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Final Drainage Report
, ' ' ' t FINAL DRAINAGE REPORT ' FOR , VAIL'S FRONT DOOR t P3 & J PARK & GARAGE ' VAIL, COLORADO ' Prepared For: ' Vail Resorts Development Company Post Office Box 959 Avon, Colorado 81620 ' Prepared By: Peak Civil Engineering, Inc. ' 1000 Lion's Ridge Loop Vail, Colorado 81657 ' November, 2003 ' RECEIVED � ��;�►� ---: Q � L�;u-� 1 t��,,� i.•� w��Ks 1 0 _ od� � � 8 ' PEAK L.AND CONSULTANTS, �NC. 970-476-8644•FAX 970-476-8616• I000 L10N'S RIDGE LOOP•VAIL CO 81657 PEAK LAND SURVEYING, INC./PEAK CIVIL ENGINEERING, INC. 970-726-3232•FAX 970-726-4343•78436 US HWY 40,P.O.BOX 1680•WINTER PARK,CO 80482 ' ' , TABLE OF CONTENTS ' vl I. SITE VICINITY MAP ............................................................. ' II. GENERAL LOCATION AND DESCRIPTION .................................1 III. PURPOSE OF THE STUDY.........................................................1 ' ROLOGIC ANALYSIS ........ •••••1 IV. HYD .......................................... A. Development of Basic Data and Constraints .................................1 ' B. Drainage Basin Description .....................................................2 C. Hydrologic Data ..................................................................3 D. Runoff Calculation Result Tables ..............................................3 ' E. Groundwater .......................................................................4 V. DRAINAGE FACILITY DESIGN .................................................4 ' A. General Concept ..................................................................4 B. Hydraulic Calculations and Data ................................................5 C. Water Quality Design and Improvements .....................................5 ' D. Construction Stormwater Quality Criteria .....................................5 VI. CONCLUSIONS ......................................................................6 ' VII. APPENDIX A—HYDROLOGIC CALCULATIONS - Rational Method Runoff Calculations , - Town of Vail master Drainage Study Basin GC1 Calculations - Table RO-5 Runoff Coefficient, C - Town of Vail IDF Curve ' VIII. APPENDIX B —HYDRAULIC CALCULATIONS - Curb and Gutter/Street Capacity Calculations ' - Inlet Capacity Calculations - Storm Sewer Capacity Calculations - Sand/Oil Separator Details ' IX. APPENDIX C—PLAN SHHETS ' = Pre-Development Drainage Basin Plan Post-Development Drainage Basin Plan - Drainage Plan ' ' , ' � ' - _ T � �. � �� ' , � �-.��,�� � �o� � /�., •_\ ,.y; , \ _`\E\ / LOT A 1 ' �\ • ,\ `�y �: � l0T F � wre \ � - � �----- �' � inr e � � � � �oTe j `� �'� I � ----- ----------- `�--__--- _ _____ SI TE .,.. lDf M tDi p ' ' �,, I LDf 1 l0T E � �' ---- ---------1 ' � � /' ' -- -------- � _��'.�=_,.. � I /., � �.�..�. ..�. ; ��ors�.-ie \ I ' �, /, --- —'� � - micr a lOfO � IAfA '� � a.....�..�..m ,� � � ----------- , -_`__ � . � , 1 , ------ : �. �_ __ � . � y." /. ,i ' '°�`__ �----------_.� ��----- ___ � �---�------�� /"� �I �.� � I _ ' I °'""�,�,� 4 IDTF / _/ \ �...� � 4K) /'�� I � I � �/" /" \ /J /"' __.—"_� O =� �� � �\ 1.=P-7 / /. � I I 4 I ' "�� "'` � : . ivr a i'' nucr c �" �E � 'I � � . � _ j �I � � �_ / a,� I '\ / /A P�6 lDf J \ lDi N � lDi i 1��� iitu r�i.sr�,• � l07 1 � l.91 RlO 4M N � —__ M1�Y I I �Y/Nwaa I V /: ' � L0.ta/MUIO' \ .�" -' /�- -y� / �j.• � / LDT 0 /' � W ,1 I A PMV�lOf I ' � ' �.• i- l � '�b� �., �. / a„ �v' �.� �i� \, `�� '�*a \ I '"� �-- /" , r .�� ��� t' �-' lDf R 4�� ^/ iu[��mrw�VlO' \ �__� / �'' ' _�_.�� '� ' ` ' / . ``� �iOGI 1 LOT U� �`, ��' �� (WiL`�LtA4E.A6f R11G) ,' __� � 1NACf X � T � �'_ � IDT L I � � I1RACf E .��,�,�,.� �,,..� � ��'�' ' ��"�':o , 1 asttt ,u �vrtanc '\ I�o�I '�m�tt o-i ''° — — wr t----- ---- �f lOT R �21!PAZ 70n� � m ■DO(I i nua.w�ce."x�w.� ��or o-� ,, '�� .�.,�, ��----�-----L ��-- ,s:� ur w - �silwnsw9 �- I , "_"__"'J /� � I �I � I ,�E � .� , I ,�E -'__"— T _' __ _ / � , I _--- ----_ _ �-� I — — — — �" �I lAT A 0.0Of 1 �\ � / ' I � ' �m 2 aaac i � v�a vu�c[msr rum , �.� �,���,� y-� �'� �.,.�, `� `� , �w��� , � \`� � ��1,L���---,��---- — ��� I °� �', -�� __ -_-_-- � ; ,.. ,. __T__- � , ,.. ,, �..