Agenda — Stanton City Council, October 14, 2025 (part 8 of 13)

Manhole
Upstream MH MH-B-286-A Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH MH-B-286-B Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Pipe Use Stormwater Pipe Direction of Survey Upstream

Pipe
Height (Diameter) 36 Width
Shape Circular Material Reinforced Concrete Pipe
Lining Method Pipe Joint Length
Total Length 150 Length Surveyed 146.3
Year Constructed Year Renewed

Misc
Flow Control Not Controlled Media Label 311-006-05-15-24-A Purpose Routine Assessment Consequence of Failure
Pre-Cleaning No Pre-Cleaning Date Cleaned
Weather Dry - No Precipitation During
Survey Location Code
Secondary roads, nonnumbered suburban/rural for
heavy vehicles.

Additional Info Location Details

Custom
Custom 1 Custom 2
Custom 3 Custom 4
Custom 5 Custom 6
Custom 7 Custom 8
Custom 9 Custom 10

Project
Reverse Setup ID Sheet (Group) Number
Imperial Units (US) True Pressure Value
Work Order Project City Of Stanton S.D. 2024
Coating Method Completed Yes

Insp Tech Used
CCTV Yes Laser No
Sidewall No Sonar No
Zoom No Other No

Inspection
Inspection Status Complete Inspection
Reviewed By Reviewer Certificate Number

Count Groups
Taps 1 Roots 0
Cracks / Fractures 0 Broken / Holes / Collapse 0
Deposits 0 Obstruction 0
Abandoned Survey 0

Scores
Structure Peak Score 0 Structure Peak Grade 1
Structure Mean Score 0 Structure Mean Grade 1
Service Peak Score 1 Service Peak Grade 1
Service Mean Score 0.03 Service Mean Grade 1
Project: City Of Stanton S.D. 2024
Date: 2024-05-15 9:08:00 AM Pipe Segment Reference: MH-B-286-A_MH-B-286-B_A Street: Western Ave Upstream MH: MH-B-286-A
Length Surveyed: 146.3 Downstream MH: MH-B-286-B
Run Number: Direction of Survey: Upstream
Height (Diameter): 36 Material: Reinforced Concrete Pipe Distance Fault Observation Time Picture

0.0 Access Point Manhole
Severity: None
Remarks: MH-B-286-B
00:01:35
00:01:35

0.0 Miscellaneous Water Level
Severity: None
Percent: 5
00:02:01
00:02:01
Distance Fault Observation Time Picture

7.3 Miscellaneous General Photo
Severity: None
00:02:39
00:02:39

40.1 Line Left
Severity: None
Cont Defect: S01
Percent: 5
Maint Weight: 1
00:04:48
00:04:48

75.9 Line Left
Severity: None
Cont Defect: F01
Percent: 5
Maint Weight: 1
00:05:42
00:05:42
Distance Fault Observation Time Picture

88.3 Line Right
Severity: None
Cont Defect: S02
Percent: 5
Maint Weight: 1
00:06:17
00:06:17
115.9
Line Right
Severity: None
Cont Defect: F02
Percent: 5
Maint Weight: 1
00:06:54
00:06:54
143.3
Miscellaneous Water Level
Severity: None
Percent: 5
00:07:31
00:07:31
Distance Fault Observation Time Picture
146.3
Tap Factory Capped
Position: 3
Severity: None
Size: 24
00:08:12
00:08:12
146.3
Access Point Manhole
Severity: None
Remarks: MH-B-286-A
00:08:34
00:08:34
Project: City Of Stanton S.D. 2024 Severity
Date: 2024-05-15 9:08:00 AM Pipe Segment Reference: MH-B-286-A_MH-B-286- B_A
Street: Western Ave Upstream MH: MH-B-286-A
Length Surveyed: 146.3 Downstream MH: MH-B-286-B
Run Number: Direction of Survey: Upstream
Height (Diameter): 36 Material: Reinforced Concrete Pipe ID Number: MH-B-286-B
(0.0) AMH - Access Point Manhole Remark: MH-B-286-B
(0.0) MWL - Miscellaneous Water Level
(7.3) MGP - Miscellaneous General Photo
(40.1) LL - Line Left - Cont Def: S01
(75.9) LL - Line Left - Cont Def: F01
(88.3) LR - Line Right - Cont Def: S02
(115.9) LR - Line Right - Cont Def: F02
(143.3) MWL - Miscellaneous Water Level
(146.3) TFC - Tap Factory Capped - Position: 3
(146.3) AMH - Access Point Manhole Remark: MH-B-286-
A
Total Distance: 146.3 ID Number: MH-B-286-A
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 0 0 0
3 0 0 0
2 0 0 0
1 0 13 13
Overall 0 13 13
Number of Defects 0 13 13
Pipe Rating 0000 1A00 1A00
Pipe Ratings Index 0 1 1
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension
%
At /
From To
1st 2nd
0 00:01:35
95 AMH - Access Point
Manhole
MH-B-286-B
0 00:02:01
121
MWL - Miscellaneous Water
Level 5

7.3 00:02:39
159
MGP - Miscellaneous
General Photo

40.1 00:04:48
288 LL - Line Left S01 5

75.9 00:05:42
342 LL - Line Left F01 5

88.3 00:06:17
377 LR - Line Right S02 5
115.9 00:06:54
414 LR - Line Right F02 5
143.3 00:07:31
451
MWL - Miscellaneous Water
Level 5
146.3 00:08:12
492 TFC - Tap Factory Capped 24 3
146.3 00:08:34
514
AMH - Access Point
Manhole
MH-B-286-A
Project: City Of Stanton S.D. 2024
Date: 2024-05-15 9:08:00 AM Pipe Segment Reference: MH-B-286-A_MH-B-286-B_A Street: Western Ave Upstream MH: MH-B-286-A
Length Surveyed: 146.3 Downstream MH: MH-B-286-B
Run Number: Direction of Survey: Upstream
Height (Diameter): 36 Material: Reinforced Concrete Pipe Inclination Data
Percent Grade Mean: 1.72 Plot Distance From: 0 To 147
Max Percent Difference: 3 Number of Window Values: 1
Percent Differnce Max for Windows Values: 60 Number of Feet to Average: 1 Final number of points plotted: 80
Additional Reports for Session City Of Stanton S.D. 2024

Project Information
Surveyor Name Anthony Hernandez Certificate Number U-406-3067 Owner City Of Stanton Customer City Of Stanton
Drainage Area Area 1 PO Number City Of Stanton S.D.

Pipe Segment Reference MH-B-286-B_MH-B-245_A Date 5/15/2024 08:47 Street Western Ave City Stanton
Comments

Manhole
Upstream MH MH-B-286-B Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH MH-B-245 Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Pipe Use Stormwater Pipe Direction of Survey Upstream

Pipe
Height (Diameter) 36 Width
Shape Circular Material Reinforced Concrete Pipe
Lining Method Pipe Joint Length
Total Length 260 Length Surveyed 261.8
Year Constructed Year Renewed

Additional Info Location Details

Custom
Custom 1 Custom 2
Custom 3 Custom 4
Custom 5 Custom 6
Custom 7 Custom 8
Custom 9 Custom 10

Project
Reverse Setup ID Sheet (Group) Number
Imperial Units (US) True Pressure Value
Work Order Project City Of Stanton S.D. 2024
Coating Method Completed Yes

Insp Tech Used
CCTV Yes Laser No
Sidewall No Sonar No
Zoom No Other No

Inspection
Inspection Status Complete Inspection
Reviewed By Reviewer Certificate Number

Count Groups
Taps 0 Roots 0
Cracks / Fractures 0 Broken / Holes / Collapse 0
Deposits 0 Obstruction 0
Abandoned Survey 0

Scores
Structure Peak Score 0 Structure Peak Grade 1
Structure Mean Score 0 Structure Mean Grade 1
Service Peak Score 1 Service Peak Grade 1
Service Mean Score 0 Service Mean Grade 1
Project: City Of Stanton S.D. 2024
Date: 2024-05-15 8:47:00 AM Pipe Segment Reference: MH-B-286-B_MH-B-245_A Street: Western Ave Upstream MH: MH-B-286-B
Length Surveyed: 261.8 Downstream MH: MH-B-245
Run Number: Direction of Survey: Upstream
Height (Diameter): 36 Material: Reinforced Concrete Pipe Distance Fault Observation Time Picture

0.0 Access Point Manhole
Severity: None
Remarks: MH-B-245
00:01:05
00:01:05

0.0 Miscellaneous Water Level
Severity: None
Percent: 0
00:01:41
00:01:41
Distance Fault Observation Time Picture

38.1 Miscellaneous Shape/Size Change
Severity: None
Size: 36
00:07:45
00:07:45

38.1 Picture Number: 2
Miscellaneous Shape/Size Change 00:00:00
182.6
Line Right
Severity: None
Percent: 5
Maint Weight: 1
00:11:28
00:11:28
Distance Fault Observation Time Picture
258.5
Miscellaneous Water Level
Severity: None
Percent: 10
00:13:53
00:13:53
261.8
Access Point Manhole
Severity: None
Remarks: MH-B-286-B
00:14:55
00:14:55
Project: City Of Stanton S.D. 2024 Severity
Date: 2024-05-15 8:47:00 AM Pipe Segment Reference: MH-B-286-B_MH-B-245_A Street: Western Ave Upstream MH: MH-B-286-B
Length Surveyed: 261.8 Downstream MH: MH-B-245
Run Number: Direction of Survey: Upstream
Height (Diameter): 36 Material: Reinforced Concrete Pipe ID Number: MH-B-245
(0.0) AMH - Access Point Manhole Remark: MH-B-245
(0.0) MWL - Miscellaneous Water Level
(38.1) MSC - Miscellaneous Shape/Size Change
Photo Num: 2 (38.1) MSC - Miscellaneous Shape/Size
Change
(182.6) LR - Line Right
(258.5) MWL - Miscellaneous Water Level
(261.8) AMH - Access Point Manhole Remark: MH-B-286-
B
Total Distance: 261.8 ID Number: MH-B-286-B
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 0 0 0
3 0 0 0
2 0 0 0
1 0 1 1
Overall 0 1 1
Number of Defects 0 1 1
Pipe Rating 0000 1100 1100
Pipe Ratings Index 0 1 1
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension
%
At /
From To
1st 2nd
0 00:01:05
65 AMH - Access Point
Manhole
MH-B-245
0 00:01:41
101
MWL - Miscellaneous Water
Level 0

38.1 00:07:45
465
MSC - Miscellaneous
Shape/Size Change 36
182.6 00:11:28
688 LR - Line Right 5
258.5 00:13:53
833
MWL - Miscellaneous Water
Level 10
261.8 00:14:55
895
AMH - Access Point
Manhole
MH-B-286-B
Project: City Of Stanton S.D. 2024
Date: 2024-05-15 8:47:00 AM Pipe Segment Reference: MH-B-286-B_MH-B-245_A Street: Western Ave Upstream MH: MH-B-286-B
Length Surveyed: 261.8 Downstream MH: MH-B-245
Run Number: Direction of Survey: Upstream
Height (Diameter): 36 Material: Reinforced Concrete Pipe Inclination Data
Percent Grade Mean: 0.64 Plot Distance From: 0 To 263
Max Percent Difference: 3 Number of Window Values: 1
Percent Differnce Max for Windows Values: 60 Number of Feet to Average: 1 Final number of points plotted: 74
Additional Reports for Session City Of Stanton S.D. 2024

Project Information
Surveyor Name Anthony Hernandez Certificate Number U-406-3067 Owner City Of Stanton Customer PACE
Drainage Area Area 3 PO Number City Of Stanton S.D.

Pipe Segment Reference MH-B-291_MH-B-291-A Date 8/12/2024 12:47 Street Monroe St City Stanton
Comments

Manhole
Upstream MH MH-B-291 Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH MH-B-291-A Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Pipe Use Stormwater Pipe Direction of Survey Upstream

Pipe
Height (Diameter) 36 Width
Shape Circular Material Reinforced Concrete Pipe
Lining Method Pipe Joint Length
Total Length Length Surveyed 156.3
Year Constructed Year Renewed

Misc
Flow Control Not Controlled Media Label 311-011-08-12-24-A Purpose Routine Assessment Consequence of Failure
Pre-Cleaning No Pre-Cleaning Date Cleaned
Weather Dry - No Precipitation During
Survey Location Code
Local rural streets with light
traffic, town and city back
streets, estate streets and
curbside parking areas.

Additional Info Location Details

Custom
Custom 1 Custom 2
Custom 3 Custom 4
Custom 5 Custom 6
Custom 7 Custom 8
Custom 9 Custom 10

Project
Reverse Setup ID Sheet (Group) Number
Imperial Units (US) True Pressure Value
Work Order Project City Of Stanton S.D. 2024
Coating Method Completed Yes

Insp Tech Used
CCTV Yes Laser No
Sidewall No Sonar No
Zoom No Other No

Inspection
Inspection Status Complete Inspection
Reviewed By Reviewer Certificate Number

Count Groups
Taps 0 Roots 0
Cracks / Fractures 0 Broken / Holes / Collapse 0
Deposits 2 Obstruction 0
Abandoned Survey 0

Scores
Structure Peak Score 0 Structure Peak Grade 1
Structure Mean Score 0 Structure Mean Grade 1
Service Peak Score 3 Service Peak Grade 5.8
Service Mean Score 0.04 Service Mean Grade 1
Project: City Of Stanton S.D. 2024
Date: 2024-08-12 12:47:00 PM Pipe Segment Reference: MH-B-291_MH-B-291-A Street: Monroe St Upstream MH: MH-B-291
Length Surveyed: 156.3 Downstream MH: MH-B-291-A
Run Number: Direction of Survey: Upstream
Height (Diameter): 36 Material: Reinforced Concrete Pipe Distance Fault Observation Time Picture

0.0 Access Point Manhole
Severity: None
Remarks: MH-B-291-A
00:00:52
00:00:52

0.0 Miscellaneous Water Level
Severity: None
Percent: 0
00:01:17
00:01:17
Distance Fault Observation Time Picture

0.0 Deposits Settled Fine
Position: 5 To 7
Severity: None
Cont Defect: F01
Percent: 15
Maint Weight: 3
00:04:11
00:04:11

52.9 Deposits Settled Fine
Position: 5 To 7
Severity: None
Cont Defect: S01
Percent: 15
Maint Weight: 3
00:02:56
00:02:56
151.5
Miscellaneous Water Level
Severity: None
Percent: 0
00:05:32
00:05:32
Distance Fault Observation Time Picture
155.0
Miscellaneous General Photo
Severity: None
Remarks: B-300
00:06:41
00:06:41
155.0
Miscellaneous General Photo
Severity: None
Remarks: B-291
00:08:43
00:08:43
156.3
Access Point Manhole
Severity: None
Remarks: MH-B-291
00:10:53
00:10:53
Project: City Of Stanton S.D. 2024 Severity
Date: 2024-08-12 12:47:00 PM Pipe Segment Reference: MH-B-291_MH-B-291-A Street: Monroe St Upstream MH: MH-B-291
Length Surveyed: 156.3 Downstream MH: MH-B-291-A
Run Number: Direction of Survey: Upstream
Height (Diameter): 36 Material: Reinforced Concrete Pipe ID Number: MH-B-291-A
(0.0) AMH - Access Point Manhole Remark: MH-B-291-A
(0.0) MWL - Miscellaneous Water Level
(0.0) DSF - Deposits Settled Fine - Position: 5 To 7 - Cont Def: F01
(52.9) DSF - Deposits Settled Fine - Position: 5 To 7 - Cont Def: S01
(151.5) MWL - Miscellaneous Water Level
(155.0) MGP - Miscellaneous General Photo Remark: B300 (155.0) MGP - Miscellaneous General Photo Remark: B291 (156.3) AMH - Access Point Manhole Remark: MH-B-291
Total Distance: 156.3 ID Number: MH-B-291
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 0 0 0
3 0 33 33
2 0 0 0
1 0 0 0
Overall 0 33 33
Number of Defects 0 11 11
Pipe Rating 0000 3A00 3A00
Pipe Ratings Index 0 3 3
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension
%
At /
From To
1st 2nd
0 00:00:52
52 AMH - Access Point
Manhole
MH-B-291-A
0 00:01:17
77 MWL - Miscellaneous Water
Level 0
0 00:04:11
251 DSF - Deposits Settled Fine F01 15 5 7

52.9 00:02:56
176 DSF - Deposits Settled Fine S01 15 5 7
151.5 00:05:32
332
MWL - Miscellaneous Water
Level 0
155 00:06:41
401
MGP - Miscellaneous
General Photo
B-300
155 00:08:43
523
MGP - Miscellaneous
General Photo
B-291
156.3 00:10:53
653
AMH - Access Point
Manhole
MH-B-291
Project: City Of Stanton S.D. 2024
Date: 2024-08-12 12:47:00 PM Pipe Segment Reference: MH-B-291_MH-B-291-A Street: Monroe St Upstream MH: MH-B-291
Length Surveyed: 156.3 Downstream MH: MH-B-291-A
Run Number: Direction of Survey: Upstream
Height (Diameter): 36 Material: Reinforced Concrete Pipe Inclination Data
Percent Grade Mean: -18.28 Plot Distance From: 0 To 157 Max Percent Difference: 3 Number of Window Values: 1
Percent Differnce Max for Windows Values: 60 Number of Feet to Average: 1 Final number of points plotted: 120
Additional Reports for Session City Of Stanton S.D. 2024

Project Information
Surveyor Name Anthony Hernandez Certificate Number U-406-3067 Owner City Of Stanton Customer PACE
Drainage Area Area 3 PO Number City Of Stanton S.D.

Pipe Segment Reference MH-B-291-A_MH-B-291-B Date 8/12/2024 12:33 Street Monroe St City Stanton
Comments

Manhole
Upstream MH MH-B-291-A Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH MH-B-291-B Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Pipe Use Stormwater Pipe Direction of Survey Upstream

Pipe
Height (Diameter) 36 Width
Shape Circular Material Reinforced Concrete Pipe
Lining Method Pipe Joint Length
Total Length Length Surveyed 328.9
Year Constructed Year Renewed

Additional Info Location Details

Custom
Custom 1 Custom 2
Custom 3 Custom 4
Custom 5 Custom 6
Custom 7 Custom 8
Custom 9 Custom 10

Project
Reverse Setup ID Sheet (Group) Number
Imperial Units (US) True Pressure Value
Work Order Project City Of Stanton S.D. 2024
Coating Method Completed Yes

Insp Tech Used
CCTV Yes Laser No
Sidewall No Sonar No
Zoom No Other No

Inspection
Inspection Status Complete Inspection
Reviewed By Reviewer Certificate Number

Count Groups
Taps 0 Roots 0
Cracks / Fractures 0 Broken / Holes / Collapse 0
Deposits 2 Obstruction 0
Abandoned Survey 0

Scores
Structure Peak Score 0 Structure Peak Grade 1
Structure Mean Score 0 Structure Mean Grade 1
Service Peak Score 2 Service Peak Grade 1
Service Mean Score 0.01 Service Mean Grade 1
Project: City Of Stanton S.D. 2024
Date: 2024-08-12 12:33:00 PM Pipe Segment Reference: MH-B-291-A_MH-B-291-B Street: Monroe St Upstream MH: MH-B-291-A
Length Surveyed: 328.9 Downstream MH: MH-B-291-B
Run Number: Direction of Survey: Upstream
Height (Diameter): 36 Material: Reinforced Concrete Pipe Distance Fault Observation Time Picture

0.0 Access Point Manhole
Severity: None
Remarks: MH-B-291-B
00:00:39
00:00:39

0.0 Miscellaneous Water Level
Severity: None
Percent: 0
00:01:05
00:01:05
Distance Fault Observation Time Picture
132.5 Miscellaneous General Photo
Severity: None
00:04:11
00:04:11
136.1
Deposits Settled Fine
Position: 5 To 7
Severity: None
Cont Defect: S01
Percent: 10
Maint Weight: 2
00:05:05
00:05:05
326.4
Deposits Settled Fine
Position: 5 To 7
Severity: None
Cont Defect: F01
Percent: 10
Maint Weight: 2
00:08:34
00:08:34
Distance Fault Observation Time Picture
326.4
Miscellaneous Water Level
Severity: None
Percent: 0
00:09:27
00:09:27
328.9
Access Point Manhole
Severity: None
Remarks: MH-B-291-A
00:10:26
00:10:26
Project: City Of Stanton S.D. 2024 Severity
Date: 2024-08-12 12:33:00 PM Pipe Segment Reference: MH-B-291-A_MH-B-291-B Street: Monroe St Upstream MH: MH-B-291-A
Length Surveyed: 328.9 Downstream MH: MH-B-291-B
Run Number: Direction of Survey: Upstream
Height (Diameter): 36 Material: Reinforced Concrete Pipe ID Number: MH-B-291-B
(0.0) AMH - Access Point Manhole Remark: MH-B-291-B
(0.0) MWL - Miscellaneous Water Level
(132.5) MGP - Miscellaneous General Photo
(136.1) DSF - Deposits Settled Fine - Position: 5 To 7 - Cont Def: S01
(326.4) DSF - Deposits Settled Fine - Position: 5 To 7 - Cont Def: F01
(326.4) MWL - Miscellaneous Water Level
(328.9) AMH - Access Point Manhole Remark: MH-B-291-
A
Total Distance: 328.9 ID Number: MH-B-291-A
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 0 0 0
3 0 0 0
2 0 76 76
1 0 0 0
Overall 0 76 76
Number of Defects 0 38 38
Pipe Rating 0000 2F00 2F00
Pipe Ratings Index 0 2 2
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension
%
At /
From To
1st 2nd
0 00:00:39
39 AMH - Access Point
Manhole
MH-B-291-B
0 00:01:05
65 MWL - Miscellaneous Water
Level 0
132.5 00:04:11
251
MGP - Miscellaneous
General Photo
136.1 00:05:05
305 DSF - Deposits Settled Fine S01 10 5 7
326.4 00:08:34
514 DSF - Deposits Settled Fine F01 10 5 7
326.4 00:09:27
567
MWL - Miscellaneous Water
Level 0
328.9 00:10:26
626
AMH - Access Point
Manhole
MH-B-291-A
Project: City Of Stanton S.D. 2024
Date: 2024-08-12 12:33:00 PM Pipe Segment Reference: MH-B-291-A_MH-B-291-B Street: Monroe St Upstream MH: MH-B-291-A
Length Surveyed: 328.9 Downstream MH: MH-B-291-B
Run Number: Direction of Survey: Upstream
Height (Diameter): 36 Material: Reinforced Concrete Pipe Inclination Data
Percent Grade Mean: -18.31 Plot Distance From: 0 To 330 Max Percent Difference: 3 Number of Window Values: 1
Percent Differnce Max for Windows Values: 60 Number of Feet to Average: 1 Final number of points plotted: 263
Additional Reports for Session City Of Stanton S.D. 2024

Project Information
Surveyor Name Anthony Hernandez Certificate Number U-406-3067 Owner City Of Stanton Customer PACE
Drainage Area Area 3 PO Number City Of Stanton S.D.

Pipe Segment Reference MH-B-291-B_OUTLET Date 8/12/2024 13:08 Street Monroe St City Stanton
Comments

Manhole
Upstream MH MH-B-291-B Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH OUTLET Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Pipe Use Stormwater Pipe Direction of Survey Downstream

Pipe
Height (Diameter) 36 Width
Shape Circular Material Reinforced Concrete Pipe
Lining Method Pipe Joint Length
Total Length Length Surveyed 47.7
Year Constructed Year Renewed

Additional Info Location Details

Custom
Custom 1 Custom 2
Custom 3 Custom 4
Custom 5 Custom 6
Custom 7 Custom 8
Custom 9 Custom 10

Project
Reverse Setup ID Sheet (Group) Number
Imperial Units (US) True Pressure Value
Work Order Project City Of Stanton S.D. 2024
Coating Method Completed No

Insp Tech Used
CCTV Yes Laser No
Sidewall No Sonar No
Zoom No Other No

Inspection
Inspection Status Complete Inspection
Reviewed By Reviewer Certificate Number

Count Groups
Taps 0 Roots 0
Cracks / Fractures 0 Broken / Holes / Collapse 0
Deposits 2 Obstruction 1
Abandoned Survey 1

Scores
Structure Peak Score 2 Structure Peak Grade 5.8
Structure Mean Score 0.08 Structure Mean Grade 1
Service Peak Score 5 Service Peak Grade 2
Service Mean Score 0.31 Service Mean Grade 1
Project: City Of Stanton S.D. 2024
Date: 2024-08-12 1:08:00 PM Pipe Segment Reference: MH-B-291-B_OUTLET Street: Monroe St Upstream MH: MH-B-291-B
Length Surveyed: 47.7 Downstream MH: OUTLET
Run Number: Direction of Survey: Downstream
Height (Diameter): 36 Material: Reinforced Concrete Pipe Distance Fault Observation Time Picture

0.0 Access Point Manhole
Severity: None
Remarks: MH-B-291-B
00:00:46
00:00:46

0.0 Miscellaneous Water Level
Severity: None
Percent: 0
00:01:13
00:01:13
Distance Fault Observation Time Picture

1.5 Line Right
Severity: None
Percent: 45
Maint Weight: 4
00:02:34
00:02:34

6.7 Deposits Settled Fine
Position: 5 To 7
Severity: None
Cont Defect: S01
Percent: 15
Maint Weight: 3
00:04:40
00:04:40

18.6 Deposits Settled Fine
Position: 5 To 7
Severity: None
Cont Defect: F01
Percent: 15
Maint Weight: 3
00:05:15
00:05:15
Distance Fault Observation Time Picture

18.6 Miscellaneous Water Level Sag
Severity: None
Cont Defect: S02
Percent: 25
Struct Weight: 2
00:05:40
00:05:40

47.7 Obstruction Other
Position: 3 To 9
Severity: None
Percent: 45
Remarks: TIRE
Maint Weight: 5
00:07:08
00:07:08

47.7 Miscellaneous Water Level Sag
Severity: None
Cont Defect: F02
Percent: 25
Struct Weight: 2
00:07:37
00:07:37
Distance Fault Observation Time Picture

47.7 Miscellaneous Abandoned Survey
Severity: None
Remarks: DUE TO OBZ
00:10:14
00:10:14
Project: City Of Stanton S.D. 2024 Severity
Date: 2024-08-12 1:08:00 PM Pipe Segment Reference: MH-B-291-B_OUTLET Street: Monroe St Upstream MH: MH-B-291-B
Length Surveyed: 47.7 Downstream MH: OUTLET
Run Number: Direction of Survey: Downstream
Height (Diameter): 36 Material: Reinforced Concrete Pipe ID Number: MH-B-291-B
(0.0) AMH - Access Point Manhole Remark: MH-B-291-B
(0.0) MWL - Miscellaneous Water Level
(1.5) LR - Line Right
(6.7) DSF - Deposits Settled Fine - Position: 5 To 7 - Cont Def: S01
(18.6) DSF - Deposits Settled Fine - Position: 5 To 7 - Cont Def: F01
(18.6) MWLS - Miscellaneous Water Level Sag - Cont Def:

S02
(47.7) OBZ - Obstruction Other - Position: 3 To 9 Remark:

TIRE
(47.7) MWLS - Miscellaneous Water Level Sag - Cont Def:

F02
(47.7) MSA - Miscellaneous Abandoned Survey Remark:

DUE TO OBZ
Total Distance: 47.7 ID Number: OUTLET
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 5 5
4 0 4 4
3 0 6 6
2 12 0 12
1 0 0 0
Overall 12 15 27
Number of Defects 6 4 10
Pipe Rating 2600 5141 5141
Pipe Ratings Index 2 3.8 2.7
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension
%
At /
From To
1st 2nd
0 00:00:46
46 AMH - Access Point
Manhole
MH-B-291-B
0 00:01:13
73 MWL - Miscellaneous Water
Level 0

1.5 00:02:34
154 LR - Line Right 45

6.7 00:04:40
280 DSF - Deposits Settled Fine S01 15 5 7

18.6 00:05:15
315 DSF - Deposits Settled Fine F01 15 5 7

18.6 00:05:40
340
MWLS - Miscellaneous
Water Level Sag S02 25

47.7 00:07:08
428 OBZ - Obstruction Other 45 3 9
TIRE

47.7 00:07:37
457
MWLS - Miscellaneous
Water Level Sag F02 25

47.7 00:10:14
614
MSA - Miscellaneous
Abandoned Survey

DUE TO OBZ
Project: City Of Stanton S.D. 2024
Date: 2024-08-12 1:08:00 PM Pipe Segment Reference: MH-B-291-B_OUTLET Street: Monroe St Upstream MH: MH-B-291-B
Length Surveyed: 47.7 Downstream MH: OUTLET
Run Number: Direction of Survey: Downstream
Height (Diameter): 36 Material: Reinforced Concrete Pipe Inclination Data
Percent Grade Mean: -17.77 Plot Distance From: 0 To 49
Max Percent Difference: 3 Number of Window Values: 1
Percent Differnce Max for Windows Values: 60 Number of Feet to Average: 1 Final number of points plotted: 35
Additional Reports for Session City Of Stanton S.D. 2024

Project Information
Surveyor Name Anthony Hernandez Certificate Number U-406-3067 Owner City Of Stanton Customer PACE
Drainage Area Area 13 PO Number City Of Stanton S.D.

Pipe Segment Reference MH-B-293_OUTLET Date 8/12/2024 11:24 Street Monroe St City Stanton
Comments

Manhole
Upstream MH MH-B-293 Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH OUTLET Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Pipe Use Stormwater Pipe Direction of Survey Downstream

Pipe
Height (Diameter) 36 Width
Shape Circular Material Reinforced Concrete Pipe
Lining Method Pipe Joint Length
Total Length Length Surveyed 94
Year Constructed Year Renewed

Additional Info Location Details

Custom
Custom 1 Custom 2
Custom 3 Custom 4
Custom 5 Custom 6
Custom 7 Custom 8
Custom 9 Custom 10

Project
Reverse Setup ID Sheet (Group) Number
Imperial Units (US) True Pressure Value
Work Order Project City Of Stanton S.D. 2024
Coating Method Completed No

Insp Tech Used
CCTV Yes Laser No
Sidewall No Sonar No
Zoom No Other No

Inspection
Inspection Status Complete Inspection
Reviewed By Reviewer Certificate Number

Count Groups
Taps 0 Roots 0
Cracks / Fractures 0 Broken / Holes / Collapse 0
Deposits 2 Obstruction 4
Abandoned Survey 1

Scores
Structure Peak Score 0 Structure Peak Grade 1
Structure Mean Score 0 Structure Mean Grade 1
Service Peak Score 8 Service Peak Grade 3
Service Mean Score 0.26 Service Mean Grade 1
Project: City Of Stanton S.D. 2024
Date: 2024-08-12 11:24:00 AM Pipe Segment Reference: MH-B-293_OUTLET Street: Monroe St Upstream MH: MH-B-293
Length Surveyed: 94 Downstream MH: OUTLET
Run Number: Direction of Survey: Downstream
Height (Diameter): 36 Material: Reinforced Concrete Pipe Distance Fault Observation Time Picture

0.0 Access Point Manhole
Severity: None
Remarks: MH-B-293
00:00:48
00:00:48

0.0 Miscellaneous Water Level
Severity: None
Percent: 5
00:01:30
00:01:30
Distance Fault Observation Time Picture

0.0 Deposits Settled Fine
Position: 5 To 7
Severity: None
Cont Defect: S01
Percent: 15
Maint Weight: 3
00:01:58
00:01:58

8.9 Deposits Settled Fine
Position: 5 To 7
Severity: None
Cont Defect: F01
Percent: 15
Maint Weight: 3
00:07:07
00:07:07

58.1 Obstruction Other
Position: 4 To 8
Severity: None
Percent: 15
Remarks: DEBRIS
Maint Weight: 3
00:09:02
00:09:02
Distance Fault Observation Time Picture

58.1 Picture Number: 2
Obstruction Other
Position: 4 To 8
00:00:00

76.8 Line Left
Severity: None
Percent: 50
Maint Weight: 4
00:10:43
00:10:43

76.8 Picture Number: 2
Line Left 00:00:00
Distance Fault Observation Time Picture

86.9 Obstruction Other
Position: 4 To 8
Severity: None
Cont Defect: S02
Percent: 20
Remarks: TRASH
Maint Weight: 3
00:12:07
00:12:07

94.0 Obstruction Other
Position: 4 To 8
Severity: None
Cont Defect: F02
Percent: 20
Remarks: TRASH
Maint Weight: 3
00:13:08
00:13:08

94.0 Obstruction Other
Position: 12 To 12
Severity: None
Percent: 95
Remarks: UMBRELLA
Maint Weight: 5
00:18:41
00:18:41
Distance Fault Observation Time Picture

94.0 Miscellaneous Abandoned Survey
Severity: None
Remarks: DUE TO OBZ
00:19:23
00:19:23
Project: City Of Stanton S.D. 2024 Severity
Date: 2024-08-12 11:24:00 AM Pipe Segment Reference: MH-B-293_OUTLET Street: Monroe St Upstream MH: MH-B-293
Length Surveyed: 94 Downstream MH: OUTLET
Run Number: Direction of Survey: Downstream
Height (Diameter): 36 Material: Reinforced Concrete Pipe ID Number: MH-B-293
(0.0) AMH - Access Point Manhole Remark: MH-B-293
(0.0) MWL - Miscellaneous Water Level
(0.0) DSF - Deposits Settled Fine - Position: 5 To 7 - Cont Def: S01
(8.9) DSF - Deposits Settled Fine - Position: 5 To 7 - Cont Def: F01
(58.1) OBZ - Obstruction Other - Position: 4 To 8 Remark:

DEBRIS
Photo Num: 2 (58.1) OBZ - Obstruction Other - Position: 4 To 8 Remark: DEBRIS
(76.8) LL - Line Left
Photo Num: 2 (76.8) LL - Line Left
(86.9) OBZ - Obstruction Other - Position: 4 To 8 - Cont Def: S02 Remark: TRASH
(94.0) OBZ - Obstruction Other - Position: 4 To 8 - Cont Def: F02 Remark: TRASH
(94.0) OBZ - Obstruction Other - Position: 12 To 12
Remark: UMBRELLA
(94.0) MSA - Miscellaneous Abandoned Survey Remark:

DUE TO OBZ
Total Distance: 94 ID Number: OUTLET
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 5 5
4 0 4 4
3 0 12 12
2 0 0 0
1 0 0 0
Overall 0 21 21
Number of Defects 0 6 6
Pipe Rating 0000 5141 5141
Pipe Ratings Index 0 3.5 3.5
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension
%
At /
From To
1st 2nd
0 00:00:48
48 AMH - Access Point
Manhole
MH-B-293
0 00:01:30
90 MWL - Miscellaneous Water
Level 5
0 00:01:58
118 DSF - Deposits Settled Fine S01 15 5 7

8.9 00:07:07
427 DSF - Deposits Settled Fine F01 15 5 7

58.1 00:09:02
542 OBZ - Obstruction Other 15 4 8
DEBRIS

76.8 00:10:43
643 LL - Line Left 50

86.9 00:12:07
727 OBZ - Obstruction Other S02 20 4 8
TRASH
94 00:13:08
788 OBZ - Obstruction Other F02 20 4 8
TRASH
94 00:18:41
1121 OBZ - Obstruction Other 95 12 12

UMBRELLA
94 00:19:23
1163
MSA - Miscellaneous
Abandoned Survey

DUE TO OBZ
Project: City Of Stanton S.D. 2024
Date: 2024-08-12 11:24:00 AM Pipe Segment Reference: MH-B-293_OUTLET Street: Monroe St Upstream MH: MH-B-293
Length Surveyed: 94 Downstream MH: OUTLET
Run Number: Direction of Survey: Downstream
Height (Diameter): 36 Material: Reinforced Concrete Pipe Inclination Data
Percent Grade Mean: -18.74 Plot Distance From: 0 To 95
Max Percent Difference: 3 Number of Window Values: 1
Percent Differnce Max for Windows Values: 60 Number of Feet to Average: 1 Final number of points plotted: 86
Additional Reports for Session City Of Stanton S.D. 2024

Project Information
Surveyor Name Anthony Hernandez Certificate Number U-406-3067 Owner City Of Stanton Customer PACE
Drainage Area Area 3 PO Number City Of Stanton S.D.

Pipe Segment Reference MH-B-295_MH-B-295-A Date 8/13/2024 07:26 Street Pacific St City Stanton
Comments

Manhole
Upstream MH MH-B-295 Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH MH-B-295-A Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Pipe Use Stormwater Pipe Direction of Survey Downstream

Pipe
Height (Diameter) 24 Width
Shape Circular Material Reinforced Concrete Pipe
Lining Method Pipe Joint Length
Total Length Length Surveyed 219.2
Year Constructed Year Renewed

Misc
Flow Control Not Controlled Media Label 311-012-08-13-24-A Purpose Routine Assessment Consequence of Failure
Pre-Cleaning No Pre-Cleaning Date Cleaned
Weather Dry - No Precipitation During
Survey Location Code Easement/Right of Way
Additional Info Location Details

Custom
Custom 1 Custom 2
Custom 3 Custom 4
Custom 5 Custom 6
Custom 7 Custom 8
Custom 9 Custom 10

Project
Reverse Setup ID Sheet (Group) Number
Imperial Units (US) True Pressure Value
Work Order Project City Of Stanton S.D. 2024
Coating Method Completed Yes

Insp Tech Used
CCTV Yes Laser No
Sidewall No Sonar No
Zoom No Other No

Inspection
Inspection Status Complete Inspection
Reviewed By Reviewer Certificate Number

Count Groups
Taps 0 Roots 0
Cracks / Fractures 0 Broken / Holes / Collapse 0
Deposits 0 Obstruction 1
Abandoned Survey 0

Scores
Structure Peak Score 0 Structure Peak Grade 1
Structure Mean Score 0 Structure Mean Grade 1
Service Peak Score 6 Service Peak Grade 2
Service Mean Score 0.03 Service Mean Grade 1
Project: City Of Stanton S.D. 2024
Date: 2024-08-13 7:26:00 AM Pipe Segment Reference: MH-B-295_MH-B-295-A Street: Pacific St Upstream MH: MH-B-295
Length Surveyed: 219.2 Downstream MH: MH-B-295-A
Run Number: Direction of Survey: Downstream
Height (Diameter): 24 Material: Reinforced Concrete Pipe Distance Fault Observation Time Picture

0.0 Access Point Manhole
Severity: None
Remarks: MH-B-295 / BURIED
00:01:09
00:01:09

0.0 Miscellaneous Water Level
Severity: None
Percent: 5
00:01:34
00:01:34
Distance Fault Observation Time Picture

0.0 Vermin Cockroach
Severity: None
Maint Weight: 1
00:01:59
00:01:59

54.8 Line Left
Severity: None
Percent: 25
Maint Weight: 4
00:03:25
00:03:25

54.8 Picture Number: 2
Line Left 00:00:00
Distance Fault Observation Time Picture

54.8 Obstruction Other
Position: 5 To 7
Severity: None
Percent: 10
Remarks: TRASH
Maint Weight: 2
00:04:07
00:04:07

64.6 Miscellaneous Shape/Size Change
Severity: None
Size: 36
00:04:55
00:04:55
145.1 Miscellaneous General Photo
Severity: None
00:06:33
00:06:33
Distance Fault Observation Time Picture
215.7
Miscellaneous Water Level
Severity: None
Percent: 5
00:08:12
00:08:12
219.2
Access Point Manhole
Severity: None
Remarks: MH-B-295-A / POSSIBLE BURIED
00:09:14
00:09:14
Project: City Of Stanton S.D. 2024 Severity
Date: 2024-08-13 7:26:00 AM Pipe Segment Reference: MH-B-295_MH-B-295-A Street: Pacific St Upstream MH: MH-B-295
Length Surveyed: 219.2 Downstream MH: MH-B-295-A
Run Number: Direction of Survey: Downstream
Height (Diameter): 24 Material: Reinforced Concrete Pipe ID Number: MH-B-295
(0.0) AMH - Access Point Manhole Remark: MH-B-295 /
BURIED
(0.0) MWL - Miscellaneous Water Level
(0.0) VC - Vermin Cockroach
(54.8) LL - Line Left
Photo Num: 2 (54.8) LL - Line Left
(54.8) OBZ - Obstruction Other - Position: 5 To 7 Remark:

TRASH
(64.6) MSC - Miscellaneous Shape/Size Change
(145.1) MGP - Miscellaneous General Photo
(215.7) MWL - Miscellaneous Water Level
(219.2) AMH - Access Point Manhole Remark: MH-B-295-

A / POSSIBLE BURIED
Total Distance: 219.2 ID Number: MH-B-295-A
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 0 4 4
3 0 0 0
2 0 2 2
1 0 1 1
Overall 0 7 7
Number of Defects 0 3 3
Pipe Rating 0000 4121 4121
Pipe Ratings Index 0 2.3 2.3
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension
%
At /
From To
1st 2nd
0 00:01:09
69 AMH - Access Point
Manhole
MH-B-295 / BURIED
0 00:01:34
94 MWL - Miscellaneous Water
Level 5
0 00:01:59
119 VC - Vermin Cockroach

54.8 00:03:25
205 LL - Line Left 25

54.8 00:04:07
247 OBZ - Obstruction Other 10 5 7
TRASH

64.6 00:04:55
295
MSC - Miscellaneous
Shape/Size Change 36
145.1 00:06:33
393
MGP - Miscellaneous
General Photo
215.7 00:08:12
492
MWL - Miscellaneous Water
Level 5
219.2 00:09:14
554
AMH - Access Point
Manhole
MH-B-295-A / POSSIBLE BURIED
Project: City Of Stanton S.D. 2024
Date: 2024-08-13 7:26:00 AM Pipe Segment Reference: MH-B-295_MH-B-295-A Street: Pacific St Upstream MH: MH-B-295
Length Surveyed: 219.2 Downstream MH: MH-B-295-A
Run Number: Direction of Survey: Downstream
Height (Diameter): 24 Material: Reinforced Concrete Pipe Inclination Data
Percent Grade Mean: -0.14 Plot Distance From: 0 To 220
Max Percent Difference: 3 Number of Window Values: 1
Percent Differnce Max for Windows Values: 60 Number of Feet to Average: 1 Final number of points plotted: 85
Additional Reports for Session City Of Stanton S.D. 2024

Project Information
Surveyor Name Anthony Hernandez Certificate Number U-406-3067 Owner City Of Stanton Customer PACE
Drainage Area Area 3 PO Number City Of Stanton S.D.

Pipe Segment Reference MH-B-295-A_MH-B-295-B Date 8/13/2024 07:41 Street Easement City Stanton
Comments

Manhole
Upstream MH MH-B-295-A Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH MH-B-295-B Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Pipe Use Stormwater Pipe Direction of Survey Downstream

Pipe
Height (Diameter) 36 Width
Shape Circular Material Reinforced Concrete Pipe
Lining Method Pipe Joint Length
Total Length Length Surveyed 286
Year Constructed Year Renewed

Custom
Custom 1 Custom 2
Custom 3 Custom 4
Custom 5 Custom 6
Custom 7 Custom 8
Custom 9 Custom 10

Project
Reverse Setup ID Sheet (Group) Number
Imperial Units (US) True Pressure Value
Work Order Project City Of Stanton S.D. 2024
Coating Method Completed Yes

Insp Tech Used
CCTV Yes Laser No
Sidewall No Sonar No
Zoom No Other No

Inspection
Inspection Status Complete Inspection
Reviewed By Reviewer Certificate Number

Count Groups
Taps 0 Roots 0
Cracks / Fractures 0 Broken / Holes / Collapse 0
Deposits 0 Obstruction 3
Abandoned Survey 0

Scores
Structure Peak Score 0 Structure Peak Grade 1
Structure Mean Score 0 Structure Mean Grade 1
Service Peak Score 3 Service Peak Grade 5.8
Service Mean Score 0.03 Service Mean Grade 1
Project: City Of Stanton S.D. 2024
Date: 2024-08-13 7:41:00 AM Pipe Segment Reference: MH-B-295-A_MH-B-295-B Street: Easement Upstream MH: MH-B-295-A
Length Surveyed: 286 Downstream MH: MH-B-295-B
Run Number: Direction of Survey: Downstream
Height (Diameter): 36 Material: Reinforced Concrete Pipe Distance Fault Observation Time Picture

0.0 Access Point Manhole
Severity: None
Remarks: MH-B-295-A / POSSIBLE BURIED
00:00:41
00:00:41

0.0 Miscellaneous Water Level
Severity: None
Percent: 5
00:01:22
00:01:22
Distance Fault Observation Time Picture

0.0 Miscellaneous General Photo
Severity: None
00:02:42
00:02:42

6.5 Miscellaneous General Photo
Severity: None
00:05:29
00:05:29
217.2
Obstruction Other
Position: 5 To 7
Severity: None
Percent: 20
Remarks: TRASH
Maint Weight: 3
00:11:59
00:11:59
Distance Fault Observation Time Picture
242.8
Line Right
Severity: None
Cont Defect: S01
Percent: 10
Maint Weight: 1
00:13:03
00:13:03
270.5
Obstruction Rocks
Position: 5 To 7
Severity: None
Cont Defect: S02
Percent: 10
Maint Weight: 2
00:14:28
00:14:28
282.3
Obstruction Rocks
Position: 5 To 7
Severity: None
Cont Defect: F02
Percent: 10
Maint Weight: 2
00:15:29
00:15:29
Distance Fault Observation Time Picture
282.3
Line Right
Severity: None
Cont Defect: F01
Percent: 10
Maint Weight: 1
00:15:48
00:15:48
282.3
Miscellaneous Water Level
Severity: None
Percent: 5
00:16:07
00:16:07
285.9 Miscellaneous General Photo
Severity: None
00:27:38
00:27:38
Distance Fault Observation Time Picture
286.0
Vermin Cockroach
Severity: None
Maint Weight: 1
00:17:35
00:17:35
286.0 Picture Number: 2
Vermin Cockroach 00:00:00
286.0
Access Point Manhole
Severity: None
Remarks: MH-B-295-B / POSSIBLE BURIED
00:24:14
00:24:14
Project: City Of Stanton S.D. 2024 Severity
Date: 2024-08-13 7:41:00 AM Pipe Segment Reference: MH-B-295-A_MH-B-295-B Street: Easement Upstream MH: MH-B-295-A
Length Surveyed: 286 Downstream MH: MH-B-295-B
Run Number: Direction of Survey: Downstream
Height (Diameter): 36 Material: Reinforced Concrete Pipe ID Number: MH-B-295-A
(0.0) AMH - Access Point Manhole Remark: MH-B-295-A /

POSSIBLE BURIED
(0.0) MWL - Miscellaneous Water Level
(0.0) MGP - Miscellaneous General Photo
(6.5) MGP - Miscellaneous General Photo
(217.2) OBZ - Obstruction Other - Position: 5 To 7 Remark:

TRASH
(242.8) LR - Line Right - Cont Def: S01
(270.5) OBR - Obstruction Rocks - Position: 5 To 7 - Cont Def: S02
(282.3) OBR - Obstruction Rocks - Position: 5 To 7 - Cont Def: F02
(282.3) LR - Line Right - Cont Def: F01
(282.3) MWL - Miscellaneous Water Level
(285.9) MGP - Miscellaneous General Photo
(286.0) VC - Vermin Cockroach
Photo Num: 2 (286.0) VC - Vermin Cockroach
(286.0) AMH - Access Point Manhole Remark: MH-B-295-

B / POSSIBLE BURIED
Total Distance: 286 ID Number: MH-B-295-B
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 0 0 0
3 0 3 3
2 0 4 4
1 0 9 9
Overall 0 16 16
Number of Defects 0 12 12
Pipe Rating 0000 3122 3122
Pipe Ratings Index 0 1.3 1.3
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension
%
At /
From To
1st 2nd
0 00:00:41
41 AMH - Access Point
Manhole
MH-B-295-A / POSSIBLE BURIED
0 00:01:22
82 MWL - Miscellaneous Water
Level 5
0 00:02:42
162
MGP - Miscellaneous
General Photo

6.5 00:05:29
329
MGP - Miscellaneous
General Photo
217.2 00:11:59
719 OBZ - Obstruction Other 20 5 7
TRASH
242.8 00:13:03
783 LR - Line Right S01 10
270.5 00:14:28
868 OBR - Obstruction Rocks S02 10 5 7
282.3 00:15:29
929 OBR - Obstruction Rocks F02 10 5 7
282.3 00:15:48
948 LR - Line Right F01 10
282.3 00:16:07
967
MWL - Miscellaneous Water
Level 5
285.9 00:27:38
1658
MGP - Miscellaneous
General Photo
286 00:17:35
1055 VC - Vermin Cockroach
286 00:24:14
1454
AMH - Access Point
Manhole
MH-B-295-B / POSSIBLE BURIED
Project: City Of Stanton S.D. 2024
Date: 2024-08-13 7:41:00 AM Pipe Segment Reference: MH-B-295-A_MH-B-295-B Street: Easement Upstream MH: MH-B-295-A
Length Surveyed: 286 Downstream MH: MH-B-295-B
Run Number: Direction of Survey: Downstream
Height (Diameter): 36 Material: Reinforced Concrete Pipe Inclination Data
Percent Grade Mean: -0.14 Plot Distance From: 0 To 287
Max Percent Difference: 3 Number of Window Values: 1
Percent Differnce Max for Windows Values: 60 Number of Feet to Average: 1 Final number of points plotted: 149
Additional Reports for Session City Of Stanton S.D. 2024

Project Information
Surveyor Name Anthony Hernandez Certificate Number U-406-3067 Owner City Of Stanton Customer PACE
Drainage Area Area 3 PO Number City Of Stanton S.D.

