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950100312 Drainage Report
,\ i DRAINAGE, EROSION, AND SEDIMENT CONTROL PLANi 6 for PARCELS 950100314, -326, -327 Prepared for: Mr. Douglas Moyer NORTHWESTERN TERRITORIES, INC. 717 S. Peabody St. Port Angeles, WA 98362, 360-452-8491 DRAINAGE, EROSION, AND SEDIMENT CONTROL PLAN Prepared for Douglas Moyer January 2005 For the Property Described as Tax #'s 950100314, -326, -327 Section 16, Township 27 North, Range 1 East, W.M. Jefferson County, Washington Prepared by NORTHWESTERN TERRITORIES, INC. 717 S. Peabody Street Port Angeles, Washington 98362 Phone 360-452-8491 Fax 360-452-8498 Web Site www.nti4u.com E-mail info@nti4u.com 1 iJ DOUGLAS MOYER PROPERlY QUILCENE "'lJ (, ">1' ,:;;~-~~ r if" \ ;/ ! /,- , In' if I,\, I' ~: j' " t ,;:11 r;j (.~ /1 r~ ~< ..",,,,.....) .~,;:,.,<;.r '\~'i \:X_~ / ".-- -.. ' 1/' ... i Ii? \ ....../ Ii ,~' tfJ $; jiJ f?~ ~ '\. BRINNON 0,) ,J;lf / / COYLE VICINITY MAP fJ NORTHWESTERN TERRITORIES, INC. Engineers - Land Surveyors - Geologists Construction Inspection - Materials Testing NTI 717 SOUTH PEABODY, PORT ANGELES, WASHINGTON 98362. (360) 452-8491 \, :! 'j 6 DRAINAGE, EROSION, AND SEDIMENT CONTROL PLAN For the Property Described as Tax HIS 950100314, -326, -327 ~ 95'j1():'\-'ll"..C - -- .g;y'I~c..Tl.'~~l. :!,~.jY:('<..1.1~..s - ..; ~: ;:::-(.I~(v~r~:f .-. '--:;!:f]!C"_"'l0f 1 ~~~ YYJ<W3->I\ Y~D;G'~E"_ ,\ ....... . ~ ~\"'") ,7"- 9YY[').'r~./ r~y)~t,()-'l~O Ii 9:..JJ"f.()}-1 ~ ~ ~:::"Zl"'}}Zq 9:::.0~'..:,(j..-l~;! 0:: Q ill i:! <( ill OJ ~Yj~ C':""'l! ~ '! ./; , r.:'!:I.!;!~':~~jS (: _ f.... ( r i t :::::::) I - Si!:tJ21X...:5 ~ 5 (- I:, ~!)I"j2V":~j:~~ 9:1J2.0:.."fj';/! 95i'::'L-V~(\!~- g:1j~C{)"B2 ~:.;IY(f':~1~3 '~:iYc"')!l'ltl 9YJ:V':w1;i"'9 ~~;"-Yti~1T1Z3 Neighborhood Map 6 111 DRAINAGE, EROSION, AND SEDIMENT CONTROL PLAN L.. L.. o a:: w '" >- o '" u:: o :t. 1- For the Property Described as Tax #'s 950100314, -326, -327 9:Yj~ oo3l8 9:.:0~CQ32l ~jY(fj3l6 Site Map IV Y.:i_''':'...{.lj'd '9!.vj~_OO3~'1 -'- !f -'- 8 <lj' d?f I' n DRAINAGE, EROSION, AND SEDIMENT CONTROL PLAN For the Properly Described as Tax #'s 950100314, -326, -327 ABSTRACT This drainage, erosion, and sediment control plan was prepared to address the issues raised in a Notice of Voluntary Correction (UDC Section 10) given by the Jefferson County Department of Community Development in Case No. COM04- 0060. This plan, together with the geotechnical report previously submitted by this office, are responsive to required actions 1,2, and 3 as listed in that notice. This plan recommends that existing measures be continued and that regular inspections to gage their effectiveness be instituted. The discussion ofthis issue begins on page 12. This plan was also prepared to address the future development of the site. To that end, it examines and recommends mitigation for stormwater related impacts of the construction ofthis project as required by Jefferson County. Underground detention of roof runoff in oversized, orifice-controlled storm sewer pipes is recommended. Stormwater detention calculations are discussed beginning on page 14. Plans and detail drawings for the detention system are included at the back of this report. Construction phase and permanent erosion control requirements are discussed beginning on page 15. The pre-development runoff is estimated based on standard 24 hour storms having mean recurrence intervals of2, 25, and 100 years. Post-development runoff is then estimated for the same storm events. Stormwater detention combined with aggressive erosion control practices are recommended to mitigate impacts. Stormwater calculations are included in the Appendices. v DRAINAGE, EROSION, AND SEDIMENT CONTROL PLAN For the Property Described as Tax #'s 950100314, -326, -327 I f_~' CONTENTS I. PROJECT OVERVIEW..... .......... ....................... ............. .............. .......................1 A. Proj ect Description........................................................................................... 2 B. Existing Site Conditions .................................................................................. 2 1. Topography................................................................................................. 2 2. Vegetation................................................................................................... 2 3. Drainage............................................................................... ....................... 3 C. Adj acen t Areas ...................................................................:............................. 4 D. Geotechnical..................................................................................................... 5 II. DESIGN CRITERIA..... ............................. ........................ ............ ....,... ...............5 A. Soils................................................................................................................... 5 B. Rainfall............................................................................................................. 6 C. Hydrologic ModeL............................................................................................. 8 D. Time of Concentration... ...... .... ..... .................................................................... 9 1. Predevelopment Condition..... ..... ........ .......... ...... ..... .................................. 9 2. Predevelopment Time of Concentration..... ............. ............... ........ ......... 10 3. Post-development Condition.................................................................... 11 4. Post-development Time of Concentration.. ................ ............ ................. 12 III. MITIGATION ........... .......... ....................... ....................................................... ..12 A. Control of Erosion From Existing Disturbed Areas..................................... 12 B. Stormwater Detention ....... .......... ....... ........ .............................. ..................... 14 1. Nomenclature. . .. ... .. .... .. . . .. . .. .. . .. . .. .. .. .. .. .. .. .. .. .. .. .. .. . .. . . .. . .. . . .. .. . . . . .. . . .. . . . . .. .. . .. 14 2. Pre-development Runoff......... ............. ..................................................... 14 3. Post-development Runoff......................................................................... 14 4. Detention System Operation....................................................... ............ 15 5. Detention System Routing .......................................................................15 VI C. Construction Phase and Permanent Erosion Control.................................. 15 IV. EROSION AND SEDIMENT CONTROL PLAN ...............................................16 A. Site Specific Construction Phase BMPs........................................................ 16 B. Stabilization and Sediment Trapping (Erosion and Sediment Control Requirement Number 1)................................................................... 17 1. Stabilization of Exposed Soils.................................................................. 17 2. Sediment Trapping.. ............... ....... ...... ..................................................... 19 C. Delineate Clearing and Easement Limits (Erosion and Sediment Control Requirement Number 2).................................................. 22 D. Protection of Adjacent Properties (Erosion and Sediment Control Requirement Number 3)................................................................... 22 E. Timing and Stabilization of Sediment Trapping Measures (Erosion and Sediment Control Requirement Number 4)............................ 22 1. Timing oflnstallation of BMPs ............................................................... 22 2. Stabilization of slopes of structural BMPs... ............ .......... ............. ........ 23 F. Cut and Fill Slopes (Erosion and Sediment Control Requirement Number 5) ........ ........ .......... .......... .................... ..................... 23 G. Controlling Off-Site Erosion (Erosion and Sediment Control Requirement Number 6) ................................................................................ 23 H. Stabilization of Temporary Channels and Outlets (Erosion and Sediment Control Requirement Number 7)........................................... 24 I. Underground Utility Construction (Erosion and Sediment Control Requirement Number 9)................................................................... 24 J. Construction Access Routes (Erosion and Sediment Control Requirement Number 10) .............................................................................. 24 K. Removal of Temporary BMPs (Erosion and Sediment Control Requirement Number 11)................................................................. 25 L. Dewatering Construction Sites (Erosion and Sediment Control Requirement Number 12)................................................................. 25 M. Control of Pollutants Other than Sediment (Erosion and Sediment Control Requirement Number 13)................................................ 26 1. Control of Toxic Substances............................... ...................................... 26 2. Petroleum Spills....................................................................................... 26 N. Maintenance (Erosion and Sediment Control Requirement Number 14)..................................................................................................... 27 O. Financial Responsibility..... ............ ...... .............. ............ ...... .... ....... ... ....... ....28 Vll ,\ DRAINAGE, EROSION, AND SEDIMENT CONTROL PLAN For the Property Described as Tax #'s 950100314, -326, -327 ~ N~ ,~ - ~.> - '.-l'. - . . y. ..'~ c, ..'....'."" ...........~.. -....\ "'",. ~ .- . ~- - .,,"", ,; ~ ''\ Figure 1 1. PROJECT OVERVIEW ......:/' ,/ ~<< ,;/, ./ / The Douglas Moyer property consists of three tax parcels located between Thorndyke Road and Peabody Way. The parcels are highlighted in Figure 1 above. Some land grading activities were recently performed in preparation for the eventual construction of a manufactured home and garage. Jefferson County issued a Notice of Voluntary Correction on December 17, 2004. This Drainage, Erosion, and Sediment Control Plan was prepared in response to that Notice and to provide protection against impacts from the eventual full development of the site. A. Project Description The site consists of three adjacent parcels with a total area of approximately 0.43 acres. The building site is presently grass covered except where regrading has occurred. The slope below (east of) the building site is covered with young second growth trees and brush. It is proposed to construct a 1,600 sf modular home and 500 sf garage. A complete listing of assumed development factors including a driveway, lawn, landscaping, etc. is included in the runoff curve number calculations included as Appendix 1. B. Existing Site Conditions The following summary of site conditions represents existing conditions. 1. Topography AB can be seen from Figure 1 on Page 1 above and the maps included at the beginning of this report, the property consists of a level building site with Thorndyke Road, a paved County Road on the west and a slope down on the east. A geotechnical report has been prepared by this office and contains a complete description of the topography as well as extensive photos of the site. Items discussed in that report are not repeated in this report. 2. Vegetation The building site is covered with grass as shown in Photo 1 to the left of the silt fence. The graded area, out of site to the left of the photo, is unkempt. See the geotechnical report for photos of this area. Photo 1 2 Photo 2 is a close-up view which shows the density of the grass presently covering the site. This dense grass is a vital part of the erosion control portion of this plan. Lc. Photo 2 The slope, out of sight in the background of Photo 1, is described in the geotechnical report. 3. Drainage The site presently drains in sheet flow westerly towards the roadside ditch of Thorndyke Road on the west with only insignificant flows going over the slope. This drainage plan was prepared to ensure that flows over the slope are not increased or changed in character. Photo 3 3 The ditch along Thorndyke Road is well vegetated with dense grass and flows to the south as shown in Photo 3. Rain that falls directly on the slope to the east of the building site flows down the slope in sheet flows to Peabody Way. These flows will remain unchanged. c. Adjacent Areas The site is surrounded by rural residential lands on the north and south. Thorndyke Road is adjacent to the site on the west. Photo 4 shows Thorndyke Road to the north of the project site. L-<O L.., l_d Photo 4 Photo 3 on Page 3 shows Thorndyke Road to the south of the project site. The photo on the cover ofthis report shows the entire neighborhood from the air. Figure 2 on page 5 can be used to locate the parcel on the cover photo. 4 t 1,. D. Geotechnical A geotechnical report on the subject property has been prepared by this office and this drainage plan is based on the recommendations of that report. II. DESIGN CRITERIA The following criteria are specific to this project site and will not apply to other properties, even those that may be nearby. L= A. Soils The site may be found on map number 62 of the Soil Survey of Jefferson County Area. Washington, published by the U. S. Soil Conservation Service, a portion of which is reproduced here as Figure 2. The project site is shown on the map. ~ ~\\ :W, ~.'c Figure 2 5 Map number 62 predicts that the soils on the slope are type CfE, Cassolary sandy loam, 30 to 50 percent slope. The geotechnical report for this site covers soils issues related to the slope and they are not further discussed here. Map number 62 predicts that the soils on the building site are type laC, Indianola sandy loam, 0 to 15 percent slope. The discussion of this soil type may be found on pages 27-28 of the Soil Survey of Jefferson County Area. Washimrton. This soil is described as a somewhat excessively drained soil on glacial outwash plains. This is in agreement with the discussion in the geotechnical report. B. Rainfall The total amount of precipitation falling over a 24 hour period during a storm having a mean recurrence interval of 2 years, will be 2.2 inches. This information was taken from a 2 year, 24 hour Isopluvial Map published by the U.S. Soil Conservation Service, a portion of which is reproduced here as Figure 3. The project location is marked on the map. 6W 1W 37N 30N 29/11 28/11 27/11 26/11 10W 9W 8W 7W 5W 4W 1 - I ' i I Figure 3 6 6 The isopluviallines represent total precipitation in 24 hours, in tenths of inches. 2 year rainfall data is used in the calculation of times of concentration for the site and for sizing of detention and other drainage facilities. The total amount of precipitation falling over a 24 hour period during a storm having a mean recurrence interval of 25 years, will be 4.0 inches. This information was taken from a 25 year, 24 hour Isopluvial Map published by the U.S. Soil Conservation Service, a portion of which is reproduced here as Figure 4. The project location is marked on the map. JOW 9W 8W 7W 6W 7W .3JN 30N 29N -1 28N 27N 26N 5W 4W , , ! j I 1 ! Figure 4 25 year rainfall data is used for sizing of detention and other drainage facilities. The total amount of precipitation falling over a 24 hour period during a storm having a mean recurrence interval of 100 years, will be 4.5 inches. This information was taken from a 25 year, 24 hour Isopluvial Map published by the U.S. Soil Conservation Service, a portion of which is reproduced here as Figure 5. The project location is marked on the map. 100 year rainfall data is also used for sizing of detention and other drainage facilities. " \ : 1 7 fER 1 6 L-.. 31N 101 30N lOW I-I LI I I ' I 801 701 601 501 29(1/ 28N 27N 26N 901 I' , I , ~- , , , i: Figure 5 '--' The rainfall distribution is assumed to be a Type IA distribution per standard practice in the area. Hydrographs of 2 year, 25 year, and 100 year storm events are included as Appendix II. ~ C. Hydrologic Model This plan uses a hydrograph based method of calculating runoff which is described in Urban Hydrology for Small Watersheds, Technical Release No. 55, and the Western Washington Supplement to Technical Release No. 55, both published by the U. S. Soil Conservation Service. This same type of method is given in the King County Surface Water Design Manual, published by the King County Public Works Department, and the 1992 Stormwater Management Manual for the Puget Sound Basin (The Technical Manual) published by the Washington State Department of Ecology. This method is often referred to as the Santa Barbara Urban Hydrograph method. This plan uses the suggested runoff curve numbers given in Table 2-2a of Technical Release No. 55. 8 , jj 6 D. Time of Concentration The length of time that it takes a drop of rainfall to travel from the uppermost point of a basin to the point of discharge from the basin, or to the point where flows are to be calculated, is referred to as the time of concentration (Tc). This is the sum of the time it takes for runoff to flow across the various types of flow channels as it crosses the basin. For this project the time of concentration is little affected by development since the new home site is located close to the bottom of the drainage basin (ditch alongside Thorndyke Road). Since this plan deals with runoff which flows westerly from the building site, the times of concentration calculations are based on this route rather than the longer but irrelevant path down the slope to the east. Other than changes in the length and slope of the first leg of the flow path due to minor leveling of the site during building construction, no changes in the time of concentration parameters are anticipated from the pre-development to the post-development condition. The following calculations are per Section III-1.4.2, pages III-1-13 through III-1-16, of the Washington State Department of Ecology's STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN. THE TECHNICAL MANUAL, (DOE). 1. Pre development Condition The time of concentration is first determined for the existing condition of the basin. a. Unconcentrated Flow Immediately after falling to the ground, rainwater initially travels as unconcentrated sheet flow for a period of time (Tt) calculated by: 0.80 0.42 (NsL) Tt = -------------------- = 10.14 min 0.527 0.4 (P2) (SO) Where: Ns = 0.240 P2 = 2.2 SO = 0.0400 L= 75 = Sheet flow Manning's n (DOE Table III-1.4) = 2 yr, 24 hr rainfall (in) = Slope of flow path (ft/ft) = Length (L) of flow path (ft) r; u 9 b. Shallow Concentrated Flow As sheet flows run together and become concentrated, they travel as shallow concentrated flow for a period of time (Tt) calculated by: L Tt = _________nnn_____ = 0.22 min 60 Ks SQRT(SO) Where: Ks = SO = L = 11 0.0300 25 = Velocity factor (Ks) (per DOE Table 111-1.4) = Slope of flow path (ft/ft) = Length (L) of flow path (ft) c. Open Channel (Intermittent) Flow Flows next travel through intermittent open channels for a period of time (Tt) calculated by: L Tt = ----------------- = 0.76 min 60 Kc SQRT(SO) Where: Kc = 17 SO = 0.0200 L = 110 = Velocity factor (Kc) (DOE Table 111-1.4) = Slope of flow path (ft/ft) = Length (L) of flow path (ft) 2. Predevelopment Time of Concentration As noted above, the time of concentration (Tc) is the sum of the time it takes for runoff to flow across the various types of flow channels as it crosses the basin. For the pre development condition: Tc = the sum of the various Tt's = 11.12 min r. o 10 This is rounded to 11 min for use in further calculations. 3. Post-development Condition The time of concentration IS next determined for the proposed, post-developed condition of the basin. a. Unconcentrated Flow Immediately after falling to the ground, rainwater initially travels as unconcentrated sheet flow for a period of time (Tt) calculated by: 0.80 0.42 (NsL) Tt = ______nm_mnm = 16.85 mIn 0.527 0.4 (P2) (SO) Where: Ns = 0.2400 Ps = 2.2 SO = 0.0200 L = 100 = Sheet flow Manning's n (per DOE Table 1111.4) = 2 yr, 24 hr rainfall (in) = Slope of flow path (ft/ft) = Length (L) of flow path (ft) b. Shallow Concentrated Flow As sheet flows run together and become concentrated, they travel as shallow concentrated flow for a period of time (Tt) calculated by: L Tt = m______mn_mn = 0.17 mm 60 Ks SQRT(SO) Where: Ks = 11 SO = 0.0500 L = 25 = Velocity factor (Ks) (per DOE Table 111-1.4) = Slope of flow path (ft/ft) = Length (L) of flow path (ft) 6 11 c. Open Channel (Intermittent) Flow AE shallow concentrated flows from several sources run together, they cut open channels that flow as intermittent streams. Flows travel through these intermittent open channels for a period of time (Tt) calculated by: L Tt = -------------------- = 1.04 min 60 Kc SQRT(SO) Where: Kc = 17 SO = 0.0200 L = 110 = Velocity factor (Kc) (per DOE Table 111-1.4) = Slope of flow path (ft/ft) = Length (L) of flow path (ft) 4. Post-development Time of Concentration AE noted above, the time of concentration (Tc) is the sum of the time it takes for runoff to flow across the various types of flow channels as it crosses the basin. For the post-development condition: Tc = the sum ofthe various Tt's = 18.06 min This is rounded to 18 min for use in further calculations. Note the relatively small increase in the time of concentration for the post development condition was as anticipated. III. MITIGATION There are three mitigation elements in this drainage plan. The first is erosion control from the existing area where grading activities have disturbed the soil. The second is detention of stormwater runoff from roofs after construction is completed. The third is control of erosion during and after construction of the improvements. A. Control of Erosion From Existing Disturbed Areas The regrading activities that were the cause of the Notice of Voluntary Correction were performed some weeks prior to the November 19, 2004 site visit performed in 12 conjunction with the preparation of this report. At the time of that visit, no silt was observed to have left the site. Photo 5 shows the roadside ditch at the lower comer of the subject property where any silt would have been expected to accumulate if it had been eroded from the regraded area. Photo 5 Photo 6 shows a close up view of the vegetation at the bottom of the ditch near where Photo 5 was taken. !J~~ <~:..~ ~.- .....~~ .. .. Photo 6 Since the site is well protected by existing biofiltration and no silt has been observed to have left the regraded area, it is recommended that the existing silt fencing (see 13 c 'I 6 IC: Photo 1) be left intact and the site be inspected by the owner at least monthly and after any particularly heavy rainfall events to ensure that the vegetation continues to filter and trap any silt being eroded from the regraded area. If it appears that transport of silt away from the regraded area is beginning to occur, additional mitigation measures as described below in this report (see EROSION AND SEDIMENT CONTROL plan, begirining on Page 16) should be applied. B. Stormwater Detention Pre-development runoff is calculated from the base condition of the site. Post- development runoff is calculated based on the proposed conditions noted above and listed in detail in Appendix I. The portions of the site on the slope to the east of the building site, primarily parcel 950100314, are not included in these calculations. 