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Preliminary Stormwater Management Narrative.02.2004f ENVIRONMENTAL DESIGN PARTNERSHIP, LLP PRELIMINARY STORMWATER MANAGEMENT NARRATIVE _ `_ B PROPOSED HOTELs4'w on the F .3 1 7 ?3V WAKITA MOTEL PROPERTY TOJ,'N 0� c tiURY TOWN OF QUEENSBURY, NEW YORK February 2004 INTRODtiCTION: An 85 unit, three-story hotel is proposed for construction on the 6.0± acre parcel of land currently occupied by the Wakita Motel. The parcel is located on the northeast corner of Route 9 and Round Pond Road in the Town of Queensbury. A 15,000 square foot building and paved access and parking for approximately 110 cars will be added to the property. The Wakita Motel building will continue to operate at the front of the site but the detached office and cabin rooms to the rear of the motel will be removed to facilitate the new hotel complex. The Wakita site is located on the east side of Route 9 and on the north side of Round Pond Road. The property is bounded on the north and east by the Great Escape Amusement Park. Mapping is included with this report that shows the proposed pavement and building construction along with the resulting drainage patterns. Two stormwater management basins are proposed at opposite corners of the property. These basins have been sized to attenuate the increased runoff from the developed site. This narrative will discuss the adequacy of these facilities in providing stormwater management for the project. TECHNICAL REFERENCE: Applied Microcomputer Systems' program Hydrocad was used to model the detailed characteristics of the watershed and hydraulics of the storm 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 management facilities. Hydrocad employs The United States Department of Agriculture's Soil Conservation Service (SCS) Technical Release 20 (TR-20). Full results for the TR-20 2, 10, 25 and 100 year storms are included. A summary of those results is also tabulated later in this narrative. EXISTING CONDITIONS: The 6 acre property slated for development is currently occupied by the Wakita Motel. A conventional, single story motel with an outdoor pool, detached office building and asphalt parking and paving exists on the western one fourth of the property. To the rear of this complex, roughly a dozen, small cabin units with gravel parking occupy the second quarter of the property. The remaining half of the six acre parcel is undeveloped and thickly wooded. Soils present on the property were taken from a review of the SCS, Warren County Soils Maps. Native soils are listed as primarily Oakville sands and are described as deep, well drained, coarse textured material. A site inspection of the property was conducted in February 2004. The presence of highly absorptive soils was supported by the lack of any defined flow channels to the low points. The surface grade of the existing property varies from moderate to steep. A ridge near the middle of the site divides flow patterns to four separate collection points. The southern quarter of the property drains by surface flow over a steep slope to Round Pond Road. The existing slope terminates directly into the road with no apparent ditch line. The sandy soils and wooded vegetation result in very little runoff to Round Pond Road. The currently developed half of the property containing the motel and cabins is sloped toward the northwest corner near Route 9. Runoff from this portion of the watershed flows around the motel and pool area and exits the property to the north onto the Great Escape Amusement Park. Access to the Great Escape land was not available. A broad swale was visible behind the "Boomerang Coaster" ride that receives the existing runoff from the Wakita Motel complex. That Swale continues in a northeasterly direction and presumably discharges to the small stream that runs throughout the Great Escape Park. An additional runoff collection point was observed along the boundary with the amusement park several hundred feet to the east. This natural low spot is located near the "Magical Mystery Tour" ride. Slightly more than one acre of 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 wooded land discharges to this natural low spot. There was no visible evidence of any drainage channel or storm sewer at this point. Similar to the Round Pond Road subcatchment, it is apparent that very little existing runoff will be generated by the wooded portion of the property. The final storm collection point is located at the northeast corner of the Wakita Motel parcel. A natural storm basin exists at this property corner. Development of the theme park on the north and east sides enclosed a natural low spot into a five foot deep runoff holding area. There is no discharge from this point and any runoff collected is absorbed into the ground. The existing drainage characteristics of the areas contributing to each of these collection points are modeled in