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Home My WebLink AboutDrainage Reports - 12/29/2003;;��-i:�NiWAT�R tiE1l�t�f�r.�t7�Y �i��l A �f�� h��.,f P�.�as� - ;:-- ��v�n� +��g �9�4,��rH RESUBMiTTAL wt �o-i�o� SOF?' G'OLD PARK DRAINAGE A1�rD EROSION CONTROL PLA1V r-;... �_:_C�C�C�M� �► � I � o�r 3 �a � ANdERSON CONSU�TINC� ENC�INEERS, INC Civil • Water Resources • Environmental SOF7' GOLD PARK DRAINAGE AMD EROSIDN CD.'VTROL PLA1V Prepafed for: City of Fort Collins Park Planning and Development 21 S N. Mason, 3'd Ftoor Fort Collins, CO 80524-4408 Prepared by: Anderson Consulting Engineers, Inc. 772 Whalers Way, Suite 200 Fort Collins, CO 80525 (ACE Project No. COFC2003.07) o�R�� RE� s'� .,.......,. / U`r�P►�q�y •.ti�� 1 ny / I //_ �]'P.s� 4v,— � � _�� August 25, 2003 . . .. . z -.-�--�-r+-�r r , . . . . _ �� Y �"e-," '; t' ` cofc�Q03,p7 drai»age and eYoSion Control rpt revised,d`oc ANdERSOIV COIYSU�IINC� EIV��NfERS� INC. ' ' , � ' TABLE OF CONTENTS I. INTRODUCTION ...............................................................................................................1 1.1 Background ..............................................................................................................1 1.2 Purpose and Scope of Project ..................................................................................1 II. HYDROLOGIC EVALUATION ........................................................................................4 � 2.1 Existing Condition Hydrologic Analysis .................................................................4 2.2 Post-Project Hydrologic Analysis ............................................................................5 .- III. HYDRAULIC DESIGN/EVALUATION OF ON-SITE DRAINAGE FACILITIES ........6 r � R � 1 1 3.1 Perimeter Storm Drainage Channel and Storm Drainage Culverts .........................5 3.2 Water Quality Detention Facility .............................................................................7 3.3 Magpie Meander Natural Area Pond Spillway ........................................................8 N. EROSION CONTROL PLAN .............................................................................................9 LIST OF FIGURES Figure1.1 Vicinity Map ............................................................................................................2 LIST OF APPENDICES Appendix A: Existing Condition Hydrologic Analysis Appendix A.1: . Supporting Documentation Appendix A.2: SWMM Input and Output Appendix B: Post-Project Condition Hydrologic Analysis Appendix B.1: Supporting Documentation Appendix B.2: SWMM Input and Output Appendix C: Hydraulic Design/Evaluation of On-Site Drainage Facilities Appendix C.1: Drainage Channel and Culvert Supporting Documentation Appendix C.2: Water Quality Pond/Supporting Documentation Appendix C.3: Magpie Meander Natural Area Pond Spillway Supporting Documentation Appendix D: Erosion Control Supporting Documentation cofc2003.07 drainage and erosion control rpt rovised.doc 1 ANdERSUN CONSU�TING ENGINEERS, INC. �� ., _��w � TABLE OF CONTENTS (Continued) LIST OF SHEETS Sheet DR-1: Drainage Utility Plan Sheet DR-2: Drainage Improvement Details Sheet EC-1: Erosion Control Plan cofc2003.07 d[ainage and erosion control rpt revised.doc 11 ANdER50N CONSU�TINC� ENC�INEERS, �NC. I. INTRODUCTION 1.1 Background Soft Gold Park is a proposed park site that encompasses approximately 17 acres in the northern part of Fort Collins. The site is bounded on the south by the extension of Hickory Street and the northern boundary of the site exists approximately half a mile south of Willox Lane. The site is bounded on the east and west by the Hickory Village Mobile Courts and the Magpie Meander Natural Area, respectively. The proposed park is located .in the Poudre River Drainage Basin as defined by the City of Fort Collins. A location map for the proposed development site is provided in Figure 1.1. Based on criteria set forth by the City of Fort Collins, the Soft Gold Park will be required to pass off-site flows tributary to the park through the site in a controlled manner. Additionally, a water quality feature needs to be added to the park to enhance the storm water quality prior to being released from the site. It is noted that based on discussions with City of Fort Collins Staff, no on-site detention is required for the park site due to the close proximity of the proposed park to an old Cache la Poudre River ox-bow. 1.2 Purpose and Scope of Project The purpose of the current project is to provide a drainage and erosion control plan for the proposed Soft Gold Park. The objective of the evaluation is to demonstrate the site's compliance with City criteria while providing drainage and erosion control recommendations to the City of Fort Collins Park Planning and Development depariment. Specifically, the scope of the current project includes the following elements: (a) prepare an Existing Condition hydrologic analysis for the Soft Gold Park site to demonstrate existing drainage characteristics; (b) design any on-site drainage improvements, including a water quality detention pond, to ensure the proposed site meets all drainage criteria set fort by the City of Fort Collins; (c) prepare a Post-Project Condition hydrologic analysis that will include all Soft Gold Park related improvements, to provide design discharges for the proposed drainage improvements; cofc2003.07 drainage and erosion control rpt revised.doc 1 ANdER50N CONSU�TINC� ENC�INEERS� �NC. � � � - . . . „�.. d i '«' 3r ' a tC - -Ji`.. A"r y � a �_�" .,;' 1 �-+ ^�:�'.„ rr -i..�� .'-. s ;} ,� � e �i ��'� ' � 7 � � �!�„�. �� }�� y4,,�� ` ^t� L ..� 1 �'� . ' � ?�'tS o '�.*`� "� �6 ''.�. +4 ± .��. ' .. � � ' � , ,,ii�� r � I ��% � ... I!�_s ' 1�p� �.-9 � r'� i �� i 1 ..r y C� � M ' .. r�... 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RE � �� '�' ,�� y,x. .�, � :,� s,.., � —'` ; �, � ,.� � r�,�"�''i'�' p,� •'� ,�' �; . .• � '' l� I } .e.!�% � �_ t � yi�[ ` y p�� ♦ �xZ..'t� F �n.... ,� T �. �� .' � `tt � � .��cs.� Y � �ci „sb�,� `..' r �R y.'S. l .y�'4�.. n� � � � �y ,y� g i �7� � � �� 1 . � . r�. �•�'� .�a r -�� i , �. _ � 1 �—i � , *,r v4 . � i ' � � . � �. . .� 'Nr'Y �'t F ii M � � I � .,,..�� .� `;��y .�.,�q '��` ;" • -. .�:��l�n � . �. SCALE: 1 —600 - v �,n°'+y�; ,� '�'SC t.�.\� � ,�'y�.��`"�� . r � e-k �; . , ,-� �., t r .�.r �W � . �1 . i��4 �� `';� T` � f.� ��i � . '+9� • n �P �_^ �. f h:. „ � �. r�7� � � ,� , , . ;� � t �• ., � � , wX �, � � _ ,�,� � - � � ,. . � , ' �''�„` ' - y�r �A, � �►.� ,,;. •�. p �+s�� ` ��7��i1��,�i � �� 'r� � 1�Y. �'�� ._.y ��. y 1�•� �.t,��l�*tiir4�`�9"' / �� '� ry � 'f�� g1'�,+.�,1�, h.� . t � �� y,,, �t I� !T 7,q�+y�,�y .. .N� ..��.r � 1.: y � 7� �'i '!�' LO�f�� . , •i ��. �9'� ,'�4�',. P�'��,�r � £r:K'� � +� A� ,� � � �:? � \'r�, t. �. �..�t:,Y� _.:F««��.��._ -��4�"� `P �r !��A '. � � ,� � a� � f+-�`l i` _ a �..�i. - r •li�� ,jf a Figure 1.1 Location Map 2 (d) prepaze a drainage utility sheet, including any design details for the for the drainage improvements, which will be provided to the Park Planning and Development Department for use in their final design plans; and (e) prepare an erosion control plan that will be provided to the Park Planning and Development Deparlment for use in their final design plans. cofc2003.07 drainage and erosion control rpt rovised.doc 3 ANdER50N CONSU�TINC� ENC�INEERS� �NC. II. HYDROLOGIC EVALUATION As the proposed Soft Gold Park exists in the Poudre River Drainage Basin, as defined by the City of Fort Collins, no specific drainage criteria is defined for the site. Furthermore, based on discussions with City of Fort Collins Staff, no on-site detention is required for the pazk site due to the close proximity of the proposed pazk to an old Cache la Poudre River ox-bow. However, based on discussions with City of Fort Collins Staff, it was determined that the site � needs to meet the following two conditions: --� / � __ � �° i P%o"I �v ��,,o- J-� 0.1''�� 1 � z j-�✓1, j�ac O� I I'0 t�� (1) pass all tributary off-site flows through the site in a controlled m er; an i � e.�w¢en �-�y� 5;-�e `�' c r t✓�/' (2) provide a water quality detention pond to enhance the qu ity of the park's runoff prior to releasing to downstream facilities. To determine the existing drainage characteristics for the Soft Gold Park site and to ensure proper operation of the proposed drainage improvements, two hydrologic models were prepared (Existing Condition and Post-Project Condition). The following paragraphs provide a detailed discussion pertaining to each of these two hydrologic models. 