1. Nomenclature This drainage plan is based on analysis at the 2 yr, 25 yr, and 100 yr recurrence intervals. To simplifY reporting of data for these three storm events, runoff values are reported as three numbers in parentheses such as: (1.23, 2.34, 3.45) cfs. The first value is for the 2 yr event, the second for the 25 yr event, and the last for the 100 year event. Units are listed after the parenthetical values and are typically given in cfs. For the example given, the 2 year flow is 1.23 cfs, the 25 year flow is 2.34 cfs, and the 100 year flow is 3.45 cfs. 2. Pre-development Runoff As noted above, a catalog of assumed pre-development conditions and calculations of the pre-development, weighted runoff curve numbers is included in Appendix I. These are the conditions that prevailed before development of the site. Under these conditions, the site has a weighted runoff curve number of 82.0. Complete calculations of the pre-development runoff are contained in Appendix III. The pre-development runoff from the entire site is calculated to be (0.0379, 0.1314, 0.1603) cfs. 3. Post-development Runoff A catalog of assumed post-development conditions and calculations of the post- development, weighted runoff curve numbers is included in Appendix I. These are the conditions that will prevail after development of the site. Under these conditions, the pervious portions of the site will have a weighted runoff curve number of 82.2; the impervious portions, 98.0. b 14 Complete calculations of the post-development runoff are contained in Appendix IV. The undetained post-development runoff from the entire site is calculated to be (0.0268,0.0941,0.1150) cfs. 4. Detention System Operation The detention system is designed to meter runoff such that the total offsite runoff does not exceed the pre-development runoff of (0.0379,0.1314,0.1603) cfs. Only runoff from the impervious portions of the site (roofs) will be subject to detention. Runoff from pervious portions will flow uncontrolled. These uncontrolled flows from pervious portions of the site will be (0.0268,0.0941,0.1150) cfs. Subtracting uncontrolled flows from the maximum allowable releases yields the detention system release rates: (0.0379,0.1314,0.1603) cfs - (0.0268,0.0941,0.1150) cfs maximum offsite runoff rates uncontrolled runoff rates (0.0111, 0.0373, 0.0543) cfs maximum detention system release rates Uncontrolled flows from impervious areas will be (0.0214, 0.0400, 0.0452) cfs. These flows will be routed into the detention system and released at rates not to exceed the maximum detention system release rates determined above. 5. Detention System Routing Complete calculations of the system routing, including a staging table are included as Appendix V. Construction detail drawings for the detention system are included at the back of this report. C. Construction Phase and Permanent Erosion Control The following portion of this plan contains a complete erosion and sediment control plan for this site. It provides for control of erosion and sediment both during and after construction. Much of the text of the erosion and sediment control plan is general in nature and is provided to explain the required provisions for this particular site and to provide guidance in the event that unforeseen circumstances requires additional protection. Required measures specific to this project are listed beginning on page 16. 15 IV. EROSION AND SEDIMENT CONTROL PLAN This portion of the plan was prepared with the goal of preventing damage to adjoining or downstream properties due to erosion and sediment deposition and preventing the degradation of the quality of the receiving waters during the construction phase of this project. To ensure that the prOVISIOns of this Erosion and Sediment Control Plan are followed during construction, the complete text of this Erosion and Sediment Control Plan should be included in the construction plans for this project. Where formal construction plans will not be prepared for all or portions of the work, a copy of this document should be made available to the contractor and appropriate subcontractors. Subcontractors that will not be receiving copies should be made aware of the plan's existence and advised of where copies can be obtained. Water quality controls, commonly referred to as Best Management Practices, or BMPs, are necessary to prevent three distinct types of impacts. The first consists of damage done as the result of soils being taken up by running water. This type of damage typically consists of rilling, rutting and loss of topsoil. The next type of damage is the degradation of water quality that occurs as the water transports the smaller soil particles. The last type of damage occurs when the running water reduces its velocity and drops the suspended soils. The Erosion and Sediment Control features (BMPs) of this plan were designed to address all three types of damage with the emphasis on preventing the initial soil uptake. Successful prevention of soil uptake will also prevent damage caused by degradation of water quality and by soil deposition. While the measures described below for preventing soil uptake should theoretically prevent any removal of soil, common sense advises that additional measures will be necessary and indeed, the DOE Manual requires additional measures. These additional measures will allow deposition of transported soils under controlled conditions before flows leave the project site or enter the receiving waters. The specific types of BMPs and their locations are described immediately below. Specific details of the BMPs are described elsewhere below. A. Site Specific Construction Phase BMPs The following BMPs shall be implemented in addition to any that may later be necessary due to changing or unforeseen site conditions. 1. The existing silt fencing should be left intact until construction for the home begins. 2. Additional silt fencing and straw bale check dams are not required unless unforeseen circumstances arise as described herein. While not required, it should be noted that the installation of a low silt fence parallel to and near the slope will work to prevent encroachments of construction equipment in the area. 16 ,) 3. Runoff from the site during construction shall be routed to the west of the building site into existing drainage paths. 4. Every effort shall be made to ensure that existing flow patterns away from the top of the slope are preserved both during and after construction. 5. Other appropriate BMPs such as limitations on access routes, minimization of soil disturbing activities, etc. as described below shall be implemented if necessary to accomplish the objectives of this plan. It is expected that minor adjustments, especially the installation of additional BMPs where an unexpected need arises, will be necessary during the construction phase of this project. For this reason, discussions of various BMPs that are not specifically required are included below. These BMPs should be considered as being held in ready reserve against the possibility that they will be needed. The following subsections discuss the various BMPs that may be incorporated in this plan. Reasons for their use, limitations and benefits associated with specific BMPs, and additional information are provided. B. (Erosion and Sediment Control Stabilization and Sediment Trapping Requirement Number 1) These requirements are to be considered general in nature and provide a framework for deciding when and where various BMPs should be utilized. They are intended to provide guidance in quickly selecting BMPs for use in unexpected situations. They apply to both soils that are not yet at final grade and to those that are at final grade, including soil stockpiles. 1. Stabilization of Exposed Soils The stabilization of exposed soils is the single most important element of this plan. If exposed soils are protected such that soil particles are not picked up by running water, erosion will not occur. Protection of exposed soil consists of four main areas of effort. a. Minimize Disturbance of Vegetation Existing vegetation on the site comprises the best overall protection against erosion. To protect this resource and to keep the risk of erosion at a minimum, clearing and grading activities outside of the areas necessary to construct the improvements shall be kept to an absolute minimum. Patches of existing vegetation that are within the clearing/grading limits and may be left intact without hindering the project, shall be left alone whenever possible. Care shall be taken that existing vegetation is left intact wherever possible around the perimeter of the project and particularly along the lower side of the project. Vegetation in drainage corridors and immediately below soil disturbing activities is the most valuable and as such is to be provided with the most protection. 17 b. Minimize the Length of Time the Soil is Unprotected Where grading is necessary for construction activities, the grading should be delayed as long as reasonably possible to minimize the length of time that the soil is exposed to the elements. Where exposure of bare soil is necessary to accomplish certain portions of the work, such portions of the work should be completed promptly in order to reduce the chance of an erosive rainfall event catching the soil unprotected. c. Ensure Prompt Revegetation of Disturbed Areas Every effort shall be made to ensure a healthy stand of protective vegetation is established as soon as possible. Reseeding of areas which are to be planted with grass shall be accomplished within 14 days if grading operations are completed within a planting season. If grading operations are completed outside of a planting season, reseeding shall occur within 7 days following the beginning of the next planting season. If substantial portions of the project are ready for reseeding at the beginning of or during a planting season, such portions may be promptly reseeded without waiting for completion of work on other portions of the project. Planting seasons are considered to be between March 1 and May 15 and between August 15 and October 1 where irrigation is impractical. Where irrigation is practical, the planting season is considered to be between March 1 and October 1. The following seed mix has been tested and found to be adequate for use for erosion control and for slope stabilization in Western Washington: Seed Type Percent by Weight Chewing Fescue Colonial Bentgrass, Var. Astoria Perennial Rye White Clover 40 10 40 10 100 Other mixes, selected with regard for the soils, uses of the site, method of application, and expected weather may be used if desired. The recommendations of the seed supplier should be sought and strongly considered in selecting a mix. If the season or construction scheduling will not allow prompt revegetation of an area where construction activities have been completed, the area should be covered with plastic sheeting, straw, mulch or other covering chosen to match 18 6 the situation and with due regard for the length of time that the area is expected to remain uncovered. d. Protective Coverings Protective coverings are highly recommended for application to exposed soils that are not being actively worked for an extended period of time. An extended period of time is considered to be 14 days between October 1 and April 30 or 45 days between May 1 and September 30. Protective coverings include plastic sheeting, straw, mulch, commercial sod and other coverings. The particular type of protective covering used should be chosen based on the steepness of the slope of the area to be covered, the size or the area to be covered, the time of year, the length of time the covering will remain, proximity to wetlands or other sensitive areas, the amount of existing vegetation between the exposed soil and the downhill project boundary, cost, and the visual impact ofthe covering. The best covering is existing vegetation, which should be disturbed as little as possible. Commercial sod is the next best covering but its use is often precluded by cost. Clear plastic sheeting is suitable for steep slopes but is difficult to apply and maintain in moderate to high winds. Black plastic sheeting is not appropriate during growing seasons except for short periods of time. Loose straw, either straight from bales or shredded, makes an adequate ground covering on gentle to moderately steep slopes (no steeper than 2 horizontal to 1 vertical) if it is wet to the point of limpness. Straw is generally effective where the distance from the top to the toe of the slope is no more than 100 feet. Early application of gravel bases, pavements, and special landscaping items such as washed rock over plastic sheeting is considered to be a suitable protective covering where otherwise required. 2. Sediment Trapping Storm water runoff from areas of exposed soil shall not be permitted to leave the project site without first having passed through an appropriate sediment trapping system or device. The type of sediment trap should be chosen based on the potential for erosion from exposed soils, the expected velocity and depth of flows, the proximity to downstream sensitive areas, and the length of time that the upstream soils will remain exposed to the elements. a. Sheet Flow Through Grassy or Heavily Vegetated Areas Runoff from exposed slopes that are less than 150 feet from top to bottom (measured along the slope) can be adequately treated by routing flows through bands of dense grass or other heavy vegetation. The vegetated band should be a minimum of one fifth as wide as the width of the exposed slope, but no narrower 19 h than 10 feet. For example, a band of exposed soil 75 feet wide should have a minimum of 15 feet of dense grass for sediment trapping. The vegetated band width above is for a slope no steeper than 10 percent. Where the slope of the vegetated area is between 10 and 20 percent, add 50 percent to the minimum width. Where the slope is greater than 20 percent, the minimum width should be doubled. For this type of sediment trapping system to be effective, flows must cross the vegetated area in sheet flows. If flows are expected to arrive at the vegetated band in concentrated flows, creation of a small artificial delta may be necessary to force a sheet flow. b. Grassy Swales Grassy swales is used to treat runoff from larger areas than sheet flows across bands of vegetation. Although grassy swales are usually thought of as permanent features, they can often be utilized during the construction phase. Unfortunately, there is usually insufficient time before the main construction effort to reshape landforms to provide the necessary slopes, widths, etc., and grow vegetation in the swale. Either an area must be found that is already vegetated and that meets the minimum requirements for a grassy swale or commercial sod must be placed along the sides and bottoms of the swale immediately after the swale is constructed. The following standard requirements for grassy swales were taken from the Draft Stormwater Guidelines published by the Washington State Department of Fisheries in 1990 and are recommended for use here due to their simplicity. More specific design criteria are more appropriate for use on large or complex sites. 1. Soils Gravelly and coarse sandy soils should be avoided in order to maximize water contact with vegetation and the soil surface. 11. Design Criteria The grassy swale should be designed based on a two-year, 24-hour peak flow and the following: (A) Velocity Velocities should be less than 1.50 feet per second. (B) Depth of Flow The flow depth should be less than 4 inches. \ to ;J 20 (C) Slope The longitudinal slope should average two to four percent. Rock or log check dams or terraces should be installed as necessary to achieve slopes of less than four percent. 111. Dimensions Grassy swales should be located to obtain maximum length. If less than 200 feet long, the width should be increased by an amount proportional to the reduction below 200 feet in order to obtain the same area of vegetation contact. IV. Side Slopes Side slopes should be no steeper than three horizontal to one vertical. c. Interceptor Swales Interceptor swales are shallow trenches constructed with a single pass of a large dozer equipped with one to three ripper teeth. The preferred configuration of ripper teeth for construction of interceptor swales is two teeth positioned on the outside of the ripper assembly. This type of swale construction will tear through existing sod without removing it. Leaving the sod in place will protect against erosion of the swale bottom on steeper slopes. Swales thus constructed are intended to intercept sheet flows and infiltrate them into the soil. When flows are greater than can be infiltrated, the swales will provide a path for runoff of excess flows. Such excess flows will run along the swale until they are either infiltrated or they enter interceptor ditches. Interceptor swales are especially effective adjacent to property lines which run more or less straight up and down a slope and where only sheet flows are to be intercepted. In order to be effective, the surface of the ground must not be regraded during the life of the swale. Grading or blading of the surface of these swales will defeat their purpose. Construction of interceptor swales causes only minimal disruption of the ground contours. For this reason the swales need not be removed or otherwise treated at the end of their usefulness. d. Other Sediment Trapping Devices and Systems Many other effective sediment trapping systems and devices are listed in Table II-2.1 of the 1992 DOE Manual. Complete details and descriptions of them are included elsewhere in the DOE Manual. They should be used where appropriate and as described in the Manual. "J 21 C. Delineate Clearing and Easement Limits (Erosion and Sediment Control Requirement Number 2) Appropriate clearing limits, property lines, easement lines, and similar boundaries shall be determined prior to starting construction. Clearing, grubbing, grading and similar operations shall not begin until the appropriate limits are staked in the field. Once these stakes are set, care shall be taken that the stakes are not disturbed. D. Protection of Adjacent Properties (Erosion and Sediment Control Requirement Number 3) As required by the DOE Manual, no flows from exposed or disturbed soils are to leave the project site without first having been treated with some type of sediment trapping/filtering system or device. The proposed arrangement of these devices and systems is described above. The individual items are discussed in more detail in the section on Sediment Trapping above. The protective measures shown on the site plan are designed to prevent sediment deposition on adjacent properties. To the extent that the various items are constructed as designed and other work on the site progresses as envisioned, sediment should not be deposited on neighboring properties. Last minute changes in other items of work on this project, responses to previously unknown site conditions, or unexpected weather may require that revisions to the sediment trapping provisions of this plan be made rapidly. To this end, the previous section on Sediment Trapping contains design criteria, comments, information about BMPs, and similar information that is intended to be used in rapidly responding to changing needs and changing site conditions. As soon as a previously unexpected threat to adjacent properties becomes apparent, sufficient measures shall be taken to either eliminate the source of the threat or to provide an adequate level of defense against the threat. The measures taken shall provide a level of defense against sediment deposition on adjacent properties at least as secure as those provided by the remainder of this plan. E. Timing and Stabilization of Sediment Trapping Measures (Erosion and Sediment Control Requirement Number 4) It is essential that the various sediment trapping systems and devices be constructed prior to exposing the upslope soils to the elements. Both the timing of construction of the measures and the stabilization of the slopes of the structural BMPs are mandatory parts of this plan. 1. Timing of Installation of BMPs In keeping with the goal of providing positive sediment trapping or removal for all runoff from exposed soils before the runoff leaves the project site, no soil shall be exposed, or grading operations performed, until all of the required BMPs in the drainage path below the area to be exposed have been completed. Clearing, grubbing, and grading operations necessary for the construction of the BMPs are excepted from this requirement. 22 (.; \) 2. Stabilization of slopes of structural BMPs It is critical that the slopes of ditches, berms, ponds, and similar structural items be stabilized. These slopes will not only shed as much silt as any other exposed slope, but their erosion could cause the failure of the structural BMP. This could easily result in the failure of the BMP to perform its task of forcing sediment deposition to occur in a controlled location. This would leave open the potential for erosive transport of soil from a much larger area than that originally exposed on the slope of the BMP. F. Cut and Fill Slopes (Erosion and Sediment Control Requirement Number 5) Newly created slopes shall be covered or otherwise protected as provided for elsewhere in this plan. The faces of newly created fill slopes shall be well compacted. Since it is often impossible for typical compaction equipment to adequately compact the outer one to three feet of a fill, it will be necessary for compaction equipment to be operated up and down the face of the slope after the fill is completed. Operating tracked equipment in this manner will provide a certain amount of slope roughness which is desirable in slowing the velocity of running water and in retaining seed and fertilizer. After cut or fill slopes are covered, they should be monitored to ensure that the covering is functioning as intended and that rills are not forming under or through the covering. G. Controlling Off-Site Erosion (Erosion and Sediment Control Requirement Number 6) The BMPs specified by this plan are intended to prevent damage to downstream and/or adjoining properties. To the extent that construction of this project is performed as intended and all elements of this plan are implemented, there should be no off-site erosion. It is possible that extensive covering of slopes and similar practices could increase the volume of peak floods, especially if a storm event greater than a two year event were to occur before the site were completely revegetated and the stormwater infiltration/detention systems completed. The possibility of this occurring increases significantly if construction is delayed and exposed slopes must be covered through a winter rainy season instead of having been successfully revegetated. While this is not expected to occur, it is possible that the vagaries of the construction trade will cause this to happen. If this does occur, downstream drainage channels shall be inspected before the end of the Fall planting season and an inventory made of areas where increased flows would reasonably be expected to cause erosion. Such areas shall then be protected in a manner consistent with the goals and guidelines included within this plan. Those BMPs noted above as being held in "ready reserve" on this project may be brought up to active status by their use in such off-site situations. 