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Peer Redline Drainage and Erosion Control Report
SAMANTHA RIDGE Drainage and Erosion Control Report Prepared for: Jack Long The One Eleven Building Auburn, WA 98002 (~ Fte~ewe, (253)846-5756 August 14, 2007 p~G 16 Prepared by: Pete Swan Reviewed by: Jeff McInnis, PE PETRA ENGINEERING, LLC 535 Dock Street, Suite 213 Tacoma, WA 98402 (253) 752-7617 Project No: 06-036 Project Name: SAMANTHA RIDGE Storm Report -Samantha Rldge.doc 1 ~.t'1 ENGINT;ERING, LLC a3a DOCI(8rAEET • 9111E fiJ ITACpM l WA 19M02 1 RIfN1E (s6a1 TSR-Tat] I FA%(L631 Ta1-0S6I I W'NW.PEfRAFNO.NET TABLE OF CONTENTS FACILITY SUMMARY FORM ..................................................................................................3 PROJECT ENGINEER'S CERTIFICATE ................................................................................8 III. DRAINAGE REPORT ............................................................................................ ...................9 Section 1 -Project Description ......................................._...._.............._.......... ..................9 Becton 2 -Existing Conditions...._ ..............................._.._......................_...... _................9 Section 3-Infiltration Rates/Soils Report ..............................._........................ ....._...........9 Section 4 -Wells and Septic Systems .............................................................. ..................9 Section 5 -Fuel Tanks.._........._ .................................................._..._.............. ..........__..10 SecBon 6 -Sub-basin Description .................................................................... ................10 Section 7-Analysis of 100-Year Flood ............................................................. ................70 SeccBOn 8 -Aesthetic Considerations ........................................_..__............__ ................10 SecBon 9-Facility Sizing and Downstream Analysis ....................................... ................10 SacBon 10-Covenants, Dedications, and Easements ........................._......... ..._...........11 Section 11 -Property Owners Association Articles of Incorporation.. _..._.._ ... ................11 Secficn 12 -Other Permits or Conditions Placed on the Project .............. _.... _...............11 SecBon 13-Bond Ouantilies and Declaration of Covenant ............................. ................11 N. EROSION CONTROL PLAN ................................................................................ .................11 Section t - ConsWCCtion Sequence antl Procedure ......................................... ................11 Section 2 -Soil Stabilization and Sediment Trapping ............_......._ ............... ............_..12 Section 3 -Permanent Erosion Control and Site Restoration _ ................ _...... ................12 Section 4 - Geolechnical Analysis and Report ................................................. ................13 Section 5 -Inspection Sequence .........................._...............................__ _..... ................13 Section 6-Control of Pollutants other than SedimeMS .................................... ................13 Section 7 -Utilities .............. _......_....._.. _............_. _........ _.......................... _. _...............13 Appendix A -Vicinity Map 8 Drainage Exhibds Appendix B -Hydraulic Analysis 1. FACILITY SUMMARY FORM Proponent's facility name or identifier (e.g., Pontl A): Name of road or street to access facility: Hearings Examiner case number: Development Review Project No. / Bidg. Permit No.: Parcel Number(s): Part 1 - Project Name antl Prooonent Project name: Project owner: Project contacC Address: Phone: Project proponent (if different): Address: Phone: Project engineer: Firm: Phone number: Detention Pond Crystal 5prings Road NW p15654.001-01 22719240600 Samantha Ridge Jack Lana PETRA.E~ineering 535 Dock Street -Ste. 213 Tawma, WA 96402 Pete Swan PETRA Engineering (253)752-7617 Part 2 -Protect Location Section _ ................. .......... 19 Township ............... .......... 17 Range .................... .......... 02 Names and addresses of adiaeent property owners: Floyd Cummings (North) 614 Crystal Spdngs Rd. Yelm, WA 98597 Pac(ilc Frontier, LLC (East) 406 Crystal Springs Rd. Yelm, WA 9859_7 Clarke Properties, LLC (South) 404 Railroad Ave SE Yelm, WA 98597 Ryan 8 Tami Pearson (South) 404 Edwards St. SW Yolm, WA 98597 Troy Truong (South) 402 Edwards St. SW Yelm, WA 98597 Michael Killion (West) 15744 Coates Rd. Yelm, WA 98597 Part 3 - Tvpe, of_Permit Application Type of permit (e.g., commercial building): Olhar permits (©): ^ DOFAN HPA ^ COE Wetlands ^ FEMA ^ Shoreline Management ^ Encroachment ^ Other ^ COE 404 ^ DOE Dam Safety ^ Floodplain ^ Rockery/Retaining Wall ® Gratling Other agencies (Fedorel, Stale. Local, etc.) that have or will review this Drainage antl Erosion Control Plan: None Part 4-P opoaed Protect Description What stream basin is the project in (i.e., Clover): Project Size, acres 4.12 Acres Zoning .......................... R-6 On-site: Residential Subdivision: Number of lots .............................. Yelm Crock 29 Units Lot size (average, acres) ................................................. ... N1A Builtling PermiUCommerclal Plat: Buildin9ls) (footprint, acres).....__ .............................._... ... 0.44 Acres Concrete paving (acres)_.._ ..................._............._........ ... 0.28 Acres Gravel surface (acres) ..................................................... ... NIA Lahice block paving (acres) ............................................ ... N/A Public roads-including gravel shoulder (acres)......... ... 0.25 Acres (oH-site) Private roads-including gravel shoulder (acres) ....... .., 0.33 Acres On-site impervious surface total (acres) .................... ... 1.05 Acres Pgrt 5 -Pre-develoo4d Project Site Charafteristics: Stream Through silo (yin) ......................................Yes Name ................................................... Yelm Creek Shoreline Designation .... .................... Urban Type of feature this facility discharges to (i.e., lake, stream, intermittent stream, pothole, roadside ditch, sheelflow to adjacent propedy, etc.): Spreader Trench GROUND Steep slopes-steeper Than 10 % (y/n) ................ ......... N _ Erosion hazard (yin) .......................................... ......... N 100-yearfloodplain(y/n)._._._........... _... _ ......... ......... Y Weflands(y/n) ........................... _...._..........