Pipe Segment Reference MH-B-295-B_OUTLET Date 8/13/2024 08:28 Street Easement City Stanton
Comments

Manhole
Upstream MH MH-B-295-B Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH OUTLET Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Pipe Use Stormwater Pipe Direction of Survey Downstream

Pipe
Height (Diameter) 36 Width
Shape Circular Material Reinforced Concrete Pipe
Lining Method Pipe Joint Length
Total Length Length Surveyed 1.4
Year Constructed Year Renewed

Custom
Custom 1 Custom 2
Custom 3 Custom 4
Custom 5 Custom 6
Custom 7 Custom 8
Custom 9 Custom 10

Project
Reverse Setup ID Sheet (Group) Number
Imperial Units (US) True Pressure Value
Work Order Project City Of Stanton S.D. 2024
Coating Method Completed No

Insp Tech Used
CCTV Yes Laser No
Sidewall No Sonar No
Zoom No Other No

Inspection
Inspection Status Complete Inspection
Reviewed By Reviewer Certificate Number

Count Groups
Taps 0 Roots 0
Cracks / Fractures 0 Broken / Holes / Collapse 0
Deposits 0 Obstruction 1
Abandoned Survey 1

Scores
Structure Peak Score 0 Structure Peak Grade 1
Structure Mean Score 0 Structure Mean Grade 1
Service Peak Score 5 Service Peak Grade 2
Service Mean Score 3.57 Service Mean Grade 4.4
Project: City Of Stanton S.D. 2024
Date: 2024-08-13 8:28:00 AM Pipe Segment Reference: MH-B-295-B_OUTLET Street: Easement Upstream MH: MH-B-295-B
Length Surveyed: 1.4 Downstream MH: OUTLET
Run Number: Direction of Survey: Downstream
Height (Diameter): 36 Material: Reinforced Concrete Pipe Distance Fault Observation Time Picture

0.0 Access Point Manhole
Severity: None
Remarks: MH-B-295-B / POSSIBLE BURIED
00:01:21
00:01:21

0.0 Miscellaneous Water Level
Severity: None
Percent: 5
00:01:46
00:01:46
Distance Fault Observation Time Picture

0.0 Vermin Cockroach
Severity: None
Maint Weight: 1
00:02:11
00:02:11

0.0 Miscellaneous General Photo
Severity: None
00:02:41
00:02:41

0.0 Obstruction Other
Position: 4 To 8
Severity: None
Percent: 25
Remarks: DEBRIS
Maint Weight: 4
00:04:10
00:04:10
Distance Fault Observation Time Picture

1.4 Miscellaneous Abandoned Survey
Severity: None
Remarks: DUE TO OBZ
00:10:05
00:10:05
Project: City Of Stanton S.D. 2024 Severity
Date: 2024-08-13 8:28:00 AM Pipe Segment Reference: MH-B-295-B_OUTLET Street: Easement Upstream MH: MH-B-295-B
Length Surveyed: 1.4 Downstream MH: OUTLET
Run Number: Direction of Survey: Downstream
Height (Diameter): 36 Material: Reinforced Concrete Pipe ID Number: MH-B-295-B
(0.0) AMH - Access Point Manhole Remark: MH-B-295-B /

POSSIBLE BURIED
(0.0) MWL - Miscellaneous Water Level
(0.0) VC - Vermin Cockroach
(0.0) MGP - Miscellaneous General Photo
(0.0) OBZ - Obstruction Other - Position: 4 To 8 Remark:

DEBRIS
(1.4) MSA - Miscellaneous Abandoned Survey Remark:

DUE TO OBZ
Total Distance: 1.4 ID Number: OUTLET
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 0 4 4
3 0 0 0
2 0 0 0
1 0 1 1
Overall 0 5 5
Number of Defects 0 2 2
Pipe Rating 0000 4111 4111
Pipe Ratings Index 0 2.5 2.5
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension
%
At /
From To
1st 2nd
0 00:01:21
81 AMH - Access Point
Manhole
MH-B-295-B / POSSIBLE BURIED
0 00:01:46
106
MWL - Miscellaneous Water
Level 5
0 00:02:11
131 VC - Vermin Cockroach
0 00:02:41
161
MGP - Miscellaneous
General Photo
0 00:04:10
250 OBZ - Obstruction Other 25 4 8
DEBRIS

1.4 00:10:05
605
MSA - Miscellaneous
Abandoned Survey

DUE TO OBZ
Project: City Of Stanton S.D. 2024
Date: 2024-08-13 8:28:00 AM Pipe Segment Reference: MH-B-295-B_OUTLET Street: Easement Upstream MH: MH-B-295-B
Length Surveyed: 1.4 Downstream MH: OUTLET
Run Number: Direction of Survey: Downstream
Height (Diameter): 36 Material: Reinforced Concrete Pipe Inclination Data
Percent Grade Mean: -0.46 Plot Distance From: 0 To 2
Max Percent Difference: 3 Number of Window Values: 1
Percent Differnce Max for Windows Values: 60 Number of Feet to Average: 1 Final number of points plotted: 2
Additional Reports for Session City Of Stanton S.D. 2024

Project Information
Surveyor Name Anthony Hernandez Certificate Number U-406-3067 Owner City Of Stanton Customer City Of Stanton
Drainage Area Area 3 PO Number City Of Stanton S.D.

Pipe Segment Reference MH-B-296_JS-B-306 Date 5/8/2024 10:07 Street Pacific St City Stanton
Comments

Manhole
Upstream MH MH-B-296 Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH JS-B-306 Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Pipe Use Stormwater Pipe Direction of Survey Downstream

Pipe
Height (Diameter) 24 Width
Shape Circular Material Reinforced Concrete Pipe
Lining Method Pipe Joint Length
Total Length 335 Length Surveyed 103.6
Year Constructed Year Renewed

Misc
Flow Control Not Controlled Media Label 311-003-05-07-24-A Purpose Routine Assessment Consequence of Failure
Pre-Cleaning No Pre-Cleaning Date Cleaned
Weather Dry - No Precipitation During
Survey Location Code
Local rural streets with light
traffic, town and city back
streets, estate streets and
curbside parking areas.

Additional Info Location Details

Custom
Custom 1 Custom 2
Custom 3 Custom 4
Custom 5 Custom 6
Custom 7 Custom 8
Custom 9 Custom 10

Project
Reverse Setup ID Sheet (Group) Number
Imperial Units (US) True Pressure Value
Work Order Project City Of Stanton S.D. 2024
Coating Method Completed Yes

Insp Tech Used
CCTV Yes Laser No
Sidewall No Sonar No
Zoom No Other No

Inspection
Inspection Status Complete Inspection
Reviewed By Reviewer Certificate Number

Count Groups
Taps 0 Roots 0
Cracks / Fractures 0 Broken / Holes / Collapse 0
Deposits 2 Obstruction 0
Abandoned Survey 0

Scores
Structure Peak Score 0 Structure Peak Grade 1
Structure Mean Score 0 Structure Mean Grade 1
Service Peak Score 2 Service Peak Grade 1
Service Mean Score 0.05 Service Mean Grade 1
Project: City Of Stanton S.D. 2024
Date: 2024-05-08 10:07:00 AM Pipe Segment Reference: MH-B-296_JS-B-306 Street: Pacific St Upstream MH: MH-B-296
Length Surveyed: 103.6 Downstream MH: JS-B-306
Run Number: Direction of Survey: Downstream
Height (Diameter): 24 Material: Reinforced Concrete Pipe Distance Fault Observation Time Picture

0.0 Access Point Manhole
Severity: None
Remarks: MH-B-296
00:00:42
00:00:42

0.0 Miscellaneous Water Level
Severity: None
Percent: 15
00:01:06
00:01:06
Distance Fault Observation Time Picture

11.6 Deposits Settled Fine
Position: 5 To 7
Severity: None
Cont Defect: S01
Percent: 10
Maint Weight: 2
00:03:59
00:03:59

20.4 Miscellaneous General Photo
Severity: None
00:04:42
00:04:42

20.4 Picture Number: 2
Miscellaneous General Photo 00:00:00
Distance Fault Observation Time Picture

20.4 Miscellaneous Shape/Size Change
Severity: None
Size: 24
00:05:21
00:05:21

99.5 Deposits Settled Fine
Position: 5 To 7
Severity: None
Cont Defect: F01
Percent: 10
Maint Weight: 2
00:08:25
00:08:25
103.6
Vermin Cockroach
Severity: None
Maint Weight: 1
00:09:25
00:09:25
Distance Fault Observation Time Picture
103.6
Miscellaneous General Photo
Severity: None
Remarks: B-306
00:10:26
00:10:26
103.6
Access Point Junction Box
Severity: None
Remarks: B-306
00:11:04
00:11:04
Project: City Of Stanton S.D. 2024 Severity
Date: 2024-05-08 10:07:00 AM Pipe Segment Reference: MH-B-296_JS-B-306 Street: Pacific St Upstream MH: MH-B-296
Length Surveyed: 103.6 Downstream MH: JS-B-306
Run Number: Direction of Survey: Downstream
Height (Diameter): 24 Material: Reinforced Concrete Pipe ID Number: MH-B-296
(0.0) AMH - Access Point Manhole Remark: MH-B-296
(0.0) MWL - Miscellaneous Water Level
(11.6) DSF - Deposits Settled Fine - Position: 5 To 7 - Cont Def: S01
(20.4) MGP - Miscellaneous General Photo
Photo Num: 2 (20.4) MGP - Miscellaneous General Photo
(20.4) MSC - Miscellaneous Shape/Size Change
(99.5) DSF - Deposits Settled Fine - Position: 5 To 7 - Cont Def: F01
(103.6) VC - Vermin Cockroach
(103.6) MGP - Miscellaneous General Photo Remark: B306 (103.6) AJB - Access Point Junction Box Remark: B-306
Total Distance: 103.6 ID Number: JS-B-306
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 0 0 0
3 0 0 0
2 0 36 36
1 0 1 1
Overall 0 37 37
Number of Defects 0 19 19
Pipe Rating 0000 2B11 2B11
Pipe Ratings Index 0 1.9 1.9
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension
%
At /
From To
1st 2nd
0 00:00:42
42 AMH - Access Point
Manhole
MH-B-296
0 00:01:06
66 MWL - Miscellaneous Water
Level 15

11.6 00:03:59
239 DSF - Deposits Settled Fine S01 10 5 7

20.4 00:04:42
282
MGP - Miscellaneous
General Photo

20.4 00:05:21
321
MSC - Miscellaneous
Shape/Size Change 24

99.5 00:08:25
505 DSF - Deposits Settled Fine F01 10 5 7
103.6 00:09:25
565 VC - Vermin Cockroach
103.6 00:10:26
626
MGP - Miscellaneous
General Photo
B-306
103.6 00:11:04
664
AJB - Access Point Junction
Box
B-306
Project: City Of Stanton S.D. 2024
Date: 2024-05-08 10:07:00 AM Pipe Segment Reference: MH-B-296_JS-B-306 Street: Pacific St Upstream MH: MH-B-296
Length Surveyed: 103.6 Downstream MH: JS-B-306
Run Number: Direction of Survey: Downstream
Height (Diameter): 24 Material: Reinforced Concrete Pipe Inclination Data
Percent Grade Mean: 0.93 Plot Distance From: 0 To 105
Max Percent Difference: 3 Number of Window Values: 1
Percent Differnce Max for Windows Values: 60 Number of Feet to Average: 1 Final number of points plotted: 50
Additional Reports for Session City Of Stanton S.D. 2024

Project Information
Surveyor Name Anthony Hernandez Certificate Number U-406-3067 Owner City Of Stanton Customer City Of Stanton
Drainage Area Area 3 PO Number City Of Stanton S.D.

Pipe Segment Reference MH-B-299_B-87 Date 5/8/2024 09:06 Street Pacific St City Stanton
Comments

Manhole
Upstream MH MH-B-299 Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH B-87 Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Pipe Use Stormwater Pipe Direction of Survey Downstream

Pipe
Height (Diameter) 10 Width
Shape Circular Material Reinforced Concrete Pipe
Lining Method Pipe Joint Length
Total Length 180 Length Surveyed 174.1
Year Constructed Year Renewed

Misc
Flow Control Not Controlled Media Label 311-003-05-08-24-A Purpose Routine Assessment Consequence of Failure
Pre-Cleaning No Pre-Cleaning Date Cleaned
Weather Dry - No Precipitation During
Survey Location Code Sidewalk
Additional Info Location Details

Custom
Custom 1 Custom 2
Custom 3 Custom 4
Custom 5 Custom 6
Custom 7 Custom 8
Custom 9 Custom 10

Project
Reverse Setup ID Sheet (Group) Number
Imperial Units (US) True Pressure Value
Work Order Project City Of Stanton S.D. 2024
Coating Method Completed Yes

Insp Tech Used
CCTV Yes Laser No
Sidewall No Sonar No
Zoom No Other No

Inspection
Inspection Status Complete Inspection
Reviewed By Reviewer Certificate Number

Count Groups
Taps 0 Roots 0
Cracks / Fractures 0 Broken / Holes / Collapse 0
Deposits 0 Obstruction 2
Abandoned Survey 0

Scores
Structure Peak Score 3 Structure Peak Grade 2
Structure Mean Score 0.03 Structure Mean Grade 1
Service Peak Score 3 Service Peak Grade 5.8
Service Mean Score 0.03 Service Mean Grade 1
Project: City Of Stanton S.D. 2024
Date: 2024-05-08 9:06:00 AM Pipe Segment Reference: MH-B-299_B-87 Street: Pacific St Upstream MH: MH-B-299
Length Surveyed: 174.1 Downstream MH: B-87
Run Number: Direction of Survey: Downstream
Height (Diameter): 10 Material: Reinforced Concrete Pipe Distance Fault Observation Time Picture

0.0 Access Point Manhole
Severity: None
Remarks: MH-B-299
00:00:50
00:00:50

0.0 Miscellaneous Water Level
Severity: None
Percent: 15
00:01:16
00:01:16
Distance Fault Observation Time Picture

16.8 Obstruction Other
Position: 4 To 8
Severity: None
Cont Defect: S01
Percent: 15
Remarks: Debris
Maint Weight: 3
00:05:33
00:05:33
104.8
Miscellaneous Water Level Sag
Severity: None
Cont Defect: S02
Percent: 45
Struct Weight: 3
00:08:17
00:08:17
174.1
Obstruction Other
Position: 4 To 8
Severity: None
Cont Defect: F01
Percent: 15
Remarks: Debris
Maint Weight: 3
00:10:24
00:10:24
Distance Fault Observation Time Picture
174.1
Miscellaneous Water Level Sag
Severity: None
Cont Defect: F02
Percent: 45
Struct Weight: 3
00:11:00
00:11:00
174.1
Access Point Catch Basin
Severity: None
Remarks: B-87
00:11:22
00:11:22
174.1 Picture Number: 2
Access Point Catch Basin 00:00:00
Project: City Of Stanton S.D. 2024 Severity
Date: 2024-05-08 9:06:00 AM Pipe Segment Reference: MH-B-299_B-87 Street: Pacific St Upstream MH: MH-B-299
Length Surveyed: 174.1 Downstream MH: B-87
Run Number: Direction of Survey: Downstream
Height (Diameter): 10 Material: Reinforced Concrete Pipe ID Number: MH-B-299
(0.0) AMH - Access Point Manhole Remark: MH-B-299
(0.0) MWL - Miscellaneous Water Level
(16.8) OBZ - Obstruction Other - Position: 4 To 8 - Cont Def: S01 Remark: Debris
(104.8) MWLS - Miscellaneous Water Level Sag - Cont
Def: S02
(174.1) OBZ - Obstruction Other - Position: 4 To 8 - Cont Def: F01 Remark: Debris
(174.1) MWLS - Miscellaneous Water Level Sag - Cont
Def: F02
(174.1) ACB - Access Point Catch Basin Remark: B-87
Photo Num: 2 (174.1) ACB - Access Point Catch Basin
Remark: B-87
Total Distance: 174.1 ID Number: B-87
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 0 0 0
3 42 93 135
2 0 0 0
1 0 0 0
Overall 42 93 135
Number of Defects 14 31 45
Pipe Rating 3A00 3E00 3H00
Pipe Ratings Index 3 3 3
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension
%
At /
From To
1st 2nd
0 00:00:50
50 AMH - Access Point
Manhole
MH-B-299
0 00:01:16
76 MWL - Miscellaneous Water
Level 15

16.8 00:05:33
333 OBZ - Obstruction Other S01 15 4 8
Debris
104.8 00:08:17
497
MWLS - Miscellaneous
Water Level Sag S02 45
174.1 00:10:24
624 OBZ - Obstruction Other F01 15 4 8
Debris
174.1 00:11:00
660
MWLS - Miscellaneous
Water Level Sag F02 45
174.1 00:11:22
682
ACB - Access Point Catch
Basin
B-87
Project: City Of Stanton S.D. 2024
Date: 2024-05-08 9:06:00 AM Pipe Segment Reference: MH-B-299_B-87 Street: Pacific St Upstream MH: MH-B-299
Length Surveyed: 174.1 Downstream MH: B-87
Run Number: Direction of Survey: Downstream
Height (Diameter): 10 Material: Reinforced Concrete Pipe Inclination Data
Percent Grade Mean: -0.20 Plot Distance From: 0 To 175
Max Percent Difference: 3 Number of Window Values: 1
Percent Differnce Max for Windows Values: 60 Number of Feet to Average: 1 Final number of points plotted: 99
Additional Reports for Session City Of Stanton S.D. 2024

Project Information
Surveyor Name Anthony Hernandez Certificate Number U-406-3067 Owner City Of Stanton Customer City Of Stanton
Drainage Area Area 3 PO Number City Of Stanton S.D.

Pipe Segment Reference MH-B-300_MH-B-291_A Date 5/13/2024 08:05 Street Monroe St City Stanton
Comments

Manhole
Upstream MH MH-B-300 Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH MH-B-291 Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Pipe Use Stormwater Pipe Direction of Survey Downstream

Pipe
Height (Diameter) 30 Width
Shape Circular Material Reinforced Concrete Pipe
Lining Method Pipe Joint Length
Total Length 195 Length Surveyed 193.3
Year Constructed Year Renewed

Misc
Flow Control Not Controlled Media Label 311-004-05-13-24-A Purpose Routine Assessment Consequence of Failure
Pre-Cleaning No Pre-Cleaning Date Cleaned
Weather Dry - No Precipitation During
Survey Location Code
Local rural streets with light
traffic, town and city back
streets, estate streets and
curbside parking areas.

Additional Info Location Details

Custom
Custom 1 Custom 2
Custom 3 Custom 4
Custom 5 Custom 6
Custom 7 Custom 8
Custom 9 Custom 10

Project
Reverse Setup ID Sheet (Group) Number
Imperial Units (US) True Pressure Value
Work Order Project City Of Stanton S.D. 2024
Coating Method Completed Yes

Insp Tech Used
CCTV Yes Laser No
Sidewall No Sonar No
Zoom No Other No

Inspection
Inspection Status Complete Inspection
Reviewed By Reviewer Certificate Number

Count Groups
Taps 0 Roots 0
Cracks / Fractures 0 Broken / Holes / Collapse 0
Deposits 5 Obstruction 0
Abandoned Survey 0

Scores
Structure Peak Score 0 Structure Peak Grade 1
Structure Mean Score 0 Structure Mean Grade 1
Service Peak Score 3 Service Peak Grade 5.8
Service Mean Score 0.06 Service Mean Grade 1
Project: City Of Stanton S.D. 2024
Date: 2024-05-13 8:05:00 AM Pipe Segment Reference: MH-B-300_MH-B-291_A Street: Monroe St Upstream MH: MH-B-300
Length Surveyed: 193.3 Downstream MH: MH-B-291
Run Number: Direction of Survey: Downstream
Height (Diameter): 30 Material: Reinforced Concrete Pipe Distance Fault Observation Time Picture

0.0 Access Point Manhole
Severity: None
Remarks: MH-B-300
00:00:45
00:00:45

0.0 Miscellaneous Water Level
Severity: None
Percent: 10
00:01:14
00:01:14
Distance Fault Observation Time Picture

0.0 Picture Number: 2
Miscellaneous Water Level 00:00:00

2.5 Deposits Settled Fine
Position: 5 To 7
Severity: None
Cont Defect: S01
Percent: 15
Maint Weight: 3
00:02:17
00:02:17

54.7 Deposits Settled Fine
Position: 5 To 7
Severity: None
Cont Defect: F01
Percent: 15
Maint Weight: 3
00:03:50
00:03:50
Distance Fault Observation Time Picture

86.1 Miscellaneous General Photo
Severity: None
00:05:03
00:05:03
140.5
Miscellaneous Water Level
Severity: None
Percent: 5
00:06:52
00:06:52
150.6
Deposits Settled Fine
Position: 5 To 7
Severity: None
Percent: 10
Maint Weight: 2
00:07:38
00:07:38
Distance Fault Observation Time Picture
150.6
Picture Number: 2
Deposits Settled Fine
Position: 5 To 7
00:00:00
157.4
Deposits Settled Fine
Position: 5 To 7
Severity: None
Cont Defect: S02
Percent: 10
Maint Weight: 2
00:08:27
00:08:27
157.4
Picture Number: 2
Deposits Settled Fine
Position: 5 To 7
00:00:00
Distance Fault Observation Time Picture
189.7
Deposits Settled Fine
Position: 5 To 7
Severity: None
Cont Defect: F02
Percent: 10
Maint Weight: 2
00:10:14
00:10:14
189.7
Miscellaneous Water Level
Severity: None
Percent: 5
00:10:35
00:10:35
193.3 Miscellaneous General Photo
Severity: None
00:11:41
00:11:41
Distance Fault Observation Time Picture
193.3 Miscellaneous General Photo
Severity: None
00:12:20
00:12:20
193.3
Access Point Manhole
Severity: None
Remarks: MH-B-291
00:12:52
00:12:52
Project: City Of Stanton S.D. 2024 Severity
Date: 2024-05-13 8:05:00 AM Pipe Segment Reference: MH-B-300_MH-B-291_A Street: Monroe St Upstream MH: MH-B-300
Length Surveyed: 193.3 Downstream MH: MH-B-291
Run Number: Direction of Survey: Downstream
Height (Diameter): 30 Material: Reinforced Concrete Pipe ID Number: MH-B-300
(0.0) AMH - Access Point Manhole Remark: MH-B-300
(0.0) MWL - Miscellaneous Water Level
Photo Num: 2 (0.0) MWL - Miscellaneous Water Level
(2.5) DSF - Deposits Settled Fine - Position: 5 To 7 - Cont Def: S01
(54.7) DSF - Deposits Settled Fine - Position: 5 To 7 - Cont Def: F01
(86.1) MGP - Miscellaneous General Photo
(140.5) MWL - Miscellaneous Water Level
(150.6) DSF - Deposits Settled Fine - Position: 5 To 7
Photo Num: 2 (150.6) DSF - Deposits Settled Fine -
Position: 5 To 7
(157.4) DSF - Deposits Settled Fine - Position: 5 To 7 - Cont Def: S02
Photo Num: 2 (157.4) DSF - Deposits Settled Fine -
Position: 5 To 7 - Cont Def: S02
(189.7) DSF - Deposits Settled Fine - Position: 5 To 7 - Cont Def: F02
(189.7) MWL - Miscellaneous Water Level
(193.3) MGP - Miscellaneous General Photo
(193.3) MGP - Miscellaneous General Photo
(193.3) AMH - Access Point Manhole Remark: MH-B-291
Total Distance: 193.3 ID Number: MH-B-291
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 0 0 0
3 0 30 30
2 0 14 14
1 0 0 0
Overall 0 44 44
Number of Defects 0 17 17
Pipe Rating 0000 3A27 3A27
Pipe Ratings Index 0 2.6 2.6
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension
%
At /
From To
1st 2nd
0 00:00:45
45 AMH - Access Point
Manhole
MH-B-300
0 00:01:14
74 MWL - Miscellaneous Water
Level 10

2.5 00:02:17
137 DSF - Deposits Settled Fine S01 15 5 7

54.7 00:03:50
230 DSF - Deposits Settled Fine F01 15 5 7

86.1 00:05:03
303
MGP - Miscellaneous
General Photo
140.5 00:06:52
412
MWL - Miscellaneous Water
Level 5
150.6 00:07:38
458 DSF - Deposits Settled Fine 10 5 7
157.4 00:08:27
507 DSF - Deposits Settled Fine S02 10 5 7
189.7 00:10:14
614 DSF - Deposits Settled Fine F02 10 5 7
189.7 00:10:35
635
MWL - Miscellaneous Water
Level 5
193.3 00:11:41
701
MGP - Miscellaneous
General Photo
193.3 00:12:20
740
MGP - Miscellaneous
General Photo
193.3 00:12:52
772
AMH - Access Point
Manhole
MH-B-291
Project: City Of Stanton S.D. 2024
Date: 2024-05-13 8:05:00 AM Pipe Segment Reference: MH-B-300_MH-B-291_A Street: Monroe St Upstream MH: MH-B-300
Length Surveyed: 193.3 Downstream MH: MH-B-291
Run Number: Direction of Survey: Downstream
Height (Diameter): 30 Material: Reinforced Concrete Pipe Inclination Data
Percent Grade Mean: 0.20 Plot Distance From: 0 To 194
Max Percent Difference: 3 Number of Window Values: 1
Percent Differnce Max for Windows Values: 60 Number of Feet to Average: 1 Final number of points plotted: 101
Additional Reports for Session City Of Stanton S.D. 2024

Project Information
Surveyor Name Anthony Hernandez Certificate Number U-406-3067 Owner City Of Stanton Customer PACE
Drainage Area Area 13 PO Number City Of Stanton S.D.

Pipe Segment Reference MH-B-303_MH-B-303-A Date 8/12/2024 10:32 Street Monroe St City Stanton
Comments

Manhole
Upstream MH MH-B-303 Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH MH-B-303-A Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Pipe Use Stormwater Pipe Direction of Survey Upstream

Pipe
Height (Diameter) 36 Width
Shape Circular Material Reinforced Concrete Pipe
Lining Method Pipe Joint Length
Total Length Length Surveyed 111.6
Year Constructed Year Renewed

Additional Info Location Details

Custom
Custom 1 Custom 2
Custom 3 Custom 4
Custom 5 Custom 6
Custom 7 Custom 8
Custom 9 Custom 10

Project
Reverse Setup ID Sheet (Group) Number
Imperial Units (US) True Pressure Value
Work Order Project City Of Stanton S.D. 2024
Coating Method Completed Yes

Insp Tech Used
CCTV Yes Laser No
Sidewall No Sonar No
Zoom No Other No

Inspection
Inspection Status Complete Inspection
Reviewed By Reviewer Certificate Number

Count Groups
Taps 0 Roots 0
Cracks / Fractures 0 Broken / Holes / Collapse 0
Deposits 0 Obstruction 1
Abandoned Survey 0

Scores
Structure Peak Score 0 Structure Peak Grade 1
Structure Mean Score 0 Structure Mean Grade 1
Service Peak Score 3 Service Peak Grade 5.8
Service Mean Score 0.03 Service Mean Grade 1
Project: City Of Stanton S.D. 2024
Date: 2024-08-12 10:32:00 AM Pipe Segment Reference: MH-B-303_MH-B-303-A Street: Monroe St Upstream MH: MH-B-303
Length Surveyed: 111.6 Downstream MH: MH-B-303-A
Run Number: Direction of Survey: Upstream
Height (Diameter): 36 Material: Reinforced Concrete Pipe Distance Fault Observation Time Picture

0.0 Access Point Manhole
Severity: None
Remarks: MH-B-303-A
00:00:44
00:00:44

0.0 Miscellaneous Water Level
Severity: None
Percent: 0
00:01:09
00:01:09
Distance Fault Observation Time Picture

7.0 Miscellaneous General Photo
Severity: None
00:01:44
00:01:44

7.0 Picture Number: 2
Miscellaneous General Photo 00:00:00

57.9 Obstruction Other
Position: 5 To 7
Severity: None
Percent: 15
Remarks: TRASH
Maint Weight: 3
00:03:37
00:03:37
Distance Fault Observation Time Picture

57.9 Picture Number: 2
Obstruction Other
Position: 5 To 7
00:00:00
106.2
Miscellaneous Water Level
Severity: None
Percent: 0
00:05:25
00:05:25
110.2
Miscellaneous General Photo
Severity: None
Remarks: B-302
00:08:53
00:08:53
Distance Fault Observation Time Picture
110.2 Picture Number: 2
Miscellaneous General Photo 00:00:00
110.2
Miscellaneous General Photo
Severity: None
Remarks: B-303
00:09:40
00:09:40
111.6
Access Point Manhole
Severity: None
Remarks: MH-B-303
00:10:49
00:10:49
Project: City Of Stanton S.D. 2024 Severity
Date: 2024-08-12 10:32:00 AM Pipe Segment Reference: MH-B-303_MH-B-303-A Street: Monroe St Upstream MH: MH-B-303
Length Surveyed: 111.6 Downstream MH: MH-B-303-A
Run Number: Direction of Survey: Upstream
Height (Diameter): 36 Material: Reinforced Concrete Pipe ID Number: MH-B-303-A
(0.0) AMH - Access Point Manhole Remark: MH-B-303-A
(0.0) MWL - Miscellaneous Water Level
(7.0) MGP - Miscellaneous General Photo
Photo Num: 2 (7.0) MGP - Miscellaneous General Photo
(57.9) OBZ - Obstruction Other - Position: 5 To 7 Remark:

TRASH
Photo Num: 2 (57.9) OBZ - Obstruction Other - Position: 5 To 7 Remark: TRASH
(106.2) MWL - Miscellaneous Water Level
(110.2) MGP - Miscellaneous General Photo Remark: B302 Photo Num: 2 (110.2) MGP - Miscellaneous General Photo
Remark: B-302
(110.2) MGP - Miscellaneous General Photo Remark: B303 (111.6) AMH - Access Point Manhole Remark: MH-B-303
Total Distance: 111.6 ID Number: MH-B-303
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 0 0 0
3 0 3 3
2 0 0 0
1 0 0 0
Overall 0 3 3
Number of Defects 0 1 1
Pipe Rating 0000 3100 3100
Pipe Ratings Index 0 3 3
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension
%
At /
From To
1st 2nd
0 00:00:44
44 AMH - Access Point
Manhole
MH-B-303-A
0 00:01:09
69 MWL - Miscellaneous Water
Level 0
7 00:01:44
104
MGP - Miscellaneous
General Photo

57.9 00:03:37
217 OBZ - Obstruction Other 15 5 7
TRASH
106.2 00:05:25
325
MWL - Miscellaneous Water
Level 0
110.2 00:08:53
533
MGP - Miscellaneous
General Photo
B-302
110.2 00:09:40
580
MGP - Miscellaneous
General Photo
B-303
111.6 00:10:49
649
AMH - Access Point
Manhole
MH-B-303

Project: City Of Stanton S.D. 2024
Date: 2024-08-12 10:32:00 AM Pipe Segment Reference: MH-B-303_MH-B-303-A Street: Monroe St Upstream MH: MH-B-303
Length Surveyed: 111.6 Downstream MH: MH-B-303-A
Run Number: Direction of Survey: Upstream
Height (Diameter): 36 Material: Reinforced Concrete Pipe Inclination Data
Percent Grade Mean: 0.76 Plot Distance From: 0 To 113
Max Percent Difference: 3 Number of Window Values: 1
Percent Differnce Max for Windows Values: 60 Number of Feet to Average: 1 Final number of points plotted: 55
Additional Reports for Session City Of Stanton S.D. 2024

Project Information
Surveyor Name Anthony Hernandez Certificate Number U-406-3067 Owner City Of Stanton Customer PACE
Drainage Area Area 13 PO Number City Of Stanton S.D.

Pipe Segment Reference MH-B-303-A_MH-B-303-B Date 8/12/2024 10:17 Street Monroe St City Stanton
Comments

Manhole
Upstream MH MH-B-303-A Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH MH-B-303-B Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Pipe Use Stormwater Pipe Direction of Survey Upstream

Pipe
Height (Diameter) 36 Width
Shape Circular Material Reinforced Concrete Pipe
Lining Method Pipe Joint Length
Total Length Length Surveyed 306.2
Year Constructed Year Renewed

Additional Info Location Details

Custom
Custom 1 Custom 2
Custom 3 Custom 4
Custom 5 Custom 6
Custom 7 Custom 8
Custom 9 Custom 10

Project
Reverse Setup ID Sheet (Group) Number
Imperial Units (US) True Pressure Value
Work Order Project City Of Stanton S.D. 2024
Coating Method Completed Yes

Insp Tech Used
CCTV Yes Laser No
Sidewall No Sonar No
Zoom No Other No

Inspection
Inspection Status Complete Inspection
Reviewed By Reviewer Certificate Number

Count Groups
Taps 0 Roots 0
Cracks / Fractures 0 Broken / Holes / Collapse 0
Deposits 0 Obstruction 0
Abandoned Survey 0

Scores
Structure Peak Score 0 Structure Peak Grade 1
Structure Mean Score 0 Structure Mean Grade 1
Service Peak Score 0 Service Peak Grade 1
Service Mean Score 0 Service Mean Grade 1
Project: City Of Stanton S.D. 2024
Date: 2024-08-12 10:17:00 AM Pipe Segment Reference: MH-B-303-A_MH-B-303-B Street: Monroe St Upstream MH: MH-B-303-A
Length Surveyed: 306.2 Downstream MH: MH-B-303-B
Run Number: Direction of Survey: Upstream
Height (Diameter): 36 Material: Reinforced Concrete Pipe Distance Fault Observation Time Picture

0.0 Access Point Manhole
Severity: None
Remarks: MH-B-303-B
00:00:57
00:00:57

0.0 Miscellaneous Water Level
Severity: None
Percent: 0
00:01:31
00:01:31
Distance Fault Observation Time Picture

22.4 Miscellaneous General Photo
Severity: None
00:02:39
00:02:39
301.2
Miscellaneous Water Level
Severity: None
Percent: 0
00:07:54
00:07:54
306.2
Access Point Manhole
Severity: None
Remarks: MH-B-303-A
00:09:14
00:09:14
Project: City Of Stanton S.D. 2024 Severity
Date: 2024-08-12 10:17:00 AM Pipe Segment Reference: MH-B-303-A_MH-B-303-B Street: Monroe St Upstream MH: MH-B-303-A
Length Surveyed: 306.2 Downstream MH: MH-B-303-B
Run Number: Direction of Survey: Upstream
Height (Diameter): 36 Material: Reinforced Concrete Pipe ID Number: MH-B-303-B
(0.0) AMH - Access Point Manhole Remark: MH-B-303-B
(0.0) MWL - Miscellaneous Water Level
(22.4) MGP - Miscellaneous General Photo
(301.2) MWL - Miscellaneous Water Level
(306.2) AMH - Access Point Manhole Remark: MH-B-303-
A
Total Distance: 306.2 ID Number: MH-B-303-A
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 0 0 0
3 0 0 0
2 0 0 0
1 0 0 0
Overall 0 0 0
Number of Defects 0 0 0
Pipe Rating 0000 0000 0000
Pipe Ratings Index 0 0 0
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension
%
At /
From To
1st 2nd
0 00:00:57
57 AMH - Access Point
Manhole
MH-B-303-B
0 00:01:31
91 MWL - Miscellaneous Water
Level 0

22.4 00:02:39
159
MGP - Miscellaneous
General Photo
301.2 00:07:54
474
MWL - Miscellaneous Water
Level 0
306.2 00:09:14
554
AMH - Access Point
Manhole
MH-B-303-A
Project: City Of Stanton S.D. 2024
Date: 2024-08-12 10:17:00 AM Pipe Segment Reference: MH-B-303-A_MH-B-303-B Street: Monroe St Upstream MH: MH-B-303-A
Length Surveyed: 306.2 Downstream MH: MH-B-303-B
Run Number: Direction of Survey: Upstream
Height (Diameter): 36 Material: Reinforced Concrete Pipe Inclination Data
Percent Grade Mean: 0.54 Plot Distance From: 0 To 307
Max Percent Difference: 3 Number of Window Values: 1
Percent Differnce Max for Windows Values: 60 Number of Feet to Average: 1 Final number of points plotted: 183
Additional Reports for Session City Of Stanton S.D. 2024

Project Information
Surveyor Name Anthony Hernandez Certificate Number U-406-3067 Owner City Of Stanton Customer PACE
Drainage Area Area 13 PO Number City Of Stanton S.D.

Pipe Segment Reference MH-B-303-B_MH-B-293 Date 8/12/2024 09:50 Street Monroe St City Stanton
Comments

Manhole
Upstream MH MH-B-303-B Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH MH-B-293 Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Pipe Use Stormwater Pipe Direction of Survey Upstream

Pipe
Height (Diameter) 36 Width
Shape Circular Material Reinforced Concrete Pipe
Lining Method Pipe Joint Length
Total Length Length Surveyed 235.3
Year Constructed Year Renewed

Additional Info Location Details

Custom
Custom 1 Custom 2
Custom 3 Custom 4
Custom 5 Custom 6
Custom 7 Custom 8
Custom 9 Custom 10

Project
Reverse Setup ID Sheet (Group) Number
Imperial Units (US) True Pressure Value
Work Order Project City Of Stanton S.D. 2024
Coating Method Completed Yes

Insp Tech Used
CCTV Yes Laser No
Sidewall No Sonar No
Zoom No Other No

Inspection
Inspection Status Complete Inspection
Reviewed By Reviewer Certificate Number

Count Groups
Taps 0 Roots 0
Cracks / Fractures 1 Broken / Holes / Collapse 0
Deposits 4 Obstruction 0
Abandoned Survey 0

Scores
Structure Peak Score 3 Structure Peak Grade 2
Structure Mean Score 0.01 Structure Mean Grade 1
Service Peak Score 5 Service Peak Grade 2
Service Mean Score 0.04 Service Mean Grade 1
Project: City Of Stanton S.D. 2024
Date: 2024-08-12 9:50:00 AM Pipe Segment Reference: MH-B-303-B_MH-B-293 Street: Monroe St Upstream MH: MH-B-303-B
Length Surveyed: 235.3 Downstream MH: MH-B-293
Run Number: Direction of Survey: Upstream
Height (Diameter): 36 Material: Reinforced Concrete Pipe Distance Fault Observation Time Picture

0.0 Access Point Manhole
Severity: None
Remarks: MH-B-293
00:01:31
00:01:31

0.0 Miscellaneous Water Level
Severity: None
Percent: 0
00:02:10
00:02:10
Distance Fault Observation Time Picture

0.0 Deposits Settled Fine
Position: 4 To 8
Severity: None
Cont Defect: S01
Percent: 15
Maint Weight: 3
00:02:33
00:02:33

0.0 Deposits Settled Fine
Position: 6
Severity: None
Cont Defect: F02
Percent: 5
Maint Weight: 2
00:07:52
00:07:52

22.1 Deposits Settled Fine
Position: 4 To 8
Severity: None
Cont Defect: F01
Percent: 15
Maint Weight: 3
00:05:55
00:05:55
Distance Fault Observation Time Picture

22.1 Deposits Settled Fine
Position: 6
Severity: None
Cont Defect: S02
Percent: 5
Maint Weight: 2
00:06:20
00:06:20

46.0 Crack Multiple
Position: 7 To 5
Severity: None
Joint
Struct Weight: 3
00:07:22
00:07:22

46.0 Picture Number: 2
Crack Multiple
Position: 7 To 5
00:00:00
Distance Fault Observation Time Picture
197.7 Miscellaneous General Photo
Severity: None
00:10:53
00:10:53
197.7 Picture Number: 2
Miscellaneous General Photo 00:00:00
230.5
Miscellaneous Water Level
Severity: None
Percent: 0
00:11:59
00:11:59
Distance Fault Observation Time Picture
235.3
Access Point Manhole
Severity: None
Remarks: MH-B-303-B
00:12:50
00:12:50
Project: City Of Stanton S.D. 2024 Severity
Date: 2024-08-12 9:50:00 AM Pipe Segment Reference: MH-B-303-B_MH-B-293 Street: Monroe St Upstream MH: MH-B-303-B
Length Surveyed: 235.3 Downstream MH: MH-B-293
Run Number: Direction of Survey: Upstream
Height (Diameter): 36 Material: Reinforced Concrete Pipe ID Number: MH-B-293
(0.0) AMH - Access Point Manhole Remark: MH-B-293
(0.0) MWL - Miscellaneous Water Level
(0.0) DSF - Deposits Settled Fine - Position: 4 To 8 - Cont Def: S01
(0.0) DSF - Deposits Settled Fine - Position: 6 - Cont Def:

F02
(22.1) DSF - Deposits Settled Fine - Position: 4 To 8 - Cont Def: F01
(22.1) DSF - Deposits Settled Fine - Position: 6 - Cont Def:

S02
(46.0) CM - Crack Multiple - Position: 7 To 5
Photo Num: 2 (46.0) CM - Crack Multiple - Position: 7 To 5 (197.7) MGP - Miscellaneous General Photo
Photo Num: 2 (197.7) MGP - Miscellaneous General Photo
(230.5) MWL - Miscellaneous Water Level
(235.3) AMH - Access Point Manhole Remark: MH-B-303-
B
Total Distance: 235.3 ID Number: MH-B-303-B
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 0 0 0
3 3 12 15
2 0 8 8
1 0 0 0
Overall 3 20 23
Number of Defects 1 8 9
Pipe Rating 3100 3424 3524
Pipe Ratings Index 3 2.5 2.6
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension
%
At /
From To
1st 2nd
0 00:01:31
91 AMH - Access Point
Manhole
MH-B-293
0 00:02:10
130
MWL - Miscellaneous Water
Level 0
0 00:02:33
153 DSF - Deposits Settled Fine S01 15 4 8
0 00:07:52
472 DSF - Deposits Settled Fine F02 5 6

22.1 00:05:55
355 DSF - Deposits Settled Fine F01 15 4 8

22.1 00:06:20
380 DSF - Deposits Settled Fine S02 5 6
46 00:07:22
442 CM - Crack Multiple X 7 5
197.7 00:10:53
653
MGP - Miscellaneous
General Photo
230.5 00:11:59
719
MWL - Miscellaneous Water
Level 0
235.3 00:12:50
770
AMH - Access Point
Manhole
MH-B-303-B
Project: City Of Stanton S.D. 2024
Date: 2024-08-12 9:50:00 AM Pipe Segment Reference: MH-B-303-B_MH-B-293 Street: Monroe St Upstream MH: MH-B-303-B
Length Surveyed: 235.3 Downstream MH: MH-B-293
Run Number: Direction of Survey: Upstream
Height (Diameter): 36 Material: Reinforced Concrete Pipe Inclination Data
Percent Grade Mean: 0.38 Plot Distance From: 0 To 236
Max Percent Difference: 3 Number of Window Values: 1
Percent Differnce Max for Windows Values: 60 Number of Feet to Average: 1 Final number of points plotted: 126
Additional Reports for Session City Of Stanton S.D. 2024

Project Information
Surveyor Name Anthony Hernandez Certificate Number U-406-3067 Owner City Of Stanton Customer City Of Stanton
Drainage Area Area 3 PO Number City Of Stanton S.D.

