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HomeMy WebLinkAbout03337 - Technical Information Report � � `•! m STORMWATER TECHNICAL INFORMATION ; ' Seahawks Headquarters and Training Facility Renton, Washington i -� .��#..„. �; � � ��_:' . � �� � •� ��• � . ! � : ,�" � # ._..,. . ,.,�'� r i' �� �„�'� '�� ��,: � a� ��,�'� `�"`� = ^�* y� X r,� �.��� -� 3µ����.E� � ��.:_� �� - K I�, . � .., ,+,���J���� - � �� - - ����,... . . December 29, 2006 .:., � �: � MAGNUSSON . , -. KLEMENCIC AS�CCIATES 3337 i � STORMWATER TECHNICAL INFORMATION Seahawks Headquarters and Training Facility Renton, Washington , i �� � December 29, 2006 ■ MAGI�IUSSON KLEMENCIC ASSOCIATES 1301 Fifth Avenue,$uite 3200 �eottle,Washington 98101-2699 '. T:206 292 t 200 F:206 292 1201 MAGNUSSON KLEMENCIC �,ssoc.�-Es ■ �IQBL�d__V'�AIFB_T E�H N I C A L I N F O R M ATLQ N.____ _ _ _ Section I: Project Overview ..................................................................... 1 Section Ii: Preliminary Conditions Summary ..................................................... 2 Section III: Offsite Analysis....................................................................... S Section IV: Flow Control and Water Quality Facility Analysis and Design......................... 7 Sectian V: Conveyance System Analysis and Design.............................................. 9 Section VI: Special Reports and Studies........................................................... 1 0 Section VII: Other Permits......................................................................... 1 0 Section VIII: Canstruction Stormwater Pollution Prevention Plan Analysis and Design ............ 1 0 Section IX: Bond Quantities Worksheet, Retention/Detention Facility Summary Sheet, and Declaration of Covenant .............................................................. 1 1 Section X: Operntions and Maintenance Manual ................................................. 1 1 References . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 FIGURES Figure I-1: Technical lnformation Report Worksheet Figure I-2: Site Location ' Figure I-3: Drainoge Basins, Subbasins, and Site Characieristics Figure I-4: Soils Figure II-l: 2-year, 24-hour Precipitation Figure II-2: 25-year, 24-hour Precipitation Figure II-3: 100-year, 24-hour Precipitation Figure III-1: Offs�te Flow Conveyance Figure III-2: Gypsy Subbasin Figure IV-1: Water Ouality Treatment Areas Figure U-1: Conveyance System Overview Figure V-2: WSDOT Renton-Seattle Rainfall Intensity Duration Frequency Plot Figure VII-l: Temporary Erosion and Sedimentation {ontrol Plans APPENDICES Appendix A: Sand Filter Sizing Appendix B: Onsite Conveyance Calculations Appendix C: Offsite Conveyance (Gypsy Subbasin) Calculations Appendix D: Stormwater Facilities Maintenance � Stormwater Technical Information TableofContents ���'St.����'�.�ytYi�� Y:�� -.-. ;` �Yt�'iYn���`r'_- 4t � � ��»z-��,w. � .,..�s'��...�_-r� .�A'e��'�.= t��`f�r Y.' � � Seahawks Headquarters and Training Facility, Renton,Washington STORMWATER TECHNICAL INFORMATION f : ' ' � MAGNUSSON ' KLEMENCIC ASSOCIATES �= �� �.�� � ���s �`���: , � -- - {� - i ������;���.���-;���� ��, _ _ . ��,�<�_ MAGNUSSON KLEMENCIC AS50GATE� � SECTION I: PROJECT OVERVIEW INTRODUCTION This report documents the stormwater and drainage design approach and proposal for the Seahawks Headquarters and Training Facility project. The report has been prepared concurrently with the Shoreline Substantial Development Permit Submittal using the guidelines for the Stormwater Technical Information Report (TIR) from the 2005 King County Surface Water Design Manual (KCSWDM). Figure I-1 consists of the standard TIR worksheet, completed for the project. The project is located between Lake Washington and Ripley Lane, northwest of the Northeast 44th Street and Interstate 405 interchange in Renton, Washington (see Figure I-2). The east side of the site abuts the Burlington Northern and Santa Fe Railroad right-of-way. The site is located in the Gypsy Subbasin. The proposed project includes construction of a new headquarters and sports training facility on a former industrial site which has been largely remediated pursuant to negotiated Consent Decrees with the Washington Department of Ecology (Ecology). EXISTING DRAINAGE The existing site is currently vacant land with weedy brush cover. The existing site runoff sheet flows from east to west, toward Lake Washington. There is an existing degraded storm drain crossing the site that conveys offsite stormwater from the Gypsy Subbasin, from the east side of the site to Lake Washington. A created mitigation wetland exists at the southwestern corner of the site. The wetland is predominantly a lake-fed wetland. PROPOSED DRAINAGE The project stormwater management approach is based on the 2005 KCSWDM. Enhanced water quality treatment is proposed for site stormwater runoff. As with the existing site conditions, all drainage � from the site will discharge directly to Lake Washington, a direct discharge receiving water. No flow control is proposed or required. Several stormwater management treatments are proposed to serve different developed zones of the site. The treatment areas and systems are as follows: Pedestrian Hardscape and Building/Raof Areas These areas are non-pollution-generating surfaces. Stormwater runoff from pedestrian hardscape and building roofs will drain to Lake Washington as direct discharge. Natural Turf Field(s) Precipitation that lands on the natural turf fields will drain vertically through a sand layer and a grave) layer to subdrains that will convey the stormwater to a site storm drain system discharging to Lake Washington. The natural turf fields, with an 18-inch layer of sand, will function as a very large sand filter. An Integrated Pest Management (IPM) Plan will be prepared that describes turf management practices for these practice fields. One-hundred percent of the storm runoff from these fields will pass through the underlying sand, which exceeds the requirements for large sand filter treatment. Stormwater Technica) Information Seahawks Headquarters and Training Facility, Renton, Washington n1,�c�ussoU KLEtvtENCIC Mitigated Constructed Wetland The Baxter Cove Mitigation Wetland is located on the Lake Washington shoreline at the southwest corner of the site and is hydraulically connected to the lake. The site drainage is collected, conveyed, and managed in onsite drainage systems that are not hydraulically connected to the wetland. Paved Parking and Drivewoys Stormwater runoff from paved parking and driveway areas wil) b�collected and/or directed to three large sand filters. All of the sand filters will be covered with�gra�s '; which will intercept fines and provide pre-treatment and also is expected to help maintain the su� permeability of the filter. The large sand filters have been sized per the 2005 KCSWDM. Subdrains from the large sand filter will convey water to the site drainage system. Discharge to Lake Washington Stormwater from the site will be collected and discharged to Lake Washington. Discharge will occur through five new constructed drainage system outlets. The new pipe outfalls will release water above the ordinary high-water mark (OHWM) of Lake Washington and will drain over rock-lined channels to the OHWM of Lake Washington. Outlets of rock-lined channels constructed to provide energy dissipation and protection against erosion have been located at areas where existing shoreline materials are non-erosive, to prevent impacts when the Army Corps lowers the lake's water level below the OHWM. Gypsy Subbasin Conveyance Relocation and Upgrade Improvements also will be made to relocate and increase the capacity of the existing storm drain that conveys the offsite flow from the Gypsy Subbasin. The relocation is required because the proposed building will be located over the existing pipe. Earlier studies by the City of Renton determined that increased capacity is required to convey the current and future flows from the Gypsy Subbasin. LIST OF FIGURES ■ Figure I-1 : TIR Worksheet ■ Figure I-2: Site Location ■ Figure I-3: Drainage Basins, Subbasins, and Site Characteristics ■ Figure I-4: Soils SECTION II: PRELIMINARY CONDITIONS SUMMARY SITE CONDITIONS The total project area will be slightly under 20 acres. The project will create approximately 5.9 acres of sports fields, 3.6 acres of building(s), and 2.6 acres of new vehicular impervious surface. The remaining area is comprised of landscape areas and lawn. Stormwater Technical Information �.� � � Seahawks Headquarters and Training Facility, Renton, Washington MAGNUSSON KLEMENCIC �.5°O�i.nrc5 .0 �� S01 LS , Figure I-4 shows the soils map for the area that was prepared by the Soil Conservation Service (SCS) in , the 1970s. The SCS hydrologic soil group designation has little relevance for the project, however. , Past site activities generated large amounts of organic materials (bark and mulch) that worked into the , native soils. Fill also likely was placed over native soils to facilitate the operations at the site. Most significantly, because of the impacts of past operations on the site soils, Ecology has established a Consent Decree that mandates the placement of fill to"cap"the in-situ soils;the runoff potential of the developed site will depend on the characteristics of the "cap" material rather than the native soil. For the purposes of the drainage analysis, all of the soils were treated as belonging to Hydrologic Soil Group C, moderate runoff soils (till). RQINFALL Design storms for the project location are shown in Table II-1 and Figures II-1 to II-3. Table II-1: 24-hour Precipitation at Seahawks Headquarters and Training Facility ���n�all Storm Recur�en�� �:nchesj 6-month 1.27 2-year 1.99 __ ___ ___.__.�_ ___ .__ i 10-year 2.90 ' 25-year 3.43 __ _ _ __ 100-year 3.89 fORE REQUIREMENTS A pre-application meeting was attended by the Owners, Design Team, and City staff on May 3, 2006, and conditions for the project were identified. A subsequent meeting was held on July 19, 2006, at which time it was determined that Ecology would be the permitting agency for most of the site work and that the design would need to conform to City standards. The drainage manual officially adopted by the City of Renton is the 1990 KCSWDM; however, for this project the stormwater management and drainage design will meet the 2005 KCSWDM criteria to the extent practicable. Core Requirement l: Dis�horge at the Natural Location The drainage from the improved areas will continue to drain to Lake Washington. New pipe outlets/outfalls will be located above the OHWM. The receiving body for this system will not be changed. The onsite flows will be kept separate from the offsite Gypsy Subbasin flows. The proposed Stormwater Technical Information ■� Seahawks Headquarfers and Training Facility, Renton, Washington MAGNUSSON KLEMENCIC k$SOGIAiES ■ Gypsy Subbasin pipeline relocation will connect to the existing 24-inch corrugated metal pipe within the , site property line and discharge to Lake Washington at a new location. ' Core Requirement 2: OfEsite Analysi5 An offsite analysis was conducted for the Gypsy Subbasin drainage that crosses the site. Care Requirement 3: Flow Control Peak rate runoff control is not required or provided for the project because the site discharges directly to Lake Washington, a major receiving water body. Core Requirement 4: Conveyance System New conveyances have been designed to accommodate the 25-year design storm. The conveyance pipe for the offsite Gypsy Subbasin flow has been sized for the 100-year design storm for future basin , conditions. I Co�e Requirement 5: Temporory Erosion and Sedimentation Control ' A Temporary Erosion and Sedimentation Control (TESC) plan has been prepared for the project and is included in this report as Figure VIII-1. Core Requirement 6: Maintenance and Operation ' Maintenance and operation requirements have been identified based on the stormwater management and storm drain system design. SPECIAL REQUIREMENTS I Special Requirement l: Other Adopted Area-specific Requirements I The Seahawks headquarters and training facility include the North Baxter Property and the South Baxter Property, which are covered under Ecology Consent Decrees #00-2-1 1778-7KNT and #00-2-1 1779- � � SKNT, respectively. The Consent Decrees require that the conditions of the Cleanup Action Plan approved in 2000 be applied to the site. The Cleanup Action Plan for this site does not have specific requirements for the permanent stormwater controls for the site, but addresses management of existing site soils during construction. The plan requires that existing soils be capped to prevent incidental contact upon completion of the project. The capping materials include pavements, building foundation pads, the athletic field section, and imported fill. Where the capping materials are pervious, a warning barrier will � be buried (for example, a geogrid buried 3-feet beneath the pervious ground surface. The special II requirements for the project's construction have been implemented in the grading plans and TESC plan. Special Requirement 2: Flaod Hazord Area Delineation Does not apply. Stormwater Technical Information , �f - , , , � , Seahawks Headquarters and Training Facility, Renton, Washington 1 1�-1AGNUSSON KLEMENCIC I _._. � Special Requirement 3: Flood Profiection Facilities IDoes not apply. � � Special Requirement 4: Source Controls Source contro) measures will be provided as identified in the Turf Integrated Pest Management Plan and I I the Stream and Lake Study for the project and/or as required in accordance with the KCSWDM Source Control Best Management Practices menu. ( Special Requirement 5: Oil Contro) Does not apply, project is not a high-use site. � LIST OF FIGURES ■ Figure II-1 : 2-year, 24-hour Precipitation � ■ Figure II-2: 25-year, 24-hour Precipitation ( ■ Figure II-3: 100-year, 24-hour Precipitation SECTION III: OFFSITE ANALYSIS _ IA down-stream analysis is not required for this project because the site is adjacent to Lake Washington and improvements on site will not impact downstream drainage conditions. ' A review of offsite, upstream conditions was conducted for the Gypsy Subbasin. The Seahawks Headquarfers and Training Facility will be constructed near the final, piped segment of the Gypsy ( Subbasin. Because of historic flooding within the Gypsy Subbasin area (flooding occurring on the east side of I-405), the City of Renton retained a consultant to conduct engineering studies in the 1990s to study and prepare engineering design concepts to reduce the flooding potential. Hydrologic/hydraulic � simulations estimated peak flow rates within the Gypsy Subbasin and included preliminary engineering conceptua) designs for capital improvements to reduce flooding occurrences. Investigations showed that some flooding relief could be attained by increasing the hydraulic capacity of the piped Gypsy � Subbasin in the area between the Burlington Northern Railroad and the Lake Washington outfall. The existing and proposed Gypsy Subbasin drainage at the site is shown in Figure III-1 . The extent of the Gypsy Subbasin is shown in Figure III-2. IThe offsite analysis for the Seahawks project considered if the 1997 analyses of the Gypsy Subbasin adequately reflect the current and projected future basin conditions and assess whether the earlier � engineering alternatives appear valid with today's understanding of the basin conditions. Four points are considered: the modeling method; the modeled future land use; the basin extents; and the assumptions about implementation of stormwater detention as the basin develops. � � Stormwater Technica) Information ��� j 1��� � �-, ?