23 H. Stabilization of Temporary Channels and Outlets (Erosion and Sediment Control Requirement Number 7) Channels, slopes, embankments, trenches, and similar areas of disturbed soil which are required for the implementation of this erosion control plan shall be subject to the same erosion control requirements as other portions of the project. In addition to the general protective requirements, specific armoring methods are included in the appropriate details. I. Underground Utility Construction (Erosion and Sediment Control Requirement Number 9) Underground utility construction shall proceed subject to the following criteria. A major source of potentially contaminated flows is from pumping or otherwise dewatering trenches. For this reason, flows discharged from pumping or other methods of trench dewatering shall be closely monitored and, except where there is no visible turbidity, treated as described below in the Section titled "Dewatering Construction Sites." Where feasible, no more than 500 feet of trench shall be opened at one time. Where consistent with safety and space considerations, stockpiles of excavated soils shall be placed on the uphill side of the trench. Any such stockpiles shall be protected from erosion as provided for in this plan. Trenches shall be backfilled and revegetated as soon as reasonably possible following placement of utilities. Wherever trenches run more or less straight up and down a slope, either the backfill shall be mounded over the trench or waterbars or similar BMPs shall be utilized as necessary to prevent the backfilled trench from becoming a water course. Simply covering the exposed soil may not prevent the trench from conveying waters. Where the upstream end of a pipe is subject to inundation, it shall be temporarily capped or plugged at the end of each day's work to prevent soil from being washed into the pipe. The underground utility locate service, 1-800-424-5555, shall be called a minimum of 48 hours (2 working days) prior to beginning any excavation and arrangements made to have all buried utilities marked. J. Construction Access Routes (Erosion and Sediment Control Requirement Number 10) It is expected that minor amounts of soil will be tracked onto paved roads, especially when unexpected circumstances such as rains and delays occur. To prevent this from becoming a nuisance or source of sedimentation, the roads shall be cleaned thoroughly at the end of each day if there is evidence of any significant accumulation of soil. Sediment shall be removed from roads by shoveling or sweeping and be transported to a controlled sediment disposal area. Washing of the street shall be allowed only after 24 sediment is removed in this manner. Wherever construction, delivery, and similar vehicles enter paved roads from this project, the following provisions shall be followed to minimize the transport of soil onto the paved road. During periods of dry weather (where the soil is too dry to adhere to the tires of construction vehicles) construction vehicles may access paved streets directly from the project site with monitoring and occasional sweeping of the paved street as necessary to prevent accumulations of soil. During periods of wet weather (where soil readily adheres to the tires of vehicles) the vehicles may access graveled roads directly from the project site as necessary, but shall not access paved roads without first having been routed over areas where existing grass or other vegetation remains or routed down a minimum of 150 feet of graveled road. Access routes over grass or other vegetation shall be changed occasionally to ensure that wheel ruts are n~t allowed to develop and that the vegetation is not unduly worn down. K. Removal of Temporary BMPs (Erosion and Sediment Control Requirement Number 11) Temporary Erosion Control Facilities shall be promptly (within 60 days) removed, once their presence is no longer required. During their removal, any entrapped sediment shall be disposed of in suitable locations on the project site where they will not be subject to erosion. Disturbed areas left after the removal of sediments shall be promptly stabilized. As an alternate to the removal of entrapped sediments, they may be stabilized in place by the application of suitable BMPs such as sodding, mulching, seeding, etc. In no case shall sediments be left in a channel or where they would be washed into receiving waters by the next storm. The role of the Erosion Control Facilities is to prevent sediments from entering waters, not to merely delay it until after construction is completed. L. Dewatering Construction Sites (Erosion and Sediment Control Requirement Number 12) Discharges from pumps used in dewatering trenches or other portions of a construction site shall be dispersed by one of the following methods: Directing flows onto existing heavily vegetated areas. If this is done, the flows shall be directed against objects such as old tires or stumps, capable of disrupting concentrated flows. Directing flows onto a pad constructed of clean, pit run gravel or washed drain rock or pea gravel. The pad shall be a minimum of 15 feet square and flows shall be directed into a circle of 6 - 8 inch diameter stones to assist in dispersing flows into sheet flows. ,\ 25 F~n r> tJ Directing flows directly into a grassy swale or other sediment trapping EMP, constructed per this plan. In no case shall flows discharged from a pump be allowed to remain as a concentrated flow. Every effort shall be made to break the flows into sheet flows. In all cases, flows from dewatering shall be routed through a sediment trapping EMP before being released off of the site. M. Control of Pollutants Other than Sediment (Erosion and Sediment Control Requirement Number 13) All potential pollutants other than sediments that may occur on the site during the construction process shall be handled and disposed of in a manner that does not cause contamination of stormwater. 1. Control of Toxic Substances No toxic or noxious substances shall be used, stored or disposed of on or off the project site in conjunction with the project except in full compliance with all applicable federal, state and local laws and regulations and the recommendations of the supplier of the substance. The product label or instructions for use and the Material Safety Data Sheets (MSDS) for such products shall be kept on the site until the product has been used up or removed from the site and properly disposed of. While not commonly thought of as a hazardous material, common fertilizer can be very damaging if allowed to enter receiving waters. Fertilizers shall only be used in accordance with the recommendations of the supplier and any concentrations such as dribbles or leaks shall be cleaned up. In the event of a spill or other unusual event involving toxic or hazardous materials, work in the vicinity shall be immediately stopped and the following agencies notified: Washington State Department of Ecology, (206) 459-6000 during normal business hours or (206) 753-2353 after hours. If the incident presents a threat to life, health, or property, the Fire and Police Departments shall be notified by dialing 911. 2. Petroleum Spills The following requirements are included to ensure compliance with Part 40 of CFR 112 in cases where SPCC Plans are required. They shall be followed on all projects. Storage of fuel for construction vehicles and fueling of construction vehicles shall be performed in accordance with the following requirements: ,~~ u 26 a. Driver Training All employees assigned to operate fuel trucks will be properly trained in appropriate regulations and safety procedures. Training shall include proper inspection and use of tanks, hatches, valves, pumps, hoses and fuel delivery equipment. b. Fueling of Vehicles Fuel nozzles shall be locked when not attended and hoses shall be rewound or otherwise properly stored when not in use. Unattended fueling which relies on the proper operation of automatic shutoff nozzles shall not be permitted. c. Parking of Fuel Tankers Parking areas for fuel trucks shall be selected such that spills will not leave the area. Fuel trucks shall not be parked closer than 25 feet to a conveyance BMP such as a grassy swale or interceptor swale. When fuel trucks must be taken to other portions of the project to fuel equipment, they must be continuously attended or returned to the staging/storage area. Fuel trucks shall be locked with the wheels chocked when unattended and not in use. d. Containment of Spills Spills shall be immediately diked and every effort made to stop spillage. Each fuel truck shall carry a long handled shovel for use in containing spills. In the event of a spill, the U. S. Environmental Protection Agency, Seattle, Washington (206) 442-1263, shall be notified as soon as possible. If the magnitude ofthe spill is such that it presents an immediate threat to life, health, or property, it shall be promptly reported by dialing 911. N. Maintenance (Erosion and Sediment Control Requirement Number 14) This section constitutes the Operation and Maintenance Manual for the erosion and sediment control BMPs used during the construction phase of this project. Most of the various BMPs required to maintain water quality during the construction phase of this project are of a temporary nature. They are neither intended nor expected to remain in service for months at a time. The typical BMP often has a life expectancy of only 6 - 12 weeks unless time and effort are expended to bring it back to its original condition. Foul weather, rough use, overloading and similar conditions will reduce the life of these items. It is critical that all of the erosion and sediment control BMPs be maintained in their intended condition until they have served their purpose and are ready to be removed. The project foreman shall inspect the various parts of the system at least once daily during rainy weather. In addition, the foreman shall perform additional inspections during or immediately after significant rainfall. Any damaged or non-functioning ( components ofthe system shall be repaired before noon of the next day. 27 In addition to verifying that the various BMPs are functioning as intended, the foreman shall check for formation of rills, deposits of silt and similar indications that the system is not functioning properly. If it is found that the system is not performing its role in preventing erosion and sedimentation, additional BMPs shall be provided as necessary. Specific maintenance instructions for the various erosion and sediment control BMPs are contained in the DOE Manual. O. Financial Responsibility Construction, operation, maintenance, replacement, and final removal of the erosion and sedimentation control BMPs is an integral part of the construction of this project. When referenced as such by the construction contract or similar documents, this plan forms a part of the construction plans for this project. In such cases the erosion and sedimentation control work is covered under applicable financial instruments such as the contractor's and developer's bonds to the same extent as all other items of work shown in the construction plans. . \ 1 0 . 28 APPENDIX I - RUNOFF CURVE NUMBER CALCULATIONS \ i (] '" N Ul '" ... " <1l '" 0 ",Z_ o '" r:: r:: :> 0 a~- o r:: o x ->: 000000 000000 M CONlll COCO r--r--COCOO\O'l <1l Ul '" '" ... ... ->: ~ 000000 000000 000000 000000 000000 000000 o o .... ... o o o o o o 00 00 o o o o o 00 o ri <1l '" ... ->: Ul " o 'n :> ... '" ~ H ri <1l JJ o 10-< .,. o o o o ri o In In"'.... ID " .... o o . 'll00 IlIID 0'1 r-I .. 11 r:: III .... :;:.n:> ~... .<l 0 Po III " "" 'll III '" :1! ~~g1ll6g '" a'll'.<l In QJ tn.......~>. - Ul III III III '" :J 'll '" .... :;: III III &:: ::I...... co r-I tJI ~ ~ ~i~'~~j Ii> z------------------------ " o ,., Ii> > Ii> Q I Ii> cr: " '" N -n Ul ri '" " ... <1l " rl <1l JJ o 10-< , Ul " o 'n :> ... '" ~ H Ul Z o H 10-< ->: ,., :J o ,., ->: o cr: Ii> '" ~ '" 0 ",z_ g ~ 8 " ...- cr: " o Ii> ~ :J u r.. r.. o ~ Ul " o -n :> ... '" " '" OJ <1l r:: 'n <1l ... P ... '" :>, o Z 10-< o Ii> t-:> o cr: " " III .<l " " ... ,Q <ll '" III ~ ... "" C7I ... " .... III o .... OlD '" " 0 ... 0 " " III o '" r:: o o N x ->: 000000 000000 NCON1ll00Q) f"'Ot'COCOO\O'l <1l Ul '" " ... ... ->: ~ 000000 000000 000000 00111000 OONOCO 000000 " III C7I ... " .... " o .<l " e ,Q <ll '" III ~ ... "" ... OlD '" " 0 ... 0 " " '" '" Ul :J '0 r:: III ,., o In In....... ID " .... o o . 'lloo III ID tJlr-I .. 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" o '" '" o s:1 " cr: '" 01 <1l ... '" .\: '0 '" JJ .r: OJ 'n '" :;0 '" 0 "'z o '" r:: r:: :> u a...- " o Ul " o 'n :> ... '" ~ H OM '" rl r:: u x ->: 000000 000000 NCONLllCOCO t't'COCOG'lO'\ III Ul '" '" ... ... ->: ~ 000000 oooor--1ll 0000\0.-1 00001"1.-1 000000 000000 o o .... ... o o o o o o 'll III Po o ri III :> III 'g " III I:: ... I:: 'j ~ N '" r--o o o <Xl C7I o o o o o .; o N 0) "" o o .,. o o 0) fi 10-< Z Ii> Z ~~----------------------- o ,., Ii> > Ii> P I 10-< Ul o " N 0) '0 '" '0 s:1 " o ... ri '" " ... III " '" ... ... JJ r:: Ii> '" o ... '" ,Q 9 z '" :> ... " o '" '" o s:1 a '" 01 III ... '" .\: '0 '" JJ .r: 01 ... '" :;0 JJ r:: '" Ii 0. o ri '" :> '" '0 '" ... " '" 0 "'z o r:: a Ul " o 'n :> ... '" " tJ III .<l " e ,Q <ll '" III ~ ... "" C7I ... tJ .... III o .... OlD '" " 0 ... 0 tJ " III '" Ul :J '0 s:1 III ,., o In In ... .... ID " .... o o 'lloo III ID tn r-I .. II I:: Ill.... :;:...:> ~... .<l 0 Po III " "" 'll III '" :1! :;: III tJ III 6 0 e ~ ~ '.<l:;; lll.... I:: :>. III III III '" 'll ....... :;: III <D I:: ".... Ill.... III g~~'~~~ <II 11<'" I'll!: {!l Mr-- M N s:1 o '" ri ri x ->: '" s:1 :> 0 ... " o 000000 000000 NCONU')COCO r--ro-COCOO'lO'l III Ul '" '" ... ... ->: ~ 000000 000\0'100 00'-000;100 oOCOr-lOO 00"';000 000000 tJ III .<l " e ,Q <ll '" III ~ ... "" C7I ~ ... tJ .... III o ... OlD '" " 0 ... 0 " " III '" Ul :J '0 s:1 III ,., o In In....... ID".... o o . 'lloo III ID tn r-I .. II I:: Ill.... :;:...:> ~... .<l 0 Po III " "" 'll III ... ~ ~ III tJ III 11 0 H ~ ~ ...t: ~ 1ll....1:::>. ~ <D III III ... 'g~~~~~ g~~'~~~ <II 11<'" I'll!: (!l 'll <D go .... <D ~ 'll I:: " III ,I:: .... I:: 1 ~ o o .... ... o o o o o o III '" ... ->: Ul " o ... :> ... '" ~ H ri III JJ o 10-< 'll <D go .... <D ~ 'g " III I:: ... I:: 'j ~ o o o I o o <Xl C7I 00 0)0 ri 0 00 NO 00 I II 11 III III '" '" ... ... ->:->: Ul ... " '" 0'0 'n s:1 :> 'n ... III '" Ii " '" cr: ri III JJ o JJ ,Q " Ul fiN '" 0 'N '" . ri 0 .,. 00 0 0) N 0 riO) 0 0"" '" NO N 00 0 II II III III '" '" ... ... ->:->: Ul Ul " " o 0 -...... 'r-! :> :> ... ... '" '" " ~ riH III JJrl o III 10-< JJ o 10-< N N N 0) III '" ... ->: rl III JJ o 10-< o 0) fi '0 '" '0 s:1 " o ... I:l o 'n JJ ... o " Ul " o 'n :> ... '" ll: H '" o ... '" ,Q 9 z '" :> ... " o '" 4-l o r:: " cr: '" .\: '0 '" JJ .r: OJ 'n '" :;0 M '" <Xl N 0) '0 '" '0 s:1 " o ... ;;j '" '0 s:1 " o ... ri '" " ... III " '" H 'n JJ I:l Ii> r:: o 'n JJ ... o " '" o H '" ,Q 9 z Ul " o 'n :> H '" " '" :> ... " o '" o H '" ,Q 9 z '" :> H " o '" '" o r:: a '" OJ III H '" :> ->: '0 '" JJ .r: 01 'n '" :;0 '" '" o r:: a JJ s:1 '" Ii 0. o rl '" :> '" '0 JJ Ul o " '" .\: '0 '" JJ .r: OJ 'n '" :;0 c ..J APPENDIX II - RAINFALL HYDRO GRAPH CALCULATIONS PROJECT: Moyer Drainage 2 yr storm (A) Total Basin Area = 10890 sq ft = Storm Duration = Peak Rainfa11 Intensity Total Rainfall Volume Total, 24 hr rainfall Standard SCS Type 1A 24 hr hyetograph (adj'd) from King Co Drn Manual Time (min) % Cumulative preeip % Preeip o 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360 370 380 0.00 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.50 0.50 0.50 0.50 0.50 0.50 0.60 0.60 0.60 0.60 0.60 0.60 0.70 0.70 0.70 0.70 0.70 0.70 0.82 0.82 0.82 0.82 0.82 0.82 0.95 0.95 0.95 0.95 0.00 0.40 0.80 1. 20 1. 60 2.00 2.40 2.80 3.20 3.60 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.60 8.20 8.80 9.40 10.00 10.60 11.30 12.00 12.70 13.40 14.10 14.80 15.62 16.44 17.26 18.08 18.90 19.72 20.67 21.62 22.57 23.52 Time (hrs) 0.00 0.17 0.33 0.50 0.67 0.83 1. 00 1.17 1. 33 1. 50 1. 67 1. 83 2.00 2.17 2.33 2.50 2.67 2.83 3.00 3.17 3.33 3.50 3.67 3.83 4.00 4.17 4.33 4.50 4.67 4.83 5.00 5.17 5.33 5.50 5.67 5.83 6.00 6.17 6.33 0.2500 Ae 24 hr 0.180 efs 1997 eu ft 2.20 in Rainfall Data Total Basin Rainfall P (efs) 0.0000 0.0133 0.0133 0.0133 0.0133 0.0133 0.0133 0.0133 0.0133 0.0133 0.0133 0.0166 0.0166 0.0166 0.0166 0.0166 0.0166 0.0200 0.0200 0.0200 0.0200 0.0200 0.0200 0.0233 0.0233 0.0233 0.0233 0.0233 0.0233 0.0273 0.0273 0.0273 0.0273 0.0273 0.0273 0.0316 0.0316 0.0316 0.0316 Cumulative Preeip Preeip Depth Depth Pr Pre {in} (in) 0.0000 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0110 0.0110 0.0110 0.0110 0.0110 0.0110 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0154 0.0154 0.0154 0.0154 0.0154 0.0154 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0209 0.0209 0.0209 0.0209 0.0000 0.0088 0.0176 0.0264 0.0352 0.0440 0.0528 0.0616 0.0704 0.0792 0.0880 0.0990 0.1100 0.1210 0.1320 0.1430 0.1540 0.1672 0.1804 0.1936 0.2068 0.2200 0.2332 0.2486 0.2640 0.2794 0.2948 0.3102 0.3256 0.3436 0.3617 0.3797 0.3978 0.4158 0.4338 0.4547 0.4756 0.4965 0.5174 i I") PROJECT: Moyer Drainage 2 yr storm (A) ------------------------------------------------------------- Total Basin Area = 10890 sq ft = Storm Duration = Peak Rainfall Intensity Total Rainfall Volume Total, 24 hr rainfall Standard SCS Type lA 24 hr hyetograph (adj'd) from King Co Drn Manual Time (min) % Cumulative Precip % Precip 390 400 410 420 430 440 450 460 470 480 490 500 510 520 530 540 550 560 570 580 590 600 610 620 630 640 650 660 670 680 690 700 710 720 730 740 750 760 770 0.95 0.95 1. 33 1. 33 1. 33 1. 80 1. 80 3.40 5.40 2.70 1. 80 1. 34 1. 34 1. 34 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.57 24.47 25.42 26.75 28.08 29.41 31.21 33.01 36.41 41. 81 44.51 46.31 47.65 48.99 50.33 51.21 52.09 52.97 53.85 54.73 55.61 56.49 57.37 58.25 59.13 60.01 60.89 61. 61 62.33 63.05 63.77 64.49 65.21 65.93 66.65 67.37 68.09 68.81 69.53 70.10 Time (hrs) 6.50 6.67 6.83 7.00 7.17 7.33 7.50 7.67 7.83 8.00 8.17 8.33 8.50 8.67 8.83 9.00 9.17 9.33 9.50 9.67 9.83 10.00 10.17 10.33 10.50 10.67 10.83 11. 00 11.17 11.33 11.50 11.67 11. 83 12.00 12.17 12.33 12.50 12.67 12.83 0.2500 Ac 24 hr 0.180 cfs 1997 cu ft 2.20 in Rainfall Data Total Basin Rainfall P (cfs) 0.0316 0.0316 0.0443 0.0443 0.0443 0.0599 0.0599 o . 1131 0.1797 0.0898 0.0599 0.0446 0.0446 0.0446 0.0293 0.0293 0.0293 0.0293 0.0293 0.0293 0.0293 0.0293 0.0293 0.0293 0.0293 0.0293 0.0240 0.0240 0.0240 0.0240 0.0240 0.0240 0.0240 0.0240 0.0240 0.0240 0.0240 0.0240 0.0190 Cumulative precip precip Depth Depth Pr Pre (in) (in) 0.0209 0.0209 0.0293 0.0293 0.0293 0.0396 0.0396 0.0748 0.1188 0.0594 0.0396 0.0295 0.0295 0.0295 0.0194 0.0194 0.0194 0.0194 0.0194 0.0194 0.0194 0.0194 0.0194 0.0194 0.0194 0.0194 0.0158 0.0158 0.0158 0.0158 0.0158 0.0158 0.0158 0.0158 0.0158 0.0158 0.0158 0.0158 0.0125 0.5383 0.5592 0.5885 0.6178 0.6470 0.6866 o .7262 0.8010 0.9198 0.9792 1.0188 1.0483 1.0778 1.1073 1.1266 1.1460 1.1653 1.1847 1.2041 1. 2234 1. 2428 1. 2621 1. 2815 1. 3009 1.3202 1.3396 1.3554 1.3713 1.3871 1.4029 1.4188 1. 4346 1.4505 1.4663 1.4821 1.4980 1.5138 1.5297 1.5422 PROJECT: Moyer Drainage 2 yr storm (A) Total Basin Area = 10890 sq ft = Storm Duration = Peak Rainfall Intensity Total Rainfal1 Volume Total, 24 hr rainfall Standard SCS Type 1A 24 hr hyetograph (adj'd) from King Co Drn Manual Time % Cumulative (min) precip % Precip 780 790 800 810 820 830 840 850 860 870 880 890 900 910 920 930 940 950 960 970 980 990 1000 1010 1020 1030 1040 1050 1060 1070 1080 1090 1100 1110 1120 1130 1140 1150 1160 0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.43 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 70.67 71. 24 71.81 72.38 72.95 73.52 74.09 74.66 75.23 75.80 76.37 76.87 77.37 77.87 78.37 78.87 79.37 79.87 80.37 80.87 81.37 81.87 82.37 82.80 83.20 83.60 84.00 84.40 84.80 85.20 85.60 86.00 86.40 86.80 87.20 87.60 88.00 88.40 88.80 Time (hrs) 13.00 13 .17 13.33 13.50 13.67 13.83 14.00 14.17 14.33 14.50 14.67 14.83 15.00 15.17 15.33 15.50 15.67 15.83 16.00 16.17 16.33 16.50 16.67 16.83 17.00 17.17 17.33 17.50 17.67 17.83 18.00 18.17 18.33 18.50 18.67 18.83 19.00 19.17 19.33 \ .. \ 0.2500 Ac 24 hr o . 180 cfs 1997 cu ft 2.20 in Rainfall Data Total Basin Rainfall P (cfs) 0.0190 0.0190 0.0190 0.0190 0.0190 0.0190 0.0190 0.0190 0.0190 0.0190 0.0190 0.0166 0.0166 0.0166 0.0166 0.0166 0.0166 0.0166 0.0166 0.0166 0.0166 0.0166 0.0166 0.0143 0.0133 0.0133 0.0133 0.0133 0.0133 o . 0133 0.0133 0.0133 0.0133 0.0133 0.0133 0.0133 0.0133 0.0133 0.0133 Cumulative Precip Precip Depth Depth Pr Prc (in) (in) 0.0125 0.0125 0.0125 0.0125 0.0125 0.0125 0.0125 0.0125 0.0125 0.0125 0.0125 0.0110 0.0110 0.0110 0.0110 0.0110 0.0110 0.0110 o . 0110 o . 0110 0.0110 0.0110 0.0110 0.0095 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 1. 5547 1.5673 1.5798 1.5924 1.6049 1.6174 1.6300 1.6425 1.6551 1.6676 1.6801 1.6911 1. 7021 1.7131 1.7241 1.7351 1.7461 1.7571 1. 7681 1.7791 1.7901 1.8011 1. 8121 1.8216 1.8304 1.8392 1.8480 1.8568 1.8656 1.8744 1.8832 1.8920 1.9008 1. 9096 1. 9184 1. 9272 1. 9360 1.9448 1.9536 PROJECT: Moyer Drainage 2 yr storm (A) ------------------------------------------------------------- Total Basin Area = 10890 sq ft = Storm Duration = Peak Rainfall Intensity Total Rainfall Volume Total, 24 hr rainfall Standard SCS Type 1A 24 hr hyetograph (adj'd) from King Co Drn Manual Time (min) 1170 1180 1190 1200 1210 1220 1230 1240 1250 1260 1270 1280 1290 1300 1310 1320 1330 1340 1350 1360 1370 1380 1390 1400 1410 1420 1430 1440 1450 1460 1470 1480 1490 1500 % Cumulative Precip % precip 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.00 0.00 0.00 0.00 0.00 0.00 100.00 89.20 89.60 90.00 90.40 90.80 91. 20 91. 60 92.00 92 .40 92.80 93.20 93.60 94.00 94.40 94.80 95.20 95.60 96.00 96.40 96.80 97.20 97.60 98.00 98.40 98.80 99.20 99.60 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Time (hrs) 19.50 19.67 19.83 20.00 20.17 20.33 20.50 20.67 20.83 21. 00 21.17 21.33 21. 50 21. 67 21.83 22.00 22.17 22.33 22.50 22.67 22.83 23.00 23.17 23.33 23.50 23.67 23.83 24.00 24.17 24.33 24.50 24.67 24.83 25.00 0.2500 Ac 24 hr 0.180 cfs 1997 cu ft 2.20 in Rainfall Data Total Basin Rainfall P (cfs) 0.0133 0.0133 0.0133 0.0133 0.0133 0.0133 0.0133 0.0133 0.0133 0.0133 0.0133 0.0133 0.0133 0.0133 0.0133 0.0133 0.0133 o . 0133 0.0133 0.0133 0.0133 0.0133 0.0133 0.0133 0.0133 0.0133 0.0133 0.0133 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Cumulative precip Precip Depth Depth Pr Prc (in) (in) 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 2.2000 1. 9624 1.9712 1.9800 1. 9888 1. 9976 2.0064 2.0152 2.0240 2.0328 2.0416 2.0504 2.0592 2.0680 2.0768 2.0856 2.0944 2.1032 2.1120 2.1208 2.1296 2.1384 2 . 1472 2.1560 2.1648 2.1736 2.1824 2.1912 2.2000 2.2000 2.2000 2.2000 2.2000 2.2000 2.2000 PROJECT: Moyer Drainage 25 yr storm (B) Total Basin Area = 10890 sq ft = Storm Duration = Peak Rainfall Intensity Total Rainfall Volume Total, 24 hr rainfall Standard SCS Type 1A 24 hr hyetograph (adj'd) from King Co Drn Manual Time % Cumulative (min) Precip % Precip o 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360 370 380 0.00 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.50 0.50 0.50 0.50 0.50 0.50 0.60 0.60 0.60 0.60 0.60 0.60 0.70 0.70 0.70 0.70 0.70 0.70 0.82 0.82 0.82 0.82 0.82 0.82 0.95 0.95 0.95 0.95 0.00 0.40 0.80 1. 20 1. 60 2.00 2.40 2.80 3.20 3.60 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.60 8.20 8.80 9.40 10.00 10.60 11.30 12.00 12.70 13.40 14.10 14.80 15.62 16.44 17.26 18.08 18.90 19.72 20.67 21. 62 22.57 23.52 Time (hrs) 0.00 0.17 0.33 0.50 0.67 0.83 1. 00 1.17 1. 33 1. 50 1. 67 1. 83 2.00 2.17 2.33 2.50 2.67 2.83 3.00 3.17 3.33 3.50 3.67 3.83 4.00 4.17 4.33 4.50 4.67 4.83 5.00 5.17 5.33 5.50 5.67 5.83 6.00 6.17 6.33 \ ,>' \J 0.2500 Ac 24 hr 0.327 cfs 3630 cu ft 4.00 in Rainfall Data Total Basin Rainfall P (cfs) 0.0000 0.0242 0.0242 0.0242 0.0242 0.0242 0.0242 0.0242 0.0242 0.0242 0.0242 0.0303 0.0303 0.0303 0.0303 0.0303 0.0303 o . 0363 0.0363 0.0363 0.0363 0.0363 0.0363 0.0424 0.0424 0.0424 0.0424 0.0424 0.0424 0.0496 0.0496 0.0496 o . 0496 0.0496 o . 0496 0.0575 0.0575 0.0575 0.0575 Cumulative Precip Precip Depth Depth Pr Prc (in) (in) 0.0000 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0200 0.0200 0.0200 0.0200 0.0200 0.0200 0.0240 0.0240 0.0240 0.0240 0.0240 0.0240 0.0280 0.0280 0.0280 0.0280 0.0280 0.0280 0.0328 0.0328 0.0328 0.0328 0.0328 0.0328 0.0380 0.0380 0.0380 0.0380 0.0000 0.0160 0.0320 0.0480 0.0640 0.0800 0.0960 0.1120 0.1280 0.1440 0.1600 0.1800 0.2000 0.2200 0.2400 0.2600 0.2800 0.3040 0.3280 0.3520 0.3760 0.4000 0.4240 0.4520 0.4800 0.5080 0.5360 0.5640 0.5920 0.6248 0.6576 0.6904 0.7232 0.7560 0.7888 0.8268 0.8648 0.9028 0.9408 , \ i PROJECT: Moyer Drainage 25 yr storm (B) -------------------------- ----------------------------------- Total Basin Area = 10890 sq ft = 0.2500 Ac Storm Duration = 24 hr Peak Rainfall Intensity 0.327 cfs Total Rainfall Volume 3630 cu ft Total, 24 hr rainfall 4.00 in Rainfall Data Standard SCS Type lA ----------------------------------- 24 hr hyetograph (adj'd) Total Cumulative from King Co Drn Manual Basin Precip precip ------------------------ Rainfall Depth Depth Time % Cumulative Time P Pr Prc (min) Precip % precip (hrs) (cfs) (in) (in) ------- ------- -------- ------- ------- ------- ------- 390 0.95 24.47 6.50 0.0575 0.0380 0.9788 400 0.95 25.42 6.67 0.0575 0.0380 1. 0168 410 1. 33 26.75 6.83 0.0805 0.0532 1.0700 420 1. 33 28.08 7.00 0.0805 0.0532 1.1232 430 1. 33 29.41 7.17 0.0805 0.0532 1.1764 440 1. 80 31. 21 7.33 0.1089 0.0720 1. 2484 450 1. 80 33.01 7.50 0.1089 0.0720 1.3204 460 3.40 36.41 7.67 0.2057 o . 13 60 1. 4564 470 5.40 41.81 7.83 0.3267 0.2160 1.6724 480 2.70 44.51 8.00 0.1634 0.1080 1.7804 490 1.80 46.31 8.17 0.1089 0.0720 1.8524 500 1. 34 47.65 8.33 0.0811 0.0536 1. 9060 510 1. 34 48.99 8.50 0.0811 0.0536 1.9596 520 1. 34 50.33 8.67 0.0811 0.0536 2.0132 530 0.88 51.21 8.83 0.0532 0.0352 2.0484 540 0.88 52.09 9.00 0.0532 0.0352 2.0836 550 0.88 52.97 9.17 0.0532 0.0352 2.1188 560 0.88 53.85 9.33 0.0532 0.0352 2.1540 570 0.88 54.73 9.50 0.0532 0.0352 2.1892 580 0.88 55.61 9.67 0.0532 0.0352 2.2244 590 0.88 56.49 9.83 0.0532 0.0352 2.2596 600 0.88 57.37 10.00 0.0532 0.0352 2.2948 610 0.88 58.25 10.17 0.0532 0.0352 2.3300 620 0.88 59.13 10.33 0.0532 0.0352 2.3652 630 0.88 60.01 10.50 0.0532 0.0352 2.4004 640 0.88 60.89 10.67 0.0532 0.0352 2.4356 650 0.72 61. 