Pipe Segment Reference MH-B-305_MH-B-294 Date 5/8/2024 13:14 Street Monroe St City Stanton
Comments

Manhole
Upstream MH MH-B-305 Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH MH-B-294 Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Pipe Use Stormwater Pipe Direction of Survey Upstream

Pipe
Height (Diameter) 24 Width
Shape Circular Material Reinforced Concrete Pipe
Lining Method Pipe Joint Length
Total Length 50 Length Surveyed 48.4
Year Constructed Year Renewed

Additional Info Location Details

Custom
Custom 1 Custom 2
Custom 3 Custom 4
Custom 5 Custom 6
Custom 7 Custom 8
Custom 9 Custom 10

Project
Reverse Setup ID Sheet (Group) Number
Imperial Units (US) True Pressure Value
Work Order Project City Of Stanton S.D. 2024
Coating Method Completed Yes

Insp Tech Used
CCTV Yes Laser No
Sidewall No Sonar No
Zoom No Other No

Inspection
Inspection Status Complete Inspection
Reviewed By Reviewer Certificate Number

Count Groups
Taps 0 Roots 0
Cracks / Fractures 0 Broken / Holes / Collapse 0
Deposits 2 Obstruction 0
Abandoned Survey 0

Scores
Structure Peak Score 2 Structure Peak Grade 5.8
Structure Mean Score 0.08 Structure Mean Grade 1
Service Peak Score 3 Service Peak Grade 5.8
Service Mean Score 0.12 Service Mean Grade 1
Project: City Of Stanton S.D. 2024
Date: 2024-05-08 1:14:00 PM Pipe Segment Reference: MH-B-305_MH-B-294 Street: Monroe St Upstream MH: MH-B-305
Length Surveyed: 48.4 Downstream MH: MH-B-294
Run Number: Direction of Survey: Upstream
Height (Diameter): 24 Material: Reinforced Concrete Pipe Distance Fault Observation Time Picture

0.0 Access Point Manhole
Severity: None
Remarks: MH-B-294
00:00:32
00:00:32

0.0 Miscellaneous Water Level
Severity: None
Percent: 0
00:00:56
00:00:56
Distance Fault Observation Time Picture

28.7 Deposits Settled Gravel
Position: 5 To 7
Severity: None
Cont Defect: S01
Percent: 15
Maint Weight: 3
00:03:49
00:03:49

36.0 Deposits Settled Gravel
Position: 5 To 7
Severity: None
Cont Defect: F01
Percent: 15
Maint Weight: 3
00:04:16
00:04:16

36.0 Miscellaneous Water Level Sag
Severity: None
Cont Defect: S02
Percent: 15
Struct Weight: 2
00:04:37
00:04:37
Distance Fault Observation Time Picture

46.5 Miscellaneous Water Level Sag
Severity: None
Cont Defect: F02
Percent: 15
Struct Weight: 2
00:05:01
00:05:01

48.4 Miscellaneous General Photo
Severity: None
00:05:41
00:05:41

48.4 Miscellaneous General Photo
Severity: None
00:06:24
00:06:24
Distance Fault Observation Time Picture

48.4 Access Point Manhole
Severity: None
Remarks: MH-B-305
00:07:04
00:07:04
Project: City Of Stanton S.D. 2024 Severity
Date: 2024-05-08 1:14:00 PM Pipe Segment Reference: MH-B-305_MH-B-294 Street: Monroe St Upstream MH: MH-B-305
Length Surveyed: 48.4 Downstream MH: MH-B-294
Run Number: Direction of Survey: Upstream
Height (Diameter): 24 Material: Reinforced Concrete Pipe ID Number: MH-B-294
(0.0) AMH - Access Point Manhole Remark: MH-B-294
(0.0) MWL - Miscellaneous Water Level
(28.7) DSGV - Deposits Settled Gravel - Position: 5 To 7 - Cont Def: S01
(36.0) DSGV - Deposits Settled Gravel - Position: 5 To 7 - Cont Def: F01
(36.0) MWLS - Miscellaneous Water Level Sag - Cont Def:

S02
(46.5) MWLS - Miscellaneous Water Level Sag - Cont Def:

F02
(48.4) MGP - Miscellaneous General Photo
(48.4) MGP - Miscellaneous General Photo
(48.4) AMH - Access Point Manhole Remark: MH-B-305
Total Distance: 48.4 ID Number: MH-B-305
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 0 0 0
3 0 3 3
2 4 0 4
1 0 0 0
Overall 4 3 7
Number of Defects 2 1 3
Pipe Rating 2200 3100 3122
Pipe Ratings Index 2 3 2.3
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension
%
At /
From To
1st 2nd
0 00:00:32
32 AMH - Access Point
Manhole
MH-B-294
0 00:00:56
56 MWL - Miscellaneous Water
Level 0

28.7 00:03:49
229
DSGV - Deposits Settled
Gravel S01 15 5 7
36 00:04:16
256
DSGV - Deposits Settled
Gravel F01 15 5 7
36 00:04:37
277
MWLS - Miscellaneous
Water Level Sag S02 15

46.5 00:05:01
301
MWLS - Miscellaneous
Water Level Sag F02 15

48.4 00:05:41
341
MGP - Miscellaneous
General Photo

48.4 00:06:24
384
MGP - Miscellaneous
General Photo

48.4 00:07:04
424
AMH - Access Point
Manhole
MH-B-305
Project: City Of Stanton S.D. 2024
Date: 2024-05-08 1:14:00 PM Pipe Segment Reference: MH-B-305_MH-B-294 Street: Monroe St Upstream MH: MH-B-305
Length Surveyed: 48.4 Downstream MH: MH-B-294
Run Number: Direction of Survey: Upstream
Height (Diameter): 24 Material: Reinforced Concrete Pipe Inclination Data
Percent Grade Mean: -0.05 Plot Distance From: 0 To 49
Max Percent Difference: 3 Number of Window Values: 1
Percent Differnce Max for Windows Values: 60 Number of Feet to Average: 1 Final number of points plotted: 15
Additional Reports for Session City Of Stanton S.D. 2024

Project Information
Surveyor Name Anthony Hernandez Certificate Number U-406-3067 Owner City Of Stanton Customer City Of Stanton
Drainage Area Area 3 PO Number City Of Stanton S.D.

Pipe Segment Reference MH-B-305-A_MH-B-305 Date 5/8/2024 13:25 Street Monroe St City Stanton
Comments

Manhole
Upstream MH MH-B-305-A Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH MH-B-305 Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Pipe Use Stormwater Pipe Direction of Survey Upstream

Pipe
Height (Diameter) 15 Width
Shape Circular Material Reinforced Concrete Pipe
Lining Method Pipe Joint Length
Total Length 335 Length Surveyed 330.2
Year Constructed Year Renewed

Additional Info Location Details

Custom
Custom 1 Custom 2
Custom 3 Custom 4
Custom 5 Custom 6
Custom 7 Custom 8
Custom 9 Custom 10

Project
Reverse Setup ID Sheet (Group) Number
Imperial Units (US) True Pressure Value
Work Order Project City Of Stanton S.D. 2024
Coating Method Completed Yes

Insp Tech Used
CCTV Yes Laser No
Sidewall No Sonar No
Zoom No Other No

Inspection
Inspection Status Complete Inspection
Reviewed By Reviewer Certificate Number

Count Groups
Taps 0 Roots 0
Cracks / Fractures 0 Broken / Holes / Collapse 0
Deposits 7 Obstruction 4
Abandoned Survey 0

Scores
Structure Peak Score 0 Structure Peak Grade 1
Structure Mean Score 0 Structure Mean Grade 1
Service Peak Score 4 Service Peak Grade 2
Service Mean Score 0.07 Service Mean Grade 1
Project: City Of Stanton S.D. 2024
Date: 2024-05-08 1:25:00 PM Pipe Segment Reference: MH-B-305-A_MH-B-305 Street: Monroe St Upstream MH: MH-B-305-A
Length Surveyed: 330.2 Downstream MH: MH-B-305
Run Number: Direction of Survey: Upstream
Height (Diameter): 15 Material: Reinforced Concrete Pipe Distance Fault Observation Time Picture

0.0 Access Point Manhole
Severity: None
Remarks: MH-B-305
00:00:42
00:00:42

0.0 Miscellaneous Water Level
Severity: None
Percent: 0
00:01:01
00:01:01
Distance Fault Observation Time Picture

6.7 Deposits Settled Fine
Position: 6
Severity: None
Cont Defect: S01
Percent: 5
Maint Weight: 2
00:01:44
00:01:44

37.2 Deposits Settled Fine
Position: 6
Severity: None
Cont Defect: F01
Percent: 5
Maint Weight: 2
00:02:27
00:02:27

49.7 Deposits Settled Fine
Position: 6
Severity: None
Cont Defect: S02
Percent: 5
Maint Weight: 2
00:02:59
00:02:59
Distance Fault Observation Time Picture

98.1 Deposits Settled Fine
Position: 6
Severity: None
Cont Defect: F02
Percent: 5
Maint Weight: 2
00:04:04
00:04:04
148.8
Deposits Settled Fine
Position: 6
Severity: None
Cont Defect: S03
Percent: 5
Maint Weight: 2
00:05:10
00:05:10
192.9
Obstruction Other
Position: 6
Severity: None
Percent: 10
Remarks: TRASH
Maint Weight: 2
00:06:27
00:06:27
Distance Fault Observation Time Picture
227.8
Obstruction Other
Position: 6
Severity: None
Percent: 10
Remarks: BOTTLE
Maint Weight: 2
00:07:51
00:07:51
227.8
Picture Number: 2
Obstruction Other
Position: 6
00:00:00
309.7
Deposits Settled Fine
Position: 6
Severity: None
Cont Defect: F03
Percent: 5
Maint Weight: 2
00:10:04
00:10:04
Distance Fault Observation Time Picture
309.7
Obstruction Rocks
Position: 5 To 7
Severity: None
Cont Defect: S04
Percent: 10
Maint Weight: 2
00:10:32
00:10:32
325.3
Obstruction Rocks
Position: 5 To 7
Severity: None
Cont Defect: F04
Percent: 10
Maint Weight: 2
00:11:10
00:11:10
328.8
Miscellaneous Water Level
Severity: None
Percent: 0
00:11:31
00:11:31
Distance Fault Observation Time Picture
330.2
Deposits Settled Fine
Position: 4 To 8
Severity: None
Percent: 25
Maint Weight: 4
00:12:05
00:12:05
330.2
Access Point Manhole
Severity: None
Remarks: MH-B-305-A
00:12:44
00:12:44
Project: City Of Stanton S.D. 2024 Severity
Date: 2024-05-08 1:25:00 PM Pipe Segment Reference: MH-B-305-A_MH-B-305 Street: Monroe St Upstream MH: MH-B-305-A
Length Surveyed: 330.2 Downstream MH: MH-B-305
Run Number: Direction of Survey: Upstream
Height (Diameter): 15 Material: Reinforced Concrete Pipe ID Number: MH-B-305
(0.0) AMH - Access Point Manhole Remark: MH-B-305
(0.0) MWL - Miscellaneous Water Level
(6.7) DSF - Deposits Settled Fine - Position: 6 - Cont Def:

S01
(37.2) DSF - Deposits Settled Fine - Position: 6 - Cont Def:

F01
(49.7) DSF - Deposits Settled Fine - Position: 6 - Cont Def:

S02
(98.1) DSF - Deposits Settled Fine - Position: 6 - Cont Def:

F02
(148.8) DSF - Deposits Settled Fine - Position: 6 - Cont Def: S03
(192.9) OBZ - Obstruction Other - Position: 6 Remark:

TRASH
(227.8) OBZ - Obstruction Other - Position: 6 Remark:

BOTTLE
Photo Num: 2 (227.8) OBZ - Obstruction Other - Position:
6 Remark: BOTTLE
(309.7) DSF - Deposits Settled Fine - Position: 6 - Cont Def: F03
(309.7) OBR - Obstruction Rocks - Position: 5 To 7 - Cont Def: S04
(325.3) OBR - Obstruction Rocks - Position: 5 To 7 - Cont Def: F04
(328.8) MWL - Miscellaneous Water Level
(330.2) DSF - Deposits Settled Fine - Position: 4 To 8
(330.2) AMH - Access Point Manhole Remark: MH-B-305-
A
Total Distance: 330.2 ID Number: MH-B-305-A
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 0 4 4
3 0 0 0
2 0 106 106
1 0 0 0
Overall 0 110 110
Number of Defects 0 54 54
Pipe Rating 0000 412I 412I
Pipe Ratings Index 0 2 2
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension
%
At /
From To
1st 2nd
0 00:00:42
42 AMH - Access Point
Manhole
MH-B-305
0 00:01:01
61 MWL - Miscellaneous Water
Level 0

6.7 00:01:44
104 DSF - Deposits Settled Fine S01 5 6

37.2 00:02:27
147 DSF - Deposits Settled Fine F01 5 6

49.7 00:02:59
179 DSF - Deposits Settled Fine S02 5 6

98.1 00:04:04
244 DSF - Deposits Settled Fine F02 5 6
148.8 00:05:10
310 DSF - Deposits Settled Fine S03 5 6
192.9 00:06:27
387 OBZ - Obstruction Other 10 6
TRASH
227.8 00:07:51
471 OBZ - Obstruction Other 10 6
BOTTLE
309.7 00:10:04
604 DSF - Deposits Settled Fine F03 5 6
309.7 00:10:32
632 OBR - Obstruction Rocks S04 10 5 7
325.3 00:11:10
670 OBR - Obstruction Rocks F04 10 5 7
328.8 00:11:31
691
MWL - Miscellaneous Water
Level 0
330.2 00:12:05
725 DSF - Deposits Settled Fine 25 4 8
330.2 00:12:44
764
AMH - Access Point
Manhole
MH-B-305-A
Project: City Of Stanton S.D. 2024
Date: 2024-05-08 1:25:00 PM Pipe Segment Reference: MH-B-305-A_MH-B-305 Street: Monroe St Upstream MH: MH-B-305-A
Length Surveyed: 330.2 Downstream MH: MH-B-305
Run Number: Direction of Survey: Upstream
Height (Diameter): 15 Material: Reinforced Concrete Pipe Inclination Data
Percent Grade Mean: 0.27 Plot Distance From: 0 To 331
Max Percent Difference: 3 Number of Window Values: 1
Percent Differnce Max for Windows Values: 60 Number of Feet to Average: 1 Final number of points plotted: 117
Additional Reports for Session City Of Stanton S.D. 2024

Project Information
Surveyor Name Anthony Hernandez Certificate Number U-406-3067 Owner City Of Stanton Customer City Of Stanton
Drainage Area Area 1 PO Number City Of Stanton S.D.

Pipe Segment Reference MH-B-323_MH-B-323-B_A Date 5/23/2024 10:08 Street Western Ave City Stanton
Comments

Manhole
Upstream MH MH-B-323 Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH MH-B-323-B Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Pipe Use Stormwater Pipe Direction of Survey Downstream

Pipe
Height (Diameter) 30 Width
Shape Circular Material Reinforced Concrete Pipe
Lining Method Pipe Joint Length
Total Length 1080 Length Surveyed 527.5
Year Constructed Year Renewed

Misc
Flow Control Not Controlled Media Label 311-008-05-23-24-A Purpose Routine Assessment Consequence of Failure
Pre-Cleaning No Pre-Cleaning Date Cleaned
Weather Dry - No Precipitation During
Survey Location Code
Secondary roads, nonnumbered suburban/rural for
heavy vehicles.

Additional Info Location Details

Custom
Custom 1 Custom 2
Custom 3 Custom 4
Custom 5 Custom 6
Custom 7 Custom 8
Custom 9 Custom 10

Project
Reverse Setup ID Sheet (Group) Number
Imperial Units (US) True Pressure Value
Work Order Project City Of Stanton S.D. 2024
Coating Method Completed Yes

Insp Tech Used
CCTV Yes Laser No
Sidewall No Sonar No
Zoom No Other No

Inspection
Inspection Status Complete Inspection
Reviewed By Reviewer Certificate Number

Count Groups
Taps 0 Roots 0
Cracks / Fractures 0 Broken / Holes / Collapse 0
Deposits 1 Obstruction 0
Abandoned Survey 0

Scores
Structure Peak Score 0 Structure Peak Grade 1
Structure Mean Score 0 Structure Mean Grade 1
Service Peak Score 2 Service Peak Grade 1
Service Mean Score 0 Service Mean Grade 1
Project: City Of Stanton S.D. 2024
Date: 2024-05-23 10:08:00 AM Pipe Segment Reference: MH-B-323_MH-B-323-B_A Street: Western Ave Upstream MH: MH-B-323
Length Surveyed: 527.5 Downstream MH: MH-B-323-B
Run Number: Direction of Survey: Downstream
Height (Diameter): 30 Material: Reinforced Concrete Pipe Distance Fault Observation Time Picture

0.0 Access Point Manhole
Severity: None
Remarks: MH-B-323
00:00:24
00:00:24

0.0 Miscellaneous Water Level
Severity: None
Percent: 15
00:01:37
00:01:37
Distance Fault Observation Time Picture

39.7 Deposits Attached Other
Position: 4 To 6
Severity: None
Percent: 10
Remarks: SLURRY
Maint Weight: 2
00:03:12
00:03:12
112.7 Miscellaneous General Photo
Severity: None
00:04:58
00:04:58
523.7
Miscellaneous Water Level
Severity: None
Percent: 25
00:11:22
00:11:22
Distance Fault Observation Time Picture
527.5 Miscellaneous General Photo
Severity: None
00:16:32
00:16:32
527.5
Access Point Manhole
Severity: None
Remarks: MH-B-323-B
00:20:45
00:20:45
Project: City Of Stanton S.D. 2024 Severity
Date: 2024-05-23 10:08:00 AM Pipe Segment Reference: MH-B-323_MH-B-323-B_A Street: Western Ave Upstream MH: MH-B-323
Length Surveyed: 527.5 Downstream MH: MH-B-323-B
Run Number: Direction of Survey: Downstream
Height (Diameter): 30 Material: Reinforced Concrete Pipe ID Number: MH-B-323
(0.0) AMH - Access Point Manhole Remark: MH-B-323
(0.0) MWL - Miscellaneous Water Level
(39.7) DAZ - Deposits Attached Other - Position: 4 To 6 Remark: SLURRY
(112.7) MGP - Miscellaneous General Photo
(523.7) MWL - Miscellaneous Water Level
(527.5) MGP - Miscellaneous General Photo
(527.5) AMH - Access Point Manhole Remark: MH-B-323-
B
Total Distance: 527.5 ID Number: MH-B-323-B
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 0 0 0
3 0 0 0
2 0 2 2
1 0 0 0
Overall 0 2 2
Number of Defects 0 1 1
Pipe Rating 0000 2100 2100
Pipe Ratings Index 0 2 2
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension
%
At /
From To
1st 2nd
0 00:00:24
24 AMH - Access Point
Manhole
MH-B-323
0 00:01:37
97 MWL - Miscellaneous Water
Level 15

39.7 00:03:12
192
DAZ - Deposits Attached
Other 10 4 6
SLURRY
112.7 00:04:58
298
MGP - Miscellaneous
General Photo
523.7 00:11:22
682
MWL - Miscellaneous Water
Level 25
527.5 00:16:32
992
MGP - Miscellaneous
General Photo
527.5 00:20:45
1245
AMH - Access Point
Manhole
MH-B-323-B
Project: City Of Stanton S.D. 2024
Date: 2024-05-23 10:08:00 AM Pipe Segment Reference: MH-B-323_MH-B-323-B_A Street: Western Ave Upstream MH: MH-B-323
Length Surveyed: 527.5 Downstream MH: MH-B-323-B
Run Number: Direction of Survey: Downstream
Height (Diameter): 30 Material: Reinforced Concrete Pipe Inclination Data
Percent Grade Mean: -0.25 Plot Distance From: 0 To 529
Max Percent Difference: 3 Number of Window Values: 1
Percent Differnce Max for Windows Values: 60 Number of Feet to Average: 1 Final number of points plotted: 215
Additional Reports for Session City Of Stanton S.D. 2024

Project Information
Surveyor Name Anthony Hernandez Certificate Number U-406-3067 Owner City Of Stanton Customer City Of Stanton
Drainage Area Area 1 PO Number City Of Stanton S.D.

Pipe Segment Reference MH-B-323-A_MH-B-286 Date 5/15/2024 09:51 Street Western Ave City Stanton
Comments

Manhole
Upstream MH MH-B-323-A Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH MH-B-286 Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Pipe Use Stormwater Pipe Direction of Survey Upstream

Pipe
Height (Diameter) 30 Width
Shape Circular Material Reinforced Concrete Pipe
Lining Method Pipe Joint Length
Total Length 120 Length Surveyed 104.7
Year Constructed Year Renewed

Additional Info Location Details

Custom
Custom 1 Custom 2
Custom 3 Custom 4
Custom 5 Custom 6
Custom 7 Custom 8
Custom 9 Custom 10

Project
Reverse Setup ID Sheet (Group) Number
Imperial Units (US) True Pressure Value
Work Order Project City Of Stanton S.D. 2024
Coating Method Completed Yes

Insp Tech Used
CCTV Yes Laser No
Sidewall No Sonar No
Zoom No Other No

Inspection
Inspection Status Complete Inspection
Reviewed By Reviewer Certificate Number

Count Groups
Taps 0 Roots 0
Cracks / Fractures 0 Broken / Holes / Collapse 0
Deposits 0 Obstruction 0
Abandoned Survey 0

Scores
Structure Peak Score 0 Structure Peak Grade 1
Structure Mean Score 0 Structure Mean Grade 1
Service Peak Score 2 Service Peak Grade 1
Service Mean Score 0.03 Service Mean Grade 1
Project: City Of Stanton S.D. 2024
Date: 2024-05-15 9:51:00 AM Pipe Segment Reference: MH-B-323-A_MH-B-286 Street: Western Ave Upstream MH: MH-B-323-A
Length Surveyed: 104.7 Downstream MH: MH-B-286
Run Number: Direction of Survey: Upstream
Height (Diameter): 30 Material: Reinforced Concrete Pipe Distance Fault Observation Time Picture

0.0 Access Point Manhole
Severity: None
Remarks: MH-B-286
00:00:33
00:00:33

0.0 Miscellaneous Water Level
Severity: None
Percent: 0
00:01:26
00:01:26
Distance Fault Observation Time Picture

0.0 Vermin Cockroach
Severity: None
Maint Weight: 1
00:02:08
00:02:08

79.0 Miscellaneous General Photo
Severity: None
00:04:56
00:04:56

96.5 Line Left
Severity: None
Percent: 15
Maint Weight: 2
00:05:34
00:05:34
Distance Fault Observation Time Picture

96.5 Picture Number: 2
Line Left 00:00:00
101.7
Miscellaneous Water Level
Severity: None
Percent: 0
00:06:16
00:06:16
104.7
Access Point Manhole
Severity: None
Remarks: MH-B-323-A
00:07:02
00:07:02
Project: City Of Stanton S.D. 2024 Severity
Date: 2024-05-15 9:51:00 AM Pipe Segment Reference: MH-B-323-A_MH-B-286 Street: Western Ave Upstream MH: MH-B-323-A
Length Surveyed: 104.7 Downstream MH: MH-B-286
Run Number: Direction of Survey: Upstream
Height (Diameter): 30 Material: Reinforced Concrete Pipe ID Number: MH-B-286
(0.0) AMH - Access Point Manhole Remark: MH-B-286
(0.0) MWL - Miscellaneous Water Level
(0.0) VC - Vermin Cockroach
(79.0) MGP - Miscellaneous General Photo
(96.5) LL - Line Left
Photo Num: 2 (96.5) LL - Line Left
(101.7) MWL - Miscellaneous Water Level
(104.7) AMH - Access Point Manhole Remark: MH-B-323-
A
Total Distance: 104.7 ID Number: MH-B-323-A
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 0 0 0
3 0 0 0
2 0 2 2
1 0 1 1
Overall 0 3 3
Number of Defects 0 2 2
Pipe Rating 0000 2111 2111
Pipe Ratings Index 0 1.5 1.5
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension
%
At /
From To
1st 2nd
0 00:00:33
33 AMH - Access Point
Manhole
MH-B-286
0 00:01:26
86 MWL - Miscellaneous Water
Level 0
0 00:02:08
128 VC - Vermin Cockroach
79 00:04:56
296
MGP - Miscellaneous
General Photo

96.5 00:05:34
334 LL - Line Left 15
101.7 00:06:16
376
MWL - Miscellaneous Water
Level 0
104.7 00:07:02
422
AMH - Access Point
Manhole
MH-B-323-A
Project: City Of Stanton S.D. 2024
Date: 2024-05-15 9:51:00 AM Pipe Segment Reference: MH-B-323-A_MH-B-286 Street: Western Ave Upstream MH: MH-B-323-A
Length Surveyed: 104.7 Downstream MH: MH-B-286
Run Number: Direction of Survey: Upstream
Height (Diameter): 30 Material: Reinforced Concrete Pipe Inclination Data
Percent Grade Mean: 1.55 Plot Distance From: 0 To 106
Max Percent Difference: 3 Number of Window Values: 1
Percent Differnce Max for Windows Values: 60 Number of Feet to Average: 1 Final number of points plotted: 53
Additional Reports for Session City Of Stanton S.D. 2024

Project Information
Surveyor Name Anthony Hernandez Certificate Number U-406-3067 Owner City Of Stanton Customer City Of Stanton
Drainage Area Area 1 PO Number City Of Stanton S.D.

Pipe Segment Reference MH-B-323-B_MH-B-323-A_A Date 5/23/2024 10:32 Street Western Ave City Stanton
Comments

Manhole
Upstream MH MH-B-323-B Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH MH-B-323-A Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Pipe Use Stormwater Pipe Direction of Survey Downstream

Pipe
Height (Diameter) 30 Width
Shape Circular Material Reinforced Concrete Pipe
Lining Method Pipe Joint Length
Total Length 535 Length Surveyed 543.7
Year Constructed Year Renewed

Additional Info Location Details

Custom
Custom 1 Custom 2
Custom 3 Custom 4
Custom 5 Custom 6
Custom 7 Custom 8
Custom 9 Custom 10

Project
Reverse Setup ID Sheet (Group) Number
Imperial Units (US) True Pressure Value
Work Order Project City Of Stanton S.D. 2024
Coating Method Completed Yes

Insp Tech Used
CCTV Yes Laser No
Sidewall No Sonar No
Zoom No Other No

Inspection
Inspection Status Complete Inspection
Reviewed By Reviewer Certificate Number

Count Groups
Taps 0 Roots 0
Cracks / Fractures 0 Broken / Holes / Collapse 0
Deposits 0 Obstruction 1
Abandoned Survey 0

Scores
Structure Peak Score 0 Structure Peak Grade 1
Structure Mean Score 0 Structure Mean Grade 1
Service Peak Score 5 Service Peak Grade 2
Service Mean Score 0.01 Service Mean Grade 1
Project: City Of Stanton S.D. 2024
Date: 2024-05-23 10:32:00 AM Pipe Segment Reference: MH-B-323-B_MH-B-323-A_A Street: Western Ave Upstream MH: MH-B-323-B
Length Surveyed: 543.7 Downstream MH: MH-B-323-A
Run Number: Direction of Survey: Downstream
Height (Diameter): 30 Material: Reinforced Concrete Pipe Distance Fault Observation Time Picture

0.0 Access Point Manhole
Severity: None
Remarks: MH-B-323-B
00:00:54
00:00:54

0.0 Miscellaneous Water Level
Severity: None
Percent: 20
00:01:30
00:01:30
Distance Fault Observation Time Picture

0.0 Obstruction Other
Position: 3 To 9
Severity: None
Percent: 35
Remarks: BLANKET
Maint Weight: 5
00:02:18
00:02:18

0.0 Picture Number: 2
Obstruction Other
Position: 3 To 9
00:00:00

9.2 Miscellaneous General Photo
Severity: None
00:03:56
00:03:56
Distance Fault Observation Time Picture
539.9
Miscellaneous Water Level
Severity: None
Percent: 30
00:12:39
00:12:39
543.7
Access Point Manhole
Severity: None
Remarks: MH-B-323-A
00:13:58
00:13:58
Project: City Of Stanton S.D. 2024 Severity
Date: 2024-05-23 10:32:00 AM Pipe Segment Reference: MH-B-323-B_MH-B-323- A_A
Street: Western Ave Upstream MH: MH-B-323-B
Length Surveyed: 543.7 Downstream MH: MH-B-323-A
Run Number: Direction of Survey: Downstream
Height (Diameter): 30 Material: Reinforced Concrete Pipe ID Number: MH-B-323-B
(0.0) AMH - Access Point Manhole Remark: MH-B-323-B
(0.0) MWL - Miscellaneous Water Level
(0.0) OBZ - Obstruction Other - Position: 3 To 9 Remark:

BLANKET
Photo Num: 2 (0.0) OBZ - Obstruction Other - Position: 3 To 9 Remark: BLANKET
(9.2) MGP - Miscellaneous General Photo
(539.9) MWL - Miscellaneous Water Level
(543.7) AMH - Access Point Manhole Remark: MH-B-323-
A
Total Distance: 543.7 ID Number: MH-B-323-A
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 5 5
4 0 0 0
3 0 0 0
2 0 0 0
1 0 0 0
Overall 0 5 5
Number of Defects 0 1 1
Pipe Rating 0000 5100 5100
Pipe Ratings Index 0 5 5
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension
%
At /
From To
1st 2nd
0 00:00:54
54 AMH - Access Point
Manhole
MH-B-323-B
0 00:01:30
90 MWL - Miscellaneous Water
Level 20
0 00:02:18
138 OBZ - Obstruction Other 35 3 9

BLANKET

9.2 00:03:56
236
MGP - Miscellaneous
General Photo
539.9 00:12:39
759
MWL - Miscellaneous Water
Level 30
543.7 00:13:58
838
AMH - Access Point
Manhole
MH-B-323-A
Project: City Of Stanton S.D. 2024
Date: 2024-05-23 10:32:00 AM Pipe Segment Reference: MH-B-323-B_MH-B-323-A_A Street: Western Ave Upstream MH: MH-B-323-B
Length Surveyed: 543.7 Downstream MH: MH-B-323-A
Run Number: Direction of Survey: Downstream
Height (Diameter): 30 Material: Reinforced Concrete Pipe Inclination Data
Percent Grade Mean: -0.40 Plot Distance From: 0 To 545
Max Percent Difference: 3 Number of Window Values: 1
Percent Differnce Max for Windows Values: 60 Number of Feet to Average: 1 Final number of points plotted: 303
Additional Reports for Session City Of Stanton S.D. 2024

Project Information
Surveyor Name Anthony Hernandez Certificate Number U-406-3067 Owner City Of Stanton Customer City Of Stanton
Drainage Area Area 6 PO Number City Of Stanton S.D.

Pipe Segment Reference MH-B-325_MH-B-17 Date 5/13/2024 13:07 Street Cody Dr City Stanton
Comments

Manhole
Upstream MH MH-B-325 Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH MH-B-17 Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Pipe Use Stormwater Pipe Direction of Survey Downstream

Pipe
Height (Diameter) 30 Width
Shape Circular Material Reinforced Concrete Pipe
Lining Method Pipe Joint Length
Total Length 450 Length Surveyed 444.4
Year Constructed Year Renewed

Additional Info Location Details

Custom
Custom 1 Custom 2
Custom 3 Custom 4
Custom 5 Custom 6
Custom 7 Custom 8
Custom 9 Custom 10

Project
Reverse Setup ID Sheet (Group) Number
Imperial Units (US) True Pressure Value
Work Order Project City Of Stanton S.D. 2024
Coating Method Completed Yes

Insp Tech Used
CCTV Yes Laser No
Sidewall No Sonar No
Zoom No Other No

Inspection
Inspection Status Complete Inspection
Reviewed By Reviewer Certificate Number

Count Groups
Taps 0 Roots 0
Cracks / Fractures 0 Broken / Holes / Collapse 0
Deposits 0 Obstruction 0
Abandoned Survey 0

Scores
Structure Peak Score 0 Structure Peak Grade 1
Structure Mean Score 0 Structure Mean Grade 1
Service Peak Score 2 Service Peak Grade 1
Service Mean Score 0.02 Service Mean Grade 1
Project: City Of Stanton S.D. 2024
Date: 2024-05-13 1:07:00 PM Pipe Segment Reference: MH-B-325_MH-B-17 Street: Cody Dr Upstream MH: MH-B-325
Length Surveyed: 444.4 Downstream MH: MH-B-17
Run Number: Direction of Survey: Downstream
Height (Diameter): 30 Material: Reinforced Concrete Pipe Distance Fault Observation Time Picture

0.0 Line Right
Severity: None
Cont Defect: F03
Percent: 5
Maint Weight: 1
00:06:42
00:06:42

0.0 Line Right
Severity: None
Cont Defect: F04
Percent: 5
Maint Weight: 1
00:08:09
00:08:09
Distance Fault Observation Time Picture

0.0 Access Point Manhole
Severity: None
Remarks: MH-B-325
00:00:56
00:00:56

0.0 Miscellaneous Water Level
Severity: None
Percent: 5
00:01:17
00:01:17

6.7 Miscellaneous General Photo
Severity: None
00:01:52
00:01:52
Distance Fault Observation Time Picture

6.7 Line Right
Severity: None
Cont Defect: S01
Percent: 5
Maint Weight: 1
00:02:19
00:02:19

52.6 Line Right
Severity: None
Cont Defect: F01
Percent: 5
Maint Weight: 1
00:03:25
00:03:25

78.3 Line Right
Severity: None
Cont Defect: S02
Percent: 5
Maint Weight: 1
00:04:18
00:04:18
Distance Fault Observation Time Picture
102.8
Line Right
Severity: None
Cont Defect: F02
Percent: 5
Maint Weight: 1
00:05:09
00:05:09
118.8
Line Right
Severity: None
Cont Defect: S03
Percent: 5
Maint Weight: 1
00:05:55
00:05:55
166.5
Line Right
Severity: None
Cont Defect: S04
Percent: 5
Maint Weight: 1
00:07:27
00:07:27
Distance Fault Observation Time Picture
396.5
Line Right
Severity: None
Cont Defect: S05
Percent: 5
Maint Weight: 1
00:12:49
00:12:49
409.0
Line Right
Severity: None
Cont Defect: F05
Percent: 5
Maint Weight: 1
00:13:16
00:13:16
440.3
Miscellaneous Water Level
Severity: None
Percent: 5
00:14:06
00:14:06
Distance Fault Observation Time Picture
444.4 Miscellaneous General Photo
Severity: None
00:15:23
00:15:23
444.4 Miscellaneous General Photo
Severity: None
00:16:10
00:16:10
444.4 Picture Number: 2
Miscellaneous General Photo 00:00:00
Distance Fault Observation Time Picture
444.4
Access Point Manhole
Severity: None
Remarks: MH-B-17
00:16:58
00:16:58
Project: City Of Stanton S.D. 2024 Severity
Date: 2024-05-13 1:07:00 PM Pipe Segment Reference: MH-B-325_MH-B-17 Street: Cody Dr Upstream MH: MH-B-325
Length Surveyed: 444.4 Downstream MH: MH-B-17
Run Number: Direction of Survey: Downstream
Height (Diameter): 30 Material: Reinforced Concrete Pipe ID Number: MH-B-325
(0.0) LR - Line Right - Cont Def: F03
(0.0) LR - Line Right - Cont Def: F04
(0.0) AMH - Access Point Manhole Remark: MH-B-325
(0.0) MWL - Miscellaneous Water Level
(6.7) MGP - Miscellaneous General Photo
(6.7) LR - Line Right - Cont Def: S01
(52.6) LR - Line Right - Cont Def: F01
(78.3) LR - Line Right - Cont Def: S02
(102.8) LR - Line Right - Cont Def: F02
(118.8) LR - Line Right - Cont Def: S03
(166.5) LR - Line Right - Cont Def: S04
(396.5) LR - Line Right - Cont Def: S05
(409.0) LR - Line Right - Cont Def: F05
(440.3) MWL - Miscellaneous Water Level
(444.4) MGP - Miscellaneous General Photo
(444.4) MGP - Miscellaneous General Photo
Photo Num: 2 (444.4) MGP - Miscellaneous General Photo
(444.4) AMH - Access Point Manhole Remark: MH-B-17
Total Distance: 444.4 ID Number: MH-B-17
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 0 0 0
3 0 0 0
2 0 0 0
1 0 74 74
Overall 0 74 74
Number of Defects 0 74 74
Pipe Rating 0000 1M00 1M00
Pipe Ratings Index 0 1 1
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension
%
At /
From To
1st 2nd
0 00:06:42
402 LR - Line Right F03 5
0 00:08:09
489 LR - Line Right F04 5
0 00:00:56
56 AMH - Access Point
Manhole
MH-B-325
0 00:01:17
77 MWL - Miscellaneous Water
Level 5

6.7 00:01:52
112
MGP - Miscellaneous
General Photo

6.7 00:02:19
139 LR - Line Right S01 5

52.6 00:03:25
205 LR - Line Right F01 5

78.3 00:04:18
258 LR - Line Right S02 5
102.8 00:05:09
309 LR - Line Right F02 5
118.8 00:05:55
355 LR - Line Right S03 5
166.5 00:07:27
447 LR - Line Right S04 5
396.5 00:12:49
769 LR - Line Right S05 5
409 00:13:16
796 LR - Line Right F05 5
440.3 00:14:06
846
MWL - Miscellaneous Water
Level 5
444.4 00:15:23
923
MGP - Miscellaneous
General Photo
444.4 00:16:10
970
MGP - Miscellaneous
General Photo
444.4 00:16:58
1018
AMH - Access Point
Manhole
MH-B-17
Project: City Of Stanton S.D. 2024
Date: 2024-05-13 1:07:00 PM Pipe Segment Reference: MH-B-325_MH-B-17 Street: Cody Dr Upstream MH: MH-B-325
Length Surveyed: 444.4 Downstream MH: MH-B-17
Run Number: Direction of Survey: Downstream
Height (Diameter): 30 Material: Reinforced Concrete Pipe Inclination Data
Percent Grade Mean: -11.61 Plot Distance From: 0 To 445 Max Percent Difference: 3 Number of Window Values: 1
Percent Differnce Max for Windows Values: 60 Number of Feet to Average: 1 Final number of points plotted: 383
Additional Reports for Session City Of Stanton S.D. 2024

Project Information
Surveyor Name Anthony Hernandez Certificate Number U-406-3067 Owner City Of Stanton Customer City Of Stanton
Drainage Area Area 8 PO Number City Of Stanton S.D.

Pipe Segment Reference MH-B-329-A_MH-B-329 Date 5/14/2024 10:28 Street Lexington St City Stanton
Comments

Manhole
Upstream MH MH-B-329-A Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH MH-B-329 Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Pipe Use Stormwater Pipe Direction of Survey Downstream

Pipe
Height (Diameter) 24 Width
Shape Circular Material Reinforced Concrete Pipe
Lining Method Pipe Joint Length
Total Length 280 Length Surveyed 279.8
Year Constructed Year Renewed

Misc
Flow Control Not Controlled Media Label 311-005-05-14-24-A Purpose Routine Assessment Consequence of Failure
Pre-Cleaning No Pre-Cleaning Date Cleaned
Weather Dry - No Precipitation During
Survey Location Code
Local rural streets with light
traffic, town and city back
streets, estate streets and
curbside parking areas.

Additional Info Location Details

Custom
Custom 1 Custom 2
Custom 3 Custom 4
Custom 5 Custom 6
Custom 7 Custom 8
Custom 9 Custom 10

Project
Reverse Setup ID Sheet (Group) Number
Imperial Units (US) True Pressure Value
Work Order Project City Of Stanton S.D. 2024
Coating Method Completed Yes

Insp Tech Used
CCTV Yes Laser No
Sidewall No Sonar No
Zoom No Other No

Inspection
Inspection Status Complete Inspection
Reviewed By Reviewer Certificate Number

Count Groups
Taps 0 Roots 0
Cracks / Fractures 0 Broken / Holes / Collapse 0
Deposits 2 Obstruction 0
Abandoned Survey 0

Scores
Structure Peak Score 0 Structure Peak Grade 1
Structure Mean Score 0 Structure Mean Grade 1
Service Peak Score 3 Service Peak Grade 5.8
Service Mean Score 0.03 Service Mean Grade 1
Project: City Of Stanton S.D. 2024
Date: 2024-05-14 10:28:00 AM Pipe Segment Reference: MH-B-329-A_MH-B-329 Street: Lexington St Upstream MH: MH-B-329-A
Length Surveyed: 279.8 Downstream MH: MH-B-329
Run Number: Direction of Survey: Downstream
Height (Diameter): 24 Material: Reinforced Concrete Pipe Distance Fault Observation Time Picture

0.0 Access Point Manhole
Severity: None
Remarks: MH-B-329-A
00:00:44
00:00:44

0.0 Miscellaneous Water Level
Severity: None
Percent: 15
00:01:16
00:01:16
Distance Fault Observation Time Picture

16.6 Miscellaneous General Photo
Severity: None
00:03:01
00:03:01
224.9
Line Right
Severity: None
Percent: 5
Maint Weight: 1
00:08:00
00:08:00
232.8
Line Left Down
Severity: None
Percent: 15
Maint Weight: 2
00:09:00
00:09:00
Distance Fault Observation Time Picture
232.8 Picture Number: 2
Line Left Down 00:00:00
232.8 Picture Number: 3
Line Left Down 00:00:00
241.5
Line Left
Severity: None
Cont Defect: S01
Percent: 10
Maint Weight: 1
00:11:35
00:11:35
Distance Fault Observation Time Picture
242.0
Deposits Attached Encrustation
Position: 7 To 5
Severity: None
Percent: 5
Joint
Maint Weight: 2
00:12:24
00:12:24
242.0
Picture Number: 2
Deposits Attached Encrustation
Position: 7 To 5
00:00:00
261.7
Line Left
Severity: None
Cont Defect: F01
Percent: 10
Maint Weight: 1
00:13:55
00:13:55
Distance Fault Observation Time Picture
264.7
Deposits Attached Encrustation
Position: 7 To 3
Severity: None
Percent: 5
Joint
Maint Weight: 2
00:14:25
00:14:25
264.7
Picture Number: 2
Deposits Attached Encrustation
Position: 7 To 3
00:00:00
278.8
Miscellaneous Water Level
Severity: None
Percent: 20
00:15:26
00:15:26
Distance Fault Observation Time Picture
279.8
Access Point Manhole
Severity: None
Remarks: MH-B-329
00:16:14
00:16:14
Project: City Of Stanton S.D. 2024 Severity
Date: 2024-05-14 10:28:00 AM Pipe Segment Reference: MH-B-329-A_MH-B-329 Street: Lexington St Upstream MH: MH-B-329-A
Length Surveyed: 279.8 Downstream MH: MH-B-329
Run Number: Direction of Survey: Downstream
Height (Diameter): 24 Material: Reinforced Concrete Pipe ID Number: MH-B-329-A
(0.0) AMH - Access Point Manhole Remark: MH-B-329-A
(0.0) MWL - Miscellaneous Water Level
(16.6) MGP - Miscellaneous General Photo
(224.9) LR - Line Right
(232.8) LLD - Line Left Down
Photo Num: 2 (232.8) LLD - Line Left Down
Photo Num: 3 (232.8) LLD - Line Left Down
(241.5) LL - Line Left - Cont Def: S01
(242.0) DAE - Deposits Attached Encrustation - Position: 7 To 5
Photo Num: 2 (242.0) DAE - Deposits Attached
Encrustation - Position: 7 To 5
(261.7) LL - Line Left - Cont Def: F01
(264.7) DAE - Deposits Attached Encrustation - Position: 7 To 3
Photo Num: 2 (264.7) DAE - Deposits Attached
Encrustation - Position: 7 To 3
(278.8) MWL - Miscellaneous Water Level
(279.8) AMH - Access Point Manhole Remark: MH-B-329
Total Distance: 279.8 ID Number: MH-B-329
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 0 0 0
3 0 0 0
2 0 6 6
1 0 5 5
Overall 0 11 11
Number of Defects 0 8 8
Pipe Rating 0000 2315 2315
Pipe Ratings Index 0 1.4 1.4
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension
%
At /
From To
1st 2nd
0 00:00:44
44 AMH - Access Point
Manhole
MH-B-329-A
0 00:01:16
76 MWL - Miscellaneous Water
Level 15

16.6 00:03:01
181
MGP - Miscellaneous
General Photo
224.9 00:08:00
480 LR - Line Right 5
232.8 00:09:00
540 LLD - Line Left Down 15
241.5 00:11:35
695 LL - Line Left S01 10
242 00:12:24
744
DAE - Deposits Attached
Encrustation 5 X 7 5
261.7 00:13:55
835 LL - Line Left F01 10
264.7 00:14:25
865
DAE - Deposits Attached
Encrustation 5 X 7 3
278.8 00:15:26
926
MWL - Miscellaneous Water
Level 20
279.8 00:16:14
974
AMH - Access Point
Manhole
MH-B-329
Project: City Of Stanton S.D. 2024
Date: 2024-05-14 10:28:00 AM Pipe Segment Reference: MH-B-329-A_MH-B-329 Street: Lexington St Upstream MH: MH-B-329-A
Length Surveyed: 279.8 Downstream MH: MH-B-329
Run Number: Direction of Survey: Downstream
Height (Diameter): 24 Material: Reinforced Concrete Pipe Inclination Data
Percent Grade Mean: -0.23 Plot Distance From: 0 To 281
Max Percent Difference: 3 Number of Window Values: 1
Percent Differnce Max for Windows Values: 60 Number of Feet to Average: 1 Final number of points plotted: 143
Additional Reports for Session City Of Stanton S.D. 2024

Project Information
Surveyor Name Anthony Hernandez Certificate Number U-406-3067 Owner City Of Stanton Customer City Of Stanton
Drainage Area Area 8 PO Number City Of Stanton S.D.