2.1 Existing Condition Hydrologic Analysis The Existing Condition hydrologic model was prepared to reflect the drainage patterns which currently exist for the park site and all tributary areas. The Existing Condition hydrologic model was developed with one off-site basin and one on-site basin. Subbasin delineation was based on the City of Fort Collins 2-foot contour mapping, supplemented with field reconnaissance efforts. The off-site basin (Subhasin 103) encompasses approximately 25 acres which exists between the proposed park and Willox Lane. The existing land use of Subbasin 103 is primarily agricultural. It is noted that the area located between the Larimer and Weld Canal and Willox Lane was initially identified as tributary to the proposed pazk site. However, after further investigation it was determined that the existing local depression located north of Willox Lane would completely retain all runoff generated within this area during a 100-year event and therefore was determined to be non-contributing. The on-site basin (Subbasin 106) encompasses approximately 17 acres and represents the extent of the proposed Soft Gold Pazk. The existing land use of Subbasin 106 is primarily open space/field. �,i cofc2003.0'7 drainage and erosion control rpt revised.doc 4 ANdER50N CONSU�TINC� ENC�INEERS, �NC. . The existing condition peak release from the site was determined by applying a 100-year rainfall hyetograph to the off-site basin (Subbasin 103) and on-site basin (Subbasin 106). Results from the Existing Condition hydrologic model indicate an exisring condition 100-year peak release from the proposed park of 39.2 cfs. Supporting documentation pertaining to the Existing Condition hydrologic analysis, including a subbasin map and SWMM schematic is included in Appendix A.1. SWMM input and output is contained in Appendix A.2. 2.2 Post-Project Hydrologic Analysis A Post-Project hydrologic analysis was prepared to reflect the drainage characteristics associated with the proposed park improvements. Modifications to the Existing Condition hydrologic model in preparation of the Post-Project hydrologic model were as follows: (a) Subbasin 106 (Soft Gold Park) parameters were modified to reflect proposed conditions (i.e. increased subbasin width, and increased percent impervious value); and (b) Conveyance Element 107 was modified to reflect a proposed condition drainage channel versus an overland flow conveyance element as provided in the existing condition analysis. The general drainage pattem for the proposed site will be from north to south and ulrimately into a water quality pond which will be located at the southwest corner of the site. Flows from the water quality pond will be released into the Magpie Meander Natural Area Pond and ultimately into an old Cache la Poudre River ox-bow. Results from the Post-Project Condition hydrologic model indicate a peak 100-year release from the overall site (water quality pond, Conveyance Element 107) of 42.3 cfs which occurs at 1 hour, 3 minutes into the storm. In comparison to the existing condition analysis, it is demonstrated that the improvements associated with the proposed Soft Gold Park generates an additional 3.1 cfs during a 100-year event. Supporting documentation pertaining to the Post-Project Condition hydrologic analysis, including a subbasin map and SWMM schematic is included in Appendix B.1. SWMM input and output is contained in Appendix B.2. cofc2003.07 dcainage and erosion control rpt revised.doc S ANdER50N CONSU�TINC� ENC�INEERS� �NC. III. HYDRAULIC DESIGN/EVALUATION OF ON-SITE DRAINAGE FACILITIES �-- � - ��i VI �`,�s ? , Development of the runoff, up to and including into the pond located with��f drainage facilities wittrir��h of the park; (b);two 10- �_� the eastern edge o e. So�t' Gold Park includes a system of drainage facilities to convey kiat generated in a 100-year event, through the Soft Gold Park and the Magpie Meander Natural Area. The following is a summary of park: (a) grass lined drainage channel along the western perimeter RCPs under the proposed parking lot to collect flows generated on a water quality pon an out et structure at t e sout west corner of the park; and (d) a sp�llway and co�veyance channel irom tl-i� �xisting ponu within the Ma�ie Meander Natural Area to the old Cache la Poudre River ox-bow. The location and details associated with these facilities are shown on Sheets DR-1 and DR-2, which are provided with this report 3.1 Perimeter Storm Drainage Channel and Storm Drainage Culverts A grass-lined storm drainage channel was designed along the western perimeter of the park to direct runoff into the water quality pond located in the southwestern corner of the site. The grass-lined storm drainage channel was analyzed using a"normal depth" calculation for two reaches (upstream half and downstream hal fl. The upstream reach extends from the upstream end of the western swale, southeast to the inflow point located in the central portion of the proposed site. Results from the normal depth calculation indicate the upstream reach (bottom width = 2 feet, side slopes = 4H:1 V, slope = 0.005 ftJft, and a Manning's roughness coefficient = 0.06) has a capacity of 36.9 cfs, which is over 6.5 times the peak flow of 5.7 cfs that is generated within the contributing drainage area. A velocity check was made on the channel assuming a Manning's roughness coefficient of 0.03 to verify stability and the results indicate a velocity of 1.9 feet per second, which is non-erosive in a grass-lined channel. The downstream reach extends from the inflow point located in the central portion of the proposed swale, south to the water quality detention pond. The upstream reach of the westem swale intercepts flow from the majority of the proposed site as well as all off-site flows. Results from the normal depth calculation indicate the downstream reach (bottom width = 7.5 feet, side slopes = 4H:1 V, slope = 0.005 ft/ft, and a Manning's roughness coefficient = 0.06) has a capacity of 64.4 cfs, which is 1.5 times more capacity than that of the total 100-year flow (on- and off-site) of 42.3 cfs. A velocity check was made on the channel assuming a Manning's cofc2003.07 dreinage and erosion control rpt revised.doc C) ANdER50N CONSU�TINC� ENC�INEERS� �NC. roughness coefficient of 0.03 to verify stability and the results indicate a velocity of 3.1 feet per second, which is non-erosive in a grass-lined channel. Four 8-inch RCPs will be installed under the pazking lot to convey storm flows generated along the eastern edge of the site into the water quality pond. The four 8-inch RCPs were hydra.ulically designed using a"normal depth" calculation. Results from this calculation indicate that four 8-inch RCPs (slope = 0.004 f�Ift, and a Manning's roughness coefficient = 0.013) will pass the tributary flow (approximately 3.18 cfs) at approximately 0.57 feet of flow depth and a velocity of 2.5 feet per second. Buried Class 6 riprap aprons will be installed at the upstream and downstream ends of the four 8-inch RCPs. Supporting calculations pertaining to the perimeter storm drainage channel and pazking lot culverts aze provided in Appendix C.1. 