The URL can be used to link to this page

04-0180 Preliminary Drainage Report 122320041 1 i t r YELI~I c~~31~li~IU~d]IT'~ SCI~UULS ItIDGELIl~TE 1VIIIrI~I.E S~I~O®L Prelilrnnary Drainage and ~:oslon Control Report Proponent Yelm Conunumty School P O Box 476 Yelm, WA 98597 (360) 458-6128 Prepared By Robert E Tauscher, P F_ Jerome W Morr~ssette & Associates Inc P 5 1700 Coope, Point Road SW, t~R2 Olympia, WA 98502 Phone (360) 352-9456 Fax (360 "i5_-9990 Received Submitted November 2004 DEC 2 3 2004 1 1 e 1 1 1 1 1 YELM COMMUNI~'Y SCHOOLS RIDGELINE MIDDLE SCHOOL Prellmmary Drainage and Erosion Control Report Proponent Yelm Communrty School P O Box 476 Yelm, WA 98597 (360)458-6128 Prepazed By Robert E Tauscher, P E Jerome W Momssette & Associates Inc , P S 1700 Cooper Point Road SW, #B2 Olympia, WA 98502 Phone (360)352-9456 Fax (360)352-9990 Subrrutted November 2004 Section 1 - Protect Descnphon Section 2 - Extstmg Conditions Section 3 -Infiltration Rate/Soils Report Section 4 -Wells Section 5 -Fuel Tanks Section 6 -Sub-basin Descnphon Section 7 - 100 Yeaz Flood Section 8 -Aesthetic Considerations Section 9 -Facility Sizing and Downstream Analysis Section 10 -Covenants, Dedications, and Easements Section 11 - Amcles of Incorporation ' R EROSION CONTROL REPORT Section 1 -Sequence ' Section 2 -Trapping Sedunent Section 3 -Permanent Erosion Control Section 4 - Geotechmcal Report ' Section 5 -Inspection Section 6 -Control of Pollutants Other than Sedunent III APPENDIX A Soils Report B Calculations and Hydraulic Analysis C Commercial Stormwater Facilities Maintenance Agreement ' D Thurston Region Stormwater Facilities Summary Form E Basin Map C Site Plan G Engineer's Estunate H Adjacent Wells 1 Yehn Community Schools - Ridgelme Middle School Drainage and Erosion Control Report 1 JWM&A#03157 TABLE OF CONTENTS I DRAINAGE REPORT 1 I 2 2 2 3 3 3 3 7 7 8 8 9 9 9 9 1 ' PRO.YECT ENGINEER'S CERTIFICATE ' "I HEREBY CERTIFY THAT THIS PROJECT, RIDGELIKE MIDDLE SCHOOL, YELM COMMUNITY SCHOOLS, YELM, WASHINGTON HAS BEEN PREPARED BY ME OR UNDER MY SUPERVISION AND MEETS MINIMUM STANDARDS OF CITY OF YELM AND NORMAL STANDARDS OF ENGINEERING PRACTICE I UNDERSTAND THAT THE JURISDICTION DOES NOT AND WILL NOT ASSUME LIABILITY FOR THE SUFFICIENCY, SUITABILITY, OR PERFORMANCE OF ' DRAINAGE FACILITIES DESIGNED BY ME " ~e ~~eE w~swtio dT~ Robert E Tauscher, P E 2 Jerome W Momssette & Associates Inc , P S OQ779~9 ' ~~~~ RFC15TE4~ SS•~NAL >R~ EtPIRES 0207/ 1 ' Yelm Community Schools - Ridgelme Middle School Drainage and Erosion Control Report J WM&A # 03157 YELM COMMi1NITY SCHOOLS ' RIDGELINE MIDDLE SCHOOL YELM, WASHINGTON DRAINAGE AND EROSION CONTROL REPORT PART I DRAINAGE REPORT ' This report has been prepazed as part of the requirements for the Site Plan Review for the subject site and in accordance with the "Stormwater Management Manual for the Puget ' Sound Basin, " 1992 and the City of Yelm requirements Section I -Protect Description ' The Ridgelme Middle School site consists of 30 7 Acres located on the same parcel as the Mile Pond Elementary School Only a 21 07 acre portion of the pazcel will be disturbed The site ties on the southeast side of SR 510 (Yelm Avenue) m Yelm, Washington, m the Southeast quarter (SE ''/,) of the Northwest quarter (NE'/4) of Section twenty five (25), Townslvp seventeen (17) North, ' Range one (1) East The assessors pazcel number is 2]7225140100 The site is relatively flat on the eastern two thirds of the pazce] and the western third drops approximately mne feet The proposed main access will be from Carter Street SE, a fire lane will be ' accessing from 107`h Avenue SE The overall project will involve the construction of a new building, parking ]ot, and sports fields The stormwater system from the new school will be collect and convey to a treatment device and eventually into an infiltration pond for disposal ' The design infiltration rate is 10 mches/hour The existing Mill Pond School storm water currently is treated by a bio-filtration Swale, which will be slightly moved to accommodate the fire lane The stormwater from the Mill Pond School currently is directed to a pond The Mill Pnnd School stormwater~vilLbe redirected to a new underground infiltration gallery for disposal ' Roof runoff from the new building and will be diverted to the pond The stormwater system has been designed to the standards of the "Stomiwater Management Manual for the Puget Sound Basin," 1992 The treatment device and Swale aze sized for the 6-Month/24 Hour Design Event and the infiltration pond and gallery aze sized for the 100 Year/24 Hour Design Event Section Z - Existing Conditions Yelm Community Schools - Ridgeline Middle School Drainage and Erosion Control Report 7WM&A # 03157 1 1 1 LJ 1 CJ t ~~ The site has a gentle slope towards the west with an elevation change from 370 feet along Mill Pond Road SE to 348 along the west corner property line Section 3 -Infiltration Rates/Soils Report. Soils on the site aze fisted in the Soil Conservation Service's Soil Survey of Thurston County Was}ungton as Spanoway gravelly sandy loam Typical soils aze a dark grayish brown and gravelly sandy loam neaz the surface with dark yellowish brown very gravelly sandy loam occumng within two feet of surface (See Soils Report and logs m Appendix A) The soil mapping from this soil survey indicates that the predominant soil group at this site is "B" An evaluation of the surficial soils was conducted and a copy of the soils information is located in Appendix A The soils report confirms the soil survey mappmg The soil logs typically indicate sandy gravel to 36-96" The infiltration rate measured in a falling head test performed at 48 inches below the existing surface is > 60 inches per hour A description of the falling head infiltration test device used to perform the percolation test and infiltration tests results aze found m Attachment A Field percolation tests performed yielded a percolation rate range between three holes of 30 in/hr to 60 in/hr Incorporating a factor of safety greater than 2, the estunated percolation rate used for design is I O inches per hour Section 4 -Wells and Septic Systems A search of Department of Ecology web site was performed to identify nearby wells (see Appendix ~ The seazch yielded 4 locations Location 1 listed 3 well logs, only two of winch are in proxunity to the site and are fisted as 1 A and 1 B There is only one well log at location 2 and it is listed as 2A There aze 4 well logs at location 3, listed as 3A, 3B and 3C Well log 3D could not be located from the information on the well log Location 4 was listed as a resource protection log only The existing Mill Pond School is connected to the City STEP system for disposal of waste products The proposal new school will also be connected to the City of Yelm STEP sewer system Section 5 -Fuel Tanks Based on information from the current property owner, numerous site inspections, and the expressed intentions of the owner, it is evident that there are no lrnown fuel tanks existing on the property No fuel tanks will be brought onto the property during development Yelm Community Schools - Ridgehne Middle School Drainage and Erosion Control Report J W M&A # 03 157 Section 6 -Sub-basin Descnphon t The improved portion of the site has been divided into two balms tnbutary to the ra ion systems rotect site runoff will be routed through either bio• filtration swales or treatment devices for treatment an then to infiltration gallenes or disposal A prelunmary balm analysis was conducted for this protect and can be located m ' Appendix E of this plan ' Section 7 -100 Year Flood The protect does not contazn or abut a stream and is not in a flood zone Section 8 -Aesthetic Considerations All disturbed azeas will be vegetated or landscaped The stonnwater facilities consist of a treatment devices, swales, catch balms and conveyance piping to collect c to infiltration and underground infiltration gallery The pazking lot sect meets the city of Yehn stan r ~p Consequently, the overall aesthetic affect of the stormwater facilities on this site will be consistent with other facilities within the vicinity and should not detract from surrounding azeas Section 9 -Facility Sizing and Downstream Analysis The impacts of the proposed development on stonnwater runoff have been analyzed in accordance with the procedure descnbed in the "Stormwater Management Manua] for the Puget Sound Basin," 1992 All stormwater conveyance and detention systems were designed for the 100 Yeaz /24 Hour Design Event as outlined in the above listed Manual The hydraulic analysis for the on-site stormwater facilities can be found in Appendix B d I The evaluation performed includes the pond storage an IYDRA analyses (HYDRA Version 5 85, July 1994) Copies of the HYDRA Input and Output files ' and table summanzmg the site azea and pond volume chazactenstics aze included m Appendix B 1 POST DEVELOPMENT SITE CHARACTERISTICS Total Disturbed Area 30 7 Acres ' Pass-Through Drainage Area 0 0 Acres Zone 1 -New tumor HS Yelm Community Schools - Ridgelme Middle School Drainage and Erosion Control Report ' JWM&A # 03157 Area Tnbutary to Facility Including Offsite (Acres) 11 68 Acres Total Onsite Area Tributary to Facility (Acres) 11 68 Acres ' Design Impervious Area Tnbutary to Facility (Acres) 6 22 Acres Design Landscaped Area Tnbutary to Facility (Acres) 5 46 Acres - Area not Tnbutary to the Facility (Acres) 9 39 Acres Basin Area (Acres) 21 07 Acres Zone 2 -Mill Pond Elementary ' Total Area Tnbutary to Facility Including Offsite (Acres) 9 63 Acres Total Onsite Area Tnbutary to Facility (Acres) 9 63 Acres ' Design Impervious Area Tnbutary to Facility (Acres) 4 62 Acres Design Landscaped Area Tnbutary to Facility (Acres) 5 OI Acres Design Total Tnbutary Area to Facility (Acres) 9 63 Acres " " SCS Data Hydrologic Soil Group B Curve Numbers ' Impervious Areas 98 Pervious Areas 68 SYSTEM MINIM[JM REQUIREMENTS Zone 1 -New Middle School ' Total Area (Acres) 21 07 Acres Required Volume per HYDRA 63,122 CF ' Infiltration Rate with 32,000 sf Bottom 7 41 CFS Zone 2 -Mill Pond Elementary Area Tnbutary to Facility Including Offsrte (Acres) 9 63 Acres Required Volume per HYDRA 28,402 CF Infiltration Rate Huth 8,175 sf Bottom 1 81 CFS ' System Performance New Ridgelme Middle School Within the subject site, stormwater from pazking lots will be routed to a treatment device and into infiltration pond Runoff from the new building will be duetted into the stonnwater system Mill Pond Elementary School Within the subject site, stormwater from pazking lots will be routed to the bio- ~/ filtration Swale and into infiltration gallery Runoff from the exisitng building is L 1 1 directed into the stormwater system Zone 1 -New Ridgelme Middle School -Based on the HYDRA analyses performed for the 24 hour - 100 Yeaz Event, the peak flow into the stormwater Yehn Community Schools - Ridgelme Middle School Drainage and Erosion Control Report ] WM&A # 03157 pond will b 19 50 The maxunum storage volume expected m the pond per ' HYDRA 63,12 CF The design infiltration rate is 7 41 CFS with the gallery bottom of 32,000 SF and 64,000 CF of storage volume provided m the gallery Zone 2 - Mtll Pond Elemenatry -Based on the HYDRA analyses performed for the 24 Hour - 100 Yeaz Event, the peak flow into the stormwater gallery will be 6 28 CFS The maxunum volume expected m the gallery per HYDRA is 28,402 ' CF The design utfiltration rate is 1 81 CFS with the gallery bottom of 8,175 SF and 28,413 CF of storage volume provided in the gallery Downstream Analysts There aze no downstream impacts due to all stormwater being defamed and infiltrated on site Section 10 -Covenants, Ded~cahons, Easements Operation and maintenance of the stormwater galleries, catch basins, and piping will be the responstbilrty of the property owner The facrhties will regmre routine maintenance and a draft Commerctal/Industrial stormwater facthhes maintenance agreement prepazed for tins proposal is located in Appendix D Section 11 - Articles of Incorporation The pazcel is privately owned, Articles of Incorporation aze not required for the proposal Yelm Community Schools - Ridgehne Middle School Drainage and Erosion Control Report JWM&A # 03157 1 1 PART II. EROSION CONTROL REPORT Section 1 -Sequence: The following rs the construction sequence for construction of the pazkmg lots and ponds 1 Install silt fences where shown on the improvement plans 2 Rough grade parking lot azeas 4 Install stonnwater pond and structures 5 Frmsh grade, topsoil, fertilize, and seed disturbed areas 6 Mulch landscaped azeas rf construction rs performed between October 15 and Apnl 15 7 Once disturbed surfaces have developed sortable groundcover, remove penmeter silt fences Section 2 - Trapping Sediment The proposed grading of the site, as well as the construction of the items listed below, will mitigate against any mayor diversion of stormwater runoff by maintauung natural drainage patterns The structural components of the erosion control plan will work m combination with temporary and permanent soil stabilization efforts to minimize the amount of sediment-laden runoff entering adjacent properties and the existing on-site wetlands Measures Taken to Control Sedunent ' Filter Fabnc Srlt Fences located down-slope of all earthwork that may pose a potential of releasing sediment-laden water to the off- site Permanent sediment trapping will be accomplished with sediment traps rf ' necessary, where vegetation and pond configuration will cause soil particles to drop out of solution as the stormwater passes through the azea ' All entrances will be paved and the site rs surrounded by paved city streets If a substantial amount of soil rs being deposited on adjacent streets due to truck traffic, the road will munedrately be cleaned of all debns and further preventative t measures will be taken to ensure the problem ceases, such as establishing a ure wash down area All of the above features of the Erosion and Sedrmentarion Control Plan, rf installed and penodreally maintained, aze expected to munmrze the potential for Yelm Coromumty Schools - Rrdgehne Middle School Drainage and Eroswn Control Report JWM&A # 03157 sediment-laden runoff escaping the site and entering the downstream environment ' during and after the construction of the pro3ect Section 3 -Permanent Erosron Control The following measwes will be taken for sorl stabrhzation to minimize the amount of sedrment-laden runoff entenng adjacent properties and the existing on- ' site wetlands • Stabrhzation of cut and fill areas wrth hydro seeding and, rf necessary, chopped hay mulching (or~ute matting) Permanent erosion control on this site will be accomplished through the ' development of landscaping or grass groundcover on all unpaved disturbed azeas Section 4 - Geotechmcal Report There are no other incipiently unstable stonnwater related condrtions wrtlun the project site, hence, no other additional sorl investigations or analyses are planned Section 5 -Inspection 1 The construction of stormwater facrhties on the subject site will be momtored by the Owner and the Owner's representative m accordance wrth the regwrements of ' the Drainage Manual The following rs the recommended inspection sequence for the construction of ' stonnwater facilities descnbed above 1 At completion of rough grading ' 2 At completion of paving, fine grading, fertrhzmg, seeding, and mulching 3 At completion of the gallenes ^ Section 6 -Control of Pollutants Other Than Sediments As the subject site development will consist of commercial use, rt will most lilcely not involve the storage or use ofnon-sediment pollutants on this site Temporary pollutant sources, such as cement truck wash-down waste, fuel spillage dunng egwpment refueling, and construction waste matenals may develop for short t penods dunng the construction of the parking lots and stormwater facilities Caze will be taken to rrumrmze the adverse inlpacts of these conditions Activities such as concrete truck wash-down and egwpment refueling will be carved out in the vrcrmty of construction, at least 25 feet from the stonnwater facilities Yelm Cammumty Schools - Ridgelme Middle School Drainage and Erosron Control Report ' JWM&A # 03157 Constructron matenal stockpile areas should be hmrted to the mnnediate vicimty of the dwellings being constructed Bulk petrochermcal storage, m the form of gasoline, fuel, oil, lubncants, and other such hazazdous fluids will not be pernutted on this srte 1 1 1 1 Yehn Community Schools - R~dgelme Middle School Drainage and Erosion Control Report JWM&A # 03157 1 1 1 1 1 APPEl®TI)IX A Sogls Rep®~t Thurston County Washington 'Included areas make up about 10 percent of the total acreage Permeability is moderately rapid m the Spana soil Available water capacity is moderate Effective roofing depth is 20 to 40 inches A seasonal high water table is at a depth of about 12 to 36 inches from November to ~P,pril Runoff is slow and the hazard of water erosion is slight Most areas are used as hayland and pasture This nit is suited to hay and pasture The main limitations re the seasonal high water table and the moderate available water capacity Proper stocking rates pasture oration and restricted grazing during wet periods help o keep the pasture in good condition and protect the soil from erosion Rotation grazing helps to maintain the uality of forage Periodic mowing helps to maintain ~iniform growth discourages selective grazing, and controls weeds In most years irrigation is needed for aximum production Sprinkler irrigation is the best ethod of applying water The amount of water applied hould be sufficient to wet the root zone but small enough to minimize the leaching of plant nutrients A few areas are used as woodland On the basis of a 00 year site curve the estimated site index for Douglas fir is 144 On the basis of a 50 year site curve t is 110 The estimated growth rate of an unmanaged ~ven aged stand of Douglas fir is 150 cubic feet per cre per year at 60 years of age The main limitation affecting the harvesting of timber the muddiness caused by seasonal wetness Use of heeled and tracked equipment when the soil is wet results in ruts and soil compaction Unsurfaced roads ~nd skid trails are soft and can be impassable when et Logging roads require suitable surfacing material for year-round use Rounded pebbles and cobbles for Dail construction are readily available on this unit The easonal high water table limits the use of equipment to ry periods Disturbance of the protective layer of duff can be minimized by the careful use of