EDP.03.23.2004FV iR t3-2004 TUE 02: 34 PM 0
March 23, 2004
Craig Brown, Zoning Administrator
Department of Community Development
Town of Queensbury
742 Bay Road
Queensbury, NY 12804
Re: SP 13 — 2004
Lands of Wakita Motel
Dear Craig:
We are in receipt of the review comments prepared by Jim Houston of C.T. Male, dated March
19, 2004, for the referenced project. In an effort to address these issues prior to the planning
board meeting scheduled for this evening we offer the following correspondingly numbered
responses.
Regarding Stormwater and Grading
A Notice of Intent form has been completed for the project and submitted to the applicant
for signature. A copy of the form is included for your reference. The signed form will be
forwarded to NYS DEC and a Storm Water Pollution Prevention Plan will be developed
prior to construction. A copy of the SWPPP will be submitted to the town.
2. Additional storm structures have been added to the plan at the Round Pond Road
intersection. Further information on existing elevations and drainage will be provided
when available.
3. The proposed catch basins have been numbered.
4. The slopes of the storm discharge pipes have been revised to reduce the steep grades.
Specifications for the rip -rap stabilization have also been added to the plan. The rip -rap
parameters are in accordance with the NYS Guidelines for Urban Erosion and Sediment
Control.
900 Route 146. Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540
4p MAR--P-2004 TUE 02:35 PM • FAX NO, P. 03
IIIVIINflq
Page 2 Illlnllllll
Craig Brown, Zoning Administrator
March 23, 2004
5. Supplemental hydraulic modeling data is included with this letter that represents the
proposed storm sewer pipes. The original subcatchments have been further divided to
model the contributing areas to each individual pipe run. Results for the storm sewer
indicate that the selected pipe sizes will convey, at a minimum, the runoff generated by a
25-year storm event.
6. Copies of the Hydrocad results for the storm sewer are included with this letter. Full
flows are conveyed in each section without reliance on surcharge.
7. The detail for sediment and erosion control in the concentrated Swale will be changed.
8. A temporary siltation basin has been added to the storm management area at the entrance
to the site. A note specifies that the berm separating the temporary structure from the
main basin is to be removed after the site is stabilized. Sediment accumulated in the
temporary section will be cleaned.
A note has also been added near the storm management basin at the northeast corner.
This basin is also to be cleaned of accumulated sediment after the site is stabilized. The
site grades do not readily provide for construction of a separate temporary sediment
basin. It is important to realize that there is no outfall from the NE storm management
area. The small culvert shown on the north line is an inflow to this natural low area from
The Great Escape. The invert of that culvert was observed as being at least two feet
above the existing grade and four feet above the proposed bottom of the storm basin.
Although access to The Great Escape was not available, it was obvious from the
condition of the pipe and inspection of the surrounding areas that inflow from this source
is minimal. The pipe most likely was installed to drain a small flat area between
amusement rides of only "nuisance" amounts of storm water.
The predicted depth in the NE basin is just over two feet for a 100 year storm. Storage
depth of approximately six feet is available. Since the available volume in this area far
exceeds the watershed contribution, and there is no potential for the outflow of sediment
or pollutants to a surface water body, we believe it is appropriate for the permanent
management area to act as a sediment basin during construction.
9. Erosion control measures are now shown on the plan in the area of the existing cabins.
10. No changes to the existing drainage patterns in front of the existing motel are planned.
Additional topographic information will be added to the plan when available to better
illustrate the drainage pattems in that area.
900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540
♦ MAR -a 3-2004 TUE 02:35 PM . FAX NO. P. 04
Ilia
Page 3 IIIIII�
Craig Brown, Toning Administrator
March 23, 2004
11. An additional note has been added to the catch basin sediment detail that specifies that
fabric is to remain under the catch basin grates after pavement is constructed and the silt
fence is no longer practical. This is the typical method of restricting silt entry into catch
basins in paved areas.
12. Supplemental data is included with this letter showing the results of the post development
watershed without the open space surfaces. Subcatchments 1 and 5 were not altered as
these areas model existing portions of the property that are not being altered. Modeling
simply a paved surface did yield somewhat higher volumes and peak rates of runoff. The
summary chart from the original narrative has been updated with these new figures. This
chart shows that postdevelopment rates of runoff remain less than existing conditions for
each storm event.
13, The emergency overflow in the front basin is not anticipated to be used during normal
conditions. The purpose of the overflow is to provide a backup path of drainage in the
event that the pipe inlet becomes plugged. The stone reinforcement of the overflow will
be removed in favor of a more aesthetic alternative.
ReEardinp- Access Management
14, The revised site plan clarifies the proposed access to the existing motel as coming off the
proposed drive up to the new hotel facility. There will be only one curb cut along the Rt.
9 frontage. The revised plan clarifies the pavement limits and areas of sidewalk and
vegetation.
15. The minimum sight distance along Round Pond Road (40 MPH) for the passenger vehicle
exiting the hotel driveway is 445'. The proposed sight distance will exceed that
requirement. Grading and/or vegetation removal at the edge of the hillside will be
completed as necessary.
16. Driveway intersection vehicle signage will be added as needed. Refer to the Site Layout
Plan.
Miscellaneous
17. The proposed hotel building will have a sprinkler system. The water supply to the
hydrant adjacent to the building will be a 6" main. The service into the building will be
sized by the architect with separation to the domestic and fire systems within the
900 Route 146, Clifton Park, New Yak 12065 phone (518) 371-7621 - Fax (518) 371-9540
T MAR i 3-2004 TUE 02: 35 PM . FAX N0, P. 05
Page 4 Illpl
Craig Brown, Zoning Administrator
March 23, 2004
mechanical room. The placement of the proposed hydrant conforms to the code
requirements for hydrant coverage.
18. Addition of the sanitary sewer pipe size has been made on Sheet No. 2.
Note that a copy of this response has been faxed directly to C.T. Male for their review. We are
hopeful that these issues can he resolved the to Board's satisfaction for tonight's meeting.
Thank you for your continued assistance with this approval process.