Pipe Segment Reference MH-B-329-B_MH-B-329-A Date 5/14/2024 10:11 Street Lexington St City Stanton
Comments

Manhole
Upstream MH MH-B-329-B Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH MH-B-329-A Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Pipe Use Stormwater Pipe Direction of Survey Downstream

Pipe
Height (Diameter) 24 Width
Shape Circular Material Reinforced Concrete Pipe
Lining Method Pipe Joint Length
Total Length 255 Length Surveyed 250.1
Year Constructed Year Renewed

Additional Info Location Details

Custom
Custom 1 Custom 2
Custom 3 Custom 4
Custom 5 Custom 6
Custom 7 Custom 8
Custom 9 Custom 10

Project
Reverse Setup ID Sheet (Group) Number
Imperial Units (US) True Pressure Value
Work Order Project City Of Stanton S.D. 2024
Coating Method Completed Yes

Insp Tech Used
CCTV Yes Laser No
Sidewall No Sonar No
Zoom No Other No

Inspection
Inspection Status Complete Inspection
Reviewed By Reviewer Certificate Number

Count Groups
Taps 0 Roots 0
Cracks / Fractures 0 Broken / Holes / Collapse 0
Deposits 0 Obstruction 0
Abandoned Survey 0

Scores
Structure Peak Score 0 Structure Peak Grade 1
Structure Mean Score 0 Structure Mean Grade 1
Service Peak Score 5 Service Peak Grade 2
Service Mean Score 0.02 Service Mean Grade 1
Project: City Of Stanton S.D. 2024
Date: 2024-05-14 10:11:00 AM Pipe Segment Reference: MH-B-329-B_MH-B-329-A Street: Lexington St Upstream MH: MH-B-329-B
Length Surveyed: 250.1 Downstream MH: MH-B-329-A
Run Number: Direction of Survey: Downstream
Height (Diameter): 24 Material: Reinforced Concrete Pipe Distance Fault Observation Time Picture

0.0 Access Point Manhole
Severity: None
Remarks: MH-B-329-B
00:00:47
00:00:47

0.0 Miscellaneous Water Level
Severity: None
Percent: 15
00:01:13
00:01:13
Distance Fault Observation Time Picture

23.0 Miscellaneous General Photo
Severity: None
00:03:45
00:03:45

23.0 Miscellaneous Water Level
Severity: None
Percent: 5
00:04:19
00:04:19
103.1
Infiltration Gusher
Position: 6 To 8
Severity: None
Joint
Maint Weight: 5
00:06:17
00:06:17
Distance Fault Observation Time Picture
103.1
Picture Number: 2
Infiltration Gusher
Position: 6 To 8
00:00:00
244.4
Miscellaneous Water Level
Severity: None
Percent: 15
00:09:37
00:09:37
250.1
Access Point Manhole
Severity: None
Remarks: MH-B-329-A
00:10:27
00:10:27
Project: City Of Stanton S.D. 2024 Severity
Date: 2024-05-14 10:11:00 AM Pipe Segment Reference: MH-B-329-B_MH-B-329-A Street: Lexington St Upstream MH: MH-B-329-B
Length Surveyed: 250.1 Downstream MH: MH-B-329-A
Run Number: Direction of Survey: Downstream
Height (Diameter): 24 Material: Reinforced Concrete Pipe ID Number: MH-B-329-B
(0.0) AMH - Access Point Manhole Remark: MH-B-329-B
(0.0) MWL - Miscellaneous Water Level
(23.0) MGP - Miscellaneous General Photo
(23.0) MWL - Miscellaneous Water Level
(103.1) IG - Infiltration Gusher - Position: 6 To 8
Photo Num: 2 (103.1) IG - Infiltration Gusher - Position: 6 To 8
(244.4) MWL - Miscellaneous Water Level
(250.1) AMH - Access Point Manhole Remark: MH-B-329-
A
Total Distance: 250.1 ID Number: MH-B-329-A
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 5 5
4 0 0 0
3 0 0 0
2 0 0 0
1 0 0 0
Overall 0 5 5
Number of Defects 0 1 1
Pipe Rating 0000 5100 5100
Pipe Ratings Index 0 5 5
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension
%
At /
From To
1st 2nd
0 00:00:47
47 AMH - Access Point
Manhole
MH-B-329-B
0 00:01:13
73 MWL - Miscellaneous Water
Level 15
23 00:03:45
225
MGP - Miscellaneous
General Photo
23 00:04:19
259
MWL - Miscellaneous Water
Level 5
103.1 00:06:17
377 IG - Infiltration Gusher X 6 8
244.4 00:09:37
577
MWL - Miscellaneous Water
Level 15
250.1 00:10:27
627
AMH - Access Point
Manhole
MH-B-329-A
Project: City Of Stanton S.D. 2024
Date: 2024-05-14 10:11:00 AM Pipe Segment Reference: MH-B-329-B_MH-B-329-A Street: Lexington St Upstream MH: MH-B-329-B
Length Surveyed: 250.1 Downstream MH: MH-B-329-A
Run Number: Direction of Survey: Downstream
Height (Diameter): 24 Material: Reinforced Concrete Pipe Inclination Data
Percent Grade Mean: -0.38 Plot Distance From: 0 To 251
Max Percent Difference: 3 Number of Window Values: 1
Percent Differnce Max for Windows Values: 60 Number of Feet to Average: 1 Final number of points plotted: 142
Additional Reports for Session City Of Stanton S.D. 2024

Project Information
Surveyor Name Anthony Hernandez Certificate Number U-406-3067 Owner City Of Stanton Customer PACE
Drainage Area Area 11 PO Number City Of Stanton S.D.

Pipe Segment Reference TC-B-39_EP-B-39 Date 8/16/2024 09:01 Street Knott Ave City Stanton
Comments

Manhole
Upstream MH TC-B-39 Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH EP-B-39 Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Pipe Use Stormwater Pipe Direction of Survey Downstream

Pipe
Height (Diameter) 48 Width
Shape Circular Material Reinforced Concrete Pipe
Lining Method Pipe Joint Length
Total Length Length Surveyed 297.4
Year Constructed Year Renewed

Misc
Flow Control Not Controlled Media Label 311-014-08-16-24-A Purpose Routine Assessment Consequence of Failure
Pre-Cleaning No Pre-Cleaning Date Cleaned
Weather Dry - No Precipitation During
Survey Location Code
Primary major arterial roads,
interstates, numbered roads
or town/city center roads for
heavy vehicles.

Additional Info Location Details

Custom
Custom 1 Custom 2
Custom 3 Custom 4
Custom 5 Custom 6
Custom 7 Custom 8
Custom 9 Custom 10

Project
Reverse Setup ID Sheet (Group) Number
Imperial Units (US) True Pressure Value
Work Order Project City Of Stanton S.D. 2024
Coating Method Completed Yes

Insp Tech Used
CCTV Yes Laser No
Sidewall No Sonar No
Zoom No Other No

Inspection
Inspection Status Complete Inspection
Reviewed By Reviewer Certificate Number

Count Groups
Taps 0 Roots 0
Cracks / Fractures 0 Broken / Holes / Collapse 0
Deposits 7 Obstruction 0
Abandoned Survey 0

Scores
Structure Peak Score 0 Structure Peak Grade 1
Structure Mean Score 0 Structure Mean Grade 1
Service Peak Score 7 Service Peak Grade 2
Service Mean Score 0.08 Service Mean Grade 1
Project: City Of Stanton S.D. 2024
Date: 2024-08-16 9:01:00 AM Pipe Segment Reference: TC-B-39_EP-B-39 Street: Knott Ave Upstream MH: TC-B-39
Length Surveyed: 297.4 Downstream MH: EP-B-39
Run Number: Direction of Survey: Downstream
Height (Diameter): 48 Material: Reinforced Concrete Pipe Distance Fault Observation Time Picture

0.0 Access Point Tee Connection
Severity: None
Remarks: TC-B-39
00:00:31
00:00:31

0.0 Miscellaneous Water Level
Severity: None
Percent: 15
00:00:53
00:00:53
Distance Fault Observation Time Picture

31.4 Miscellaneous General Photo
Severity: None
00:02:05
00:02:05
116.9
Miscellaneous General Observation
Severity: None
Remarks: POSSIBLE ABANDON LINE
00:12:06
00:12:06
177.5
Line Left
Severity: None
Cont Defect: S01
Percent: 20
Maint Weight: 2
00:14:26
00:14:26
Distance Fault Observation Time Picture
199.5
Deposits Attached Encrustation
Position: 1 To 5
Severity: None
Percent: 10
Joint
Maint Weight: 2
00:15:27
00:15:27
199.5
Picture Number: 2
Deposits Attached Encrustation
Position: 1 To 5
00:00:00
206.6
Deposits Attached Encrustation
Position: 1 To 5
Severity: None
Percent: 10
Joint
Maint Weight: 2
00:16:12
00:16:12
Distance Fault Observation Time Picture
206.6
Picture Number: 2
Deposits Attached Encrustation
Position: 1 To 5
00:00:00
214.4
Deposits Attached Encrustation
Position: 1 To 5
Severity: None
Percent: 5
Joint
Maint Weight: 2
00:17:07
00:17:07
214.4
Picture Number: 2
Deposits Attached Encrustation
Position: 1 To 5
00:00:00
Distance Fault Observation Time Picture
230.2
Line Left
Severity: None
Cont Defect: F01
Percent: 20
Maint Weight: 2
00:18:19
00:18:19
230.2
Line Down
Severity: None
Percent: 10
Maint Weight: 1
00:19:06
00:19:06
241.9 Miscellaneous General Photo
Severity: None
00:21:31
00:21:31
Distance Fault Observation Time Picture
241.9
Deposits Attached Encrustation
Position: 1 To 11
Severity: None
Percent: 5
Joint
Maint Weight: 2
00:23:30
00:23:30
241.9
Picture Number: 2
Deposits Attached Encrustation
Position: 1 To 11
00:00:00
241.9
Picture Number: 3
Deposits Attached Encrustation
Position: 1 To 11
00:00:00
Distance Fault Observation Time Picture
241.9
Picture Number: 4
Deposits Attached Encrustation
Position: 1 To 11
00:00:00
241.9
Infiltration Gusher
Position: 11
Severity: None
Joint
Maint Weight: 5
00:26:23
00:26:23
241.9
Picture Number: 2
Infiltration Gusher
Position: 11
00:00:00
Distance Fault Observation Time Picture
249.0
Deposits Attached Encrustation
Position: 7 To 5
Severity: None
Cont Defect: S02
Percent: 5
Joint
Maint Weight: 2
00:27:37
00:27:37
281.7
Deposits Attached Encrustation
Position: 7 To 11
Severity: None
Percent: 5
Joint
Maint Weight: 2
00:29:02
00:29:02
281.7
Picture Number: 2
Deposits Attached Encrustation
Position: 7 To 11
00:00:00
Distance Fault Observation Time Picture
297.4
Deposits Attached Encrustation
Position: 7 To 5
Severity: None
Cont Defect: F02
Percent: 5
Joint
Maint Weight: 2
00:30:29
00:30:29
297.4
Access Point End of Pipe
Severity: None
Remarks: EP-B-39
00:31:44
00:31:44
Project: City Of Stanton S.D. 2024 Severity
Date: 2024-08-16 9:01:00 AM Pipe Segment Reference: TC-B-39_EP-B-39 Street: Knott Ave Upstream MH: TC-B-39
Length Surveyed: 297.4 Downstream MH: EP-B-39
Run Number: Direction of Survey: Downstream
Height (Diameter): 48 Material: Reinforced Concrete Pipe ID Number: TC-B-39
(0.0) ATC - Access Point Tee Connection Remark: TC-B-39 (0.0) MWL - Miscellaneous Water Level
(31.4) MGP - Miscellaneous General Photo
(116.9) MGO - Miscellaneous General Observation
Remark: POSSIBLE ABANDON LINE
(177.5) LL - Line Left - Cont Def: S01
(199.5) DAE - Deposits Attached Encrustation - Position: 1 To 5
Photo Num: 2 (199.5) DAE - Deposits Attached
Encrustation - Position: 1 To 5
(206.6) DAE - Deposits Attached Encrustation - Position: 1 To 5
Photo Num: 2 (206.6) DAE - Deposits Attached
Encrustation - Position: 1 To 5
(214.4) DAE - Deposits Attached Encrustation - Position: 1 To 5
Photo Num: 2 (214.4) DAE - Deposits Attached
Encrustation - Position: 1 To 5
(230.2) LL - Line Left - Cont Def: F01
(230.2) LD - Line Down
(241.9) MGP - Miscellaneous General Photo
(241.9) DAE - Deposits Attached Encrustation - Position: 1 To 11
Photo Num: 2 (241.9) DAE - Deposits Attached
Encrustation - Position: 1 To 11
Photo Num: 3 (241.9) DAE - Deposits Attached
Encrustation - Position: 1 To 11
Photo Num: 4 (241.9) DAE - Deposits Attached
Encrustation - Position: 1 To 11
(241.9) IG - Infiltration Gusher - Position: 11
Photo Num: 2 (241.9) IG - Infiltration Gusher - Position: 11 (249.0) DAE - Deposits Attached Encrustation - Position: 7 To 5 - Cont Def: S02
(281.7) DAE - Deposits Attached Encrustation - Position: 7 To 11
Photo Num: 2 (281.7) DAE - Deposits Attached
Encrustation - Position: 7 To 11
(297.4) DAE - Deposits Attached Encrustation - Position: 7 To 5 - Cont Def: F02
(297.4) AEP - Access Point End of Pipe Remark: EP-B-39
Total Distance: 297.4 ID Number: EP-B-39
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 5 5
4 0 0 0
3 0 0 0
2 0 52 52
1 0 1 1
Overall 0 58 58
Number of Defects 0 28 28
Pipe Rating 0000 512D 512D
Pipe Ratings Index 0 2.1 2.1
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension
%
At /
From To
1st 2nd
0 00:00:31
31 ATC - Access Point Tee
Connection
TC-B-39
0 00:00:53
53 MWL - Miscellaneous Water
Level 15

31.4 00:02:05
125
MGP - Miscellaneous
General Photo
116.9 00:12:06
726
MGO - Miscellaneous
General Observation

POSSIBLE ABANDON LINE
177.5 00:14:26
866 LL - Line Left S01 20
199.5 00:15:27
927
DAE - Deposits Attached
Encrustation 10 X 1 5
206.6 00:16:12
972
DAE - Deposits Attached
Encrustation 10 X 1 5
214.4 00:17:07
1027
DAE - Deposits Attached
Encrustation 5 X 1 5
230.2 00:18:19
1099 LL - Line Left F01 20
230.2 00:19:06
1146 LD - Line Down 10
241.9 00:21:31
1291
MGP - Miscellaneous
General Photo
241.9 00:23:30
1410
DAE - Deposits Attached
Encrustation 5 X 1 11
241.9 00:26:23
1583 IG - Infiltration Gusher X 11
249 00:27:37
1657
DAE - Deposits Attached
Encrustation S02 5 X 7 5
281.7 00:29:02
1742
DAE - Deposits Attached
Encrustation 5 X 7 11
297.4 00:30:29
1829
DAE - Deposits Attached
Encrustation F02 5 X 7 5
297.4 00:31:44
1904
AEP - Access Point End of
Pipe
EP-B-39
Project: City Of Stanton S.D. 2024
Date: 2024-08-16 9:01:00 AM Pipe Segment Reference: TC-B-39_EP-B-39 Street: Knott Ave Upstream MH: TC-B-39
Length Surveyed: 297.4 Downstream MH: EP-B-39
Run Number: Direction of Survey: Downstream
Height (Diameter): 48 Material: Reinforced Concrete Pipe Inclination Data
Percent Grade Mean: 0.02 Plot Distance From: 0 To 298
Max Percent Difference: 3 Number of Window Values: 1
Percent Differnce Max for Windows Values: 60 Number of Feet to Average: 1 Final number of points plotted: 176
Additional Reports for Session City Of Stanton S.D. 2024

Project Information
Surveyor Name Anthony Hernandez Certificate Number U-406-3067 Owner City Of Stanton Customer PACE
Drainage Area Area 11 PO Number City Of Stanton S.D.

Pipe Segment Reference TC-B-41_TC-B-272 Date 8/15/2024 12:46 Street Knott Ave City Stanton
Comments

Manhole
Upstream MH TC-B-41 Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH TC-B-272 Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Pipe Use Stormwater Pipe Direction of Survey Downstream

Pipe
Height (Diameter) 42 Width
Shape Circular Material Reinforced Concrete Pipe
Lining Method Pipe Joint Length
Total Length Length Surveyed 13.5
Year Constructed Year Renewed

Misc
Flow Control Not Controlled Media Label 311-013-08-15-24-A Purpose Routine Assessment Consequence of Failure
Pre-Cleaning No Pre-Cleaning Date Cleaned
Weather Dry - No Precipitation During
Survey Location Code
Primary major arterial roads,
interstates, numbered roads
or town/city center roads for
heavy vehicles.

Additional Info Location Details

Custom
Custom 1 Custom 2
Custom 3 Custom 4
Custom 5 Custom 6
Custom 7 Custom 8
Custom 9 Custom 10

Project
Reverse Setup ID Sheet (Group) Number
Imperial Units (US) True Pressure Value
Work Order Project City Of Stanton S.D. 2024
Coating Method Completed Yes

Insp Tech Used
CCTV Yes Laser No
Sidewall No Sonar No
Zoom No Other No

Inspection
Inspection Status Complete Inspection
Reviewed By Reviewer Certificate Number

Count Groups
Taps 0 Roots 0
Cracks / Fractures 0 Broken / Holes / Collapse 0
Deposits 2 Obstruction 0
Abandoned Survey 0

Scores
Structure Peak Score 0 Structure Peak Grade 1
Structure Mean Score 0 Structure Mean Grade 1
Service Peak Score 3 Service Peak Grade 5.8
Service Mean Score 0.44 Service Mean Grade 1
Project: City Of Stanton S.D. 2024
Date: 2024-08-15 12:46:00 PM Pipe Segment Reference: TC-B-41_TC-B-272 Street: Knott Ave Upstream MH: TC-B-41
Length Surveyed: 13.5 Downstream MH: TC-B-272
Run Number: Direction of Survey: Downstream
Height (Diameter): 42 Material: Reinforced Concrete Pipe Distance Fault Observation Time Picture

0.0 Access Point Tee Connection
Severity: None
Remarks: TC-B-272
00:00:54
00:00:54

0.0 Miscellaneous Water Level
Severity: None
Percent: 10
00:01:23
00:01:23
Distance Fault Observation Time Picture

0.0 Deposits Settled Other
Position: 4 To 8
Severity: None
Cont Defect: S01
Percent: 15
Remarks: DEBRIS
Maint Weight: 3
00:02:00
00:02:00

13.5 Deposits Settled Other
Position: 4 To 8
Severity: None
Cont Defect: F01
Percent: 15
Remarks: DEBRIS
Maint Weight: 3
00:03:55
00:03:55

13.5 Access Point Tee Connection
Severity: None
Remarks: TC-B-273
00:04:22
00:04:22
Project: City Of Stanton S.D. 2024 Severity
Date: 2024-08-15 12:46:00 PM Pipe Segment Reference: TC-B-41_TC-B-272 Street: Knott Ave Upstream MH: TC-B-41
Length Surveyed: 13.5 Downstream MH: TC-B-272
Run Number: Direction of Survey: Downstream
Height (Diameter): 42 Material: Reinforced Concrete Pipe ID Number: TC-B-41
(0.0) ATC - Access Point Tee Connection Remark: TC-B272 (0.0) MWL - Miscellaneous Water Level
(0.0) DSZ - Deposits Settled Other - Position: 4 To 8 - Cont Def: S01 Remark: DEBRIS
(13.5) DSZ - Deposits Settled Other - Position: 4 To 8 - Cont Def: F01 Remark: DEBRIS
(13.5) ATC - Access Point Tee Connection Remark: TC-B273 Total Distance: 13.5 ID Number: TC-B-272
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 0 0 0
3 0 9 9
2 0 0 0
1 0 0 0
Overall 0 9 9
Number of Defects 0 3 3
Pipe Rating 0000 3300 3300
Pipe Ratings Index 0 3 3
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension
%
At /
From To
1st 2nd
0 00:00:54
54 ATC - Access Point Tee
Connection
TC-B-272
0 00:01:23
83 MWL - Miscellaneous Water
Level 10
0 00:02:00
120 DSZ - Deposits Settled Other S01 15 4 8
DEBRIS

13.5 00:03:55
235 DSZ - Deposits Settled Other F01 15 4 8
DEBRIS

13.5 00:04:22
262
ATC - Access Point Tee
Connection
TC-B-273
Project: City Of Stanton S.D. 2024
Date: 2024-08-15 12:46:00 PM Pipe Segment Reference: TC-B-41_TC-B-272 Street: Knott Ave Upstream MH: TC-B-41
Length Surveyed: 13.5 Downstream MH: TC-B-272
Run Number: Direction of Survey: Downstream
Height (Diameter): 42 Material: Reinforced Concrete Pipe Inclination Data
Percent Grade Mean: 0.66 Plot Distance From: 0 To 15
Max Percent Difference: 3 Number of Window Values: 1
Percent Differnce Max for Windows Values: 60 Number of Feet to Average: 1 Final number of points plotted: 6
Additional Reports for Session City Of Stanton S.D. 2024

Project Information
Surveyor Name Anthony Hernandez Certificate Number U-406-3067 Owner City Of Stanton Customer PACE
Drainage Area Area 11 PO Number City Of Stanton S.D.

Pipe Segment Reference TC-B-272_MH-B-39 Date 8/15/2024 12:22 Street Knott Ave City Stanton
Comments

Manhole
Upstream MH TC-B-272 Rim to Invert (U)
Grade to Invert (U) Rim to Grade (U)
Downstream MH MH-B-39 Rim to Invert (D)
Grade to Invert (D) Rim to Grade (D)
Pipe Use Stormwater Pipe Direction of Survey Downstream

Pipe
Height (Diameter) 42 Width
Shape Circular Material Reinforced Concrete Pipe
Lining Method Pipe Joint Length
Total Length Length Surveyed 362.5
Year Constructed Year Renewed

Additional Info Location Details

Custom
Custom 1 Custom 2
Custom 3 Custom 4
Custom 5 Custom 6
Custom 7 Custom 8
Custom 9 Custom 10

Project
Reverse Setup ID Sheet (Group) Number
Imperial Units (US) True Pressure Value
Work Order Project City Of Stanton S.D. 2024
Coating Method Completed Yes

Insp Tech Used
CCTV Yes Laser No
Sidewall No Sonar No
Zoom No Other No

Inspection
Inspection Status Complete Inspection
Reviewed By Reviewer Certificate Number

Count Groups
Taps 0 Roots 0
Cracks / Fractures 0 Broken / Holes / Collapse 0
Deposits 1 Obstruction 0
Abandoned Survey 0

Scores
Structure Peak Score 0 Structure Peak Grade 1
Structure Mean Score 0 Structure Mean Grade 1
Service Peak Score 3 Service Peak Grade 5.8
Service Mean Score 0.01 Service Mean Grade 1
Project: City Of Stanton S.D. 2024
Date: 2024-08-15 12:22:00 PM Pipe Segment Reference: TC-B-272_MH-B-39 Street: Knott Ave Upstream MH: TC-B-272
Length Surveyed: 362.5 Downstream MH: MH-B-39
Run Number: Direction of Survey: Downstream
Height (Diameter): 42 Material: Reinforced Concrete Pipe Distance Fault Observation Time Picture

0.0 Access Point Manhole
Severity: None
Remarks: MH-B-39
00:01:09
00:01:09

0.0 Miscellaneous Water Level
Severity: None
Percent: 10
00:01:30
00:01:30
Distance Fault Observation Time Picture
204.1 Miscellaneous General Photo
Severity: None
00:06:48
00:06:48
204.1
Miscellaneous Shape/Size Change
Severity: None
Size: 42
00:07:11
00:07:11
204.1
Line Right
Severity: None
Cont Defect: S01
Percent: 5
Maint Weight: 1
00:08:48
00:08:48
Distance Fault Observation Time Picture
335.5
Line Right
Severity: None
Cont Defect: F01
Percent: 5
Maint Weight: 1
00:09:58
00:09:58
362.5
Deposits Settled Other
Position: 4 To 8
Severity: None
Percent: 15
Remarks: DEBRIS
Maint Weight: 3
00:11:00
00:11:00
362.5
Access Point Tee Connection
Position: 3
Severity: None
Remarks: TC-B-272
00:16:24
00:16:24
Project: City Of Stanton S.D. 2024 Severity
Date: 2024-08-15 12:22:00 PM Pipe Segment Reference: TC-B-272_MH-B-39 Street: Knott Ave Upstream MH: TC-B-272
Length Surveyed: 362.5 Downstream MH: MH-B-39
Run Number: Direction of Survey: Downstream
Height (Diameter): 42 Material: Reinforced Concrete Pipe ID Number: TC-B-272
(0.0) AMH - Access Point Manhole Remark: MH-B-39
(0.0) MWL - Miscellaneous Water Level
(204.1) MGP - Miscellaneous General Photo
(204.1) MSC - Miscellaneous Shape/Size Change
(204.1) LR - Line Right - Cont Def: S01
(335.5) LR - Line Right - Cont Def: F01
(362.5) DSZ - Deposits Settled Other - Position: 4 To 8 Remark: DEBRIS
(362.5) ATC - Access Point Tee Connection - Position: 3 Remark: TC-B-272
Total Distance: 362.5 ID Number: MH-B-39
Nassco C.C.T.V. Defect Code Information
Grade Structural O&M Overall
5 0 0 0
4 0 0 0
3 0 3 3
2 0 0 0
1 0 26 26
Overall 0 29 29
Number of Defects 0 27 27
Pipe Rating 0000 311D 311D
Pipe Ratings Index 0 1.1 1.1
Nassco C.C.T.V. Defect Code Information
Distance Video
Ref Code ContDefect
Value
Joint
Circumferential
Location
Dimension
%
At /
From To
1st 2nd
0 00:01:09
69 AMH - Access Point
Manhole
MH-B-39
0 00:01:30
90 MWL - Miscellaneous Water
Level 10
204.1 00:06:48
408
MGP - Miscellaneous
General Photo
204.1 00:07:11
431
MSC - Miscellaneous
Shape/Size Change 42
204.1 00:08:48
528 LR - Line Right S01 5
335.5 00:09:58
598 LR - Line Right F01 5
362.5 00:11:00
660 DSZ - Deposits Settled Other 15 4 8
DEBRIS
362.5 00:16:24
984
ATC - Access Point Tee
Connection 3
TC-B-272
Project: City Of Stanton S.D. 2024
Date: 2024-08-15 12:22:00 PM Pipe Segment Reference: TC-B-272_MH-B-39 Street: Knott Ave Upstream MH: TC-B-272
Length Surveyed: 362.5 Downstream MH: MH-B-39
Run Number: Direction of Survey: Downstream
Height (Diameter): 42 Material: Reinforced Concrete Pipe Inclination Data
Percent Grade Mean: 0.07 Plot Distance From: 0 To 363
Max Percent Difference: 3 Number of Window Values: 1
Percent Differnce Max for Windows Values: 60 Number of Feet to Average: 1 Final number of points plotted: 101
Additional Reports for Session City Of Stanton S.D. 2024 Appendix D. CCTV Data
Summary Reports
Date Start ID End ID Asset ID Distance Flow Direction Asset Size
Pacp Quick
Struct Rating
Pacp Quick
Maint Rating
2024-11-07
1:05:00 AM MH-B-137 MH-B137-A
MH-B-137_MH-B137-A 568.8 Downstream 36 0000 2300
2024-11-06
10:56:00 PM MH-B-200 MH-B-282 MH-B-282_MH-B-200 152.9 Upstream 36 0000 1200 2024-08-19
11:08:00 AM
MH-B261-B MH-B261-AMH-B-261-B_MH-B261_A 26.9 Downstream 10 0000 2200 2024-08-19
10:14:00 AM MH-B-261 B-262 MH-B-261_B-262 172.2 Downstream 36 0000 0000 2024-08-19
9:39:00 AM B-261-A MH-B261-A B-261-A_MH-B-261-A 165.9 Upstream 36 2A00 3E00 2024-08-19
8:59:00 AM
MH-B261-A MH-B-261 MH-B-261-A_MH-B261 371.5 Upstream 36 5100 3M24 2024-08-16
12:24:00 PM MH-B-234 MH-B234-A
MH-B-234_MH-B234-A 466.1 Downstream 66 0000 0000
2024-08-16
11:40:00 AM
MH-B277-A MH-B-277 MH-B-277-A_MH-B277 294.8 Upstream 66 0000 0000 2024-08-16
11:12:00 AM MH-B-277 MH-B-234 MH-B-277_MH-B-234 332.2 Upstream 66 0000 3A2L 2024-08-16
9:01:00 AM TC-B-39 EP-B-39 TC-B-39_EP-B-39 297.4 Downstream 48 0000 512D 2024-08-16
8:38:00 AM MH-B-39 TC-B-39 MH-B-39_TC-B-39 78.9 Downstream 48 0000 0000 2024-08-16
7:11:00 AM MH-B-43 MH-B39-A MH-B-43_MH-B-39-A 587.4 Upstream 36 2A00 512D 2024-08-15
12:58:00 PM
MH-B39-A TC-B-41 MH-B-39-A_TC-B-41 48.1 Upstream 42 0000 3900 2024-08-15
12:46:00 PM TC-B-41 TC-B-272 TC-B-41_TC-B-272 13.5 Downstream 42 0000 3300 2024-08-15
12:22:00 PM TC-B-272 MH-B-39 TC-B-272_MH-B-39 362.5 Downstream 42 0000 311D 2024-08-15
10:41:00 AM MH-B-15 MH-B15-A MH-B-15_MH-B-15-A 572.6 Downstream 54 0000 2100 2024-08-15
10:20:00 AM MH-B-16 MH-B16-A MH-B-16_MH-B-16-A 116.2 Upstream 36 0000 0000 2024-08-15
10:06:00 AM B-13 MH-B16-A B-13_MH-B-16-A 40.6 Upstream 27 0000 0000

Page 1 of 6 ends

2024-08-15
9:47:00 AM
MH-B16-AMH-B-15 MH-B-16-A_MH-B-15 147.4 Upstream 54 0000 1100 2024-08-13
11:47:00 AM MH-B-243 OUTLET MH-B-243_OUTLET 318.3 Downstream 27 0000 3A2A 2024-08-13
10:24:00 AM B-252 OUTLET B-252_OUTLET 109 Downstream 24 0000 5124 2024-08-13
8:28:00 AM
MH-B295-B OUTLET MH-B-295-B_OUTLET 1.4 Downstream 36 0000 4111 2024-08-13
7:41:00 AM
MH-B295-AMH-B295-BMH-B-295-A_MH-B295-B 286 Downstream 36 0000 3122 2024-08-13
7:26:00 AM MH-B-295 MH-B295-A
MH-B-295_MH-B295-A 219.2 Downstream 24 0000 4121
2024-08-12
1:08:00 PM
MH-B291-B OUTLET MH-B-291-B_OUTLET 47.7 Downstream 36 2600 5141 2024-08-12
12:47:00 PM MH-B-291 MH-B291-A
MH-B-291_MH-B291-A 156.3 Upstream 36 0000 3A00
2024-08-12
12:33:00 PM
MH-B291-AMH-B291-BMH-B-291-A_MH-B291-B 328.9 Upstream 36 0000 2F00 2024-08-12
11:24:00 AM MH-B-293 OUTLET MH-B-293_OUTLET 94 Downstream 36 0000 5141 2024-08-12
10:48:00 AM B-125 MH-B-303 B-125_MH-B-303 146.9 Upstream 24 0000 0000 2024-08-12
10:32:00 AM MH-B-303 MH-B303-A
MH-B-303_MH-B303-A 111.6 Upstream 36 0000 3100
2024-08-12
10:17:00 AM
MH-B303-AMH-B303-BMH-B-303-A_MH-B303-B 306.2 Upstream 36 0000 0000 2024-08-12
9:50:00 AM
MH-B303-B MH-B-293 MH-B-303-B_MH-B293 235.3 Upstream 36 3100 3424 2024-05-23
10:32:00 AM
MH-B323-BMH-B323-AMH-B-323-B_MH-B323-A_A 543.7 Downstream 30 0000 5100 2024-05-23
10:08:00 AM MH-B-323 MH-B323-B
MH-B-323_MH-B323-B_A 527.5 Downstream 30 0000 2100
2024-05-23
9:46:00 AM MH-B-268 MH-B-323 MH-B-268_MH-B323_A 41 Downstream 30 0000 2100 2024-05-21
1:05:00 PM B-88 B-87 B-88_B-87 17 Downstream 12 2300 4100 2024-05-21
12:21:00 PM B-298 B-299 B-298_B-299 45.6 Downstream 12 0000 2700

Page 2 of 6 ends

2024-05-21
10:37:00 AM
B-307 JS-B-307 B-307_JS-B-307 28.4 Downstream 12 0000 4300 2024-05-21
9:30:00 AM B-306 JS-B-306 B-306_JS-B-306 28.3 Downstream 12 3100 3123 2024-05-21
8:51:00 AM B-304 MH-B-295 B-304_MH-B-295 30 Downstream 12 2600 2100 2024-05-21
8:23:00 AM B-295 MH-B-295 B-295_MH-B295 18.8 Downstream 12 0000 0000 2024-05-22
12:58:00 PM B-328-B B-328-A B-328-B_B-328-A 7.6 Upstream 30 0000 0000 2024-05-14
1:54:00 PM B-244 MH-B-244 B-244_MH-B-244 57.4 Upstream 48 0000 0000 2024-05-14
1:50:00 PM MH-B-244 JS-B245-B
MH-B-244_JS-B245-B 2.7 Upstream 48 0000 0000
2024-05-14
1:46:00 PM
JS-B245-BJS-B245-AJS-B-245-B_JS-B245-A 0.4 Upstream 48 0000 0000 2024-05-14
1:20:00 PM
JS-B245-A Outlet JS-B-245-A_Outlet 114.8 Downstream 48 0000 0000 2024-05-14
12:53:00 PM JS-B-245 Main Line JS-B-245_A_Main Line 239.4 Downstream 24 0000 221B 2024-05-14
12:41:00 PM MH-B-245 JS-B-245 MH-B-245_JS-B245_A 8.6 Downstream 24 0000 0000 2024-05-14
10:28:00 AM
MH-B329-A MH-B-329 MH-B-329-A_MH-B329 279.8 Downstream 24 0000 2315 2024-05-14
10:11:00 AM
MH-B329-BMH-B329-AMH-B-329-B_MH-B329-A 250.1 Downstream 24 0000 5100 2024-05-14
9:45:00 AM B-329-A MH-B329-B B-329-A_MH-B-329-B 243.1 Upstream 24 2E00 513H 2024-05-14
8:51:00 AM B-325 MH-B-325 B-325_MH-B-325 194.3 Upstream 24 3100 2B1D 2024-05-14
8:25:00 AM B-16 MH-B-16 B-16_MH-B-16 9.6 Upstream 18 0000 0000 2024-05-14
8:14:00 AM B-14 MH-B-16 B-14_MH-B-16 27.3 Upstream 24 0000 1100 2024-05-14
7:46:00 AM B-17 MH-B-17 B-17_MH-B-17 8.4 Upstream 18 0000 1100 2024-05-14
7:32:00 AM B-19 MH-B-17 B-19_MH-B-17 23 Upstream 18 3100 5112

Page 3 of 6 ends

2024-05-15
1:18:00 PM
B-323 MH-B-268 B-323_MH-B-268 84.7 Upstream 48 0000 4100 2024-05-15
1:04:00 PM Inlet MH-B-268 Inlet_MH-B-268 62.3 Upstream 48 0000 0000 2024-05-15
12:27:00 PM MH-B-268 MH-B-323 MH-B-268_MH-B323_B 40 Downstream 30 0000 3200 2024-05-15
10:29:00 AM B-245 MH-B-245 B-245_MH-B-245 28.2 Upstream 30 0000 1100 2024-05-15
9:51:00 AM
MH-B323-A MH-B-286 MH-B-323-A_MH-B286 104.7 Upstream 30 0000 2111 2024-05-15
9:36:00 AM MH-B-286 JS-B-286 MH-B-286_JS-B286_A 68.8 Upstream 30 0000 3111 2024-05-15
9:20:00 AM JS-B-286 MH-B286-A
JS-B-286_MH-B286-A_A 104.1 Upstream 30 0000 1A00
2024-05-15
9:08:00 AM
MH-B286-AMH-B286-BMH-B-286-A_MH-B286-B_A 146.3 Upstream 36 0000 1A00 2024-05-15
8:47:00 AM
MH-B286-B MH-B-245 MH-B-286-B_MH-B245_A 261.8 Upstream 36 0000 1100 2024-05-13
1:31:00 PM MH-B-17 MH-B-16 MH-B-17_MH-B-16 435.7 Downstream 30 2200 0000 2024-05-13
1:07:00 PM MH-B-325 MH-B-17 MH-B-325_MH-B-17 444.4 Downstream 30 0000 1M00 2024-05-13
12:50:00 PM MH-B-21 MH-B-325 MH-B-21_MH-B-325 167.6 Downstream 30 0000 1C00 2024-05-13
12:24:00 PM B-21 MH-B-21 B-21_MH-B-21 10.2 Upstream 18 0000 0000 2024-05-13
12:12:00 PM B-22 MH-B-21 B-22_MH-B-21 34.6 Upstream 18 0000 3117 2024-05-13
10:33:00 AM
MH-B246-A MH-B-300 MH-B-246-A_MH-B300 265.9 Downstream 24 0000 2D00 2024-05-13
10:13:00 AM MH-B-246 MH-B246-A
MH-B-246_MH-B246-A_B 69.9 Downstream 24 0000 3700
2024-05-13
9:47:00 AM B-328 JS-B-301 B-328_JS-B-301_A 160.8 Upstream 18 0000 4E00 2024-05-13
9:26:00 AM JS-B-301 MH-B-246 JS-B-301_MH-B246_A 204.7 Upstream 24 4100 3128 2024-05-13
9:00:00 AM B-328 JS-B-301 B-328_JS-B-301_B 159.5 Upstream 24 0000 4E00

Page 4 of 6 ends

2024-05-13
8:39:00 AM
JS-B-301 MH-B-246 JS-B-301_MH-B246_B204.8 Upstream 24 0000 0000 2024-05-13
8:05:00 AM MH-B-300 MH-B-291 MH-B-300_MH-B291_A 193.3 Downstream 30 0000 3A27 2024-05-13
7:44:00 AM
MH-B246-A MH-B-300 MH-B-246-A_MH-B300_A 265.9 Downstream 24 0000 3625 2024-05-13
7:13:00 AM MH-B-246 MH-B246-A
MH-B-246_MH-B246-A_A 72.1 Downstream 24 0000 3600
2024-05-08
1:25:00 PM
MH-B305-A MH-B-305 MH-B-305-A_MH-B305 330.2 Upstream 15 0000 412I 2024-05-08
1:14:00 PM MH-B-305 MH-B-294 MH-B-305_MH-B-294 48.4 Upstream 24 2200 3100 2024-05-08
11:53:00 AM B-296 MH-B-296 B-296_MH-B-296 30 Upstream 12 2400 0000 2024-05-08
11:31:00 AM B-297 JS-B-307 B-297_JS-B-307 68.8 Upstream 24 0000 3700 2024-05-08
11:10:00 AM JS-B-307 MH-B-296 JS-B-307_MH-B-296 225.3 Upstream 24 2G00 3G11 2024-05-08
10:27:00 AM JS-B-306 MH-B-295 JS-B-306_MH-B-295 239 Downstream 24 0000 3H13 2024-05-08
10:07:00 AM MH-B-296 JS-B-306 MH-B-296_JS-B-306 103.6 Downstream 24 0000 2B11 2024-05-08
9:27:00 AM B-299 MH-B-299 B-299_MH-B-299 54.1 Downstream 10 0000 3223 2024-05-08
9:06:00 AM MH-B-299 B-87 MH-B-299_B-87 174.1 Downstream 10 3A00 3E00 2024-05-08
8:26:00 AM B-259 MH-B-259 B-259_MH-B-259 8.4 Upstream 6 0000 0000 2024-05-08
7:29:00 AM B-278 B-34 B-278_B-34 28.1 Downstream 18 0000 0000 2024-05-07
1:54:00 PM B-34 Outlet B-34_Outlet 250.8 Downstream 24 0000 0000 2024-05-07
1:26:00 PM MH-B-259 B-34 MH-B-259_B-34 311.6 Downstream 18 0000 1300 2024-05-07
12:08:00 PM MH-B-58 Outlet MH-B-58_Outlet 98.3 Downstream 42 0000 2100 2024-05-07
11:50:00 AM B-58 MH-B-58 B-58_MH-B-58 134.3 Downstream 42 0000 1700

Page 5 of 6 ends

2024-05-07
11:26:00 AM
B-59 B-58 B-59_B-58 42.8 Upstream 18 0000 1100
2024-05-07
10:15:00 AM B-246 Main Line B-246_Main Line 0 Downstream 18 0000 0000 2024-05-07
9:33:00 AM B-251 Main Line B-251_Main Line 22 Downstream 18 0000 1100 2024-05-07
7:23:00 AM B-248 Main Line B-248_Main Line 22.4 Downstream 18 0000 3100 2024-05-06
1:45:00 PM B-250 Main Line B-250_Main Line 13.7 Downstream 18 0000 0000 2024-05-06
1:22:00 PM B-249 B-250 B-249_B-250 63.9 Upstream 18 0000 4131 2024-05-06
12:56:00 PM B-247 Main Line B-247_Main Line 20.7 Downstream 18 3100 0000 2024-05-06
12:13:00 PM MH-B-251 MH-B251-A
MH-B-251_MH-B251-A 45.6 Downstream 27 0000 3A21
2024-05-06
11:43:00 AM B-251 MH-B-251 B-251_MH-B-251 33.2 Downstream 27 0000 3321 2024-05-06
11:31:00 AM B-248 B-251 B-248_B-251 62.9 Downstream 27 0000 3A11 2024-05-06
10:50:00 AM MH-B-247 B-248 MH-B-247_B-248 200.9 Downstream 27 0000 3G00 2024-05-06
10:13:00 AM B-246 MH-B-249 B-246_MH-B-249 65.3 Upstream 24 0000 4122 2024-05-06
10:00:00 AM MH-B-249 B-250 MH-B-249_B-250 153 Upstream 27 0000 4E11 2024-05-06
9:51:00 AM B-250 B-247 B-250_B-247 83.7 Upstream 27 0000 4B00 2024-05-06
9:38:00 AM B-247 MH-B-247 B-247_MH-B-247 59.6 Upstream 27 0000 3A00 Total Date Total
Start ID
Total End
ID Total Asset ID Total Distance
Total Flow
Direction
Total
Asset
Size
Total Pacp Quick
Struct Rating
Total Pacp Quick
Maint Rating
16 99 74 109 16508.5 2 13