61 10.83 0.0436 0.0288 2.4644 660 0.72 62.33 11.00 0.0436 0.0288 2.4932 670 0.72 63.05 11.17 0.0436 0.0288 2.5220 680 0.72 63.77 11.33 0.0436 0.0288 2.5508 690 0.72 64.49 11.50 0.0436 0.0288 2.5796 700 0.72 65.21 11.67 0.0436 0.0288 2.6084 710 0.72 65.93 11.83 0.0436 0.0288 2.6372 720 0.72 66.65 12.00 0.0436 0.0288 2.6660 730 0.72 67.37 12.17 0.0436 0.0288 2.6948 740 0.72 68.09 12.33 0.0436 0.0288 2.7236 750 0.72 68.81 12.50 0.0436 0.0288 2.7524 760 0.72 69.53 12.67 0.0436 0.0288 2.7812 770 0.57 70.10 12.83 0.0345 0.0228 2.8040 PROJECT: Moyer Drainage 25 yr storm (B) Total Basin Area = 10890 sq ft = Storm Duration = Peak Rainfall Intensity Total Rainfall Volume Total, 24 hr rainfall Standard SCS Type lA 24 hr hyetograph (adj'd) from King Co Drn Manual Time % Cumulative (min) preeip % Preeip 780 790 800 810 820 830 840 850 860 870 880 890 900 910 920 930 940 950 960 970 980 990 1000 1010 1020 1030 1040 1050 1060 1070 1080 1090 1100 1110 1120 1130 1140 1150 1160 0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.43 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 70.67 71.24 71.81 72.38 72.95 73.52 74.09 74.66 75.23 75.80 76.37 76.87 77.37 77.87 78.37 78.87 79.37 79.87 80.37 80.87 81.37 81.87 82.37 82.80 83.20 83.60 84.00 84.40 84.80 85.20 85.60 86.00 86.40 86.80 87.20 87.60 88.00 88.40 88.80 Time (hrs) 13.00 13 .17 13.33 13.50 13.67 13.83 14.00 14.17 14.33 14.50 14.67 14.83 15.00 15.17 15.33 15.50 15.67 15.83 16.00 16.17 16.33 16.50 16.67 16.83 17.00 17.17 17.33 17.50 17.67 17.83 18.00 18.17 18.33 18.50 18.67 18.83 19.00 19.17 19.33 \ 0.2500 Ae 24 hr 0.327 efs 3630 eu ft 4.00 in Rainfall Data Total Basin Rainfa11 P (efs) 0.0345 0.0345 0.0345 0.0345 0.0345 0.0345 0.0345 0.0345 0.0345 0.0345 0.0345 0.0303 0.0303 0.0303 0.0303 0.0303 0.0303 0.0303 0.0303 0.0303 0.0303 0.0303 0.0303 0.0260 0.0242 0.0242 0.0242 0.0242 0.0242 0.0242 0.0242 0.0242 0.0242 0.0242 0.0242 0.0242 0.0242 0.0242 0.0242 Cumulative preeip preeip Depth Depth pr Pre (in) (in) 0.0228 0.0228 0.0228 0.0228 0.0228 0.0228 0.0228 0.0228 0.0228 0.0228 0.0228 0.0200 0.0200 0.0200 0.0200 0.0200 0.0200 0.0200 0.0200 0.0200 0.0200 0.0200 0.0200 0.0172 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 2.8268 2.8496 2.8724 2.8952 2.9180 2.9408 2.9636 2.9864 3.0092 3.0320 3.0548 3.0748 3.0948 3.1148 3.1348 3.1548 3.1748 3.1948 3.2148 3.2348 3.2548 3.2748 3.2948 3.3120 3.3280 3.3440 3.3600 3.3760 3.3920 3.4080 3.4240 3.4400 3.4560 3.4720 3.4880 3.5040 3.5200 3.5360 3.5520 PROJECT: Moyer Drainage 25 yr storm (B) Total Basin Area = 10890 sq ft = Storm Duration = Peak Rainfall Intensity Total Rainfall Volume Total, 24 hr rainfall Standard SCS Type 1A 24 hr hyetograph (adj'd) from King Co Drn Manual Time % Cumulative (min) Preeip % Preeip 1170 1180 1190 1200 1210 1220 1230 1240 1250 1260 1270 1280 1290 1300 1310 1320 1330 1340 1350 1360 1370 1380 1390 1400 1410 1420 1430 1440 1450 1460 1470 1480 1490 1500 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.00 0.00 0.00 0.00 0.00 0.00 100.00 89.20 89.60 90.00 90.40 90.80 91.20 91.60 92.00 92.40 92.80 93.20 93.60 94.00 94.40 94.80 95.20 95.60 96.00 96.40 96.80 97.20 97.60 98.00 98.40 98.80 99.20 99.60 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Time (hrs) 19.50 19.67 19.83 20.00 20.17 20.33 20.50 20.67 20.83 21.00 21.17 21. 33 21. 50 21. 67 21. 83 22.00 22.17 22.33 22.50 22.67 22.83 23.00 23.17 23.33 23.50 23.67 23.83 24.00 24.17 24.33 24.50 24.67 24.83 25.00 '\ I 0.2500 Ae 24 hr 0.327 efs 3630 eu ft 4.00 in Rainfall Data Total Basin Rainfall P (efs) 0.0242 0.0242 0.0242 0.0242 0.0242 0.0242 0.0242 0.0242 0.0242 0.0242 0.0242 0.0242 0.0242 0.0242 0.0242 0.0242 0.0242 0.0242 0.0242 0.0242 0.0242 0.0242 0.0242 0.0242 0.0242 0.0242 0.0242 0.0242 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Cumulative Preeip preeip Depth Depth Pr Pre (in) (in) 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 4.0000 3.5680 3.5840 3.6000 3.6160 3.6320 3.6480 3.6640 3.6800 3.6960 3.7120 3.7280 3.7440 3.7600 3.7760 3.7920 3.8080 3.8240 3.8400 3.8560 3.8720 3.8880 3.9040 3.9200 3.9360 3.9520 3.9680 3.9840 4.0000 4.0000 4.0000 4.0000 4.0000 4.0000 4.0000 PROJECT: Moyer Drainage 100 yr stom (C) Total Basin Area = 10890 sq ft = Stom Duration = Peak Rainfall Intensity Total Rainfall Volume Total, 24 hr rainfall Standard SCS Type 1A 24 hr hyetograph (adj'd) from King Co Drn Manual Time (min) % Cumulative Preeip % Preeip o 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360 370 380 0.00 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.50 0.50 0.50 0.50 0.50 0.50 0.60 0.60 0.60 0.60 0.60 0.60 0.70 0.70 0.70 0.70 0.70 0.70 0.82 0.82 0.82 0.82 0.82 0.82 0.95 0.95 0.95 0.95 0.00 0.40 0.80 1. 20 1. 60 2.00 2.40 2.80 3.20 3.60 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.60 8.20 8.80 9.40 10.00 10.60 11.30 12.00 12.70 13.40 14.10 14.80 15.62 16.44 17.26 18.08 18.90 19.72 20.67 21.62 22.57 23.52 Time (hrs) 0.00 0.17 0.33 0.50 0.67 0.83 1. 00 1.17 1. 33 1. 50 1. 67 1. 83 2.00 2.17 2.33 2.50 2.67 2.83 3.00 3.17 3.33 3.50 3.67 3.83 4.00 4.17 4.33 4.50 4.67 4.83 5.00 5.17 5.33 5.50 5.67 5.83 6.00 6.17 6.33 '. i (.,.". 0.2500 Ae 24 hr 0.368 efs 4084 eu ft 4.50 in Rainfall Data Total Basin Rainfall P (efs) 0.0000 o . 0272 0.0272 0.0272 0.0272 0.0272 o . 0272 0.0272 0.0272 0.0272 0.0272 0.0340 0.0340 0.0340 0.0340 0.0340 0.0340 0.0408 0.0408 0.0408 0.0408 0.0408 0.0408 0.0476 0.0476 0.0476 0.0476 0.0476 0.0476 0.0558 0.0558 0.0558 0.0558 0.0558 0.0558 0.0647 0.0647 0.0647 0.0647 Cumulative Preeip Preeip Depth Depth Pr Pre (in) (in) 0.0000 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0225 0.0225 0.0225 0.0225 0.0225 0.0225 0.0270 0.0270 0.0270 0.0270 0.0270 0.0270 0.0315 0.0315 0.0315 0.0315 0.0315 0.0315 0.0369 0.0369 0.0369 0.0369 0.0369 0.0369 0.0428 0.0428 0.0428 0.0428 0.0000 0.0180 0.0360 0.0540 0.0720 0.0900 0.1080 0.1260 0.1440 0.1620 0.1800 0.2025 0.2250 0.2475 0.2700 0.2925 0.3150 0.3420 0.3690 0.3960 0.4230 0.4500 0.4770 0.5085 0.5400 0.5715 0.6030 0.6345 0.6660 0.7029 0.7398 0.7767 0.8136 0.8505 0.8874 0.9302 0.9729 1.0157 1.0584 PROJECT: Moyer Drainage 100 yr storm (C) Total Basin Area = 10890 sq ft = Storm Duration = Peak Rainfall Intensity Total Rainfall Volume Total, 24 hr rainfall Standard SCS Type 1A 24 hr hyetograph (adj'd) from King Co Drn Manual Time (min) % Cumulative preeip % Preeip 390 400 410 420 430 440 450 460 470 480 490 500 510 520 530 540 550 560 570 580 590 600 610 620 630 640 650 660 670 680 690 700 710 720 730 740 750 760 770 0.95 0.95 1. 33 1. 33 1. 33 1. 80 1. 80 3.40 5.40 2.70 1. 80 1. 34 1. 34 1. 34 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.57 24.47 25.42 26.75 28.08 29.41 31.21 33.01 36.41 41. 81 44.51 46.31 47.65 48.99 50.33 51.21 52.09 52.97 53.85 54.73 55.61 56.49 57.37 58.25 59.13 60.01 60.89 61. 61 62.33 63.05 63.77 64.49 65.21 65.93 66.65 67.37 68.09 68.81 69.53 70.10 Time (hrs) 6.50 6.67 6.83 7.00 7.17 7.33 7.50 7.67 7.83 8.00 8.17 8.33 8.50 8.67 8.83 9.00 9.17 9.33 9.50 9.67 9.83 10.00 10.17 10.33 10.50 10.67 10.83 11. 00 11. 17 11. 33 11.50 11.67 11.83 12.00 12.17 12.33 12.50 12.67 12.83 0.2500 Ae 24 hr 0.368 efs 4084 eu ft 4.50 in Rainfall Data Total Basin Rainfall P (efs) 0.0647 0.0647 0.0905 0.0905 0.0905 0.1225 0.1225 0.2314 0.3675 0.1838 0.1225 0.0912 o . 0912 o . 0912 0.0599 0.0599 0.0599 0.0599 0.0599 0.0599 0.0599 0.0599 0.0599 0.0599 0.0599 0.0599 0.0490 0.0490 0.0490 0.0490 0.0490 0.0490 0.0490 0.0490 0.0490 0.0490 0.0490 0.0490 0.0388 Cumulative Preeip Preeip Depth Depth Pr Pre (in) (in) 0.0428 0.0428 0.0599 0.0599 0.0599 0.0810 0.0810 0.1530 0.2430 0.1215 0.0810 0.0603 0.0603 0.0603 0.0396 0.0396 0.0396 0.0396 0.0396 0.0396 0.0396 0.0396 0.0396 0.0396 0.0396 0.0396 0.0324 0.0324 0.0324 0.0324 0.0324 0.0324 0.0324 0.0324 0.0324 0.0324 0.0324 0.0324 0.0257 1.1012 1.1439 1. 2038 1. 2636 1.3235 1.4045 1. 4855 1. 6385 1.8815 2.0030 2.0840 2.1443 2.2046 2.2649 2.3045 2.3441 2.3837 2.4233 2.4629 2.5025 2.5421 2.5817 2.6213 2.6609 2.7005 2.7401 2.7725 2.8049 2.8373 2.8697 2.9021 2.9345 2.9669 2.9993 3.0317 3.0641 3.0965 3.1289 3.1545 PROJECT: Moyer Drainage 100 yr storm (C) Total Basin Area = 10890 sq ft = Storm Duration = Peak Rainfall Intensity Total Rainfall Volume Total, 24 hr rainfall Standard SCS Type 1A 24 hr hyetograph (adj'd) from King Co Drn Manual Time % Cumulative (min) Precip % Precip 780 790 800 810 820 830 840 850 860 870 880 890 900 910 920 930 940 950 960 970 980 990 1000 1010 1020 1030 1040 1050 1060 1070 1080 1090 1100 1110 1120 1130 1140 1150 1160 0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.43 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 70.67 71.24 71.81 72.38 72.95 73.52 74.09 74.66 75.23 75.80 76.37 76.87 77.37 77.87 78.37 78.87 79.37 79.87 80.37 80.87 81.37 81.87 82.37 82.80 83.20 83.60 84.00 84.40 84.80 85.20 85.60 86.00 86.40 86.80 87.20 87.60 88.00 88.40 88.80 Time (hrs) 13.00 13 .17 13.33 13.50 13.67 13.83 14.00 14.17 14.33 14.50 14.67 14.83 15.00 15.17 15.33 15.50 15.67 15.83 16.00 16.17 16.33 16.50 16.67 16.83 17.00 17.17 17.33 17.50 17.67 17.83 18.00 18.17 18.33 18.50 18.67 18.83 19.00 19.17 19.33 ,\ 0.2500 Ac 24 hr 0.368cfs 4084 cu ft 4.50 in Rainfall Data Total Basin Rainfall P (cfs) 0.0388 0.0388 0.0388 0.0388 0.0388 0.0388 0.0388 0.0388 0.0388 0.0388 0.0388 0.0340 0.0340 0.0340 0.0340 0.0340 0.0340 0.0340 0.0340 0.0340 0.0340 0.0340 0.0340 0.0293 o . 0272 o . 0272 0.0272 0.0272 0.0272 0.0272 0.0272 0.0272 0.0272 0.0272 0.0272 0.0272 0.0272 0.0272 0.0272 Cumulative precip Precip Depth Depth Pr Prc (in) (in) 0.0257 0.0257 0.0257 0.0257 0.0257 0.0257 0.0257 0.0257 0.0257 0.0257 0.0257 0.0225 0.0225 0.0225 0.0225 0.0225 0.0225 0.0225 0.0225 0.0225 0.0225 0.0225 0.0225 0.0194 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 3.1802 3.2058 3.2315 3.2571 3.2828 3.3084 3.3341 3.3597 3.3854 3.4110 3.4367 3.4592 3.4817 3.5042 3.5267 3.5492 3.5717 3.5942 3.6167 3.6392 3.6617 3.6842 3.7067 3.7260 3.7440 3.7620 3.7800 3.7980 3.8160 3.8340 3.8520 3.8700 3.8880 3.9060 3.9240 3.9420 3.9600 3.9780 3.9960 PROJECT: Moyer Drainage 100 yr storm (C) Total Basin Area = 10890 sq ft = Storm Duration = Peak Rainfall Intensity Total Rainfall Volume Total, 24 hr rainfall Standard SCS Type lA 24 hr hyetograph (adj'd) from King Co Drn Manual Time (min) 1170 1180 1190 1200 1210 1220 1230 1240 1250 1260 1270 1280 1290 1300 1310 1320 1330 1340 1350 1360 1370 1380 1390 1400 1410 1420 1430 1440 1450 1460 1470 1480 1490 1500 % Cumulative Precip % Precip 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.00 0.00 0.00 0.00 0.00 0.00 100.00 89.20 89.60 90.00 90.40 90.80 91. 20 91. 60 92.00 92.40 92.80 93.20 93.60 94.00 94.40 94.80 95.20 95.60 96.00 96.40 96.80 97.20 97.60 98.00 98.40 98.80 99.20 99.60 100.00 100.00 100.00 100.00 100.00 100.00 100.00 Time (hrs) 19.50 19.67 19.83 20.00 20.17 20.33 20.50 20.67 20.83 21.00 21.17 21. 33 21.50 21.67 21.83 22.00 22.17 22.33 22.50 22.67 22.83 23.00 23.17 23.33 23.50 23.67 23.83 24.00 24.17 24.33 24.50 24.67 24.83 25.00 ~ \ I ;~ 0.2500 Ac 24 hr 0.368 cfs 4084 cu ft 4.50 In Rainfall Data Total Basin Rainfall P (cfs) 0.0272 0.0272 o . 0272 o . 0272 o . 0272 0.0272 0.0272 0.0272 0.0272 0.0272 0.0272 0.0272 0.0272 0.0272 0.0272 0.0272 0.0272 0.0272 0.0272 0.0272 0.0272 0.0272 o . 0272 o . 0272 0.0272 0.0272 0.0272 0.0272 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Cumulative Precip precip Depth Depth Pr Pre (in) (in) 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 4.5000 4.0140 4.0320 4.0500 4.0680 4.0860 4.1040 4.1220 4.1400 4.1580 4.1760 4.1940 4.2120 4.2300 4.2480 4.2660 4.2840 4.3020 4.3200 4.3380 4.3560 4.3740 4.3920 4.4100 4.4280 4.4460 4.4640 4.4820 4.5000 4.5000 4.5000 4.5000 4.5000 4.5000 4.5000 APPENDIX III - PRE-DEVELOPMENT RUNOFF CALCULATIONS \ ..\ PROJECT: Moyer Drainage Generation of Predevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method C- O 2 yr stonn (A) Qpeak 0.0379 cfs Vtotal 711 eu ft Pervious Portion of Basin Impervious Portion of Basin -----------~-------~----------------------- ----------------~--------------~----------- Pervious Area = 10890 sq ft Impervious Area = o sq ft 0.2500 Ae 0.0000 Ae Runoff Curve Nwnber, Cn 82 Runoff Curve NWTIber, Cn 100 Time of Concentrat'n, Te 11 min Time of Concentrat'n, Te 11 min Pot'l Max Nat'l Det'n, S 2.1951 in Pot'l Max Nat'l Det'n, S 0.0000 in Routing Coefficient, w 0.3125 Routing Coefficient, w 0.3125 ------------------------------------------- ------------------------------------------- Cumulative Cumulative Cumulative Instan- Instan- Cumulative Instan- Instan- Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total preeip preeip Runoff Runoff Runoff preeip Preeip Runoff Runoff Runoff Runoff Time R Re Qi Ve Qr R Re Qi Ve Qr Q (hrs) (in) (in) (efs) (eu ft) (efs) (in) (in) (efs) (eu ft) (efs) lefs) [9.50) 0.0086 O. 1977 0.0131 179 0.0129 0.0194 1. 2041 0.0000 0 0.0000 0.0129 [9.67) 0.0088 0.2065 0.0133 187 0.0131 0.0194 1.2234 0.0000 0 0.0000 0.0131 [9.83] 0.0089 0.2154 0.0135 195 0.0133 0.0194 1. 2428 0.0000 0 0.0000 0.013 3 [10.00] 0.0091 0.2245 0.0137 204 0.0135 0.0194 1. 2621 0.0000 0 0.0000 0.013 5 [10.17] 0.0092 0.2337 0.0139 212 o . 013 7 0.0194 1. 2 815 0.0000 0 0.0000 0.013 7 [10.33] 0.0093 0.2430 0.0141 220 0.0139 0.0194 1.3009 0.0000 0 0.0000 O. 013 9 [10.50J 0.0094 o . 2524 0.0143 229 0.0141 0.0194 1. 3202 0.0000 0 0.0000 0.0141 [10.67) 0.0096 0.2620 0.0145 238 0.0143 0.0194 1.3396 0.0000 0 0.0000 0.0143 [10.83) 0.0079 0.2699 0.0120 245 0.0136 0.0158 1.3554 0.0000 0 0.0000 0.0136 [11. 00) 0.0080 0.2779 0.0121 252 0.0126 0.0158 1.3713 0.0000 0 0.0000 0.0126 [11.17) 0.0081 0.2860 0.0122 260 0.0123 0.0158 1. 3871 0.0000 0 0.0000 0.0123 [11.33) 0.0082 0.2941 0.0123 267 0.0123 0.0158 1. 4029 0.0000 0 0.0000 0.0123 [11.50) 0.0082 0.3023 0.0124 274 0.0124 0.0158 1. 4188 0.0000 0 0.0000 0.0124 [11.67) 0.0083 0.3107 0.0126 282 0.0124 0.0158 1. 4346 0.0000 0 0.0000 0.0124 [11.83) 0.0084 0.3190 0.0127 290 0.0126 0.0158 1. 4505 0.0000 0 0.0000 0.0126 [12.00) 0.0085 0.3275 0.0128 297 0.0127 0.0158 1.4663 0.0000 0 0.0000 0.0127 [12.17) 0.0085 0.3360 0.0129 305 0.0128 0.0158 1. 4821 0.0000 0 0.0000 0.0128 [12.33) 0.0086 0.3446 0.0130 313 0.0129 0.0158 1. 4980 0.0000 0 0.0000 0.0129 [12.50) 0.0087 0.3533 0.0131 321 0.0130 0.0158 1.5138 0.0000 0 0.0000 0.013 0 [12.67) 0.0087 0.3620 0.0132 329 0.0131 0.0158 1.5297 0.0000 0 0.0000 0.0131 [12.83) 0.0070 0.3690 0.0105 335 0.0123 0.0125 1.5422 0.0000 0 0.0000 0.0123 [13.00] 0.0070 0.3760 0.0106 341 0.0112 0.0125 1. 5547 0.0000 0 0.0000 0.0112 [13 .17] 0.0070 0.3830 0.0107 348 0.0109 0.0125 1.5673 0.0000 0 0.0000 0.0109 [13 .33] 0.0071 0.3901 0.0107 354 0.0108 0.0125 1. 5798 0.0000 0 0.0000 0.0108 [13.50] 0.0071 0.3973 0.0108 361 0.0108 0.0125 1.5924 0.0000 0 0.0000 0.0108 [13.67] 0.0072 0.4044 0.0108 367 0.0108 0.0125 1. 6049 0.0000 0 0.0000 0.0108 [13.83] o . 0072 0.4116 0.0109 374 0.0108 0.0125 1. 6174 0.0000 0 0.0000 0.0108 [14.00] 0.0073 0.4189 o . 0110 380 0.0109 0.0125 1. 6300 0.0000 0 0.0000 0.0109 [14.17] 0.0073 0.4262 o .0110 387 0.0110 0.0125 1. 6425 0.0000 0 0.0000 0.0110 [14.33] 0.0073 0.4335 0.0111 393 0.0110 0.0125 1.6551 0.0000 0 0.0000 0.0110 [14.50] 0.0074 0.4409 0.0111 400 0.0111 0.0125 1. 6676 0.0000 0 0.0000 0.0111 [14.67] 0.0074 0.4483 0.0112 407 0.0111 0.0125 1. 6801 0.0000 0 0.0000 0.0111 [14.83] 0.0065 0.4548 0.0099 413 0.0108 0.0110 1. 6911 0.0000 0 0.0000 0.0108 [15.00] 0.0066 0.4614 0.0099 419 0.0102 0.0110 1.7021 0.0000 0 0.0000 0.0102 [15.17] 0.0066 0.4679 0.0100 425 0.0100 0.0110 1.7131 0.0000 0 0.0000 0.0100 [15.33] 0.0066 0.4745 0.0100 431 0.0100 0.0110 1.7241 0.0000 0 0.0000 0.0100 [15.50] 0.0066 0.4812 0.0100 437 0.0100 0.0110 1.7351 0.0000 0 0.0000 0.0100 [15.67] 0.0067 0.4878 0.0101 443 0.0100 0.0110 1.7461 0.0000 0 0.0000 0.0100 [15.83] 0.0067 0.4945 0.0101 449 0.0101 0.0110 1. 7571 0.0000 0 0.0000 0.0101 [16.00) 0.0067 0.5013 0.0102 455 0.0101 0.0110 1. 7681 0.0000 0 0.0000 0.0101 [16.17J 0.0067 0.5080 0.0102 461 0.0102 0.0110 1. 7791 0.0000 0 0.0000 0.0102 [16.33J 0.0068 o . 5148 0.0102 467 0.0102 0.0110 1. 7901 0.0000 0 0.0000 0.0102 [16.50] 0.0068 0.5216 0.0103 473 0.0102 0.0110 1.8011 0.0000 0 0.0000 0.0102 [16.67] 0.0068 0.5284 0.0103 480 0.0103 0.0110 1. 8121 0.0000 0 0.0000 0.0103 [16.83] 0.0059 0.5343 0.0089 485 0.0099 0.0095 1. 8216 0.0000 0 0.0000 0.0099 [17.00] 0.0055 0.5398 0.0083 490 0.0091 0.0088 1.8304 0.0000 0 0.0000 0.0091 [17 .17] 0.0055 0.5453 0.0083 495 0.0086 0.0088 1. 8392 0.0000 0 0.0000 0.0086 [17 .33) 0.0055 0.5508 0.0084 500 0.0084 0.0088 1. 8480 0.0000 0 0.0000 0.0084 [17.50) 0.0055 0.5564 0.0084 505 0.0084 0.0088 1. 8568 0.0000 0 0.0000 0.0084 [17.67) 0.0056 0.5619 0.0084 510 0.0084 0.0088 1.8656 0.0000 0 0.0000 0.0084 [17.83] 0.0056 0.5675 0.0084 515 0.0084 0.0088 1. 8744 0.0000 0 0.0000 0.0084 [18.00] 0.0056 0.5731 0.0085 520 0.0084 0.0088 1.8832 0.0000 0 0.0000 0.0084 [18.17] 0.0056 0.5787 0.0085 525 0.0085 0.0088 1.8920 0.0000 0 0.0000 0.0085 [18.33] 0.0056 0.5843 0.0085 530 0.0085 0.0088 1.9008 0.0000 0 0.0000 0.0085 [18.50] 0.0056 0.5900 0.0085 535 0.0085 0.0088 1. 9096 0.0000 0 0.0000 0.0085 [18.67] 0.0057 0.5956 0.0085 541 0.0085 0.0088 1. 9184 0.0000 0 0.0000 0.0085 [18.83] 0.0057 0.6013 D.0086 546 0.0085 0.0088 1.9272 0.0000 0 0.0000 0.0085 PROJECT: Moyer Drainage Generation of Predeve10pment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method 2 yr storm (A) Pervious Portion of Basin Pervious Area = Runoff Curve Nwnber, Cn Time of Concentrat1n, Tc Pot'l Max Nat'l Det'n, S Routing Coefficient, W Time (hrs) [19.00] [19.17] [19.33) [19.50) [19.67) [19.83) [20.00] [20.17] [20.33J [20.50) [20.67) [20.83J [21. OOJ [21.17) [21. 33) [21. 50) [21. 67) [21.83J [22.00J [22.17) [22.33) [22.5D] [22.67] [22.83] [23.00) [23.17J [23.33) [23.50] [23.67] [23.83] [24.00] [24.17] [24.33] (24.50) [24.67) [24.83) [25.00) Cumulative Excess Excess Precip Precip R Rc (in) (in) 0.0057 0.0057 0.0057 0.0057 0.0057 0.0058 0.0058 0.0058 0.0058 0.0058 0.0058 0.0058 0.0059 0.0059 0.0059 0.0059 0.0059 0.0059 0.0059 0.0059 0.0060 0.0060 0.0060 0.0060 0.0060 0.0060 0.0060 0.0060 0.0061 0.0061 0.0061 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.7839 0.6070 0.6127 0.6184 0.6241 0.6298 0.6356 0.6414 0.6471 O. 6529 0.6587 0.6646 0.6704 0.6763 0.6821 0.6880 0.6939 0.6998 0.7057 0.7117 0.7176 0.7236 0.7295 0.7355 0.7415 0.7475 o . 7536 0.7596 0.7656 0.7717 0.7778 0.7839 0.7839 0.7839 0.7839 0.7839 0.7839 0.7839 10890 sq ft 0.2500 Ac 82 11 min 2.1951 in 0.3125 Cumulative Instan- Instan- taneous taneous Runoff Runoff Qi Vc (efs) (cu ft) 0.0086 0.0086 0.0086 0.0087 0.0087 0.0087 0.0087 0.0087 0.0088 0.0088 0.0088 0.0088 0.0089 0.0089 0.0089 0.0089 0.0089 0.0090 0.0090 0.0090 0.0090 0.0090 0.0091 0.0091 0.0091 0.0091 0.0091 0.0091 0.0092 0.0092 0.0092 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 1.1856 Routed Runoff Qr (efs) 551 556 561 566 572 577 582 587 593 598 603 608 614 619 624 630 635 640 646 651 657 662 667 673 678 684 689 695 700 706 711 711 711 711 711 711 711 0.0086 0.0086 0.0086 0.0086 0.0087 0.0087 0.0087 0.0087 0.0087 0.0088 0.0088 0.0088 0.0088 0.0089 0.0089 0.0089 0.0089 0.0089 0.0090 0.0090 0.0090 0.0090 0.0090 0.0091 0.0091 0.0091 0.0091 0.0091 0.0091 0.0092 0.0092 0.0063 0.0024 0.0009 0.0003 0.0001 0.0000 Qpeak Vtota1 0.0379 efs 711 cu ft Impervious Portion of Basin Impervious Area = Runoff Curve Nwnber, Cn Time of Concentrat1n, Tc Pot'l Max Nat'l Det'n, S Routing Coefficient, w Cumulative Excess Excess precip precip R Rc (in) (in) 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 2.2000 1. 9360 1.9448 1 . 9536 1. 9624 1.9712 1. 9800 1. 9888 1. 9976 2.0064 2.0152 2.0240 2.0328 2.0416 2.0504 2.0592 2.0680 2.0768 2.0856 2.0944 2.1032 2.1120 2.1208 2.1296 2.1384 2.1472 2.1560 2.1648 2.1736 2.1824 2.1912 2.2000 2.2000 2.2000 2.2000 2.2000 2.2000 2.2000 o sq ft 0.0000 Ac 100 11 min 0.0000 in o . 3125 Cumulative Instan- Instan- taneous taneous Runoff Runoff Qi Vc (cfs) (cu ft) 0.0000 0.0000 O.OODO 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Routed Runoff Qr (cfs) o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 .J Total Runoff Q (cfs) 0.0086 0.008E 0.0086 0.0086 0.0087 0.0087 0.0087 0.0087 0.0087 0.0088 0.0088 0.0088 0.0088 0.0089 0.0089 \.:. ,:);)89 oooe '=,[89 ;=\i~.?:.9 0.0090 0.0090 0.0090 0.0090 0.0090 0.0091 0.0091 0.0091 0.0091 o 0091 0.0091 o 0092 0.009~ v. 'JD63 0.0024 0.0009 0.0003 0.0001 0.0000 PROJECT: Moyer Drainage C Generation of Predevelopment Runoff Hydrograph ~ Santa Barbara Urban Hydrograph Method 25 yr storm (A) Qpeak 0.1314 efs Vtotal 1999 cu ft Pervious Portion of Basin Impervious Portion of Basin ------------------------------------------- ------------------------------------------- Pervious Area = 10890 sq ft Impervious Area = o sq ft 0.2500 Ac 0.0000 Ac Runoff Curve Number, Cn 82 Runoff Curve Number, Cn 100 Time of Concentrat'n, Tc 11 min Time of Concentrat1n, Tc 11 min Pot'l Max Nat'l Det'n, S 2.1951 in Pot'l Max Nat'l Det'n, S 0.0000 in Routing Coefficient, w 0.3125 Routing Coefficient, w 0.3125 ------------------------------------------- ------------------------------------------- Cumulative Cumulative Cumulative Instan- Instan- Cumulative Instan- Instan- Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total precip Precip Runoff Runoff Runoff Precip precip Runoff Runoff Runoff Runoff Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q (hrs) (in) (in) (cfs) (cu ft) (efs) (in) (in) (efs) (cu ft) (efs) (efs) [0.00) 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [0.17] 0.0000 0.0000 0.0000 0 0.0000 0.0160 0.0160 0.0000 0 0.0000 0.0000 [0.33] 0.0000 0.0000 0.0000 0 0.0000 0.0160 0.0320 0.0000 0 0.0000 0.0000 [0.50) 0.0000 0.0000 0.0000 0 0.0000 0.0160 0.0480 0.0000 0 0.0000 0.0000 [0.67) 0.0000 0.0000 0.0000 0 0.0000 0.0160 0.0640 0.0000 0 0.0000 0.0000 [0.83J 0.0000 0.0000 0.0000 0 0.0000 0.0160 0.0800 0.0000 0 0.0000 0.0000 [1. 00] 0.0000 0.0000 0.0000 0 0.0000 0.0160 0.0960 0.0000 0 0.0000 0.0000 [1.17] 0.0000 0.0000 0.0000 0 0.0000 0.0160 o . 1120 0.0000 0 0.0000 0.0000 [1.33] 0.0000 0.0000 0.0000 0 0.0000 0.0160 0.1280 0.0000 0 0.0000 0.0000 [1. 50] 0.0000 0.0000 0.0000 0 0.0000 0.0160 0.1440 0.0000 0 0.0000 0.0000 [1. 67] 0.0000 0.0000 0.0000 0 0.0000 0.0160 0.1600 0.0000 0 0.0000 0.0000 [1. 83] 0.0000 D.OOOO 0.0000 0 0.0000 0.0200 0.1800 0.0000 0 0.0000 0.0000 [2.00] 0.0000 0.0000 0.0000 0 0.0000 0.0200 0.2000 0.0000 0 0.0000 0.0000 [2.17] 0.0000 0.0000 0.0000 0 0.0000 0.0200 0.2200 0.0000 0 0.0000 0.0000 [2.33] 0.0000 0.0000 0.0000 0 0.0000 0.0200 0.2400 0.0000 0 0.0000 0.0000 [2.50] 0.0000 0.0000 0.0000 0 0.0000 0.0200 0.2600 0.0000 0 0.0000 0.0000 [2.67] 0.0000 0.0000 0.0000 0 0.0000 0.0200 0.2800 0.0000 0 0.0000 0.0000 [2.83] 0.0000 0.0000 0.0000 0 0.0000 0.0240 0.3040 0.0000 0 0.0000 0.0000 [3.00] 0.0000 0.0000 0.0000 0 0.0000 0.0240 0.3280 0.0000 0 0.0000 0.0000 [3.17] 0.0000 0.0000 0.0000 0 0.0000 0.0240 0.3520 0.0000 0 0.0000 0.0000 [3.33] 0.0000 0.0000 0.0000 0 0.0000 0.0240 0.3760 0.0000 0 0.0000 0.0000 [3.50) 0.0000 0.0000 0.0000 0 0.0000 0.0240 0.4000 0.0000 0 0.0000 0.0000 [3.67) 0.0000 0.0000 0.0000 0 0.0000 0.0240 0.4240 0.0000 0 0.0000 0.0000 [3.83] 0.0001 0.0001 0.0001 0 0.0000 0.0280 0.4520 0.0000 0 0.0000 0.0000 [4.00] 0.0007 0.0008 0.0010 1 0.0004 0.0280 0.4800 0.0000 0 0.0000 0.0004 [4.17] 0.0014 0.0021 0.0020 2 0.0011 0.0280 0.5080 0.0000 0 0.0000 0.0011 [4.33] 0.0020 0.0041 0.0030 4 0.0020 0.0280 0.5360 0.0000 0 0.0000 0.0020 [4.50] 0.0026 0.0067 0.0040 6 0.0029 0.0280 0.5640 0.0000 0 0.0000 0.0029 [4.67] 0.0032 0.0100 0.0049 9 0.0039 0.0280 0.5920 0.0000 0 0.0000 0.0039 [4.83] 0.0045 0.0145 0.0069 13 0.0051 0.0328 0.6248 0.0000 0 0.0000 0.0051 [5.00] 0.0053 0.0198 0.0080 18 0.0066 0.0328 0.6576 0.0000 0 0.0000 0.0066 [5.17] 0.0060 0.0258 0.0091 23 0.0078 0.0328 0.6904 0.0000 0 0.0000 0.0078 [5.33] 0.0067 0.0326 0.0102 30 0.0090 0.0328 0.7232 0.0000 0 0.0000 0.0090 [5.501 0.0074 0.0400 0.0112 36 0.0101 0.0328 0.7560 0.0000 0 0.0000 0.0101 [5.67] 0.0081 0.0481 0.0122 44 0.0111 0.0328 0.7888 0.0000 0 0.0000 0.0111 [5.83] 0.0101 0.0582 0.0153 53 0.0128 0.0380 0.8268 0.0000 0 0.0000 0.0128 [6.00] o . 0110 0.0692 0.0166 63 0.0148 0.0380 0.8648 0.0000 0 0.0000 0.0148 [6.17] 0.0117 0.0809 0.0177 73 0.0163 0.0380 o . 9028 0.0000 0 0.0000 0.0163 [6.33] 0.0125 0.0934 0.0189 85 0.0175 0.0380 0.9408 0.0000 0 0.0000 0.0175 [6.50] 0.0132 0.1065 0.0199 97 0.0187 0.0380 0.9788 0.0000 0 0.0000 0.0187 [6.67] 0.0139 0.1204 0.0210 109 0.0198 0.0380 1. 0168 0.0000 0 0.0000 0.0198 [6.83] 0.0205 0.1409 0.0310 128 0.0237 0.0532 1. 0700 0.0000 0 0.0000 0.0237 [7.00) 0.0217 0.1626 0.0328 148 0.0288 0.0532 1.1232 0.0000 0 0.0000 0.0288 [7.17] 0.0228 0.1854 0.0345 168 0.0319 0.0532 1.1764 0.0000 0 0.0000 0.0319 [7.33] 0.0326 0.2180 0.0493 198 0.0382 0.0720 1.2484 0.0000 0 0.0000 0.0382 [7.501 0.0345 0.2525 0.0521 229 0.0460 0.0720 1. 3204 0.0000 0 0.0000 0.0460 [7.67) 0.0697 0.3222 0.1054 292 0.0665 0.1360 1.4564 0.0000 0 0.0000 0.0665 [7.83) 0.1215 0.4437 0.1838 403 0.1153 0.2160 1. 