Sincerely,
�t=t�tt�t1'J
Dennis MacElroy P.E.
Associate
Enclosure: Response #1 Attachment
Response 45 Attachment
Response 412 Attachment
Cc: T. James Houston, P.E.
David Menter
Jon Lapper
900 Route 146, Clifton Park, New York 12066 phone (518) 371-7621 - fax (518) 371.9540
Y MAR -P-2004 TUE 02: 36 PM FAX NO. P, 06
Notice of Intent ("NOI")
New York State Department of Environmental Conservation
AM Division of Water
Iftille 625 Broadway, 4th Floor
_ Alb my, New York 12233-3505
NOTICE OF INTENT for Stormwater Discharges Associated with
Construction Activity UNDER SPDES GENERAL PERMIT #GP-02-01
NYR-- _--
(G DEC u5c aNy)
IMPORTANT: All sections mast be completed unless otherwise noted. Failure to complete all items may result in this form being
returned to you, thereby delaying your coverage under this general permit. Applicants most read and understand the
conditions of the permit and prepare a Stormwater Pollution Prevention Plan (SWPPP) prior to completing and
submitting this NOL Applicants are responsible for identifying and obtaining other DEC permits that may be required.
1.Owner/Operator Name: Wakita Motel
2a. Mailing Address: 1130 Roure 9
2b. City
Queensbury
2c. State
2d. Zip
12804
NY
3. Contact Person: 3a. First Name: David
3c. Phone: (51 S)792-03_6
3d, E-mail:
3b. Last Name: Menter
4a. SiM/project Name: Wakita Motel, proposed hotel
4b. Existing use of the site: camping
5a. Street Address: 1130 Route 9 5b, City: Queensbury
� •
Sc. Zip 12804
6. County: Warren 7. Site Location: 7a. Latitude: 43 21 00 7b. Longitude:73 41 20
- t
,tea
8. Future use of the site: Hotel
9. Duration of disturbance activity: from 9a. 10/ 01 / 2004 to 9b. 10 / 01 / 2005
10. Total site acreage: 5.95 (acres)
11. Total amount of disturbed area of overall plan of development or sale: 3.5 (acres)
12. Soil (Hydrologic Soil Group): SCS A
13. What is the maximum slope of disturbed area: % 251/4
14, What is the percentage of impervious area of the site?l4a. before commencement of the project e/s 15%
14b. after completion of the project % 33%
15. Will there be permanent stormwater management practices? M yes Ono
16. Is this a phased project? Q yes 19 no
i�f.4L1IL`Ath'? ..1 SlFi' ... •. rrt
17. Does any part of the project lie within a regulated 100-year flood plain? Oyes ®no
18. Does the site/activity lie within the boundaries of the New York City watershed? ❑ yes ER no
19. Does runoff from site enter a storm sewer or ditch maintained by a local, Federal or State governmental unit (MS4)?M yes❑ no
If the answer to 19 is no, skip to question 20.
19a. Provide the name of the government owning the storm sewer system: Town of Queensbury
19b. Is the MS4 a "regulated MS4" as defied under 40 CFR Section 122.32? O yes ❑ no ® don't }stow
19c. Does the MS4 have a SPDES permit for their storm sewer system? ❑ yes ❑ no ® don't know
19d, Is the runoff from the site tributary to a Combined Sewer Overflow (CSO)? ❑ yes El no
20. What is the name of the nearest surface water body into which the runoff will enter?: tributary to Glen Lake
21. Does the runoff discharge to a receiving water identified as 303(d) listed segment ❑, or "TMDL" water ❑, or neither 67?
N R
22. What components are required for the SWPPP? (Consult the SWPPP and Stormwater Permit Process flow chart and check all
that apply): 22a. M Erosion and Sediment Control Plan 22b. UJ Water Quality and Quantity Controls
Page I of 2
MAR s 3-2004 TUE 02:36 PM • FAX N0, . Pr 07
23. Is the Construction Sequence Schedule for the planned management practices prepared? 12 yes ❑ no
Will the Stormwater Pollution Prevention Plan be in conformance with:
24a. local government requirements? 0 yes ❑ no 24b. NYSDEC requirements? ® yes ❑ no
If the answer to 24b. is yes, skip to Section VI.
25. Before submitting this NOI, you must have your SWPPP certified by a licensed Professional.
This certification trust state that the SWPPP has been developed in a manner which will eassure compliance with water quality
standards and with the substantive intent of this permit (see general permit for additional information).
Is your plan certified by a licensed Professional? O yes 0 no
Do not submit your SWPPP to DEC unless requested.
• A copy of your SWPPP must be submitted to the local jurisdicdon(s) as required under Part III, subsection B.2 (also see
question q29 below).
State each deviation from the Department's Technical Standards, reasons supporting each deviation request and an analysis
of the water quality impacts in your SWPPP.
Use Section VU below to summarize the justification statement in one paragraph.
Allow sixty (60) days from the receipt of your completed application for permit coverage to provide DEC an opportunity to
review the application and supporting information.
...r;.... p....
'+tT,i`.''�+i'-e'.'�^veir .° ';:r :tart ram'? •:I.ik'i. ,.Nc,
e}!'2PI!dppro ; r"t`#':2'srL r...iec'.�&z
Has your SWPPP been reviewed by: 26a. 0 local Soil and Water Conservation District 26b. m Professional Engineer
26c. 0 Certified Professional Erosion Control Specialist 26d. 0 Licensed Landscape Architect, 26e. 0 None
27. Are there other DEC permits required or already obtained for this project? 0 yes M no
28. If the answer to 27 is no, skip to question 29.
28a. If this NOI is submitted for the purpose ofcontinuing previous coverage under the general permit for stormwater nmofffrom
construction activities (GP-93-06), please indicate the SPDES reference number assigned under GP-93-06: NYRI
28b. If there is another SPDES permit, please indicate the permit number: NY
28c. If there are other DEC permits, please provide one of the permit numbers:
29. Has a copy of your SWPPP been submitted to the goveming jurisdiction as required by the permit? ® yes ❑ no
Win, ` .%l`ts�aFi:s eg 3 scK_ MIN
,.....°,"U!:(>tlu;,,,mawmuritlUOwgrt�Boi600,charagtees;;tofi,�r'th_eriaoi
Answers to questions 26 and 29 are premised upon anticipated responses once SWPPP is developed. SWPPP will be prepared by
professional engineer prior to construction and submitted to the Town of Queensbury.
