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Stormwater Mangement Narrative.02.2004 Rev. 04.14.2004WT ENVIRONMENTAL DESIGN PARTNERSHIP, LLP STORMWATER MANAGEMENT NARRATIVE PROPOSED HOTEL on the WAKITA MOTEL PROPERTY TOWN OF QUEENSBURY, NEW YORK February 2004 Revised April 14, 2004 INTRODUCTION: 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 f 4. • management facilities. Hydrocad employs The United States Department of Agriculture's Soil Conservation Service (SCS) Technical Release 20 (TR-20). Pertinent results for the TR-20 2, 10, 50 and 100 year storms are included. Full results for the 25 year storm event are also submitted to illustrate the parameters used for the model and show the adequacy of the pipe sizes for conveying that storm magnitude. A summary of all 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. 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 t a 0 E 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 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 five 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 result in a higher peak rate of runoff after development. The storm management facilities have been designed to attenuate the peak flows and ensure that discharges from the property or equal or less than existing values. 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 thirteen 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 the subcatchments numbered in the "20" and "40" series. A preliminary hydraulic model of this project was prepared in February of 2004. During the April revision, the original subcatchments #2 and #4 were further divided to measure the contribution to each individual catch basin. The model was also 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 updated to represent the pipe runs between catch basins and verify the conveyance capacity for the selected pipe sizes. Site plan changes are also reflected in the revised hydraulic model. The footprint of the hotel building has been reduced, the entrance from Route 9 has been narrowed and temporary sediment basins have been added to the plan. An overall reduction in impervious surfaces has resulted from the site plan revisions. 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 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))*1.8) / 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 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 T 4 0 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 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 _Mystery Tour Coaster NE PondSW Pond (S100/S1) (S200/S3) (5400/R100) (Pond 1) (Pond 2) 2yr, 2.5" 0/0 0/0 0.05/0.02 19" 13" 10yr, 3.9" 0/0 0/0 1.71/0.70 28" 19" 25 yr, 4.7" 0 / 0 0 / 0 3.34 / 1.43 32" 20" 50yr, 5.0" 0/0 0/0 4.03/1.76 34" 21" 100 yr, 5.6" 0.01 / 0 0/0 5.54 / 2.60 38" 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. 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 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 sizes are sufficient to convey the runoff generated by a 25 year storm without any surcharge. The results for Reach #1 through #8 in the 25 year storm Hydrocad data verify this claim. 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 by: J Z; 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 0 0 t00 AT rAPO O AT SCAPE REMAINING MOTEL AREA ATGP DRAINS TO 'MAGICAL pp 7R NE ._ J �AOTFIOW WIN PKNG ' 2N O 4tS ON PKNG DRAWST.. O O a d00$ 'MAGICAL.' 