__... ......... N SeePS/springs(Yln)......_ ............._.__.... _....._.. _._.. _. N High groundwater table (y/n) ............................. ......... N Creek ................................................................ ......... Y Part 6 - Facility DfacflptlOa Total area tributary to facility including off-site (acres) ........... ........ 4.12 Acres Total on-site area tributary to (acility (acres) ......................_.. .._.... 4.12 Acres _ Design impervious area tributary to facility (acres) ................. ........ LOS Acres Design landscaped area tributary to facility (aces) ................ ........ 3.07 Acres Design fatal tributary area fo facility (acres) ........................... ........ 4.12 Acres Enter"1" for type of facility 3os Wet pond detention ............................................ ...._. 1 Wet pond water sudar:e area (arses) ................. ....... 0 Dry pond deienlron ............................................. .... _. 0 Underground detention....._ ..................__.......... ....... 0 Infillralan pond .........................................._....... ....... 0 Orywell infillra0on ....................._......................... ....... 0 Coalescing plate separator ................................. ....... 0 _ Cenirifuuge separator (Vortechs 2000) ................ ....... _i Olher .................................................................. ....... 0 Outlet type (enter"1" for each type present): Filter .............._......................................................... .. 0 OiVwater separator ................_........ _..........._......... .. 0 Single orfice .._ ........................................._............. .. 0 Multiple orifices ........................................................ .. 0 Weir ......................................................................... .. 0 Spi IIwaY .................................................................... .. 0 Pump(s) ................................................................... .. 0 Other (SPreader Trench) ......................................... .. 1 Part 7 -Release to Groundwater Design percolation rate to groundwater (if applicable)......_ .................__.............NtA Part S -Release to Surface Water (iT applicahlel Prior to entering the storm pond, the flow will be routed through a Vortechs Model 2000 for stormwater treatment. Once through the water quality device and attenuated by the 6,700 cuhic foot storm pond, the stormwater will be released to the Yelm Creek system Through a spreader trench system located Jusl outside of Ue 100-year flood plain elevation. ~r- _.,_ ..~ _.. a.~ee II. PROJECT ENGINEER'S CERTIFICATE I hereby certify Thal thls Drainage and Erasion/Sediment Control Report for the SAMANTH RIDGE project has been prepared by me or under my direct supervision and meets minimum standards of care and expertise which is usual and customary in this community for professional engineers. I understand that City of Yelm does not and will not assume liability for the sufficiency, suitability, or performance of drainage facilities designed by me. '/ / /; %;' Sis~ i/ /S Date ! +~7H130.E S. ~ .mac III. DRAINAGE REPORT Section 1 -Protect Descripllon This report accompanies the civil plan submittal for the development o/ the 29 unit mull-fatuity Project named Samantha Ridge on Crystal Springs Road in Velm, WA The site is located east of Crystal Springs Road in the northern extremity of the City of Velm, directly across from the intersection between Crystal Springs and Coates Street in Section 19 of Township 17N and Range 2E. The project involves the creation of 2fl resitlential units on 81o1s, approximately 14,500 Sq. Ft. of associated prNale roads, and the associated recreation tracts and open space areas to satisfy the PRD requirements of the City of Yelm. Section 2 -Existing CondRiona Appendix Dcontains apre-developed hydrology map showing the site as it exists today. As can be seen from that map, the site remains mostly undeveloped and covered in grssses, a small number of Veas, and a small residence in the southwest corner of the suhject progeny. Tha overall site proposed for development is 179,583 Square Feet, or 4.12 Acres, a0er a dghl-of-way dedication to the City of Yelm. Although the overall parcel is significantly larger than 4.12 acres, [he western portion of the site is being segregated through a Boundary Line Adjustment process and sold to a third party. The site is sloped to the east, faidy steeply al the westem portion and faidy shallow farther to the east. The site is entirely contributory to the small weak bed known as Yelm Creek. This creek bed has been dry during the duretion of this project, but histodcaly has flowed through the rainy season. There is an associated Floodplain to appmximatety eleva0on 339 which is noted on the plans submitted with this report. Yelm Creek is considemd a Critical Area. A Critcal Areas Repon has been compiled and submitted by Talasaea Consultants under separate cover. This Critical Areas Report will address the reduction of the CAO butter to accommodate the proposed design. Section 3 - IM(Itration RateslSoils Report A geolechnicai report was prepared by Gary A. Flowers, PLLC /or this project and has been suhmitted under separate cover- This rayon was prepared only for use by the design engineer in designing pavement and for exploration of the feasibility of on-site inflVa[ion. Section 4-Wells and Septic Systems Records at Thurston County Health Department and the Depanmenl of Ecolo9Y were searched in order to bcate wells and septic systems that may be located within the setback distances from the stormwa[er pond. In addition, the Project Engineer, or someone under his direct supervision, has visited the site to verify the presence or absence of wells and septic systems as 6es1 can be done visualty without trespassing onto other properties. All wells and septic systems found to be located within the setback distances from the stormwaler pond or ponds have been shown on the plans. a;~ s _a _ =neev Section 5-Fuel Tanks Records at Thurston County Health Department antl the Department of Ecology were searched in order to locate the presence of above and below ground fuel storage tanks that may be located within the setback distances from the stormwater pond or ponds. In addition, the Project Engineer, or someone under his direct supervision, has visited the site to verify the presence or absence of fuel tanks as best can be done visually without Vespassing onto other propedies. All fuel tanks found