.`.,:w�,
I have tend or been advised of the permit conditions and believe that 1 understand them. I also understand that, under the terms of the permit, there may be
reporting requirements. I also certify under penalty of law that this document and the corresponding documents were prepared under my direction or supervision in
accordance with a system tl aigncd to assure that qualified personrwl properly, gather and evaluate the information subadncd Based oa my inquiry of the
person(s) who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge
and betie4 true, accurate and complete. I are aware that there are significant penalties for submitting false infomution, including the possibility of fine and
imprisonment for knowing violations. I (hither understand that coverage under the general permit will be identified in the acknowledgment that I will rcccivo ax a
result of submitting this NOI and can be as long as sixty (60) days ns provided for in the general permit. I also understand that, by submitting this NOI, t am
acknowledging that the SWPPP has been developed and will be implemented as the first clement of construction. and agreeing to comply with all the terms and
conditions of the general permit for which this NO[ is being submitled-
30a. Printed Name: David Tenter
30b. Title/Position:Owner
30c. Phone: 5 18-792-0326
Signature:
30d. E-mail:
I 30e. Date:
Page 2 of 2
MAR J3-2004 TUE 02:37 PM FAX N0, P, 08
42
PAVEMENT
4R
4,
S
IZ PAVEMENT �___/
43
B�DG
3R �I7
ISCHARGE PIPE�R
2P
PROP. BASIN SW
CORNER
Bob4 Reach L
PARKING
21
8R O
PARKING
FAM
fURAL BASIN AT
NE CORNER
MARs23-2004 TUE 02:37 PM •
WAKITA MOTEL - PIPE SIZE
Prepared by Environmental Design - msm
HvdroCAD® 7.00 s/n 000476 ® 1986-2003 Appl
FAX NO. 0 P. 09
Type 1124-hr 25 YEAR Rainfall=4.70"
Paae 1
Subcatchment 21: BLDG
Runoff = 2.24 ofs @ 11.91 hrs, Volume= 0.108 af, Depth= 4.10"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 YEAR Rainfall=4.70"
Area (sf) CN Description
13,740 98 Paved parking & roofs
Tc Length
Description
1.9 175 0.0400 1.6 Lag/CN Method,
Subcatchment 22: PARKING
Runoff = 3,16 of$ @ 11.90 hrs, Volume= 0.146 af,. Depth= 4.10"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5,00-20.00 hrs, dY 0.05 hrs
Type II 24-hr 25 YEAR Rainfall=4.70"
Area (sf) CN Description
18,650 98 Paved parking & roofs
Tc Length
Description
1.1 100 0.0500 1.6 Lag/CN Method,
Subcatchment 23: PARKING
Runoff = 3.04 cfs @ 11.93 hrs, Volume= 0.146 af, Depth= 4.10"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 YEAR Rainfall=4.70"
Area (9f) CN Description
18,630 98 Paved parking & roofs
Tc Length Slope Velocity
tin) (feet) (f ift) (f /sec)
2.9 275 0.0350 1.6
Description
Lag/CN Method,
Subcatchment 41: PAVEMENT
Runoff = 1.33 cfs @ 11.90 hrs, Volume= 0.062 af, Depth= 4.10"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type 11 24-hr 25 YEAR Rainfall=4.70"
MAR 13-2004 TUE 02:37 PM •
WAKITA MOTEL - PIPE SIZE
Preoared by Environmental Desiqn - msm
Area (sf) CN Description
7,950 98 Paved parking & roofs
FAX N0. • P. 10
Type 1124-hr 25 YEAR Ralnfall=4.70"
Page 2
To Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.3 125 0.0500 1.6 Lag/CN Method,
Subcatchment 42: PAVEMENT
Runoff - 2.46 cfs @ 11.90 hrs, Volume= 0.117 af, Depth= 4.10"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type 1124-hr 25 YEAR Rainfall=4.70"
Area (sf) CN Description
14,885 98 Paved parking & roofs
Tc Length Slope
tin) (feet) (ft/ft)
1.6 125 0.0300
Description
1.3 Lag/CN Method,
Subcatchment 43: BLDG
Runoff = 1.26 cfs @ 11.92 hrs. Volume= 0.062 af, Depth= 4.10"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt-- 0.05 hrs
Type 1124-hr 25 YEAR Rainfall=4.70"
Area (sf) CN Description
7,870 98 Paved parking & roofs
Tc
Length
Slope
tin)
(feet)
(fUft)
2.4
100
0.0100
Description
0.7 Lag/CN Method,
Reach 3R: DISCHARGE PIPE
Inflow Area = 0.705 ac, Inflow Depth = 4.10" for 25 YEAR event
Inflow - 4.88 cfs @ 11.91 hrs, Volume= 0.241 of
Outflow - 4.85 cfs @ 11.92 hrs, Volume-- 0.241 af, Atten= 1%, Lag= 0.2 min
Routing by Star-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0,05 hrs
Max. Velocity-- 12.3 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 4.1 fps, Avg. Travel Time= 0,3 min
Peak Depth= 0.45' @ 11.92 hrs
Capacity at bank full= 17.84 cfs
15.0" Diameter Pipe n= 0.012 Length= 62.0' Slope= 0.0650'P
MAR -�3-2004 TUE 02:37 PM •
WAKITA MOTEL - PIPE SIZE
Prepared by Environmental Design - msm
Reach 4R:
FAX NO, • P. 11
Type 11 24-hr 25 YEAR Rainfall=4.70"
Page 3
Inflow Area =
0,342 ac,
Inflow Depth = 4.10"
for 25 YEAR event
Inflow =
2.46 cis @
11.90 hrs, Volume=
0.117 of
Outflow =