wheeled and 'racked equipment Seedling establishment is the main concern in the production of timber Reforestation can be ccomplished by planting Douglas fir seedlings If the ~tand includes seed trees natural reforestation by red alder occurs periodically in cutover areas The seasonal ~gh water table inhibits root respiration and thus results some seedling mortality When openings are made in e canopy, invading brushy plants can prevent the establishment of planted Douglas fir seedlings Common forest understory plants are cascade regon grape, salal vine maple western brackenfern, and Oregon white oak 89 This map unit is in capability subclass Illw 110-Spanaway gravelly sandy loam, 0 to 3 percent slopes This very deep, somewhat excessively drained soil is on terraces It formed in glacial outwash and volcanic ash The native vegetation is mainly grasses, ferns and a few conifers Elevation is 100 to 400 feet The average annual precipitation is 45 to 55 inches, the average annual air temperature is about 51 degrees F and the average frost free period is 150 to 200 days Typically the surface layer is black gravelly sandy loam about 15 inches thick The subsoil is dark yellowish brown very gravelly loam about 5 inches thick The substratum to a depth of 60 inches or more is dark yellowish brown extremely gravelly sand Included in this unit are small areas of Alderwood soils on till plains, Everett, Indianola and Nisqually soils on outwash terraces, and Spana soils in depressions Also included are small areas of Spanaway soils that have a stony sandy loam surface layer and small areas of Spanaway gravelly sandy loam that have slopes of 3 to 15 percent Included areas make up about 20 percent of the total acreage Permeability is moderately rapid in the subsoil of the Spanaway soil and very rapid in the substratum Available water capacity is low Effective rooting depth is 60 inches or more Runoff is slow and the hazard of water erosion is slight This unit is used mainly as hayland, pasture, or cropland as a site for homes, or as a source of gravel It is also used as woodland The main limitation affecting hay and pasture is the low available water capacity Proper grazing practices, weed control and fertilizer are needed to ensure maximum quality of forage Rotation grazing helps to maintain the quality of forage Periodic mowing helps to maintain uniform growth discourages selective grazing and controls weeds Animal manure can be applied periodically during the growing season Areas that receive heavy applications should be harrowed at least once a year In summer irrigation is needed for maximum production of most forage crops Sprinkler irrigation is the best method of applying water The amount of water applied should be sufficient to wet the root zone but small enough to minimize the leaching of plant nutrients This unit is swted to crops Wheat, oats, strawberries raspberries, blackberries, and sweet corn are commonly grown The main limitation is the low available water capacity In summer, irrigation is needed for maximum production of most crops 90 1 r~ L 1 Sprinklers can be used but a slow application rate is needed to minimize runoff The amount of water applied should be sufficient to wet the root zone but small enough to minimize the leaching of plant nutrients The application rate should be adjusted to the available water capacity the water intake rate and the needs of the crop Animal manure can be applied periodically during the growing season Areas that receive heavy applications should be harrowed at least once a year This unit is well suited to homesites Pebbles and cobbles should be removed particularly in areas used for lawns In summer irrigation is needed for lawn grasses shrubs vines, shade trees and ornamental trees Mulch fertilizer and irrigation are needed to establish lawn grasses and other small seeded plants The main limitation affecting septic tank absorption fields is a poor filtering capacity If the density of housing is moderate or high community sewage systems are needed to prevent the contamination of water supplies caused by seepage from onsite sewage disposal systems Cutbanks are not stable and are subject to sloughing Douglas fir is the main woodland species on this unit Among the trees of limited extent are Oregon white oak, lodgepole pine, and red alder Douglas-fir and Scotch pine are grown on Christmas tree plantations On the basis of a 100-year site curve, the mean site index far Douglas-fir is 140 On the basis of a 50 year site curve, it is 108 The highest average growth rate of an unmanaged, even-aged stand of Douglas-fir is 145 cubic feet per acre per year at 65 years of age This soil is suited to year round logging Unsurfaced roads and skid trails are slippery when wet Logging roads require suitable surfacing material for year round use Rounded pebbles and cobbles for road construction are readily available on this unit Disturbance of the protective layer of duff can be minimized by the careful use of wheeled and tracked equipment Seedling establishment and seedling mortality are the main concerns in the production of timber Reforestation can be accomplished by planting Douglas-fir seedlings If the stand includes seed trees natural reforestation by Douglas-fir Oregon white oak, and lodgepole pine occurs periodically in cutover areas Droughtiness rn the surface layer reduces the seedling survival rate When openings are made m the canopy invading brushy plants can delay the establishment of planted Douglas- fir seedlings Common forest understory plants are cascade Oregon grape, salal western brackenfern, western swordfern Indian plum, and Scotch-broom Soil Survey This map unit is in capability subclass IVs 111-Spanaway gravelly sandy loam, 3 to 15 percent slopes This very deep, somewhat excessively drained soil is on terraces It formed in glacial outwash and volcanic ash The native vegetation is mainly grasses ferns, and a few conifers Elevation is 100 to 400 feet The average annual precipitation is 45 to 55 inches the average annual air temperature is about 51 degrees F, and the average frost-free period is 150 to 200 days Typically, the surface layer is black gravelly sandy loam about 15 inches thick The subsoil is dark yellowish brown very gravelly sandy loam about 5 inches thick The substratum to a depth of 60 inches or more is dark yellowish brown extremely gravelly sand Included in this unit are small areas of Alderwood soils on till plains and Everett Indianola and Nisqually soils on terraces Also included are small areas of Spanaway soils that have a stony sandy loam surface layer and small areas of Spanaway gravelly sandy loam that have slopes of 0 to 3 percent Included areas make up about 20 percent of the total acreage Permeability is moderately rapid in the subsoil of the Spanaway soil and very rapid in the substratum Available water capacity is low Effective rooting depth is 60 inches or more Runoff is slow, and the hazard of water erosion is slight This unit is used mainly as hayland or pasture, as a site for homes, or as a source of gravel It is also used as woodland The main limitation affecting hay and pasture is the low available water capacity during the growing season Proper grazing practices, weed control, and fertilizer are needed to ensure maximum quality of forage Rotation grazing helps to maintain the quality of forage Periodic mowing helps to maintain uniform growth discourages selective grazing, and controls weeds Animal manure can be applied periodically during the growing season Areas that receive heavy applications should be harrowed at least once a year In summer irrigation is needed for maximum production of most forage crops Sprinkler irrigation is the best method of applying water The amount of water applied should be sufficent to wet the root zone but small enough to minimize the leaching of plant nutrients This unit is suited to homesites The main limitation is the slope Cutbanks are not stable and are subject to sloughing A plant cover can be established and maintained through proper fertilizing, seeding mulching, and shaping of the slopes Pebbles and cobbles should be removed particularly in areas used for lawns In 158 lJ 1 1 1 Spanaway Serles The Spanaway series consists of very deep somewhat excessively drained soils on terraces These soils formed in glacial outwash and volcanic ash Slope is 0 to 15 percent Elevation is 100 to 400 feet The average annual preapdation is 40 to 55 inches, the average annual air temperature is about 51 degrees F and the average frost free season is 150 to 200 days These soils are sandy skeletal mixed mesic Andic Xerumbrepts Typ~caf pedon of Spanaway gravelly sandy foam 0 to 3 percent slopes 4 miles southeast of Lacey about 250 feet west and 400 feet south of the northeast corner of sec 25 T 36 N R 1 W A-0 to i 5 inches black (10YR 2/1) gravelly sandy loam very dark grayish brown (10YR 3/2) dry weak fine granular structure loose very fnable nonsUCky and nonelastic many fine medium and coarse roots 25 percent pebbles strongly acid clear smooth boundary Bw-15 to 20 inches dark yellowish brown (10YR 3/4) very gravelly sandy loam light olive brown (2 SY 5/4) dry weak fine subangular blocky structure loose very triable nonsticky and nonelastic, many fine medium and coarse roots 55 percent pebbles, medium acid clear smooth boundary C-20 to 60 inches dark yellowish brown (10YR 4/4) extremely gravelly sand, yellowish brown (10YR 5/4) dry single grained loose, few fine roots, 80 percent pebbles 10 percent cobbles, slightly acid The thickness of the solum ranges from 15 to 25 inches The content of coarse fragments in the control section ranges from 50 to 85 percent The weighted average texture of this section is very gravelly sand or extremely gravelly sand The umbric epipedon is 10 to 20 inches thick The A horizon has hue of 10YR or 7 5YR value of 3 or 4 when dry and chroma of 1 or 2 when moist or dry It is medium acid or strongly acid The Bw horizon has value of 4 or 5 when dry and 3 or 4 when moist It is very gravelly sandy loam, very gravelly loam, or extremely gravelly sandy loam The C horizon has hue of 10YR or 2 SY value of 5 or 6 when dry and 4 or 5 when moist and chroma of 3 or 4 when dry or most It is extremely gravelly sand or extremely gravelly loamy sand and is slightly acid or neutral Sultan Serles The Sultan series consists of very deep, moderately Soil Survey well drained soils on flood plains These soils formed in alluvium Slope is 0 to 3 percent Elevation is 20 to 75 feet The average annual precipitation is 40 to 50 inches the average annual a+r temperature +s about 50 degrees F and the average frost free season is 150 to 200 days These sods are fine silty, mixed nonacid, mesic Aquic Xerofluvents Typical pedon of Sultan silt loam 7 miles east of Lacey about 1 000 feet east and 1,975 feet north of the southwest corner of sec 16, T 18 N R 1 E Ap-0 to 7 inches, dark yellowish brown (10YR 3/4) silt loam brown (10YR 5/3) dry moderate fine and medium granular structure, slightly hard, very Enable slightly sticky and slightly plastic, many fine, medium and coarse roots many very fine and fine tubular pores slightly acid abrupt smooth boundary BA-7 to 20 inches, dark yellowish brown (10YR 4/4) silt loam, brown (10YR 5/3) dry moderate fine and medium subangular blocky structure, slightly hard, very fnable slightly sticky and slightly plastic, many very fine fine, and medium roots many very fine and fine tubular pores, slightly acid, clear wavy boundary Bw1-20 to 25 inches, dark brown (10YR 3/3) silt loam, grayish brown (2 SY 5/2) dry common fine prominent red (2 5YR 5/8) mottles moderate fine and medium subangular blocky structure slightly hard very friable slightly sticky and slightly plastic, common fine and medium roots common very fine and fine tubular pores slightly acid gradual wavy boundary Bw2-25 to 45 inches dark brown (10YR 4/3) silt loam, light brownish gray (10YR 6/2) dry, common medium prominent red (2 5YR 5/8) mottles, moderate medium and coarse subangular blocky structure slightly hard, very triable slightly sticky and slightly plastic, few very fine and fine roots, few very fine and fine tubular pores slightly aad gradual wavy boundary C-45 to 60 inches, grayish brown (10YR 5/2) silt loam, light gray (10YR 7/2) dry common medium prominent dark brown (7 5YR 4/4) mottles massive, slightly hard very friable, slightly sticky and slightly plastic, slightly acid The soils are slightly acid or neutral in the control section and range from slightly acid to strongly acid below a depth of 40 inches Mottles that have chroma of 3 or more are at a depth of more than 20 inches Thurston County Washington The Ap horizon has hue of tOYR value of 3 or 4 ....~~~~^^^^''''hen moist and chroma of 3 or 4 when dry The Bw ~orizon has hue of 10YR or 2 5Y value of 3 or 4 when oast and 5 or 6 when dry and chroma of 2 or 3 when moist or dry It has thin strata of fine sandy loam tc silty ~ay loam The C horizon has hue of 10YR value of 5 7 when moist and chroma of 2 when moist ~acoma Serles The Tacoma series consists of deep, very poorly drained soils on flood plains and deltas These soils ~rmed in alluvium that has a high content of volcarnc h Slope is 0 to 1 percent Elevation is 0 to 20 feet The average annual precipitation is 40 to 50 inches the verage annual air temperature is about 50 degrees F, 'nd the average frost free season is 160 to 200 days These soils are coarse silty mixed acid, mesic Sulfic luvaquents Typical pedon of Tacoma silt loam 6 miles northeast Lacey about 1 000 feet north and 300 feet west of the southeast corner of sec 31 T 19 N R 1 E ~e-3 inches to 0, mat of fine grass roots A-0 to 7 inches dark brown (tOYR 3/3) sdt loam grayish brown (10YR 5/2) dry many medium distinct dark brown (7 5YR 4/4) mottles moderate fine angular blocky structure ,friable nonsticky and slightly plastic many medium and fine roots extremely aad abrupt smooth boundary g1-7 to 23 inches dark grayish brown (10YR 4/2) silt loam light brownish gray (tOYR 6/2) dry many fine ' distinct dark yellowish brown (tOYR 4/4) mottles moderate medium prismatic structure friable, slightly sticky and slightly plastic many medium and fine roots extremely aad abrupt smooth boundary ,g2-23 to 40 inches dark grayish brown (tOYR 4/2) silt loam light brownish gray (10YR 6/2) dry many fine distinct dark yellowish brown (tOYR 4/4) mottles weak medium prismatic structure friable nonsticky and slightly plastic, few fine roots extremely aad clear smooth boundary ~g3-40 to 50 inches grayish brown (10YR 5/2) silt loam gray (10YR 6/1) dry massive Enable slightly sticky and slightly plastic extremely aad abrupt smooth boundary ~g4-50 to 60 inches dark greenish gray (SGY 4/1) clay common medium distinct brown (7 5YR 4/4) mottles massive friable very sticky and very ' plastic few fine tubular pores strongly aad The soils are more than 60 inches deep but the 159 rooting depth is limited by the water table unless the plant is hydrophytic Some pedons have layers of muck 1 to 4 inches thick These layers have a cumulative thickness of less than 16 inches The content of weighted organic carbon is less than 12 percent in the control section The A or Ap horizon has hue of tOYR or SY, value of 3 or 4 when moist, and chroma of 1 or 2 when moist It has faint or distinct mottles It is strongly acid to extremely acid The Cg horzon has hue of 10YR, 2 5Y, or SY or is neutral in hue It has value of 3 to 6 when moist and 4 to 8 when dry and chroma of 0 to 2 when moist or dry It has faint to prominent mottles It is very strongly aad or extremely acid The 2Cg horizon is stratified clay to sand It varies in texture within short distances It is very strongly acid or extremely acid The depth to this horizon is more than 60 inches in some areas Tenlno Sertes The Tenlno series consists of moderately deep well drained soils on terminal moraines These soils formed in glacial till over glacial outwash Slope is 3 to 65 percent Elevation is 50 to 400 feet The average annual precipitation is 45 to 60 inches the average annual air temperature is about 50 degrees F, and the average frost-free season is 150 to 200 days These soils are coarse loamy mixed mesic Dystric Entic Durochrepts Typical pedon of'renino gravelly loam, 3 to 15 percent slopes 2 miles northwest of Littlerock about 800 feet east and 400 feet north of the southwest corner of sec 27 T 17 N R 3 W At-0 to 5 inches dark reddish brown (5YR 2/2) gravelly loam dark grayish brown (10YR 4/2) dry, moderate fine granular structure, soft very friable, nonsticky and nonelastic 30 percent pebbles, many very fine fine, medium and coarse roots, many very fine tubular pores strongly aad clear smooth boundary A2-5 to 11 inches dark yellowish brown (10YR 3/4) gravelly loam dark brown (10YR 4/3) dry moderate fine granular structure soft very friable, nonsticky and nonelastic 30 percent pebbles, many fine, medium and coarse roots, many very fine tubular pores medium aad clear smooth boundary 8w1-11 to 21 inches dark brown (7 SYR 4/4) gravelly loam light yellowish brown (10YR 6/4) dry, weak fine subangular blocky structure soft, very friable, nonsticky and nonelastic 30 percent pebbles, 1 1 1 1 1 1 q3~ w y j' `)] y ' y~~~41~~'ss ~ ~ d b} r4Y4~ ~, n s xix GEOTECIINICAL ENGINEERING EVALUATION NEW YELM JUNIOR HIGH SCHOOL CARTER STREET SOUTH EAST YELM, WASHINGTON Submitted to: Yelm School District PO Bog 476 Yelm, WA 98597 Submitted by: E3RA, Inc. PO Bog 44890 Tacoma, WA 98444 October 15, 2004 T04155 PO Box 44890 Tacoma WA 98444 253-537-9400 253-537-9401 fax E3RA October 15, 2004 Yelm School D~stnct P O Box 476 Yehn, Washington Attention Erhng Birkland Sub3eci Geotechmcal Eugmeermg Evaluation New Yelm Junior High School Carter Street South East Yelm, Washington Deaz Erl mg E3RA rs pleased to submit this report descnbmg the results of our geotechmcal engmeermg evaluation for the new Junior High School to be located west of Mdl Pond Elementary School E3RA conducted preliminary subsurface explorations on the protect srte m the summer of 2003 ' This report has been prepared for the exclusive use of the Yelm School District and thew consultants, for specific application to this pro3ect, m accordance with generally accepted geotechmcal engmeermg practice ' 1 0 SITE AND PROJECT DESCRIPTION The srte is an irregularly-shape parcel located west of the evstmg M~1 Pond Elementary School on the ' southwest side of Yehn, Washington, as shown on the enclosed Locaaon Map (Figure 1) Plans call for the constwction ofa main school building, bus loops, vehicle parking