the Hydrocad data as Subcatchments #100 through 400. The results for those Subcatchments represent the predicted runoff from the existing property for the four storm events. The peak flow rates for each storm are summarized later in this narrative. POST -DEVELOPMENT: The proposed site plan for the hotel complex will add approximately 1.5 acres of impervious area to the property. This increase in impervious surfaces will initially result in a higher peak rate of runoff after development. Runoff from all of the impervious area will be collected by a series of catch basins and piped to one of two storm management basins. A map is included with this narrative that shows the post -developed site divided into five separate subcatchment areas. Subcatchments 1, 3 and 5 each discharge to the existing collection points of Round Pond Road, the "Magical Mystery Tour" ride and the "Boomerang Coaster" ride respectively. Each of these three watershed areas are to be undisturbed by the proposed development and are reductions of the original area draining to those collection points. All of the proposed improvements for the hotel complex are within model areas #2 and #4. The natural low spot at the northeast corner will be utilized to receive the majority of the runoff from the hotel and parking lots. Grading will be performed in that area to expand the storage volume to fully contain even the largest storm events as there will be no outfall from that basin. The remainder of the parking lot and the access roads from Route 9 and Round Pond Road will drain toward the second storm basin at the front of the property. This basin will be equipped with a staged outfall to attenuate discharges to pre -development levels. A small diameter outlet pipe and an 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 overflow berm to a larger pipe will convey storm water to its original destination of the swale behind the "Boomerang Coaster" ride. Results for the post -development model are included with this narrative. There are two objectives for the proposed storm management basins. The basins must attenuate the peak flow discharged from the developed site to levels equal to or less than existing flows for every storm event. The second function of the basins is to provide storm water quality treatment. Computation of the water quality volume is dictated in the New York State stormwater guidelines. The volume is based on the geographic location, percentage of impervious area and size of the studied watershed. This runoff is considered to contain the majority of any roadway pollutants, sediment and excess thermal energy. Developers are mandated to prevent this runoff from being directly discharged to existing drainage corridors. Water quality treatment will be performed in this design by providing a sump in the detention basins below the elevation of the outlet. No outfall can occur from the northeast basin assuring water quality performance at that location. The water quality volume directed toward the front basin is as follows: WQv = (P*Rv*A) / 12 = (((1.0*(0.05+0.009(42))*l.8) / 12 = 0.06 acre-feet A stage versus storage chart for the proposed basin shows that the water quality volume will be obtained at an elevation of 100.65. This elevation represents a water depth of about eight inches and is nearly a foot below the lowest outlet elevation. The water quality volume, therefore will easily be fully detained in each storm basin. The primary objective of stormwater management is to attenuate peak flows. After a property is developed, the addition of impervious surfaces results in a higher volume of runoff from the site. Left unattenuated, this could result in flooding of downstream properties. The construction of a detention basin will "hold back" the increased flows and discharge a reduced flow for each storm event. The basin proposed for this project contains an elevated, multi- stage outlet structure. Flow can only leave the basin when the storage volume below the outlet is exceeded. The two detention basins are represented by Ponds #1 and #2 in the Hydrocad data. The predicted results for each basin compared to the existing conditions are summarized below. No allowance for exfiltration of flow into the soils has been assumed. This makes the 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 following predictions more conservative as the native soils will actually provide an excellent exfiltration rate. Peak Flow in cubic feet per second existing post -development: Storm Round Pond Magical Boomerang Depth Depth Event Road Mvstery Tour Coaster Pond 1 Pond 2 2yr, 2.5" 0/0 0/0 0.05/0.01 3" 5" 10yr, 3.9" 0/0 0/0 1.71/0.68 10" 16" 25 yr, 4.7" 0 / 0 0 / 0 3.34 / 1.40 16" 20" 100 yr, 5.6" 0.01 / 0 0 / 0 5.54 / 2.37 23" 22" CONCLUSION: The development of the proposed Wakita Motel property will result in the construction of additional impervious surfaces. This change will result in