� i �'� �"� � , ' �' � ,'� i �i/ � ------__- � '� �- _ ' � ',� ��� �, i� � o � � PROJECT NAME: TITLE: -�' � �� P 3 & J PARK AND GARAGE VICINITY MAP _� � VAIL'S FRONT DOOR ' PEAK LAND CONSULTANTS,iNC. DATE: 10-200_ PEAK CML ENGINEERING,INC. SCALE: N�A e�o-a�6-eeaa FAX 970-476-8616 PROJECT No.: 1167 FIGURE No.: V 1 1000 UON'3 FiIDC'F LOOP VA�CO 81857 ' , ' II. GENERAL LOCATION AND DESCRIPTION , A. LOCATION The proposed P3 &J Park and Garage is located on portions of Lot P-3 and a Part , of Lot J, Block SA, Vail Village, First Filing. The site is located south of Hanson Ranch Road and north of Gore Creek Drive in Vail Village, Town of Vail, Colorado. ' B. DESCRIPTION OF PROJECT AND SITE The total area that will be affected by development, including streetscape ' renovations, is approximately 0.8 acres. The existing site consists of an asphalt parking area with small amounts of grass along its outside. The site is surrounded by the Villa Valhalla Condominiuins to the east, Hanson Ranch Road to the south, ' the north/south road known as "the Chute"to the west, and Gore Creek Drive to the North. ' The proposed developinent consists of a below grade parking garage with a park and at-grade parking to be located on top of the garage. Streetscape improvements consisting of curb and gutter, a storm sewer systein, and heated , walkways are proposed for the roads adjacent to the site. The existing site conveys drainage to Gore Creek at the north and to Mill Creek at the west of the , project. The proposed development will alter drainage patterns slightly, as all site drainage will be conveyed directly through the 18"pipe that outlets to Gore Creek. The slight alteration to existing drainage patterns should pose ininimal impact to the overall watershed due to the sites proximity to Gore Creek. The , attached sheets D1 and D2 show the pre- and post-developinent site plans III. PURPOSE OF THE STUDY , The purpose of this report is to analyze the existing hydrologic conditions of the ' site and the potential impacts that development may have. The results of the hydrologic analysis were used to size and design drainage structures on the site and the surrounding streetscape improvements. , IV. HYDROLOGIC ANALYSIS—PEAK FLOW DETERMINATION , A. DEVELOPMENT OF BASIC DATA AND CONSTRAINTS Neither the existing nor the proposed improvements to the site present any substantial constraints in terms of addressing storm drainage. Considering the t relatively small watershed area that required analyzing, the rational method was used to perform stormwater runoff calculations. The 2, 5, 10, 25, 50, and 100- year storm frequencies were analyzed for both pre-development and post- , development conditions. ' November 2003 P-3 &J Park and Garage i ' ' ' B. DRAINAGE BASIN DESCRIPTION In order to analyze the hydraulic capacities of proposed drainage structures the ' site was divided into two on-site drainage basins. The Town of Vail Streetscape project being designed concurrently with this project, calls for one off-site drainage basin to be routed through this projects proposed stonn sewer collection ' system. Additionally, Basin GC 1 as delineated in the Town of Vail Master Drainage study prepared by Muller Engineering conveys stromwater iunoff to the saine outlet location that the P3 & J drainage basins outlet to. Therefore, two off- ' site basins were analyzed to determine peak flow during runoff. Drainage basins were analyzed for both pre and post-development conditions to detei7nine if , development would cause any substantial increases in watershed runoff. Sheets D 1 and D2 show the location and delineation of the three drainage basins. Basin B l, located to the south of the site, is the off-site basin that the Town of tVail Streetscape drainage plan has indicated will run through this projects stonn sewer system. Basin B 1 is 0.550 acres in size and consists of the developed area ' south of the site. Since no additional development is proposed in this basin an analysis was only performed for the pre-development conditions. Existing runoff from this basin travels to Hanson Ranch Road and is conveyed along the existing ' curb and gutter systein and ultimately to Mill Creek. The site development calls for an inlet(Inlet 1) to be installed at the northwestern corner of this basin. Runoff collected in this inlet will be conveyed through the proposed stonn sewer system , and ultimately to Gore Creek. Basin B2 is located on the eastern portion of the site and is 0.216 acres in size. ' The pre-developinent conditions of this basin consist of an asphalt parking lot and surrounding landscaped areas in poor condition. The development of this basin will consist of a portion of the parking