areas, athletic fields, and portable classrooms The school building will be 1 % stores with slab-on-grade floors Infiltration ponds, planned for the northwest and south corners of the site, wdl dispose of collected runoff water ' We understand that the part ofthe area near the east side ofthe planned construction was mined for sand and gravel and backfilled wrih fill soils ' 20 EXPLORATORY METHODS We conducted preliminary explorations onsde dunng the summer of2003 and we further exploredsurfaee and subsurface conditions at the protect srte on October 3, 2004 Uur exploration program compassed the following elements • A surface iecomiaissance of the srte, • Two preliminary test pits (designated TP-] and TP-2), advanced on July, 2003, near the proposed school bwldmg, 1 October 15, 2004 E3RA, Inc T04155 / Yelm Junior Nigh School • Ten test pits, (designated SL-1 through SL-10), advanced on October 3, 2004, m the vtcimty of the proposed school bwldmg m locations surveyed by J W Morr~ssette and Associates, ' Tnc , • Frve test pits for infiltration analysis, (designated SP-1 through SP-5), advanced on October3, ' 2004, m the proposed infiltration ponds m locations surveyed by J W Momssette and Associates, Inc 1 Four serves of infiltration tests, performed on soils within the proposed infiltration ponds • Two Gram Size Analyses performed on sml samples from beneath the sde, and • A review of published geologic and seismologic maps and literature ' Table 1 summar¢es the approximate functional locations and termination depths of our subsurface explorations, and Figure 2 depicts their approximate relative locations The following text sections descnbe the procedures used for excavation of test pits t 1 LJ TABLE 1 APPROXIMATE LOCATIONS AND DEPTHS OF EXPLORATIONS Termination FunchonalLocahon Depth Exploration (feet) TP-1 South side planned school 6uddmg 9~/z TP-2 North side planned school bwldmg 9 SL-1 Southeast of plamied school building 9 SL-2 East of planned school bwldmg 16'/, SL-3 South side of east part of planned school building 9 SL-4 North side of east part of planned school building 10 SL-5 West part of planned school budding 10 SL-6 North side planned school bwldmg 10 SL-7 North side planned school budding 12 SL-8 West end planned school bwldmg 10 SL-9 South of west end planned school building 10 SL-10 East edge planned school budding 8 SP-1 Northwest part south infiltration facility 10 SP-2* Southwest part south infiltrarion facility 11 SP-3* Southeast part south infiltration facthty 7%z SP-4* South part north infiltration facility 13 SP-5* North part north mSltration facility 12 Elevation datum Srte Plan * Includes Infiltration Test October 15 2004 E3RA, Inc T04155 I Yelm Junior High School ' The specific number and locations of our explorations were selected m relation to the existing sde features, under the constraints of surface access, underground utility conflicts, and budget considerations We estimated the relative location ofeach exploration Consequently, the data listed m Table 1 and the locatwns depicted on Figure 2 should be considered accurate only to the degree permitted by our data sources and implied by our measuring methods It should be realized that the explorations performed and utilized for this evaluation reveal subsurface conditions only at discrete locations across the project site and that actual conditions m other areas could vary furthermore, the nature and extent of any such variations would not become evident until additional explorations are performed or until construction activities have begun ifsignificant variations are observed at that time, we may need to modify our conclusions and reconunendations contained m this report to reflect the actual site conditions 2 1 Test Pit Procedures ' Our exploratory test pits were excavated with atrack-mounted excavator by an owner-operator under contract to E3RA A geologist from our firm observed the test pit excavations, collected samples, and logged the subsurface conditions The enclosed Test Pit Lags indicate the vertical sequence of soils and materials encountered m each test pit, based on out field classifications Where a soil contact was observed to be gradational or undulating, our logs indicate the average contact depth We estunated the relative density and consistency of the m-situ sobs by means of the excavation characteristics and the stability of the test pit sidewalls Samples were stored m air- tight containers and transported to our Tacoma facthty for laboratory testing Our logs also mdtcate the approximate depths of any sidewall caving or groundwater seepage observed m the test pits and the depths at which samples were collected 2 2 Tnfiltrahon Test Procedures Our infiltration tests were performed m general accordance wdh the procedures prescribed m the EPA manual entitled On-Ste Wastewater Treatment and Deposal Systems, except as modified by onsde conditions Because invert elevations were not available at the tune ofour tests, a test pit was excavated to anommal depth of 3'/z to 4'/z feet, a 6-inch-diameter PVC pipe was tamped approximately 3 niches into the sod at the bottom of the test pit, 2 inches of coarse, clean dram rock was placed at the bottom of the pipe to prevent scouting, and soil was placed and tamped outside the pipe for stabilization The pipe was then filled twice withl footofwater to pre-saturate the test soils If 1 foot of water infiltrated the test soils m less than 10 minutes, further saturation was deemed unnecessary and the infiltration test proceeded If 1 foot of water infiltrated the test sods m more than 10 minutes, the test was ended and a soil sample was collected for textural analysis After rt was determined that 1 foot ofwater would infiltrate test soils m less than 10 minutes, the pipe was then filled with 6 inches ofwater, and, because site soils were found to be rapidly permeable, the time required for infiltration of the entue 6 inch column of water was recorded We repeated this procedure three tunes at each test location and used oily the slowest of the 3 recorded mfilhation rates in our aualysis ' After completion of all tests, the PVC pipes were extracted and the excavation was extended at least 3 feet deeper to identify soil conddions below the tested elevation October 15 2004 E3RA, Inc T04155 / Yelm Junior High School ® 3 0 SITE CONDITIONS The tollowmg sections oftext present our observations, measurements, findings, and mterpretahons regarding, 1 surface, soil, groundwater, seismic, and liquefaction conditions 3 1 Surface condtttons ' The site is relarively flat in the vicinity of the planned school bmldmg Just west of the planned school building, a very shallow Swale, trending north to south, grades very gently down to the south Vegetation at the east edge of the planned school bmldmg is Bass that is part of the outfield of a baseball diamond Thts ball field is part ofthe grounds ofMill Pond Elementary School Vegetatwn on the remainder of the site consists of high pasture grass, scotch broom, and an occasional, scattered fir tree Several old fruit trees grow m the vtcmity of the infiltration pond planned for the south part of the site No hydrologic or erosional features were observed onsne Fences separate the protect sde from neighboring properties except on the east boundary with Mill Pond School An old wire fence, trending north-south, traverses the site across the central part of the plaimed school ' building An old, two-tire pathway, which has been worn into the pasture grasses onsne, winds across the parcel 3 2 Soil Condtfions Our on-site explorarions revealed that soil that soil conditions are relatively uniform across the site, but there ' are some important exceptions Generally, we observed a'1z to 2 feet thick layer of sod and topsoil overlying 1 to 2 feet of volcanic ash-nch sail The volcanic ash is intermittently mixed with glacal outwash Where unmixed with glacial outwash, it is soff and compnsed mostly ofsilt Where mixed with glacial outwash, rt is medium dense and compnsed mostly ofsand and gravel Underlying the volcanic ash-nch layer, we observed medmm dense to dense, weathered and unweathered, glacial outwash consisting of sandy gravel with few fines, abundant cobbles, and occasional small boulders Importantexceptions to this general sml stratigraphy were observed at the east edge of the plaimed school bmldmg, where fill soils were observed, and at the northwest pact of the south mfiltrahon pond, where some partially cemented soils were observed In the vicinity of the planned school bmldmg and surrounding portable buildings and pavements, m test pits TP-1, TP-2, and SL- 1, and SL-3 through SL-9, we observed 4 inches to 2 feet of sod and topsoil overlying up to 2 feet of soft, silty volcanic ash or, intermittently, medmm dense volcanic ash mixed with gravelly glacral outwash The topsoil and soft, silty volcanic ash layers are thickest in tent pit SL-8, located on the west part of the planned building There, topsoil is 2 feet thick and is underlain by 2 feet of soft, silty volcanic ash 1 Fill underhes the east 18 to 20 feet of the planned school footprint Our test pits m thatvicuuty, SL-2 and SL- ] 0, indicate that the fill was placed over native, medmm dense glacial outu~ash This fill is probably backfill for the borrow pit that reportedly underhes the east part of the site It appears to consist of a mix of volcanic ash and sandy, gravelly glacial outwash it rs consolidated to a medium dense state Soils observed m test pit SL-] 0 indicate that the fill/native soil contact is near the surface 18 to 20 feet west ofthe easternmost edge of the budding footprint and dips down to the east at a grade of about 2H 1 V Fill soils are 8 feet thick about S t October 15, 2004 E3ftA, 4nc T04155 / Yelm Junior High School ' feet east of the east budding perimeter We estimate that they aze about 10 feet thick at the east bwldmg perimeter Sod conditwns are somewhat variable m the vicinity ofthe infiltration pond planned for the south part ofthe site In test pit SP-1, located in the northwest part of the south pond, we observed a foot of sod and topsoil ' overlying 2%, feet of silty sand At a depth of 3'/, feet, we observed afoot-thick layer of gravelly sand with some silt, this layer became partially cemented from 4'/z to 9 feet From a depth of 9 to the ternunation of the t 1 exploration at a depth of 1 I feet, we encountered very dense, silty, gravelly sand depth of 11 feet, we observed silty gravel with some sand and abundant cobbles ~ t ~ ~ In the southeast part of the south infiltration pond, m test pit SP-3, we observed 2 % feet of silty volcanic ash Uµ~~ and volcanic ash mixed with sandy gravel overlying, to a depth of 7'/i feet, glacial outwash consisting of sandy 4~ u/ gravel with few fines Refusal was met at a depth of 7%z feet, where either bedrock or a layer of large boulders In the southwest part of the south infiltration pond, mtest pd SP-2, we observed 2%z feet of topsal and silty, sandy gravel overlying weathered glacial outwash consisting of sandy gravel with few fines Unweathered glacial outwash, snmlar m consistency to the overlying weathered glacial outwash, was encountered at3 %z feet and was found to extend to a depth of 7 feet From a depth of 7 feet to the tertrimus of the exploration a[ a was encountered In the north infiltration pond, m test pits SP-4 and SP-5, we encountered 2% feet of sod, topsoil, and silty, sandy gravel overlying, to the termination of the explorations at 12 to 13 feet, glacial outwash consisting of sandy gravel with few fines TABLE 2 LABORATORY TEST RESULTS FOR INFILTRATION ZONE SOILS Sot! Sample, Sod Type, Location Gravel Content Sand Content Silt Content De t6 (feet ercent ercent) ercent SL-5, S-1, 3-8 Unweathered Outwash, school building 82 17 1 SP-1, S-l, 4%-5'/z Unweathered Outwasli, south and 35 60 5 The attached exploration logs provide a detailed descuption of the soil strata encountered in our subsurface explorations, and the attached lab sheets graphically display our laboratory results 3 3 Groundwater Conditions At the time of our exploratons, (July 2, 2003 and October 4, 2004), we did not observe groundwater underlying the school budding and surrounding structures or the north infiltration pond We observed moderate to rapid groundwater flow at a depth of 7 %: feet m test P-3, located on the southeast Dart of the south infiltration aortd_ We encountered slow groundwater seepage at a depth of 8 m the southwest part of the south mfiltiation pond We do not expect that significant quantities of groundwater will not be encountered m excavations for the proposed bnildmg At all times ofthe year groundwater levels would lil.ely fluctuate m response to precipitation patterns, off-site construction activities, and site utihzahon October 15 2004 E3RA, Inc T04155 / Yelm Junior High School 3 4 Seismic Conditions Based on our analysis of subsurface exploration logs and ow review of published geologic maps, we interpret the on-srte soil condrtrons to correspond wdh a seismic site class So, as deSned by Table 1615 1 5 ofthe 2003 International Budding Code (IBCJ Accordmg to the 18C, the site is Seismic Region 3 ' 3 5 Ltquefachon Potential Liquefaction is a sudden increase m pore water pressure and a sudden loss of sod shear strength caused by shear strains, as could result from an earthquake Research has shown that saturated, loose sands with a fines (silt and clay) content less than about 25 percent are most susceptible to liquefaction Our on-srte subsurface explorations did not reveal saturated (or potentially saturated), loose silty sand layers or lenses 3 6 Infltration Conditions and Infiltration Rate Two infiltration relrmmary mfiltrahon pond locations have been identrfied onsrte The first of and cat on rs m th northwest co ner of the siteand_the second pond location is m th northwest c mer of the srte ~~~ Our pre-saturation tests indicated that tested soils were rapidly pehmeable everywhere except m test prt SP-1, ' located m the northwest part of the south mfiltrahon pond Thei e a sample was collected and a textural analysis was performed Our explorations m the north pond location, test pits SP-4 and SP-5, indicate that a rapidly permeable layer underlies the north infiltration pond area m a zone that begins below 2'/a feet and extends beyond depths of 12 to 13 feet Our field infiltration tests found that water infiltrates soils within this infiltration zone at a rate in ' excess of I minute per inch Generally, the maximum accepted mfiltrahon rate isl minute per inch Applying a Factor of Safety of 2, we recommend a Design Infiltration Rate rs 2 minutes per inch 3 b IH'tlt'C. ' Infiltration conditions are more variable wrthm the footprint of the south infiltratwn pond Our pre-saturation ofthe partially cemented soils lying at depths below 4%, feet and above 9 feet m test pit SP-] require more than 10 minutes, so a sample was collected and a textural analysis was conducted Our gram size analysis indicates ' that this soil contains 5 percent silt, 60 percent sand, and 35 percent gravel Accordmg to the U S D A Textural Triangle, the analyzed soil rs loamy sand, with apre-design infiltration rate of 5 minutes per inch However, because some cementation was observed, we recommend a Factor of Safety of S Therefore, the ' Design Infiltration Rate for s~w+thi e mfilhation zone m the northwest part ofthe south mfiltrahon pond is 25 minutes per inch 2 i F-( i~ ' Fauly rapidly permeable soils were observed m SP-2, located m the southwest part of the south pond area, between the depths of 2%z and 7 feet, however, groundwater was encountered there at a depth of 8 feet Om ® field mfiltrahon rate for the zone between 2'/z and 7 feet is over I'/z minutes per inch After the application ofa Safety Factor of 2, we recommend a Design Infiltration rate of 4 minutes per inch there is SKI ~»¢, ' Rapidly permeable soils were encountered m SP-3, located m the southeast part ofthe south pond area between the depths of 2% and 7%z feet, and groundwater was encountered there at a depth of 7'/z feet Based on our infiltration test m the this part ofthe south pond, we recommend an mfiltrahon rate of I minute per inch and, ' after application of a Safety Factor of 2, a Design htfiltration rate of 2 minutes per inch 3o i µ~ The results of our infiltration tests are presented m Table 2 Because utfiltrahon was rapid, we recorded the ' time necessary fora 6 inch high column of water to infiltrate completely 1 1 1 1 1 1 1 1 October 15, 2004 E3RA, Inc T04155 / Yelm Junior High School TABLE 2 FIELD INFILTATION TEST RESULTS, YELM JUN10R HIGH Test Pd Location, Depth of Test, Sod Type Field Infiltration Rate for 6 mch Column SP-2 Southwest part south pond, 3Y: feet, outwash with few/some fines 9 mm I5 sec/6 inches SP-3 Southeast part south pond, 3'h feet, outwash with few fines 2 mm 17 sec/6 mches SP-4 South part north pond, 4 feet, outwash wrth few fines 3 mm 3 sec/6 mches SP-5 North art north pond, 3% feet, outwash wrth few fines 19 sec/6inches In test pit SL-I, located south of the east part ofthe planned school bmldmg, rapidly permeable sandy gravel wrth few fines were observed from a depth of 1% to the termination of the exploration at a depth of 9 feet Our field classification indicates that sods there have the maxunum accepted infiltration rate ofl minute per mch Applying a Factor of Safety oft, we recommend a Design Infiltration Rate is 2 minutes per mch m this general area 4 0 CONCLUSIONS AND RECOMMENDATIONS Plans call for the construcrion of a mom school building I'/, stones high, bus loops, vehicle parking areas, athletic fields, portable classrooms and mfiltratwn ponds We offer the following general geotechmcal conclusons and recommendations concemmg this project Feasibility Based on our field explorations, research, and analyses, the proposed construction appears feasible from a geotechmcal standpoint, provided that the recommendations in Section 5 and m this report are followed Foundation Options We recommend conventional spread footings that bear on subgrades consisting of organic-free, medmm dense or denser native sods Beazmg pads that are 3 feet thick will be necessary for the footings on the east I S feet of the school building, where fill sods are present Bearing pads may possibly be necessary where thick topsoil and soft silt extend several feet below existing grades, as on the west side ofthe school building footprint Recommendations for spread footings and bearing pads are provided m Section 5 Floor Options We recommend concrete slab-on-grade floors