6724 0.0000 0 0.0000 0.1153 [8.00J 0.0651 0.5088 0.0984 462 0.1314 0.1080 1.7804 0.0000 0 0.0000 0.1314 [8.17] 0.0448 0.5536 0.0678 502 0.1012 0.072 0 1.8524 0.0000 0 0.0000 0.1012 [8.33] 0.0341 0.5876 0.0515 533 0.0752 0.0536 1. 9060 0.0000 0 0.0000 0.0752 [8.50] 0.0346 0.6223 0.0524 565 0.0607 0.0536 1. 9596 0.0000 0 0.0000 0.0607 [8.67] o . 0352 0.6574 0.0532 597 0.0557 0.0536 2.0132 0.0000 0 0.0000 0.0557 [8.83] 0.0234 0.6808 0.0354 618 0.0486 0.0352 2.0484 0.0000 0 0.0000 0.0486 [9.00] 0.0236 0.7044 0.0357 639 0.0404 o . 0352 2.0836 0.0000 0 0.0000 0.0404 [9.17] 0.0238 0.7282 0.0360 661 0.0376 0.0352 2.1188 0.0000 0 0.0000 0.0376 [9.33] 0.0240 0.7522 0.0363 683 0.0367 0.0352 2.1540 0.0000 0 0.0000 0.0367 PROJECT: Moyer Drainage ! C \) Generation of Predevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method 25 yr stann (A) Qpeak 0.1314 efs Vtotal 1999 eu ft Pervious Portion of Basin Impervious Portion of Basin --~------~--------------------------------- ------------------------------------------- Pervious Area = 10890 sq it Impervious Area = o sq ft 0.2500 Ae 0.0000 Ae Runoff Curve Number, Cn 82 Runoff Curve Number, Cn = 100 Time of Concentrat'n, Te 11 min Time of Concentrat'n, Te = 11 min Pot'l Max Nat'l Det'TI, S 2.1951 in Pot'l Max Nat'l Det'n, S = 0.0000 in Routing Coefficient, w 0.3125 Routing Coefficient, w = 0.3125 ------------------------------------------- ----------------------------------------- Cumulative Cumulative Cumulative Instan- Instan- Cumulative Instan- Instan- Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total preeip Preeip Runoff Runoff Runoff Preeip Preeip Runoff Runoff Runoff Runoff Time R Re Qi Ve Qr R Re Qi Ve Qr Q (hrs) (in) (in) (efs) (eu ft) (efs) (in) (in) (efs) (eu ft) (efs) (efs) [9.50] 0.0242 0.7764 0.0366 705 0.0365 0.0352 2.1892 0.0000 0 0.0000 0.0365 [9.67] 0.0244 0.8008 0.0369 727 0.0367 0.0352 2.2244 0.0000 0 0.0000 0.0367 [9.83] 0.0246 0.8254 0.0372 749 0.0369 0.0352 2.2596 0.0000 0 0.0000 0.0369 [10.00] 0.0248 0.8502 0.0375 772 0.0372 0.0352 2.2948 0.0000 0 0.0000 0.0372 [10.17] 0.0250 0.8751 0.0377 794 0.0374 0.0352 2.3300 0.0000 0 0.0000 0.0374 [10.33] 0.0251 0.9002 0.0380 817 0.0377 0.0352 2.3652 0.0000 0 0.0000 0.0377 (10.50] 0.0253 0.9255 0.0383 840 0.0380 0.0352 2.4004 0.0000 0 0.0000 0.0380 [10.67] 0.0255 0.9510 0.0385 863 0.0382 0.0352 2.4356 0.0000 0 0.0000 0.0382 [10.83] o . 0210 0.9720 0.0317 882 0.0363 0.0288 2.4644 0.0000 0 0.0000 0.0363 [11. 00] o . 0211 0.9930 0.0319 901 0.0335 0.0288 2.4932 0.0000 0 0.0000 O. 0335 [11.17] 0.0212 1. 0142 0.0320 920 0.0325 0.0288 2.5220 0.0000 0 0.0000 0.0325 [11.33] 0.0213 1.0355 D.0322 940 0.0322 0.0288 2.5508 0.0000 0 0.0000 0.0322 [11.50] 0.0214 1. 0568 0.0323 959 0.0322 0.0288 2.5796 0.0000 0 0.0000 0.0322 [11. 67] 0.0215 1. 0783 0.0325 979 0.0323 0.0288 2.6084 0.0000 0 0.0000 0.0323 (11. 83] 0.0216 1. 0999 0.0326 998 0.0325 0.0288 2.6372 0.0000 0 0.0000 O. 0325 (12.00] 0.0217 1.1215 0.0328 1018 0.0326 0.0288 2.6660 0.0000 0 0.0000 0.0326 [12.17] 0.0217 1.1433 0.0329 1038 0.0327 0.0288 2.6948 0.0000 0 0.0000 0.0327 [12.33] 0.0218 1.1651 0.0330 1057 0.0329 0.0288 2.7236 0.0000 0 0.0000 0.0329 [12.50] 0.0219 1.1870 0.0332 1077 0.0330 0.0288 2 .7524 0.0000 0 0.0000 0.0330 [12.67] 0.0220 1. 2090 0.0333 1097 0.0332 0.0288 2.7812 0.0000 0 0.0000 0.0332 [12.83] 0.0175 1. 2265 0.0265 1113 0.0311 0.0228 2.8040 0.0000 0 0.0000 O. 0311 [13.00] 0.0175 1. 2441 0.0265 1129 0.0282 0.0228 2.8268 0.0000 0 0.0000 0.0282 [13 .17] 0.0176 1. 2617 0.0266 1145 0.0272 0.0228 2.8496 0.0000 0 0.0000 0.0272 [13 .33] 0.0176 1.2793 0.0267 1161 0.0269 0.0228 2 .872 4 0.0000 0 0.0000 0.0269 [13.50] 0.0177 1. 2970 0.0268 1177 0.0268 0.0228 2.8952 0.0000 0 0.0000 0.0268 [13.67] 0.0177 1. 3148 0.0268 1193 0.0268 0.0228 2.9180 0.0000 0 0.0000 0.0268 [13.83] 0.0178 1. 3326 0.0269 1209 0.0268 0.0228 2.9408 0.0000 0 0.0000 0.0268 [14.00] 0.0178 1.3504 0.0270 1225 0.0269 0.0228 2.9636 0.0000 0 0.0000 0.0269 [14.17] 0.0179 1. 3683 o . 0271 1242 0.0270 0.0228 2.9864 0.0000 0 0.0000 0.0270 [14.33] 0.0179 1. 3862 o . 0271 1258 0.0271 0.0228 3.0092 0.0000 0 0.0000 O. 0271 [14.50] 0.0180 1. 4042 0.0272 1274 0.0271 0.0228 3.0320 0.0000 0 0.0000 O. 0271 [14.67] 0.0180 1.4222 0.0273 1291 0.0272 0.0228 3.0548 0.0000 0 0.0000 0.0272 [14.83] 0.0159 1. 4381 0.0240 1305 0.0262 0.0200 3.0748 0.0000 0 0.0000 0.0262 [15.00) 0.0159 1. 4540 0.0240 1319 0.0248 0.0200 3.0948 0.0000 0 0.0000 0.0248 [15.17] 0.0159 1.4699 0.0241 1334 0.0243 0.0200 3.1148 0.0000 0 0.0000 0.0243 [15.33] 0.0160 1. 4859 0.0241 1348 0.0242 0.0200 3.1348 0.0000 0 0.0000 0.0242 [15.50] 0.0160 1. 5019 0.0242 1363 0.0242 0.0200 3.1548 0.0000 0 0.0000 0.0242 [15.67] 0.0160 1. 5179 0.0242 1377 0.0242 0.0200 3.1748 0.0000 0 0.0000 0.0242 [15.83] 0.0161 1. 5339 0.0243 1392 0.0242 0.0200 3.1948 0.0000 0 0.0000 0.0242 [16.00] 0.0161 1. 5500 0.0243 1407 0.0243 0.0200 3 .2148 0.0000 0 0.0000 0.0243 [16.17] 0.0161 1. 5661 0.0244 1421 0.0243 0.0200 3.2348 0.0000 0 0.0000 0.0243 [16.33] 0.0161 1. 5823 0.0244 1436 0.0244 0.0200 3.2548 0.0000 0 0.0000 0.0244 [16.50] 0.0162 1. 5984 0.0245 1451 0.0244 0.0200 3.2748 0.0000 0 0.0000 0.0244 [16.67] 0.0162 1.6147 0.0245 1465 0.0245 0.0200 3.2948 0.0000 0 0.0000 0.0245 [16.83] 0.0140 1. 6286 0.0211 1478 0.0234 0.0172 3.3120 0.0000 0 0.0000 0.0234 [17.00] 0.0130 1.6416 0.0197 1490 0.0215 0.0160 3.3280 0.0000 0 0.0000 0.0215 [17.17] 0.0130 1.6547 0.0197 1502 0.0204 0.0160 3.3440 0.0000 0 0.0000 0.0204 [17.33] 0.0130 1. 6677 0.0197 1513 0.0200 0.0160 3.3600 0.0000 0 0.0000 0.0200 [17.50] 0.0131 1. 6808 0.0198 1525 0.0198 0.0160 3.3760 0.0000 0 0.0000 0.0198 [17.67] 0.0131 1. 6938 0.0198 1537 0.0198 0.0160 3.3920 0.0000 0 0.0000 0.0198 [17.83J O. D131 1.7069 0.0198 1549 0.0198 0.0160 3.4080 0.0000 0 0.0000 0.0198 [18.00] 0.0131 1.7201 0.0198 1561 0.0198 0.0160 3.4240 0.0000 0 0.0000 0.0198 [18.17] 0.0131 1.7332 0.0199 1573 0.0198 0.0160 3.4400 0.0000 0 0.0000 0.0198 [18.33] 0.0132 1.7463 0.0199 1585 0.0199 0.0160 3.4560 0.0000 0 0.0000 0.0199 [18.50] 0.0132 1.7595 0.0199 1597 0.0199 0.0160 3.4720 0.0000 0 0.0000 0.0199 [18.67] 0.0132 1.7727 0.0199 1609 0.0199 0.0160 3.4880 0.0000 0 0.0000 0.0199 [18.83] 0.0132 1. 7859 0.0200 1621 0.0199 0.0160 3.5040 0.0000 0 0.0000 0.0199 PROJECT: Moyer Drainage Generation of Predevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method 25 yr storm (A) Pervious Portion of Basin Pervious Area = Runoff Curve Number, Cn Time of Concentrat1n1 Tc Pot'l Max Nat'l Det'n, S Routing Coefficient, W Time (hrs) [19.00] [19.17] [19.33) [19.50] [19.67] [19.83) [20.00) [20.17J [20.33] [20.50] [20.67] [20.83] [21. 00] [21.17] [21.33] [21. 50] [21. 67] [21.83J [22.00] [22.17] [22.33] [22.50J [22.67) [22.83) [23.00] [23.17] [23.33] [23.50] [23.67] [23.83] [24.00] [24.17] [24.33) [24.50) [24.67] [24.83] [25.00] Cumulative Excess Excess Precip Precip R Rc (in) (in) 0.0132 0.0132 0'.0133 0.0133 0.0133 0.0133 0.0133 0.0133 0.0134 0.0134 0.0134 0.0134 0.0134 0.0134 0.0134 0.0135 0.0135 0.0135 0.0135 0.0135 0.0135 0.0135 0.0136 0.0136 0.0136 0.0136 0.0136 0.0136 0.0136 0.013 7 0.0137 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 2.2030 1.7991 1. 8124 1. 8256 1. 8389 1. 8522 1.8655 1.8788 1.8922 1. 9055 1.9189 1.9323 1. 9457 1. 9591 1. 9725 1. 9859 1. 9994 2.0129 2.0264 2.0399 2.0534 2.0669 2.0805 2.0940 2.1076 2.1212 2.1348 2.1484 2.1620 2.1757 2.1893 2.2030 2.2030 2 . 2030 2 . 2030 2 . 2030 2.2030 2.2030 10890 sq ft 0.2500 Ac 82 11 min 2.1951 in 0.3125 Cumulative Instan~ Instan- taneous taneous Runoff Runoff Qi Vc (cfs) (cu ft) 0.0200 0.0200 0.0200 0.0201 0.0201 0.0201 0.0201 0.0202 0.0202 0.0202 0.0202 0.0203 0.0203 0.0203 o . 0203 0.0204 0.0204 0.0204 0.0204 0.0204 0.0205 0.0205 0.0205 0.0205 0.0205 0.0206 0.0206 0.0206 0.0206 o . 0207 o . 0207 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 3.3320 Routed Runoff Qr (cfs) 1633 1645 1657 1669 1681 1693 1705 1717 1729 1741 1754 1766 1778 1790 1802 1814 1827 1839 1851 1863 1876 1888 1900 1913 1925 1937 1950 1962 1974 1987 1999 1999 1999 1999 1999 1999 1999 0.0200 0.0200 0.0200 0.0200 0.0201 0.0201 0.0201 0.0201 0.0202 0.0202 0.0202 0.0202 0.0203 0.0203 0.0203 0.0203 0.0204 0.0204 0.0204 0.0204 0.0204 0.0205 0.0205 0.0205 0.0205 0.0205 0.0206 0.0206 0.0206 0.0206 0.0206 0.0142 0.0053 0.0020 0.0007 0.0003 0.0001 Qpeak Vtota1 0.1314 cfs 1999 cu ft Impervious Portion of Basin Impervious Area = Runoff Curve Number, Cn Time of Concentrat1n1 Tc Pot'l Max Nat'l Det'n, S Routing Coefficient, w Cumulative Excess Excess Precip Precip R Rc (in) (in) 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0160 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 4.0000 3.5200 3.5360 3.5520 3.5680 3.5840 3.6000 3.6160 3.6320 3.6480 3.6640 3.6800 3.6960 3.7120 3.7280 3.7440 3.7600 3.7760 3.7920 3.8080 3.8240 3.8400 3.8560 3.8720 3.8880 3.9040 3.9200 3.9360 3.9520 3.9680 3.9840 4.0000 4.0000 4.0000 4.0000 4.0000 4.0000 4.0000 o sq ft 0.0000 Ac 100 11 min 0.0000 in 0.3125 Cumulative Instan- Instan- taneous Runoff Qi (cfs) 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 taneous Runo ff Vc (cu ft) Routed Runoff Qr (cfs) o 0.0000 o 0.0000 o 0.0000 o O. 0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 00.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 \ Total Runoff Q (cfsl 0.0200 0.0200 0.0200 0.0200 0.0201 0.0201 0.0201 O.020l 0.0202 ':2'~= 0.0202 0.0202 0.0203 0.0203 0.0203 0.0203 0.0204 0.0204 0.0204 0.0204 0.0204 0.0205 0.0205 0.0205 0.0205 0.0205 0.0206 0.0206 0.0206 0.0206 0.0206 0.0142 0.0053 0.0020 0.0007 0.0003 0.0001 \ PROJECT: Moyer Drainage Generation of Predevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method 100 yr stom (A) Qpeak 0.1603 efs Vtotal 2392 eu ft Pervious Portion of Basin Impervious Portion of Basin ----------------~-------------~------------ -------------------------------------- Pervious Area = 10890 sq ft Impervious Area = o sq ft 0.2500 Ae 0.0000 Ae Runoff Curve Number, Cn 82 Runoff Curve Number, Cn 100 Time of Concentrat'n, Te 11 min Time of Concentrat'n, Te 11 min Pot'l Max Nat'l Det'n, S 2.1951 in Pot'l Max Nat'l Det'n, S 0.0000 in Routing Coefficient, w 0.3125 Routing Coefficient, w 0.3125 ------------------------------------------- ------------------------------------------- Cumulative Cumulative Cumulative Instan- Instan- Cumulative Instan- Instan- Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total precip preeip Runoff Runoff Runoff Preeip preeip Runoff Runoff Runoff Runoff Time R Re Qi Ve Qr R Re Qi Ve Qr Q (hrs) (in) (in) (cfs) (eu ft) (cfs) (in) (in) (cfs) (eu ft) (cfs) (cfs) [0.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [0.17] 0.0000 0.0000 0.0000 0 0.0000 0.0180 0.0180 0.0000 0 0.0000 0.0000 [0.33] 0.0000 0.0000 0.0000 0 0.0000 0.0180 0.0360 0.0000 0 0.0000 0.0000 [0.50] 0.0000 0.0000 0.0000 0 0.0000 0.0180 0.0540 0.0000 0 0.0000 0.0000 [0.67] 0.0000 0.0000 0.0000 0 0.0000 0.0180 0.0720 0.0000 0 0.0000 0.0000 [0.83) O.DOOO 0.0000 0.0000 0 0.0000 0.0180 0.0900 0.0000 0 0.0000 0.0000 [1. 00] 0.0000 0.0000 0.0000 0 0.0000 0.0180 0.1080 0.0000 0 0.0000 0.0000 [1.17] 0.0000 0.0000 0.0000 0 0.0000 0.0180 0.1260 0.0000 0 0.0000 0.0000 (1.33] 0.0000 0.0000 0.0000 0 0.0000 0.0180 0.1440 0.0000 0 0.0000 0.0000 [1. 50] 0.0000 0.0000 0.0000 0 0.0000 0.0180 0.1620 0.0000 0 0.0000 0.0000 [I. 67] 0.0000 0.0000 0.0000 0 0.0000 0.0180 0.1800 0.0000 0 0.0000 0.0000 [1.83] 0.0000 0.0000 0.0000 0 0.0000 0.0225 o .2025 0'-0000 0 0.0000 0.0000 [2.00J 0.0000 0.0000 0.0000 0 0.0000 0.0225 0.2250 0.0000 0 0.0000 0.0000 [2.17] 0.0000 0.0000 0.0000 0 0.0000 0.0225 0.2475 0.0000 0 0.0000 0.0000 [2.33] 0.0000 0.0000 0.0000 0 0.0000 0.0225 0.2700 0.0000 0 0.0000 0.0000 [2.50) 0.0000 0.0000 0.0000 0 0.0000 0.0225 o . 2925 0.0000 0 0.0000 0.0000 [2.67] 0.0000 0.0000 0.0000 0 0.0000 0.0225 0.3150 0.0000 0 0.0000 0.0000 [2.83] 0.0000 0.0000 0.0000 0 0.0000 0.0270 0.3420 0.0000 0 0.0000 0.0000 [3.00] 0.0000 0.0000 0.0000 0 0.0000 0.0270 0.3690 0.0000 0 0.0000 0.0000 (3.17] 0.0000 0.0000 0.0000 0 0.0000 0.0270 0.3960 0.0000 0 0.0000 0.0000 [3.33) 0.0000 0.0000 0.0000 0 0.0000 0.0270 0.4230 0.0000 0 0.0000 0.0000 [3.50] 0.0001 0.0001 0.0001 0 0.0000 0.0270 0.4500 0.0000 0 0.0000 0.0000 [3.67] 0.0006 0.0006 0.0009 1 0.0003 0.0270 0.4770 0.0000 0 0.0000 0.0003 [3.83] 0.0015 0.0021 0.0022 2 0.0011 0.0315 0.5085 0.0000 0 0.0000 0.0011 [4.00] 0.0023 0.0044 0.0035 4 0.0022 0.0315 0.5400 0.0000 0 0.0000 0.0022 [4.17] 0.0031 0.0075 0.0047 7 0.0034 0.0315 0.5715 0.0000 0 0.0000 0.0034 (4.33] 0.0039 0.0114 0.0058 10 0.0046 0.0315 O. 6030 0.0000 0 0.0000 0.0046 [4.50] 0.0046 0.0160 0.0069 15 0.0057 0.0315 0.6345 0.0000 0 0.0000 0.0057 [4.67] 0.0053 0.0213 0.0080 19 0.0068 0.0315 0.6660 0.0000 0 0.0000 0.0068 [4.83] 0.0070 0.0283 0.0107 26 0.0084 0.0369 0.7029 0.0000 0 0.0000 0.0084 [5.00] 0.0079 0.0362 0.0120 33 0.0102 0.0369 0.7398 0.0000 0 0.0000 0.0102 [5.17] 0.0088 0.0450 0.0133 41 0.0117 0.0369 0.7767 0.0000 0 0.0000 0.0117 [5.33] 0.0096 0.0546 0.0145 50 0.0131 0.0369 0.8136 0.0000 0 0.0000 0.0131 [5.50] 0.0104 0.0650 0.0157 59 0.0143 0.0369 0.8505 0.0000 0 0.0000 0.0143 [5.67] 0.0111 0.0761 0.0168 69 0.0155 0.0369 0.8874 0.0000 0 0.0000 0.0155 [5.83] 0.0137 0.0898 0.0208 81 0.0176 0.0428 0.9302 0.0000 0 0.0000 0.0176 [6.00] 0.0147 0.1044 0.0222 95 0.0200 0.0427 0.9729 0.0000 0 0.0000 0.0200 [6.17J 0.0155 0.1200 0.0235 109 0.0218 0.0427 1. 0157 0.0000 0 0.0000 0.0218 [6.33) 0.0163 0.1363 0.0247 124 0.0232 0.0428 1.0584 0.0000 0 0.0000 0.0232 [6.50J 0.0171 0.1534 0.0259 139 0.0245 0.0428 1.1012 0.0000 0 0.0000 0.0245 [6.67] 0.0179 0.1713 0.0271 155 0.0258 0.0427 1.1439 0.0000 0 0.0000 0.0253 [6.83] 0.0263 0.1976 0.0397 179 0.0305 0.0598 1. 2038 0.0000 0 0.0000 0305 [7.00l 0.0276 0.2252 0.0417 204 0.0369 0.0599 1.2636 0.0000 0 0.0000 c. GJ6? [7.17) 0.0288 0.2540 0.0436 231 0.0405 0.0598 1.3235 0.0000 0 0.0000 O. 0405 [7.33) 0.0409 0.2949 0.0619 268 0.0482 0.0810 1. 4045 0.0000 0 0.0000 0.0482 [7.50) 0.0429 0.3378 0.0649 307 0.0577 0.0810 1.4855 0.0000 0 0.0000 0.0577 [7.67) 0.0860 0.4238 0.1301 385 0.0826 0.1530 1. 6385 0.0000 0 0.0000 0.0826 [7.83] 0.1482 0.5720 0.2241 519 0.1416 0.2430 1.8815 0.0000 0 0.0000 0.1416 [8.00] 0.0787 0.6507 0.1190 590 0.1603 0.1215 2.0030 0.0000 0 0.0000 0.1603 [8.17] 0.0540 0.7046 0.0816 639 0.1228 0.0810 2.0840 0.0000 0 0.0000 0.1228 [8.33] 0.0409 0.7455 0.0619 677 0.0909 0.0603 2.1443 0.0000 0 0.0000 0.0909 [8.50] 0.0415 0.7870 0.0628 714 0.0730 0.0603 2.2046 0.0000 0 0.0000 0.0730 [8.67] 0.0421 0.8291 0.0636 752 0.0669 0.0603 2.2649 0.0000 0 0.0000 0.0669 [8.83) 0.0279 0.8570 0.0422 778 0.0581 0.0396 2.3045 0.0000 0 0.0000 0.0581 [9.00] 0.0281 0.8851 0.0426 803 0.0483 0.0396 2.3441 0.0000 0 0.0000 o. G42j [9.17] 0.0284 0.9135 0.0429 829 0.0448 0.0396 2.3837 0.0000 0 0.0000 CO ':44'3 [9.33] 0.0286 0.9420 0.0432 855 0.0437 0.0396 2.4233 0.0000 0 0.0000 u 0437 PROJECT: Moyer Drainage Generation of Predeve10pment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method 100 yr storm (Al Pervious Portion of Basin Pervious Area :;:: Runoff Curve Number, Cn Time of Concentrat'nJ Tc Pot'l Max Nat'l Det'n, S Routing Coefficient, W Time (hrs) [9.50] [9.67] [9.83] [10.00) [10.17) [10.33] [10.50] [10.67] [10.83) [11. 00] [11.17] [11.33] [11.50] [11.67] [11.83] [12.00] [12.17] [12.33] [12.50] [12.67] [12.83) [13.00) [13 .17] [13 .33] [13.50] [13.67] [13.83] [14.00] [14.17] [14.33] [14.50] [14.67J [14.83) [15.00] [15.17] [15.33] [15.50] [15.67] [15.83] [16.00] [16.17] [16.33] [16.50] [16.67) [16.83) [17.00) [17.17] [17.33] [17.50] [17.67] [17.83] [18.00] [18.17] [18.33] [18.50] [18.67] [18.83] Cumulative Excess Excess Precip precip R Rc (in) (in) 0.0288 0.0290 0.0292 0.0294 0.0296 0.0297 0.0299 0.0301 o . 0247 0.0248 0.0249 0.0251 0.0252 0.0253 0.0254 0.0254 0.0255 0.0256 0.0257 0.0258 0.0205 0.0206 0.0206 o . 0207 0.0207 0.0208 0.0208 0.0209 0.0209 0.0210 0.0210 0.0210 0.0185 0.0185 0.0186 0.0186 0.0186 0.0187 0.0187 0.0187 0.0188 0.0188 0.0188 0.0189 0.0162 0.0151 0.0151 0.0152 0.0152 0.0152 0.0152 0.0152 0.0153 0.0153 0.0153 0.0153 0.0153 0.9708 0.9998 1. 0290 1.0583 1.0879 1.1176 1.1475 1.1776 1. 2023 1.2272 1. 2521 1.2772 1.3023 1.3276 1. 3529 1. 3784 1. 4039 1. 4296 1.4553 1.4811 1.5016 1. 5222 1.5428 1. 5634 1. 5841 1. 6049 1.6257 1.6465 1. 6675 1.6884 1.7094 1.7304 1. 7489 1.7675 1. 7860 1. 8046 1. 8233 1. 8419 1.8606 1.8794 1. 8981 1. 9169 1.9357 1. 9546 1.9708 1. 9859 2.0011 2.0162 2.0314 2.0466 2.0618 2.0771 2.0923 2.1076 2.1229 2.1382 2.1535 10890 sq ft o .2500 Ac 82 11 min 2.1951 in 0.3125 Cumulative Instan- Instan- taneous taneous Runoff Runoff Qi Vc (cfs) (cu ft) 0.0435 0.0438 0.0441 0.0444 0.0447 0.0450 0.0452 0.0455 0.0374 0.0376 0.0377 0.0379 0.0380 0.0382 0.0383 0.0385 0.0386 0.0388 0.0389 0.0390 0.0310 0.0311 0.0312 0.0312 0.0313 0.0314 0.0315 0.0315 0.0316 0.0317 0.0318 0.0318 0.0280 0.0280 0.0281 0.0281 0.0282 0.0282 0.0283 o . 0283 0.0284 0.0284 0.0285 0.0285 0.0246 0.0229 0.0229 0.0229 0.0230 0.0230 0.0230 0.0230 0.0231 0.0231 0.0231 0.0231 0.0232 881 907 934 960 987 1014 1041 1069 1091 1114 1136 1159 1182 1205 1228 1251 1274 1297 1321 1344 1363 1381 1400 1419 1438 1456 1475 1494 1513 1532 1551 1570 1587 1604 1621 1638 1655 1672 1689 1706 1723 1740 1757 1774 1789 1802 1816 1830 1844 1857 1871 1885 1899 1913 1927 1940 1954 Routed Runoff Qr (cfs) 0.0435 0.0436 0.0438 0.0441 0.0444 0.0447 0.0449 0.0452 0.0429 0.0395 0.0383 0.0380 0.0380 0.0381 0.0382 0.0383 0.0385 0.0386 0.0388 0.0389 0.0365 0.0331 0.0319 0.0314 0.0313 0.0314 0.0314 0.0315 0.0315 0.0316 0.0317 0.0318 0.0306 0.0290 0.0284 0.0282 0.0282 0.0282 0.0282 0.0283 0.0283 0.0284 0.0284 0.0285 0.0273 0.0250 0.0237 0.0232 0.0230 0.0230 0.0230 0.0230 0.0230 0.0231 0.0231 0.0231 0.0231 Qpeak Vtota1 0.1603 cfs 2392 cu ft Impervious Portion of Basin Impervious Area :;:: Runoff Curve Number, Cn Time of Concentrat1n, Tc Pot'l Max Nat'l Det'n, S Routing Coefficient, W Cumulative Excess Excess precip precip R Rc (in) (in) 0.0396 0.0396 0.0396 0.0396 o . 0396 0.0396 0.0396 0.0396 0.0324 0.0324 0.0324 0.0324 0.0324 0.0324 0.0324 0.0324 0.0324 0.0324 0.0324 0.0324 0.0257 0.0257 0.0256 0.0257 0.0256 0.0257 0.0257 0.0256 0.0257 0.0256 0.0257 0.0257 0.0225 0.0225 0.0225 0.0225 0.0225 0.0225 0.0225 0.0225 0.0225 0.0225 0.0225 0.0225 0.0193 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 0.0180 2.4629 2.5025 2.5421 2.5817 2.6213 2.6609 2.7005 2.7401 2.7725 2.8049 2.8373 2.8697 2.9021 2.9345 2.9669 2.9993 3.0317 3.0641 3.0965 3.1289 3.1545 3.1802 3.2058 3.2315 3.2571 3.2828 3.3084 3.3341 3.3597 3.3854 3.4110 3.4367 3.4592 3.4817 3.5042 3.5267 3.5492 3.5717 3.5942 3.6167 3.6392 3.6617 3.6842 3.7067 3.7260 3.7440 3.7620 3.7800 3.7980 3.8160 3.8340 3.8520 3.8700 3.8880 3.9060 3.9240 3.9420 Cumulative Instan- Instan- taneous taneous Runoff Runoff Qi Vc (cfs) (cu ft) 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 o sq ft 0.0000 Ac 100 11 min 0.0000 in 0.3125 Routed Runoff Qr (cfs) o 0.0000 o O. 0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o O. 0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 o 0.0000 (: Total Runoff Q (cfs) 0.0435 0.0436 0.0438 0.0441 0.0444 0.0447 0.0449 0.0452 0.0429 0.0395 0.0383 0.0380 0.0380 0.0381 0.0382 0.0383 0.0385 0.0386 0.0388 0.0389 0.0365 0.0331 0.0319 O. 0314 O. 0313 O. 0314 0.0314 0.0315 0.0315 0.0316 0.0317 0.0318 0.0306 0.0290 0.0284 0.0282 0.0282 0.0282 0.0282 0.0283 0.0283 0.0284 0.0284 0.0285 0.0273 0.0250 0.0237 0.0232 0.0230 0.0230 0.0230 0.0230 0.023 0 0.0231 0.0231 0.0231 0.0231 PROJECT: Moyer Drainage Generation of Predeve10pment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method 100 yr storm (A) Qpeak 0.1603 cfs Vtota1 2392 cu ft Pervious Portion of Basin Impervious Portion of Basin ------------~------------------------------ ------------------------------------------- Pervious Area = 10890 sq ft Impervious Area = o sq ft 0.2500 Ac 0.0000 Ac Runoff Curve Number I Cn 82 Runoff Curve Nwnber, Cn 100 Time of Concentrat'n, Tc 11 min Time of Concentrat'n, Tc 11 min Pot'l Max Nat'l Det'n, S 2.1951 in Pot'l Max Nat'l Det'n, S o . 0000 in Routing Coefficient, w 0.3125 Routing Coefficient, w 0.3125 ------------------------------------------- ------------------------------------------- Cumulative Cumulative Cumulative Instan- Instan- Cumulative Instan- Instan- Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total Precip Precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q (hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs) [19.00] 0.0153 2.1688 0.0232 1968 0.0232 0.0180 3.9600 0.0000 0 0.0000 0.0232 [19.17) 0.0154 2.1842 0.0232 1982 0.0232 0.0180 3.9780 0.0000 0 0.0000 0.0232 [19.33] 0.0154 2.1996 0.0232 1996 0.0232 0.0180 3.9960 0.0000 0 0.0000 0.0232 [19.50] 0.0154 2.2149 0.0233 2010 0.0232 0.0180 4.0140 0.0000 0 0.0000 0.0232 [19.67] 0.0154 2.2303 0.0233 2024 0.0233 0.0180 4.0320 0.0000 0 0.0000 0.0233 [19.83] 0.0154 2.2458 0.0233 2038 0.0233 0.0180 4.0500 0.0000 0 0.0000 0.0233 [20.00] 0.0154 2.2612 0.0233 2052 0.0233 0.0180 4.0680 0.0000 0 0.0000 0.0233 [20.17J 0.0155 2.2767 0.0234 2066 0.0233 0.0180 4.0860 0.0000 0 0.0000 0.0233 [20.33] 0.0155 2.2921 0.0234 2080 0.0234 0.0180 4.1040 0.0000 0 0.0000 0.0234 [20.50] 0.0155 2.3076 0.0234 2094 0.0234 0.0180 4.1220 0.0000 0 0.0000 0.0234 [20.67) 0.0155 2.3231 0.0234 2108 0.0234 0.0180 4.1400 0.0000 0 0.0000 0.0234 [20.83J 0.0155 2.3386 0.0235 2122 0.0234 0.0180 4.1580 0.0000 0 0.0000 0.0234 [21. 00] 0.0155 2.3541 0.0235 2136 0.0235 0.0180 4.1760 0.0000 0 0.0000 0.0235 [21.17] 0.0155 2.3697 0.0235 2150 0.0235 0.0180 4.1940 0.0000 0 0.0000 0.0235 [21.33] 0.0156 2.3852 0.0235 2165 0.0235 0.0180 4 .2120 0.0000 0 0.0000 0.0235 [21. 50] 0.0156 2.4008 0.0236 2179 0.0235 0.0180 4.2300 0.0000 0 0.0000 0.0235 [21.67] 0.0156 2.4164 0.0236 2193 0.0236 0.0180 4.2480 0.0000 0 0.0000 0.0236 [21.83] 0.0156 2.4320 0.0236 2207 0.0236 0.0180 4.2660 0.0000 0 0.0000 0.0236 [22.00] 0.0156 2.4476 0.0236 2221 0.0236 0.0180 4.2840 0.0000 0 0.0000 0.0236 [22.17] 0.0156 2.4632 0.0236 2235 0.0236 0.0180 4.3020 0.0000 0 0.0000 0.0236 [22.33] 0.0156 2.4789 0.0237 2250 0.0236 0.0180 4.3200 0.0000 0 0.0000 0.0236 [22.50] 0.0157 2.4945 0.0237 2264 0.0237 0.0180 4.3380 0.0000 0 0.0000 0.0237 [22.67] 0.0157 2.5102 0.0237 2278 0.0237 0.0180 4.3560 0.0000 0 0.0000 0.0237 [22.83) 0.0157 2.5259 0.0237 2292 0.0237 0.0180 4.3740 0.0000 0 0.0000 0.0237 [23.00] 0.0157 2.5416 0.0237 2307 0.0237 0.0180 4.3920 0.0000 0 0.0000 0.0237 [23.17] 0.0157 2.5573 0.0238 2321 0.0237 0.0180 4.4100 0.0000 0 0.0000 0.0237 [23.33J 0.0157 2.5730 0.0238 2335 0.0238 0.0180 4.4280 0.0000 0 0.0000 0.0238 [23.50) 0.0157 2.5888 0.0238 2349 0.0238 0.0180 4.4460 0.0000 0 0.0000 0.0238 [23.67) 0.0158 2.6045 0.0238 2364 0.0238 0.0180 4.4640 0.0000 0 0.0000 0.0238 [23.83) 0.0158 2.6203 0.0238 2378 0.0238 0.0180 4.4820 0.0000 0 0.0000 0.0238 [24.00) 0.0158 2.6361 0.0239 2392 0.0238 0.0180 4.5000 0.0000 0 0.0000 0.0238 [24.17J 0.0000 2.6361 0.0000 2392 0.0164 0.0000 4.5000 0.0000 0 0.0000 0.0164 [24.33] 0.0000 2.6361 0.0000 2392 0.0061 0.0000 4.5000 0.0000 0 0.0000 0.0061 [24.50] 0.0000 2.6361 0.0000 2392 0.0023 0.0000 4.5000 0.0000 0 0.0000 0.0023 [24.67] 0.0000 2.6361 0.0000 2392 0.0009 0.0000 4.5000 0.0000 0 0.0000 0.0009 [24.83] 0.0000 2.6361 0.0000 2392 0.0003 0.0000 4.5000 0.0000 0 0.0000 0.0003 [25.00] 0.0000 2.6361 0.0000 2392 0.0001 0.0000 4.5000 0.0000 0 0.0000 0.0001 2.6361 3.9871 4.5000 0.0000 APPENDIX IV - POST-DEVELOPMENT RUNOFF CALCULATIONS \ !~ PROJECT: Moyer Drainage Generation of postdeve10pment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method 2 yr storm (A) Qpeak o . 0482 ds Vtota1 926 cu ft Pervious Portion of Basin Impervious Portion of Basin -----~----------~-------------~------------ -------------------------------------- Pervious Area = 8790.408 sq ft Impervious Area = 2099.592 sq ft 0.2018 Ac 0.0482 Ac Runoff Curve Nwnber, Cn 82.2 Runoff Curve Number, Cn 98.0 Time of Concentrat1n, Tc 18 min Time of Concentrat1n, Tc 18 min Pot'l Max Nat'l Det'n, S 2.1655 in Pot'l Max Nat'l Det'n, S 0.2041 in Routing Coefficient, w 0.2174 Routing Coefficient, w 0.2174 ------------------------------------------- -------------------------------- ----------- Cumulative Cumulative Cumulative Instan- Instan- Cumulative Instan- Instan- Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total precip Precip Runoff Runoff Runoff precip precip Runoff Runoff Runoff Runoff Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q (hrs) (in) (in) (cfs) (cu ft) (ds) (in) (in) (ds) (cu ft) (cfs) (cfs) [0.00) 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [0.