2.38 cfs @
11.91 hrs, Volume=
0.117 af, Atten= 3%, Lag= 0.6 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity-- 7.7 fps, Min. Travel Time= 0.3 min
Avg. Velocity = 2.6 fps, Avg. Travel Time=1.0 min
Peak Depth= 0.42' @ 11.91 hrs
Capacity at bank full= 6.57 cfs
12.0" Diameter Pipe n= 0.012 Length= 159.0' Slope= 0.0290 7'
Reach 5R:
Inflow Area = 0.181 ac, Inflow Depth = 4.10" for 25 YEAR event
Inflow - 1.26 cfs @ 11.92 hrs, Volume= 0.062 of
Outflow = 1.25 cfs @ 11.93 hrs, Volume= 0.062 af, Atten= 1 %, Lag= 0.9 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity-- 3.8 fps, Min. Travel Time= 0.6 min
Avg. Velocity = 1.2 fps, Avg. Travel Time= 1.8 min
Peak Depth= 0.46 @ 11.93 hrs
Capacity at bank full= 2.99 cfs
12.0" Diameter Pipe n= 0.012 Length= 130.0' Slope= 0.0060'7
Reach 6R: DISCHARGE
Inflow Area =
1.171 ac,
Inflow Depth = 4.10"
for 25 YEAR event
Inflow =
8.02 cfs @
11.92 hrs, Volume=
0.400 of
Outflow =
8.00 cfs @
11.92 hrs, Volume=
0.400 af, Atten= 0%, lag= 0.1 min
Routing by Stor-Intl+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity-- 16.5 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 5.5 fps, Avg. Travel Time= 0.1 min
Peak Depth= 0.52' @ 11,92 hrs
Capacity at bank full= 22.13 cfs
15.0" Diameter Pipe n= 0.012 Length= 30.0' Slope= 0.1000 T
Reach 7'R:
Inflow Area = 0.744 ac, Inflow Depth = 4.10" for 25 YEAR event
Inflow = 5.13 cfs @ 11.91 hrs, Volume= 0.254 of
Outflow - 5.11 cfs @ 11.91 hrs, Volume= 0.254 af, Atten= 0%, Lag= 0.1 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity=13.0 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 4.4 fps, Avg. Travel Time= 0.1 min
MAR-,23-2004 TUE 02:38 PM •
WAKITA MOTEL - PIPE SIZE
Prepared by Environmental Design - msm
HvdroCAM 7.00 sln 000476 ® 1986-2003 ADDI
FAX NO. 0 P. 12
Type 1124-hr 25 YEAR Rainfall--4.70"
Peak Depth= 0.50' @ 11.91 hrs
Capacity at bank full= 10.21 cis
12.0" Diameter Pipe n= 0.012 Length= 35.0' Slope= 0.0700 T
Reach 8R:
Inflow Area = 0.315 ac, Inflow Depth = 4.10" for 25 YEAR event
Inflow = 2.24 cfs @ 11.91 hrs, Volume= 0.108 of
Outflow = 2.15 cfs @ 11.94 hrs, Volume= 0.108 af, Atten= 4%, Lag= 1.6 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity-- 4.0 fps, Min. Travel Time= 0.9 min
Avg. Velocity = 1.4 fps, Avg. Travel Time= 2.7 min
Peak Depth= 0.66' @ 11.93 hrs
Capacity at bank full= 2.87 cfs
12.0" Diameter Pipe n= 0.012 Length= 225.0' Slope= 0.0055 T
Pond 1P: NATURAL BASIN AT NE CORNER
Inflow Area = 1.171 ac, Inflow Depth = 4.10" for 25 YEAR event
Inflow = 8.00 cfs @ 11.92 hrs, Volume= 0,400 of
Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 100.58'@ 20.00 hrs Surf.Area= 8,131 sf Storage= 17,411 of
Plug -Flow detention time= (not calculated)
Center -of -Mass det. time= (not calculated)
# Invert
Avail.Storane
Storage Description
1 98.00'
40,573 of
Custom Stage
Data (Prismatic) Listed below
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(sq-ft) (cubic
-feet)
(cubic -feet)
98.00
5,016
0
0
100.00
7,365
12,380
12,380
102.00
10,010
17,375
29,755
103.00
11,626
10,818
40,573
Pond 2P: PROP. BASIN SW CORNER
Inflow Area = 0.705 ac, Inflow Depth = 4.10" for 25 YEAR event
Inflow - 4.85 cfs @ 11.92 hrs, Volume= 0.241 of
Outflow - 0.27 cfs @ 12.67 hrs, Volume= 0.084 af, Atten= 94%, Lag= 45.4 min
Primary = 0.27 cfs @ 12.67 hrs, Volume= 0,084 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 101.79' @ 12.67 hrs Surf.Area= 0.113 ac Storage= 0.172 of
Plug -Flow detention time= 287.1 min calculated for 0.084 of (35% of inflow)
Center -of -Mass det. time= 167.6 min ( 896.1 - 728.5 )
MAR,23-2004 TUE 02:38 PM •
WAKITA MOTEL - PIPE SIZE
Prepared by Environmental Design - msm
HvdroCAD® 7.00 s/n 000476 ® 1986-2003 AW
FAX NO. 0 P. 13
Type 1124-hr 25 YEAR Rainfall=4, 70"
Page 5
# Invert Avail.Storage Storage Description
�1 100.00' 0,565 of Custom Stage Data (Prismatic) Listed below
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(acres)
(acre-feet) (acre-feet)
100.00
0.075
0,000 0.000
102.00
0.118
0.192 0.192
104.00
0.167
0.285 0.477
104.50
0.184
0.088 0.565
# Routing
Invert
Outlet Devices
1 Primary
101.50'
W x 20.0' long Culvert CMP, end -section conforming to fill, Ke= 0.500
Outlet Invert-- 101.00' S= 0.0250'P n= 0.012 Cc= 0.900
2 Primary
103,50'
10.0' long x 10' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50
3.00 3.50
Coef. (English) 2.54 2.61 2,61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07
3.20 3.32
nmary OutFlow, Max=0.27 cfs @ 12.67 hrs HW=101.79' (Free Discharge)
`Lllulvert (Inlet Controls 0.27 cfs @ 1.8 fps)
road-Crested Rectangular Weir ( Controls 0.00 cfs)
, MAR,23-2004 TUE 02:38 PM .