to be located within file setback distances from the stormwater pontl or ponds have been stwwn on the plans. Section 6-Sub-basin Description The site is made up of a single basin with a high elevation of 345 feel along the southwest corner of the site, sloping to the west. Impervious roads, sidewalks, and driveways will be routed to the ponds for treatment and detention. All roofs will be provided with a storm drainage stub connecting to the centralized storm drainage water quality and detention system, Thus eliminating the need far individual infiltration systems on each lot. Sagion 7-Analysis of 106Year Flood A Hydrogeologic Assessment was prepared by GeoEngineers addressing potential; high grountlwa[er fleotl hazard areas on or around the site. This report is was submitted under separate cover. Section S-Aesthetic Considerations The stormwater facility will be landscaped. Additional landscaping shall also be provided Throughout the project in wMormance with the approved landscaping and Vee restoration plan, as applicable, and as otherwise required by the approving authority. Section 9 -Faculty Sizing and Downstream Analysis In the developed conduion, we are proposing the installation of a 22' wide internal road system wnsisting of approximately 14,500 Sq. Ft. of new impervious. In addition, the building pads will comprise approximately 19.000 square feet of impervious area, with the ddveways encompassing appmximately 10,700 square feet of impervious area. When tallied, the impervious area created by the project will total 45,738 square feet, or 1.05 acres. The proposed storm drainage system, designed to comply with the 1992 DOE stormwater Management Manual Tor the Puget Sound Basin. will include a detention pond at Inc eastern portion of the project site. This storm pond has been sized to receive runoff Vom the site. The developed 2, 10, and 100-year storms have been esgmatad using the SBUH methodology using the Stormshed® sofware. The pond was then sized to reduce flows to the pre-developed lows of 50% of the 2-year, and the 10 and 100-year Flowrates. Prior to entering the storm pond, the flow will be routed through a Vortechs Model 2000 for stormwater treatment. Once Through the water quality device and attenuated by the 6,700 cubic toot storm pond, the stormwater will be released Ie the Yelm Creak system Through a spreader trench system located just outside of the 100-year flood plain elevation. A hydrologic analysis of the developed conditions has been completed using StormShed software and the SBUH methodology using a Type 1A hyetograph. On-site soil has been classed as Hydrologic Soil Group C as a result of the orr-site soil exploration compelled by Gary Flowers, LEG. Although the SCS mapping shows the site as containing both Spanaway and McKenna soils, the on-site exploration did not turn up any infillratable soils on the site. The results of the detention analysis, showing the expected runoff values from the impervious areas conVibuting to the WO and detention systems, are tabulated below: i '0.RTB. ;6~E 0 _ ____ _.. Event Pre-Devalo Flow cfs Develo ed Flow cfs Attenuated Flow cts 2- /24-hr .1960 50%- 0980 .6074 .0990 10- r/24hr .4183 .9366 .4179 100- rl24hr .8667 1.2448 .6660 The tletention pond sizing was performed utilizing the rates presentetl above and is presented in the appendix. The appendix contains the hydrology calculations as well as pre antl post-development maps. Section 10 -Covenants, Dedications, and Easements All stormwaler facilities located on private property shall be owned, operated, and maintained by the property owners, their heirs, Successors, and assigns. The property owners shall enter into an agreement with the governing body, a copy of which is inGUded in the Maintenance Plan. The agreement requires maintenance of the stormwaler facilities In accordance wdh the maintenance plan provided and shall grant easement far access to [he governing body to inspect the stormwaler facilities. The agreement also makes provisions for the governing body to make repairs, aRer due notice is given to the owners, i( repairs are necessary to ensure proper performance of the stormwaler system and if the owners fail to make the necessary repairs. The cost of said repairs shall be borne by the properly owners, their heirs, successors, and assigns. Section 71 -Property Owners Association Articles of Incorporation All residenlal subdivisions shall form a Homeowner's Association for the purpose of assigning responsibility and liability for the operation and maintenance of stormwaler facilities jointly serving lots within the subdivision. The association is rrot required for facilities that serve a single property owner. Articles of Incorporalbn shall be developed for the association antl submitted to the governing body pdar to final project approval. Section 12 -Other Permhs or Conditions Placed on the Project Building Permits will be obtained tc construct the buildings. Section 13 -Bond Quantities and Declaration of Covenant These items will be supplied aver the first review of this plan set. IV. EROSION CONTROL PLAN Section 1 - Canstrudion Sequence and Procedure Prior to commencing any grading ar filling upon the site, all erosion cenUOl measures, inGUdirg installation of a stabilized construction entrance, shall be installed in accordance wRh this plan and the details shown on the drawings. More specifically, the fallowing consUuction sequence shall be observed: r r.'.. FIDG_ .,-, o. Construction on this site shall be conducted substantially in accordance with the construction sequence described on the plans and in this erosion control plan. Deviations from this sequence shall be submitted to the project engineer and permitting jurisdiction. Deviations must be approved prior to any site disturbing activity not contained within these plans. For each phase of the development of this site, the following general sequence shall be observed: a. Flag clearing limits. b. Install construction entrance. c. Install inlet protection for existing inlets in the vicinity of areas to be disturbed. d. Call for inspection by the project engineer. e. Clear and grub site per plans and specifications. f. Install erosion control measures as required. g. Rough Grade site and install utilities and storm drainage improvements. "~ , h. Fine grade and pave site. `J i ~ ~ [/ i. Stabilize site wi#h landscaping and required seeding. j. Remove erosion control measures after site is stabilized and after approval of ce o ~ inspector. 3.Once the site is disturbed, continue operations diligently toward completion. 