��`�`�'���'= = ' Seahawks Headquarters and Training Facility, Renton, Washington MAGNUSSON KLEMENCIC LONCLUSION Based on these specific hydrological elements (model method, future land use, basin extents, and I detention assumptions), which have not changed significantly between 1995/1997 and the present, it �i appears that re-computing the basin hydrologic conditions would not yield substantially different results than what was obtained in the previous studies. The estimated 100-year, 24-hour flow rate for the offsite flow entering the Seahawks Headquarters and Training Facility site from the Gypsy Subbasin that will be used for the design is 209 cfs. � The design of the relocated Gypsy Subbasin storm drain pipeline is discussed in Section V, i LIST OF FIGURES ■ Figure III-1 : Offsite Flow Conveyance ■ Figure III-2: Gypsy Subbasin SECTION IV: FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN Peak rate runoff control is not required or provided for the project because the site discharges directly to Lake Washington, a major receiving water body. Therefore, retention/detention analysis and design is not included in this report. WATER QUALITY TREATMENT The 2005 KCSWDM designates areas draining to Lake Washington as subject to the requirements of "Basic Treatment"; however, this project is sizing the water quality treatment facilities in accordance with the "Enhanced Basic" water quality menu of the manual. The Enhanced Basic water quality criteria requires treatment of 95%of the total runoff from the site to achieve 50%total zinc removal and achieve greater than 80%total suspended solids removal. Using the large sand filters that are proposed will also achieve compliance with the "Sensitive Lake Protection"water quality menu because large sand filters are expected to provide at least 50% reduction in total phosphorus from the site's runoff. The water quality treatment for the site falls into three categories (Figure IV-1): ■ Stormwater runoff from the natural turf fields will be collected through a subdrainage system. The depth of the sand substrate in the field (18 inches) effectively provides treatment for the stormwater generated from the field, and no further treatment is proposed. ■ Stormwater runoff from the roof areas, sidewalk and plaza areas, and non-field landscaped areas on the south and west sides of the site will be collected and conveyed to the lake. The roof designs do not incorporate unpainted metal, so no treatment of roof runoff is proposed. ■ Stormwater runoff from the vehicular impervious surfaces will be collected and treated in Large Sand Filters sized in accordance with the 2005 KCSWDM. Stormwater Technical Information ; � ;r � Seahawks Headquarters and Training Facility, Renton, Washington MAGNUSSON KLEMENCIC Sand Filter Design The sand filter sizing computations are included in Appendix A. Table IV-1 summarizes the sand filters designed for the project. A total of 4,899 square feet (sf) of sand filter area will provide treatment for 3.51 acres of tributary area that is 78% impervious. The typical depth of the filter sand layer is 18 inches. Table IV-l: Sand filters Design Summary � Trihut��yy Tribu#ary F`s�i�r� .�';£;� �'._ ��:�;_: �����t� Are� ��acre} �r��erui�u�ness �i�#�r��r��ce �epth�ft} Are� �sf} SF-1 0.82 85.8% Turf 2.0 831 __ _ _ _ _ ___ ._ _ _ _ _ SF-2 2.19 78.8% Turf 1.0 3,419 SF-4 0.50 63.7% Turf 1.0 649 Additional requirements for large sand filters are addressed below. ■ Pretreatment: Piped conveyances include a catch basin with a sump and tee to provide settling and spill control before runoff enters the sand filter. Turf grass established on the sand filter surfaces will act as a filter strip to provide pretreatment of runoff. The root structure of the turf will help prevent the sand surface from clogging. ■ On-line versus off-line: Sand Filters 2 and 4 will be constructed on-line, which is to say without an upstream flow splitter. Flows exceeding the design capacity of the filter will overtop a grated � overflow structure within the filter area and be conveyed to the storm drain system outlet. Sand Filter 1 will have an upstream bypass structure that diverts water when the sand filter pool exceeds the maximum design water surface. ■ Spill control: A spill control tee will be provided within the storm drain system upstream of Sand Filter 1. Sand Filters 2 and 4 wil) utilize the vegetated edges of the sandfilter for natural filtration. ■ Flow spreading: Flow spreaders are provided at each filter to disperse stormwater across the filter surface, and where site surface runoff is not collected, the site will be graded so that the runoff enters the filter as dispersed sheet flow. ■ Overflow: In addition to a perforated pipe underdrain system, a 54-inch-diameter grated catchbasin riser will act as an overflow structure at all three sand filters. Additional information can be found in the City of Renton Standard Detail B040 for overflow structures. LIST Of FIGURES Figure IV-1 : Water Quality Treatment Areas Stormwater Technica) Information _ ��e q , ,..�� Seahawks Headquarters and Training Facility, Renton, Washington MAGNUSSON KLEMENCIC ;,s�..c��. E� ■ SECTION V: CONVEYANGE SYSTEM ANALYSIS oNl� DESIGN There are in essence four different stormwater collection/conveyance systems on the project site: the Gypsy Subbasin offsite "bypass" pipeline, the parking lot and driveway storm drainage system, the roof drain/landscape/pedestrian drainage system, and the field drainage system (Figure V-1). The onsite drainage system sizing is documented in Appendix B. Hydrologic analyses have been conducted for the conveyance and water quality treatment sizing and design. The basins used in these analyses are shown in Figure I-3 and the major storm drains are shown in Figure V-1. The Rational Method was used in sizing pipes that convey surface runoff. Table V-1 shows the WSDOT ' 25-year rainfall intensities for several durations that were used for design purposes. Refer to Figure V-2 I for additional information. ' Table Y-1: WSDOT Renton-Seattle 25-year Rainfall(ntensities R�i�tft�ll �nte�sity D�r��i�� ���ne#es� �i�chesi�€o�3� 5 2.70 _ _. __ _ . 10 2.05 _ __ _ _ _ _ _ _. 15 1.60 30 1 .00 60 0.60 The off it s e Gypsy Subbasin bypass pipe sizing computations are provided in Appendix C. The design flow for this system is 209 cfs. Analyses showed that the existing system can convey approximately 13 cfs before overtopping the existing railroad ditch. The proposed design, which connects to the , existing 24-inch corrugated metal pipe onsite and travels to the new outlet, has capacity for 122 cfs with a hydraulic grade elevation of 25.92 feet. The City of Renton is considering increasing the capacity of the stormdrain system currently located under Ripley Lane, the 84-inch Metro Sewer, and the BNSF Railroad. Analysis showed that the future onsite design can convey the design flow of 209 cfs with a hydraulic grade elevation of 24.89 feet, which will accommodate the future City build-out. LIST OF FIGURES Figure V-1 : Conveyance System Overview Figure V-2: WSDOT Renton-Seattle Rainfall Intensity Duration Frequency Plot Stormwater Technica) Information � , Seahawks Headquarters and Training Facility, Renton, Washington MAGN USSON KLEMENCIC r..:.>�c:n;E_ -. SECTION VI: SPECIAL REPORTS AND STUDIES The Gypsy Subbasin analyses from 1995 and 1997 were reviewed and considered in the preparation of the proposed drainage design. The WSDOT Environmental Assessment for the I-405 Renton-to-Bellevue Project was cursorily reviewed to assess WSDOT's intended stormwater management plans for the upcoming highway widening that drains in-parf to the Gypsy Subbasin. See Section II, Special Requirement l, for discussion about the Ecology Consent Decree and Cleanup Action Plan requirements for the site. The following permits/approvals also apply to this project: ■ Hydraulic Project Approval ■ Ecology Engineering Design Reporf Approval and Certificate of Completion Under Consent Decrees SECTION VIII: CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN ANALYSIS AND DESIGN A TESC plan has been prepared for the project and is included in this report as Figure VIII-1 . The plan will meet the minimum TESC requirements as discussed below. TESC REQUIREMENTS TESC Requirement 1 : Clearing Limits Clearing limits will be shown on the plans. TESC Requirement 2: Cover Measures Cover measures will be addressed in the TESC Plan Notes. TESC Requirement 3: Perimeter Protectian ; A sediment retention barrier will be shown on the plans. TESC Requirement 4: Traffic Area Stabilization The stabilized construction entrance will be shown on the plans. The TESC Plan Notes will indicate that State water quality standards are applicable to construction site runoff. Stormwater Technical Information - �,�, �, b Seahawks Headquarters and Training Facility, Renton, Washington MAGNUSSON KLEMENCIC as�oci��rE, � TESC Requirement S: Sediment Retentian A sediment retention system will be shown on the plans. TESC Requirement 6: Suriace Water Control Interceptor swales will be shown on the plans. TESC Requirement 7: Dust Control Air quality will be addressed in the TESC Plan Notes. TESf Requirement 8: Wet Season Construction Wet season construction will be addressed in the TESC Plan Notes. TESC Requirement 9: Construction within Sensitive Areas and Buffers Construction within sensitive areas and buffers will be shown on the plans and addressed in the TESC Plan Notes. TESC Requirement 10: Maintenance Maintenance will be addressed in the TESC Plan Notes. TESC Requirement 11: Final Stabilization Final stabilization will be in accordance with the landscape plans for the project. LIST OF FIGURES Figure VIII-1 : TESC Plans SECTION IX: BOND QUANTITIES WORKSHEET, RETENTION/DETENTION FACILITY SUMMARY SHEET AND DECLARATION OF COVENANT None. SECTION X: OPERATIONS AND MAINTENANCE MANUAL OPERATIONS The project provides stormwater treatment facilities to treat runoff from the new vehicular impervious surfaces. The stormwater will be treated primarily by settling and/or filtering suspended pollutants from the runoff. Stormwater Technical Information � Seahawks Headquarters and Training Facility, Renton, Washington ', MAGNUSSON KLEMENCtC :,s:cc,�r�; � The operation of the treatment facilities will be passive and controlled by gravity. There are no actions required on the part of the Owner aside from maintaining the facilities. MAINTENANCE The stormwater treatment facilities will require periodic inspection and cleaning to function properly. Refer to Appendix D for additional information and maintenance checklists. BEFERENCES Surface Water Design Manual, King County Surface Water Management, 2005. Pre-Application Meeting with City of Renton Staff, May 3, 2006. Pre-Application Meeting with Washington State Department of Ecology and City of Renton Staff, July 19, 2006. Port Quendall Company, Feasibility Study and Cleanup Action Plan: J.H. Baxter North Properfy,April 5, 2000. City of Newcastle, Comprehensive Plan, Figure LU-5 Zoning Map, amended July 5, 2005. City of Renton, Gypsy Subbasin Analysis Technical Memorandum No. 2,April 1995. City of Renton, Gypsy Subbasin Drainage Improvements Design Memorandum, September 1997. City of Renton, Zoning Map, updated January 10, 2006. Washington Department of Transportation, I-405 Renton to Bellevue Project Environmental Assessment, � �� March 2006. Washington State Department of Ecology, Consent Decree #00-2-1 1778-7KNT and #00-2-1 1779- SKNT. I Alan Black, HNTB Renton-to-Bellevue Expansion Stormwater Discipline Lead, personal communication, October 17, 2006, and December 1 1 and 12, 2006. A.C. Kindis & Company, Turf Integrated Pest Management Plan, September 20, 2006. A.C. Kindis & Company, Stream and Lake Study, September 20, 2006. Stormwater Technical Information '� � Seahawks Headquarters and Training Facility, Renton, Washington �� il ,' -1 FIGURES p ■ MAGNUSSON ', KLEMENCIC ASSOCIATES KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WQRKSHEET �,�_.� , � : Part 1 PROJECT OWNER AND . �: sPart 2 PROJECT LOCATION AND . - �"` .: PROJECT ENGINEER - DESCRIPTION �_ �� .�.�.�.. �k �� I Project Owner �oorK.4`t., NoR�lwl@ST Project Name SCqha.�sf�Q �,Traw:�►c F�c:l r Phone �Z06) 3AZ- Z000 DDES Permit# Address 505" F'�f�ti �t S., �e 400 Location Township Z4 N �JCa�ffl� lelA 98�v4 Range 5F Project Engineer Section Z g Company M ,�n�scon �jt�h�� ASso�. Site Address Phone �Z06� 24?- IZop Part 3 TYPE OF PERMIT APPLICATION 'Part 4 OTHER REVIEWS AND PERMtTS , ❑ Landuse Services DFW HPA Shoreline Subdivison / Short Subd. / UPD Management ❑ COE 404 ❑ Building Services ❑ DOE Dam Safety � Structural M/F/Commerical / SFR RockeryNau�/ ❑ Clearing and Grading ❑ FEMA Floafplain � ESA Section 7 ❑ Right-of-Way Use ❑ COE Wetlands �Other sl�w�c(,����s'F<+.}�� II�°+�c[op+��►�- ❑ Other Part 5 PLAN AND REPORT INFORMATION Technica! Information Report Site Improvement Plan (Engr. Plans) Type of Drainage Review Full / Targeted / Type(circle one): �! / Modified / {circle): arge Site Small Site Date(include revision Date(include revision _ _ dates): dates): Date of Final: Date of Final: Part 6 ADJUSTMENT-APPROVALS Type (circle one}: Standard / Complex / Preapplication / Experimental/ Blanket Description: (include conditions in TIR Section 2) Date of A roval: 2005 Surface Water Design Manual 1 1/1/OS �Il>. Z _ � 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR} WORKSHEET , ��. ���. �- ' Part 7 MONITORING R. EQUIREMENTS ~ „�� ' �' ` �� �� � .�t.. �'�.. - �,� Monitoring Required: Yes /� Describe: Start Date: Completion Date: Part 8 SITE COMMUNI'TY AND DRAINAGE BASIN �`` � ;� Community Plan : Special District Overlays: Drainage 8asin: G`�PS`i ��38+4Sr� Stormwater Requirements: Gs� �E 17.�.r{o., Part 9 ONSITE AND ADJACENTSENSITIVE AREAS :.��, . �❑ iver/Stream ❑ Steep Slope e WaSh%�s�t ❑ Erosion Hazard l� Wetlands - ex.s�• �+��-�SQ�-•Q-, s.�G ❑ LandslideHazard ❑ Closed Depression ❑ Coal Mine Hazard ❑ Floodplain ❑ Seismic Hazard � (�the� s�3�: C�s9�� LL�c.12 � ❑ Habitat Protection �i e.�u✓��G�-:w. ��An � Part 10 SOILS Soil Type Slopes Erosion Potential C��S��c� SC'w�� �►�('mk- '��°�"f" »�q l��s�. `F-'I� F„�,1. wawo� wc,�i� �'o �m �- G1P �'l��.