FAX N0, P. 14
�EfT�brF�+i E. * 1 0�
WAKITA MOTEL - PRELIMINARY (no pervious)
Prepared by Environmental Design - msm
Type Il 24-hr 2 YEAR Rainfall=2.50"
Page 1
:ems 3=2004
Subcatchment 2S: EAST HALF HOTEL
Runoff = 2.91 cis @ 11.93 hrs, Volume= 0.137 af, Depth= 2.11"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 YEAR Rainfall=2.50"
Area sf CN Description
34,040 98 Paved parking & roofs
Tc
iin)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
2.4
240
0,0400
1.7
3.2 340 Total
Description
Lag/CN Method, SURFACE FLOW PAVT.
11. 19 6i R&M& -J noru csAnc
Subcatchment 3S: DRAINS TO "MAGICAL ..."
Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.W'
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type 1124-hr 2 YEAR Rainfall=2.50"
Area (sf) CN Description
4,300 30 Woods, Good, HSG A
Tc
Length
Slope
Velocity
nin
(feet)
(ft/ff)
(f isec)
_
9.6
150
0.0800
_
0.3
Description
Lag/CN Method,
Subcatchment 4S: WEST HALF HOTEL & ENTRANCE RDS
Runoff = 2.97 cfs @ 11.92 hrs, Volume= 0.141 af, Depth= 2.11"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type 1124-hr 2 YEAR Rainfall=2.50"
35,030
98 Paved parking &
Tc
Length
Slope
u�_
(feet)
2.2
175
0.0300
Velocity Capacity Description
1.4 Lag/CN Method,
MAR,23-2004 TUE 02:38 PM 0
FAX NO. 0 P. 15
WAKITA MOTEL - PRELIMINARY (no pervious) Type 1124-hr 2 YEAR Rainfall=2.50-
Prepared by Environmental Design - msm Page 2
HydroCADS 7.00 s/n 000476 0 1.986-2003..Applied Microcomputer Systems 3/22/2004
Reach 2R. EX. SWAM GREAT ESCAPE
Inflow Area = 2.116 ac, Inflow Depth = 0.04" for 2 YEAR event
Inflow = 0.02 cfs @ 12.49 hrs, Volume= 0.007 of
Outflow = 0.01 cfs @ 12.65 hrs, Volume= 0.007 at, Atten= 3%, Lag= 9.2 min
Routing by Star-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity-- 0.4 fps, Min. Travel Time= 4.1 min
Avg. Velocity = 0.4 fps, Avg. Travel Time= 4.1 min
Peak Depth= 0.00' @ 12.57 hrs
Capacity at bank full= 328.86 cfs
10.00' x 3.00' deep channel, n= 0.035 Length=100.0' Slope= 0.0100'P
Side Slope Z-value= 2.0 '1'
Pond 1P: NATURAL BASIN AT NE CORNER
Inflow Area =
0.781 ac,
Inflow Depth = 2.11"
for 2 YEAR event
Inflow -
2.91 cfs @
11.93 hrs, Volume=
0.137 of
Outflow -
0.00 cfs @
5.00 hrs, Volume=
0.000 at, Atten= 100%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 98.9T @ 20.00 hrs Surf.Area= 6,151 sf Storage= 5,983 cf
Plug -Flow detention time= (not calculated)
Center -of -Mass det. time= (not calculated)
98,00' 40,573 cf Custom Stage Data
Elevation
Surf.Area
Inc.Store
Cum.Store
feet
(sq-ft)
(cubic -feet)
(cubic -feet)
98.00
5,015
0
0
100,00
7,365
12,380
12,380
102.00
10,010
17,375
29,755
103,00
11,626
10,818
40,573
Listed below
Pond 2P: PROP. BASIN SW CORNER
Inflow Area =
0.804 ac,
Inflow Depth = 2A 1"
for 2 YEAR event
Inflow =
2.97 ofs @
11.92 hrs, Volume=
0,141 of
Outflow =
Primary =
0.00 cfs @
0.00 cfs @
5.00 hrs, Volume=
5.00 hrs, Volume=
0.000 af, Atten= 100%, Lag= 0.0 min
0.000 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 101.47' @ 20.00 hrs Surf.Area= 0.106 ac Storage= 0.141 of
Plug -Flow detention time= (not calculated)
Center -of -Mass det_ time= (not calculated)
MAR -�3-2004 TUE 02:39 PM 0
WAKITA MOTEL - PREUMINARY (no pervious)
Prepared by Environmental Design - msm
1 100.00, 0.565 of Custom Stage Data
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(acres)
(acre-feet)
(acre-feet)
100.00
0.075
_
0.000
0.000
102.00
0.118
0.192
0,192
104.00
0.167
0.285
0.477
104.50
0.184
0.088
0.565
FAX N0, • P. 16
Type 1124-hr 2 YEAR Rainfal1=2.50-
Page 3
der Systems 'vow-jnne
Listed below
1 Primary 101.50' 8.0'" x 20.0' long Culvert CMP, end -section conforming to fill, Ke= 0.500
Outlet Invert= 101.00, S= 0.02507 n= 0.012 Cc_- 0.900
2 Primary 103.50' 10.0' long x 2.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50
3.00 3.50
Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07
3.20 3.32
Primary OutFlow Max=0.00 cis @ 5.00 hm HW=100.00' (Free Discharge)
-Culvert ( Controls 0.00 cfs)
2=Broad-Crested Rectangular Weir ( Controls 0.00 cis)
MAR-23-2004 TUE 02:39 PM .