4. Monitor all erosion control facilities, and repair, modify, or enhance as directed or as required. Section 2 -Soil Stabilization and Sediment Trapping Sediment ponds shall be constructed at the beginning of each phase of construction to perform as temporary sediment traps. Protection of offsite properties against sedimentation is an absolute necessity. Additional measures may be required to provide full protection of downstream areas. Additional measures may include, but are not limited to, use of sediment bags in existing catch basins, increased filters within sediment ponds such as hay bales, introduction of coagulants to the sediment ponds, and other such measures. Continuous monitoring of the erosion control systems, depending upon site and weather conditions, shall be ongoing throughout project development. Vehicle tracking of mud oft-site shalt be avoided. Installation of a stabilized construction entrance shall be installed at the start of construction at the exit point to be used by equipment. This entrance is a minimum requirement and may be supplemented if tracking of mud onto public rights-of-way becomes excessive. If the entrance mat becomes filled with dirt, it will be refurbished by dislodging the riprap and reconstructing the pad. Alternatively, new material will be added to the pad to provide. storage for additional sediment. Should sediment be tracked on to the street, operations will cease until the tracked material has been removed by street sweeping and the pads have been refurbished. Catch basin inserts placed throughout the site will trap sediment and prevent silt laden runoff from leaving the site. The insert will be examined regularly for rips or tears in the material and will tie replaced if defects are identified. Section 3 -Permanent Erosion Control and Site Restoration There are nv permanent retaining walls, energy dissipaters, geotextiles, or bank reinforcements associated with this project. This project shall utilize landscaping and paving as permanent erosion and sediment control features. Disturbed areas on and off-site shall be hydroseeded or otherwise landscaped or stabilized upon project completion to provide permanent erosion control where required. Erosion control measures shall remain in place until final site stabilization is imminent (e.g., paving scheduled with a favorable weather forecast). Secticn 4- Geotechnical Analysis and Report Existing Slopes in the area of the stormwater ponds are at a maximum of 2 % . No embankment is required. A geotechnical report has been prepared 6y Gary Flowers and was submitted under separate cover. SeMlon 5 - Inspection Sequence The Project Engineer, or someone untler his direct supervision, and the permit authority shall inspect the temporary erosion control facilities (rgnsWCdon enhance, sediment traps, and eroson wntrol barriers) prior to commencement of construction. During and following wnstruction, the Engineer shall inspect the cnnstruclicn of the permanent stonnwaler facilities and report tc the permit authority his findings as to performance and operability of the completed system. The plans for this project specify the use of various erosion/sedimenlcootrol measures: construction entrance and catch basin inlet protection. These sediment control facilities will he inspected weekly at the end of the work week and subsequent to each storm event. Section 8-Control of Pollutants other than Sediments Control of pollutants other than sediments is the responsibility of the Contractor. As a minimum, a centralized equipment marshalling area and containment area is to be provided on-ske for equipment maintenance and storage of any equipment service materials. An area on-site will be selected as a temporary debris and stockpile area for materials that will be removed from the site. Erosion control containment and harming of this area will be provided (or pollutant containment and sheeting provided for coverage or lining if applicable. The superintendent will be oxpecled to use his best judgment in addressing any and all conddions that are potentially damaging to the environment. Section 7 -Utilities Trenches will be opened only immediately prior to installation of the sewer and water utilities. Trenches will be backhlled immediately after any required testing or inspections of the installed utility lines. in locations where the utility trenching may intedere with slormwater quantify and quality control measures, the construction superintendent will coordinate the activity to ensure that no erosion or sediment lansport occurs. Trenching spoils will be treated as other disturbed earthwork and measures will be taken to cover or otherwise stabilize the material, as required. ¢A 'J J~ - _ -.__-_. a G ~ ~.,. <.rr_. _.o APPENDIXA-Vicinity Map $ Drainage Exhibits :k.1a ~i _..- . G_'t VICINITY MAP co \TF S S~ D r 'D Z O D 0 a O Z A d D 0 ri z Y~ ~F: <M~~~~~ST PO ~ '~~~~~~~ o~~ ^5~~ / ~ / ~ / ~ / ~ ~ / ~ / ~ / /~ ~ ~ / - _ i. ~c ? ~ a . , F' i~ ~~ ~ y,f 1 4 {~^ ~_, Cr1 y ~ '(yam z rn r~ z z c~ ~~, ~ /, I p i e ~,_ ~ , 1 ~ p 1y •O # ~ « ... / _ • I / / ,. ~~ 9 ~~ ~ ~ - ,~ , FF~ ~; ~ - -- _ - ~ --,~ ~ ~, ~- ~ ~ ~~ ~ ~~ 1 m v 2 0 0 0 X Z ao 1 a D ~I a v m z ti h APPENDIX B -Hydraulic Analysis __ A -.i.. _~_ Ga 9J.C% ~_.. __ __ ••.. oAGE t5 History Cleared: 10:07:23 Thursday, August 03, 2006 Post 100-year Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) :Area (ac) Method Raintype 6-month '~ 0.3412 7.83 01087 1 3100 '. SBUH TYPEIA 2 year I O.b037 7.83 ~ 0 1937 13100 SBUH TYPEIA ' IOyear 0.9306 7.83 0.3022 L3100 . . _ .SBUH TYPEIA' _ . .___ ZS year ' . ].0927 7.83 0.3566 1 3100 ._____.. _._ _ 'SBUH TYPEIA ~ 100 year 1, 1.2544 7.83 0.4110 1.3100 ' SBUH TYPEIA !. Record Id: Post 100-year ':Design Method ~ SBUH Rainfall type TYPE]A ,Hyd Intv ~ 10.00 min ',Peakfng Faetor 484.00 '!Abstraction Coeff 0.20 Pervious Area (AMC 2) 0.00 ac ;DCIA 1.31 ac ----- .Pervious CN 0.00 !.DC CN 98.00 '.. Pervious TC 0.00 min DC TC 0.56 min Directly Connected f1V Calc Description ___- -_.- SubArea Sub cn ~.'!.' Im ervious surfaces avements, roofs, etc 1.31 ac 98.00 DC Composited CN (AMC 2) 98,(10 Directly Connected TC Cale '.i Type Description Length ;Slope _ _ Coeff Mise TT L, _ ,_ ".Sheet Smooth Surfaces.: 0.011 30.00 ft .;10.00%'-0.0110:0.00 in !0.00 mm ', Channel (intertn) Concrete pipe (n~.012) 200.00 ft 12.00%0.0120' .0.56 min' Directly Corrected TC ..__ ' 0.86mm I Post 10-year Event Summary '. F.veot :Peak Q (cfs) Peak T (hrs) Hyd Vol (aeft) ;Area (ec) Method ''Raintype ~'6-month ~ 0.3457 7.83 0.1087 '.. 1.3100 ''~, SBUH ~..TYPEIA '. 