�o�1 ❑ High Groundwater Table (within 5 feet) ❑ Sole Source Aqu'rfer ❑ Other ❑ Seeps/Springs ❑ Additional Sheets Attached 2005 Surface Water Design Manual 1/1/OS rll� � —� � 2 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET � �-�� ' � �` Part 11 DRAINAGE �ESIGN L(MITATIONS � �` � - ,�} �"� REFERENCE LIMITATION/SITE CONSTRAINT �1 Core 2—Offsite Analvsis Ca�r�'�psx_ s�y�s-� T�� ❑ Sensitive/Critical Areas ❑ SEPA ❑ Other ❑ ❑ Additional Sheets Attached Part 12 TIR SUMMARY SHEET ` ( rovide one TIR Suinma 5heet r't'hreshold Dischar e Aiea Threshold Discharge Area: name or descri tion Core Requirements(all 8 apply) Dischar e at Natural Location Number of Natural Dischar e Locations: Offsite Analysis Level: / 2 / 3 dated: Z o Flow Control Level: 1 / 2 / 3 or Exem tion Number incl.facilit summa sheet Small Site BMPs 1� — �. �-• Conveyance System Spill containment located at: Sa„d �/k.s Erosion and Sediment Control ESC Site Supervisor: -t-3� Contact Phone: After Hours Phone: Maintenance and Operation Responsibility: riva / Public If Private, Maintenance Lo R uired: Yes /No Financial Guarantees and Provided: Yes / No Liabilit Water Quality Type: Basic / Sens. Lake / hanced Basic / Bog (include facility summary sheet) or Exemption No. Landsca e Mana ement Plan: e / No S ecial Re uirements as a licable Area Specific Drainage Type: CDA/SDO/MDP/8P/LMP 1 Shared Fac./ one Re uirements Name: Floodplain/Floodway Delineation Type: Major / Minor / Exemption / oV r 100-year Base Flood Elevation (or range): Datum: Flood Protection Facilities Describe: Source Control Describe landuse: (comm./industrial landuse) Describe any structural controls: ' 2005 Surface Water Design Manual 1/1/OS F'(!,, f -1 - 3 , KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Oil Control High-use Site: Yes / Treatment BMP: Maintenance Agreement: Yes / with whom? Other Draina e Structures Describe: Part-f3 EROSION�kN��SEDIM�NT CONTROL REQUfREMENTS ; - MINIMUM ESC RE(]UIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION ,��"J(Clearing Limits ��tabilize Exposed Surfaces IJ Cover Measures L� Remove and Restore Temporary ESC Facilities Perimeter Protection �Clean and Remove All Silt and Debris Ensure Traffic Area Stabilization peration of Permanent Facilities ediment Retention Flag Limits of SAO and open space preservation areas urface Water Control ❑ Other ust Control Construction Se uence Part f 4 STORMWATER FACILITY DESCRIPTIONS Note: Include Facilit Summa and Sketch Flow Control T e/Descri tion Water Qualit T e/Descri tion ❑ Detention ❑ Biofiltration ❑ Infiltration ❑ Wetpool ❑ Regional Facility �Media Filtration � � F"�� 4 p lur,t3 ❑ Shared Facility ❑ Oil Control ❑ Small Site BMPs ❑ Spill Control ❑ Other ❑ Small Site BMPs � ❑ Other 2005 Surface Water Design Manual �l�� J_,�4 1/1/OS KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET �� Part EASEMENTS/TRACTS � Part 16 STRUGTURAL ANALYSIS - . _<.... Drainage Easement ❑ Cast in Place Vault ❑ Access Easement ❑ Retaining Wall ❑ Native Growth Protection Covenant ❑ Rockery>4'High ❑ Tract ❑ Structural on Steep Slope ❑ Other ❑ Other Parf y 7 SICNATURE OF>PROEESS1i0NAL ENffNEER � �- I,or a civil engineer under my supervision, have visited the site. Actual site conditi�ns as obsenred were incorpor "nto is worksheet and the attached Technical Information Repori. 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' l �y�` . ..� • . - m,".-. -.. . / '`„ � . . _.—. -..�._.___..�. ._._. . . .�._T-�..-..__. � ��..`'•�..� �c C Z �� r � \/ � — "_'__"_ ._ . . � PROJECT Seahawks HQ and Trainin Facili DATE j�GNUSSON � TITLE Fiqure VIII-I-D: Temporary Erosion and Sedimentation DRAWN BY KLEMENCIC Control Plan ASSOCIATES �� ■ SKETCH# Slrvchnvl+Civil Engina�n 1301 Fihh Avenue,SuBs 3200 � ' � SeoNle,Woshinglon 98101-2699 T,206 292 1400 F:206 2 J2�1a� �iku _ APPENDICES ■ MAGNUSSON KLEMENCIC ASSOCIATES �...._ , _ _ _ : ._ ._ . . ... ___�:, ._. . , :,, � �� Appendix A Sand Filter Sizing '� ' � , ; I , �: —, � _ ; �_'' R �� ' 3 [..� � � � '+� Y t' ��1 � 061214 Large SF Seahawks Headquarters and Training Facility Large Sand Filter Design Sand Filter Area Increments From KCSWDM Table 6.5.2.A Storaqe A�,�9,os Azf = 0.7Cs(T;A; + T�9A�g + To9Ao9� De th ft A A� A� A,i = Sand filt�r area (ft2) 1 2,654 629 550 C, = Regional scale factor = 1 1.5 2,433 577 505 I T;,,�,,9 = Tributary area per soil/cover type (acres) 2 2,212 524 ___ _ 460 A�,,a,,� = Filter area per soil/cover type (sf/acre) from tabie 3 1,769 419 370 where i = impervious area 4 1,572 372 330 tg = till grass 5 1,376 326 290 og = outwash grass 6 1,179 279 250 Sand Filter 1 Sand Filter 2 Sand Filter 4 T T,a T � T T,� Tributary Area (ft2) 30,793 5,095 75,014 20,149 13,919 7,946 Tributary Area (acre) 0.707 0.1 17 1.722 0.463 0.320 0.182 Total Filter Area A,F, Filter Areo Required (ft�) 1,137 3,403 674 5,214 KCTRS Area Required 710 3,120 580 4,410 Proposed Filter Area (11096) 781 3,432 638 4,851 � - ; ,i �jLo.�u7�z2��) �- b � l��(, 2y )� � � � . 7 _ ��L Mngnusson Klemencic Associates G�"221 Seahawks IPF sandfilter Calcs.xls 1'2;26/2006 Poge 1 of 1 061214 Underdrain Rational Flow Seahawks Headquarters and Training Facility Large Sand Filter Design Underdrain Design Flow Q=CIA C=(C1A1+C2A2+...)/At where 1=Pi Q=Peak Flow(cfs} i=aTc^-b C=Composite Curve Number ' �'. 1=Rainfall Intensity(irdhr) Cimp 0.9 A=Contributing Area(acre) Cper 0.25 i=Unit Peak Rainfall intensiy factor P 2 ✓ P=Total 24-hr rainfall (in) Tc 25 a,b=unit intensity coe�cients a 1.68 Tc=Time of Concentration(min} b 0.58 Sand Filter 1 Sand �ilter 2 Sand Filter 4 A-imp A-per A-imp A-per A-imp A-per TributaryArea(ft2) 30,793 5,095 75,014 20,149 13,919 7,946 Tributary Area(acre) 0.707 0.117 1.722 0.463 0.320 0.182 Composite C 0.808 0.762 0.664 Peak intensity I 0.519 0.519 0.519 2yr-24hr Peak Flow Q 0.346~! 0.865 4.173 Min Pipe Diameter(in) 6 8 6 Magnusson Klemencic Associates 061221 Seahawks IPF sandfilter Calcs.xls 12/26/2006 1 of 1 I _ Worksheet for 6 inch underdrain -- - ,;�� �,Y-�;;� - :��'� ��<;"x =��-r�.. Flaw Element: Circular Pipe Friction Method: Manning Formula Solve For: Full Flow Capacity "g yJ'�•. _ _ - . Roughness Coe�cient: 0.010 Channel Slope: 0.00500 fUft Diameter. 0.50 R �"��s�. - - �:: -_ - Discharge: 0.52 ft'/s Normal Depth: 0.50 ft Flow Area: 0.20 ft� Wetted Perimeter: 1.57 ft Top Width: 0.00 ft Critical Depth: 0.37 ft Percent Futl: 100.0 % Critical Sbpe: 0.00636 ftJft Velocity: 2.63 ft/s Velocity Head: 0.11 ft Specific Energy: 0.61 ft , Froude Number: 0.00 Ma�dmum Discharge: 0.55 ft'Is Discharge Full: 0.52 ft'/s Slope Full: 0.00500 ft/ft Flow Type: SubCritical � .�.;..���.�.�"" -.... 5 < Downstream Depth: 0.00 ft Length: 0.00 ft Number Qf Steps: 0 i ::���''�,�-`:_� ..���~ I ' :�i�. Upstream Depth: 0.00 ft Profile Description: WA ` Profile Headloss: 0.00 ft Average End Depth Over Rise: 0.00 °r6 Normal Depth Over Rise: 0.00 % Downstream Velocity: 0.00 ft/s I � Worksheet for 6 inch underdrain Upstream Velocity: 0.00 itls Normal Depth: 0.50 ft Critical Depth: 0.37 ft Channel Slope: 0.00500 ft/ft Critical Slope: 0.00636 ft/ft � ', i � � ' � I � i Worksheet for 8 inch underdrain • p:�>� - - _�. - - � �'s: :=. - Flow Element: Circutar Pipe Fridion Method: Manning Fortnula Solve For. Full Flow Capacity �_� -�:� ay -;%3� "�� �.3�'= - � ''� '�' �`�..�' .- . 1S�'��'� �3 �'.i.�... �� . s_r'.. � ����.�,.: Roughness Ccefficient: 0.010 Channel Slope: 0.00500 ft/ft Diameter: 0.67 ft .'"R 9 .��j��is±R � L ..� �y-'� C \��L?�.�, ':� ������ ...r_�.. Discharge: 1.11 fN/s NoRnal Depth: 0.67 ft Flow Area: 0.35 ft= Wetted Perimeter. 2_10 ft Top Width: 0.00 ft Critical Depth: 0.50 ft Percent Full: 100.0 % Critical Slope: 0.00601 ft/ft Velocity: 3.18 ft/s Velocity Head: 0.16 ft Specific Energy: 0.82 ft Froude Number. 0.00 Maximum Discharge: 1.2� #t'Is Discharge Fult: 1.11 ft'/s Slope Full: 0.00500 ft1ft Flow Type: SubCritical .a� - :-'�"-� ._ _ � _ - Downsiream Depth: 0.00 �ft Length: 0.00 ft Number Of Steps: 0 - a �,. �-2- — r� � �` � � Upsiream Depth: 0.00 �ft Profile Descrip6on: WA Profile Headloss: 0.00 ft Average End Depth Over Rise: 0.00 % Normal Depth Over Rise: 0.00 % Downstream Velocity: 0.00 ft/s I I Worlcsheet for 8 inch anderdrain Upstream Velocity: 0.00 ft/s Normal Depth: 0.67 ft CritiCal Depth: 0.50 ft Channel Slope: 0.00500 ft/ft Critical Slope: 0.00601 ft!ft � � i I i ' i ' Sand Filtcr 1 � Retention/Detention Facility � Type of Facility: Infiltration Pond Side Slope: 4.00 H:1V Yond Bottom Length: 37_68 ft Pond Bottom Width: 18.84 ft ' Pond Bottom Area: 710. sq. ft w/ 10$ safety = 781 sq_ ft Top Area at 1 ft. FB: 2b43. sq. ft 0.061 acres Effective Storage Depth: 2.OQ ft � Stage 0 Elevation: 0_00 ft I Storage Volume: 2495. cu. ft ac-ft i ?p/� � Vertical Permeability: � b.00 'n/in � ,� � � 1� � :� ,, ,) � • ���6 '��y� n- 3�''13 `",/ �� i Permeable Surfaces: Bottom Riser Head: 2.00 ft Riser Diameter: 24.Q0 inches 1 Top Notch Weir: None Outflow Rating Curve: None � Stage Elevation Storage Discharge Percolation 5�-� `� �'v:ea (ft) (ft) (cu. ft) {ac-ft) (cfs) (cfs) {sq. ft} o.00 o.aa o. o.000 o.000 o.00 �ia. 0.10 0.10 73. 0.002 0.000 0.03 756. 0.20 0.20 151. 0.003 0.000 0.03 803. 0.30 0.30 234. 0.005 0.000 0.03 851. � 0.40 0.40 322. 0.007 0.000 0.03 901. 0.50 0.50 414. 0.010 0.000 0.03 952. 0.60 0.60 512. 0.012 0.000 0.03 1004. 0.70 0.70 615_ 0.014 0.000 O.a3 1058. ' 0.80 0.80 724. 0.017 0.000 U.03 1113. 0.90 0.90 838. 0.019 0.000 0.03 1169. 1.00 1.00 957. d.022 0.000 0.03 1226. 1.10 1.10 Z083. 0.025 0.000 0.03 1285. 1.20 1.20 1214. 0.028 0.000 0.03 1345. 1.30 1.30 1352_ 0.031 0.000 0.03 1406. 1.40 1.40 1496. 0.034 O.OUO 0.03 1469. 1.50 1.50 1646. 0.038 0.000 0.03 1532. 1.6Q 1.60 1802. 0_041 0.000 U.03 1597. 1.70 1.70 1965. 0.045 0.000 0.03 1664_ 1.80 1.80 2135_ 0.049 0.000 0.03 1731. 1.90 1.90 2312. 0.053 0.000 0_03 1800. 2.00 2.00 2495. 0_057 0_000 0.03 ?_870. 2.10 2.1U 2686. 0.062 0.616 0.03 1942. 2.20 2.20 2884_ 0_066 1.740 0.03 2015. 2.30 2.30 3089. 0.071 3.200 0.03 2089. 2.40 2.40 3301. 0.076 4.930 0.03 2.164. 2.50 2.50 3521. 0.081 6.890 0.03 2240. 2.60 2.60 3749. 0.086 9.050 0.03 '318. 2.70 2.70 3985_ 0.091 11.4i0 0.03 2397. 2.80 2.80 4229. 0.097 13.530 0.03 2478. 2.90 2.90 4481. 0.103 14.350 0.03 2560. 3.00 3.00 4741. 0.109 15.130 0.03 ?5-�3 sfldgn.rdf Discharge volume from Time series sflrain.tsf between 10/O1/00 00:00 and 09/30/48 23:59 643849. cu-Ft or 14.781 Ac-Ft in 2920.0 days R/o Facility oefinition File Stage �ischarge Storage Perm-Area (Ft) {CFS) {Cu-Ft) (Sq-Ft) -0.0104 0.400 0.0 0.0 0.0000 0.000 0.0 0.0 0.1000 0.000 73.3 710.0 0.2000 0.000 151.2 710.0 0.3000 0.000 233.9 710.0 0.4000 0.000 321.5 710.0 0.5000 0.000 414.2 710.0 0.6000 0.000 512.0 710.0 0.7000 0.000 615.1 710.0 0.8000 0.000 723.6 710.0 0.9000 0.000 837.7 710.0 1.0000 d.000 957.4 710.0 1.1000 0.000 1083.0 710.0 1.2000 0.000 1214.4 710.0 1.3000 0.000 1352.0 710.0 1.4000 O.U00 1495.7 710.0 1.5000 0.000 1645.7 710.0 1.6000 0.000 . 1802.2 710.0 1.7000 0.000 1965.2 710.0 1.8Q00 0.000 2135.0 710.0 1.9000 Q.000 2311.5 710.0 2.0000 0.000 2495.1 710.0 2.1000 0.616 2685.7 710.0 2.2000 1.74 2883.5 710.0 2.3000 3.20 3088.6 710.0 2.40Q0 4.93 3301.2 710.0 2.5000 6.89 3521.4 710.0 2.6000 9.05 3749.4 710.0 2.7000 11.41 3985.2 710.0 2.8000 13.53 4228.9 710.0 2.9000 14.35 4480.8 710.0 3.0000 15.13 4740.9 710.0 3.1000 15.87 5009.3 710.0 3.2000 16.57 5285.3 710.0 3.3000 17.25 5571.9 710.0 3.4000 17.90 5866.2 710.0 3.5000 18.53 6169.4 710.0 3.6000 19.14 6481.5 710.0 3.7000 19.72 6802.9 710.0 3.8000 20.30 7133.4 710.0 3.9000 20.85 7473.4 710.0 4.0000 21.39 7822.9 710.0 0.00 Base Facility Elevation 36.0 Minutes/Inch: Average Perm-Rate 16 Facility Type 2.00000 oepth (ft) 4.00000 slope - Horizontal Component -1.00000 Tank �iameter/ttise (ft) 0 Number of orifices 2.00000 � �tiser Head (ft) 24.0000 Riser niameter {in) T Bottom Permeable (logical) Page 1 sfldgn.rdf F Sides Permeable (logical) F Notched riser (logical) T Triangular Notch (lo�ical) -1.00000 Notch width (in) -1.00000 Notch angle (degrees) (specify) riser ouflow rating curve filename 37.6829 Facility �ength (ft) 710.000 Facility Bottom Area {sq ft) 0 Primary Hydrograph sflrain.tsf Hydrog raph & inflow TS file rdout outfiow TS file 7 Year 2406 Hour -9999.00 Target peak discharge rate � 6 Year 600 Hour -9999.00 Target peak discharge rate 2 Year 1650 Hour -9999.00 Target peak discharge rate 4 Year 664 Hour -9999.40 Target peak discharge rate S Year 2632 Hour -9999.00 Target peak discharge �ate 0 Year 3146 Nour -9999.00 Target peak discharge rate 3 Year 7898 Hour -9999.00 Target peak discharge rate 1 Year 2320 Hour -9999.00 Target peak discharge rate 1 Iteration Starting Menu selection 1 �teration Startinc� window 1 Iteration Final wzndow -100.000 orifice height (ft) -1.00000 Orifice diameter (in) -9999.00 Orifice discharge (cfs) -100.000 orifice height (ft) -1.00000 orifice diameter (in) -9999.00 orifice discharge (cfs) -100.000 orifice height (ft) -1.00000 orifice diameter (in) -9999.00 orifice discharge (cfs) -1.00000 Notch height T Create Document File F Calculate Peaks F View Peaks T Notify when peak dates change F Plot Peaks F caiculate auration F view durations F Plot Duration F Plot Peak Stage F Plot Duration Stage (specify) Peak file 1 (specify) Duration fi7e 1 (specify) Peak file 2 (specify) nuration file 2 (specify) Peak file 3 Page 2 sfldgn.rdf (specify) Duration file 3 {specify) P�ak file 4 {specify) Duration file 4 T calculate volume 10/ 1/ 0 0:00 Volume Start Date 09/30/08 23:59 volume End �ate F Calculate D/S Compliance dsout D/5 Compliance outPut file (specify) D/s Tributary file (speci fy) rteservoi r fi 1 e 0.000000 D/S Compliance Lag T POC is discharge compliance (else stage) I�� .i i ' �—; � , ( I Page 3 Sand Filter 2 Retention/Detention Facility Type of Facility: Infiltration Pond Side Slope: 4.00 H:lV Pond Bottom Length: 78.99 ft Pond Bottom Width: 39.50 ft Pond Bottom Area: 3120. sq. ft w/ 10$ safety = 3432 sq. ft Top Area at 1 ft. FB: 5272. sq. ft 0.121 acres Effective Storage Depth: 1.00 ft Stage 0 Elevation: 0.00 ft Storage Volume: 3615. cu. ft 0.083 ac-ft Vertical Permeability: 45.00 min/in Permeable Surfaces: Bottom Riser Head: 1.00 ft Riser Diameter: 24.00 inches Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation Surf Area (ft) (ft) (cu. ft) (ac-ft> (cfs) (cfs) (sq. ft) 0.00 0.00 0. 6.000 0.000 U.00 3120. 0.05 0.05 157. 0.004 d.000 4.10 3168. 0.10 O.lU 317. 0.007 0.000 0.10 3215. 0.15 0.15 479. 0.011 0.000 0.10 3264. 0.20 0.20 643. 0.015 0.000 0.10 3312. 0.25 0.25 810. 0.019 0.000 0.10 3361. 0.30 0.30 979. 0_022 0.000 0.10 3410. 0.35 0.35 1151. 0.026 0.000 Q.10 3460. 0.40 0.40 1325. 0.030 0.000 0.10 3509_ 0.45 0.45 1502. 0.034 0.000 0.10 3560. 0.50 0.50 1681. 0.039 0.000 0.10 3610. 0.55 0.55 1863_ 0.043 0.000 0.10 3661. 0.60 0.60 2047. �.047 0.000 0.10 3712. 0.65 0.65 2234. 0.�51 0.000 0.10 3763. 0.70 0.70 2424. 0.056 0.000 0.10 3815. 0.75 0.75 2616. O.a60 0.000 0.10 3867. 0.80 0.80 2810. 0.065 0.000 0.10 391.9. 0.85 0.85 3008. O.Q69 O.00Q 0.10 3972. 0.90 0.90 32a8. 0.074 0.000 0.10 4d25. 0.95 0.95 3410. 0.078 0.000 0.10 '�U78. 1.00 1.00 3615. U.083 0.000 0.10 �1132. 1.10 1.10 4034. 0.093 0.616 0.10 4240. 1.20 1.20 4463. O.lU2 1.740 0.10 4350. 1.30 1_30 4904. 0.113 3.200 0.10 4460. 1.40 1.40 5356. 0.123 4.930 0.10 4573. 1.50 1.50 5818. 0.134 6.890 0.10 4686. 1.60 1.60 6293. 0.144 9.050 0.10 ��301. 1.70 1.70 6779. 0_156 11.410 0_10 �t916. 1.80 1.80 7276. 0.167 13.530 0.10 5�34. 1.90 1.90 7785. 0.179 14.350 0.10 `�1�2. 2.00 2.00 8307. 0.191 15.130 0.10 5272. li 2.10 2.10 8840. 0.203 15.870 0.14 5393_ Dischar . 2-20 2.20 9385. 0.215 16.570 0.10 551, . 2.3Q 2.30 9943. 0.228 17.250 0.10 5639. between 10/ L/ 2.40 2.40 10513. 0.241 17.900 0.10 5764. 1627843. Cu-Ft o 2.50 2.50 11096. 0.255 18.530 0.10 i890 . 2.60 2.60 11691. 0.268 19.140 0.10 6017. R/D Facility Definit m 2•�0 2.70 12299. 0.282 19.720 0.10 6146. 2.80 2.80 12920. 0.297 20.300 �.10 6276. Stage Discharg 2-90 2.90 13554. 