3.57 3.57 3.57
159 55.0 3.68 3.59 3.57 3.57 3.57 3.57 3.57 3.57
160 55.3 3.68 3.60 3.58 3.58 3.58 3.58 3.58 3.58
161 55.5 3.69 3.60 3.58 3.58 3.58 3.58 3.58 3.58
162 55.8 3.69 3.61 3.59 3.59 3.59 3.59 3.59 3.59
163 56.0 3.70 3.61 3.60 3.60 3.60 3.60 3.60 3.60
164 56.3 3.71 3.62 3.60 3.60 3.60 3.60 3.60 3.60
165 56.5 3.71 3.62 3.60 3.60 3.60 3.60 3.60 3.60
166 56.8 3.72 3.63 3.61 3.61 3.61 3.61 3.61 3.61
167 57.0 3.72 3.63 3.61 3.61 3.61 3.61 3.61 3.61
168 57.3 3.72 3.63 3.62 3.62 3.62 3.62 3.62 3.62
169 57.5 3.73 3.64 3.62 3.62 3.62 3.62 3.62 3.62
170 57.8 3.73 3.64 3.62 3.62 3.62 3.62 3.62 3.62
171 58.0 3.73 3.65 3.63 3.63 3.63 3.63 3.63 3.63
172 58.3 3.74 3.65 3.63 3.63 3.63 3.63 3.63 3.63
173 58.5 3.74 3.65 3.63 3.63 3.63 3.63 3.63 3.63
174 58.8 3.74 3.65 3.63 3.63 3.63 3.63 3.63 3.63
175 59.0 3.75 3.66 3.64 3.64 3.64 3.64 3.64 3.64
176 59.3 3.75 3.66 3.64 3.64 3.64 3.64 3.64 3.64
177 59.5 3.75 3.66 3.64 3.64 3.64 3.64 3.64 3.64
178 59.8 3.75 3.66 3.64 3.64 3.64 3.64 3.64 3.64
179 60.0 3.75 3.66 3.64 3.64 3.64 3.64 3.64 3.64
180 60.3 3.75 3.66 3.65 3.65 3.65 3.65 3.65 3.65
181 60.5 3.76 3.66 3.65 3.65 3.65 3.65 3.65 3.65
182 60.8 3.76 3.67 3.65 3.65 3.65 3.65 3.65 3.65
183 61.0 3.76 3.67 3.65 3.65 3.65 3.65 3.65 3.65
184 61.3 3.76 3.67 3.65 3.65 3.65 3.65 3.65 3.65
185 61.5 3.76 3.67 3.65 3.65 3.65 3.65 3.65 3.65
186 61.8 3.76 3.67 3.65 3.65 3.65 3.65 3.65 3.65
187 62.0 3.76 3.67 3.65 3.65 3.65 3.65 3.65 3.65
188 62.3 3.76 3.67 3.65 3.65 3.65 3.65 3.65 3.65
189 62.5 3.76 3.67 3.65 3.65 3.65 3.65 3.65 3.65
190 62.8 3.76 3.67 3.65 3.65 3.65 3.65 3.65 3.65
191 63.0 3.76 3.67 3.65 3.65 3.65 3.65 3.65 3.65
192 63.3 3.76 3.66 3.65 3.65 3.65 3.65 3.65 3.65
193 63.5 3.75 3.66 3.65 3.65 3.65 3.65 3.65 3.65
194 , 63.8 3.75 3.66 3.64 3.64 3.64 3.64 3.64 3.64
195 64.0 3.75 3.66 3.64 3.64 3.64 3.64 3.64 3.64
196 64.3 3.75 3.66 3.64 3.64 3.64 3.64 3.64 3.64
197 64.5 3.75 3.66 3.64 3.64 3.64 3.64 3.64 3.64
198 64.8 3.75 3.66 3.64 3.64 3.64 3.64 3.64 3.64
199 65.0 3.75 3.66 3.64 3.64 3.64 3.64 3.64 3.64
n

C
S T U V W X Y Z AA
150 Section 4c Stormwater Routing # 4 8/12/02
151 by Peyton N. Joyner, P. E.
152 A:\Highvill\Rout3B.xls
153 Highland Village Basin # BR#3 Trial # 2 Storm 25 Yr.
154
155 Time Stage Comps Elevation Orifice Flows
156 (min.) Z9 Stage (ft.) 1A 1B 2A 2B
157
158 54.8 3.57 3.57 451.53 55.49 0.20 23.44 18.68
159 55.0 3.57 3.57 451.53 55.73 0.20 23.58 18.72
160 55.3 3.58 3.58 451.54 55.96 0.20 23.72 18.75
161 55.5 3.58 3.58 451.54 56.19 0.20 23.86 18.79
162 55.8 3.59 3.59 451.55 56.40 0.20 23.98 18.82
163 56.0 3.60 3.60 451.56 56.60 0.20 24.10 18.85
164 56.3 3.60 3.60 451.56 56.80 0.20 24.22 18.88
165 56.5 3.60 3.60 451.56 56.98 0.20 24.33 18.91
166 56.8 3.61 3.61 451.57 57.15 0.20 24.43 18.94
167 57.0 3.61 3.61 451.57 57.31 0.20 24.53 18.96
168 57.3 3.62 3.62 451.58 57.47 0.20 24.62 18.98
169 57.5 3.62 3.62 451.58 57.61 0.20 24.71 19.01
170 57.8 3.62 3.62 451.58 57.74 0.20 24.79 19.03
171 58.0 3.63 3.63 451.59 57.87 0.20 24.86 19.04
172 58.3 3.63 3.63 451.59 57.98 0.20 24.93 19.06
173 58.5 3.63 3.63 451.59 58.09 0.20 25.00 19.08
174 58.8 3.63 3.63 451.59 58.19 0.20 25.06 19.09
175 59.0 3.64 3.64 451.60 58.27 0.20 25.11 19.11
176 59.3 3.64 3.64 451.60 58.35 0.20 25.16 19.12
177 59.5 3.64 3.64 451.60 58.43 0.20 25.20 19.13
178 , 59.8 3.64 3.64 451.60 58.49 0.20 25.24 19.14
179 60.0 3.64 3.64 451.60 58.55 0.20 25.27 19.15
180 60.3 3.65 3.65 451.61 58.59 0.20 25.30 19.15
181 60.5 3.65 3.65 451.61 58.63 0.20 25.33 19.16
182 60.8 3.65 3.65 451.61 58.67 0.20 25.35 19.16
183 61.0 3.65 3.65 451.61 58.69 0.20 25.36 19.17
184 61.3 3.65 3.65 451.61 58.71 0.20 25.37 19.17
185 61.5 3.65 3.65 451.61 58.73 0.20 25.38 19.17
186 61.8 3.65 3.65 451.61 58.73 0.20 25.38 19.17
187 62.0 3.65 3.65 451.61 58.73 0.20 25.38 19.17
188 62.3 3.65 3.65 451.61 58.72 0.20 25.38 19.17
189 62.5 3.65 3.65 451.61 58.71 0.20 25.37 19.17
190 62.8 3.65 3.65 451.61 58.69 0.20 25.36 19.17
191 63.0 3.65 3.65 451.61 58.67 0.20 25.35 19.16
192 63.3 3.65 3.65 451.61 58.64 0.20 25.33 19.16
193 63.5 3.65 3.65 451.61 58.60 0.20 25.31 19.15
194 63.8 3.64 3.64 451.60 58.56 0.20 25.28 19.15
195 64.0 3.64 3.64 451.60 58.52 0.20 25.25 19.14
196 64.3 3.64 3.64 451.60 58.47 0.20 25.22 19.13
197 64.5 3.64 3.64 451.60 58.41 0.20 25.19 19.13
198 64.8 3.64 3.64 451.60 58.35 0.20 25.15 19.12
199 65.0 3.64 3.64 451.60 58.29 0.20 25.12 19.11

?- I
C
AB AC AD AE AF AG AH Al AJ
150 section 4D Stormwater Routing # 4 8/12/02
151 by Peyton N. Joyner, P. E.
152 A:WighViIMout3B.xls
153 Highland V illage Basin # BR#3 Trial # 2 Storm 25 Yr.
154
155 Time Orifice (Continued) Weir Flows Total
156 (min.) 3A 3B 1 2 3 Outflow
157
158, 54.8 0.00 0.00 0.14 0.00 0.00 19.01
159 55.0 0.00 0.00 0.19 0.00 0.00 19.10
160 55.3 0.00 0.00 0.24 0.00 0.00 19.19
161 55.5 0.00 0.00 0.30 0.00 0.00 19.28
162 55.8 0.00 0.00 0.36 0.00 0.00 19.37
163 56.0 0.00 0.00 0.41 0.00 0.00 19.46
164 56.3 0.00 0.00 0.47 0.00 0.00 19.55
165 56.5 0.00 0.00 0.53 0.00 0.00 19.63
166 56.8 0.00 0.00 0.58 0.00 0.00 19.71
167 57.0 0.00 0.00 0.63 0.00 0.00 19.79
168 57.3 0.00 0.00 0.68 0.00 0.00 19.86
169 57.5 0.00 0.00 0.73 0.00 0.00 19.93
170 57.8 0.00 0.00 0.78 0.00 0.00 20.00
171 58.0 0.00 0.00 0.82 0.00 0.00 20.06
172 58.3 0.00 0.00 0.86 0.00 0.00 20.12
173 58.5 0.00 0.00 0.90 0.00 0.00 20.18
174 58.8 0.00 0.00 0.94 0.00 0.00 20.23
175 59.0 0.00 0.00 0.97 0.00 0.00 20.27
176 59.3 0.00 0.00 1.00 0.00 0.00 20.31
177 59.5 0.00 0.00 1.03 0.00 0.00 20.35
178 59.8 0.00 0.00 1.05 0.00 0.00 20.39
179 60.0 0.00 0.00 1.07 0.00 0.00 20.42
180 60.3 0.00 0.00 1.09 0.00 0.00 20.44
181 60.5 0.00 0.00 1.11 0.00 0.00 20.46
182 60.8 0.00 0.00 1.12 0.00 0.00 20.48
183 61.0 0.00 0.00 1.13 0.00 0.00 20.50
184 61.3 0.00 0.00 1.14 0.00 0.00 20.51
185 61.5 0.00 0.00 1.14 0.00 0.00 20.51
186 61.8 0.00 0.00 1.14 0.00 0.00 20.52
187 62.0 0.00 0.00 1.14 0.00 0.00 20.52
188 62.3 0.00 0.00 1.14 0.00 0.00 20.51
189 62.5 0.00 0.00 1.14 0.00 0.00 20.50
190 62.8 0.00 0.00 1.13 0.00 0.00 20.49
191 63.0 0.00 0.00 1.12 0.00 0.00 20.48
192 63.3 0.00 0.00 1.11 0.00 0.00 20.47
193 63.5 0.00 0.00 1.09 0.00 0.00 20.45
194 63.8 0.00 0.00 1.08 0.00 0.00 20.42
195 64.0 0.00 0.00 1.06 0.00 0.00 20.40
196 64.3 0.00 0.00 1.04 0.00 0.00 20.37
197 64.5 0.00 0.00 1.02 0.00 0.00 20.34
198 64.8 0.00 0.00 1.00 0.00 0.00 20.31
199 65.0 0.00 0.00 0.97 0.00 0.00 20.28
n

A B C D E F G H 1
1 Section 1A Stormwater Routing # 4 Date: 8/12/02
2 Pond and Pipe Combination
3 Written by Peyton N. Joyner, P. E.
4 A:WighVill\Rout3C.xls Elevation at Z = 0 is 447.96 Overtop: 453.00
5 Project: Highland Village Location: Cary, NC Basin: BR#3
6 Storm: 100 Yr. Trial: 2 dT = 1.00 mins.
7 Qp = 43.44 Tp = 42.6
8
9 Outlet Pipes Max. Elev.
10, Outlet Invert Z Diameter Area Orifice Before dT
11 Pipe No. Elev. (ft.) (in.) (s.f.) Coeff. Reduction
12
13 1 447.96 0.00 2 0.0218 0.6 Elev. dZ
14 2 449.00 1.04 24 3.1416 0.6
15 3 500.00 52.04 0 0.0000 0.6 451.00 3.04
16 Outlet Weirs
17 Outlet Weir Z Length Weir dT/4 = 0.25
18 Weir No. Elev. (ft.) Coeff.
19
20 1 451.50 3.54 10 3.2
21 2 500.00 52.04 0 3.2
22 3 500.00 52.04 0 3.2
23 Retention Pond Contours and Areas
24 Contour Z Area Contour Z Area
25 , Elevation (ft.) (s.f.) Elevation (ft.) (s.f.)
26
27 447.96 0.00 13692 453 5.04 17389
28 449 1.04 14427 454 6.04 17389
29 450 2.04 15162 455 7.04 17389
30 451 3.04 15898 456 8.04 17389
31 452 4.04 16641 457 9.04 17389
32 Storage Pipe Data CB Storage in
33 Pipe Diam. Length Pipe End Elevations Junction Boxes
34 No. (in.) (ft.) Low Inv. Low dZ High Inv. High dZ
35 , Bott. Elev. 449.12
36 1 15 372 448.04 0.08 450.50 2.54 dZ = 1.16
37 2 18 154 448.06 0.10 448.62 0.66
38 3 24 70 448.82 0.86 449.97 2.01 Area = 72
39 4 0 0 462.20 14.24 462.30 14.34
40 , 5 0 0 462.20 14.24 462.30 14.34
41
42 Summary of Results
43
44 Max. Elevation = 451.97 ft.
45 Max. Outflow = 31.59 cfs
46 , Max. Storage = 61913.5 c. f.
47
48
49 See Section 1 D for warning about use of this program.
?' -1
E
J K L M N O P Q R
1 Section 1B Stormwater Routing # 4 8/12/02
2 by Peyton N. Joyner, P. E.
3 AAHighViIRRout3C.xls
4 Highland Village Basin # BR#3 Trial # 2 Storm 100 Yr.
5
6 Pipe Cross-Section Areas at Depths above Outlet
7
8 Z End 11A End 11B Alpha Area 11 End 12A End 12B Alpha Area 12
9
10 0.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
11 1.04 0.96 0.96 2.1365 1.01 0.00 0.00 0.0000 0.00
12 2.04 1.96 1.25 3.1416 1.23 0.00 0.00 0.0000 0.00
13 3.04 2.96 1.25 3.1416 1.23 2.06 1.25 3.1416 1.23
14 4.04 3.96 1.25 3.1416 1.23 3.96 1.25 3.1416 1.23
15 5.04 4.96 1.25 3.1416 1.23 4.96 1.25 3.1416 1.23
16 6.04 5.96 1.25 3.1416 1.23 5.96 1.25 3.1416 1.23
17 7.04 6.96 1.25 3.1416 1.23 6.96 1.25 3.1416 1.23
18 8.04 7.96 1.25 3.1416 1.23 7.96 1.25 3.1416 1.23
19 9.04 8.96 1.25 3.1416 1.23 8.96 1.25 3.1416 1.23
20
21 Z End 21A End 21 B Alpha Area 21 End 22A End 22B Alpha Area 22
22
23 0.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
24 1.04 0.94 0.94 1.8269 1.17 0.38 0.38 1.0549 0.35
25 2.04 1.94 1.50 3.1416 1.77 1.38 1.38 2.5681 1.70
26 3.04 2.94 1.50 3.1416 1.77 2.38 1.50 3.1416 1.77
27 4.04 3.94 1.50 3.1416 1.77 3.38 1.50 3.1416 1.77
28 5.04 4.94 1.50 3.1416 1.77 4.38 1.50 3.1416 1.77
29 6.04 5.94 1.50 3.1416 1.77 5.38 1.50 3.1416 1.77
30 7.04 6.94 1.50 3.1416 1.77 6.38 1.50 3.1416 1.77
31 8.04 7.94 1.50 3.1416 1.77 7.38 1.50 3.1416 1.77
32 9.04 8.94 1.50 3.1416 1.77 8.38 1.50 3.1416 1.77
33
34 Z End 31A End 316 Alpha Area 31 End 32A End 32B Alpha Area 32
35
36 0.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
37 1.04 0.18 0.18 0.6094 0.14 0.00 0.00 0.0000 0.00
38 2.04 1.18 1.18 1.7518 1.93 0.03 0.03 0.2456 0.01
39 3.04 2.18 2.00 3.1416 3.14 1.03 1.03 1.6008 1.63
40 4.04 3.18 2.00 3.1416 3.14 2.03 2.00 3.1416 3.14
41 5.04 4.18 2.00 3.1416 3.14 3.03 2.00 3.1416 3.14
42 6.04 5.18 2.00 3.1416 3.14 4.03 2.00 3.1416 3.14
43 7.04 6.18 2.00 3.1416 3.14 5.03 2.00 3.1416 3.14
44 8.04 7.18 2.00 3.1416 3.14 6.03 2.00 3.1416 3.14
45 9.04 8.18 2.00 3.1416 3.14 7.03 2.00 3.1416 3.14
46
47
48
49 S ee Section 1D for warning abou t use of thi s program.
•
•
•
S T U V W X Y Z AA
1 Section 1C Stormwater Routing # 4 8/12/02
2 by Peyton N. Joyner, P. E.
3 A:\HighViII\Rout3C.xls
4 Highland Village Basin # BR#3 Trial # 2 Storm 100 Yr.
5
6 Pipe Cross-Section Areas at Depths above Outlet (Continued)
7
8 Z End 41A End 41 B Alpha Area 41 End 42A End 42B Alpha Area 42
9
10 0.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
11 1.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
12 2.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
13 3.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
14 4.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
15 5.04 0.00 0.00 0.0000 0.00 600 0.00 0.0000 0.00
16 6.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
17 7.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
18 8.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
19 9.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
20
21 Z End 51A End 51B Alpha Area 51 End 52A End 52B Alpha Area 52
22
23 0.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
24 1.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
25 2.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
26, 3.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
27 4.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
28 5.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
29 6.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
30 7.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
31 8.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
32 9.04 0.00 0.00 0.0000 0.00 0.00 0.00 0.0000 0.00
33
34 Pond S torage Vol ume at Dep ths above Outlet
35
36 Elevation Z Vol. Below dVol. Tot. Vol.
37
38 447.96 0.00 0.0 0.0 0.0
39 449.00 1.04 0.0 14059.5 14059.5
40 450.00 2.04 14059.5 14794.5 28854.0
41 451.00 3.04 28854.0 15530.0 44384.0
42 452.00 4.04 44384.0 16269.5 60653.5
43 453.00 5.04 60653.5 17015.0 77668.5
44 454.00 6.04 77668.5 17389.0 95057.5
45 455.00 7.04 95057.5 17389.0 112446.5
46 456.00 . 8.04 112446.5 17389.0 129835.5
47 457.00 9.04 129835.5 17389.0 147224.5
48
49 S ee Section 1D for warning abou t use of thi s program.
r1
L?-J

r
L_ J
AB AC AD AE AF AG AH Al AJ
1 Section 1D Stormwater Routing # 4 8/12/02
2 by Peyton N. Joyner, P. E.
3 AAHighViIMout3C.xls
4 Highland Village Basin # BR#3 Trial # 2 Storm 100 Yr.
5
6 Total S torage Volumes at depths above Outlet
7
8 Z Pond Pipe 1 Pipe 2 Pipe 3 Pipe 4 Pipe 5 CB's Total
9
10 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
11 1.04 14059.5 188.1 116.8 4.9 0.0 0.0 0.0 14369.4
12 2.04 28854.0 228.3 267.0 67.9 0.0 0.0 63.4 29480.5
13 3.04 44384.0 456.5 272.1 167.0 0.0 0.0 135.4 45415.0
14 4.04 60653.5 456.5 272.1 219.9 0.0 0.0 207.4 61809.4
15 5.04 77668.5 456.5 272.1 219.9 0.0 0.0 279.4 78896.4
16 6.04 95057.5 456.5 272.1 219.9 0.0 0.0 351.4 96357.4
17 7.04 112446.5 456.5 272.1 219.9 0.0 0.0 423.4 113818.4
18 8.04 129835.5 456.5 272.1 219.9 0.0 0.0 495.4 131279.4
19 9.04 147224.5 456.5 272.1 219.9 0.0 0.0 567.4 148740.4
20
21 Pipe end designations are as follows:
22 1. The first digit indicates the pipe number.
23 2. The second digit is 1 for lower end, 2 for upper end.
24 3. A and B denote intermediate steps in solving area.
25 4. Alpha is the angle (in radians) in the equa tion to calculate the cross-sectional area
26 of a partially filled pipe.
27 Section Section Section Section
28 1A 1B 1C 1D
29 Section Section Section Section
30 Pages should be arranged as shown at right. 2A 2B 2C 2D
31 Section Section Section Section
32 3A 36 3C 3D
33 Section Section Section Section
34 4A 4B 4C 4D
35
36 ************************************•************************.****...****...******.**..**.**.*.**.****..***.**..**
37
38 * Warning
39 * *
40 This program is the intellectual property of Peyton N. Joyner, P. E. and may
41 not be used without permission. Any other use of this program may be sub-
42 * ject to prosecution. The user of this program is expected to be able to
43 distinguish if the results are reasonable and within program limitations. The
44
- * writer accepts no liability for use of this program by others.
475
-
476
7 * *
48 * *
L49
**********************************************•**************..*****..*****.****...****..****..****.***..**.*****:

E
A B C D E F G H 1
50 section 2A Stormwater Routing # 4 8/12/02
51 by Peyton N. Joyner, P. E.
52 A:WighVi1Mout3C.x1s
53 Highland Village Basin # BR#3 Trial # 2 Storm 100 Yr.
54
55 Time Radians Q<1.25Tp Number Q>1.25Tp Inflow dStorage Storage
56 (min.) (Intermediate Steps to Compute Inflow) (Cfs) (C. f.) (C. f.)
57
58 , 0.0 0.0000 0.00 0.0000 188.53 0.00 0.0 0.0
59 1.0 0.0737 0.06 -0.0305 182.86 0.06 0.0 0.0
60 2.0 0.1475 0.24 -0.0610 177.37 0.24 3.5 3.5
61 3.0 0.2212 0.53 -0.0915 172.04 0.53 14.1 17.7
62 4.0 0.2950 0.94 -0.1221 166.87 0.94 31.8 49.5
63 5.0 0.3687 1.46 -0.1526 161.85 1.46 56.3 105.7
64 6.0 0.4425 2.09 -0.1831 156.99 2.09 87.6 193.3
65 7.0 0.5162 2.83 -0.2136 152.27 2.83 125.5 318.8
66 8.0 0.5900 3.67 -0.2441 147.69 3.67 169.8 488.7
67 9.0 0.6637 4.61 -0.2746 143.25 4.61 220.3 708.9
68 10.0 0.7375 5.64 -0.3052 138.95 5.64 276.6 985.5
69 , 11.0 0.8112 6.76 -0.3357 134.77 6.76 338.4 1323.9
70 12.0 0.8850 7.96 -0.3662 130.72 7.96 405.2 1729.1
71 13.0 0.9587 9.24 -0.3967 126.79 9.24 476.6 2205.8
72 14.0 1.0324 10.58 -0.4272 122.98 10.58 552.7 2758.5
73 15.0 1.1062 11.99 -0.4577 119.28 11.99 632.9 3391.5
74 16.0 1.1799 13.45 -0.4883 115.70 13.45 716.8 4108.3
75 17.0 1.2537 14.95 -0.5188 112.22 14.95 803.9 4912.1
76 18.0 1.3274 16.49 -0.5493 108.85 16.49 893.6 5805.8
77 19.0 1.4012 18.05 -0.5798 105.58 18.05 985.6 6791.4
78 20.0 1.4749 19.64 -0.6103 102.40 19.64 1079.3 7870.7
79 21.0 1.5487 21.24 -0.6408 99.33 21.24 1174.2 9044.8
80 22.0 1.6224 22.84 -0.6714 96.34 22.84 1269.7 10314.5
81 23.0 1.6962 24.44 -0.7019 93.45 24.44 1365.4 11680.0
82 24.0 1.7699 26.02 -0.7324 90.64 26.02 1460.8 13140.7
83 25.0 1.8437 27.57 -0.7629 87.91 27.57 1555.2 14696.0
84 26.0 1.9174 29.10 -0.7934 85.27 29.10 1648.3 16344.3
85 27.0 1.9912 30.58 -0.8239 82.71 30.58 1739.1 18083.4
86 28.0 2.0649 32.02 -0.8545 80.22 32.02 1825.6 19909.0
87 29.0 2.1386 33.40 -0.8850 77.81 33.40 1905.6 21814.6
88 30.0 2.2124 34.72 -0.9155 75.47 34.72 1977.5 23792.1
89 31.0 2.2861 35.97 -0.9460 73.20 35.97 2039.3 25831.4
90 32.0 2.3599 37.13 -0.9765 71.00 37.13 2089.1 27920.5
91 33.0 2.4336 38.22 -1.0070 68.87 38.22 2125.5 30045.9
92 34.0 2.5074 39.22 -1.0376 66.80 39.22 2147.4 32193.3
93 35.0 2.5811 40.12 -1.0681 64.79 40.12 2016.5 34209.9
94 36.0 2.6549 40.92 -1.0986 62.84 40.92 1938.0 36147.9
95 37.0 2.7286 41.61 -1.1291 60.96 41.61 1887.5 38035.3
96 38.0 2.8024 42.20 -1.1596 59.12 42.20 1847.6 39882.9
97 39.0 2.8761 42.68 -1.1901 57.35 42.68 1812.0 41694.9
98 40.0 2.9499 43.04 -1.2207 55.62 43.04 1777.3 43472.2
99 41.0 3.0236 43.29 -1.2512 53.95 43.29 1741.6 45213.8