2year - 0.6121 7.83 '~. 0.1937 ~ 1.3100 SBUH '~.TYPEIA '~ 10 year - 0.9438 7.83 ~ 0.3022 ~ 1.3100!. SBUH 'TYPEIA 25 year 1.ID83 7.83 0.3567 1.3100 SBUH TYPEIA ]00 year 1.2723 783 '' 04111 1.3100 SBUH TYPEIA Record Id : Post 10-year Design Method SBUH Rainfall type I TYPEIA ' Hyd Into 10.00 min Peaking Factor i 484 00 '. ' Abstraction Coeff ~ 0.20 Pervious Area (AMC 2) 0.00 ac .DCIA 1.31 ac :Pervious CN 0.00 '`DC CN '.. 98.00 ' Pervious TC 0.00 min DC TC '~. 0.86 min ' Direcdy Connected CN Calc ': Descripfion '.. SubArea '. Sub cn Impervious surfaces (pavements, roofs, etc) 1.31 ac :. 98.00 DC Composited CN (AMC 2) ', 98.00 ', ' Direcdy Connected TC Calc ' ' Type I Description ~ ^Length j Slope ', CoeB Misc ~ TT ' 'Sheet Smooth Surfaces.: 0.011 30.00 $ ;10.00%!0.0110 0.00 in 10.00 min .Channel (interm) ;Concrete pipe (n=0.012) 200 00 ft'.'2.00% 0.0120 ' 9.56 min '~.. Directly Connected TC 0.86min '. Post 2-year Event Summary Event 'Peak Q (cfs)Peak T (hrs) .Hyd Vol (acft) Area (ac) (Method Raintype '. 6-month '.. 0.3457 7.83 '' 0.1087 1.3100 '~. SBUH I'I'YPE]A '. 2year ': 0.6121 783 !~_ ~01937 1.3100 I SBUH ~,TYPEIA', ' l0 year ' 0.9438 783 0.3022 1.3100 '. SBUH iTYPEIA'. '~. 25 year 1.1083 r 7.83 530 67 1.3100 !; SBUH ',TYPEIA'~. '100 year 1.2723 ~ 783 ~ ~~04111 ~ _: L3100 : SBUH ITYPEIA~ Record 1d: Post 2-year Design Method SBUH Ratntall type TYPEIA ~' Hyd Intv '. 10.00 min ~Peakiag Factor ' 484.00 ', (Abstraction Coeff ~, 0.20 Pervious Area (AMC 2) 0.00 ac DCIA 1.31 ac Pervraus CN 0.00 DC CN 98.00 Pervous TC 0.00 min DC TC 0.86 min Dsrectly Connected CN Calc Descnption SuhArea ' Sub en ' Impervious surfaces (pavements, roofs, etc) 1.31 ac 98.00 DC Composited CN (AMC 2) '. 98.00 Directly Connected TC Cale Type Description ;Length :Slope ', Coeff Misc I TT '-Sheet 'Smooth Surfaces.: 0.011 90.00 ft .10.00% A. ]Ol 0'12.00 in 0.31 min ~~~..Channel (interm) Concrete pipe (n=0.012) 200 00 ft '.2.00% -0.0120 '0.56 min '. . Directly Connected TC ', D.86min '. Post 6-month Event Summary Event (Peak Q (cfs)',Pcak T (hrs) ,Hyd Vol (ecR) .Area (ac) Method Raintype', 6-month '.. 0.3457 7.83 01087 Ir1.3100 :SBUH ;TYPEI A'. ', 2year - 0.6121 ~ 7.83 0.1937 1.3100 SBUH TYPEIA ~, '~, 10 year _ 0.9438 ~, 7.83 : 03022 1.3100 SBUH TYPEIA '. 25 yeaz : 1.1083 7.83 0.3567 1.3100 .SBUH TYPEIA 100 year ' 1.2723 '1. 7.83 _ 0.4111 ' 1.3100 'SBUH ,TYPElA'. Record Id: Post 6-month .Design Method BBUH ''.Rainfall type '.. TYPEIA Hyd lnty 1D.D0 min :Peaking Factor 484.00 '',. iAbstraction Cocff 0.20 Pervious Area (AMC 2) '' 0.00 ac DCIA ~ 1.31 ac Pervious CN 0.00 DC CN 96.00 Pervious TC 0.00 min ~,DC TC '.. 0.86 mm ~~ Directly Connected CN Calc ' Description '. SubArea Sub en '~, Impervious surfaces (pavements, roofs, etc) ~ 1.31 ac 98.00 ' DC Composited CN (AMC 2) 98.W I ' ~ Directly Connected TC Calc 'Type Description 'Length Slope Coeff Misc TT - Sheet :Smooth Surfaces.: 0.011 '30.00 ft 10.00% 0.0110'9.00 in 0.00 min 'Channel (interm) Concrete pipe (n=0.012) 200.00 fr'2.00% -0.0120 0.56 min -- --____ __.. _....-- __.. .._. _.c. _. _. __ ......__ Directly Connected TC 0.86min '.. Pre-100-Year Event Summary Event . Peak Q (cfs) (Peak T (hrs) Hyd Vol (acft)';Area (ac) ~,Method'.Raintype:~ 6-month '.. 0.0547 8.17 ~ 0.0375 ''. 1.3050 I SBUH ~~.TY~''.. ~, 2 year 0.2017 - 8.17 ~ -_ 0 0985 ~ ' l 3050 •. SBUH TYPEIA ~ l0 year ~ 0.4361 8.00 0.1891 : 1 3050 '. SBUH '~,TYPEIA ', 25 year '. 0.5634 ~'- 8.00 - 0.2373 1 3050 - '~; SBUH '~..TYPEIA - ',100 year 0.6939 ~~ 8.00 02867 1 3050 '':. SBUH ':TYPEIA Record Id: Pre-100-Year :Design Method SBUH :Rainfall type TYPE]A !Hyd Inri , 10.00 min ,Peaking Factor 484.00 : (Abstraction Coeff '. 0.20 ~. .Pervious Arca (AMC 2) 1.30 ac DCIA O.DO ac .Pervious CN 87.00 DC CN 0.00 Pervious TC ~', 17.28 min DC TC 0.00 min Pervious CN Calc ''~ 'I~ Description ', _, SubArea_ ~-~ - _ _ Sub cn ,',i -~~~Herbaceous I 1.30 ac 87.00 ~'.. Pervious Compositrd CN (AMC 2) __.. 87.00 Pervious TC Calc '. ~I Type '. Description 'r Length Slope Coeff Misc ~! TT ~''.. (Sheet Dense grasses :0.24 :50.00 ft ;22.00% 0 2400 -:0.00 m 0.00 min Sheet ..Dense grasses :0.24 '100.00 ft ,3.00%9.2400 0.00 in :0.00 mm Pervious TC '. 17.28 min Pre-10-Year Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method ~.Raintype. 6-month' 0.0547 ~ ~ 8.17 ~ 0.0375 1 3050 SBUH ~,TYPEIA 2yeaz 0.2017 8.17 0.0985 1.3050 SBUH TYPE]A 10 yeaz ~~.. 0.4361 ' 8.00 0.1891 1.3050 SBUH TYPEIA y 0.5634 8.00 0.2373 1 3050 , SBUH TYPEIA .100 yeazi 0.6939 SAO ~' 0.2867 1.3050 '~. SBUH TYPEIA. Recordld: Pre-10-Year Design Method ~ SBUH Rainfatt type TYPEIA Ayd Intv - 10.00 min Peaking Factor 484.00 ' (Pervious Area (AMC 2) ' 1.30 ac ',Abstractton Coeff ~ '.DC1A 0.20 ', 0.00 ac ' ',Pervious CN Pervwus TC '~. 87.00 17.28 mm DC CN i DC TC I, 0.00 0.00 mm Description Pervious CN Calc SubArea Sub cn Herbaceous 1.30 ac ~^ 87.0(1 Pervious Composited CN (AMC 2) 87.00 ' Pervious TC Calc ~''... Type ~ ~ : Description _ Length j Slope Coeff 'i Misc ! TT ~ ' '.Sheet Dense grasses : 0.24 .50.00 ft :22,00% 0.2400 '~ 0.00 in0.00 mm ~' 'Sheet '.Dense grasses :0.24 '100.00 ft 3.00% 0.2400 !0.00 in '0.00 mm '.. ~' Pervious TC ! 17.28 mm '', Pre-Z-year Event Summary '~, Event '.Peak Q (efs)',Peak T (hrs) ,Hyd Vol (acft)'Area (ac)'~,Method !Raintype:.. 6-month ', 0.0547 i 8.17 i 0.0375 :1.3050 ~', SBUH TYPEIA!. '~, 2 year 0.2017 8.17 0.0985 1.3050 'I SBUH ',TYPElA' ', 10 yeaz 0.43fi1 8.00 ~ 0,1891 1.3050 '. SBUH TYPElA! '~, 25 year I 0.5634 8.00 0.2373 1.3050 SBUH ~,.TYPEIA! 100 year 0.6939 8.00 0.2867 1.3050 SBUH -TYPEIA' Record [d: Pre-2-year Design Method SBUH Rainfall type ,_---- -----__ ....._----~ ---r-g ----- ;Hyd Intv 10.00 min Pcaktn Factor :Abstraction Cocff .Pervious TC Area (AMC 2) '. 130 ac DCIA CN 87.00 DC CN 1728 min 'DC TC Pervious CN Calc Description SubArea Herbaceous 130 ae Pervious Composited CN (AMC 2) '.. TYPEIA ~. --484.00 ---_..-0.20 0.00 ac __..__ 0.00 0.00 min Suh cn 87.00 Pervious TC Calc ' Type Descripton Length !~!, pe Coeff I Misc ' TT ',;Sheet Dense grasses :024 150.00 ft '22.00% 02400 2.50 in 13.55 mm :',Sheet r.-_ !Dense grasses :0.24 .._..---- ~' 100.00 ~ft ------- 3.00% 02400 ',2.50 in ,13.73 min '', Pervious TC ' 17.28 mm i Record Id: MH Release ~Descrip: '..Prototype Stmcture'Yncrement 0.10 ft ' ~ 'Start El. '.100 0000 ft Max EI. ;105.0000 ft ~~'~ Orif Coeff -0.62 '.Lowest Orif EL 98.00 :Lowest Diam',1.9043 in 'Dist to next L 1500 ft 'D2 I5.9000 in Dist to next 0.0000 ft '. Stage Discharge hating Curve ' ':100.0000 R X0.0000 cfs ' 102.6000 fl! 1.2962 cfs', 1100.1000 ft',0.0311 cfs'102.7000 ft ~ 13378 cfs 1002000 ft.