garage with an at-grade concrete parking lot located on top. Existing runoff from this basin is collected at an existing inlet , and travels through the existing 18" storm sewer where it is conveyed directly to Gore Creek. The existing drainage pattern of this basin will not be altered with ' the project development. Runoff will be collected by a trench drain at the north end of the parking lot and conveyed to the existing 18" stonn sewer. Basin B2 is part of the larger drainage basin GC1, that has been analyzed in the Muller , Engineering—Town of Vail Master Drainage Study. Increases in peak flow runoff from Basin B2 will be added to the runoff flows calculated for basin GC1 in the Town of Vail Master Drainage Study. ' Basin B3 is located on the western portion of the site and is 0.508 acres in size. The pre-development conditions of this basin consist of an asphalt parking lot, the , Chute, a small amount of roof area, and landscaping ranging from poor to good condition. The development of this basin will consist of a portion of the parking garage with a landscaped park on top, the realignment of the Chute, landscaping , improvements, and streetscape renovations. The existing drainage pattern of this basin conveys drainage to the northwest and ultimately to Mill Creek. The proposed development calls for the installation of a storm sewer collection system ' November 2003 P-3 &J Park and Garage 2 ' ' , which will conve runoff to the northeast and ultimatel dischar 7e into the Y Y � existing 18" stonn sewer which outlets directly to Gore Creek. '.,; ' All three drainage basins, as well as the Master Drainage Study Basin GC1, will convey runoff to the existing 18" storm sewer which outlets directly to Gore Creek. The overall change in existing drainage patterns will have minimal impact . ' on the overall watershed due to the relatively sinall size of the basins and their proximity to Gore Creek. ' C. HYDROLOGIC DATA Peak runoff flow rates were calculated using the rational method. Due to the relatively sinall size of the drainage basins a time of concentration equal to five(5) , minutes was used for all basins. Rainfall intensity was calculated using the Town of Vail Rainfall Intensity-Duration Curve which is attached in the appendix. Runoff Coefficients were obtained by using Table RO-5 froin the Urban Stonn ' Drainage Criteria Manual and each basins respective impervious area. D. RUNOFF CALCULATION RESULTS , The following tables illustrate the pre- and post-development runoff values: BASIN B1 ' Pre-Development Post-Development Change in Runoff Frequency Runoff Runoff Due to Development (yr) (cfs) (cfs) (cfs) ' 2 0.92 - - 5 1.35 - - ' 10 1.66 = _ 25 2.22 50 2.61 - - , 100 3.01 - - IBASIN B2 Pre-Development Post-Development Change in Runoff ' Frequency Runoff Runoff Due to Development (yr) (cfs) (cfs) (cfs) 2 0.27 0.40 +0.13 ' S 0.41 0.58 +0.17 10 0.51 0.72 +0.21 25 0.65 0.87 +0.22 , 50 0.77 1.02 +0.25 100 0.91 1.18 +0.27 t ' November 2003 P-3 &J Park and Garage 3 � � , BASIN B3 Pre-Development Post-Development Change in Runoff ' Frequency Runoff Runoff Due to Development (yr) (cfs) (cfs) (cfs) 2 0.70 0.85 +0.15 , 5 1.04 1.24 +0.20 10 1.30 1.54 +0.24 25 1.64 1.90 +�.26 ' S0 1.96 2.23 +0.27 100 2.29 2.58 +0.29 , The increase in runoff for basin GC1 froin the Town of Vail Master Drainage study can be obtained by using the Chaizge in Runoff Due to Development column ' in the Basin B2 table and adding this value to flows calculated for GC 1. Existing runoff values far Basin GC1 as calculated in the Town of Vail Master Drainage Study are 5.9 cfs for the 25-year event and 8.0 cfs for the 100-year event. All ' supporting hydrologic calculations and figures have been included in the appendix. ' E. GROUNDWATER Groundwater tests performed on site by Jehn Water Consultants indicate that t there is a high water table. Therefore, a considerable groundwater dewatering system will need to be implemented for both construction and permanent dewatering. Jehn Water Consultants has prepared a model that estimates � groundwater flow quantities for both construction dewatering and permanent dewatering systems. They have estimated that the construction dewatering system will convey a flow of 2800-3350 gpm (6.23-7.46cfs) and the permanent , dewatering sytem will convey a maximum flow of 2100-2450 gpin (4.68-5.46 cfs). These flows will be conveyed to the existing 18" storm sewer that outlets directly to Gore Creek. Hydraulic computations for the storm sewer system have ' taken into account the additional flow presented by the dewatering system. 