Page 6 of 6 ends

PACE_ID CCTV_Date Operator CCTV_Truck Undocumented Structure_Type Structure_Condition Structure_Shape Map_Error Filter_System Filter_System_Condition Cover_Type Cover_Condition Cover_Missing_Bolts Cover_Closed_Photo Area_Photo Ring_Type Ring_Condition Frame_Condition Chimney_Condition Cone_Condition Wall_Condition Bench_Floor_Condition Channel_Condition Notes Structure_Depth Structure_Width Structure_Length B-298 11:48.1 Anthony 311 No Catch_Basin Fair Rectangle Yes No NA Manhole Good Yes Yes Yes Solid Good Good Good NA Fair Fair NA 2.7 3.9 15.1 B-299 01:04.2 Anthony 311 No Catch_Basin Good Rectangle Yes Yes Fair Manhole Good Yes Yes Yes Solid Good Good Good NA Fair Fair NA 2.8 3.9 15.1 B-297 43:39.7 Anthony 311 No Catch_Basin Good Rectangle No Yes Fair Manhole Good Yes Yes Yes Solid Good Good Good NA Good Fair B-307 18:30.5 Anthony 311 No Catch_Basin Good Rectangle No Yes Fair Manhole Good Yes Yes Yes Solid Good Good Good NA Good Fair 2.8 3.9 15.1 B-296 11:09.3 Anthony 311 No Catch_Basin Good Rectangle No Yes Fair Manhole Good Yes Yes Yes Solid Good Good Good NA Fair Fair NA 2.1 3.9 15.1 B-306 55:01.6 Anthony 311 No Catch_Basin Good Rectangle No Yes Fair Manhole Good Yes Yes Yes Solid Good Good Good NA Fair Fair NA 2.7 3.9 15 B-304 49:54.8 Anthony 311 No Catch_Basin Good Rectangle Yes Yes Fair Manhole Good Yes Yes Yes Solid Good Good Good NA Good Good NA 2.7 4.9 15 B-295 36:32.2 Anthony 311 Yes Catch_Basin Good Rectangle Yes No NA Manhole Good Yes Yes Yes Solid Good Good Good NA Good Good NA 1.9 3.6 14 MH-B-268 32:37.7 Anthony 311 Yes Manhole Fair Rectangle Yes NA NA Manhole Fair NA Yes Yes Solid Fair Fair Fair NA Good Fair NA 6.2 JS-B-286 28:43.3 Anthony 311 Yes Junction_Stucture Good Rectangle Yes NA NA NA NA NA NA NA NA NA NA Good Good Good JS-B-245 49:21.5 Anthony 311 Yes Junction_Stucture Good Rectangle Yes NA NA NA NA NA NA Solid NA NA NA NA Good Good Good MH-B-329-A 31:06.4 Anthony 311 Yes Manhole Good Rectangle Yes No NA Manhole Good NA No No Solid Good Good Good Good Good Good Good 10.3 MH-B-29 07:07.3 Anthony 311 Yes Manhole Good Yes No NA Manhole Good NA Solid Good Good Good NA Good Good Good MH-B-329-B 04:18.0 Anthony 311 Yes Manhole Good Yes No NA Manhole Good NA Yes Yes Solid Good Good Good Good Good Good Good 9 B-329-A 36:03.2 Anthony 311 Yes Catch_Basin Fair Yes Yes Good Grate Good NA Yes Yes Solid Good Good NA NA Fair Fair NA 6.7 2.1 3.3 B-325 22:48.0 Anthony 311 No Catch_Basin Good Rectangle No Yes Good Manhole Good Yes Yes Yes Solid Good Good Good NA Good Good NA 4.3 3.5 15.1 MH-B-16 10:19.2 Anthony 311 Yes Manhole Fair Yes No NA Manhole Good NA Yes Yes Solid Fair Fair Fair Good Good Good Good REBAR GOING THRU THE CHIMNEY 6.9 B-14 07:06.6 Anthony 311 No Catch_Basin Good Rectangle No Yes Good Manhole Good Yes Yes Yes Solid Good Good Good NA Good Good NA 5.8 3.9 15.1 B-16 04:45.0 Anthony 311 No Catch_Basin Good Rectangle No Yes Good Manhole Good Yes Yes Yes Solid Good Good Good NA Good Good 5.2 3.8 15.1 MH-B-17 56:51.0 Anthony 311 Yes Manhole Good Yes No NA Manhole Good NA Yes Yes Solid Good Good Good NA Good Good Good 5.6 B-19 23:17.0 Anthony 311 No Catch_Basin Good Rectangle No Yes Good Manhole Good Yes Yes Yes Solid Good Good Good NA Good Good NA 4.5 3.8 15.4 B-17 19:24.9 Anthony 311 No Catch_Basin Good Rectangle No Yes Good Manhole Good Yes Yes Yes Solid Good Good Good NA Good Good NA 4.5 3.5 15.4 MH-B-21 16:00.0 Anthony 311 Yes Manhole Good Yes No NA Manhole Good NA Yes Yes Solid Good Good Good NA Good Good Good 4.7 JS-B-301 55:09.8 Anthony 311 Yes Junction_Stucture Fair Rectangle Yes NA NA NA NA NA NA NA NA NA NA Fair Fair NA MH-B-325 48:00.0 Anthony 311 Yes Manhole Good Yes No NA Manhole Good NA Yes Yes Solid Good Good Good NA Good Good Good 5.3 MH-B-295 48:38.5 314 Yes Manhole NO ACCESS / BURIED
B-88 43:43.9 Anthony 311 No Catch_Basin Fair Rectangle No NA Manhole Fair Yes Solid Fair Fair Fair Fair NA 2.4 3.7 14 B-87 41:39.8 Anthony 311 NA Catch_Basin Fair Rectangle Yes Fair Manhole Fair Yes Fair Fair Fair Fair NA 3.4 5.9 22.2 MH-B-246 22:00.0 Anthony 311 Yes Manhole Yes NA NA Manhole Good No Yes Yes Solid Good Good Good NA Good Good NA 3.3 MH-B-305 18:00.0 Anthony 311 Yes Manhole Good Yes NA NA Manhole Good No Solid Good Good Good NA Good Good NA B-58 45:38.8 Anthony 311 No Catch_Basin Good Yes No NA Manhole Good Yes Yes Yes Solid Good Good NA NA Good Good NA B-59 34:00.5 Anthony 311 No Catch_Basin Fair Rectangle Yes Yes Fair Manhole Fair Yes Yes Yes Solid Good Good NA NA Good Good NA MH-B-58 28:50.9 Anthony 311 Yes Manhole Yes Yes Yes ACCESS ISSUE 10.3 B-248 55:27.1 Anthony 311 No Catch_Basin Good Rectangle No Yes Fair Manhole Good Yes Yes Yes Solid Good Good NA NA Fair Fair NA B-251 50:02.8 Anthony 311 No Catch_Basin Good Rectangle No Yes Fair Manhole Good NA Yes Yes Solid Good Good NA NA Fair Fair NA B-247 10:05.7 Anthony 311 No Catch_Basin Good Rectangle No Yes Fair Manhole Good Yes Solid Good Fair NA NA Fair Fair NA Light Debris / Light Debris In Basket MH-B-247 00:30.4 Anthony 311 Yes Manhole Yes Manhole Good MH-B-249 35:51.5 Anthony 317 Yes Manhole Good Yes Manhole Good MH-B-259 11:00.0 Anthony 311 Yes Manhole Good Rectangle Yes NA NA Manhole Good NA Yes Yes Solid Good Good Good NA Good Fair Poor 2.8 B-250 12:00.0 Anthony 311 No Catch_Basin Good Rectangle No Yes Good Manhole Good Yes Yes Yes Solid Good Good NA NA Fair Fair NA B-249 09:00.0 Anthony 311 No Catch_Basin Good Rectangle No Yes Good Manhole Good No Yes Yes Solid Good Good NA NA Fair Fair NA DIAMETER MATERIAL CCTV_Date CCTV_Footage Operator CCTV_Truck US_ID DS_ID Pipe_Status Red_Flag Access_Issue Map_Error Inspection_Complete Stucture_Type New_Segment_Added Notes 30 RCP 49:19.1 543 Anthony 311 MH-B-323-B MH-B-323-A CCTV_Complete No Yes Yes Yes DOUBLE BARREL MH-B-323-B-_MH-B-323-B 30 RCP 29:38.8 527 Anthony 311 MH-B-323 MH-B-323-B CCTV_Complete No Yes Yes Yes DOUBLE BARREL MH-B-323_MH-B-323-B_A 30 DIP 05:14.3 41 Anthony 311 MH-B-268 MH-B-323 CCTV_Complete No No Yes Yes DOUBLE BARREL MH-B-268_MH-B-323_A 12 RCP 20:44.0 17 Anthony 311 B-88 B-87 MSA No No Yes No B-88_B-87 DUE TO HEAVY MUD 12 RCP 28:56.1 45 Anthony 311 B-298 B-299 CCTV_Complete No No Yes Yes B-298_B-299 12 RCP 52:36.6 28 Anthony 311 B-306 JS-B-306 CCTV_Complete No No Yes Yes B-306_JS-B-306 12 RCP 07:07.5 30 Anthony 311 B-304 MH-B-295 CCTV_Complete No No Yes Yes B-304_MH-B-295 12 RCP 34:55.7 18 Anthony 311 B-295 MH-B-295 CCTV_Complete No Yes Yes Yes B-295_MH-B-295 24 RCP 55:50.7 239 Anthony 311 JS-B-306 MH-B-295 CCTV_Complete No Yes Yes Yes JS-B-306_MH-B-295 MH-B-295 IS BURIED 48 RCP 26:26.6 84 Anthony 311 B-323 MH-B-268 CCTV_Complete No No Yes Yes B-323_MH-B-268 48 RCP 13:07.9 62 Anthony 311 Inlet MH-B-268 CCTV_Complete No Yes Yes Yes Inlet_MH-B-268 30 DIP 53:12.4 40 Anthony 311 MH-B-269 MH-B-323 CCTV_Complete Yes No Yes Yes DOUBLE BARREL MH-B-268_MH-B-323_B HOMELESS OCCUPIED UNDOCUMENTED STORM WATER SYSTEM 30 50:25.5 28 Anthony 311 B-245 MH-B-245 CCTV_Complete No No Yes Yes Rectangle B-245_MH-B-245 Pipe Diameter 2’x4’ 30 RCP 00:59.2 104 Anthony 311 MH-B-323-A MH-B-286 CCTV_Complete No No Yes Yes DOUBLE BARREL MH-B-323-A_MH-B-286_A 30 RCP 45:26.4 68 Anthony 311 MH-B-286 JS-B-286 CCTV_Complete No No Yes Yes DOUBLE BARREL MH-B-286_JS-B-286_A 30 RCP 32:45.2 104 Anthony 311 JS-B-286 MH-B-286-A CCTV_Complete No No Yes Yes DOUBLE BARREL JS-B-286_MH-B-286-A_A 36 RCP 18:33.2 146 Anthony 311 MH-B-286-A MH-B-286-B CCTV_Complete No No Yes Yes DOUBLE BARREL MH-B-286-A_MH-B-286-B_A 36 RCP 05:37.8 261 Anthony 311 MH-B-286-B MH-B-245 CCTV_Complete No No Yes Yes DOUBLE BARREL MH-B-286-B_MH-B-245_A 48 RCP 09:20.0 114 Anthony 311 JS-B-245-B Outlet CCTV_Complete No No Yes Yes JS-B-245-B_Outlet 48 RCP 07:24.4 2 Anthony 311 JS-B-245-B JS-B-245-A CCTV_Complete No No Yes Yes JS-B-245-B_JS-B-245-A 48 RCP 05:50.8 2 Anthony 311 MH-B-244 JS-B-245-B CCTV_Complete No No Yes Yes MH-B-244_JS-B-244 48 RCP 04:47.6 57 Anthony 311 B-244 MH-B-244 CCTV_Complete No No Yes Yes B-244_MH-B-244 24 RCP 12:14.3 239 Anthony 311 JS-B-25 Main Line CCTV_Complete No Yes Yes Yes DOUBLE BARREL JS-B-245_Main Line_A 24 RCP 51:48.5 8 Anthony 311 MH-B-245 JS-B-245 CCTV_Complete No No Yes Yes DOUBLE BARREL MH-B-245_JS-B-245 24 RCP 07:59.8 279 Anthony 311 MH-B-329-A MH-B-329 CCTV_Complete No No Yes Yes MH-B-329-A_MH-B-329 24 RCP 24:21.4 250 Anthony 311 MH-B-329-B MH-B-329-A CCTV_Complete No No Yes Yes MH-B-329-B_MH-B-329-A 24 RCP 08:45.2 243 Anthony 311 B-329-A MH-B-329-A CCTV_Complete No No Yes Yes B-329-A_MH-B-329-B 24 RCP 14:48.7 194 Anthony 311 B-325 MH-B-325 CCTV_Complete No No Yes Yes B-325_MH-B-325 18 RCP 31:41.7 9 Anthony 311 B-16 MH-B-16 CCTV_Complete No No Yes Yes B-16_MH-B-16 24 RCP 24:15.7 27 Anthony 311 B-14 MH-B-16 CCTV_Complete No No Yes Yes B-14_MH-B-16 18 RCP 54:41.0 8 Anthony 311 B-17 MH-B-17 CCTV_Complete No No Yes Yes B-17_MH-B-17 18 RCP 41:13.6 23 Anthony 311 B-19 MH-B-17 Needs_Cleaning No No Yes No B-19_MH-B-17 MSA DUE TO OBZ 50% 30 RCP 47:01.0 435 Anthony 311 MH-B-17 MH-B-16 CCTV_Complete No No Yes Yes MH-B-17_MH-B-16 30 RCP 27:26.8 444 Anthony 311 MH-B-325 MH-B-17 CCTV_Complete No No Yes Yes MH-B-325_MH-B-17 167 RCP 03:26.5 167 Anthony 311 MH-B-21 MH-B-325 CCTV_Complete No No Yes Yes MH-B-21_MH-B-325 18 RCP 33:32.7 10 Anthony 311 B-21 MH-B-21 CCTV_Complete No No Yes Yes B-21_MH-B-21 18 RCP 23:25.1 34 Anthony 311 B-22 MH-B-21 CCTV_Complete No No Yes Yes B-22_MH-B-21 24 RCP 06:01.2 204 Anthony 311 JS-B-301 MH-B-246 CCTV_Complete No No Yes Yes DOUBLE BARREL JS-B-301_MH-B-246 24 RCP 49:29.6 265 Anthony 311 MH-B-246-A MH-B-300 CCTV_Complete No No Yes Yes DOUBLE BARREL MH-B-246-A_MH-B-300 24 RCP 31:00.4 69 Anthony 311 MH-B-246 MH-B-246-A CCTV_Complete No No Yes Yes DOUBLE BARREL MH-B-246_MH-B-246-A_A 18 RCP 03:09.3 160 Anthony 311 B-328 JS-B-301 CCTV_Complete Yes No Yes Yes DOUBLE BARREL B-328_JS-B-301_A 30 RCP 30:57.8 193 Anthony 311 MH-B-300 MH-B-291 CCTV_Complete No No Yes Yes MH-B-300_MH-B-291 24 RCP 02:45.7 265 Anthony 311 MH-B-246-A MH-B-300 CCTV_Complete No No Yes Yes DOUBLE BARREL MH-B-246-A_MH-B-300_A 24 RCP 35:34.0 72 Anthony 311 MH-B-246 MH-B-246_A CCTV_Complete No No Yes Yes DOUBLE BARREL MH-B-246_MH-B-246-A_A 24 RCP 56:57.8 204 Anthony 311 JS-B-301 MH-B-246 CCTV_Complete No No Yes Yes DOUBLE BARREL JS-B-301_MH-B-246_B 24 RCP 13:29.7 159 Anthony 311 B-328 JS-B-301 CCTV_Complete No No Yes Yes DOUBLE BARREL B-328_JS-B-301_B 15 RCP 59:30.6 330 Anthony 311 MH-B-305-A MH-B-305 CCTV_Complete No No Yes Yes MH-B-305-A_MH-B-305 24 RCP 57:36.2 48 Anthony 311 MH-B-305 MH-B-294 CCTV_Complete No No Yes Yes MH-B-305_MH-B-294 12 RCP 02:02.6 30 Anthony 311 B-296 MH-B-296 CCTV_Complete No No Yes Yes B-296_MH-B-296 24 RCP 58:43.5 103 Anthony 311 MH-B-206 JS-B-306 CCTV_Complete No No Yes Yes MH-B-296_MH-B-306 24 RCP 29:57.5 225 Anthony 311 JS-B-307 MH-B-296 CCTV_Complete No No Yes Yes JS-B-307_MH-B-296 24 RCP 43:32.5 68 Anthony 311 B-97 JS-B-307 CCTV_Complete No No Yes Yes B-297_JS-B-307 18 RCP 52:54.7 28 Anthony 311 B-278 B-34 CCTV_Complete No No Yes Yes B-278_B-34 10 RCP 41:06.3 54 Anthony 311 B-299 MH-B-299 CCTV_Complete No No Yes Yes B-299_MH-B-299 10 RCP 24:48.7 174 Anthony 311 MH-B-299 B-87 CCTV_Complete No No Yes Yes MH-B-299_B-87 RCP 31:07.7 8 Anthony 311 B-259 MH-B-259 CCTV_Complete No Yes Yes Yes B-259_MH-B-259 6” x 25” 24 RCP 13:54.5 250 Anthony 311 B-34 CCTV_Complete No No Yes Yes B-34_Outlet 18 RCP 12:13.7 311 Anthony 311 MH-B-259 B-34 CCTV_Complete No No Yes Yes MH-B-259_B-34 42 RCP 38:18.5 98 Anthony 311 MH-B-58 CCTV_Complete No Yes Yes Yes MH-B-58_Outlet 42 RCP 36:08.9 134 Anthony 311 B-58 MH-B-58 CCTV_Complete No No Yes Yes B-58_MH-B-58 18 RCP 33:25.0 42 Anthony 311 B-59 B-58 CCTV_Complete No No Yes Yes B-59_B-58 18 RCP 18:59.5 0 Anthony 311 B-246 Needs_Cleaning No Yes No No B-246_Main Line DUE TO HEAVY DEBRIS UNABLE TO CCTV FROM CB TO MAIN LINE 18 RCP 08:18.6 20 Anthony 311 B-247 CCTV_Complete No Yes Yes B-247_Main Line 19 RCP 39:23.3 13 Anthony 311 B-250 CCTV_Complete No Yes Yes Yes 12 RCP 55:00.0 63 Anthony 311 B-249 B-250 CCTV_Complete No Yes Yes Yes 18 RCP 48:51.3 22 Anthony 311 B-251 CCTV_Complete No No Yes Yes B-251_Main Line 27 RCP 20:00.0 200 Anthony 311 MH-B-247 B-248 CCTV_Complete No No No Yes 27 RCP 17:00.0 13 Anthony 311 MH-B-251 MH-B-251-A CCTV_Complete No Yes No Yes MH-B-251_MH-B-251-A FLAP GATE 27 RCP 16:00.0 33 Anthony 311 B-251 MH-B-251 CCTV_Complete No No Yes Yes B-251_MH-B-251 28 RCP 13:00.0 62 Anthony 311 B-248 B-251 CCTV_Complete No No Yes Yes B-248_B-251 18 RCP 09:36.8 22 Anthony 311 B-248 CCTV_Complete No No Yes Yes B-248_Main Line 27 RCP 03:00.0 153 Anthony 311 MH-B-249 B-250 CCTV_Complete No No Yes Yes MH-B-249_B-250 24 RCP 05:00.0 65 Anthony 311 B-246 MH-B-249 CCTV_Complete No No Yes Yes B-246_MH-B-249 27 RCP 00:00.0 83 Anthony 311 B-250 B-247 CCTV_Complete No No Yes Yes B-250_B-247 27 RCP 59:00.0 59 Anthony 311 B-147 MH-B-247 CCTV_Complete No No Yes Yes Yes Street Name PACE_ID Report Pipe Rating MPD Rating (Grade) Structrual O & M Notes C02P03-12-STN-40020 MH-B-16_MH-B-16-A_MH-B-16-A_MH-B-16_20240815 0000 0 Overall 0, number of defects 0 C02P03-12-STN-40030 MH-B-17_MH-B-16_MH-B-17_MH-B-16_20240513 2200 2 Y Overall 4, number of defects 2 C02P03-12-STN-40040 MH-B-325_MH-B-17_MH-B-325_MH-B-17_20240513 1M00 1 Y Overall 74, number of defects 74 B-19_MH-B-17_MH-B-17_B-19_20240514 5131 5 Y Overall 10, number of defects 4 B-17_MH-B-17_MH-B-17_B-17_20240514 1100 1 Y
C02P03-12-STN-40050 MH-B-21_MH-B-325_MH-B-21_MH-B-325_20240513 1C00 1 Y Overall 21, number of defects 21 C02P03-12-STN-40041 B-325_MH-B-325_MH-B-325_B-325_20240514 312B 3 Y Y Has both Structrual and O&M, Overall 60, number of defects 43 C02S01-18-STN-10010 JS-B-245-A_Outlet _JS-B-245-A_Outlet_20240514 0000 0 MH-B-244_JS-B-245-B_JS-B-245-B_MH-B-244_20240514 0000 0 B-244_MH-B-244_MH-B-244_B-244_20240514 0000 0
JS-B-245-B_JS-B-245-A_JS-B-245-A_JS-B-245-B_20240514 0000 0 C02S01-18-STN-10011 JS-B-245_A_Main Line_JS-B-245_Main Line_20240514 221B 2 Y Overall 19, number of defects 17 C02S01-18-STN-10020 MH-B-286-B_MH-B-245_A_MH-B-245_MH-B-286-B_20240515 1100 1 Y Overall 1, number of defects 1 MH-B-245_JS-B-245_A_MH-B-245_JS-B-245_20240514 0000 0
B-245_MH-B-245_MH-B-245_B-245_20240515 1100 1 Y
C02S01-18-STN-10030 MH-B-286-A_MH-B-286-B_A_MH-B-286-B_MH-B-286-A_20240515 1A00 1 Y Overall 13, number of defects 13 C02S01-18-STN-10031 JS-B-286_MH-B-286-A_A_MH-B-286-A_JS-B-286_20240515 1A00 1 Y Overall 11, number of defects 11 C02S01-18-STN-10040 MH-B-286_JS-B-286_A_JS-B-286_MH-B-286_20240515 3111 3 Y Overall 4, number of defects 2 C02S01-18-STN-10050 MH-B-323-A_MH-B-286_MH-B-286_MH-B-323-A_20240515 2111 2 Y Overall 3, number of defects 2 C02S01-18-STN-10060 MH-B-323-B_MH-B-323-A_A_MH-B-323-B_MH-B-323-A_20240523 5100 5 Y Overall 5, number of defects 1 C02S01-18-STN-10070 MH-B-323_MH-B-323-B_A_MH-B-323_MH-B-323-B_20240523 2100 2 Y Overall 2, number of defects 1 C02S01-18-STN-10071 MH-B-323_MH-B-323-B_A_MH-B-323_MH-B-323-B_20240523 2100 2 Y Overall 2, number of defects 1 C02S01-18-STN-10072 MH-B-268_MH-B-323_B_MH-B-268_MH-B-323_20240515 3200 3 Y Overall 6, number of defects 2 MH-B-268_MH-B-323_A_MH-B-268_MH-B-323_20240523 2100 2 Y Overall 2, number of defects 1 C02S01-18-STN-10073 5 No access due to homeless
C02S01-18-STN-10074 5 No access due to homeless
C02S01-18-STN-10075 Inlet_MH-B-268_MH-B-268_Inlet_20240515 0000 0 C02S01-18-STN-10076 Inlet_MH-B-268_MH-B-268_Inlet_20240515 0000 0 C02S01-18-STN-10077 B-323_MH-B-268_MH-B-268_B-323_20240515 4100 4 Y Overall 4, number of defects 1 Western Ave C02S01-18-STN-20010 MH-B-243_OUTLET_MH-B-243_OUTLET_20240813 3A2A 3 Y Overall 60, number of defects 24 C02S01-18-STN-30000 B-34_Outlet_B-34_Outlet_20240507 0000 0 Overall 0, number of defects 0 C02S01-18-STN-30010 MH-B-259_B-34_MH-B-259_B-34_20240507 1300 1 Y Overall 3, number of defects 3 C02S01-18-STN-30010 (LATERAL) B-259_MH-B-259_MH-B-259_B-259_20240508 0000 0 C02S01-32-STN-20010 MH-B-58_Outlet_MH-B-58_Outlet_20240507 2100 2 Y Overall 2, number of defects 1 C02S01-32-STN-20020 B-58_MH-B-58_B-58_MH-B-58_20240507 1700 1 Y overall 7, number of defect 7 C02S01-32-STN-20030 B-59_B-58_B-58_B-59_20240507 1100 1 Y C02S01-35-STN-10011 MH-B-251_MH-B-251-A_MH-B-251_MH-B-251-A_20240506 3A21 3 Y Overall 32, number of defects 11 C02S01-35-STN-10020 MH-B-247_B-248_MH-B-247_B-248_20240506 3G00 3 Y Overall 120, number of defects 40 B-248_B-251_B-248_B-251_20240506 3A11 3 Y Overall 40, number of defects 14 B-251_MH-B-251_B-251_MH-B-251_20240506 3321 3 Y Overall 12, number of defects 5 C02S01-35-STN-10020 (LATERAL) B-248_Main Line_B-248_Main Line_20240507 3100 3 Y Overall 3, number of defects 1 C02S01-35-STN-10020 (LATERAL) B-251_Main Line_B-251_Main Line_20240507 1100 1 Y Overall 1, Number of defects 1 C02S01-35-STN-10030 MH-B-249_B-250_B-250_MH-B-249_20240506 4E11 4 Y Overall 121, number of defects 31 B-250_B-247_B-247_B-250_20240506 4B00 4 Y Overall 68, Number of defects 17 B-247_MH-B-247_MH-B-247_B-247_20240506 3A00 3 Y Overall 39, number of defects 13 C02S01-35-STN-10030 (LATERAL) B-246_MH-B-249_MH-B-249_B-246_20240506 4122 4 Y Overall 16, number of defects 11 C02S01-35-STN-10030 (LATERAL) B-249_B-250_B-250_B-249_20240506 4131 4 Y Overall 7, Number of defects 2 (Lateral) C02S01-35-STN-10030 (LATERAL) B-247_Main Line_B-247_Main Line_20240506 3100 3 Y Overall 3, Number of defects 1 C02S01-35-STN-10030 (LATERAL) B-250_Main Line_B-250_Main Line_20240506 0000 0 C02S01-35-STN-10030 (LATERAL) B-246_Main Line_B-246_Main Line_20240507 0000 0 C02S01-49-STN-10000 MH-B-291-B_OUTLET_MH-B-291-B_OUTLET_20240812 5141 5 Y Y Overall 27, number of defects 10 C02S01-49-STN-10010 MH-B-291-A_MH-B-291-B_MH-B-291-B_MH-B-291-A_20240812 2F00 2 Y Overall 76, number of defects 38 C02S01-49-STN-10020 MH-B-291_MH-B-291-A_MH-B-291-A_MH-B-291_20240812 3A00 3 Y Overall 33, number of defects 11 C02S01-49-STN-10030 MH-B-300_MH-B-291_A_MH-B-300_MH-B-291_20240513 3A27 3 Y Overall 44, numbers of defects 17 C02S01-49-STN-10040 MH-B-246-A_MH-B-300_A_MH-B-246-A_MH-B-300_20240513 3625 3 Y Overall 29, number of defects 12 MH-B-246-A_MH-B-300_MH-B-246-A_MH-B-300_20240513 2D00 2 Y Overall 58, number of defects 29 C02S01-49-STN-10050 MH-B-246_MH-B-246-A_B_MH-B-246_MH-B-246-A_20240513 3700 3 Y Overall 21, number of defects 7 MH-B-246_MH-B-246-A_A_MH-B-246_MH-B-246-A_20240513 3600 3 Y Overall 18, number of defects 6 C02S01-49-STN-10060 MH-B-305_MH-B-294_MH-B-294_MH-B-305_20240508 3122 3 Y Y Overall 7, number of defects 3 City of Stanton - Local Storm Drain CCTV Data Summary
Monroe Ave (West)
Cody Dr
Western Ave
Rose St
Santa Rosalia St
Cedar St
Street Name PACE_ID Report Pipe Rating MPD Rating (Grade) Structrual O & M Notes City of Stanton - Local Storm Drain CCTV Data Summary
C02S01-49-STN-10070 MH-B-305-A_MH-B-305_MH-B-305_MH-B-305-A_20240508 412I 4 Y Overall 110, number of defects 54 C02S01-49-STN-30010 JS-B-301_MH-B-246_A_MH-B-246_JS-B-301_20240513 4131 4 Y Y Has both Structrual and O&M, Overall 23, number of defects 10 JS-B-301_MH-B-246_B_MH-B-246_JS-B-301_20240513 0000 0 Overall 0, number of defects 0 C02S01-49-STN-30020 B-328_JS-B-301_A_JS-B-301_B-328_20240513 4E00 4 Y Overall 128, number of defects 32 B-328_JS-B-301_B_JS-B-301_B-328_20240513 4E00 4 Y Overall 128, number of defects 32 C02S01-37-STN-Siphon B-328-B_B-328-A_B-328-A_B-328-B_20240522 0000 0 C02S01-54-STN-10000 MH-B-295-B_OUTLET_MH-B-295-B_OUTLET_20240813 4111 4 Y Overall 5, number of defects 2 C02S01-54-STN-10001 MH-B-295-A_MH-B-295-B_MH-B-295-A_MH-B-295-B_20240813 3122 3 Y Overall 16, number of defects 12 C02S01-54-STN-10010 MH-B-295_MH-B-295-A_MH-B-295_MH-B-295-A_20240813 4121 4 Y Overall 7, number of defects 3 C02S01-54-STN-10020 JS-B-306_MH-B-295_JS-B-306_MH-B-295_20240508 3H13 3 Y Overall 144, number of defects 50 B-304_MH-B-295_B-304_MH-B-295_20240521 2700 2 Y Y Has both Structrual and O&M, Overall 14, number of defects 7 B-295_MH-B295_B-295_MH-B-295_20240521 0000 0
C02S01-54-STN-10030 MH-B-296_JS-B-306_MH-B-296_JS-B-306_20240508 2B11 2 Y Overall 37, number of defects 19 B-306_JS-B-306_B-306_JS-B-306_20240521 3123 3 Y Y Has both Structrual and O&M, Overall 12, number of defects 5 C02S01-54-STN-10040 JS-B-307_MH-B-296_MH-B-296_JS-B-307_20240508 3G2G 3 Y Y Has both Structrual and O&M, Overall 207, number of defects 83 B-307_JS-B-307_B-307_JS-B-307_20240521 4300 4 Y Overall 12, number of defects 3 B-296_MH-B-296_MH-B-296_B-296_20240508 2400 2 Y Overall 8, number of defects 4 C02S01-54-STN-10050 B-297_JS-B-307_JS-B-307_B-297_20240508 3700 3 Y Overall 21, number of defects 7 C02S01-18-STN-50020 MH-B-299_B-87_MH-B-299_B-87_20240508 3H00 3 Y Y Has both Structrual and O&M, overll 135, number of defetcs 45 C02S01-18-STN-50020 (LATERAL) B-298_B-299_B-298_B-299_20240521 2700 2 Y Overall 14, number of defects 7 C02S01-18-STN-50020 (LATERAL) B-299_MH-B-299_B-299_MH-B-299_20240508 3223 3 Y Overall 12, number of defects 5 C02S01-18-STN-50010 (LATERAL) B-88_B-87_B-88_B-87_20240521 4123 4 Y Has both Structrual and O&M, Overall 10, number of defects 4 C02P03-12-STN-10130 MH-B-16-A_MH-B-15_MH-B-15_MH-B-16-A_20240815 1100 1 Y Overall 1, number of defects 1 C02P03-12-STN-10130 (LATERAL) B-13_MH-B-16-A_MH-B-16-A_B-13_20240815 0000 0 C02P03-12-STN-10120 MH-B-15_MH-B-15-A_MH-B-15_MH-B-15-A_20240815 2100 2 Y Overall 2, number of defects 1 Western Ave C02S01-19-STN-10000 B-252_OUTLET_B-252_OUTLET_20240813 5124 5 Y Overall 23, number of defects 15 C03-28-STN-10030 B-261-A_MH-B-261-A_MH-B-261-A_B-261-A_20240819 3E2A 3 Y Y Has both Structrual and O&M, Overall 118, number of defects 44 C03-28-STN-10020 MH-B-261-A_MH-B-261_MH-B-261_MH-B-261-A_20240819 513M 5 Y Y Overall 232, numer of defects 78 C03-28-STN-10020 (LATERAL) MH-B-261-B_MH-B-261_A_MH-B-261-B _MH-B-261-A_20240819 2200 2 Y Overall 4, number of defects 2 C03-28-STN-10011 MH-B-261_B-262_MH-B-261_B-262_20240819 0000 0 C02P03-12-STN-30030 B-329-A_MH-B-329-B_MH-B-329-B_B-329-A_20240514 513H 5 Y Y Has both Structrual and O&M, Overall 210, number of defects 84 C02P03-12-STN-30020 MH-B-329-B_MH-B-329-A_MH-B-329-B_MH-B-329-A_20240514 5100 5 Y Overall 5, number of defects 1 C02P03-12-STN-30010 MH-B-329-A_MH-B-329_MH-B-329-A_MH-B-329_20240514 2315 2 Y Overall 11, number of defects 8 C02P03-03-STN-10040 MH-B-43_MH-B-39-A_MH-B-39-A_MH-B-43_20240816 512F 5 Y Y Has both Structrual and O&M, Overall 128, number of defects 87 C02P03-03-STN-10032 MH-B-39-A_TC-B-41_TC-B-41_MH-B-39-A_20240815 3900 3 Y Overall 27, number of defects 9 C02P03-03-STN-10031 TC-B-41_TC-B-272_TC-B-41_TC-B-272_20240815 3300 3 Y Overall 9, number of defects 3 C02P03-03-STN-10030 TC-B-272_MH-B-39_TC-B-272_MH-B-39_20240815 311D 3 Y Overall 29, number of defects 27 C02P03-03-STN-10020 MH-B-39_TC-B-39_MH-B-39_TC-B-39_20240816 0000 0 C02P03-03-STN-10010 TC-B-39_EP-B-39_TC-B-39_EP-B-39_20240816 512D 5 Y Overall 58, number of defects 28 C02S01-49-STN-00050 B-125_MH-B-303_MH-B-303_B-125_20240812 0000 0 C02S01-49-STN-00040 MH-B-303_MH-B-303-A_MH-B-303-A_MH-B-303_20240812 3100 3 Y Overall 3, number of defects 1 C02S01-49-STN-00030 MH-B-303-A_MH-B-303-B_MH-B-303-B_MH-B-303-A_20240812 0000 0 C02S01-49-STN-00020 MH-B-303-B_MH-B-293_MH-B-293_MH-B-303-B_20240812 3424 3 Y Y Overall 23, number of defects 9 C02S01-49-STN-00010 MH-B-293_OUTLET_MH-B-293_OUTLET_20240812 5141 5 Y Overall 21, number of defects 6 C03P17-04-STN-10120 MH-B-277-A_MH-B-277_MH-B-277_MH-B-277-A_20240816 0000 0 C03P17-04-STN-10110 MH-B-277_MH-B-234_MH-B-234_MH-B-277_20240816 3A2L 3 Y Overall 169, number of defects 78 C03P17-04-STN-10101 MH-B-234_MH-B-234-A_MH-B-234_MH-B-234-A_20240816 0000 0 Beach Blvd C02S01-37-STN-20030 MH-B-137-MH-B-137-A_1172024-0-3681 2300 2 Y Overall 6, number of defects 3 Easement MH-B-282 -MH-B-200_1162024-22-5670 1200 1 Y Overall 2, number of defects 2 Court Ave
Pacific St
Knott Ave
Monroe Ave (East)
Garden Grove Blvd
Western Ave
Pacific & Beach
Briarwood St
Lexington St
Appendix
E
Appendix E – Proposed Condition Hydrology
Appendix E. Proposed Condition Hydrology
10-YR
____________________________________________________________________________ ****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2010 Advanced Engineering Software (aes) Ver. 17.0 Release Date: 07/01/2010 License ID 1527
Analysis prepared by:

************************** DESCRIPTION OF STUDY ************************** * AREA A (PROPOSED CONDITION) *
* 10-YEAR STORM *
* STANTON STORM DRAIN MASTER PLAN *
************************************************************************** FILE NAME: ASTAN10.DAT
TIME/DATE OF STUDY: 21:29 03/11/2025
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 20.0 15.0 0.017/0.017/ --- 0.67 2.00 0.0313 0.167 0.0130 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 1.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 21
---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 930.00
ELEVATION DATA: UPSTREAM(FEET) = 4.65 DOWNSTREAM(FEET) = 0.00 Date: 04/17/2025 File name: ASTAN10.RES Page 1
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.504
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.297
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 7.70 0.30 0.100 56 13.50
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 15.71
TOTAL AREA(ACRES) = 7.70 PEAK FLOW RATE(CFS) = 15.71
**************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 62
---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 5.61 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1122.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 30.62 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.57
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.11
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.77
STREET FLOW TRAVEL TIME(MIN.) = 6.02 Tc(MIN.) = 19.52
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.860
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
MOBILE HOME PARK B 18.40 0.30 0.250 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250
SUBAREA AREA(ACRES) = 18.40 SUBAREA RUNOFF(CFS) = 29.56 EFFECTIVE AREA(ACRES) = 26.10 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.21 TOTAL AREA(ACRES) = 26.1 PEAK FLOW RATE(CFS) = 42.24
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.53 DEPTH*VELOCITY(FT*FT/SEC.) = 2.20 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 2.00 = 2052.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62
---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
Date: 04/17/2025 File name: ASTAN10.RES Page 2
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.98 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 196.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 43.27 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.63
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.56
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.24
STREET FLOW TRAVEL TIME(MIN.) = 0.92 Tc(MIN.) = 20.44
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.812
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
MOBILE HOME PARK C 1.30 0.25 0.250 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.05
EFFECTIVE AREA(ACRES) = 27.40 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.21 TOTAL AREA(ACRES) = 27.4 PEAK FLOW RATE(CFS) = 43.15
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.57 DEPTH*VELOCITY(FT*FT/SEC.) = 2.24 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 2248.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 20.44
RAINFALL INTENSITY(INCH/HR) = 1.81
AREA-AVERAGED Fm(INCH/HR) = 0.06
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.21
EFFECTIVE STREAM AREA(ACRES) = 27.40
TOTAL STREAM AREA(ACRES) = 27.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 43.15
**************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.10 IS CODE = 21
---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
Date: 04/17/2025 File name: ASTAN10.RES Page 3
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 968.00
ELEVATION DATA: UPSTREAM(FEET) = 2.90 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.203
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.147
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 5.30 0.30 0.100 56 15.20
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 10.10
TOTAL AREA(ACRES) = 5.30 PEAK FLOW RATE(CFS) = 10.10
**************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.00 IS CODE = 62
---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.81 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 938.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.21 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.52
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.07
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.08
STREET FLOW TRAVEL TIME(MIN.) = 7.57 Tc(MIN.) = 22.77
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.703
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 8.20 0.30 0.200 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 8.20 SUBAREA RUNOFF(CFS) = 12.12
EFFECTIVE AREA(ACRES) = 13.50 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 13.5 PEAK FLOW RATE(CFS) = 20.10
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.25 DEPTH*VELOCITY(FT*FT/SEC.) = 1.23 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.00 = 1906.00 FEET.

Date: 04/17/2025 File name: ASTAN10.RES Page 4
**************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 22.77
RAINFALL INTENSITY(INCH/HR) = 1.70
AREA-AVERAGED Fm(INCH/HR) = 0.05
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.16
EFFECTIVE STREAM AREA(ACRES) = 13.50
TOTAL STREAM AREA(ACRES) = 13.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.10
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 43.15 20.44 1.812 0.30( 0.06) 0.21 27.4 1.00
2 20.10 22.77 1.703 0.30( 0.05) 0.16 13.5 3.10

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 62.38 20.44 1.812 0.30( 0.06) 0.19 39.5 1.00
2 60.57 22.77 1.703 0.30( 0.06) 0.19 40.9 3.10
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 62.38 Tc(MIN.) = 20.44
EFFECTIVE AREA(ACRES) = 39.52 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 40.9
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 2248.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 31
---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.85 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 615.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 45.0 INCH PIPE IS 36.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.50
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 62.38
PIPE TRAVEL TIME(MIN.) = 1.58 Tc(MIN.) = 22.02
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 2863.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 4.00 IS CODE = 81
---------------------------------------------------------------------------- Date: 04/17/2025 File name: ASTAN10.RES Page 5
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 22.02
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.736
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 6.40 0.25 0.500 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 6.40 SUBAREA RUNOFF(CFS) = 9.28
EFFECTIVE AREA(ACRES) = 45.92 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.24 TOTAL AREA(ACRES) = 47.3 PEAK FLOW RATE(CFS) = 68.98
**************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 31
---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.00 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 1000.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 51.0 INCH PIPE IS 40.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.75
ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 68.98
PIPE TRAVEL TIME(MIN.) = 2.90 Tc(MIN.) = 24.91
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 3863.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.10 TO NODE 5.00 IS CODE = 82
---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 400.00
ELEVATION DATA: UPSTREAM(FEET) = 4.38 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.541
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.648
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 5.10 0.30 0.500 56 10.54
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 5.10 INITIAL SUBAREA RUNOFF(CFS) = 11.46 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 24.91
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.617
SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS) = 6.74
EFFECTIVE AREA(ACRES) = 51.02 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.26 Date: 04/17/2025 File name: ASTAN10.RES Page 6
TOTAL AREA(ACRES) = 52.4 PEAK FLOW RATE(CFS) = 70.80
**************************************************************************** FLOW PROCESS FROM NODE 7.20 TO NODE 5.00 IS CODE = 81
---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 24.91
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.617
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 3.80 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 5.02
EFFECTIVE AREA(ACRES) = 54.82 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.28 TOTAL AREA(ACRES) = 56.2 PEAK FLOW RATE(CFS) = 75.82
**************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 10
---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 7.10 TO NODE 7.10 IS CODE = 21
---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 929.00
ELEVATION DATA: UPSTREAM(FEET) = 1.86 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.742
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.796
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 6.90 0.30 0.500 56 20.74
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 10.22
TOTAL AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) = 10.22
**************************************************************************** FLOW PROCESS FROM NODE 7.10 TO NODE 7.00 IS CODE = 62
---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.50 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1248.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
Date: 04/17/2025 File name: ASTAN10.RES Page 7
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.07 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.54
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.79
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.96
STREET FLOW TRAVEL TIME(MIN.) = 11.64 Tc(MIN.) = 32.39
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.392
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 8.60 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 8.60 SUBAREA RUNOFF(CFS) = 9.61
EFFECTIVE AREA(ACRES) = 15.50 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 15.5 PEAK FLOW RATE(CFS) = 17.32
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.88 DEPTH*VELOCITY(FT*FT/SEC.) = 1.04 LONGEST FLOWPATH FROM NODE 7.10 TO NODE 7.00 = 2177.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 32.39
RAINFALL INTENSITY(INCH/HR) = 1.39
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 15.50
TOTAL STREAM AREA(ACRES) = 15.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.32
**************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 21
---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 738.00
ELEVATION DATA: UPSTREAM(FEET) = 1.48 DOWNSTREAM(FEET) = 0.00 Date: 04/17/2025 File name: ASTAN10.RES Page 8
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.912
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.894
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.70 0.30 0.500 56 18.91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 7.38
TOTAL AREA(ACRES) = 4.70 PEAK FLOW RATE(CFS) = 7.38
**************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 62
---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.00 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 569.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.38 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.46
HALFSTREET FLOOD WIDTH(FEET) = 17.15
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.37
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.62
STREET FLOW TRAVEL TIME(MIN.) = 6.93 Tc(MIN.) = 25.84
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.584
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 4.70 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.7 PEAK FLOW RATE(CFS) = 7.38
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 17.15 FLOW VELOCITY(FEET/SEC.) = 1.37 DEPTH*VELOCITY(FT*FT/SEC.) = 0.62 LONGEST FLOWPATH FROM NODE 6.00 TO NODE 7.00 = 1307.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

Date: 04/17/2025 File name: ASTAN10.RES Page 9
TIME OF CONCENTRATION(MIN.) = 25.84
RAINFALL INTENSITY(INCH/HR) = 1.58
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 4.70
TOTAL STREAM AREA(ACRES) = 4.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.38
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 17.32 32.39 1.392 0.30( 0.15) 0.50 15.5 7.10
2 7.38 25.84 1.584 0.30( 0.15) 0.50 4.7 6.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 23.34 25.84 1.584 0.30( 0.15) 0.50 17.1 6.00
2 23.71 32.39 1.392 0.30( 0.15) 0.50 20.2 7.10
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 23.71 Tc(MIN.) = 32.39
EFFECTIVE AREA(ACRES) = 20.20 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 20.2
LONGEST FLOWPATH FROM NODE 7.10 TO NODE 7.00 = 2177.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 5.00 IS CODE = 62
---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.57 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 783.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 25.66 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.62
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.20
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.36
STREET FLOW TRAVEL TIME(MIN.) = 5.93 Tc(MIN.) = 38.32
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.264
SUBAREA LOSS RATE DATA(AMC II):

Date: 04/17/2025 File name: ASTAN10.RES Page 10
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 3.80 0.25 0.500 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 3.89
EFFECTIVE AREA(ACRES) = 24.00 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 24.0 PEAK FLOW RATE(CFS) = 24.15
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.15 DEPTH*VELOCITY(FT*FT/SEC.) = 1.30 LONGEST FLOWPATH FROM NODE 7.10 TO NODE 5.00 = 2960.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 11
---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 23.69 31.78 1.407 0.29( 0.15) 0.50 20.9 6.00
2 24.15 38.32 1.264 0.29( 0.15) 0.50 24.0 7.10
LONGEST FLOWPATH FROM NODE 7.10 TO NODE 5.00 = 2960.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 75.82 24.91 1.617 0.29( 0.08) 0.28 54.8 1.00
2 73.67 27.26 1.536 0.29( 0.08) 0.28 56.2 3.10
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 3863.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 97.50 24.91 1.617 0.29( 0.10) 0.33 71.2 1.00
2 96.08 27.26 1.536 0.29( 0.10) 0.33 74.1 3.10
3 90.82 31.78 1.407 0.29( 0.10) 0.34 77.1 6.00
4 84.04 38.32 1.264 0.29( 0.10) 0.34 80.2 7.10
TOTAL AREA(ACRES) = 80.2
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 97.50 Tc(MIN.) = 24.914
EFFECTIVE AREA(ACRES) = 71.18 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 80.2
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 3863.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 12
---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ Date: 04/17/2025 File name: ASTAN10.RES Page 11
**************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 8.00 IS CODE = 31
---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.66 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 1332.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 60.0 INCH PIPE IS 43.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.35
ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 97.50
PIPE TRAVEL TIME(MIN.) = 3.50 Tc(MIN.) = 28.41
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 5195.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 81
---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 28.41
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.500
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 7.50 0.25 0.500 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 7.50 SUBAREA RUNOFF(CFS) = 9.28
EFFECTIVE AREA(ACRES) = 78.68 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 87.7 PEAK FLOW RATE(CFS) = 99.27
**************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 31
---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 3.10 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 1550.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 60.0 INCH PIPE IS 44.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.37
ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 99.27
PIPE TRAVEL TIME(MIN.) = 4.06 Tc(MIN.) = 32.47
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 6745.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 81
---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 32.47
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.390
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
Date: 04/17/2025 File name: ASTAN10.RES Page 12

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 7.50 0.25 0.500 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 7.50 SUBAREA RUNOFF(CFS) = 8.54
EFFECTIVE AREA(ACRES) = 86.18 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.36 TOTAL AREA(ACRES) = 95.2 PEAK FLOW RATE(CFS) = 99.98
**************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 31
---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.80 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 266.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 54.0 INCH PIPE IS 43.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.33
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 99.98
PIPE TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 33.07
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 10.00 = 7011.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 33.07
RAINFALL INTENSITY(INCH/HR) = 1.38
AREA-AVERAGED Fm(INCH/HR) = 0.10
AREA-AVERAGED Fp(INCH/HR) = 0.28
AREA-AVERAGED Ap = 0.36
EFFECTIVE STREAM AREA(ACRES) = 86.18
TOTAL STREAM AREA(ACRES) = 95.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 99.98
**************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 20.10 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1014.00
ELEVATION DATA: UPSTREAM(FEET) = 2.03 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 21.482
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.761
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 7.00 0.30 0.500 56 21.48
Date: 04/17/2025 File name: ASTAN10.RES Page 13
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 10.15
TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 10.15
**************************************************************************** FLOW PROCESS FROM NODE 20.10 TO NODE 10.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.03 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1015.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.36 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.51
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.65
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.84
STREET FLOW TRAVEL TIME(MIN.) = 10.27 Tc(MIN.) = 31.76
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.407
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 3.90 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 4.41
EFFECTIVE AREA(ACRES) = 10.90 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 10.9 PEAK FLOW RATE(CFS) = 12.34
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.64 DEPTH*VELOCITY(FT*FT/SEC.) = 0.84 LONGEST FLOWPATH FROM NODE 14.00 TO NODE 10.00 = 2029.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 31.76
RAINFALL INTENSITY(INCH/HR) = 1.41
Date: 04/17/2025 File name: ASTAN10.RES Page 14
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 10.90
TOTAL STREAM AREA(ACRES) = 10.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.34
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 99.98 33.07 1.375 0.28( 0.10) 0.36 86.2 1.00
1 98.85 35.51 1.320 0.28( 0.10) 0.36 89.1 3.10
1 94.41 40.15 1.231 0.28( 0.10) 0.36 92.1 6.00
1 88.48 46.75 1.128 0.28( 0.10) 0.37 95.2 7.10
2 12.34 31.76 1.407 0.30( 0.15) 0.50 10.9 14.00