for the structure Some over- excavatron of floor subgrade sods wi Il probably be necessary where thick topsoil and soft silt extend several feet below existing grades Recommendations far slab-on-grade floors are included m Section 5 Infiltration Conditions A thick layer of rapidly permeable soils underlie the north infiltration pond site and the area south of the east part of the planned school Fairly shallow groundwater and a discontinuous, thinner, rapidly permeable soil layer partially underlie the south infiltration pond site ' The following text sections ofthis report present our specific geotechmcal conclusions and recommendations concerning site preparation, spread footings, slab-on-grade floors, drainage, asphalt pavement, and structural fill The WSDOT Standard Specifications and Standard Plans cited herein refer to WSDOT publications ' M41-10, Standard Specrficahonsfor Road, Bridge, and Municipal Construction, and M21-Ol ,Standard Plans for Road Bridge and Municipal Consh ucfran, respectively 1 October 15, 2004 E3RA, Inc T04155 / Yelm Junior High School t 4 1 Stte Preparation Preparation of the protect site should involve erosion control, temporary drainage, clearing, stripping, cutting, 1 filling, excavations, and subgrade compaction Erasion Control Before new construction begins, an appropriate eroston control system should be Installed 1 Thu system should collect and filter all surface run offthrough either silt fencing or a serves ofproperly placed and secured straw bales We anticipate a system of berms and drainage ditches azound construction areas will provide an adequate collection system Ifsilt fencing is selected as a filter, thts fencing fabric should meet the ' requirements of WSDOT Standazd Specification 9-33 2 Table 3 In addition, silt fencing should embed a minimum of 6 inches below existing grade If straw bating is used as a filter, bales should be secured to the ground so that they will not shift under the weight of retained water Regazdless of the silt filter selected, an erosion control system requires occasional observation and maintenance Specifically, holes to the filter and areas where the ftlter has shifted above ground surface should be replaced or repaired as soon as they aze identified ' Temporary Dramaae We iecoinmend intercepting and drvertmg any potential sources of sulfate or near-surface water within the construction zones before stripping begins Because the selection of an ' appropriate drainage system will depend on the water quatttity, season, weather conditions, construction sequence, and contractor s methods, final decisions regarding drainage systems are best made m the field at the time of construction Based on our current understaitdmg of the construction plans, surface and subsurface ' conditions, we anticipate that curbs, berms, or ditches placed around the work areas will adequately intercept surface water runoff Cleazme and StitpninQ After surface and near-surface water sources have been controlled, the construction ' azeas should be cleared and stripped of all sod and topsoil Our explorations indicate that topsoil and sod average about 1 foot thick, but locally can be much thicker, as on the west part of the school footpr+nt, where 2 feet of sod and topsml overlie 2 feet of soft silt, volcanic ash Stripping is best performed during a period of ' dry weather Stte Excavations Based on our explorations, we expect that excavattons will medmm dense to dense glacial outwash No special egmpment will be necessary to rapidly excavate site soils Dewatenne Our site explorations did not encountered groundwater m the vicinity of the planned school ' building and we do not anticipate that significant growtdwater flow will be encountered during earthwork activities However, ifgroundwater is encountered, we anticipate That an internal system ofdrtches, sumpholes, and pumps will be adequate to temporarily dewater excavations ' Temporary Cut Slopes All temporary soil slopes associated with stte cutting or excavations should be adequately inclined to prevent sloughing and collapse Temporary cut slopes m site soils should be no steeper t than 1'h H 1 V, and should conform to WISHA regulations Subgiade Compaction Exposed subgrades for footings and floor s should be compacted to a fine, unyielding state before new concrete or fill sods are placed Any localized zones of looser granular soils observed within ' a subgrade should be compacted to a density commensurate with the surrounding soils In contrast, any organic, soft, or pumping soils observed within a subgrade should be overexcavated and replaced with a swtable structural fill material ' Overexcavation of the soft, silty volcanic ash that underlies the budding site at of depths of up to 4 feet will be necessary Areas where volcanic ash is mixed with sandy, gravelly glacial outwash, and is medmm dense or 1 denser, will not need overexcavation 1 ' October 15, 2004 E3RA, Inc T04155 / Yelm Junior High School ' Srte Filhne Our conclusions regarding the reuse of on-site sods and our comments regardmg wet-weather filling are presented subsequently Regazdless of soil type, all fill should be placed and compacted according ' to our recommendations presented in the Structural Fill section of this report Specifically, building pad fill soil should be compacted to a uniform densrry of at least 95 percent (based on ASTM D-1557) ' On-Site Soils We offer the following evaluation ofthese on-sde soils m relation to potential use as structural fill ' Sur rcral Organic Soils The sod and topsoil that overlies the site at depths up to 2 feet is not sortable for use as structural fill under any circumstances, due to high organic content Consequently, these materials can be used only for non-structural purposes, such as in ' landscaping areas • Yolcanrc Aslz The black, soft, volcanic ash that underlies the topsoil layer intennrttently over ' the building sde rs extremely sensitive to moisture content variations and will be difficult to impossible to reuse or to compact in situ ' Polcanic Ash/Glacial Outx~ash Mu This sml underlies the sde intermittently It consists pnmardy of sand and gravel it rs somewhat sensitive to moisture content variations and will be difficult to reuse during wet weather conditions ' Weathered and Unweathered GlacralOutwash These soils, composed of sandy gravel with few fines and abundant cobbles, are relatively insensitive to moisture content vartations and can be reused during most weather condition, provided particles over 6 inches are removed Permanent Slopes All permanent cut slopes and fill slopes should be adequately inclined to reduce long-term raveling, sloughing, and erosion We generally recommend that no permanent slopes be steeper than 2H 1 V ' For all soil types, the use of flatter slopes (such as 2%H 1V) would further reduce long-term erosron and facilitate revegetation ' Slope Protection We recommend that a permanent berm, Swale, or curb be constructed along the top edge of all permanent slopes to intercept surface flow Also, a hardy vegetative groundcover should be established as soon as feasible, to further protect the slopes from runoff water ei osion Alternatively, permanent slopes could ' be armored with quarry spalls or a geosynthetic erosron mat 4 2 Spread Footines ' In our opinion, conventional spread footings will provide adequatesupport for the proposed school building if the subgrades are properly prepared ' Footme Depths acid Widths For frost and erosion pt otection, the bases of al I exterior footings should beat at least 18 inches below adJacent outside grades, whereas the bases of mtenor footings need bear only 12 inches below the surrounding slab surface level To reduce post-construction settlements, continuous (wall) and ' isolated (column) footings should be at least 18 and 24 inches wide respectively Beann~ SubQrades Footings should bear on medmm dense or denser, undisturbed native soils which have been stripped of surficial organic soils, or on properly compacted structural fill which bears on undisturbed, ' medium dense or denser native soils which have been stripped of surficial organic soils In genera], before footing concrete is placed, any localized zones of loose soils exposed across the footing ' subgrades should be compacted to a firm, unyielding condition, and any localized zones of soft, organic, or debns-laden soils should be overexcavated and replaced with sortable structural fill The soft volcanic ash, L1 t October 15 2004 E3RA, Inc T04155 / Yelm Junior High School ' which is not mixed with gravelly glactal outwash and prrmazily consists of silt, is difficult or impossible to adequately compact and will probably have to be overexcavated Subgrade Observation All footing subgrades should consist of firm, unyielding, native soils or structural fill materials compacted to a density of at least 95 percent (based on ASTM D-1557) Footings should never be ' cast atop loose soft, or frozen soil, slough, debris, existing uncontrolled fill, or surfaces covered by standing water ' Bearin¢ Pressures hr our opnuon, for static loading, footings that bear on properly prepared subgrades that consist of glactal outwash or the medmm dense ash/ou[wash mix can be designed for a maximum allowable soil bearing pressure of 2,500 pounds per square foot (psf) A one-thud increase m allowable soil bearing ' capacity may be used for short-tens loads created by seismic or wind related activities Footing Settlements Assuming that structural fill sods are compacted to a medmm dense or denser state, we ' estimate that total post-construction settlements of properly designed footings beazing on properly prepared subgrades will not exceed 1 inch Differential settlements for comparably loaded elements may approach one- half ofthe actual total settlement over horizontal distances of approximately 50 feet Foohne Backfill To provide erosion protection and lateral load resistance, we recommend that all footing excavations be backfilled on both sides of the footings and stemwalls after the concrete has cured Either imported structural fill or non-organic on-sRe sods can be used for this purpose, contingent on sortable ' moisture content at the time of placement Regardless of soil type, all footing backfill soil should be compacted to a density of at least 90 percent (based on ASTM D-1557) ' Lateral Resistance Footings that have been properly backfilled as recommended above will resist lateral movements by means of passive earth pressure and base friction We recommend using an allowable passive earth pressure of 275 pounds per square foot for the glactal outwash onsite and an allowable base faction ' coefficient of 0 35 43 Slab-On-Grade Floors In our opmton, soil-supported slab-on-grade floors can be used m the proposed structure ifthe subgrades are properly prepared We offer the followmgcomments and recommendations concerning slab-on-grade floors Floor Subbase Because ofilre urtermittent nature ofthe soft, silty volcanic ash that underlies the site, the need and extent of subbases should be based on actual subgrade conditions observed at the time of construction When a subbase is needed, subbase fill should be compacted to a density of at least 95 percent (based on ' ASTM D-1557) Capillary Break and Vapor Barrier To retard the upward wicking of moisture beneath the floor slab, we recommend that a capillary break be placed over the subgrade Ideally, this capillary break would consist of a 4-inch-thick layer of pea gravel or other clean, uniform, well-rounded gravel, such as "Gravel Backfill for Drams" per WSDOT Standard Specification 9-03 12(4), but clean angular gravel can be used if rt adequately prevents capillary wicking In addition, a layer of plastic sheeting (such as Crosstuff, V isqueen, or Moistop) ' should be placed over the capillary break to seine as a vapor ban lei During subsequent casting ofthe concrete slab, the contractor should exercise care to avoid puncturing this vapor barrier t 4 4 Drainage Systems In our opinion, the proposed structure should be provided with permanent drainage systems to reduce the risk offuture moisture problems We offer the following recommendations and comments for drainage design acrd ' construction purposes ' 10 ' October 15 2004 E3RA, Inc T041551 Yelm Junior High School ' Perimeter Drams We recommend that the retail building be encucled with a perueter dram system to collect seepage water This dram should consist ofa 4-inch-dierneterperforated prpe wdhm an envelope ofpea gravel ' or washed rock, extending at least 6 inches on all sides ofthe pipe, and the gravel envelope should be wrapped with filter fabric to reduce the m~gmhon of fines from the surrounding soils Ideally, the dram invert would be installed no more than 8 inches above the base of the perimeter footings ' Subfloor Drams Based on the groundwater condmons observed in our sde explorations, we do not infer a need for Subfloor drams ' Discharge Considerations if possible, all perimeter drains should discharge to a sewer system or other sortable location by gravity flow Check valves should be installed along any drainpipes that discharge to a sewer system, to prevent sewage backflow into the dram system ' Runoff Water Roof-runoff and surface-runoff water should not discharge into the permeter drain system Instead, these sources should discharge into separate t~ghtlme pipes and be routed away from the bmldmg to a ' storm dram or other appropriate location Gradm¢ and Caooine Final site grades should slope downward away from the buildings so that runofhwater ' will flow by gravity to sortable collection points, rather than ponding near the building Ideally, the area sunounding the building would be capped wuh concrete, asphalt, orlow-permeability (silty) soils to nunumze or preclude surface-water infiltration ' 4 5 Asphalt Pavement Since asphalt pavements will be used for the driveways, bus loops, and pazkmg areas, we offer the following ' cocrunents and recommendations for pavement design and construction Subgrade Preoaration All soil subgrades should be thoroughly compacted, then proof-rolled with a loaded ' dump truck or heavy compactor Any localized zones ofyieldmg subgrade drsclosed during th>s proof-rolling operation should be over excavated to a maximum depth of 24 inches aqd replaced with a suitable structural fill material All structural fill should be compacted according to our recommendations groen m the Structural ' Fill section Specifically, the upper 2 feet of soils underlying pavement section should be compacted to at least 95 percent (based on ASTM D-1557), and all soils below 2 feet should be compacted to at least 90 percent Pavement Materials For the base course, we recommend using unported crushed rock, such as "Crushed ' Surfacing Top Course" per W SDOT Standard Specification 9-03 9(3) 1f a subbase course is needed, we recommend using imported, clean, well-graded sand and gravel such as "Ballast" or "Gravel Borrow" per WSDOT Standard Specifications 9-03 9(1) and 9-03 14, respectively ' Conventronal Asphalt Sections A conventional pavement section typically comprises an asphalt concrete pavement over a crushed rock base course Using the estunated design values stated above, we recommend ' using the following conventional pavement sections ' Minimum Thockness Pavement Course Car Parking Car & Truck Travel Bus Lanes Areas Lanes ' Asphalt Concrete Pavement 2 inches 3 inches 4 inches Crushed Rack Base 4 inches 6 inches 6 inches ' Granular Fdl Subbase (if needed) 6 inches 12 inches 2 inches ' 11 ' October 15, 2004 E3RA, Inc T04155 / Yelm Junior High School ' Comaachon and Observatinn All subbase and base coursematenal should be compacted to at Ieast95 percent ofthe Modified Proctor maximum dry density (ASTM D-1557), and all asphalt concrete should be compacted ' to at least 92 percent of the Rice value (ASTM D-2041) We recommend that an E3RA representative be retained to observe the compaction of each course before any overlying layer is placed For the subbase and pavement course, compaction is best observed by means of frequent density testing For the base course, ' methodology observations and hand-probing are more appropriate than density testing Pavement Life and Maintenance No asphalt pavement ~s maurtenance-free The above described pavement ' sections present our mmunum recommendations for an average level of performance during a 20-year design life, therefore, an average level of maintenance will lilcely be requued Furthermore, a 20-year pavement life typically assumes that an overlay will be placed after about ] 0 years Thicker asphalt and/or thicker base and ' subbase courses would offer better long-term performance, but would cost more initially, thinner courses would be more susceptible to "alligator" cracking and other failure modes As such, pavement design can be considered a compromise between a high uuhal cost and low maintenance costs versus a low initial cost and ' higher maintenance costs 4 6 Structural Fdl ' The term "structural fill" refers to any placed under foundations, retauung walls, slab-on-grade floors, sidewalks, pavements, and other structures Our comments, conclusions, and recommendations concerning structural fill are presented m the following paragraphs ' Materials Typical structural fill materials include clean sand, gravel, pea gravel, washed rock, crushed rock, well-graded mixtures of sand and gravel (commonly called "gravel borow" or "pit-run"), and miscellaneous ' mixtures of silt, sand, and gravel Recycled asphalt, concrete, and glass, which are derived from pulverizing the parent materials, are also potentially useful as structural fill m certain apphcahons Sods used for structural fill should not contain any organic matter or debris, nor any individual particles greater than about 6 inches in ' diameter Fill Placement Clean sand, gravel, crushed rock, soil mixtures, and recycled materials should be placed m ' horizontal lifts not exceeding 8 inches m loose thickness, and each lift should be thoroughly compacted with a mechanical compactor ' Compaction Cntena Using the Modified Proctor test (ASTM D-1557) as a standard, we recommend that structural fill used for various on-site apphcahons be compacted to the following mm~mum densthes Fill Applrcahon Minimum ' Com pachon Footing subgrade and beazmg pad 95 percent Foundation backfill 90 percent ' Slab-on-grade floor subgrade and subbase 95 percent Asphalt pavement base and subbase 95 percent Asphalt pavement subgrade (upper 2 feet) 95 percent ' Asphalt pavement subgrade (below 2 feet) 90 