0.311 20.850 0.10 6407. (Ft) (CFS) , 3.40 3.00 14202. 0_326 21.390 0_10 6540. -0.0104 0.0� 1 0.0000 0.0� Hyd Inflow Outflow Peak Storage 0.0500 0.0� Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 0.1000 0.0� � 1 0.91 ******* 0.77 1.11 1.11 4094. 0.094 0.1500 0.0� I 2 0.64 ******* 0.32 1.05 1.05 3836. 0_088 0.2000 0.0� � 0.2500 0.0� 3 0.55 ******* 0.37 1.06 1.06 3865. 0.089 0.30Q0 0.0+ I 4 0.52 ******* 0_32 1.05 1.05 3834. 0.088 0.3500 0.0� 1 5 0.49 ******* 0.35 1.06 1.06 3856. 0.089 0.4000 0.0� � 6 0.46 ******* 0.34 1_06 1.06 3849. 0.088 0.4500 0.0� '7 0.44 ******* 0.01 1.00 1.00 3622. 0.083 0.5000 a.0� � g 0_39 ******* 0.00 0.91 0.91 3259. 0.075 0.S 500 0.Oi � 0.6000 0.0� ' 0.5500 O.Qi _________________ --------------- 0.7000 0.01 ! Route Time Series through Facility 0.7500 0.01 ! Inflow Time Series File:sf2rain.tsf 0.8000 0.01 ` Outflow Time Series File:rdout 0.8500 0.01 0.9000 0.01 � Inflow/Outflow Analysis 0.9500 0.01 i p�k Inflow Discharge: 0.912 CFS at 6:00 on �an 9 in Year 8 1.0000 0.01 peak Outflow Discharge: 0.774 CFS at 7:00 on Jan 9 in Year 8 i.i000 0.6: 1.2000 l., • Peak Reservoir Stage: 1.11 Ft 1.3000 3.: i Peak Reservoir Elev: 1.11 Ft 1.4��� 4.� Peak Reservoir Storage: 4094. Cu-Ft 1.5000 6.� . 0.094 Ac-Ft 1.6000 9.( 1.7000 11.� 1.80d0 13.`. 1.9000 14._ Discharge Volume 2.0000 15.] 2.1000 15.f Discharge Volume from Time Series 2.2000 lb.`_ rdout.tsf 2.3000 17.� between 10/01/QO 00:00 and 09/30/08 23:59 2.4000 17•� 81012. Cu-Ft or 1_860 Ac-Ft in 2420.0 days 2.5000 18.`_ 2.6000 19.J 2.7000 19.� 2.8U00 20.: 2.9000 20.f 3.0000 21.: 0.00 Base Facili , 45.0 Minutes/Incf � 16 Facilit � 1.00000 oept 4.00000 slo� -1.00000 Tank �i � ; 0 Number f � 1.00000 Riser 24.0000 Riser T Bottom Permeable ( oc i _ _ _ 1 sf2dgn.rdf F Sides Permeable (logical) F Notched riser (logical) T Triangular Notch (lo�ical) -1.00000 Notch width (in) -1.00000 Notch angle (degrees) (specify) riser ouflow rating curve filename 78.9937 Facility Length (ft) 3120.Q0 Facility Bottom Area (sq ft) 0 Primary Hydrograph sf2rain.tsf Hydro9 raph & inflow TS file rdout outflow TS file 7 Year 2406 Hour -9999.00 Target peak discharge rate 6 Year 600 Hour -9999.00 Target peak discharge rate 2 Year 1650 Hour -9999.00 Target peak discharge rate 4 Year 664 Hour -9999.00 Target peak discharge rate S Year 2632 Hour -9999.00 Target peak discharge rate 0 Year 3146 Hour -9999.00 Target peak discharge rate 3 Year I 7898 Hour ' . -9999.00 Target peak discharge rate 1 Year 2320 Hour � -9999.00 Taryet peak discharge rate 1 Iteration Starting Menu selection 1 Iteration startin� window 1 Iteration Final Window -100.000 orifice height (ft) � -1.00000 orifice diamete� (in) -9999.00 Orifice discharge (cfs) -100.000 orifice height �ft) -1.00000 orifice diameter (in) -9999.00 orifice discharge (cfs) -100.000 orifice height (ft} -1.00000 orifice diameter (in) -9999.00 orifice discharge (cfs) -1.00000 Notch height T Create Document File F Calculate Peaks � F view Peaks T Notify when peak dates change F �lot Peaks F Calculate Duration � view durations F Plot Duration F Plot Peak Stage F Plot Duration Stage (specify) Peak file 1 (specify) �uration file 1 (specify) Peak file 2 (specify) Duration file 2 (specify) Peak file 3 Page 2 sf2dgn.rdf (specify) Duration file 3 (specify) Peak file 4 {specify) Duration file 4 T Calculate Volume 10/ 1/ 0 0:00 volume Start Date 09/30/08 23:59 volume End �ate F Calculate D/S Compliance dsout �/s compliance outPut file (specify) o/s Tributary file (specify) Reservoir file O.OQ0000 D/5 compliance Lag T POC is discharge compliance (else stage) Page 3 Sand Filter 4 Retention/Detention Facility Type of Facility: Infiltration Pond Side Slope: 4.00 H:1V Pond Bottom Length: 34.06 ft Pond Bottom Width: 17.03 ft Pond Bottom Area: 580. sq. ft w/ 10� safety = 638 sq. ft , Top Area at 1 ft. FB: 1653. sq. ft 0.038 acres Effective Storage Depth: 1.00 ft � Stage 0 Elevation: 0.00 ft Storage Volume: 806. cu_ ft 0.018 ac-ft Vertzcal Permeability: 45.00 min/in Permeable Surfaces: Bottom Riser Head: 1.00 ft Riser Diameter: 24.00 inches Top Notch Weir: None Outflow Rating Curve: None � Stage Elevation Storage Discharge Percolation Surf Area � (ft) (ft) (cu. ft? {ac-ft) {cfs) (cfs) (sq. ft) 0.00 0.00 0. 0.000 0.000 0.00 580. 0.45 0.05 30. 0.001 0.000 0.02 601. 0.10 0.10 60. 0.001 0.000 0.02 622. 0.15 0.15 92. 0.002 0.000 0.02 643. 0.20 0.20 124. 0.003 0.000 0.02 664. 0.25 0.25 158. 0.004 0.000 0.02 686. 0.30 0.30 193. 0_Q04 0.000 0.02 7Q8. 0.35 0.35 229. 0.005 0.000 0_02 731. 0.40 0_40 266. 0.006 0.000 0.02 754. 0.45 4.45 304. 0.007 0.000 0.02 777. 0.50 0.50 344. 0.008 0.000 0.02 800. 0.55 0.55 384. 0.009 0.000 0_02 824. 0.60 0.60 426. 0.010 0.000 0.02 848. 0.65 O.bS 469. 0.011 O.d00 0.02 873. 0.70 0.70 514. 0.012 0.000 0.02 897. 0.75 0.75 559. 0.013 0.000 0.02 923. 0.80 0.80 606. 0.014 O.OaO 0.02 948. 0.85 0.85 654. 0_015 0.000 0.02 974. 0.90 0.90 703. 0.016 0.000 0.02 1000. 0.95 0.95 754. 0.017 0.000 0.02 �025. 1.00 1.00 806. 0.018 0.000 0.02 I_C53. 1.1d 1.10 914. 0.021 0.616 0.02 1107. 1.20 1.20 1027. 0.024 1.740 0.02 1163 . 1.30 1.30 1146. 0.026 3.200 0.02 1219. 1.40 1.40 1271. 0.029 4.930 0.02 1278. 1.50 1.50 1402. 0.032 b.890 0_02 1337. 1.60 1.60 1539. 0.035 9.050 0.02 7.;3II. 1.70 1.70 1681. 0.039 11.410 0_02 1460. 1.80 1.80 1831. 0.042 13.530 0.02 1523. 1.90 1.90 1986. 0.046 14.350 0.02 1_5�8. 2.00 2 .00 2148. 0.049 15.130 0.02 16i3_ 2.10 2.Z0 2317. 0.053 15_870 0.02 1721. 2 .20 2.20 2492. 0.057 16.570 0.02 7."?84. 2_30 2.30 2675. 0.061 17.250 0.02 1859. 2.40 2.40 2864. 0.066 17.900 0.02 1930. 2.50 2.50 3061. 0.070 18.530 0_02 2002. I 2.60 2.60 3264. 0.075 19.240 0.02 2075. 2.70 2.70 3476. 0.080 39.720 0.02 2.150. ; 2 .80 2.80 3694. 0.085 20.300 0.02 2226. 2 .90 2.9� 3921. �.090 20.850 0.02 2303. 3.00 3.00 4155. 4.095 21.390 0_a2 2382. � Hyd Inflow Outflow Peak Storage Target Calc Stage Elev {Cu-Ft) (Ac-Ft) 1 0.19 ******* 0.16 1.03 1.03 834. 0.019 2 0.12 ******* 0.04 1.01 1.01 813. 0.019 3 0.11 ******* 0.09 1.01 1.42 821. 0.019 4 0.10 ******* 0.06 i.01 1.01 816. 0.019 5 0.10 ******* 0.08 1.01 1.01 820. 0.019 i 6 0.09 ******* 0.08 1.01 1.01 819. 0_019 7 0.08 ******* 0.00 0_88 0.88 685. 0.016 � 8 0.08 ******* 0.00 0_86 0.86 663. 0.015 ---------------------------------- Route Time Series through Facility Inflow Time Series File:sf4rain.tsf Outflow Time Series File:rdout Inflow/Outflow Analysis Peak Inflow Discharge: U.190 CFS at 6:00 on Jan 9 in Year 8 ' Peak Outflow Discharge: 0.164 CFS at 6:00 on Jan 9 in Year 8 Peak Reservoir Stage: 1.03 Ft Peak Reservoir Elev: 1.03 Ft Peak Reservoir Storage: 834. Cu-Ft . 0.019 Ac-Ft Discharge Volume Discharge Volume from Time Series rdout.tsf between 10/O1/00 00:00 and 09/30/08 23:59 16959. Cu-Ft or 0.389 Ac-Ft in 2920.0 days _ _ _ -, sf4dgn.rdf Discharge volume from Time series sf4rain.tsf between 10/O1/00 00:00 and 09/30/08 23:59 342176. Cu-Ft or 7.855 AC-Ft in 2920.0 days rz/� Facility �efinition File Sta e Discharge Storage Perm-Area I (Ft� (CFS) (CU-Ft) (Sq-Ft) -o.o�oa o.aoo o.o o.o o.0000 o.000 o.o o.o 0.0500 0.000 29.5 580.0 0.1000 0.000 60.1 580.0 0.1500 0.000 91.7 580.0 0.2Q00 0.000 124.3 580.0 0.25d0 0.000 158.1 580.0 0.3000 0.000 193.0 580.0 0.3500 0.000 228.9 580.0 0.4000 0.000 266.1 580.0 0.4500 0.000 304.3 580.0 0.5000 0.000 343.8 580.0 0.5500 0.000 384.4 580.0 0.6000 0.000 426.2 580.0 0.6500 0.000 469.2 580.0 0.70Q0 U.000 513.5 580.Q 0.7500 0.000 558.9 580.0 0.8000 0.000 605.7 580.0 0.8500 0.000 653.7 580.0 0.9000 0.000 703.1 580.0 ' 0.9500 0.000 753.7 580.0 1.0000 0.000 805.7 580.0 1.1000 0.616 913.7 580.0 1.2000 1.74 1027.1 580.0 1.3000 3.20 1146.2 580.0 1.4000 4.93 1271.1 580.0 1.5000 6.89 1401.8 580.0 1.6000 9.05 1538.5 580.0 1.7000 11.41 1681.4 580.0 1.8000 13.53 1830.5 580.0 1.9000 14.35 1986.0 580.0 2.0000 15.13 2148.1 580.0 2.1000 15.87 2316.8 580.0 2.2000 16.57 2492.2 580.0 2.3000 17.25 2674.6 580.0 2.4000 17.90 2864.0 580.0 2.5000 18.53 3060.5 580.0 2.6000 19.14 3264.4 580.0 2.7000 19.72 3475.6 580.0 2.8000 20.30 3694.4 580.0 2.9000 20.85 3920.9 580.0 3.0000 21.39 4155.2 580.0 0.00 Base Facility Elevation 45.0 Minutes/Inch: Average Perm-Rate 16 Facility rype 1.00000 Depth (ft) 4.00000 Slope - Horizontal Com onent -1.00000 Tank �iameter/Rise (ft� 0 Number of orifices 1.00000 Riser Head (ft) 24.0000 Riser �iameter (in) T Bottom Permeable (logical) Page 1 _ sf4dgn.rdf F Sides Permeable (logical) F Notched riser (lagical) T Triangular Notch (logical) -1.00000 Notch width (in) -1.00000 Notch angle (degrees) (specify) riser ouflow rating curve filename 34.0588 Fatility �ength (ft) 580.000 Facility Bottom Area (sq ft) 0 Primary Hydrograph sf4rain.tsf Hydrog raph & inflow TS file rdout outflow TS file 7 Year � 2406 Hour -9999.00 Target peak discharge rate 6 Year b00 Hour -9999.00 Target peak discharge rate 2 Year 3583 Hour i -9999.00 Target peak discharge rate 4 Year 664 Hour -9999.00 Target peak discharge rate S Year 2632 Hour -9999.00 Target peak discharge rate 0 Year ' 3146 Hour � -9999.00 Target peak discharge rate 3 Year 7898 Hour -9999.00 Target peak discharge rate 1 Yea� 2320 Hour -9999.00 Target peak discharge rate 1 iteration Starting Menu selection 1 Iteration Startin� window 1 Iteration Final window -100.000 Orifice height (ft) -1.00000 orifice diameter (in) -9999.00 orifice discharge (cfs) -100.000 Orifice height (ft) -1.00U00 orifice diameter (in) -9999.00 orifice discharge (cfs) -lOQ.000 orifice height (ft) -1.00000 orifice diameter (in) -9999.00 orifice discharge {cfs) -l.00aao Notch height T Create Document File F Calculate Peaks F View Peaks F Notify when peak dates change F Plot Peaks F Calculate Duration F view durations F Plot Duration F Plot Peak Stage F Plot Duration Stage (specify) Peak file 1 (specify) �uration file 1 (specify) Peak file 2 (specify) Duration file 2 (specify) Peak file 3 Page 2 sf4dgn.rdf {specify) �uration file 3 (specify) Peak file 4 (spec�fy) �uration file 4 T Calculate Volume 10/ 1/ 0 0:00 Volume Start Date 09/30/08 23:59 volume End Date F Calculate D/S Compliance dsout �/5 Compliance outPut file (specify) D/S Tributary file (spec�fy) Reservoir file 0.000000 D/5 compliance Lag T POC is discharge compliance (else stage) Page 3 Appendix B Onsite Conveyance Calculations Calculation Results Summary e==========_oc:==co=cc==a==�=aemacc==c==-==-=-=-===ca=====cc==cv= Scenario: South Fie1d Trunk »» In£o: Subsurface Network Rooted by: 0-1 »» Info: Subsurface Analysis iterations: 2 »» Info: Convergence was achieved. CALCULATION SUMMARY FOR SURFACE NETWORKS � Label � Inlet � Inlet � Total � Total � Capture � GutCer � Gutter � � � Tyge � � Intercepted � Bypassed � Efficiency � Spread � bepth � � � � � Flow � Flow � (�) � (ft) � (ft) � � � � � (cfs) � (cfs) � � � � ---------- ------------ -------- -------- �-------�---------------�----------------------�-------------� � � � � I-3 � Generic Inlet � Generic Default 100� � 2.35 � 0.00 � 100.0 � 0.00 � 0.00 � � I-4 � Generic Inlet � l3eneric Default 100� � 0.77 � 0.00 � 100.0 � 0.00 � 0.00 � � I-5 � Generic Tnlet � Generic Default 100� � 0.82 � 0.00 � 100.0 � 0.00 � 0.00 � � I-6 � Generic Inlet � Generic Default 100$ � 0.37 � 0.00 � 100.0 � 0.00 � 0.00 � ------------=------------------------------------------------------------------------------------------- CALCULATION SiJi�lARY FO12 SUBSURFACE NETWORK WITH ROOT: 0-1 � Label � Number � SeCtion � Section � Length � Total � Average � Hydraulic � Hydraulic � � � of � Size � Shape � (ft) � System � Velocity � Grade � Grade � � � Sections � � � � Flow � (ft/s) � Upstream � Downstream � � � � � � � (cfs) � � (ft) � (ft) � --------- ---------- -------- -------- ---------- ----------- ------------ I'__"" '__'_"_" � � � � � � � P-6 � 1 � 18 inch � Circular � 59.50 � 2.95 � 3.44 � 19.85 � 19.65 � �I � P-5 � 1 � 18 inch � Circular � 211.10 � 3.06 � 3.45 � 20.29 � 19.85 � � P-4 � 1 � 18 inch � Circular � 197.80 � 3.16 � 3.50 � 20.70 � 20.29 � � P-3 � 1 � 18 inch � Circular � 122.80 � 3.22 � 3.47 � 20.96 � 20.71 J � P'2 � 1 � 12 inch � Circular � 84.80 � 1.80 � 3.54 � 21.08 � 20.96 � � P-1 � 1 � 12 inch � Circular � 180.50 � 1.15 � 3.15 � 21.45 � 21.09 � � P-7 � 1 � 8 inch � Circular � 32.50 � 0.77 � 2.69 � 21.15 � 21.09 � I P-9 � 1 � 8 inch � Circular � 141.80 � 0.37 � 3.31 � 22.32 � 21.45 � � P'8 � 1 � 8 inch � Circular � 79.50 � 0.82 � 4.06 � 22.00 � 21.46 � � Label � Total � Ground � Hydraulic � Hydraulic � � I 5ystem � Elevation � Grade � Grade � � � Flow � (ft) � Line In � Line Out � � � (cfsl � � (ft) � (ft) � TIUe:North Field Tn,nk I:\...\aJv�storrncadd\south fleld Vunk121306.stm MKA StormCAD v5.6[05.06.005.00] 12/18/06 12:36:39 PM m BanUey Systema,Inc. Haestad Methods Soiution Center Wate►town,CT 06795 USA +1-203-755-1666 Page 1 of 2 Calculation Results Summary �-------�--------�-----------�-----------�-----------I � 0-1 � 2.92 � 21.00 � 19.00 � 19.00 � � J-3 � 2.95 � 25.70 � 19.85 � 19.85 � � J-2 � 3.06 � 27.20 � 20.29 � 20.29 � � J-1 � 3.16 � 27.20 � 20.71 � 20.70 � � I-3 � 3.22 � 27.20 � 20.96 � 20.96 � � J-4 � 1.80 � 27.20 � 21.Q9 � 21.08 � � J-5 � 1.15 � 27.42 � 21.45 � 21.45 � � I-4 � 0.77 � 25.00 ( 21.J.5 � 21.15 � � I-6 � 0.37 � 27.92 � 22.32 � 22.32 � I x-5 � o.s2 � a5.io � aa.00 � az.00 � _________________________________________________________________ Completed: 12/18/2006 12:36:33 PM Title:North Field Trunk i:\...�ajv\stormcadc�,south field trunk121306.stm MKA StormCAD v5.6(05.06.005.00J 12I18/06 12:36:39 PM �BenUey Systems,Inc. Haestad Methoda SoluUon Center Watertown,CT 06795 USA +1-203-755-1666 Page a of 2 � Scenario: South Field Trunk o-� Rim Elevation:21.00 ft s��a� ,o Total Flow;2.92 cfs o,�9�fi,. 6' s��s9so R m Elevation:27.20 ft ,�'�� R m Elevation:25.70 ft H ydrauiic Grade Line Out:20.29 ft ,5 H y d r a u l i c G r a d e L i n e O u t: 1 9.8 5 ft Invert Out Elevation:19. 2�� ��n Invert Out Elevation: 19.12 ft �.� �en9�h�• ,18 inch Rim Elevation:27.20 ft ,q � Sect�°n S�Ze. Hydraulic Grade Line Out:20.70 ft P�g�a� �h Invert Out Elevatfon:19.94 ft ,� `e�g��s`Ze•,1a�� � � ���or a�o�se . � M� y I-3 a=in Rim Elevation:27.20 ft � Hydraulic Grade Line Out:20.96 �� Invert Out Elevation:20.18 it v� Local Rational Flow:2.35 cfs Nc� O � �cn.`.�"° J-4 �.`gN Rim Elevation:27.20 ft ;o Hydraulic Grade Line Out:21.08 ft , a�� Invert Out Elevation:20.44 ft I-4 Rim Elevation:25.00 it Hydraulic Grede Line Out:21.15 u' � Local Rationlal Flow:0�73 s P�32�'$��r �°g �e�9��S�1.g� N•��� J-5 ge��O �� Rim Elevation:27.42 ft r�"'o Hydraulic Grade Line Out:21.45 ft �� Invert Out Elevation:20.98 ft I-6 ,� Rim Elevation;27.92 ft I-5 ��' (�, p Hydraulic Grade Line Out:22.32 ft Rim Elevation:25.10 ft a, �n' Sec n9rh:�9 Invert Out Elevation:22.04 ft hiydrauHc Grade Line Out:22.00 Q$�� r��n S�2e 8�h Local Rational Flow:0.37 cfs Invert Out Elevation:21.57 ft �S� �ncry Local Rational Flow:0.82 cfs �,� Title:North Field Trunk i:\...\ajv�stormcadd�aouth fleld trunk121306.stm MKA StormCAD v5.6[05.06.005.00] 12N8/O6 12:36:46 PM �BenHey Systems,Inc. Haestad Mathods SoluHon Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Proffle Scenario: South Field Trunk Profile:Proiile-1 Scenedo:Sout�FIaIC Trunk iiA6 Naw^y ��`:� (i c� 9 +� . � s., .............._.._._..XIaA .�_.,..,..�. �.,,....._�.... ...._,__.....,..-4J1�-Z���� ........._.�FIf1�..............,,, ._. ...,..........,..�.j.=.;;�,. , ............