2i$ PIPE DRAWS TO NE R ENTRANCE PIPE CORNER DRAWS TO FROM � A2S POOL CORNER 2P �— FRNT PKNG t005 455 PROP.6ASWRS� OUTFALL� DRAINS ROUND CORNER ND \ ❑ �O PS TO RO \ POOL AREA d3S) PIPE PIPE Subcat Reach Aon Link PIPE \ I 3R O GREEN SPACE PIP REAR PARKING 22S SACKTARD 75 DRAINS TO ROUND POND RD rA WAKITA MOTEL - PRELIMINARY Prepared by Environmental Design - msm 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 0.010 100.15 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 2 Year Storm Event WAKITA MOTEL (final) Prepared by Environmental Design - msm HydroCAD® 7.00 s!n 000476 © 1986-2003 Appl Type /l 24-hr 2 YEAR Rainfall=2.50" 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= 5.00-20.00 hrs, dt= 0.05 hrs Type 1124-hr 2 YEAR Rainfall=2.50" 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 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 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 Length Slope Velocity iin) (feet) (ft/ft) (ft/sec) 8.2 150 0.0800 0.3 Capacity 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= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YEAR Rainfall=2.50" Area (so CN Description 52,680 30 Woods, Good, HSG A Tc iin) Length (feet) Slope (ft/ft) Velocity (ft/sec) 4.3 150 0.4000 0.6 Description Lag/CN Method, E WAKITA MOTEL (final) Prepared by Environmental Design - msm HvdroCAD® 7.00 s/n 000476 n 19A6-9nns Anni Type/1 24-hr 2 YEAR Rainfall=2.50" 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= 5.00-20.00 hrs, dt= 0.05 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) (f /sec) 9.1 250 0.2000 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= 5.00-20.00 hrs, dt= 0.05 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 Velocity iin) (feet) (ft/ft) (ft/sec) 9.3 500 0.1400 0.9 Capacity Description Lag/CN Method, Reach 100: EXIST SWALE TO GREAT ESCAPE Inflow Area = 1.970 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 af, Atten= 3%, Lag= 9.2 min Routing by Stor-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 Side Slope Z-value= 2.0 7' Length= 100.0' Slope= 0.0100 'P C, • WAKITA MOTEL (final) Prepared by Environmental Design - msm Type 1124-hr 2 YEAR Rainfall=2.50" Pond 1P: NATURAL BASIN AT NE CORNER Inflow Area = 1.535 ac, Inflow Depth = 1.10" for 2 YEAR event Inflow = 2.90 cfs @ 11.92 hrs, Volume= 0.141 of Outflow = 0.00 cis @ 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= 97.63' @ 20.00 hrs Surf.Area= 4,638 sf Storage= 6,128 cf Plug -Flow detention time= (not calculated) Center -of -Mass det. time= (not calculated) # Invert Avail.Storage Storage Description 1 96.00' 49,637 of Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 96.00 2,347 0 0 98.00 5,150 7,497 7,497 100.00 7,760 12,910 20,407 102.00 10,350 18,110 38,517 103.00 11,890 11,120 49,637 Pond 2P: PROP. BASIN SW CORNER Inflow Area = 0.659 ac, Inflow Depth = 2.11" for 2 YEAR event Inflow = 2.42 cis @ 11.91 hrs, Volume= 0.116 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cis @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 101.13' @ 20.00 hrs Surf.Area= 4,616 sf Storage= 5,040 cf Plug -Flow detention time= (not calculated) Center -of -Mass det. time= (not calculated) # Invert Avail.Storage Storage Description 1 100.00, 25,688 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 100.00 3,200 0 0 102.00 5,700 8,900 8,900 104.00 7,270 12,970 21,870 104.50 8,000 3,818 25,688 # 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 WAKITA MOTEL (final) Prepared by Environmental Design - msm 3.20 3.32 Type 11 24-hr 2 YEAR Rainfall=2.50" ary OutFlow Max=0.00 cfs @ 5.00 hrs HW=100.00' (Free Discharge) 1=Culvert ( Controls 0.00 cfs) rim 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 10 Year Storm Event WAKITA MOTEL (final) Prepared by Environmental Design - msm HvdroCAD® 7.00 s/n 000476 (c� IW-2003 Ann[ Type 11 24-hr 10 YEAR Rainfall=3.90" 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= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YEAR Rainfall=3.90" Area (sf) CN Description 32,823 30 Woods, Good, HSG A Tc Length Slope Velocity iin) (feet) (ft/ft) (ft/sec) 3.3 110 0.4000 0.5 Capacity Description Lag/CN Method, 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 (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 