a higher peak rate of runoff. In order to attenuate the increased runoff, two storm management basins will be constructed as part of the development. The Hydrocad storm model for each basin predicts that outflow will be less than the existing runoff from the undeveloped site for each of the four modeled storm events. The water quality volume criteria in the New York State Stormwater Management Design Manual will also be met. The proposed storm sewer and management basins will be privately owned and maintained after their completion. Maintenance of these facilities should be minimal. Pipe slopes and sizes will be selected that will achieve recommended cleaning velocities and allow the pipes to clean themselves during every moderate rain storm. The specified pipe material is a plastic compound with a long life expectancy and very little tendency for corrosion or build up. Catch basins and the storm management ponds will, at most, require annual or biannual cleaning and debris removal. This maintenance will be performed by the project owner. Submitted b - Michael McNamara, P.E. #71,029 The Environmental Design Partnership 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 E. 2R A 3S �y F2 SN G NMTIp�'L9AJNni 005 Ei P� CPnUlS TO'4nGi0?L yE JOFtER SS / CIPA 6 To 3005 REMAVntG MOTEL 'MAiPAL ' 4S OOS nREA GRanIS TO `E CORNER TR 4S AS ET HALF HOTEL CMINS TO FROM CORIpi 4� sPLF HOTEId BASIN OUTFL�\v `-MRnN:E RC6 a\ iS DPAOG 70 PO' POND PC 2P CRnRIE TJ RCQND PONDRO W2GP.e V4 SW CORNER PRE -DEVELOPMENT Subcat Reach on Link POST -DEVELOPMENT • 10 WAKITA MOTEL - PRELIMINARY Prepared by Environmental Design - msm HvtirnCAnnR 7.00 s/n 000476 © 1986-2003 Aool Type 1124-hr 100 YEAR Rainfall=5.60" Stage -Area -Storage for Pond 2P: PROP. BASIN SW CORNER Elevation Surface Storage (feet) (acres) (acre-feet) 100.00 0.075 0.000 100.05 0.076 0.005 100.10 0.077 0.010 100. 4 5 0.078 0.014 100.20 0.079 0.019 100.25 0.080 0.024 100.30 0.081 0.029 100.35 0.082 0.034 100.40 0.083 0.038 100.45 0.084 0.043 100.50 0.085 0.048 100.55 0.087 0.053 100.60 0.088 0.058 100.65 0.089 0.063 100.70 0.090 0.067 100.75 0.091 0.072 100.80 0.092 0.077 100.85 0.093 0.082 100.90 0.094 0.087 100.95 0.095 0.091 101.00 0.096 0.096 101.05 0.097 0.101 101.10 0.098 0.106 101.15 0.099 0.111 101.20 0.101 0.115 101.25 0.102 0.120 101.30 0.103 0.125 101.35 0.104 0.130 101.40 0.105 0.135 101.45 0.106 0.140 101.50 0.107 0.144 101.55 0.108 0.149 101.60 0.109 0.154 101.65 0.110 0.159 101.70 0.111 0.164 101.75 0.112 0.168 101.80 0.113 0.173 101.85 0.115 0.178 101.90 0.116 0.183 101.95 0.117 0.188 102.00 0.118 0.192 102.05 0.119 0.200 102.10 0.120 0.207 102.15 0.121 0.214 102.20 0.123 0.221 102.25 0.124 0.228 102.30 0.125 0.235 102.35 0.126 0.242 102.40 0.128 0.249 102.45 0.129 0.257 102.50 0.130 0.264 102.55 0.131 0.271 Elevation Surface Storage (feet) (acres) (acre-feet) 102.60 0.133 0.278 102.65 0.134 0.285 102.70 0.135 0.292 102.75 0.136 0.299 102.80 0.137 0.306 102.85 0.139 0.313 102.90 0.140 0.321 102.95 0.141 0.328 103.00 0.142 0.335 103.05 0.144 0.342 103.10 0.145 0.349 103.15 0.146 0.356 103.20 0.147 0.363 103.25 0.148 0.370 103.30 0.150 0.378 103.35 0.151 0.385 103.40 0.152 0.392 103.45 0.153 0.399 103.50 0.155 0.406 103.55 0.156 0.413 103.60 0.157 0.420 103.65 0.158 0.427 103.70 0.160 0.434 103.75 0.161 0.442 103.80 0.162 0.449 103.85 0.163 0.456 103.90 0.164 0.463 103.95 0.166 0.470 104.00 0.167 0.477 104.05 0.169 0.486 104.10 0.170 0.495 104.15 0.172 0.503 104.20 0.174 0.512 104.25 0.175 0.521 104.30 0.177 0.530 104.35 0.179 0.539 104.40 0.180 0.547 104.45 0.182 0.556 104.50 0.184 0.565 • s 2 Year Storm Event u WAKITA MOTEL - PRELIMINARY Prepared by Environmental Design - msm HvdroCAD® 7.00 s/n 000476 @ 1986-2003 Appl Type 1124-hr 2 YEAR Rainfall=2.50" Page 1 Subcatchment 1S: DRAINS TO ROUND POND RD Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Type II 24-hr 2 YEAR Rainfall=2.50" Area (sf) CN Description 32,323 30 Woods, Good, HSG A To Length Slope Velocity iin) (feet) (ft/ft) (ft/sec) 3.3 110 0.4000 0.5 Description Lag/CN Method, Subcatchment 2S: EAST HALF HOTEL Runoff = 0.44 cfs @ 12.07 hrs, Volume= 0.035 af, Depth= 0.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Type II 24-hr 2 YEAR Rainfall=2.50" Area (so CN Description 46,047 39 >75% Grass cover, Good, HSG A 34,040 98 Paved parking & roofs 80,087 64 Weighted Average Tc Length Description 7.9 240 0.0400 0.5 Lag/CN Method, SURFACE FLOW PAVT. 2.6 100 0.0900 0.6 Lag/CN Method, OPEN SPACE 10.5 340 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= 5.00-19.98 hrs, dt= 0.07 hrs Type II 24-hr 2 YEAR Rainfall=2.50" Area (sf) CN Description 4,300 39 >75% Grass cover, Good, HSG A 4,300 30 Woods, Good, HSG A 8,600 35 Weighted Average Tc iin) Length (feet) Slope (ft/ft) Velocity (ft/sec) 8.8 150 0.0700 0.3 Description Lag/CN Method, WAKITA MOTEL - PRELIMINARY Prepared by Environmental Design - msm HvdrnCAD(R 7.00 s/n 000476 @ 1986-2003 