PEAK FLOW RATE(CFS) = 112.00 Tc(MIN.) = 33.07
EFFECTIVE AREA(ACRES) = 97.08 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 106.1
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 10.00 = 7011.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 3.14 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 1047.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 57.0 INCH PIPE IS 44.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.58
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 112.00
PIPE TRAVEL TIME(MIN.) = 2.30 Tc(MIN.) = 35.38
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 11.00 = 8058.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 35.38
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.323
SUBAREA LOSS RATE DATA(AMC II):

Date: 04/17/2025 File name: ASTAN10.RES Page 15
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 10.00 0.30 0.200 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 11.37 EFFECTIVE AREA(ACRES) = 107.08 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.36 TOTAL AREA(ACRES) = 116.1 PEAK FLOW RATE(CFS) = 117.69
**************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 35.38
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.323
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 11.00 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 12.80 EFFECTIVE AREA(ACRES) = 118.08 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.33 TOTAL AREA(ACRES) = 127.1 PEAK FLOW RATE(CFS) = 130.49
**************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.21 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 603.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 66.0 INCH PIPE IS 49.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.81
ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 130.49
PIPE TRAVEL TIME(MIN.) = 1.48 Tc(MIN.) = 36.85
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 12.00 = 8661.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 36.85
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.292
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.60 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.60 SUBAREA RUNOFF(CFS) = 4.73
Date: 04/17/2025 File name: ASTAN10.RES Page 16
EFFECTIVE AREA(ACRES) = 122.68 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 131.7 PEAK FLOW RATE(CFS) = 131.96
**************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 36.85
RAINFALL INTENSITY(INCH/HR) = 1.29
AREA-AVERAGED Fm(INCH/HR) = 0.10
AREA-AVERAGED Fp(INCH/HR) = 0.29
AREA-AVERAGED Ap = 0.34
EFFECTIVE STREAM AREA(ACRES) = 122.68
TOTAL STREAM AREA(ACRES) = 131.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 131.96
**************************************************************************** FLOW PROCESS FROM NODE 15.10 TO NODE 15.10 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1838.00
ELEVATION DATA: UPSTREAM(FEET) = 3.68 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 27.251
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.536
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 7.20 0.30 0.500 56 27.25
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 8.98
TOTAL AREA(ACRES) = 7.20 PEAK FLOW RATE(CFS) = 8.98
**************************************************************************** FLOW PROCESS FROM NODE 15.10 TO NODE 12.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 7.59 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 487.85 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.66
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.98
PIPE TRAVEL TIME(MIN.) = 1.06 Tc(MIN.) = 28.31
LONGEST FLOWPATH FROM NODE 15.10 TO NODE 12.00 = 2325.85 FEET. **************************************************************************** Date: 04/17/2025 File name: ASTAN10.RES Page 17
FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 28.31
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.503
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 4.20 0.25 0.500 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 5.21
EFFECTIVE AREA(ACRES) = 11.40 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 11.4 PEAK FLOW RATE(CFS) = 13.98
**************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 28.31
RAINFALL INTENSITY(INCH/HR) = 1.50
AREA-AVERAGED Fm(INCH/HR) = 0.14
AREA-AVERAGED Fp(INCH/HR) = 0.28
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 11.40
TOTAL STREAM AREA(ACRES) = 11.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.98
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 131.20 35.54 1.320 0.29( 0.10) 0.34 119.2 14.00
1 131.96 36.85 1.292 0.29( 0.10) 0.34 122.7 1.00
1 129.83 39.29 1.246 0.29( 0.10) 0.34 125.6 3.10
1 123.76 43.98 1.168 0.29( 0.10) 0.34 128.6 6.00
1 115.85 50.66 1.077 0.29( 0.10) 0.35 131.7 7.10
2 13.98 28.31 1.503 0.28( 0.14) 0.50 11.4 15.10

PEAK FLOW RATE(CFS) = 143.78 Tc(MIN.) = 36.85
EFFECTIVE AREA(ACRES) = 134.08 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 143.1
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 12.00 = 8661.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 4.42 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 884.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 57.0 INCH PIPE IS 44.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.78
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 143.78
PIPE TRAVEL TIME(MIN.) = 1.51 Tc(MIN.) = 38.36
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 13.00 = 9545.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 38.36
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.263
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 3.20 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = 3.21
EFFECTIVE AREA(ACRES) = 137.28 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.36 TOTAL AREA(ACRES) = 146.3 PEAK FLOW RATE(CFS) = 143.78
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 38.36
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.263
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.40 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF(CFS) = 4.41
EFFECTIVE AREA(ACRES) = 141.68 AREA-AVERAGED Fm(INCH/HR) = 0.10 Date: 04/17/2025 File name: ASTAN10.RES Page 19
AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.36 TOTAL AREA(ACRES) = 150.7 PEAK FLOW RATE(CFS) = 147.85
**************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.53 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 766.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 69.0 INCH PIPE IS 52.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.01
ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 147.85
PIPE TRAVEL TIME(MIN.) = 1.82 Tc(MIN.) = 40.18
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 14.00 = 10311.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 40.18
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.230
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 3.60 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 3.60 SUBAREA RUNOFF(CFS) = 3.50
EFFECTIVE AREA(ACRES) = 145.28 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 154.3 PEAK FLOW RATE(CFS) = 147.85
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 3.76 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 752.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 57.0 INCH PIPE IS 45.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.80
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 147.85
PIPE TRAVEL TIME(MIN.) = 1.28 Tc(MIN.) = 41.46
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 15.00 = 11063.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ Date: 04/17/2025 File name: ASTAN10.RES Page 20
MAINLINE Tc(MIN.) = 41.46
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.208
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 3.60 0.25 0.500 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 3.60 SUBAREA RUNOFF(CFS) = 3.51
EFFECTIVE AREA(ACRES) = 148.88 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 157.9 PEAK FLOW RATE(CFS) = 147.85
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.00 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 57.0 INCH PIPE IS 45.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.80
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 147.85
PIPE TRAVEL TIME(MIN.) = 0.68 Tc(MIN.) = 42.14
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 16.00 = 11463.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 625.00
ELEVATION DATA: UPSTREAM(FEET) = 1.25 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.705
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.967
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 2.75 0.30 0.500 56 17.70
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 4.50
TOTAL AREA(ACRES) = 2.75 PEAK FLOW RATE(CFS) = 4.50
Date: 04/17/2025 File name: ASTAN10.RES Page 21
**************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 17.70
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.967
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 5.10 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS) = 8.34
EFFECTIVE AREA(ACRES) = 7.85 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 7.8 PEAK FLOW RATE(CFS) = 12.84
**************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 41.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.84 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 419.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.70 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.52
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.71
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.90
STREET FLOW TRAVEL TIME(MIN.) = 4.08 Tc(MIN.) = 21.78
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.747
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 1.20 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 1.72
EFFECTIVE AREA(ACRES) = 9.05 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 9.1 PEAK FLOW RATE(CFS) = 13.01
END OF SUBAREA STREET FLOW HYDRAULICS:

Date: 04/17/2025 File name: ASTAN10.RES Page 22
DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.68 DEPTH*VELOCITY(FT*FT/SEC.) = 0.87 LONGEST FLOWPATH FROM NODE 42.00 TO NODE 41.00 = 1044.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 41.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 21.78
RAINFALL INTENSITY(INCH/HR) = 1.75
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 9.05
TOTAL STREAM AREA(ACRES) = 9.05
PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.01
**************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 658.00
ELEVATION DATA: UPSTREAM(FEET) = 2.63 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.736
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.105
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 5.70 0.30 0.500 56 15.74
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 10.03
TOTAL AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) = 10.03
**************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.93 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 977.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Date: 04/17/2025 File name: ASTAN10.RES Page 23
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.53 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.51
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.99
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.01
STREET FLOW TRAVEL TIME(MIN.) = 8.20 Tc(MIN.) = 23.93
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.655
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 6.60 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 8.94
EFFECTIVE AREA(ACRES) = 12.30 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 12.3 PEAK FLOW RATE(CFS) = 16.66
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.10 DEPTH*VELOCITY(FT*FT/SEC.) = 1.10 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 41.00 = 1635.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 41.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 23.93
RAINFALL INTENSITY(INCH/HR) = 1.66
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 12.30
TOTAL STREAM AREA(ACRES) = 12.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.66
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 13.01 21.78 1.747 0.30( 0.15) 0.50 9.1 42.00
2 16.66 23.93 1.655 0.30( 0.15) 0.50 12.3 40.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 29.10 21.78 1.747 0.30( 0.15) 0.50 20.2 42.00
2 28.92 23.93 1.655 0.30( 0.15) 0.50 21.3 40.00
Date: 04/17/2025 File name: ASTAN10.RES Page 24
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 29.10 Tc(MIN.) = 21.78
EFFECTIVE AREA(ACRES) = 20.24 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 21.3
LONGEST FLOWPATH FROM NODE 40.00 TO NODE 41.00 = 1635.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 16.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.48 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 742.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.72
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.10
PIPE TRAVEL TIME(MIN.) = 2.62 Tc(MIN.) = 24.40
LONGEST FLOWPATH FROM NODE 40.00 TO NODE 16.00 = 2377.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 16.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 24.40
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.637
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 9.00 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 9.00 SUBAREA RUNOFF(CFS) = 12.04
EFFECTIVE AREA(ACRES) = 29.24 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 30.3 PEAK FLOW RATE(CFS) = 39.13
**************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 39.13 24.40 1.637 0.30( 0.15) 0.50 29.2 42.00
2 38.50 26.56 1.559 0.30( 0.15) 0.50 30.3 40.00
LONGEST FLOWPATH FROM NODE 40.00 TO NODE 16.00 = 2377.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
Date: 04/17/2025 File name: ASTAN10.RES Page 25
1 138.90 33.67 1.361 0.29( 0.11) 0.37 121.2 15.10
2 147.43 40.83 1.219 0.29( 0.11) 0.37 145.4 14.00
3 147.85 42.14 1.197 0.29( 0.11) 0.37 148.9 1.00
4 145.35 44.59 1.159 0.29( 0.11) 0.37 151.8 3.10
5 138.79 49.34 1.093 0.29( 0.11) 0.37 154.8 6.00
6 130.20 56.13 1.015 0.29( 0.11) 0.37 157.9 7.10
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 16.00 = 11463.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 161.93 24.40 1.637 0.29( 0.12) 0.41 117.1 42.00
2 165.37 26.56 1.559 0.29( 0.12) 0.41 125.9 40.00
3 171.98 33.67 1.361 0.29( 0.12) 0.40 151.5 15.10
4 176.62 40.83 1.219 0.29( 0.11) 0.39 175.8 14.00
5 176.45 42.14 1.197 0.29( 0.11) 0.39 179.2 1.00
6 172.90 44.59 1.159 0.29( 0.11) 0.39 182.1 3.10
7 164.56 49.34 1.093 0.29( 0.11) 0.39 185.1 6.00
8 153.84 56.13 1.015 0.29( 0.11) 0.39 188.2 7.10
TOTAL AREA(ACRES) = 188.2
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 176.62 Tc(MIN.) = 40.828
EFFECTIVE AREA(ACRES) = 175.79 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 188.2
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 16.00 = 11463.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.55 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 777.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 72.0 INCH PIPE IS 58.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.23
ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 176.62
PIPE TRAVEL TIME(MIN.) = 1.79 Tc(MIN.) = 42.62
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 17.00 = 12240.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 42.62
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.189
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
Date: 04/17/2025 File name: ASTAN10.RES Page 26

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.50 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.50 SUBAREA RUNOFF(CFS) = 4.21
EFFECTIVE AREA(ACRES) = 180.29 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 192.8 PEAK FLOW RATE(CFS) = 176.62
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 42.62
RAINFALL INTENSITY(INCH/HR) = 1.19
AREA-AVERAGED Fm(INCH/HR) = 0.11
AREA-AVERAGED Fp(INCH/HR) = 0.29
AREA-AVERAGED Ap = 0.39
EFFECTIVE STREAM AREA(ACRES) = 180.29
TOTAL STREAM AREA(ACRES) = 192.75
PEAK FLOW RATE(CFS) AT CONFLUENCE = 176.62
**************************************************************************** FLOW PROCESS FROM NODE 63.00 TO NODE 43.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 396.64
ELEVATION DATA: UPSTREAM(FEET) = 1.40 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.175
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.330
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 3.20 0.30 0.500 56 13.18
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 6.28
TOTAL AREA(ACRES) = 3.20 PEAK FLOW RATE(CFS) = 6.28
**************************************************************************** FLOW PROCESS FROM NODE 43.00 TO NODE 17.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 6.46 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 793.28 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.1 INCHES
Date: 04/17/2025 File name: ASTAN10.RES Page 27
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.51
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.28
PIPE TRAVEL TIME(MIN.) = 2.40 Tc(MIN.) = 15.58
LONGEST FLOWPATH FROM NODE 63.00 TO NODE 17.00 = 1189.92 FEET. **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 15.58
RAINFALL INTENSITY(INCH/HR) = 2.12
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 3.20
TOTAL STREAM AREA(ACRES) = 3.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.28
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 161.93 26.21 1.571 0.29( 0.12) 0.41 121.6 42.00
1 165.37 28.35 1.502 0.29( 0.12) 0.41 130.4 40.00
1 171.98 35.46 1.321 0.29( 0.12) 0.40 156.0 15.10
1 176.62 42.62 1.189 0.29( 0.11) 0.39 180.3 14.00
1 176.45 43.93 1.169 0.29( 0.11) 0.39 183.7 1.00
1 172.90 46.38 1.133 0.29( 0.11) 0.39 186.6 3.10
1 164.56 51.14 1.071 0.29( 0.11) 0.39 189.6 6.00
1 153.84 57.98 0.997 0.29( 0.11) 0.40 192.8 7.10
2 6.28 15.58 2.117 0.30( 0.15) 0.50 3.2 63.00

PEAK FLOW RATE(CFS) = 179.94 Tc(MIN.) = 42.62
EFFECTIVE AREA(ACRES) = 183.49 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 195.9
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 17.00 = 12240.00 FEET.

Date: 04/17/2025 File name: ASTAN10.RES Page 28
**************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 34.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.20 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 71.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 69.0 INCH PIPE IS 53.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.34
ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 179.94
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 42.76
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 34.00 = 12311.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 42.76
RAINFALL INTENSITY(INCH/HR) = 1.19
AREA-AVERAGED Fm(INCH/HR) = 0.11
AREA-AVERAGED Fp(INCH/HR) = 0.29
AREA-AVERAGED Ap = 0.40
EFFECTIVE STREAM AREA(ACRES) = 183.49
TOTAL STREAM AREA(ACRES) = 195.95
PEAK FLOW RATE(CFS) AT CONFLUENCE = 179.94
**************************************************************************** FLOW PROCESS FROM NODE 32.10 TO NODE 32.10 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 936.00
ELEVATION DATA: UPSTREAM(FEET) = 1.87 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.814
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.793
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 3.40 0.25 0.500 69 20.81
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 5.10
TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 5.10
**************************************************************************** FLOW PROCESS FROM NODE 32.10 TO NODE 32.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
Date: 04/17/2025 File name: ASTAN10.RES Page 29
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.63 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 813.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.98 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.46
HALFSTREET FLOOD WIDTH(FEET) = 17.22
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.47
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.67
STREET FLOW TRAVEL TIME(MIN.) = 9.22 Tc(MIN.) = 30.04
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.453
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 4.80 0.25 0.500 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS) = 5.74
EFFECTIVE AREA(ACRES) = 8.20 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 8.2 PEAK FLOW RATE(CFS) = 9.80
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 18.77 FLOW VELOCITY(FEET/SEC.) = 1.54 DEPTH*VELOCITY(FT*FT/SEC.) = 0.74 LONGEST FLOWPATH FROM NODE 32.10 TO NODE 32.00 = 1749.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.37 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 687.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.06 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

Date: 04/17/2025 File name: ASTAN10.RES Page 30
STREET FLOW DEPTH(FEET) = 0.51
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.63
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.83
STREET FLOW TRAVEL TIME(MIN.) = 7.04 Tc(MIN.) = 37.07
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.288
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 4.30 0.25 0.500 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.30 SUBAREA RUNOFF(CFS) = 4.50
EFFECTIVE AREA(ACRES) = 12.50 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 12.5 PEAK FLOW RATE(CFS) = 13.08
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.68 DEPTH*VELOCITY(FT*FT/SEC.) = 0.87 LONGEST FLOWPATH FROM NODE 32.10 TO NODE 33.00 = 2436.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.56 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 641.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.29 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.49
HALFSTREET FLOOD WIDTH(FEET) = 18.98
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.19
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.07
STREET FLOW TRAVEL TIME(MIN.) = 4.87 Tc(MIN.) = 41.94
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.200
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 2.50 0.25 0.500 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 2.42
EFFECTIVE AREA(ACRES) = 15.00 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.50 Date: 04/17/2025 File name: ASTAN10.RES Page 31
TOTAL AREA(ACRES) = 15.0 PEAK FLOW RATE(CFS) = 14.51
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 19.12 FLOW VELOCITY(FEET/SEC.) = 2.20 DEPTH*VELOCITY(FT*FT/SEC.) = 1.07 LONGEST FLOWPATH FROM NODE 32.10 TO NODE 34.00 = 3077.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 41.94
RAINFALL INTENSITY(INCH/HR) = 1.20
AREA-AVERAGED Fm(INCH/HR) = 0.12
AREA-AVERAGED Fp(INCH/HR) = 0.25
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 15.00
TOTAL STREAM AREA(ACRES) = 15.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.51
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 138.69 15.73 2.105 0.29( 0.12) 0.41 75.5 63.00
1 166.47 26.35 1.566 0.29( 0.12) 0.41 124.8 42.00
1 169.69 28.50 1.498 0.29( 0.12) 0.41 133.6 40.00
1 175.72 35.60 1.318 0.29( 0.12) 0.40 159.2 15.10
1 179.94 42.76 1.187 0.29( 0.11) 0.40 183.5 14.00
1 179.70 44.07 1.166 0.29( 0.11) 0.40 186.9 1.00
1 176.04 46.53 1.131 0.29( 0.11) 0.39 189.8 3.10
1 167.50 51.28 1.069 0.29( 0.11) 0.40 192.8 6.00
1 156.54 58.12 0.995 0.29( 0.12) 0.40 195.9 7.10
2 14.51 41.94 1.200 0.25( 0.12) 0.50 15.0 32.10

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 148.72 15.73 2.105 0.29( 0.12) 0.42 81.1 63.00
2 178.69 26.35 1.566 0.29( 0.12) 0.42 134.2 42.00
3 182.28 28.50 1.498 0.29( 0.12) 0.42 143.8 40.00
4 189.39 35.60 1.318 0.29( 0.12) 0.41 172.0 15.10
5 193.97 41.94 1.200 0.29( 0.12) 0.41 195.7 32.10
6 194.28 42.76 1.187 0.29( 0.12) 0.40 198.5 14.00
7 193.76 44.07 1.166 0.29( 0.12) 0.40 201.9 1.00
8 189.62 46.53 1.131 0.29( 0.11) 0.40 204.8 3.10
9 180.25 51.28 1.069 0.29( 0.12) 0.40 207.8 6.00
10 168.29 58.12 0.995 0.29( 0.12) 0.41 210.9 7.10
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 194.28 Tc(MIN.) = 42.76
EFFECTIVE AREA(ACRES) = 198.49 AREA-AVERAGED Fm(INCH/HR) = 0.12 Date: 04/17/2025 File name: ASTAN10.RES Page 32
AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 210.9
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 34.00 = 12311.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 18.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.74 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 1370.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 75.0 INCH PIPE IS 59.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.44
ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 194.28
PIPE TRAVEL TIME(MIN.) = 3.07 Tc(MIN.) = 45.83
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 18.00 = 13681.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 45.83
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.141
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS C 11.10 0.25 0.200 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 11.10 SUBAREA RUNOFF(CFS) = 10.90 EFFECTIVE AREA(ACRES) = 209.59 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 222.1 PEAK FLOW RATE(CFS) = 194.28
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.78 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 890.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 75.0 INCH PIPE IS 59.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.44
ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 194.28
PIPE TRAVEL TIME(MIN.) = 1.99 Tc(MIN.) = 47.82
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 19.00 = 14571.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ Date: 04/17/2025 File name: ASTAN10.RES Page 33
MAINLINE Tc(MIN.) = 47.82
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.113
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 8.00 0.25 0.100 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 8.00 SUBAREA RUNOFF(CFS) = 7.83
EFFECTIVE AREA(ACRES) = 217.59 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 230.1 PEAK FLOW RATE(CFS) = 196.71
**************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 764.00
ELEVATION DATA: UPSTREAM(FEET) = 1.53 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.181
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.879
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.80 0.30 0.500 56 19.18
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 7.47
TOTAL AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) = 7.47
**************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.61 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 803.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Date: 04/17/2025 File name: ASTAN10.RES Page 34
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.52 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.50
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.60
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.81
STREET FLOW TRAVEL TIME(MIN.) = 8.38 Tc(MIN.) = 27.56
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.527
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 6.50 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 6.50 SUBAREA RUNOFF(CFS) = 8.05
EFFECTIVE AREA(ACRES) = 11.30 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 11.3 PEAK FLOW RATE(CFS) = 14.00
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.73 DEPTH*VELOCITY(FT*FT/SEC.) = 0.91 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 22.00 = 1567.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.57 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 783.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.84 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.55
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.87
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.03
STREET FLOW TRAVEL TIME(MIN.) = 6.99 Tc(MIN.) = 34.55
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.341
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 5.30 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
Date: 04/17/2025 File name: ASTAN10.RES Page 35
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 5.30 SUBAREA RUNOFF(CFS) = 5.68
EFFECTIVE AREA(ACRES) = 16.60 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 16.6 PEAK FLOW RATE(CFS) = 17.79
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.90 DEPTH*VELOCITY(FT*FT/SEC.) = 1.06 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 23.00 = 2350.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.73 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 865.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 20.83 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.58
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.02
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.18
STREET FLOW TRAVEL TIME(MIN.) = 7.12 Tc(MIN.) = 41.67
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.205
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 6.40 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 6.40 SUBAREA RUNOFF(CFS) = 6.07
EFFECTIVE AREA(ACRES) = 23.00 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 23.0 PEAK FLOW RATE(CFS) = 21.83
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.06 DEPTH*VELOCITY(FT*FT/SEC.) = 1.21 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 24.00 = 3215.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
Date: 04/17/2025 File name: ASTAN10.RES Page 36
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.50 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 21.83 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.56
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.36
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.31
STREET FLOW TRAVEL TIME(MIN.) = 1.13 Tc(MIN.) = 42.80
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.186
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 23.00 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 23.0 PEAK FLOW RATE(CFS) = 21.83
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.36 DEPTH*VELOCITY(FT*FT/SEC.) = 1.31 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 25.00 = 3375.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 42.80
RAINFALL INTENSITY(INCH/HR) = 1.19
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 23.00
TOTAL STREAM AREA(ACRES) = 23.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.83
**************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1143.00
ELEVATION DATA: UPSTREAM(FEET) = 2.29 DOWNSTREAM(FEET) = 0.00 Date: 04/17/2025 File name: ASTAN10.RES Page 37
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 22.533
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.713
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 10.00 0.30 0.500 56 22.53
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 14.07
TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 14.07
**************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 25.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.04 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1518.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.58 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.55
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.85
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.01
STREET FLOW TRAVEL TIME(MIN.) = 13.69 Tc(MIN.) = 36.23
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.305
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.80 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS) = 4.99
EFFECTIVE AREA(ACRES) = 14.80 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 14.8 PEAK FLOW RATE(CFS) = 15.39
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.79 DEPTH*VELOCITY(FT*FT/SEC.) = 0.97 LONGEST FLOWPATH FROM NODE 26.00 TO NODE 25.00 = 2661.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 81 Date: 04/17/2025 File name: ASTAN10.RES Page 38
---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 36.23
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.305
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 15.70 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 15.70 SUBAREA RUNOFF(CFS) = 18.02 EFFECTIVE AREA(ACRES) = 30.50 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.29 TOTAL AREA(ACRES) = 30.5 PEAK FLOW RATE(CFS) = 33.40
**************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 36.23
RAINFALL INTENSITY(INCH/HR) = 1.31
AREA-AVERAGED Fm(INCH/HR) = 0.09
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.29
EFFECTIVE STREAM AREA(ACRES) = 30.50
TOTAL STREAM AREA(ACRES) = 30.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 33.40
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 21.83 42.80 1.186 0.30( 0.15) 0.50 23.0 21.00
2 33.40 36.23 1.305 0.30( 0.09) 0.29 30.5 26.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 54.00 36.23 1.305 0.30( 0.11) 0.37 50.0 26.00
2 51.97 42.80 1.186 0.30( 0.11) 0.38 53.5 21.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 54.00 Tc(MIN.) = 36.23
EFFECTIVE AREA(ACRES) = 49.97 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 53.5
LONGEST FLOWPATH FROM NODE 21.00 TO NODE 25.00 = 3375.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 27.00 IS CODE = 62 ---------------------------------------------------------------------------- Date: 04/17/2025 File name: ASTAN10.RES Page 39
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.50 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 131.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 54.00 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.70
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.59
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.52
STREET FLOW TRAVEL TIME(MIN.) = 0.61 Tc(MIN.) = 36.83
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.293
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 49.97 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 53.5 PEAK FLOW RATE(CFS) = 54.00
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.70 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.59 DEPTH*VELOCITY(FT*FT/SEC.) = 2.52 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 27.00 = 3506.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 36.83
RAINFALL INTENSITY(INCH/HR) = 1.29
AREA-AVERAGED Fm(INCH/HR) = 0.11
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.37
EFFECTIVE STREAM AREA(ACRES) = 49.97
TOTAL STREAM AREA(ACRES) = 53.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 54.00
**************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
Date: 04/17/2025 File name: ASTAN10.RES Page 40
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1400.00
ELEVATION DATA: UPSTREAM(FEET) = 2.80 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 25.891
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.582
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
SCHOOL B 9.70 0.30 0.600 56 25.89
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA RUNOFF(CFS) = 12.24
TOTAL AREA(ACRES) = 9.70 PEAK FLOW RATE(CFS) = 12.24
**************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 27.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.52 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1761.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.41 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.55
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.84
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.01
STREET FLOW TRAVEL TIME(MIN.) = 15.96 Tc(MIN.) = 41.85
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.202
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
SCHOOL B 9.00 0.30 0.600 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA AREA(ACRES) = 9.00 SUBAREA RUNOFF(CFS) = 8.28
EFFECTIVE AREA(ACRES) = 18.70 AREA-AVERAGED Fm(INCH/HR) = 0.18 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 18.7 PEAK FLOW RATE(CFS) = 17.19
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.88 DEPTH*VELOCITY(FT*FT/SEC.) = 1.04 LONGEST FLOWPATH FROM NODE 28.00 TO NODE 27.00 = 3161.00 FEET.

Date: 04/17/2025 File name: ASTAN10.RES Page 41
**************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 41.85
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.202
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 6.10 0.25 0.500 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 6.10 SUBAREA RUNOFF(CFS) = 5.91
EFFECTIVE AREA(ACRES) = 24.80 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 24.8 PEAK FLOW RATE(CFS) = 23.10
**************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 41.85
RAINFALL INTENSITY(INCH/HR) = 1.20
AREA-AVERAGED Fm(INCH/HR) = 0.17
AREA-AVERAGED Fp(INCH/HR) = 0.29
AREA-AVERAGED Ap = 0.58
EFFECTIVE STREAM AREA(ACRES) = 24.80
TOTAL STREAM AREA(ACRES) = 24.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.10
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 54.00 36.83 1.293 0.30( 0.11) 0.37 50.0 26.00
1 51.97 43.42 1.176 0.30( 0.11) 0.38 53.5 21.00
2 23.10 41.85 1.202 0.29( 0.17) 0.58 24.8 28.00

PEAK FLOW RATE(CFS) = 76.13 Tc(MIN.) = 36.83
EFFECTIVE AREA(ACRES) = 71.79 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.44 Date: 04/17/2025 File name: ASTAN10.RES Page 42
TOTAL AREA(ACRES) = 78.3
LONGEST FLOWPATH FROM NODE 21.00 TO NODE 27.00 = 3506.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 29.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.26 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 632.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 77.83 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.89
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.42
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.06
STREET FLOW TRAVEL TIME(MIN.) = 3.08 Tc(MIN.) = 39.91
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.235
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 3.40 0.25 0.500 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = 3.40
EFFECTIVE AREA(ACRES) = 75.19 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 81.7 PEAK FLOW RATE(CFS) = 76.13
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.89 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.39 DEPTH*VELOCITY(FT*FT/SEC.) = 3.00 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 29.00 = 4138.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.39 DOWNSTREAM ELEVATION(FEET) = 0.00 Date: 04/17/2025 File name: ASTAN10.RES Page 43
STREET LENGTH(FEET) = 1668.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 79.68 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.90
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.47
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.12
STREET FLOW TRAVEL TIME(MIN.) = 8.00 Tc(MIN.) = 47.91
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.112
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 8.20 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 8.20 SUBAREA RUNOFF(CFS) = 7.10
EFFECTIVE AREA(ACRES) = 83.39 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 89.9 PEAK FLOW RATE(CFS) = 76.13
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.88 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.41 DEPTH*VELOCITY(FT*FT/SEC.) = 3.01 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 30.00 = 5806.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 47.91
RAINFALL INTENSITY(INCH/HR) = 1.11
AREA-AVERAGED Fm(INCH/HR) = 0.13
AREA-AVERAGED Fp(INCH/HR) = 0.29
AREA-AVERAGED Ap = 0.44
EFFECTIVE STREAM AREA(ACRES) = 83.39
TOTAL STREAM AREA(ACRES) = 89.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 76.13
**************************************************************************** Date: 04/17/2025 File name: ASTAN10.RES Page 44
FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1147.00
ELEVATION DATA: UPSTREAM(FEET) = 2.29 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 22.580
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.711
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" C 6.00 0.25 0.500 69 22.58
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 8.57
TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 8.57
**************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 30.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.65 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1327.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.47 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.51
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.65
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.85
STREET FLOW TRAVEL TIME(MIN.) = 13.41 Tc(MIN.) = 35.99
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.310
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 7.40 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 7.40 SUBAREA RUNOFF(CFS) = 7.73
EFFECTIVE AREA(ACRES) = 13.40 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 13.4 PEAK FLOW RATE(CFS) = 14.13
Date: 04/17/2025 File name: ASTAN10.RES Page 45
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.73 DEPTH*VELOCITY(FT*FT/SEC.) = 0.92 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 30.00 = 2474.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 35.99
RAINFALL INTENSITY(INCH/HR) = 1.31
AREA-AVERAGED Fm(INCH/HR) = 0.14
AREA-AVERAGED Fp(INCH/HR) = 0.28
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 13.40
TOTAL STREAM AREA(ACRES) = 13.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.13
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 76.13 47.91 1.112 0.29( 0.13) 0.44 83.4 26.00
1 75.56 52.97 1.050 0.29( 0.13) 0.45 89.1 28.00
1 74.51 54.61 1.032 0.29( 0.13) 0.45 89.9 21.00
2 14.13 35.99 1.310 0.28( 0.14) 0.50 13.4 31.00

PEAK FLOW RATE(CFS) = 87.86 Tc(MIN.) = 47.91
EFFECTIVE AREA(ACRES) = 96.79 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 103.3
LONGEST FLOWPATH FROM NODE 21.00 TO NODE 30.00 = 5806.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 19.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.51 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 757.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 57.0 INCH PIPE IS 42.8 INCHES
Date: 04/17/2025 File name: ASTAN10.RES Page 46
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.16
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 87.86
PIPE TRAVEL TIME(MIN.) = 2.05 Tc(MIN.) = 49.96
LONGEST FLOWPATH FROM NODE 21.00 TO NODE 19.00 = 6563.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 19.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 49.96
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.086
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 4.60 0.30 0.200 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 4.60 SUBAREA RUNOFF(CFS) = 4.25
EFFECTIVE AREA(ACRES) = 101.39 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 107.9 PEAK FLOW RATE(CFS) = 87.86
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 82.85 38.10 1.268 0.29( 0.13) 0.44 80.6 31.00
2 87.86 49.96 1.086 0.29( 0.13) 0.44 101.4 26.00
3 86.54 55.02 1.027 0.29( 0.13) 0.45 107.1 28.00
4 85.43 56.67 1.010 0.29( 0.13) 0.45 107.9 21.00
LONGEST FLOWPATH FROM NODE 21.00 TO NODE 19.00 = 6563.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 150.96 21.10 1.779 0.28( 0.11) 0.37 100.2 63.00
2 179.74 31.55 1.413 0.29( 0.11) 0.39 153.3 42.00
3 183.70 33.59 1.363 0.29( 0.11) 0.39 162.9 40.00
4 191.13 40.68 1.221 0.28( 0.11) 0.39 191.1 15.10
5 196.31 47.01 1.124 0.28( 0.11) 0.38 214.8 32.10
6 196.71 47.82 1.113 0.28( 0.11) 0.38 217.6 14.00
7 196.43 49.14 1.096 0.28( 0.11) 0.38 221.0 1.00
8 192.95 51.60 1.066 0.28( 0.11) 0.38 223.9 3.10
9 184.63 56.38 1.013 0.28( 0.11) 0.38 226.9 6.00
10 173.53 63.34 0.948 0.28( 0.11) 0.38 230.1 7.10
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 19.00 = 14571.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
Date: 04/17/2025 File name: ASTAN10.RES Page 47
1 217.40 21.10 1.779 0.29( 0.11) 0.39 144.8 63.00
2 257.06 31.55 1.413 0.29( 0.12) 0.40 220.1 42.00
3 262.83 33.59 1.363 0.29( 0.12) 0.40 234.0 40.00
4 271.28 38.10 1.268 0.29( 0.12) 0.40 261.5 31.00
5 275.07 40.68 1.221 0.29( 0.12) 0.40 276.2 15.10
6 282.92 47.01 1.124 0.29( 0.11) 0.40 311.1 32.10
7 283.67 47.82 1.113 0.29( 0.11) 0.40 315.2 14.00
8 283.94 49.14 1.096 0.29( 0.11) 0.40 321.0 1.00
9 283.12 49.96 1.086 0.29( 0.11) 0.40 323.4 26.00
10 280.39 51.60 1.066 0.29( 0.11) 0.40 327.2 3.10
11 273.54 55.02 1.027 0.29( 0.12) 0.40 333.1 28.00
12 270.25 56.38 1.013 0.29( 0.12) 0.40 334.7 6.00
13 269.60 56.67 1.010 0.29( 0.12) 0.40 334.9 21.00
14 252.90 63.34 0.948 0.29( 0.12) 0.40 338.0 7.10
TOTAL AREA(ACRES) = 338.0
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 283.94 Tc(MIN.) = 49.136
EFFECTIVE AREA(ACRES) = 320.97 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 338.0
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 19.00 = 14571.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 3 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.94 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 1469.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 87.0 INCH PIPE IS 67.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.21
ESTIMATED PIPE DIAMETER(INCH) = 87.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 283.94
PIPE TRAVEL TIME(MIN.) = 2.98 Tc(MIN.) = 52.12
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 20.00 = 16040.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 51.00 TO NODE 20.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 52.12
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.060
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 6.10 0.30 0.200 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 6.10 SUBAREA RUNOFF(CFS) = 5.49
Date: 04/17/2025 File name: ASTAN10.RES Page 48
EFFECTIVE AREA(ACRES) = 327.07 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 344.1 PEAK FLOW RATE(CFS) = 283.94
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 52.12
RAINFALL INTENSITY(INCH/HR) = 1.06
AREA-AVERAGED Fm(INCH/HR) = 0.11
AREA-AVERAGED Fp(INCH/HR) = 0.29
AREA-AVERAGED Ap = 0.40
EFFECTIVE STREAM AREA(ACRES) = 327.07
TOTAL STREAM AREA(ACRES) = 344.05
PEAK FLOW RATE(CFS) AT CONFLUENCE = 283.94
**************************************************************************** FLOW PROCESS FROM NODE 65.00 TO NODE 43.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 598.00
ELEVATION DATA: UPSTREAM(FEET) = 2.29 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.723
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.377
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
APARTMENTS B 8.60 0.30 0.200 56 12.72
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA RUNOFF(CFS) = 17.93
TOTAL AREA(ACRES) = 8.60 PEAK FLOW RATE(CFS) = 17.93
**************************************************************************** FLOW PROCESS FROM NODE 43.20 TO NODE 43.10 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.71 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 388.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.56
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.93
PIPE TRAVEL TIME(MIN.) = 1.16 Tc(MIN.) = 13.89
LONGEST FLOWPATH FROM NODE 65.00 TO NODE 43.10 = 986.00 FEET. **************************************************************************** Date: 04/17/2025 File name: ASTAN10.RES Page 49
FLOW PROCESS FROM NODE 64.00 TO NODE 43.10 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 13.89
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.261
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.10 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.21
EFFECTIVE AREA(ACRES) = 9.70 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 9.7 PEAK FLOW RATE(CFS) = 19.24
**************************************************************************** FLOW PROCESS FROM NODE 43.10 TO NODE 20.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.97 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 296.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.74
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.24
PIPE TRAVEL TIME(MIN.) = 0.64 Tc(MIN.) = 14.52
LONGEST FLOWPATH FROM NODE 65.00 TO NODE 20.00 = 1282.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 14.52
RAINFALL INTENSITY(INCH/HR) = 2.20
AREA-AVERAGED Fm(INCH/HR) = 0.06
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.19
EFFECTIVE STREAM AREA(ACRES) = 9.70
TOTAL STREAM AREA(ACRES) = 9.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.24
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 217.40 24.30 1.641 0.29( 0.11) 0.38 150.9 63.00
1 257.06 34.61 1.340 0.29( 0.11) 0.40 226.2 42.00
1 262.83 36.64 1.297 0.29( 0.11) 0.40 240.1 40.00
1 271.28 41.09 1.214 0.29( 0.11) 0.40 267.6 31.00
1 275.07 43.67 1.173 0.29( 0.11) 0.40 282.3 15.10
1 282.92 49.99 1.085 0.29( 0.11) 0.40 317.2 32.10
Date: 04/17/2025 File name: ASTAN10.RES Page 50
1 283.67 50.81 1.075 0.29( 0.11) 0.40 321.3 14.00
1 283.94 52.12 1.060 0.29( 0.11) 0.40 327.1 1.00
1 283.12 52.95 1.050 0.29( 0.11) 0.40 329.5 26.00
1 280.39 54.58 1.032 0.29( 0.11) 0.40 333.3 3.10
1 273.54 58.01 0.997 0.29( 0.11) 0.40 339.2 28.00
1 270.25 59.43 0.983 0.29( 0.11) 0.40 340.8 6.00
1 269.60 59.71 0.980 0.29( 0.11) 0.40 341.0 21.00
1 252.90 66.39 0.922 0.29( 0.12) 0.40 344.1 7.10
2 19.24 14.52 2.204 0.30( 0.06) 0.19 9.7 65.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 196.95 14.52 2.204 0.29( 0.10) 0.36 99.9 65.00
2 231.60 24.30 1.641 0.29( 0.11) 0.37 160.6 63.00
3 268.57 34.61 1.340 0.29( 0.11) 0.39 235.9 42.00
4 273.94 36.64 1.297 0.29( 0.11) 0.39 249.8 40.00
5 281.66 41.09 1.214 0.29( 0.11) 0.39 277.3 31.00
6 285.07 43.67 1.173 0.29( 0.11) 0.39 292.0 15.10
7 292.14 49.99 1.085 0.29( 0.11) 0.39 326.9 32.10
8 292.80 50.81 1.075 0.29( 0.11) 0.39 331.0 14.00
9 292.93 52.12 1.060 0.29( 0.11) 0.39 336.8 1.00
10 292.03 52.95 1.050 0.29( 0.11) 0.39 339.2 26.00
11 289.13 54.58 1.032 0.29( 0.11) 0.39 343.0 3.10
12 281.96 58.01 0.997 0.29( 0.11) 0.39 348.9 28.00
13 278.55 59.43 0.983 0.29( 0.11) 0.39 350.5 6.00
14 277.88 59.71 0.980 0.29( 0.11) 0.39 350.7 21.00
15 260.66 66.39 0.922 0.29( 0.11) 0.39 353.8 7.10
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 292.93 Tc(MIN.) = 52.12
EFFECTIVE AREA(ACRES) = 336.77 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 353.8
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 20.00 = 16040.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 52.00 TO NODE 35.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1102.00
ELEVATION DATA: UPSTREAM(FEET) = 2.20 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 22.222
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.727
SUBAREA Tc AND LOSS RATE DATA(AMC II):

Date: 04/17/2025 File name: ASTAN10.RES Page 51
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 8.20 0.30 0.500 56 22.22
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 11.64
TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = 11.64
**************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 7.05 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1762.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.48 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.52
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.44
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.28
STREET FLOW TRAVEL TIME(MIN.) = 12.05 Tc(MIN.) = 34.28
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.347
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
MOBILE HOME PARK B 13.60 0.30 0.250 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250
SUBAREA AREA(ACRES) = 13.60 SUBAREA RUNOFF(CFS) = 15.57 EFFECTIVE AREA(ACRES) = 21.80 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 21.8 PEAK FLOW RATE(CFS) = 24.41
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.66 DEPTH*VELOCITY(FT*FT/SEC.) = 1.47 LONGEST FLOWPATH FROM NODE 52.00 TO NODE 36.00 = 2864.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 36.00 TO NODE 37.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.94 DOWNSTREAM ELEVATION(FEET) = 0.00 Date: 04/17/2025 File name: ASTAN10.RES Page 52
STREET LENGTH(FEET) = 971.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 27.70 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.63
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.27
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.43
STREET FLOW TRAVEL TIME(MIN.) = 7.13 Tc(MIN.) = 41.40
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.209
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 6.20 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 6.20 SUBAREA RUNOFF(CFS) = 6.58
EFFECTIVE AREA(ACRES) = 28.00 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.29 TOTAL AREA(ACRES) = 28.0 PEAK FLOW RATE(CFS) = 28.27
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.28 DEPTH*VELOCITY(FT*FT/SEC.) = 1.45 LONGEST FLOWPATH FROM NODE 52.00 TO NODE 37.00 = 3835.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 37.00 TO NODE 38.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.79 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 369.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.72
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.27
PIPE TRAVEL TIME(MIN.) = 1.30 Tc(MIN.) = 42.70
LONGEST FLOWPATH FROM NODE 52.00 TO NODE 38.00 = 4204.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 38.00 TO NODE 38.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 42.70
Date: 04/17/2025 File name: ASTAN10.RES Page 53
RAINFALL INTENSITY(INCH/HR) = 1.19
AREA-AVERAGED Fm(INCH/HR) = 0.09
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.29
EFFECTIVE STREAM AREA(ACRES) = 28.00
TOTAL STREAM AREA(ACRES) = 28.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 28.27
**************************************************************************** FLOW PROCESS FROM NODE 55.00 TO NODE 44.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1033.00
ELEVATION DATA: UPSTREAM(FEET) = 2.09 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 21.596
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.755
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 6.00 0.30 0.500 56 21.60
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 8.67
TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 8.67
**************************************************************************** FLOW PROCESS FROM NODE 44.00 TO NODE 39.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.10 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1552.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.87 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.56
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.91
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.07
STREET FLOW TRAVEL TIME(MIN.) = 13.55 Tc(MIN.) = 35.15
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.328
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
Date: 04/17/2025 File name: ASTAN10.RES Page 54

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 17.10 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 17.10 SUBAREA RUNOFF(CFS) = 18.13 EFFECTIVE AREA(ACRES) = 23.10 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 23.1 PEAK FLOW RATE(CFS) = 24.49
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.15 DEPTH*VELOCITY(FT*FT/SEC.) = 1.31 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 39.00 = 2585.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 39.00 TO NODE 38.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.07 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1536.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 28.39 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.63
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.29
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.45
STREET FLOW TRAVEL TIME(MIN.) = 11.17 Tc(MIN.) = 46.32
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.134
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.29 DEPTH*VELOCITY(FT*FT/SEC.) = 1.45 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 38.00 = 4121.00 FEET.