iin) (feet) (ft/ft) (ft/sec) 8.2 150 0.0800 0.3 Capacity 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= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YEAR Rainfall=3.90" Area (sf) CN Description ' 52,680 30 Woods, Good, HSG A Tc iin) Length (feet) Slope (ft/ft) Velocity (ft/sec) 4.3 150 0.4000 0.6 Description Lag/CN Method, w WAKITA MOTEL (final) Prepared by Environmental Design - msm HvdroCAD® 7.00 s/n 000476 © t986-2nn3 Annl Type 11 24-hr 10 YEAR Rainfall=3.90" 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= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YEAR Rainfall=3.90" Area (so CN Description 50,474 30 Woods, Good, HSG A Tc Length 9.1 250 0.2000 0.5 Description Lag/CN Method, Subcatchment 40OS: DRAINS TO FRONT CORNER Runoff = 1.71 cfs @ 12.04 hrs, Volume= 0.107 af, Depth= 0.46" 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 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 iin) (feet) (ft/ft) (ft/sec) 9.3 500 0.1400 0.9 Description Lag/CN Method, Reach 100: EXIST SWALE TO GREAT ESCAPE Inflow Area = 1.970 ac, Inflow Depth = 0.41" for 10 YEAR event Inflow = 0.70 cfs @ 12.04 hrs, Volume= 0.067 of Outflow = 0.65 cfs @ 12.11 hrs, Volume= 0.066 af, Atten= 7%, Lag= 3.8 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 = 0.4 fps, Avg. Travel Time= 4.0 min Peak Depth= 0.08' @ 12.07 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 T 4 WAKITA MOTEL (final) Prepared by Environmental Design - msm HvdroCADO 7.00 s/n 000476 © 1986-2003 Annl Type 1124-hr 10 YEAR Rainfall=3.90" Pond 1 P: NATURAL BASIN AT NE CORNER Inflow Area = 1.535 ac, Inflow Depth = 1.77" for 10 YEAR event Inflow = 4.59 cfs @ 11.92 hrs, Volume= 0.227 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= 98.37' @ 20.00 hrs Surf.Area= 5,629 sf Storage= 9,865 cf Plug -Flow detention time= (not calculated) Center -of -Mass det. time= (not calculated) # Invert Avail.Storage Storage Description 1 96.00' 49,637 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 96.00 2,347 0 0 98.00 5,150 7,497 7,497 100.00 7,760 12,910 20,407 102.00 10,350 18,110 38,517 103.00 11,890 11,120 49,637 Pond 2P: PROP. BASIN SW CORNER Inflow Area = 0.659 ac, Inflow Depth = 3.38" for 10 YEAR event Inflow = 3.82 cfs @ 11.91 hrs, Volume= 0.185 of Outflow = 0.05 cfs @ 17.33 hrs, Volume= 0.021 af, Atten= 99%, Lag= 325.2 min Primary = 0.05 cfs @ 17.33 hrs, Volume= 0.021 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 101.62' @ 17.33 hrs Surf.Area= 5,226 sf Storage= 7,212 cf Plug -Flow detention time= 569.0 min calculated for 0.021 of (11 % of inflow) Center -of -Mass det. time= 311.1 min ( 1,040.3 - 729.2 ) # Invert Avail.Storage Storage Description 1 100.00, 25,688 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 100.00 3,200 0 0 102.00 5,700 8,900 8,900 104.00 7,270 12,970 21,870 104.50 8,000 3,818 25,688 1 Primary 101.50' 8.0" x 20.0' long Culvert CMP, end -section conforming to fill, Ke= 0.50 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 WAKITA MOTEL (final) Type II 24-hr 10 YEAR Rainfall=3.90" Prepared by Environmental Design - msm 3.20 3.32 rimary QutFlow Max=0.05 cfs @ 17.33 hrs HW=101.62' (Free Discharge) 1=Culvert (Inlet Controls 0.05 cfs @ 1.2 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 25 Year Storm Event WAKITA MOTEL (final) Type 11 24-hr 25 YEAR Rainfall=4.70" Prepared by Environmental Design - msm Page 1 HydroCAD® 7.00 s/n 000476 © 1986-2003 Applied Microcomputer Systems 4/14/2004 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= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YEAR Rainfall=4.70" Area (so CN Description 32,823 30 Woods, Good, HSG A Tc Length Slope Velocity iin) (feet) (ft/ft) (ft/sec) 3.3 110 0.4000 0.5 Description Lag/CN Method, Subcatchment 3S: DRAINS TO "MAGICAL..." Runoff = 0.00 cfs @ 18.01 hrs, Volume= 0.000 af, Depth= 0.03" 