percent Subarade Observation and Comnachon TestmQ Regardless of material or location, all structural fill should be ' placed over firm, unyielding subgrades prepared m accordance with the SetePreparahon section ofthis report The conddion of all subgrades should be observed by geotechnical personnel before filling or construction begins Also, fill soil compaction should be verified by means of m-place density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses ' 12 ' October 15, 2004 E3RA, Inc T04155 / Yelm Junior High School ' Soil Moisture Considerations The surtabihty of sods used for structural fill depends prunanlV on then gam-size distnbut~on and moisture content when they are placed As the "fines" content (that soil fraction ' passing the U S No 200 Sieve) increases, sods become more sensrtwe to small changes m moisture content Soils containing more than about 5 percent fines (by weight) cannot be consistently compacted to a firm, uny~eldmg condR~on when the moisture content a more than 2 percentage points above or below optimum ' For fill placement during wet-weather sde work, we recommend using "clean" fill, which refers to soils that have a fines content of 5 percent or less (by weight) based on the soil fraction passing the U S No 4 Sieve ' S 0 RECOAffA~NDED ADDITIONAL SERVICES Because the future performance and mtegity of the structural elements will depend largely on proper site preparation, drainage, fill placement, and construction procedures, monitoring and testing by experienced ' geotechmcal personnel should be considered an integral part of the construction process Consequently, we recommend that E3RA be retained to provide the followmgpnst-report sernces ' Review all construct~om plans and specifications to verify that our design criteria presented m this report have been properly integrated into the design, ' Prepare a letter summaz~zing all review comments (~f regmred by the city of Yelm), ' Check all completed subgrades for footings and slab-on-grade floors before concrete is poured, m order to verify then bearing capacity, and ' Prepare apost-construction letter summaz~zmg all field observations, inspections, and test results (~f requved by the city of Yelm) ' 60 CLOSURE The conclusions and recommendations presented m this report are based, in part, on the explorations that we observed for this study, therefore, ~f vaz~ations in the subgrade condd~ons are observed at a later time, we may ' need to modify this report to reflect those changes Also, because the future performance and integrity of the project elements depend largely on proper initial sRe prepazatwn, drainage, and construction procedures, momtormg and testing by experienced geotechmcal personnel should be considered an integral part of the ' construction process E3RA ~s available to provide geoteclinical momtormg of soils throughout construction LJ lJ ' 13 1 1 1 1 1 t October 15, 2004 ?041551 Yefm Junior High School E3R,4, Inc We appreciate the opportunity to be of service on this protect If you have any questions regarding this report or any aspects of the protect, please feel free to contact ow office Sincerely, E3RA, Inc ~'7 ~~~ . ~ ~~_ \Sed G ° e~ I Fred Ernest Rennebaum Fred E Rennebaum, L E G Senior Geologist FE1Z/JEB Enclosures Figure 1 Figure 2 - Location Map - Stte & Exploration Plan James E Bngham, P E Principal Engineer Test Prt Logs TP-1 and TP-2, SL-1 though SL-1 Q and SP-1 through SP-5 14 G3-_Io-o5 1 October 15, 2004 T04155 / Yelm Junior High School E3RA,Inc TEST PIT LOGS ' Depth (feet) Test Pit TP-1 1 1 1 Matenal Descnphon Location South of proposed Juntor Htgh School Approximate ground surface elevation Urilatown 0 0- O S 8 inches Sod and Topsoil 0 5 - i 5 Medtum dense, damp, black, silty, gravelly SAND with abundant cobbles (Glactal Outwash with Volcanic Ash) (SM) 1 5 - 9 5 Dense, damp, light brown, sandy GRAVEL with some/trace silt and abundant cobbles, lens of gravelly sand at 6 feet (Glactal Outwash) (GP) Test ptt tetmmated at approximately 9%: feet on July 2, 2003 Sltght to moderate caving 1'h to 9'/: feet No groundwater encountered Test Ptt TP-2 Location North of proposed Junior High School Approximate ground surface elevation Unknown 0 0- O S 8 inches Sod and Topsoil 0 5 - 1 5 Medium dense, damp, black, silty, gravelly SAND with abundant cobbles (Glacial Outwash with Volcanic Ash) (SIvi) 15 - 9 0 Dense, damp, fight broom, sandy GRAVEL wnh some/trace silt and abundant cobbles, (Glactal Outwash) (GP) Test pit terminated at approximately 9 feet on July 2, 2003 Moderate caving l''/s to 9 feet No groundwater encountered Sample No 1 1 October 15, 2004 ' T04155 / Yelm Junior High School E3RA, inc TEST PTT LOGS 1 Death (feet) Material Descrmtioa T P SL est it -I Location Southeast of planned school building ' Approxunate Bound surface elevation Unknown 0 0- O S 4 niches Gravelly Topsoil and Sod 0 5 - 1 0 Medmm dense, damp, black, silty, sandy GRAVEL with some cobbles (Glacial Outwash ' with Volcanic Ash) (GM) 1 0 - 9 0 Medium dense, damp, hgbt gay-brown, sandy GRAVEL with trace silt and abundant cobbles (Glacial Outwash) (GP) ' Test pit terminated at approxmtately 9 feet on October 4, 2004 Moderate caving 1 tog feet No groundwater encountered Test Pd SI~2 ' Location East of planned school bu~ldmg Approximate Bound surface elevation Unlmown 0 0 - 15 16 niches Gravelly Topsoil and Sod 15 - i5 5 Medium dense, moist, black, silty, sandy GRAVEL with some cobbles (Fdl)) {GM) 15 5 - 16 5 Medium dense, damp, light gray-brown, sandy GRAVEL with trace silt and abundant cobbles (Glactat Outwash) (GP) ' Test pit terminated at approxunately 16'/z feet on October 4, 2004 No caving observed No groundwater encountered Sample No ' October 15, 2004 ' T04155 / Yeim Junior High School 1 1 E3RA, Inc TEST PIT LOGS Depth (feet) Matenal Descnphoo Test Prt SL-3 Location South of east part of planned school budding Approxunate ground surface elevation Unknown 0 0- O S 6 inches Topsoil and Sod 0 5 - I 0 Soft, damp, black, SILT with some gravel (Volcanic Ash) (ML) 1 0 - 3 0 Medium dense, damp, tight brown, sandy GRAVEL with trace silt and abundant cobbles (Weathered Glacial Outwash) (GP) 3 0 - 9 0 Medium dense to dense ,damp to moist, fight gray-brown, sandy GRAVEL wrth trace silt and abundant cobbles (Unweathered Glacial Outwash) (GP) Test pn terminated at approximately 9 feet on October 4, 2004 Shght caving I to 9 feet No groundwater encountered Tes[ Pd SL-4 Location North of east part of planned school budding Approxunate ground surface elevation Uiilmown 0 0 - 1 0 Topsoil and Sod 1 0 -2 0 Soft, damp, black, SILT with some gravel (Volcanic Ash) (ML) 2 0 - 7 0 Medium dense, damp, fight brown, sandy GRAVEL with trace silt and abundant cobbles (Weathered Glacial Outwash) (GP) 7 0 - 10 0 Medium dense to dense, damp [o moist, tight gray-brown, sandy GRAVEL wtUt [race sdt and abundant cobbles (Unweathered Glacial Outwash) (GP) Test pit terminated at approxunately 16%, feet on October 4, 2004 Moderate to severe caving 2 to 10 feet No groundwater encountered Sample No ' October 15, 2004 E3RA, Inc ' T04155 / Yelm Junior High School TEST PTT LOGS Depth (feet) Matenal Descrippon Sample No ' Test Prt SL-5 Location Central part of planned school building ' Approxunate ground surface elevation Unknown 0 0- O S 8 inches Topsoil and Sod 0 5 - 1 5 Soft, damp, black, SILT wrth some gravel (Volcanic Ash) (MI.) 1 0 - 5 0 Medmm dense, damp, fight brown, sandy GRAVEL wnh trace silt and abundant cobbles ' (Weathered Glacial Outwash) (G P} 5 0 - 10 0 Medmm dense to dense, damp to moist, fight gray-brown, sandy GRAVEL with trace silt S-I and abundant cobbles (Unweathered Glacial Outwash) (GP) ' Test pit terninated at approximately 9 feet on October 4, 2004 Slight in moderate caving 2 to 10 feet ' No groundwater encountered ' Test Pit SL-6 Location North of central part of planned school building Approxunate ground surface elevation Unknown ' 0 0- O S 8 inches Topsoil and Sod 0 5 - 15 Medium dense, damp, black, silty, sandy GRAVEL wuh some cobbles (Volcanic Ash 1 0 - 5 0 mixed with Glacial Outwash) (GM) Medium dense, damp, light brown, sandy GRAVEL with trace silt and abundant cobbles 5 0 - ] 0 0 (Weathered Glacial Outwash) (GP) Medium dense to dense, damp to mmst, hghtgmy-brown, sandy GRAVEL with trace silt ' and abundant cobbles (Unweathered Glacial Outwash) (GP) Test pit terminated at approximately 10 feet on October 4, 2004 Slight to moderate caving 2 Co 10 Feet ' No groundwater encountered October 15, 2004 T04155! Yelm Junior High School TEST PIT LOGS E3RA inc Depth (feed Mater+al Descnphon Test Ptt SL-7 Location North of central part of planned school building Approxuate ground surface elevahon Unknown 0 0- O S 8 inches Topsotl and Sod 0 5 - 1 5 Medium dense, damp, black, silty, sandy GRAVEL w+th some cobbles (Volcanic Ash mixed wtth Glacial Ou[wash) (GM) 1 0 - 5 0 Medmm dense, damp, fight brown, sandy GRAVEL wnh trace silt and abundant cobbles (Weathered Glac+al Outwash) (GP) 5 0 - I2 0 Medmm dense to dense, damp to mast, hghtgmy-brown, sandy GRAVEL with trace silt and abundant cobbles (Unweathered Glac+al Outwash) (GP) Test prt terminated at approxunately 12 feet on October 4, 2004 Moderate caving 2 to i2 feet No groundwater encountered Sample No Test P+t SL-8 Location West of planned school butldtng Approximate ground surface elevahon Unknown 0 0 - 2 0 Topsoil and Sod 2 0 - 4 0 Soft, damp, black, SILT wnh some gavel (Volcanic Ash) (ML) S-1 4 0 - 7 0 Medium dense, damp, light brown, sandy GRAVEL with trace silt and abundant cobbles (Weathered Glac+at Outwash) (GP) 7 0 - 10 0 Medinm dense to dense ,damp to moot, l+ghtgmy-brown, sandy GRAVEL with trace silt and abundant cobbles (Unweathered Glac+al Outwash) (GP) Test prt terminated at approx+mately 10 feet on October 4, 2004 Moderate caving 4 to 10 feet No groundwater encountered October 15 2004 ' T04155 ! Yelm Junlor High School E3RA, Inc TEST PIT LOGS ' Depth (feet) Matenal Descnpuon ' Test Prt SL-9 Location South of west part of planned school bwldtng, to bus Pane ' Approximate ground surface elevation Unknown 0 0 -1 5 16 mches Topsoil and Sod 1 5 - 3 5 Medtum dense, damp to mmst, black, silty, sandy GRAVEI with some cobbles (Volcanic ' Ash mixed with Glactal Outwash) (GM) 3 5 - 5 0 Medtum dense, damp, fight brown, sandy GRAVEL tvtth trace silt and abundant cobbles (Weathered Glacial Ouhvash) (GP) 5 0 - l0 0 Medium dense to dense ,damp to moist, tight gray-brown, sandy GRAVEL with trace silt and abundant cobbles (Unweathered Glacial Outwash) (GP) Test pit terminated at approximately 10 feet on October 4, 2004 Moderate caving 4 to 10 feet ' No groundwater encountered Test Ptt SL-20 ' Location 5 feet west of east edge of planned school budding Approximate ground stuface elevatton Unknown ' 0 0 - 0 5 4 mches Gravelly Topsoil and Sod 0 5 - 8 0 Medium dense, moist, black, silly, sandy GRAVEL with some cobbles (Fill)) (GM) 8 0 - 9 0 Medtum dense, damp, tight gray-brown, sandy GRAVEL with trace silt and abundant ' cobbles (Glacial Outwash) (GP) Test prt termnated at approxunately 9 feet on October 4, 2004 No caving observed ' No groundwater encountered Test Pit SP-l Location Northwest part south infiltration pond Approxunate ground surface elevation Unknown 0 0 - 1 0 14 mches Sod and Topsoil ' 1 0 - 3 5 Loose, moist, brown silty SAND (SM) 3 5 - 4 5 Dense, damp, light brown, gravelly SAND with some silt (SP-SM) 4 5 - 9 0 Dense, damp, fight gray brown, gravelly SAND with some silt, abundant cobbles and scattered boulders, partially cemented (Glacial Outwasht) (SM) 9 0 -10 0 Very dense, wet to satuizted, gray-blue, silty, gravelly SAND wdh some cobbles (Glacial Dnft) (SM) ' Test prt terminated at approxunately 10 feet on October 4, 2004 No caving observed No groundwater encountered Sample No S-1 October 15, 2004 ' T04155 / Yelm Junior High School TEST PIT LOGS E3RA, Inc t Depth (feet) Matenal Descnnhon ' Test Pit SP-2 Locauon Southwest par[ south infiltration pond Approxunate ground surface elevation Unlmovvn 0 0 - 1 0 Topsoil ad Sod 1 0 - 2 5 Loose to medium dense, damp, fight brown, silty, sandy GRAVEL with some cobbles (Weathered Glacial Outwash) (GM) 2 5 - 3 5 Dense, damp, fight brown, sandy gravel wtth some/trace sdt, abundant cobbles, and scattered boulders (Weathered Glacial Outwash) (GP) ' 3 5 - 7 0 Dense, damp, light gray, sandy gravel with trace silt, abundant cobbles, and scattered boulders (Unweathered Glacial Outwash) (GP) 7 0 - 11 0 Dense, wet to saturated, tight gray, silty sandy GRAVELwtth abundant cobbles (Glacial Outwash) (GM) Test pit terminated at approximately I I feet on October 4, 2004 No caving observed Slow seepage 8 to 11 feet ' Test Pit SP-3 Location Southeast part south infiltration pond Approximate ground surface elevanon Unknown 0 0 - 2 0 Soft, damp, black, SILT with same gravel (Volcanic Ash) (ML) ' 2 0 -2 5 Dense, damp, black, silty sandy GRAVEL with abundant cobbles (Volcanic Ash and Glacial Outwash) (GM) 2 5 - 7 5 Medium dense to dense, damp, fight gray, sandy gravel with trace silt, abundant cobbles, and scattered boulders (Unweathered Glacial Outwash) (GP) Test pit terminated at approximately 7'/: feet on October 4, 2004 due to refusal on bedrock or several lazge boulders Slight caving 2 to 7 Feet Moderate to rapid seepage at 7'/: feet Sample No t i October 15, 2004 T04155 / Yelm Junior High School ' Deoth (feet) ' Test Pd SP-4 00 -10 20 -25 25 35 - 35- 130 1 ' 00-10 10-25 25-35 35-120 w Logged by FER TEST PIT LOGS Maternal Descnotton Location South part north mfilhanon pond Approxmtate ground surface elevation Unknown 14 inches Sod and Topsoil Medium dense, damp, bght brown, silty, sandy GRAVEL with some cobbles (Weathered Glacial Outwash) (GM) Medmm dense to dense, damp, fight brown, sandy GRAVEL with trace silt (Weathered Glacial Ouhvash) (GP} Medium dense to dense, damp, fight gay-brown, sandy GRAVEL with trace silt and abundant cobbles (Unweathered Glacial Outwash) (GP) Test pit terminated a[ approxtmately 13 feet on October 4, 2004 Moderate caving 3 to 13 feet No groundwater encountered Test Pit SP-5 Locarion Noah part north infiltration pond Approximate ground surface elevation Unknown Sod and Topsoil Medmm dense, damp, black, silty, sandy GRAVEL with some cobbles (Glacial Outwash with Volcanic Ash) (GM) Medmm dense to dense, damp, fight brown, sandy GRAVEL with trace silt (Weathered Glacial Outwash) (GP) Medium dense, damp, fight gray-brown, sandy GRAVEL with trace silt and abundant cobbles (Unweathered Glacial Outwash) (GP) Test pit terminated at approxtmately 12 feet on October 4, 2004 Severe caving 2 to l2 feet No groundwater encountered E3RA, Inc Sample No 1 1 t _ y,/ `,`~ h mi ~t ~ _ i ~~ ©~ O f i ~ ' i ~ ~~ `~ f ` I ~ , 4° v i ,"<< 1 ~ 9 I ~ i i i ~ ..~ Ath~pwc Relds ~ i va , _ _ ~ ~ ' ~ ~ f ~ I ~^ ~ _ 19 J~ ___ "'0 _ t ` 1a j° q /~ 1 ~ T braver ~ ~ r 1G~IIn ~~ ,p~~ . ~~~ ~ s Golf Course / ,E Park ' r 1 ~'~ ~.~ ~ - j J , /~~~a° r - ¢ ~'- ~ J ~^, p `~ ~ ~~- Ath~nc'Field ,~ - I \ I NE ' ~ t o. ^a r ~p~ ~ sk t i i i ice/ - e . ~ ;~`~--~-- yam- _ -~~_ ~ IFrv~c~ ~ ~~ '' ~ ¢ ~0~ Co~ners ~` ~ ~~~,~ I~ ~ ~ ._ ®e r---- ~--~-~~ GRfNOE ROAD . ~,__ ~ ~ ® /®®/ ` 86B _ ,, I ~ I m -' t-~ I 'tea -Hammersmlih i~ Komi ~ ~ I ®B - Hd/" gthleuc Feld ~ <62 ~ ~~ ~~-_d9 +5+5 _ ~ ~ ' -J I y i i (a ~ ~ ~ ~ ~ ~ I ~_ ~ "'r ~ ! _ _ _ ~ ~ _._. ____ ~ ' ~ / - ff i _ _ I _~''- Pit -, i ~ - -- ~ I '~ ~ ~ +_ I ~ ~) ~ ~ ~ ~ ~ rt Cm~ ~ ~ I I ~~ ~` p 2,000 MAP SCALE = 7 2000 K E3RA YELM JHS GEOTECHNICAL REPORT FIGURE PO BOX 44890 TOPOGRAPHIC AND LOCATION MAP 1 Tacoma, Washington 98444 YELM, WASHINGTON 1 1 1 1 1 "~--% ,\ ,- :~ 5 5°~ w a U Z 5 104th Ava SE ~_ I N W-E 15 TYPE II LANDSCAPE BUFFER ~~ ~ ~~~ ~ j - - - _ _ -- - ~-~ - - ~- - - '- / 3000 0 3000 6000 ),~qE ~ ~,_,~, J /~~S o ~o 1 q,~Y ~ Cam, ~ ~ ooo I SCALE IN FEET • o I ~° o ~ s„NS~~,°~ ~ ~ I ~ TEST PIT LOCATIONS ~ Exl ~" 'i ~ 8 ~ ~ ~ TP-2 " _ - ~ o S^IL L^G LAND , o ~ v ~ To oinnoN I I SL-2 ~. /epr II1111111 IIIIIII I I __ I I I I I I I I I I _ SOIL LOG P^ND R ~_, E II LANDSCAPE BUFFER Y ~~ rl III „ ~ T P „f ~ NEW CONNECTION TO 107TH SP-I NOTE BOUNDARY AND TOPOGRAPHY ARE BASED ON MAPPING PROVIDED TO E3RA BY ERICKSON MCGOVERN, PLLC AND OBSERVATIONS MADE IN THE FELD THE INFORMATION SHOWN DOES NOT CONSTITUTE A FIELD SURVEY BY E3RA E 3RA ~r,~ P O BOX 44890 TACOMA WA 98444 253-537-9d00 off 253-537-9401 fax www e3ra com PROJECT YELM JUNIOR HIGH SCHOOL TITLE TEST PIT LOCATIONS DESIGNER CRL DRAWN BY CRL CHECKED BY JEB DATE 4/2~ JOB NO T03118 SCALE 1" = 3000' SHEET FIGURE 2 FILE YJHS-PIT DWG 1 ~~ 1 APPENDIX 13 Calculations and I3ydraulic Analysis r ~ Proposed Disturbed Areas Proposed Disturbed Imperviuos Areas New 183 387 SF Parking Lot Fire Lane Access Road and Sidewalks = 183 367 SF = 4 21 Acres New 98 446 SF School Budding = 98 446 SF = 2 26 Acres New 1 800 SF Storage Shed = 1 800 SF = 0 04 Acres Total Impervious Areas Junior High School 6 51 Acres Total Impervious M~II Pond School 4 62 Acres ~ Total Site Impervious 11 13 Acres ~ ~ ~ ~ i ~ ~ ~ ~ ~ ~ ~ ~ YELM HIGH JUNIOR SCHOOL DRAINAGE DESIGN CALCULATIONS DDECM (Drainage Design and Erosior INFILTRATION VOLUME RE DEVELOPED School Sde 30 6 Acres Existing Mdl Pond Impervous Existing Mill Pond Pervious Exisitng Mil Pond School Area Undeveloped Area Control Manual for Thurston County WA) Existing Percent Impervious 201 247 SF 205 600 SF 419482 SF 913453 SF SCS Mapping Soil Type Spanoway Gravely Sandy Loam 0 3 % Slopes Type B Table D 2 -Residential 20% impervious Curve Number for Type B Soil 62 4 13 inches of runoff Curve Number for Impervious 98 - 5 91 In of Runoff Exisitng Impervious Areas Treated Mill Pond Impervious Areas Exisitng Pervious Areas Pervious Area Tributary to Mill Pond School Pond Pervious Area not Tributary to Mill Pond School Pond 15 = 4 62 Acres = 5 01 Acres = 9 63 Acres = 20 97 Acres 30 60 Acres 201 247 SF = 4 62 Acres Total 4 62 Acres 205 600 SF = 5 01 Acres 913 453 SF = 20 97 Acres Total 2598 Acres Total Existing Area 30 60 Acres Existing Percent Impervious = 4 62/30 6 = 15 1 POST-DEVELOPED Table D 2 -Residential 65°~ im s ~J Curve Number for Type B Soi 82 4 1 nches of runoff -4 Curve Number for Impervious 98 - 5 91 n of Runoff ~ ~"Q Proposed Disturbed Pervious Areas New 150 603 SF Track Soccer Softball and Football Fields = 235 744 SF = 5 41 Acres Total Disturbed Pervious 5 41 Acres Proposetl Undisturbed Pervious Areas Pervious Area Tributary to New Junior High School 394 262 SF = 9 05 Acres y Pervious Area Tributary to Mill Pond School 205 600 SF = 5 Ot Acres Total Undisturbed Pervious 14 O6 Acres Total School Site 30 60 Acres Proposed Percent Impervious =( 