ADDI Type 1124-hr 2 YEAR Rainfall=2.50" Page 2 Subcatchment 4S: WEST HALF HOTEL & ENTRANCE RDS Runoff = 0.63 cfs @ 12.01 hrs, Volume= 0.038 af, Depth= 0.25" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Type II 24-hr 2 YEAR Rainfall=2.50" Area (sf) CN Description 44,490 39 >75% Grass cover, Good, HSG A 35,030 98 Paved parking & roofs 79,520 65 Weighted Average To Length Slope iin) (feet) (ft/ft) 6.9 175 0.0300 Velocity Capacity Description 0.4 Lag/CN Method, Subcatchment 5S: REMAINING MOTEL AREA Runoff = 0.01 cfs @ 12.49 hrs, Volume= 0.007 af, Depth= 0.06" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Type II 24-hr 2 YEAR Rainfall=2.50" Area (sf) CN Description 42,025 39 >75% Grass cover, Good, HSG A 15,100 98 Paved parking & roofs 57,125 55 Weighted Average Tc Length Slope Velocity iin) (feet) (ft/ft) (ft/sec) 9.2 250 0.0500 0.5 Description Lag/CN Method, Subcatchment 10OS: DRAINS TO ROUND POND RD Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Type II 24-hr 2 YEAR Rainfall=2.50" Area (sf) CN Description 52,680 30 Woods, Good, HSG A Tc Length Slope Ve iin) (feet) (ft/ft) (fl 4.3 150 0.4000 Description 0.6 Lag/CN Method, WAKITA MOTEL - PRELIMINARY Prepared by Environmental Design - msm Hv(1mCAD(n 7.00 s/n 000476 © 1986-2003 ADDI Type // 24-hr 2 YEAR Rainfall=2.50" Page 3 Subcatchment 20OS: 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= 5.00-19.98 hrs, dt= 0.07 hrs Type II 24-hr 2 YEAR Rainfall=2.50" Area (sf) CN Description 50,474 30 Woods, Good, HSG A Tc Length Slope Velocity iin) (feet) (ft/ft) (fUsec) 6.1 150 0.2000 0.4 Description Lag/CN Method, Subcatchment 30OS: DRAINS TO NE CORNER Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Type II 24-hr 2 YEAR Rainfall=2.50" Area (so CN Description 39,109 30 Woods, Good, HSG A Tc Length Slope Velocity min) (feet) (ft/ft) (ft/sec) 10.0 300 0.2200 0.5 Description Lag/CN Method, Subcatchment 40OS: DRAINS TO FRONT CORNER Runoff = 0.05 cfs @ 12.42 hrs, Volume= 0.017 af, Depth= 0.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Type II 24-hr 2 YEAR Rainfall=2.50" Area (sf) CN Description 83,810 39 >75% Grass cover, Good, HSG A 30,400 98 Paved parking & roofs 8,014 76 Gravel roads, HSG A 122,224 56 Weighted Average Tc Length Slope iin) (feet) (ft/ft) 9.3 500 0.1400 Description 0.9 Lag/CN Method, i WAKITA MOTEL - PRELIMINARY Prepared by Environmental Design - msm Type 1124-hr 2 YEAR Rainfall=2.50" Page 4 Reach 1R: BASIN OUTFLOW Inflow Area = 1.826 ac, Inflow Depth = 0.00" for 2 YEAR event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Max. Velocity= 0.0 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.0 fps, Avg. Travel Time= 0.0 min Peak Depth= 0.00' @ 5.00 hrs Capacity at bank full= 32.88 cfs 24.0" Diameter Pipe n= 0.012 Length= 170.0' Slope= 0.0180 T Reach 2R: EX. SWALE, GREAT ESCAPE Inflow Area = 3.137 ac, Inflow Depth = 0.03" for 2 YEAR event Inflow = 0.01 cfs @ 12.49 hrs, Volume= 0.007 of Outflow = 0.01 cfs @ 12.65 hrs, Volume= 0.007 af, Atten= 2%, Lag= 9.2 min Routing by Stor-Ind+Trans method, Time Span= 5.00-19.98 hrs, dt= 0.07 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' @ 12.58 hrs Capacity at bank full= 328.86 cfs 10.00' x 3.00' deep channel, n= 0.035 Length= 100.0' Slope= 0.0100 T Side Slope Z-value= 2.0 7' Pond 1P: NATURAL BASIN AT NE CORNER Inflow Area = 1.839 ac, Inflow Depth = 0.23" for 2 YEAR event Inflow = 0.44 cfs @ 12.07 hrs, Volume= 0.035 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= 5.00-19.98 hrs, dt= 0.07 hrs Peak Elev= 98.24' @ 19.98 hrs Surf.Area= 5,302 sf Storage= 1,514 cf Plug -Flow detention time= (not calculated) Center -of -Mass det. time= (not calculated) # Invert Avail.Storage Storage Description 1 98.00' 40,573 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 98.00 5,015 0 A 100.00 7,365 12,380 12,380 102.00 10,010 17,375 29,755 103.00 11,626 10,818 40,573 n u WAKITA MOTEL - PRELIMINARY Type/1 24-hr 2 YEAR Rainfall=2.50" Prepared by Environmental Design - msm Page 5 HydroCAD® 7.00 s/n 000476 © 1986-2003 Applied Microcomputer Systems 2/10/2004 Pond 2P: PROP. BASIN SW CORNER Inflow Area = 1.826 ac, Inflow Depth = 0.25" for 2 YEAR event Inflow = 0.63 cfs @ 12.01 hrs, Volume= 0.038 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Peak Elev= 100.40' @ 19.98 hrs Surf.Area= 3,629 sf Storage= 1,673 cf Plug -Flow detention time= (not calculated) Center -of -Mass det. time= (not calculated) # Invert Avail.Storage Storage Description 1 100.00, 24,603 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 100.00 3,255 0 0 102.00 5,130 8,385 8,385 104.00 7,270 12,400 20,785 104.50 8,000 3,818 24,603 # 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'/' 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 cfs @ 5.00 hrs HW=100.00' (Free Discharge) 1=Culvert ( Controls 0.00 cfs) E 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 0 s 10 Year Storm Event 0 WAKITA MOTEL - PRELIMINARY Prepared by Environmental Design - msm HwimCAD(R) 7.00 sln 000476 © 1986-2003 Apol i Type // 24-hr 10 YEAR Rainfall=3.90" Page 6 Subcatchment 1S: DRAINS TO ROUND POND RD Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Type II 24-hr 10 YEAR Rainfall=3.90" Area (sf) CN Description 32,823 30 Woods, Good, HSG A To Length Slope Velocity iin) (feet) (ft/ft) (ft/sec) 3.3 110 0.4000 0.5 Description Lag/CN Method, Subcatchment 2S: EAST HALF HOTEL Runoff = 2.22 cfs @ 12.04 hrs, Volume= 0.124 af, Depth= 0.81" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Type II 24-hr 10 YEAR Rainfall=3.90" Area (so CN Description 46,047 39 >75% Grass cover, Good, HSG A 34,040 98 Paved parking & roofs 80,087 64 Weighted Average To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.9 240 0.0400 0.5 Lag/CN Method, SURFACE FLOW PAVE 2.6 100 0.0900 0.6 Lao/CN Method. OPEN SPACE 'r[ltl-�Mllmfem 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= 5.00-19.98 hrs, dt= 0.07 hrs Type II 24-hr 10 YEAR Rainfall=3.90" Area (sf) CN Description 4,300 39 >75% Grass cover, Good, HSG A 4,300 30 Woods, Good, HSG A 8,600 35 Weighted Average To Length Slope iin) (feet) (ft/ft) 8.8 150 0.0700 Description 0.3 Lag/CN Method, WAKITA MOTEL - PRELIMINARY Prepared by Environmental Design - msm HYdroCAD@ 7.00 s/n 000476 @ 1986-2003 Apol 0 Type // 24-hr 10 YEAR Rainfall=3.90" Page 7 Subcatchment 4S: WEST HALF HOTEL & ENTRANCE RIDS Runoff = 2.82 cfs @ 11.99 hrs, Volume= 0.131 af, Depth= 0.86" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Type II 24-hr 10 YEAR Rainfall=3.90" Area (so CN Description 44,490 39 >75% Grass cover, Good, HSG A 35,030 98 Paved parking & roofs 79,520 65 Weighted Average Tc Length Slope Velocity tin) (feet) (ft/ft) (ft/sec) 6.9 175 0.0300 0.4 Description Lag/CN Method, Subcatchment 5S: REMAINING MOTEL AREA Runoff = 0.66 cfs @ 12.05 hrs, Volume= 0.046 af, Depth= 0.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Type II 24-hr 10 YEAR Rainfall=3.90" Area (sf) CN Description 42,025 39 >75% Grass cover, Good, HSG A 15,100 98 Paved parking & roofs 57,125 55 Weighted Average Tc Length Slope Velocity iin) (feet) (ft/ft) (ft/sec) 9.2 250 0.0500 0.5 Description Lag/CN Method, Subcatchment 100S: DRAINS TO ROUND POND RD Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Type II 24-hr 10 YEAR Rainfall=3.90" Area (so CN Description 52,680 30 Woods, Good, HSG A Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 150 0.4000 0.6 Lag/CN Method, WAKITA MOTEL - PRELIMINARY Type 11 24-hr 10 YEAR Rainfall=3.90" Prepared by Environmental Design - msm Page 8 HydroCAD@ 7.00 s/n 000476 @ 1986-2003 Applied Microcomputer Systems 2/10/2004 Subcatchment 20OS: 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= 5.00-19.98 hrs, dt= 0.07 hrs Type II 24-hr 10 YEAR Rainfall=3.90" Area (so CN Description 50,474 30 Woods, Good, HSG A Tc Length Slope Velocity iin) (feet) (ft/ft) (ft/sec) 6.1 150 0.2000 0.4 Description Lag/CN Method, Subcatchment 30OS: DRAINS TO NE CORNER Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Type II 24-hr 10 YEAR Rainfall=3.90" Area (sf) CN Description 39,109 30 Woods, Good, HSG A Tc Length Description 10.0 300 0.2200 0.5 Lag/CN Method, Subcatchment 40OS: DRAINS TO FRONT CORNER Runoff = 1.62 cfs @ 12.04 hrs, Volume= 0.107 af, Depth= 0.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Type II 24-hr 10 YEAR Rainfall=3.90" Area (sf) CN Description 83,810 39 >75% Grass cover, Good, HSG A 30,400 98 Paved parking & roofs 8,014 76 Gravel roads, HSG A 122,224 56 Weighted Average Tc Length Slope Velocity Capacity Description 9.3 500 0.1400 0.9 Lag/CN Method, Ll WAKITA MOTEL - PRELIMINARY E Type/1 24-hr 10 YEAR Rainfall=3.90" Prepared by Environmental Design - msm Page 9 HydroCADO 7.00 s/n 000476 @ 1986-2003 Applied Microcomputer Systems 2/10/2004 Reach 1R: BASIN OUTFLOW Inflow Area = 1.826 ac, Inflow Depth = 0.00" for 10 YEAR event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Max. Velocity= 0.0 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.0 fps, Avg. Travel Time= 0.0 min Peak Depth= 0.00' @ 5.00 hrs Capacity at bank full= 32.88 cfs 24.0" Diameter Pipe n= 0.012 Length= 170.0' Slope= 0.0180 7' Reach 2R: EX. SWALE, GREAT ESCAPE Inflow Area = 3.137 ac, Inflow Depth = 0.17" for 10 YEAR event Inflow = 0.66 cfs @ 12.05 hrs, Volume= 0.046 of Outflow = 0.59 cfs @ 12.12 hrs, Volume= 0.045 af, Atten= 11%, Lag= 4.4 min Routing by Stor-Ind+Trans method, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Max. Velocity= 0.8 fps, Min. Travel Time= 2.1 min Avg. Velocity = 0.4 fps, Avg. Travel Time= 4.0 min Peak Depth= 0.08' @ 12.08 hrs Capacity at bank full= 328.86 cfs 10.00' x 3.00' deep channel, n= 0.035 Length= 100.0' Slope= 0.0100 7' Side Slope Z-value= 2.0 T Pond 1 P: NATURAL BASIN AT NE CORNER Inflow Area = 1.839 ac, Inflow Depth = 0.81" for 10 YEAR event Inflow = 2.22 cfs @ 12.04 hrs, Volume= 0.124 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= 5.00-19.98 hrs, dt= 0.07 hrs Peak Elev= 