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 4,300 39 >75% Grass cover, Good, HSG A 4,300 30 Woods, Good, HSG A 8,600 35 Weighted Average Tc Length Slope lin) (feet) (ft/ft) 8.2 150 0.0800 Velocity Capacity Description 0.3 Lag/CN Method, Subcatchment 5S: REMAINING MOTEL AREA Runoff = 1.43 cfs @ 12.03 hrs, Volume= 0.080 af, Depth= 0.73" 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 42,025 15,100 39 >75% Grass cover, Good, HSG A 98 Paved parking & roofs 57,125 55 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 250 0.0500 0.5 Lag/CN Method, WAKITA MOTEL (final) Type 1124-hr 25 YEAR Rainfall=4.70" Prepared by Environmental Design - msm Page 2 HvdroCAD® 7.00 s/n 000476 C 1986-2003 Applied Microcomputer Systems 4/14/2004 Subcatchment 21S: POOL Runoff = 0.82 cfs @ 11.91 hrs, Volume= 0.039 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 (so CN Description 5,000 98 Paved parking & roofs To Length Slope Velocity iin) (feet) (ft/ft) (ft/sec) 1.7 100 0.0200 1.0 Description Lag/CN Method, Subcatchment 22S: BACKYARD Runoff = 0.46 cfs @ 11.91 hrs, Volume= 0.022 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 (so CN Description 2,780 98 Paved parking & roofs To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 100 0.0200 1.0 Lag/CN Method, Subcatchment 23S: REAR PARKING Runoff = 1.05 cfs @ 11.90 hrs, Volume= 0.049 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 6,300 98 Paved parking & roofs To Length Slope Velocity iin) (feet) (ft/ft) (ft/sec) 1.5 150 0.0500 1.7 Description Lag/CN Method, Subcatchment 24S: MAIN PKNG Runoff = 3.32 cfs @ 11.92 hrs, Volume= 0.163 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" \ • i WAKITA MOTEL (final) Prepared by Environmental Design - msm HvdroCAD® 7.00 s/n 000476 © 1986-2003 ADD[ Area (sf) CN Description 20,800 98 Paved parking & roofs Tc Length Slope Velocity iin) (feet) (ft/ft) (ft/sec) 2.5 250 0.0400 1.7 Description Lag/CN Method, Type 11 24-hr 25 YEAR Rainfall=4.70" Page 3 ...i..�.... A N A Innn A Subcatchment 25S: GREEN SPACE Runoff = 0.01 cfs @ 12.90 hrs, Volume= 0.006 af, Depth= 0.11" 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 31,985 39 >75% Grass cover, Good, HSG A Tc Length Description 6.3 220 0.2000 0.6 Lag/CN Method, Subcatchment 41S: FRONT PKNG Runoff = 1.20 cfs @ 11.91 hrs, Volume= 0.057 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 7,280 98 Paved parking & roofs Tc Length Description 1.7 100 0.0200 1.0 Lag/CN Method, Subcatchment 42S: FRNT PKNG Runoff = 1.74 cfs @ 11.91 hrs, Volume= 0.083 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 (so CN Description 10,570 98 Paved parking & roofs Tc Length Description 1.7 150 0.0400 1.5 Lag/CN Method, • 0 WAKITA MOTEL (final) Type 11 24-hr 25 YEAR Rainfall=4.70" Prepared by Environmental Design - msm Page 4 HydroCAD® 7.00 s/n 000476 © 1986-2003 Applied Microcomputer Systems 4/14/2004 Subcatchment 43S: ENTRANCE Runoff = 0.29 cfs @ 11.89 hrs, Volume= 0.013 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 1,690 98 Paved parking & roofs Tc Length Description 0.8 100 0.1000 2.2 Lag/CN Method, Subcatchment 44S: RTE 9 ENTRANCE Runoff = 1.23 cfs @ 11.92 hrs, Volume= 0.060 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 7,600 98 Paved parking & roofs Tc Length Slope Velocity iin) (feet) (ft/ft) (ft/sec) 2.2 175 0.0300 1.4 Capacity Description Lag/CN Method, Subcatchment 45S: POOL AREA Runoff = 0.26 cfs @ 11.90 hrs, Volume= 0.012 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 1,550 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description 1.1 100 0.0500 1.6 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= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24-hr 25 YEAR Rainfall=4.70" 0 • WAKITA MOTEL (final) Type // 24-hr 25 YEAR Rainfall=4.70" Prepared by Environmental Design - msm Page 5 HydrOCADO 7.00 s/n 000476 © 