11 09)!30 6 = 36 4 °h U~~ J'p its (~ ~~' ~ ()t )~ L~ YELM HIGH JUNIOR SCHOOL DRAINAGE DESIGN CALCULATIONS VOLUME SIZING FOR NEW JUNIOR HIGH SCHOOL INFILTRATION VOLUME PER DESIGNED INFILTRATION RATE Per Appenduc D Pre Developed [(4 13 ml12 m!ft)(25 98 Acre)(43 560 SF(Acre)]+[(5 98 m(t 2 m!ft)(4 62 Acre)(43 560 SFlAcre)] = 489 778 CF Post Developed [(4 13in1/12m/ft)(19 47ACre)(43 560 SF/Acre)]+ [(5 91 m/12m/ft)(11 13Ac)(43 560sflAc)]= 530 740 CF Infiltration Volume Regwred = Past Develop -Pre Developed = 530 740 - 489 778 = 40 962 CF Minimum Infiltration 1VOlume = 40 962 CF MINIMUM STORAGE VOLUME PER DESIGNED INFILTRATION RATE Usmg a conservative Infitration Rate of 10 m/hr 10 0 inlhr Per DDECM Pg 4-5 @Infikrahon rate of 10 in/hr Minimum Storage Volume Requued Per Acre of Disturbed Pervious = 1 714 CF/Ac Minimum Storage Volume Regwred Per Acre of Impervious Pervious = 5,143 CF/Ac (1 713)(5 41) +(5 143)(11 13) = 66 524 CF Minimum Storage Pond Volume = 66 524 CF BUS PARKING LOT FIRE LOOP, AND PARKING LOT Total Area = 394 216 SF = 9 OS Acres Per HYDRA the runoff volume for 100 year event = 51,817 cf Total volume provided = 65 002 cf > 51 817 d OK Bottom area = 30,097 si Using 10 in/hr over a 36 199 sf Bottom Infitration Rate = 6 97 ds TEMPORARY SEDIMENT TRAP Per HYDRA the runoff volume for 2 year event = 14042 cf Total volume provided = 14 050 d > 14 042 d OK Bottom area = 14 050 sf Using 10 in/hr, over a 14 050 sf Bottom Infiltration Rate = 3 25 cfs ~ ! ~ ~ Clamp n=0009 PVC.S=0010 YELM HIGH JUNIOR SCHOOL DRAINAGE DESIGN CALCULATIONS D in 7 49 n A ft^2) R R"(2l3) S S Q cfs V ttls 10 32 1 49 0 0 581 0 215 0 359 0 010 0 100 3 45 0 41 U= (1 4tl/n) x A X K^(US) X (5)^Z = 3 40 Cry max p=(14910009)x0581 x0359x0100=345 cis max Use a 10 11/32 inch orifce = 10 34 inches Cla.,." - n = 0 009 DVQ_ 5 = 0 010 D in 1 49 n A ft^2 R R"(213) S S p cfs V ft/s 1034 1 49 0 0 583 0 215 0 359 0 010 0 100 3 47 0 41 p= (1 49In) x A x R"(2l3) x (S)^2 = 3 47 cfs max p = (1 49/0 009) x 0 583 x 0 359 x 0 100 = 3 47 cfs max YELM COMMUNITY SCHOOLS YELM HIGH JUNIOR SCHOOL ZONE INFORMATION ~ ~ ~ ~ ~ ~ i ZONE PERV AREA (Ac) UVIPERV AREA (Ac) AREA (Ac) PERCENT IMPERV ZONE FLOW DIST (ft) ZONE SLOPE ZONE CATCH BASIN NUMBER ZONE EL UP RIM EL ZZONE EL DOWN OUTLET PIPE INVERT UP OUTLET PIPE INVERT DOWN OUTLET PIPE SIZE (m) OUTLET PIPE LENGTH (ft) T~meof Conc (mm) 1 0 875 0 446 1 321 34% 317 1 0% 1 358 84 355 67 350 70 350 32 12 175 2 64 2 0 076 0 107 0 183 58% 80 1 5% 2 357 30 356 10 350 22 350 02 12 92 0 54 3 0 056 0 415 0 471 88% l72 1 S% 3 358 43 355 85 349 92 349 64 12 129 1 17 4 0 092 0 472 0 564 84% 242 1 5% 4 358 22 354 59 349 54 349 28 12 118 1 65 5 0 251 1 l39 1 390 82% 305 1 5% 5 357 49 353 41 348 78 348 53 18 l 15 2 54 6 0 036 0 018 0 054 33% 57 1 5% 6 355 28 354 42 348 43 348 11 18 144 0 47 7 0 725 0 122 0 847 14% 307 1 0% 7 361 55 356 94 352 75 352 55 12 92 2 56 8 0 518 0 163 0 681 24% 342 1 0% 8 359 47 356 OS 352 45 351 79 12 298 2 85 9 1 880 0 439 2 319 19% 520 2 0% 9 359 42 354 22 349 85 350 13 24 38 4 33 ]0 0000 0 087 0 087 100% 281 10% l0 360 40 354 78 350 03 349 75 24 44 2 34 11 0 S02 1 068 1 570 68% 375 15% 11 359 OS 353 45 349 65 349 31 24 156 3 13 12 0 145 0 578 0 723 80% 340 1 5% 12 358 38 353 28 349 21 348 97 24 107 2 83 13 0 054 0 269 0 323 83% 233 1 5% 13 356 91 353 41 348 87 348 60 24 121 1 94 14 0 000 0 307 0 307 100% 133 2 0% 14 355 52 352 86 348 50 347 93 24 155 1 11 15 0 185 0 589 0 774 76% 283 1 5% I S 360 31 356 06 348 81 348 15 12 253 2 36 16 0 040 0 252 0 292 86% 117 1 0% 16 354 93 353 76 347 41 347 61 36 37 0 98 17 5 010 4 62 9 630 48% 140 I 0°!0 17 367 50 359 00 354 00 356 71 24 387 1 17 Total 21 54 2461 34 61 Area not Tnbu to and 9 05 Schoo] Pro a 30 59 1 1 1 1 1 1 1 1 JOB YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN REM --- 100 YEAR STORM EVENT FOR DETENTION SIZING THE2 YEAR S10RM REM FOR EROSION CONTROL AND THE 6 YEAR STORM EVENT FOR TREATMENT TOT 6 15 REM TOT 2 80 REM TOT 1 79 FIL C \HYE\lA INC REM FILE C \HYDRA\CMD\YJHS100 CMD NEW STORMWATER SIZING REM THIS FILE CREATES STORMWATER RUNOFF FLOWS GENERATED REM DURING THE 100-YEAR THE 2 YEAR AND THE 6-MONTH 29-HOOR STORM REM EVENTS FOR STORAGE EROSION COTROL AND TREATMENT FOR THE YELM REM JUNIOR HIGH SCHOOL CIVIL STORMWATER IMPROVEMENTS THE METHODOLOGY REM IS CONSISTANT WITH THE 1992 STORMWATER MANUAL FOR THE PUGET REM SOUND BASIN REM THERE IS 30 60 ACRES WITHIN THE BOUNDARY OF THE REM JUNIOR HIGH SCHOOL SITE THE EXISITNG MILL ELEMENTARY SCHOOL REM IS DIRECTED TO A SWALE AND INTO AN UNDERGROUND INFILTRATION REM GALLERY THE NEW JUNIOR HIGH SCHOOL PROJECT IS DIVIDIED ZNTO REM 16 ZONES STORMWATER FROM THE ZONES IS CONVEYED TO REM A VORTECHNICS TREATMENT DEVICE THIS MODEL SIZES TREATMENT REM DEVICES AND THE INFILTRATION POND TO MEET THE 1992 DOE REM NANUAL FOR THE PUGET SOUND BASIN USING THE 100 YEAR/24 HOUR EVENT REM FOR STORAGE AND THE 6 MONTH/24 HOUR EVENT FOR TREATMENT NEW ZONE 1 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 SCS 1 3, 0 34, 98, 82, 20, O1, 317 INL 99 DPI 175, 358 89, 355 67, 350 70, 350 32 HOL CB1 NEW ZONE 2 DPD 0 009, 9, 2, 2, 0 O1, 0 001, 0 9 SCS 0 18, 0 58, 98, 82, 20, 015, 60 INL 99 REC Cffi DPI 92, 357 30, 356 1, 350 22, 350 02 HOL CB2 NEW ZONE 3 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 SCS 0 47, 0 88, 98, 82, 20, 015, 172 INL 99 REC CB2 DPI 129, 356 93, 355 85, 399 92, 399 69 HOL CB3 NEW ZONE 9 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 SCS 0 56, 0 89, 98, 82, 20, 015, 292 INL 99 REC CB3 DPI 118, 358 22, 354 59, 349 59, 399 28 1 1 HOL CB9 NEW ZONE 5 ' DPD 0 009, 9, 2, 2, 0 O1, 0 001, 0 9 SCS 1 9, 0 82, 98, 82, 20, O1, 305 INL 99 ' REC CB9 DPI 115, 357 99, 35 3 41, 398 76, 346 53 HOL CB5 ' NEW ZONE 6 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 SCS 0 O5, 0 33, 98, 82, 20, O1, 57 INL 99 ' REC CB5 DPI 199, 355 28, 35 4 92, 348 43, 398 11 ' HOL CB6 NEW ZONE 7 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 SCS 0 85, 0 19, 98, 82, 20, O1, 307 ' INL 99 DPI 92, 361 55, 356 94, 352 75, 352 55 HOL CB7 NEW ZONE 8 DPD 0 009, 9, 2, 2, 0 O1, 0 001, 0 9 SCS 0 66, 0 29, 98, 82, 20, O1, 392 1 INL 99 REC CB7 DPI 298, 359 47, 35 6 O5, 352 45, 351 79 ' HOL C88 NEW ZONE 17 MILL PO ND STORMWATER DPD 0 009, 9, 2, 2, 0 O1, 0 001, 0 9 t SCS 9 63, 0 98, 98, 82, 20, O1, 190 INL 99 DPI 387, 359 94, 35 8 71, 350 98, 350 13 ' HOL CB17 NEW ZONE 10 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 ' SCS 0 09, 1 0, 9 8, 62, 20, O1, 281 REC CB17 INL 99 DPI 44, 360 49, 359 78, 350 03, 399 75 ' HOL CB10 NEW ZONE 9 ' DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 SCS 2 32, 0 19, 98, 82, 20, O1, 520 INL 99 REC CB8 ' REC CB10 DPI 38, 359 92, 354 22, 349 85, 349 75 HOL CB9 1 1 NEW ZONE 11 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 SCS 1 57, 0 66, 98, 82, 20, O1, 375 ' INL 99 REC CB9 DPI 156, 359 O8, 343 45, 349 65, 399 31 ' HOL CB11 NEW ZONE 12 ' DPD SCS 0 009, 9, 2, 0 72, 0 80, 2, 98, 0 O1, 0 82, 20, 001, O1, 0 9 340 INL 99 REC CBll DPI 107, 358 38, 353 28, 349 21, 348 97 ' ~ HOL C812 ' NEW DPD ZONE 13 0 009, 9, 2, 2, 0 O1, 0 001, 0 9 SCS 0 32, 0 83, 96, 82, 20, O1, 233 INL 99 REC CB12 ' DPI 121, 356 91, 353 91, 396 67, 398 60 HOL CB13 ' NEW ZONE 14 DPD 0 009, 9, 2, 2, 0 O1, 0 001, 0 9 SCS 0 31, 1 0, 9 8, 8 2, 20, Ol, 133 INL 99 ' DPi 155, 359 52, 352 86, 398 50, 397 93 HOL CB19 NEW ZONE 15 ' DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 90 SCS 0 77, 0 76, 98, 82, 20, O1, 283 ' INL REC 99 CB13 REC CB19 DPI 253, 360 31, 356 06, 398 61, 346 15 ' HOL CB15 NEW ZONE 16 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 SCS 0 29, 0 86, 98, 82, 20, O1, 117 INL 99 REC CB6 REC CB15 ' DPI 37, 359 93, 353 76, 396 O1, 347 6 1 HOL CB16 ' NEW INFILTRATION GAL LARY REC CB16 RED (0/6 97, 650 02/6 79) ' RES 399, 396, 350, O VER END L~ 1 1 1 1 1 1 t 1 1 C \HY DRA\CMD\ HYDRA Version 5 85 ~ w morrissette & associates Page 1 ------------------------------------------------------------- C \HYDRA\CMD\YJHS100 CMD 10 O5 10-Dec-109 CFS YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN *** ZONE 1 Pipe Design Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Daam Up/Dn In£ Mas Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DaffUp DiffDn Cost 1 175 0 0022 350 70 0 0 1 0 1 00 9 45 358 89 355 67 10 350 32 0 0 0 0 2 59 8 19 351 27 350 89 0 0 68 5 35 7 57 9 78 ---------------------------------------------------- Lateral length= 175 Upstream length= 175 *** ZONE 2 Pipe Design Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Diam Up/Dn Inf Mas Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DaffUp DaffDn Cost 2 92 0 0022 350 22 0 0 1 2 1 16 5 16 357 30 356 10 10 350 02 0 0 0 0 2 69 7 08 350 84 350 69 0 0 74 6 08 6 96 S 96 Lateral length= 92 Upstream length= 267 *** ZONE 3 Pipe Design Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Daam Up/Dn Inf Mas Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DiffUp DiffDn Cost 3 129 0 0022 349 92 0 0 1 6 1 61 5 13 358 93 355 85 12 349 69 0 0 0 0 2 85 6 51 350 59 350 39 0 0 67 6 21 7 89 5 51 ---------------------------------------------------- Lateral length= 129 Upstream length= 396 *** ZONE 9 Pape Design Lank Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Daam Up/Dn Inf Mas Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DaffUp Daf£Dn Cost 4 118 0 0022 349 59 0 0 2 1 2 13 9 23 356 22 354 59 12 349 28 0 0 0 0 3 11 8 68 350 34 350 08 0 0 80 5 31 7 68 9 51 Lateral length= 11B Upstream length= 519 1 1 1 t 1 1 1 C \HYDRA\CMD\ HYDRA Version 5 85 7 w morrassette & associates Page 2 ---------------------------------------------------------------- -------- C \HYDRA\CMD\YJHS100 CMD 10 OS 10-Dec-104 CFS YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN *** ZONE 5 Pipe Design Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Daam Up/Dn Inf Mas Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DaffOp DaffDn Cost 5 115 0 0022 398 78 0 0 3 9 3 91 3 53 357 99 353 91 15 348 53 0 0 0 0 3 97 9 21 399 71 349 46 0 0 79 9 88 8 29 3 96 Lateral length= 115 Upstream length= 629 *** ZONE 6 Pipe Design Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Daam Up/Dn Inf Mas Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DaffUp DaffDn Cost 6 194 0 0022 398 93 0 0 3 5 3 45 9 96 355 26 354 92 15 348 11 0 0 0 0 3 50 6 85 349 35 399 04 0 ---------- 0 79 6 31 5 93 5 39 Lateral length= 199 Upstream length= 773 *** ZONE 7 Pipe Design Lank Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Daam Up/Dn Inf Mas Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DaffOp DaffDn Cost 7 92 0 0022 352 75 0 0 0 6 0 61 3 67 361 55 356 94 8 352 55 0 0 0 0 Z 25 8 80 353 23 353 05 0 0 72 4 39 8 32 3 89 Lateral length= 92 Upstream length= 92 *** ZONE B Pipe Design Lank Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Daam Up/Dn Inf Mas Vel Up/Dn HGLOp HGLDn Estimated d/D Cover DaffOp DaffDn Cost 8 298 0 0022 352 45 0 0 1 1 1 11 3 36 359 47 356 O5 10 351 79 0 0 0 0 2 69 7 02 353 O5 352 39 0 0 72 4 26 6 92 3 66 Lateral length= 298 Upstream length= 390 t 1 1 1 1 t 1 1 C \HYDRA\CMD\ HYDRA Version 5 85 ~ w morrissette & associates Page 3 ----------------------------------------------------- --- - C \HYDRA\CMD\YJHS100 CMD 10 OS 10-Dec-104 CFS YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN *** ZONE 17 MILL POND STORMWATER Pipe Design Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Diam Up/Dn Inf Mis Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DiffOp DiffDn Cost 9 387 0 0022 350 98 0 0 B 0 8 03 6 56 359 94 356 71 21 350 13 0 0 0 0 9 30 8 96 352 29 351 39 0 0 72 8 58 7 20 7 32 Lateral length= 387 Upstream length= 367 *** ZONE 10 Pipe Design Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Diam Up/Dn Inf Mis Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DiffUp DiffDn Cost 10 99 0 0069 350 03 0 0 8 1 8 12 3 90 360 44 354 78 18 349 75 0 0 0 0 6 40 10 41 351 22 351 22 0 ----------------------------0 67 5 03 9 22 3 56 -------------------- Lateral length= 94 Upstream length= 931 *** ZONE 9 Link Long Slope Invert San Sto Qdes Diam Up/Dn Inf Mis Vel d/D 11 38 0 0026 399 75 0 0 10 9 10 86 21 399 65 0 0 0 0 5 00 0 84 -------------------------------- Lateral length= 38 Upst Depth Up/Dn Cover 2 67 9 67 9 57 seam 1e~ GrUp HGLUp DiffOp 359 42 351 22 8 20 ~gth= Pipe Design GrDn SrCh/Dlt HGLDn Estimated DiffDn Cost 359 22 351 15 0 3 07 659 *** ZONE 11 Pipe Design Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Diam Up/Dn Inf Mis Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DiffOp DiffDn Cost 12 156 0 0022 349 65 0 0 12 2 12 22 -8 03 359 08 393 95 ***/*** 29 399 31 0 0 0 0 4 78 9 43 351 15 350 81 0 0 75 -5 86 7 93 -7 36 Lateral length= 156 Upstream length= 1015 1 t C \HYDRA\CMD\ HYDRA Version 5 85 3 w morrissette & associates Page 4 C \HYDRA\CMD\YJHS100 CMD 10 OS 10-Dec-109 CFS YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN *** ZONE 12 Link Long Slope Invert San Sto Qdes Diam Up/Dn Inf Mis Vel d/D 13 107 0 0022 399 21 0 0 12 9 12 87 24 348 97 0 0 0 0 9 90 ----------------------------0-77 Lateral length= 107 Upst Depth Up/Dn Cover 2 19 9 17 4 31 ream lei GrUp HGLUp DiffUp 358 38 350 75 _----7 63 ~gth= Pipe Design GrDn SrCh/Dlt HGLDn Estimated DiffDn Cost 353 28 350 51 0 _---2 77 1122 *** ZONE 13 Pipe Design Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Diam Up/Dn Inf Mis Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DiffUp DiffDn Cost 19 121 0 0022 398 87 0 0 13 2 13 16 2 69 356 91 353 91 29 398 60 0 0 0 0 4 99 B 04 350 45 350 18 0 0 79 9 81 6 46 3 23 Lateral length= 121 Upstream length= 1243 *** ZONE 19 Link Long Slope Invert San Sto Qdes Diam Up/Dn Inf Mis Vel d/D 15 155 0 0037 398 50 0 0 0 3 0 31 6 397 93 0 0 0 0 1 57 0 69 Lateral length= 155 Up st Depth Up/Dn Cover 9 39 11 02 9 93 =eam lei GrUp HGLUp DiffUp 359 52 399 77 9 75 ~gth= Pipe Design GrDn SrCh/Dlt HGLDn Estimatec DiffDn Cost 352 86 *** 399 99 0 3 37 155 *** ZONE 15 Pipe Design Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Diam Up/Dn Znf Mis Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DiffUp DiffDn Cost 16 253 0 0026 397 93 0 0 14 2 14 16 6 62 360 31 356 06 29 347 27 0 0 0 0 5 31 12 38 399 49 348 83 0 ----------------------------0-78---8 79 10 62 7 23 ---------------- Lateral length= 253 Upstream length= 1651 Il C \HYDRA\CMD\ HYDRA Jersion 5 85 '+ 7 w morrissette & associates Page 5 f ________________________________________________________________________-___ C \HYDRA\CMD\YJHS100 CMD 10 O5 10-Dec-109 CFS ~~ YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN *** ZONE 16 Pipe Design I~ Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Diam Up/Dn Inf Mrs Vel Up/Dn HGLOp HGLDn Estimated Il d/D Cover DiffUp DiffDn Cost J 17 37 0 0108 397 27 0 0 17 9 17 69 4 99 354 93 353 76 l 21 396 87 0 0 0 0 9 55 7 66 348 53 398 13 0 I 6 89 6 90 -- 0 ?? 5 ---- 63 -------- Lateral ------------ length= --- -------- - -------- 37 Upstream length= ---- - - ----- 2461 ---- I -------- Lateral ------------ length= ------------ --- - 0 Upstream length- - 0 *** INFILTRA TION GAL LARY Reservoir I~ Cost Invert -- -- Maximum Flow Values ---- ------ -- ----- Link Exfil Up/Dn/O vr San Inf Sto Mi s Design 1 1 I 19 0 349 00 Incoming 0 00 0 00 X17 89 0 00 17 89 0 346 00 Discharge 0 00 0 00 6 94 0 00 6 99 350 00 Overflow 0 00 0 00 0 00 0 00 0 00 I~ Stored -0----J-~-r 0 --- ---- 0 51817 -------- Lateral ----- - length= --------- -- - 0 Upstream length- 2461 I~ I~ I' J u IJ t C \HYDRA\GMD\ HYDRA Version 5 85 ~ w morrissette & associates Page 2 - ----------------------------------------------- C \HYDRA\CMD\YJHS100 CMD 10 OS 10-Dec-109 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN 6 REM TOT 2 80 7 REM TOT 1 79 8 FIL C \HYE\lA INC ------START OF SUB-FILE------ 1 2 H'YE 1D D D04 0 OD4 0 009 0 OD4 D OD4 0 DDA D G04 G ODA D OD4 D OD4 0 00 5 + 3 0 005 0 005 0 005 0 005 0 0 05 0 006 0 006 0 006 0 006 0 006 0 006 0 007 + 4 0 007 0 007 0 007 0 007 0 007 0 0082 0 0082 0 008 2 0 0082 0 00 B2 0 0082 0 0095 + 5 0 0095 0 0095 0 0095 0 0095 0 0095 0 0134 0 0139 0 0134 0 0180 0 0180 0 039 0 054 + 6 0 027 0 018 0 0134 0 0134 0 0134 0 0 088 0 0 088 0 0088 0 0088 0 0 088 0 0 088 0 0 088 + 7 0 0088 0 0088 0 0088 0 OOBB 0 0088 0 0072 0 0072 0 0072 0 0072 0 0072 0 0072 0 0072 + 8 0 0072 0 0072 0 0072 0 0072 0 0072 0 0057 0 0057 0 0057 0 0057 0 0057 0 0057 0 0057 + 9 0 0057 0 0057 0 0057 0 0057 0 0057 0 0050 0 0050 0 0050 0 0050 0 0050 0 0050 0 0050 + 10 0 0050 0 0050 0 0050 0 0050 0 0050 0 0090 0 0040 0 0040 0 0090 0 0040 0 0040 0 0040 + 11 0 0040 0 0090 0 0040 0 0090 0 0040 0 0090 0 0040 0 0090 0 0040 0 0090 0 0090 0 0040 + 12 0 0040 0 0040 0 0040 0 0040 0 0040 0 0090 0 0040 0 0040 0 0040 0 0040 0 0090 0 0040 + 13 0 0090 0 0090 0 0040 0 0090 0 0090 0 0090 0 0040 0 0090 0 0040 0 0040 0 0090 0 0040 + 0040 Step time 10 00 Minute s Total in original hyetograph 0 17 Inches Adjusting hyetograph fr om 10 00 minutes to 60 00 min utes Total volume rain i n produ ction hyetograph 6 15 Inches Maximum intensity 1 O1 Inches /Hr 15 RET ---- END OE SUB-FILE --- - 9 REM FILE C \HYDRA\CMD\YJHS100 CMD 10 NEW STORMWATER SIZING 11 12 REM THIS FILE CREATES STORMWATER RUNOFF FLOWS GENERATED 13 REM DURING THE 100-YEAR THE 2 YEAR AND THE 6-MONTH 24-HOUR STORM 14 REM EVENTS FOR STORAGE EROSION COTROL AND TREATMENT FOR THE YELM 15 REM JUNIOR HIGH SCHOOL CIVIL STORMWATER IMPROVEMENTS THE METHODOLOGY 16 REM IS CONSISTANT WITH THE 1992 STORMWATER MANUAL FOR THE PUGET 17 REM SOUND BASIN 18 19 REM THERE IS 30 60 ACRES WITHIN THE BOUNDARY OF THE 20 REM JUNIOR HIGH SCHOOL SITE THE EXISITNG MILL ELEMENTARY SCHOOL 21 REM IS DIRECTED TO A SWALE AND INTO AN UNDERGROUND INFILTRATION 22 REM GALLERY THE NEW JUNIOR HIGH SCHOOL PROJECT IS DIVIDIED INTO 23 REM 16 ZONES STORMWATER FROM THE ZONES IS CONVEYED TO 1 lJ C' 1 t t 1 1 t C \HYDRA\CMD\ HYDRA Version 5 85 ~ w morrissette & associates Page 3 _____ __________ __ _----------------------------------------------------- C \HYDRA\CMD\YJHS100 CMD 10 O5 10-Dec-104 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN 24 REM A VORTECHNICS TREATMENT DEVICE THIS MODEL SIZES TREATMENT 25 REM DEVICES AND THE INFILTRATION POND TO MEET THE 1992 DOE 26 REM MANUAL FOR THE PUGET SOUND BASIN USING THE 100 YEAR/24 HOUR EVENT 27 REM FOR STORAGE AND THE 6 MONTH/29 HOUR EVENT FOR TREATMENT 28 29 NEW ZONE 1 30 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 Mannings n Minimum diameter Minimum depth Mina.mum cover Minimum velocity Minimum slope D/d Maximum diameter 31 SCS 1 3, 0 34, 98, 82, 20, O1, 317 Computed concentration time Total Time of Concentration Total rainfall failing on impervious Impervious runoff Portion off impervious Peak CFS rainfall falling on impervious Peak CFS runoff from