_...__..._ .. .... . . .......y�.�Al.f� ....... . . ..... .. .... _.... ..... . .. ....... .............. ......... .. . �3.'... ... . . . 1� F I iil7 I .iii.11! . ' _' _ . ... . . . _._. __ ._.._._.__ . .. .__. _ . .... _ ...... ...... _"'"_ . ._.. .. ..... ....,'_. ... _.'. ' _''''". �. _____._.._'_"' __'"_._"._.....�__"'_' __"__ "... . ..____. ._.._.._......__.._....._._ "......... ."__'.... _. ......... .. .."""._.__ """"'_'._.................. _..�. . . ... ........ ' �A� . ..... . � ..� . ... . .=l�lf... ���� :• M �� M N I ♦ lu�r .._ r� i ......._.._..._.____'......_..._...............__....__Nasr..._..........._..__.__...._.......'ln ' , '_ '_"„ n i 1•�i� �n � �---_._. . _. .._ . - -----' ----_ 1 � _ _. __...------�__. _ _ . __`_ - _ -- - ----.. .._..---- __�_ __... _ ._.._. ____ ---- �. . ...__ _ _ . N H �� N MI H H �i N M W r� TiUe: North Field Trunk i:\...\ajv\stormcadd\south fleld trunk121306.sUn MKA StormCAD v5.6[05.06.005.00� 12/18/08 12:36:58 PM �BenUey Systems, Inc. Haestad Methods Solution Center V�iatartown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Calculation Results Summary ==-==-=----=====aass�o:s=====____=====sma�a====�==____=_=_____-__ Scenario: North Trunk »» Znfo: Subsurface Network Rooted by: O-1 »» Info: Subsurface Analysis iterations: 2 »» Info: Convergence was achieved. CALCULATION SUNII�IARY FOR SURFACE NETWORKS � Label � Inlet � Inlet � Total � Total � Capture � Gutter � Gutter � � � Type � � Intercepted � Bypassed � Efficiency � Spread � Depth � � � � � Flow � Flow � ($) � (ft) � (ft) � � � � � (cfs) � (cfs) � � � � �-------�---------------�----------------------�-------------�----------�------------�--------�-------- � � 2-3 � Generic Inlet � Generic Default 100� � 2.31 � 0.00 � 100.0 � 0.00 � 0.00 � � I-1 � Generic inlet � Generic Default 1009s � 0.65 � 0.00 � 100.0 � 0.00 � 0.00 � � I-4 � Generic Inlet � Generic Default 100� � 0.65 � 0.00 � 100.0 � 0.00 � 0.00 � -------------------------------------------------------------------------------------------------------- CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-1 � Label � Number � Section � Section � Length � Total � Average � Hydraullc � Hydraulic � I � � of � Size � Shape � (ft) � System � Velocity � Grade � Grade � � � Sectiona � � � � Flow � (ft/s) � Upstream � Downstr�am � � � � � � � (cfs) � � (ft) � (ft) � �-------�----------�---------�----------�--------�--------�----------�-----------�------------� � P-4 � 1 � 18 inch � Circular � 47.30 � 2.82 � 3.81 � 19.78 � 19.64 � � P-3 � 1 � 18 inch � Circular � 186.50 � 2.89 � 3.96 � 20.34 � 19.79 � � P'2 � 1 � 12 inch � Circular � 222.30 � 1.13 � 3.49 � 21.03 � 20.34 � � P-1 � 1 � 8 inch � Circular � 481.20 � 0.65 � 2.83 � 22.61 � 21.03 � � P-5 � 1 � B inch � Circular � 530.30 � 0.65 � 3.85 � 24.93 � 21.03 � ----------------------------------------------------------------------------------------------- � Label � Total � Ground � Hydraulic � Hydraulic � � � System � Elevation � Grade � Grade � � � Flow � (ft) � Line In � Line Out � � � (cfs) � � (ft) � (ft) � � -------�--------�-----------�-----------�-----------� j o-�. � a.eo � ai.00 � s9.00 � i9.00 � � J-1 � 2.82 � 26.90 � 19.79 � 19.78 � � I-3 � 2.89 � 27.20 � 20.34 � 20.34 � � J-2 � 1.23 � 26.50 � 21.03 � 21.03 � Title:North Field Trunk i:1...\aJv�stormcadd\north field trunk1213�8.stm MKA StormCAD v5.6[05.06.005.00] 12/18l08 12:34:25 PM �Bentley Systems, Inc. Haestad Methods SoluUon Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Calculation Resuits Summary � I-1 � 0.65 � 26.20 � 22.61 � 22.61 � � 2-4 � 0.65 � 26.90 � 24.93 � 24.93 � ------------------------------------------------------ ____�_=====c==ccxa�====a�=3======�oss=======c=====____�___=______ Completed: 12/18/2006 12:34:21 PM TiUe:North Field Trunk f:\...\ajv\atormpdd\north field trunkl2'f 306.stm MKA StormCAD v5.6[05.06.006.00J 12/18/06 12:34:25 PM �BenUey Systams, Inc. Haestad Methods Solutlon Center Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Scenario: North Trunk 0-1 Total System Flow: 2.80 cfs cS�/l��9 A o,�s�,�,� ��°•��o J-1 ��,�'� Rim Elevation: 26.90 ft �'�S Hydraulic Grade Line Out: 19.78 ft � Invert Out Elevation: 19.13 ft � � � �� �r' a'� � r� _ a� J�n I-3 Rim Elevation: 27.20 ft Hydraulic Grade Line Out; 20.34 ft .� Invert Out Elevation; 19.69 ft o.� Local Rational Flow. 2.31 cfs �� N NN,N a .��.cn a� P-5 ��' Length: 530.30 ft �-2 I-4 Section Siz :8 inch Rim Elevation: 26.50 ft � Rim Elevation: 26.90 ft Hydraulic Grade Line Out: 21.03 ft Hydraulic Grade Line Out; 24.93 ft �� Invert Out Elevation: 20.58 ft Invert Out Elevation: 24.55 ft N� Local Rational Flow: 0.65 cfs � �; r �.N °-..cN I-1 �� Rim Elevation: 26.20 ft °� Hydraulic Grade Line Out: 22,61 ft Invert Out Elevation:22.19 ft Local Rational Flow: 0.65 cfs Tltle:North Field Trunk i:\...\a;v\stormcadd\north field trunk121306.stm MKA StormCAD v5.6(05.06.005.00� 12/'t8/06 12:34:34 PM �Bentley Systems,Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Profile Scenario: North Trunk Profile:Protile•1 Snnsno:Nonh Tru�k .��.b�._._....._.�_......_...��_�..._�..�_ �e 43 '—'--'.._.....--_._.._._. __ � ___...___.__._ _..__..."'_"__....._ ..... .._..__. ___.. ;aG; _ _.__.�._._. . ....-"'--- 'zalill-- --.... Y11iT�lX ..... ........,.. .. . ..._.._...._ ....... . ..._..._ .Yi��J�_.. _.I1� � ..._...._' _'_.' "_._.. .'__...._.._..._.__.._._..... . ... . .._........... .. .. .... ..._......._ . ._.. ,......... ___._..... _............. . ... ._. M ... .. ........ .. .. ......... . .._I... •� ' =i � :Iylx Il��yy �' N _�..._.....�..,_�__....._.... .............._.. ..,,,,,.,..,...... ` ...._.. .... .............. N I .. ......._.... ........ .,..._.. , .. .. ....... ....�,......._. . ....................�.... ... .. ..,I.jryh... �� I 1� M ...___._.._._ 1 asaM __._...... .._...."__'_"'_""__'__...... .__....__....—..._......_._.. ._�........._..... _'"" I I N „ � .. _ ......._.._... ...._._. . .. _.__'_._ _. �.. __.... ._._.._.y._.__.._ _.. � . . ..... . i .Jtl, N H H „ N N � w� TINe:North Field Trunk i:1...\aJv\stormcadd\north fleld trunk121306.stm M� 12/18/06 12:34:48 PM �Bentley Systems,Inc. Haestad Methods Solution Canter Watartown,CT 06795 USA +�_203-755-1666 StormCAD v5.6[06.06.005.00) Page 1 of 1 I Calculation Results Summary __=====ss=_______________________________________________________ Scenario: South Roof Conveyance »» Info: Subsurface Network Rooted by: 0-1 »» Info: Subsurface Analysis iterations: 2 »» Info: Convergence was achieved. CALCULATION StJbII�2ARY FOR SURFACE NETWORKS � Label � Inlet � Inlet � Total � Total � Capture � Gutter � Gutter � � � Type � � Intercepted � Bypassed � Efficiency � Spread � Depth � � � � � Flow � Flow � ($) � (ft) � (ft) � � � � � (cfs) � (cfs) � � � � - ---------- ------------ -------- -------- �-------� �----------------------�------------ � --------------- � I-6 � Generic Inlet � Generic Default 100$ � 0.37 � 0.00 � 100.0 � 0.00 � 0.00 � � I-3 � Generic Inlet � Generic Default 100� � 0.93 � 0.00 � 100.0 � 0.00 � 0.00 � � I-4 � Generic inlet � Generic Default 100� � 0.47 � 0.00 � 100.0 � 0.00 � 0.00 � � I-7 � Generic Inlet � Generic Default 100� � 0.47 � 0.00 � 100.0 � 0.00 � 0.00 � � I-8 � Generic Inlet � Generic Default 100� � 0.27 � 0.00 � 100.0 � 0.00 � 0.00 � � I-9 � Generic Inlet � Generic Default 100� � 1.69 � 0.00 � 100.0 � 0.00 � 0.00 � � I-10 � Generic Inlet � Generic Default 100$ � 0.10 � 0.00 � 100.0 � 0.00 � 0.00 � � I-5 � Generic Inlet � Generic Default 100Vc � 0.09 � 0.00 � 100.0 ( 0.00 � 0.00 � -------------------------------------------------------------------------------------------------------- CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: O-1 � Label � Number � Section � Section � Length � Total � Average � Hydraulic � Hydraulic � � � of � Size � Shape � (ft) � System � Velocity � Grade � Grade � � � Sectiona � � � � Flow � (ft/s) � Upstream � Downstream � � � � � � � (cfs) � � (ft) � (ft) � --------- ---------- -------- -------- ---------- ----------- ------------ -------�---------- � � � � � � � � P-5 � 1 � 18 inch � Circular � 144.40 � 4.37 � 4.91 � 20.38 � 19.75 � � P-6 � 1 � 18 inch � Circular � 82.70 � 4.28 � 4.24 � 20.75 � 20.60 � � P-15 � 1 � 8 inch � Circular � 124.40 � 0.10 � 2.04 � 24.85 � 24.13 � � P-8 � 1 � 18 inch � Circular � 72.50 � 3.81 � 4.39 � 21.00 � 20.78 � � P-10 � 1 � 18 inch � Circular � 90.50 � 3.35 � 3.73 � 21.31 � 21.02 � � P'9 � 1 � 18 inch � Circular � 155.80 � 2.15 � 3.65 � 21.77 � 21.34 � � P-12 � 1 � 8 inch � Circuler � 3.00 � 0.27 � 0.77 � 21.32 � 21.32 � � P-3 � 1 � 12 inch � Circular � 47.30 � 2.15 � 3.51 � 22.13 � 21.86 � � P-16 � 1 � 8 inch � Circular � 31.20 � 0.09 � 1.43 � 22.14 � 22.14 � � P-14 � 1 � 12 inch � Circular � 105.60 � 1.69 � 3.75 � 22.36 � 22.17 � � P-13 � 1 � 12 inch � Circular � 49.00 � 1.69 � 5.04 � 22.75 � 22.49 � ----------------------------------------------------------------------------------------------- I:\...\ajv�stormcadd�south roof 121306.stm MKA StormCAD v5.6[05.06.005.�0] 12/18/06 12:37:34 PM �Bentley Systems,Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 i Calculation Results Summary � Label � Total � Ground ( Hydraulic � Hydraulic � � � System � Elevation � Grade � Grade � �-___-__� Flow � (ft) � Line In � Line Out � � � (cfs) � � (ft) � (ft) � � �--------�-----------�-----------�-----------� � 0-1 � 4.37 � 22.00 � 19.00 � 19.00 � � J-1 � 4.37 � 26.80 � 20.54 � 20.38 � � x-� � 9.as � z�.io � ao.�s � zo.�5 � � I-10 � 0.10 � 26.80 � 24.85 � 24.85 � � I-4 � 3.81 � 27.10 ( 21.02 � 21.00 � � I-3 � 3.35 � 27.10 � 21.32 � 21.31 � � J-5 � 2.15 � 27.10 � 21.86 � 21.77 � � I-8 � 0.27 � 27.15 � 21.32 � 21.32 � � I-6 � 2.15 � 26.88 � 22.14 � 22.13 � � I-5 � 0.09 � 27.00 � 22.14 � 22.14 � � J-2 � 1.69 � 26.88 � 22.49 � 22.36 � � I-9 � 1.69 � 26.17 � 22.75 � 22.75 � ------------------------------------------------------ Completed: 12/18/2006 12:37:26 PM f:\...\ajv�.stormcadd\south roof 121306.stm MKA StormCAD v5.6[05.06.005.00] 12/18/06 12:37:34 PM m Bentley Systems, Inc. Haestad Methods Solution Centar Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Scenario: South Roof Conveyance h ''���,r Q' �.°�` '` 0-1 �0�� Total Flow Out:4.37 cfs P-15 ���c Length: 124.40 ft ��` I-10 Section Size:8 inch �_� Rim Elevation:26,80 ft o;� Rim Elevation;26.80 ft Hydraulic Grade Line Out:24,85 ft N'' Hydraulic Grade Line Out:20.38 ft Local Rational Flow:0.10 cfs a=N Invert Out Elevation: 19.58 ft Invert Out Elevation:24.71 ft o,`� J� I'7 cn Rim Elevation;27.10 ft �� Hydraulic Grade Line Out:20.75 ft �� Invert Out Elevation: 19.91 ft �^ � Local Rational Flow:0,47 cfs a�N J� I-4 Rim Elevation:27.10 ft N Hydraulic Grade Line Out:21.00 ft � Invert Out Elevation:20.25 ft �o Local Rational Flow,0,47 cfs 00 �� N I-3 P_12 °-�,� Rim Elevation:27.10 ft Length:3.00 ft a� Hydraulic Grade Line Out:21.31 ft Section Size:8 inch N Invert Out Elevation:20.55 ft �_g Local Rational Fiow:0.93 cfs Rim Elevation:27.15 ft � � Hydraulic Grade Line Out:21.32 ft°'° R m Elevation:26.88 ft J-2 Invert Out Elevation:20,59 ft o�r � P-3 Hydraulic Grade Line Out:22.13 ft Rim Elevation:26.88 ft Local Rational Flow:0.27 cfs n-�'v� Length:47.30 ft Invert Out Elevation:21.41 ft Hydrau{ic Grade Line Out:22.36 ft �� Section Size:12 inch Local Rational Flow:0.37 cfs Invert Out Elevation:21,80 ft J-5 Rim Elevation:27.10 ft �, P- 4 Hydraulic Grade Line Out:21,77 ft �� Length: 105.60 ft u' � Invert Out Elevation:21.22 ft a�,b Section Size: 12 inch ��� �'��� I-5 �'�-o �o Rim Elevation:27.00 ft �o� R m Elevation:26.17 ft i �� Hydraulic Grade Line Out;22.14 ft N� H y d r a u l i c G r a d e L i n e O u t:2 2.7 5 ft � Invert Out Elevation:21.48 ft ' Local Rational Flow: 1.69 cfs Local Rational Flow;0.09 cfs � Invert Out Elevation:22.20 ft i:�...\ajv\stormcadd\south roof 121306.stm MKA StormCAD v5.6[05.06.005.00] 12/18/06 12:37:44 PM m BenUey Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Profile ' Scenario: South Roof Conveyance ' Profile:Profile-1 Sce�ar{o:South Roof Conveyance . �p$.q :�' 'p p ��Ap. �r�'�F ��sff'�°� ���q� ������ ����� d-f@�Ed �g¢��` Me��...�....x�Da��...-�--- _. __....__., .xelasi�l�- f•f��..._,.._.-�------- —.___... ,.......s�I�f��F�. . ....----�a -- ....._..__� �f _-�----- �:.� - �dlt Ii�. - ..,....___ . . . _ ..... ... xia -�-_' -- �-_........ ........... . . �..__._... .. '---.... .._. ��.. .g�q � - �---'-'- �----._..... _.__�..__...._— ......-'--------------- ---__..._..._... __....___ � .... _ �kpR _....__ ------._ ...._ _.._ . ___..._ , ......._ _..._. ala�t� . �:��..--- ..._. . _.. ...._..._. I aa FW ��.W �� pJ .. ... ...,. 0 Y•OOu11W MI '� ....,......... lww.lAl 00.0. M 0l�Qppr01)M _ ...__.._...__ ___'__.. P •noawoM ....,.._-----.._.... .____ .......—�-------�-- _.._...,.....----�_..._.... . .Oa..o �enn---__.._.__ .._---'--` .__._._.. --�-- .. os a�� .... _. . ._...,. ... .. xim Q 9.O.pWp1)lu� "_..__.�..,_'__—_—......__�._ __'..........�_.._.�"_'__." . _.�.�.......�._�_'_'__.._..... ..... ._'___.......__...._ � 1� . '"__......_" " '___......._..._. ....._ .. ......................._... ._._.. '� N00 I�W ..........._. ,_.�...__. . .... �1l.W .. ..�................... _ ..... . N00 ppp ��� . . N00 �IN i:\...\a�v\stormcadd\south roof 121306.stm M� �2/18/06 12:37;64 PM 0 Bent�ey Systems,Inc. Haestad Methods Solution Center Watertown,CT 06795 I;SA +1-203-755-1666 StormCAD v5.6(05.06.005.00� Page 1 of 1 Calculation Results Summary =�s==_==_=_________�__=====xa_======aac=====_____��______________ Scenario: North Roof Conveyance »» Info: Subsurface Network Rooted by: O-1 »» Info: Subsurface Analysis iterations: 3 »» Info: Convergence was achieved. CALCULATION SUMMARY FOR SURFACE NETWORKS � Label � Inlet � Inlet � Total � Total � Capture � Gutter � Gutter � � � Type � � Intercepted � ByDassed � E£ficiency � Spread � Depth � � � � � Flow � Flow � ($) � (ft) � (ft) � � � � � (efs) � (cfs) � � � � �-------�---------------�----------------------�-------------�----------�------------�--------�--------� � I-7 � Generic Inlet � Generic Default 100� � 2.72 � 0.00 � 100.0 � 0.00 � 0.00 � � I-5 � Generic Inlet � Generic Default 100$ � 0.12 � 0.00 � 100.0 � 0.00 � 0.00 � � I-4 � Generic Inlet � Generic Default 100$ � 0.12 � 0.00 � 100.0 � 0.00 � 0.00 � � 2-6 � Generic Inlet � Generic Default 100� � 3.06 � 0.00 � 100.0 � 0.00 � 0.00 � -------------------------------------------------------------------------------------------------------- CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-1 � Label � Number � Section � Section � Length � Total � Average � Hydraulic � Hydraulic � � � of � Size � Shape � (ft) � System � Velocity � Grade � Grade � � � Sections � � � � Flow � (ft/s) � Upstream � Downstream � � � � � � � (cfs) � � (ft) � (ft) � � � � �----------�--------�--------�----------�-----------�------------� ------- ---------- --------- � P-10 � 1 � 18 inch � Circular � 144.70 � 5.34 � 4.36 � 20.56 � 20.09 � I P-9 � 1 � 18 inch � Circular � 50.00 � 5.39 � 4.84 � 20.65 � 20.56 � � P-5 � 1 � 12 inch � Circular � 175.30 � 3.05 � 4.70 � 21.38 � 20.69 � � P-8 � 1 � 12 inch � Circular � 53.00 � 2.97 � 4.68 � 21.62 � 21.45 � � P'7 � 1 � 12 inch � Circular � 350.00 � 3.16 � 4.75 � 23.41 � 21.63 � � P-3 � 1 � 12 inch � Circular � 40.00 � 3.06 � 4.74 � 23.60 � 23.48 � � Label � Total � Ground � Hydraulic � Hydraulic � � � System � Elevation � Grade � Grade � � � Flow � (ft) � Line In � Line Out � � � (cfs> � � (ft) � (ft) � �-------�--------�-----------�-----------�-----------� � 0-1 � 5.18 � 21.20 � 19.20 � 19.20 � � J-2 � 5.34 � 26.00 � 20.56 � 20.56 � � I-7 � 5.39 � 27.35 � 20.69 � 20.65 � i:\...