3.2 Water Quality Detention Facility The City of Fort Collins criteria require a water quality detention facility for all new developments. Based on discussions with City Staff it was determined that the criteria established in the Urban Storm Drainage Criteria Manual (USDCM) for Denver Colorado, along with a 40-hour detention time, would be appropriate for the Soft Gold Park. Following the guidelines established in the USDCM it was determined that the water quality detention facility needs to have 0.16 acre-feet of storage and an outlet screen with two columns of three holes at 0.875 inches in diameter. To facilitate the water quality detention requirements, a water quality pond was implemented in the southwest corner of the site and all drainage facilities were directed towards it. Releases from the water quality pond will drain into the existing pond located within the Magpie Meander Natural Area (MMNA Pond). The Soft Gold Pazk water quality pond does not include a storm flow detention component as it is intended to only accommodate water quality issues. Because of this, the outlet structure from the water quality pond was designed to pass storm flows over the water quality capture volume with limited pooling considerations. This was accomplished by designing a sizeable spillway for the storm flows and a notch in the spillway with an extended detention orifice plate for the water quality component. Based on a normal depth calculation the spillway needs to have a bottom width of 31 feet to pass the 100-yeaz storm flows (42.3 cfs) in 6 inches of flow depth at an invert elevation of 4974.5, which is at the top of the water quality pool (similar to an emergency spillway for a detention pond). To accommodate the water quality detention pond releases, a notch 6 inches cofc2003.07 drainage and erosion control rpt revised.dce % ANdER50N CONSU�TINC� ENC�INEERS� INC. wide and i foot deep (invert = 4973.5 or the bottom of the water quality pond) will need to be cut into the spillway and an extended detention orifice plate attached to the notch. To prevent riparian species from overgrowing the extended detention orifice plate, a 4-foot (2-foot wide) drain pan will be installed both upstream and downstream of the spillway. To provide erosion control for the spillway, a Class 9 riprap apron will be installed downstream of the spillway, within the low flow channel. Supporting documentation pertaining to the water quality pond and erosion control is included in Appendix C.2. 3.3 Magpie Meander Natural Area Pond Spillway Currently all storm flows generated on and tributary to the proposed Soft Gold Park drain to the MMNA pond. Because this pond does not currently have an outlet facility, storm flows exceeding the capacity af the pond will back into the proposed park and ultimately spill southward in a sheet flow fashion. As the drainage improvements recommended for the Soft Gold Park continue to drain to the MMNA Pond, the MMNA Pond needs to be regulated such that the water surface elevation does not back into the water quality pond within the Soft Gold Pazk. To facilitate this, a spillway needs to be constructed on the western edge of the MMNA pond to tie it to the old Cache la Poudre River ox-bow. By setting the spillway at an elevation of 4973.5, which corresponds to the bottom of the water quality pond, it can be assured that the water quality pond will drain freely and will not be hydraulically impacted by the MMNA Pond. It is noted that the 4973.5 elevation was surveyed and determined to be the normal high water elevation in the MMNA Pond. A concrete cutoff wall will be constructed to provide erosion control for the spillway. Due to low velocities (2.5 feet per second) downstream of the spillway, no riprap will be required Supporring documentation pertaining to the MMNA Pond spillway configurarion and erosion control is included in Appendix C.3. cofc2003.07 drainage and erosion control rpt revised.dce H ANdER50N CONSU�TINC� ENC�INEERS, �NC. IV. EROSION CONTROL PLAN The erosion control plan for the Soft Gold Park is shown on Sheet EC-1 of this report. The following paragraphs discuss the analyses and subsequent recommendations pertaining to the Erosion Control Plan. Rainfall erosion control for the site will consist primarily of seeding/mulching of most disturbed areas, a silt fence along the western, southern, and eastern perimeters of the disturbed site, a tracking pad at the entrance of the site, two straw bale bazriers along the western drainage channel, straw bale barriers upstream of the four 8-inch pipes under the parking lot, a straw bale bazrier upstream of the water quality pond outlet structure, and a straw bale bazrier at the outlet of the MNiNA Pond. To facilitate the performance standard evaluation and effectiveness calculations, one erosion control subbasin was delineated to encompass all proposed areas of disturbance. Erosion control calculations based on methodologies outlined in the City of Fort Collins Storm Drainage Criteria Manua1 aze provided in Appendix D. These calculations indicate that the effectiveness of erosion control measures exceed the computed performance standard for the site. Based on the City of Fort Collins wind erodibility map, the site is in a moderate wind erodibility zone. If site construction is complete prior to winter weather, permanent vegetation will be provided in the form of lawn grass seed. If over-wintering is required using temporary measures, vegetation will be provided over the entire disturbed site in the form of an annual grass seed. If weather conditions will not readily allow for germination of the seed, soil roughening is recommended along with wind barriers to be spaced no greater than 200 feet. A construction sequence for erosion control measures is defined on Sheet EC-1. It is noted that the silt fence is recommended for installation at the commencement of construction. � cofc2003.07 drdinage and erosion control rpt revised.doc I ANdERSON CONSU�TINC� ENC�INEERS� �NC. a� APPENDIX A EXISTING CONDITION HYDROLOGIC ANALYSIS � � � APPENDIX A.1 SUPPORTING DOCUMENTATION ' ' ' � � 1 Soft Gold Park Existing Conditions Hydrology Subbasin 103 Subbasin Area = Subbasin Width = Overland Flow Length = Overland Slope = Percent Impervious = Subbasin 106 Subbasin Area = Subbasin Width = Overland Flow Length = Overland Slope = Percent Impervious = 25.12 1300 S00 0.006 10 17.04 1200 600 0.005 5 acres ft ft ft/ft % acres ft ff/ft % Soft Gold Park Existing Conditions Subbasin 103 Area Description Ground Area %Impervious a Weighted Cover (acres) /o Impervious Field Grass 23.92 5 0.048 Gravel Roads Gravel 0.5 20 0.004 Willox Street Asphalt 0.7 100 0.028 Total Percent Impervious = 8°/a � 'f�1S �1�1�uE �►-�F� uP Subbasin 106 Area Description Ground Area a�lmpervious o Weighted Cover (acres) /o Impervious Filed Grass 17.04 5 0.050 Total Percent Impervious = 5% 5/22/2003 . . Hydrology Input.xls Chedc to determine if Subbasin 100 is contributing. Subbasin 100 Volume WSE �� . Incremental Total Storage (acre-ft) Storage (aae-ft) � 4986 11263 0.00 0 4988 429271 7.81 7.81 Total 8asin Area = 15.5 acres 100-Year Rainfall Depth = 3.67 inches Runoff Volume = 15.5'3.67/12 = 4.T4 acre-ft Storage volume of Subbasin 100 > Runoff Volume, therefor Subbasin 100 is nof contributing flow to the site. 6/3/2003 Hydrology Input.xts 1 ' l� � ' � APPENDIX A.2 SWMM INPUT AND OUTPUT - - . � FILENAME: SGP100.IN , SOFT GOLD PARK EXISTING CONDITION 100-YEAR EVENT , SWMM INPUT FILE ' I 2 1 1 z 3 4 WATERSHED 0 � SOFT GOLD PARK EXISTING 100-YR STORM 3.67 IN RAINFALL FILE:5GP100.IN ,�. ANDERSON CONSULTING ENGINEERS, INC. MAY 6 2003 720 0000 � 1. 1 1. • 24 5.0 � 1 � � , I 1.00 1.14 1.33 2.23 2.64 5.49 9.95 9.12 2.48 1.46 1.22 1.06 1.00 0.95 0.91 0.87 0.84 0.81 0.78 0.75 0.73 0.71 0.69 0.67 1 -2 .016 .25 .1 .3 .51 .50 .0018 * MODEL BASINS 1 103 104 1300 25.1 10 .006 1 106 107 1200 17.0 5.005 0 0 * CONVEYANCE ELEMENTS 1 104 105 0 1 1 105 107 0 1 1 107 0 1 0 0 ENDPROGRAM 1.0 860.0 .002 1.0 580.0 .005 1.0 750.0 .007 50.0 50.0 .045 10. 50.0 50.0 .045 10. 50.0 50.0 .045 10. 1 Page 1 of 1 FILENAME: SGP100.OUT SOFT GOLD PARK EXISTING CONDITION 100-YEAR EVENT SWMM OUTPUT FILE ENVIRONMENTAL PR01'ECI'ION AGENCY - STORM MATER MANAGEMENT MOOEL - VERSION PC.1 DEVEIAPED 6Y M6TCALF + EDDY, INC. UNIVERSITY OF PI.ORZDA WA?ER RESOURCES ENGSNfifiEAS, INC. (SEPTEMBfiR 1970) UPDATED BY UNIVERSSTY OF FLOAIDA (SUNE 1973) HYDROIAGIC ENGINEERINC CSN'fER, COAPS OP ENGINEERS MISSOURS AZVER DZV2SION, CORPS OP ENGINEEAS (SSPT'EMBER 197�) BOYLE ENGINEERING CORPORAT20N (MARCH 1985, NLY 1985) TAPE OR DSSK ASSIGNMENTS JZN(1) JIN(]I JIN(3) .1IN(4) JIN(5) JIN(6) JIN(7) JSN(B) JIN(9) JIN(10) 2 1 , 0 0 0 0 0 0 0 0 JOITf(1) JOl1P(2) JOtTI(3) JOUT(i) JOITt(5) JOU'f(6) JOU'f(7) JOl1P(8) JOUT(9) JOU'L(10) 1 3 0 0 0 0 0 0 0 0 NSCRAT(1) NSCRAT(2) NSCRAY(7) NSCRAT(�) NSCRAT(5) 3 4 0 0 0 WA?ERSHED PROGRAM CALLfiD ••• ENTAY MADE ?O RUNOFF MODEL ••• SOFi' GOLD PARK EXISYING 100-YR STORM 3.67 IN AASNFALL FILE:SGP100.IN ANDfiRSON CONSULTINC ENGIN6ERS, INC. MAY 6]007 NUMBER OF TIMB S?EPS 720 INTEGRATION TIME INT6RVAL (MINVfES) 1.00 1.0 PERCENT OF ZMPEAVIOUS dREA HAS ZfiRO DESENTION DEP1'H FOA ]4 RAINFALL S1'EPS, THE TIME INTERVAL IS 5.00 MINUTES FOA AAINGACE N[1MHER 1 RA2NFALL HISTORY IN :NCHES PEH HOUR 1.00 1.14 1.33 2.73 1.84 5.49 9.95 1.12 1.06 1.00 .95 .91 .87 .84 .7) .71 .69 .67 SOFI' COLD PARX EXISTING 100-YR STORt7 3.67 IN RAZNFALL FILE:SGP100.IN ANDERSON CONSUL?ING ENGINEERS, INC. MAY 6 2003 4.12 2,48 1.46 .61 .78 .'