~0.0440 cfs'102.8000 ft! 1.3781 cfs'. ~ 100.3000 ft ~-0.0539 cfs '.102.9000 ft I I.4172 cfs ~'~. 100.4000 ft.'0.0622 cfs ',103.0000 ft ~:1. 5 3 cfs 100.5000 ft!0.0696 cfs 103.1000 ft 1.4924 cfs 100.6000 ft 10.0762 cfs 103.2000 ft 1.5266 cfs 100.7000 ft 10.0823 cfr .103.3000 ft 15639 cfs - 100.8000 ft :0.0880 cfs ,103.4000 ft 1.5984 cfs! 100.9000 ft 0.0934 cfs'103.5000 ft 1.6322 cfs 101.0000 ft 10.0984 cfs103.6000 ft 1.6653 cfs 101.1000 ft X0.1032 cfs'' 103.7000 ft ! 1.6978 cfs !. 101.2000 ft ;0.3190 cfs 403.8000 R .1.7296 cfs 1101.3000 ft0.4781 cfs703.9000 fl ~~1.7606 cfs ' 101.4000 R'~.0.6888 cfs -'.104.0000 ft 1.7916 cfs ] Ol _5000 ft !0.6794 cfs :104.1000 ft L8217 cfs ~'~, ~! 101.6000 ft 10 7582 cfs ;104.2000 ft ;1.8514 cfs ~' ,101.7000 ft;0.8289 cfs 1104.3000 ft i 7,$$06 cfs 101.8000 ft;0.8936 cfs'.104.4000 ft 11.9094 cfs :101.9000 ft'0.9637 cfs 104.5000 ft ':~ 1.9377 cfs '. '102.0000 ft!1.010] cfs '..104.6000 ft'1.9667 cfs' '.102.I000ft~1.0633 cfs'~,104.7000 ft't.9932 cfs' 1102.2000 ft';1.1139 cfs ~'~.104.8000 ft:2.0203 cfs --------,-_ _------r--__. 102.3000 ft j 1.1623 cfs',104.9000 ft ;2.0471 cfs '.102.4000 ft1.2086 cfs '',105.0000 ft.2.0736 cfs. ',102.5000 ft !..1.2532 cfs ''..105. (000 ft 2.0997 cfs ', ''.105.0000 ft'2.0736 cfs '.. Hydrograph ID: lU year out Area 11.3100 ac , Hyd Int ;10.00 min Base Flow Peak Row X0.4086 cfs (Peak Time8.50 hrs Hyd Vol 0.3022 acft Hydrograph ID: 100 year out Area '.1.3100 ac j Hyd Int :10.00 min'Base Flaw ' Peak Bow .0.6909 cfs'.Peak Tlme X8.17 hrs -Hyd Vol 0.4110 acft Hydrograph ID: 2 year out Area 1.3100 ac '~ Hyd Int 110.00 min Base Flow Peak flow 0.1007 cfs Pcak Time :.12.171us Hyd Vol '. 0.1937 acft Record Id: N-001 Descnp: Prototype Record Increment 0.10 ft .Start EL 700.0000 ft .Max El. ',105.0000 ft '. Storage Node Pond 'Discharge Node MH Release'. Record Id: Pond Descrip: :Prototype Record Increment 0.10 ft Start El. '.100.0000 ft Max EL 103.0000 ft '. '.Length '.50.0000 ft Width .50.0000 ft 'Lengthssl -.3.OOhav Length ss2 :3.0000hav-. Widthssl ;3.OOhIv Wrdthss2 '30000hav! Record Id: MH Release ;Descrip: ':Prototype Structure Increment ''-0.10 fl '. !.Start EL :100.0000 ft Max El. ' 105.0000 ft'! ~Onf Coeff !-0.62 - Lowest Orif EL A8.00 ~' I ....- --~ ------~ '..Lowest Diam'1.9043 in _-_.--- Dist to next _...__ -_ 1.1500 ft !D2 ;6.9000 in Dist to next 0.0000 ft Record Id: Pond Descrip: !Prototype Record'..Incrcment ~'-0.10 R ; '.Start El. 100.0000 ft Max E] 103.0000 ft '..Length ''~60.000Oft ~ '.Width ~60.000Oft ', '.Length ssl '13.OOhav -'Length ss2'.3.000Ohav I ~.Widih ssl '3.OOhav Width ss2 3.000Ohav Stage Storage Rating Curve 100.0000 ft , 0 0000 cf 1101.6000 ft ~ 4817.1520 cf '] 00.1000 ft x253.0120 cf 1,101 7000 fl ~ 5175 9560 cf ~~ ~'-..100.2000 ft IS 2 0960 cf 101.8000 ft ~'~, 5541.9840 cf ' 100.3000 ft I. 777.3240 cf '.101.9000 ft ~; 59 ] 5.3080 cf ' ! 100.4000 R ~~ 1048.7680 cf :'102.0000 ft 6296.0000 cf .100.5000 ft ':1326.6000 cf'102.100D ft, 6684.1320 cf ''. 100.6000 fl ~' 1610.5920 cP 102.2000 ft' 7079.7760 cf 100.7000 ft 1901.1160 cf 102.3000 ft ~, 7483.0040 cf 100-8000 ft.2198.1440 cf 102.4000 ft 7893 8880 cf ' ~O ~ y ~~' 100-9000 ft 2501.7480 cf 102.5000 ft 8312 5000 cf 101.0000 ft 2812.0000 cf 102.6000 ft 8738 9120 cf ~ , Jr ~ S v l .101.1000 ft'.3128.9720 cf 102.700D 0 9173 1960 cf '' / \ t I ~ ~~3 ' UV(~'S ~ Z" o V 102.8000 ft ; 9615.4240 cf 101.2000 R .3452.7360 cf 1101.3000 ft'3783.3640 cf 102.9000 ft Q 0065.6680 cf !.101.4000 R 14120.9280 cf'~.103.0000 R'',1.0524.0000 cf' ~ ~ ~. ', ] D1.5000 ft4465.5000 cf'.103.1000 ft ~ 10990.4920 cf Running C:\\Data\\Job Files\\06-036 Crystal Springs\\Storm\\N-001 Report.pgm on Thursday, August 03, 20()6 Summary Report of all Detention Pond Data '~. Event '.Precip (in) ~I 'b-month '...''x,1.2100 ~'~,. '2 year 12.0000 I~10 year '3.0000 '.. 25 yeaz 3.5000 -- ,100 year ',4.0000 BASLIST2 [Pre-2-year] Using [TYPEIA] As [2 yeaz] [Post 2-year] Using [TYPEl A] As [2 year] [Pre-10-Year] Using [TYPEIA] As [10 year] [Post 10.yeaz] Using [TYPELA] As [10 yeaz] [Pre-100-Year] Using [TYPEI A] As [100 year] [Post 100-yeaz] Using [TYPEl A] As [100 year] LSTEND __ _ ~ ~-~~ -- ^---_---~ PeakQ PcakT I Peak Vol RasinID I Even[ ! ` '~ Area - ~ :Method/Loss Raintype! ' ' . (ac-cf) ;, (cfs) (hrs) ~ ~ , (ac) . ---- .Pro-2 year ', 2 yeaz 02017 8.17 -~~ 0.0985 SBUH/SCS ;TYPEtA; `'~, 130 ';Post 2 year ',. 2 year '~~, 0.6121 '1.83 '~, 0.1937 ~' 1.31 -'. SBUH/SCS -.TYPEIA -. ~IPre 10 1,10 year'; 0.4361 8.00 0.1891 ~ 1.30 SBUH/SCS ~~'~,.TYPEIA ~ , .Year ~. Post 10- I,lOyear ~; 0.9438 7.83 ~'~ 0.3022 '. 1.31 SBUH/SCS ;TYPEIA ',year ! 1 Pre 100 100 ', 0.6939 8.00 '. 0.2667 1.30 SBUH/SCS '~;TYPEIA' Year yeaz Post 100- 100 12544 783 04110 - 131 -SBUH/SCS I,TYPEIA Year '. Year _ ' BASLIST iTYPElAJ AS [2 year[ DETAILED [Pre-2-year] [Post 2-year] [Pre-10-Yeaz] [Post 10-year] (Pre-100-Year] [Post I00-yeaz] LSTEND Record Id: Pre-2-year besign Method SBUH ! Rainfall type 1YPblA ~Hyd Inri ~ 10.00 min .Peaking Factor 484.00 - Abstracfion Coeff 0.20 ' ~Pervlous Area (AMC 2) 1.30 ac DC[A 0.00 ac '. Pervious CN 87.00 DC CN 0.00 'Pervious TC ~ 17.28 min __ DC TC - 0.00 mm '. ... - r- .- --__...._. __.- ---- -.._ Pervious CN Cale - ~- Description SuhArea Sub cn ~~ Herbaceous ].30 ac 87.00 ' '~,; Pervious Composited CN (AMC 2) 87.00 - Pervious TC Calc Type Description Length i Slope Coctt Misc ', TT _Sheet Dense grasses :0.24 50.00 ft 22.00% 0.2400 ':2.50 m 13.55 min Sheet ':Dense grasses :0.24 l D0.00 ft !3.00% 0.2400 !2.50 in 13.73 min Pervious TC ~ 17.28 min Record Id: Post 2-year (Design Method SBUH ~RainfaB Type TYPEIA Hyd Into ! 10.00 min Peaking Factor 484.00 '.Abstraction Coeff 0.2U .Pervious Area (AMC 2) 0.00 ac ~DCIA ''.. 1.31 ac .Pervious CN 0.00 DC CN ~. 98.00 ~Pcrvious TC 0.00 min DC TC 0.86 min ', Directly Connected CN Calc ' __ -- - _ Desenption SubArea Sub cn ___ Impervious surfaces (pavements, roofs, etc) 1.31 ac 98.00 DC Composited CN (AMC 2) 98 00 ' Directly Connected TC Caic F- __.___ _. _.._---- - .... .........--- _...__ '~,. ~. Type Desenption Length I Slope 'Coeff Misc TT Sheet 'Smooth Surfaces.: 0.011 30 00 ft ''.10 00%'-0.Ol 10 2 00 in !0.31 mm '. Channel (interm) Concrete pipe (n=0.012) 200.00 ft '.2.00% O.OI20 '0.56 min '. Directly Connected TC 0.66mm Record Id: Pre-10-Year Design Method ~ '. SBUH Hyd Inlv --_._~.-.---- '~'' 10.00 min i Pervious Area (AMC 2) I, 1.30 ac Rainfall type Peaking Factor I TYPE]A 484.00 ~AbstracNon Coeff '.~ 0.20 DCIA 0.00 ac Pervious CN '~ 87.00 DC CN '.. 0.00 .Pervious TC '.~ 17.28 min DC TC '~, 0.00 min '~ Pervious CN Calc Description '.. SubArea Sub cn Herbaceous ~' 1 30 ac ~. 