98.87' @ 19.98 hrs Surf.Area= 6,042 sf Storage= 5,409 cf Plug -Flow detention time= (not calculated) Center -of -Mass det. time= (not calculated) # Invert Avail.Storage Storage Description 1 98.00' 40,573 cf Custom Stage Data (Prismatic) Listed below 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 C� WA JTA MOTEL - PRELIMINARY Prepared by Environmental Design - msm HvdroCADO 7.00 s/n 000476 © 1986-2003 Aool Type 1124-hr 10 YEAR Rainfall=3.90" Page 10 Pond 2P: PROP. BASIN SW CORNER Inflow Area = 1.826 ac, Inflow Depth = 0.86" for 10 YEAR event Inflow = 2.82 cfs @ 11.99 hrs, Volume= 0.131 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Peak Elev= 101.36' @ 19.98 hrs Surf.Area= 4,533 sf Storage= 5,717 cf Plug -Flow detention time= (not calculated) Center -of -Mass det. time= (not calculated) # Invert Avail.Storage Storage Description 1 100.00, 24,603 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 100.00 3,255 0 0 102.00 5,130 8,385 8,385 104.00 7,270 12,400 20,785 104.50 8,000 3,818 24,603 # 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 7' 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 cfs @ 5.00 hrs HW=100.00' (Free Discharge) �1=Culvert ( Controls 0.00 cfs) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) C 25 Year Storm Event WAKITA MOTEL - PRELIMINARY Type/1 24-hr 25 YEAR Rainfall=4.70" Prepared by Environmental Design - msm Page 11 HydroCAD@ 7.00 s/n 000476 @ 1986-2003 Applied Microcomputer Systems _2110/2004 Subcatchment 1S: DRAINS TO ROUND POND RD Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Type II 24-hr 25 YEAR Rainfall=4.70" Area (sf) CN Description 32,823 30 Woods, Good, HSG A Tc Length Slope Velocity iin) (feet) (ft/ft) (f /sec) 3.3 110 0.4000 0.5 Description Lag/CN Method, Subcatchment 2S: EAST HALF HOTEL Runoff = 3.56 cfs @ 12.03 hrs, Volume= 0.191 af, Depth= 1.24" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Type II 24-hr 25 YEAR Rainfall=4.70" Area (sf) CN Description 46,047 39 >75% Grass cover, Good, HSG A 34,040 98 Paved parking & roofs 80,087 64 Weighted Average Tc Length Slope Velocity Capacity Description 7.9 240 0.0400 0.5 Lag/CN Method, SURFACE FLOW PAVT. 2.6 100 0.0900 0.6 Lag/CN Method, OPEN SPACE _ 10.5 340 Total Subcatchment 3S: DRAINS TO "MAGICAL..." Runoff = 0.00 cfs @ 17.98 hrs, Volume= 0.000 af, Depth= 0.03" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Type II 24-hr 25 YEAR Rainfall=4.70" Area (so CN Description 4,300 39 >75% Grass cover, Good, HSG A 4.300 30 Woods. Good. HSG A 8,600 35 Weighted Average Tc Length Slope Velocity Capacity Description 8.8 150 0.0700 0.3 Lag/CN Method, WAKITA MOTEL - PRELIMINARY Prepared by Environmental Design - msm HvdroCAD® 7.00 s/n 000476 © 1986-2003 Appl Type 1124-hr 25 YEAR Rainfall=4.70" Page 12 Subcatchment 4S: WEST HALF HOTEL & ENTRANCE RIDS Runoff = 4.36 cfs @ 11.99 hrs, Volume= 0.199 af, Depth= 1.31" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Type II 24-hr 25 YEAR Rainfall=4.70" Area (sf) CN Description 44,490 39 >75% Grass cover, Good, HSG A 35,030 98 Paved parking & roofs 79,520 65 Weighted Average Tc Length Slope Velocity iin) (feet) (ft/ft) (ft/sec) 6.9 175 0.0300 0.4 Description Lag/CN Method, Subcatchment 5S: REMAINING MOTEL AREA Runoff = 1.40 cfs @ 12.03 hrs, Volume= 0.079 af, Depth= 0.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Type II 24-hr 25 YEAR Rainfall=4.70" _ Area (sf) CN Description 42,025 39 >75% Grass cover, Good, HSG A 15,100 98 Paved parking & roofs 57,125 55 Weighted Average Tc Length Slope Velocity iin) (feet) (ft/ft) (ft/sec) 9.2 250 0.0500 0.5 Description Lag/CN Method, Subcatchment 100S: DRAINS TO ROUND POND RD Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Type II 24-hr 25 YEAR Rainfall=4.70" Area (so CN Description 52,680 30 Woods, Good, HSG A Tc Length Slope iin) (feet) (ft/ft) 4.3 150 0.4000 Velocity Capacity Description (ft/sec) (cfs) 0.6 Lag/CN Method, WAKITA MOTEL - PRELIMINARY Type 1124-hr 25 YEAR Rainfall=4.70" Prepared by Environmental Design - msm Page 13 HydroCAD® 7.00 s/n 000476 @ 1986-2003 Applied Microcomputer Systems 2/10/2004 Subcatchment 20OS: 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= 5.00-19.98 hrs, dt= 0.07 hrs Type II 24-hr 25 YEAR Rainfall=4.70" Area (sf) CN Description 50,474 30 Woods, Good, HSG A To Length Slope Velocity iin) (feet) (ft/ft) (ft/sec) 6.1 150 0.2000 0.4 Description Lag/CN Method, Subcatchment 30OS: DRAINS TO NE CORNER Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Type II 24-hr 25 YEAR Rainfall=4.70" Area (sf) CN Description 39,109 30 Woods, Good, HSG A Tc min 10.0 Length Description 300 0.2200 0.5 Lag/CN Method, Subcatchment 40OS: DRAINS TO FRONT CORNER Runoff. = 3.26 cfs @ 12.03 hrs, Volume= 0.182 af, Depth= 0.78" Runoff" by SCS TR-20 method, UH=SCS, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Type II 24-hr 25 YEAR Rainfall=4.70" Area (sf) CN Descriotion 83,810 39 >75% Grass cover, Good, HSG A 30,400 98 Paved parking & roofs 8,014 76 Gravel roads, HSG A 122,224 56 Weighted Average Tc Length Slope Velocity Capacity Description 9.3 500 0.1400 0.9 Lag/CN Method, WAKITA MOTEL - PRELIMINARY Prepared by Environmental Design - msm HvdroCAD® 7.00 s/n 000476 © 1986-2003 Aool Type II 24-hr 25 YEAR Rainfall=4.70" Page 14 Reach 1R: BASIN OUTFLOW Inflow Area = 1.826 ac, Inflow Depth = 0.26" for 25 YEAR event Inflow = 0.11 cfs @ 17.17 hrs, Volume= 0.040 of Outflow = 0.11 cfs @ 17.20 hrs, Volume= 0.040 af, Atten= 0%, Lag= 2.