/S SUBARSJI GUITER WID'IH AREA PERCENT SIAPS RESISTANCE FACTOR SURFACE ST'ORAGE(IN) INFILTRATSON RATE(IN/HA) GAGE NUMBER OR MANFIOLE (FT) (AC) IMPEAV. (F'i'/E'T) ZMPERV. PERV. IMPERV. PERV. MA7CIMUM MINZMIIA DECAY RATE VO -2 0 ,0 .0 .0 .0700 .016 .250 .100 .300 .51 .50 .00180 103 109 1300.0 25.1 10.0 .0060 .016 .250 .100 .300 .51 .50 .00180 1 106 107 1100.0 17.0 5.0 .0050 .016 .350 .300 .300 .51 .50 .001B0 1 70TAL NUMBER OF SUBCATCFMENTS, 1 1'OTAL 1RIBUTARY ARSA (ACR85), 42.10 SOFI' GOLD PARK EXISTING 100-YR S1'ORM 3.67 IN RAINFALL FIL&:SGP100.IN ANDERSON CONSUL?ING ENGINESRS, INC. MAY 6 1003 ••• CONTINUITY CHECK FOR SUBCATCHMEMT ROUTSNG IN UDSWMI-PC MODEL •�• WATBRSHED AREA (ACRES) 42.100 TO?AL RAINFAI.L (INCHSS) 3.669 YOTAL INFILTRATION (INCHE5) 1.152 'IOSAL FIATERSHED OUTFLON (INCHE5) 2.209 TO?AL SURFACE STORAGE AT END OF STROFI (INCHES) .308 Page 1 of Z �� 1 ' ' fiRROR IN CO • E RASNF 0 N'ISNVITY, PfiRGENTAG OF ALL . 00 ' SOF1' COLD PARK EXZS?2NG 300-YR STORM 3.67 IN RAZNFALL FILfi:SGP100.IN , AND6RSON CONSVLTING ENGSNEfiRS, INC. MAY 6 3007 ' a-, � ' WID17i INVERT CI111'ER GUTfER NDP NP OR �IAM LENGTH SIApS VUMBfiR CONNfiC7ION (F1') (ET) (FT/FT) 104 105 0 I CHANNEL 1.0 860. .0030 105 107 0 1 CHANNfiL 1.0 SBO. .0050 107 0 0 1 CHAlTNSL 1.0 750. .0070 TOTAL t7UMBER OF CUITERS/PIPES, 3 SOiI COLD PARK E%IS?ING 300-YR STORM 3.67 IN RAINFALL FILfi:SGP100.IN ANDfiRSON CONSVL?ING ENGINESRS, ZNC. NAY 6 3003 ARAANGEti6N'f OF SUBCATCHIAEN?S AND GVlfERS/PIPSS ' GtlTTSR TRZSVfARY GlT1TER/pZPE ioa o 0 0 0 0 0 0 0 0 0 105 104 0 0 0 0 0 0 0 0 0 107 105 0 0 0 0 0 0 0 0 0 , SOF1' GOLD PARR EXISTING 300-YR S70RM 3.67 IN AAPNFALL FILE:SGPl00.IN ANDERSON CONSULTING &NCINSSRS, :NC. MAY 6 2003 SIDfi SLOPES OVERSANK/SURCHARGB HORI2 Y'0 VERT MANNING DEPYH JK L R N (FT� So.b So.o .o�s 10.00 1 50.0 50.0 .045 10.00 1 50.0 50.0 .045 10.00 1 TRIHUTARY SUBAREA D.A.(AC) 103 0 0 0 0 0 0 0 0 0 i5.1 0 0 0 .0 0 0 0 0 0 0 15 . 1 106 0 0 � 0 0 0 0 0 0 0 62.1 � ::• PEAX FI.OWS, S?AGBS AND S?ORAGE5 OF GUITERS AND D6SEl1'IION DAMS ••� • NOTE :S IMPLIES A SURCHARGED &LEMENT AND :D IMPLIES A SVRCHARCED DETENTION PACILITY CONVEYANC& PEAK STAGE STORAGE TIMS ELQAENT:I7P6 (CFS) (Ff) (AC-FT) (HR/MIN) ' 101:1 23.9 .8 1 1. 105:1 73.3 .6 1 11. 107:1 39.2 .7 1 17. 1 ENDPROGRAM PROGAAM CAf.LED 1 1 1 1 1 � Page 2 of 2 � i � APPENDIX B POST-PROJECT CONDITION HYDROLOGIC ANALYSIS � APPENDIX B.1 SUPPORTING DOCUMENTATIDN Soft Gold Park Developed Conditions Hydrology Subbasin 103 Subbasin Area = 25.12 acres Subbasin Width = 1300 ft Overland Flow Length = 800 ft Overland Slope = 0.006 ft/ft Percent Impervious = 10 % Subbasin 106 Subbasin Area = 17.04 acres Subbasin Width = 840 ft Overland Flow Length = 500 ft Overland Slope = 0.005 ft/ft Percent Impervious = 24 % Soft Gold Park Developed Conditions Subbasin 103 Area Description Ground Cover Area (acres) %Impervious eig te e Imnervious Fbld Grass 23.91 5 0.048 Gravel Roads Gravel 0.51? 20 0.004 Willox Street Asphalt 0.693 100 0.028 Total Percent Impervious = 8% —�.S �A�E RoUr.iDED iD 1 �°� Subbasin 106 Area Description Ground Cover Area (acres) %Impervious W�ighted •� Impervious Do� Paik DiR 1 10 0.006 Parking Lot Asphalt 0.41 100 0.024 Soccer Field Grass 1.24 5 0.004 Bike Track Dirt 0.58 10 0.003 Multi-use Cou�ts Concrete 0.15 100 0.009 Restroom Concrete 0.02 100 0.001 Baseballlnfield Dirt 0.38 20 0.004 Sidewalks Concrete 0.3 100 0.018 Other Grass 12.96 5 0.038 Total Percsnt Impervious = 11% 8/22/2003 Hydrology Input.xls APPENDIX B.2 SWMM INPUT AND OUTPUT I I FILENAME: SGPDEV.IN SOFT GOLD PARK DEVELOPED CONDITION 100-YEAR EVENT SWMM INPUT FILE 2 1 1 2 3 4 WATERSHED 0 SOFT GOLD PARK EXISTING 100-YR STORM 3.67 IN RAINFALL FILE:SGP100.IN ANDERSON CONSULTING ENGINEERS, INC. MAY 6 2003 720 0000 1. 1 1. 24 5.0 1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46 1.22 1.06 1.00 0.95 0.91 0.87 0.84 0.81 0.78 0.75 0.73 0.71 0.69 0.67 1 -2 .016 .25 .1 .3 .51 .50 * MODEL BASINS . 1 103 104 1300 25.1 10 .006 1 I06 107 I480 17.0 11 .005 .0 0 * CONVEYANCE ELEMENTS 1 104 105 0 1 1.0 860.0 .002 50.0 50.0 .045 1 105 107 0 1 1.0 580.0 .005 50.0 50.0 .045 1 107 0 1 7.5 750.0 .005 4.0 4.0 .035 0 0 ENDPROGRAM .0018 I0. 10. 10. 1 Page 1 of 1 FILENAME: SGPDEV.OUT SOFT GOLD PARK DEVELOPED CONDITIONS 100-YEAR EVENT SWMM OUTPUT FILE EN{tIRONMSNTAf. PAOTSCfION AGSNCY - STOItM iIAT�t M1INAGSM&NT MODSL - VSRSION PC.1 D6VELOPED BY MbTCALF ♦ EDDY, INC. t1NIVERSI'IY OP FL,ORIDA fiAT&R RSSOURCES �dGINBSHRS, INC. (3EP?SMBSR 1970) UPDATED BY UNI46RSITY OF FIARIDA tJVN6 �973) HYDROI.OGIC 6NGlN8SRING CII�lTER, CORPS OP �7GINBERS NISSOVRI RIV6A DMSION, CORPS OP ENGINfifiRS (SSPTE7�BR 1974) BOYLE ENGINBSRING CORPOMTION (MARCH 1985, JVLY 1985) TAP6 OR DISK ASSIGNMSN7S JIN(1) J2N(2) JIMl7) JINf9) JIN(5) JIH(6) JIN(71 ,7IN16) JIN19) JINI10) 2 1 0 0 0 0 0 0 0 0 JOITf(1) JOVf(2) JO[lf(7) JOOT(i) JO[lI'(5) JOUT(6) JOtlf(7) JOVf(8) JOUT(9) JO[T!(10) 1 7 0 0 0 0 0 0 0 0 NSCR11T11) NSCRAT(2) NSQtAT(3) NBCRAT(l) NSCRAT(5) 3 � 0 0 0 WATERSHBD PROGRAM CALL60 •'• ENTRY MAD6 TO RUNOFF MODEL ••' SOFf GOLD PARK EXISTING 1DD-YR STORM J.67 IN RAINFALL FILB:SGP100.IN ANDERSON CONSULTING 6DTGINSIItS, INC. MAY 6 7003 NOMBSR OP TSME ST6P5 720 INTEGRATION TIME ZN1TsRVAL (MINI7T6SJ 1.00 1.0 PERCfiNT OP IMPSRVIOUS AA£A HAS ZSRO DBTfiNTION DfiPfH FOR ]4 RAINFALL STfiPS, THS TIMS INTSRVAL IS 5.00 MINUTfiS FOR RAINGAGfi NOPIDER 1 RAINFALL HISTORY IN INCHSS PSR NOUA 1.00 1.14 1.3� 1.23 2.66 5.69 9.95 1.3] 1.06 1.00 .95 .91 .87 .8� .73 .71 .69 .67 SOFI GOLD PARK IXISTZNG 100-Y8 STORM �.67 IN RAINFALL PILS:SGPl00.IN ANDERSON CONSULTING El7GINESRS, INC. MAY 6 7003 �.13 2.48 1.66 .ei .�e .�s SUBARSA GUITER NID171 ARSA P&RC6NT SiAPS Afi3ISTANCfi FAC1'OA SUAPACfi S1'ORAGfi(IN) INFILI7UTION itAT6(IN/HR) GAGS ' NUMB6R OR MANlIOLS (ET) (AC) IMP6RV. (PT/Ff) IMP�V. PERV. ZMP&RV. PSRV. M117CIMUM MINIMUM DfiCAY RATS NO -2 0 .0 .0 .0 .0300 .016 .]50 .100 .300 .51 .50 .00180 � 103 10� 1J00.0 25.1 10.0 .0060 .016 .250 .100 .700 .51 .50 .001B0 1 106 107 1�80.0 17.0 11.0 .0050 .016 .750 .100 .300 .51 .50 .00180 1 TOTAL NUMBER OP SUBCATCFPffiJTS, 1 'fOTAL TRIBVfARY AREA (ACRS91, 43.30 1 � � �� I I SO1R' GOLD PARK SXISTING 100-YR STDRM 3.67 ZN HAINPALL PILB:SGP100.I6 AND6RSON CONSVL2ZNG ENCINSSRS, INC. MAY 6 2003 ••• CON1'INUITY CHSCK F'OR SUBCATClAIElTI' ROTTfING IN UDSNM2-PC MODSL ••• WA1'SRSH6➢ ARfiA (ACRBS) �2.100 TO?AL RAINFALL (INCHSS) 3.669 T01'AL INFILTAATION {SNGNBB) 1.171 ?OTAL MAT6RSH5D OpTFLAM (IIQCHS5) 7.259 TOTAL SUAFACE 51'ORAG6 AT IIiD OF STROM (INCH6S) .789 Page 1 of 2 BAROA IN COlTfINUITY, P�iCHIiT'AG6 OP A1IZNFALL .000 90FT COLD P11WC SXISTING 100-YR SSORM 7.67 IN RAINFALL FIL6:SGP100.IN ANO&ASON COtiSULYING �IGIN66RS, INC. MAY 6 100] . Glfl1'ER GITIR'SR NDP NP NUI�ER CONNBCfIODi 101 105 0 1 105 107 0 1 107 0 0 1 70TAL NUl�ER OF GUITQRS/PIPSS, ) NIDTF! INVERS SIDS SLOPfi9 OVERBANK/SURCfIARG6 OR ➢IAM LEl16TM SLOP6 NORI2 TO VSR? MANNING DBPTH JR (cR') (F1'I (tR/Ff) L R N (PP) CHANNEL 1.0 860. .0020 50.0 50.0 .00S 30.00 1 CHANNSL 1.0 580. .0050 �50.0 50.0 .0�5 10.00 1 c�uNxac �.s �so. .00so �.a a.o .oss io.00 i SOiR' GOLD PARK 6XISTING 100-YR SiORM 3.67 Zli RAINFALL FILB:SGP100.IN ANDBASON CONSULTING 6NGINB6R5, INC. MAY 6 2003 AAAMIGQAHN'I OP 3UBCATCFMEN'IS AND GlT1TERS/PIP65 GVITER TRIHITfARY GVITER/PIP6 104 0 0 0 0 0 0 0 0 0 0 105 104 0 0 0 0 0 0 0 0 0 107 105 0 0 0 0 0 0 0 0 0 SOPT COLD PARK &XIS7ING 100-YR S'PDRM 7.67 IN RAINFALL FIL6:SGP100.If1 ANDBRSON CONSULTING SNGINEE:AS, INC. MAY 6 3003 TRIHUTARY SUBARSA D.A.(AC) 103 0 0 0 0 0 0 0 0 0 25.1 0 0 0 0 0 0 0 0 0 0 IS.1 106 0 0 0 0 0 0 0 0 0 �2,1 ••• FSAX FLOW9, S?AG6S AND S20RA66S OF GSRTERS AND DS1'&NTION DAMS �" •�• NOTS :9 IMPLIES A SVRCFIARGED EL4AENT AND :D IMPLZSS A SURCEIARGfiD DST&NTIODi FACILITY ODNVEYANCS PEAK S'I71Gfi 51'ORAGS TIM6 BLEMENT:T'YPS (CPS) IFf) U�C-Pf) (t0t/MIN) 10�:1 77.9 .8 1 1. 105:1 13.� .6 1 11. 107:1 • �2.3 1.2 1 J. ENDPROGRAM PAOGRAM CALLED Page 2 of 2 APPENDIX C HYDRA ULIC DESIGN / EVAL UATION OF ON-SITE DRAINAGE FACILITIES APPENDIX C.1 DRAINAGE CHANNEL AND CUL VERT SUPPORTING DOCUMENTATION i � ANdER50N CONSU�TINC� ENC�INEERS� INC Civi! • Water Resources • Environmental �rnEr-Pr0)ACt � S oFT Ca O�D ��-'+Z� 9ub j tCt �J�1ES(�(ZN rJQ�NA'C.