7.46 cfs, the largest flow presented by the dewatering system, was added to stormwater runoff flows where applicable. , V. DRAINAGE FACILITY DESIGN IA. GENERAL CONCEPT A collection system consisting of curb and gutter, inlets, and storm sewer is ' proposed to collect runoff from the drainage basins. All surface water collected by the storm sewer system will be treated with a sand-oil separator to remove sediments and hydrocarbons. The proposed collection system will improve on , existing stormwater runoff by removing the runoff from the surface and adding water quality features. Currently, there are no storm sewer or water quality structures in place around the site. ' ' November 2003 P-3 &J Park and Garage 4 ' , B. HYDRA ULIC CALCULATIONS AND DATA Per Town of Vail regulations, all inlets were designed to collect the stonnwater ' from the 10-year event and all storm sewer pipes were designed to convey stormwater from the 50-year event. , ' Inlet 1 collects stonnwater from Basin B 1 and has a collection capacity of 1.1 cfs. The 10-year event for this basin is 1.6 cfs, therefore 0.5 cfs will bypass this inlet. This bypassed flow has been accounted for in the Town of Vail Streetscape , Drainage Plan being prepared by Muller Engineering. Inlets 2, 3, 4, and 5 collect stonnwater froin Basin B3. Since all 4 inlets collects , storn�water froin similarly sized areas, runoff was assumed to be split evenly between these inlets: A114 inlets can adequately collect stonnwater from the 10- year event. Inlet capacity calculations are shown in the appendix. ' Storm sewer i es were desi ned to ade uatel handle runoff froin the 50- ear PP g q Y Y event. The storm sewer collection system ties into the 18" storm sewer northwest ' of the site that runs from the existing manhole in Gore Creek Drive to Gore Creek. Capacity calculations were completed for this 18" storm sewer to ensure that the 50-year event as well as any additional flow from dewatering operations ' could adequately be conveyed. Runoff from Basin GCl was also taken into account when analyzing the existing storm sewer. Data from the 50-year event was not available for basin GC1, therefore the 100-year event was used in ' analyzing the storm sewer capacity. Storm sewer capacity calculations are shown in the appendix. ' C. WATER OUALITY DESIGN AND IMPROVEMENTS A water quality system was designed to promote the removal of sediment and hydrocarbons from the stonnwater i-unoff. Currently there are no water quality ' features to treat runoff from the site, therefore the proposed system will greatly improve runoff water quality. ' Per Town of Vail Standards, all inlets have been designed with a 1.5' sump below the storm sewer outlet elevations. This sump will promote sedimentation of stormwater before it is discharged. Additionally, a sand oil interceptor has been ' designed to remove oils and sediment from runoff. Groundwater from dewatering operations will bypass the sand oil interceptor and discharge directly to the ' existing 18" storm sewer. D. CONSTRUCTION STORMWATER QUALITY CRITERIA ' During the construction process silt fences, straw bales, and check dams will be used to miniinize sediment transport throughout the site. Silt Fence shall be used to filter sediment from small disturbed areas in sheet flow. Gravel check dams ' and straw bales will be installed to dissipate velocities. Sediinent buildup will be periodically reinoved from behind straw bales and stone check dains during construction. Flow froin dewatering operations will be tested to ensure its , November 2003 P-3 &J Park and Garage 5 ' � ' � a v cleanliness before beinb discharbed. A Stonnwater Man�ement/Best Management Practices Plan will be implemented during the construction process. , VI. CONCLUSIONS ' The proposed development of the P 3 & J Park and Garage does not significantly impact surface stormwater runoff or the downstream watershed. Off-site and on- site drainage basins have been analyzed and used to size proposed drainage ' facilities. Storm sewer and inlets have been designed to adequately convey the appropriate design storms. The proposed drainage system will greatly improve _ stormwater runoff from the site by removing it from the surface. Measures have ' been taken to address stormwater quality during construction and on a permanent basis. ' o�PpO,kEG�sl� Prepared By: c�o�:��8• T'q;Q'•.