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HomeMy WebLinkAboutB13-0477 CR1 Drain Calculations Letter �► E1 Alpine Engineering, Inc. ��� Bl3-o4�� Received rO W� O F �r}��� By Lynne Campbell at 8:16 am,Nov 14,2013 November 13, 2013 Mr. Tom Kassmel Town of Engineer Town of Vail 1309 Elkhorn Drive Vail, CO 81657 tkassmel(a�vail o� v.com RE: Ford Amphitheatre, 2013 Improvements Drainage Calculations Tom: Please find attached a drainage evaluation of the existing storm sewer outfall at the southwest corner of the site where the current improvements are proposed. The attached WIN TR55 calculations show the 100-year storm to Study Point#2 (which includes the area to Study Point #1) is approximately 32 cfs. The 100 year flow to Study Point#2 using the Rational Method is 4.75 cfs. The capacity of the existing 10" diameter PVC storm sewer pipe at a slope of 4% is 5.64 cfs. Therefore, the existing 10" PVC has capacity for the calculated storm flows. The current improvements at the southwest entrance to the Amphitheatre at Study Point #1 generate a 100 year flow of 1.17 cfs from a drainage area of 0.29 acres using the Rational Method. An 8" PVC pipe can carry this flow at 0.54%. Also, attached is a drainage area map both with and without an aerial photograph overlayed. Please contact this office with any questions or comments. Sincerely, ��S r Heiko Mues, PE Attachment cc: Glenn D. Palmer—Alpine Engineering, Inc. PO Box 97 Edwards,CO 81632 970-926-3373 WinTR-55 Current Data Description --- Identification Data --- User: HM Date: 11/11/2013 Project: Ford Ampitheater Units: English SubTitle: SW outfall - 10' PVC Areal Units: Acres State: Colorado County: Eagle Filename: P:\TOV12003\dwg\MASTER\PHASE 2\Drainage\Ford-Amp-Tc.w55 --- Sub-Area Data --- Name Description Reach Area(ac) RCN Tc la Outlet 1.61 84 .169 Total area: 1.61 (ac) --- Storm Data -- Rainfall Depth by Rainfall Return Period 2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr (in) (in) (in) (in) (in) (in) (in) 1.4 1.8 2.0 2.4 2.8 2.9 .0 Storm Data Source: User-provided custom storm data Rainfall Distribution Type: Type II Dimensionless Unit Hydrograph: <standard> WinTR-55, Version 1.00.10 Page 1 11/11/2013 11:23:03 AM HM Ford Ampitheater SW outfall - 10' PUC Eagle County, Colorado Watershed Peak Table Sub-Area Peak Flow by Rainfall Return Period or Reach 10-Yr 50-Yr 100-Yr Identifier (cfs) (cfs) (cfs) SUBAREAS la 1.64 3.02 3.20 REACHES OUTLET 1.64 3.02 3.20 WinTR-55, Version 1.00.10 Page 1 11/11/2013 11:23:03 AM HM Ford Ampitheater SW outfall - 10' PUC Eagle County, Colorado Sub-Area Time of Concentration Details Sub-Area Flow Mannings's End Wetted Travel Identifier/ Length Slope n Area Perimeter Velocity Time (ft) (ft/ft) (sq ft) (ft) (ft/sec) (hr) la SHEET 97 0.2600 0.240 0.126 SHALLOW 173 0.0170 0.050 0.023 CHANNEL 57 0.0800 0.010 0.55 2.62 15.833 0.001 CHANNEL 227 0.0040 0.010 0.55 2.62 3.319 0.019 Time of Concentration .169 WinTR-55, Version 1.00.10 Page 1 11/11/2013 11:23:03 AM HM Ford Ampitheater SW outfall - 10' PUC Eagle County, Colorado Sub-Area Land Use and Curve Number Details Sub-Area Hydrologic Sub-Area Curve Identifier Land Use Soil Area Number Group (ac) la Open space; grass cover > 75o (good) B .6 61 Paved parking lots, roofs, driveways B 1.01 98 Total Area / Weighted Curve Number 1.61 84 WinTR-55, Version 1.00.10 Page 1 11/11/2013 11:23:03 AM � � � J , l i � 1 J ��—//- ?cS13 rGO I C4 t',�°u ��_.