�� SWlkl-� rt%E ;� �til C�NAL� t'J i ONV E�' i�u-7r2 �LJW wj j�-�' � Cc ;-r'� E� aA�iL.,�� oK ��3 ��D� � 1�� N l�'� C.�Ptc. i 7i j�.-oPC = 0. 005 r� = o. � i� �r� Q = 2��c.� 'F��rn�►� w � p'1�. = 7 S -� _ SS=4:1 �(�ou►��Fu c,t N ��o�•.� �� 3 C �\; Pro�sct NuN�r CoFGZoo3-o� � Y�I L}� cneck.d By `JE�;��t�� '�� ,n,l' ;� = O. 5� � �=�;u-- _ ��1= 3, �7 ��/s � h-y < s �+/s e ��C C �PP��; i `-� Q �u�..�. = �4.4�< �=v.o� �� = Z f�- I � � R � -'— I.S r,�n�- �F�,`,N �-::13c,�� Paps Of Dats 8/2z/a3 Date � R � �I � � WESTERN SWALE Worksheet for Trapezoidal Channel ProjeG Description Worlcsheet Trapezoidal Channe Flow Element Trapezoidal Channe Method Manning's Formula Solve For Channel Depth Input Data ManningsCoeffic 0.030 �''`� v!�I,.DU�t�/ C(.f"�K � Slope 005000 fVft � Left Side Slope 4.00 H: V Right Side Slope 4.00 H: V Bottom Width 7.50 ft Discharge 43.00 cfs �e--" �'�r,fC:,ti/ � Results Depth 1.15 ft Flow Area 14.0 R' Wetted Perime 17.02 ft Top Width 16.74 R Critical Depth 0.86 ft Critical Slope 0.015413 tt/ft ve�oc;ty 3.0� tvs �---' `J ��-OUi� Ci�l�, <5�}.�5 , D'L Velocity Head 0.15 ft Specific Energ 1.30 ft Froude Numbe 0.59 Flow Type ubcritical 11 I� i� Projed Engineer. Michelle Heintz untitled.im2 Academic EdiGon FlowMaster v6.1 [814k) OS/22/03 09:48:04 AM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 08708 USA (203) 755-1888 Page 1 of 1 ' WESTERN SWALE Worksheet for Trapezoidal Channel � ' Projed Description ' Worksheet Trapezoidai Channe Flow Element Trapezoidal Channe Method Manning's FoRnula ' Solve For Oischarc�e ' Input Data Mannings Coeffic 0.060 �-- DES/ L-�!� I'L�� ' Slope 005000 ft/ft Depth 2.00 ft Left Side Slope 4.00 H: V t Right Side Siope 4.00 H: V Bottom Width 7.50 R ' Resutts ,` Discharge 64.40 cfs �-- �, �j X�,Sl L�l�! Q= R� I 'i Flow Area 31.0 ft' Wetted Perime 23.99 ft Top Width 23.50 ft � Critical Depth 1.08 ft Critical Slope 0.057974 fUft ' Velocity 2.08 RJs Velocity Head 0.07 R Specific Energ 2.07 ft , Froude Numbe 0.32 Flow Type ubcritical Projed Engineer. 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Description Worksheet WESTERN SWA Flow Efement Trapezoidai Cha Method Manning's Formu Solve For Channel Depth Input Data Mannings Coe�c 0.060 Slope 005000 ft/ft Left Side Slope 4.00 H: V Right Side Siope 4.00 H: V Bottom �dth 2.00 ft Discharge 5.70 cfs �-- ��L�N1 �+( Results Depth 0.89 ft�-- 'j� ��' , � ��{- D� It'�l Flow Area 5.0 ft' Wetted Perime 9.35 R Top Width 9.13 R Critical Depth 0.46 ft Criticai Siope 0.079271 ft/ft Vetocity 1.15 ft/s Velocity Head 0.02 ft Specific Energ 0.91 ft Froude Numbe 0.27 Flow Type ubcritical Projed Engineer: Michelte Heintz untitled.frn2 Academfc Edltton FlowMaster v6.1 [614k] OB/22/03 04:17:17 PM � Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 ' ' L , � ' � I ' WESTERN SWALE Wo�ksheet for Trapezoidal Channel Projed Description Warksheet WESTERN SWA Flow Element Trapezoidal Cha Method Manning's Formu Solve For Discharge Input Data Mannings Coeffic 0.060 Slope 005000 ft/ft Depth 2.00 ft Left Side Slope 4.00 H: V Right Side Stope 4.00 H: V Bottom Width 2.00 ft Results Discharge 36.90 cfs �--- �U..L� �L�J C �'�-{ � Flow Area 20.0 ft Wetted Perime 18.49 ft Top Width 1 B.00 ft Critical Depth 1.17 ft Critical Slope 0.061411 ft/ft Velocity 1.85 ft/s , Velocity Head 0.05 ft Specific Energ 2.05 ft Froude Numbe 0.31 Flow Type ubcritical Project Engineer. Michelie Heintz untitled.fm2 Academic EdiUon FlowMaster v8.1 [614k] 08l22/03 04:17:27 PM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 i� � I , � L7 � I � I � I * i I � I � I ' I 1 � � ' ' � , ' WESTERN SWALE Worksheet for Trapezoidal Channel Projed Desctiption Worksheet WESTERN SWA Flow Element Trapezoidal Cha Method Manning's Fortnu Solve For Channel Depth Input Data ManningsCoeffic 0.030 �" �EL��-l� Cf�-�� Slope 005000 ft/ft Left Side Slope 4.00 H: V Right Side Siope 4.00 H: V Bottom Width 2.00 ft Discharge 5.70 cfs -�— DE'�L-1�1 G� Results Depth 0.65 ft Flow Area 3.0 it� Wetted Perfine 7.34 ft Top Width 7.18 ft Critical Depth 0.46 ft Critical Slope 0.019818 ft/ft Velocity 1.92 ft/s C---� t(E"tC�,..� 1`/ N�A1�E.YZbS�V �' QfL� Velocity Head 0.06 ft � Specific Energ 0.70 ft Froude Numbe 0.53 Flow Type ubcritical Project Enflineer: Michelle Heintz ' untitled.hn2 Acadamic Edidon FlowMaster v8.1 [814k] OS/22/03 04:17:05 PM � Haestad Methods, InC. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1686 Page 1 of 1 ANdERSON CONSU�TINC� ENf�INEERS� INC Civil • Water Resources • Environmental �rn�r - Pro j ict S��r L-► ow �-�� Sub j ect "P� �� yfzrt^ n,1 :��-�Z.'L: l�.1�,�, _� : I� f P� � I��.l�h►�1 �'-JiN 'J� N��--,c? =/�'C :. ►.1C �; ` ��T"' �.f� �'Q,=� � ��-: �/ f 1r' A + } � �f'� t.{� � , � � p 1, l .y' r"' 1 i�;�' 1 � � � � : _`�r ,� �.�., a _��-� .��Psi�J Pr�Z.Ea Project Nu�b�r Pape ,:�.'��3 -�l ey o�ts N1 L�- Checked dy O�ate ._..__ 1.2G� �12E�- _" `� ,�`'� /� L� : : � � , Of ?'b''�'Z-- � � a^L � 1N 3 P�� 1J = �. ? , ? ;:.� � /�� ,fV �, ;:,'•% ��,� � �% /� !� ��,J ��TV4 i ri W r �� J ` .�, J r . ` ..r. , f . 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I ' � � � � � � r � I' I' � L r � I 1 I , 1 ' , ' ' 1 Worksheet Worksheet for Circular Channel Project Desuiption Worksheet Circular Channel �� S 'p�N�/`J� ��y�1 Flow Element Circular Channel U NOF� �/�{� �N(� L�..r Method Manning's Fortnu Solve For Channel Depth ,� 4- 8 P� P►=s Input Data ��,L�� _ ��'� _ I_ Cfl Mannings Coeffic 0.013 f—(,p �� Slope 004000 fUft Diameter 8 in Discharge 0.80 cfs �--- �4, Q �(,�IiLE-�t ! N U G-2'r '�74.5 D� w r� s(�L �t � N ��--t2r ��i-14� Resu Its Depth 0.57 ft �� -• � —/ �LO�� " O� �"T Flow Area 0.3 ft' Wetted Perime 1.59 ft Top Width 0.46 ft Critical Depth 0.42 ft Percent Full 86.1 °h Critical Slope 0.008176 ft/ft velocity 2.a9 ft/s •f— �JF_L;�t� �-t't'�'�.G ��2-�4"�,S O� Velocity Head 0.10 ft �Q us� G� �( P �,y,� �� Specific Energy 0.67 ft �� r� Froude Numbe 0.53 Maximum Disc 0.82 cfs Discharge Full 0.76 cfs Slope Full 0.004329 fVft Flow Type ubcritical Project Engineer. Michelle Heintz untitled.frn2 Academic Edition FlowMaster v6.1 [614k] 09/08/03 04:13:29 PM � Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 � ANdER50N CONSU�TINC� ENfi1NEER5� INC Civil • Water Resources � Environmental twner-ProSect � So�T L� o C.t� p{r�� SuD}QCt I� R�P 2�P s�zl►�,� ��pl��NL-� I a-' �i �� i �c 1�+�2 A�P '� f'�� r"E�.r ;N1..�-r- r vu �"- r � ��'P� I:/L if' ti W! ,�CJr�! U N��Z Plt� }CCNL� 1..c7r �-- � �� P� v�S o. �7 JL�..— _ �� rz��. fd�;'r�s�-�),�. C L�s � RrP �f�P C �.� V = 2.5 � 1� � z.s ,oa4 '�� l. o�o ,$)' 2.s-�;, a: _ ��1� �o � I P 2P�o N oT Nf-�_ ^� �'-„�u-T �y f.�t� t�t r NQGt� "7 �'2 �V�I�.J : �=/Lv ;. � �v ItT l N ��T �! N r U�,A.T� �;�' :�F �' P�. � � � Project Nu�ber �1 V�� f BY f Y1�� C�eCksd By Paq� M Dats �r! Ip�o3 O�te i � 1 1 ' ' APPENDIX C.2 WATER QUALITY POND SUPPORTING DOCUMENTATION ` Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility b Sheet 1 of 3 Designer: /V1L#� , Company: �tNOtQ�Dn1 CDtsbU.l,'fl ►JL� Date: Si29 f 03 , Project: �f� C� o�.Y� �A'IZ.fL Location: � � ' ' , � I 6 r � r 6 � � r i� � 1 ' � � 1 1. Basin Storage Volume le = 15.00 % A) Tributary Area's Imperviousness Ratio (i = I,/ 100 ) i= 0.15 B) Contributing Watershed Area (Area) Area = 17.04 acres C) Water Quality Capture Volume (WQC� WQCV = 0.09 watershed inches (WC1CV=1.0`(0.91iI3^�.