J K L M N O P Q R
50 Section 2B Stormwater Routing # 4 8/12/02
51 by Peyton N. Joyner, P. E.
52 AAHighVi11\Rout3C.x1s
53 Highland Village Basin # BR#3 Trial # 2 Storm 100 Yr.
54 ,
55 Time Intermediate Steps to Compute Stage
56 (min.) Z1 Z2 Z3 Z4 Z5 Z6 Z7 Z8
57
58 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
59 1.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
60 2.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
61 3.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
62 4.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
63 5.0 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01
64 6.0 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01
65 7.0 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02
66 8.0 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03
67 9.0 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05
68 10.0 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07
69 11.0 0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09
70 12.0 0.12 0.12 0.12 0.12 0.12 0.12 0.12 0.12
71 13.0 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15
72 14.0 0.19 0.19 0.19 0.19 0.19 0.19 0.19 0.19
73 15.0 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24
74 16.0 0.29 0.29 0.29 0.29 0.29 0.29 0.29 0.29
75 17.0 0.34 0.34 0.34 0.34 0.34 0.34 0.34 0.34
76 18.0 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40
77 19.0 0.47 0.47 0.47 0.47 0.47 0.47 0.47 0.47
78 20.0 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55
79 21.0 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63
80 22.0 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72
81 23.0 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81
82 24.0 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
83 25.0 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02
84 26.0 1.13 1.13 1.13 1.13 1.13 1.13 1.13 1.13
85 27.0 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25
86 28.0 1.37 1.37 1.37 1.37 1.37 1.37 1.37 1.37
87 29.0 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49
88 30.0 1.62 1.62 1.62 1.62 1.62 1.62 1.62 1.62
89 31.0 1.76 1.76 1.76 1.76 1.76 1.76 1.76 1.76
90 32.0 1.90 1.90 1.90 1.90 1.90 1.90 1.90 1.90
91 33.0 2.04 2.04 2.04 2.04 2.04 2.04 2.04 2.04
92 34.0 2.18 2.17 2.17 2.17 2.17 2.17 2.17 2.17
93 35.0 2.31 2.30 2.30 2.30 2.30 2.30 2.30 2.30
94 36.0 2.44 2.42 2.42 2.42 2.42 2.42 2.42 2.42
95 37.0 2.57 2.54 2.54 2.54 2.54 2.54 2.54 2.54
96 38.0 2.69 2.65 2.65 2.65 2.65 2.65 2.65 2.65
97 39.0 2.81 2.77 2.77 2.77 2.77 2.77 2.77 2.77
98 40.0 2.93 2.88 2.88 2.88 2.88 2.88 2.88 2.88
99 41.0 3.04 2.99 2.99 2.99 2.99 2.99 2.99 2.99
0
C7
S T u v W X Y Z AA
50 Section 2C Stormwater Routing # 4 8/12/02
51 by Peyton N. Joyner, P. E.
52 AAHighViII\Rout3C.xls
53 Highland Village Basin # BR#3 Trial # 2 Storm 100 Yr.
54
55 Time Stage Comps Elevation Orifice Flows
56 (min.) Z9 Stage (ft.) 1A 1B 2A 2B
57
58 0.0 0.00 0.00 447.96 0.00 0.00 0.00 0.00
59 1.0 0.00 0.00 447.96 0.00 0.00 0.00 0.00
60 2.0 0.00 0.00 447.96 0.00 0.00 0.00 0.00
61 3.0 0.00 0.00 447.96 0.00 0.00 0.00 0.00
62 4.0 0.00 0.00 447.96 0.00 0.00 0.00 0.00
63 5.0 0.01 0.01 447.97 0.00 0.00 0.00 0.00
64 6.0 0.01 0.01 447.97 0.00 0.00 0.00 0.00
65 7.0 0.02 0.02 447.98 0.00 0.00 0.00 0.00
66 8.0 0.03 0.03 447.99 0.00 0.00 0.00 0.00
67 9.0 0.05 0.05 448.01 0.00 0.00 0.00 0.00
68 10.0 0.07 0.07 448.03 0.00 0.00 0.00 0.00
69 11.0 0.09 0.09 448.05 0.01 0.01 0.00 0.00
70 12.0 0.12 0.12 448.08 0.01 0.02 0.00 0.00
71 13.0 0.15 0.15 448.11 0.02 0.03 0.00 0.00
72 14.0 0.19 0.19 448.15 0.04 0.03 0.00 0.00
73 15.0 0.24 0.24 448.20 0.06 0.04 0.00 0.00
74 16.0 0.29 0.29 448.25 0.10 0.05 0.00 0.00
75 17.0 0.34 0.34 448.30 0.16 0.05 0.00 0.00
76 18.0 0.40 0.40 448.36 0.24 0.06 0.00 0.00
77 19.0 0.47 0.47 448.43 0.35 0.07 0.00 0.00
78 20.0 0.55 0.55 448.51 0.51 0.07 0.00 0.00
79 21.0 0.63 0.63 448.59 0.73 0.08 0.00 0.00
80 22.0 0.72 0.72 448.68 1.01 0.08 0.00 0.00
81 23..0 0.81 0.81 448.77 1.38 0.09 0.00 0.00
82 24.0 0.91 0.91 448.87 1.85 0.10 0.00 0.00
83 25.0 1.02 1.02 448.98 2.44 0.10 0.00 0.00
84 26.0 1.13 1.13 449.09 3.14 0.11 0.01 0.01
85 27.0 1.25 1.25 449.21 4.00 0.11 0.04 0.04
86 28.0 1.37 1.37 449.33 5.04 0.12 0.14 0.14
87 29.0 1.49 1.49 449.45 6.29 0.12 0.32 0.32
88 30.0 1.62 1.62 449.58 7.76 0.13 0.60 0.60
89 31.0 1.76 1.76 449.72 9.47 0.14 1.01 1.01
90 32.0 1.90 1.90 449.86 11.44 0.14 1.57 1.57
91 33.0 2.04 2.04 450.00 13.65 0.15 2.28 2.28
92 34.0 2.17 2.17 450.13 16.03 0.15 3.14 5.46
93 35.0 2.30 2.30 450.26 18.47 0.16 4.09 7.66
94 36.0 2.42 2.42 450.38 21.01 0.16 5.15 9.30
95 37.0 2.54 2.54 450.50 23.68 0.16 6.33 10.66
96 38.0 2.65 2.65 450.61 26.47 0.17 7.63 11.83
97 39.0 2.77 2.77 450.73 29.40 0.17 9.05 12.89
98 40.0 2.88 2.88 450.84 32.46 0.18 10.58 13.84
99 41.0 2.99 2.99 450.95, 1 35.63 0.18 12.22 14.71

C:

AB AC AD AE AF AG AH All AJ
50 Section 2D Stormwater Routing # 4 8/12/02
51 by Peyton N. Joyner, P. E.
52 AAHighViINRout3C.xls
53 Highland Village Basin # BR#3 Trial # 2 Storm 100 Yr.
54 . 1
55 Time Orifice (Continued) Weir Flows Total
56 (min.) 3A 3B 1 2 3 Outflow
57
58 0.0 0.00 0.00 0.00 0.00 0.00 0.00
59 , 1.0 0.00 0.00 0.00 0.00 0.00 0.00
60 2.0 0.00 0.00 0.00 0.00 0.00 0.00
61 3.0 0.00 0.00 0.00 0.00 0.00 0.00
62 4.0 0.00 0.00 0.00 0.00 0.00 0.00
63 5.0 0.00 0.00 0.00 0.00 0.00 0.00
64 6.0 0.00 0.00 0.00 0.00 0.00 0.00
65 7.0 0.00 0.00 0.00 0.00 0.00 0.00
66 8.0 0.00 0.00 0.00 0.00 0.00 0.00
67 9.0 0.00 0.00 0.00 0.00 0.00 0.00
68 10.0 0.00 0.00 0.00 0.00 0.00 0.00
69 11.0 0.00 0.00 0.00 0.00 0.00 0.01
70 12.0 0.00 0.00 0.00 0.00 0.00 0.02
71 13.0 0.00 0.00 0.00 0.00 0.00 0.03
72 14.0 0.00 0.00 0.00 0.00 0.00 0.03
73 15.0 0.00 0.00 0.00 0.00 0.00 0.04
74 16.0 0.00 0.00 0.00 0.00 0.00 0.05
75 17.0 0.00 0.00 0.00 0.00 0.00 0.05
76 18.0 0.00 0.00 0.00 0.00 0.00 0.06
77 19.0 0.00 0.00 0.00 0.00 0.00 0.07
78 20.0 0.00 0.00 0.00 0.00 0.00 0.07
79 21.0 0.00 0.00 0.00 0.00 0.00 0.08
80 22.0 0.00 0.00 0.00 0.00 0.00 0.08
81 23.0 0.00 0.00 0.00 0.00 0.00 0.09
82 24.0 0.00 0.00 0.00 0.00 0.00 0.10
83 25.0 0.00 0.00 0.00 0.00 0.00 0.10
84 26.0 0.00 0.00 0.00 0.00 0.00 0.11
85 , 27.0 0.00 0.00 0.00 0.00 0.00 0.16
86 28.0 0.00 0.00 0.00 0.00 0.00 0.26
87 29.0 0.00 0.00 0.00 0.00 0.00 0.44
88 30.0 0.00 0.00 0.00 0.00 0.00 0.73
89 31.0 0.00 0.00 0.00 0.00 0.00 1.15
90 32.0 0.00 0.00 0.00 0.00 0.00 1.71
91 33.0 0.00 0.00 0.00 0.00 0.00 2.43
92 34.0 0.00 0.00 0.00 0.00 0.00 5.61
93 35.0 0.00 0.00 0.00 0.00 0.00 7.82
94 36.0 0.00 0.00 0.00 0.00 0.00 9.46
95 37.0 0.00 0.00 0.00 0.00 0.00 10.82
96 38.0 0.00 0.00 0.00 0.00 0.00 12.00
97 39.0 0.00 0.00 0.00 0.00 0.00 13.06
98 40.0 0.00 0.00 0.00 0.00 0.00 14.01
99 41.0 0.00 0.00 0.00 0.00 0.00 14.89
E
U
•
A B C D E F G H I
100 Section 3A Stormwater Routing # 4 8/12/02
101 by Peyton N. Joyner, P. E.
102 A:UiighVi1N2out3C.x1s
103 Highland Village Basin # BR#3 Trial # 2 Storm 100 Yr.
104
105 Time Radians Q<1.25Tp Number Q>1.25Tp Inflow dStorage Storage
106 (min.) (intermediate Steps to Compute Inflow) (cfs) (C. f.) (c. f.)
107
108 42.0 3.0973 43.42 -1.2817 52.33 43.42 1703.8 46917.6
109 42.3 3.1158 43.43 -1.2893 51.93 43.43 416.0 47333.6
110 42.5 3.1342 43.44 -1.2969 51.54 43.44 413.4 47747.0
111 42.8 3.1527 43.44 -1.3046 51.15 43.44 410.8 48157.8
112 43.0 3.1711 43.43 -1.3122 50.76 43.43 408.1 48565.8
113 43.3 3.1895 43.42 -1.3198 50.37 43.42 405.3 48971.1
114 43.5 3.2080 43.39 -1.3275 49.99 43.39 402.4 49373.6
115 43.8 3.2264 43.36 -1.3351 49.61 43.36 399.5 49773.1
116 44.0 3.2448 43.32 -1.3427 49.23 43.32 396.6 50169.6
117 44.3 3.2633 43.28 -1.3504 48.86 43.28 393.5 50563.2
118 44.5 3.2817 .43.23 -1.3580 48.49 43.23 390.4 50953.6
119 44.8 3.3001 43.17 -1.3656 48.12 43.17 387.2 51340.8
120 45.0 3.3186 43.10 -1.3732 47.75 43.10 384.0 51724.8
121 45.3 3.3370 43.03 -1.3809 47.39 43.03 380.7 52105.5
122 45.5 3.3555 42.95 -1.3885 47.03 42.95 377.3 52482.8
123 45.8 3.3739 42.86 -1.3961 46.67 42.86 373.8 52856.6
124 46.0 3.3923 42.76 -1.4038 46.32 42.76 370.3 53226.9
125 46.3 3.4108 42.66 -1.4114 45.96 42.66 366.7 53593.7
126 46.5 3.4292 42.55 -1.4190 45.62 42.55 363.1 53956.7
127 46.8 3.4476 42.43 -1.4266 45.27 42.43 359.3 54316.1
128 47.0 3.4661 42.31 -1.4343 44.92 42.31 355.5 54671.5
129 47.3 3.4845 42.18 -1.4419 44.58 42.18 349.8 55021.4
130 47.5 3.5029 42.04 -1.4495 44.24 42.04 343.0 55364.4
131 47.8 3.5214 41.89 -1.4572 43.91 41.89 335.5 55699.8
132 48.0 3.5398 41.74 -1.4648 43.57 41.74 327.3 56027.2
133 48.3 3.5583 41.58 -1.4724 43.24 41.58 318.8 56345.9
134 48.5 3.5767 41.42 -1.4800 42.91 41.42 309.9 56655.8
135 48.8 3.5951 41.24 -1.4877 42.59 41.24 300.7 56956.5
136 49.0 3.6136 41.07 -1.4953 42.26 41.07 291.3 57247.8
137 49.3 3.6320 40.88 -1.5029 41.94 40.88 281.7 57529.5
138 49.5 3.6504 40.69 -1.5106 41.62 40.69 272.0 57801.5
139 49.8 3.6689 40.49 -1.5182 41.31 40.49 262.3 58063.8
140 50.0 3.6873 40.29 -1.5258 40.99 40.29 252.5 58316.3
141 50.3 3.7058 40.07 -1.5335 40.68 40.07 242.6 58558.9
142 50.5 3.7242 39.86 -1.5411 40.37 39.86 232.8 58791.7
143 50.8 3.7426 39.63 -1.5487 40.07 39.63 223.1 59014.8
144 51.0 3.7611 39.40 -1.5563 39.76 39.40 213.3 59228.1
145 , 51.3 3.7795 39.17 -1.5640 39.46 39.17 203.7 59431.8
146 51.5 3.7979 38.93 -1.5716 39.16 38.93 194.1 59625.9
147 51.8 3.8164 38.68 -1.5792 38.86 38.68 184.7 59810.6
148 52.0 3.8348 38.43 -1.5869 38.57 38.43 175.3 59985.9
149 52.3 3.8532 38.17 -1.5945 38.27 38.17 166.1 60152.1
E

J K L M N O P Q R
100 section 3B Stormwater Routing # 4 8/12/02
101 by Peyton N. Joyner, P. E.
102 A:%HighVHMout3C.x1s
103 Highland Village Basin # BR#3 Trial # 2 Storm 100 Yr.
104
105 Time Intermediate Steps to Compute Stage
106 (min.) Z1 Z2 Z3 Z4 Z5 Z6 Z7 Z8
107
108 42.0 3.15 3.09 3.09 3.09 3.09 3.09 3.09 3.09
109 42.3 3.18 3.12 3.12 3.12 3.12 3.12 3.12 3.12
110 42.5 3.21 3.15 3.14 3.14 3.14 3.14 3.14 3.14
111 42.8 3.24 3.17 3.17 3.17 3.17 3.17 3.17 3.17
112 43.0 3.26 3.20 3.19 3.19 3.19 3.19 3.19 3.19
113 43.3 3.29 3.22 3.22 3.22 3.22 3.22 3.22 3.22
114 43.5 3.32 3.25 3.24 3.24 3.24 3.24 3.24 3.24
115 43.8 3.34 3.27 3.27 3.27 3.27 3.27 3.27 3.27
116 44.0 3.37 3.30 3.29 3.29 3.29 3.29 3.29 3.29
117 44.3 3.40 3.32 3.31 3.31 3.31 3.31 3.31 3.31
118 44.5 3.42 3.35 3.34 3.34 3.34 3.34 3.34 3.34
119 44.8 3.45 3.37 3.36 3.36 3.36 3.36 3.36 3.36
120 45.0 3.47 3.40 3.38 3.38 3.38 3.38 3.38 3.38
121 45.3 3.50 3.42 3.41 3.41 3.41 3.41 3.41 3.41
122 45.5 3.52 3.44 3.43 3.43 3.43 3.43 3.43 3.43
123 45.8 3.55 3.47 3.45 3.45 3.45 3.45 3.45 3.45
124 46.0 3.57 3.49 3.48 3.48 3.48 3.48 3.48 3.48
125 46.3 3.60 3.51 3.50 3.50 3.50 3.50 3.50 3.50
126 46.5 3.62 3.54 3.52 3.52 3.52 3.52 3.52 3.52
127 46.8 3.64 3.56 3.54 3.54 3.54 3.54 3.54 3.54
128 47.0 3.67 3.58 3.56 3.56 3.56 3.56 3.56 3.56
129 47.3 3.69 3.60 3.59 3.59 3.59 3.59 3.59 3.59
130 47.5 3.71 3.62 3.61 3.61 3.61 3.61 3.61 3.61
131 47.8 3.74 3.65 3.63 3.63 3.63 3.63 3.63 3.63
132 48.0 3.76 3.67 3.65 3.65 3.65 3.65 3.65 3.65
133 48.3 3.78 3.69 3.67 3.67 3.67 3.67 3.67 3.67
134 48.5 3.80 3.71 3.69 3.69 3.69 3.69 3.69 3.69
135 48.8 3.82 3.72 3.70 3.70 3.70 3.70 3.70 3.70
136 49.0 3.84 3.74 3.72 3.72 3.72 3.72 3.72 3.72
137 49.3 3.86 3.76 3.74 3.74 3.74 3.74 3.74 3.74
138 49.5 3.87 3.78 3.76 3.76 3.76 3.76 3.76 3.76
139 49.8 3.89 3.79 3.77 3.77 3.77 3.77 3.77 3.77
140 50.0 3.91 3.81 3.79 3.79 3.79 3.79 3.79 3.79
141 50.3 3.92 3.82 3.80 3.80 3.80 3.80 3.80 3.80
142 50.5 3.94 3.84 3.82 3.82 3.82 3.82 3.82 3.82
143 50.8 3.95 3.85 3.83 3.83 3.83 3.83 3.83 3.83
144 51.0 3.97 3.87 3.84 3.84 3.84 3.84 3.84 3.84
145 51.3 3.98 3.88 3.85 3.85 3.85 3.85 3.85 3.85
146 51.5 3.99 3.89 3.87 3.87 3.87 3.87 3.87 3.87
147 51.8 4.01 3.90 3.88 3.88 3.88 3.88 3.88 3.88
148 52.0 4.02 3.91 3.89 3.89 3.89 3.89 3.89 3.89
149 52.3 4.03 3.92 3.90 3.90 3.90 3.90 3.90 3.90
n
n

S T u V W X Y Z AA
100 section 3C Stormwater Routing # 4 8/12/02
101 by Peyton N. Joyner, P. E.
102 A:WighVi1Mout3C.x1s
103 Highland V illage Basin # BR#3 Trial # 2 Storm 100 Yr.
104
105 Time Stage Comps Elevation Orifice Flows
106 (min.) Z9 Stage (ft.) 1A 1 B 2A , 2B
107
108 42.0 3.09 3.09 451.05 38.82 0.18 13.93 15.50
109 42.3 3.12 3.12 451.08 39.62 0.18 14.36 15.69
110 42.5 3.14 3.14 451.10 40.43 0.18 14.80 15.87
111 42.8 3.17 3.17 451.13 41.24 0.18 15.25 16.05
112 43.0 3.19 3.19 451.15 42.05 0.19 15.70 16.23
113 43.3 3.22 3.22 451.18 42.87 0.19 16.15 16.40
114 43.5 3.24 3.24 451.20 43.69 0.19 16.61 16.57
115 43.8 3.27 3.27 451.23 44.52 0.19 17.07 16.74
116 44.0 3.29 3.29 451.25 45.35 0.19 17.54 16.90
117 44.3 3.31 3.31 451.27 46.18 0.19 18.01 17.06
118 44.5 3.34 3.34 451.30 47.01 0.19 18.49 17.22
119 44.8 3.36 3.36 451.32 47.85 0.19 18.97 17.38
120 45.0 3.38 3.38 451.34 48.69 0.19 19.45 17.53
121 45.3 3.41 3.41 451.37 49.53 0.19 19.93 17.68
122 45.5 3.43 3.43 451.39 50.37 0.19 20.42 17.83
123 45.8 3.45 3.45 451.41 51.21 0.19 20.91 17.98
124 , 46.0 3.48 3.48 451.44 52.05 0.19 21.40 18.12
125 46.3 3.50 3.50 451.46 52.89 0.19 21.90 18.26
126 46.5 3.52 3.52 451.48 53.73 0.19 22.39 18.40
127 46.8 3.54 3.54 451.50 54.57 0.20 22.89 18.53
128 47.0 3.56 3.56 451.52 55.41 0.20 23.39 18.67
129 47.3 3.59 3.59 451.55 56.24 0.20 23.89 18.80
130 47.5 3.61 3.61 451.57 57.07 0.20 24.38 18.92
131 47.8 3.63 3.63 451.59 57.88 0.20 24.87 19.05
132 48.0 3.65 3.65 451.61 58.68 0.20 25.35 19.17
133 48.3 3.67 3.67 451.63 59.47 0.20 25.83 19.28
134 48.5 3.69 3.69 451.65 60.24 0.20 26.30 19.39
135 48.8 3.70 3.70 451.66 60.99 0.20 26.75 19.50
136 49.0 3.72 3.72 451.68 61.72 0.20 27.20 19.60
137 49.3 3.74 3.74 451.70 62.44 0.20 27.64 19.70
138 49.5 3.76 3.76 451.72 63.13 0.20 28.07 19.80
139 49.8 3.77 3.77 451.73 63.81 0.20 28.48 19.89
140 50.0 3.79 3.79 451.75 64.46 0.20 28.89 19.98
141 50.3 3.80 3.80 451.76 65.09 0.20 29.28 20.07
142 50.5 3.82 3.82 451.78 65.70 0.20 29.65 20.15
143 50.8 3.83 3.83 451.79 66.29 0.20 30.02 20.22
144 , 51.0 3.84 3.84 451.80 66.85 0.20 30.37 20.30
145 51.3 3.85 3.85 451.81 67.39 0.20 30.71 20.37
146 51.5 3.87 3.87 451.83 67.91 0.20 31.03 20.43
147 51.8 3.88 3.88 451.84 68.41 0.20 31.34 20.50
148 52.0 3.89 3.89 451.85 68.88 0.20 31.64 20.55
149 52.3 3.90 3.90 451.86 69.33 0.21 31.92 20.61

E
E 149 52.3 0.00 0.00 6.88 0.00 0.00 27.70
AB AC AD AE AF AG AH Al AJ
100 Section 3D Stormwater Routing # 4 8/12/02
101 by Peyton N. Joyner, P. E.
102 AAHighViIRRout3C.xls
103, Highland Village Basin # BR#3 Trial # 2 Storm 100 Yr.
104
105 Time Orifice (Continued) Weir Flows Total
106 (min.) 3A 3B 1 2 3 Outflow
107
108 42.0 0.00 0.00 0.00 0.00 0.00 15.68
109 42.3 0.00 0.00 0.00 0.00 0.00 15.87
110 42.5 0.00 0.00 0.00 0.00 0.00 16.05
111 42.8 0.00 0.00 0.00 0.00 0.00 16.24
112 43.0 0.00 0.00 0.00 0.00 0.00 16.41
113 43.3 0.00 0.00 0.00 0.00 0.00 16.59
114 43.5 0.00 0.00 0.00 0.00 0.00 16.76
115 43.8 0.00 0.00 0.00 0.00 0.00 16.92
116 44.0 0.00 0.00 0.00 0.00 0.00 17.09
117 44.3 0.00 0.00 0.00 0.00 0.00 17.25
118 44.5 0.00 0.00 0.00 0.00 0.00 17.41
119 44.8 0.00 0.00 0.00 0.00 0.00 17.57
120 45.0 0.00 0.00 0.00 0.00 0.00 17.72
121 45.3 0.00 0.00 0.00 0.00 0.00 17.87
122 45.5 0.00 0.00 0.00 0.00 0.00 18.02
123 45.8 0.00 0.00 0.00 0.00 0.00 18.17
124 46.0 0.00 0.00 0.00 0.00 0.00 18.31
125 46.3 0.00 0.00 0.00 0.00 0.00 ' 18.45
126 46.5 0.00 0.00 0.00 0.00 0.00 18.59
127 46.8 0.00 0.00 0.01 0.00 0.00 18.73
128 47.0 0.00 0.00 0.12 0.00 0.00 18.99
129 47.3 0.00 0.00 0.32 0.00 0.00 19.31
130 47.5 0.00 0.00 0.55 0.00 0.00 19.67
131 47.8 0.00 0.00 0.83 0.00 0.00 20.07
132 48.0 0.00 0.00 1.12 0.00 0.00 20.49
133 48.3 0.00 0.00 1.44 0.00 0.00 20.92
134 , 48.5 0.00 0.00 1.78 0.00 0.00 21.37
135 48.8 0.00 0.00 2.13 0.00 0.00 21.83
136 49.0 0.00 0.00 2.48 0.00 0.00 22.28
137 49.3 0.00 0.00 2.84 0.00 0.00 22.74
138 49.5 0.00 0.00 3.20 0.00 0.00 23.20
139 49.8 0.00 0.00 3.56 0.00 0.00 23.66
140 50.0 0.00 0.00 3.93 0.00 0.00 24.11
141 50.3 0.00 0.00 4.28 0.00 0.00 24.55
142 50.5 0.00 0.00 4.64 0.00 0.00 24.99
143 50.8 0.00 0.00 4.99 0.00 0.00 25.41
144 51.0 0.00 0.00 5.33 0.00 0.00 25.83
145 51.3 0.00 0.00 5.66 0.00 0.00 26.23
146 51.5 0.00 0.00 5.98 0.00 0.00 26.62
147 51.8 0.00 0.00 6.29 0.00 0.00 26.99
148 52.0 0.00 0.00 6.59 0.00 0.00 27.35

E
El
11 199 62.8 4.6276 23.56 -1.9149 27.78 27.78 -41.9 61521.2
A B C D E F G H I
150 Section 4A Stormwater Routing # 4 8/12/02
151 by Peyton N. Joyner, P. E.
152 A:1HighVi1Mout3C.x1s
153 Highland Village Basin # BR#3 Trial # 2 Storm 100 Yr.
154
Time Radia
ns
Q<1.25Tp
Number
Q>1.25Tp
Inflow
dStorage-
Storage
r (min.) (Intermediate Steps to Compute Inflow) (Cfs) (C. f.) (C. f.)