�� ' • �• • <: . .� r. ; 37277 ; �o:e ,:�� Mark B. arrall, PE � �FS�,��a��oo��G�� Peak Civil Engineering, Inc ,� 1�'�� '"� 1 , ' 1 1 1 ' 1 ' ' November 2003 P-3 &J Park and Garage ( , ' ' � � , � VII. APPENDIX A � HYDROLOGIC CALCULATIONS � � � � � � � � � � � � o �oB NAME P� � �_����r= � �(�_�,, � ��- � �;- CALCULATED BY i��� `� � -- � JOB# PEAK LAND CONSULTANTS,WC. CHECKED BY DATE �� � � = PEAK CML ENGINEERING,INC. 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' h� ..�a�,��P ks cti ., ` - _ ` o-, � — - �' ``�._ -`�� � �� ,y.��� ' `/ i/�_� ' � ` � ��y�� � � :' ��'-°� '� j ,� . ��11��� l� .� .:�'- 1' � �J- T �� l:-f' ���� .\. �� �.�� I 4 , DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF ' ' TABLF RO-5 Runoff Coefficients, C � Percentage Im erviousness T e C and D NRCS H drolo ic Soil Grou s 2- r 5 r 10 r 25 r 50- r 100- r 0% 0.04 0.15 0.25 0.37 0.44 0.50 , 5% 0.08 0.18 0.28 0.39 0.46 0.52 10% 0.11 0.21 0.30 0.41 0.47 0.53 15% 0.14 0.24 0.32 0.43 0.49 0.54 ' 20% 0.17 0.26 0.34 0.44 0.50 0.55 25% 0.20 0.28 0.36 0.46 0.51 0.56 30°/a 0.22 0.30 0.38 0.47 0.52 0.57 35% 0.25 0.33 0.40 0.48 0.53 0.57 ' 40% 0.28 0.35 0.42 0.50 0.54 0.58 45% 0.31 0.37 0.44 0.51 0.55 0.59 50% 0.34 0.40 0.46 0.53 0.57 0.60 ' 55°/a 0.37 0.43 0.48 0.55 0.58 0.62 60% 0.41 0.46 0.51 0.57 0.60 0.63 65°/a 0.45 0.49 0.54 0.59 0.62 0.65 ' 70% 0.49 0.53 0.57 0.62 0.65 0.68 75% 0.54 0.58• 0.62 � 0.66 0.68 0.71 80% 0.60 0.63 0.66 0.70 0.72 0.74 85% 0.66 0.68 0.71 0.75____ OJ7 0.79 ' � 90% 0.73 0.75 0.77 0.80 0.82 0.83 95% 0.80 0.82 0.84 0.87 0.88 0.89 100% 0.89 0.90 0.92 0.94 0.95 0.96 , T e B NRCS H drolo ic Soils Grou 0% 0.02 0.08 0.15 0.25 0.30 0.35 5% 0.04 0.10 0.19 0.28 0.33 0.38 ' 10% 0.06 0.14 0.22 0.31 0.36 0.40 15% 0.08 0.17 0.25 0.33 0.38 0.42 20% 0.12 0.20 0.27 0.35 0.40 0.44 , 25% 0.15 0.22 0.30 0.37 0.41 0.46 30% 0.18 0.25 0.32 0.39 0.43 0.47 35% 0.20 0.27 0.34 0.41 0.44 0.48 40% 0.23 0.30 0.36 0.42 0.46 0.50 � 45% 0.26 0.32 0.38 0.44 0.48 0.51 50% 0.29 0.35 0.40 0.46 0.49 0.52 55% 0.33 0.38 0.43 0.48 0.51 0.54 , 60% 0.37 0.41 0.46 0.51 0.54 0.56 65°/a 0.41 0.45 0.49 0.54 0.57 0.59 70% 0.45 0.49 0.53 0.58 0.60 0.62 ' 75% 0.51 0.54 0.58 0.62 0.64 0.66 80% 0.57 0.59 0.63 0.66 0.68 0.70 85% 0.63 0.66 0.69 0.72 0.73 0.75 90% 0.71 0.73 0.75 0.78 . 0.80 0.81 , 95% 0.79 0.81- 0.83 0.85 0.87 0.88 100°/a 0.89 0.90 0.92 0.94 0.95 0.96 '�,-•�". . 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APPENDIX B � � ' HYDRAULIC CALCULATIONS � � � � � � � � � � � ' Hanson Ranch Road - Street Capacity - B1 ' Worksheet for Irregular Channel ' Project Description Project File p:\1100-1199\1167\docs\street-c.fm2 , Worksheet Hanson Ranch Road Flow Element Irregular Channel Method Manning's Formula Solve For Discharge t Input Data � Channel Siope 0.050000 ft/ft Water Surface Elevation 0.32 ft Elevation range: 0.00 ft to 0.50 ft. ' Station (ft) Elevation (ft) Start Station End Station Roughness 0.00 0.50 0.00 2.00 0.013 0.01 0.00 2.00 10.00 0.015 ' 2.00 0.17 10.00 0.33 � Results Wtd. Mannings Coefficient 0.015 �- �, ., ,- , . � � s�' ' Discharge 5.42 cfs � 1 � � L. "'"'. /; nc�� .�. '. � �., ,.,.. Flow Area 1.06 ftZ ' 's °�`� � Wetted Perimeter 9.97 ft Top Width 9.65 ft ' ('��. ' Height 0.32 ft ' �° Critical Depth 0.42 ft ' Critical Slope 0.004975ft/ft Velocity 5.12 fUs Velocity Head 0.41 ft ' Specific Energy 0.73 ft Froude Number 2.73 Flow is supercritical. ' ' � �____------- � �� - - � - n - � ' . . ` ., _:. � - . � ' :� , � ' 11/12/03 FlowMaster v5.15 09:35:16 AM Haestad Methods, Inc. 37 Brookside Road Waterbury.CT 06708 (203)755-1666 Page 1 of 1 � ' Gore Creek Drive - Street Capacity - B3 ' Worksheet for Irregular Channel � Project Description Project File p:\1100-1199\1167\docslstreet-c.fm2 Worksheet Gore Creek Drive ' Flow Element Irregular Channel Method Manning's Formula Solve For Discharge � Input Data ' Channel Slope 0.008000 ft/ft Water Surface Elevation 0.40 ft Elevation range: 0.00 ft to 1.07 ft. ' Station (ft) Elevation (ft) Start Station End Station Roughness 0.00 0.50 0.00 2.00 0.013 0.01 0.00 2.00 21.00 0.015 ' 2.00 0.17 21.00 1.07 , Results Wtd. Mannings Coefficient 0.014 ,, 2 , �;4.,,r Discharge 3.34 cfs �= J, � '� ��y � '�"�s`n s , i �d�'"� t Flow Area 1.20 ft2 v� �=T={ Wetted Perimeter 7.31 ft Top Width 6.90 ft ' Height 0.40 ft Critical Depth 0.42 ft ' Critical Slope 0.005711 ft/ft Velocity 2.78 ft/s Velocity Head 0.12 ft Specific Energy 0.52 ft ' Froude Number 1.17 Flow is supercritical. ' , � \;' ' ' ' �� � '' ='r-?