impervious Equivalant "C" off impervious Total rainfall falling on pervious Pervious runoff Portion off pervious Peak CFS rainfall falling on pervious Peak CFS runoff from pervious Equivalant "C" off pervious Total rainfall falling on segment Total segment runoff Portion off segment Peak CFS rainfall falling on segment Peak CFS runoff from segment Equivalant "C" off segment 32 INL 99 33 DPI 175, 358 89, 355 67, 350 70, 350 32 Length Ground elevation up Ground elevation down Invert elevation up Invert elevation down Minimum diameter Lump sum cost 0 00900 4 00 Inches 2 00 Feet 2 00 Feet 0 0100 Feet/Sec 0 00100 0 9000 132 00 Inches 2 64 Minutes 4 Minutes 9867 4 CuFt 9496 10 CuFt 9 $ 0 95 CuFt/Sec 0 93 CuFt/Sec 95 9154 4 CuFt 12666 9 CuFt 67 17 8 0 87 CuFt/Sec 0 57 CuFt/Sec 0 66 29021 85 CuFt 363 0 CuFt 77 06 ~ 1 33 CuFt/Sec 1 00 CuFt/Sec 0 76 175 00 Feet 358 84 Feet 355 67 Feet 350 70 Feet 350 32 Feet 9 00 Inches 0 00 Dollars Zo,,, ~1 2'L,~'t~3 c~ 1 C \HYDRA\GMD\ HYDRA Version 5 85 7 w morrissette & associates Page 4 - C --------------------------------------- \HYDRA\CMD\YJHS100 CMD --------- ---------------- 10 OS 10-Dec --- -109 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN ManningsN 0 00900 MinSlope 0 00100 Link number 1 @Adding Sto into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0 00 Cu Ft/Sec Storm flow {no SF) 1 002 Cuft/Sec Design flow including SF 1 002 Cuft/Sec Combrned SF 1 000 Design diameter 10 00 Inches Invert elev up 350 70 Feet Invert elev down 350 32 Feet Slope 0 00217 Depth of fluid in pipe 6 80 Inches d/D 0 680 Partial flow velocity 2 542 Feet/Sec 34 HOL CB1 Tag CB1 Link 1 From line 34 In file C \HYDRA\CMD\YJHS100 Sent to Hold[1] 36 NEW ZONE 2 37 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 Mannings n 0 00900 Minimum diameter 9 00 Inches Mrnimum depth 2 00 Feet Mrnimum cover 2 00 Feet Minimum velocity 0 0100 Feet/Sec Minimum slope 0 001 00 D/d 0 9000 Maxrmum diameter 132 00 Inches 38 SCS 0 18, 0 58, 98, 82, 20, 015, 80 Computed concentration trme 0 54 Mrnutes Total Trme of Concentration 0 54 Minutes Total rarnfall falling on impervious 23 CuFt Impervious runoff 2242 ~ 4 CuFt Portion off rmpervious 96 21 $ Peak CFS rarnfall falling on impervious 0 11 Cu Ft/Sec Peak CFS runoff from impervious 0 10 CuFt/Sec Equivalant "C" off impervious 0 98 Total rainfall falling on pervrous Cu Ft Pervious runoff 133 2 CuEt Portion off pervrous 67 14 $ 2fa ..,rg~ 2 C \HYDRA\CMD\ HYDRA Version 5 85 ~ w morrissette & assocrates Page 5 ------------------------------------------------------------- --------- C \HYDRA\CMD\YJHS100 CMD 10 OS 10-Dec-104 YELM JONIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN Peak CFS rainfall falling on pervious Peak CFS runoff from pervious Equivalant "C" off pervious Total rarnfall fallrng on segment Total segment runoff Portion off segment Peak CFS rainfall fallrng on segment Peak CFS runoff from segment Equrvalant "C" off segment 39 INL 99 90 REC CBl Hold[NUm] Looking up record number 91 DPI 92, 357 30, 356 1, 350 22, 350 02 Length Ground elevatron up Ground elevation down Invert elevation up Invert elevation down Minimum diameter Lump sum cost ManningsN MinSlope Link number @Adding Sto rnto Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow Storm flow (no SF) Design flow including SF Combined SF Design diameter Invert elev up Invert elev down Slope Depth of fluid rn pipe d/D Partial flow velocity 42 HOL CB2 Tag Lrnk From line In file Sent to 0 0771 Cu Et/Sec 0 0528 CuFt/Sec 0 68 4 41 Cu Ft 3375 6 Cu Ft O1 8 0 18 Cu Ft/Sec 0 16 Cu Ft/Sec 0 86 1 1 92 00 Feet 357 30 Feet 356 10 Feet 350 22 Feet 350 02 Feet 4 00 Inches 0 00 Dollars 0 00900 0 00100 2 0 00 Cu Ft/Sec 1 159 Cuft/Sec 1 159 Cuft/Sec 1 000 10 00 Inches 350 22 Feet 350 02 Feet 0 00217 7 90 Inches 0 740 2 644 Feet/Sec CB2 2 42 C \HYDRA\CMD\YJHS100 Hold [1] ~ ~~~~~2 43 C \HYDRA\CMD\ HYURA Version 5 85 ' 0 w morrissette & associates Page 6 ------------------------------------------------------------------- C \HYDRA\CMD\YJHS100 CMD 10 OS 10-Dec-109 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN ' 99 NEW ZONE 3 95 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 Mannings n 0 00900 ' Minimum diameter 4 QQ Inches Minimum depth 2 00 Eeet Minimum cover 2 00 Feet Minimum velocity 0 0100 Feet/Sec ' Minimum slope 0 00100 D/d 0 9000 Maximum diameter 46 SCS 0 97, 0 68, 98, 82, 20, 015, 172 132 00 Inches Computed concentration time 1 17 Minutes Total Time of Concentration 1 17 Minutes Total rainfall falling on impervious 9233 41 CuFt ' Impervious runoff 6885 93 Cu Ft Portion off impervious 96 29 8 Peak CFS rainfall falling on impervious 0 42 CuFt/Sec ' Peak CFS runoff from impervious 0 41 Cu Ft/Sec Equivalant "C" off impervious 0 97 Total rainfall falling on pervious 1259 10 CuFt Pervious runoff 895 66 CuFt ' Portion off pervious 67 16 $ Peak CFS rainfall falling on pervious 0 0575 Cu Ft/Sec Peak CFS runoff from pervious 0 0389 CuFt/Sec t Equivalant "C" off pervious 0 68 Total rainfall falling on segment 10 2 Cu Ft ' Total segment runoff Portion off segment 9731 59 Cu Ft 5 $ Peak CFS rainfall falling on segment 0 48 CuFt/Sec Peak CFS runoff from segment 0 45 Cu Ft/Sec ' Equivalant "C" off segment 0 99 97 INL 99 ' 98 REC CB2 Hold(Num] 1 Looking up record number 2 ' 99 DPI 129, 356 93, 355 85, 349 92, 399 69 Length 129 00 Feet Ground elevation up 356 43 Eeet ' Ground elevation down 355 85 Feet Invert elevation up 399 92 Feet Invert elevation down 349 69 Feet Minimum diameter 9 00 Inches Lump sum cost 0 00 Dollars ManningsN 0 00900 pv ~J Z o1~`yl S°I 1 C \HYDRA\CMD\ HYDRA Version 5 65 ~ w morrissette & associates Yage 7 C \HYDRA\CMD\YJHS100 CMD 10 OS 10-Dec-104 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMW ATER DESIGN MinSlope 0 00100 ' Link number 3 @Adding Sto into Event @Addrng Diurnal into Design @Adding Event into Design Average Design Flow 0 00 CuFt/Sec Storm flow (no SF) 1 606 Cuft/Sec Design flow including SF 1 606 Cuft/Sec Combined SF 1 000 Design diameter 12 00 Inches Invert elev up 399 92 Feet Invert elev down 399 69 Feet ' Slope 0 00217 Depth of flurd in pipe 8 04 Inches d/D 0 670 Partial flow velocity 2 651 Feet/Sec ' 50 HOL CB3 Tag CB3 Link 3 ' From line 50 In file C \HYDRA\CMD\YJHS100 Sent to Hold[1] 52 NE ZONE 9 53 DP 9, 2, 2, 0 O1, 0 001, 0 9 Mannings n 0 00900 ' Minimum diameter 4 00 Inches Minimum depth 2 00 Feet Minimum cover 2 00 Feet 1 Minimum velocity Minimum slope 0 0 0100 Feet/Sec 00100 D/d 0 9000 Maximum diameter 132 00 Inches ' 54 SCS 0 56, 0 89, 98, 82, 20, 015, 292 Computed concentration time 1 65 Minutes Total Time of Concentration 1 65 Minutes Total rarnfall falling on impervious 10501 94 CuFt Impervious runoff 10106 27 CuFt ' Portion off impervious 96 24 8 Peak CFS rainfall falling on impervious 0 48 CuFt/Sec Peak CFS runoff from impervious 0 46 CuFt/Sec Equivalant "C" off impervious 0 96 Total rainfall falling on pervious 2000 28 CuFt Pervious runoff 1393 59 CuFt ' Portion off pervious 67 17 8 1 ' C \HYDRA\CMD\ HYDRA Version 5 BS ~ w morrissette & associates Page 8 C \HYDRA\CMD\YJHS100 CMD 10 O5 10-Dec-109 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN ' Peak CFS rainfall falling on pervious 0 0913 Cu Ft/Sec Peak CFS runoff from pervious D 0612 Cu Ft/Sec Equivalant "C" off pervious 0 67 ' Total rainfall falling on segment Total segment runoff CuFt R 11999 81 Cu Ft G~ Portion off segment ~ Peak CFS rainfall falling on segment 0 57 CuFt/Sec ' Peak CFS runoff from segment 0 52 CuFt/Sec Equivalant "C" off segment 0 92 55 INL 99 ' S6 REC CB3 Hold[NUm] 1 Looking up record number 3 57 DPI 118, 358 22, 354 59, 399 59, 399 28 Length 118 00 Feet ' Ground elevation up 358 22 Feet Ground elevation down 354 59 Feet ' Invert elevation up Invert elevation down 399 399 54 Feet 28 Feet Minimum diameter 9 00 Inches Lump sum cost 0 00 Dollars ManningsN 0 00900 ' MinSlope 0 00100 Link number 4 @Adding Sto into Event ' @Adding Diurnal into Design @Addzng Event into Design Average Design Flow 0 00 CuFt/Sec Storm flow (no SE) 2 131 Cuft/Sec Design flow including SF 2 131 Cuft/Sec Combined SF 1 000 Design drameter Invert elev up Invert elev down Slope Depth of fluid in pipe d/D Partial flow velocity 12 00 Inches 399 54 Feet 399 28 Feet 0 00220 9 60 Inches 0 800 3 109 Feet/Sec 58 HOL CB4 Taq Link From line In file Sent to ' S9 60 NEW ZONE 5 CB9 9 SB C \HYDRA\CMD\YJHS100 Hold [1] 1 ' C 1H YDRA\CMD\ HYDRA Version 5 85 ~ w morrissette & associates Page 9 C \HYDRA\CMD\YJHS100 CMD 10 OS 10-Dec-104 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN PD 0 2 0 O1 0 001 2 0 9 , , , 61 D 009, 4, , Mannings n 0 00900 ' Minimum diameter 4 00 Inches Minimum depth 2 00 Feet Minimum cover 2 00 Feet Minimum velocity 0 0100 Eeet/Sec Minimum slope 0 00100 D/d 0 9000 Maximum diameter 132 00 Inches 62 SCS 1 9, 0 82, 98, 82, 20, O1, 305 ' Computed concentration time 2 59 Minutes Total Time of Concentration 2 59 Minutes ' Total rainfall falling on impervious 25628 53 CuFt Impervious runoff 24663 97 Cu Ft Portion off impervious 96 29 ~ Peak CFS rainfall falling on impervious 1 17 Cu Ft/Sec ' Peak CFS runoff from impervious 1 11 CuFt/Sec Equivalant "C" off impervious 0 95 Total rainfall falling on pervious 5625 77 CuFt ' Pervious runoff 3779 09 CuFt Portion off pervious 67 17 ~ Peak CFS rainfall falling on pervious 0 26 CuFt/Sec Peak CFS runoff from pervious 0 17 CuFt/Sec Equivalant "C" off pervious 0 66 Total rainfall falling on segment CuFt ~. G c~ Total segment runoff ( 8993 ~ ~ 0 CuEt Z Portion off segment 91 0 1 B 1 Peak CFS rainfall falling on segment 1 93 CuFt/Sec Peak CFS runoff from segment 1 26 CuFt/Sec Equivalant "C" off segment 0 90 ' 63 INL 99 64 REC CB9 Hold[Num] 1 Looking up record number 9 65 DPI 115, 357 99, 353 91, 346 78, 398 53 Length 115 00 Feet Ground elevatron up 357 99 Feet ' Ground elevation down 353 41 Feet Invert elevation up 398 76 Feet Invert elevation down 396 53 Feet Minimum diameter 4 00 Inches ' Lump sum cost 0 00 Dollars ManningsN 0 00900 MinSlope 0 00100 C \HYDRA\CMD\ HYUHA Version 5 85 ' 0 w morrissette & associates Page 10 C \HYDRA\CMD\YJHS100 CMD 10 OS 10-Dec-109 ' YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN Link number 5 @Adding Sto into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0 00 CuFt/Sec Storm flow (no SE) 3 910 Cuft/Sec ' Design flow including SF 3 910 Cuft/Sec Combined SF 1 000 Design diameter 15 00 Inches Invert elev up 39B 76 Eeet Invert elev down 398 53 Feet Slope 0 00217 ' Depth of fluid in pipe 11 10 Inches d/D 0 790 Partial flow velocity 3 965 Feet/Sec ' 66 HOL CBS Tag CBS Link 5 ' From line 66 In file C \HYDRA\CMD\YJHS100 Sent to Hold[1] ' 67 68 NEW ZONE 6 ' 69 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 Mannings n 0 00900 Minimum diameter 9 00 Inches Mina.mum depth 2 00 Feet Minimum cover 2 00 Feet ' Minimum velocity 0 0100 Feet/Sec Minimum slope 0 00100 D/d 0 9000 Maximum diameter 132 00 Inches 70 SCS 0 O5, 0 33, 98, 82, 20, O1, 57 Computed concentration time 0 97 Minutes Total Time of Concentration 0 97 Minutes ' Total rainfall falling on impervious 368 35 Cu Ft Impervious runoff 359 39 CuFt Portion off impervious 96 21 ~ Peak CFS rainfall falling on impervious 0 0168 CuFt/Sec Peak CFS runoff from impervious 0 0165 CuFt/Sec Equrvalant "C" off impervious 0 96 Total rainfall falling on pervious 747 67 Cu Ft Pervious runoff 502 12 CuFt Portion off pervious 67 19 8 Peak CFS rainfall falling on pervious 0 0392 CuFt/Sec t C \HYDRA\CMD\ HYDRA Version 5 85 ' --------- - associates ~ w morrissette & -------- ------- --Page-_-11 ---------- --- - - - _ C \HYDRA\CMD\YJHS100 CMD 10 OS 10-Dec-104 ' YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN Peak CFS runoff from pervious 0 0239 CuFt/Sec Equivalant "C" off pervious 0 6969 ' Total rainfall falling on segment CuFt ~ O~„~(~ Total segment runoff 56 5 CuFt ' Portion off segment 76 73 8 Peak CFS rainfall falling on segment 0 0510 CuFt/Sec Peak CFS runoff from segment 0 0900 CuFt/Sec ' Equivalant "C" off segment 0 78 71 INL 99 72 REC CB5 Hold[Num] 1 ' Looking up record number 5 73 DPI 149, 355 28, 359 92, 398 93, 398 11 Length 194 00 Feet ' Ground elevation up 355 26 Feet Ground elevation down 359 42 Feet Invert elevation up 398 43 Feet Invert elevation down 396 11 Feet ' Minimum diameter 4 00 Inches Lump sum cost 0 00 Dollars ManningsN 0 00900 ' MinSlope 0 00100 Link number 6 @Adding Sto into Event @Adding Diurnal into Design ' @Adding Event into Design Average Design Flow 0 00 CuFt/Sec Storm flow (no SF) 3 450 Cuft/Sec Design flow including SF 3 950 Cuft/Sec ' Combined SF 1 000 Design diameter 15 00 Inches Invert elev up 348 43 Feet ' Invert elev down 348 11 Feet Slope 0 00222 Depth of fluid in pipe 11 10 Inches d/D 0 790 Partial flow velocity 3 503 Feet/Sec 74 HOL CB6 Tag CB6 ' Link 6 From line 79 In file C \HYDRA\CMD\YJHS100 Sent to Hold [1] 75 76 NEW ZONE 7 77 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 lJ t C \HYDRA\CMD\ HYDRA Version 5 85 7 w morrissette & associates Page 12 C \HYDRA\CMD\YJHS100 CMD 10 O5 10-Dec-104 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN Mannings n 0 00900 Minimum diameter Minimum depth 4 2 00 Inches 00 Feet Minimum cover 2 00 Feet Minimum velocity 0 0100 Feet/Sec Minimum slope 0 00100 ' D/d 0 9000 Maximum diameter 132 00 Inches 78 SCS 0 85, 0 14, 98, 82, 20, O1, 307 ' Computed concentration time 2 56 Minutes Total Time of Concentration 2 56 Minutes Total rainfall falling on impervious 2656 62 CuFt Impervious runoff 2556 63 CuFt ' Portion off impervious 96 29 ~ Peak CFS rainfall falling on impervious 0 12 CuFt/Sec Peak CFS runoff from impervious 0 12 CuFt/Sec Equivalant "C" off impervious 0 95 Total rainfall falling on pervious 16319 21 Cu Ft Pervious runoff 10962 23 Cu Ft Portion off pervious 67 17 ~ ' Peak CES rainfall falling on pervious 0 75 CuEt/Sec Peak CFS runoff from pervious 0 99 CuFt/Sec Equivalant "C" off pervious 0 66 Total rainfall falling on segment 1697 82 CuFt ~,.~~ Total segment runoff 13518 o 86 CuFt2 Portion off segment 1 24 ~ Peak CFS rainfall falling on segment 0 67 CuFt/Sec Peak CFS runoff from segment 0 61 CuFt/Sec Equrvalant "C" off segment 0 70 79 INL 99 80 DPI 92, 361 55, 356 99, 352 75, 352 55 Length 92 00 Feet Ground elevation up 361 55 Eeet Ground elevation down 356 94 Feet Invert elevation up 352 75 Eeet Invert elevation down 352 55 Eeet Minimum diameter 9 00 Inches Lump sum cost 0 00 Dollars ' ManningsN 0 00900 MinSlope 0 00100 Link number 7 @Adding Sto into Event @Adding Diurnal into Design @Adding Event into Design ' Average Design Flow 0 00 CuFt/Sec 1 C \H YDRBICMD\ HYDRA Version 5 85 ~ w morrissette & associates Page 13 C \HYDRA\CMD\YJHS100 CMD 10 O5 10-Dec-109 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMW ATER DESIGN Storm flow (no SF) 0 606 Cuft/Sec Design flow including SF 0 606 Cuft/Sec Combined SF 1 000 Design diameter 6 00 Inches Invert elev up 352 75 Feet Invert elev down 352 55 Feet Slope 0 00217 Depth of fluid in pipe 5 76 Inches d/D 0 720 Partial flow velocity 2 250 Feet/Sec 81 HOL CB7 Tag CB7 Link 7 From line 81 In file C \HYDRA\CMD\YJHS100 Sent to Hold[2] 82 83 NEW ZONE 8 84 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 Mannings n 0 00900 Minimum diameter 4 00 Inches Minimum depth 2 00 Feet Minimum cover 2 00 Feet Minimum velocity 0 0100 Eeet/Sec Minimum slope 0 00100 D/d 0 9000 Maximum diameter 132 00 Inches 85 SCS 0 68, 0 24, 98, 82, 20, O1, 342 Computed concentration time 2 85 Minutes Total Time of Concentration 2 85 Minutes Total rainfall falling on impervious 3693 36 Cu Ft Impervious runoff 3506 30 CuFt Portion off impervious 96 29 ~ Peak CFS rainfall falling on impervious 0 17 Cu Ft/Sec Peak CFS runoff from impervious 0 16 CuFt/Sec Equivalant "C" off impervious 0 99 Total rainfall falling on pervious 11537 30 CuFt Pervious runoff 7750 90 Cu Ft Portion off pervious 67 18 ~ Peak CFS rainfall falling on pervious 0 53 Cu Ft/Sec Peak CFS runoff from pervious 0 34 CuFt/Sec Equivalant "C" off pervious 0 65 Total rainfall falling on segment CuFt ~''~` Total segment runoff 11256 7 CuFt2O ' C \HYDRA\CMD\ HYDRA Version 5 85 ~ w morrissette & associates Page 14 ' C \HYDRA\CMD\YJHS100 CMD 10 OS 10-Dec-104 YELM JUNIOR HIGH SCHOOL - CIVZL IMPROVEMENT STORMWATER DESIGN ' Portion off segment Peak CFS rainfall falling on segment 74 0 15 8 69 CuFt/Sec Peak CFS runoff from segment 0 50 CuFt/Sec Equivalant "C" off segment 0 72 86 INL 99 1 87 REC CB7 Hold[Num] 2 Looking up record number 7 86 DPI 298, 359 97, 356 05, 352 45, 351 79 Length 298 00 Feet Ground elevation up 359 97 Eeet Ground elevation down 356 05 Feet ' Invert elevation up 352 95 Feet Invert elevation down 351 79 Feet Minimum diameter 9 00 Inches Lump sum cost 0 00 Dollars ManningsN 0 00900 MinSlope 0 00100 ' Link number @Adding Sto into Event 8 @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0 00 CuFt/Sec ' Storm flow (no SF) 1 108 Cuft/Sec Design flow including SF 1 108 Cuft/Sec Combined SF 1 000 Design diameter 10 00 Inches Invert elev up 352 45 Feet Invert elev down 351 79 Feet Slope 0 00221 ' Depth of fluid in pipe 7 20 Inches d/D 0 720 Partial flow velocity 2 635 Feet/Sec 89 HOL CB8 Tag CBB Link 8 From line 89 In file C \HYDRA\CMD\YJHS100 Sent to Hold [2] 90 1 ZONE 1 MILL POND ORMWATER 92 DPD 0 009, 9, 2, 2, 0 O1, 0 001, 0 9 ' Mannings n 0 00900 Minimum diameter 4 00 Inches Minimum depth 2 00 Feet Minimum cover 2 00 Feet ' Minimum velocity 0 0100 Feet/Sec Minimum slope 0 00100 ' D/d 0 9000 C \HYDRA\CMD\ HYDRA Version 5 85 associates morrissette & ' 3 w ------Page---15 ---- --------- ------ -- - - - - C \HYDRA\CMD\YJHS100 CMD -- ---- --- 10 OS 10-Dec-104 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN Maximum diameter 132 00 Inches 93 SCS 9 63, 0 98, 98, 82, 20, O1, 190 Computed concentration time 1 17 Minutes Total Time of Concentration 1 17 Minutes Total rainfall falling on impervious 103192 77 Cu Ft Impervious runoff 99309 27 CuFt Portion off impervious 96 29 $ Peak CES rainfall falling on impervious 4 71 CuFt/Sec Peak CFS runoff from impervious 4 58 CuFt/Sec ' Equivalant "C" off impervious 0 97 Total rainfall falling on pervious 111792 17 CuFt Pervious runoff 75083 81 CuFt Portion off pervious 67 16 °s Peak CFS rainfall falling on pervious 5 11 CuFt/Sec Peak CFS runoff from pervious 3 45 Cu Ft/Sec ' Equivalant "C" off pervious 0 68 Total rainfall falling on segment 2 3 Cu Ft ~°`Q Total segment runoff 174393 08 Cu Ft lM (~ ~' ~~ Portion off segment 2 8 2~" ' ' Peak CFS rainfall falling on segment 9 82 CuFt/Sec Peak CFS runoff from segment 8 03 CuFt/Sec Equivalant "C" off segment 0 82 94 INL 99 95 DPI 387, 359 49, 358 71, 350 98, 350 13 Length 387 00 Feet ' Ground