1158 52.5 3.8717 37.90 -1.6021 37.98 37.90 157.1 60309.1
159 52.8 3.8901 37.63 -1.6097 37.69 37.63 148.1 60457.3
160 53.0 3.9086 37.36 -1.6174 37.41 37.36 139.4 60596.7
161 53.3 3.9270 37.08 -1.6250 37.12 37.12 130.8 60727.4
162 53.5 3.9454 36.79 -1.6326 36.84 36.84 123.0 60850.4
163, 53.8 3.9639 36.50 -1.6403 36.56 36.56 114.7 60965.1
164 54.0 3.9823 36.21 -1.6479 36.28 36.28 106.7 61071.9
165 54.3 4.0007 35.91 -1.6555 36.01 36.01 99.0 61170.9
166 54.5 4.0192 35.60 -1.6631 35.73 35.73 91.6 61262.5
167 54.8 4.0376 35.29 -1.6708 35.46 35.46 84.4 61346.9
168 55.0 4.0560 34.97 -1.6784 35.19 35.19 77.5 61424.4
169 55.3 4.0745 34.65 -1.6860 34.93 34.93 70.8 61495.2
170 55.5 4.0929 34.33 -1.6937 34.66 34.66 64.4 61559.5
171 55.8 4.1114 34.00 -1.7013 34.40 34.40 58.2 61617.7
172 56.0 4.1298 33.67 -1.7089 34.14 34.14 52.2 61670.0
173 56.3 4.1482 33.33 -1.7165 33.88 33.88 46.5 61716.5
174 56.5 4.1667 32.99 -1.7242 33.62 33.62 41.0 61757.5
175 56.8 4.1851 32.65 -1.7318 33.36 33.36 35.7 61793.3
176 57.0 4.2035 32.30 -1.7394 33.11 33.11 30.7 61823.9
177 57.3 4.2220 31.95 -1.7471 32.86 32.86 25.8 61849.8
178 57.5 4.2404 31.59 -1.7547 32.61 32.61 21.2 61871.0
179 57.8 4.2588 31.24 -1.7623 32.36 32.36 16.7 61887.7
180 58.0 4.2773 30.88 -1.7700 32.11 32.11 12.5 61900.1
181 58.3 4.2957 30.51 -1.7776 31.87 31.87 8.3 61908.5
182 58.5 4.3142 30.14 -1.7852 31.63 31.63 4.4 61912.9
183 58.8 4.3326 29.77 -1.7928 31.39 31.39 0.6 61913.5
184 59.0 4.3510 29.40 -1.8005 31.15 31.15 -3.0 61910.5
185 59.3 4.3695 29.02 -1.8081 30.91 30.91 -6.5 61904.1
186 59.5 4.3879 28.64 -1.8157 30.68 30.68 -9.8 61894.2
187 59.8 4.4063 28.26 -1.8234 30.44 30.44 -13.0 61881.2
188 60.0 4.4248 27.88 -1.8310 30.21 30.21 -16.1 61865.2
189 60.3 4.4432 27.50 -1.8386 29.98 29.98 -19.0 61846.2
190 60.5 4.4617 27.11 -1.8462 29.76 29.76 -21.8 61824.4
191 60.8 4.4801 26.72 -1.8539 29.53 29.53 -24.5 61799.9
192 61.0 4.4985 26.33 -1.8615 29.30 29.30 -27.1 61772.8
193 61.3 4.5170 25.94 -1.8691 29.08 29.08 -29.5 61743.3
194 61.5 4.5354 25.54 -1.8768 28.86 28.86 -31.8 61711.5
195 61.8 4.5538 25.15 -1.8844 28.64 28.64 -34.0 61677.5
196 62.0 4.5723 24.75 -1.8920 28.42 28.42 -36.1 61641.3
197 62.3 4.5907 24.36 -1.8996 28.21 28.21 -38.2 61603.2
198 62.5 4.6091 23.96 -1.9073 27.99 27.99 -40.1 61563.1

c:
E 199 62.8 4.12 4.01 3.98 3.98 3.98 3.98 3.98 3.98
J K L M N O P Q R
150 Section 4B Stormwater Routing # 4 8/12/02
151 by Peyton N. Joyner, P. E.
152 AAHighVi1NRout3C.As
153, Highland Village Basin # BR#3 Trial # 2 Storm 100 Yr.
154 1 T -7-- T
155 Time Intermediate Steps to Compute Stage
156 (min.) Z1 Z2 Z3 Z4 Z5 Z6 Z7 Z8
157
158 52.5 4.04 3.93 3.91 3.91 3.91 3.91 3.91 3.91
159 52.8 4.05 3.94 3.92 3.92 3.92 3.92 3.92 3.92
160 53.0 4.06 3.95 3.93 3.93 3.93 3.93 3.93 3.93
161 53.3 4.07 3.96 3.93 3.93 3.93 3.93 3.93 3.93
162 53.5 4.08 3.97 3.94 3.94 3.94 3.94 3.94 3.94
163 53.8 4.08 3.98 3.95 3.95 3.95 3.95 3.95 3.95
164 54.0 4.09 3.98 3.96 3.96 3.96 3.96 3.96 3.96
165 54.3 4.10 3.99 3.96 3.96 3.96 3.96 3.96 3.96
166 54.5 4.10 3.99 3.97 3.97 3.97 3.97 3.97 3.97
167 54.8 4.11 4.00 3.97 3.97 3.97 3.97 3.97 3.97
168, 55.0 4.11 4.00 3.98 3.98 3.98 3.98 3.98 3.98
169 55.3 4.12 4.01 3.98 3.98 3.98 3.98 3.98 3.98
170 55.5 4.12 4.01 3.98 3.98 3.98 3.98 3.98 3.98
171 55.8 4.13 4.02 3.99 3.99 3.99 3.99 3.99 3.99
172 56.0 4.13 4.02 3.99 3.99 3.99 3.99 3.99 3.99
173 56.3 4.13 4.02 3.99 3.99 3.99 3.99 3.99 3.99
174 56.5 4.14 4.03 4.00 4.00 4.00 4.00 4.00 4.00
175 56.8 4.14 4.03 4.00 4.00 4.00 4.00 4.00 4.00
176 57.0 4.14 4.03 4.00 4.00 4.00 4.00 4.00 4.00
177 57.3 4.14 4.03 4.00 4.00 4.00 4.00 4.00 4.00
178 57.5 4.14 4.03 4.00 4.00 4.00 4.00 4.00 4.00
179 57.8 4.14 4.03 4.00 4.00 4.00 4.00 4.00 4.00
180 58.0 4.15 4.03 4.01 4.01 4.01 4.01 4.01 4.01
181 58.3 4.15 4.04 4.01 4.01 4.01 4.01 4.01 4.01
182 58.5 4.15 4.04 4.01 4.01 4.01 4.01 4.01 4.01
183 58.8 4.15 4.04 4.01 4.01 4.01 4.01 4.01 4.01
184 59.0 4.15 4.04 4.01 4.01 4.01 4.01 4.01 4.01
185 59.3 4.15 4.03 4.01 4.01 4.01 4.01 4.01 4.01
186 59.5 4.15 4.03 4.01 4.00 4.00 4.00 4.00 4.00
187 59.8 4.14 4.03 4.00 4.00 4.00 4.00 4.00 4.00
188 60.0 4.14 4.03 4.00 4.00 4.00 4.00 4.00 4.00
189 60.3 4.14 4.03 4.00 4.00 4.00 4.00 4.00 4.00
190 60.5 4.14 4.03 4.00 4.00 4.00 4.00 4.00 4.00
191 60.8 4.14 4.03 4.00 4.00 4.00 4.00 4.00 4.00
192 61.0 4.14 4.03 4.00 4.00 4.00 4.00 4.00 4.00
193 61.3 4.14 4.02 4.00 4.00 4.00 4.00 4.00 4.00
194 61.5 4.13 4.02 3.99 3.99 3.99 3.99 3.99 3.99
195 61.8 4.13 4.02 3.99 3.99 3.99 3.99 3.99 3.99
196 62.0 4.13 4.02 3.99 3.99 3.99 3.99 3.99 3.99
197 62.3 4.13 4.02 3.99 3.99 3.99 3.99 3.99 3.99
198 62.5 4.12 4.01 3.98 3.98 3.98 3.98 3.98 3.98

r?
S T u v W X Y Z AA
150 Section 4C Stormwater Routing # 4 8/12/02
151 by Peyton N. Joyner, P. E.
152 AAHighVi1NRout3C.xls
153, Highland Village Basin # BR#3 Trial # 2 Storm 100 Yr.
154
155 Time Stage Comps Elevation Orifice Flows
156 (min.) Z9 Stage (ft.) 1A 1B 2A 2B
157
158 52.5 3.91 3.91 451.87 69.76 0.21 32.19 20.66
159 52.8 3.92 3.92 451.88 70.16 0.21 32.44 20.71
160 53.0 3.93 3.93 451.89 70.54 0.21 32.68 20.76
161 53.3 3.93 3.93 451.89 70.90 0.21 32.91 20.80
162 53.5 3.94 3.94 451.90 71.24 0.21 33.12 20.85
163 53.8 3.95 3.95 451.91 71.56 0.21 33.32 20.88
164 54.0 3.96 3.96 451.92 71.85 0.21 33.51 20.92
165 54.3 3.96 3.96 451.92 72.13 0.21 33.68 20.95
166 54.5 3.97 3.97 451.93 72.38 0.21 33.84 20.98
167 54.8 3.97 3.97 451.93 72.62 0.21 33.99 21.01
168 55.0 3.98 3.98 451.94 72.83 0.21 34.13 21.04
169 55.3 3.98 3.98 451.94 73.03 0.21 34.26 21.06
170 55.5 3.98 3.98 451.94 73.21 0.21 34.37 21.08
171 55.8 3.99 3.99 451.95 73.37 0.21 34.47 21.10
172 56.0 3.99 3.99 451.95 73.52 0.21 34.57 21.12
173 56.3 3.99 3.99 451.95 73.65 0.21 34.65 21.13
174 56.5 4.00 4.00 451.96 73.77 0.21 34.72 21.15
175 56.8 4.00 4.00 451.96 73.87 0.21 34.79 21.16
176 57.0 4.00 4.00 451.96 73.95 0.21 34.84 21.17
177 57.3 4.00 4.00 451.96 74.02 0.21 34.89 21.18
178 57.5 4.00 4.00 451.96 74.08 0.21 34.92 21.18
179 57.8 4.00 4.00 451.96 74.12 0.21 34.95 21.19
180 58.0 4.01 4.01 451.97 74.16 0.21 34.97 21.19
181 58.3 4.01 4.01 451.97 74.18 0.21 34.99 21.20
182 58.5 4.01 4.01 451.97 74.19 0.21 35.00 21.20
183 58.8 4.01 4.01 451.97 74.19 0.21 35.00 21.20
184 59.0 4.01 4.01 451.97 74.19 0.21 34.99 21.20
185 59.3 4.01 4.01 451.97 74.17 0.21 34.98 21.19
186 59.5 4.00 4.00 451.96 74.14 0.21 34.96 21.19
187 59.8 4.00 4.00 451.96 74.11 0.21 34.94 21.19
188 60.0 4.00 4.00 451.96 74.06 0.21 34.91 21.18
189 60.3 4.00 4.00 451.96 74.01 0.21 34.88 21.18
190 60.5 4.00 4.00 451.96 73.95 0.21 34.84 21.17
191 60.8 4.00 4.00 451.96 73.89 0.21 34.80 21.16
192 61.0 4.00 4.00 451.96 73.81 0.21 34.75 21.15
193 61.3 4.00 4.00 451.96 73.73 0.21 34.70 21.14
194 61.5 3.99 3.99 451.95 73.64 0.21 34.64 21.13
195 61.8 3.99 3.99 451.95 73.54 0.21 34.58 21.12
196 62.0 3.99 3.99 451.95 73.44 0.21 34.52 21.11
197 62.3 3.99 3.99 451.95 73.33 0.21 34.45 21.10
198 62.5 3.98 3.98 451.94 73.22 0.21 .34.38 21.08
199 62.8 3.98 3.98 451.94 73.10 0.21 34.30 21.07
L-1
C

AB AC AD AE AF AG AH Al AJ
150 Section 4D Stormwater Routing # 4 8/12/02
151 by Peyton N. Joyner, P. E.
152 AAHighVi1Mout3C.xls
153, Highland Village Basin # BR#3 Trial # 2 Storm 100 Yr.
154
155 Time Orifice (Continued) Weir Flows Total
156 (min.) 3A 3B 1 2 3 Outflow
157
158 52.5 0.00 0.00 7.16 0.00 0.00 28.03
159 52.8 0.00 0.00 7.42 0.00 0.00 28.34
160 53.0 0.00 0.00 7.67 0.00 0.00 28.64
161 53.3 0.00 0.00 7.91 0.00 0.00 28.92
162 53.5 0.00 0.00 8.14 0.00 0.00 29.19
163, 53.8 0.00 0.00 8.35 0.00 0.00 29.45
164 54.0 0.00 0.00 8.56 0.00 0.00 29.68
165 54.3 0.00 0.00 8.74 0.00 0.00 29.90
166 54.5 0.00 0.00 8.92 0.00 0.00 30.11
167 54.8 0.00 0.00 9.08 0.00 0.00 30.30
168 55.0 0.00 0.00 9.23 0.00 0.00 30.47
169 55.3 0.00 0.00 9.37 0.00 0.00 30.63
170 55.5 0.00 0.00 9.49 0.00 0.00 30.78
171 55.8 0.00 0.00 9.61 0.00 0.00 30.91
172 56.0 0.00 0.00 9.71 0.00 0.00 31.03
173 56.3 0.00 0.00 9.80 0.00 0.00 31.14
174 56.5 0.00 0.00 9.88 0.00 0.00 31.24
175 56.8 0.00 0.00 9.95 0.00 0.00 31.32
176 57.0 0.00 0.00 10.01 0.00 0.00 31.39
177 57.3 0.00 0.00 10.06 0.00 0.00 31.45
178 57.5 0.00 0.00 10.10 0.00 0.00 31.49
179 57.8 0.00 0.00 10.13 0.00 0.00 31.53
180 58.0 0.00 0.00 10.16 0.00 0.00 31.56
181 58.3 0.00 0.00 10.17 0.00 0.00 31.58
182 58.5 0.00 0.00 10.18 0.00 0.00 31.59
183 58.8 0.00 0.00 10.18 0.00 0.00 31.59
184 59.0 0.00 0.00 10.18 0.00 0.00 31.58
185 59.3 0.00 0.00 10.16 0.00 0.00 31.57
186 59.5 0.00 0.00 10.15 0.00 0.00 31.54
187 59.8 0.00 0.00 10.12 0.00 0.00 31.52
188 60.0 0.00 0.00 10.09 0.00 0.00 31.48
189 60.3 0.00 0.00 10.05 0.00 0.00 31.44
190 60.5 0.00 0.00 10.01 0.00 0.00 31.39
191 60.8 0.00 0.00 9.96 0.00 0.00 31.33
192 61.0 0.00 0.00 9.91 0.00 0.00 31.27
193 61.3 0.00 0.00 9.85 0.00 0.00 31.20
194 61.5 0.00 0.00 9.79 0.00 0.00 31.13
195 61.8 0.00 0.00 9.72 0.00 0.00 31.05
196 62.0 0.00 0.00 9.65 0.00 0.00 30.97
197 62.3 0.00 0.00 9.58 0.00 0.00 30.88
198 62.5 0.00 0.00 9.50 0.00 0.00 30.79
199 62.8 0.00 0.00 9.42 0.00 0.00 30.69
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»» Info: Subsurface Analysis iterations:
® »» Info: Convergence was achieved.
Gravity subnetwork discharging at: 0-26
>>>> Info: Loading and hydraulic computations completed
successfully.
>>>> Warning: P-9 Pipe fails minimum cover constraint.
»» Warning: P-11 Pipe fails minimum cover constraint.
»» Info: P-3 Hydraulic jump formed.
>>>> Info: P-3 Critical depth assumed upstream.
»» Warning: P-4 Pipe fails minimum cover constraint.
>>>> Warning: P-5 Pipe fails minimum cover constraint.
>>>> Warning: P-12 Pipe fails minimum cover constraint.
>>>> Warning: P-13 Pipe fails minimum cover constraint.
CALCULATION SUMMARY FOR SURFACE NETWORKS
Label I Inlet I Inlet I Total I Total I Capture I Gutter I Gutter I
I I Type I I Intercepted I Bypassed I Efficiency I Spread 1 Depth I
I I I I Flow I Flow 1 (%) I (ft) I (ft) I
1 (cfs) 1 (cfs) I
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1-24 I---------
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0.42 ---------- I
I 0.00 1 ---
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I I-22 I Generic Inlet I Generic Default 100% 1 1.65 I 0.00 1 100.0 1 0.00 1 0.00 1
1 1-21 I Generic Inlet I Generic Default 100°% I 1.20 I 0.00 I 100.0 1 0.00 1 0.00 1
I I-18 I Generic Inlet 1 Generic Default 100% 1 1.73 I 0.00 I 100.0 1 0.00 1 0.00 1
1 I-25 I Generic Inlet I Generic Default 100% I 0.29 1 0.00 I 100.0 1 0.00 1 0.00 1
1 1-19 1 Generic Inlet I Generic Default 100°% 1 0.93 1 0.00 1 100.0 1 0.00 1 0.00 1
1 I-10 I Generic Inlet i Generic Default 100% 1 0.61 I 0.00 i 100.0 1 0.00 1 0.00 1
1 1-9 I Generic Inlet I Generic Default 100% I 0.73 I 0.00 1 100.0 1 0.00 1 0.00 1
1 1-8
-------- I Generic
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------ I Generic
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--------- 100%
----- 1 0.14
-------------- I 0.00
----------- I 100.0
------------- 1 0.00
--------- 1 0.00 1
----------
CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-26
1 Label I Number I Section 1 Section I Length I Total 1 Average I Hydraulic 1 Hydraulic I
I I of I Si ze I Shape I (ft) I System I Velocity I Grade I Grade I
I I Sections I I I i Flow I (ft/s) I Upstream I Downstream I
I I I I I I (cfs) I I
-- (ft) I
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I P-5 I----------
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1 30 ----- I
inch I ----------
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I 65.00 i--------
1 22.05 I --------
I
I 4.53 I 465.90 1 465.73 1
P-4 1 1 1 30 inch 1 Circular 1 42.00 1 21.87 1 4.47 1 466.17 1 466.06 I
I P-3 I 1 1 18 inch I Circular 1 148.00 1 6.57 1 4.51 1 469.48 1 466.33 I
1 P-12 1 1 1 24 inch I Circular I 42.00 1 14.76 1 4.70 I 466.51 1 466.33 I
1 P-2 I 1 1 18 inch I Circular I 74.00 1 5.71 1 4.57 1 470.05 1 469.70 1
1 P-13 I 1 1 24 inch 1 Circular 1 54.00 1 13.14 1 4.18 I 466.86 1 466.68 1
I P-1 I 1 1 15 inch I Circular 1128.00 I 4.42 1 4.45 1 470.94 I 470.21 I
I P-9 I 1 1 12 inch 1 Circular I 66.00 I 1.65 I 2.10 1 467.14 1 467.00 1
1 P-11
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--------------
1 Label 1 Total 1 Ground I Hydraulic I Hydraulic I
I I System 1 Elevation I Grade I Grade I
I I Flow I (ft) 1 Line In I Line Out I
® I I (cfs) I I (ft) I (ft) I
1 0-26 I 21.89 I 467.00 I 465.73 1 465.73 1
Title: Highland Village - BR#1, Sub-system 1 Project Engineer: Peyton N. Joyner
c:\haestad\5400.15\br1-1.stm gilleece & associates Storm CAD v4.1.1 [4.2014)
12/23/02 10:59:57 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 2
L'
•
0
I-25 1 22.05 1 467.07 1 466.06 1 465.90 1
I-19 I 21.87 1 469.01 1 466.33 1 466.17 1
I-10 1 6.57 1 474.70 1 469.70 1 469.48 1
I-18 1 14.76 I 468.85 1 466.68 1 466.51 1
1-9 1 5.71 1 476.16 1 470.21 1 470.05 1
I-24 1 13.14 1 467.20 I 467.00 I 466.86 1
I-B 1 4.42 1 478.51 I 471.08 I 470.94 1
I-22 1 1.65 1 467.65 1 467.17 1 467.14 1
I-21
------ 1 11.28 1
----------- 468.42 1
------------ 467.26 1
------------ 467.16 1
-----------
Completed: 12/23/2002 10:59:20 AM
Title: Highland Village - BR#1, Sub-system 1 Project Engineer: Peyton N. Joyner
c:\haestad\5400.15\br1-1.stm gilleece & associates StormCAD v4.1.1 [4.2014]
12/23/02 10:59:57 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 2 of 2
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Scenario: Base

7
Label: 1-24
Rim: 467.20 ft
Sump: 464.20 ft
467.00 Elevation (ft)
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465.00
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Station (ft)
Label: P-9
Up. Invert: 465.22 ft
Dn. Invert: 464.89 ft
L: 66.00 ft
Size: 12 inch
S: 0.005000 fVft
E
Label: 1-22
Rim: 467.65 ft
Sump: 465.22 ft
468.00
Title: Highland Village - BR#1, Sub-system 1 Project Engineer: Peyton N. Joyner
c:\haestad\5400.15\br1-1.stm gilleece & associates StormCAD v4.1.1 [4.2014]
12/23/02 11:02:11 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

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Scenario: Base
»» Info: Subsurface Analysis iterations: 2
® >>>> Info: Convergence was achieved.
Gravity subnetwork discharging at: 0-21
>>>> Info: Loading and hydraulic computations completed
successfully.
»» Warning: P-3 Pipe fails minimum cover constraint.
>>>> Info: P-4 Hydraulic jump formed.
>>>> Info: P-4 Critical depth assumed upstream.
>>>> Info: P-6 Hydraulic jump formed.
>>>> Info: P-6 Critical depth assumed upstream.
CALCULATION SUMMARY FOR SURFACE NETWORKS
I Label I Inlet I Inlet I Total I Total I Capture I Gutter I Gutter I
I I Type I ( Intercepted I Bypassed I Efficiency I Spread I Depth I
I I i I Flow I Flow I (%) I (ft) I (ft) I
I I I I (cfs) I (cfs) I
---------- I
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-------- I I
--------I
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I Generic ---------
Default ----- I
100% I ------------- I
0.78 I i
0.00 I 100.0 I 0.00 I 0.00 I
I I-13 I Generic Inlet I Generic Default 100% I 0.44 I 0.00 I 100.0 I 0.00 I 0.00 I
I I-12 1 Generic Inlet I Generic Default 100% i 3.59 1 0.00 1 100.0 1 0.00 1 0.00 1
I I-14 I Generic Inlet I Generic Default 100% I 0.00 1 0.00 1 100.0 1 0.00 1 0.00 1
I-1
-------- I Generic
---------- Inlet
------ I Generic
--------- Default
--------- 100% I
------ 0.87 1
------------- 0.00 1
------------ 100.0 1
------------- 0.00 1
--------- 0.00 1
---------
® CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-21
I Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I
I I of I Size I Shape i (ft) I System I Velocity I Grade I Grade I
I I Sections I I I I Flow I (ft/s) I Upstream I Downstream I
I I I I I I (cfs) I
------- I (ft) I
----------- I (ft) I
------------I
I-------I
P-3 I ---------- I
1 1 --------- I
24 inch I ---------- I
Circular 1 --------
118.00 I-------- I
1 9.12 1 ---
2.90 I
1 467.46 1 467.27 1
I P-2 I 1 1 18 inch I Circular 1 112.00 I 5.57 I 3.82 I 467.69 I 467.53 I
P-4 I 1 115 inch I Circular I 68.00 I 1.78 I 2.52 I 472.28 I 467.53 I
P-1 I 1 118 inch I Circular I 84.00 I 5.20 I 4.48 I 468.24 I 467.85 I
P-6 I 1 115 inch I Circular 1147.00 1 1.75 1 2.80 1 470.19 1 468.41 1
I P-5 I
--------- 1
---------- 115 inch
---------- I Circular
----------- I 18.00
--------- 1 1.76 1
---------- 3.53
---------- 1 470.49
------------- 1 470.39 1
-------------
I Label I Total I Ground I Hydraulic I Hydraulic I
I I System I Elevation I Grade I Grade I
I I Flow I (ft) I Line In I Line Out I
I
-
--- I (cfs) I
-------- I
----------- (ft) I
----------- I (ft) I
-----------I
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10-21 I
I
I 8.93 I I
468.42 I 467.27 I 467.27 I
I I-20 I 9.12 I 471.46 I 467.53 I 467.46 I
I I-13 I 5.57 I 474.80 I 467.85 I 467.69 I
I I-14 I 1.78 I 476.50 I 472.38 I 472.28 I
I I-12 I 5.20 I 471.82 I 468.41 I 468.24 I
I J-2 I 1.75 I 476.00 I 470.29 I 470.19 I
I I-1
-------- 1 1.76
--------- 1 474.20 1
------------- 470.58
----------- I 470.49 I
-------------