�9"12+0.78"I)) - D) Design Volume: Vot =(WQCV /12) ' Area * 12 VoI = 0.159 acre-feet 2. Outlet Works A) Outlet Type (Check One) Orifice Plate Perforated Riser Pipe x Other: 21" RCP B) Depth at Outlet Above Lowest Perforation (H) H= 1.00 feet C) Required Maximum Outlet Area per Row, (Ao) ,40 = 1.20 square inches D) Perforation Dimensions (enter one only): i) Circular Perforation Diameter OR D= 0.8750 inches, OR ii) 2" Height Rectangular Perforation Width W= inches E) Number of Columns (nc, See Table 6a-1 For Maximum) nc = 2 number F) Actual Design Outlet Area per Row (Ao) Ao = 1.20 square inches G) Number of Rows (nr) nr = 3 number H) Total Outlet Area (,40� A� = 3.61 square inches 3. Trash Rack A) Needed Open Area: At = 0.5' (Figure 7 Value)' Ao, At = 125 square inches 8) Type of Outlet Opening (Check One) X < 2" Diameter Round 2" High Rectanqular Other: C) For 2", or Smaller, Round Openinq (Ref.: Figure 6a): i) Width of Trash Rack and Concrete Opening (W�,.,�} from Table 6a-1 W�„� = 6 inches ii). Height of Trash Rack Screen (H�) H� _ �_ inches Design Forms.xls, EDB i� � Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 2 of 3 Designer: , Company: Date: ' Project: Location: , � ' � � I k � r L r � t r � , � ' 1 t iii) Type of Screen (Based on Depth H), Describe if "Other" X S.S. #93 VEE Wire (US Filter) Other. iv) Screen Opening Slot Dimension, Describe if "Other' X 0.139" (US Filter) Other: v) Spacing of Support Rod (O.C.) 0.75 inches Type and Size of Support Rod (Ref.: Table 6a-2) #156 VEE vi) Type and Size of Holding Frame (Ref.: Table 6a-2) 3/8 in. x 1.0 in. flat bar D) For 2" High Rectanqular Oaeninq (Refer to Figure 6b): I) Width of Rectangular Opening (1N) W= inches ii) Width of Perforated Plate Opening (W� = W+ � 2��) W�„� = inches iii) Width of Trashrack Opening (W�,,,;,�) from Table 6b-1 W�,,,;,� = inches iv) Height of Trash Rack Screen (H�) H� = inches v) Type of Screen (based on depth H) (Describe if "Other') KlempT"" KPP Series Aluminum Other: vi) Cross-bar Spacing (Based on Table 6b-1, KlempT'`' KPP inches Grating). Describe if "Othe�' Other: vii) Minimum Bearing Bar Size (KlempT"" Series, Table 6b-2) (Based on depth of WQCV surcharge) 4. Detention Basin length to width ratio (UVV) 5 Pre-sedimentation Forebay Basin - Enter design values A) Volume {5 to 10% of the Design Volume in 1 D) acre-feet B) Surface Area acres C) Connector Pipe Diameter inches (Size to drain this volume in 5-minutes under inlet control) D) Paved/Hard Bottom and Sides yes/no Design Forms.xls, EDB Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 3 of 3 Designer: Company: Date: Project: Location: r � r L 6. TwaStage Design A) Top Stage (DWQ = 2' Minimum) DWo = feet Storage= acre-feet B) Bottom Stage (DBS = DWo + 1.5' Minimum, D� + 3.0' Maximum, DB5 = feet Storage = 5% to 15% of Total WQC� Storage= acre-feet Surf. Area= acres C) Micro Pool (Minimum Depth = the Larger of Depth= feet 0.5 " Top Stage Depth or 2.5 Feet) Storage= acre-feet SurF. Area= acres D) Total Volume: Vol,,, = Storage from 5A + 6A + 6B Vol,,, = acre-feet Must be > Design Volume in 1 D 7. Basin Side Slopes (Z, horizontat distance per unit ve�tical) Z= 4.00 (horizontal/vertical) Minimum Z= 4, Flatter Preferred 8. Dam Embankment Side Slopes (Z, horizontal distance Z= 4.00 (horizontal/vertical) per unit vertical) Minimum Z= 4, Flatter Preferred 9. Vegetation (Check the method or describe "Other') Native Grass x Irrigated Turf Grass Other: Notes: Design Forms.xls, EDB � BMP PLANNING FOR NEW DEVELOPMENT DRAINAGE CRITERtA MANUAL (V. 3) , AND SIGNIFICANT REDEVELOPMENT 100 • , ' 90 I ,. � � �. � 8o I ,,.•' = 7O � > U � 60 t .r � 50 a� � � ° 40 .r _ a� � L a 30 20 K 10 �� FIGURE ND-1 Imperviousness to Use With Water Quality Capture Volume (WQCV) �I � N 0-8 9-1-99 Urban Drainage and Flood Control District 10 �s 20 30 40 50 60 70 80 90 100 Total Percent of Watershed Imperviousness IQ ' ' STRUCTURAL BEST MANAGEMENT PRACTICES DRAINAGE CRITERIA MANUAL (V. 3) . � , 0.50 ; I � � ; i ; � � I ! _ 0.45 , ' i I i F�aended oeter,00n sasin I I � 40-hour Drain Time ' 0.40 ; . � ' j I i i � � � Canstructed Wetland Basin I » 0.35 2a-haur Drain rime s � t � � : 0.30 wc�cvl •m.4�r�.l.��x�+n��i I � � r ; � s 0.2� 6fir drain tlme a= 0.7 � 4 12-hr drain tlme a= 0.8 ; j i ! ; 24-hr drain tlme a= 0.9 ! i � � Q.ZQ 40-hr drain bme a= 1.0 V I � 3 0.15 � � ' 0. � � � , Retention Pond. Porous Pavement � �. .09 _.+ ' " .� �� I , Detentim and Porous � 0.05 ' �anascape �eten6«, Ir � � � 12-haur Drain Time � , i i ! i I I �. Qd ' IS � 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 Total Imperviousness Ratio (! �!„ql100) • r � � FIGURE EDB-2 Water Quality Capture Volume (WQC�, 80"' Percentile Runoff Event � S-42 Rev. 6-2002 Urban Drainage and Flood Control District � , • i `_ � r �_ � i R � N . • , DRAtNAGE CRITERIA MANUAL (V. 3) m 0. w m b R � 0. E .3 O � m � � Q� V +� T .� 7 Q � Q. l0 3 � STRUCTURAL BEST MANAGEMENT PRACTICES FIGURE EDB-3 Water Quality Outlet Sizing: Extended Detention Basin (Dry) With 40-hour Drain Time for Capture Volume Rev. 6-2002 Urban Orainage and Fiood Control Oistrict S-43 o.� . 0.02 0.04 0.06 0.10 0.20 0.40 0.60 �,p �,Ya 2.0 4.0 6.0 Required Area per Row.a (in.2 ) a Orifice Plate Perforation Sizina Circular Perforation SizinQ Chart may be applied to orifice plote vertical pipe outlet. ,_. _ �� Rectangular Perforation SizinQ Only one column of rectangular perforations allowed. Rectangular Height = 2 inches Rectangular �dth (inches) _ Required Area per Row (sq in) 2" Rectanguiar Min. 5teel Hole �dth Thickness 5" 1 4 6" 1 4 7" 5/32 " g" 5 /16 '� g" 11/32 „ 10" 3/g ,. >10" � �2 ° Urban Drainage and Figure 5 Flood Cont�ol District WQCV Outlet Ori�ce Drainage Crite�ia Manual (V.3) Perforation Sizing �r o.c��a.o ' Designer muy intxpolate to the nearest 32nd inch to better match the required areo, if desired. � �. � , � � T � —s � Table 6a-1: Standardized WQCV Outlet Design Using 2" Diameter Circular Openings. Minimum Width (W�,) of Concrete Opening for a Well-Screen-Type Ttash Rack See Figure 6-a for Explanation of Terms. i Maximum Dia. Width of Trash Rack enin (W�o„�. Per Column of Holes as a Funcrion of Water De th H of Circutar Maacimum Opening Number of (inches) H=2.0' H=3.0' H�3.0' H=5.0' H=6.0' Columns < 0.25 3 in. 3 in. 3 in. 3 in. 3 in. 14 < 0.50 3 in. 3 in. 3 in. 3 in. 3 in. 14 < 0.75 3 in. 6 in. 6 in. 6 in. 6 in. 7 < 1.00 —� 6 in. !- 9 in. 9 in. 9 in. 9 in. 4 < 1.25 9 in. 12 in. l2 in. 12 in. 15 in. 2 < 1.50 12 in. 15 in. 18 in. 18 in. 18 in. 2 < 1.75 18 in. 21 in. 21 in. 24 in. 24 in. 1 < 2.00 21 in. 24 in. 27 in. 30 in. 30 in. 1 � 1. Table 6a-2: Standardized WQCV Outlet Design Using 2" Diameter Circulaz Openings. US FilterTM Stainless Steel Well-Screen� (or equal) Trash Rack Design �„ Specifications. �, � � � � Max. Width I Screen #93 VEE I Support Rod of Opening Wire Slot Opening Type 9" 0.139 # 156 VEE 18" 0.139 TE .074"x.50" 24" 0.139 TE .074"x.75" 27" 0.139 TE .074"x.75" 30" 0.139 TE .074"x1.0" 36" 0.139 TE .074"x1.0" 42" 0.139 TE .105"Y1.0" US Filter, St. Paul, Minnesota, USA DESIGN EXAMPLE: � Given: : � i � Find: Support Rod, I Total Screen On-Center, Thickness � � � � � � 0.31' 0.655 1.03" 1.03" 1.155" 1.155" 1.155" A WQCV outlet with three columns of 5/8 inch (0.625 in) diameter openings. Water Depth H above the lowest opening of 3.5 feet. The dimensions for a well screen trash rack within the mounting frame. Carbon Steel Frame Type '/q'k 1.0"tlat bar '/." x 1.0 angle !.0"x 1'/�"angle 1.0" x 1 %:" angle 1 '/,`k 1'/�"anele 1 '/,`7C 1 %:" angle 1 '/,`k 1'/i'anele Solution: From Table 6a-1 with an outlet opening diameter of 0.75 inches (i.e., rounded up from 5/8 inch actual diameter of the opening) and the Water Depth H= 4 feet (i.e., rounded up from 3.5 feet). The minimum width for each column of openings is 6 inches. Thus, the total width is W �o„�. = 36 = 18 inches. The total height, after adding the 2 feet below the lowest row of openings, and subhacting 2 inches for the flange of the top support channel, is 64 inches. Thus, Trash rack dimensions within the mounting frame = 18 inches wide x 64 inches high From Table 6a-2 select the ordering specifications for an 18'; or less, wide opening trash rack using US � Filter (or equal) stainless steel well-screen with #93 VEE wire, 0.139"openings between wires, TE .074" x.50"support rods on 1.0" on-center spacing, total rack thickness of 0.655" and'/." x 1.0" welded carbon steel frame. ' • � Table 6a r � t �' Wabr Quality Pond WSE Area (ft2) �ncremental Total Storage (acre-ft) Storage (acre-ft) 4973.5 0 0.00 0 4974 13036 0.05 0.05 4974.5 - - 0.22 4975 17202 0.35 0.40 •Intsrpols Valuea 1 , ' ' t ' ' ' 1 ' ' ' ' � � 8/22/2003 ' �� w�'Q QL�Lt C``� �IJr VOu�.!�� G�l.� � ,�,.��„� �:/ ,��:..� � � � �. I % !I-� Hydrology Input.xls STEEL PERFORATED FLOW CONTROL PLATE AND CONCRETE TRICKLE PAN SECTION D-D NOT TD SCAL E ORIFICE PERFORATION = 7/8" DIA. 4• MODIFY CONCRETE PAN PLATE TO BE TO MATCH INVERT 5/16" THICK � � ELEVATION OF ORIFICE I I PERORATIONS �. Oi �O . . �� :,, . ;�• � � � . �— �•,•: :�- � POND INVERT � �:. . . �- 3 • �,:. . _ ,. . "; • � EL. 4973.5 . . . '.:.,. � .. � .. , � . ,..�: ; 6. •'..'; .: .•. :-, • .:e • � • � ' • �• ' •• , , r.' '•i' . � �. • ••;' . . '; V . 4, . • -, ' , . ;• _ � .. •• : ..