FAX NO. • P. 17
WAMTA MOTEL - PRELIMINARY (no pervious)
Prepared by Environmental Design - msm
Type 1124-hr 10 YEAR Rainfall=3.go-
Page 4
Subcatchment 2S: EAST HALF HOTEL
Runoff = 4.59 cfs @ 11.93 hrs, Volume= 0.220 af, Depth= 3.38"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type If 24-hr 10 YEAR Rainfall=3.90"
Areas CN Description
34,040 98 Paved parking & roofs
Tc Length
Description
2.4
240
0.0400 1.7
Lag/CN Method, SURFACE FLOW PAVT.
0.8
100
0.0900 2.1
Lara/CN Method OPEN SPACE
3.2
340
Total
Subcatchment 3S: DRAINS TO -MAGICAL...-
Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 YEAR Rainfall=3.90"
Area (sf) CN Description
4,300 30 Woods, Good, HSG A
Tc
Length
Slope
Velocity
'in)
(feet)
(fffi)
(ft(sec)
9.6
150
0.0800
0.3
Description
Lag1CN Method,
Subcatchment 4S: WEST HALF HOTEL & ENTRANCE RDS
Runoff = 4.68 cfs @ 11.92 hrs, Volume= 0.226 af, Depth= 3.38"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20,00 hrs, dt= 0.05 hrs
Type II 24-hr 10 YEAR Rainfall=3.90"
Area (sf) CN Description _
35,030 98 Paved parking & roofs
Tc
iin)
Length
(feet)
Slope
(fttft)
Velocity
(ft/sec)
2.2
175
0.0300
1.4
Description
La91CN Method,
MAR-,23-2004 TUE 02:39 PM •
FAX NO. 0 P. 18
WAKITA MOTEL - PRELIMINARY (no pervious) Type 11 24-hr 10 YEAR Rainfal1=3.90"
Prepared by Environmental Design - msm FldroCAD® 7.00 s/n 000476 01986-2003 Page 5
Applied Microcomputer S stems 3 2Pag
Reach 2R: EX. SWALE, GREAT ESCAPE
Inflow Area =
Inflow
2.116 ac,
Inflow Depth = 0.66"
for 10 YEAR event
=
Outflow =
0.71 cfs @
0.66 ds @
12.05 hrs, Volume=
12.11 hrs, Volume=
0.116 of
0.115 af, Atten= 6%, Lag= 3.9 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity-- 0.8 fps, Min. Travel Time= 2.1 min
Avg. Velocity = 0.5 fps. Avg. Travel Time= 3.5 min
Peak Depth= 0.08' @ 12.07 hrs
Capacity at bank full= 328.86 cis
10.00' x 3.00' deep channel, n= 0.035 Length= 100.0' Slope= 0.01001/'
Side Slope Z-value= 2.0 T
Pond 1 P: NATURAL BASIN AT NE CORNER
Inflow Area =
0.781 ac,
Inflow Depth = 3.38"
for 10 YEAR event
Inflow =
4.59 cfs @
11.93 hrs, Volume=
0.220 of
Outflow =
0.00 cfs @
5.00 hrs, Volume=
0.000 af, Atten= 100%. Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 99.55' @ 20.00 hrs Surf.Area= 6,833 sf Storage= 9,579 of
Plug -Flow detention time= (not calculated)
Center -of -Mass det. time= (not calculated)
40,573 of Custom Stage Data
Elevation
Sutf.Area
Inc.Store
Cum.Store
(feet)
(sg-ft)
(cubic -feet)
(cubic -feet)
98.00
51015
0
0
100.00
7,365
12,380
12,380
102.00
10,010
17,375
29,755
103.00
11,626
10,818
40,573
Listed below
Pond 2P: PROP. BASIN SW CORNER
Inflow Area =
0.804 ac,
Inflow Depth = 3.38"
for 10 YEAR event
Inflow =
4.68 cfs @
11.92 hrs, Volume=
0.226 of
Outflow =
Primary
0.19 cfs @
13.03 hrs, Volume=
0.070 af, Atten= 96%, Lag= 66.6 min
=
0.19 cis @
13.03 hrs, Volume=
0.070 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 101.74' @ 13.03 hrs Surf.Area= 0.112 ac Storage= 0.168 of
Plug -Flow detention time= 315.8 min calculated for 0.070 of (31 % of inflow)
Center -of -Mass det. time= 183.8 min ( 912.7 - 728.8 )
11 MAR,23-2004 TUE 02:39 PM • FAX NO. • P. 19
WAKITA MOTEL - PRELIMINARY (no pervious)
Prepared by Environmental Design - msm
Type 1124-hr 10 YE4R Ralnfall=ago"
Page 6
# Invert Avail.Stora a Stord a Description
1 100.00' 0.565 of Custom Stage Data (Prismatic) Listed below
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(acres)
(acre-feet) (acre-feet)
100.00
0.075
0.000 0.000
102.00
0.118
0.192 0.192
104.00
0.167
0.285 0.477
104.50
0.184
0.088 0.565
# Routing_
Invert
Outlet Devices
1 Primary
101.50
8.0" x 20.0' long Culvert CMP, end -section conforming to fill, Ke= 0.500
Outlet Invert-- 101.00' S= 0.0250 T n= 0.012 Cc= 0.900
2 Primary
103.50'
10.0' long x 2.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50
3.00 3.50
Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07
3.20 3.32
nmary OutFlow Max=0.19 cfs @ 13.03 hrs HW=101.74' (Free Discharge)
L-I=Culvert (Inlet Controls 0.19 cfs @ 1.7 fps)
2--Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
MAR;23-2004 TUE 02:40 PM • FAX NO. • P. 20
WAKITA MOTEL - PRELIMINARY (no pervious)
Prepared by Environmental Design - msm
Type li 24-hr 25 YEAR Rainfal1=4.70"
Page 7
Subcatchment 2S: EAST HALF HOTEL
Runoff = 5.55 cfs @ 11.93 hrs, Volume= 0.267 af, Depth= 4.10"
Runoff by SOS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 YEAR Rainfall=4.70"
Areas ON Description
34,040 98 Paved parking & roofs
Tc Length
Description
2.4
240
0.0400 1.7
LagICN Method, SURFACE FLOW PAVT.