Title: Highland Village, BR#1 area, Sub-Basin 2 Project Engineer: Peyton N. Joyner, P. E.
c:\haestad\5400.15\br1-2.stm gilleece & associates StormCAD v4.1.1 [4.2014)
12/23/02 11:06:25 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 2
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v
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Su : 476;.50 ft
mp: 471.75 ft,
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.46 ft
35.12 ft
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1+10 1+30 1+50 1+70
Station (ft)
El-
Label: 1-14
Label: I
Rim: 471
Sump: 41
478.00
476.00
474.00
472.00
Elevation (ft)
470.00
468.00
466.00
464.00
1+90
Label: P-4
Up. Invert: 471.75 ft
Dn. Invert: 465.87 ft
L: 68.00 ft
Size: 15 inch
S: 0.086471 ft/ft
Title: Highland Village, BR#1 area, Sub-Basin 2 Project Engineer: Peyton N. Joyner, P. E.
c:\haestad\5400.15\brt-2.stm gilleece & associates StormCAD v4.1.1 (4.2014]
12/16/02 01:44:07 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
Scenario: Base
•
0-8B
To BR1-1
1-7

1-5
1-6
Highland Village Drive \I
1-4
•
Q
Bio-retention Area # 1

OS1A
on
p 9 1-28 x 1-29
P-10 P-1 I 0-29A
P-6
a
J-7A °

Title: Highland Village - BR#1, Sub-system 3 Project Engineer: Peyton N. Joyner
c:\haestad\5400.15\br1-3.stm gilleece & associates StormCAD v4.1.1 [4.20141
12/16/02 11:04:47 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
Scenario: Base
>>>> Info: Subsurface Analysis iterations: 2
® »» Info: Convergence was achieved.
Gravity subnetwork discharging at: O-8B
»» Info: Loading and hydraulic computations completed
successfully.
»» Info: P-8 Hydraulic jump formed.
>>>> Info: P-8 Critical depth assumed upstream.
>>>> Info: Subsurface Analysis iterations: 2
»» Info: Convergence was achieved.
Gravity subnetwork discharging at: O-8A
-----------------------------------------------------------------
>>>> Info: Loading and hydraulic computations completed
successfully.
»» Warning: P-5 Pipe fails minimum velocity constraint.
>>>> Info: Subsurface Analysis iterations: 2
»» Info: Convergence was achieved.
Gravity subnetwork discharging at: 0-29A
-----------------------------------------------------------------
»» Info: Loading and hydraulic computations completed
® successfully.
>>>> Warning: P-9 Pipe fails minimum cover constraint.
»» Warning: P-10 Pipe fails minimum velocity constraint.
»» Warning: P-11 Pipe fails minimum velocity constraint.
CALCULATION SUMMARY FOR SURFACE NETWORKS
I Label I Inlet I Inlet I Total I Total I Capture 1 Gutter I Gutter I
I Type I I Intercepted I Bypassed I Efficiency I Spread I Depth I
Flow I Flow I (%) I (ft) I (ft) I
I I I I (cfs)
-
- I (cfs) I
---------- I
------------ I I
-------- I I
--------I
I-------I
1 I-5 ---------
1 Generic ------ I
Inlet I ---------
Generic --------
Default ----- I
1000 I ----------
-
0.06 I
I
I 0.00 I 100.0 1 0.00 1 0.00 1
I I-4 I Generic Inlet i Generic Default 100% i 0.13 I 0.00 I 100.0 I 0.00 I 0.00 1
1 I-7 I Generic Inlet I Generic Default 100% I 0.80 I 0.00 I 100.0 I 0.00 I 0.00 1
l I-6 I Generic Inlet I Generic Default 100% I 0.92 I 0.00 1 100.0 I 0.00 I 0.00 1
I I-29 I Generic Inlet I Generic Default 100% I 1.20 I 0.00 I 100.0 I 0.00 I 0.00 1
I I-28 I Generic Inlet I Generic Default 100% I 0.72 i 0.00 I 100.0 1 0.00 I 0.00 1
I OS1A
-------- 1 Generic
---------- Inlet
------- I Generic
-------- Default
--------- 1000 I
------ 0.00
------------- 1 0.00
----------- I 100.0
-------------- I 0.00
-------- I 0.00 1
----------
CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: O-8A
1 Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I
I I of I Size I Shape I (ft) I System I Velocity I Grade I Grade I
I I Sections I I I I Flow I (ft/s) I Upstream I Downstream I
I I I I I I (cfs) I I (ft) I (ft) I
® I-------I----------I---------I
I P-5 1 1 1 15 inch I ----------I
Circular 1 --------
80.00 I--------
1 1.22 I----------
I 1.32 I-----------
1 471.10 1------------I
I 471.08 I
I P-4 1 1 1 15 inch I Circular 1 41.00 i 1.17 1 2.65 1 471.19 1 471.12 1
Title: Highland Village - BR#1, Sub-system 3 Project Engineer: Peyton N. Joyner
c:\haestad\5400.15\br1-3.stm gilleece & associates StormCAD v4.1.1 [4.2014]
12/16/02 11:03:44 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 3
Label I Total I Ground I Hydraulic I Hydraulic I
I I System I Elevation I Grade I Grade I
I I Flow I (ft) I Line In I Line Out I
I I (cfs) I
-- I (ft)
----------- I (ft) I
I -----------I
I-------
10-8A I--------I
I 1.18 ---------
( 478.51 i
I 471.08 1 471.08 1
I I-5 I 1.22 I 479.53 1 471.12 1 471.10 1
I I-4
-------- I 1.17
--------- I 479.25
------------ 1 471.27
------------ 1 471.19 1
-------------
CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: O-8B
Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I
I I of I Size I Shape I (ft) I System I Velocity I Grade I Grade I
I I Sections I I I I Flow 1 (ft/3) I Upstream I Downstream I
I I I I I I (cfs) I
- I (ft)
----------- I (ft) I
I------------I
i-------
I P-8 I---------- i
I 1 1 ---------
15 inch i---------- I
I Circular 1 --------
25.00 i--------
1 3.06 i---------
1 3.46 I
1 472.64 1 471.08 1
I P-7 I 1 1 15 inch I Circular 1 102.00 1 3.09 1 4.16 1 473.40 1 472.85 1
P-6
-------- I 1
----------- 1 15 inch
---------- I Circular 1
------------ 58.00
-------- 1 1.61
--------- 1 2.88
----------- 1 473.65
------------ 1 473.53 1
--------------
Label I Total I Ground I Hydraulic I Hydraulic I
I I System I Elevation I Grade I Grade I
I I Flow I (ft) I Line In I Line Out I
I I (cfs) I I
--------- I (ft) I
----------- I (ft) I
-----------I
I-------
10-813 I--------
I 3.04 I--
I 478.51 I 471.08 1 471.08 1
I J-7A 1 3.06 I 478.90 I 472.79 I 472.64 I
I-7 I 3.09 I 477.39 I 473.53 I 473.40 I
1 I-6
-------- 1 1.61
--------- 1 477.39
------------ 1 473.74 1
------------- 473.65 1
------------
CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-29A
I Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I
I I of I Size I Shape I (ft) I System I Velocity I Grade I Grade I
I I Sections I I I I Flow I (ft/s) I Upstream I Downstream I
I I I I I I (cfs) I I
-------- (ft) I
----------- I (ft) I
------------I
I-------
I P-11 I---------- i---------
I 1 1 36 inch I---------- I
I Circular --------
1 102.00 I--------
1 6.50 I
I--
I 0.92 I 456.21 I 456.18 I
I P-10 I 1 1 36 inch I Circular I 22.00 1 5.34 I 0.75 I 456.22 I 456.22 I
1 P-9
-------- 1 1 1 24 inch
--------------------- 1 Circular
----------- i 30.00
--------- I 4.62
--------- I 3.64
----------- I 457.33
------------ I 456.96 I
--------------
I Label I Total I Ground I Hydraulic ( Hydraulic I
I I System I Elevation I Grade I Grade I
I I Flow I (ft) I Line In I Line Out I
I I (cfs) I
-- I
----------- (ft) I
I-----------I (ft) I
-----------I
1-------
1 0-29A I
i------
I 6.40 1 464.00 I 456.18 1 456.18 1
I I-29 I 6.50 I 459.20 1 456.22 1 456.21 1
I-28 I 5.34 I 459.20 1 456.23 1 456.22 1
I OSlA
-------- 1 4.62
--------- 1 464.00
------------ 1 457.40
------------ 1 457.33 1
-------------
Completed: 12/16/2002 11:02:28 AM
Title: Highland Village - BR#1. Sub-system 3 Project Engineer: Peyton N. Joyner
c:\haestad\5400.15\br1-3.stm gilleece & associates StormCAD v4.1.1 [4.2014]
12/16/02 11:03:44 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 2 of 3
Profile
Scenario: Base
U

0
Label: 1-4
Label: 1-5 Rim: 479.25 ft
Label: 0-8A Rim: 479.53 fit Sump: 470.76 ft
Rim: 4 Sump`47 _35-t 480 00
Sump:
479.00
478.00
477.00
476.00
475.00
474.00
473.00
472.00
471.00
470.00
469.00
0+00 0+20//0+40 0+60 0+80 1+00 1+20 1+40
i Station (ft)
469.95 ft - --- ------ I -- - - -

I i
I
_

Label: P 5
Up. Invert: 470.35 ft
Dn. Invert: 469.95 ft
L: 80.00 ft
Size: 15 inch
S: 0.005000 ft/ft
Label. P-4
Up. Invert: 470.76 ft
Dn. Invert: 470.55 ft
L: 41.00 ft
Size: 15 inch
S: 0.005122 ft/ft
Elevation (ft)
Title: Highland Village - BR#1, Sub-system 3 Project Engineer: Peyton N. Joyner
c:\haestad\5400.15\br1-3.stm gilleece & associates StormCAD v4.1.1 [4.2014]
12/16102 11:07:03 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

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Scenario: Base
?1_1
Inflow
From BR2
I-
Inflt
® 13112
N
BR#2
0-50
38
N
CO
Title: Highland Village - BR#2, Sub-system 1 Project Engineer. Peyton N. Joyner
c:Nhaestad15400.151br2-1.stm giileoco & asssoctates StormCAD v4.1.1 14.2014]
10107102 09:40:49 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
Scenario: Base
»» Info: Subsurface Analysis iterations: 3
® >>>> Info: Convergence was achieved.
Gravity subnetwork discharging at: 0-50
>>>> Info: Loading and hydraulic computations completed
successfully.
>>>> Warning: P-1 Pipe fails minimum cover constraint.
>>>> Warning: P-1 Pipe fails minimum velocity constraint.
»» Warning: P-2 Pipe fails minimum cover constraint.
>>>> Warning: P-3 Pipe fails minimum cover constraint.
>>>> Warning: P-8 Pipe fails minimum cover constraint.
>>>> Warning: P-8 Pipe fails minimum velocity constraint.
>>>> Info: P-10 Hydraulic jump formed.
»» Info: P-10 Critical depth assumed upstream.
CALCULATION SUMMARY FOR SURFACE NETWORKS
I Label I Inlet I Inlet I Total I Total I Capture I Gutter I Gutter I
i I Type I I Intercepted I Bypassed I Efficiency I Spread I Depth I
I I I I Flow I Flow I (%) I (ft) I (ft) I
I I I I (cfs)
-
-
------- I (cfs) I
----------I I
------------I I
--------I I
--------I
I-------
11-49 I---------
I Generic ------I
Inlet I ---------
Generic --------
Default -----1
100% 1 --
--
0.00 I
I 0.00 I 100.0 1 0.00 1 0.00 I
I I-46 I Generic Inlet I Generic Default 100% I 1.15 I 0.00 I 100.0 1 0.00 1 0.00 1
I I-43 I Generic Inlet I Generic Default 100% I 0.63 I 0.00 I 100.0 1 0.00 1 0.00 1
I I-42 I Generic Inlet I Generic Default 100% I 1.25 1 0.00 1 100.0 1 0.00 1 0.00 1
I I-41 I Generic Inlet I Generic Default 100% I 0.17 1 0.00 I 100.0 1 0.00 1 0.00 1
I I-39 I Generic Inlet i Generic Default 100% i 1.79 1 0.00 I 100.0 I 0.00 1 0.00 1
I I-38 I Generic Inlet I Generic Default 100% I 0.83 I 0.00 1 100.0 1 0.00 I 0.00 1
I I-40 I Generic Inlet I Generic Default 100% I 0.28 1 0.00 I 100.0 1 0.00 1 0.00 I
I I-45 I Generic Inlet I Generic Default 100% I 0.26 I 0.00 I 100.0 1 0.00 1 0.00 1
I-48
-------- I Generic
---------- Inlet I
------- Generic
-------- Default
--------- 100% I
------ 0.88
------------- I 0.00 I
------------ 100.0 1
------------- 0.00 1
--------- 0.00 1
---------
CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-50
Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I
I I of I Size I Shape I (ft) I System I Velocity I Grade I Grade I
I I Sections I I I I Flow I (ft/s) I Upstream I Downstream I
i I I I I
-------
-------- I (cfs) I
-------- I
---------- (ft) I
----------- (ft) I
I------------I
I-------I
1 P-7 1 ---------- i
1 ----
1 30 -----
inch I
i---
I Circular ( 90.00 I
I
I 18.90 I I
3.93 I 461.65 I 461.49 1
I P-6 1 1 130 inch I Circular I 83.00 1 16.49 1 3.58 I 461.85 1 461.77 1
I P-10 I 1 1 15 inch I Circular I 80.00 1 1.21 1 2.10 1 469.03 I 461.77 1
I P-5 1 1 1 24 inch I Circular 1 100.00 1 13.82 1 4.40 1 462.34 I 461.96 1
I P-9 I 1 1 15 inch I Circular I 75.00 1 1.83 I 3.58 1 463.45 1 463.06 1
I P-4 I 1 1 24 inch I Circular I 66.00 1 12.88 1 4.10 I 462.70 1 462.49 I
I P-3 I 1 1 24 inch I Circular 1 38.00 I 11.70 I 3.72 I 462.93 I 462.83 I
I P-2 I 1 1 18 inch I Circular I 48.00 I 4.70 I 2.66 I 463.14 I 463.04 I
I P-8 I 1 1 15 inch I Circular I 54.00 I 0.28 1 0.23 I 463.04 1• 463.04 1
I P-1
-------- I 1
----------- 1 15
----- inch
----- I Circular
----------- 1 66.00
--------- 1 0.83 1
---------- 0.68 1
----------- 463.20
----------- 1 463.19 1
--------------
I Label I Total I Ground I Hydraulic I Hydraulic I
I I System 1 Elevation I Grade I Grade I
® I I Flow I (ft) I Line In i Line Out I
I I (cfs) I I (ft) I (ft) I
Title: Highland Village - BR#2, Sub-system 1 Project Engineer: Peyton N. Joyner
c:\haestad\5400.15\br2-1.stm gilleece & associates StormCAD v4.1.1 [4.2014]
03/05/03 03:09:07 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 2
I------- I
1 0-50 1 -------- I -
18.70 1 ---------- I -
465.00 1 ---------- I-
461.49 I ----------I
461.49 1
I I-49 1 18.90 1 476.00 1 461.77 1 461.65 1
l I-46 I 16.49 I 472.63 1 461.96 1 461.85 1
l I-48 1 1.21 1 475.99 1 469.11 1 469.03 1
1 I-43 I 13.82 1 468.76 1 462.49 1 462.34 1
®
I I-45 1 1.83 1 474.00 1 463.55 1 463.45 1
I I-42 I 12.88 1 467.62 1 462.83 1 462.70 1
I I-41 1 11.70 1 465.00 1 463.04 1 462.93 1
l I-39 1 4.70 1 465.12 1 463.19 1 463.14 1
1 I-40 1 0.28 1 465.79 1 463.04 1 463.04 1
l I-38 1
-------- 0.83 1
----------- 465.73 1
------------ 463.21 1
------------ 463.20 1
-----------
Completed: 03/05/2003 03:07:11 PM
E
E
Title: Highland Village - QR#2, Sub-system 1 Project Engineer: Peyton N. Joyner
c:\haestad\5400.15\br2-1.stm gilleece & associates StormCAD v4.1.1 [4.2014]
03/05/03 03:09:07 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 2 of 2
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Profile
Scenario: Base
v
a
Label: 1-41
Rim: 465.00 ft
Su rrp: 460-.79
464.50
463.50
462.50
461.50
460.50
3+75 3+95 4+15 4+35
11
Label: P-8 Station (ft)
Up. Invert: 461.06 ft
Dn. Invert: 460.79 ft
L: 54.00 ft
Size: 15 inch
S: 0.005000 fVft
Label: 1-40
Ri m: 465.79 ft
Su r : 461.06 ft
466.00
FJevation (ft)
Title: Highland Village - BR#2, Sub-system 1 Project Engineer: Peyton N. Joyner
c:\haestad\5400.15\br2-1.stm gilleece & associates StormCAD v4.1.1 [4.2014]
03105/03 03:36:03 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
Profile
Scenario: Base
E.
11
X45-9:7 T - i ?,

_ L
U
P

1_n
L: bel:Pi

. Inver
. nver
5.00 9

t: 462.90 ft
t: 462.52!-ft-
Si

i ze:15
i
0 G :
nch
67Tft/f
?
!I

i
1+70 1+90 2+10 2+30
S Station (ft)
Label: 1-46
Rim: 472.63 ft
Sump:
Label: 1-45
Rim: 474.00 ft
Sump: 462.90 ft
474.00
472.00
470.00
468.00
Elevation (ft)
466.00
464.00
462.00
460.00
458.00
2+50
Title: Highland Village - BR#2, Sub-system 1 Project Engineer: Peyton N. Joyner
c:\haestad\5400.15\br2-1.stm gilleece & associates StormCAD v4.1.1 [4.2014]
03/05/03 03:37:42 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
Profile
Scenario: Base
® Label: 1-49
Rim: 476.00 ft
Sump: 459.35 it
E
n
u
476.00
474.00
472.00
470.00
468.00
Elevation (ft)
466.00
464.00
462.00
460.00
458.00
0+90 1+10 1+30 1+50 1+70
Label: 1-48
Rim: 475.99 ft
Sump: 468.60 ft
I
I,

I
I
abet: P-1 0
_
Up. Invert: 46$.60 ft
Dn. Inert: 460.60 ft
L80
00 ft
.
Size: 15 inch
S: 0.100000 fvft
Staff on (ft)
Title: Highland Village - BR#2, Sub-system 1 Project Engineer: Peyton N. Joyner
c:\haestad\5400.15\br2-1.stm gilleece & associates StormCAD v4.1.1 [4.2014]
03105/03 03:38:41 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
Scenario: Base
E
P-1 ` 0-48
1-47 To BR2-1
N
U
Qr
O
n
N
I
Matheson Place
To BR2-1
0-45
1L
1-44
To BR2-1
0-41
134
1-33
G?
To BR2-1
40-39
O?
Af
A
'S
1-32 1-37
q Q6
Q
?o
1-31 e??'ve
1-35
Q0
Title: Highland Village - BR#2, Sub-system 2 Project Engineer. Peyton N. Joyner
cAhaestad%5400.15\b2-2.3tm gliteew & associates StormCAD v4.1.1 14.20141
10/07/02 09:57:35 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
Scenario: Base
»» Info: Subsurface Analysis iterations: 2
>>>> Info: Convergence was achieved.
Gravity subnetwork discharging at: 0-45
-----------------------------------------------------------------
»» Info: Loading and hydraulic computations completed
successfully.
»» Warning: P-2 Pipe fails minimum cover constraint.
>>>> Info: Subsurface Analysis iterations: 2
»» Info: Convergence was achieved.
Gravity subnetwork discharging at: 0-41
>>>> Info: Loading and hydraulic computations completed
successfully.
»» Info: P-3 Hydraulic jump formed.
>>>> Info: P-3 Critical depth assumed upstream.
»» Info: P-4 Hydraulic jump formed.
»» Info: P-4 Critical depth assumed upstream.
>>>> Info: P-5 Hydraulic jump formed.
»» Info: P-5 Critical depth assumed upstream.
»» Warning: P-5 Pipe fails minimum cover constraint.
»» Info: P-6 Hydraulic jump formed.
>>>> Info: P-6 Critical depth assumed upstream.
>>>> Warning: P-6 Pipe fails minimum cover constraint.
»» Warning: P-7 Pipe fails minimum cover constraint.
»» Info: Subsurface Analysis iterations: 2
>>>> Info: Convergence was achieved.
Gravity subnetwork discharging at: 0-48
-----------------------------------------------------------------
»» Info: Loading and hydraulic computations completed
successfully.
»» Info: Subsurface Analysis iterations: 2
»» Info: Convergence was achieved.
Gravity subnetwork discharging at: 0-39
>>>> Info: Loading and hydraulic computations completed
successfully.
»» Info: P-10 Hydraulic jump formed.
»» Info: P-10 Critical depth assumed upstream.
>>>> Warning: P-10 Pipe fails minimum cover constraint.
CALCULATION SUMMARY FOR SURFACE NETWORKS
I Label I Inlet I Inlet I Total I Total I Capture I Gutter I Gutter I
I I Type I i Intercepted 1 Bypassed I Efficiency I Spread I Depth I
I I I I Flow I Flow I (o) I (ft) I (ft) I
I I I I (cfs) I (cfs) I I I I
I-------I--------------- I---------------------- I------------- I ---------- I------------ I-------- I--------I
I I-47 I Generic Inlet I Generic Default 1000 I 0.81 I 0.00 I 100.0 I 0.00 I 0.00 1
Title: Highland Village - BR#2, Sub-system 2 Project Engineer: Peyton N. Joyner
c:\haestad\5400.15\br2-2.stm gilleece & associates StormCAD v4.1.1 [4.2014]
03/05/03 03:48:06 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 3
1 I-44 1 Generic Inlet I Generic Default 100% 1 1.07 1 0.00 1 100.0 1 0.00 1 0.00 1
I-34 I Generic Inlet I Generic Default 100% 1 1.54 1 0.00 I 100.0 1 0.00 1 0.00 I
1 I-33 1 Generic Inlet I Generic Default 100% I 1.04 I 0.00 I 100.0 1 0.00 1 0.00
1 I-32 1 Generic Inlet I Generic Default 100% I 1.07 1 0.00 I 100.0 1 0.00 1 0.00 1
1 I-31 I Generic Inlet I Generic Default 100% I 1.22 I 0.00 I 100.0 1 0.00 1 0.00 1
1 I-30 I Generic Inlet I Generic Default 100% 1 1.13 1 0.00 1 100.0 1 0.00 1 0.00 1
®
I I-37 I Generic Inlet I Generic Default 1000 1 0.50 1 0.00 I 100.0 1 0.00 1 0.00 1
1 I-36 I Generic Inlet I Generic Default 100% I 0.27 1 0.00 I 100.0 1 0.00 I 0.00 I
I I-35 I
--------- Generic
-------- Inlet I Generic Default
------------------------ 100% I 0.92
------------------- 1 0.00
----------- I 100.0
------------- 1 0.00 I
------------ 0.00 1
--------
CALCULATION SUMMA RY FOR SUBSURFACE NETWORK WITH ROOT: 0-48
1 Label I Number I Section 1 Section I Length I Total 1 Average I Hydraulic I Hydraulic I
I i of i Size I Shape I (ft) I System I Velocity I Grade I Grade I
I I Section s I I I I Flow 1 (ft/s) I Upstream I Downstream I
I I I I I I (cfs) I I
-
------- (ft) I
---------- I-- (ft) I
----------I
I-------
1 P-1
-------- I--------
I
--------- -- I--------- I---------- i
1 1 15 inch I Circular 1
------------------------ -------- I-------- I-
58.00 1 1.47 1
------------------- I
--
3.35 1
----------- 472.23 1
------------- 471.93 1
-----------
1 Label 1 Total I Ground I Hydraulic 1 Hydraulic 1
I I System 1 Elevation I Grade I Grade I
I I Flow 1 (ft) I Line In I Line Out I
I (cfs) I I (ft)
-----------
----------- I (ft) I
1-----------i
I-------
1 0-48 I--------
I 1.46 I
I
I 475.99 1 471.93 1 471.93 1
I 1-47
-------- 1 1.47
--------- I 475.99 1 472.31
------------------------ 1 472.23 1
-------------
CALCULATION SUMMARY
® FOR SUBSURFACE NETWORK WITH ROOT: 0-45
1 Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I
I I of 1 Size i Shape I (ft) I System I Velocity I Grade I Grade I
I I Sections i I I I Flow 1 (ft/s) I Upstream I Downstream I
I I I I I I (cfs) I
-
---------- I (ft) I
----------- I (ft) I
------------I
I-------I---------- I
I P-2 I 1 1
-------------------- --------- I---------- I-
15 inch I Circular 1
---------------------- I
------- I-------
127.00 1 1.07 (
----------------- 3.07
---------- I
I 472.16 I
------------- 471.52 I
-------------
I Label 1 Total I Ground I Hydraulic I Hydraulic I
I I System 1 Elevation I Grade I Grade I
I I Flow I (ft) I Line In I Line Out I
1 I (cfs) I i
---- (ft) 1
----------- I (ft) I
-----------I
I-------I-------- I
1 0-45 1 1.05 1 -------
I
474.00 1 471.52 I 471.52 1
1 1-44 1 1.07 1
------------------ 475.00
----------- 1 472.23 1
------------- 472.16 1
------------
CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-41
Label I Number 1 Section 1 Section I Length I Total I Average I Hydraulic I Hydraulic I
I I of I Size I Shape I (ft) I System I Velocity I Grade I Grade I
1 I Sections I I I I Flow 1 (ft/s) I Upstream 1 Downstream I
I I I I I I (cfs) I I
------ (ft) I
----------- I (ft) I
------------I
I-------
I P-7 I---------- I--------- I
I 1 1 24 inch 1 ---------- I
Circular 1 -------- I
52.00 1 --------
7.65 I
I----
1 2.44 1 463.10 1 463.04 1
1 P-6 1 1 1 15 inch I Circular 1 36.00 1 5.78 1 5.17 1 463.77 1 463.15 1
®
1 P-5 1 1 1 15 inch I Circular 1 77.00 1 4.49 1 4.59 1 466.41 1 464.02 1
I P-4 I 1 1 15 inch I Circular 1 98.00 1 3.07 1 3.88 1 472.04 1 466.60 1
Title: Highland Village - BR#2, Sub-system 2 Project Engineer: Peyton N. Joyner
c:\haestad\5400.15\br2-2.stm gilleece & associates StormCAD v4.1.1 [4.2014)
03/05/03 03:48:06 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 2 of 3
I P-3 1 1 1 15 inch I Circular I 38.00 1 1.13 1 2.44 1 472.65 1 472.18 1
-----------------------------------------------------------------------------------------------
I Label I Total I Ground I Hydraulic I Hydraulic I
System I Elevation I Grade I Grade I
I I Flow I (ft) I Line In I Line Out I
I I (cfs) I
--------- I (ft)
----------- I (ft) I
I -----------i
I-------
1 0-41 I-------- I
1 7.57 1 --
465.00 I
1 463.04 1 463.04 1
1 I-34 1 7.65 1 465.00 1 463.15 1 463.10 1
1 I-33 1 5.78 1 467.20 1 464.02 1 463.77 1
1 I-32 1 4.49 1 470.00 1 466.60 1 466.41 1
1 I-31 1 3.07 1 475.78 1 472.18 1 472.04 1
I I-30
-------- 1 1.13 1
---------- 476.48
----------- 1 472.72
------------ 1 472.65 1
-------------
CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-39
I Label I Num!:)er I Section I Section I Length I Total I Average I Hydraulic 1 Hydraulic I
I I of I Size I Shape I (ft) I System I Velocity I Grade I Grade I
I Sections I I I I Flow I (ft/s) I Upstream I Downstream I
I I I I I I (cfs) I 1 (ft) I
----------- (ft) I
------------I
I-------I----------
I P-10 I 1 I---------1
1 15 inch I ----------I
Circular --------
1176.00 I--------I
I 2.07 1 ----------I
2.73 1 I
465.08 1 463.19 1
I P-9 i 1 1 15 inch I Circular I 50.00 I 1.59 1 3.43 1 465.47 1 465.21 1
I P-8 I 1
------------------- 1 15 inch I
----------- Circular
---------- 1 41.00
--------- 1 0.92 1
---------- 2.83
---------- 1 465.75 1
------------- 465.56 1
-------------
I Label I Total 1 Ground I Hydraulic i Hydraulic I
I I System I Elevation I Grade I Grade I
I I Flow I (ft) I Line In I Line Out I
I I (cfs) I I
----------- (ft) I
----------- (ft) I
-----------
1 0-39 I 2.01 I 465.12 I 463.19 1 463.19 1
I I-37 I 2.07 I 469.19 I 465.19 I 465.08 I
I I-36 i 1.59 I 470.12 I 465.56 I 465.47 I
I I-35
-------- I 0.92 I
---------- 469.62
------------ I 465.81 1
------------ 465.75 1
------------
-----------------------------------------------------------------
-----------------------------------------------------------------
Completed: 03/05/2003 03:47:41 PM