�ajv\stormcadd\north roof 121306.stm MKA StormCAD v5.6[05.06.005.00� 12/18/06 12:35:38 PM �Bentley Systems, Inc. Haestad Methods Solution Center V�atertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Calculation Results Summary � I'S � 3.05 � 26.60 � 21.45 � 21.38 � � J-1 � 2.97 � 27.00 � 21.62 � 21.62 � � 2-a � 3.16 � 26.60 � 23.48 � 23.41 � � I'6 � 3.06 � 26.69 � 23.60 � 23.60 � ------------------------------------------------------ a===cc===ccssa�======o�ccvc==aa=====_=====coca=====^e=c=c=======c Completed: 12/18/2006 12:35:33 PM I:\...\ajv\stormcadd\north roof 121308.stm MKA StormCAD v5.6(05.06.005.00] 12/18/06 12:36:38 PM �Bentley Systems, Inc. Haestad Methods SoluUon Center Watehown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Scenario: North Roof Conveyance � �p`�.�G � �b� � �-1 � � �• Q�� Total Flow Out: 5.18 cfs �� ��' � J-2 � Rim Elevation: 26.00 ft 0 o Hydraulic Grade Line Out: 20.56 ft �� � Invert Out Elevation: 19,58 ft ��� � �'o � � a�� I-7 o ' � Rim Elevation: 27,35 ft �n � �' Hydraulic Grade Line Out: 20.65 ft , r N I n v e r t O u t E l e v a t i o n: 1 9,7 5 ft � �� Local Rational Flow: 2.72 cfs � .� I-5 � � � � � � .= Rim Elevation: 26.60 ft o T Hydraulic Grade Line Out: 21.38 ft �� �; Invert Out Elevation: 20.61 ft �� � Local Rational Flow: 0.12 cfs P-3 P-7 �' o Length: 40.00 ft Length: 350.00 ft °� � J-1 Section Size: 12 inch Section Size: 12 inch � Rim Elevation: 27.00 ft I-6 Hydraulic Grade Line Out: 21,62 ft Rim Elevation: 26.69 ft �_4 Invert Out Elevation: 20.87 ft Hydraulic Grade �ine Out: 23.60 ft Rim Elevation: 26.60 ft Invert Out Elevation: 22.82 ft Hydraulic Grade Line Out: 23.41 ft Local Rational Flow: 3.06 cfs Invert Out Elevation: 22.62 ft Local Rational Flow: 0.12 cfs I:\...�aJv�atormcadd�north roof 121306.sVn MKA StormCAD v5.6[06.06.005.00] 12/�8/06 12:36:46 PM �Bentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Profile Scenario: North Roof Conveyance Profile:Profile-1 I Scenario:North Roof Conveyance . ` `�." a � � ���R �� $� ���s i��� e��p= ��g"�_ ���s��__ ...........___._..__...._. ._. ._ _.__.. .___.___. . .. _xx -i��� . _ :a _ �� __ � __ _.__.... .. �sb'A 4x� ____ ._...._._._ A1`����._. a"Y� b ._..y� j � �,�'�.�. � - I .. . .._. idt�t�,� I ..._ . _.. _. .,...._ _ , ..---._... .. ._.. . �........ — . .. ,---..,.. .„ _ _...._.. ...._....._......... ._ . . . _.. _....._..._..., ....._ .__ I __..._..._.. .,..._._.... . ...__ ......._..,_._ . _ . .._.._ .... , _..._..__ ... . . _ ....... ,.. ' i Rt_a� _ ., ,._ ._.._._. ._ , __.._.... ..._... ..... .__...._- '.. .,_„ ....,:...,., .._........__.._. ..eE�3� . ..., ._ .. I nm w I P7 ................... .. I E�neen�n� iome __...�oaa-_.._�,.. ' .... . . ..mo.00n_._._� ' - ' _.... ..._._.._.__....., � . .t„a._. � ............... .. ._.___ .............. _._--.._..P,� ....... .,.._..--__ .._._. ...j�o.m B.O.ppppy� OB 0.0p60W411 WOOA 12qN p I)5.70 P, P� . . . . � OC O.ODIWE It� WC .00n IIMN py� Iu.7011 tIM py� i � OD.O.00Ia01M1 �Y•O.001100 MI 0 8.OOOte]I Mi ._.._....,..,. .__.........._. _.............. ................... ........... ... .._�.." '_,.....,.._... ... ..........�_ ........_.... .............................. .............__. ......_....,., .,,..,.._._.. .. ..,,..,.......... ..,.. ......, .......... . �I I500 M00 1�00 hW J�OD Ir00 .1.pp 6�00 . .. .. .....•i.W /.00.. . . ... . Y00 lYUon(�� i;\...\aJv\stormcaddMorth roof 121306.stm MKA StormCAD v5.6[05.06.005.00J 12/18/06 12:35:58 PM �Bentley Systems, Inc. Haestad Methods Solutlon Center Watertown,CT 06795 USA +1-203-765-ib'66 Page 1 of 1 Calculation Results Summary Scenario: Conveyance to SF1 »» Info: Subsurface Network Rooted by: 0-1 »» Info: Subsurface Analysis iterations: 2 »» Info: Convergence was achieved. CALCULATION SUMMARY FOR SURFACE NETWORKS � Label � Inlet � Inlet � Total � Total � Capture � Gutter � Gutter � � � Type � � Intarcepted � Bypassad � Efficiency � Spread � Depth � � � � � Flow � Flow � (�) � (ft) � (ft) � � � � � (cfs) � (cfs) � � � � �-------�---------------�----------------------�-------------�----------�------------�--------� � � 2-5 � Generic Inlet � Generic Default 1008 � 0.08 � 0.00 � 100.0 � 0.00 � 0.00 � � I-8 � Generic Inlet � Generic Default 100� � 0.44 � 0.00 � 100.0 � 0.00 � 0.00 � � I-2 ( Grate Inlet � Grate DI-1 � 0.32 � 0.00 � 100.0 � 4.73 � 0.09 � � I-1 � Grate Inlet � Grate DI-1 � 0.33 � 0.00 � 100.0 � 4.78 � 0.10 � � T-10 � Generic Inlet � Generic Default 100� � 0.34 � 0.00 � 100.0 � 0.00 � 0.00 � -------------------------------------------------------------------------------------------------------- CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITfi R00T: O-1 � Label � Number � Section � Section � Length � Tota1 � Average � Hydraulic � Hydraulic � � � of � Size � Shape � (ft) � System � Velocity � Grade � Grade � � � Sectiona � � � � Flow � (ft/s) � Upstream � Downstream � � � � � � � (cfs) � � (ft) � (ft) � �-------�----------�---------�----------�--------�--------�----------�-----------� � � P-5 � 1 � 12 inch � Circular � 28.40 � 1.51 � 1.92 � 26.63 � 26.60 � � P-4 � 1 � 12 inch � Circular � 114.40 � 1.43 � 1.82 � 26.28 � 26.17 � � P-9 � 1 � 12 inch � Circular � 60.00 � 0.99 � 1.26 � 26.36 � 26.33 � � P-1 � 1 � 12 inch � Circular � 174.00 � 0.67 � 3.03 � 26.39 � 26.38 � � P-6 � 1 � 12 inch � Circular � 65.40 � 0.34 � 2.49 � 26.48 � 26.42 � ----------------------------------------------------------------------------------------------- � Label � Total � Ground � Hydraulic � Hydraulic � � � System � Elevation � Grade � Grade � � � Flow � (ft) � Line In � Line Out � � I (cfs) � � (ft) � (ft) � �-------�--------�-----------�-----------�-----------) � 0-1 � 1.51 � 27.00 � 26.60 � 26.60 � � I-5 � 1.51 � 26.17 � 26.23 � 26.17 � � 2-8 � 1.43 � 28.44 � 26.33 � 26.28 � I:\...\anpineers�jv\stormcadd�convey to sf1.stm MKA StormCAD v5.6[05.06.005.00] 12/16.�06 12:34:04 PM �Bentley Systems,Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +�-203-755-�666 Page 1 of 2 Calculation Results Summary � 2-2 � 0.99 � 28.84 � 26.38 � 26.36 � � I-1 � 0.67 � 30.71 � 26.42 � 26.39 � � I-10 ( 0.34 � 31.11 � 26.48 � 26.48 � ------------------------------------------------------ Completed: 12/18/2006 12:33:58 PM �:\,..\engineers�ajv�stormcadd\convey to sf1.stm MKA StormCAD v5.6(05.06.006.00] 12/18/06 12:34:04 PM m Bantley Systems,Inc. Haestad Methods Solutlon Center Watertown,C7 06795 USA +1-203-755-1666 Page 2 of 2 Scenario: Conveyance to SF1 I-2 I-1 Rim Elevation: 28.84 ft Rim Elevation: 30.71 ft Hydraulic Grade Line Out: 26.36 ft P"1 Hydraulic Grade Line Out: 26.39 ft Invert Out Elevation: 25.28�Length: 174.00 ft Invert Out Elevation: 25.98 ft Local Rational FI : 0.32 ction Size: 12 inch Local Rational Flow: 0.33 cfs O-1 N � r Total Flow Out: 1.51 cfs o.� `�o�`°?� � , (�1�? �l N•6, � lr ��p N p� CO ��' �p. � O ! '! A O �0 9f�. `S �o �. � � N � �n tP�;@��st� P-4 � � � j���'� Length: 114.40 ft � � Section Size: 12 inch R m Elevation: 28.44 ft I-10 1-5 H y d r a u l i c G r a d e L i n e O u t: 2 6.2 8 ft Rim Elevation: 31,11 ft Rim Elevation: 26.17 ft Invert Out Elevation; 25.04 ft Hydraulic Grade Line Out: 26.48 ft Hydraulic Grade Line Out: 26.17 ft Local Rational Flow: 0.44 cfs Invert Out Elevation: 26,24 ft Invert Out Elevation: 24.65 ft Local Rational Flow: 0.34 cfs Local Rational Flow: 0.08 cfs I:\...\enginaers\aJv\atormcadd\convey to sfl.stm MKA StormCAD v5.6[05.06.00b.00J 12/18/06 12:33:30 PM �Bentley Systema,Inc. Haestad Methods SoluUon Center Watertown,CT 08796 USA +1-203-755-1666 Page 1 of 1 Profile Scenario: Conveyance to SF1 Profile: Profile - 1 Scenario: Conveyance to SF1 s � • a �ry~ry ' ��� . __.'_.".___........_'—_ _.,. __...__ ...'_ '__...____"' ' _'__.._ ......_.......___.__...... . . ...__.. __... 35.00 �18�• �-----'----7.t1���8�_..----..._ ...—..–_�..---.._...._.- ---_ _.._..-����.e . w'8�" _._ I M... � I ���� �� � ��x��m� �p�a��� � N_I�N•g• O��y ap I 19 ap 5 .�6`�� ��« �, `�v���BN N$ � a r,$ � ilS���VJ Gy�VE C N��♦ � ' ... .. . . �..._.�_.� . ._ '_.......... ................ . ... ... .. . ......... ...._r� . .......���_�_� �.'�......._.._...... . .... ......_.._.... ..�...___.... ......_.........._.. ... . . d�OY�� �ry�� Or:N� �M ������ _...---......_ . .._._ _..__ _.__._ . -_._-� Y���,; 5oc I 30.W ._.-------- --��--------•..... .. i v�i��E ......._.,....._.... P� - . ekvauon(rt) .... P1 P9 �.. I , , P� _ I �S=0.003978 itM ! .... . -- __ _ __.. . , __.._.___-.-�5�0.004023fUR - __-- - _ _ __._pyg.. . 25.00 ��S=0.004000 fVFt �S=0.003409 NR I =0.001761fUft ...__...-------._...._._........_.._ .._..._. ._—.........__... ..—.._—...._.._.-------- - ---..._..........--� -•---. ... .. ....... ...__ ....__.._....... .._ .._ .___,._._.._.____ .__........_ _.. ...... .. _ . . ..... 20.00 pM0 1+00 2+00 3�00 4�00 5+00 Smtlai(R) f:\,..\engineers\ajv\stonncadd\convey to sfl.atm MKA StormCAD vb.6(05.06.005.00) 12/18/08 12:33:51 PM �Bentley Systems,Inc. Haestad Methods Solution Center Watartown,CT�6795 USA +1-203-755-1666 Page 1 oi 1 Calculation Results Summary sm�o=========--==�==vamae=====_=====sas:=====�_=_____�____�=____= Scenario: NW Roof »» Info: Subsurface Network Rooted by: O-1 »» Info: Subsurface Analyeis iterations: 2 »» Info: Convergence was achieved. CALCULATION SiJPAfARY FOR SURFACE NETWORKS � Label � Inlet � Inlet � Total � Total � CapCure � Gutter � Gutter � � � Typa � � Intercepted � Bypassed � Efficiency � Spread � Depth � -- Flow � Flow � (�) � (ft) � (ft) � � � � � (cfs) � (cfs) � � � � ---- -------------- ---------------- ------------ -------- ----------- ------- ------- �- --�- �- --- �- �__ �- �- - � I-1 � Generic Inlet � Generic Default 1008 � 0.68 � 0.00 � 100.0 � 0.00 � 0.00 � � I-3 � Generic Inlat � Generic Default 100� � 0.07 � 0.00 � 100.0 � 0.00 � 0.00 � � I'2 � Generic Inlet � C3eneric Default 100� � 0.36 � 0.00 � 300.0 � 0.00 � 0.00 � � I-4 � Generic Inlet � Generic De£ault 100� � 0.04 � 0.00 � 100.0 � 0.00 � 0.00 � CALCULATION SUNlMARY FOR SUBSURFACE NETWORK WTTH ROOT: O-1 � Label � Number � Section � SecCion � Length � Total � Average � Hydraulic � Hydraulic � � � of � Size � Shape � (ft) � Syatem � Velocity � Grade � Grade � � � Sections � � � � Flow � (ft/s) � Upstream � Downstream � � � � � � � (cfs) � � (ft) � (ft) � �-------�----------�---------�----------�--------�--------�----------�-----------�------------� � P-3 � 1 � 12 inch � Circular � 88.60 � 1.05 � 7.42 � 22.48 � 19.24 � � P'2 � 1 � 8 inch � Circular � 141.50 � 0.70 � 4.38 � 23.87 � 22.54 � � P-9 � 1 � 8 inch � Circular � 29.00 � 0.39 � 7.21 � 24.17 � 22.53 � � P-6 � 1 � B inch � Circular � 28.90 � 0.71 � 4.33 � 24.15 � 23.98 � � P-10 � 1 � 8 inch � Circular � 45.80 � 0.04 � 1.46 � 25.20 � 24.96 � I P-8 � 1 � 8 inch � Circular � 12.50 � 0.36 � 5.88 � 24.63 � 24.19 � � P-5 � 1 � B inch � Circular � 19.50 � 0.68 � 6.54 � 24.74 � 24.18 � � P-7 � 1 � 8 inch � Circular � 120.00 � 0.07 � 1.76 � 25.23 � 24.62 � ----------------------------------------------------------------------------------------�------ � Label � Total � Ground � Hydraulic � Hydraulic � � � System � Elevation � Grade � Grade � � � Flow � ift) � Line In � Line Out � � � (cfs) � � (ft) � (ft) � �-------�--------�-----------�-----------�-----------� I � 0-1 � 1.04 � 22.00 � 19.00 � 19.00 ( i:1...\engineera�aJvlstormcadd�nw roof 121808.stm MKA StormCAD v5.6[05.08.005.00] 12/18/06 12:32:46 PM �BenUey Systems,Inc. Haestad Methods Solutlon Center Watertown,CT 08795 USA +�_203-755-1668 Pape 1 of 2 Calculation Results Summary � J-2 � 1.05 � 26.50 � 22.53 � 22.48 � � J-1 � 0.70 � 26.50 � 23.98 � 23.87 � � J-4 � 0.39 � 27.00 � 24.19 � 24.17 � � J-3 � 0.71 � 27.00 � 24.18 � 24.15 � � I'4 � 0.04 � 27.00 � 25.20 � 25.20 � � 2-2 � 0.36 � 27.35 � 24.63 � 24.63 � � I-1 � 0.68 � 27.35 � 24.74 � 24.74 � � I'3 � 0.07 � 27.00 � 25.23 � 25.23 � ------------------------------------------------------ __________________����________________________-______________---- Completed: 12/18/2006 12:32:40 PM I:\...\engineers\aJvlstormcedd\nw roof 121806.stm MKA StormCAD v5.6[05.06.005.00) 12/18/06 12:32:46 PM �BenUey Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +�-203-755-1666 Page 2 of 2 Scenario: NW Roof 0-1 Total Flow: 1.04 cfs +� r ,� �o .��� Q',�R�' ,�`L ���r�`tim. � �o� �G P-2 �' Length: 141.50 ft � Section Size: 8 inch J_2 o •� �'� � Rim Elevation: 26.50 ft � � Rim Elevation: 26.50 ft o � Hydraulic Grade Line Out: 22.48 ft �n�, N Hydraulic Grade Line Out: 23.87 ft o � Invert Out Elevation: 22.05 ft a s �n Invert Out Elevation: 23.47 ft a, N N P-7 � o ri. � �n P-10 I-4 Length: 120.00 ft � � � o Length:45.80 ft Rim Elevation: 27.00 ft Section Size: 8 inch � J_3 a � Section Size: 8 inch .� �, Hydraulic Grade Line Out: 25.20 ft I-3 Rim E levation: 2 7.0 0 ft cn Invert Out Elevation: 25.11 ft Rim Elevation: 27.00 ft Hydraulic Grade Line Out: 24.15 ft �� Local Rational Flow: 0.04 cfs Hydraulic Grade Line Out: 25.23 ft ,� Invert Out Elevation: 23.75 ft �� Rim Elevation: 27,00 ft Invert Out Elevation: 25.11 ft � c Hydraulic Grade Line Out: 24.17 ft Local Rationat Flow: 0.07 cfs �oo �00 Invert Out Elevation: 23,88 ft ; � Cj � r N ln � N a �� I d �� �'� �O 1'z 'i c�� Rim Elevation: 27.35 ft �• c, a� Rim Elevation: 27.35 ft � J � Hydraulic Grade Line Out: 24.74 ft J� Hydraulic Grade Line Out: 24.63 ft ' � Invert Out Elevation: 24.35 ft Invert Out Elevation: 24.35 ft Local Rational Flow: 0.68 cfs Local Rational Flow: 0.36 cfs I:\...',engineers\ajv\stormcadd\nw roof 12�806.stm MKA StormCAD v5.6[05.06.005.00) 12!18/06 12:32:�6 PM �Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +�-203-755-1666 Page 1 ot 1 Proflle Scenarlo: NW Roof Profile: Profile - 1 Scenario: NW Roof � � � � M�t1� ��� � $NMN�pnIAM�Ctn �I'+ � � O �N o.N� NN «:oCV'_'^O',CriOM �OO�pQ N�n � . ,- .��.E �a5 cp�.`! °�N�cdn+ Si� � � '_10.5�tCn,Lq_ar_.a__>E�-c.�n! _ . + ..��N .. .._ ___ .._ ___ _._._....._.. .. _.. ._..... c c �' .._ . . _...----_--._... _---_ _-. . _.----- � �� a icn__ —�t�e_'c�t� -- -y N��_Cp.�, = .._ 30.00 a) -Stn�__�cn I .. - I -...._..._ � _. , _....--�-....... g� _.. _...........__--_ _.. .....----�._. � o . _._. ... .._ --__.._.,.__. .---�- r9 .... N�N . S�/p �°$ '"••... c`,", ai __ __.f�-G-.______.`_._—�--.._..._._. .- -----� , .. ._.._. .___.._ ._...._. .....___. .... .__ ..-----._._..,... ........_ _...._...__ ... _._.. . � .�9..'c•-� 25.00 Ov�_� C�S, � P-2 �3����j�0.009689 njh S'�•010035 fUft � Elevation(ft) f?3 � I .--------__ _.......-----... _ ._..------. ._..--�--.. . .__ �°S. . ..___. .........._ .. ._... ....._----- _.... __p34�24'�� � 20.00 I . ------...__...._......__....__..___----- I _....__.___.------1_..._....._..... _ ..._ _._...._.... __......_.____..__....... __ . � 15.00 a+�0 _ _. _ _.___ ....._.. _ .__.__._.. __._. _......... .. . 