87.00 Pervious Composited CN (AMC 2) I, 87.00 ~,' Pervious Sheet Dense gasses :0.24 150.00 ft r- --- - ~----- : ~Shcet Dense gasses :0.24 ,100.00 ft Pervious TC Record Id: Post 10-year Slope ,Coeff '~, Misc I~~ TT 17.28 Design Method SBUH Rainfa0 type '' TYPEIA '.. Hyd Tntv 10.00 min 'Peeking Factor 484.00 ''. _ _ Abstraction Coeff 0.20 Pervious Area (AMC 2) 0.00 ac DCIA 1.31 ac '.. Pervious CN 0.00 DC CN Pervious TC 0.00 min DC TC Directly Connected CN Calc Description Impervious surfaces (pavements, roofs, etc) DC Compasited CN (AMC 2) 98.00 - __ 0.86 min SubArea Sub en 1.31 ac 98.00 98.00 Type llirectly Connected TC Cale ' aription Length I Slope Coetf Misc TT ~.Shcet Smooth Surfaces.: 0.011 30.00 ft 110.00% 0.0110 0 00 in 0.00 mm I Channel (interm)';Concrete pipe (n=0.012) 200A0 ft 12.00% 0.0120' 0.56 mm ~'. Directly Connected TC 0.86min ',' Record Id: Pre-100-Year Design Method ! SBUH Rainfall type I TYPE]A Hyd Intv i 10.00 min 'Peaking Factor 484.00 Abstraction Cocff ' 0.20 Pervious Area (AMC 2) 1.30 ac IDCIA __ O.DO ac Pervious CN 87.00 ',DC CN 0.00 Pervious TC 17.28 min DC TC ~ 0.00 min ~'. Pervious CN Calc Description SubArea ~.~ Sub cn '~, Herbaceous ' 1.3C ac 87.00 Pervious Composrted CN (AMC 2) '. 87.00 Pervious TC Calc '. Type ':, Description ~ Length '~~ Slope Coeff ! Misc TT '.. ''~Shect 'Dense grasses :0.24 ;50.00 ft 122.00% 0 2400 '0.00 to 0.00 min ~' Shcet Dense grasses 0.24 '.100.00 ft 3.00% 0.2400 10.00 m -•0.00 mm '. Pervious TC :17.28 min Record Id: Post 100-year Design Method SBUH .Rainfall type TYPEIA ------- Hyd Tntv 10.00 min -Peaking Fecmr 484.00 _. Abstraction Cocff 0.20 Pervious Arca (AMC 2) 0.00 ac DCIA _ 1.31 ac -- -- Pervraus CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 0.56 mm Directly Connected CN Calc J SubArea Descrip0on ~'~. Sub cn Impervious surfaces (pavements, roofs, etc) 1.31 ac 98.00 DC Composited CN (AMC 2) 98.00 Directly Connected TC Calc Type Description ; Length 'Slope '. Coeff Misc TT !Sheet ,Smooth Sum paces.: 0.011 30.00 R '10.00%'.0.0110 0.00 in ~-0.00 min '.Cbannel (in[enn) .Concrete pipe (n=0.012) 200.00 ft ';200%`0 0120 0.56 min Directly Connected TC 0.86mm ', Post 100-year Event Summary Event -Peak Q (cfs) ,Peak T (hrs) Hyd Vol (acft) Area (ac) .Method Raintype 'b-months 0.3412 '! 7.83 _ 0.1087 -.. (.3100 ~. SBUH TYPEIA, ', 2 year -. 0.6037 '~~ 7.83 0.1937 1.3100 ', SBUH -TYPEIA' ': 10 year ~ 0.9306 ', 7 83 0.3022 1.3100 I, SBUH -TYPEIA' '. 25 year !. ].0927 7 83 : D 3566 1 3100 ~ SBUH TYPEIA' 1100 year'. 1.2544 ._. ._ .783 0.4110 1 3700 SBUH TYPEIA'. Record ld: Post 100-year Design Method SBUH ---' ---- Rainfa0 type ~: --- - ~ TYPElA _.._._.. - -I -------- Hyd In[v ' I 10.00 min ~ Peaking Facror . 484.00 ' 'iAbstraction Coeff '' 0.20 '. Pervious Area (AMC 2) 0.00 ac ''DCIA '~. 1.31 ac 'Pervious CN : 0.00 'DC CN ~'. 98.00 Pervious TC '~.. 0.00 min DC TC 0.56 rain '. Directly ConneMed CN Calc Description ' SubArea ' Sub co -_- _..._ Impervious surfaces (pavements, roofs, ete) 1.31 ac 98.00 DC Composited CN (AMC 2) 98.00 Directly Connected TC Calc __.--- .__.--'-p --_._ _._ ~-__ p _____. -__- Type Descn lion Len h 'Sloe Coe(f M~sc '1'T Sheet '.Smooth Surfaces :0.011 30.00 R l0 00% 0 0110 A.00 in 0.00 min Channel (interm) Concrete pipe (n=0.012) 200.00 ft -.2.00°/ 0.0120 ~O,S6 min Directly Connected TC '. 0.86min .'~.. Post 10-year Event Summary Event Peak Q (cts) ~',Pcak T (hrs) IHyd Vol (acft)''.Area (ac) ,Method Raintype ~6-month' 0.3457 '~ 7.83 0.]087 L3100 '.. SBUH '1'YPEIA ~,. 2 year : 0.6121 7.83 0.1937 13100 SBUH TYPEIA ''~. IO year 0.9438 '~ ~ 7.83 : 0.3022 L3100 '~. SBUH ~ TYPEIA !25 year ' ~ 1.1083 'i 7.83 ~ 0.3567 1 3100 ~''. SBUH -TYPEIA h00year 1.2723 ' 7.83 ~ 0.4111 1.3100 SBUH :T'YPEIA'. Record Id: Post 10-year Design Method ! SBUH ..._ iRainfall type '~. _ TYPEIA '.. 'Hyd Inty ~ -. 10.00 mm ,Peaking Factor 484.00 ~~ .Abstraction Coeff '.. 0.20 '. Pervious Area (AMC 2) 0.00 ac DCIA ~. 1.31 ac Pervious CN X0.00 `DC CN 98.00 -Pervious TC 0.00 mm DC TC '~ 0.66 mm Connected CN Calc Description SubArea Sub cu ' Impervious surfaces (pavements, roofs, etc) ', 1.31 ac 98.00 ' ! DC Composited CN (AMC 2) '- 98 00 Directly Connected TC Cale Type I~ Description ~ Length - Slope ', Coeff Misc TT 'Sheet '.Smooth Surfaces.: 0.011 30.00 ft -..10.00% D.OI ]0 0.00 in ~-0.00 min : - _ Connected TC 0.86min ' Post 2-year Eveut Summary Event Peak Q (cfs) Peak T (hrs) 6-month. 0.3457 ' 783 ~, ? 2 yeaz 0.6121 7 83 I 10 yeaz ', 0.9438 7.83 ' 25 year '~, 1.1083 7.83 ' ',100 year 1.2723 7.83 ~'' Record Id: Post 2-year I Vol (acft) Area (ac) Method',Raintype 0.1087 1.3100 SBUH TYPE]A ---- 01937 1.3100 '~ SBUH TYPElA 0.3022 13100 '~, SBUH ';TYPE]A 0.3567 1.3100 S H 'TYPElA 0.4111 - 7.3100 ''~. SBUH TYPEIA '.Design Method '.. SBUH 'Rainfall type "' TYPEIA ;Hyd Into i 10.00 mm '.Peaking Factor 484.00 I Abstractwn Coeff I 0.20 ',Pervious Area (AMC 2) '.' 0.00 ac 'DCIA 1.31 ac ,Pervious CN 0.00 'DC CN '~.. 98.00 Pervious TC ! 0.00 min .DC TC '.. 0.86 min Directly Connected CN Cale ii Description SuhArea Sub cn Impervious surfaces (pavements, roofs, etc) DC Composited CN (AMC 2) 1.31 ac ', 98 00 i'~ 98.00 Directly Connected TC Calc Type ~ Description , Length Slope '. Coeff Misc '~. TT Sheel '.Smooth Surfaces.: 0.011 .30.00 R '10.00% '.0.0110 ,2.00 in'~0.31 min ~~,';Channel (interm) ,Concrete pipe (n=0.012) 200.00 k !2.00% .0.0120. 0.66 min Dvcctly Connected TC '10.86min ' Post 6-month Event Summary Event Peak Q (c!s) ,Peak T (hrs) Hyd VoI (acft) !Area (ac) Method ',Raintype ~, MI6-month" 0.3457 ! 7.83 0.1087 1.3100 I SBUH :TYPEIA ~'. ' 2 year 0.6127 7.83 0.1937 1.3100 '~, SBUH ITYPEIA ~'. 10 year 0.9438 7.83 0.3022 1.3100 SBUH TYPEIA 25 yeaz 1.1083 7.83 0.3567 13100 SBUH TYPEIA 100 year 1.2723 7.83 0.4111 13100 SBUH TYPEIA Record Id: Post 6-month .Destgn Method Hyd Intv ' SBUH 10.00 mm Rainfall type :Peaking Factor .Abstraction Coeff TYPEIA '.. ''.. 484.00 0.20 Pervious Area (AMC 2) 0.00 ac -DCIA 1.31 ac : ~Pervlous CN '. 0.00 'DC CN 98.00 ''. :Pervious TC 0.00 min 'DC TC '. 0.86 min ~'~. Directly Connected CN Cale Description '~, SubArea Sub cn Impervious surfaces (pavements, roofs, etc) 1.31 ac ~ 98 00~ DC Composited CN (AMC 2) '.r 9800 '. Directly Connected TC Cale Type Description Length !Slope ', Coeff Mise : TT seet .Smooth Surfaces.: 0.011 30 00 ft !10 00%'.0.0110 0.00 in 0.00 min ' hannel (intemr) !Concrete pipe (n=0.012) 200.00 ft':'2 00% ',0.0120 -0.56 min Directly Comnected TC ~~_--~ '. 0.86min ~''~, Pre-100-Year Event Summary 'I Event '. Peak Q (c(s)~Peak T (hrs) Hyd Vol (sett) ;Ares (ac)''Method Raintype 6-month 0.0547 8.17 00375 I 1.3050 ~ SBUH ',TYPEIA 'j 2 year ', 0.2017 8.17 D 0985 1.3050 ' SBUH ITYPEIA '. IO year '~. 