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [0.33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [0.50] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [0.67] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [0.83] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [1.00] 0.0000 0.0000 0.0000 0 0.0000 0.0006 0.0007 0.0002 0 0.0000 0.0000 [1.17] 0.0000 0.0000 0.0000 0 0.0000 0.0013 0.0019 0.0004 0 0.0001 0.0001 [1.33] 0.0000 0.0000 0.0000 0 0.0000 0.0018 0.0037 0.0005 1 0.0003 0.0003 [1.50] 0.0000 0.0000 0.0000 0 0.0000 0.0023 0.0061 0.0007 1 0.0004 0.0004 [1.67] 0.0000 0.0000 0.0000 0 0.0000 0.0028 0.0089 0.0008 2 0.0006 0.0006 [1.83] 0.0000 0.0000 0.0000 0 0.0000 0.0040 0.0129 0.0012 2 0.0008 0.0008 [2.00J 0.0000 0.0000 0.0000 0 0.0000 0.0046 0.0175 0.0013 3 0.0010 0.0010 [2.17] 0.0000 0.0000 0.0000 0 0.0000 0.0051 0.0226 0.0015 4 0.0012 0.0012 [2.33] 0.0000 0.0000 0.0000 0 0.0000 0.0055 0.0282 0.0016 5 0.0013 0.0013 [2.50] 0.0000 0.0000 0.0000 0 0.0000 0.0059 0.0341 0.0017 6 0.0015 0.0015 [2.67] 0.0000 0.0000 0.0000 0 0.0000 0.0063 0.0404 0.0018 7 0.0016 0.0016 [2.83] 0.0000 0.0000 0.0000 0 0.0000 0.0080 0.0483 0.0023 8 0.0018 0.0018 [3.00] 0.0000 0.0000 0.0000 0 0.0000 0.0084 0.0567 0.0024 10 0.0021 0.0021 [3.17] 0.0000 0.0000 0.0000 0 0.0000 0.0087 0.0654 0.0025 11 0.0022 0.0022 [3.33] 0.0000 0.0000 0.0000 0 0.0000 0.0090 0.0744 0.0026 13 0.0024 0.0024 [3.50] 0.0000 0.0000 0.0000 0 0.0000 0.0093 0.0838 0.0027 15 0.0025 0.0025 [3.67] 0.0000 0.0000 0.0000 0 0.0000 0.0096 0.0934 0.0028 16 0.0026 0.0026 [3.83] 0.0000 0.0000 0.0000 0 0.0000 0.0115 0.1048 0.0033 18 0.0028 0.0028 [4.00] 0.0000 0.0000 0.0000 0 0.0000 0.0118 0.1166 0.0034 20 0.0031 0.0031 [4.17] 0.0000 0.0000 0.0000 D 0.0000 0.0120 0.1286 0.0035 22 0.0032 0.0032 [4.33] 0.0000 0.0000 0.0000 0 0.0000 0.0122 0.1408 0.0036 25 0.0034 0.0034 [4.50] 0.0000 0.0000 0.0000 0 0.0000 0.0124 0.1533 0.0036 27 0.0035 0.0035 [4.67] 0.0000 0.0000 0.0000 0 0.0000 0.0126 0.1659 0.0037 29 0.0035 0.0035 [4.83] 0.0000 0.0000 0.0000 0 0.0000 0.0150 0.1809 0.0044 32 0.0038 0.0038 [5.00] 0.0000 0.0000 0.0000 0 0.0000 0.0152 0.1961 0.0044 34 0.0040 0.0040 [5.17] 0.0000 0.0000 0.0000 0 0.0000 0.0154 0.2115 0.0045 37 0.0042 0.0042 [5.33] 0.0000 0.0000 0.0000 0 0.0000 0.0156 0.2271 0.0045 40 0.0044 0.0044 [5.50] 0.0000 0.0000 0.0000 0 0.0000 0.0157 0.2428 0.0046 42 0.0044 0.0044 [5.67] 0.0000 0.0000 0.0000 0 0.0000 0.0159 0.2587 0.0046 45 0.0045 0.0045 [5.83] 0.0002 0.0002 0.0003 0 0.0001 0.0185 0.2772 0.0054 49 0.0047 0.0048 [6.00] 0.0006 0.0008 0.0007 1 0.0002 0.0187 0.2959 0.0055 52 0.0050 0.0053 [6.17] 0.0010 0.0018 0.0012 1 0.0006 0.0188 o . 3148 0.0055 55 0.0052 0.0058 [6.33] 0.0014 0.0032 0.0017 2 0.0009 0.0190 0.3337 0.0055 58 0.0053 0.0063 [6.50] 0.0017 0.0049 0.0021 4 0.0013 0.0191 0.3528 0.0056 62 0.0054 0.0068 [6.67] 0.0021 0.0069 0.0025 5 0.0018 0.0192 0.3720 0.0056 65 0.0055 0.0073 [6.83] 0.0035 0.0104 0.0042 8 0.0025 0.0270 0.3990 0.0079 70 0.0060 0.0085 [7.00] 0.0041 0.0145 0.0050 11 0.0034 0.0272 0.4262 0.0079 75 0.0068 0.0102 [7.17] 0.0047 0.0192 0.0058 14 0.0043 0.0273 0.4535 0.0080 79 0.0073 0.0116 [7.33] 0.0073 0.0266 0.0090 19 0.0056 0.0372 0.4907 0.0108 86 0.0082 0.0138 [7.50] 0.0084 0.0349 0.0102 26 0.0073 0.0374 0.5281 0.0109 92 0.0094 0.0167 [7.67] 0.0185 0.0534 0.0226 39 0.0113 0.0712 0.5993 0.0208 105 0.0122 0.0235 [7.83] 0.0359 0.0893 0.0438 65 0.0208 0.1141 o . 7134 0.0333 125 0.0186 0.0394 [8.00] 0.0207 O. 1100 0.0252 81 0.0268 0.0574 0.7708 0.0167 135 0.0214 0.0482 [8.17] 0.0147 0.1247 0.0180 91 0.0245 0.0384 0.8092 0.0112 142 0.0182 0.0427 [8.33] 0.0114 0.1361 0.0139 100 0.0208 0.0286 0.8378 0.0083 147 0.0145 0.0353 [8.50] 0.0118 0.1479 0.0144 108 0.0179 0.0287 0.8664 0.0084 152 0.0118 0.0297 [8.67] 0.0122 0.1601 0.0148 117 0.0165 0.0287 0.8951 0.0084 157 0.0103 0.0268 [8.83] 0.0082 0.1682 0.0100 123 0.0147 0.0189 0.9140 0.0055 160 0.0089 0.0236 [9.00] 0.0083 0.1766 0.0102 129 0.0127 0.0189 0.9329 0.0055 163 0.0074 0.0201 [9.17] 0.0085 0.1850 0.0103 136 0.0116 0.0189 0.9518 0.0055 167 0.0066 0.0182 [9.33] 0.0086 0.1937 0.0105 142 0.0111 0.0189 0.9707 0.0055 170 0.0061 0.0172 ,\ PROJECT: Moyer Drainage Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method 2 yr storm (A) Qpeak 0.0482 cfs Vtotal 926 cu ft Pervious Portion of Basin Impervious Portion of Basin ---------~--~------------------------------ ------------------------------------------- Pervious Area ;; 8790.408 sq ft Impervious Area ;; 2099.592 sq ft 0.2018 Ac 0.0482 Ac Runoff Curve Number, Cn 82.2 Runoff Curve Number, Cn 98.0 Time of Concentrat'n, Tc 18 min Time of Concentrat'n, Tc 18 min Pot'l Max Nat'l Det'n, S 2.1655 in Pot'l Max Nat'l Det'n, S 0.2041 in Routing Coefficient, w 0.2174 Routing Coefficient. w 0.2174 -------------------~--------------------- ------------------------------------------- Cumulative Cumulative Cumulative Instan- Instan- Cumulative Instan- Instan- Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total Precip precip Runoff Runoff Runoff precip precip Runoff Runoff Runoff Runo Ef Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q (hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs) [9.50] 0.0088 0.2024 0.0107 148 0.0109 0.0189 0.9896 0.0055 173 0.0059 0.0167 [9.67] 0.0089 0.2113 0.0109 155 0.0108 0.0189 1.0086 0.0055 176 0.0057 0.0166 [9.83] 0.0090 0.2204 0.0110 161 0.0109 0.0189 1. 0275 0.0055 180 0.0056 0.0165 [10.00J 0.0092 0.2295 0.0112 168 o . 0110 0.0190 1.0465 0.0055 183 0.0056 0.0166 [10.17] 0.0093 0.2388 0.0114 175 0.0111 0.0190 1.0654 0.0055 186 0.0056 0.0167 [10.33] 0.0094 0.2483 0.0115 182 0.0113 0.0190 1.0844 0.0055 190 0.0055 0.0168 [10.50] 0.0096 0.2578 0.0117 189 0.0114 0.0190 1.1034 0.0055 193 0.0055 0.0169 [10.67] 0.0097 0.2675 0.0118 196 0.0115 0.0190 1.1224 0.0055 196 0.0055 0.0171 [10.83] 0.0080 0.2755 0.0098 202 0.0112 0.0156 1.1379 0.0045 199 0.0053 0.0165 [11.00) 0.0081 0.2836 0.0099 208 0.0106 0.0156 1.1535 0.0045 202 0.0050 0.0156 [11.17] 0.0082 0.2918 0.0100 214 0.0103 0.0156 1.1691 0.0045 205 0.0048 0.0151 [11.33) 0.0082 0.3000 0.0101 220 0.0102 0.0156 1.1846 0.0045 207 0.0047 0.0149 [11. 50) 0.0083 0.3083 0.0102 226 0.0102 0.0156 1.2002 0.0045 210 0.0046 0.0148 [11.67] 0.0084 0.3167 0.0103 232 0.0102 0.0156 1. 2158 0.0045 213 0.0046 0.0148 [11.83] 0.0085 0.3252 0.0103 238 0.0102 0.0156 1. 2314 0.0045 215 0.0046 0.0148 [12.00] 0.0085 0.3337 0.0104 244 0.0103 0.0156 1.2470 0.0045 218 0.0046 0.0149 [12.17] 0.0086 0.3424 0.0105 251 0.0104 0.0156 1. 2626 0.0045 221 0.0046 0.0149 [12.33] 0.0087 0.3510 0.0106 257 0.0105 0.0156 1. 2782 0.0045 224 0.0046 0.0150 [12.50] 0.0088 0.3598 0.0107 264 0.0105 0.0156 1.2938 0.0046 226 0.0046 0.0151 [12.67] 0.0088 0.3686 0.0108 270 0.0106 0.0156 1.3094 0.0046 229 0.0046 0.0152 [12.83] 0.0070 0.3757 0.0086 275 0.0102 0.0124 1. 3217 0.0036 231 0.0043 0.0146 [13.00J 0.0071 0.3827 0.0086 280 0.0095 0.0124 1.3341 0.0036 233 0.0040 0.0135 [13 .17] 0.0071 0.3899 0.0087 286 0.0091 0.0124 1.3464 0.0036 236 0.0038 0.0130 [13.33) 0.0072 0.3970 0.0087 291 0.0090 0.0124 1. 3588 0.0036 238 0.0037 0.0127 [13.50) 0.0072 0.4042 0.0088 296 0.0089 0.0124 1.3712 0.0036 240 0.0037 0.0126 [13.67) 0.0072 0.4115 0.0088 301 0.0088 0.0124 1. 3836 0.0036 242 0.0036 0.0125 [13.83) 0.0073 0.4187 Q.0089 307 0.0089 0.0124 1. 3959 0.0036 244 0.0036 0.0125 [14.00] 0.0073 0.4261 0.0089 312 0.0089 0.0124 1. 4083 0.0036 246 0.0036 0.0125 [14.17] 0.0074 0.4334 0.0090 317 0.0089 0.0124 1. 4207 0.0036 249 0.0036 0.0125 [14.33] 0.0074 0.4408 0.0090 323 0.0090 0.0124 1. 4331 0.0036 251 0.0036 0.0126 [14.50] 0.0074 0.4482 0.0091 328 0.0090 0.0124 1.4455 0.0036 253 0.0036 0.0126 [14.67] 0.0075 0.4557 0.0091 334 0.0090 0.0124 1. 4578 0.0036 255 0.0036 0.0127 [14.83] 0.0066 0.4623 0.0080 339 0.0088 0.0109 1. 4687 0.0032 257 0.0035 0.0124 [15.00J 0.0066 0.4689 0.0081 343 0.0085 0.0109 1.4796 0.0032 259 0.0034 0.0119 [15.17] 0.0066 0.4756 0.0081 348 0.0083 0.0109 1.4904 0.0032 261 0.0033 0.0116 [15.33] 0.0067 0.4822 0.0081 353 0.0082 0.0109 1.5013 0.0032 263 0.0032 0.0115 [15.50] 0.0067 0.4889 0.0082 358 0.0082 0.0109 1.5122 0.0032 265 0.0032 0.0114 [15.67] 0.0067 0.4956 0.0082 363 0.0082 0.0109 1. 5231 0.0032 266 0.0032 0.0114 [15.83J 0.0068 0.5024 0.0082 368 0.0082 0.0109 1. 5339 0.0032 268 0.0032 0.0114 [16.00) 0.0068 0.5092 0.0083 373 0.0082 0.0109 1.5448 0.0032 270 0.0032 0.0114 [16.17] 0.0068 0.5160 0.0083 378 0.0083 0.0109 1. 5557 0.0032 272 0.0032 0.0114 [16.33] 0.0068 0.5228 0.0083 383 0.0083 0.0109 1.5666 0.0032 274 0.0032 0.0115 [16.50) 0.0069 0.5297 0.0084 388 0.0083 0.0109 1.5774 0.0032 276 0.0032 0.0115 [16.67) 0.0069 0.5365 0.0084 393 0.0083 0.0109 1.5883 0.0032 278 0.0032 0.0115 [16.83) 0.0059 0.5425 0.0073 397 0.0081 0.0094 1.5977 0.0027 280 0.0031 0.0112 [17.00J 0.0055 0.5480 0.0068 401 0.0076 0.0087 1. 6064 0.0025 281 0.0029 0.0105 [17 .17] 0.0056 0.5536 0.0068 406 0.0073 0.0087 1. 6151 0.0025 283 0.0027 0.0100 [17.33] 0.0056 0.5592 0.0068 410 0.0071 0.0087 1. 6238 0.0025 284 0.0026 0.0097 [17.50] 0.0056 0.5647 0.0068 414 0.0070 0.0087 1.6325 0.0025 286 0.0026 0.0096 [17.67) 0.0056 0.5703 0.0068 418 0.0069 0.0087 1. 6412 0.0025 287 0.0026 0.0095 [17.83] 0.0056 0.5760 0.0069 422 0.0069 0.0087 1.6499 0.0025 289 0.0026 0.0094 [18.00] 0.0056 0.5816 0.0069 426 0.0069 0.0087 1.6587 0.0025 290 0.0026 0.0094 [18.17] 0.0057 0.5873 0.0069 430 0.0069 0.0087 1. 6674 0.0025 292 0.0025 0.0094 [18.33] 0.0057 0.5929 0.0069 434 0.0069 0.0087 1. 6761 0.0025 293 0.0025 0.0094 [18.50] 0.0057 0.5986 0.0069 438 0.0069 0.0087 1. 6848 0.0025 295 0.0025 0.0095 [18.67] 0.0057 0.6043 0.0070 443 0.0069 0.0087 1. 6935 0.0025 296 0.0025 0.0095 [18.83] 0.0057 0.6100 0.0070 447 0.0069 0.0087 1.7022 0.0025 298 0.0025 0.0095 , \ PROJECT: Moyer Drainage Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method 2 yr stom (A) Qpeak 0.0482 cfs Vtotal 926 cu ft Pervious Portion of Basin Impervious Portion of Basin ~-~------------~~-------------------------- ------------------------------------------- Pervious Area = 8790.408 sq ft Impervious Area = 2099.592 sq ft 0.2018 Ac 0.0482 Ac Runoff Curve Number I Cn 82.2 Runoff Curve Numberf Cn 98.0 Time of Concentrat'n, Tc 18 min Time of Concentrat'n, Tc 18 min Pot'l Max Nat'l Det'n, S 2.1655 in Pot'l Max Nat'l Det'n, S 0.2041 in Routing Coefficient I w 0.2174 Routing Coefficient, w 0.2174 ------------------------------------------- ------------------------------------------- Cumulative Cumulative Cumulative Instan- Instan- Cumulative Instan- Instan- Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total precip Precip Runoff Runoff Runoff precip Precip Runoff Runoff Runoff Runoff Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q (hrs) (in) (in) (efs) (cu ft) (cfs) (in) (in) (efs) (cu ft) (efs) (efs) [19.00) 0.0057 0.6157 0.0070 451 0.0070 0.0087 1.7109 0.0025 299 0.0025 0.0095 [19.17) 0.0057 0.6215 0.0070 455 0.0070 0.0087 1.7197 0.0025 301 0.0025 0.0095 [19.33 ) 0.0058 0.6272 0.0070 459 0.0070 0.0087 1. 7284 0.0025 302 0.0025 0.0095 [19.50) 0.0058 0.6330 0.0070 464 0.0070 0.0087 1. 7371 0.0025 304 0.0025 0.0096 [19.67J 0.0058 0.6388 0.0071 468 0.0070 0.0087 1. 7458 0.0025 305 0.0025 0.0096 [19.83] 0.0058 0.6446 0.0071 472 0.0070 0.0087 1. 7545 o . 0025 307 0.0025 0.0096 [20.00] 0.0058 0.6504 0.0071 476 0.0071 0.0087 1. 7633 0.0025 309 0.0025 0.0096 [20.17) 0.0058 0.6562 0.0071 481 0.0071 0.0087 1.7720 0.0025 310 0.0025 0.0096 [20.33J 0.0058 0.6621 0.0071 485 0.0071 0.0087 1.7807 0.0025 312 0.0025 0.0096 [20.50J 0.0059 0.6679 0.0071 489 0.0071 0.0087 1.7894 0.0025 313 0.0025 0.0097 [20.67J 0.0059 0.6738 0.0072 494 0.0071 0.0087 1.7981 0.0025 315 0.0025 0.0097 [20.83] 0.0059 0.6797 0.0072 498 0.0072 0.0087 1.8069 0.0025 316 0.0025 0.0097 [21. 00] 0.0059 0.6856 0.0072 502 0.0072 0.0087 1. 8156 0.0025 318 0.0025 0.0097 [21.17] 0.0059 0.6915 0.0072 507 0.0072 0.0087 1.8243 0.0025 319 0.0025 0.0097 [21.33] 0.0059 0.6974 0.0072 511 0.0072 0.0087 1.8330 0.0025 321 0.0025 0.0097 [21. 50] 0.0059 0.7033 0.0072 515 0.0072 0.0087 1.8418 0.0025 322 0.0025 0.0092 [21.67) 0.0059 0.7093 0.0073 520 0.0072 0.0087 1.8505 0.0025 324 0.0025 0.0098 [21.83) 0.0060 0.7152 0.0073 524 0.0073 0.0087 1.8592 0.0025 325 0.0025 D. 0098 [22.00J 0.0060 0.7212 0.0073 528 0.0073 0.0087 1.8679 0.0025 327 0.0025 a. 0098 (22 .17J 0.0060 0.7272 0.0073 533 0.0073 0.0087 1. 8767 0.0025 328 0.0025 0.0098 [22.33] 0.0060 0.7332 0.0073 537 0.0073 0.0087 1. 8854 0.0025 330 0.0025 0.0098 [22.50] 0.0060 0.7392 0.0073 542 0.0073 0.0087 1.8941 0.0025 331 0.0025 0.0099 (22.67] 0.0060 0.7453 0.0074 546 0.0073 0.0087 1. 9029 0.0025 333 0.0025 0.0099 [22.83J 0.0060 0.7513 0.0074 550 0.0073 0.0087 1. 9116 0.0025 334 0.0025 0.0099 [23.00) 0.0061 0.7573 0.0074 555 0.0074 0.0087 1.9203 o . 0025 336 0.0025 0.0099 [23.17J 0.0061 0.7634 0.0074 559 0.0074 0.0087 1.9291 0.0025 338 0.0025 0.0099 [23.33] 0.0061 0.7695 0.0074 564 0.0074 0.0087 1. 9378 0.0025 339 0.0025 0.0099 [23.50) 0.0061 0.7756 0.0074 568 0.0074 0.0087 1.9465 0.0025 341 0.0025 0.0100 [23.67J 0.0061 0.7817 0.0074 573 0.0074 0.0087 1. 9553 0.0025 342 0.0025 0.0100 [23.83) 0.0061 0.7878 0.0075 577 0.0074 0.0087 1. 9640 0.0025 344 0.0025 0.0100 [24.00] 0.0061 0.7939 0.0075 582 0.0075 0.0087 1.9727 0.0025 345 0.0025 0.0100 [24.17J 0.0000 0.7939 0.0000 582 0.0058 0.0000 1.9727 0.0000 345 O. 0020 0.0078 [24.33] 0.0000 0.7939 0.0000 582 0.0033 0.0000 1.9727 0.0000 345 0.0011 o. 0044 [24.50] 0.0000 0.7939 0.0000 582 0.0019 0.0000 1. 9727 0.0000 345 0.0006 0.0025 [24.67] 0.0000 0.7939 0.0000 582 0.0011 0.0000 1. 9727 0.0000 345 0.0004 0.0014 [24.83J 0.0000 0.7939 0.0000 582 0.0006 0.0000 1. 9727 0.0000 345 0.0002 0.0008 [25.00] 0.0000 0.7939 0.0000 582 0.0003 0.0000 1.9727 0.0000 345 0.0001 0.0005 0.7939 0.9693 max= 0.0268 1. 9727 0.5753 max = 0.0214 0.0482 PROJECT: Moyer Drainage Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method 25 yr storm (A) Qpeak 0.1341 cfs Vtotal 2284 cu ft Pervious Portion of Basin Impervious Portion of Basin ---------------------------~--------------- ------------------------------------------- Pervious Area :::;: 8790.408 sq ft Impervious Area :::;: 2099.592 sq ft 0.2018 Ac 0.0482 Ac Runoff Curve Number t Cn 82.2 Runoff Curve Number I Cn 98.0 Time of Concentrat'n, Tc 18 min Time of Concentrat'n, Tc 18 min Pot11 Max Nat'l Det'n, S 2.1655 in Pot'l Max Nat'l Det'n, S 0.2041 in Routing Coefficient, w 0.2174 Routing Coefficient, w 0.2174 ------------------------------------------- ------------------------------------------- Cumulative Cumulative Cumulative Instan- Instan- Cumulative Instan- Instan- Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total Precip precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q (hrs) (in) (in) (efs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (efs) (cfs) [0.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [0.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [0.33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [0.50] 0.0000 0.0000 0.0000 0 0.0000 0.0002 0.0002 0.0001 0 0.0000 0.0000 [0.67] 0.0000 0.0000 0.0000 0 0.0000 0.0021 0.0024 0.0006 0 0.0002 0.0002 [0.83) 0.0000 0.0000 0.0000 0 0.0000 0.0039 0.0063 0.0012 1 0.0005 0.0005 [1. 00] 0.0000 0.0000 0.0000 0 0.0000 0.0054 0.0117 0.0016 2 0.0009 0.0009 [1.17] 0.0000 0.0000 0.0000 0 0.0000 0.0067 0.0184 0.0019 3 O. 0013 0.0013 [1. 33) 0.0000 0.0000 0.0000 0 0.0000 0.0077 0.0261 0.0022 5 0.0016 0.0016 [1. 50J 0.0000 0.0000 0.0000 0 0.0000 0.0086 0.0347 0.0025 6 0.0019 0.0019 [1. 67J 0.0000 0.0000 0.0000 0 0.0000 0.0093 0.0439 0.0027 8 0.0022 0.0022 [1. 83J 0.0000 0.0000 0.0000 0 0.0000 0.0125 0.0564 0.0036 10 0.0026 0.0026 [2.00] 0.0000 0.0000 0.0000 0 0.0000 0.0133 0.0698 0.0039 12 0.0031 0.0031 [2.17) 0.0000 0.0000 0.0000 0 0.0000 0.0140 0.0838 0.0041 15 0.0035 0.0035 [2.33] 0.0000 0.0000 0.0000 0 0.0000 0.0146 0.0984 0.0043 17 0.0038 0.0038 [2.50] 0.0000 0.0000 0.0000 0 0.0000 0.0151 0.1135 0.0044 20 0.0040 0.0040 [2.67] 0.0000 0.0000 0.0000 0 0.0000 0.0156 0.1291 0.0045 23 0.0042 0.0042 [2.83] 0.0000 0.0000 0.0000 0 0.0000 0.0192 0.1482 0.0056 26 0.0046 0.0046 [3.00] 0.0000 0.0000 0.0000 0 0.0000 0.0196 0.1679 0.0057 29 0.0051 0.0051 [3.17] 0.0000 0.0000 0.0000 0 0.0000 0.0201 0.1879 0.0058 33 0.0054 0.0054 [3.33] 0.0000 0.0000 0.0000 0 0.0000 0.0204 0.2083 0.0059 36 0.0056 0.0056 [3.50) 0.0000 0.0000 0.0000 0 0.0000 0.0207 0.2290 0.0060 40 0.0058 0.0058 [3.67) 0.0000 0.0000 0.0000 0 0.0000 0.0210 0.2500 0.0061 44 0.0059 0.0059 [3.83) 0.0002 0.0002 0.0002 0 0.0000 0.0248 0.2748 0.0072 48 0.0062 0.0063 [4.00) 0.0008 0.0010 0.0010 1 0.0003 0.0251 0.2998 0.0073 52 0.0067 0.0070 [4.17] 0.0015 0.0025 0.0018 2 0.0008 0.0253 0.3251 0.0074 57 0.0070 0.0078 [4.33] 0.0022 0.0047 0.0026 3 0.0014 0.0255 0.3507 0.0074 61 0.0072 0.0086 [4.50] 0.0028 0.0075 0.0034 5 0.0021 0.0257 0.3764 0.0075 66 0.0073 0.0094 [4.67] 0.0034 0.0109 o . 0042 8 0.0028 0.0259 0.4022 0.0075 70 0.0074 0.0102 [4.83] 0.0047 0.0156 0.0058 11 0.0038 0.0305 0.4328 0.0089 76 0.0078 0.0115 [5.00] 0.0055 0.0211 0.0067 15 o . 0048 0.0307 0.4634 0.0089 81 0.0083 0.0131 [5.17] 0.0062 0.0273 0.0076 20 0.0059 0.0309 0.4943 0.0090 86 0.0086 0.0144 [5.33] 0.0069 0.0343 0.0085 25 0.0068 0.0310 0.5253 0.0090 92 0.0088 0.0156 [5.50] 0.0076 0.0419 0.0093 31 0.0077 o . 0311 0.5564 0.0091 97 0.0089 0.0166 [5.67] 0.0083 0.0502 0.0101 37 0.0086 0.0312 0.5876 0.0091 103 0.0090 0.0176 [5.83] 0.0104 0.0606 0.0127 44 0.0098 o . 0363 0.6240 0.0106 109 0.0094 0.0192 [6.00] 0.0112 0.0718 0.0137 53 0.0113 0.0364 0.6604 0.0106 116 0.0099 0.0212 [6.17J 0.0120 0.0837 0.0146 61 0.0125 0.0366 0.6970 0.0107 122 0.0102 0.0227 [6.33] 0.0127 0.0964 0.0155 71 o . 013 6 0.0367 0.7336 0.0107 128 0.0104 0.0240 [6.50) 0.0134 0.1098 0.0164 80 0.0146 0.0367 0.7704 0.0107 135 0.0105 0.0252 [6.67) 0.0141 0.1239 0.0172 91 0.0156 0.0368 0.8072 0.0107 141 0.0106 0.0262 [6.83) 0.0208 0.1448 0.0254 106 0.0181 0.0517 0.8589 0.0151 150 0.0116 0.0297 [7.00J 0.0220 0.1668 0.0269 122 0.0216 0.0518 0.9107 0.0151 159 0.0131 0.0347 [7.17] 0.0232 0.1899 0.0283 139 0.0242 0.0519 0.9626 0.0151 168 0.0140 0.0382 [7.33] 0.0331 0.2230 0.0404 163 0.0286 0.0704 1. 0330 0.0205 181 0.0157 0.0443 [7.50] 0.0349 0.2579 0.0426 189 0.0342 0.0706 1.1036 0.0206 193 0.0178 0.0520 [7.67] 0.0705 0.3284 0.0861 241 0.0473 0.1336 1. 2372 0.0390 216 0.0230 0.0703 [7.83] 0.1227 0.4511 0.1498 330 0.0780 0.2130 1.4502 0.0621 254 0.0350 0.1130 [8.00] 0.0657 0.5168 0.0802 379 0.0941 0.1067 1. 5569 0.0311 272 0.0400 0.1341 [8.17] 0.0452 0.5619 0.0552 412 0.0826 0.0712 1.6282 0.0208 285 0.0339 0.1165 [8.33] 0.0343 0.5963 0.0419 437 0.0678 0.0531 1. 6812 0.0155 294 0.0270 0.0948 [8.50] 0.0349 0.6312 0.0426 462 0.0567 0.0531 1.7343 0.0155 303 0.0220 0.0787 [8.67] 0.0354 0.6666 0.0432 488 0.0507 0.0531 1. 7874 0.0155 313 0.0192 0.0699 [8.83] 0.0235 0.6901 0.0287 506 0.0443 0.0349 1. 8223 0.0102 319 0.0164 0.0607 [9.00] 0.0238 0.7139 0.0290 523 0.0376 0.0349 1. 8572 0.0102 325 0.013 7 0.0513 [9.17) 0.0240 0.7379 0.0293 541 0.0339 0.0349 1. 8922 0.0102 331 0.0122 0.0461 [9.33] 0.0242 0.7620 0.0295 558 0.0319 0.0349 1.9271 0.0102 337 0.0113 0.0433 PROJECT: Moyer Drainage Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method 25 yr storm (A) Qpeak 0.1341 cfs Vtotal 2284 cu ft Pervious Portion of Basin Impervious Portion of Basin -----------------~~---------------------~-~ --------------------~---------------------- Pervious Area = 8790.408 sq ft Impervious Area = 2099.592 sq ft 0.2018 Ac 0.0482 Ac Runoff Curve Number, Cn 82.2 Runoff Curve Number, Cn 98.0 Time of Concentrat'n, Tc 18 min Time of Concentrat'n, Tc 18 min Pot'l Max Nat'l Det'n, S 2.1655 in Pot'l Max Nat'l Det'n, S 0.2041 in Routing Coefficient, w 0.2174 Routing Coefficient, w 0.2174 ------------------------------------------- ------------------------------------------- Cumulative Cumulative Cumulative Instan- Instan- Cumulative Instan- Instan- Excess Excess taneous taneous Routed Excess Excess taneous taneaus Routed Total Precip Precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q (hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs) [9.50] 0.0244 0.7864 0.0298 576 0.0309 0.0349 1. 9620 0.0102 343 0.0108 0.0418 [9.67] 0.0246 0.8110 0.0300 594 0.0305 0.0349 1. 9969 0.0102 349 0.0105 0.0410 [9.83] 0.0248 0.8357 o .0302 612 0.0303 0.0349 2.0319 0.0102 356 0.0104 0.0407 [10.00] 0.0249 0.8606 0.0304 630 0.0303 0.0350 2.0668 0.0102 362 0.0103 0.0406 [10.17] 0.0251 0.8858 0.0307 649 0.0304 0.0350 2.1018 0.0102 368 0.0103 0.0407 [10.33] 0.0253 0.9110 0.0309 667 0.0306 0.0350 2.1368 0.0102 374 0.0102 0.0408 [10.50] 0.0255 0.9365 0.0311 686 0.0307 0.0350 2.1717 0.0102 380 0.0102 0.0410 [10.67] 0.0256 0.9621 0.0313 705 0.0309 0.0350 2.2067 0.0102 386 0.0102 0.0411 [10.83] o . 0211 0.9832 0.0257 720 0.0299 0.0286 2.2354 0.0083 391 0.0098 0.0397 [11.00] 0.0212 1. 0044 0.0259 736 0.0281 0.0286 2.2640 0.0083 396 0.0092 0.0373 [11.17J o . 0213 1. 0257 0.0260 751 0.0272 0.0286 2.2926 0.0083 401 0.0088 0.0360 [11.33) 0.0214 1. 0471 0.0261 767 0.0267 0.0286 2.3212 0.0084 406 0.0086 0.0353 [11.50] 0.0215 1. 0685 0.0262 783 0.0265 0.0286 2.3499 0.0084 411 0.0085 0.0350 [11. 67J 0.0216 1. 0901 0.0264 799 0.0264 0.0286 2.3785 0.0084 416 0.0084 0.0348 [11.83J 0.0217 1.1118 0.0265 814 0.0264 0.0286 2.4072 0.0084 421 0.0084 0.0348 [12.00) 0.0218 1 . 1336 0.0266 830 0.0265 0.0286 2.4358 0.0084 426 0.0084 0.0348 [12.17J 0.0219 1.1554 0.0267 846 0.0265 0.0287 2.4645 0.0084 431 0.0084 0.0349 [12.33] 0.0220 1.1774 0.0268 862 0.0266 0.0287 2.4931 0.0084 436 0.0084 0.0350 [12.50] 0.0220 1.1994 0.0269 879 0.0267 0.0287 2.5218 0.0084 441 0.0084 0.0351 [12.67] 0.0221 1.2216 0.0270 895 0.0268 0.0287 2.5504 0.0084 446 0.0084 0.0352 [12.83J 0.0176 1. 2391 0.0215 908 0.0257 0.0227 2.5731 0.0066 450 0.0080 0.0337 [13.00] 0.0176 1. 2568 0.0215 921 0.0239 0.0227 2.5958 0.0066 454 0.0074 0.0313 [13 .17] 0.0177 1. 2745 0.0216 934 0.0229 0.0227 2.6185 0.0066 458 0.0071 0.0299 [13 .33] 0.0177 1. 2922 0.0216 947 0.0223 0.0227 2.6412 0.0066 462 0.0069 0.0292 [13 .50] 0.0178 1. 3100 0.0217 960 0.0220 0.0227 2.6639 0.0066 466 0.0068 0.0288 [13 .67J 0.0178 1.3278 0.0218 973 0.0219 0.0227 2.6866 0.0066 470 0.0067 0.0286 [13.83] 0.0179 1. 3457 0.0218 986 0.0219 0.0227 2.7093 0.0066 474 0.0067 0.0285 [14.00) 0.0179 1. 3636 0.0219 999 0.0219 0.0227 2.7320 0.0066 478 0.0066 0.0285 [14.17] 0.0180 1.3816 0.0219 1012 0.0219 0.0227 2.7547 0.0066 482 0.0066 0.0285 [14.33J 0.0180 1.3996 0.0220 1025 0.0219 0.0227 2.7774 0.0066 486 0.0066 0.0286 [14.50J 0.0181 1.4177 0.0221 1038 0.0220 0.0227 2.8001 0.0066 490 0.0066 0.0286 [14.67) 0.0181 1.4358 0.0221 1052 0.0220 0.0227 2.8228 0.0066 494 0.0066 0.0286 [14.83 ) 0.0159 1. 4517 0.0194 1063 0.0215 0.0199 2.8428 0.0058 497 0.0064 0.0279 [15.00) 0.0160 1. 4677 0.0195 1075 0.0206 0.0199 2.8627 0.0058 501 0.0062 0.0268 [15.17] 0.0160 1. 4837 0.0195 1087 0.0201 0.0199 2.8826 0.0058 504 0.0060 0.0261 [15.33) 0.0160 1. 4997 0.0196 1099 0.0199 0.0199 2.9025 0.0058 508 0.0059 0.0258 [15.50J 0.0161 1. 5157 0.0196 1110 0.0197 0.0199 2.9225 0.0058 511 0.0059 0.0256 [15.67J 0.0161 1.5318 0.0196 1122 0.0197 0.0199 2.9424 0.0058 515 0.0058 0.0255 [15.83] 0.0161 1.5480 0.0197 1134 0.0197 0.0199 2.9623 0.0058 518 0.0058 0.0255 [16.00] 0.0162 1.5641 0.0197 1146 0.0197 0.0199 2.9822 0.0058 522 0.0058 0.0255 [16.17] 0.0162 1.5803 0.0198 1158 0.0197 0.0199 3.0022 0.0058 525 0.0058 0.0255 [16.33] 0.0162 1. 5965 0.0198 1169 0.0197 0.0199 3.0221 0.0058 529 0.0058 0.0256 [16.50J 0.0162 1. 6128 0.0198 1181 0.0198 0.0199 3.0420 0.0058 532 0.0058 0.0256 [16.67] 0.0163 1. 6290 0.0199 1193 0.0198 0.0199 3.0619 0.0058 536 0.0058 0.0256 [16.83] 0.0140 1. 6430 0.0171 1204 0.0192 0.0171 3.0791 0.0050 539 0.0056 0.0249 (17.00] 0.0131 1. 6561 0.0159 1213 0.0181 0.0159 3.0950 0.0046 542 0.0053 0.0233 [17.17] 0.0131 1.6692 0.0160 1223 0.0171 0.0159 3.1110 0.0046 544 0.0050 0.0222 [17.33] 0.0131 1.6823 0.0160 1232 0.0166 0.0159 3.1269 0.0047 547 0.0049 0.0215 [17.50] 0.0131 1. 6954 0.0160 1242 0.0164 0.0159 3.1429 0.0047 550 0.0048 0.0211 [17.67J 0.0131 1. 7085 0.0160 1252 0.0162 0.0159 3.1588 0.0047 553 0.0047 0.0209 [17.83] 0.0132 1. 7217 0.0161 1261 0.0161 0.0159 3.1748 0.0047 555 0.0047 0.0208 [18.00] 0.0132 1. 7349 0.0161 1271 0.0161 0.0159 3.1907 0.0047 558 0.0047 0.0208 [18.17J 0.0132 1. 7480 0.0161 1281 0.0161 0.0159 3.2067 0.0047 561 0.0047 0.0208 [18.33J 0.0132 1. 7612 0.0161 1290 0.0161 0.0159 3.2226 0.0047 564 0.0047 0.0208 [18.50) 0.0132 1.7745 0.0161 1300 0.0161 0.0159 3.2386 0.0047 567 0.0047 0.0208 [18.67] 0.0132 1.7877 0.0162 1310 0.0161 0.0159 3.2545 0.0047 569 0.0047 0.0208 [18.83] 0.0133 1.8010 0.0162 1319 0.0161 0.0160 3.2705 0.0047 572 0.0047 0.0208 PROJECT: Moyer Drainage Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method 25 yr storm (A) Qpeak 0.1341 cfs Vtota1 2284 cu ft Pervious Portion of Basin Impervious Portion of Basin --------~--------~---------~--------------- ------------------------------------------- Pervious Area = 8790.408 sq ft Impervious Area = 2099.592 sq ft 0.2018 Ac 0.0482 Ac Runoff Curve Ntunber t Cn 82.2 Runoff Curve Number I Cn 98.0 Time of Concentrat'n, Tc 18 min Time of Concentrat'n, Tc 18 min Pot'1 Max Nat'l Det'n, S 2.1655 in Pot'1 Max Nat'l Det'n, S 0.2041 in Routing Coefficient, w 0.2174 Routing Coefficient, w 0.2174 ------------------------------------------- ------------------------------------------- Cumulative Ctunulative Cumulative Instan- Instan- Cwnulative Instan- Instan- Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Tota 1 Precip Precip Runoff Runoff Runoff precip Precip Runoff Runoff Runo Ef Runoff Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q (hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs I [19.00] 0.0133 1. 