1986-2003 Applied Microcomputer Systems _ 4/14/2004 Area (sf) CN Description 52,680 30 Woods, Good, HSG A Tc Length Description 4.3 150 0.4000 0.6 Lag/CN Method, 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= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YEAR Rainfall=4.70" Area (so CN Description 50,474 30 Woods, Good, HSG A Tc Length Capacity Description 9.1 250 0.2000 0.5 Lag/CN Method, Subcatchment 300S: 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= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YEAR Rainfall=4.70" Area (so CN Description 39,109 30 Woods, Good, HSG A Tc Length Slope Velocity Capacity Description 10.0 300 0.2200 0.5 Lag/CN Method, Subcatchment 400S: DRAINS TO FRONT CORNER Runoff = 3.34 cfs @ 12.03 hrs, Volume= 0.182 af, Depth= 0.78" 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 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 • 0 WAKITA MOTEL (final) Type 1124-hr 25 YEAR Rainfall=4.70" Prepared by Environmental Design - msm Page 6 HydroCAD® 7.00 s/n 000476 © 1986-2003 Applied Microcomputer Systems 4/14/2004 Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 9.3 500 0.1400 0.9 Lag/CN Method, Reach 1 R: OUTFLOW Inflow Area = 0.801 ac, Inflow Depth = 4.10" for 25 YEAR event Inflow = 5.56 cfs @ 11.92 hrs, Volume= 0.273 of Outflow = 5.54 cfs @ 11.92 hrs, Volume= 0.273 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= 14.8 fps, Min. Travel Time= 0.0 min Avg. Velocity = 4.9 fps, Avg. Travel Time= 0.1 min Peak Depth= 0.43' @ 11.92 hrs Capacity at bank full= 21.80 cfs 15.0" Diameter Pipe n= 0.012 Length= 30.0' Slope= 0.0970 7' Reach 2R: PIPE Inflow Area = 0.323 ac, Inflow Depth = 4.10" for 25 YEAR event Inflow = 2.26 cfs @ 11.91 hrs, Volume= 0.110 of Outflow = 2.24 cfs @ 11.91 hrs, Volume= 0.110 af, Atten= 1 %, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity-- 10.0 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.3 fps, Avg. Travel Time= 0.3 min Peak Depth= 0.33' @ 11.91 hrs Capacity at bank full= 9.61 cfs 12.0" Diameter Pipe n= 0.012 Length= 65.0' Slope= 0.0620 T Reach 3R: PIPE Inflow Area = 0.179 ac, Inflow Depth = 4.10" for 25 YEAR event Inflow = 1.25 cfs @ 11.91 hrs, Volume= 0.061 of Outflow = 1.22 cfs @ 11.92 hrs, Volume= 0.061 af, Atten= 2%, Lag= 0.5 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 6.2 fps, Min. Travel Time= 0.3 min Avg. Velocity = 2.0 fps, Avg. Travel Time= 0.8 min Peak Depth= 0.30' @ 11.92 hrs Capacity at bank full= 6.22 cfs 12.0" Diameter Pipe n= 0.012 Length= 100.0' Slope= 0.0260'/' • 0 WAKITA MOTEL (final) Prepared by Environmental Design - msm Reach 4R: PIPE Type If 24-hr 25 YEAR Rainfall=4.70" Page 7 Inflow Area = 0.115 ac, Inflow Depth = 4.10" for 25 YEAR event Inflow = 0.82 cfs @ 11.91 hrs, Volume= 0.039 of Outflow = 0.80 cfs @ 11.92 hrs, Volume= 0.039 af, Atten= 3%, Lag= 0.7 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.0 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.0 fps, Avg. Travel Time= 1.2 min Peak Depth= 0.37' @ 11.91 hrs Capacity at bank full= 2.73 cfs 12.0" Diameter Pipe n= 0.012 Length= 70.0' Slope= 0.0050'/' Reach 5R: OUTFALL Inflow Area = 0.445 ac, Inflow Depth = 4.10" for 25 YEAR event Inflow = 3.15 cfs @ 11.91 hrs, Volume= 0.152 of Outflow = 3.12 cfs @ 11.91 hrs, Volume= 0.152 af, Atten= 1 %, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 10.4 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.4 fps, Avg. Travel Time= 0.3 min Peak Depth= 0.37' @ 11.91 hrs Capacity at bank full= 16.71 cfs 15.0" Diameter Pipe n= 0.012 Length= 70.0' Slope= 0.0570'P Reach 6R: PIPE Inflow Area = 0.036 ac, Inflow Depth = 4.10" for 25 YEAR event Inflow = 0.26 cfs @ 11.90 hrs, Volume= 0.012 of Outflow = 0.25 cfs @ 11.90 hrs, Volume= 0.012 af, Atten= 3%, Lag= 0.4 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity-- 5.2 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.7 