_- _� " > > �, L C^,��. � _ ��r. ,. , ' ' 11/12/03 FlowMaster v5.15 09:56:18 AM Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 ' � JOB NAME rJ �. � � j: J 1: � � .- �° CALCULA�D BY � r � � J09# 1' '' _' ' u PEAK LAND,CONSULTANTS INC. CH�CKED BY DATE -- � ` PEAK CML ENGINEERING.INC. � ' PEAK LAND SURVEYING INC. 970-476-8644 FAX 970-476-8616 SCALE SHEET No. 1000 LION'S PoDGE LOOP VAI�CO 81657 ' _ ^ � _ _ �- 1�!! �T ��'-F'f'�. r, ..:� �!J/� r:.`. 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CAT N0.— R-3�8z ' [}ESCRIPTtO�— TY+FE C � � � � Q � � � ' C� C�7 0 C� ;�"icr� � C� C� � � �' � ��o� �.J C:� C� C'� Y' ' � �� C� C� � ' 39$j a � � 6� � � i � 1 �� � �� �tK�Evs ST � � ' ' �� � � � � ' j 6 t � $ ; � I � � ' 44 'I ' ~�4 3t3 � � , i ' � � � � � � � � �� � � � � I ' � a � # ; � � r ' � c � � � � � � ; �� � � ! � � . _ 1 ' � ' 0 i 2 3 4 5 6 �T ' S = Transverse Gutter Slope % T , , S � = Longitudinai Gutter Slope % K = Grate Inlet Coefficient ' _ . , , > � ., ii _ r_ n:�___�__..�L_,.,.L.....,.,./,.....�,.,,....,,,,;�;0�/1. r.l�ort r�l�r�'lirlantifiar—�ZR7�/7 � �/�7/7n11� : ' ' , , � DRAINAGE CRITERIA �ANU�L STORM iN�ET� � ' ` TABLE 2-1 REDUCTION FACTORS TO APPLY TO INLETS ' Percentage of Theoreticat Condition Inlet T e Ca acit / Allowed � - 3 Sump Curb Opening 80$� ' Sump Grated 50$�. Sump Combination 65� Continuous Grade Cu�b Opcning 80$ . ` ' Continuous Grade Deflector 75$ Continuous Grade Longitudinal Bar Grated 60$ Continuous Grade Transverse Bar Grate or ' Longitudinai Bar Grate incorporating transverse bars 5�� Continuous G�ade Combination 1i0�.of that iisted fo� , type of grate utilized , , ' . EI I , 1 � 1 � 1 . . � 1 � 1 � 1 � � � 1� to-15-68 t Storm Sewer B1 - 25 Yr Event � Worksheet for Circular Channel ' Project Description Project File p:\1100-1199\1167\docs\street-c.fm2 Worksheet Storm Sewer Hydraulic Calculations tFlow Element Circular Channel Method Manning's Formula Solve For Channel Depth , Input Data , Mannings Coefficient 0.010 Channel Slope 0.028100 ft/ft Diameter 12.00 in ' Discharge 2.22 cfs ' Resuits Depth 0.37 ft Flow Area 0.26 ft2 i , Wetted Perimeter 1.30 ft Top Width 0.96 ft Critical Depth 0.64 ft ' Percent Full 36.60 Cri ical l0 0.004253 ft/ft t S pe 'I Velocity 8.53 ft/s Velocity Head 1.13 ft ', ' Specific Energy 1.50 ft Froude Number 2.89 Maximum Discharge 8.35 cfs , t Full Flow Capacity 7.76 cfs Full Flow Slope 0.002298 ft/ft Flow is supercritical. , ' , � I ' ! , ' 11/12/03 FlowMaster v5.15 01:43:26 PM Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 ' Storm Sewer B 1 - 50 Yr Event ' Worksheet for Circular Channel , Project Description Project File p:\1100-1199\1167\docs\street-c.fm2 , Worksheet Storm Sewer Hydraulic Calculations Flow Element Circular Channel Method Manning's Formula ' Solve For Channel Depth Input Data , Mannings Coefficient 0.010 Channel Slope 0.028100 ft/ft Diameter 12.00 in , ' Discharge 2.61 cfs � s` � Results Depth 0.40 ft Flow Area 0.29 ft2 ; ' Wetted Perimeter 1.37 ft � Top Width 0.98 ft Critical Depth 0.69 ft I ' Percent Full 39.95 k Critical Slope 0.004662 ft/ft Velocity 8.91 ft/s , � Velocity Head 1.23 ft Specific Energy 1.63 ft Froude Number 2.87 Maximum Discharge 8.35 cfs ' , Fuii Flow Capacity 7.76 cfs Full Flow Slope 0.003176 ft/ft Flow is supercritical. , � � , ' ' ' 11/'12/03 FlowMaster v5.15 01:43:02 PM Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 , Storm Sewer B1 + B3 - 25 Yr Event � Worksheet for Circular Channel ' Project Description Project File p:\1100-1199\1167\docs\street-c.fm2 Worksheet Storm Sewer Hydraulic Calculations , Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth ' Input Data ' Mannings Coefficient 0.010 Channel Slope 0.010000 ft/ft Diameter 12.00 in , ' Discharge 4.12 cfs y ' Results Depth 0.73 ft Flow Area 0.62 ft2 ii ' Wetted Perimeter 2.06 ft Top Width 0.88 ft Critical Depth 0.86 ft i ' Percent Full 73.45 Critical Slope 0.007356 ft/ft Velocity 6.66 ft/s Velocity Head 0.69 ft i ' Specific Energy 1.42 ft Froude Number 1.40 , Maximum Discharge 4.98 cfs ' ' Full Flow Capacity 4.63 cfs Full Flow Slope 0.007914 ft/ft Flow is supercritical. � ' ' I ' � I '' ' � ' ' 11/12/03 FlowMaster v5.15 01:47:06 PM Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 ' Storm Sewer B 1 + B3 - 50 Yr Event � Worksheet for Circular Channel ' Project