Date: 04/17/2025 File name: ASTAN10.RES Page 55
**************************************************************************** FLOW PROCESS FROM NODE 38.00 TO NODE 38.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 46.32
RAINFALL INTENSITY(INCH/HR) = 1.13
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 31.90
TOTAL STREAM AREA(ACRES) = 31.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 28.24
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 28.27 42.70 1.188 0.30( 0.09) 0.29 28.0 52.00
2 28.24 46.32 1.134 0.30( 0.15) 0.50 31.9 55.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 55.74 42.70 1.188 0.30( 0.12) 0.40 57.4 52.00
2 55.13 46.32 1.134 0.30( 0.12) 0.40 59.9 55.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 55.74 Tc(MIN.) = 42.70
EFFECTIVE AREA(ACRES) = 57.41 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 59.9
LONGEST FLOWPATH FROM NODE 52.00 TO NODE 38.00 = 4204.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 38.00 TO NODE 45.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.83 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 415.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 36.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.50
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 55.74
PIPE TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 43.96
LONGEST FLOWPATH FROM NODE 52.00 TO NODE 45.00 = 4619.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 59.00 TO NODE 45.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
Date: 04/17/2025 File name: ASTAN10.RES Page 56
============================================================================ MAINLINE Tc(MIN.) = 43.96
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.168
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 1.10 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.01
EFFECTIVE AREA(ACRES) = 58.51 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 61.0 PEAK FLOW RATE(CFS) = 55.74
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 45.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 43.96
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.168
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 18.40 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 18.40 SUBAREA RUNOFF(CFS) = 16.86 EFFECTIVE AREA(ACRES) = 76.91 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 79.4 PEAK FLOW RATE(CFS) = 72.06
**************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 20.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 3.20 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 1602.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 54.0 INCH PIPE IS 38.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.90
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 72.06
PIPE TRAVEL TIME(MIN.) = 4.53 Tc(MIN.) = 48.49
LONGEST FLOWPATH FROM NODE 52.00 TO NODE 20.00 = 6221.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 66.00 TO NODE 20.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 48.49
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.104
SUBAREA LOSS RATE DATA(AMC II):

Date: 04/17/2025 File name: ASTAN10.RES Page 57
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.75 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.75 SUBAREA RUNOFF(CFS) = 0.73
EFFECTIVE AREA(ACRES) = 77.66 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 80.2 PEAK FLOW RATE(CFS) = 72.06
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 72.06 48.49 1.104 0.30( 0.13) 0.42 77.7 52.00
2 70.65 52.22 1.058 0.30( 0.13) 0.42 80.2 55.00
LONGEST FLOWPATH FROM NODE 52.00 TO NODE 20.00 = 6221.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 196.95 14.52 2.204 0.29( 0.10) 0.36 99.9 65.00
2 231.60 24.30 1.641 0.29( 0.11) 0.37 160.6 63.00
3 268.57 34.61 1.340 0.29( 0.11) 0.39 235.9 42.00
4 273.94 36.64 1.297 0.29( 0.11) 0.39 249.8 40.00
5 281.66 41.09 1.214 0.29( 0.11) 0.39 277.3 31.00
6 285.07 43.67 1.173 0.29( 0.11) 0.39 292.0 15.10
7 292.14 49.99 1.085 0.29( 0.11) 0.39 326.9 32.10
8 292.80 50.81 1.075 0.29( 0.11) 0.39 331.0 14.00
9 292.93 52.12 1.060 0.29( 0.11) 0.39 336.8 1.00
10 292.03 52.95 1.050 0.29( 0.11) 0.39 339.2 26.00
11 289.13 54.58 1.032 0.29( 0.11) 0.39 343.0 3.10
12 281.96 58.01 0.997 0.29( 0.11) 0.39 348.9 28.00
13 278.55 59.43 0.983 0.29( 0.11) 0.39 350.5 6.00
14 277.88 59.71 0.980 0.29( 0.11) 0.39 350.7 21.00
15 260.66 66.39 0.922 0.29( 0.11) 0.39 353.8 7.10
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 20.00 = 16040.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 242.79 14.52 2.204 0.29( 0.11) 0.38 123.2 65.00
2 287.52 24.30 1.641 0.29( 0.11) 0.38 199.6 63.00
3 332.38 34.61 1.340 0.29( 0.11) 0.39 291.3 42.00
4 339.10 36.64 1.297 0.29( 0.11) 0.40 308.5 40.00
5 349.59 41.09 1.214 0.29( 0.11) 0.40 343.1 31.00
6 354.50 43.67 1.173 0.29( 0.12) 0.40 362.0 15.10
7 362.53 48.49 1.104 0.29( 0.11) 0.40 396.2 52.00
8 363.64 49.99 1.085 0.29( 0.11) 0.40 405.5 32.10
9 363.98 50.81 1.075 0.29( 0.11) 0.40 410.2 14.00
10 363.62 52.12 1.060 0.29( 0.11) 0.40 416.9 1.00
11 363.47 52.22 1.058 0.29( 0.11) 0.40 417.2 55.00
Date: 04/17/2025 File name: ASTAN10.RES Page 58
12 362.04 52.95 1.050 0.29( 0.11) 0.40 419.4 26.00
13 357.77 54.58 1.032 0.29( 0.12) 0.40 423.1 3.10
14 347.92 58.01 0.997 0.29( 0.12) 0.40 429.1 28.00
15 343.47 59.43 0.983 0.29( 0.12) 0.40 430.6 6.00
16 342.59 59.71 0.980 0.29( 0.12) 0.40 430.9 21.00
17 320.99 66.39 0.922 0.29( 0.12) 0.40 433.9 7.10
TOTAL AREA(ACRES) = 433.9
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 363.98 Tc(MIN.) = 50.806
EFFECTIVE AREA(ACRES) = 410.25 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 433.9
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 20.00 = 16040.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 433.9 TC(MIN.) = 50.81
EFFECTIVE AREA(ACRES) = 410.25 AREA-AVERAGED Fm(INCH/HR)= 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.397 PEAK FLOW RATE(CFS) = 363.98
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 242.79 14.52 2.204 0.29( 0.11) 0.38 123.2 65.00
2 287.52 24.30 1.641 0.29( 0.11) 0.38 199.6 63.00
3 332.38 34.61 1.340 0.29( 0.11) 0.39 291.3 42.00
4 339.10 36.64 1.297 0.29( 0.11) 0.40 308.5 40.00
5 349.59 41.09 1.214 0.29( 0.11) 0.40 343.1 31.00
6 354.50 43.67 1.173 0.29( 0.12) 0.40 362.0 15.10
7 362.53 48.49 1.104 0.29( 0.11) 0.40 396.2 52.00
8 363.64 49.99 1.085 0.29( 0.11) 0.40 405.5 32.10
9 363.98 50.81 1.075 0.29( 0.11) 0.40 410.2 14.00
10 363.62 52.12 1.060 0.29( 0.11) 0.40 416.9 1.00
11 363.47 52.22 1.058 0.29( 0.11) 0.40 417.2 55.00
12 362.04 52.95 1.050 0.29( 0.11) 0.40 419.4 26.00
13 357.77 54.58 1.032 0.29( 0.12) 0.40 423.1 3.10
14 347.92 58.01 0.997 0.29( 0.12) 0.40 429.1 28.00
15 343.47 59.43 0.983 0.29( 0.12) 0.40 430.6 6.00
16 342.59 59.71 0.980 0.29( 0.12) 0.40 430.9 21.00
17 320.99 66.39 0.922 0.29( 0.12) 0.40 433.9 7.10
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS
Date: 04/17/2025 File name: ASTAN10.RES Page 59 Date: 04/17/2025 File name: ASTAN10.RES Page 60 ____________________________________________________________________________ ****************************************************************************

************************** DESCRIPTION OF STUDY ************************** * AREA B (PROPOSED CONDITION) *
* 10-YEAR STORM, NODE 100 TO NODE 147 *
* STANTON STORM DRAIN MASTER PLAN *
************************************************************************** FILE NAME: BSTAN10.DAT
TIME/DATE OF STUDY: 14:32 02/06/2025
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

1. Relative Flow-Depth = 1.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 800.00
ELEVATION DATA: UPSTREAM(FEET) = 2.00 DOWNSTREAM(FEET) = 0.00 Date: 04/17/2025 File name: BSTAN10.RES Page 1
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.795
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.845
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
SCHOOL B 9.20 0.30 0.600 56 19.79
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA RUNOFF(CFS) = 13.79
TOTAL AREA(ACRES) = 9.20 PEAK FLOW RATE(CFS) = 13.79
**************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.75 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1100.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.72 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.53
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.94
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.02
STREET FLOW TRAVEL TIME(MIN.) = 9.44 Tc(MIN.) = 29.24
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.476
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
SCHOOL B 3.30 0.30 0.600 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 3.85
EFFECTIVE AREA(ACRES) = 12.50 AREA-AVERAGED Fm(INCH/HR) = 0.18 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 12.5 PEAK FLOW RATE(CFS) = 14.58
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.88 DEPTH*VELOCITY(FT*FT/SEC.) = 0.97 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 101.00 = 1900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 101.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
Date: 04/17/2025 File name: BSTAN10.RES Page 2
============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 29.24
RAINFALL INTENSITY(INCH/HR) = 1.48
AREA-AVERAGED Fm(INCH/HR) = 0.18
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.60
EFFECTIVE STREAM AREA(ACRES) = 12.50
TOTAL STREAM AREA(ACRES) = 12.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.58
**************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00
ELEVATION DATA: UPSTREAM(FEET) = 2.50 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 21.643
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.753
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
SCHOOL B 9.70 0.30 0.600 56 21.64
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA RUNOFF(CFS) = 13.73
TOTAL AREA(ACRES) = 9.70 PEAK FLOW RATE(CFS) = 13.73
**************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.74 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 830.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.50 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.55
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.87
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.02
STREET FLOW TRAVEL TIME(MIN.) = 7.40 Tc(MIN.) = 29.04
Date: 04/17/2025 File name: BSTAN10.RES Page 3
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.481
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.60 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.60 SUBAREA RUNOFF(CFS) = 5.51
EFFECTIVE AREA(ACRES) = 14.30 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 14.3 PEAK FLOW RATE(CFS) = 16.87
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.89 DEPTH*VELOCITY(FT*FT/SEC.) = 1.04 LONGEST FLOWPATH FROM NODE 102.00 TO NODE 103.00 = 1830.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 101.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 29.04
RAINFALL INTENSITY(INCH/HR) = 1.48
AREA-AVERAGED Fm(INCH/HR) = 0.17
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.57
EFFECTIVE STREAM AREA(ACRES) = 14.30
TOTAL STREAM AREA(ACRES) = 14.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.87
**************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00
ELEVATION DATA: UPSTREAM(FEET) = 0.50 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.734
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.620
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 0.90 0.30 0.500 56 10.73
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 2.00
TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 2.00
**************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 101.00 IS CODE = 1 Date: 04/17/2025 File name: BSTAN10.RES Page 4
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:

TIME OF CONCENTRATION(MIN.) = 10.73
RAINFALL INTENSITY(INCH/HR) = 2.62
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 0.90
TOTAL STREAM AREA(ACRES) = 0.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.00
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 14.58 29.24 1.476 0.30( 0.18) 0.60 12.5 100.00
2 16.87 29.04 1.481 0.30( 0.17) 0.57 14.3 102.00
3 2.00 10.73 2.620 0.30( 0.15) 0.50 0.9 104.00

PEAK FLOW RATE(CFS) = 32.49 Tc(MIN.) = 29.04
EFFECTIVE AREA(ACRES) = 27.62 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 27.7
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 101.00 = 1900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 105.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.80 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1650.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 37.58 ***STREET FLOWING FULL***
Date: 04/17/2025 File name: BSTAN10.RES Page 5
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.68
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.67
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.81
STREET FLOW TRAVEL TIME(MIN.) = 10.28 Tc(MIN.) = 39.33
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.245
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 10.30 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 10.30 SUBAREA RUNOFF(CFS) = 10.15 EFFECTIVE AREA(ACRES) = 37.92 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 38.0 PEAK FLOW RATE(CFS) = 36.78
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.67 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.64 DEPTH*VELOCITY(FT*FT/SEC.) = 1.78 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 3550.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 39.33
RAINFALL INTENSITY(INCH/HR) = 1.25
AREA-AVERAGED Fm(INCH/HR) = 0.17
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.56
EFFECTIVE STREAM AREA(ACRES) = 37.92
TOTAL STREAM AREA(ACRES) = 38.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 36.78
**************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 860.00
ELEVATION DATA: UPSTREAM(FEET) = 2.25 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.191
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.824
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
Date: 04/17/2025 File name: BSTAN10.RES Page 6
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
SCHOOL B 4.90 0.30 0.600 56 20.19
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA RUNOFF(CFS) = 7.25
TOTAL AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) = 7.25
**************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.20 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 860.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.78 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.54
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.05
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.11
STREET FLOW TRAVEL TIME(MIN.) = 7.00 Tc(MIN.) = 27.19
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.538
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
SCHOOL B 17.10 0.30 0.600 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA AREA(ACRES) = 17.10 SUBAREA RUNOFF(CFS) = 20.91 EFFECTIVE AREA(ACRES) = 22.00 AREA-AVERAGED Fm(INCH/HR) = 0.18 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 22.0 PEAK FLOW RATE(CFS) = 26.90
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.42 DEPTH*VELOCITY(FT*FT/SEC.) = 1.46 LONGEST FLOWPATH FROM NODE 112.00 TO NODE 113.00 = 1720.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 105.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.25 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 540.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
Date: 04/17/2025 File name: BSTAN10.RES Page 7
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 35.29 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.66
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.61
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.73
STREET FLOW TRAVEL TIME(MIN.) = 3.45 Tc(MIN.) = 30.64
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.437
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 14.50 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 14.50 SUBAREA RUNOFF(CFS) = 16.79 EFFECTIVE AREA(ACRES) = 36.50 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 36.5 PEAK FLOW RATE(CFS) = 41.68
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.70 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.79 DEPTH*VELOCITY(FT*FT/SEC.) = 1.95 LONGEST FLOWPATH FROM NODE 112.00 TO NODE 105.00 = 2260.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 30.64
RAINFALL INTENSITY(INCH/HR) = 1.44
AREA-AVERAGED Fm(INCH/HR) = 0.17
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.56
EFFECTIVE STREAM AREA(ACRES) = 36.50
TOTAL STREAM AREA(ACRES) = 36.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 41.68
**************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 700.00
ELEVATION DATA: UPSTREAM(FEET) = 1.80 DOWNSTREAM(FEET) = 0.00 Date: 04/17/2025 File name: BSTAN10.RES Page 8
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.768
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.272
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 3.30 0.30 0.100 56 13.77
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 6.66
TOTAL AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) = 6.66
**************************************************************************** FLOW PROCESS FROM NODE 116.00 TO NODE 115.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 13.77
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.272
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 2.00 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 4.04
EFFECTIVE AREA(ACRES) = 5.30 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.3 PEAK FLOW RATE(CFS) = 10.69
**************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 117.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.64 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1010.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.30 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.54
HALFSTREET FLOOD WIDTH(FEET) = 21.86
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.27
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.21
STREET FLOW TRAVEL TIME(MIN.) = 7.43 Tc(MIN.) = 21.20
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.774
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
Date: 04/17/2025 File name: BSTAN10.RES Page 9

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 10.90 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 10.90 SUBAREA RUNOFF(CFS) = 17.11 EFFECTIVE AREA(ACRES) = 16.20 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 16.2 PEAK FLOW RATE(CFS) = 25.43
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 24.32 FLOW VELOCITY(FEET/SEC.) = 2.43 DEPTH*VELOCITY(FT*FT/SEC.) = 1.41 LONGEST FLOWPATH FROM NODE 115.00 TO NODE 117.00 = 1710.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 119.00 TO NODE 117.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 21.20
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.774
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.20 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 1.88
EFFECTIVE AREA(ACRES) = 17.40 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 17.4 PEAK FLOW RATE(CFS) = 27.31
**************************************************************************** FLOW PROCESS FROM NODE 117.00 TO NODE 105.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.00 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 430.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 27.90 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.62
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.38
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.47
STREET FLOW TRAVEL TIME(MIN.) = 3.01 Tc(MIN.) = 24.21
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.644
Date: 04/17/2025 File name: BSTAN10.RES Page 10
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.80 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.16
EFFECTIVE AREA(ACRES) = 18.20 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 18.2 PEAK FLOW RATE(CFS) = 27.31
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.36 DEPTH*VELOCITY(FT*FT/SEC.) = 1.45 LONGEST FLOWPATH FROM NODE 115.00 TO NODE 105.00 = 2140.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:

TIME OF CONCENTRATION(MIN.) = 24.21
RAINFALL INTENSITY(INCH/HR) = 1.64
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 18.20
TOTAL STREAM AREA(ACRES) = 18.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.31
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 30.04 21.82 1.745 0.30( 0.16) 0.54 21.1 104.00
1 36.78 39.33 1.245 0.30( 0.17) 0.56 37.9 102.00
1 36.73 39.54 1.241 0.30( 0.17) 0.56 38.0 100.00
2 41.68 30.64 1.437 0.30( 0.17) 0.56 36.5 112.00
3 27.31 24.21 1.644 0.30( 0.03) 0.10 18.2 115.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 93.09 21.82 1.745 0.30( 0.13) 0.43 63.5 104.00
2 96.46 24.21 1.644 0.30( 0.13) 0.44 70.4 115.00
3 98.91 30.64 1.437 0.30( 0.14) 0.46 84.3 112.00
4 92.72 39.33 1.245 0.30( 0.14) 0.47 92.6 102.00
5 92.48 39.54 1.241 0.30( 0.14) 0.47 92.7 100.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 98.91 Tc(MIN.) = 30.64
EFFECTIVE AREA(ACRES) = 84.26 AREA-AVERAGED Fm(INCH/HR) = 0.14 Date: 04/17/2025 File name: BSTAN10.RES Page 11
AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 92.7
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 3550.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 184.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.05 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 310.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 98.91 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.88
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.42
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.91
STREET FLOW TRAVEL TIME(MIN.) = 1.17 Tc(MIN.) = 31.81
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.406
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 84.26 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 92.7 PEAK FLOW RATE(CFS) = 98.91
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.88 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.42 DEPTH*VELOCITY(FT*FT/SEC.) = 3.91 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 184.00 = 3860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 184.00 TO NODE 184.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 31.81
RAINFALL INTENSITY(INCH/HR) = 1.41
AREA-AVERAGED Fm(INCH/HR) = 0.14
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.46
EFFECTIVE STREAM AREA(ACRES) = 84.26
Date: 04/17/2025 File name: BSTAN10.RES Page 12
TOTAL STREAM AREA(ACRES) = 92.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 98.91
**************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 930.00
ELEVATION DATA: UPSTREAM(FEET) = 2.15 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 21.355
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.767
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
SCHOOL B 9.30 0.30 0.600 56 21.35
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA RUNOFF(CFS) = 13.28
TOTAL AREA(ACRES) = 9.30 PEAK FLOW RATE(CFS) = 13.28
**************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.50 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.29 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.52
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.91
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.00
STREET FLOW TRAVEL TIME(MIN.) = 1.74 Tc(MIN.) = 23.10
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.689
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 2.90 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 4.02
Date: 04/17/2025 File name: BSTAN10.RES Page 13
EFFECTIVE AREA(ACRES) = 12.20 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 12.2 PEAK FLOW RATE(CFS) = 16.65
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.98 DEPTH*VELOCITY(FT*FT/SEC.) = 1.06 LONGEST FLOWPATH FROM NODE 106.00 TO NODE 107.00 = 1130.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.55 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 670.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.87 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.56
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.08
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.17
STREET FLOW TRAVEL TIME(MIN.) = 5.37 Tc(MIN.) = 28.47
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.498
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 5.30 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 5.30 SUBAREA RUNOFF(CFS) = 6.43
EFFECTIVE AREA(ACRES) = 17.50 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.55 TOTAL AREA(ACRES) = 17.5 PEAK FLOW RATE(CFS) = 20.98
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.12 DEPTH*VELOCITY(FT*FT/SEC.) = 1.21 LONGEST FLOWPATH FROM NODE 106.00 TO NODE 108.00 = 1800.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ Date: 04/17/2025 File name: BSTAN10.RES Page 14
UPSTREAM ELEVATION(FEET) = 1.40 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 610.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 23.80 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.59
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.23
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.32
STREET FLOW TRAVEL TIME(MIN.) = 4.56 Tc(MIN.) = 33.03
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.376
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.26 DEPTH*VELOCITY(FT*FT/SEC.) = 1.35 LONGEST FLOWPATH FROM NODE 106.00 TO NODE 109.00 = 2410.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.80 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 25.63 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.60
Date: 04/17/2025 File name: BSTAN10.RES Page 15
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.28
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.38
STREET FLOW TRAVEL TIME(MIN.) = 2.55 Tc(MIN.) = 35.59
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.319
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 1.80 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 1.89
EFFECTIVE AREA(ACRES) = 24.40 AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 24.4 PEAK FLOW RATE(CFS) = 25.41
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.28 DEPTH*VELOCITY(FT*FT/SEC.) = 1.38 LONGEST FLOWPATH FROM NODE 106.00 TO NODE 110.00 = 2760.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 184.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 35.59
RAINFALL INTENSITY(INCH/HR) = 1.32
AREA-AVERAGED Fm(INCH/HR) = 0.16
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.54
EFFECTIVE STREAM AREA(ACRES) = 24.40
TOTAL STREAM AREA(ACRES) = 24.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.41
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 93.09 23.02 1.693 0.30( 0.13) 0.43 63.5 104.00
1 96.46 25.39 1.600 0.30( 0.13) 0.44 70.4 115.00
1 98.91 31.81 1.406 0.30( 0.14) 0.46 84.3 112.00
1 92.72 40.53 1.224 0.30( 0.14) 0.47 92.6 102.00
1 92.48 40.74 1.220 0.30( 0.14) 0.47 92.7 100.00
2 25.41 35.59 1.319 0.30( 0.16) 0.54 24.4 106.00

PEAK FLOW RATE(CFS) = 123.34 Tc(MIN.) = 31.81
EFFECTIVE AREA(ACRES) = 106.06 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 117.1
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 184.00 = 3860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 184.00 TO NODE 111.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.03 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 565.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 126.93 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.96
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.96
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 4.78
STREET FLOW TRAVEL TIME(MIN.) = 1.90 Tc(MIN.) = 33.70
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.360
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 6.60 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 7.19
EFFECTIVE AREA(ACRES) = 112.66 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 123.7 PEAK FLOW RATE(CFS) = 123.48
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.95 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.91 DEPTH*VELOCITY(FT*FT/SEC.) = 4.68 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 111.00 = 4425.00 FEET.

Date: 04/17/2025 File name: BSTAN10.RES Page 17
**************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 187.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.29 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 80.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 123.48 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.95
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.92
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 4.68
STREET FLOW TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 33.97
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.354
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 112.66 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 123.7 PEAK FLOW RATE(CFS) = 123.48
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.95 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.92 DEPTH*VELOCITY(FT*FT/SEC.) = 4.68 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 187.00 = 4505.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 187.00 TO NODE 187.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 33.97
RAINFALL INTENSITY(INCH/HR) = 1.35
AREA-AVERAGED Fm(INCH/HR) = 0.14
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.48
EFFECTIVE STREAM AREA(ACRES) = 112.66
TOTAL STREAM AREA(ACRES) = 123.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 123.48
**************************************************************************** Date: 04/17/2025 File name: BSTAN10.RES Page 18
FLOW PROCESS FROM NODE 121.00 TO NODE 121.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 980.00
ELEVATION DATA: UPSTREAM(FEET) = 2.45 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 21.468
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.761
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
SCHOOL B 7.10 0.30 0.600 56 21.47
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA RUNOFF(CFS) = 10.11
TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) = 10.11
**************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.25 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.57 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.51
HALFSTREET FLOOD WIDTH(FEET) = 20.46
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.81
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.93
STREET FLOW TRAVEL TIME(MIN.) = 4.61 Tc(MIN.) = 26.08
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.576
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 5.40 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 5.40 SUBAREA RUNOFF(CFS) = 6.93
EFFECTIVE AREA(ACRES) = 12.50 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 12.5 PEAK FLOW RATE(CFS) = 15.85
END OF SUBAREA STREET FLOW HYDRAULICS:

Date: 04/17/2025 File name: BSTAN10.RES Page 19
DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.75 FLOW VELOCITY(FEET/SEC.) = 1.88 DEPTH*VELOCITY(FT*FT/SEC.) = 1.00 LONGEST FLOWPATH FROM NODE 121.00 TO NODE 122.00 = 1480.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 187.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.75 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1050.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 20.68 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.57
HALFSTREET FLOOD WIDTH(FEET) = 23.97
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.04
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.16
STREET FLOW TRAVEL TIME(MIN.) = 8.60 Tc(MIN.) = 34.67
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.338
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 8.40 0.30 0.200 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 8.40 SUBAREA RUNOFF(CFS) = 9.66
EFFECTIVE AREA(ACRES) = 20.90 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 20.9 PEAK FLOW RATE(CFS) = 22.84
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 24.91 FLOW VELOCITY(FEET/SEC.) = 2.09 DEPTH*VELOCITY(FT*FT/SEC.) = 1.23 LONGEST FLOWPATH FROM NODE 121.00 TO NODE 187.00 = 2530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 187.00 TO NODE 187.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 34.67
RAINFALL INTENSITY(INCH/HR) = 1.34
AREA-AVERAGED Fm(INCH/HR) = 0.12
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.41
Date: 04/17/2025 File name: BSTAN10.RES Page 20
EFFECTIVE STREAM AREA(ACRES) = 20.90
TOTAL STREAM AREA(ACRES) = 20.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.84
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 114.83 25.24 1.605 0.30( 0.14) 0.46 85.9 104.00
1 119.00 27.58 1.526 0.30( 0.14) 0.46 94.4 115.00
1 123.48 33.97 1.354 0.30( 0.14) 0.48 112.7 112.00
1 121.63 37.77 1.274 0.30( 0.14) 0.48 118.9 106.00
1 116.39 42.75 1.187 0.30( 0.15) 0.48 123.6 102.00
1 116.09 42.96 1.184 0.30( 0.15) 0.48 123.7 100.00
2 22.84 34.67 1.338 0.30( 0.12) 0.41 20.9 121.00

PEAK FLOW RATE(CFS) = 146.15 Tc(MIN.) = 33.97
EFFECTIVE AREA(ACRES) = 133.14 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 144.6
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 187.00 = 4505.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 187.00 TO NODE 187.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 124.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 980.00
ELEVATION DATA: UPSTREAM(FEET) = 2.55 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.108
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.829
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
Date: 04/17/2025 File name: BSTAN10.RES Page 21
"5-7 DWELLINGS/ACRE" B 5.20 0.30 0.500 56 20.11
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 7.86
TOTAL AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) = 7.86
**************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 125.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.75 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.75 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.49
HALFSTREET FLOOD WIDTH(FEET) = 19.26
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.75
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.86
STREET FLOW TRAVEL TIME(MIN.) = 2.85 Tc(MIN.) = 22.96
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.695
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 5.60 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 5.60 SUBAREA RUNOFF(CFS) = 7.79
EFFECTIVE AREA(ACRES) = 10.80 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 10.8 PEAK FLOW RATE(CFS) = 15.02
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.90 DEPTH*VELOCITY(FT*FT/SEC.) = 0.99 LONGEST FLOWPATH FROM NODE 124.00 TO NODE 125.00 = 1280.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 127.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.35 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 580.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
Date: 04/17/2025 File name: BSTAN10.RES Page 22
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.22 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.54
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.96
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.07
STREET FLOW TRAVEL TIME(MIN.) = 4.93 Tc(MIN.) = 27.89
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.516
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
MOBILE HOME PARK B 3.40 0.30 0.250 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250
SUBAREA AREA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = 4.41
EFFECTIVE AREA(ACRES) = 14.20 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 14.2 PEAK FLOW RATE(CFS) = 17.69
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.98 DEPTH*VELOCITY(FT*FT/SEC.) = 1.09 LONGEST FLOWPATH FROM NODE 124.00 TO NODE 127.00 = 1860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 27.89
RAINFALL INTENSITY(INCH/HR) = 1.52
AREA-AVERAGED Fm(INCH/HR) = 0.13
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.44
EFFECTIVE STREAM AREA(ACRES) = 14.20
TOTAL STREAM AREA(ACRES) = 14.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.69
**************************************************************************** FLOW PROCESS FROM NODE 129.00 TO NODE 129.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 925.00
ELEVATION DATA: UPSTREAM(FEET) = 2.30 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
Date: 04/17/2025 File name: BSTAN10.RES Page 23
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.828
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.843
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 3.30 0.30 0.500 56 19.83
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 5.03
TOTAL AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) = 5.03
**************************************************************************** FLOW PROCESS FROM NODE 129.00 TO NODE 130.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.45 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 145.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.88 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.43
HALFSTREET FLOOD WIDTH(FEET) = 15.68
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.72
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.74
STREET FLOW TRAVEL TIME(MIN.) = 1.40 Tc(MIN.) = 21.23
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.773
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 3.90 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 5.70
EFFECTIVE AREA(ACRES) = 7.20 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 7.2 PEAK FLOW RATE(CFS) = 10.52
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 17.64 FLOW VELOCITY(FEET/SEC.) = 1.85 DEPTH*VELOCITY(FT*FT/SEC.) = 0.86 LONGEST FLOWPATH FROM NODE 129.00 TO NODE 130.00 = 1070.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 131.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
Date: 04/17/2025 File name: BSTAN10.RES Page 24
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.90 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 370.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.64 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.51
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.82
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.93
STREET FLOW TRAVEL TIME(MIN.) = 3.39 Tc(MIN.) = 24.62
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.628
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.70 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.70 SUBAREA RUNOFF(CFS) = 6.25
EFFECTIVE AREA(ACRES) = 11.90 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 11.9 PEAK FLOW RATE(CFS) = 15.83
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.92 DEPTH*VELOCITY(FT*FT/SEC.) = 1.02 LONGEST FLOWPATH FROM NODE 129.00 TO NODE 131.00 = 1440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 131.00 TO NODE 127.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.65 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 270.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.52 ***STREET FLOWING FULL***
Date: 04/17/2025 File name: BSTAN10.RES Page 25
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.54
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.96
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.05
STREET FLOW TRAVEL TIME(MIN.) = 2.30 Tc(MIN.) = 26.92
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.547
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.95 DEPTH*VELOCITY(FT*FT/SEC.) = 1.04 LONGEST FLOWPATH FROM NODE 129.00 TO NODE 127.00 = 1710.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 26.92
RAINFALL INTENSITY(INCH/HR) = 1.55
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 13.00
TOTAL STREAM AREA(ACRES) = 13.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.35
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 17.69 27.89 1.516 0.30( 0.13) 0.44 14.2 124.00
2 16.35 26.92 1.547 0.30( 0.15) 0.50 13.0 129.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 33.81 26.92 1.547 0.30( 0.14) 0.47 26.7 129.00
2 33.68 27.89 1.516 0.30( 0.14) 0.47 27.2 124.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 33.81 Tc(MIN.) = 26.92
Date: 04/17/2025 File name: BSTAN10.RES Page 26
EFFECTIVE AREA(ACRES) = 26.71 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 27.2
LONGEST FLOWPATH FROM NODE 124.00 TO NODE 127.00 = 1860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 133.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.00 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1280.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 35.99 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.67
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.63
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.75
STREET FLOW TRAVEL TIME(MIN.) = 8.10 Tc(MIN.) = 35.02
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.331
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.10 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS) = 4.36
EFFECTIVE AREA(ACRES) = 30.81 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 31.3 PEAK FLOW RATE(CFS) = 33.81
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.65 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.58 DEPTH*VELOCITY(FT*FT/SEC.) = 1.68 LONGEST FLOWPATH FROM NODE 124.00 TO NODE 133.00 = 3140.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 133.00 TO NODE 133.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 35.02
RAINFALL INTENSITY(INCH/HR) = 1.33
Date: 04/17/2025 File name: BSTAN10.RES Page 27
AREA-AVERAGED Fm(INCH/HR) = 0.14
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.47
EFFECTIVE STREAM AREA(ACRES) = 30.81
TOTAL STREAM AREA(ACRES) = 31.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 33.81
**************************************************************************** FLOW PROCESS FROM NODE 185.00 TO NODE 185.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00
ELEVATION DATA: UPSTREAM(FEET) = 2.00 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.698
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.034
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 4.20 0.30 0.100 56 16.70
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 7.58
TOTAL AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) = 7.58
**************************************************************************** FLOW PROCESS FROM NODE 185.00 TO NODE 133.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.95 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1640.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.99 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.49
HALFSTREET FLOOD WIDTH(FEET) = 18.91
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.70
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.83
STREET FLOW TRAVEL TIME(MIN.) = 16.09 Tc(MIN.) = 32.79
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.382
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
PUBLIC PARK B 6.60 0.30 0.850 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
Date: 04/17/2025 File name: BSTAN10.RES Page 28
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850
SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 6.69
EFFECTIVE AREA(ACRES) = 10.80 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 10.8 PEAK FLOW RATE(CFS) = 11.80
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 19.47 FLOW VELOCITY(FEET/SEC.) = 1.73 DEPTH*VELOCITY(FT*FT/SEC.) = 0.86 LONGEST FLOWPATH FROM NODE 185.00 TO NODE 133.00 = 2640.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 133.00 TO NODE 133.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 32.79
RAINFALL INTENSITY(INCH/HR) = 1.38
AREA-AVERAGED Fm(INCH/HR) = 0.17
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.56
EFFECTIVE STREAM AREA(ACRES) = 10.80
TOTAL STREAM AREA(ACRES) = 10.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.80
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 33.81 35.02 1.331 0.30( 0.14) 0.47 30.8 129.00
1 33.68 35.99 1.310 0.30( 0.14) 0.47 31.3 124.00
2 11.80 32.79 1.382 0.30( 0.17) 0.56 10.8 185.00

PEAK FLOW RATE(CFS) = 45.11 Tc(MIN.) = 35.02
EFFECTIVE AREA(ACRES) = 41.61 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 42.1
LONGEST FLOWPATH FROM NODE 124.00 TO NODE 133.00 = 3140.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 133.00 TO NODE 134.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ Date: 04/17/2025 File name: BSTAN10.RES Page 29
ELEVATION DATA: UPSTREAM(FEET) = 0.70 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 500.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.58
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 45.11
PIPE TRAVEL TIME(MIN.) = 1.82 Tc(MIN.) = 36.84
LONGEST FLOWPATH FROM NODE 124.00 TO NODE 134.00 = 3640.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 134.00 TO NODE 134.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 36.84
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.293
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 13.20 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 13.20 SUBAREA RUNOFF(CFS) = 15.00 EFFECTIVE AREA(ACRES) = 54.81 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 55.3 PEAK FLOW RATE(CFS) = 57.84
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 58.05 34.61 1.340 0.30( 0.12) 0.40 52.8 185.00
2 57.84 36.84 1.293 0.30( 0.12) 0.40 54.8 129.00
3 57.40 37.81 1.273 0.30( 0.12) 0.40 55.3 124.00
NEW PEAK FLOW DATA ARE:

PEAK FLOW RATE(CFS) = 58.05 Tc(MIN.) = 34.61
AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.40 EFFECTIVE AREA(ACRES) = 52.85
**************************************************************************** FLOW PROCESS FROM NODE 134.00 TO NODE 136.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.60 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 430.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 51.0 INCH PIPE IS 40.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.81
ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 58.05
PIPE TRAVEL TIME(MIN.) = 1.49 Tc(MIN.) = 36.10
LONGEST FLOWPATH FROM NODE 124.00 TO NODE 136.00 = 4070.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 136.00 TO NODE 136.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ Date: 04/17/2025 File name: BSTAN10.RES Page 30
MAINLINE Tc(MIN.) = 36.10
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.308
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 11.30 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 11.30 SUBAREA RUNOFF(CFS) = 12.99 EFFECTIVE AREA(ACRES) = 64.15 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 66.6 PEAK FLOW RATE(CFS) = 69.52
**************************************************************************** FLOW PROCESS FROM NODE 136.00 TO NODE 187.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.06 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 54.0 INCH PIPE IS 42.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.17
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 69.52
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 36.23
LONGEST FLOWPATH FROM NODE 124.00 TO NODE 187.00 = 4110.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 187.00 TO NODE 187.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 69.52 36.23 1.305 0.30( 0.10) 0.35 64.1 185.00
2 68.96 38.46 1.261 0.30( 0.10) 0.35 66.1 129.00
3 68.37 39.43 1.243 0.30( 0.10) 0.35 66.6 124.00
LONGEST FLOWPATH FROM NODE 124.00 TO NODE 187.00 = 4110.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 135.12 25.24 1.605 0.30( 0.14) 0.45 101.1 104.00
2 139.97 27.58 1.526 0.30( 0.14) 0.45 111.0 115.00
3 146.15 33.97 1.354 0.30( 0.14) 0.47 133.1 112.00
4 145.98 34.67 1.338 0.30( 0.14) 0.47 134.7 121.00
5 143.27 37.77 1.274 0.30( 0.14) 0.47 139.8 106.00
6 136.39 42.75 1.187 0.30( 0.14) 0.47 144.5 102.00
7 136.02 42.96 1.184 0.30( 0.14) 0.47 144.6 100.00
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 187.00 = 4505.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 195.66 25.24 1.605 0.30( 0.13) 0.42 145.7 104.00
Date: 04/17/2025 File name: BSTAN10.RES Page 31
2 202.62 27.58 1.526 0.30( 0.13) 0.42 159.9 115.00
3 214.00 33.97 1.354 0.30( 0.13) 0.43 193.3 112.00
4 214.36 34.67 1.338 0.30( 0.13) 0.43 196.1 121.00
5 214.14 36.23 1.305 0.30( 0.13) 0.43 201.4 185.00
6 212.40 37.77 1.274 0.30( 0.13) 0.43 205.3 106.00
7 211.28 38.46 1.261 0.30( 0.13) 0.43 206.5 129.00
8 209.34 39.43 1.243 0.30( 0.13) 0.43 208.0 124.00
9 201.39 42.75 1.187 0.30( 0.13) 0.43 211.1 102.00
10 200.82 42.96 1.184 0.30( 0.13) 0.43 211.2 100.00
TOTAL AREA(ACRES) = 211.2
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 214.36 Tc(MIN.) = 34.674
EFFECTIVE AREA(ACRES) = 196.10 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 211.2
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 187.00 = 4505.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 187.00 TO NODE 187.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 187.00 TO NODE 144.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.75 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 670.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 75.0 INCH PIPE IS 57.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.48
ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 214.36
PIPE TRAVEL TIME(MIN.) = 1.32 Tc(MIN.) = 35.99
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 144.00 = 5175.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 144.00 TO NODE 144.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 35.99
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.310
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 3.00 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 3.13
EFFECTIVE AREA(ACRES) = 199.10 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 214.2 PEAK FLOW RATE(CFS) = 214.36
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
Date: 04/17/2025 File name: BSTAN10.RES Page 32
**************************************************************************** FLOW PROCESS FROM NODE 144.00 TO NODE 143.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.05 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 410.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 75.0 INCH PIPE IS 58.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.41
ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 214.36
PIPE TRAVEL TIME(MIN.) = 0.81 Tc(MIN.) = 36.80
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 143.00 = 5585.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 143.00 TO NODE 143.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 36.80
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.293
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 7.30 0.30 0.200 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 7.30 SUBAREA RUNOFF(CFS) = 8.10
EFFECTIVE AREA(ACRES) = 206.40 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 221.5 PEAK FLOW RATE(CFS) = 216.79
**************************************************************************** FLOW PROCESS FROM NODE 143.00 TO NODE 159.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.20 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 72.0 INCH PIPE IS 57.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.98
ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 216.79
PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 36.92
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 159.00 = 5650.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 159.00 TO NODE 159.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 36.92
RAINFALL INTENSITY(INCH/HR) = 1.29
Date: 04/17/2025 File name: BSTAN10.RES Page 33
AREA-AVERAGED Fm(INCH/HR) = 0.13
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.42
EFFECTIVE STREAM AREA(ACRES) = 206.40
TOTAL STREAM AREA(ACRES) = 221.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 216.79
**************************************************************************** FLOW PROCESS FROM NODE 141.00 TO NODE 141.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 910.00
ELEVATION DATA: UPSTREAM(FEET) = 2.35 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.551
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.858
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 6.20 0.30 0.500 56 19.55
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 9.53
TOTAL AREA(ACRES) = 6.20 PEAK FLOW RATE(CFS) = 9.53
**************************************************************************** FLOW PROCESS FROM NODE 141.00 TO NODE 159.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.95 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 750.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.46 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.50
HALFSTREET FLOOD WIDTH(FEET) = 19.61
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.80
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.89
STREET FLOW TRAVEL TIME(MIN.) = 6.95 Tc(MIN.) = 26.50
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.561
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
Date: 04/17/2025 File name: BSTAN10.RES Page 34
"5-7 DWELLINGS/ACRE" B 4.60 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.60 SUBAREA RUNOFF(CFS) = 5.84
EFFECTIVE AREA(ACRES) = 10.80 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 10.8 PEAK FLOW RATE(CFS) = 13.72
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.85 DEPTH*VELOCITY(FT*FT/SEC.) = 0.94 LONGEST FLOWPATH FROM NODE 141.00 TO NODE 159.00 = 1660.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 159.00 TO NODE 159.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 26.50
RAINFALL INTENSITY(INCH/HR) = 1.56
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 10.80
TOTAL STREAM AREA(ACRES) = 10.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.72
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 197.72 27.55 1.527 0.30( 0.12) 0.41 156.0 104.00
1 204.83 29.88 1.457 0.30( 0.12) 0.41 170.2 115.00
1 216.48 36.22 1.305 0.30( 0.13) 0.42 203.6 112.00
1 216.79 36.92 1.291 0.30( 0.13) 0.42 206.4 121.00
1 216.54 38.48 1.261 0.30( 0.13) 0.42 211.7 185.00
1 214.92 40.02 1.233 0.30( 0.13) 0.42 215.6 106.00
1 213.78 40.71 1.221 0.30( 0.13) 0.42 216.8 129.00
1 211.88 41.69 1.204 0.30( 0.13) 0.43 218.3 124.00
1 204.31 45.05 1.152 0.30( 0.13) 0.43 221.4 102.00
1 203.76 45.27 1.149 0.30( 0.13) 0.43 221.5 100.00
2 13.72 26.50 1.561 0.30( 0.15) 0.50 10.8 141.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 208.57 26.50 1.561 0.30( 0.12) 0.42 160.9 141.00
2 211.10 27.55 1.527 0.30( 0.12) 0.42 166.8 104.00
3 217.53 29.88 1.457 0.30( 0.12) 0.42 181.0 115.00
4 227.70 36.22 1.305 0.30( 0.13) 0.42 214.4 112.00
5 227.88 36.92 1.291 0.30( 0.13) 0.43 217.2 121.00
6 227.33 38.48 1.261 0.30( 0.13) 0.43 222.5 185.00
7 225.44 40.02 1.233 0.30( 0.13) 0.43 226.4 106.00
Date: 04/17/2025 File name: BSTAN10.RES Page 35
8 224.19 40.71 1.221 0.30( 0.13) 0.43 227.6 129.00
9 222.12 41.69 1.204 0.30( 0.13) 0.43 229.1 124.00
10 214.05 45.05 1.152 0.30( 0.13) 0.43 232.2 102.00
11 213.47 45.27 1.149 0.30( 0.13) 0.43 232.3 100.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 227.88 Tc(MIN.) = 36.92
EFFECTIVE AREA(ACRES) = 217.20 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 232.3
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 159.00 = 5650.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 159.00 TO NODE 147.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.60 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 225.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 75.0 INCH PIPE IS 60.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.60
ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 227.88
PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 37.36
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 147.00 = 5875.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 147.00 TO NODE 147.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 37.36
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.282
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 3.30 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 3.36
EFFECTIVE AREA(ACRES) = 220.50 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 235.6 PEAK FLOW RATE(CFS) = 229.10
============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 235.6 TC(MIN.) = 37.36
EFFECTIVE AREA(ACRES) = 220.50 AREA-AVERAGED Fm(INCH/HR)= 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.426 PEAK FLOW RATE(CFS) = 229.10
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 210.05 26.94 1.546 0.30( 0.13) 0.42 164.2 141.00
2 212.53 27.99 1.513 0.30( 0.13) 0.42 170.1 104.00
3 218.89 30.32 1.445 0.30( 0.13) 0.42 184.3 115.00
Date: 04/17/2025 File name: BSTAN10.RES Page 36
4 228.93 36.66 1.296 0.30( 0.13) 0.43 217.7 112.00
5 229.10 37.36 1.282 0.30( 0.13) 0.43 220.5 121.00
6 228.55 38.92 1.253 0.30( 0.13) 0.43 225.8 185.00
7 226.66 40.46 1.225 0.30( 0.13) 0.43 229.7 106.00
8 225.42 41.15 1.213 0.30( 0.13) 0.43 230.9 129.00
9 223.36 42.13 1.197 0.30( 0.13) 0.43 232.4 124.00
10 215.32 45.49 1.146 0.30( 0.13) 0.43 235.5 102.00
11 214.74 45.70 1.142 0.30( 0.13) 0.43 235.6 100.00
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS
Date: 04/17/2025 File name: BSTAN10.RES Page 37 Date: 04/17/2025 File name: BSTAN10.RES Page 38 ____________________________________________________________________________ ****************************************************************************

************************** DESCRIPTION OF STUDY ************************** * AREA B (PROPOSED CONDITION) *
* 10-YEAR STORM, NODE 151 TO NODE 999 *
* STANTON STORM DRAIN MASTER PLAN *
************************************************************************** FILE NAME: BSTAN10A.DAT
TIME/DATE OF STUDY: 22:19 03/11/2025
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