fps, Avg. Travel Time= 0.9 min Peak Depth= 0.11' @ 11.90 hrs Capacity at bank full= 9.30 cfs 12.0" Diameter Pipe n= 0.012 Length= 90.0' Slope= 0.0580 'P Reach 7R: PIPE Inflow Area = 0.167 ac, Inflow Depth = 4.10" for 25 YEAR event Inflow = 1.20 cfs @ 11.91 hrs, Volume= 0.057 of Outflow = 1.16 cfs @ 11.92 hrs, Volume= 0.057 af, Atten= 3%, Lag= 0.7 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity-- 7.0 fps, Min. Travel Time= 0.4 min Avg. Velocity = 2.3 fps, Avg. Travel Time= 1.2 min • WAKITA MOTEL (final) Type 1124-hr 25 YEAR Rainfall=4.70" Prepared by Environmental Design - msm Page 8 HydroCAD® 7.00 s/n 000476 © 1986-2003 Applied Microcomputer Systems 4/1412004 Peak Depth= 0.27' @ 11.91 hrs Capacity at bank full= 7.62 cfs 12.0" Diameter Pipe n= 0.012 Length= 160.0' Slope= 0.0390'P Reach 8R: PIPE Inflow Area = 0.039 ac, Inflow Depth = 4.10" for 25 YEAR event Inflow = 0.29 cfs @ 11.89 hrs, Volume= 0.013 of Outflow = 0.28 cfs @ 11.90 hrs, Volume= 0.013 af, Atten= 4%, Lag= 0.4 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 2.3 fps, Min. Travel Time= 0.3 min Avg. Velocity = 0.7 fps, Avg. Travel Time= 1.0 min Peak Depth= 0.22' @ 11.90 hrs Capacity at bank full= 2.76 cfs 12.0" Diameter Pipe n= 0.012 Length= 45.0' Slope= 0.0051 T Reach 100: EXIST SWALE TO GREAT ESCAPE Inflow Area = 1.970 ac, Inflow Depth = 0.85" for 25 YEAR event Inflow = 1.43 cfs @ 12.03 hrs, Volume= 0.139 of Outflow = 1.34 cfs @ 12.08 hrs, Volume= 0.138 af, Atten= 7%, Lag= 2.7 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 1.1 fps, Min. Travel Time= 1.6 min Avg. Velocity = 0.5 fps, Avg. Travel Time= 3.4 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 'P Pond 1 P: NATURAL BASIN AT NE CORNER Inflow Area = 1.535 ac, Inflow Depth = 2.19" for 25 YEAR event Inflow = 5.54 cfs @ 11.92 hrs, Volume= 0.280 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= 98.73' @ 20.00 hrs Surf.Area= 6,098 sf Storage=12,186 cf Plug -Flow detention time= (not calculated) Center -of -Mass det. time= (not calculated) # Invert Avail.Storage Storage Description 1 96.00' 49,637 cf Custom Stage Data (Prismatic) Listed below WAKITA MOTEL (final) Prepared by Environmental Design - msm Type 11 24-hr 25 YEAR Rainfall=4.70" Page 9 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 96.00 2,347 0 0 98.00 5,150 7,497 7,497 100.00 7,760 12,910 20,407 102.00 10,350 18,110 38,517 103.00 11,890 11,120 49,637 Pond 2P: PROP. BASIN SW CORNER Inflow Area = 0.659 ac, Inflow Depth = 4.10" for 25 YEAR event Inflow = 4.62 cfs @ 11.91 hrs, Volume= 0.225 of Outflow = 0.14 cfs @ 13.59 hrs, Volume= 0.059 af, Atten= 97%, Lag= 100.6 min Primary = 0.14 cfs @ 13.59 hrs, Volume= 0.059 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 101.71' @ 13.59 hrs Surf.Area= 5,333 sf Storage= 7,595 cf Plug -Flow detention time= 359.4 min calculated for 0.059 of (26% of inflow) Center -of -Mass det. time= 208.1 min ( 936.1 - 728.0 ) # Invert Avail.Storage Storage Description 1 100.00, 25,688 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 100.00 3,200 0 0 102.00 5,700 8,900 8,900 104.00 7,270 12,970 21,870 104.50 8,000 3,818 25,688 # 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 �maryOutFlow Max=0.14 cfs @ 13.59 hrs HW=101.71' (Free Discharge) 1=Culvert (Inlet Controls 0.14 cfs @ 1.5 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) E 50 Year Storm Event 4 - , • • WAKITA MOTEL (final) Type/1 24-hr 50 YEAR Rainfall=5.00" Prepared by Environmental Design - msm HydroCAD® 7.00 s/n 000476 © 1986-2003 Applied Microcomputer Systems 4/14/2004 Subcatchment 1S: DRAINS TO ROUND POND RD Runoff = 0.00 cfs @ 20.00 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 50 YEAR Rainfall=5.00" _ Area (sf) CN Description 32,823 30 Woods, Good, HSG A Tc Length Slope Velocity iin) (feet) (ft/ft) (ft/sec) 3.3 110 0.4000 0.5 Capacity Description