8142 0.0162 1329 0.0162 0.0160 3.2864 0.0047 575 0.0047 0.0208 [19.17] 0.0133 1. 8275 0.0162 1339 0.0162 0.0160 3 .3024 0.0047 578 0.0047 0.0208 (19.33) 0.0133 1.8408 0.0162 1348 0.0162 0.0160 3.3183 0.0047 581 0.0047 0.0209 [19.50) 0.0133 1.8541 0.0163 1358 0.0162 0.0160 3.3343 0.0047 583 0.0047 0.0209 [19.67) 0.0133 1. 8675 0.0163 1368 0.0162 0.0160 3.3502 0.0047 586 0.0047 0.0209 [19.83) 0.0134 1. 8808 0.0163 1378 0.0163 0.0160 3.3662 0.0047 589 0.0047 O. 0209 [20.00J 0.0134 1.8942 0.0163 1388 0.0163 0.0160 3.3821 0.0047 592 0.0047 0 .0209 [20.17] 0.0134 1. 9076 0.0163 1397 0.0163 0.0160 3.3981 0.0047 595 0.0047 O. 0210 [20.33] 0.0134 1.9210 0.0164! 1407 0.0163 0.0160 3.4140 0.0047 597 0.0047 O. 0210 [20.50] o . 0134 1. 9344 0.0164' 1417 0.0163 0.0160 3.4300 0.0047 600 0.0047 O. 0210 [20.67] 0.0134 1. 9478 0.0164 1427 0.0164 0.0160 3.4459 0.0047 603 0.0047 0 .0210 [20.83J 0.0134 1.9613 0.0164 1437 0.0164 0.0160 3.4619 0.0047 606 0.0047 0 .021 C (21. OOJ 0.0135 1. 9748 0.0164 1447 0.0164 0.0160 3.4778 0.0047 609 0.0047 O. 021l [21.17] 0.0135 1. 9882 0.0165 1456 0.0164 0.0160 3.4938 0.0047 611 0.0047 a. 0211 [21. 33] 0.0135 2.0017 0.0165 1466 0.0164 0.0160 3.5098 0.0047 614 0.0047 0.0211 [21. 50] 0.0135 2.0152 0.0165 1476 0.0165 0.0160 3.5257 0.0047 617 0.0047 0.0211 [21. 67] 0.0135 2.0287 0.0165 1486 0.0165 0.0160 3.5417 0.0047 620 0.0047 0.0211 [21. 83] 0.0135 2.0423 0.0165 1496 0.0165 0.0160 3.5576 0.0047 622 0.0047 0.0211 [22.00] 0.0135 2.0558 0.0165 1506 0.0165 0.0160 3.5736 0.0047 625 0.0047 0.0212 [22.17] 0.0136 2.0694 0.0166 1516 0.0165 0.0160 3.5895 0.0047 628 0.0047 0.0212 [22.33] 0.0136 2.0830 0.0166 1526 0.0165 0.0160 3.6055 0.0047 631 0.0047 0.0212 [22.50J 0.0136 2.0966 0.0166 1536 0.0166 0.0160 3.6215 0.0047 634 0.0047 0.0212 [22.67] 0.0136 2.1102 0.0166 1546 0.0166 0.0160 3.6374 0.0047 636 0.0047 0.0212 [22.83] 0.0136 2.1238 0.0166 1556 0.0166 0.0160 3.6534 0.0047 639 0.0047 0.0212 [23.00] 0.0136 2.1374 0.0166 1566 0.0166 0.0160 3.6693 0.0047 642 0.0047 0.0213 [23.17] 0.0136 2.1511 0.0167 1576 0.0166 0.0160 3.6853 0.0047 645 0.0047 0.0213 [23.33] 0.0137 2.1647 0.0167 1586 0.0166 0.0160 3.7013 0.0047 648 0.0047 O. C213 [23.50J 0.0137 2.1784 0.0167 1596 0.0167 0.0160 3.7172 0.0047 650 0.0047 O. 0213 [23.67J 0.0137 2.1921 0.0167 1606 0.0167 0.0160 3.7332 0.0047 653 0.0047 0.0213 [23.83J 0.0137 2.2058 0.0167 1616 0.0167 0.0160 3.7491 0.0047 656 0.0047 0.0213 [24.00) 0.0137 2.2195 0.0167 1626 0.0167 0.0160 3.7651 0.0047 659 0.0047 O. 0214 [24.17) 0.0000 2.2195 0.0000 1626 0.0131 0.0000 3.7651 0.0000 659 0.0036 0.0167 [24.33] 0.0000 2.2195 0.0000 1626 0.0074 0.0000 3.7651 0.0000 659 0.0021 0.0095 [24.50] 0.0000 2.2195 0.0000 1626 0.0042 0.0000 3.7651 0.0000 659 0.0012 0.0053 [24.67J 0.0000 2.2195 0.0000 1626 0.0024 0.0000 3.7651 0.0000 659 0.0007 0.0030 [24.83) 0.0000 2.2195 0.0000 1626 0.0013 0.0000 3.7651 0.0000 659 0.0004 o . 0017 [25.00) 0.0000 2.2195 0.0000 1626 0.0008 0.0000 3.7651 0.0000 659 0.0002 0.0010 2.2195 2.7097 max = 0.0941 3.7651 1. 0979 max = 0.0400 0.1341 PROJECT: Moyer Drainage Generation of Postdeve10pment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method 100 yr storm (A) Qpeak 0.1601 efs Vtota1 2689 eu ft Pervious Portion of Basin Impervious Portion of Basin ----~-------------------------------------- ------------------------------------------- Pervious Area = 8790.408 sq ft Impervious Area = 2099.592 sq ft 0.2018 Ae 0.0482 Ae Runoff Curve Number I Cn 82.2 Runoff Curve Number, Cn 98.0 Time of Concentrat'n, Te 18 min Time of Concentrat'n, Te 18 min Potll Max Nat'l Det'n, S 2.1655 in Potll Max Nat'l Det'n, S 0.2041 in Routing Coefficient, w 0.2174 Routing Coefficient, w 0.2174 ------------ ------------------------------- ------------------------------------------- Cumulative Cumulative Cumulative Instan- Instan- Cumulative Instan- Instan- Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total Preeip Preeip Runoff Runoff Runoff Preeip Preeip Runoff Runoff Runoff Runoff Time R Re Qi Ve Qr R Re Qi Ve Qr Q (hrs) (in) (in) (cfs) (eu ft) (cfs) (in) (in) (cfs) (eu ft) (cfs) (cfs) (0.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [0.17J 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [0.33J 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [0.50J 0.0000 0.0000 0.0000 0 0.0000 0.0008 0.0008 0.0002 0 0.0001 0.0001 [0.67] 0.0000 0.0000 0.0000 0 0.0000 0.0033 0.0041 0.0010 1 0.0003 0.0003 [0.83) 0.0000 0.0000 0.0000 0 0.0000 0.0054 0.0096 0.0016 2 0.0007 0.0007 [1. OOJ 0.0000 0.0000 0.0000 0 0.0000 0.0071 0.0166 0.0021 3 0.0012 0.0012 [1.17] 0.0000 0.0000 0.0000 0 0.0000 0.0084 0.0251 0.0025 4 0.0017 0.0017 [1. 33] 0.0000 0.0000 0.0000 0 0.0000 0.0096 0.0347 0.0028 6 0.0021 0.0021 [1. 50] 0.0000 0.0000 0.0000 0 0.0000 0.0105 0.0451 0.0031 8 0.0024 0.0024 [1. 67J 0.0000 0.0000 0.0000 0 0.0000 0.0113 0.0564 0.0033 10 0.0028 0.0028 [1. 83J 0.0000 0.0000 0.0000 0 0.0000 0.0150 0.0715 0.0044 13 0.0032 0.0032 [2.00J 0.0000 0.0000 0.0000 0 0.0000 0.0159 0.0874 0.0046 15 0.0038 0.0038 [2.17] 0.0000 0.0000 0.0000 0 0.0000 0.0166 0.1040 0.0048 18 0.0042 0.0042 [2.33] 0.0000 0.0000 0.0000 0 0.0000 0.0172 0.1212 0.0050 21 0.0045 0.0045 [2.50] 0.0000 0.0000 0.0000 0 0.0000 0.0178 0.1390 0.0052 24 0.0048 0.0048 [2.67] 0.0000 0.0000 0.0000 0 0.0000 0.0182 0.1572 0.0053 28 0.0050 0.0050 [2.83] 0.0000 0.0000 0.0000 0 O.OOOD 0.0223 0.1795 0.0065 31 0.0054 0.0054 [3.00) 0.0000 0.0000 0.0000 0 0.0000 0.0228 0.2024 0.0067 35 0.0059 0.0059 [3.17J 0.0000 0.0000 0.0000 0 0.0000 0.0232 0.2256 0.0068 39 0.0063 0.0063 [3.33J 0.0000 0.0000 0.0000 0 0.0000 0.0236 0.2491 0.0069 44 0.0065 0.0065 [3.50] 0.0001 0.0001 0.0002 0 0.0000 0.0239 0.2730 0.0070 48 0.0067 0.0067 [3.67) 0.0007 0.0009 0.0009 1 0.0003 0.0241 0.2972 0.0070 52 0.0068 0.0071 [3.83 ) 0.0017 0.0025 0.0020 2 0.0008 0.0284 0.3256 0.0083 57 0.0072 0.0080 [4.00J 0.0025 0.0050 0.0030 4 0.0015 0.0287 0.3543 0.0084 62 0.0077 0.0092 [4.17J 0.0033 0.0083 0.0040 6 0.0024 0.0290 0.3833 0.0084 67 0.0080 0.0104 [4.33] 0.0040 0.0124 0.0049 9 0.0033 0.0292 0.4125 0.0085 72 0.0082 0.0115 [4.50] 0.0048 0.0171 0.0058 13 0.0042 0.0294 0.4418 0.0086 77 0.0083 0.0126 [4.67] 0.0055 0.0226 0.0067 17 0.0051 0.0295 0.4713 0.0086 82 0.0085 0.013 6 [4.83J 0.0073 0.0299 0.0089 22 0.0063 0.0348 0.5061 0.0101 89 0.0089 0.0151 [5.00J 0.0082 0.0381 0.0100 28 0.0076 0.0349 0.5410 0.0102 95 0.0094 0.0171 [5.17J 0.0090 0.0471 0.0110 34 0.0089 0.0351 0.5761 0.0102 101 0.0098 0.0186 (5.33J 0.0098 0.0569 0.0120 42 0.0100 0.0352 0.6113 0.0103 107 0.0100 0.0200 [5.50] 0.0106 0.0675 0.0129 49 0.0111 0.0353 0.6467 0.0103 113 0.0101 0.0212 [5.67] o . 0113 0.0788 0.0138 58 0.0121 0.0355 0.6821 0.0103 119 0.0102 0.0223 [5.83] 0.0140 0.0928 0.0171 68 0.0135 0.0412 0.7233 0.0120 127 0.0106 0.0242 [6.00] 0.0149 0.1077 0.0182 79 0.0153 0.0413 0.7647 0.0120 134 0.0112 0.0266 [6.17] 0.0158 0.1235 0.0193 90 0.0168 0.0414 0.8061 0.0121 141 0.0116 0.0284 [6.33) 0.0166 0.1401 0.0203 103 0.0181 0.0415 0.8476 0.0121 148 0.0118 0.0299 [6.50J 0.0174 0.1575 0.0212 115 0.0193 0.0416 0.8892 0.0121 156 0.0119 0.0312 [6.67] 0.0182 0.1757 0.0222 129 0.0203 0.0417 0.9309 0.0122 163 0.0120 0.0324 [6.83] 0.0266 0.2023 0.0325 148 0.0234 0.0585 0.9893 0.0170 173 0.0131 0.0365 [7.00) 0.0279 0.2302 0.0341 169 0.0277 0.0586 1. 0479 0.0171 183 0.0148 0.0425 [7.17) 0.0292 0.2594 0.0356 190 0.0308 0.0587 1.1066 0.0171 194 0.0158 0.0466 [7.33) 0.0414 0.3008 0.0505 220 0.0361 0.0796 1.1861 0.0232 208 0.0177 o 0539 [7.50) 0.0434 0.3442 0.0530 252 0.0429 0.0797 1. 2658 0.0232 221 0.0201 0.0630 [7.67J 0.0869 0.4310 0.1060 316 0.0588 0.1509 1. 4167 0.0440 248 0.0260 0.0848 [7.83J 0.1495 0.5805 0.1825 425 0.0960 0.2403 1. 6569 0.0701 290 0.0395 0.1354 [8.00] 0.0793 0.6598 0.0968 483 o . 1150 0.1204 1.7773 0.0351 311 0.0452 0.1601 [8.17] 0.0544 0.7141 0.0664 523 0.1004 0.0803 1. 8576 0.0234 325 0.0383 0.1387 [8.33 J 0.0412 0.7553 0.0503 553 0.0821 0.0598 1. 9174 0.0174 335 0.0305 0.1126 [8.50J 0.0418 0.7971 0.0510 584 0.0684 0.0598 1.9772 0.017 5 346 0.0248 0.0933 [8.67J 0.0423 0.8394 0.0517 615 0.0610 0.0599 2.0371 0.017 5 356 0.0216 0.0826 [8.83] 0.0281 0.8675 0.0343 635 0.0532 0.0393 2.0764 0.0115 363 0.0185 O. 071'7 [9.00] 0.0283 0.8958 0.0346 656 0.0450 0.0393 2.1158 0.0115 370 0.0154 0 .0605 [9.17] 0.0285 0.9244 0.0348 677 0.0405 0.0393 2.1551 0.0115 377 0.0137 0 .0543 [9.33] 0.0287 o . 9531 0.0351 698 0.0381 0.0393 2.1945 0.0115 384 0.0127 O. 0509 PROJECT: Moyer Drainage Generation of Postdeve10pment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method 100 yr stonn (A) Qpeak 0.1601 cfs Vtota1 2689 cu ft Pervious Portion of Basin Impervious Portion of Basin ---------~-------~-----------~----------~-- ------~------------------------------------ Pervious Area = 8790.408 sq ft Impervious Area = 2099.592 sq ft 0.2018 Ac 0.0482 Ac Runoff Curve Number, Cn 82.2 Runoff Curve Number, Cn 98.0 Time of Concentrat1n, Tc 18 min Time of Concentrat1n, Tc 18 min Pot'l Max Nat'l Det'n, S 2.1655 in Pot'l Max Nat'l Det'n, S 0.2041 in Routing Coefficient, w = 0.2174 Routing Coefficient, w 0.2174 ------------------------------------------- -------------------------------------- Cumulative Cumulative Cumulative Instan- Instan- Cumulative Instan- Instan- Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total Precip Precip Runoff Runoff Runoff precip Precip Runoff Runoff Runoff Runoff Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q (hrs) (in) (in) (ets) (cu ft) (ets) (in) (in) (ets) (cu ft) (cfs) (cfs) [9.50) 0.0289 0.9821 0.0353 719 0.0369 0.0394 2.2338 0.0115 391 0.0122 0.0490 [9.67J 0.0291 1.0112 0.0356 741 0.0363 0.0394 2.2732 0.0115 398 0.0119 0.0481 [9.83J 0.0293 1.0405 0.0358 762 0.0360 0.0394 2 .3125 0.0115 405 0.0117 0.0477 [10.00J 0.0295 1. 0701 0.0361 784 0.0360 0.0394 2.3519 0.0115 412 0.0116 0.0476 [10.17J 0.0297 1. 0998 0.0363 806 0.0361 0.0394 2.3913 0.0115 418 0.0116 0.0476 [10.33] 0.0299 1.1297 0.0365 828 0.0362 0.0394 2.4307 0.0115 425 0.0115 0.0477 [10.50] 0.0301 1.1597 0.0367 850 0.0364 0.0394 2.4701 0.0115 432 0.0115 0.0479 [10.67] 0.0302 1.1900 0.0369 872 0.0366 0.0394 2.5095 0.0115 439 0.0115 0.0481 [10.83 ] 0.0249 1. 2148 0.0304 890 0.0353 0.0322 2.5417 0.0094 445 0.0110 0.0463 [11.00] 0.0250 1. 2398 0.0305 908 0.0332 0.0322 2.5740 0.0094 450 0.0103 0.0435 [11.17J 0.0251 1. 2649 0.0306 927 0.0320 0.0322 2.6062 0.0094 456 0.0099 0.0420 [11.33J 0.0252 1. 2901 0.0307 945 0.0314 0.0323 2.6385 0.0094 462 0.0097 0.0411 [11.50J 0.0253 1. 3153 0.0309 964 0.0312 0.0323 2.6707 0.0094 467 0.0096 0.0407 [11.67J 0.0254 1. 3407 0.0310 982 0.0311 0.0323 2.7030 0.0094 473 0.0095 0.0406 [11.83] 0.0255 1. 3662 0.0311 1001 0.0310 0.0323 2.7353 0.0094 479 0.0095 0.0405 [12.00] 0.0256 1.3917 0.0312 1019 0.0311 0.0323 2.7675 0.0094 484 0.0094 0.0405 [12.17] 0.0257 1.4174 0.0313 1038 0.0312 0.0323 2.7998 0.0094 490 0.0094 0.0406 [12.33] 0.0258 1.4432 0.0314 1057 o . 0313 0.0323 2.8321 0.0094 496 0.0094 0.0407 [12.50] 0.0258 1.4690 0.0315 1076 0.0314 0.0323 2.8643 0.0094 501 0.0094 0.0408 [12.67] 0.0259 1.4949 0.0317 1095 0.0315 0.0323 2.8966 0.0094 507 0.0094 0.0409 [12.83J 0.0206 1. 5155 0.0251 1110 0.0301 0.0256 2.9222 0.0075 511 0.0090 O. 0391 [13.00J 0.0206 1. 5361 0.0252 1125 0.0280 0.0256 2.9477 0.0075 516 0.0083 0.0363 [13 .17J 0.0207 1. 5568 0.0253 1140 0.0268 0.0256 2.9733 0.0075 520 0.0079 0.0347 [13.33) 0.0207 1. 5776 0.0253 1156 0.0261 0.0256 2.9988 0.0075 525 0.0077 0.0339 [13.50) 0.0208 1. 5984 0.0254 1171 0.0258 0.0256 3.0244 0.0075 529 0.0076 0.0334 [13.67] 0.0208 1. 6192 0.0254 1186 0.0256 0.0256 3.0499 0.0075 534 0.0075 0.0332 [13.83] 0.0209 1.6401 0.0255 1201 0.0256 0.0256 3.0755 0.0075 538 0.0075 0.0331 [14.00) 0.0209 1.6611 0.0256 1217 0.0256 0.0256 3.1011 0.0075 543 0.0075 0.0330 [14.17) 0.0210 1. 6820 0.0256 1232 0.0256 0.0256 3.1266 0.0075 547 0.0075 O. 0330 [14.33) 0.0210 1. 7031 0.0257 1248 0.0256 0.0256 3.1522 0.0075 552 0.0075 O. 0331 [14.50) 0.0211 1.7242 0.0257 1263 0.0257 0.0256 3.1778 0.0075 556 0.0075 0.0331 [14.67) 0.0211 1. 7453 0.0258 1278 0.0257 0.0256 3.2033 0.0075 560 0.0075 0.0332 [14.83J 0.0186 1. 7638 0.0227 1292 0.0251 0.0224 3.2257 0.0065 564 0.0073 0.0323 [15.00) 0.0186 1. 7825 0.0227 1306 0.0240 0.0224 3.2482 0.0065 568 0.0069 0.0310 [15.17] 0.0186 1. 8011 0.0228 1319 0.0235 0.0224 3.2706 0.0065 572 0.0068 0.0302 [15.33J 0.0187 1. 8198 0.0228 1333 0.0232 0.0224 3.2930 0.0065 576 0.0067 0.0298 [15.50J 0.0187 1. 8385 0.0228 1347 0.0230 0.0224 3.3155 0.0065 580 0.0066 0.0296 [15.67J 0.0187 1.8572 0.0229 1360 0.0229 0.0224 3.3379 0.0065 584 0.0066 0.0295 [15.83] 0.0188 1.8760 0.0229 1374 0.0229 0.0224 3.3603 0.0065 588 0.0066 0.0295 [16.00] 0.0188 1.8948 0.0229 1388 0.0229 0.0224 3.3828 0.0065 592 0.0066 0.0295 [16.17] 0.0188 1. 9136 0.0230 1402 0.0229 0.0224 3.4052 0.0065 596 0.0065 0.0295 [16.33] 0.0189 1. 9324 0.0230 1416 0.0230 0.0224 3.4276 0.0065 600 0.0065 0.0295 [16.50] 0.0189 1.9513 0.0231 1429 0.0230 0.0224 3.4501 0.0065 604 0.0065 0.0295 [16.67] 0.0189 1. 9702 0.0231 1443 0.0230 0.0224 3.4725 0.0065 608 0.0065 0.0296 [16.83] 0.0163 1. 9865 0.0199 1455 0.0224 0.0193 3.4918 0.0056 611 0.0063 0.0287 [17.00] 0.0152 2.0017 0.0185 1466 0.0210 0.0180 3.5098 0.0052 614 0.0059 0.0269 [17.17] 0.0152 2.0169 0.0186 1477 0.0199 0.0180 3.5277 0.0052 617 0.0056 0.0256 [17.33] 0.0152 2.0321 0.0186 1489 0.0193 0.0180 3.5457 0.0052 620 0.0055 0.0248 [17.50] 0.0152 2.0474 0.0186 1500 0.0190 0.0180 3.5636 0.0052 624 0.0054 0.0244 [17.67] 0.0152 2.0626 0.0186 1511 0.0188 0.0180 3.5816 0.0052 627 0.0053 0.0241 [17.83] 0.0153 2.0779 0.0186 1522 0.0187 0.0180 3.5995 0.0052 630 0.0053 0.0240 [18.00J 0.0153 2.0932 0.0187 1533 0.0187 0.0180 3.6175 0.0052 633 0.0053 0.0240 [18.17J 0.0153 2.1085 0.0187 1545 0.0187 0.0180 3.6354 0.0052 636 0.0052 0.0239 [18.33J 0.0153 2.1238 0.0187 1556 0.0187 0.0180 3 . 6534 0.0052 639 0.0052 0.0239 [18.50J 0.0153 2.1391 0.0187 1567 0.0187 0.0180 3.6713 0.0052 642 0.0052 0.0239 [18.67] 0.0154 2.1545 0.0187 1578 0.0187 0.0180 3.6893 0.0052 646 0.0052 0.0240 [18.83] 0.0154 2.1698 0.0188 1589 0.0187 0.0180 3.7072 0.0052 649 0.0052 0.0240 PROJECT, Moyer Drainage Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method 100 yr stonn (A) Qpeak 0.1601 cfs Vtotal 2689 cu ft Pervious Portion of Basin Impervious Portion of Basin ------------~----------------~~------------ ------------------------------------------- Pervious Area :; 8790.408 sq ft Impervious Area :; 2099.592 sq ft 0.2018 Ac 0.0482 Ac Runoff Curve Nwnber I Cn 82.2 Runoff Curve Number, Cn 98.0 Time of Concentrat1n, Tc 18 min Time of Concentrat'n, Tc 18 min Pot'l Max Nat'l Det'n, S 2.1655 in Pot'l Max Nat'l Det'n, S 0.2041 in Routing Coefficient, w 0.2174 Routing Coefficient, w 0.2174 ------------------------------------------- -------------------------------------- Cumulative Cumulative Cumulative Instan- Instan- Cumulative Instan- Instan- Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total Precip precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runo f f Runoff Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q (hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs) [19.00] 0.0154 2.1852 0.0188 1601 0.0188 0.0180 3.7252 0.0052 652 0.0052 0.0240 [19.17] 0.0154 2.2006 0.0188 1612 0.0188 0.0180 3.7432 0.0052 655 0.0052 0.0240 (19.33] 0.0154 2.2160 0.0188 1623 0.0188 0.0180 3.7611 0.0052 658 0.0052 0.0240 [19.50] 0.0154 2.2315 0.0188 1635 0.0188 0.0180 3.7791 0.0052 661 0.0052 0.0240 [19.67) 0.0155 2.2469 0.0189 1646 0.0188 0.0180 3.7970 0.0052 664 0.0052 0.0241 [19.83] 0.0155 2.2624 0.0189 1657 0.0188 0.0180 3.8150 0.0052 667 0.0052 0.0241 [20.00] 0.0155 2.2779 0.0189 1669 0.0189 0.0180 3.8329 0.0052 671 0.0052 0.0241 [20.17) 0.0155 2.2934 0.0189 1680 0.0189 0.0180 3.8509 0.0052 674 0.0052 \J . S:4: [20.33] 0.0155 2.3089 0.0189 1691 0.0189 0.0180 3.8689 0.0052 677 0.0052 0.0241 (20.50] 0.0155 2.3244 0.0190 1703 0.0189 0.0180 3.8868 0.0052 680 0.0052 0.0242 [20.67] 0.0155 2.3400 0.0190 1714 0.0189 0.0180 3.9048 0.0052 683 0.0052 0.0242 [20.83] 0.0156 2.3555 0.0190 1726 0.0190 0.0180 3.9227 0.0052 686 0.0052 0.0242 [21. 00] 0.0156 2.3711 0.0190 1737 0.0190 0.0180 3.9407 0.0052 689 0.0052 0.0242 [21.17] 0.0156 2.3867 0.0190 1748 0.0190 0.0180 3.9587 0.0052 693 0.0052 0.0242 [21. 33] 0.0156 2.4023 0.0191 1760 0.0190 0.0180 3.9766 0.0052 696 0.0052 0.0243 [21. 50] 0.0156 2.4179 0.0191 1771 0.0190 0.0180 3.9946 0.0052 699 0.0052 0.0243 [21. 67] 0.0156 2.4336 0.0191 1783 0.0191 0.0180 4.0125 0.0052 702 0.0052 0.0243 (21. 83] 0.0156 2.4492 0.0191 1794 0.0191 0.0180 4.0305 0.0052 705 0.0052 0.0243 [22.00] 0.0157 2.4649 0.0191 1806 0.0191 0.0180 4.0485 0.0052 708 0.0052 0.0243 [22.17) 0.0157 2.4805 0.0191 1817 0.0191 0.0180 4.0664 0.0052 711 0.0052 0.0243 [22.33] 0.0157 2.4962 0.0192 1829 0.0191 0.0180 4.0844 0.0052 715 0.0052 0.0244 [22.50) 0.0157 2.5119 0.0192 1840 0.0191 0.0180 4.1024 0.0052 718 0.0052 0.0244 [22.67] 0.0157 2.5276 0.0192 1852 0.0192 0.0180 4.1203 0.0052 721 0.0052 0.0244 [22.83J 0.0157 2.5434 0.0192 1863 0.0192 0.0180 4.1383 0.0052 724 0.0052 O. 0244 [23.00) 0.0157 2.5591 0.0192 1875 0.0192 0.0180 4.1562 0.0052 727 0.0052 0.0244 [23.17) 0.0158 2.5749 0.0192 1886 0.0192 0.0180 4.1742 0.0052 730 0.0052 0.0244 (23.33J 0.0158 2.5906 0.0193 1898 0.0192 0.0180 4.1922 0.0052 733 0.0052 0.0245 [23.50J 0.0158 2.6064 0.0193 1909 0.0192 0.0180 4.2101 0.0052 737 0.0052 0.0245 [23.67] 0.0158 2.6222 0.0193 1921 0.0193 0.0180 4.2281 0.0052 740 0.0052 0.0245 [23.83] 0.0158 2.6380 0.0193 1932 0.0193 0.0180 4.2461 0.0052 743 0.0052 0.0245 [24.00) 0.0158 2.6539 0.0193 1944 0.0193 0.0180 4.2640 0.0052 746 0.0052 0.0245 [24.17) 0.0000 2.6539 0.0000 1944 0.0151 0.0000 4.2640 0.0000 746 0.0041 0.0192 (24.33] 0.0000 2.6539 0.0000 1944 0.0085 0.0000 4.2640 0.0000 746 o . 0023 0.0109 [24.50] 0.0000 2.6539 0.0000 1944 0.0048 0.0000 4.2640 0.0000 746 0.0013 0.0061 [24.67] 0.0000 2.6539 0.0000 1944 0.0027 0.0000 4.2640 0.0000 746 0.0007 0.0035 [24.83] 0.0000 2.6539 0.0000 1944 0.0015 0.0000 4.2640 0.0000 746 0.0004 0.0020 [25.00] 0.0000 2.6539 0.0000 1944 0.0009 0.0000 4.2640 0.0000 746 0.0002 0.0011 2.6539 3.2401 max= 0.1150 4.2640 1. 2434 max= 0.0452 0.1601 APPENDIX V - STAGING TABLE AND DETENTION ROUTING PROJECT: Moyer Drainage STAGING TABLE OUtflow OUtflow Water via via Surface Control Control Total Staging Depth \'/S Elev Volume Area No 1 No 2 Outflow Coef't (feet) (feet) (cu ft) (sq ft) (cfs) (cfs) (cfs) a D WS V A Q1 Q2 Qtot -------- ---~---- -------- -------- -------- -------- -------- 0.00 0.00 100.00 0 0 0.000 0.000 0.000 0.01 0.05 100.05 3 89 0.002 0.000 0.002 0.03 0.10 100.10 8 125 0.002 0.000 0.002 0.05 0.15 100.15 15 152 0.002 0.000 0.002 0.08 0.20 100.20 23 174 0.002 0.000 0.002 0.11 0.25 100.25 33 194 0.002 0.000 0.002 0.14 0.30 100.30 43 211 0.002 0.000 0.002 0.18 0.35 100.35 54 226 0.002 0.000 0.002 0.22 0.40 100.40 65 240 0.002 0.000 0.002 D.26 0.45 100.45 78 253 0.002 0.000 0.002 0.30 0.50 100.50 91 265 0.002 0.000 0.002 0.35 0.55 100.55 104 275 0.002 0.000 0.002 0.40 0.60 100.60 118 286 0.002 0.000 0.002 0.44 0.65 100.65 133 295 0.002 0.000 0.002 0.49 0.70 100.70 148 304 0.002 0.000 0.002 0.55 0.75 100.75 163 312 0.002 0.000 0.002 0.60 0.80 100.80 179 320 0.002 0.000 0.002 0.65 0.85 100.85 195 327 0.002 0.000 0.002 0.71 0.90 100.90 212 334 0.002 0.000 0.002 0.76 0.95 100.95 229 340 0.002 0.000 0.002 0.82 1.00 101. 00 246 346 0.002 0.000 0.002 0.88 1.05 101. 05 263 352 0.002 0.000 0.002 0.94 1.10 101.10 281 357 0.002 0.000 0.002 1. 00 1.15 101.15 299 362 0.002 0.000 0.002 1. 06 1. 20 101. 20 317 367 0.003 0.000 0.003 1.12 1.25 101.25 336 371 0.003 0.000 0.003 1.18 1.30 101.30 354 375 0.003 0.000 0.003 1. 25 1.35 101.35 373 378 0.003 0.000 0.003 1. 31 1. 40 101.40 392 382 0.003 0.000 0.003 1. 37 1.45 101. 45 411 385 0.003 0.000 0.003 1. 44 1. 50 101.50 430 387 0.003 0.000 0.003 1. 50 1. 55 101. 55 450 390 0.003 0.000 0.003 1. 57 1. 60 101. 60 469 392 0.003 0.000 0.003 1. 63 1. 65 101.65 489 394 0.003 0.000 0.003 1. 70 1. 70 101.70 509 395 0.003 0.000 0.003 1. 76 1. 75 101.75 529 397 0.003 0.000 0.003 1. 83 1. 80 101.80 548 398 0.003 0.000 0.003 1. 90 1. 85 101.85 568 399 0.003 0.000 0.003 1. 96 1. 90 101.90 588 399 0.003 0.000 0.003 2.03 1. 95 101.95 608 400 0.003 0.000 0.003 2.10 2.00 102.00 628 400 0.003 0.000 0.003 2.16 2.05 102.05 648 400 0.003 0.000 0.003 2.23 2.10 102.10 668 399 0.003 0.000 0.003 2.30 2.15 102.15 688 399 0.003 0.000 0.003 2.36 2.20 102.20 708 398 0.003 0.000 0.003 2.43 2.25 102.25 728 397 0.003 0.000 0.003 2.50 2.30 102.30 748 395 0.003 0.000 0.003 2.56 2.35 102.35 768 394 0.003 0.000 0.003 2.63 2.40 102.40 787 392 0.003 0.000 0.003 2.69 2.45 102.45 807 390 0.003 0.000 0.003 2.76 2.50 102.50 826 387 0.003 0.000 0.003 2.82 2.55 102.55 846 385 0.003 0.000 0.003 2.89 2.60 102.60 865 382 0.003 0.000 0.003 2.95 2.65 102.65 884 378 0.003 0.000 0.003 3.01 2.70 102.70 902 375 0.003 0.000 0.003 PROJECT: Moyer Drainage - Detention Routing 2 YEAR, 24 HOUR FLOOD ROUTING (A) Outflow Outflow via via Control Control Total Surface Time Inflow No 1 No 2 Outflow Depth Volume Area Staging (hrs) (cfs) (cfs) (cfs) (cfs) (feet) (cu ft) (sq ft) Coef't t Qin Q1 Q2 Qtot D V A a ------- ------- ------- -------- ------ ------- ------- ------- 0.00 0.0000 0.000 0.000 0.000 0.000 0.0 0 0.000 0.17 0.0000 0.000 0.000 0.000 0.000 0.0 0 0.000 0.33 0.0000 0.000 0.000 0.000 0.000 0.0 0 0.000 0.50 0.0000 0.000 0.000 0.000 0.000 0.0 0 0.000 0.67 0.0000 0.000 0.000 0.000 0.000 0.0 0 0.000 0.83 0.0000 0.000 0.000 0.000 0.000 0.0 0 0.000 1. 00 0.0000 0.000 0.000 0.000 0.000 0.0 0 0.000 1.17 0.0001 0.000 0.000 0.000 0.001 0.0 0 0.000 1. 33 0.0003 0.000 0.000 0.000 0.001 0.0 0 0.000 1. 50 0.0004 0.000 0.000 0.000 0.002 0.0 0 0.001 1. 67 0.0006 0.001 0.000 0.001 0.003 0.0 1 0.001 1. 83 0.0008 0.001 0.000 0.001 0.004 0.0 1 0.001 2.00 0.0010 0.001 0.000 0.001 0.005 0.0 1 0.001 2.17 0.0012 0.001 0.000 0.001 0.006 0.0 1 0.001 2.33 0.0013 0.001 0.000 0.001 0.007 0.1 2 0.002 2.50 0.0015 0.001 0.000 0.001 0.008 0.1 2 0.002 2.67 0.0016 0.002 0.000 0.002 0.009 0.1 2 0.002 2.83 0.0018 0.002 0.000 0.002 0.010 0.1 2 0.002 3.00 0.0021 0.002 0.000 0.002 0.011 0.1 2 0.003 3.17 0.0022 0.002 0.000 0.002 0.012 0.1 3 0.003 3.33 0.0024 0.002 0.000 0.002 0.013 0.1 3 0.003 3.50 0.0025 0.003 0.000 0.003 0.013 0.1 3 0.003 3.67 0.0026 0.003 0.000 0.003 0.014 0.1 3 0.003 3.83 0.0028 0.003 0.000 0.003 0.015 0.1 3 0.003 4.00 0.0031 0.003 0.000 0.003 0.016 0.1 4 0.004 4.17 0.0032 0.003 0.000 0.003 0.017 0.1 4 0.004 4.33 0.0034 0.003 0.000 0.003 0.018 0.1 4 0.004 4.50 0.0035 0.003 0.000 0.003 0.019 0.1 4 0.004 4.67 0.0035 0.004 0.000 0.004 0.019 0.1 4 0.004 4.83 0.0038 0.004 0.000 0.004 0.020 0.1 4 0.005 5.00 0.0040 0.004 0.000 0.004 0.022 0.2 5 0.005 5.17 0.0042 0.004 0.000 0.004 0.023 0.2 5 0.005 5.33 0.0044 0.004 0.000 0.004 0.023 0.2 5 0.005 5.50 0.0044 0.004 0.000 0.004 0.024 0.2 5 0.005 5.67 0.0045 0.005 0.000 0.005 0.024 0.2 5 0.005 5.83 0.0047 0.005 0.000 0.005 0.025 0.2 5 0.006 6.00 0.0050 0.005 0.000 0.005 0.027 0.2 6 0.006 6.17 0.0052 0.005 0.000 0.005 0.028 0.2 6 0.006 6.33 0.0053 0.005 0.000 0.005 0.029 0.2 6 0.006 6.50 0.0054 0.005 0.000 0.005 0.029 0.2 6 0.006 6.67 0.0055 0.005 0.000 0.005 0.029 0.2 6 0.007 6.83 0.0060 0.006 0.000 0.006 0.032 0.2 7 0.008 7.00 0.0068 0.007 0.000 0.007 0.036 0.3 8 0.008 7.17 0.0073 0.007 0.000 0.007 0.039 0.3 8 0.009 7.33 0.0082 0.008 0.000 0.008 0.044 0.3 9 0.011 PROJECT: Moyer Drainage - Detention Routing 2 YEAR, 24 HOUR FLOOD ROUTING (A) Outflow Outflow via via Control Control Total Surface Time Inflow No 1 No 2 Outflow Depth Volume Area Staging (hrs) (cfs) (cfs) (cfs) (cfs) (feet) (cu ft) (sq ft) Coef't t Qin Q1 Q2 Qtot D V A a ------- ------- ------- -------- ------ ------- ------- ------- 7.50 0.0094 0.009 0.000 0.009 0.050 0.4 11 0.013 7.67 0.0122 0.009 0.000 0.009 0.111 1.2 16 0.025 7.83 0.0186 0.010 0.000 0.010 0.283 4.6 23 0.046 8.00 0.0214 0.010 0.001 0.011 0.502 10.4 28 0.063 8.17 0.0182 0.010 0.015 0.026 0.531 11.2 29 0.044 8.33 0.0145 0.010 0.000 0.010 0.497 10.2 28 0.050 8.50 0.0118 0.010 0.005 0.015 0.509 10.6 28 0.043 8.67 0.0103 0.010 0.000 0.010 0.477 9.7 28 0.041 8.83 0.0089 0.010 0.000 0.010 0.463 9.3 28 0.037 9.00 0.0074 0.010 0.000 0.010 0.418 8.1 27 0.031 9.17 0.0066 0.010 0.000 0.010 0.348 6.2 25 0.023 9.33 0.0061 0.010 0.000 0.010 0.259 4.1 23 0.016 9.50 0.0059 0.010 0.000 0.010 0.152 1.9 18 0.008 9.67 0.0057 0.007 0.000 0.007 0.039 0.3 8 0.005 9.83 0.0056 0.004 0.000 0.004 0.024 0.2 5 0.007 10.00 0.0056 0.007 0.000 0.007 0.035 0.3 8 0.005 10.17 0.0056 0.005 0.000 0.005 0.026 0.2 6 0.007 10.33 0.0055 0.006 0.000 0.006 0.033 0.2 7 0.006 10.50 0.0055 0.005 0.000 0.005 0.027 0.2 6 0.007 10.67 0.0055 0.006 0.000 0.006 0.031 0.2 7 0.006 10.83 0.0053 0.005 0.000 0.005 0.027 0.2 6 0.006 11. 