Title: Highland Village - BR#2, Sub-system 2 Project Engineer: Peyton N. Joyner
c:\haestad\5400.15\br2-2.stm gilleece & associates StormCAD v4.1.1 (4.2014)
03105/03 03:48:06 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 3 of 3
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Profile
Scenario: Base

E
Label: 0-48
Rim: 475.99 ft
Sump: 471.45
ft
Label: 1-47
Rim: 475.99 ft
Sump: 471.74 ft
i II
476.00
475.00
474.00 Elevation (ft)
473.00
472.00
471.00
0+00 0+20 0+40 0+60
Station (ft)
Label: P-1
Up. Invert: 471.74 ft
Dn. Invert: 471.45 ft
L: 58.00 ft
Size: 15 inch
S: 0.005000 ft/ft
Title: Highland Village - BR#2, Sub-system 2 Project Engineer: Peyton N. Joyner
c:\haestad\5400.15\br2-2.stm gilleece & associates StormCAD v4.1.1 [4.2014]
03/05103 03:53:55 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
C7
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Scenario: Base
>>>> Info: Subsurface Analysis iterations: 2
® >>>> Info: Convergence was achieved.
Gravity subnetwork discharging at: 0-49
>>>> Info: Loading and hydraulic computations completed
successfully.
»» Info: P-2 Hydraulic jump formed.
»» Info: P-2 Critical depth assumed upstream.
CALCULATION SUMMARY FOR SURFACE NETWORKS
I Label I Inlet I Inlet I Total I Total I Capture I Gutter I Gutter
Type I I Intercepted I Bypassed I Efficiency ( Spread I Depth
I I I I Flow I Flow I (%) I (ft) 1 (ft) I
I I I I (cfs) I
-
-------
--- (cfs)
------
--- I
------------ I
-------- I I
--------I
-- I
- I
I-------I--------------- I-------------------
--
I I-3 I Generic Inlet I Generic Default 100% I 1.52 I
-------------------------------------------------------------- -
0.00
---------- I
i 100.0
------------- I
I 0.00
--------- I
I 0.00 I
----------
CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-49
I Label i Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I
I I of I Size I Shape I (ft) I System I Velocity I Grade I Grade I
I I Sections I I I I Flow I (ft/s) I Upstream I Downstream I
I I I I I i (cfs) I I (ft) I (ft) i
---I-------------------
--P
--
-2
I 1 I1 15 inch
® I ----------I
II Circular i --------I
148.00 I --------1
1.50 I ----------
2.38 -----------
II 470.49 II ------------
I
461.65
i
1 1 15 inch
1
I
P
-
1
----------------------------- I Circular 1
------------ 108.00 1
--------- 1.52 1
--------- 3.38
---------- I 471.25 I
------------- 470.70 I
-------------
I Label I Total I Ground I Hydraulic I Hydraulic I
I I System I Elevation I Grade I Grade I
I I Flow I (ft) I Line In I Line Out
I
------- i (cfs) I
I--------
----------- I (ft) I
----------- (ft) I
-----------
I
1 0-49 I
I 1.45 I
476.00 I
I
I 461.65 I I
461.65 I
I J-61 I 1.50 I 476.20 I 470.58 I 470.49 I
I 1-3
-------- 1 1.52 1
---------- 475.00
----------- 1 471.33 1
------------- 471.25 1
------------
Completed: 03/07/2003 02:44:29 PM
r:
Title: Highland Village - BR#2, Subsystem 3 Project Engineer: Peyton N. Joyner, P. E.
c:\haestad\5400.15\br2-3.stm gilleece & associates StormCAD v4.1.1 (4.2014]
03/07/03 02:45:15 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
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>>>> Info: Subsurface Analysis iterations: 2
® >>>> Info: Convergence was achieved.
Gravity subnetwork discharging at: 0-72
>>>> Info: Loading and hydraulic computations completed
successfully.
>>>> Info: P-13 Hydraulic jump formed.
>>>> Info: P-13 Critical depth assumed upstream.
»» Info: Subsurface Analysis iterations: 2
>>>> Info: Convergence was achieved.
Gravity subnetwork discharging at: 0-73
>>>> Info: Loading and hydraulic computations completed
successfully.
>>>> Info: P-6 Hydraulic jump formed.
»» Info: P-6 Critical depth assumed upstream.
>>>> Warning: P-7 Pipe fails minimum cover constraint.
»» Warning: P-8 Pipe fails minimum cover constraint.
>>>> Warning: P-8 Pipe fails minimum velocity constraint.
»» Warning: P-15 Pipe fails minimum cover constraint.
CALCULATION SUMMARY FOR SURFACE NETWORKS
I Label I Inlet I Inlet I Total I Total 1 Capture 1 Gutter I Gutter I
®
I I Type I I Intercepted I Bypassed I Efficiency I Spread I Depth I
I I I I Flow I Flow I (%) I (ft) I (ft) I
I I I I (cfs) I
--- (cfs)
---------- I I
------------ I
-------- I I
I -------- I
I-------I
1 I-71 1 ---------
Generic ------
Inlet I---------
I Generic --------
Default ----- I
1000 1 ----------
I
1.32 1 0.00 I
1 100.0 1 0.00 1 0.00 1
1 I-70 1 Generic Inlet I Generic Default 1000 1 1.93 1 0.00 1 100.0 1 0.00 1 0.00 1
1 I-74 1 Generic Inlet I Generic Default 1000 1 0.07 1 0.00 1 100.0 1 1.99 1 0.04 1
1 I-77 1 Generic Inlet I Generic Default 100% 1 2.33 1 0.00 1 100.0 1 0.00 1 0.00 1
I-76 1 Generic Inlet I Generic Default 100% 1 1.02 1 0.00 1 100.0 1 0.00 1 0.00 1
I I-68 1 Generic Inlet I Generic Default 100% 1 1.20 1 0.00 1 100.0 1 0.00 1 0.00 1
1 I-73 1 Generic Inlet I Generic Default 100°% 1 0.35 1 0.00 1 100.0 1 0.00 1 0.00 1
I-73A I
--------- Generic
--------- Inlet
------ I Generic
---------- Default
-------- 100% 1
------ 0.18
------------- 1 0.00
----------- 1 100.0
-------------- 1 0.00
-------- 1 0.00 1
----------
CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-72
I Label I Number I Section 1 Section I Length I Total I Average I Hydraulic I Hydraulic I
I I of I Size I Shape I (ft) I System I Velocity I Grade I Grade I
I I Sections I I I I Flow I (ft/s) I Upstream I Downstream I
I I I I i I (cfs) I
- I (ft)
----------- I (ft) I
I------------I
I-------I ---------- I--------- I
I P-14 1 1 1 15 inch I ---------- I
Circular 1 --------
124.00 I-------- I
I 3.22 ---------
I 7.21 I
1 452.74 i 445.14 I
1 2-13 1 1 1 15 inch I
------------------------------ Circular 1
----------- 48.00
-------- 1 1.93
--------- 1 3.27
----------- 1 453.77
------------ 1 452.89 1
--------------
I Label I Total I Ground I Hydraulic I Hydraulic I
I i System I Elevation I Grade I Grade I
®
1 1 Flow i (ft) I Line In I Line Out I
I I (cfs) I I (ft) I (ft) I
Title: Highland Village, BR#3, Sub 1 Project Engineer: Peyton N. Joyner, P. E.
c:\haestad\5400.15\br3-1.stm gilleece & associates Storm CAD v4.1.1 [4.2014]
12/18/02 09:49:45 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 2
I------- I
10-72 I -------- I -
3.20 1 ---------- I -
449.00 1 ---------- I -
445.14 1 ----------I
445.14 I
I I-71 I 3.22 I 456.47 1 452.89 1 452.74 1
I I-70 I
--------- 1.93 I
---------- 457.47 1
------------ 453.88 1
------------ 453.77 1
-----------
® CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-78
I Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I
I I of I Size I Shape I (ft) I System I Velocity I Grade I Grade I
I I Sections I I I I Flow I (ft/s) I Upstream I Downstream I
I I I I I I (cfs) I
--- I (ft) I
----------- I (ft) I
------------I
I-------
I P-7 I----------
1 1 I----
1 24 ----- I
inch I ---------- I
Circular 1 --------
20.00 I--------
1 15.54 I -------
1 4.94 I
1 451.70 1 451.61 1
1 P-6 I 1 1 18 inch I Circular 1 80.00 1 13.33 1 7.72 1 454.47 1 451.89 1
P-8 I 1 1 15 inch I Circular 1 43.00 1 1.02 1 1.08 1 454.96 1 454.96 1
I P-5 I 1 1 15 inch I Circular 1 60.00 1 0.91 1 3.21 1 457.62 1 457.08 1
I P-12 I 1 1 18 inch I Circular 1 110.00 1 11.55 1 6.54 1 456.29 1 454.96 1
I P-16 I 1 1 15 inch I Circular 1 46.00 1 1.44 1 3.33 1 458.77 1 458.53 1
I P-11 1 1 1 18 inch I Circular 1 33.00 1 10.22 1 5.78 1 456.93 1 456.62 1
1 P-15
-------- 1 1
----------- 1 15
---- inch
------ I Circular
----------- 1 27.00
--------- 1 1.09
--------- 1 5.11
----------- 1 460.36
------------ 1 458.72 1
--------------
I Label I Total I Ground I Hydraulic I Hydraulic I
I I System I Elevation 1 Grade I Grade I
I I Flow 1 (ft) I Line In I Line Out I
1 (cfs) I I
------ (ft) I
----------- I (ft) 1
-----------I
I-------I
10-78 I --------I
15.51 I I
-----
452.00 I 451.61 1 451.61 1
I I-77 I 15.54 I 459.59 I 451.89 1 451.70 1
1 J-75 1 13.33 1 462.19 1 454.96 1 454.47 1
I I-76 I 1.02 I 457.80 I 454.97 1 454.96 1
1 I-74 1 0.91 1 461.50 I 457.69 1 457.62 1
1 J-69 1 11.55 1 462.86 1 456.62 1 456.29 1
I I-73 I 1.44 I 462.74 I 458.86 I 458.77 I
1 I-68 1 10.22 I 463.95 I 457.19 I 456.93 I
I I-73A
-------- I 1.09
--------- I 462.20
------------ I 460.43
------------ I 460.36 I
-------------
Completed: 12/18/2002 09:48:38 AM
L I
Title: Highland Village, BR#3, Sub 1 Project Engineer: Peyton N. Joyner, P. E.
c:\haestad\5400.15\br3-1.stm gilleece & associates StormCAD v4.1.1 [4.2014]
12/18/02 09:49:45 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 2 of 2
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Profile
Scenario: Base

Label: 1-73A
Rim: 462.20 ft
Sump: 459.95 ft
E
C.
Label: J-69
Ri m: 462.86 ft
Sump: 454.65 ft
Label: 1-73
Ri m: 462.74 ft
Sump: 458.29 ft
i

2+10 2+30 2+50
1 Station
Label: P-16
Up. Invert: 458.29 ft
Dn. Invert: 458.06 ft
L: 46.00 ft
Size: 15 inch
S: 0.005000 ft/ft
2+
(ft)
463.00
462.00
461.00
460.00
459.00
458.00
457.00
456.00
455.00
454.00
70 2+90
Elevation (ft)
Label: P-15
Up. Invert: 459.95 ft
Dn. Invert: 458.49 ft
L: 27.00 ft
Size: 15 inch
S: 0.054074 ft/ft
Title: Highland Village, BR#3, Sub 1 Project Engineer: Peyton N. Joyner, P. E.
c:\haestad\5400.15\br3-1.stm gilleece & associates StormCAD v4.1.1 [4.2014]
12/18/02 09:56:47 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
Profile
Scenario: Base
n
Label: J-75
Rim: 462.1!
Sump: 45-3.
463.00
462.00
461.00
460.00
459.00 Elevation (ft)
11
v
458.00
457.00
456.00
455.00
454.00
453.00
1+00 1+20 1+40 1+60
Station (ft)
Label: 1-74
Rim: 461.50 ft
Sump: 457.25 ft
Label: P-5
Up. Invert: 457.25 ft
Dn. Invert: 456.75 ft
L: 60.00 ft
Size: 15 inch
S: 0.008333 Tm
Title: Highland Village, BR#3, Sub 1 Project Engineer: Peyton N. Joyner, P. E.
c:\haestad\5400.15\br3-1.stm gilleece & associates StorrnCAD v4.1.1 [4.2014]
12/18/02 09:58:41 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
Profile
Scenario: Base
40 Label: J-75
Rim: 462.19 ft
n
Sump: 45 1-11-ft 463.00

a

r Labe : 1-76 1
-Ri-m: 4?7-80-
Su m p : 454.15
r
--
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r
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462.00
461.00
4 r% n 1-%
?+Ou.uu
459.00
%58.00
457.00
Elevation (ft)
456.00
455.00
454.00
453.00
1 +00 1x-20 1+45
Station (ft)
Label: R8
Up. Invert: 454.15 ft
Dn. Invert: 453.93 ft
L'
L: 43.00 ft
Size: 15 inch
S: 0.005116 ft/ft
Title: Highland Village, BR#3, Sub 1 Project Engineer: Peyton N. Joyner, P. E.
c:\haestad\5400.15\br3-1.stm gilleece & associates StormCAD v4.1.1 [4.2014]
12/18/02 10:00:34 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

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To BR3-1
Title: Highland Village, BR#3, Sub 2 Project Engineer: Peyton N. Joyner, P. E.
c:\haestad\5400.15\br3-2.stm gilleece & associates StornnCAD v4.1.1 [4.2014]
04/24/03 11:17:00 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
Scenario: Base
>>>> Info: Subsurface Analysis iterations: 2
>>>> Info: Convergence was achieved.
Gravity subnetwork discharging at: 0-68
>>>> Info: Loading and hydraulic computations completed
successfully.
»» Info: P-5 Hydraulic jump formed.
»» Info: P-5 Critical depth assumed upstream.
»» Info: P-6 Hydraulic jump formed.
>>>> Info: P-6 Critical depth assumed upstream.
»» Info: P-8 Hydraulic jump formed.
>>>> Info: 2-8 Critical depth assumed upstream.
CALCULATION SUMMARY FOR SURFACE NETWORKS
I Label I Inlet I Inlet I Total I Total I Capture I Gutter I Gutter I
I I Type I i Intercepted I Bypassed I Efficiency I Spread I Depth I
I I I I Flow I Flow I (o) I (ft) I (ft) I
I
--- I
--------- I
------
--------
---------
----- I (cfs) I
------------- (cfs) I
----------
------------ I
I-------- I I
I--------I
I
----
I I-66 I
I Generic I
Inlet I Generic Default 1000 I
I
I 2.14 I I
0.00 I 100.0 I 0.00 I 0.00 I
I I-65 I Generic Inlet I Generic Default 1000 I 3.48 I 0.00 I 100.0 I 7.47 I 0.16 1
I I-67 I Generic Inlet I Generic Default 1000 I 1.18 I 0.00 I 100.0 I 4.98 I 0.10 1
I I-60
-------- I Generic
---------- Inlet
------ I Generic
--------- Default
--------- 1000
------ I 2.26 I
-------------- 0.00 I
----------- 100.0
------------ I 0.00
--------- I 0.00 1
----------
0 CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-68
I Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I
I I of I Size I Shape I (ft) I System I Velocity I Grade I Grade I
I I Sections I I I I Flow I (ft/s) I Upstream I Downstream I
I I
I-------I I
----------
---
------ I I
I----------
-------- I (cfs) I
I-------- I
---------- I (ft)
----------- I (ft) I
------------

I P-7 I I
1 1
15
inch I
I Circular I
45.00
I 8.63 I I
7.03 I
457.99 I
I
I 457.19 I
I P-6 I 1 1 15 inch I Circular I 44.00 i 7.53 I 6.38 I 460.34 I 458.38 I
I P-5 I 1 1 15 inch I Circular 1 173.00 I 5.58 I 5.05 I 467.68 I 460.68 1
I P-8 I 1 1 15 inch I Circular 1 106.00 I 2.24 I 3.00 I 469.93 I 467.92 I
I P-11 I
--------- 1 1
----------- 15
--- inch
------ I Circular I
------------ 83.00
-------- I 2.26
---------- I 3.80 I
----------- 470.57
----------- I 470.13 1
--------------
I Label I Total I Ground I Hydraulic i Hydraulic I
I I System I Elevation I Grade I Grade I
I I Flow I (ft) I Line In I Line Out I
I I
I-------I (cfs) I
--------1 I
----------- (ft)
----------- I (ft) I
-----------

10-68 1
8.60 I
I 463.95 I
457.19 I
i
I 457.19 1
I I-67 I 8.63 I 464.48 I 458.38 I 457.99
1 I-66 1 7.53 1 463.70 1 460.68 1 460.34 1
I I-65 I 5.58 I 471.17 I 467.92 I 467.68
I J-62 I 2.24 I 478.00 I 470.04 I 469.93 I
I I-60 I
--------- 2.26
-------- I 474.20 I
------------- 470.68
----------- I 470.57 I
-------------
Completed: 04/24/2003 11:17:27 AM
Title: Highland Village, BR#3, Sub 2 Project Engineer: Peyton N. Joyner, P. E.
c:\haestad\5400.15\br3-2.stm gilleece & associates Storm CAD v4.1.1 (4.2014]
04/24/03 11:18:22 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

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Bio-Retention 43
Title: Highland Village, BR43, Sub 3 Project Engineer. Peyton N. Joyner, P. E.
c:%haestad15400.151br3-3.stm gilleece & associates StormCAD v4.1.1 [4.2014]
08/13102 08:24:23 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
Scenario: Base
»» Info: Subsurface Analysis iterations: 3
»» Info: Convergence was achieved.
Gravity subnetwork discharging at: 0-84
-----------------------------------------------------------------
»» Info: Loading and hydraulic computations completed
successfully.
»» Info: Subsurface Analysis iterations: 2
»» Info: Convergence was achieved.
Gravity subnetwork discharging at: 0-81
-----------------------------------------------------------------
»» Info: Loading and hydraulic computations completed
successfully.
»» Warning: P-5 Pipe fails minimum velocity constraint.
»» Info: Subsurface Analysis iterations: 2
»» Info: Convergence was achieved.
Gravity subnetwork discharging at: 0-96
-----------------------------------------------------------------
»» Info: Loading and hydraulic computations completed
successfully.
»» Info: Subsurface Analysis iterations: 2
® »» Info: Convergence was achieved.
Gravity subnetwork discharging at: 0-102
»» Info: Loading and hydraulic computations completed
successfully.
»» Warning: P-7 Pipe fails minimum velocity constraint.
»» Warning: P-8 Pipe fails minimum velocity constraint.
CALCULATION SUMMARY FOR SURFACE NETWORKS
I Label I Inlet I Inlet I Total I Total I Capture I Gutter I Gutter
I I Type I I Intercepted I Bypassed I Efficiency I Spread I Depth
I I I I Flow I Flow I (%) i (ft) I (ft)
I I
----
-
--
--- I
------
--------
---------
----- I (cfs)
------------- 1 (cfs) I
---------- I
------------ I
-------- I
-------•
I
---I
I I-95 I --
-
Generic I
Inlet I Generic Default 100% I I
1.21 I
I
i 0.00 I I
100.0 1 7.69 1 0.16
I I-94 I Generic Inlet I Generic Default 100% I 1.21 I 0.00 I 100.0 I 7.69 I 0.16
1 I-83 I Generic Inlet I Generic Default 100% I 1.77 I 0.00 I 100.0 1 0.00 I 0.00
11-82 1 Generic Inlet I Generic Default 100% I 2.02 I 0.00 1 100.0 I 0.00 1 0.00
1 I-79 I Generic Inlet I Generic Default 100% I 1.45 I 0.00 I 100.0 I 0.00 I 0.00
I I-80 I Generic Inlet I Generic Default 100% 1 1.07 I 0.00 I 100.0 I 7.55 1 0.15
I I-101 I Generic Inlet 1 Generic Default 100% I 0.57 i 0.00 1 100.0 I 5.81 1 0.12
I I-100
-------- I Generic
---------- Inlet I
------- Generic
-------- Default
--------- 100%
----- I 0.82
-------------- I 0.00 I
------------ 100.0 I
------------- 6.63 I
--------- 0.14
-------.
CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-96
Title: Highland Village, BR#3, Sub 3 Project Engineer. Peyton N. Joyner, P. E.
cAhaestad15400.151br3-3.stm gillecce & associates StornCAD v4.1.1 [4.2014]
08/13/02 08:46:34 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 3
I Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I
I I of I Size I Shape I (ft) I System I Velocity I Grade I Grade I
I I Sections I I I I Flow I (ft/s) I Upstream I Downstream 1
I I I I I
s
(cf)
I
I