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Max. Velocity= 2.4 fps, Min. Travel Time= 1.2 min Avg. Velocity = 2.1 fps, Avg. Travel Time= 1.3 min Peak Depth= 0.08' @ 17.18 hrs Capacity at bank full= 32.88 cfs 24.0" Diameter Pipe n= 0.012 Length= 170.0' Slope= 0.0180 '/' Reach 2R: EX. SWALE, GREAT ESCAPE Inflow Area = 3.137 ac, Inflow Depth = 0.46" for 25 YEAR event Inflow = 1.40 cfs @ 12.03 hrs, Volume= 0.119 of Outflow = 1.29 cfs @ 12.08 hrs, Volume= 0.118 af, Atten= 8%, Lag= 3.1 min Routing by Stor-Ind+Trans method, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Max. Velocity= 1.0 fps, Min. Travel Time= 1.6 min Avg. Velocity = 0.5 fps, Avg. Travel Time= 3.6 min Peak Depth= 0.13' @ 12.05 hrs Capacity at bank full= 328.86 cfs 10.00' x 3.00' deep channel, n= 0.035 Length= 100.0' Slope= 0.0100 7' Side Slope Z-value= 2.0 7' Ford 1 P: NATURAL BASIN AT NE CORNER Inflow Area = 1.839 ac, Inflow Depth = 1.24" for 25 YEAR event Inflow = 3.56 cfs @ 12.03 hrs, Volume= 0.191 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= 5.00-19.98 hrs, dt= 0.07 hrs Peak Elev= 99.34' @ 19.98 hrs Surf.Area= 6,590 sf Storage= 8,297 cf Plug -Flow detention time= (not calculated) Center -of -Mass det. time= (not calculated) # Invert Avail.Storage Storage Description 1 98.00, 40,573 cf Custom Stage Data (Prismatic) Listed below 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 WAKITA MOTEL - PRELIMINARY Prepared by Environmental Design - msm Type 11 24-hr 25 YEAR Rainfall=4.70" Page 15 Pond 213: PROP. BASIN SW CORNER Inflow Area = 1.826 ac, Inflow Depth = 1.31" for 25 YEAR event Inflow = 4.36 cfs @ 11.99 hrs, Volume= 0.199 of Outflow = 0.11 cfs @ 17.17 hrs, Volume= 0.040 af, Atten= 98%, Lag= 310.6 min Primary = 0.11 cfs @ 17.17 hrs, Volume= 0.040 of Routinc by Stor-Ind method, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Peak Elev= 101.68' @ 17.17 hrs Surf.Area= 4,826 sf Storage= 7,027 cf Plug -Flow detention time= 337.7 min calculated for 0.040 of (20% of inflow) Center -of -Mass det. time= 238.5 min ( 1,049.6 - 811.1 ) # Invert Avail.Storage Storage Description 1 100.00, 24,603 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 100.00 3,255 0 0 102.00 5,130 8,385 8,385 104.00 7,270 12,400 20,785 104.50 8,000 3,818 24,603 # 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 PrimaryOutFlow Max=0.11 cfs @ 17.17 hrs HW=101.68' (Free Discharge) �1=Culvert (Inlet Controls 0.11 cfs @ 1.4 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 100 Year Storm Event 0 WAKITA MOTEL - PRELIMINARY Type 1124-hr 100 YEAR Rainfall=5.60" Prepared by Environmental Design - msm Page 16 HydroCADO 7.00 s/n 000476 @ 1986-2003 Applied Microcomputer Systems 2/10/2004 Subcatchment 1S: DRAINS TO ROUND POND RD Runoff = 0.00 cfs @ 18.80 hrs, Volume= 0.001 af, Depth= 0.02" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Type II 24-hr 100 YEAR Rainfall=5.60" Area (sf) CN Description 32,823 30 Woods, Good, HSG A Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 110 0.4000 0.5 Lag/CN Method, Subcatchment 2S: EAST HALF HOTEL Runoff = 5.22 cfs @ 12.03 hrs, Volume= 0.275 af, Depth= 1.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Type II 24-hr 100 YEAR Rainfall=5.60" Area (sf) CN Description 46,047 39 >75% Grass cover, Good, HSG A 34.040 98 Paved Darkino & roofs 80,087 64 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.9 240 0.0400 0.5 Lag/CN Method, SURFACE FLOW PAVT. 2.6 100 0.0900 0.6 Lao/CN Method. OPEN SPACE i[1x.�L[1im Subcatchment 3S: DRAINS TO "MAGICAL..." Runoff = 0.00 cfs @ 12.93 hrs, Volume= 0.002 af, Depth= 0.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Type II 24-hr 100 YEAR Rainfall=5.60" Area (so CN Description 4,300 39 >75% Grass cover, Good, HSG A 4.300 30 Woods. Good. HSG A 8,600 35 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.8 150 0.0700 0.3 Lag/CN Method, WAKITA MOTEL - PRELIMINARY Type H 24-hr 100 YEAR Rainfall=5.60" Prepared by Environmental Design - msm Page 17 HydroCA0@ 7.00 s/n 000476 @ 1986-2003 Applied Microcomputer Systems 2/10/2004 Subcatchment 4S: WEST HALF HOTEL & ENTRANCE RDS Runoff = 6.27 cfs @ 11.99 hrs, Volume= 0.285 af, Depth= 1.