0.4361 8.00 0.1891 I 1.3050 SBUH TYPEIAI 25 year ''~. 0.5634 8.00 02373 ''. 13050 ''SBUH 'TYPE]A'~. ~ ',100 year '~,. 0.6939 8.00 0.2867 '~, 1.3050 ', BBUH LTYPEIA ~~ Record Id: Pre-100-Year Design Method - SBUH Rainfall type TYPEIA _Hyd Into '. 10.00 min .Peaking Factor ` 484.00 Pervious Area (AMC 2) Pervious CN Pervious TC .. __.. _. Description Abstraction Coeff ].30 ac DCIA 87.00 DC CN 17.28 min DC TC ____ Pervious CN Calc _ SubArea 0.20 0.00 ac 0.00 0.00 min _ Sub cn Herbaceous ~'~ 1.30 ac '.. 87.00 - Pervious Composited CN (AMC 2) '. 87.00 ~ Pervious TC Calc Type ''., Description Length ''~ Slope Coeff ~! Misc ' TT ' -Sheet '..Dense grasses :0.24 .50.00 ft ',22.00% 0.2400 '0.00 in -0.00 min '~, Sheet Dense grasses :0.24 .100.00 ft ',3.00% 0.2400 10.00 in 0.00 min '~ Pervious TC '~. 17.28 min Pre-10.Year Eveut Summary Event Peak Q (cfs) ,Peak T (hrs)',~Hyd Voi (acft)'.Area (ac) (Method Raintype 6-month! 0.0547 '. 8.77 0.0375 ~ I 1.3050 ~.. SBUH ITYPEIA' 2year 0.2017 '~ 8.17 ' 0.0985 1.3050 .SBUH 'TYPEIA' l0 year' 0.4361 I 8.00 0.1891 1.3050 SBUH TYPEIA' . 25 year _ 0.5634 8.00 02373 '. L3050 ~. SBUH TYPEIA'~ '100 year- 0.6939 8.00 ~ 02867 1.3050 SBUH '',TYPEIAi Record Id: Pre-]0-Year .Design Method SBUH :Rainfall type '~. TYPElA Hyd Into 10.00 mm Peaking Factor '.. 484.00 '- ---- - i.-._.__.._.~-'.Abstraction Coen _'i ~~~_- 0.20-~- Pervious Area (AMC 2) ~ 1.30 ac DCIA 0.00 ac Pervious CN 87.00 ~,DC CN 0.00 Pervious TC '.. 17.28 min :DC TC 0.00 min Pervious CN Cale ' Description ~'~. SubArea I Sub cn Herbaceous '. 1.30 ac ~'~ 87.00 - -- -- - - - - - Pervious Composded CN (AMC 2) -- __ 87.00 - - ~- ---~ -Pervious TC Calc - - - - -_-- - Type Description Length Slope Coeff Misc TT ..Sheet 'Dense grasses :0.24 :50.00 ft 22.00% 0.2400 0.00 m -0.00 mm Sheet Dense grasses : D.24 100.00 ft 3.00% 0 2400 '0.00 m 0.00 min Pervious TC - 17.28 min Pre-2-year Event Summary : Event :Peak Q (efs) ,Peak T (hrs)'Hyd Vol (acD) :Area (ac) Method .Raintype: ~ ~- _ ',6-month '~,r __ -- O.OS47 j -_._.__. 817 - _. r- .__- _ 00375 ... ..--- ..... ._ __'_ 13050 _ .T __ __~_ SBUH ..__.._ -____ _TYPEIA: ._--._..._: ', 2 year I 0.2017 8 I7 0.0985 1 3050 '.. SBUH '~.TYPE(A ~. 10 year '. ~ 0.4361 8 00 I 0.1891 1 3050 !SBUH TYPElA I ~2S year I. 0.5634 8.00 02373 1 3050 !.. SBUH ~',TYPEIA!. '100 year'., 0.6939 8.00 ' 02867 1 3050 ~' SBUH '..TYPEIA'i Record Id: Pre-2-year Design Method ' SBUH 'Rainfall type '~, TYPEIA Hyd Inty . 10.00 min ',Peaking Factor !. 484.00 !Abstraction Coeff 0.20 '~.. Pervious Area (AMC 2) 130 ac '.DCIA 0.00 ac '.. Pervious CN 67.00 'DC CN 0.00 '~ Pervious TC 1728 mm DC TC 0.00 min ', Pervious CN Calc Description '~.. SubArea Sub cn Herbaceous ~ 1.30 ac '. 87.00 I Pervious Composited CN (AMC 2) ! 87.00 Pervious TC Calc ~~ Type ~', Description '. Length ~ Slope Coeft i Misc ~ TT Sheet !Dense gasses :0.24 !50.00 ft '',22.00% 0.2400 '2.50 in 3.55 min : Sheet Dense gasses es :0.24 ' 100.00 ft '.3.00% ~ 0.2400 '2.50 in 13.73 mm -- Pervious'I'C ----- 17.28 min :'...: Record Id: Mtl Release Descrip: Prototype Structure .Increment O.10 ft Start EL 100.0000 ft Max El. I OS.0000 ft-. 'Orif Coeff 0.62 Lowest Onf EI. 98.00 ',Lowest Diam L9043 in Dist to nett l.1 S00 ft ' _ 'D2 __. 5.9000 in __- Dist to nett 0.0000 ft ' '. Stage Discharge Rating Curve 1100.0000 ft 10.0000 cfs' 102.6000 fl ' 1.2962 cfs ''.. 1700.1000 ft 0.0311 cfs 102.7000 ft 1.3378 cfs'.. '.100.2000 ft ;0.0440 cfs 102.8000 ft .1.3781 cfs ''~.. j 100 3000 ft0.0539 cfs : t 02.9000 ft ! 1.4172 cfs'. 100 4000 fl Ir0.0622 cfs 103.0000 ft'~,1.4553 cfs'. 1100 5000 ft',0.0696 cfs ''.103.1000 ft'].4924 cfs' 'i 100.6000 fl'i0.0762 cfs'~.103.2000 ft 1.5286 cfs'' ~'~,100.7000 ft 10.0823 cfs'~.103.3000 ft 1.5639 cfs':. '.100.8000 ft 10.0880 cfs ':103.4000 ft LS984 cfs', '.100.9000 ft ~~0.0934 cfs 103.SD00 ft 1.6322 cfs'. ] Ol .0000 ft'-0.0984 cfs ~'~103.6000 ft ~ L6653 cfs''. ' 101 1000 ft !0.1032 cfs'~,103.7000 ft L6978 cfs '. ;101 2000 ft X0.3190 cfs 103.8000 ft ' 1.7296 cfs :. 101.3000 ft ;0.4781 cfs'.103.9000 ft L7608 cfs '10L4000 ft'!0.5888 cfs '.'104.0000 ft 1.7916 cfs. : -'.-. ']01.5000 ft 0.6794 cfs'~:104.1000 ft'L8217 cfs 101.6000 ft;0.7582 cfs'::104.2000 fl LSS74 cfs 1101.7000 ft!0.8289 cfs .104.3000 ft;L8806 cfs IOL8000 ft'0.8936 cfs --.104.4000 ft L9094 cfs ~! 101.9000 R'-0.9537 cfs ~! 104.5000 ft' 1.9377 cfs'' 1102 0000 ft ;1.0101 cfs - 104.6000 ft L96S7 cfs'. .1021000 ft;1.0633 cfs' 104.7000 ft ~ L9932 cfs 1102.2000 ft '~ L 3139 cfs ~ (04.8000 ft 2.0203 cfs':: ~' 102.3000 ft ' 1.1623 cfs :.! 04.9000 ft .2.0471 cfs 102.4000 ft 1.2086 cfs ! 05.0000 R 2.0736 cfs' U 02.5000 ft'~.1.2532 cfs105.1000 ft~2.0997 cfs 105.0000 ft 2.0736 cfs '~. Record Id: N-001 Descrip: 'Prototype Record Increment 0.10 ft Start EI :100 0000 fl Max El. 105.0000 ft ', ---g --_.... ---- - ._...._~_ - --..._....... Stora a Node'~.Pond Dtschar a Node MH Release ~''~.. Record Id: Pond Descrip: ':Prototype Rewrd llneremeht 0.10 ft '.Start EI ' 100.0000 ft Max El. 103.0000 ft,, 'Length !50.0000 ft Width 50.0000 ft '.Length ssl ~3.OOh.1v Length ss2 3 OOOOhav i ~ :Width ss] '.3.Oph:]v Width ss2 ',3.000Ohav . Record Id: MH Release Descnp: .Prototype Simcture Increment '.O.IO fl Start El. 100 0000 ft Max El. 1US.0000 ft' 'Orif Coeff '.0.62 Lowest Orif EI. :98.00 Lowest Diam-1.9043 in Dist to next L1500ft D2 :5.9000 in Dist to next 0.0000 ft ' Record Id: Pond Descrip: Prototype Record'~.Incrcment ~'-0.10 ft ''Start EL '.100.D000 ft '.Max El. 1103.0000 ft 'Length '.50.0000 ft Width 30.0000 ft '..Length ssl 3.OOhav Length ss2 3.0000hav'~.. .Width ssl 3.OOh ]v Width ss2 30000hav', Stage Storage Rating Curve 100.0000 ft 0.0000 cf l 01.6000 ft 4817 1520 cf '. 100.1000 ft'.. 253.0!20 cf 101.7000ft 5(75.9560 cf 100 2000 ft 512 0960 cf 101.8000 ft 5541 9840 cf .100 3000 ft'. 777.3240 cf l01 9000 ft 5915.3080 cf ' 100 4000 ft 1048 7680 cf'.102 0000 ft 6296 0000 cf :100 5000 ft I1326.S000cf'102 1000 ft ~ 6684 1320 cf 100.6000 ft 11610.5920 cf 1102.2000 ft ~'. 7079.7760 cf ~'.. ',100.7000 ft j 190 L 1160 cf .102.3000 ft ~''~. 7483.0040 cf ',. ' 100.5000 ft X2198.1440 cf 1102.4000 ft'. 7893.8880 cf 1100.9000 ft 12601.7480 cf''~102.5000 ft ~ 8312.5000 cC ~; ;101.0000 ft!2812.0000 cf 1102.6000 ft i 8738.9120 cf '.101.1000 ft';,3128 9720 cf .102 7000 ft 9173.1960 cf !101.2000 ft'i3462 7360~cf'~.102.8000 ft j 9615.4240 cf '~ 701.3000 ft:3783 3640 cf 102.9000 ft'.10066.6680 cf'. !10].4000 Rj4120.9280 cf j103.0000 ft'10524.0000 cf~i 101.5000 ft ;4466.6000 cf 103.1000 ft',~:10990.4920 cf'~. Licensed to: Petra Engineering, LLC