I
(ft)

(ft) i
I
-------------------
I
-------I I I
® I
---------- -------- I
--------
I ---------- I
----------- I------------
i
I 1 1 15 inch I
I
P-2 Circular 1 64.00 i 2.41 I 7.14 1 450.74 I 445.31 1
1 P-1 1 1 1 15 inch
----------------------------- I Circular 1
------------ 34.00
-------- 1 1.21 1
---------- 3.17
---------- 1 454.55
------------ 1 454.37 1
--------------
1 Label I Total I Ground I Hydraulic I Hydraulic I
I I System I Elevation I Grade I Grade I
I I Flow I (ft) I Line In I Line Out I
I I (cfs) I
- I
--
--- (ft) I
-----------I (ft) I
-----------I
1-------
1 0-96 I--
-----I
1 2.40 I
-----
-
I 450.00 1 445.31 I 445.31 I
I I-95 I 2.41 I 458.36 1 450.86 1 450.74 1
1 I-94
-------- 1 1.21
--------- 1 458.36 1
------------- 454.63 1
------------ 454.55 1
------------
CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-84
I Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I
I I of I Size I Shape I (ft) I System I Velocity ? Grade I Grade I
I I Sections I I I I Flow I (ft/s) I Upstream I Downstream I
I I I
-
-
- I I
------ I
-------- (cfs)
1-------- I
I---------- I (ft)
I-----------I I (ft) i
------------I
I---
---I----
-----I-----
---
P-4 1 1 1 15 inch I----
I
I Circular 1 110.00 I 3.69 1 3.01 1 451.97 I 451.61 I
P-3 I 1 1 15 inch
----------------------------- I Circular 1
------------ 132.00 I
--------- 2.02
-------- 1 2.47
------------ I 452.07 I
------------ 452.04 I
-------------
® I Label I Total I Ground I Hydraulic I Hydraulic I
I I System 1 Elevation I Grade I Grade I
I I Flow i (ft) I Line In I Line Out I
I I
------- (cfs)
-------- I
----------- I (ft)
----------- I (ft) I
I-----------I
I
I
1 0-84 1 3.62 I
I 454.00 I
1 451.61 1 451.61 I
1 I-83 1 3.69 1 458.20 1 452.04 1 451.97 1
1 I-82 1
-------- 2.02
--------- 1 457.50
------------ 1 452.16
------------ 1 452.07 1
-------------
CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-81
I Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I
I I of I Size I Shape I (ft) I System I Velocity I Grade I Grade I
I I Sections I I I I Flow I (ft/s) I Upstream I Downstream I
I I I
----
-
-
-
- I
-------- I
-------- I (cfs) I
-------- I
---------- (ft) I
----------- (ft) I
------------I
I
-
-I-----
---- I
---
----
I P-6 1 1 1 15 inch i--
I Circular I
1 3.00 I
I
1 2.51 1 I
2.04 1 I
451.61 1 451.61 1
1 P-5 1 1 1 15 inch
----------------------------- I Circular
----------- 1 10.00
--------- 1 1.45 1
---------- 1.18 1
----------- 451.65 1
------------ 451.65 1
-------------
1 Label I Total 1 Ground I Hydraulic I Hydraulic I
I I System I Elevation I Grade I Grade I
i I Flow I (ft) I Line In I Line Out i
I I (cfs) I I
-----
-
--
- (ft)
--------- I (ft) I
-----------
-
I----
-- I ------
---- I
I
1 0-81 1 2.51 1 454.00 1 --
451.61 I
I
1 451.61 1
® 1 I-80 1 2.51 1 455.85 1 451.65 1 451.61 1
Title: Highland Village, BR#3, Sub 3 Project Engineer. Peyton N. Joyner, P. E.
c:lhaestad\5400.15\br3-3.stm gilleece & associates StormCAD v4.1.1 [4.2014)
08/13/02 08:46:34 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06703 USA [phone] Page 2 of 3
1 1-79 1 1.45 1 455.70 1 451.66 1 451.65 1
------------------------------------------------------

is CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-102
1 Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I
I I of 1 Size I Shape 1 (ft) 1 System 1 Velocity I Grade I Grade I
1 I Sections I I I i Flow 1 (ft/s) I Upstream I Downstream 1
I I I I I
----- I (cfs) I
-
--------
---------- I (ft)
I----------- I (ft) I
I------------I
i-------i----------
1 P-8 I 1 I---------
1 15 inch I---------- i-
1 Circular i -
30.00 I
I
1 1.37 1 1.11 1 451.62 1 451.61 1
I P-7 I 1
------------------- 1 15 inch
---------- I Circular 1
------------- 24.00
------ ( 0.82 1
----------- 0.67
---------- 1 451.64
------------ 1 451.63 1
--------------
I Label 1 Total 1 Ground I Hydraulic I Hydraulic I
I i System 1 Elevation I Grade 1 Grade 1
I I Flow 1 (ft) 1 Line In I Line Out 1
I I (cfs) i
---
- I
----------- I (ft) I
----------- I (ft) 1
-----------I
I-------I
1 0-102 1 ---
-
I
1.35 I 453.04 I 451.61 1 451.61 1
1 1-101 I 1.37 i 452.76 1 451.63 I 451.62 I
1 1-100 I
--------- 0.82
-------- i 452.76 1
------------- 451.64
------------ 1 451.64 1
------------
Completed: 08/13/2002 08:45:23 AM
0
is Title: Highland Village, BR#3, Sub 3 Project Engineer. Peyton N. Joyner, P. E.
c:\haestadZ400.15\br3-3.strn gilleece & associates StormCAD v4.1.1 [4.2014]
08/13102 08:46:34 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 3 of 3
Profile
Scenario: Base
1-1
Abel: 0-81
Rim: 454.00 ft
Sump: 449.00 ft
Label: 1-79
Rim: 455.70 ft
Sump: 449.33 ft
E
L]l
Label: I-bU
Rim: 455.85 ft
Sump: 449.03 ft
-
Label: P-6
Up. Invert: 449.03 ft
Dn. Invert: 449.00 ft
L: 3.00 ft
Size: 15 inch
S: 0.010000 ft/ft
456.00
455.00
- 454.00
- 453.00
452.00
- 451.00
L - 449.00
0+0OD+14
Station (ft)
Elevation (ft)
Label: P-5
Up. Invert: 449.33 ft
Dn. Invert: 449.23 ft
L: 10.00 ft
Size: 15 inch
S: 0.010000 ft/ft
Title: Highland Village, BR#3, Sub 3 Project Engineer: Peyton N. Joyner, P. E.
cAhaestad15400.15\br3-3.stm gilleece & associates StormCAD v4.1.1 [4.2014)
08/13/02 09:01:18 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06703 USA [phone] Page 1 of 1

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Profile
Scenario: Base

Label: 1-94
Rim: 458.36 ft
Label: 1-95 Sump: 454.11 ft
-Rimr458.36 ft - -- 460.00
Sump: 450.12 It
- ---- -- - 458.00
_ _ 1 -- 456.00
C]
•
4DU.UU
Label: P-2
Up. Invert: 450.12 ft
Dn. Invert: 445.00 ft--- --- - : --_ __ -: --__ __ -_ 448.00
L 64.00 ft
Size: 15 inch
S: 0.080000 Wit - - - 446.00
- 444.00
0+00 0+20 0+40 0+60 0+80 1+00
Station (ft)
Bevation (ft)
'-Label: P-1
Up. Invert: 454.11 ft
Dn. Invert: 453.94 ft
L 34.00 ft
Size: 15 inch
S: 0.005000 fVft
Title: Highland Village, BR#3, Sub 3 Project Engineer: Payton N. Joyner, P. E.
c:\haestad15400.151bi3-3.stm gilleece & associates Storm CAD v4.1.1 [4.2014]
08/13/02 09:06:16 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
Profile
Scenario: Base
C
C7
Label: 1-101
Rim 452.76 ft
Surrp: 448.19 ft
Label: 0-102 Label: 1-100
Rim 453.04 ft Rim 452.76 ft
Sump: 448.04 ft Sump: 448.51 ft
- ------ 452.00
451.00
- - - - - 450.00
- 449.00
448.00
0+00
•
J Station (ft)
Label: P-8
Up. Invert: 448.19 ft
Dn. Invert: 448.04 ft
L: 30.00 ft
Size: 15 inch
S- 0.005000 ft/ft
Elevation (ft)
Label: P-7
Up. Invert: 448.51 ft
Dn. Invert: 448.39 ft
L: 24.00 ft
Size: 15 inch
S: 0.005000 ft/ft
Title: Highland Village, BR#3, Sub 3 Project Engineer: Peyton N. Joyner, P. E.
cAhaestad\5400.15\br3-3.stm gilleece&associates Storm CADv4.1.1 [4.2014]
08/13/02 08:58:20 AM © Haostad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
Scenario: Base
v
1-85
1-87
1-88
1-86
N
11
C
Title: Highland Village, BRtt3, Sub 4 Project Engineer. Peyton N. Joyner, P. E.
c:\haestad\5400.151br3-4.stm gilleeee & associates StormCAD v4.1.1 [4.2014]
08/13/02 10:44:34 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
a93 Bio-Retention 113
Scenario: Base
»» Info: Subsurface Analysis iterations: 3
® »» Info: Convergence was achieved.
Gravity subnetwork discharging at: 0-93
»» Info: Loading and hydraulic computations completed
successfully.
»» Warning: I-91 Inlet fails maximum gutter spread constraint.
»» Warning: P-1 Pipe fails minimum velocity constraint.
»» warning: P-7 Pipe fails minimum velocity constraint.
»» Warning: P-8 Pipe fails minimum velocity constraint.
CALCULATION SUMMARY FOR SURFACE NETWORKS
I Label I Inlet I Inlet I Total i Total I Capture i Gutter I Gutter
I I Type i i Intercepted I Bypassed I Efficiency I Spread I Depth
I I I I Flow I Flow I (%) I (ft) I (ft)
I I I I (cfs) I (cfs)
---------- I I
------------ I I
-------- I
-------•
I-------I
11-92 I ---------
Generic ------ I
Inlet I ---------
Generic -------
Default ------ i
100% i ------------- I
1.52 I 0.00 I
I 100.0 I 6.32 I 0.13
I I-91 I Generic Inlet I Generic Default 1000 I 1.85 I 0.00 1 100.0 1 9.00 1 0.19
I I-90 I Generic Inlet I Generic Default 100% I 0.82 I 0.00 I 100.0 I 6.62 I 0.14
I I-89 I Generic Inlet I Generic Default 1000 I 0.56 I 0.00 I 100.0 I 4.41 I 0.09
I I-86 I Generic Inlet I Generic Default 100% I 1.37 I 0.00 I 100.0 I 6.08 I 0.13
I I-88 I Generic Inlet I Generic Default 100% I 0.18 I 0.00 I 100.0 I 3.03 I 0.06
I I-87 i Generic Inlet I Generic Default 100% I 0.57 I 0.00 I 100.0 I 0.00 I 0.00
I I-85 I
--------- Generic
--------- Inlet
------ I Generic
--------- Default
-------- 100% I
------- 1.12
------------- i 0.00
----------- I 100.0 I
-------------- 5.57
-------- I 0.12
--------.
® CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-93
I Label I Number I Section I Section I Length I Total I Average I Hydraulic i Hydraulic I
I I of i Si ze I Shape I (ft) I System I Velocity I Grade I Grade I
I I Sections I I I I Flow I (ft/s) I Upstream I Downstream I
I I I I I I (cfs)
------ I i
---------- I (ft) I
----------- I (ft) I
------------I
I-------
I P-6 i---------- i
I 1 1 ----
18 ----- I
inch ---------- I
I Circular I --------
18.00 I--
I 7.00 I
I 3.96 i 451.69 I 451.61 I
I P-5 I 1 1 18 inch I Circular I 53.00 i 5.72 I 3.23 I 451.97 I 451.81 I
P-4 I 1 1 15 inch I Circular I 54.00 I 4.12 I 3.36 I 452.27 I 452.05 I
I P-3 I 1 115 inch I Circular I 88.00 I 3.45 I 2.81 I 452.61 I 452.36 I
I P-2 I 1 115 inch I Circular I 39.00 I 2.46 I 2.12 I 452.71 I 452.67 I
P-8 I 1 1 15 inch I Circular i 57.00 I 0.72 I 0.59 I 452.68 I 452.67 I
I P-1 1 1 1 15 inch I Circular 1 44.00 1 1.12 1 1.43 1 452.76 1 452.75 1
1 P-7
-------- 1 1
----------- 1 15
----- inch
----- I Circular 1
------------ 47.00
-------- 1 0.57
--------- 1 0.47 1
------------ 452.68 1
------------ 452.68 1
-------------
( Label ? Total I Ground I Hydraulic I Hydraulic I
I I System I Elevation I Grade I Grade 1
I I Flow I (ft) I Line In I Line Out I
I I (cfs)
--
---
-------- I I
----------- (ft)
----------- I (ft) I
I-----------I
I
-I
-
1 0-93 I 6.98 I
I
I 453.06 I 451.61 I 451.61 I
l I-92 I 7.00 I 453.70 I 451.81 I 451.69 I
I I-91 I 5.72 I 453.12 I 452.05 I 451.97 I
I I-90 I 4.12 I 453.39 i 452.36 I 452.27 I
1 I-89 1 3.45 1 455.02 1 452.67 1 452.61 1
is 1 I-86 1 2.46 1 456.19 I 452.75 I 452.71 1
Title: Highland village, B R#3, Sub 4 Project Engineer. Peyton N. Joyner, P. E.
c:\haestad\5400.15\br3-4.stm gllleece & associates StormCAD v4.1.1 [4.2014)
08/13102 10:43:27 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 2
I 1-88 1 0.72 I 456.08 i 452.68 i 452.68 I
I 1-85 I 1.12 I 456.33 i 452.78 I 452.76 I
I 1-87 I 0.57 I 455.76 I 452.68 I 452.68 1
------------------------------------------------------
Completed: 08/13/2002 10:42:09 AM
C
® Title: Highland Village, BR#3, Sub 4 Project Engineer. Peyton N. Joyner, P. E.
e:\haestad15400.15\br3-4.stm gilleece & associates StormCAD v4.1.1 [4.2014]
08/13/02 10:43:27 AM © Haestad Methods, Inc. 37 13rookside Road Waterbury, CT 06708 USA [phone] Page 2 of 2
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Scenario: Base

Wetland Area
1-97
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ai n4

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J-99
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&99A Creek
Title: Highland Village, BR#3, Sub 5 Project Engineer. Peyton N. Joyner, P. E.
c:\haestad15400.15%br3-5.stm gilleece & associates StormCAD v4.1.1 [4.2014]
08/13/02 11:29:17 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06703 USA [phone] Page 1 of 1
Scenario: Base
»» Info: Subsurface Analysis iterations: 2
>>>> Info: Convergence was achieved.
Gravity subnetwork discharging at: 0-104
-----------------------------------------------------------------
»» Info: Loading and hydraulic computations completed
successfully.
»» Warning: P-1 Pipe fails maximum velocity constraint.
»» Info: Subsurface Analysis iterations: 2
»» Info: Convergence was achieved.
Gravity subnetwork discharging at: 0-99A
»» Info: Loading and hydraulic computations completed
successfully.
»» Warning: P-2 Pipe fails minimum cover constraint.
»» Warning: P-3 Pipe fails minimum cover constraint.
»» Warning: P-4 Pipe fails minimum cover constraint.
CALCULATION SUMMARY FOR SURFACE NETWORKS
I Label I Inlet I Inlet I Total I Total I Capture I Gutter I Gutter
I I Type I I Intercepted I Bypassed I Efficiency I Spread I Depth
I i I I Flow I Flow I (%) I (ft) I (ft)
I I I I (cfs) I (cfs) 1 1 I

® ------
I I-103 I Generic Inlet I -----
Generic Default 100% I 50.47
I 0.00 I
100.0 i
0.00 I
0.00
( I-97 I Generic Inlet I
------------------------- Generic Default 100% I 62.91
------------------------------------ I 0.00 I
------------ 100.0 1
------------- 0.00 1
--------- 0.00
-------•
CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-104
1 Label 1 Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic i
I I of I Size 1 Shape I (ft) I System I Velocity I Grade I Grade I
I 1 Sections I I I I Flow I (ft/s) I Upstream I Downstream I
I I I I I I (cfs)
--
-
---
-------- I
---------- I (ft)
----------- I (ft) 1
I------------I
1
I
-
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I-------I----------I---------I----------I
I P-1 1 1 1 24 inch I Circular 1 102.00 I 50.47 I
----------------------------------------------------------- 17.71
---------- I
1 451.78
------------- I 444.95 I
-------------
1 Label I Total 1 Ground 1 Hydraulic I Hydraulic 1
I I System 1 Elevation I Grade i Grade I
I I Flow I (ft) I Line In i Line Out I
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--------I
------- I
----------- I (ft) I
----------- I (ft) I
-----------I
I
I
1 0-104 I 50.33 I 448.40 I 444.95 1 444.95 1
1 1-103 1 50.47 1
------------------ 454.80 1
------------ 453.79 I
------------ 451.78 I
------------
CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-99A
® 1 Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I
Title: Highland Village, BR#3, Sub 5 Project Engineer Peyton N. Joyner, P. E.
c:\haestad\5400.15\br3-5.stm gilleece & associates StonnCAD v4.1.114.20141
08/13/02 11:35:42 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 2
I I of I Size I Shape I (ft) I System I Velocity I Grade I Grade I
I Sections I I I I Flow 1 (ft/s) I Upstream I Downstream 1
I I I I I I (cfs) I I
- (ft) I
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P-4 -I----------I
1 1 1 ---------1
30 inch I ----------I
Circular 1 --------
21.00 I--------I
1 62.51 1 I
---------
13.33 I 441.20 I 440.40 I
® I P-3
2 I 1 1
1 1 30 inch I
30 inch I Circular I
Circular 1 69.00
00
98 1 62.68 I
1 62.91 ( 12.77 1
12.82 1 444.10 I
447.67
1 442.49 I
445
37 1
I P-
------- I
------------- ---------- ----------- .
-------- ---------- ----------- -
---------- _
-----
--
( Label I Total I Ground I Hydraulic I Hydraulic I
I I System I Elevation 1 Grade I Grade 1
I I Flow 1 (ft) 1 Line In I Line Out I
I I (cfs) i
---- i (ft) I
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-----------I
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1 0-99A i --------I
62.47 1 -------
445.30 I
1 440.40 I 440.40 1
1 J-99 I 62.51 I 443.20 I 442.49 I 441.20 I
1 J-98 I 62.68 I 446.30 1 445.37 1 444.10 1
1-97 I
--------- 62.91
-------- 1 448.60
------------ I 448.60
------------ I 447.67 1
-------------
Completed: 08/13/2002 11:34:16 AM
0
is Title: Highland Village, BR#3, Sub 5 Project Engineer: Peyton N. Joyner, P. E.
c:lhaestad\5400.15\br3-5.stm gilteece & associates StorTnCAD v4.1.1 [4.2014]
08/13/02 11:35:42 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 2 of 2

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Scenario: Base
»» Info: Subsurface Analysis iterations: 2
® >>>> Info: Convergence was achieved.
Gravity subnetwork discharging at: 0-108
-----------------------------------------------------------------
»» Info: Loading and hydraulic computations completed
successfully.
»» Info: Subsurface Analysis iterations: 2
>>>> Info: Convergence was achieved.
Gravity subnetwork discharging at: 0-106
-----------------------------------------------------------------
>>>> Info: Loading and hydraulic computations completed
successfully.
>>>> Warning: P-2 Pipe discharge is above full flow capacity.
»» Info: Subsurface Analysis iterations: 2
»» Info: Convergence was achieved.
Gravity subnetwork discharging at: 0-109A
-----------------------------------------------------------------
>>>> Info: Loading and hydraulic computations completed
successfully.
® CALCULATION SUMMARY FOR SURFACE NETWORKS
I Label I Inlet I Inlet I Total I Total I Capture I Gutter I Gutter I
I Type I I Intercepted I Bypassed i Efficiency I Spread I Depth I
I i I I Flow I Flow I (%) I (ft) I (ft) I
I I I I (cfs) I (cfs) I
------ I
------------1 I
I
------- I
--------I
I--------
l I-105 I---------------I
I Generic Inlet -----------------
I Generic Default -----
1000 I-------------
I 2.38 I
I----
I 0.00 I 100.0 -
I 0.00 1 0.00 I
I I-105A I Generic Inlet I Generic Default 100°% I 6.46 I 0.00 I 100.0 I 0.00 1 0.00 1
I I-107 I Generic Inlet I Generic Default 100°% ( 2.25 I 0.00 i 100.0 I 0.00 1 0.00 1
l I-109
--------- I Generic Inlet
---------------- I Generic Default
----------------- 1000
------ I 3.86
-------------- I 0.00 I
------------ 100.0
------------ I 0.00 1
---------- 0.00 1
---------
CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-106
I Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I
I I of I Size I Shape I (ft) I System I Velocity I Grade I Grade I
I I Sections I I I I Flow I (ft/s) I Upstream I Downstream I
I I I I I I (cfs) I
------ I (ft)
----------- I (ft) I
I------------I
I-------I---------- I---------
I P-2 I 1 1 18 inch I---------- I
I Circular I --------
71.00 I--------
I 8.78 I----
1 5.62 I
1 452.35 1 451.74 1
I P-1 I 1 1 18 inch
----------------------------- I Circular I
----------- 61.00
--------- 1 6.46
--------- 1 3.67
----------- 1 452.78
------------ 1 452.56 1
--------------
I Label I Total I Ground I Hydraulic I Hydraulic I
I I System I Elevation I Grade I Grade I
® I I Flow I
I I (cfs) I (ft) I Line In I
I (ft) I Line Out I
(ft) I
I--------I-------- I ----------- I----------- I -----------I
Title: Highland Village - High House Road Project Engineer: Peyton N. Joyner, P. E.
c:\haestad\5400.15\hhr.stm gilleece & associates StorrnCAD v4.1.1 [4.2014]
11/05102 01:01:13 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 2
1 0-106 1 8.72 I 455.60 1 451.74 1 451.74 I
1-105 1 8.78 I 455.48 1 452.56 1 452.35 I
I I-105A 1
----------- 6.46 1
--------- 455.82 1
------------ 452.88 1
------------ 452.78 I
-----------
® CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-108
( Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I
I of I Size I Shape I (ft) I System I Velocity I Grade I Grade I
I I Sections I I I I Flow I (ft/s) I Upstream I Downstream I
I I I I I I (cfs) I I
--
- (ft)
----------- I (ft) I
I ------------I
I-------I ---------- i--------- I---------- I-------- I-------- I
P-3 1 1 1 15 inch I Circular I 42.00 I 2.25 I
----------------------------------------------------------- I
------
-
6.29 I
----------- 454.45
----------- 1 451.98 I
--------------
Label I Total I Ground I Hydraulic I Hydraulic I
System I Elevation I Grade I Grade I
I I Flow I (ft) I Line In I Line Out I
I (cfs) I
--- I (ft)
----------- I (ft) I
I-----------I
I-------I--------I
1 0-108 I 2.24 --------
I 457.50 I
I 451.98 I 451.98 I
1-107 I 2.25
----------------- I 458.10
------------ I 454.57
------------ I 454.45 I
-------------
CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-109A
I Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I
I i of I Size I Shape I (ft) I System I Velocity I Grade I Grade I
I I Sections I I I I Flow I (ft/s) I Upstream I Downstream I
I i I I I I (cfs) i I (ft) I (ft) I
® I-------I---------- i--------- I---------- I-------- I-------- I
P-4 I 1 1 15 inch i Circular i 52.00 I 3.86 I
----------------------------------------------------------- ----------
6.59
---------- I-----------
1 432.44
------------ I------------I
( 430.43 I
--------------
Label I Total I Ground I Hydraulic I Hydraulic I
I I System I Elevation I Grade I Grade I
I I Flow I (ft) I Line In I Line Out i
I I (cfs) I I
------ (ft)
----------- I (ft) I
I-----------I
I--------I--------I
1 0-109A I 3.85 I -----
I
434.18 I 430.43 I 430.43 I
l 1-109 I 3.86 I
------------------- 435.90 I
------------ 432.62
----------- 1 432.44 I
-------------
Completed: 11/05/2002 12:59:49 PM

Title: Highland Village - High House Road Project Engineer: Peyton N. Joyner, P. E.
c:\haestad\5400.15\hhr.stm gilleece & associates StormCAD v4.1.1 [4.2014]
11/05/02 01:01:13 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 2 of 2
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m ? N
= N O
N N
N L O
I- U '-
ct--j
A
_ I
V/ Q -
0 (3)
C?
Lr 0
Cr) ¦
(v
¦?
E >
CIS
J :?
? ? ?
a?
N
C
co
O
,V
VJ
E-
0 0 0
o LO LO