1+00 2+00 3+Gu Station(ft) in. �.engmeers\aJv�sturmcadd\nw roof 121806.stm M� 12ii8/06 12:32:3? P�,1 �J BenUey Systems, Inc. Haestad Methods Solution Center 'J�,'atartown,CT 06795 USA +1_ StormCAD v5.6(05.06.005.00] 203-755-1666 Page 1 of 1 Appendix C Offsite Conveyance (Gypsy Subbasin) Calculations i I : Calculation Resuits Summary Scenario: Existing »» In£o: Subsurface Network Rooted by: Existing Outfall »» Info: Subsurface Analysis iterations: 1 »» Info; Convergence was achieved. CALCULATION SUMMARY FOR SURFACE NETWORKS � Label � Inlet � Inlet � Total � Total � Capture � Gutter � Gutter � � � Type � � Intercepted � Bypassed � Efficiency � Spread � Degth � I I I I Flow � Fiow � c�� I cft� � cft> � � � � � (cfs) � (cfs) � � � � �---------------�---------------�----------------------� � � � � � � Exist SD Conn � Generic Inlet � Generic Default 100� � � '0 00 � 0.00 � 100.0 � 0.00 � 0.00 � CALCULATION St7MMARY FOR SUBSURFACE NETWORK WITH ROOT: Existing Outfall I � Label � Number � Section � Section � Length � Total � Average � Hyflraulic � Hydraulic � � � of � Size � Shape � (ft) � System � Velocity � Grade � Grade � � � Sections � � � � Flow � (ft/s) � Upstream � Downstream � � � � � � � (cfs) � � (ft) � (ft) � �-------�----------�---------�----------�--------�--------�----------�-----------� � � P-8 � 1 � 24 inch � Circular � 495.00 � 13.00 � 4.14 � 24.77 � 18.91 � ----------------------------------------------------------------------------------------------- � Label � Total � Ground � Hydraulic � Hydraulic � � � System � Elevation � Grade � Grade ( � � Flow � (ft) � Line In � Line out � � � (cfs) � � (ft) � (ft> � �------------------�--------�-----------�-----------�-----------� � Existing Outfall � 13.00 � 22.00 � 18.80 � 18.80 � � �xisc sn cor� � is.00 � � 2s.00 I 24•�� I z4•�� I ----------------------------------------------------------------- _________________________________________________________________ Completed: 12/21/20�6 G3:54:47 PM i:\...\ajv\etormcaddlold\flypsy bypass exlstiny.stm MKA StormCAb v5.6(05.06.005.00] 12/21/08 03:65:04 PM �Bentley Systems,Ine. Haestad Methods SoluUon Center Watertown,CT 06795 USA +1-203-766-1666 Page 1 of 1 Scenario: Existing Existing Outfall Rim Elevation: 22.00 ft Hydraulic Grade Line In: 18.80 ft Hydraulic Grade Line Out; 18.80 ft � � c 8 N � a � N t � C � O i d �J � � Exist SD Conn [�]Total Flow: 13.00 cfs Rim Elevation: 25,00 ft Hydraulic Grade Line In: 24,77 ft Hydraulic Grade Line Out: 24.77 ft i:\...\aJv\stormcadd\old\gypsy bypass existing.s4m MKA StormCAD v5.6[06.06.005.00] 12/21i06 03:55:16 FM �Bentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +�_203-755-1666 Page 1 of 1 Profile Scenario: Existing I „ Profile: Profile - 1 �`�s� Scenario: Existing ����� ����� _�� �Gjppb � O� r^�^ ��s�� ---,.. .__ _ __ _... __._ _ . ._.. . _. -----..-- - ___ .__ . .. . .. ....... . ._...__.__ . __ _ _ __ _. _.._ 5� �z. I - . _ � � 20.00 Elevatlon(�) � P$ 495.00 fl 24 Inch CMP I � `__ _.. ,.. .. , _ . _--_.._ _ ...._.._ 1 ____.......... ...._ __. ......._.__._.._. .__._. �S.�.0.�01253fVft._. .___ _... . __. 15.00 D+00 1+00 2�00 3+00 4+00 5+00 Statlon�fl) i:\...�ajv\stortncadd\old\gypsy bypass existing.stm MKA StormCAD v5.6[o5.06.005.00] 12/21/06 03:56:28 PM �Be�tley Systems, Inc. Haestad Methods 5olution Center Watertown,CT 06795 USA +1403-755-1666 Page 1 of 1 Calculation Results Summary Scenario: Temporary Gypsey Conveyance »» Info: Subsurface Network Rooted by: Proposed Overflow »» Info: Subsurface Analysis iterations: 1 »» Info; Convergence was achieved. CALCULATION SUMMARY FOR SURFACE NETWORKS � Label � Inlet � Inlet � Total � Total � Cap�ure � Gutter � Gutter � � � Type � � Intercepted � Bypassed � Effici.ency � Spread � Depth � � � � � Flow � Flow � (9s) � (ft) � (ft) � � � � � (cfs) � (cfs) � � � � ------------- ---------- ------------ -------- -------- �---------------�---------------�---------------------- � � Exist SD Conn � Generic Inlet � Generic Default 100$ � 0.00 � 0.00 � 100.0 � 0.00 � 0.00 � ---------------------------------------------------------------------------------------------------------------- CALCULATION SfJNII�tARY FOR SUBSURFACE NETWORK WITH ROOT: Proposed Overflow � Label � Number � Section � Section � Length � Total � Average � Hydraulic � Hydraulic � � � of � Size � Shape � (ft) � System � Velocity � Grade � Grade � � � Sections � � � � Flow � (ft/s) � Upstream � Downstream � � � � � � � (cfs) � � (ft) � (ft> � ---------- -------- -------- ---------- ----------- ------------ �-------�----------�---------� � � � � � � P-6 � 1 � 72 inch � Circular � 66.86 � 139.00 � 8.56 � 20.03 � 19.70 � � P-3 � 1 � 60 inch � Circular � 225.00 � 139.00 � 7.86 � 21.26 � 20.09 � � P'2 � 1 � 60 inch � Circular � 300.00 � 139.00 � 8.41 � 22.21 � 21.34 � � P-1 � 1 � 36 inch � Circular � 104.28 � 139.00 � 19.66 � 27.45 � 22•92 � ----------------------------------------------------------------------------------------------- � Labe1 � Total � Ground � Hydraulic � Hydraulic � � � System � Elevation � Grade � Grade � � � Flow � (ft) � Line In � Line Out � � � (cfs) � � (ft) � (ft) � � -------�--------�-----------�-----------�-----------� � Proposed Overflow � 139.00 � 23.00 � 19.23 � 19.23 � � .7-3 � 139.00 � 27.00 � 20.09 � 20.03 � � J-2 � 139.00 � 27.00 � 21.34 � 21.26 � � J-1 � 139.00 � 27.50 � 22.92 � 22.21 � � Exist SD Conn � 139.00 � 27.50 � 27.45 � 27.45 � ------------------------------------------------------------------ i:1...\ajv\stc,rmcadd\c�ypsy propose 139cfs.stm MKA StormCAD v5.6(05.06.005.00] 12/21/O6 G4:03:21 PM m Bentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 -- - _ _ _ � . _ ___� _, - - � _ _ _ _` - --_, - - -- , �---� i -_ -- - , , � �. � ,_ � , --, - --' , � � ! , -- _..__ _ _ _, ��, �-..__� _ , Scenario: Temporary Gypsey Conveyance Proposed Overflow Rim Elevation: 23.00 ft .� Hydraulic Grade Line In: 19.23 ft � ._ Hydraulic Grade Line Out: 19.23 ft �� � 0- � N II L(� J-3 0,� Rim Elevation: 27.00 ft �� Invert Out Elevation: 16.70 ft '' � Hydraulic Grade Line Out: 20.03 � � � o � � � � MN N �- � f1) J-2 �, � Rim Elevation: 27.00 ft � � Invert Out Elevation: 17.31 ft U, Hydraulic Grade Line Out: 21.26 L � � 0 0 o � NM N a' � Cn � � c .o a� � � � � Exist SD Conn J-1 Rim Elevation: 27.50 ft Rim Elevation: 27.50 ft P- Invert Out Elevation: 18.35 ft Invert Out Elevation: 18.24 ft Length: 104.28 ft Hydraulic Grade Line Out: 27.45 ft Hydraulic Grade Line Out: 22.21 ft Section Size: 36 inch Total FIow: 139.00 cfs i:\...�aJv\stormcaddigypsy propose 139cfs.stm MKA StormCAD v5.6[05.06.005.00] 12/21/0& 04:03:29 PM m Bentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Profile Scenario: Temporary Gypsey Conveyance Profile: Profile- 1 Scenarlo:Temporary Oypsey Conveyence • „ 6 . . « �5��� ���p� '��p.� rrkQR ��II� �Y�. Sy�{JSp ;�bl��..-�-------_.___— --•---- wd�ii�� ...._..Z�11�� 2�F2�!! ..--'---.__..—`--------... . ..___.�..---._......._. ..--'-- ..._.__. ....... _ .. . . ..... . .__. . — --... _.__.__........._... _. ............ __.... _._. . _ ._... ... � ......__.._. ...._.._,..-- ---.._........ _. x ___ _- _ __.__ ���.� __... __. _.__ __ ___..__ __ ____. _ __.__ __ .__._ _ . __ ._ _�__ . ... _. . ..._ _ _ .. _ _ . _ . � � ��� ���� �_ _.__.... .. _ . __ . __ ____ . _. ____ _ ___ __.._ . ___ ... ._ .__. ._ __ _ ,�.� � ; xou [b��m�im P.1 �a1in �.Kn caw.r � , ........ Os aroio�n� .. ...-- ..__..._...,��ron Os`oamiWrT_...c�.K,a..._...........__,,._ ....--....__... .__....... v� i� �.c ...._ ........__....___—_ ---- .ns.aon___ • . ...,.__ .__. . ...SOYqi..........Caww.... . .......... Yd_ '1.rn . . ...., ...._..__'_'...'_ . .. ..... - 1an16W @ •o.ammM _ ms=aoonsia ' I I ----_.... _ ---___..__._. _._...----- _�..._.__.._. _........ . _.. ..__,...___.------._ ........ .�_ —_--- . _......._ ....__----------.... ....._._.... tN0 � ._ ....._._.... __.._........ __................. .. ...... IU70 �� �� �'0� 5'0� e•ao ��ao arkn Ip i:\...�ajv\stormcaddlgypsy propose 139cfs.stm MKA StormCAD v5.6[05.06.005.00] 12/21/06 04:03:39 PM m Bentley Systems, Inc. Haestad Methods Solution Center W'aterFown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Calculation Results Summary , _________________________________________________________________ � Scenario: Future »» Info: Subaurface Network Rooted by: Future Outfall »» Info: Subsurface Analysis iterations: 1 »» Info: Convergence was achieved. CALCULATION SUMMP.RY FOR SURFACE NETWORKS � Label � Inlet � Inlet � Total � Total � Capture � Gutter � Gutter � � � Ty�e � � Intercepted � Bypassed � Efficiency � Spread � DepCh � � � � � Flow � Flow � (�) � (ft) � (ft) � � � � � (cfs) � (cfs) � � � � ---------- ------------ -------- -------- --------------�----------------------�------------- � � � Future SD Conn � deneric Inlet � Generic Default 100$ � 0.00 � 0.00 � 100.0 � 0.00 � 0.00 � ----------------------------------------------------------------------------------------------------------------- CALCULATION SZJNID7ARY FOR SUBSURFACE NETWORK WITH ROOT: Future Outfall � Label � Number � Section � Section � I,ength � Total � Average � Hydraulic � Hydraulic � � � of � Size � Shape � (ft) � System � Velocity � Grade � Grade � � � Sections � � � � Flow � (ft/s) � Upstream � Downstream � � � � � � � (cfs) � � (ft) � (ft) � �-------�----------�---------�----------�--------�--------� ( � � ---------- ----------- ------------ � P-6 � 1 � 72 inch � Circular � 66.86 � 209.00 � 9.27 � 20.95 � 20.45 � � P-3 � 1 � 60 inch � Circular � 225.00 � 209.00 � 10.64 � 22.72 � 21.04 � � P'2 � 1 � 60 inch � Circular � 310.00 � 209.00 � 10.64 � 24.89 � 22.89 � ----------------------------------------------------------------------------------------------- � Label � Total � Ground � Hydraulic � Hydraulic � � � Syatem � Elevation � Grade � Grade � � � Flow � (ft) � Line In � Line Out � � � (cfs) � � (ft) � (ft) � � ----�--------�-----------�-----------�-----------� � Future Outfell � 209.00 � 23.00 � 19.23 � 19.23 � � J-3 � 209.00 � 27.20 � 21.04 � 20,95 � � J-2 � 209.00 � 27.20 � 22.89 � 22.72 � � Future SD Conn � 20S 00 � 27,50 � 24.89 � 24.89 � ----------------------------------------------------------------- ----------------------------------------------------------------- Completed: 12/21/2006 03:59:45 PM i:\...�ajv\stormcaddlold\9YPsy future.stm MKA StormCAD v5.6�06.06.005.00J 12/21/06 03�59:50 PM �BenUey Systems, Inc. Haestad Methods Solutlon Center Watertown, CT 06795 USA +1-203-755-�666 Page 1 of 2 � � � � � � r� �� �� �� �� �� ...____ � Scenario: Future Future Outfall � Rim Elevation: 23.00 ft � ._ Totai Flow; 209.00 cfs � � Hydraulic Grade Line Out: 19.23 ft � � N n- � 'cn J-3 c o Rim Elevation: 27.20 ft J � Invert Out Elevation: 16.70 ft � Hydraufic Grade Line Out: 20.95 ft .� � � 0 0 �ri � � N N s � � C �_2 � o Rim Elevation: 27.20 ft � a Invert Out Elevation: 17.31 ft `" Hydraulic Grade Line Out: 22.72 ft � 'i � _ � 0 0 o c° T N M N � _ � � C C 0 N j J � � � Future SD Conn � Rir�e ����atic�r° �7�50 � --- Invert �ut E►�vauor,. ��.�� ft Hydraulic Grade Line 4ut: 24.89 ft 1:1...'�a�vtstom7cadd\old\gypsy future.stm MKA StormCAD v5.6[05.06.005.00� 12/2'1/06 04:00:32 PM m Bentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 { works f I heet or Gypsey Bypass Outtet Swale ��ro� sc�u ,� � � Flow Element: ylrregular Sectan Friction Method_ Manning Formula Solve For: Qischarge 9�utba`ta�h�'�-���� ���; � �{. �� ,.����'� ''��3 � �� ��� �� �'.s_. �`� ���.}��� Chanrtel Slope: 0.00300 ft/ft Water Surface Elevation: 19.52 ft Current Roughness Weighted Methc ImprovedLotters Open Channel Weighted Roughnes: ImprovedLotters Cbsed Channet Weighted Roughne Hortons Roughness Coefficient: 0.034 Discharge: 210.33 ft'/s Elevation Range: 16.50 to 19.50 ft Flow Area: 63.83 ftz Wetted Perimeter. 39.16 ft Top Width: 38.50 ft Normal Depth: 3.02 ft Critical Depth: 2.17 ft Critical Slope: 0.01fifi3 ft/ft Velocity: 3.30 ft/s Velocity Head: 0.17 ft Specific Energy: 3.19 ft Froude Number. 0.45 Fbw Type: Subcridca! to+oo.�s.so�' �o+»;».ss� o.oso �n,..� �' �g-♦#�- r 1 R IT�s?7"RI��I t I 17 17`�� x.a �'��ZYti 9 a�.�..�!� � �a+»,i�.zo� �o+�s.is:so� o:oss ` -- � .�:-�' o��� � � �i'�c .�`4Y� �` , (0+�,i720j (0+28,17.35j 0.033 . -�r� . _ '' _.� ` 0#�8�-fi��5_' ����3�� "��_i � ��" Woricsheet for Gypsey Bypass Outle# Swale o+oo as.so - `���—z ot�� izzo •I , �� o+2z v.2o . . _:n�r--� ] Ot39 19.54' i ii Riprap Apron PRo�ECT NnME: SEAHAWKS - GYPSY SUBBASIN PIPE OUTFALL USER INPUT COMPUTED VALUES PIPE DATA DIAM 72 IN DIAM 6 FT TAILWATER 2 FT D� 1.10 FT(eqn 10.4J FLOW 245 CFS Dso 13.1 1NCHES Reference: HEC-14 HYDRAULIC DESIGN OF ENERGY DISSiPATORS FOR CULVERTS & CHANNELS, Federal Highways Admin., 2006 Several relationshi�rs have been pruposed for riP�P�9 for ad+rert aprons and several af these are discussed in �eate� defal in Appenda D. The indeper�d variables at fhese refatiornhips inch�de one or rtare d the fdlowing variables:ouUet vetocity.rodc specibc 9ravily, �pe dimertsion (e_g. diameter}, outtet Froude number, and tailw�er_ The fdlownig equation (Flefche[and Grace,1972)is recortYnended for cirwlar culverts: ��–0-2fl ���—s �r p l (10.4) �d�' � `�l where, D� = riprap size,m(R) Q = design d"rscharge,m'!s(it°/s) D = cutve�t diameter{�c�ar).m(ft) TW = tai�fv�rater dePth.m tft) g = acceleration due to c�avity,9_89 Ms2(322 fl/s2) Tadwater depth for Equation 10.4 shauld be Nmited to between 0.4D and 1.�_ If taihv�er is unla�own,use 0.4D_ YVfiencw�r the flow is wpexreticat in the c�verf,the wlvert diameter is adNsted as fo9ovvs= p.=D+Ya 2 (iQ_5) where, D' = adju�ed alvert rise,m{ft) Y= = nan�a!(s�eraitiitaQ dePth in the ailvert,m{ky �a 1 � ��►�MuwN�A��wR reirr�10r ' ,r— L lS�wG►«MIdM MM1�M! A A e 4 t Ki�at�r 7rR0�t grM�G x�!w we Mwi rr r+swn- a a � 8O7N ��� , 1�i � � i N .PiAR iltlf Kllf Y1�t � . �'MM !W �MO!_ a`�. �EbR�`_ � u ♦ twC wwwr qrlwfb 1M��IM Y ' ��j'R .�C���"� ��� ��� � EAID�SEC�1 ��E AID �,�N'��� '�i CULVfRTS �.�......�.. �n� �SF Px�rEClx� APiRdr AT QIlLYfRT GVli1'1 I �igur� 10.4. P[t��d RiRrap at Gutverts[Centr$1 Fed�ra!Land� Nighway Drvisi�r� ' Magnusson Klemencic Associates hec-]4.xls ' 12/26/2046 Paye I :�f i MAGNUSSON I KLEMENCIC ASSOCIATeS ■ MAINTENANCE I The stormwater treatment facilities will require periodic inspection and cleaning to function properly. At a minimum, the facilities should be inspected each year. When the depth of sediment accumulated in the bottom of conventional facilities exceeds 6 inches, the facilities should be cleaned by removing the accumulated sediment. Natural systems should be scarified and replenished on an annual basis to ensure proper function. ', Catch basins and manholes also require periodic cleaning. This typically consists of using a vactor truck I to remove accumulated sediments. Drainage structures should be cleaned when sediment accumulation reaches within 12 inches of the outlet pipe invert or when pollutants are observed. FIELD TURF MANAGEMENT A landscape management and IPM plan will be prepared for the athletic fields. This plan will address the use of fertilizers, pesticides, and herbicides and will identify the procedures to be used when applying and handling these substances so the quality of runoff from the field subsurface drainage system meets applicable water quality standards. Stormwater Technical Information Appendix D �� �II' !'i Seahawks Headquarters and Training Facility, Renton, Washington APPENDIX A MAiNTENANCE REQUIREMEN"I'S FOR FLOW CONTROL,CONVEYANCE,ANU WQ FACII.ITTF.S NO.4-CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When ' ' Component Maintenance is Performed � General Trash and Debris Distance between debris build-up and bottom o# All trash and debris removed. (Indudes Sediment) orifice plate is less than 1.5 feet. Structural Damage Structure is not securely attached to manhole Structure securely attached to wall wali and outlet pipe structure should support at and outlet pipe. least 1,000 ibs of up or down pressure. SVucture is not in upright position(allow up to Structure in correct position. 