00 0.0050 0.005 0.000 0.005 0.028 0.2 6 0.005 11.17 0.0048 0.005 o.pOO 0.005 0.025 0.2 5 0.005 11. 33 0.0047 0.005 0.,0 0 0 0.005 0.026 0.2 6 0.005 11. 50 0.0046 0.005 o :000 0.005 0.024 0.2 5 0.005 11.67 0.0046 0.005 0.000 0.005 0.025 0.2 5 0.005 11.83 0.0046 0.005 0.000 0.005 0.024 0.2 5 0.005 12.00 0.0046 0.005 0.000 0.005 0.025 0.2 5 0.005 12.17 0.0046 0.005 0.000 0.005 0.024 0.2 5 0.005 12.33 0.0046 0.005 0.000 0.005 0.025 0.2 5 0.005 12.50 0.0046 0.005 0.000 0.005 0.024 0.2 5 0.005 12.67 0.0046 0.005 0.000 0.005 0.024 0.2 5 0.005 12.83 0.0043 0.004 0.000 0.004 0.023 0.2 5 0.005 13.00 0.0040 0.004 0.000 0.004 0.022 0.2 5 0.004 13 .17 0.0038 0.004 0.000 0.004 0.021 0.1 4 0.004 13.33 0.0037 0.004 0.000 0.004 0.020 0.1 4 0.004 13.50 0.0037 0.004 0.000 0.004 0.020 0.1 4 0.004 13.67 0.0036 0.004 0.000 0.004 0.020 0.1 4 0.004 13.83 0.0036 0.004 0.000 0.004 0.019 0.1 4 0.004 14.00 0.0036 0.004 0.000 0.004 0.019 0.1 4 0.004 14.17 0.0036 0.004 0.000 0.004 0.019 0.1 4 0.004 14.33 0.0036 0.004 0.000 0.004 0.019 0.1 4 0.004 14.50 0.0036 0.004 0.000 0.004 0.019 0.1 4 0.004 14.67 0.0036 0.004 0.000 0.004 0.019 0.1 4 0.004 14.83 0.0035 0.004 0.000 0.004 0.019 0.1 4 0.004 PROJECT: Moyer Drainage - Detention Routing 2 YEAR, 24 HOUR FLOOD ROUTING (A) Outflow Outflow via via Control Control Total Surface Time Inflow No 1 No 2 Outflow Depth Volume Area Staging (hrs) (cfs) (cfs) (cfs) (cfs) (feet) (cu ft) (sq ft) Coef't t Qin Q1 Q2 Qtot D V A a ------- ------- ------- -------- ------ ------- ------- ------- 15.00 0.0034 0.003 0.000 0.003 0.018 0.1 4 0.004 15.17 0.0033 0.003 0.000 0.003 0.018 0.1 4 0.004 15.33 0.0032 0.003 0.000 0.003 0.017 0.1 4 0.004 15.50 0.0032 0.003 0.000 0.003 0.017 0.1 4 0.004 15.67 0.0032 0.003 0.000 0.003 0.017 0.1 4 0.004 15.83 0.0032 0.003 0.000 0.003 0.017 0.1 4 0.004 16.00 0.0032 0.003 0.000 0.003 0.017 0.1 4 0.004 16.17 0.0032 0.003 0.000 0.003 0.017 0.1 4 0.004 16.33 0.0032 0.003 0.000 0.003 0.017 0.1 4 0.004 16.50 0.0032 0.003 0.000 0.003 0.017 0.1 4 0.004 16.67 0.0032 0.003 0.000 0.003 0.017 0.1 4 0.003 16.83 0.0031 0.003 0.000 0.003 0.017 0.1 4 0.003 17.00 0.0029 0.003 0.000 0.003 0.016 0.1 3 0.003 17.17 0.0027 0.003 0.000 0.003 0.015 0.1 3 0.003 17.33 0.0026 0.003 0.000 0.003 0.014 0.1 3 0.003 17.50 0.0026 0.003 0.000 0.003 0.014 0.1 3 0.003 17.67 0.0026 0.003 0.000 0.003 0.014 0.1 3 0.003 17.83 0.0026 0.003 0.000 0.003 0.014 0.1 3 0.003 18.00 0.0026 0.003 0.000 0.003 0.014 0.1 3 0.003 18.17 0.0025 0.003 0.000 0.003 0.014 0.1 3 0.003 18.33 0.0025 0.003 0.000 0.003 0.014 0.1 3 0.003 18.50 0.0025 0.003 0.000 0.003 0.014 0.1 3 0.003 18.67 0.0025 0.003 0.000 0.003 0.014 0.1 3 0.003 18.83 0.0025 0.003 0.000 0.003 0.014 0.1 3 0.003 19.00 0.0025 0.003 0.000 0.003 0.014 0.1 3 0.003 19.17 0.0025 0.003 0.000 0.003 0.014 0.1 3 0.003 19.33 0.0025 0.003 0.000 0.003 0.014 0.1 3 0.003 19.50 0.0025 0.003 0.000 0.003 0.014 0.1 3 0.003 19.67 0.0025 0.003 0.000 0.003 0.014 0.1 3 0.003 19.83 0.0025 0.003 0.000 0.003 0.014 0.1 3 0.003 20.00 0.0025 0.003 0.000 0.003 0.014 0.1 3 0.003 20.17 0.0025 0.003 0.000 0.003 0.014 0.1 3 0.003 20.33 0.0025 0.003 0.000 0.003 0.014 0.1 3 0.003 20.50 0.0025 0.003 0.000 0.003 0.014 0.1 3 0.003 20.67 0.0025 0.003 0.000 0.003 0.014 0.1 3 0.003 20.83 0.0025 0.003 0.000 0.003 0.014 0.1 3 0.003 21. 00 0.0025 0.003 0.000 0.003 0.014 0.1 3 0.003 21.17 0.0025 0.003 0.000 0.003 0.014 0.1 3 0.003 21. 33 0.0025 0.003 0.000 0.003 0.014 0.1 3 0.003 21.50 0.0025 0.003 0.000 0.003 0.014 0.1 3 0.003 21.67 0.0025 0.003 0.000 0.003 0.014 0.1 3 0.003 21.83 0.0025 0.003 0.000 0.003 0.014 0.1 3 0.003 22.00 0.0025 0.003 0.000 0.003 0.014 0.1 3 0.003 22.17 0.0025 0.003 0.000 0.003 0.014 0.1 3 0.003 22.33 0.0025 0.003 0.000 0.003 0.014 0.1 3 0.003 PROJECT: Moyer Drainage - Detention Routing 2 YEAR, 24 HOUR FLOOD ROUTING (A) Outflow Outflow via via Control Control Total Surface Time Inflow No 1 No 2 Outflow Depth Volume Area Staging (hrs) (cfs) (cfs) (cfs) (cfs) (feet) (cu ft) (sq ft) Coef't t Qin Q1 Q2 Qtot D V A a ------- ------- ------- -------- ------ ------- ------- ------- 22.50 0.0025 0.003 0.000 0.003 0.014 0.1 3 0.003 22.67 0.0025 0.003 0.000 0.003 0.014 0.1 3 0.003 22.83 0.0025 0.003 0.000 0.003 0.014 0.1 3 0.003 23.00 0.0025 0.003 0.000 0.003 0.014 0.1 3 0.003 23.17 0.0025 0.003 0.000 0.003 0.014 0.1 3 0.003 23.33 0.0025 0.003 0.000 0.003 0.014 0.1 3 0.003 23.50 0.0025 0.003 0.000 0.003 0.014 0.1 3 0.003 23.67 0.0025 0.003 0.000 0.003 0.014 0.1 3 0.003 23.83 0.0025 0.003 0.000 0.003 0.014 0.1 3 0.003 24.00 0.0025 0.003 0.000 0.003 0.014 0.1 3 0.002 24.17 0.0020 0.002 0.000 0.002 0.011 0.1 2 0.001 24.33 0.0011 0.001 0.000 0.001 0.006 0.0 1 0.001 24.50 0.0006 0.001 0.000 0.001 0.004 0.0 1 0.000 24.67 0.0004 0.000 0.000 0.000 0.002 0.0 0 0.000 24.83 0.0002 0.000 0.000 0.000 0.001 0.0 0 0.000 25.00 0.0001 0.000 0.000 0.000 0.001 0.0 0 0.000 PROJECT: Moyer Drainage - Detention Routing 25 YEAR, 24 HOUR FLOOD ROUTING (E) Outflow Outflow via via Control Control Total Surface Time Inflow No 1 No 2 Outflow Depth Volume Area Staging (hrs) (cfs) (cfs) (cfs) (cfs) (feet) (eu ft) (sq ft) Coef't t Qin Q1 Q2 Qtot D V A a ------- ------- ------- -------- ------ ------- ------- ------- 0.00 0.0000 0.000 0.000 0.000 0.00 0 0 0.00 0.17 0.0000 0.000 0.000 0.000 0.00 0 0 0.00 0.33 0.0000 0.000 0.000 0.000 0.00 0 0 0.00 0.50 0.0000 0.000 0.000 0.000 0.00 0 0 0.00 0.67 0.0002 0.000 0.000 0.000 0.00 0 0 0.00 0.83 0.0005 0.000 0.000 0.000 0.00 0 1 0.00 1. 00 0.0009 0.001 0.000 0.001 0.00 0 1 0.00 1.17 0.0013 0.001 0.000 0.001 0.01 0 1 0.00 1. 33 0.0016 0.002 0.000 0.002 0.01 0 2 0.00 1. 50 0.0019 0.002 0.000 0.002 0.01 0 2 0.00 1. 67 0.0022 0.002 0.000 0.002 0.01 0 3 0.00 1. 83 0.0026 0.003 0.000 0.003 0.01 0 3 0.00 2.00 0.0031 0.003 0.000 0.003 0.02 0 4 0.00 2.17 0.0035 0.003 0.000 0.003 0.02 0 4 0.00 2.33 0.0038 0.004 0.000 0.004 0.02 0 4 0.00 2.50 0.0040 0.004 0.000 0.004 0.02 0 5 0.00 2.67 0.0042 0.004 0.000 0.004 0.02 0 5 0.01 2.83 0.0046 0.005 0.000 0.005 0.02 0 5 0.01 3.00 0.0051 0.005 0.000 0.005 0.03 0 6 0.01 3.17 0.0054 0.005 0.000 0.005 0.03 0 6 0.01 3.33 0.0056 0.006 0.000 0.006 0.03 0 6 0.01 3.50 0.0058 0.006 0.000 0.006 0.03 0 7 0.01 3.67 0.0059 0.006 0.000 0.006 0.03 0 7 0.01 3.83 0.0062 0.006 0.000 0.006 0.03 0 7 0.01 4.00 0.0067 0.007 0.000 0.007 0.04 0 8 0.01 4.17 0.0070 0.007 0.000 0.007 0.04 0 8 0.01 4.33 0.0072 0.007 0.000 0.007 0.04 0 8 0.01 4.50 0.0073 0.007 0.000 0.007 0.04 0 8 0.01 4.67 0.0074 0.007 0.000 0.007 0.04 0 9 0.01 4.83 0.0078 0.008 0.000 0.008 0.04 0 9 0.01 5.00 0.0083 0.008 0.000 0.008 0.04 0 10 0.01 5.17 0.0086 0.009 0.000 0.009 0.05 0 10 0.01 5.33 0.0088 0.009 0.000 0.009 0.05 0 10 0.01 5.50 0.0089 0.009 0.000 0.009 0.05 0 10 0.01 5.67 0.0090 0.009 0.000 0.009 0.05 0 10 0.01 5.83 0.0094 0.009 0.000 0.009 0.05 0 11 0.01 6.00 0.0099 0.009 0.000 0.009 0.06 1 12 0.01 6.17 0.0102 0.009 0.000 0.009 0.09 1 14 0.01 6.33 0.0104 0.010 0.000 0.010 0.13 1 17 0.02 6.50 0.0105 0.010 0.000 0.010 0.16 2 18 0.02 6.67 0.0106 0.010 0.000 0.010 0.19 3 20 0.02 6.83 0.0116 0.010 0.000 0.010 0.23 3 22 0.03 7.00 0.0131 0.010 0.000 0.010 0.30 5 24 0.03 7.17 0.0140 0.010 0.000 0.010 0.38 7 26 0.04 7.33 0.0157 0.010 0.000 0.010 0.49 10 28 0.06 PROJECT: Moyer Drainage - Detention Routing 25 YEAR, 24 HOUR FLOOD ROUTING (B) Outflow Outflow via via Control Control Total Surface Time Inflow No 1 No 2 Outflow Depth Volume Area Staging (hrs) (cfs) (cfs) (ds) (cfs) (feet) (cu ft) (sq ft) Coef't t Qin Q1 Q2 Qtot D V A a ------- ------- ------- -------- ------ ------- ------- ------- 7.50 0.0178 0.010 0.010 0.020 0.52 11 29 0.06 7.67 0.0230 0.010 0.010 0.021 0.52 11 29 0.07 7.83 0.0350 0.010 0.024 0.035 0.55 12 29 0.08 8.00 0.0400 0.011 0.025 0.035 0.60 13 29 0.08 8.17 0.0339 0.011 0.025 0.035 0.64 14 30 0.07 8.33 0.0270 0.010 0.024 0.034 0.55 12 29 0.05 8.50 0.0220 0.010 0.008 0.018 0.52 11 28 0.06 8.67 0.0192 0.010 0.012 0.022 0.52 11 29 0.05 8.83 0.0164 0.010 0.004 0.015 0.51 11 28 0.05 9.00 0.0137 0.010 0.005 0.015 0.51 11 28 0.05 9.17 0.0122 0.010 0.001 0.011 0.50 10 28 0.05 9.33 0.0113 0.010 0.002 0.012 0.50 10 28 0.04 9.50 0.0108 0.010 0.000 0.010 0.50 10 28 0.05 9.67 0.0105 0.010 0.001 0.011 0.50 10 28 0.04 9.83 0.0104 0.010 0.000 0.010 0.50 10 28 0.04 10.00 0.0103 0.010 0.000 0.010 0.50 10 28 0.04 10.17 0.0103 0.010 0.000 0.010 0.50 10 28 0.04 10.33 0.0102 0.010 0.000 0.010 0.50 10 28 0.04 10.50 0.0102 0.010 0.000 0.010 0.50 10 28 0.04 10.67 0.0102 0.010 0.000 0.010 0.49 10 28 0.04 10.83 0.0098 0.010 0.000 0.010 0.49 10 28 0.04 11.00 0.0092 0.010 0.000 0.010 0.47 10 28 0.04 11.17 0.0088 0.010 0.000 0.010 0.45 9 27 0.04 11. 33 0.0086 0.010 0.000 0.010 0.41 8 27 0.03 11.50 0.0085 0.010 0.000 0.010 0.38 7 26 0.03 11.67 0.0084 0.010 0.000 0.010 0.34 6 25 0.03 11.83 0.0084 0.010 0.000 0.010 0.31 5 24 0.02 12.00 0.0084 0.010 0.000 0.010 0.27 4 23 0.02 12.17 0.0084 0.010 0.000 0.010 0.23 3 22 0.02 12.33 0.0084 0.010 0.000 0.010 0.19 3 20 0.02 12.50 0.0084 0.010 0.000 0.010 0.15 2 18 0.01 12.67 0.0084 0.009 0.000 0.009 0.11 1 16 0.01 12.83 0.0080 0.009 0.000 0.009 0.06 0 12 0.01 13.00 0.0074 0.007 0.000 0.007 0.04 0 8 0.01 13 .17 0.0071 0.008 0.000 0.008 0.04 0 9 0.01 13.33 0.0069 0.006 0.000 0.006 0.03 0 7 0.01 13.50 0.0068 0.007 0.000 0.007 0.04 0 8 0.01 13.67 0.0067 0.006 0.000 0.006 0.03 0 7 0.01 13.83 0.0067 0.007 0.000 0.007 0.04 0 8 0.01 14.00 0.0066 0.007 0.000 0.007 0.03 0 8 0.01 14.17 0.0066 0.007 0.000 0.007 0.04 0 8 0.01 14.33 0.0066 0.007 0.000 0.007 0.04 0 8 0.01 14.50 0.0066 0.007 0.000 0.007 0.04 0 8 0.01 14.67 0.0066 0.007 0.000 0.007 0.04 0 8 0.01 14.83 0.0064 0.007 0.000 0.007 0.03 0 8 0.01 , "; \ PROJECT: Moyer Drainage - Detention Routing 25 YEAR, 24 HOUR FLOOD ROUTING (B) Outflow Outflow via via Control Control Total Surface Time Inflow No 1 No 2 Outflow Depth Volume Area Staging (hrs) (cfs) (cfs) (cfs) (cfs) (feet) (cu ft) (sq ft) Coef't t Qin Q1 Q2 Qtot D V A a ------- ------- ------- -------- ------ ------- ------- ------- 15.00 0.0062 0.006 0.000 0.006 0.03 0 7 0.01 15.17 0.0060 0.006 0.000 0.006 0.03 0 7 0.01 15.33 0.0059 0.006 0.000 0.006 0.03 0 7 0.01 15.50 0.0059 0.006 0.000 0.006 0.03 0 7 0.01 15.67 0.0058 0.006 0.000 0.006 0.03 0 7 0.01 15.83 0.0058 0.006 0.000 0.006 0.03 0 7 0.01 16.00 0.0058 0.006 0.000 0.006 0.03 0 7 0.01 16.17 0.0058 0.006 0.000 0.006 0.03 0 7 0.01 16.33 0.0058 0.006 0.000 0.006 0.03 0 7 0.01 16.50 0.0058 0.006 0.000 0.006 0.03 0 7 0.01 16.67 0.0058 0.006 0.000 0.006 0.03 0 7 0.01 16.83 0.0056 0.006 0.000 0.006 0.03 0 7 0.01 17.00 0.0053 0.005 0.000 0.005 0.03 0 6 0.01 17.17 0.0050 0.005 0.000 0.005 0.03 0 6 0.01 17.33 0.0049 0.005 0.000 0.005 0.03 0 6 0.01 17.50 0.0048 0.005 0.000 0.005 0.03 0 6 0.01 17.67 0.0047 0.005 0.000 0.005 0.03 0 5 0.01 17.83 0.0047 0.005 0.000 0.005 0.03 0 5 0.01 18.00 0.0047 0.005 0.000 0.005 0.03 0 5 0.01 18.17 0.0047 0.005 0.000 0.005 0.02 0 5 0.01 18.33 0.0047 0.005 0.000 0.005 0.02 0 5 0.01 18.50 0.0047 0.005 0.000 0.005 0.02 0 5 0.01 18.67 0.0047 0.005 0.000 0.005 0.02 0 5 0.01 18.83 0.0047 0.005 0.000 0.005 0.02 0 5 0.01 19.00 0.0047 0.005 0.000 0.005 0.02 0 5 0.01 19.17 0.0047 0.005 0.000 0.005 0.02 0 5 0.01 19.33 0.0047 0.005 0.000 0.005 0.02 0 5 0.01 19.50 0.0047 0.005 0.000 0.005 0.02 0 5 0.01 19.67 0.0047 0.005 0.000 0.005 0.02 0 5 0.01 19.83 0.0047 0.005 0.000 0.005 0.02 0 5 0.01 20.00 0.0047 0.005 0.000 0.005 0.02 0 5 0.01 20.17 0.0047 0.005 0.000 0.005 0.02 0 5 0.01 20.33 0.0047 0.005 0.000 0.005 0.02 0 5 0.01 20.50 0.0047 0.005 0.000 0.005 0.02 0 5 0.01 20.67 0.0047 0.005 0.000 0.005 0.02 0 5 0.01 20.83 0.0047 0.005 0.000 0.005 0.02 0 5 0.01 21.00 0.0047 0.005 0.000 0.005 0.02 0 5 0.01 21.17 0.0047 0.005 0.000 0.005 0.02 0 5 0.01 21. 33 0.0047 0.005 0.000 0.005 0.02 0 5 0.01 21. 50 0.0047 0.005 0.000 0.005 0.02 0 5 0.01 21. 67 0.0047 0.005 0.000 0.005 0.02 0 5 0.01 21. 83 0.0047 0.005 0.000 0.005 0.02 0 5 0.01 22.00 0.0047 0.005 0.000 0.005 0.02 0 5 0.01 22.17 0.0047 0.005 0.000 0.005 0.02 0 5 0.01 22.33 0.0047 0.005 0.000 0.005 0.02 0 5 0.01 .\ PROJECT: Moyer Drainage - Detention Routing 25 YEAR, 24 HOUR FLOOD ROUTING (B) Outflow Outflow via via Control Control Total Surface Time Inflow No 1 No 2 Outflow Depth Volume Area Staging (hrs) (cfs) (cfs) (cfs) (cfs) (feet) (eu ft) (sq ft) Coef't t Qin Q1 Q2 Qtot D V A a ------- ------- ------- -------- ------ ------- ------- ------- 22.50 0.0047 0.005 0.000 0.005 0.02 0 5 0.01 22.67 0.0047 0.005 0.000 0.005 0.02 0 5 0.01 22.83 0.0047 0.005 0.000 0.005 0.02 0 5 0.01 23.00 0.0047 0.005 0.000 0.005 0.02 0 5 0.01 23.17 0.0047 0.005 0.000 0.005 0.02 0 5 0.01 23.33 0.0047 0.005 0.000 0.005 0.02 0 5 0.01 23.50 0.0047 0.005 0.000 0.005 0.02 0 5 0.01 23.67 0.0047 0.005 0.000 0.005 0.02 0 5 0.01 23.83 0.0047 0.005 0.000 0.005 0.02 0 5 0.01 24.00 0.0047 0.005 0.000 0.005 0.02 0 5 0.00 24.17 0.0036 0.004 0.000 0.004 0.02 0 4 0.00 24.33 0.0021 0.002 0.000 0.002 0.01 0 2 0.00 24.50 0.0012 0.001 0.000 0.001 0.01 0 1 0.00 24.67 0.0007 0.001 0.000 0.001 0.00 0 1 0.00 24.83 0.0004 0.000 0.000 0.000 0.00 0 0 0.00 25.00 0.0002 0.000 0.000 0.000 0.00 0 0 0.00 PROJECT: Moyer Drainage - Detention Routing 100 YEAR, 24 HOUR FLOOD ROUTING (C) Outflow Outflow via via Control Control Total Surface Time Inflow No 1 No 2 Outflow Depth Volume Area Staging (hrs) (cfs) (cfs) (cfs) (cfs) (feet) (cu ft) (sq ft) Coef't t Qin Ql Q2 Qtot D V A a ------- ------- ------- -------- ------ ------- ------- ------- 0.00 0.0000 0.000 0.000 0.000 0.00 0 0 0.00 0.17 0.0000 0.000 0.000 0.000 0.00 0 0 0.00 0.33 0.0000 0.000 0.000 0.000 0.00 0 0 0.00 0.50 0.0001 0.000 0.000 0.000 0.00 0 0 0.00 0.67 0.0003 0.000 0.000 0.000 0.00 0 0 0.00 0.83 0.0007 0.001 0.000 0.001 0.00 0 1 0.00 1. 00 0.0012 0.001 0.000 0.001 0.01 0 1 0.00 1.17 0.0017 0.002 0.000 0.002 0.01 0 2 0.00 1. 33 0.0021 0.002 0.000 0.002 0.01 0 2 0.00 1. 50 0.0024 0.002 0.000 0.002 0.01 0 3 0.00 1. 67 0.0028 0.003 0.000 0.003 0.01 0 3 0.00 1. 83 0.0032 0.003 0.000 0.003 0.02 0 4 0.00 2.00 0.0038 0.004 0.000 0.004 0.02 0 4 0.00 2.17 0.0042 0.004 0.000 0.004 0.02 0 5 0.01 2.33 0.0045 0.005 0.000 0.005 0.02 0 5 0.01 2.50 0.0048 0.005 0.000 0.005 0.03 0 5 0.01 2.67 0.0050 0.005 0.000 0.005 0.03 0 6 0.01 2.83 0.0054 0.005 0.000 0.005 0.03 0 6 0.01 3.00 0.0059 0.006 0.000 0.006 0.03 0 7 0.01 3.17 0.0063 0.006 0.000 0.006 0.03 0 7 0.01 3.33 0.0065 0.006 0.000 0.006 0.03 0 7 0.01 3.50 0.0067 0.007 0.000 0.007 0.04 0 8 0.01 3.67 0.0068 0.007 0.000 0.007 0.04 0 8 0.01 3.83 0.0072 0.007 0.000 0.007 0.04 0 8 0.01 4.00 0.0077 0.008 0.000 0.008 0.04 0 9 0.01 4.17 0.0080 0.008 0.000 0.008 0.04 0 9 0.01 4.33 0.0082 0.008 0.000 0.008 0.04 0 9 0.01 4.50 0.0083 0.008 0.000 0.008 0.04 0 10 0.01 4.67 0.0085 0.008 0.000 0.008 0.05 0 10 0.01 4.83 0.0089 0.009 0.000 0.009 0.05 0 10 0.01 5.00 0.0094 0.009 0.000 0.009 0.05 0 11 0.01 5.17 0.0098 0.009 0.000 0.009 0.06 1 12 0.01 5.33 0.0100 0.009 0.000 0.009 0.09 1 14 0.01 5.50 0.0101 0.009 0.000 0.009 0.11 1 16 0.01 5.67 0.0102 0.010 0.000 0.010 0.13 2 17 0.02 5.83 0.0106 0.010 0.000 0.010 0.16 2 19 0.02 6.00 0.0112 0.010 0.000 0.010 0.20 3 21 0.02 6.17 0.0116 0.010 0.000 0.010 0.25 4 22 0.03 6.33 0.0118 0.010 0.000 0.010 0.30 5 24 0.03 6.50 0.0119 0.010 0.000 0.010 0.35 6 25 0.03 6.67 0.0120 0.010 0.000 0.010 0.39 7 26 0.04 6.83 0.0131 0.010 0.000 0.010 0.45 9 27 0.05 7.00 0.0148 0.010 0.002 0.012 0.50 10 28 0.05 7.17 0.0158 0.010 0.007 0.017 0.51 11 28 0.05 7.33 0.0177 0.010 0.006 0.016 0.51 11 28 0.06 PROJECT: Moyer Drainage - Detention Routing 100 YEAR, 24 HOUR FLOOD ROUTING (C) Outflow Outflow via via Control Control Total Surface Time Inflow No 1 No 2 Outflow Depth Volume Area Staging (hrs) (cfs) (cfs) (cfs) (cfs) (feet) (cu ft) (sq ft) Coef't t Qin Q1 Q2 Qtot D V A a ------- ------- ------- -------- ------ ------- ------- ------- 7.50 0.0201 0.010 0.010 0.021 0.52 11 29 0.06 7.67 0.0260 0.010 0.014 0.025 0.53 11 29 0.08 7.83 0.0395 0.010 0.025 0.035 0.59 13 29 0.09 8.00 0.0452 0.011 0.025 0.036 0.73 17 30 0.10 8.17 0.0383 0.011 0.026 0.037 0.83 20 30 0.10 8.33 0.0305 0.011 0.026 0.036 0.79 19 30 0.08 8.50 0.0248 0.011 0.025 0.035 0.63 14 30 0.06 8.67 0.0216 0.010 0.011 0.021 0.52 11 29 0.06 8.83 0.0185 0.010 0.009 0.019 0.52 11 29 0.05 9.00 0.0154 0.010 0.005 0.015 0.51 11 28 0.05 9.17 0.0137 0.010 0.004 0.014 0.51 11 28 0.05 9.33 0.0127 0.010 0.002 0.013 0.50 10 28 0.05 9.50 0.0122 0.010 0.002 0.012 0.50 10 28 0.05 9.67 o . 0119 0.010 0.002 0.012 0.50 10 28 0.05 9.83 o . 011 7 0.010 0.001 0.012 0.50 10 28 0.05 10.00 0.0116 0.010 0.001 0.012 0.50 10 28 0.05 10.17 0.0116 0.010 0.001 0.012 0.50 10 28 0.05 10.33 0.0115 0.010 0.001 0.012 0.50 10 28 0.05 10.50 0.0115 0.010 0.001 0.012 0.50 10 28 0.05 10.67 0.0115 0.010 0.001 0.011 0.50 10 28 0.05 10.83 0.0110 0.010 0.001 0.011 0.50 10 28 0.04 11.00 0.0103 0.010 0.000 0.010 0.50 10 28 0.04 11.17 0.0099 0.010 0.000 0.010 0.50 10 28 0.04 11. 33 0.0097 0.010 0.000 0.010 0.49 10 28 0.04 11.50 o . 0096 0.010 0.000 0.010 0.47 10 28 0.04 11. 67 0.0095 0.010 0.000 0.010 0.46 9 28 0.04 11.83 0.0095 0.010 0.000 0.010 0.44 9 27 0.04 12.00 0.0094 0.010 0.000 0.010 0.43 8 27 0.04 12.17 0.0094 0.010 0.000 0.010 0.41 8 27 0.03 12.33 0.0094 0.010 0.000 0.010 0.39 7 26 0.03 12.50 0.0094 0.010 0.000 0.010 0.38 7 26 0.03 12.67 0.0094 0.010 0.000 0.010 0.37 7 26 0.03 12.83 0.0090 0.010 0.000 0.010 0.35 6 25 0.03 13.00 0.0083 0.010 0.000 0.010 0.32 5 24 0.02 13 .17 0.0079 0.010 0.000 0.010 0.27 4 23 0.02 13.33 0.0077 0.010 0.000 0.010 0.22 3 21 0.02 13.50 0.0076 0.010 0.000 0.010 0.16 2 18 0.01 13.67 0.0075 0.009 0.000 0.009 0.09 1 14 0.01 13.83 0.0075 0.008 0.000 0.008 0.04 0 9 0.01 14.00 0.0075 0.007 0.000 0.007 0.04 0 9 0.01 14.17 0.0075 0.008 0.000 0.008 0.04 0 9 0.01 14.33 0.0075 0.007 0.000 0.007 0.04 0 9 0.01 14.50 0.0075 0.007 0.000 0.007 0.04 0 9 0.01 14.67 0.0075 0.007 0.000 0.007 0.04 0 9 0.01 14.83 0.0073 0.007 0.000 0.007 0.04 0 8 0.01 PROJECT: Moyer Drainage - Detention Routing 100 YEAR, 24 HOUR FLOOD ROUTING (C) Outflow Outflow via via Control Control Total Surface Time Inflow No 1 No 2 Outflow Depth Volume Area Staging (hrs) (cfs) (cfs) (cfs) (cfs) (feet) (cu ft) (sq ft) Coef't t Qin Q1 Q2 Qtot D V A a ------- ------- ------- -------- ------ ------- ------- ------- 15.00 0.0069 0.007 0.000 0.007 0.04 0 8 0.01 15.17 0.0068 0.007 0.000 0.007 0.04 0 8 0.01 15.33 0.0067 0.007 0.000 0.007 0.04 0 8 0.01 15.50 0.0066 0.007 0.000 0.007 0.04 0 8 0.01 15.67 0.0066 0.007 0.000 0.007 0.04 0 8 0.01 15.83 0.0066 0.007 0.000 0.007 0.04 0 8 0.01 16.00 0.0066 0.007 0.000 0.007 0.04 0 8 0.01 16.17 0.0065 0.007 0.000 0.007 0.04 0 8 0.01 16.33 0.0065 0.007 0.000 0.007 0.04 0 8 0.01 16.50 0.0065 0.007 O:~OOO 0.007 0.04 0 8 0.01 16.67 0.0065 0.007 0.000 0.007 0.04 0 8 0.01 16.83 0.0063 0.006 0.000 0.006 0.03 0 7 0.01 17.00 0.0059 0.006 0.000 0.006 0.03 0 7 0.01 17.17 0.0056 0.006 0.000 0.006 0.03 0 7 0.01 17.33 0.0055 0.005 0.000 0.005 0.03 0 6 0.01 17.50 0.0054 0.005 0.000 0.005 0.03 0 6 0.01 17.67 0.0053 0.005 0.000 0.005 0.03 0 6 0.01 17.83 0.0053 0.005 0.000 0.005 0.03 0 6 0.01 18.00 0.0053 0.005 0.000 0.005 0.03 0 6 0.01 18.17 0.0052 0.005 0.000 0.005 0.03 0 6 0.01 18.33 0.0052 0.005 0.000 0.005 0.03 0 6 0.01 18.50 0.0052 0.005 0.000 0.005 0.03 0 6 0.01 18.67 0.0052 0.005 0.000 0.005 0.03 0 6 0.01 18.83 0.0052 0.005 0.000 0.005 0.03 0 6 0.01 19.00 0.0052 0.005 0.000 0.005 0.03 0 6 0.01 19.17 0.0052 0.005 0.000 0.005 0.03 0 6 0.01 19.33 0.0052 0.005 0.000 0.005 0.03 0 6 0.01 19.50 0.0052 0.005 0.000 0.005 0.03 0 6 0.01 19.67 0.0052 0.005 0.000 0.005 0.03 0 6 0.01 19.83 0.0052 0.005 0.000 0.005 0.03 0 6 0.01 20.00 0.0052 0.005 0.000 0.005 0.03 0 6 0.01 20.17 0.0052 0.005 0.000 0.005 0.03 0 6 0.01 20.33 0.0052 0.005 0.000 0.005 0.03 0 6 0.01 20.50 0.0052 0.005 0.000 0.005 0.03 0 6 0.01 20.67 0.0052 0.005 0.000 0.005 0.03 0 6 0.01 20.83 0.0052 0.005 0.000 0.005 0.03 0 6 0.01 21.00 0.0052 0.005 0.000 0.005 0.03 0 6 0.01 21.17 0.0052 0.005 0.000 0.005 0.03 0 6 0.01 1__, 21.33 0.0052 0.005 0.000 0.005 0.03 0 6 0.01 21.50 0.0052 0.005 0.000 0.005 0.03 0 6 0.01 21.67 0.0052 0.005 0.000 0.005 0.03 0 6 0.01 21.83 0.0052 0.005 0.000 0.005 0.03 0 6 0.01 22.00 0.0052 0.005 0.000 0.005 0.03 0 6 0.01 22.17 0.0052 0.005 0.000 0.005 0.03 0 6 0.01 22.33 0.0052 0.005 0.000 0.005 0.03 0 6 0.01 PROJECT: Moyer Drainage - Detention Routing 100 YEAR, 24 HOUR FLOOD ROUTING (C) Outflow Outflow via via Control Control Total Surface Time Inflow No 1 No 2 Outflow Depth Volume Area Staging (hrs) (cfs) (cfs) (cfs) (cfs) (feet) (cu ft) (sq ft) Coef't t Qin Q1 Q2 Qtot D V A a ------- ------- ------- -------- ------ ------- ------- ------- 22.50 0.0052 0.005 0.000 0.005 0.03 0 6 0.01 22.67 0.0052 0.005 0.000 0.005 0.03 0 6 0.01 22.83 0.0052 0.005 0.000 0.005 0.03 0 6 0.01 23.00 0.0052 0.005 0.000 0.005 0.03 0 6 0.01 23.17 0.0052 0.005 0.000 0.005 0.03 0 6 0.01 23.33 0.0052 0.005 0.000 0.005 0.03 0 6 0.01 23.50 0.0052 0.005 0.000 0.005 0.03 0 6 0.01 23.67 0.0052 0.005 0.000 0.005 0.03 0 6 0.01 23.83 0.0052 0.005 0.000 0.005 0.03 0 6 0.01 24.00 0.0052 0.005 0.000 0.005 0.03 0 6 0.00 24.17 0.0041 0.004 0.000 0.004 0.02 0 5 0.00 24.33 0.0023 0.002 0.000 0.002 0.01 0 3 0.00 24.50 0.0013 0.001 0.000 0.001 0.01 0 2 0.00 24.67 0.0007 0.001 0.000 0.001 0.00 0 1 0.00 24.83 0.0004 0.000 0.000 0.000 0.00 0 0 0.00 25.00 0.0002 0.000 0.000 0.000 0.00 0 0 0.00 APPENDIX VI - CONSTRUCTION DETAIL DRAWINGS DOUGLAS MOYER DRAINAGE PLAN FLOW CONTROL BOX COVER AS APPROPRIATE FOR LOCAnON\ FLOW CONTROL STRUCTURES ro BE OPEN AT TOP ~ ONNECnONS OF FLOW CONTROL TRUCTURES TO BE WATERnGHT D TO INCLUDE UNIONS OR IMILAR FEATURES TO ALLOW OR REMOVAL OF FLOW CONTROL TRUCTURES FOR CLEANING OR EPLACEMENT r(25/1DD YR FLOW CONTROL STRUCTURE ( 2 YR FLOW CONTROL STRUCTURE PIPING TO 25/1'0'0 YR FLOW CONTROL STRUCTURE TO BE INSTALLED DEAD FLAT WITH INVERT PRECISELY 6.'0 INCHES ABOVE INVERT OF LARGE / DIAMETER DETENnON PIPING LARGE DIAMETER DETENnON PIPE, TOTAL LENGTH AS SPECIFIED. FLOW CONTROL ORIACES TO BE '0.5'0 INCHES AND '0.75 INCHES FOR 2 YR AND 25/1'0'0 YR FLOW CONTROL STRUCTURES, RESPECTIVELY ~ ~ PIPING TO 2 YR FLOW CONTROL STRUCTURE TO BE INSTALLED DEAD FLAT WITH INVERT PRECISELY MATCHING THAT OF LARGE DIAMETER DETENTION PIPING ~ FLOW CONTROL ORIACES TO BE CENTERED PRECISELY 2.'0'0 FEET BELOW INVERT OF LARGE DIAMETER DETENTION PIPING ~ BOITOMS OF FLOW CONTROL STRUCTURES TO BE CAPPED AND WATERnGHT AND TO REST ON BOTTOM OF FLOW C'ONTROL CATCH BASIN NOTES FLOW CONTROL STRUCTURES TO BE FABRICATED FROM SOLVENT WELD PVC (SCHEDULE 4'0 RECOMMENDED) FLOW CONTROL STRUCTURES TO BE HOUSED IN A CATCH BASIN OF SUITABLE SIZE AND TYPE. FLOW CONTROL STRUCTURES TO BE ANCHORED INSIDE THE CATCH BASIN WITH SUITABLE ANCHORAGES TO PREVENT INADVERTENT DISLODGEMENT. ENTRANCE OF PIPES FROM LARGE DIAMETER DETENnON PIPING TO FLOW CONTROL STRUCTURES INTO THE CATCH BASIN NEED NOT BE WATER TIGHT BUT PROVISION SHOULD BE MADE TO PREVENT SOIL FROM ENTERING. CONNECnON OF SYSTEM OUTLET PIPE TO CATCH BASIN SHALL BE REASONABLE WATERnGHT. FLOW CONTROL DETAIL SCHEMATIC ONLY - NO SCALE O NORTHWESTERN TERRITORIES, INC. Engineers - Land Surveyors - Geologists Construction Inspection - Materials Testing NTI 717 soum PEABODY, PORT ANGELES, WASHINGTON 98362, (360) 452-8491 I :-i DOUGLAS MOYER DRAINAGE PLAN COVER OVER ALL PIPE TO BE PER MANUFACTURER'S RECOMMENDATION ROUTE ALL FLOWS FROM ROOF DRAINS TO LARGE DIAMETER DETENTION PIPES. FLOWS FROM DRIVEWAY, LAWN, ETC. TO BE ROUTED TO ROADSIDE DITCH ALONG THORNDYKE ROAD GROUND LINE ~ =~= ='\- ~c /I!~JI/= 1//= \ ~ II!= JI/ = /1/= 67 FLOW FROM ROOF DRAINS (TYP) \II!=JI/= ///= SYSTEM OUTLET (4" DIA) TO BE ROUTED TO DITCH ALONG THORNDYKE ROAD A TOTAL OF 20 FEET OF lARGE DIAMETER (18") DETENTION PIPE IS REQUIRED FOR THIS PROJECT SEE DETAIL ON NEXT PAGE FOR FLOW CONTROLS L~ NOTES LOCATE LARGE DIAMETER DETENTION PIPE A MINIMUM OF 5' FROM BUILDING FOOTINGS AND APPROPRIATE DISTANCES FROM SEPTIC SYSTEMS, WELLS, BLUFFS, OPEN WATER, AND SIMIlAR FEATURES. FOOTINGS DRAINS ARE NOT TO BE ROUTED INTO DETENTION SYSTEM. LARGE DIAMETER DETENTION PIPING TO BE SET AT CONSTANT ELEVATION FOR ENTIRE LENGTHS, WITH ALL RUNS AT SAME ELEVATION. A GEOTECHNICAL REPORT HAS BEEN PREPARED FOR THIS SITE. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THAT REPORT. DETENTION PIPE PROFILE SCHEMATIC ONLY - NO SCALE O NORTHWESTERN TERRITORIES, INC. Engineers - Land Surveyors - Geologists Construction Inspection - Moterials Testing NTI 717 SOUTH PEABODY, PORT ANGELES, WASHINGTON 98362, (360)452-8491 L." L