� . . �.:, �•,; '� •. .. - . . l • "� � � . [ • � * 1 2' t• CONCRETE TRICKLE PAN � Plate Width � f' .J" 6" .i" I I O � i0 � � � I I I � I � STAINLESS STEEL BOLTS ANdER50N CONSU�TINC� ENC�INEERS� INC Civil � Water Resottrces • Environmental rnfr-PrOj�Ct �-r C.-� cx,� �n�tc suoj.ct w�-rE� Q�� PoN � ou�.�- �iz.E sa��w� �m ar�r�� S ��. �w�.�� "�1t�C�tu.:� �- �Nlt"1�. Q:_►. �-t � �:�NL, . ��f�1 ��C F' I C � rJ Q=�-�.3 C�'S � = O.O(o 5�op c = �, 0 3 �1.�� N D� �il-� = O.S ''' Pro j ect I�Nnb�r �,o�c2.�3-c�I � � M CA�ck�d By P�ps Of D�te s/u/�3 O�t• . ,, —y�71� .v � �v � d4-�5 — — q974.S � �--- � I � � ��- �=� ; �, � o r�`>=f �ti� ' f� '�;; ;-� —.? i t ��ou ry c N-�z « y�= U , 03 �� = o , z�= gw-31�+ �=��1 � _ �2-3r�s . v= 3, q�.�.� l S � t �� C � 1 � L � � � , r �� r � � ' Worksheet Worksheet for Trapezoidal Channel Project Description Worksheet Trapezoidal Channe Flow Element Trapezoidal Channe Method Manning's Formula Solve For Bottom Width Input Data Mannings Coeftic 0.060 �—� ��sl L'; N N Slope 030000 ft/ft Depth 0.50 ft Left Side Slope 4.00 H: V Right Side Slope 4.00 H: V Discharge 42.30 cfs r=- � r , � Results Bottom Width 30.65 ft Flow Area 16.3 ft' Wetted Perime 34.77 ft Top Width 34.65 ft Critical Depth 0.38 ft Crftical Slope 0.073628 ftJft Velocity 2.59 ft/s Velocity Head 0.10 ft Spe�c Energ 0.60 ft Froude Numbe 0.67 Flow Type ubcritical Projed Engineer. Michelle Heintz untitled.fm2 Academic EdiUon FlowMaster v8.1 [614k] 08/22l03 11:43:55 AM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1866 Page 1 of 1 Worksheet Worksheet for Trapezoidal Channel Project Description Worksheet Trapezoidal Channe Flow Element Trapezoidal Channe Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.030 = V�L� u� �'}�G� � ��" Slope 030000 fUft Left Side Slope 4.00 H: V Right Side Slope 4.00 H: V Bottom Width 31.00 ft Discharge 42.30 cfs Results Depth 0.33 ft Flow Area 10.6 ft' Wetted Perime 33.71 ft Top Width 33.63 ft Critical Depth 0.38 ft Critical Siope 0.018446 ft/ft Velocity 3.98 fUs .�---- `� !; y.� � Velocity Head 0.25 ft Specific Energ 0.57 ft Froude Numbe 1.25 Flow Type upercritical Project Engineer: Michelle Heintz p:�cofc2003\07�spreadsheets�sgp.fm2 Academic Editfon FlowMaster v8.1 [614k] OS/25/03 03:14:42 PM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT o6708 USA (203) 755-1686 Page 1 of 1 1 � � ' ' APPENDIX C.3 MA GPIE MEANDER NA T URAL AREA POND SPILLWAY SUPPORTING DOCUMENTATION ANdERSON CONSU�TINC� ENC�INEERS� INC Civil • Water Resources • Environmental wvn*r - Pro j �tt � o�- ya.� ��-�� i4,9uo � ect �� M� L��l c M�A-�I.D�rL �'�R�-�.�� rti�A� Proj�Ct Nu�Wr �.b�L' ZC03'U1 � Nt L{� CAscked By �� N ��Tt � C t-{� N n( :-L T� Iv�fi ti 7�'h �lJ M M�l I4 P� t�l �� i�c. /�N 7 �fLA1nl S1� (U,.�l. �c.�v�s �t2ot�t ��k , i:o N S� S�3 a j- ChaN � IZ� T� Gu--�t�= � 1N �1..L ��w f';�.,� jL� � = 0� 00�0 � _ (�� Oio S� =Q�1 �� N� w��i= �5�� J��, �; �t � = �-Z; 3 c� t��r, ;;�PT- = G�,9 � �� e.�'E�,r��= r. c� �- ��Luu� Ck�-C-� �, �= c� . n3 �� o.�o VEt.,o�tt� = 2•S7-�S Paps Ot oate S/Z'z./� Dete 4�7b -- — ,,\ - � r1 % .9' 4 4973� 5 -- _,-� l�---- 2 S "----� ��N�k �� 4� QHP NC-�� , r7 „ ,�_ C��-ss � 1.5 .�._ � �- �d��.s�ss-,�.�� <��.�,,s _�; :.� � � 1 /� ,�� Z/M t V YI I I f� ,S>� ��s-�}•�� _ N o �..�� ;�-� N ��r� � � ' , , 1 ' 1 ' , 1 1 � � i i� 1 1 � � Worksheet Worksheet for Trape2oidal Channel Project Description Worttsheet MMNA PONO Flow Element Trapezoidal Cha Method Manning's Fortnu Solve For Channel Depth Input Data Mannings Coeffic 0.060 Slope 006000 ft/ft Left Side Slope 4.00 H: V Right Side Slope 4.00 H: V Bottom Width 25.00 ft Discharge 42.30 cfs �---"'� ��n3 Q Results Oepth 0.90 ft �---- Flow Area 25.7 ft= Wetted Perime 32.42 ft Top Width 32.20 ft Critical Depth 0.44 ft Critical Slope 0.071014 R/ft Velocity 1.64 ft!s Velocity Head 0.04 ft Specific Energ 0.94 ft Froude Numbe 0.32 Flow Type ubcritical Projed Engineer. Michelle Heintz p:�cofc20031071spreadsheetslsgp.fm2 Academic EdtUon FlowMaster v6.1 [614kj 08/25/03 02:57:13 PM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 , Worksheet Worksheet for Trapezoidal Channei � Project Description , Worksheet Trapezoidal Channe Flow Element Trapezoidal Channe Method Manning's Formula Solve For Channel Depth � Input Data Mannings Coeffic 0.030 „r--� ' Slope 006000 ft/ft Left Side Siope 4.00 H: V Right Side Siope 4.00 H: V � Bottom �dth 25.D0 ft Discharge 42.30 cfs -�� p�s j(� �`-� � ' Results Depth 0.60 ft Flow Area 16.4 ft � Wetted Perime 29.95 ft Top Width 29.80 ft CriticalOepth 0.44 ft Critical Slope 0.017753 ft/ft , Velocity 2.57 ft/s v�--� Velocity Head 0.10 ft Speclfic Energ 0.70 ft ' Froude Numbe 0.61 Flow Type ubcritiCal � � ' ' , , ' � Project Engineer: Michelle Heintz � untitled.fm2 Academic Edltion FlowMaster v6.1 [614k] 08/22/03 02:48:34 PM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 , , , ' � � � �� L C � 1 1 1 1 i 1 1 APPENDIX D EROSION CONTROL SUPPORTING DOCUMENTATION 1 w � � � ANdERSON CONSUITINC� ENC�INEERS� INC Civil • Water Resources • Environmental wner-Pro28Ct �f�1GS ��f� �l N.� �1 L-� 4 f� h+ czoGµ�ur -��r ��o� P�2�c uo�ect �(1 bSl ON C.v �J �Lp � j�lA.N Wlrv'1� E�oSlonl CmNiY2o� Project Number Co F�,2oo3-CS� By M L�} Ch�cked By —�1tE P2�� S+ t� IS �oc.A'S'� ��, Ar n�oo�-�A� W s No C�.o�� r� �� Za r� E� C�-r� o� �� (.roc.c.,, ,u S IN � N n E2oD �►3� �17� n,�� ) Pape 0'f Date S�2i�b3 Date �� SI �. �L�. � �1�T�-�� 1'1C1 M �,,�4�'�1� �L.4:�I"°?1.1 7� i� �J�LJW�� % I. 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' : ___ ..._... -- �9$1 J ,: - �-. �o , 8 � _ - -- _-- _ :_ �� _ e�9� � ; \ , , _ 16 �` 49�g. ` � p�°� � ` \'�. _ PROPOSED r . , , ¢9 �: : _., '�e�' CPNTOUR , 8�' ¢9so. , �, � _ - �TiP.� � � • , . ¢98 49 ; � � � � � 3• 82• ^ _ ' _- i°-� cp I ' ! ' ' I - - -- � - o ; _ , _ , ^ , _ _ - --__- ___' ° i ! I _._-, '-�- --- -- ---- , 498¢, � 49 fi , I , I I, \ _ _ _— --_ __—_ 7 ` � � I \ � � _`�, _ � I. . � i_, �. ..,_ _ " --:r _ .. .. _. _.� _. .. .. . . ,c.. `; . . _. ... �� .. ...� .. '_ __ . i�_ _-.. .. . f \ � ( { - O .. � � �.. O�i �, , ---- � � t ,, ._ `,, _ _ _ _ � � EC-1 ' 17.04 ,\ ; - -- --_ --__- _ _ . _____ _ _ _ __ .,t __. _ _. __ ___ .-- -- - --_--__� -- -- - - , _ � '. �,' ��n. I �� o. �� _ ; . ' � _ _.., .. .� �. . r . � . .. t ' - �-� � _ __ � - _ _� � �� ; � _-_ ` - , �t � �. -�. �.. . _ .. .. _ . . . .... ... .. _... . ... .... . . . ' . , .. �, � �.:._.._�. .. ... �� -- _,_ _._ , � � _ _ - .-----__ -___ N_ .... _.__..._ ---_.._ `____--__ � pp--_ _-_ -_ . _._. __. __--_-__....__ � ..__._.._...__ __.___—. � �_ - __ _ _ I � � � I� EXISTING CPNTOUR (nrP.) / ' '` ..� .. _ ._ _ / _... . ._. . �� _ _ �� - 498Q' ; � � � a.s�s• _...;. _ ..-- : ,` I ___- __ . ' _ - INST�4�L STRAW BALE BARRIER ' I (,SEE DETAIL THIS SHEET) I : " I _ I i ' 49�9 � 49a� � MAGPIE MEANDER NATURAL AREA � - - EROSION CONTROL NOTES: v'o�, �o' � THE CITY OF FORT COLLINS STORMWATER DEPARTMENT EROSION CONTROL INSPECTOR "` � MUST BE NOTIFIED AT LEAST 24 HOURS PRIOR TO ANY CONSTRUCTION ON THIS SITE. I /� ALL REQUIRED PERIMETER SILT FENCING SHALL BE INSTALLED PRIOR TO ANY LAND '' ( / DISTURBING ACTIVITY (STOCKPILING, STRIPPING, GRADING, ETC.). ALL OTHER REQUIRED - / EROSION CONTROL MEASURES SHALL BE INSTALLED AT THE APPROPRIATE TIME IN THE '� � CONSTRUCTION SEQUENCE AS INDICATED IN THE APPROVED PROJECT SCHEDULE, E /� . CONSTRUCTION PLANS, AND EROSION CONTROL REPORT. � PRE-DISTRUBANCE VEGETATION SHALL BE PROTECTED AND RETAINED WHEREVER POSSIBLE. I � �� / - . `, � � ,� � / . � ,.. S � - _ � .. E-'--: --�--� —•--� � �� Trench FRtar Fabric Attad� Saeuroly to Post ss� a Wood Pat Canpactetl Bodtfll �orr �- := F � io• .m. � � sEcnoN v�Ew Generd Notes 1. The maximum trbutary area is limited to 0.25 aaea per 100 feet of fence. 2 Inapect and repoir fence after each storm event Remove sediment when a�e half of the height of the fence hae ee� m�ea. Remo.