Lag/CN Method, Subcatchment 3S: DRAINS TO "MAGICAL ..." Runoff = 0.00 cfs @ 15.28 hrs, Volume= 0.001 af, Depth= 0.06" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 50 YEAR Rainfall=5.00" 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 Length Slope Velocity iin) (feet) (ft/ft) (ft/sec) 8.2 150 0.0800 0.3 Description Lag/CN Method, Subcatchment 100S: DRAINS TO ROUND POND RD Runoff = 0.00 cfs @ 20.00 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 50 YEAR Rainfall=5.00" _ Area (so 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, WAKITA MOTEL (final) Type 1124-hr 50 YEAR Rainfall=5.00" Prepared by Environmental Design - msm HydroCAD® 7.00 s/n 000476 C 1986-2003 Applied Microcomputer Systems 4/14/2004 Subcatchment 200S: DRAINS TO "MAGICAL..." Runoff = 0.00 cfs @ 20.00 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 1124-hr 50 YEAR Rainfall=5.00" Area (sf) CN Description 50,474 30 Woods, Good, HSG A Tc Length Slope Velocity iin) (feet) (ft/ft) (ft/sec) 9.1 250 0.2000 0.5 Description Lag/CN Method, Subcatchment 400S: DRAINS TO FRONT CORNER Runoff = 4.03 cfs @ 12.03 hrs, Volume= 0.214 af, Depth= 0.92" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 50 YEAR Rainfall=5.00" Area (sfl 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 (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 500 0.1400 0.9 Lag/CN Method, Reach 100: EXIST SWALE TO GREAT ESCAPE Inflow Area = 1.970 ac, Inflow Depth = 1.02" for 50 YEAR event Inflow = 1.76 cfs @ 12.03 hrs, Volume= 0.168 of Outflow = 1.66 cfs @ 12.07 hrs, Volume= 0.167 af, Atten= 5%, Lag= 2.5 min Routing by Stor-Ind+Trans 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= 3.2 min Peak Depth= 0.15' @ 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 T Side Slope Z-value= 2.0 T WAKITA MOTEL (final) Prepared by Environmental Design - msm HvdroCAD® 7.00 s/n 000476 © 1986-2003 Aool Type/1 24-hr 50 YEAR Rainfall=5.00" Pond 1 P: NATURAL BASIN AT NE CORNER Inflow Area = 1.535 ac, Inflow Depth = 2.35" for 50 YEAR event Inflow = 5.90 cfs @ 11.92 hrs, Volume= 0.301 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= 98.87' @ 20.00 hrs Surf.Area= 6,282 sf Storage= 13,096 cf Plug -Flow detention time= (not calculated) Center -of -Mass det. time= (not calculated) # Invert Avail.Storage Storage Description 1 96.00' 49,637 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 96.00 2,347 0 0 98.00 5,150 7,497 7,497 100.00 7,760 12,910 20,407 102.00 10,350 18,110 38,517 103.00 11,890 11,120 49,637 Pond 212: PROP. BASIN SW CORNER Inflow Area = 0.659 ac, Inflow Depth = 4.37" for 50 YEAR event Inflow = 4.92 cfs @ 11.91 hrs, Volume= 0.240 of Outflow = 0.20 cfs @ 13.07 hrs, Volume= 0.074 af, Atten= 96%, Lag= 69.4 min Primary = 0.20 cfs @ 13.07 hrs, Volume= 0.074 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 101.75' @ 13.07 hrs Surf.Area= 5,384 sf Storage= 7,774 cf Plug -Flow detention time= 320.6 min calculated for 0.073 of (31 % of inflow) Center -of -Mass det. time= 186.8 min ( 914.4 - 727.6 ) # Invert Avail.Storage Storage Description 1 100.00, 25,688 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 100.00 3,200 0 0 102.00 5,700 8,900 8,900 104.00 7,270 12,970 21,870 104.50 8,000 3,818 25,688 # 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 WAKITA MOTEL (final) Type 11 24-hr 50 YEAR Rainfall=5.00" Prepared by Environmental Design - msm HydroCAD@ 7.00 s/n 000476 © 1986-2003 Applied Microcomputer Systems 4/14/2004 3.20 3.32 Primary OutFlow Max=0.20 cfs @ 13.07 hrs HW=101.75' (Free Discharge) L1=Culvert (Inlet Controls 0.20 cfs @ 1.7 fps) '2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 171 100 Year Storm Event 0 0 WAKITA MOTEL (final) Prepared by Environmental t - msm Type 11 24-hr 100 YEAR Rainfall=5.60" 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= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YEAR