Description Project File p:\1100-1199\1167\docs\street-c.fm2 Worksheet Storm Sewer Hydraulic Calculations ' Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth � Input Data � Mannings Coefficient 0.010 Channel Slope 0.010000 ft/ft Diameter 12.00 in ' Discharge 4.84 cfs , ' Results Depth 0.87 ft Flow Area 0.72 ftz ', ' Wetted Perimeter 2.40 ft Top Width 0.68 ft Critical Depth 0.91 ft Percent Full 86.74 , I' t Critical Slope 0.009550 ft/ft Velocity 6.69 ft/s Velocity Head 0.70 ft �' � Specific Energy 1.56 ft Froude Number 1.14 Maximum Discharge 4.98 cfs ' , Full Flow Capacity 4.63 cfs Full Flow Slope 0.010921 ft/ft Flow is supercritical. ' � ,' ' � ' ' � 11l12/03 FlowMaster v5.15 01:47:25 PM Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 ' Storm Sewer B2 - 25 Yr Event � Worksheet for Circular Channel � Project Description Project File p:\1100-1199\1167\docs\street-c.fm2 Worksheet Storm Sewer Hydraulic Calculations tFlow Element Circular Channel _ Method Manning's Formula Solve For Channel Depth , Input Data , Mannings Coefficient 0.010 Channel Slope 0.010000 ft/ft Diameter 8.00 in I , Discharge 0.87 cfs t Results Depth 0.35 ft Flow Area 0.19 ftZ �, , Wetted Perimeter 1.09 ft Top Width 0.67 ft Critical Depth 0.44 ft Percent Full 53.15 Critical Slo e 0.005070 ft/ft P ' ' Velocit 4.61 ft/s Y Velocity Head 0.33 ft ', , Specific Energy 0.69 ft Froude Number 1.53 Maximum Discharge 1.69 cfs � ' Full Flow Capacity 1.57 cfs � Full Flow Slope 0.003067ft/ft Flow is supercritical. ' , ' ' ' ' ' 11/21/03 FlowMaster v5.15 02:45:44 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203)755-1666 Page 1 of 1 � Storm Sewer B2 - 50 Yr Event ' Worksheet for Circular Channel ' Project Description Project File p:\1100-1199\1167\docs\street-c.fm2 Worksheet Storm Sewer Hydraulic Calculations ' Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth , Input Data , Mannings Coefficient 0.010 Channel Slope 0.010000 ft/ft Diameter 8.00 in ' Discharge 1.02 cfs ' Results Depth 0.39 ft Flow Area 0.21 ft2 Wetted Perimeter 1.16 ft i ' Top Width 0.66 ft Critical Depth 0.48 ft Percent Full 58.69 ' Critical Slope 0.005618 ft/ft = Velocity 4J9 ft/s Velocity Head 0.36 ft Specific Energy 0.75 ft ' Froude Number 1.48 Maximum Discharge 1.69 cfs ;� ' Full Flow Capacity 1.57 cfs Full Flow Slope 0.004216 ft/ft Flow is supercritical. ' , ' , , i i ' ' 11/21/03 FlowMaster v5.15 � 02:46:03 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203)755-1666 Page 1 of 1 I , Storm Sewer B1+B2+63 - 25 Yr Event � ' Worksheet for Circular Channel ' Project Description Project File p:\1100-1199\1167\docs\street-c.fm2 , Worksheet Storm Sewer Hydraulic Calculations Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth t Input Data , t Mannings Coefficient 0.010 Channel Slope 0.010000 ft/ft Diameter 18.00 in ' Discharge 4.99 cfs ' Results Depth 0.63 ft Flow Area 0.70 ft2 t Wetted Perimeter 2.11 ft Top Width 1.48 ft Critical Depth 0.86 ft Percent Full 41.82 ' Critical Slope 0.003415ft/ft Velocity 7.12 ft/s Velocity Head 0.79 ft ' Specific Energy 1.42 ft Froude Number 1.83 Maximum Discharge 14.69 cfs � ' Full Flow Capacity 13.65 cfs - I Full Flow Slope 0.001335 ft/ft Flow is supercritical. , ' ' , , ' ' t11/21/03 FlowMaster v5.15 02:44:23 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203)755-1666 Page 1 of 1 ' Storm Sewer B 1+B2+B3 - 50 Yr Event ' Worksheet for Circular Channel ' Project Description Project File p:\1100-1199\1167\docs\street-c.fm2 Worksheet Storm Sewer Hydraulic Calculations ' Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth , Input Data ' Mannings Coefficient 0.010 Channel Slope 0.010000ft/ft Diameter 18.00 in ' Discharge 5.86 cfs , Results Depth 0.69 ft Flow Area 0.79 ft2 ' Wetted Perimeter 2.23 ft � Top Width 1.49 ft Critical Depth 0.93 ft � Percent Full 45.77 ' Critical Slope 0.003641 ft/ft Velocity 7.43 ft/s Velocity Head 0.86 ft ' Specific Energy 1.54 ft Froude Number 1.80 Maximum Discharge 14.69 cfs , Full Flow Capacity 13.65 cfs Full Flow Slope 0.001842ft/ft Flow is supercritical. , ' i ' ' ' I , ' 11/21/03 FlowMaster v5.15 02:44:38 PM Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 t Storm Sewer All Basins+GW- 25 Yr Event ' Worksheet for Circular Channel ' Project Description Project File p:\1100-1199\1167\docs\street-c.fm2 Worksheet Storm Sewer Hydraulic Calculations ' Flow Element Circular Channel Method Manning's Formula ' Solve For Channel Depth Input Data ' Mannings