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Type II 24-hr 100 YEAR Rainfall=5.60" Area (sf) CN Description 44,490 39 >75% Grass cover, Good, HSG A 35,030 98 Paved parking & roofs 79,520 65 Weighted Average To Length Slope iin) (feet) (ft/ft) 6.9 175 0.0300 Velocity Capacity Description 0.4 Lag/CN Method, Subcatchment 5S: REMAINING MOTEL AREA Runoff = 2.38 cfs @ 12.02 hrs, Volume= 0.125 af, Depth= 1.14" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Type II 24-hr 100 YEAR Rainfall=5.60" Area (so CN Description 42,025 39 >75% Grass cover, Good, HSG A 15,100 98 Paved parking & roofs 57,125 55 Weighted Average Tc Length Slope Velocity iin) (feet) (ft/ft) (ft/sec) 9.2 250 0.0500 0.5 Description Lag/CN Method, Subcatchment 10OS: DRAINS TO ROUND POND RD Runoff = 0.01 cfs @ 18.82 hrs, Volume= 0.002 af, Depth= 0.02" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Type II 24-hr 100 YEAR Rainfall=5.60" Area (sf) CN Description 52,680 30 Woods, Good, HSG A Tc Length Slope Velocity Capacity Description 4.3 150 0.4000 0.6 Lag/CN Method, 0 WAKITA MOTEL - PRELIMINARY Prepared by Environmental Design - msm 0 Type /l 24-hr 100 YEAR Rainfall=5.60" Paae 18 Subcatchment 20OS: DRAINS TO "MAGICAL..." Runoff = 0.00 cfs @ 18.84 hrs, Volume= 0.002 af, Depth= 0.02" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Type II 24-hr 100 YEAR Rainfall=5.60" Area (so CN Description 50,474 30 Woods, Good, HSG A To Length Slope Velocity iin) (feet) (fUft) (fUsec) 6.1 150 0.2000 0.4 Description Lag/CN Method, Subcatchment 300S: DRAINS TO NE CORNER Runoff = 0.00 cfs @ 18.91 hrs, Volume= 0.001 af, Depth= 0.02" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Type II 24-hr 100 YEAR Rainfall=5.60" Area (so CN Description 39,109 30 Woods, Good, HSG A To Length Slope Velocity min) (feet) (ft/ft) (ft/sec) 10.0 300 0.2200 0.5 Description Lag/CN Method, Subcatchment 40OS: DRAINS TO FRONT CORNER Runoff = 5.42 cfs @ 12.02 hrs, Volume= 0.283 af, Depth= 1.21" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Type II 24-hr 100 YEAR Rainfall=5.60" Area (sf) CN Description 83,810 39 >75% Grass cover, Good, HSG A 30,400 98 Paved parking & roofs 8,014 76 Gravel roads, HSG A 122,224 56 Weighted Average To Length Slope iin) (feet) (fUft) 9.3 500 0.1400 Description 0.9 Lag/CN Method, LJ WAKITA MOTEL - PRELIMINARY Prepared by Environmental Design - msm Type 1l 24-hr 100 YEAR Rainfall=5.60" Page 19 Reach 1R: BASIN OUTFLOW Inflow Area = 1.826 ac, Inflow Depth = 0.81" for 100 YEAR event Inflow = 0.32 cfs @ 13.49 hrs, Volume= 0.123 of Outflow = 0.32 cfs @ 13.52 hrs, Volume= 0.123 af, Atten= 0%, Lag= 1.5 min Routing by Stor-Ind+Trans method, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Max. Velocity= 3.3 fps, Min. Travel Time= 0.8 min Avg. Velocity = 2.8 fps, Avg. Travel Time= 1.0 min Peak Depth= 0.14' @ 13.50 hrs Capacity at bank full= 32.88 cfs 24.0" Diameter Pipe n= 0.012 Length= 170.0' Slope= 0.0180 '/' Reach 2R: EX. SWALE, GREAT ESCAPE Inflow Area = 3.137 ac, Inflow Depth = 0.95" for 100 YEAR event Inflow = 2.38 cfs @ 12.02 hrs, Volume= 0.248 of Outflow = 2.21 cfs @ 12.06 hrs, Volume= 0.247 af, Atten= 7%, Lag= 2.6 min Routing by Stor-Ind+Trans method, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Max. Velocity= 1.3 fps, Min. Travel Time= 1.3 min Avg. Velocity = 0.6 fps, Avg. Travel Time= 2.7 min Peak Depth= 0.17' @ 12.04 hrs Capacity at bank full= 328.86 cfs 10.00' x 3.00' deep channel, n= 0.035 Length= 100.0' Slope= 0.0100 7' Side Slope Z-value= 2.0 7' Pond 1 P: NATURAL BASIN AT NE CORNER Inflow Area = 1.839 ac, Inflow Depth = 1.79" for 100 YEAR event Inflow = 5.22 cfs @ 12.03 hrs, Volume= 0.275 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= 5.00-19.98 hrs, dt= 0.07 hrs Peak Elev= 99.93' @ 19.98 hrs Surf.Area= 7,283 sf Storage= 11,950 cf Plug -Flow detention time= (not calculated) Center -of -Mass det. time= (not calculated) # Invert Avail.Storage Storage Description 1 98.00' 40,573 cf Custom Stage Data (Prismatic) Listed below 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 0 WAKITA MOTEL - PRELIMINARY Prepared by Environmental Design - msm Type 11 24-hr 100 YEAR Rainfall=5.60" Page 20 Pond 212: PROP. BASIN SW CORNER Inflow Area = 1.826 ac, Inflow Depth = 1.87" for 100 YEAR event Inflow = 6.27 cfs @ 11.99 hrs, Volume= 0.285 of Outflow = 0.32 cfs @ 13.49 hrs, Volume= 0.123 af, Atten= 95%, Lag= 90.3 min Primary = 0.32 cfs @ 13.49 hrs, Volume= 0.123 of Routing by Stor-Ind method, Time Span= 5.00-19.98 hrs, dt= 0.07 hrs Peak Elev= 101.82' @ 13.49 hrs Surf.Area= 4,962 sf Storage= 7,634 cf Plug -Flow detention time= 220.9 min calculated for 0.123 of (43% of inflow) Center -of -Mass det. time= 132.9 min ( 936.4 - 803.5 ) # Invert Avail.Storage Storage Description 1 100.00, 24,603 cf Custom Stage Data (Prismatic) Listed below Ele,.ation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 100.00 3,255 0 0 102.00 5,130 8,385 8,385 104.00 7,270 12,400 20,785 104.50 8,000 3,818 24,603 # 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 'P 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=0.32 cfs @ 13.49 hrs HW=101.82' (Free Discharge) �1=Culvert (Inlet Controls 0.32 cfs @ 1.9 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)