�ea sed:nenc and� be depwitad 'm an area tnbutory to a sediment baein or other fltering measure. SILT FENCE woiE: e�s ro eE �rm �, — rno s� s�a�s (eon+sm�s) � � �� s�w �� . �� a�v r�ow awam. eorrau PLAN VIEW N.T.S. sr�n No oim�aM smUw ea r�.ow— CpIPACIED 90N_� �� rasr 4" ►NN. ,r ww. SECTION VIEW N.T.S. STRAW BALE BARRIER END BALES TO BE KEYm iNTO f1LL SLOPE TOE OF FlLL �N \ e s o o e e e CULVQtT o FlLiERm RUNOFF � I RUNO� _ e 0 0 � WOOD STAKES (2' x 2' MINIMUM) a o o � � EROSION BALES ARE TO BE ENiRENCHm 4 INCHES INTO iHE SOIL, ncrn�r aeumNc wmi No GAPS, SfAKm AND BACKFlLLED AROUND THE ENi1RE OU151DE PERIIAEfER. PLAN VIEW CULVERT EROSION BALE INLET PROTECTION � SEDIMENT REMWAL SHALL BE PERFORMm CONTINUOUSLY FOR PROPER FUNCTION. REMOVAL OR DISTURBANCE OF EXISTING VEGETATION SHALL BE LIMITED TO THE AREA REQUIRED FOR IMMEDIATE CONSTRUCTION OPERATIONS, AND FOR THE SHORTEST PRACTICAL_ PERIOD OF TIME. ALL SOILS EXPOSED DURING SOIL DISTURBING ACTIVITY (STRIPPING, GRADING, UTILITY INSTALLATIONS, STOCKPILlNG, FILLING, ETC.) SHALL BE KEPT IN A ROUGHENED CONDITION BY RIPPING OR DISKING ALONG LAND CONTOURS UNTIL MULCH, VEGETATION, OR OTHER PERMANENT EROSION CONTROL IS INSTALLED. NO SOILS SHALL REMAIN EXPOSED TO LAND DISTURBING ACTIVITY FOR MORE THAN THIRTY (30) DAYS BEFORE REQUIRED TEMPORARY OR PERMANENT EROSION CONTROL (EG. SEED/MULCH, LANDSCAPING, ETC..) IS INSTALLED UNLESS OTHERWISE APPROVED BY THE STORMWATER DEPARTMENT. THE PROPERTY SHALL BE WATERED AND MAINTAINED AT ALL TIMES DURING THE CONSTRUCTION ACTIVITIES SO AS TO PREVENT WIND CAUSED EROSION. ALL LAND DISTURBING ACTIVITIES SHALL BE IMMEDIATELY DISCONTINUED WHEN FUGITIVE DUST IMPACTS ADJACENT PROPERTIES, AS DETERMINED BY THE CITY OF FORT COLLINS ENGINEERING DEPARTMENT. ALL TEMPORARY (STRUCTURAL) EROSION CONTROL MEASURES SHALL BE INSPECTED AND REPAIRED OR RECONSTRUCTED AS NECESSARY AFTER EACH RUNOFF EVENTIN ORDER TO ASSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL RETAINED SEDIMENTS, PARTICULARLY THOSE ON PAVED SURFACES ROADWAYS, SHALL BE REMOVED AND DISPOSED OF IN A MANNER AND LOCATION AS TO NOT TO CAUSE THEIR RELEASE INTO ANY DRAINAGEWAY. NO SOIL STOCKPILE SHALL EXCEED TEN (10) FEET IN HEIGHT. ALL SOIL STOCKPILES SHALL BE PROTECTED FROM SEDIMENT TRANSPORT BY SURFACE ROUGHENING, WATERING, AND PERIMETER SILT FENCING. ANY SOIL STOCKPILE REMAINING AFTER 30 DAYS SHALL BE SEEDED AND MULCHED. CITY ORDINANCES PROHIBITS THE TRACKING, DROPPING, OR DEPOSITING OF SOILS OR ANY OTHER MATERIAL ONTO CITY STREETS BY OR FROM ANY VEHICLE. ANY INADVERTENT DEPOSITED MATERIAL SHALL BE CLEANED UP IMMEDIATELY BY THE CONTRACTOR. NOTE: SEEDING/MULCHING IS TO BE STARTED IMMEDIATELY AFTER OVERLOT GRADING IS COMPLETE. SILT FENCE AND STRAW BALES TO REMAIN IN PLACE UNTIL GRASSES GERMINATE. MULCH TO BE APPLIED AT A MINIMUM RATE OF 2 TONS/ACRE. ENSURE THAT MULCH IS ADEQUATELY ANCHORED, TACKED, OR CRIMPED INTO THE UNDERLYING SOIL. � INSTALL STRAW BALE BARRIER \(SEE DETAIL THIS SHEET) �'�" , �� 18' � - �___�_, ` .. . . .. ; 't, � . : I ' . _ _ _ ; , , - , ' , •"` � ,' INSTALL" 2,000 LINEAR FEET OF SILT FENCE � � INSTALL STRAW-��ALE BARRIER '` �(SEE DETAIL THIS SHEET) � I ,,.� � � � . (SEE DETAIL THIS .=SHEET) �- = . � , � �' _ _. � __ _. r . � � � .�.� � �� ' I �. EROSION CONTROL SCHEDULE ' o �I , � r; � 2003 - I S 0 N D � I OVERLOT GRADING � SILT FENCE � STRAW BALE BARRIERS SOIL ROUGHENING SEEDING/MULCHING LEGEND SILT FENCE ------------------ EASEMENT ` ` - EXISTING CONTOUR ��I 5107 PROPOSED CONTOUR — — - — �— PROPERTY LINE — — — — — — STORM SEWER EROSION CONTROL SUBBASIN BOUNDARY „ ` _ ,> > �� . �_ ��__ .,, . ., �. � �� -ti�� `�__� - �. ` �. _. . - � �� _, . � `, ._ % ., . _ - � �, , __ / , �INSTALL 50 L / SILT FENCE � (SEE DETAIL : / THIS SHEET) , ♦ INSTA BALE BARf�IER� (SEE ``�ETA'F�. � THIS 5.HEET) ' . .� � � ANDERSON CONSULTING ENGINEERS, INC. RESPONSIBILITY LIMITED TO INFORMATION CONTAINED ON SHEET EC-1 �� .. p _ •ci � ��% •';4'� � ��Y� �wIA � �� • • • � „� �°p :, q191a3 '�/ �'� � ► SSi�NAL •� INSTALL 375 L.F. SILT FENCE (SEE DETAIL THIS SHEET) — . � � , 1 "=50' 0 25 50 100 =1NSTALL SILT FENCE :;(SEE DETAIL THIS SHEET) � � � � � Z O � � � � r7 0 o = N � � Q N = = a O � � m .. m r � m moo wW zzY W � � U � Q cn w Q�w= � 0 � U � z � W W Z W 6T � � N Z U z � W � z Q � � � � ry � N '� � N Opo ' . �o w�oo U � , Q a �"'w o� � N N �� .� O � � N � � � � V,3� �=c .�� a N :v � C.i z Q � � � � O � J � z O U . z O � � O � W SH EET EC-1 �� 10 I A � : C � ATER QUALITY/STORMWATER SPILLWAY PLAN VIEW N.T.S BURIED CLASS 9 RIPRAP CO�CRETE PAN 2'X4' (SEE D TAIL THIS SHEET) CONCRETE PAN 2'X4' (SEE DETAIL THIS SHEET) I�2�� —31'— WATER QUALITY/STORMWATER SPILLWAY TYPICAL CROSS SECTION A—A 4 N.T.S 1 WATER QUALITY�STOf�MWATER SPILLWAY TYPICAL CROSS SECTION B—B 43' 31' MATCH TO EARTHEN ' FLOW CONTROL PLATE FINAL GRADE 4 CHANNEL (SEE DETAIL THIS SHEET) 4 � � 2.5' EL. 4974.5 � � , r � � .� . . � . _ , . J , o.� . — ,. — � o„o � �: rti . o o t ; ' ` '` .^, , ,: ,, ., �� _ u � <; „ . �z, :� w : � . :: . , A, �� FORM TOP 12,� OF SILL MIN. (2) #4'S TOP n CONCRETE PAN AND BOTTOM �-3�� (SEE DETAIL THIS SHEET) N.T.S 4 N.T.S EL. 4974.5 EL. 4973.4 4 4 �1 1� 18 ° --...,,_ — � CONCRETE PAN � 2' � (SEE DETAIL THIS SHEET) 1 1 LOa . ; -:-' . . ! � �: CONCRETE PAN 1 EL. 4973.5 1 4 4 (SEE DETAIL THIS SHEET) � 2� � BURIED CLASS 9 RIPRAP (SEE DETAIL THtS SHEET) 4 A � 8 � ' 10 C � EL. 4976.0 EL. 4976.0 � • (2) #4'S TOP AND 2,5' 80TTOM WITH 3" �CONCRETE COVER : �8" EL. 4976.0 STEEL PERFORATED FLOW CONTROL PLATE AND CONCRETE TRICKLE PAN SECTION D—D �oT�� Plate Width _I f .3" 6' 3' STAINLESS ORIFICE PERFORATION = STEEL BOLTS 7/8" DIA. � I O q• MODIFY CONCRETE PAN TO MATCH INVERT 5/16E THICK O I O � ELEVATION OF ORIFICE PERORATIONS � 01 p 1� ' � POND INVERT , a � EL. 4973.5 6' � � � � � 1 CONCRETE � I TRICKLE r 2' PAN FLOW CONTROL PLATE & TRASH RACK AA7T 7a .A^rIL£ Stee,l Perforoted Flow Contro✓ Q P/ote (Pointed) Q ' - =e _ = -. _ -: -� �' - . - �• - - . � I _ - f a 6• ` - � - - - - ' - - - °- ' _.4- - _ _ �Qw Trosh Rock Attoched By /ntermittent C8x16t75 Ameiicon StandoM We/ding A// Around Stivctuio/ Stee✓ Channe/ (Pointed). Tios/i Roc�i Attoched By Wdding FLOW SCREFN �93 SUPPORT SUPPORT ROD TOTAL CARBON STEEL VEE WIrtE ROD ON-CENTER SCREflJ FRAME TYPE SLOT OPENING 7YPE SPACING THICKNESS 0.139 #156 VEE 3/4' S/76" 3/8'x1.0' FLAT BAR TRASH RACK DETAIL IN�T 7r7 SL^AL£ sto�i� st�r Suppoi-t Bo�s No. 93 Stoin/ess Ste�al (U.� Fi/teN" or Equo/) �ies �ow TYPICAL SECTION FOR BURIED CLASS 6 RIPRAP N.T.S. 6� 12" 4" TYPICAL SECTION FOR BURIED CLASS 9 RIPRAP N.T.S. 'IVE SOIL 6" CLASS 6 RIPRAP � g" 'PE II BEDDING MATERIAL 4" EN FILTER CLOTH E PLAN GRADATION OF ROCK FOR :. CLASS 9 RIPRAP PERCENT SMALLER INTERMEDIATE ROCK THAN GIVEN SIZE DIMENSION (BY WEIGHT) (POUNDS, INCHES) 70-100 117 , 15 50-70 85 , 12 35-50 35 , 9 ----- 2-10 _ 4 _ � _ 3 __---- E j�O�B r� X � � + L- - - -_ -Z� � I—o� � �X SEC110N X—X END VIEW END SECTION FOR REINFORCED CONCRETE CIRCULAR f'IPE oo� w►x. (30' MIN.) r-r � 3/4' 'CnrioPY iwE . � ROD LUG, OR APPROVED EWAL =- - - -- _ - - -- - --- -- - - - - -; : _ - wra►naN aF i- ' � �r-s' a�u�x Ho�es � � PIPE L �� g- � J- DIAMETER F 18"-30" 5" 36"-42� 6� 3/4' GALVANIZED ANCHOR B�TS, NUTS, AND WASHQtS, 48�-60" 7" MILD STEEL, ASTM A 307. ROD WG SHALL � COATED 72�-84� 9� �TM �a--TAR EPDXY PAINT OR APPROVED EWAL CONCRETE JOINT FASTENER GENERAL NOTES ,. R�� M-6o3-,°. CON CRETE EN D SECTI ON S 2 CONCRE7E END SEC110NS ARE TO BE FURNISHED �nni raacuE oR cRoovE As REcw�Rm. CITY OF FORT COLLINS, COLORADO 3. INSIDE CONFlGURATION AND JOINT OF CONCRETE ENGINEERING SERVICES UNIT END SEC110N AND PIPE SHALL MATCH. 4. WNCRETE PIPE JOINT FASTENERS, WHERE APPROVED BY: �iOWN ON PLANS, SHALL BE INSTALLED SO THAT DATE: A MINIMUM OF 15 LINEAR FEET OF THE OUTLET END OF THE PIPE ARE MECHANICALLY lOq(ED REVISIONS: ELLIPTICAL SECTIONS REMOVED roc,�niot. EN� sEcnoN �cnis, wH� usm, D-15 i NALL BE INCLUDED IN THE 15 LF. REQUIREMENT. MAGPIE MEANDER NATURAL AREA POND CONCRETE CUTOFF WALL SCALE 1 " = 3' EL. 4975 — 4 � FORM TOP 12" OF SILL MIN. � 1.5' �, . 4 Z 5' 1 'IVE SOIL CLASS 9 RIPRAP E II BEDDING MATERIAL EN FILTER CLOTH GRADATION OF TYPE II BEDDING MATERIAL SIEVE SIZE PERCENT PASSING (BY WEIGHT) 3" 90-100 3 4" 20-90 4 0-20 #200 0-3 ANDERSON CONSULTING ENGINEERS, INC. RESPONSIBILITY LIMITED TO INFORMATION CONTAINED ON SHEET DR-2 �P�0 , �S •"'�" l � •�� v• � . 0.- , •v f�;Q 807 , . .� �°': °,��%j ; �,�, O • . ,� ��SS��NA L �F'�G\ � (2) �E4'S TOP AND - 2.5' BOTTOM WITH 3" � � . CONCRETE COVER �----�5' (2) #4'S TOP AND BOTTOM t'ri z O � > w � � r7 0 I cp N I � J o��a mr � m moo Z Z Y W � � U i— Q cn w Q�w= � � � U U z � � W W .v z W Z I -� �' z U z 0 C W � Z Q � � N � O '� � N O O o _ �c W o a U� .� `,r'"w � o � ��o N �i Y N o. a � � � N � � �3� � °' a . �� a N ti� -� r U � � W W � V J � � Q � W � � SHEET DR-2 3 WATER QUALITY�STORMWATER SPILLWAY TYPICAL UPSTREAM CROSS SECTION C—C EL. 4974.5 EL. 4974.5 4 6" SOIL� �— 11 i -BURIED CLASS 9 RIPRAP (SEE DETAIL THIS SHEET) _ :� � �