?i
r
d;
co m
lr? d
CON : 1
a) a) 0LO CO
ZEE 0
n .y Nn
:D ® 'J_/ _/
O O O 0
0 M LO
N `M? MO^'
? - ? ? / ? / ` V
Iq qq I \\

DO
70)

E

L/\?AI,/
L
09
c
0
C?
O
(?V
O
0
O
O
ui v
a o b
N '-
? V O
C '? 0)
T ? d
O
Z O
o o
a E
CL a
L?
C
ul
U
N
O
CL N
0
0
N
Q
co
O
r -
co
a
F-
L)
N
m
U s
O m
N
A
? U
O O
U O
d
N
N
O
07
r
(h
C
N
O
N
a
N
2

O
O
N
N
O
2
L
rn E
N
O L
mt a
?LO co
> o
-0 o 0
C
O N
L
O) N
N
N ?
N L O
F- U
SOLID WASTE MANAGEMENT TEL :[phone] Jan 31'95
® hEW YORK DOT D«SIPATOR METHOD
FOR L?? IN DE.---'',ED CHANNELS
!a: 50 No . 001 P . 02
Appendices
(Sr w. -panic and c:=.-)cj L:niag r vc^ ` rc Nt, yerk r_ ?. _^ n? t
o` Tra- pro on, Div::ion cf sign and Cat;mx .R-? 1:71.1,
Nc= To = dhc foilcwing : ?n yon mrtr. knc),
(1) Q ;sail C--w .'y
(2) Qto
(3) V fu 11
(4) `/to
where Q = dL,=imrrr in c:s and V . Vc:ociry in FPS.
ESTIMATION OF Si ONE SIZE AND DIMENSIONS FOR
CULVERT APRONS
Step 1) Compute flow vc:flcity Vo at =i=t or p`vod c an:_I Uccle:..
Stop 2) Forpipeculvc-s Da is diameter.
For pipe arth, arch and box atlvcrL, and paved outlets.
tJo=Ao, whem A.- cross-sectionat ar= e{ flow z: cc? p:
For multipia C.11va^.:, u-SC D,= 1.25xDo of sin21c c ivC

Pipe: Z +"
Velocity: 5,76,60-S
L
Step 3) For apron grndcs of 105 crst`=pcr, u--
reromm- atic is
For -xt c,-r- (Zones 1 th=gh 6).
a
C-
LL
sg,.tr--
Highland Village, Bio-Retention Area #1
Fk-. IZ93 Outlet # 2 6 8.46.5
SOLIn W.gSTE MANFGEMENT TEL:[phone]
0

Jan Si '95 14:51 N0 .001 P.03
.ctL :? :: xi+r
t F- XNi(FNi -c
SCrrE F,--LriC' (UZH71
y
S,--N E FgI-NIG (&4ED-, u C- t <
77 77-7
•
< TCNE r1-Lr'rG (Y-...AV Y) C t <
z Cy ?.
S ?? Ct1E r:L -r,:a jt 7-+vy, C. 2 + 5 z 10 z .
, (STL?YE RL1 (}-%AV n z r.. to : C.
SYC.'AL STUDY F+c' Ur-"n=C !E?Jc=Y C- ,,:??,TCP.S.
JBAS N CF LACE=, 5.-, S-?=,. l
Fs. 3.X.B-2
71 7T - 3 tr = p-;pc di,77)
DETERMINATION OF STONE SIXES FOR DUINIPED STONE
t"f1ANNEL LININGS AND REVb7-,Ir3ES
SLP 1) LI= 6gurc 3.C6.b-- to do c-rir_ M=imum scr_ - (c.- Ccr 1=
cr 550 It c. _
Sicp 2) Uw fig(:.-- U6.b. to dci:-ninc si-.-:,-:crs.^nc
(r-. mZ F FS it is 12-5-500 Mos. f.. 75% ai =n--, =-,d (Ir- IT, ....
2nd minimum ran- in Nci`it sim-,-,Id cc 25-50) i zz.)
NoL:In do c. mining c..,, nc? Yc!oc:d= Cci- linirtz, c; rc-:ctm c :t L--
"Cilowins =>C5lc: o; ._
Di rr-?,c: M? rSn's ti f1n.
[inci) "r." cC lin.nz (inch=)
Fins n (T?) a t
MMIL•m I? Q.{j=Q 113 2'd
. _Yy Q.Q=4 S 56
Highland Village, Bio-Retention Area #1
Outlet # 2-6
C
8.915.6 P- rm
SOLID WASTE MANAGEMENT TEL:[phone] Jan 31'95 14:30 No.001 P.02
Appendices

E
Pipe: 30 [r
Velocity: 6, S3 -Fps
NEW YORK DOT DLSiPATOR,AF-THOD
FOR USE IN DE.=i?'cD CHA.NwELS
'Emk and Lning Ntw tick t rt:_tt
or Tra.n. c -dan, Divisicn c{ D=;gn end Coct;avc: I V : I
*,at_: To = Cie following c.' rt vc-1 m=_ now
(I) Q ft.Nl
(2) Qic
(3) V Cut]
(`) vso
where Q = di.s imrs in cfs and V = Vcioci:y in FPS.
ESTIMATION OF S ONE SIZE AND DIMENSIONS FOR
CULVERT APRONS
Step 1) Compute flow velocity Vo at culvc.t orpa:vcd c=ar--l rrtleL
Stcp 2) For pipe culy= Do is diametcr.
For pipe atci , arch and box cuive.Ls_ and pavcd c' "=..:; outlets.
Do=Ao, w htm A.= cross-scticnal ar= cf flow
For multiple c:rlvcrs, use Do=l?SzDo of singic
Stec 3) For apron gr°des of 10=v cr stc er, u= =omm=-'-dons
For r-- zt hit?hc zmn- (4-z r,--:; 1 tlsouga 6).
20
w to
c
0

?
.2 ?
4
r
'

rS
N CNAM ;
Fig= 8.C6.b.1
Highland Village, Bio-Retention Area #1
R-f. IZ93 Outlet # 2 7 3.06.5
SCILIn WF,STE MANFCEMENT TEL:[phone]
L
'; TTat = 3 tin= F;pc di:. (rrz.) i
DETERMINATION OF STONE SIXES FOR DUMPED STONE
01ANNEL LININGS AND REVIrTMEI TS
S1.,, I) Ux figum 8.06.b.r to 6C.=ir_ rn=im= s:=: (c._ Cc: 12
'-e-M- t.; ;50 lix.
Si.cp 2) Uw fig,-,-= 8.C5.b.' to dv.=-Hint ? cpL:o? siw rcTs==
(r - 12 F FS it is 125-500 tbs. rc. 753- crstorr, =,d 5-1- r, zi.^ s n
ud minimum rangy In -.+e?ci7t si?cuId be 25-500 C
lir 'cfowing =:;-c:Tic: c:. ,
Qx ?? .? 11M?
L

SCNE r? (1.E:?rtJ?.tl C` i t ?? ? x G.
< jrC?(C F+L.1.2?tG ('r?'?J,VY) C ? 1 t %Y ( C.
I??"71E r L! N'G (F ?VYj CI- 2 5 z C. 10 z C:
6 ?STCNE FrL.LNG (}*=_J.V'n c-- < I 6 z r- SO z C+
JSrEC.AL STUDY RE' Urf ED !ENEnrY US3; ?f.TCRS. Ste'-l•'?G
9 --N 0R t-1Po G -. F; 5.` STCNc .
Fi;. 8.06.b-'2
C ?-l
Jan 31'95 14:31 No.001 P-03
0.G31
Mcdiurn I3 O.Cr'0 18
,i--=yy 0. " r
Highland Village, Bio-Retention Area #1
Outlet # 2 7
E
IZ
6
8.46.6 ?.. r
SOLID WASTE MANAGEMENT TEL:[phone] Jan 31'95
NEW YORK DOT DLSSIPATOR METHCD
FOR USE IN DE-FCNcD CHA?NNELS
1,1: SO No . 001 P .02
Appendices
-Eank and _:_! t? lining
of Tra: roon, Divisicn & Dcs-ign std Coclr =-, tL l: ; l
NacTo ?: Lhcfoilcuing ?`ari yc: mu?.Iatop+
(I) Q fuiI C-- ,y
(2) Qio
(?) v rull
(?) Vio
where Q = di.r i=r- in cis and V - Vcioci:v in F?S.
ESTIMATION OF STONE SIZE AND DMIENSIONS FOR
CULVERT APRONS
Step 1) Compute Slow vcitxiey Vo at c iIw"-t or pa?vcd chan,:_I o•.:tltL
Step 2) For pipe C3lvc:is Do is diameter.
For pipe arr., arch and boz cuivcris, znd paved ouilc:s.
Do=Ao, whc m A: cross-s--ctionat a= of (low zt
For multiple culvcns, esc Do= 1 SzDo of single c i:c

Step 3) For apron grades o; IQ v cyst: cr, u:: r- omm-'2E,on:
For rzt hi 5,'t'^_r : (Zones 1 tSirough 6).
f ` ? ty
Pipe: 30
Velocity: (i. S$ rpS LU t?
x

f?•

'V 7

I

I
r
N ? 4 I I I

DIAMc
c
0
E
F igur'r 8.05.b.1
Highland Village, Bio-Retention Area #2
Fftcti.IZ93 Outlet # 50 3.06.5
SOLID Wr-.S T E MANM-GEMENT TEL :[phone] Jan 31 '95 14 :31 No .001 P .03
C

- -
2l57CHEF-?s}G tL?--nTl v _ S z
i SC.. ? E r"Z'rt+G (!.E?.tom) C ? [ z c S?
?
FZ1SvG r
Y?JVYI C i l r Z?. 1 -
C
/
t lZTCriE LL -?+ \? --ZiV%? v? G I S Z y. ' Ill Z c.
6157CN-E FLLNG (. ±-AV`.7 C< I 6 z G 13 x
JSF_ .ALSTUOY RECUT-r ED ?c=+yY Gt:ot?ATCPS, S.'' ":G
BA--N Cq t-?FIG-EF+ ScZ S-CNC).
Fi ;. 8.06.S.=
rrtcFt = L--.o= p4cc dig. (tz^ )
DFTFRMINATION OF STONE SIXES FOR DUMPED ST C)N'E
CHANNEL LININGS AND REVETMENTS
Std I) Ux Gg' 3.D6.b.= cc `-nir rn=imirn sc.^c Cc: 12-
:', c: 550 ltx.
Sicp 2) Uw fiZ=- to dv.=.-:Sunc = cpLzbl- siw ..^,_ fc: s?^nc
(r-- i2 FS it is 12`-500 bs. f-75-- of sary, .-d U-;-- zi^ n
ark minimcm rangy 1n •.vciz'it si-ald = 25-500
NoL-: in oclc. mining c.... nc: vcloc-. = rcrstcs-- linin_< rc+c?. cat v
Ihn rcilowing =c.Tici-:':, c-
Di arti.c: Mc ain,s 't:t. Lhi?? r. s
irr 1-
Liir-t 6 5 1. I8
Mc:?ieri 15 O.Cr'0 15 -
L_ v) 0 s r6
Highland Village, Bio-Retention Area #2
Outlet # .-O
11

SOLID WASTE MANAGEMENT TEL:[phone] Jan 31'95
® NEW YORK DOT DU331PAT OR METHOD
FOR USE IN DEFT'4ED CHAXNEL.S
!,1:30 No. 00 1 P.02
Appendices
(,(-X=: '-c_-rvc and _:-..- L'ni-g , ocd rtv ?;-•.v yC:K t
cr Tracrt nrn, Diviiicn of D=,ign and Cor=_Z,-? ?? 1
Nc= To =-- the roilv-ving C'm t ve-.1 m=, know-
(I) Q fttiI C-- ;..:..::y
(2) Qto
(?) V full
(?) Vto
wherc Q = d?.r ?mrre in cis and V = Vc?ocity in FFS.
ESTIMATION OF i ONE SIZE AND DIMENSIONS FOR
CULVERT APRONS
Stcp I) Canpute flow vciocity Vo at cuIv--j or pdvd chp-r=! c-.:tl--L
Step 2) For pipe c-t:ivG•s Do is diamc=:-.
For pipe ar•r., arch and box arivc;t znd pvcd outles,
DQ=Ao, whcz A.= cross-s...clional ama of flow z: crt_'>_:.
For multipic cuivc:+s, use Do=1.25zDo of sirtQlc
•
Pipe:
Velocity:
Step 3) For apron grdes all I0? Cr steeper, uw. r=omm- tic L
For rzthi r zc-t-- (Zones I trough 6).
30"
6.69 -rps
J
W
c•
•
ig'.ue S.G15.b.1
Highland Village, Bio-Retention Area 92
F--. IZ93 Outlet # .5 / 8.06.3
SOL:n WFSTE MM-,fAGEMENT EL:919-850-6233
0

Jan 31'95 14:31 No .001 P .03

1 ?? F?'. ` NG (FTtc ? r- I ? r ?
ISrE ??L r+G (l ??71 s I z ;. I s = c. i

A!STCxT--- FZLNG (T-s.vY)
C t
t z I
4- I
5l CtE FL_r? (I =avr C- Z 5 z ;,. td z u
61STCNEFrL1 fY-=EAVY) C < I s : r.. I 7o z C.
SFr-:C.'.?LS-UCY FcZUrp-E 'F-NE=5Y G+;PA7C?.S. S
J @.,'"7N CR LARG-EF, S:ZZ S T CNEI.
F;. 8.M.b?
rich = 3 Lk= yim di:. (rrza )
DETFRMINATION OF STONE SIXES FOR DUMPED STONE
01ATNNEL LININGS AND REYETME'TI-S
SL=p I) U= figtx- 3.G)6.b.S to cL:c-air_ ma„imum s c.^: - (c... for 12
1-20 C- f50 Imo.
Sit? 2) Uw figtr-- 3.L`5.b.4 . to dc'---Hint cP?ol- si= .^;- fc-r st^nc
(r-- 12 F FS it is 175-500 ;bs. fr` 75% of stotx, = d Ux .: zimt: t
wd minimum canes In •.vcig;it si-c-_Id a 2`-500
Not-: In G` c.nirino c..-.rrcl vc!oct= fcrstes?: tinin_< rt ;cT. cat t?
tfr_ -cilowing =c.Mcic::L- c; .. _ ..,_,...
E, Ear. -- c.- M=. ?;n's
(rxl "r." c{ L .,t (inci)
)
utc a 1Z
L:4t 6 O.QrS 1. i3
16
Mien _ 1 _ .
O. C.!4 3K. 36
Highland Village, Bio-Retention Area #2
Outlet # 5 I
E
8.46.6 PL-f. T-U?
SOLID WASTE MRNRGEMENT TEL:[phone] Jan 31'95 13:30 No.001 P.02
Appendices
0
v
Pipe: 2 4-"
Velocity: S. 28 fps
E
NEW YORK DOT DISSIPATOR h1ETHOD
FOR USE. IN DE.=?'ED CHANNELS
(4?w. cank and c.=n.-)-r Lining ;roc-' .2s j;v-v `iCrz l ?-n^t
of Taz crc n, Diy zicn cf >:;=;ign =d Coczzvc_? is 1 )
Nccc: To= tltc foiIc•.ving cart vc-j mt -. know
(1) Q fL:l ?:y
(2) Qto
(?) V full
(?) v m
whem Q = di.^?:arsr in cfs and V = Vcloci;y in F-FS.
ES"TUr1ATION OF Si Oirr. SIZE AND DIM NSIONS FOR
CULVERT APRONS
Step 1) Compute flow velocity Va at cull ---t or pavd cizr °I cud=L
Std 2) Forpipc;.slvczu Do is diame;cr.
For pipe arch, arzh and box cuivc7ts, 2nd pavd c._... _i outlets,
Do=Ao, whc - A.= cross-sectional ar..a of flow z; c=!?'-
For multiple culve:+s, L:s` Do-1 SzDo of sirslc
Step 3) For apron gradCs of 10 iv cr ste=les. U-- re`omm= z is L
Far r--zthig:crr-?r C-.oncs 1 thcugh 6).
G
W
Fig'.t-
Highland Village, Bio-Retention Area #3

' tom' 8.06.5
Outlet # 78
SOLID WFSTE MRNFGE-MENT TEL :[phone] Jan 31'95 14:31 No-001 P.03

-W I
.Cit _-;z :: xr. •.?
L
T ?? F'.'. ? t•K3 i
2 iSCNE F-?L7VC' (Lr-;iT g z C. I S z C. i
L.XA
< C,
z
<'rTCrrE ? c??vYl c T { : Z:,
I ?. 1
tjZ70NEr:tLr%(,--v1n/ CL.2 I $ i G I ,Q i G
61-TCNE FU-NG (F+ AVY) CC <^ 1 6 s G I l O z C+
7 S:_r'ALSTUDY 9E-•U[-P-En- fF-NEF-rY Cr-171,TCF?S. S``'_:•' G
$1157hi CR t c, S ` 5 - CN E).
FS. 8.06.E
F+ich = ? t---?c yzoe diz_ (rrBrt)
DETFRMINATION OF STONE SIXES FOR DUMPED STONE
01A1`+NEL LININGS AND REYE I'riF'TS
SLR I) U.= figs.= 3.06.b.: to dc:c.-nirr_ n=imum s cr_ (c.Z. fcr L
?Y 20" cr i? Ilv.
Sir„a 2) U.:- Fiat:.-- 8.L`5.b.4 . to do zmunc ^-cpr;blr si - ..-:;_ f,^:'X-nT
?r - T2 FS it is 125-500 MMus. fr 75% of star.--, . d ttz rr -imum
and minimum rang: In ,+c:z:it sip jld be 25-500 f=;
Nat-: in oc c.mining c! vc!cct:= Ccr stcsti Iinin= ru•:c:mc ;t, t--
tfr_ ;c11owing =c.-Mcir :L- c:.. _ ...-....
Di= - C. M? nsn's ' {:n. Nscrr_:.s
C-f
t n mT a r?
36
Highland Village, Bio-Retention Area #3
Outlet # 78
E
S.rJ6.b a.?. r:?s
SOLID WRSTE MRNRGEMENT TEL:[phone] Jan 31'95 1x:30 No.00? P.02
Appendices
NEW YORK DOT DLSIPATOR h1ETHOD
FOR USE IN DE?YED CHAJNNEILS
(-IcY..w. 'Emk and c."sn:x=! Ening ,^roc?_rc', i %c? yCrk r?--?^m?t
of Trarz-?-60n, Divimicn of D=ign and Con?avc yn I: r 1
Note: To uz- the following c'?rt you mu:, know:
(1) Q Lil
(2) Q1o
(?) V fu 11
(?) Vto
where Q = di-fr5- in cfs and V = Vciocity in F'S.
ESTIMATION OF STONE SIZE AND DMIENSIONS FOR
CULVERT APRONS
Step 1) Compute flow rt Deity Vo at cuivc,-t or pavd chanr_I e-stlaL
Std Z) For pipeculvcts Do is diameter.
For pine artf , arch and box cuive-m, znd paved c'"rm.i outlets,
Dc=Ao, ?hcz A.= cross-Stctionaf ar..a of flow a! c= p:.
For multiple culvevs, use Do=1 SzDa of sirrgie cuivcn.
Step 3) For apron gndcs of 10:v or st=--p r, uw. re_omm- zdons
ForrzthighcrCZoncs 1 tf=ugh 6).
20
Pipe: 151)
Velocity: 48 7 (0 -Foos
- Is
8
w to
7
s
i i2
.

. 2 3 .}

R

O- -?
1 d 1 1 1
N 01AV , C=1 (Ft.)
Figure 8.Q5.b.1
Highland Village, Bio-Retention Area #3
P--.IZ93 outlet # 8 I 3.06.5
SOLD WPSTE MPIrIP.GEMENT TEL:[phone]

Jan 31'95 14:1 No.001 P.OS

1 2 fsa+r= -Z? cEMLM C' I I - ? x I
<I?(E 1=,L.LPtG (Y•?-'4vY1 C t I t 1 I
S?? tA,C.f `J-L3{?••J?.VY} C.`.G I S Z N I ill x lti
61STG`7E FtL1 (h%-AVY) (:'- <' I 6 s :0 z C,. I
7 Sr __'.'AL ST MY ?c=ilfnc] !EaIE=--
aA--N CA LAS; Scz S,CNE). Y
I

i'*t?lt = ? L^:xs Fipc oia. {tt?z)
DETFRMINATION OF STONE SIXES FOR DUMPED STONE
01ANNEL LININGS AND REVETMF-`,rM
C7
Sl_p 1) Lt = Gg,= 3.06.b--, to cc c-.-i r_ m..-i:att:n -C:n (c.g. for I--
Sicp 2) Uw figtr-- 8.06.b.: to do zrnunc si= s'--nc
rr • ;2 I-S it is 125-SQO ;'os. C.„ i?3- ai stor.?, ? d ltz. r. rzimn:n
and minimum rangy in wci_it zi?uld = 2-5-504 i=.)
Not= in d`tcr..ining c:::--r_tc! vc!oc: _ --
t: Ccr r7:c=74:tt, tom..
tfr CCllowing gcflic r L- ci

(tnc l 'r." of L..^a (inc:)3

Fine Q.Q31 a I2
Mcciiur-. I3 Q.G:O IS 2'.
.7 Q.C.1: :Sc. 36

Highland Village, Bio-Retention Area #3
Outlet # 81
v
8.x.6
P--,. r
SOLID WASTE MANAGEMENT TEL:[phone] Jan 51'95 1,i:50 No.001 P.02
Appendices
E
E
NEW YORK DOT DISSIPATOR ,NIETHOD
FOR USE IN DE ICNED CHAJINNELS
(Sct w: "Bmk and fining procd-.:=", NrN Ycrz
of Trar_,pcrt_,6on, Divisicn of sign and Cort;=t-Lmi, 1371.)
No= Tots- Lti7C foilcwing Limit ycr mt:? lotow
(1) Q fL'it^
(2) Qto
(?) V full
(?) V t o
where Q = dLr-imryo in cfs and V . Velocity in FPS.
ESTIMATION OF STONE SIZE AND DIMENSIONS FOR
CULVERT APRONS
Step 1) Compute flow vclocay Vo at culm-t or p&d chzn:_! cud:'
Stcp 2) For pipc calm-ts Do is diame:cr.
For pipe attar., am- and box Culverts, and pvd ::rrtii outlets.
Do=Ao, whom A.= cross-sectional area cf flaw at C^_`p:.
For multiple culvevs, use Do=1.25SDo of sine!e c_ivcn.
Step 3) For apron gm6cs of 10=a cr st`=Per, u reromm- ticns
For mxthighc (c,oncs I ttauttga 6).
20
pipe: 15"
Velocity: S l G Flo s
w to

0

*
©
r
-
?
d 5 IT 1S 2
N 01AMc i cR (tt.)
Fig,= 8.115.b.1 -
Highland Village, Bio-Retention Area #3
Pcv. IZ93 Outlet # 8 4- $.?.j
SOLD WASTE MANAGEMENT T EL:919-850-6255 Jan S? '95 14:51 No .001 P .03
7 1 . , .vim • - .,.v -
r-

ISC`1E Fes! t4G (}.EMLU1 C I I t r G I z G
< 1 --MC< MLTN 3 (tsJ1VY) C S I t r ?. I ?-
_ I C"E r L'-I--* 0-7-AVr i` G S Z N 10 z C.
& I CIE RL NG (HSAVY) C 2 I 5 z G I 10 z G
JSP'-. 'AL ST. UDY FeZiJfnED !E.?lE=GY CCz-,;?ATCP.S. S? _,•':G
3.+ CR UGiGc=+ S.` 5-CNc;. f
Fir. 8.M.Br.
Fir _ ?L-xs hoc di:. (rrrt_)
DETERMINATION OF STONE SIXES FOR DUMPED' STONE
01AINNEL LININGS AND RSY£'I-, [FYrS
Sim 1) Ux Ggt= 8.06.6--, to dc:cnni:r- m=im=. sc,._ -= (c.-. Ccr 12
-.0 c: 550 lb--.
Sicp 2) Uw Cigt:.-- 8.06.b.1 to dvc--mnc - cpmblc si-.-:;_ Cc 5,cnc
® !? " t21-S it is 12` 5Q0 bus. Cc-75?- aCstnr.c,. d ? t-?zim::m
and minimum tang-- In wc:ght si-n-jId m 25-500
Nocc_ in dr:c-:: ining ca-::lct vc!c)C.C= Ccr s, Iinin:- : t?rc^. cat t?
tfr ic1Icwing =c:TTci^?z ct .^„ -
Mcdicm U O.G 0 18 2'.
23 O.C44 s 36
Highland Village, Bio-Retention Area #3
Outlet # 84-
E
8.95.6 F--Y. r-.M
SOLID WASTE MANAGEMENT TEL : [phone] Jan 31 '95
® NEW YORK DOT DISSiPATOR h1ETHOD
FOR USE IN DE iNcD CHANNELS
1,1=30 No.001 P.02
Appendices
(ScL.w. -ot:nk and c.^=:'c Ening YsOCw rG I`cw ?Crz D t?ti
of Traz cst ort, Division of Deign end Co(==!-?--n, 1:11
No= To u:. L? c following c'zart yo-1 mtz., know:
(I) Q fril:y
(2) Qio
(?) V fu 11
(?) V I 0
where Q = dis--i=r - in cis and V = Velocity in FPS.
ESTIMATION OF STONE SIZE AND DIMENSIONS FOR
CULVERT APRONS
Step 1) Compute flow vciocity Vo at =Ivut cr pdvd chznr_l C tleL
Step 2) For pipe --ilve:ts Do is diameter.
For pipe acct., arch and box cuivcrt_, and paved
Do=Ao, whom A.= cross-svctionaI arra of flow a: cc'?L
For multiple rulvc:+s, use Do-.t SxDo of single cui•:c-.
E
pipe: 18 "
Velocity: 4.84 -Fps
Step 3) For apron grades of 10-'.:v cr steer, t:: re~omm- ?ticns
For r---.-t higher z„-n- (/--Ones 1 through 6).