10%from plumb}. Connections to outlet pipe are not waiertight and Connections to outlet pipe are water show signs of rust. tight;structure repaired or replaced and works as designed. My holes�ther than designed holes�n the Structure has no holes other than strudure. designed holes. Cleanout Gate Damaged or Missing Cleanout gate is not watertight or is missing. Gate is watertight and works as designed. Gate cannot be moved up and down by one Gate moves up and down easily and maintenance person. is watertight_ Chain/rod leading to gate is missing or damaged. Chain is in place and worlcs as designed_ Gate is rtisted over 50%of its surface area. Gate is repaired or replaced to meet design standards. Orifice Plate Damaged or Missing Contrd device is not working properly due to Plate is in place and works as missing,out of place,or beni orifice plate. designed. Obstructions My trash,debris,sediment,or vegeta6on Plate is free of all obstructions and Wocking the plate. wo�ics as designed. - Overflow Pipe Obstructions Arry trash or debris blocking(or having the Pipe is free of all obstructions and potenbal of blocking)the overflow pipe. works as designed. Manhole See'Detention Tanks See`Detention Tanks and Vautts'Table No_3 See'Detention Tanks and Vaults' and VauRs' Table No.3 � � 2005 SurFace Water Design Manual—Appendix A 1/242005 A-5 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL,CO�IVEYANCE,AND WQ FACILITIES NO. 5-CATCH BASINS Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When • Component Maintenance is performed General Trash&Oebris Trash or debris of more than'/�cubic foot which No Trash or debris located (Includes Sediment) is located immediately in front of the catch basin immediately in front of catch basin opening or is btocking capacity of the basin by opening. more than 10°/a. Trash or debris(in the basin)that exceeds�/3 the No trash or debris in the catch depth from the bottom of basin to invert the basin. lowest pipe into or out of the basin. Trash or debris in any inlet or outlet pipe blocking Inlet and outlet pipes free of trash or more than�/3 of its height. debris. Dead animals or vegetation that could generate No dead animals or vegetation odors that could cause complaints or dangerous present within the catch basin. gases(e.g.,mechane). Deposits of garbage exceeding 1 cubic foot in No condition present which would volume_ attract or support the breeding of insects w rodents. Structure Damage to Comer of frame extends more lhan'/,inch past Frame is even with curb. Frame andlor Top curb face into the street(If applicable). Slab Top slab has holes large�than 2 square inr,hes Top slab is free of holes and cracks. or creckg wi�ier than Y,inch(intent is to make sure all material is running into basin). Frame not sitfing flush on top slab,i.e., �rame is sitting flush on top slab. separation oi more than'/.inch of the frame from the top slab. Cracks in Basin Cracks wider than'/�inch and longer than 3 feet, 8asin replaced or repaired to design Walls/Bottom any evidence of soil parlides entering catch standards. basin through cracks,or maintenance person �; i judges that structure is unsound. ' � Gacks wider than%inch and longer than 1 foot No cradcs more than�fa inch wide at ' at the joint of any inleUouUet pipe or any the joint of inleUoutlet pipe. evidence of soil particles entering catch basin through cradcs. SettlemenU Basin has settled more than 1 inch or has rotated Basin replaced or repaired to design Misalignmerrt more than 2 inches out of alignment. standards. Fre Hazard Presence of chemiqls such as natural gas,dl No flammable chemicals present. and gasoline. Vegetation Vegetation growing across and blocicing more No vegetation blocking opening to than 10°�of the basin opening. basin. , Vegetation growing in inleVoutlet pipe joints that No vegetation or root growth is more than 6 inches talf and less than 6 inches present apart. Pollution Nonflammable chemicals of more than'/z cubic No pollution present other than � foot per three feet of basin length. surface film. ICatch Basin Cover Cover Not in Place Cover is missing or only partially in place.Any Catch basin cover is Gosed Iopen qtch basin requires maintenance. i Locking Mechanism Mechanism cannot be opened by on Mechar�sm opens with proper tools. Not Working maintenance person with proper tools.Bolts into frame have less than fz inch of thread. Cover Di�cult to One maintenance person cannot remove lid after Cover can be removed by one Remove applying 80 Ibs.of lift;intent is keep cover from maintenance person. seaFing off access to maintenance. Ladder Ladder Rungs Unsafe Ladder is unsafe due to missing rungs, Ladder meets design standards and \ misalignment,rust,cracks,or sharp edges. allows maintenance person safe } access. 1/24/2005 2005 Surface Water Design Manual—Appendiz A A-6 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 5-CATCH BASINS .� Maintenance Defect or Problem Conditions WMen Maintenance is Needed Results Ezpected When , Component Maintenance is performed Metal Grates Unsafe Grate Grate with operiing wider than'/a inch. Grate opening meets design (I#Applicable) Opening standards_ Trash and Debris Trash and debris that is blocking more than 20% Grate free of trash and debris. of grate surface. Damaged or Missing. Grate missing or broken member(s}of the grate. Grate is in place and meeYs design standards. NO. 6-DEBRIS BARRIERS(E.G., TRASH RACKS) Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed. General Trash and Debris Trash or debris that is plugging more than 20% Barrier clear to receive capacity of the openings in tfie barrier_ flow. Metal Oamaged/Missing Bars are bent out of shape more tfian 3 inches. Bars in place with no bends more Sars. than'/.inch. Bars are missing or entire barrier missing. Bars in place according to design. Bars are loose•and rust is causing 50°� Repair or replace barrier to design deterioration to any part of barrier. standards. � NO. 7-ENERGY DISSIPATERS Maintenance Defect or Problem Conditions When Mainbenance is Needed Results Expected When Component Maintenance is Performed. Extemal: Rock Pad Missing or Moved Only one layer of rnck exists above native soil in Replace rocks to design standards. Rock area five square feet or larger,or any exposure of native soil. Dispersion Trench Pipe Plugged with Accumulated sediment that exceeds 20%of the Pipe cleaned/flushed so that it Sediment design depth. matches design. Not Discharging V��suaf evidence of water dscharging at Trench must be redesigned or Water Properly concentrated points along trench(normal rebuilt to standards. condition is a"sheet floW'of water along trench). tntent is to prevent erosion damage. Perforations Plugged. Over'h of perForations in pipe are plugged with Clean or replace perforated pipe. debris and sediment. Water Flows Out Top Maintenance person observes water flowing out Facitity must be rebuift or of`Distributor'Catch during any storm less than the design stam or redesigned to standards. Basin. its causi�g or appears likely to cause damage. Receiving Area Over- Water in receiving area is causing or has No danger of iandslides. Saturated potential of causing landslide problems. Intemal: Manhole/Chamber Wom or Damaged Structure dissipating flow deteriorates to%z or Replace structure to design Post.Baffles,Side of original size or any concentrated worn spot standards. Chamber exceeding one square foot which would make sVucture unsound. ' � 2005 Surface Water Design Manual—Appendix A I/24l2005 A-7 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES N0. 10-CONVEYANCE PIPES AND DITCHES .:� Maintenance Defect or Problem Conditions When AAaintenance is Needed Results Expected When Component Maintenance is Performed Pipes Sediment 8�Debris Accumulated sediment that exceeds 20%of the Pipe cleaned of all sediment and diameter of the pipe. debris. Vegetation Vegetalion that reduces free movement of water All vegetation removed so water through pipes. flows frsely through pipes. Damaged Protective coaGng is damaged;rust is causing Pipe repaired or replaced. more than 50%deterioration to any part of pipe. Any dent that decreases the cross section area Pipe repaired or replaced. of pipe by more than 209�0. Open Ditches Trash 8�Debris Trash and debris exceeds 1 cubic foot per 1,Q00 Trash and debris cleared from square feet of ditch and slopes. ditches. Sediment Accumulated sediment that exceeds 20°�of the Ditch deaned/flushed of all design depth. sediment and debris so that it matches design. Vegetation Vegetation that reduces free movement of water Water flows freely through ditches. through ditches. Erosion Damage to See"Detention Ponds"Table No.1 See"Detention Ponds'Table No. 1 Slopes Rock Lining Out of Maintenance person can see native soil beneath Replace rocks to design standaMs. Place or Missing{if the rock lining. Applicable). N0. 11 -GROUNDS (LANDSCAPING) � � Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance Is Performed General Weeds Weeds growing in more than 20%of the Weeds present in less than 5°,6 of (Nonpoisonous,not landscaped area(Vees and shrubs only). the landscaped area_ nopous) Safety Hazard Any presence of poison ivy or other poisonous No poisonous vegetation present in vegetation. landscaped area. "frash or Litter Paper,cans,bottles,totaiing more than 1 cubic Area ctear of 6tter. foot within a landscaped area(trees and shrubs only)of 1,OOQ square feet. Trees and Shrubs Damaged Limbs or parts of trees or shrubs that are split or Trees and shrubs with less than 5% broken which affect more than 25%of the tota� of total foliage with spNt or broken fdiage of tfie tree or shrub. limbs. Trees or shrubs that have been blown down or Tree or shrub in place free of injury. knocked over. Trees or shrubs which are not adequafely Tree or shrub in place and supported or are leaning over,causing e�osure adequately supported;remove any of the roots. dead or diseased Vees. � 2005 Surface Water Design Manual—Appendix A 1/24/2005 A-9 APPENDIX A MAMTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES N0. 18-SAND FILTER POND � Maintenance Defect or Problem Condition When Maintenance is Needed Recommended Maintenance to ,� Component Correct Problem Pond Area Sediment Sediment depth exceeds h-inch. No sediment deposit on grass layer Accumuiation on top of sand filter that wouid impede layer permeability of the fifter section. Trash and Debris Trash and debris accumulated on sand filter bed. Trash and debris removed from Accumulation sand filter bed. � Defective Vegetation When the grass becomes excessiveiy tail Mow vegetation and/or remove (Note:grass is (greater than 6 inches)or when nuisance weeds nuisance vegetation. optiona� and other vegetation starts to take over. J Erosfon Damage to Erosion over 2 inches deep where cause of Sbpes should be siabilized by using Slopes damage is prevalent or poten6al for continued proper erosion control measures. erosion is evident. Clean-0uts SedimenUDebris When tt�e Gean-outs become full or partialty Sediment removed from the clean- plugged with sediment and/or debris. outs. Sand F�iter Media Plugging Drawdown of water through the sand fifter media, Usually requires scraping of top takes longe�than 24 hours,and/or flow through several inches of sand. May the overflow pipes occurs frequenUy_ occasionally require replacement of entire sand filter depth,depending on extent of plugging. A sieve anatysis is helpful to determine if the lower sand has too high a proportion of fine material. Prolonged flows Sand is saturated for prdonged periods of time Limit the low,continuous flows to a (several weeks)and does not dry out berivee� small portion of the faciliry by using storms due to continuous base flaw or prdonged a low wooden di�or slightly flows from detention facilities. depressed sand surface. �� Short Circuiting When flows become concentrated over one Fbw and percolation of water section of the sand filter rather than dispersed. through the sand filter is uniform ar�d -- dispersed aaoss the entire filter area. Rodc Pad Missi�g or Out of Soil beneath the rock is visible. Replace or rebuild the rock pad to Place design specifications. Flow spreader Concentrated Flow Flow spreader uneven or clogged so that flows Level the spreader and clean so that are not uniformly distributed across sand filte�. flows are spread eveniy over sand filter. PiPes Damaged Any part of the piping that is aushed or Pipe repaired or replaced. deformed more than 20%or any other failure to the P�P��9• .1 2005 Surface Water Design Manual—Appendix A 1/24l2005 A-IS APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 22-BAFFLE OIUWATER SEPARATOR Maintenance Uefect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed. i VauR Area Nbnitoring inspection of discharge water for obvious signs Effluent discharge from vauit shouid of poor water quality. be Gear with out thick visible sheen. Sediment Sediment depth in bottom of vault exceeds 6 No sediment deposits on vault Accumula6on inches in depth. bottom which would impede flow tFuough the vault and separation efficiency. Trash and Debris Trash and debris accumulation in vault Trash and debris removed from Accumulation (floatables and non-floatables}. vault,and inlet/outlet piping. Oil Accumulation Oil accumula6ons that exceed 1 inch,at the Extract al from vault by vactoring. su�face of the water Disposal in accordance with state and local rules and regulaSons. Vault Structure Damage to Wall, Cracks wider than'/rinch or evidence of soil Vault replaced or repaired to design Frame,Bottom, partides entering the structure through the speafiqtions. and/or Top Slab cradcs,or maintenan�nspection personnel detertnines that the vauft is not structuralty sound. Damaged Pipe Jants Cracks wider than'/Z-inch at the jant of any . No cracks more than'/.-inch wide at inleUoutlet pipe or any evidence of soii particles the jant of the inleUoutlet pipe. entering the vauft through the walls. Baffles Damaged Baffles corroding,cracking,warping andlor Repair or replace baffles to showing signs of failure as determined by specifiptlons. maintenancefinspection person. InIeUOutlet Pipes Trash and Debris Trash and debtis accumulation in inleUoutlet Trash and debris removed trom Acxumulation (floatables and rwr►-floatables). vault,and inleUoutlet piping. Damaged Pipes Inlet or ouUet piping damaged or broken and in Pipe repai�+ed or replaced_ need of repair. l Access Cover DamagedlMot Cover cannot be opened. Corrosion/deformation Cover repaired to proper working Working of cover. specifications or replaced. Access Ladder Damaged Ladder is corroded or deteriorated,not Ladder replaced or repaired and functioning properiy,missing rungs,cracks,and meets speafiptioru,and is safe to misaligned. use as determined by inspection personnel. I l l/24/2005 2005 Sur6ce Water Design Manual—Appendiz A A-18