(-' G�o'�" � /� � '/ l T� � G o r.v--� � Ge /�G s•f�. 7� - O a f /,m �• 93 ,c� �' = �� � .� ,,�._:. � _ � � i,c�� - �� �� � � i ! i li � � � Circular Channel Analysis & Design Solved with Manning' s Equation Open Channel - Uniform flow Worksheet Name : Comment : Ford Ampitheater 10" PVC outfall Solve For Full Flow Capacity Given Input Data: Diameter. . . . . . . . . . 0 . 83 ft Slope. . . . . . . . . . . . . 0 . 0400 ft/ft Manning' s n. . . . . . . 0 . 010 Discharge. . . . . . . . . 5 . 64 cfs Computed Results : Full Flow Capacity. . . . . 5 . 64 cfs Full Flow Depth. . . . . . . . 0 . 83 ft Velocity. . . . . . . . . . 10 . 42 fps Flow Area. . . . . . . . . 0 . 54 sf Critical Depth. . . . 0 . 82 ft Critical Slope. . . . 0 . 0369 ft/ft Percent Full . . . . . . 100 . 00 % Full Capacity. . . . . 5 . 64 cfs QMAX Q. 94D. . . . . . . . 6 . 06 cfs Froude Number. . . . . FULL Open Channel Flow Module, Version 3 . 41 (c) 1991 Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708 , --_–ll-l3 ZG✓� � - -- -- ------------ -- ----- �,-�_--�---- _ / r�.�c�_ __ �—���z�.� _o��� — 2 �z _� �J?�� � � � � ---- --- — S = � . a � �-� -- — � - `� ' Z � � -_ — p cg — c� 2QJ • — �f. 7`� � — / �� MC!!i Klu/n't __— — ---- - _� � _ � b � , �g��_�,2�/� � _ /i�C�s - - ---- - � --- ------ ----- _ _------ ---- -- , Page 2 of 2 VARIABLE COMPUTED COMPUTED COMPUTED COMPUTED Diameter Channel Mannings Discharge Depth Velocity Capacity ft Slope 'n' cfs ft fps Full ft/ft cfs 0 . 50 0 . 0257 0 . 010 1 . 17 0 . 50 5 . 96 1 . 17 0 . 67 0 . 0054 0 . 010 1 . 17 0 . 67 3 . 32 1 . 17 0 . 84 0 . 0016 0 . 010 1 . 17 0 . 84 2 . 11 1 . 17 1 . 01 0 . 0006 0 . 010 1 . 17 1 . 01 1 .46 1 . 17 Open Channel Flow Module, Version 3 . 41 (c) Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708 I ' � • ' A � • ���� ■ ■��� A!�! ■ N�NV�Np���H■Mt NO! �/�����r/�����tf t�������1�H�����s\s�����t�<r�� ���������%������ ��� /��������M����������ttl��i■ ������fs��/1H�����/l���������st■■ ■n�/t�i��r���l�� ■ ��/1�����/��/���f■/l���t�A��/H�� ■���� IS�■ ■et�l���t���r� • ■���fi\�1���/�//�/���tq��\r!� �a���=����e�������n�������a����������t�s��t�w��s��s���■ �� n����,���������■����������������■��n �����������r������Cn� ����r�=�����s���� s����■■����■■■�����������e�����������■■�� � ■����■ �����W ■����t�■�i1�s��t��■�i��w�t�ef�t�ts���l� �no�i�►t����s���in���=s����s�■��r�■ ■��������������������� ■ ��si���������������■ ■�s��n������i ■�s����� �����Nfs� ���ii�ii�ii�i�iii�iiiiii0�ii=����g�=�=C��i�C=iiii�s�i ��������s���������� ■ �i� s■��■ ■��oa�s �Hr=�ilisa ii�!!��%���hR���C��r��H��i���\�l�����`� .....e����:�.':��l�s�:��:::::::::�::;■:::::::::.:..C■...■ �...., � t��������f�•/� ■\��<�f������M����l�fit�%�\t��%���!\�%��� �::_::::•:� ����a�...�� ....�...... ...............� E �......... � z.................... .....�. �� ����s�i==� ��►vii�iiii=ri�iiii�°iiiiaiiiiiiiiii��iiu�i�nn ���■s.� ��s��us ��►�u�v��■ ■■ ■���rr������������������s��■ �� �a����� �ib.�i���►���t.� ■ ��i��■��s��������s�s������������_�� �'���t■ ►� t! �►7�� !��\���S�i�/���/1■s���S������1��H ...�.�....�...�._�. 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