1. Relative Flow-Depth = 1.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 151.00 TO NODE 151.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00
ELEVATION DATA: UPSTREAM(FEET) = 1.50 DOWNSTREAM(FEET) = 0.00 Date: 04/17/2025 File name: BSTAN10A.RES Page 1
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 22.632
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.709
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 5.30 0.30 0.500 56 22.63
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 7.44
TOTAL AREA(ACRES) = 5.30 PEAK FLOW RATE(CFS) = 7.44
**************************************************************************** FLOW PROCESS FROM NODE 151.00 TO NODE 152.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.08 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.31 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.46
HALFSTREET FLOOD WIDTH(FEET) = 17.64
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.99
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.92
STREET FLOW TRAVEL TIME(MIN.) = 2.51 Tc(MIN.) = 25.14
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.609
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 5.90 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 5.90 SUBAREA RUNOFF(CFS) = 7.75
EFFECTIVE AREA(ACRES) = 11.20 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 11.2 PEAK FLOW RATE(CFS) = 14.71
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 19.61 FLOW VELOCITY(FEET/SEC.) = 2.12 DEPTH*VELOCITY(FT*FT/SEC.) = 1.06 LONGEST FLOWPATH FROM NODE 151.00 TO NODE 152.00 = 1300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 152.00 TO NODE 153.00 IS CODE = 61 ---------------------------------------------------------------------------- Date: 04/17/2025 File name: BSTAN10A.RES Page 2
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.83 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 230.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 21.72 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.55
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.46
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.34
STREET FLOW TRAVEL TIME(MIN.) = 1.56 Tc(MIN.) = 26.70
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.554
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 11.10 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 11.10 SUBAREA RUNOFF(CFS) = 14.03 EFFECTIVE AREA(ACRES) = 22.30 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 22.3 PEAK FLOW RATE(CFS) = 28.19
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.73 DEPTH*VELOCITY(FT*FT/SEC.) = 1.59 LONGEST FLOWPATH FROM NODE 151.00 TO NODE 153.00 = 1530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 153.00 TO NODE 154.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.83 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 230.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 33.46 Date: 04/17/2025 File name: BSTAN10A.RES Page 3
***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.61
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.92
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.78
STREET FLOW TRAVEL TIME(MIN.) = 1.31 Tc(MIN.) = 28.02
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.512
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 8.60 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 8.60 SUBAREA RUNOFF(CFS) = 10.54
EFFECTIVE AREA(ACRES) = 30.90 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 30.9 PEAK FLOW RATE(CFS) = 37.88
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.07 DEPTH*VELOCITY(FT*FT/SEC.) = 1.94 LONGEST FLOWPATH FROM NODE 151.00 TO NODE 154.00 = 1760.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 191.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.70 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 230.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.87
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 37.88
PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 28.67
LONGEST FLOWPATH FROM NODE 151.00 TO NODE 191.00 = 1990.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 191.00 TO NODE 160.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.05 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 405.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.47
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 37.88
PIPE TRAVEL TIME(MIN.) = 1.23 Tc(MIN.) = 29.90
LONGEST FLOWPATH FROM NODE 151.00 TO NODE 160.00 = 2395.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 191.00 TO NODE 160.00 IS CODE = 81 ---------------------------------------------------------------------------- Date: 04/17/2025 File name: BSTAN10A.RES Page 4
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 29.90
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.457
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
PUBLIC PARK B 3.90 0.30 0.850 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850
SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 4.22
EFFECTIVE AREA(ACRES) = 34.80 AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 34.8 PEAK FLOW RATE(CFS) = 40.56
**************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 147.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.50 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 190.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.69
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 40.56
PIPE TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 30.46
LONGEST FLOWPATH FROM NODE 151.00 TO NODE 147.00 = 2585.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 147.00 TO NODE 147.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 30.46
RAINFALL INTENSITY(INCH/HR) = 1.44
AREA-AVERAGED Fm(INCH/HR) = 0.16
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.54
EFFECTIVE STREAM AREA(ACRES) = 34.80
TOTAL STREAM AREA(ACRES) = 34.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 40.56
**************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 145.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00
ELEVATION DATA: UPSTREAM(FEET) = 2.60 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.275
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.820
Date: 04/17/2025 File name: BSTAN10A.RES Page 5
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 9.20 0.30 0.500 56 20.27
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 13.83
TOTAL AREA(ACRES) = 9.20 PEAK FLOW RATE(CFS) = 13.83
**************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 147.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.76 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 750.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.04 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.53
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.91
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.02
STREET FLOW TRAVEL TIME(MIN.) = 6.54 Tc(MIN.) = 26.81
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.551
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 3.50 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 4.41
EFFECTIVE AREA(ACRES) = 12.70 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 12.7 PEAK FLOW RATE(CFS) = 16.01
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.91 DEPTH*VELOCITY(FT*FT/SEC.) = 1.02 LONGEST FLOWPATH FROM NODE 145.00 TO NODE 147.00 = 1750.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 147.00 TO NODE 147.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< Date: 04/17/2025 File name: BSTAN10A.RES Page 6
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 26.81
RAINFALL INTENSITY(INCH/HR) = 1.55
AREA-AVERAGED Fm(INCH/HR) = 0.15
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 12.70
TOTAL STREAM AREA(ACRES) = 12.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.01
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 40.56 30.46 1.442 0.30( 0.16) 0.54 34.8 151.00
2 16.01 26.81 1.551 0.30( 0.15) 0.50 12.7 145.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 54.76 26.81 1.551 0.30( 0.16) 0.53 43.3 145.00
2 55.32 30.46 1.442 0.30( 0.16) 0.53 47.5 151.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 55.32 Tc(MIN.) = 30.46
EFFECTIVE AREA(ACRES) = 47.50 AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.53 TOTAL AREA(ACRES) = 47.5
LONGEST FLOWPATH FROM NODE 151.00 TO NODE 147.00 = 2585.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 147.00 TO NODE 148.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.97 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 550.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.76
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 55.32
PIPE TRAVEL TIME(MIN.) = 1.36 Tc(MIN.) = 31.81
LONGEST FLOWPATH FROM NODE 151.00 TO NODE 148.00 = 3135.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 148.00 TO NODE 148.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 31.81
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.406
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
Date: 04/17/2025 File name: BSTAN10A.RES Page 7

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.50 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.50 SUBAREA RUNOFF(CFS) = 5.09
EFFECTIVE AREA(ACRES) = 52.00 AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.53 TOTAL AREA(ACRES) = 52.0 PEAK FLOW RATE(CFS) = 58.41
**************************************************************************** FLOW PROCESS FROM NODE 148.00 TO NODE 148.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 31.81
RAINFALL INTENSITY(INCH/HR) = 1.41
AREA-AVERAGED Fm(INCH/HR) = 0.16
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.53
EFFECTIVE STREAM AREA(ACRES) = 52.00
TOTAL STREAM AREA(ACRES) = 52.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 58.41
**************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1157.00
ELEVATION DATA: UPSTREAM(FEET) = 1.05 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 32.939
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.378
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
PUBLIC PARK B 5.90 0.30 0.850 56 32.94
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850
SUBAREA RUNOFF(CFS) = 5.96
TOTAL AREA(ACRES) = 5.90 PEAK FLOW RATE(CFS) = 5.96
**************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 156.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.65 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 640.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 Date: 04/17/2025 File name: BSTAN10A.RES Page 8
INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.23 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.45
HALFSTREET FLOOD WIDTH(FEET) = 16.59
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.62
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.72
STREET FLOW TRAVEL TIME(MIN.) = 6.57 Tc(MIN.) = 39.51
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.242
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.60 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.60 SUBAREA RUNOFF(CFS) = 4.52
EFFECTIVE AREA(ACRES) = 10.50 AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.70 TOTAL AREA(ACRES) = 10.5 PEAK FLOW RATE(CFS) = 9.76
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.79 FLOW VELOCITY(FEET/SEC.) = 1.69 DEPTH*VELOCITY(FT*FT/SEC.) = 0.79 LONGEST FLOWPATH FROM NODE 155.00 TO NODE 156.00 = 1797.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 156.00 TO NODE 157.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.60 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.01 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.51
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.63
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.83
STREET FLOW TRAVEL TIME(MIN.) = 3.07 Tc(MIN.) = 42.58
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.190
SUBAREA LOSS RATE DATA(AMC II):

Date: 04/17/2025 File name: BSTAN10A.RES Page 9
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 4.80 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS) = 4.49
EFFECTIVE AREA(ACRES) = 15.30 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 15.3 PEAK FLOW RATE(CFS) = 13.76
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.72 DEPTH*VELOCITY(FT*FT/SEC.) = 0.90 LONGEST FLOWPATH FROM NODE 155.00 TO NODE 157.00 = 2097.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 157.00 TO NODE 148.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 0.66 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.76 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.52
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.72
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.90
STREET FLOW TRAVEL TIME(MIN.) = 3.20 Tc(MIN.) = 45.77
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.141
SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 15.30 AREA-AVERAGED Fm(INCH/HR) = 0.19 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 15.3 PEAK FLOW RATE(CFS) = 13.76
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.72 DEPTH*VELOCITY(FT*FT/SEC.) = 0.90 LONGEST FLOWPATH FROM NODE 155.00 TO NODE 148.00 = 2427.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 148.00 TO NODE 148.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< Date: 04/17/2025 File name: BSTAN10A.RES Page 10
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 45.77
RAINFALL INTENSITY(INCH/HR) = 1.14
AREA-AVERAGED Fm(INCH/HR) = 0.19
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.63
EFFECTIVE STREAM AREA(ACRES) = 15.30
TOTAL STREAM AREA(ACRES) = 15.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.76
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 58.12 28.17 1.508 0.30( 0.16) 0.53 47.8 145.00
1 58.41 31.81 1.406 0.30( 0.16) 0.53 52.0 151.00
2 13.76 45.77 1.141 0.30( 0.19) 0.63 15.3 155.00

PEAK FLOW RATE(CFS) = 70.64 Tc(MIN.) = 31.81
EFFECTIVE AREA(ACRES) = 62.63 AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 67.3
LONGEST FLOWPATH FROM NODE 151.00 TO NODE 148.00 = 3135.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 148.00 TO NODE 161.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.27 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 490.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 51.0 INCH PIPE IS 36.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.47
ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 70.64
PIPE TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 33.08
LONGEST FLOWPATH FROM NODE 151.00 TO NODE 161.00 = 3625.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 161.00 TO NODE 161.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 33.08
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.375
Date: 04/17/2025 File name: BSTAN10A.RES Page 11
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 15.80 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 15.80 SUBAREA RUNOFF(CFS) = 17.42 EFFECTIVE AREA(ACRES) = 78.43 AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 83.1 PEAK FLOW RATE(CFS) = 85.72
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 86.12 29.43 1.470 0.30( 0.16) 0.53 73.0 145.00
2 85.72 33.08 1.375 0.30( 0.16) 0.54 78.4 151.00
3 71.85 47.09 1.123 0.30( 0.16) 0.54 83.1 155.00
NEW PEAK FLOW DATA ARE:

PEAK FLOW RATE(CFS) = 86.12 Tc(MIN.) = 29.43
AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.53 EFFECTIVE AREA(ACRES) = 73.05
**************************************************************************** FLOW PROCESS FROM NODE 161.00 TO NODE 161.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 162.00 TO NODE 162.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00
ELEVATION DATA: UPSTREAM(FEET) = 2.50 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.434
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.812
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 10.30 0.30 0.500 56 20.43
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 15.41
TOTAL AREA(ACRES) = 10.30 PEAK FLOW RATE(CFS) = 15.41
**************************************************************************** FLOW PROCESS FROM NODE 162.00 TO NODE 163.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.50 DOWNSTREAM ELEVATION(FEET) = 0.00 Date: 04/17/2025 File name: BSTAN10A.RES Page 12
STREET LENGTH(FEET) = 580.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 24.17 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.58
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.33
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.36
STREET FLOW TRAVEL TIME(MIN.) = 4.15 Tc(MIN.) = 24.59
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.630
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 12.40 0.30 0.200 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 12.40 SUBAREA RUNOFF(CFS) = 17.52 EFFECTIVE AREA(ACRES) = 22.70 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 22.7 PEAK FLOW RATE(CFS) = 31.23
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.57 DEPTH*VELOCITY(FT*FT/SEC.) = 1.62 LONGEST FLOWPATH FROM NODE 162.00 TO NODE 163.00 = 1580.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 163.00 TO NODE 164.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.25 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 500.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 29.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.10
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.23
PIPE TRAVEL TIME(MIN.) = 1.63 Tc(MIN.) = 26.22
LONGEST FLOWPATH FROM NODE 162.00 TO NODE 164.00 = 2080.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 164.00 TO NODE 164.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 26.22
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.571
SUBAREA LOSS RATE DATA(AMC II):

Date: 04/17/2025 File name: BSTAN10A.RES Page 13
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
PUBLIC PARK B 7.30 0.30 0.850 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850
SUBAREA AREA(ACRES) = 7.30 SUBAREA RUNOFF(CFS) = 8.64
EFFECTIVE AREA(ACRES) = 30.00 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 30.0 PEAK FLOW RATE(CFS) = 38.67
**************************************************************************** FLOW PROCESS FROM NODE 164.00 TO NODE 165.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 3.65 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 1220.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.85
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.67
PIPE TRAVEL TIME(MIN.) = 3.48 Tc(MIN.) = 29.70
LONGEST FLOWPATH FROM NODE 162.00 TO NODE 165.00 = 3300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 165.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 29.70
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.462
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 12.80 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 12.80 SUBAREA RUNOFF(CFS) = 15.12 EFFECTIVE AREA(ACRES) = 42.80 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 42.8 PEAK FLOW RATE(CFS) = 50.87
**************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 166.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.63 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 275.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 45.0 INCH PIPE IS 34.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.64
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 50.87
PIPE TRAVEL TIME(MIN.) = 0.81 Tc(MIN.) = 30.51
LONGEST FLOWPATH FROM NODE 162.00 TO NODE 166.00 = 3575.00 FEET.

Date: 04/17/2025 File name: BSTAN10A.RES Page 14
**************************************************************************** FLOW PROCESS FROM NODE 166.00 TO NODE 166.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 30.51
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.440
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 7.00 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 7.00 SUBAREA RUNOFF(CFS) = 8.13
EFFECTIVE AREA(ACRES) = 49.80 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 49.8 PEAK FLOW RATE(CFS) = 58.13
**************************************************************************** FLOW PROCESS FROM NODE 166.00 TO NODE 167.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.18 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 45.0 INCH PIPE IS 31.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.99
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 58.13
PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 30.63
LONGEST FLOWPATH FROM NODE 162.00 TO NODE 167.00 = 3625.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 167.00 TO NODE 167.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 30.63
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.437
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 2.70 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 3.13
EFFECTIVE AREA(ACRES) = 52.50 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 52.5 PEAK FLOW RATE(CFS) = 61.12
**************************************************************************** FLOW PROCESS FROM NODE 167.00 TO NODE 167.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
Date: 04/17/2025 File name: BSTAN10A.RES Page 15
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 30.63
RAINFALL INTENSITY(INCH/HR) = 1.44
AREA-AVERAGED Fm(INCH/HR) = 0.14
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.48
EFFECTIVE STREAM AREA(ACRES) = 52.50
TOTAL STREAM AREA(ACRES) = 52.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 61.12
**************************************************************************** FLOW PROCESS FROM NODE 168.00 TO NODE 168.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 880.00
ELEVATION DATA: UPSTREAM(FEET) = 2.30 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.028
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.082
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
APARTMENTS B 2.70 0.30 0.200 56 16.03
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA RUNOFF(CFS) = 4.91
TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) = 4.91
**************************************************************************** FLOW PROCESS FROM NODE 168.00 TO NODE 169.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.45 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 940.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.16 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.49
HALFSTREET FLOOD WIDTH(FEET) = 19.40
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.79
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.88
STREET FLOW TRAVEL TIME(MIN.) = 8.75 Tc(MIN.) = 24.78
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.622
Date: 04/17/2025 File name: BSTAN10A.RES Page 16
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 10.20 0.30 0.200 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 10.20 SUBAREA RUNOFF(CFS) = 14.34 EFFECTIVE AREA(ACRES) = 12.90 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 12.9 PEAK FLOW RATE(CFS) = 18.14
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.08 DEPTH*VELOCITY(FT*FT/SEC.) = 1.13 LONGEST FLOWPATH FROM NODE 168.00 TO NODE 169.00 = 1820.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 169.00 TO NODE 169.10 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 3.60 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 1000.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 24.74 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.56
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.59
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.46
STREET FLOW TRAVEL TIME(MIN.) = 6.44 Tc(MIN.) = 31.22
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.421
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 11.50 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 11.50 SUBAREA RUNOFF(CFS) = 13.16 EFFECTIVE AREA(ACRES) = 24.40 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 24.4 PEAK FLOW RATE(CFS) = 28.96
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.76 DEPTH*VELOCITY(FT*FT/SEC.) = 1.62 LONGEST FLOWPATH FROM NODE 168.00 TO NODE 169.10 = 2820.00 FEET.

Date: 04/17/2025 File name: BSTAN10A.RES Page 17
**************************************************************************** FLOW PROCESS FROM NODE 169.10 TO NODE 173.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.72 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.77
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.96
PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 31.80
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 173.00 = 3020.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 173.00 TO NODE 173.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 31.80
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.406
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 12.10 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 12.10 SUBAREA RUNOFF(CFS) = 13.68 EFFECTIVE AREA(ACRES) = 36.50 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 36.5 PEAK FLOW RATE(CFS) = 42.32
**************************************************************************** FLOW PROCESS FROM NODE 173.00 TO NODE 174.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 2.41 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 670.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.41
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 42.32
PIPE TRAVEL TIME(MIN.) = 1.74 Tc(MIN.) = 33.54
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 174.00 = 3690.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 174.00 TO NODE 174.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 33.54
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.364
SUBAREA LOSS RATE DATA(AMC II):

Date: 04/17/2025 File name: BSTAN10A.RES Page 18
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 2.00 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 2.19
EFFECTIVE AREA(ACRES) = 38.50 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 38.5 PEAK FLOW RATE(CFS) = 43.11
**************************************************************************** FLOW PROCESS FROM NODE 175.00 TO NODE 174.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 33.54
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.364
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 8.80 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 8.80 SUBAREA RUNOFF(CFS) = 9.62
EFFECTIVE AREA(ACRES) = 47.30 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 47.3 PEAK FLOW RATE(CFS) = 52.73
**************************************************************************** FLOW PROCESS FROM NODE 174.00 TO NODE 167.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.00 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.61
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 52.73
PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 33.83
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 167.00 = 3840.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 167.00 TO NODE 167.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 33.83
RAINFALL INTENSITY(INCH/HR) = 1.36
AREA-AVERAGED Fm(INCH/HR) = 0.13
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.42
Date: 04/17/2025 File name: BSTAN10A.RES Page 19
EFFECTIVE STREAM AREA(ACRES) = 47.30
TOTAL STREAM AREA(ACRES) = 47.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 52.73
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 61.12 30.63 1.437 0.30( 0.14) 0.48 52.5 162.00
2 52.73 33.83 1.357 0.30( 0.13) 0.42 47.3 168.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 111.94 30.63 1.437 0.30( 0.14) 0.45 95.3 162.00
2 110.09 33.83 1.357 0.30( 0.13) 0.45 99.8 168.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 111.94 Tc(MIN.) = 30.63
EFFECTIVE AREA(ACRES) = 95.33 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 99.8
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 167.00 = 3840.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 167.00 TO NODE 178.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 3.06 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 895.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 57.0 INCH PIPE IS 41.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.03
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 111.94
PIPE TRAVEL TIME(MIN.) = 1.86 Tc(MIN.) = 32.49
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 178.00 = 4735.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 177.00 TO NODE 178.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 32.49
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.389
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 28.90 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 28.90 SUBAREA RUNOFF(CFS) = 32.23 EFFECTIVE AREA(ACRES) = 124.23 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.46 Date: 04/17/2025 File name: BSTAN10A.RES Page 20
TOTAL AREA(ACRES) = 128.7 PEAK FLOW RATE(CFS) = 139.81
**************************************************************************** FLOW PROCESS FROM NODE 178.00 TO NODE 178.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 139.81 32.49 1.389 0.30( 0.14) 0.46 124.2 162.00
2 136.46 35.69 1.316 0.30( 0.14) 0.46 128.7 168.00
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 178.00 = 4735.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 86.12 29.43 1.470 0.30( 0.16) 0.53 73.0 145.00
2 85.72 33.08 1.375 0.30( 0.16) 0.54 78.4 151.00
3 71.85 47.09 1.123 0.30( 0.16) 0.54 83.1 155.00
LONGEST FLOWPATH FROM NODE 151.00 TO NODE 178.00 = 3625.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 220.97 29.43 1.470 0.30( 0.15) 0.49 185.6 145.00
2 225.59 32.49 1.389 0.30( 0.15) 0.49 201.8 162.00
3 224.91 33.08 1.375 0.30( 0.15) 0.49 203.5 151.00
4 219.59 35.69 1.316 0.30( 0.15) 0.49 208.0 168.00
5 185.91 47.09 1.123 0.30( 0.15) 0.49 211.8 155.00
TOTAL AREA(ACRES) = 211.8
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 225.59 Tc(MIN.) = 32.488
EFFECTIVE AREA(ACRES) = 201.79 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 211.8
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 178.00 = 4735.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 178.00 TO NODE 178.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 178.00 TO NODE 179.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.66 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 750.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 78.0 INCH PIPE IS 61.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.03
ESTIMATED PIPE DIAMETER(INCH) = 78.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 225.59
Date: 04/17/2025 File name: BSTAN10A.RES Page 21
PIPE TRAVEL TIME(MIN.) = 1.56 Tc(MIN.) = 34.04
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 179.00 = 5485.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 179.00 TO NODE 179.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 34.04
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.352
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 14.90 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 14.90 SUBAREA RUNOFF(CFS) = 17.73 EFFECTIVE AREA(ACRES) = 216.69 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 226.7 PEAK FLOW RATE(CFS) = 236.64
**************************************************************************** FLOW PROCESS FROM NODE 178.00 TO NODE 179.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 34.04
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.352
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 20.00 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 23.80 EFFECTIVE AREA(ACRES) = 236.69 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 246.7 PEAK FLOW RATE(CFS) = 260.44
**************************************************************************** FLOW PROCESS FROM NODE 179.00 TO NODE 179.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 34.04
RAINFALL INTENSITY(INCH/HR) = 1.35
AREA-AVERAGED Fm(INCH/HR) = 0.13
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.43
EFFECTIVE STREAM AREA(ACRES) = 236.69
TOTAL STREAM AREA(ACRES) = 246.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 260.44
**************************************************************************** FLOW PROCESS FROM NODE 138.00 TO NODE 138.00 IS CODE = 21 ---------------------------------------------------------------------------- Date: 04/17/2025 File name: BSTAN10A.RES Page 22
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00
ELEVATION DATA: UPSTREAM(FEET) = 2.60 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.887
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.021
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
APARTMENTS B 3.90 0.30 0.200 56 16.89
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA RUNOFF(CFS) = 6.88
TOTAL AREA(ACRES) = 3.90 PEAK FLOW RATE(CFS) = 6.88
**************************************************************************** FLOW PROCESS FROM NODE 138.00 TO NODE 139.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.60 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 610.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.12 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.52
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.94
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.01
STREET FLOW TRAVEL TIME(MIN.) = 5.25 Tc(MIN.) = 22.13
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.731
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
APARTMENTS B 10.90 0.30 0.200 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 10.90 SUBAREA RUNOFF(CFS) = 16.39 EFFECTIVE AREA(ACRES) = 14.80 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 14.8 PEAK FLOW RATE(CFS) = 22.26
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.26 DEPTH*VELOCITY(FT*FT/SEC.) = 1.29 Date: 04/17/2025 File name: BSTAN10A.RES Page 23
LONGEST FLOWPATH FROM NODE 138.00 TO NODE 139.00 = 1610.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 139.00 TO NODE 179.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 5.95 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 2300.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.84
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.26
PIPE TRAVEL TIME(MIN.) = 7.92 Tc(MIN.) = 30.05
LONGEST FLOWPATH FROM NODE 138.00 TO NODE 179.00 = 3910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 179.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 30.05
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.453
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 23.10 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 23.10 SUBAREA RUNOFF(CFS) = 27.08 EFFECTIVE AREA(ACRES) = 37.90 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 37.9 PEAK FLOW RATE(CFS) = 45.63
**************************************************************************** FLOW PROCESS FROM NODE 179.00 TO NODE 179.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 30.05
RAINFALL INTENSITY(INCH/HR) = 1.45
AREA-AVERAGED Fm(INCH/HR) = 0.11
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.38
EFFECTIVE STREAM AREA(ACRES) = 37.90
TOTAL STREAM AREA(ACRES) = 37.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 45.63
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 257.71 30.99 1.427 0.30( 0.13) 0.43 220.5 145.00
1 260.44 34.04 1.352 0.30( 0.13) 0.43 236.7 162.00
Date: 04/17/2025 File name: BSTAN10A.RES Page 24
1 259.44 34.63 1.339 0.30( 0.13) 0.43 238.4 151.00
1 252.36 37.25 1.284 0.30( 0.13) 0.43 242.9 168.00
1 215.40 48.73 1.101 0.30( 0.13) 0.44 246.7 155.00
2 45.63 30.05 1.453 0.30( 0.11) 0.38 37.9 138.00

PEAK FLOW RATE(CFS) = 302.65 Tc(MIN.) = 34.04
EFFECTIVE AREA(ACRES) = 274.59 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 284.6
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 179.00 = 5485.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 179.00 TO NODE 180.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.74 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 817.00 CHANNEL SLOPE = 0.0009 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 1.000
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 7.30
CHANNEL FLOW THRU SUBAREA(CFS) = 302.65
FLOW VELOCITY(FEET/SEC.) = 6.40 FLOW DEPTH(FEET) = 4.82 TRAVEL TIME(MIN.) = 2.13 Tc(MIN.) = 36.17
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 180.00 = 6302.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 36.17
RAINFALL INTENSITY(INCH/HR) = 1.31
AREA-AVERAGED Fm(INCH/HR) = 0.13
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.43
EFFECTIVE STREAM AREA(ACRES) = 274.59
TOTAL STREAM AREA(ACRES) = 284.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 302.65
**************************************************************************** FLOW PROCESS FROM NODE 181.00 TO NODE 181.00 IS CODE = 21 Date: 04/17/2025 File name: BSTAN10A.RES Page 25
---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 990.00
ELEVATION DATA: UPSTREAM(FEET) = 2.65 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.076
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.830
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 8.20 0.30 0.500 56 20.08
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 12.40
TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = 12.40
**************************************************************************** FLOW PROCESS FROM NODE 181.00 TO NODE 182.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 2.05 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 800.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 18.52 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.55
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.09
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.14
STREET FLOW TRAVEL TIME(MIN.) = 6.39 Tc(MIN.) = 26.47
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.562
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 9.60 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 9.60 SUBAREA RUNOFF(CFS) = 12.20
EFFECTIVE AREA(ACRES) = 17.80 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 17.8 PEAK FLOW RATE(CFS) = 22.63
Date: 04/17/2025 File name: BSTAN10A.RES Page 26
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.25 DEPTH*VELOCITY(FT*FT/SEC.) = 1.30 LONGEST FLOWPATH FROM NODE 181.00 TO NODE 182.00 = 1790.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 182.00 TO NODE 180.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.10 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 622.10 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.23
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.63
PIPE TRAVEL TIME(MIN.) = 2.45 Tc(MIN.) = 28.92
LONGEST FLOWPATH FROM NODE 181.00 TO NODE 180.00 = 2412.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 183.00 TO NODE 180.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 28.92
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.485
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 2.50 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 3.27
EFFECTIVE AREA(ACRES) = 20.30 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 20.3 PEAK FLOW RATE(CFS) = 24.66
**************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 28.92
RAINFALL INTENSITY(INCH/HR) = 1.49
AREA-AVERAGED Fm(INCH/HR) = 0.14
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.45
EFFECTIVE STREAM AREA(ACRES) = 20.30
TOTAL STREAM AREA(ACRES) = 20.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.66
**************************************************************************** FLOW PROCESS FROM NODE 996.00 TO NODE 180.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
Date: 04/17/2025 File name: BSTAN10A.RES Page 27
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 350.00
ELEVATION DATA: UPSTREAM(FEET) = 1.40 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.552
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.802
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 6.60 0.30 0.100 56 9.55
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 16.46
TOTAL AREA(ACRES) = 6.60 PEAK FLOW RATE(CFS) = 16.46
**************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:

TIME OF CONCENTRATION(MIN.) = 9.55
RAINFALL INTENSITY(INCH/HR) = 2.80
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 6.60
TOTAL STREAM AREA(ACRES) = 6.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.46
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 300.42 32.18 1.397 0.30( 0.13) 0.42 251.7 138.00
1 302.48 33.12 1.374 0.30( 0.13) 0.42 258.4 145.00
1 302.65 36.17 1.306 0.30( 0.13) 0.43 274.6 162.00
1 301.20 36.76 1.294 0.30( 0.13) 0.43 276.3 151.00
1 292.25 39.40 1.244 0.30( 0.13) 0.43 280.8 168.00
1 249.05 50.97 1.073 0.30( 0.13) 0.43 284.6 155.00
2 24.66 28.92 1.485 0.30( 0.14) 0.45 20.3 181.00
3 16.46 9.55 2.802 0.30( 0.03) 0.10 6.6 996.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 220.34 9.55 2.802 0.30( 0.12) 0.40 88.0 996.00
2 322.02 28.92 1.485 0.30( 0.12) 0.42 253.1 181.00
3 331.59 32.18 1.397 0.30( 0.12) 0.42 278.6 138.00
4 333.09 33.12 1.374 0.30( 0.12) 0.42 285.3 145.00
5 331.63 36.17 1.306 0.30( 0.13) 0.42 301.5 162.00
6 329.89 36.76 1.294 0.30( 0.13) 0.42 303.2 151.00
Date: 04/17/2025 File name: BSTAN10A.RES Page 28
7 319.72 39.40 1.244 0.30( 0.13) 0.42 307.7 168.00
8 272.38 50.97 1.073 0.30( 0.13) 0.42 311.5 155.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 333.09 Tc(MIN.) = 33.12
EFFECTIVE AREA(ACRES) = 285.29 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 311.5
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 180.00 = 6302.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 176.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.07 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 420.00 CHANNEL SLOPE = 0.0002 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 9.00
CHANNEL FLOW THRU SUBAREA(CFS) = 333.09
FLOW VELOCITY(FEET/SEC.) = 3.35 FLOW DEPTH(FEET) = 6.38 TRAVEL TIME(MIN.) = 2.09 Tc(MIN.) = 35.21
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 176.00 = 6722.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 176.00 TO NODE 176.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 35.21
RAINFALL INTENSITY(INCH/HR) = 1.33
AREA-AVERAGED Fm(INCH/HR) = 0.12
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.42
EFFECTIVE STREAM AREA(ACRES) = 285.29
TOTAL STREAM AREA(ACRES) = 311.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 333.09
**************************************************************************** FLOW PROCESS FROM NODE 324.00 TO NODE 324.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 810.00
ELEVATION DATA: UPSTREAM(FEET) = 1.95 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.790
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.181
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 6.00 0.30 0.100 56 14.79
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
Date: 04/17/2025 File name: BSTAN10A.RES Page 29
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 11.61
TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 11.61
**************************************************************************** FLOW PROCESS FROM NODE 324.00 TO NODE 325.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1.10 DOWNSTREAM ELEVATION(FEET) = 0.00 STREET LENGTH(FEET) = 550.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 22.96 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.60
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.10
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.26
STREET FLOW TRAVEL TIME(MIN.) = 4.36 Tc(MIN.) = 19.15
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.881
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
MOBILE HOME PARK B 13.90 0.30 0.250 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250
SUBAREA AREA(ACRES) = 13.90 SUBAREA RUNOFF(CFS) = 22.59 EFFECTIVE AREA(ACRES) = 19.90 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 19.9 PEAK FLOW RATE(CFS) = 32.58
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.66 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.42 DEPTH*VELOCITY(FT*FT/SEC.) = 1.60 LONGEST FLOWPATH FROM NODE 324.00 TO NODE 325.00 = 1360.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 325.00 TO NODE 329.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1.68 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 840.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.80
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.58
Date: 04/17/2025 File name: BSTAN10A.RES Page 30
PIPE TRAVEL TIME(MIN.) = 2.92 Tc(MIN.) = 22.07
LONGEST FLOWPATH FROM NODE 324.00 TO NODE 329.00 = 2200.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 328.00 TO NODE 329.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 22.07
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.734
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 8.80 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 8.80 SUBAREA RUNOFF(CFS) = 13.49
EFFECTIVE AREA(ACRES) = 28.70 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 28.7 PEAK FLOW RATE(CFS) = 43.44
**************************************************************************** FLOW PROCESS FROM NODE 329.00 TO NODE 176.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.27 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 54.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.21
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 43.44
PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 22.20
LONGEST FLOWPATH FROM NODE 324.00 TO NODE 176.00 = 2254.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 176.00 TO NODE 176.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 22.20
RAINFALL INTENSITY(INCH/HR) = 1.73
AREA-AVERAGED Fm(INCH/HR) = 0.05
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.17
EFFECTIVE STREAM AREA(ACRES) = 28.70
TOTAL STREAM AREA(ACRES) = 28.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 43.44
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 220.34 11.87 2.473 0.30( 0.12) 0.40 88.0 996.00
1 322.02 31.02 1.426 0.30( 0.12) 0.42 253.1 181.00
Date: 04/17/2025 File name: BSTAN10A.RES Page 31
1 331.59 34.27 1.347 0.30( 0.12) 0.42 278.6 138.00
1 333.09 35.21 1.327 0.30( 0.12) 0.42 285.3 145.00
1 331.63 38.26 1.265 0.30( 0.13) 0.42 301.5 162.00
1 329.89 38.85 1.254 0.30( 0.13) 0.42 303.2 151.00
1 319.72 41.51 1.207 0.30( 0.13) 0.42 307.7 168.00
1 272.38 53.16 1.048 0.30( 0.13) 0.42 311.5 155.00
2 43.44 22.20 1.728 0.30( 0.05) 0.17 28.7 324.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 253.90 11.87 2.473 0.30( 0.11) 0.37 103.4 996.00
2 318.59 22.20 1.728 0.30( 0.11) 0.38 205.7 324.00
3 357.64 31.02 1.426 0.30( 0.12) 0.39 281.8 181.00
4 365.16 34.27 1.347 0.30( 0.12) 0.39 307.3 138.00
5 366.13 35.21 1.327 0.30( 0.12) 0.39 314.0 145.00
6 363.07 38.26 1.265 0.30( 0.12) 0.40 330.2 162.00
7 361.04 38.85 1.254 0.30( 0.12) 0.40 331.9 151.00
8 349.67 41.51 1.207 0.30( 0.12) 0.40 336.4 168.00
9 298.19 53.16 1.048 0.30( 0.12) 0.40 340.2 155.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 366.13 Tc(MIN.) = 35.21
EFFECTIVE AREA(ACRES) = 313.99 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 340.2
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 176.00 = 6722.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 176.00 TO NODE 176.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 333.00 TO NODE 333.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 990.89
ELEVATION DATA: UPSTREAM(FEET) = 2.85 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.471
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.125
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 4.00 0.30 0.100 56 15.47
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 7.54
TOTAL AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) = 7.54
Date: 04/17/2025 File name: BSTAN10A.RES Page 32
**************************************************************************** FLOW PROCESS FROM NODE 333.00 TO NODE 331.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.16 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 159.52 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.61
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.54
PIPE TRAVEL TIME(MIN.) = 1.02 Tc(MIN.) = 16.49
LONGEST FLOWPATH FROM NODE 333.00 TO NODE 331.00 = 1150.41 FEET. **************************************************************************** FLOW PROCESS FROM NODE 331.00 TO NODE 331.00 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 967.89
ELEVATION DATA: UPSTREAM(FEET) = 2.04 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.310
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.062
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 4.70 0.30 0.100 56 16.31
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 4.70 INITIAL SUBAREA RUNOFF(CFS) = 8.59 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 16.49
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.049
SUBAREA AREA(ACRES) = 4.70 SUBAREA RUNOFF(CFS) = 8.54
EFFECTIVE AREA(ACRES) = 8.70 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 8.7 PEAK FLOW RATE(CFS) = 15.81
**************************************************************************** FLOW PROCESS FROM NODE 331.00 TO NODE 331.10 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.20 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 204.65 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.11
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.81
PIPE TRAVEL TIME(MIN.) = 1.10 Tc(MIN.) = 17.59
LONGEST FLOWPATH FROM NODE 333.00 TO NODE 331.10 = 1355.06 FEET.

Date: 04/17/2025 File name: BSTAN10A.RES Page 33
**************************************************************************** FLOW PROCESS FROM NODE 331.10 TO NODE 331.10 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 17.59
RAINFALL INTENSITY(INCH/HR) = 1.97
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 8.70
TOTAL STREAM AREA(ACRES) = 8.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.81
**************************************************************************** FLOW PROCESS FROM NODE 332.00 TO NODE 332.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 441.44
ELEVATION DATA: UPSTREAM(FEET) = 2.98 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.440
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.821
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 1.80 0.30 0.100 56 9.44
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 4.52
TOTAL AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) = 4.52
**************************************************************************** FLOW PROCESS FROM NODE 332.00 TO NODE 332.10 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.41 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 335.09 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.46
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.52
PIPE TRAVEL TIME(MIN.) = 2.27 Tc(MIN.) = 11.71
LONGEST FLOWPATH FROM NODE 332.00 TO NODE 332.10 = 776.53 FEET. **************************************************************************** FLOW PROCESS FROM NODE 332.10 TO NODE 332.10 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ Date: 04/17/2025 File name: BSTAN10A.RES Page 34
INITIAL SUBAREA FLOW-LENGTH(FEET) = 551.75
ELEVATION DATA: UPSTREAM(FEET) = 3.46 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.474
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.657
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 2.40 0.30 0.100 56 10.47
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.40 INITIAL SUBAREA RUNOFF(CFS) = 5.68 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 11.71
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.493
SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 5.32
EFFECTIVE AREA(ACRES) = 4.20 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.2 PEAK FLOW RATE(CFS) = 9.31
**************************************************************************** FLOW PROCESS FROM NODE 332.20 TO NODE 332.10 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 545.02
ELEVATION DATA: UPSTREAM(FEET) = 3.44 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.409
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.667
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 1.40 0.30 0.100 56 10.41
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.40 INITIAL SUBAREA RUNOFF(CFS) = 3.32 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 11.71
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.493
SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.10
EFFECTIVE AREA(ACRES) = 5.60 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.6 PEAK FLOW RATE(CFS) = 12.41
**************************************************************************** FLOW PROCESS FROM NODE 332.10 TO NODE 331.10 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.13 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 49.21 MANNING'S N = 0.013
Date: 04/17/2025 File name: BSTAN10A.RES Page 35
DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.24
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.41
PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 11.91
LONGEST FLOWPATH FROM NODE 332.00 TO NODE 331.10 = 825.74 FEET. **************************************************************************** FLOW PROCESS FROM NODE 331.10 TO NODE 331.10 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 11.91
RAINFALL INTENSITY(INCH/HR) = 2.47
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.30
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 5.60
TOTAL STREAM AREA(ACRES) = 5.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.41
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 15.81 17.59 1.975 0.30( 0.03) 0.10 8.7 333.00
2 12.41 11.91 2.469 0.30( 0.03) 0.10 5.6 332.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 25.83 11.91 2.469 0.30( 0.03) 0.10 11.5 332.00
2 25.70 17.59 1.975 0.30( 0.03) 0.10 14.3 333.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 25.83 Tc(MIN.) = 11.91
EFFECTIVE AREA(ACRES) = 11.49 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 14.3
LONGEST FLOWPATH FROM NODE 333.00 TO NODE 331.10 = 1355.06 FEET. **************************************************************************** FLOW PROCESS FROM NODE 331.10 TO NODE 331.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.23 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 73.78 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.35
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.83
Date: 04/17/2025 File name: BSTAN10A.RES Page 36
PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 12.13
LONGEST FLOWPATH FROM NODE 333.00 TO NODE 331.20 = 1428.84 FEET. **************************************************************************** FLOW PROCESS FROM NODE 331.10 TO NODE 331.20 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1434.07
ELEVATION DATA: UPSTREAM(FEET) = 6.66 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.297
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.063
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 5.50 0.30 0.100 56 16.30
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 5.50 INITIAL SUBAREA RUNOFF(CFS) = 10.06 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 12.13
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.442
SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 11.94
EFFECTIVE AREA(ACRES) = 16.99 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 19.8 PEAK FLOW RATE(CFS) = 36.89
**************************************************************************** FLOW PROCESS FROM NODE 331.20 TO NODE 331.20 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 139.89
ELEVATION DATA: UPSTREAM(FEET) = 0.49 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.797
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.405
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 0.10 0.30 0.100 56 6.80
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.10 INITIAL SUBAREA RUNOFF(CFS) = 0.30 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 12.13
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.442
SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.22
EFFECTIVE AREA(ACRES) = 17.09 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 19.9 PEAK FLOW RATE(CFS) = 37.10
Date: 04/17/2025 File name: BSTAN10A.RES Page 37
**************************************************************************** FLOW PROCESS FROM NODE 331.20 TO NODE 331.30 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.74 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 462.64 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.52
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 37.10
PIPE TRAVEL TIME(MIN.) = 1.71 Tc(MIN.) = 13.84
LONGEST FLOWPATH FROM NODE 333.00 TO NODE 331.30 = 1891.49 FEET. **************************************************************************** FLOW PROCESS FROM NODE 331.30 TO NODE 331.30 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 599.88
ELEVATION DATA: UPSTREAM(FEET) = 1.24 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.522
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.296
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 2.00 0.30 0.100 56 13.52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.00 INITIAL SUBAREA RUNOFF(CFS) = 4.08 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 13.84
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.265
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 4.02
EFFECTIVE AREA(ACRES) = 19.09 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 21.9 PEAK FLOW RATE(CFS) = 38.40
**************************************************************************** FLOW PROCESS FROM NODE 331.50 TO NODE 331.30 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 501.29
ELEVATION DATA: UPSTREAM(FEET) = 0.90 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.944
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.354
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
Date: 04/17/2025 File name: BSTAN10A.RES Page 38
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 1.60 0.30 0.100 56 12.94
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.60 INITIAL SUBAREA RUNOFF(CFS) = 3.35 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 13.84
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.265
SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 3.22
EFFECTIVE AREA(ACRES) = 20.69 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 23.5 PEAK FLOW RATE(CFS) = 41.62
**************************************************************************** FLOW PROCESS FROM NODE 331.40 TO NODE 331.30 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 789.66
ELEVATION DATA: UPSTREAM(FEET) = 2.95 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.408
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.307
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 3.20 0.30 0.100 56 13.41
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 3.20 INITIAL SUBAREA RUNOFF(CFS) = 6.56 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 13.84
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.265
SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = 6.44
EFFECTIVE AREA(ACRES) = 23.89 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 26.7 PEAK FLOW RATE(CFS) = 48.06
**************************************************************************** FLOW PROCESS FROM NODE 331.60 TO NODE 331.30 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 583.88
ELEVATION DATA: UPSTREAM(FEET) = 0.79 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.559
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.200
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 2.10 0.30 0.100 56 14.56
Date: 04/17/2025 File name: BSTAN10A.RES Page 39
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.10 INITIAL SUBAREA RUNOFF(CFS) = 4.10 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 13.84
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.265
SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 4.22
EFFECTIVE AREA(ACRES) = 25.99 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 28.8 PEAK FLOW RATE(CFS) = 52.28
**************************************************************************** FLOW PROCESS FROM NODE 331.30 TO NODE 176.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.62 DOWNSTREAM(FEET) = 0.00 FLOW LENGTH(FEET) = 559.94 MANNING'S N = 0.013
DEPTH OF FLOW IN 51.0 INCH PIPE IS 40.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.28
ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 52.28
PIPE TRAVEL TIME(MIN.) = 2.18 Tc(MIN.) = 16.02
LONGEST FLOWPATH FROM NODE 333.00 TO NODE 176.00 = 2451.43 FEET. **************************************************************************** FLOW PROCESS FROM NODE 176.00 TO NODE 176.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 52.28 16.02 2.083 0.30( 0.03) 0.10 26.0 332.00
2 47.42 21.73 1.749 0.30( 0.03) 0.10 28.8 333.00
LONGEST FLOWPATH FROM NODE 333.00 TO NODE 176.00 = 2451.43 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 253.90 11.87 2.473 0.30( 0.11) 0.37 103.4 996.00
2 318.59 22.20 1.728 0.30( 0.11) 0.38 205.7 324.00
3 357.64 31.02 1.426 0.30( 0.12) 0.39 281.8 181.00
4 365.16 34.27 1.347 0.30( 0.12) 0.39 307.3 138.00
5 366.13 35.21 1.327 0.30( 0.12) 0.39 314.0 145.00
6 363.07 38.26 1.265 0.30( 0.12) 0.40 330.2 162.00
7 361.04 38.85 1.254 0.30( 0.12) 0.40 331.9 151.00
8 349.67 41.51 1.207 0.30( 0.12) 0.40 336.4 168.00
9 298.19 53.16 1.048 0.30( 0.12) 0.40 340.2 155.00
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 176.00 = 6722.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 300.01 11.87 2.473 0.30( 0.10) 0.32 122.6 996.00
Date: 04/17/2025 File name: BSTAN10A.RES Page 40
2 332.17 16.02 2.083 0.30( 0.10) 0.33 170.5 332.00
3 363.10 21.73 1.749 0.30( 0.10) 0.34 229.9 333.00
4 365.42 22.20 1.728 0.30( 0.10) 0.34 234.5 324.00
5 396.16 31.02 1.426 0.30( 0.11) 0.36 310.6 181.00
6 401.50 34.27 1.347 0.30( 0.11) 0.37 336.1 138.00
7 401.90 35.21 1.327 0.30( 0.11) 0.37 342.8 145.00
8 397.13 38.26 1.265 0.30( 0.11) 0.37 359.0 162.00
9 394.79 38.85 1.254 0.30( 0.11) 0.38 360.7 151.00
10 382.14 41.51 1.207 0.30( 0.11) 0.38 365.2 168.00
11 326.26 53.16 1.048 0.30( 0.11) 0.38 369.0 155.00
TOTAL AREA(ACRES) = 369.0
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 401.90 Tc(MIN.) = 35.207
EFFECTIVE AREA(ACRES) = 342.79 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 369.0
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 176.00 = 6722.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 176.00 TO NODE 176.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 176.00 TO NODE 176.10 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.43 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 469.00 CHANNEL SLOPE = 0.0009 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 8.00
CHANNEL FLOW THRU SUBAREA(CFS) = 401.90
FLOW VELOCITY(FEET/SEC.) = 6.64 FLOW DEPTH(FEET) = 4.66 TRAVEL TIME(MIN.) = 1.18 Tc(MIN.) = 36.38
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 176.10 = 7191.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 322.20 TO NODE 176.10 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 505.00
ELEVATION DATA: UPSTREAM(FEET) = 3.09 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.159
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.704
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 5.00 0.30 0.100 56 10.16
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
Date: 04/17/2025 File name: BSTAN10A.RES Page 41
SUBAREA AREA(ACRES) = 5.00 INITIAL SUBAREA RUNOFF(CFS) = 12.03 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc:

MAINLINE Tc(MIN.) = 36.38
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.302
SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 5.72
EFFECTIVE AREA(ACRES) = 347.79 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 374.0 PEAK FLOW RATE(CFS) = 401.90
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 176.10 TO NODE 323.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 0.04 DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 469.00 CHANNEL SLOPE = 0.0001 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 8.00
CHANNEL FLOW THRU SUBAREA(CFS) = 401.90
FLOW VELOCITY(FEET/SEC.) = 2.81 FLOW DEPTH(FEET) = 7.96 TRAVEL TIME(MIN.) = 2.78 Tc(MIN.) = 39.16
LONGEST FLOWPATH FROM NODE 168.00 TO NODE 323.00 = 7660.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 333.50 TO NODE 323.00 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<<
============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 934.79
ELEVATION DATA: UPSTREAM(FEET) = 0.75 DOWNSTREAM(FEET) = 0.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.511
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.861
SUBAREA Tc AND LOSS RATE DATA(AMC II):

Stanton City CouncilOctober 14, 2025

Stanton City Council
October 14, 2025