0.8
100
0.0900 2.1
LaQtCN Method OPEN SPACE
3.2
340
Total
Subcatchment 3S: DRAINS TO "MAGICAL... --
Runoff - 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00"
Runoff by SOS TR-20 method, UH=SCS, Time Span= 5.00-20,00 hrs, dt= 0.05 hrs
Type If 24-hr 25 YEAR Rainfall=4.70"
4,300 30 Woods, Good,
Tc
Length
Slope
Velocity
tin
feet
ftift
ft/sec
9.6
150
0.0800
0.3
A
Description
LagICN Method,
Subcatchment 4S. WEST HALF HOTEL & ENTRANCE RDS
Runoff = 5.65 cfs @ 11.92 hrs, Volume= 0.275 af, Depth= 4.10"
Runoff by SOS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 YEAR Rainfall=41U'
Areas ON Description
35,030 98 Paved parking & roofs
To
yin)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec
2.2
175
0.0300
1.4
Description
LagICN Method,
NAR.23-2004 TUE 040 PM • FAX NO, P, 21
WAKITA MOTEL - PRELIMINARY (no pervious) Type It 24-hr 25 YEAR Rainfall=4.70"
Prepared by Environmental Design - msm HroCAPage 8
O® 7.00 s/n 000476 ®1986 2003 Aoolied M!gM52 Uter Systems 3/22/2004
Reach 2R: EX. SWALE, GREAT ESCAPE
Inflow Area = 2.116 ac, Inflow Depth = 1.12" for 25 YEAR event
Inflow - 1.81 cfs @ 12.05 hrs, Volume= 0.197 of
Outflow = 1.70 cfs @ 12.09 hrs, Volume= 0.196 af, Atten= 6%, Lag= 2.7 min
Routing by Star-IndfTrans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity-- 1.2 fps, Min. Travel Time= 1.4 min
Avg. Velocity = 0.5 fps, Avg. Travel Time= 3.1 min
Peak Depth= 0.15' @ 12.06 hrs
Capacity at bank full= 328.86 cfs
10.00' x 3.00' deep channel, n= 0.035 Length= 100.0' Slope= 0.0100 'P
Side Slope Z-value= 2.0 'F
Pond 1 P: NATURAL BASIN AT NE CORNER
Inflow Area =
Inflow
0.781 ac,
Inflow Depth = 4.10"
for 25 YEAR event
=
Outflow =
5.55 cfs @
0.00 cfs @
11.93 hrs, Volume=
5.00 hrs, Volume=
0.267 of
0.000 at, Atten= 100%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt-- 0.05 hrs
Peak Elev= 99.88' @ 20.00 hrs Surf.Area= 7,222 sf Storage= 11,625 of
Plug -Flow detention time= (not calculated)
Center -of -Mass det. time= (not calculated)
# Invert
Avail.Stora a
Storage Description
1 98.00,
40,573 cf
Custom Stage Data (Prismatic) Listed below
Elevation
Surf.Area
Inc.Stors Cum
_ (feet)
(sn-ft)
-Store
(cubic -feet) (cubic -feet)
98.00
5,015
0 0
100.00
7,365
12,380 12,380
102.00
10,010
17,375 29,755
103.00
11,626
10,818 40,573
Pond 2P: PROP. BASIN SW CORNER
Inflow Area =
0.804 ac,
Inflow Depth = 4.10"
for 25 YEAR event
Inflow -
Outflow =
5.65 cfs @
0.52 cfs @
11.92 hrs, Volume=
12.32 hrs, Volume=
0.275 of
0.118 af, Atten= 91 %, Lag= 24.0 min
Primary =
0.52 cfs @
12.32 hrs, Volume=
0.118 of
Routing by Stor-Ind method, Time Span= 5,00-20,00 hrs, dt= 0.05 hrs
Peak Elev-- 101.92' @ 12.32 hrs Surf.Area= 0.116 ac Storage= 0.185 of
Plug -Flow detention time= 243.8 min calculated for 0.118 of (43% of inflow)
Center -of -Mass det. time= 141.4 min ( 869.1 - 727.7 )
MAR�23-2004 TUE 02:40 PM is
FAX NO. 0 P. 22
WAWTA MOTEL - PRELIMINARY (no pervious) Type ll 24-hr 25 YEAR Rainfall=4.70"
Prepared by Environmental Design - msm
H roCAD® 7.00 s/n 000476 ®1986 2003 Aonlied Microcom uter S terns Page 9
3/22/2004
# Invert Avail.Stora a -Storage Description
1 100.00' 0.565 of Custom Stage Data (Prisartatic) Listed below
Elevation
Surf.Area
Inc.Store
CUm.Store
feet
acres
acre-feet
acre-feet
100.00
0.075
0.000
0.000
102.00
0.118
0.192
0.192
104.00
0.167
0.285
0.477
104.50
0.184
0,088
0.565
1 Primary 101.50,
2 Primary 103.50,
"' x 20.0' long Culvert CMP, end -section conforming to fill,
Outlet Invert= 101.00' S= 0.0250 'P n= 0.012 Cc= 0.900
10.0' long x 2.0' breadth Broad-Cmsted Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80
3.00 3.50
Coef. (En fish) 2 54 2
Ke= 0.500
2.00 2.50
9 .61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07
3.20 3.32
Vrimary OutFlow Max=0.52 cfs @ 12.32 hrs HW=101.92' (Free Discharge)
1=Culvert (Inlet Controls 0.52 ofs @ 2.2 fps)
=13r0ad-Crested Rectangular Weir (controls 0.00 cfs)
MAR- 23-2004 TUE 02:40 PM •
FAX NO. • P. 23
WAKITA MOTEL -PRELIMINARY (no pervious)
Prepared by Environmental Design - msm
Type 11 24-hr 100 YEAR Rainfall=5.60"
Page 10
Subcatchment 2S. EAST HALF HOTEL
Runoff — 6.62 cfs @ 11.93 hrs, Volume= 0.320 af, Depth= 4.91"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20,00 hrs, dt= 0.05 hrs
Type II 24-hr 100 YEAR Rainfall=5.60"
Area (sf) CN Description
34,040 98 Paved parking & roofs —
Tc Length Slope Velocity Capacity Description
2.4
240
0.0400 1.7
Lag/CN Method, SURFACE FLOW PAVT.