8
J '
tL
C
11
tb.ae 2S.tX7.b.1
Highland Village, Bio-Retention Area #3
,193 Outlet #93 3.06.3
SOLI) WFSTE MANFGEMENT TEL:[phone]
0
•
Jan 51'95 14:51 No.001 P.OS
CLZ
T ri.. CN- F:'. -'140 (F7N?; A I r r-. I ! r 1'?
CN7; r-`t?' SIC' (L ?i?'Tl Cam. °_ r^.. 5 : C.
3 (SCNE rte' .T+G (I E:7A.M C t z ( I
°_ z
j j TCMc F'?L1.Z`iG (F'.'?.?IVY) C T I 'l z ?? ( f
° r I
5 (ZT CNE F:L' '-G {t =svY; C Z ( 5 r. C, ( is z G
6ISLEFOLLNG(} 1Y7 Cl- 2 I 6 z G I j o z G
JSFEC:A(. ST UDY Ftic'i1fnE] !eJE.=.GY Cr',-;?*TCP5, 5?! C:G
3AS?N CR i.A RGci S;Z ST C)NE.
Fig. 8.66.51
Ii *e h = 3 ts1= p4m oia (rrum)
DETERMINATION OF STONE SIXES FOR DUMPED STONE
01ANNEL LININGS AND REVETMENTS

Std I) U= rig= 3.i36.b--, to cc c--:nirr_ ma„imum s:c.= - (c._. Ccr 12
. r - o Cr 550 IL--.
Sicp 2) Uw Frgcl- 9 .L`6.b.-1 . tD dr.;.-rurc ^rcPLZba -- s.-.-:;_
(r-12 FFS it is 12-S-500 Mos. rc;.- 75% of store, . a lt- raz or r n
u1d minimum rangy In wcig'tt sip-,jId'cc 25-500 is
NQL-: it cc c-inirtg c.._r_1c? vc!cc; = Ccr stcrr:: tinin_; r?rc^, c t, t?
tfr_ ;c?Icwing =,c.Mc: :L; ci

Mtdium L• O.G=O 13 %
ivy 0. . IT 36
Highland Village, Bio-Retention Area #3
Outlet # 93

3.46.6 P---f. TIM
SOLID WASTE MANAGEMENT TEL:[phone]

11
Jan 31 '95 !,1:30 No. 001 P.02
Appendices
NEW YORK DOT DISSIPATOR ,NIETHOD
FOR USE IN DEWED CHAT NELS
(Sct.w. S=tk and c`•_r:nu l1ning Kc•- Ycrz
of Tra,-zspc -6cn, Divi_icn of resign and Cott; nz 1. , I
Nc= To . t.Ftc following c`mrt yotr mum. knc
(1) Q IL'ilc--;;=?:y
(2) Q10
(?) V full
(?) V, o
where Q = dis`i=? in cfs and V = Vc!oc!ty in FPS.
ESTIMATION OF STONE SIZE AND DIMENSIONS FOR
CULVERT APRONS
Step I) Compute flow vcloc!ty Vo at cuIvc.-t or pavd c ian ;_! a ,tlc?
Stcp 2) For pipe culvc;ts Do is diamet.cr.
For pip- ar-,h, ar-i and box culverts, and pvcd : 'rm:! outlets.
Do=Ao, where, A.= cross-sectional ar-.a of flow a; cn'?L
For multiple c ilvcns, us: Do=1?5xDo of sinslc cci:c
Stra 3) For apron grdcs o; IQ ro cr steer, uw rerommc- [icns
FoTr..xthight- z-r- (Zones I tfrough6).

20
F is
a
tL
Pipe: / 5 "
w ,o
Velocity: / p. 32 ??Ps

2 3 4

I

.
?
?
•
.I
Q
r
cv ? i
I
d I
? t0 t5• r ?
DIAF i? T ?R {fit.)
R
0
?41
FS -z 8.C6.b.1
Highland Village, Bio-Retention Area #3
Rcv.IZ93 utl 7et-# 96 3.06.3
SOLIn WRSTE MANFGEMENT TEL=919-856-6233 Jan 31'95 14:51 NO-001 P.OS
L:
t RCN= F'.". ` NG i s r r 1 z r
Z STCNE F-,LNG ft_-wn (? ° I 7 x G I 5 x C.
- (FrEurt?.t) t t C- t
A??1GC(EFl1StG{F"?JVY) C I l z C? I ? I
1IZ-, CNErt'NG(}-ZAV1^ C'-Z G
6ISTCNEFii? (F AVY) C ^< I 6 z G I SO z G
7 SP -: ,'AL STUDY RcZUrnE-D (E qEF C-y Ct?, ?ATCRS. S`;! I':G
BIISN CR LARG-.=; S.cz STCNc . 4
Fig. a.M.B-2
F*x:th = lz rci )ire dirt. (rr&.)
DETERMINATION OF STONE SIXES FOR DUMPED STONE
01ANNEL LININGS AND REVETMENTS

SL p 1) U-= Gg?az 8.f)6.b.= to cc .tir_ mwimu;n scr_ zi= (c._. for 12
^Y 20" C i50 IT s.
Sicp 2) Uw figt:._ 8.06.1:.: to dc'.=-Hint .rgt fcr s'-^nc
( 12 FF S it is 125-500 ;bs. f-- 765: of s nc_ =-,d U-- rnaximurn
znd minimum rangy In we:zht si-rc-aId ix 2`-5W
Not_: in 6--;c-,mining c::cr:tc! Yc!oc:rr= fcr stc-m Iininz: rt"rc?. c^t t?
tfr_ fcitowing ccc.Tic. :L; c:.. _
DE:,rti;cr M."rn's " .t. thick,=_5
(rscf:cl "r.' of ! r ire (irxi=)
M.:.i1pIZ 11 U.IrU 1'J .-
.-.t'-...aYy O. C44 36
C]
Highland Village, Bio-Retention Area 43
Outlet # 96
8.46.6 Rj=f. x:S3
SOLID WASTE MANAGEMENT TEL:[phone]
E
E
Jan 31 '95 1,I:30 No. 001 P.02
Appendices
Pipe: 30
Velocity: l y, 6 / {a5
NEW YORK DOT DISSIPATOR METHOD
FOR USE IN DEF iNED CHAJNWELS
(5* w: -Emile and c:=)e' Lining prec=r:r=", Itiew Ycrz r ._^.-nc tt
of Tmmgp -6cn, Divi.icn c{ Design and Commx_? 1 )
Ncm: To = the 10110-ing C!mn yci mts know:
(I) Q fLiI C--pa--4.,y
(2) Qio
(?) V fu]]
(?) V,o
whcrc Q = dom.== s- in cis and V = Vciocity in FPS.
ESTIMATION OF STONE SIZE AND DrMENSIONS FOR
CULVERT APRONS
Stcp 1) Compute flow ve:ccity Va at culvert Cr pav--d c an..! c.ctle
Step 2) For pip-- culvau Do is diameter.
For pipe amc , arch and box culver , and pavcd --rrti: outlets.
D,=Ao, where A.= cross-sectional ama of flow at cc+'e
For multiple ctlvcvs, us` Do= 1.2500 of sinzie cuivc-n.
Step 3) For apron gm6cs of 10% crstezpcr. a r=ommzn- derv
For r-t hig r z?r (Z.oncs 1 through 6).

7
S

2 3 4

f

I
Q
?+

?
? d I I I
` 10' tS .... Z
DIAt??R {Ft.)
x
20
dj 15
n.
LL
w to
c
0
C.
rig= 8.06.b.1
Highland Village, Bio-Retention Area 93
Rc,. IZ93 Outlet #9 9 A 8.06.5
SOLID WASTE MANAGEMENT TEL:[phone]
0

2lsc,? ? ? f ?"'
Jan 31'95 14:31 N0.001 P.03
(.? r -? lall6 r 7 -rS M 30
1
CLZ -.= :: U1 -1
L 1
,? I G I 1 r, I

STCN E--a0-LD -Ul C I I t z c_ ( P 1 C. 1
f}'•? ? t
1-' c s 1 z G z ?.
w.?
C--2 S Z N 1(] Z N
6 I57LC4-E FIUt 04---'IVY) C 2 I 6 z G l0 : G
JS:cC-ALSTUDY f~c {1TrE?'F-JE=GY G( ?17^f?5.5,;?:1`:u
SAS-N CR LARGc:i S.?.` S-.c"El,
Fig.
F:i?h= 3 tsxs FTC diL (1r ?)
DETERMINATION OF STONE SIXFS FOR DUMPED STONE
CIIA1`+T`2EL LININGS AND REVETME"M
v
SL=p 1) U :c Gg,zc 8.06.b.= io dct=.=irr_ r.. L it ttrn stc.•:c =W (c._. rcr I3
-r r=20" cr 550 It
•
Stcp 2) Uw rig=- 3.06.b.' to dct .-ninc cPc.bf- S= =n;_ rcr Vcnc
. f? - 12 r: 5 1t is 12`-500 i=J3, rG 75?: arst~,nc, ? d tt>r r..?zi^:::n
erg minimcn rzngr• in •?+e:g,?t silL?.fId ix 2-SCE %:?.)
Nvtc: it cc c--iring ^..cr: c? vc!oct,= rcrstc= Iinin= : rc.c?. cat" t
tfr_ rc!Iowing ?c?Tic r L c:. _
D'c r c: M=rsn's M. --I. L? icr : S
Frc 0.031 a 12
T :..;.. G n r. a e^ i Q

?- I
S.M.b
Highland Village, Bio-Retention Area #3
Outlet # c)9 A

xc.. r.S3
SOLID WASTE MANAGEMENT TELt919-856-6233
•
•
Pipe: J 5'1
Velocity: 3.2 G fPS
Jan 31 '95 1,1: 30 No . 001 P .02
Appendices
?YEW YORK DOT DISSIPATOR METHOD
FOR USE IN DE---CNcD CHANNELS
(S?..w. -Bruit and c:=...-x' Ening t;c- Ycrk r ?n^1
of Tra,vt--6cn, Diviaicn cf C<-ign ahd CocG?vc: I:,1
NOL=-. To = the follcwing c.an yecr mus know
(I) Q fuil ?w ty
(2) Q10
(-) v full
(4) V 10
ahem Q = dis`iar5r in cfs and V = Vciocity in FPS.
ESTIMATION OF STONE SIZE AND DIMENSIONS FOR
CULVERT APRONS
Stcp 1) Compute flow ,m.bcay Vo at culvert or pa ,c c hzn7.-_! C.1tItL
Stcp 2) For pipe culvcz-s Do is diameter.
For pipe attf , aril and box culvcti, and pa•+c?d --rrtii outlets.
Do=Ao, whe - A.= cross-s--ctional a= of flow = cv.'_:.
For multiple c:tlvcrs, ur Do=1.250o of single
Ste,D 3) For apron grades of l0 ;v cr, st:c;er, u.,:. =omm=- dons
Far rz=thigbc-. Zones 1 th-,ugh 6).
U-
UL
J
W

---
--------------
-

?
N D1,41.f i ?R (tt.)
0
Fi gurc 8.06.b.1 -
HigWand Village, Bio-Retention Area #3
s.1}6.5
Rcv. 1193 Outlet # 102
SOLIn Wi;STE Mr^nNFCcMENT I CL:919-8,56-6233

Jan 31'95 14:31 No.001 P-03

7IS:CNEF-4 T013 (1,CM 11 c- t I t z G I ? x
t I--TCtc MU-NG (Y?JVY) C t I t z C. I ?. I
IZ Cr4E r:t rC (t--=.?.v'r) c? < I s : ?. I to
6I, MPTE F'rL? t}+cAVr C 2 I 6 s G I 10 z D-
SPECIAL STUDY F---ZU E- !F-NEF= ZY CT.S";PATC?.S. 5`r'_If G
$J-SN C'R t.ApG-.R Scz 5 . CNc). fl
Fs. 8.06.6?
E
i+'uh = 3 Usr Fipc 61 Z. (tt-.-, )
DETERMINATION OF STONE SIXES FOR DUMPED STONE
OTATNNEL LININGS AND REVETMF-NTS
St ;1 I) U.~ Ggt= 8.1)6.b- to cc a-ninc M=imtn s,c.^c S- (c._. Ccr 1=
C 5=0
Sicp 2) Uw Gg= 8.C6-b-- to dc'c:-mnC cP?olc Si.-.-; Cc-st^nc
(r . t2 F-,-S it is 12_5-500 lbs. f- 75% of s'zr,--, =-,d Ll - rz?imnrt
wv-4 minimum rani in wci5;•it she--ald m 2.-500 i"=."
NcL-: in dr;c,miring .._rnc? Yc!oc:t;= Ccrstcs? lining. : rc-%c1zr4rc• t-.
tfr_ -c!lowing ?c:Tic:^t ci . _ ., _.
Di.:r;ti.c: M?.n n's '•`a. lhic< ; s
(ttxftcl "r." eC Ln:nz (inc 3
Ugn
Mtdium IS Q.D!o 18
36
1 ~vy
E
Highland Village, Bio-Retention Area 43
Outlet # / o2
S.H.6 P.cf. r:m
SOLID WASTE MANAGEMENT TEL:[phone] Jan 31'95
® NEW YORK DOT DISSIPATOR METHOD
FOR USE IN DE-FINED CHAN-NEL.S
n
pipe: Z 4
Velocity: 20.3 6 {P s
S
0

!,1:30 No.001 P.02
Appendices
(mow. -Bank and C:=,-c! lining Yrocw rte', l;cw vcrk
of T:a.-zs Division of sign m d Cccmmx,-L--r? 1:71
Note: To u= LFtc following c.mrt vcu mu--. know
(1) Q iL'11 C--t:z-.'y
(2) Qro
(?) V full
(?) Vlc
where Q = dLz- r= e in cis and V = Vciociry in F?S.
ESTIMATION OF STONE SIZE AND DIMENSIONS FOR
CULVERT APRONS
Step 1) Compute flow velocity Vo at culve.-torpivd cian:_I e?tlc
Stcp 2) For pipe culvGts Do is diametcr.
For pine amh, arch and box culverts., and pavd .:?ci outlets,
Do=Ao, whc - A.= cross-sectional ar-..a of flow
For mul4ic culvcns, Usti Do= I.SxD, of sinq)c
Scep 3) For apron grades of 1Q ro cr str=pcr, u--
For r--xt higher z--r-- Cz--c ncs 1 through 6).
20

7

t

.
.
.
I
©
N
? i
t
i
d I
S 10' iS .- L
DIA?c9 (=t.)
fn ,:
F,&.rm 8.0 6.b.I
Highland Village, Bio-Retention Area #3
F-- IZ93 Outlet # 10 4 8.06.5
SWLI-n WFSTE Mn?IFGEMENT TEL:[phone] Jan 31'95 14:31 No-001 P.03
i
c .gin r' scams.
cu S: xr...;
r rr t-e rG (Frrr _ ` A I : r. I = r, I
?lstxra ?.?.! r+? rt_??-r1 s I = c. I s = c. I
Isa?e --?:?r+? cr.+?:,?ts.n C, I t z c ! ?_ I
If rTCH-- Fl LPtG Cr'°?VYI C S I t z C:4

6 1STCKE FR-LNG (} --AVY) C--2 j 6 z r- j SO z G
a cq t'ARGCF; s s ?C?r?l.
Fs. S.D6.b_
F?x:th = ? t:?a pipe di>G {rro;L) .
DETFRMINATION OF STONE SIXES FOR DUMPED STONE
01AlvNEL LININGS AND REVS I MENTS
Std I) Ux rig= 8.06.b- to cc -a-mirr_ m=im=. rc.._ (c. _. for 12
:'Y., 20" cr 55D 11x.
Stu, 2) Uw figt:. _ 8.06.b.'. to dc'.;.-ninct.:ofr s!=.--3z icr st.,^nc
!r t2 FF S it is 125-500 ;us, r- 75% of =rc, d Lb-- m1-imum
end minimum ran- in •xcigint si-po-,tld'cc 25-500 ix
Not-: in c-tcm.ining t'::'-sc? vcrocdc-- Ccrsicr.linin= _-- mec--c tt, t-
ifin following C::>cflici :''z
C'nch "r." cf L_ {inc:)--)
Fine 3 0.03 i 9 12.
Light 6 0.035 1? 13
W..;t.- i- nn?n ±Q 7d
Highland Village, Bio-Retention Area 13
• Outlet # I o9-
8.06.6 p- . r.'3
SOLID WASTE MANAGEMENT TEL:[phone]
E

Jan 31 '95 1 a: SO No . 001 P .02
Appendices
NEW YORK DOT DISSIPATOR METHOD
FOR USE IN DUICNED CHANNELS
( w. -Banc and _:mmnt.' lining ; vcr rt; I?'v `Icrz ?^s?t
of Tran,-rartcn, Division cf sign and Ccm=)c? 1-7, 1
Not_: To t sr tttc folic ping c'-art ycr mum. Saiow
(I) Q fuzil q ty
(2) Qto
(?) V full
(?) VSO
where Q = dir_i=rS„ in cfs and V = Veiocity in FPS.
ESTIMAT70N OF STONE SIZE AND DIMENSIONS FOR
CULVERT APRONS
Step 1) Compute flow vciocity V. at c; lmrt or pa:vd chznr_1 cnitle .
S tep 2) For pipe culverts Do is dia me:cr.
For pipe arcl:, arch and box culverts, and pvd ? ?rrei outies,
D,=A,, where A.= cross-sectional ar-,.a of flow at cu
For multiple culvc..ts, use Do =1.25zDo of Sin-IC c_j'VC7.-
Step 3) For apron grrdes of 10;3 cr st_epcr, u-- r=omm- 2dCr-T
Far Mxt hi9t=r z--v-- (Z,ones I through 6).

it
Pipe: 30
Velocity: ,3.20 -r p 5
20
w ro

Q
r ? 5 10' t S .... ..
N DIAfv{c i ?? (fit.)

0
•
Fig,_= 8.06.b.1 -
Highland Village, Bio-Retention Area #3
i
Rcv. IZ93 Outlet # ' / o $ ?

SOLIn 7-
WC-.STC- MANFGEMENT TEL :[phone]
0
Jan 31'95 14:31 NO-001 P-03
cu I -;z
L
S-. Fn -NO FN A
215:Ch*E -(L a M = v_ _ r 5 x C.
(SC tE rl+G (1.E= ! s11 C 1 j 2 z !.
< jSTctT FZL.NG 0-?- .VY) C S I
c IZ'-,CN E F.'UN'G (f---ZAVY) C:L. 2 $ 10 I N
6 lSTCWE FrLLN 3 (t?.?VY) C 2 I 6 z G. ;0 I G I
ISPE:.•AL STUDY F; SZUrFCD (E3JEFrY Ct. ;PATCRS,
-3A---N CR LAR6c=+ S:c = STCNc}, f
Fir. 8.M.B?
F',c:h = ? tzncs pipc dic. (rr?.)
DETERMINATION OF STONE SIXES FOR DUI.MPED STONE
CIIAMiEL LININGS AND REVECTMENTS
Std I) Ux IigtTc 3.06.b._, `o cc c-nirr_ n=imum (c._. for 12
cr 550 IL--.
•r
Sic? 2) U= fig= S-C6.b.4 to dC-c.=inc ? cpt.ol- si- .-; fcr stcnc
(r-- 12 FFS it is 125-500 Wis. f- 753: of =r-, =-,d ttz mzximu n
and minimum rant- In xc:z:it si ?Id a 25-500 i. r.)
NQ -: }n do c-mining c..c _-:cI Ycloct?= rcr stcc_ Iinin= r?rc?. c t t?
tfr_ rc!Iowing cx.Tici^L ci _
D i z :1c: Ma,rn's ' `gin.
F= 3 0.0311 9 12
Mciien 13 O.G'O 18 i'.
=YY O.C4 36
Highland Village, Bio-Retention Area #3
Outlet # / / o
v
S.M.5 P--f. TZS3
- ~J ~L _ ~ ~ .~~t' ~1~ ~ / I _ Im I
' aRDVOSm ~ ~
WAU (rn') ~~t1 v ~ n ~,J ~ i- ~1% _ ~
• ~ _ ~ , _ ~ . ~ ~ ~ / ,
N CARP PARK ~ ~ I ~ ~ ~
I I0ILD PEG AA S•~~~' ^ \ ~PROPE~(TY\ ~ - y / VACANT S ~ ~ \ _ _ , V LNlf ~ ~ ~ . ~ - ~ I b , ~ . ~
1 ~
A/ A~ ~ BpRERNiffMl \ yo \ I /aROP05ED R7ASN I - .AREA 7 ~ \~SA 100 fNCONE RNICWAY A w4asnn (rrol-.'~ ~ ~ PNO7dNOa79e! o, / ~ ~ 125 N. Ha q~q~ St
/ ~ , wi'~ i ~ - , - \ --a~ rraE b' ee?7sR (tml Y°B€B HI - - mwtnau AAL ~ , ~ , \ ~ Nfi~2~03 I ~ , ~ -
/ A/ CSN RAAADW / _ _ ~ ~ - - ~pCR . \ i i1P/633-N1J . uxt , \ ~ ~ y YtY/636-12D0 FAX
i ~ ? ~ ~ NNMIMIE ~ ~ _ , ~ _-(,.;f_.~t0' 9L0G~fIBAQ - ~ ~ (it' A / EDGE CF / ~ t3 I 1 foRNllwEl ~ \e~ °r~ - - / I[tl /400'4 PAANi1MY `n I B CNMOMSgr~Ywo'oan
vaD(rn) ~ ~ ~ 1 / / ~ INr.~aa'I ~ ~BURYNC~ Y~ ~ _ - _ i`. ~ L ~ I 'I Hr. 7r ~ ~ ~ ~ - - - -5 A y ~~o- ~ zda I-L
~
A ~ i I- A A - - 1~ F _~y Pl 1 E~~:.. IC 0.DG 47EAd( i
' I ' i / / ~__l J ~ ~ v ~ ~'r - ~,W~' ~ p~ ,a' i. e ~ \ gwr~( ) I
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/ , i _ 1 JJ~~ \ h.,.. \ \ ~ t ~ ~
i,~ WICHtAn •n A -REiAWn~C \ 'AFA7711ACM \ \ dg
~9 „ Btn'~„,B _ . _ . _ ~ . , ~ tills ~ ~ / ~ , ~r ~ nr.r 15' A
> / / _ 9 - - 1 ~ T_ A
/ ~ ~ ~1 _ J A j~ csxantxoA9 ~ ~ ~ - - ~ ~ 1 ~ ~ ~ ~ ~ ~ ~ ~ ~ - a 0
/ / ~ - ~ A / / r_ _ _ ~ eEVEpNC 7 _ HIGHVNL \ ~ \k \ 1
l1]~ ~n~ ML= J1'i ~ APAfW s, roEJR saga ~ wuA ~ i ~1I~ v wuaye' ~ g' ~ - APAfWR71$ , ~ ' ~ ~ .V O Bp~LOh!'G I r ~ ~ ~ ~ ~
m aoc sE>BACx ~ -aio 1111,?flf ~ : ~i~~, 'b. ~ ~ ~ Ems (rm) / ~ - ~ ~ ) ~ ~ a" ~ \ \ N 1~ ~ 1 A ~ ' \ r t
\ ~ . ~411SE FR?A~ r ~ ~ ~ A ~ ~ ~ 4 FWAXIN(9UffEA i ~ .~a.
BUFfFR (rw1- - //./C ~ ~ towNM1yIax ,,Nr l J1 ~ t h - 1onnN ~ - ~ ~ ~ _ ~ - ~ E ~ G ~ \ _ i
AA / / I ) 1BUIl01NGIB~ ~ ~ - _ _ w~ Burnwc ~ _ \ A w I ~ Nr,~n' 1 I I " l s __ro. ~ ~ I 1` + / ~ ~ F g' NT• Jr ~ ~ / 10Mm0Y ~ ~ V ' ~ ~we~~,~aE+ l .~l , ~I VAA ~ G ~ A I v r
n o. 1% ~ 9ULdNG'C p~ ~ ~ I / _ _ - 1` VA IE l ~ - y \ 1 A ~ ~ / s . - I ~ & clwuM~ euKd , a~ we ~ ~ 0 VA~V A ~1' ~i~, ~ ~~f. I ~ V ~
/ .~~~1 r ~ - I ~t~v+cl9 ~ t A ~ / ~ ~ _ ~ J A ; ~ ~ ~ _ NL- it' ~ Cy, ~S~' terror ~ T ,~1.. I~ '~i ~
v ~ r y, ~~o(>~~ v t ,I~ ~ ~ vvvv ~ J.. v , ~ ; ~ ~ VAA , v °60 ~ r ~ .
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