Coefficient 0.010 Channel Slope 0.027500 ft/ft Diameter 18.00 in ' Discharge 17.70 cfs ' Results Depth 1.00 ft Flow Area 1.25 ft2 ' Wetted Perimeter 2.86 ft Top Width 1.42 ft Critical Depth 1.45 ft ' Percent Full 66.53 Critical Slope 0.014711 ft/ft Velocity 14.18 ft/s Velocity Head 3.12 ft ' Specific Energy 4.12 ft Froude Number 2.66 Maximum Discharge 24.36 cfs Full Flow Capacity 22.64 cfs I , Full Flow Slope 0.016802 ft/ft Flow is supercritical. I ' Notes: ' Storm Sewer B1+GC1+Increase in B2+B3+Groundwater Flows i ' , ' � , ' 11/21/03 FlowMaster v5.15 03:11:45 PM Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 ' Storm Sewer All Basins+GW- 50 Yr Event ' Worksheet for Circular Channel ' Project Description Project File p:\1100-1199\1167\docs\street-c.fm2 Worksheet Storm Sewer Hydraulic Calculations ' Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth ' Input Data ' Mannings Coefficient 0.010 Channel Slope 0.027500 ft/ft Diameter 18.00 in ' Discharge 20.55 cfs ' Results Depth 1.12 ft Flow Area 1.42 ft2 ' Wetted Perimeter 3.13 ft Top Width 1.30 ft Critical Depth 1.47 ft j ' Percent Full 74.69 '� Critical Slope 0.020307 ft/ft Velocity 14.52 ft/s Velocity Head 3.27 ft ' Specific Energy 4.40 ft Froude Number 2.46 Maximum Discharge 24.36 cfs , ' Full Flow Capacity 22.64 cfs Full Flow Slope 0.022649 ft/ft Flow is supercritical. , Notes: , Storm Sewer B1+GC1+Increase in B2+63+Groundwater Flows ' '' ' � I � ' ' 11/21/03 FlowMaster v5.15 03:12:30 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203)755-1666 Page 1 of 1 ' Storm Sewer-Groundwater Dewatering ' Worksheet for Circular Channel , Project Description Project File p:\1100-1199\1167\docs\street-c.fm2 , Worksheet Storm Sewer Hydraulic Calculations Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth ' Input Data ' Mannings Coefficient 0.010 Channel Slope 0.020000 ft/ft Diameter 18.00 in , ' Discharge 7.46 cfs � ' Results Depth 0.65 ft Flow Area 0.73 ft2 � ' Wetted Perimeter 2.15 ft Top Width 1.49 ft Critical Depth 1.06 ft I� , Percent Full 43.13 I Critical Slope 0.004173ft/ft Velocity 10.22 ft/s Velocity Head 1.62 ft t ' Specific Energy 2.27 ft Froude Number 2.57 � Maximum Discharge 20.77 cfs i ' Fuli Flow Capacity 19.31 cfs Fuil Flow Slope 0.002985 ft/ft Flow is supercritical. , - Notes: ' Groundwater Flows , ' i ' ' ' ' 11/21/03 FlowMaster v5.15 03:30:24 PM Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 , � s'om.aviq a cwx , jurt To Crotle � Inl utlat 4'Dia.Rinq 3 Cwx .I .I � � ,I _ i . ' � E P .) � r � raa.fSrqa b Rsq'a E o. .o E 3n I E �� 4�Oia.Atee»Molef � � � �� ' �7 len9 �3 Inlat Pi Crout All Moun - , Sbt F>Boffl ' Elevation View •ny�b�o Roo a Bixkaub By Controetor � ' Q For Baffla uWt Fips 'Dia Vark NoN(OptiaiW) racast Botfla ' IMf ACCMf�fli(19f E RRaining Ba - ' 'm�� Iso View plan View Far NA a�OMy SANDfO1L INTERCEPTOR SAND/OIL SEPARATOR ' �OIdC�PIOCaft �Olfie�tlo Prec�fi ARICOR�+'Division AA1GpR�+'Division �r�Y IY�IIY�A Y i , �PA1�-s/��Fr � tirr.nss Ir Cq 1�-10 1�(A 111-1�/Fi1lY Ir 1��lFA I � ' GPACRY MOOEL No. OIY A' �IM �B' WA��M DIM b� DIY 'E' pM 'F" WEIGHT 320 4&T-50 �'-0' B'-0' 2'-0' 2'-2' 3'-0' 2'-10' 1,335 500 411]-50 4'-0' 11'-0' 2'-0' 2'-2' 3'-0' 2'-10' 11.631 , ' 7S0 411�-SU 4'-0' I1'-0' 2'-8' 2'-8' 4'-0' 3'-10' 14.031 - 1000 II113-59 4'-0� 11'-0� 3'-S' 3'-5' 4'-6' 4'-4' 18,231 1250 4115-50 4'-0' 11'-0' �'-0' 4'-2" S'-0' 4'-10' 18.431 1500 41I6-SO 4'-0' 11'-0" 5'-0' S'-2' 6'-0' S'-10' 18,831 � 1800 IUB6-59 4'-0' 11'-0' S'-6' 3'-B' B'-6' 6'-1' 20.037 .. ' 2000 4117-50 4'-0' 11'-0' 8'-0' 6'-2' 7'-0' 8'-10' 21.231 2300 N7l6-SO 8'-0' 12'-6' 4'-8' 4'-8� 8'-0" 5'-10' 2�,529 7000 61267-SD 8'-0' 12'-6' S'-8" S'-8' 7'-0' 6'-10' 27,454 ' 3500 11115-� 11'-0' 12'-0' 3'-8' 3'-10' S'-0' 4'-10" 29.521 ' S000 � 11173-50 11'-0� iT-0' 3'-8' J'-10' S'-0' 4'-10' 77.702 � 5500 II17F� 11'-0' 17'-0' 4'-0' 4'-2' S'-9' 3'-T 40.984 fi000 111%-SD i t'-0' 19'-0' 1'-0' 4'-2' S'-9' S'-T 44.482 7000 1176-50 it'-0' 22'-0" {'-0' 4'-2' S'-0' 4'-10' 45,883 ' 8000 1172E� 11'-0' 22'-0' 4'-6' 4'-8� S�-9� S'-7' 49.708 9000 IIZA-59 11'-0' 47-0' 4'-0� 4'-2' S'-9' S'-7' SB,451 10000 117%-50 11'-0' 29'-0' 4'-8' 4'-8' S'-9' S'-7' 81.949 11000 1131�50 11'-0' J1'-0� 4'-0' 4'-2� 5'-9' S'-7' 70.692 I , SAND,/OIL INTERCEPTOR CHART ' o PROJECT NAME: TITLE: P 3 & J PARK AND GARAGE SAND OIL SEPARATOR � VAIL'S FRONT DOOR ' f °�_.a;<La�;�ccr����r.a,v;�, �r:c. D.-1T c: 1 1-?Q�� ����. 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