0.8
100
0.0900 2.1
Lag/CN Method OPEN SPACE
3.2
340
Total
Subcatchment 3S: DRAINS TO "MAGICAL ..."
Runoff = 0.00 cis @ 18.87 hrs, Volume= 0.000 af, Depth= 0.02"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 YEAR Rainfall=5.60"
Area 18f) CN Description
4,300 30 Woods, Good, HSG A
Tc
Length
Slope
Velocity
iin
(feet)
(Rift)
(ftlsec)
9.6
150
0.0800
0.3
Description
Lag/CN Methodi
Subcatchment 4S: WEST HALF HOTEL & ENTRANCE RDS
Runoff — 6.74 cfs @ 11.92 hrs, Volume= 0.329 af, Depth= 4.91"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 YEAR Rainfall=5.60"
_ Area (sf) CN Description
35,030 98 Paved parking & roofs —
Tc Length Slope
iin (feet) (ft/ft)
2.2 175 0.0300
Velocity Capacity Description
1.4 Lag/CN Method,
r +MAV3-2004 TUE 02:41 PM •
FAX N0, • P. 24
WAKITA MOTEL - PRELIMINARY (no pervious) Type 1124-hr f00 YEAR Rainfal1=5.60,,
Prepared by Environmental Design - msm
HYdrOCADO 7.00 s/n 000476 A 1986-2003 A lied micMMMAIter S stems Page 11
3/2212004
Reach 2R: EX. SWALE, GREAT ESCAPE
Inflow Area = 2.116 ac, Inflow Depth = 1.68" for 100 YEAR event
Inflow = 3.29 cfs @ 12.03 hrs, Volume= 0.296 of
Outflow = 3.20 cfs @ 12.06 hrs, Volume= 0.295 af, Atten= 3%, Lag= 2.1 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 1.5 fps, Min. Travel Time= 1.1 min
Avg. Velocity = 0.6 fps, Avg. Travel Time= 2.7 min
Peak Depth= 0.21' @ 12.05 hrs
Capacity at bank full= 328.86 cis
10.00' x 3.00' deep channel, no 0.035 Length= 100.0' Slope= 0.0100'p
Side Slope Z-value= 2.0 7
Pond 1 P: NATURAL BASIN AT NE CORNER
Inflow Area = 0.781 ac, Inflow Depth = 4.91" for 100 YEAR event
Inflow = 6.62 cfs @ 11.93 hrs, Volume= 0.320 of
Outflow = 0.00 cfs @ 5.00 his, Volume= 0,000 af, Atten= 100%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 100.18' @ 20.00 hrs Surf.Area= 7,599 sf Storage= 13,920 cf
Plug -Flow detention time= (not calculated)
Center -of -Mass det. time= (not calculated)
Invert Avail.S
1 tor a Stora a Description
1 98.00' 40,573 of Custorn Stage Data (Prismatic) Listed below
Elevation
(feet)
Surf.Area
Inc.Store
Cum.Store
(sq-ft)
(cubic feeU
(cubic feet)
98.00
51015
0
0
100.00
102.00
7,365
10,010
12,380
17,375
12,380
103.00
11,626
10,818
29,755
40,573
Pond 2P: PROP. BASIN SW CORNER
Inflow Area =
Inflow =
0,804 ac,
Inflow Depth = 4.91"
for 100 YEAR event
Outflow =
Primary =
6.74 cfs @
0.94 cfs @
0.94
11.92 hrs, Volume--
12.09 hrs, Volume=
0.329 of
0.171 af, Allen= 86%, Lag= 10.3 min
cfs @
12.09 hrs, Volume=
0.171 of
Routing by Stor-Ind method, Time Span- 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 102.14' @ 12.09 hrs Surf.Area= 0.121 ac Storage= 0.213 of
Piug-Flow detention time= 207.2 min calculated for 0.170 of (52% of inflow)
Center -of -Mass det. time= 120.7 min ( 847.4 - 726.8 )
0 rMARS 23-2004 TUE 02;41 PM • FAX NO, 0 P. 25
WAMTA MOTEL - PRELIMINARY (no pervious) Type 1124-hr 100 YEAR Rainfall=5.60"
Prepared by Environmental Design - msm
11droCAO® 7.00 s/n 000476 ®1986-2003 A lied Microcom ter S tems Page 12
3/22/2004
# Invert Avail .Stora a Stor a 1 Descri tion
100.00' 0.565 of custom Stage Data (Prismatic) Listed below
Elevation
(feet)
Surf.Area
(acres)
Inc -Store Cum.Store
__
{acre feet) (acre-feet)
100.00
102.00
0.075
0.000 0.000
104.00
0,118
0.167
0.192 0.192
0.285
104.50
0,184
0,477
0.088 0.565
# Routin
Invert
Outlet Devices
1 Primary
101.50,
8.0" x 20.0' long Culvert CMP, end -section conforming to fill, Ke=
2 Primary
103.50'
0.500 Outlet Invert-- 101.00' S= 0.0250 %' n= 0.012 Cc= 0.900
10.0' long 2.0' breadth
x Broad- Crested Rectangular Welr
Head (feet) 0.20 0.40 0.60 0.80 1.00
3.00 3.50 1.20 1.40 1,60 1.80 2.00 2.50
Coef. (English) 2.54 2,61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2,85 3.07
3.20 3.32
rimary OutFlow Max=0.94 cfs @ 12.09 hrs HW=102.14' (Free Discharge)
=Culvert (Inlet Controls 0.94 efs @ 2.7 fps)
2--Broad-Crested Rectangular Weir ( Controls 0.00 cfs)