Rainfall=5.60" Area (so CN Description 32,823 30 Woods, Good, HSG A Tc Length Slope Description 3.3 110 0.4000 0.5 Lag/CN Method, Subcatchment 3S: DRAINS TO "MAGICAL ..." Runoff = 0.00 cfs @ 12.92 hrs, Volume= 0.002 af, Depth= 0.13" 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 4,300 39 >75% Grass cover, Good, HSG A 4,300 30 Woods, Good, HSG A 8,600 35 Weighted Average Tc Length Capacity Description 8.2 150 0.0800 0.3 Lag/CN Method, Subcatchment 100S: 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= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YEAR Rainfall=5.60" Area (sf) CN Description 52,680 30 Woods, Good, HSG A Tc iin) Length (feet) Slope (ftlft) Velocity (it/sec) 4.3 150 0.4000 0.6 Description Lag/CN Method, WAKITA MOTEL (final) Prepared by Environmental Design - msm HydroCAD® 7.00 s/n 000476 © 1986-2003 Annl Type // 24-hr 100 YEAR Rainfall=5.60" Subcatchment 20OS: DRAINS TO "MAGICAL..." Runoff = 0.00 cfs @ 18.89 hrs, Volume= 0.002 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 (sf) CN Description 50,474 30 Woods, Good, HSG A Tc Length Slope Description 9.1 250 0.2000 0.5 Lag/CN Method, Subcatchment 40OS: DRAINS TO FRONT CORNER Runoff = 5.54 cfs @ 12.02 hrs, Volume= 0.283 af, Depth= 1.21" 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 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 iin) (feet) (ft/ft) (ft/sec) 9.3 500 0.1400 0.9 Description Lag/CN Method, Reach 100: EXIST SWALE TO GREAT ESCAPE Inflow Area = 1.970 ac, Inflow Depth = _ 1.39" for 100 YEAR event Inflow = 2.60 cfs @ 12.03 hrs, Volume= 0.228 of Outflow = 2.49 cfs @ 12.06 hrs, Volume= 0.227 af, Atten= 4%, Lag= 2.1 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 1.3 fps, Min. Travel Time= 1.2 min Avg. Velocity = 0.6 fps, Avg. Travel Time= 2.9 min Peak Depth= 0.19' @ 12.05 hrs Capacity at bank full= 328.86 cfs 10.00' x 3.00' deep channel, n= 0.035 Length=100.0' Slope= 0.01 00T Side Slope Z-value= 2.0 T 4+ W 0 is WAKITA MOTEL (final) Prepared by Environmental Design - msm HydroCAD@ 7.00 s/n 000476 @ 1986-2003 Ann] Type // 24-hr 100 YEAR Rainfall=5.60" Pond 1 P: NATURAL BASIN AT NE CORNER Inflow Area = 1.535 ac, Inflow Depth = 2.69" for 100 YEAR event Inflow = 6.63 cfs @ 11.92 hrs, Volume= 0.344 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= 99.16' @ 20.00 hrs Surf.Area= 6,662 sf Storage= 14,975 of Plug -Flow detention time= (not calculated) Center -of -Mass det. time= (not calculated) # Invert Avail.Storage Storage Description 1 96.00' 49,637 of Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 96.00 2,347 0 0 98.00 5,150 7,497 7,497 100.00 7,760 12,910 20,407 102.00 10,350 18,110 38,517 103.00 11,890 11,120 49,637 Pond 2P: PROP. BASIN SW CORNER Inflow Area = 0.659 ac, Inflow Depth = 4.91" for 100 YEAR event Inflow = 5.52 cfs @ 11.91 hrs, Volume= 0.269 of Outflow = 0.37 cfs @ 12.49 hrs, Volume= 0.103 af, Atten= 93%, Lag= 34.4 min Primary = 0.37 cfs @ 12.49 hrs, Volume= 0.103 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 101.85' @ 12.49 hrs Surf.Area= 5,508 sf Storage= 8,217 cf Plug -Flow detention time= 271.0 min calculated for 0.103 of (38% of inflow) Center -of -Mass det. time= 157.9 min ( 885.0 - 727.1 ) # Invert Avail.Storage Storage Description 1 100.00, 25,688 of Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 100.00 3,200 0 0 102.00 5,700 8,900 8,900 104.00 7,270 12,970 21,870 104.50 8,000 3,818 25,688 # 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 ,. ti 4 0 WAKITA MOTEL (final) Type II 24-hr 100 YEAR Rainfall=5.60" Prepared by Environmental Design - msm HydroCAD® 7.00 s/n 000476 © 1986-2003 Applied Microcomputer Systems 4/14/2004 3.20 3.32 Primary OutFlow Max=0.37 cis @ 12.49 hrs HW=101.85' (Free Discharge) 1=Culvert (Inlet Controls 0.37 cis @ 2.0 fps) L 2=Broad-Crested Rectangular Weir ( Controls 0.00 cis)