elevation up 359 94 Feet Ground elevation down 358 71 Feet Invert elevation up 350 98 Feet Invert elevation down 350 13 Feet ' Minimum diameter 9 00 Inches Lump sum cost 0 00 Dollars ManningsN 0 00900 ' MinSlope 0 00100 Link number 9 @Adding Sto into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0 00 CuEt/Sec Storm flow (no SF) 8 030 Cuft/Sec Design flow including SF B 030 Cuft/Sec Combined SE 1 000 Design diameter 21 00 Inches Invert elev up 350 98 Feet Invert elev down 350 13 Feet Slope 0 00220 1 C \H YDRA\CMD\ HYDRA Version 5 65 I w- morrissette --------- associates & ---- ----------Page---16 - C \H ' ----- -------- - YDRA\CMD\YJHS100 CMD 10 05 10-Dec-109 ' YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN Depth o£ fluid a.n pipe 15 12 Inches d/D 0 720 ' Partial flow velocity 4 303 Feet/Sec 96 HOL CB17 Tag CB17 Link 9 From line 96 In file C \HYDRA\CMD\YJHS100 1 Sent to Hold[3] 97 98 NEW ZONE 10 ' 99 DPD 0 009, 9, 2, 2, 0 O1, 0 001, 0 9 Mannings n 0 00900 Minimum diameter Minimum depth 9 2 00 Inches 00 Feet Minimum cover 2 00 Feet Minimum velocity 0 0100 Feet/Sec Minimum slope 0 00100 ' D/d 0 9000 Maximum diameter 132 00 Inches 100 SCS 0 09, 1 0, 98, 82, 20, Ol, 281 ' Computed concentration time 2 34 Minutes Total Time of Concentration 2 34 Minutes Total rainfall falling on impervious 2009 21 CuFt Impervious runoff 1933 58 Cu Ft ' Portion off impervious 96 24 ~ Peak CFS rainfall falling on impervious 0 0919 Cu Ft/Sec Peak CFS runoff from impervious 0 0873 CuFt/Sec Equivalant "C" off impervious 0 95 1 Total rainfall falling on pervious 0 00 Cu Ft Total rainfall falling on segment Cu Ft Total segment runoff 1933 58 uFt Portion off segment 6 29 $ Peak CFS rainfall falling on segment 0 0918 Cu Ft/Sec Peak CFS runoff from segment 0 0873 Cu Ft/Sec Equivalant "C" off segment 0 95 101 REC CB17 Hold[Num] 3 ' Looking up record number 9 102 INL 99 1 C \HYDRA\CMD\ HYDRA Version 5 85 associates 7 w morrissette & Page---17 - ----------- - ------ - - - - C \HYDRA\CMD\YJHS100 CMD - -- --- - `_- 10 OS 10-Dec-109 YELM JUNIOR HZGH SCHOOL - CIVIL IMPROVEMENT STORMW ATER DESIGN 103 DPI 44, 360 44, 354 78, 350 03, 399 75 Length 49 00 Feet Ground elevation up 360 49 Feet Ground elevation down 359 76 Feet Invert elevation up 350 03 Eeet Invert elevation down 349 75 Feet ' Minimum diameter 4 00 Inches Lump sum cost 0 00 Dollars ManningsN 0 00900 ' MinSlope 0 00100 Link number 10 @Adding Sto into Event @Adda.ng Diurnal into Design ' @Adding Event into Design Average Design Flow 0 00 CuFt/Sec Storm flow (no SF) 8 117 Cuft/Sec ' Design flow including SF 8 117 Cuft/Sec Comba.ned SF 1 000 Design diameter 18 00 Inches Invert elev up 350 03 Feet ' Znvert elev down 399 75 Feet Slope 0 00636 Depth of fluid in pipe 12 06 Inches ' d/D 0 670 Partial flow velocity 6 397 Feet/Sec 109 HOL CB10 Tag CB10 Link 10 From line 104 In file C \HYDR A\CMD\YJHS100 Sent to Hold[3] ' 105 106 NEW ZONE 9 107 DPD 0 009, 9, 2, 2, 0 O1, 0 001, 0 9 Mannings n 0 00900 Minimum diameter 9 00 Inches Minimum depth 2 00 Feet Minimum cover 2 00 Feet Minimum velocity 0 0100 Feet/Sec Minimum slope 0 00100 D/d 0 9000 ' Maximum diameter 132 00 Inches 108 SCS 2 32, 0 19, 98, 62, 20, Ol, 520 Computed concentration time 9 33 Minutes Total Time of Concentration 4 33 Minutes Total rainfall falling on impervious 9840 64 CuFt Impervious runoff 9472 39 Cu Ft Portion off impervious 96 26 ~ 1 1 C \HYDRA\CMD\ H YDRA Version 5 85 ' associates morrissette & 7 w ----- --Page-- -18 ---- ----- ------------ - - - - C \HYDRA\CMD\YJHS100 CMD -------- 10 OS 10-Dec -104 ' YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWA TER DESIGN Peak CFS rainfall falling on impervious 0 45 CuFt/Sec Peak CFS runoff from impervious 0 41 CuFt/Sec Equivalant "C" off impervious 0 92 ' Total rainfall falling on pervious 41952 20 CuFt Pervious runoff 28191 50 CuFt Portion off pervious 67 20 ~ Peak CFS rainfall falling on pervious 1 92 CuFt/Sec Peak CFS runoff from pervious 1 22 CuFt/Sec Equivalant "C" off pervious 0 69 v ' Total rainfall falling on segment Total segment runoff 37663 CuFt ~ ow 83 CuFt Portion off segment ~ Peak CFS rainfall falling on segment 2 37 CuFt/Sec Peak CFS runoff from segment 1 64 CuFt/Sec ' Equivalant "C" off segment 0 69 109 INL 99 110 REC CB8 Hold[NUm] 2 Looking up record number 8 111 REC CB10 Hold[Num] 3 ' Looking up record number 10 112 DPI 38, 359 42, 359 22, 349 85, 349 75 Length 38 00 Feet Ground elevation up 359 42 Feet Ground elevation down 354 22 Feet Invert elevation up 399 85 Feet 1 Invert elevation down 399 75 Feet Minimum diameter 4 00 Inches Lump sum cost 0 00 Dollars ManningsN 0 00900 MinSlope 0 00100 Link number 11 @Adding Sto into Event @Adding Da.urnal into Design @Adding Event into Design Average Design Flow 0 00 CuFt/Sec Storm flow (no SF) 10 860 Cuft/Sec ' Design flow including SF 10 860 Cuft/Sec Combined SF 1 000 Drop to comply with Match Point criteria 0 10 Feet ' Design diameter 21 00 Inches Invert elev up 349 75 Feet Invert elev down 399 65 Feet Slope 0 00263 ' Depth o£ fluid in pipe 17 64 Inches d/D 0 890 1 C \HYDRA\CMD\ HYDRA Version 5 85 ~ w morrissette & associates Page 19 C \HYDRA\CMD\YJHS100 CMD 10 OS 10-Dec-104 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN Partial flow velocity 5 000 Feet/Sec 113 HOL CB9 Tag CB9 Link 11 From line 113 In file C \HYDRA\CM D\YJHS100 Sent to Hold[2] 119 115 NEW ZONE 11 116 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 Mannings n 0 009 00 Minimum diameter 4 00 Inches Minrmum depth 2 00 Feet Minimum cover 2 00 Feet Minimum velocity 0 010 0 Feet/Sec Minimum slope 0 001 00 D/d 0 900 0 Maximum diameter 132 00 Inches 117 SCS 1 57, 0 68, 98, 82, 20, O1, 375 Computed concentration time 3 13 Minutes Total Time of Concentration 3 13 Minutes Total rainfall falling on impervious 23833 64 CuFt Impervious runoff 22937 62 CuFt Portion off impervious 96 24 ~ Peak CFS rainfall falling on impervious 1 09 CuFt/Sec Peak CFS runoff from impervious 1 02 CU Ft/Sec Equivalant "C" off impervious 0 99 Total rainfall falling on pervious 11215 83 CuFt Pervious runoff 7539 84 CuFt Portion off pervious 67 18 $ Peak CFS rainfall falling on pervious 0 51 CuFt/Sec Peak CFS runoff from pervious 0 33 CuFt/Sec Equivalant "C" off pervious 0 65 ~~ Total rainfall falling on segment CUFt ~J wE ~ Total segment runoff 30472 46 CuFt !i Portion off segment $ Peak CFS rainfall falling on segment 1 60 Cu Ft/Sec Peak CFS runoff from segment 1 36 Cu Ft/Sec Equivalant "C" off segment 0 85 118 INL 99 C \HYDRA\CMD\ HYDRA Version 5 85 ~ w morrissette ~ assocrates Page 20 C \HYDRA\CMD\YJHS100 CMD 10 O5 10-Dec-104 ' YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN 119 REC CB9 Hold[Num] 2 ' Looking up record number 11 120 DPI 156, 359 08, 343 95, 349 65, 399 31 Length 156 00 Feet Ground elevation up 359 OS Feet Ground elevation down 343 45 Feet Invert elevation up 399 65 Feet Invert elevation down 399 31 Eeet ' Minimum diameter 4 00 Inches Lump sum cost 0 00 Dollars ManningsN 0 00900 MinSlope 0 00100 Link number 12 @Adding S to into Event @Adding D rurnal into Design ' @Adding E vent into Design Average Design Flow 0 00 Cu Ft/Sec Storm flow (no SF) 12 217 Cuft/Sec Design flow including SF 12 217 Cuft/Sec Combined SE 1 000 Design drameter 29 00 Inches Invert elev up 349 65 Feet Invert elev down 399 31 Feet Slope 0 00218 Depth of fluid in pipe 18 00 Inches d/D 0 750 Partial flow velocity 4 776 Feet/Sec 121 HOL CB11 Tag CB11 Link 12 From 11ne 121 In file C \HYDRA\CMD\YJHS100 Sent to Hold[2] 1 122 123 NEW ZONE 12 124 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 Mannings n 0 00900 Minimum diameter 4 00 Inches Minimum depth 2 00 Feet Minimum cover 2 00 Feet Minimum velocity 0 0100 Feet/Sec Minimum slope 0 00100 D/d 0 9000 Maximum diameter 132 00 Inches 125 SCS 0 72, 0 80, 98, 82, 20, O1, 340 Computed concentration time 2 83 Minutes Total Time of Concentration 2 83 Minutes C \HYDRA\CMD\ HYDRA Version 5 85 ' 7 w morrissette & associates Page 21 _______________________________ _ __--------------- C \HYDRA\CMD\YJHS100 CMD ----- ----- 10 OS 10-Dec -109 YELM JCNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMW.A SER DESIGN Total rainfall falling on impervious 12858 91 CuFt Impervious runoff 12375 16 CuFt Portion off impervious 96 29 ~ Peak CFS rainfall falling on impervious 0 59 CuFtlSec Peak CFS runoff from Lmpervious 0 55 CuFt/Sec Equivalant "C" off impervious 0 99 Total rainfall falling on pervious 3214 73 CuFt Pervious runoff 2159 55 CuFt ' Portion off pervious 67 18 ~ Peak CFS rainfall falling on pervious 0 15 CuFt/Sec Peak CFS runoff from pervious 0 0961 CuFt/Sec Equivalant "C" off pervious 0 65 Z ~~i Total rainfall falling on segment CuFt ,J 2 ~ Total segment runoff 19534 71 CuFt Portion off segment ~9D ~3 ~ Peak CFS rainfall falling on segment 0 73 CuFt/Sec Peak CFS runoff from segment 0 65 Cu Ft/Sec Equivalant "C" off segment 0 89 126 INL 99 127 REC CB11 Hold [NUm] 2 Looking up record number 12 ' 128 DPI 107, 358 38, 353 28, 399 21, 348 97 Length 107 00 Feet Ground elevation up 356 38 Feet Ground elevation down 353 28 Feet ' Invert elevation up 349 21 Feet Invert elevation down 398 97 Feet Minimum diameter 9 00 Inches Lump sum cost 0 00 Dollars ManningsN 0 00900 MinSlope 0 00100 Link number 13 @Adding Sto into Event @Adding Diurnal into Design @Adding Event into Design ' Average Design Flow 0 00 CuFt/Sec Storm flow (no SF) 12 867 Cuft/Sec Design flow including SF 12 867 Cuft/Sec Combined SF 1 000 ' Design diameter 24 00 Inches Invert elev up 399 21 Feet Invert elev down 348 97 Feet Slope 0 00224 ' Depth of fluid in pipe 18 98 Inches d/D 0 770 Partial flow velocity 4 899 Feet/Sec C \HYDRA\CMD\ HYDRA Version 5 85 ~ w morrissette & associates Page 22 __________________________________________------ C \HYDRA\CMD\YJHS100 CMD ------- --------- 10 OS 10-Dec-109 YELM JONIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN 129 HOL CB12 Tag CB12 Link 13 From line 129 In file C \HYDRA\CMD\YJHS100 Sent to Hold[2] 130 t 131 NEW ZONE 13 132 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 Mannings n 0 00900 ' Minimum diameter 4 00 Inches Minimum depth 2 00 Feet Minimum cover 2 00 Feet ' Minimum velocity 0 0100 Feet/Sec Minimum slope 0 00100 D/d 0 9000 Maximum diameter 132 00 Inches ' 133 SCS 0 32, 0 83, 98, 82, 20, O1, 233 Computed concentration time 1 94 Minutes Total Time of Concentration 1 94 Minutes Total rainfall falling on impervious 5929 39 CuFt ' Impervious runoff 5706 21 CuFt Portion off impervious 96 24 $ Peak CFS rainfall falling on impervious 0 27 CuFt/Sec ' Peak CFS runoff from impervious 0 26 Cu Ft/Sec Equivalant "C" off impervious 0 96 Total rainfall falling on pervious 1214 45 CuFt Pervious runoff 815 79 CuFt ' Portion off pervious 67 17 ~ Peak CFS rainfall falling on pervious 0 0555 CuFt/Sec Peak CFS runoff from pervious 0 0369 Cu Ft/Sec ' Equivalant "C" off pervious 0 67 ~ Total rainfall falling on segment CuFt v~ Total segment runoff (~ 6521 ~ 95 Cu Ft Portion off segment 9 ~ ' Peak CFS rainfall falling on segment 0 33 CuFt/Sec Peak CFS runoff from segment 0 30 CuFt/Sec Equivalant "C" off segment 0 91 134 INL 99 135 REC CB12 Hold[Num] 2 Looking up record number 13 ' C \HYDRA\CMD\ HYDRA Version 5 85 ~ w morrrssette & associates Page 23 C \HYDRA\CMD\YJHS100 CMD 10 05 10-Dec-109 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMW ATER DESIGN 136 DPI 121, 356 91, 353 41, 398 87, 348 60 Length 121 00 Feet Ground elevation up 356 91 Feet Ground elevation down 353 41 Feet Invert elevation up 398 87 Feet Invert elevation down 348 60 Feet Minimum drameter 4 00 Inches Lump sum cost 0 00 Dollars ManningsN 0 00900 MinSlope 0 00100 Link number 14 @Adding Sto into Event ' @Adding Diurnal into Design @Adding Event into Desrgn Average Design Flow 0 00 Cu Ft/Sec ' Storm flow (no SF) 13 164 Cuft/Sec Design flow including SF 13 164 Cuft/Sec Combined SF 1 000 Design diameter 29 00 Inches ' Invert elev up 398 87 Feet Invert elev down 348 60 Feet Slope 0 00223 Depth of fluid in pipe 18 96 Inches ' d/D 0 790 Partial flow velocity 9 939 Feet/Sec ' 137 HOL CB13 Tag CB13 Link 19 From line 137 In file C \HYDR A\CMD\YJHS100 Sent to Hold [2] 138 ' 139 NEW ZONE 14 140 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 999 Mannings n 0 00900 Minimum diameter 9 00 Inches Minimum depth 2 00 Feet Minimum cover 2 00 Feet Minimum velocity 0 0100 Feet/Sec Minimum slope 0 00100 D/d 0 9000 Maximum diameter 132 00 Inches 191 SCS 0 31, 1 0, 98, 82, 20, O1, 133 ' Computed concentration time 1 11 Minutes Total Time of Concentration 1 11 Minutes ' Total rainfall falling on impervious 6920 59 CuFt Impervious runoff 6660 11 Cu Ft Portion off impervious 96 24 $ 1 ' C \HYDRA\CMD\ HYDRA Version 5 85 ~ w morrissette & associates --------------- ------ ---- Page 24 --- ' ----------------------------- C \HYDRA\CMD\YJHS100 CMD 10 OS 10-Dec-109 YELM JONIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN Peak CFS rainfall falling on impervious 0 32 CuFtlSec Peak CFS runoff from impervious 0 31 Cu Ft/Sec Equivalant "C" off impervious 0 97 '\, ' Total rainfall falling on pervious O OO 00 C Cu Ft ~ t Total rainfall falling on segment 6C E 11 uF ~/ Ft 2 Total segment runoff u Portron off segment 9~ 2 4 °s ' Peak CFS rainfall falling on segment 0 32 Cu Ft/Sec Peak CFS runoff from segment 0 31 CuFt/Sec Equivalant "C" off segment 0 97 142 INL 99 ' 143 DPI 155, 359 52, 352 B6, 398 50, 347 93 Length 155 00 Feet Ground elevation up 359 52 Feet ' Ground elevation down 352 86 Feet Invert elevation up 348 50 Feet Invert elevation down 397 93 Feet Minimum diameter 4 00 Inches ' Lump sum cost 0 00 Dollars ManningsN 0 00900 MinSlope 0 00100 Link number 15 @Adding Sto into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow Storm flow (no SF) Design flow including SF Combined SF Design diameter Invert elev up Invert elev down Slope Depth of fluid in pipe d/D Partial flow velocity 149 HOL CB14 Tag Link From line In file Sent to 0 00 CuFt/Sec 0 307 CuFtlSec 0 307 Cuft/Sec 1 000 6 00 Inches 348 50 Feet 347 93 Feet 0 00368 3 89 Inches 0 690 2 290 Feet/Sec CB19 15 149 C \HYDRA\CMD\YJHS100 Hold[3] 145 146 NEW ZONE 15 197 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 90 C \HYDRA\CMD\ H YDRA Version S 85 ' 3 w morrrssette & associates ------------------------------------------------- -------- Page 25 ----------------- C \HYDRA\CMD\YJHS100 CMD 10 OS 10-Dec-104 YELM JUNIOR HZGH SCHOOL - CIVIL IMPROVEMENT STORMWA TER DESIGN ' Mannings n 0 00900 Minimum diameter 4 00 Inches Minimum depth 2 00 Feet ' Minimum cover 2 00 Feet Minimum velocity 0 0100 Feet/Sec Minimum slope 0 00100 D/d 0 9000 Maximum diameter 132 00 Inches 198 SCS 0 77, 0 76, 98, 82, 20, O1, 283 ' Computed concentration time 2 36 Mrnutes Total Time of Concentration 2 36 Minutes Total rarnfall falling on impervrous 13069 30 CuFt Impervrous runoff 12572 54 CuFt ' Portion off impervious 96 24 0 Peak CFS rainfall falling on impervious 0 60 CuFt/Sec Peak CFS runoff from impervious 0 57 CuFt/Sec ' Equivalant "C" off rmpervrous 0 95 Total rainfall fallrng on pervious 9125 57 CuFt Pervious runoff 2771 23 Cu Ft ' Portioon off pervious Peak CFS rainfall falling on pervious 67 0 17 19 CuFt/Sec Peak CFS runoff from pervious 0 12 CuFt/Sec Equivalant "C" off pervrous 0 66 1 L_J 1 t t 1 Total rainfall falling on Total segment segment runoff 15343 77 CuFt w ki ~~ CuFt 2 Portion off segment ~ Peak CFS rainfall falla.ng on segment 0 79 CuFt/Sec Peak CFS runoff from segment 0 69 CuFt/Sec Equrvalant "C" off segment 0 88 149 INL 99 150 REC CB13 151 REC C819 Hold[Num] Looking up record number Hold[Num] Looking up record number 2 14 3 15 152 DPI 253, 360 31, 356 06, 34B 81, 348 15 Length Ground elevation up Ground elevation down Invert elevation up Invert elevatron down Minimum drameter 253 00 Feet 360 31 Feet 356 06 Feet 348 81 Feet 346 15 Feet 9 00 Inches 1 C \HYDRA\CMD\ HYDRA Version 5 65 ' 7_ w-morrissette-&-associates----=----------- ----------------------===Page=- =26 C \HYDRA\CMD\YJHS100 CMD 10 OS 10-Dec- 104 ll 1 LJ 1 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN Lump sum cost 0 00 Dollars Manna.ngsN 0 00900 MinSlope 0 00100 Link number 16 @Adding Sto into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0 00 CuFt/Sec Storm flow (no SF) 19 163 Cuft/Sec Design flow including SF 14 163 Cuft/Sec Combined SF 1 000 Drop to comply with Match Point criteria 0 88 Feet Design diameter 29 00 Inches Invert elev up 347 93 Feet Invert elev down 347 27 Feet Slope 0 00261 Depth of fluid in pipe 18 72 Inches d/D 0 780 Partial flow velocity 5 312 Feet/Sec 153 HOL CB15 Tag CB15 Link 16 From line 153 In file C \HYDRA\CMD\YJHS100 Sent to Hold [2] 154 155 NEW ZONE 16 156 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 Mannings n 0 00900 Minimum diameter 4 00 Inches Minimum depth 2 00 Feet Minimum cover 2 00 Feet Minimum velocity 0 0100 Feet/Sec Minimum slope 0 00100 D/d 0 9000 Maximum diameter 132 00 Inches 157 SCS 0 29, 0 86, 98, 82, 20, O1, 117 Computed concentration time 0 98 Minutes Total Time of Concentration 0 98 Minutes Total rainfall falling on impervious 5567 73 CuFt Impervious runoff 5358 06 Cu Ft Portion off impervious 96 23 ~ Peak CFS rainfall falling on impervious 0 25 CuFt/Sec Peak CFS runoff from impervious 0 25 Cu Ft/Sec Equivalant "C" off impervious 0 97 Total rainfall falling on pervious 906 37 Cu Ft 1 C \HYDRA\CMD\ HYDRA Version 5 85 Pa e 27 t 1 w morrissette & assocrates 4 C \HYDRA\CMD\YJHS100 CMD 10 05 10-Dec-109 ' YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN 1 1 Pervrous runoff Portron off pervious Peak CFS rainfall falling on pervious Peak CFS runoff from pervious Equivalant "C" off pervrous Total rainfall falling on segment Total segment runoff Portron off segment Peak CFS rarnfall falling on segment Peak CFS runoff from segment Equrvalant "C" off segment 158 INL 99 159 REC CB6 160 REC CB15 Hold[Num] Lookrng up record number Hold[NUm] Looking up record number 353 76, 398 O1, 347 61 Length Ground elevation up Ground elevation down Invert elevation up Invert elevation down Mrnimum diameter Lump sum cost ManningsN MrnSlope Link number 161 DPI 37, 354 93, 1 L~ t t @Adding Sto into Event @Adding Diurnal into Desrgn @Adding Event into Design Average Design Flow Storm flow (no SF) Design flow including SF Combined SF Drop to comply with Match Point criteria Design drameter Invert elev up Invert elev down Slope Depth of fluid rn pipe d/D Partral flow velocity 162 HOL C816 Tag Link From line 608 73 CuFt 67 16 ~ 0 0414 CuFt/Sec 0 0281 CuFt/Sec 0 68 0 Cu Ft ~f'~'~~ 5966 76 Cu Ft / 0 30 CuFt/Sec 0 28 Cu Ft/Sec 0 93 1 6 2 16 37 00 Feet 354 93 Feet 353 76 Feet 398 O1 Feet 397 61 Feet 9 00 Inches 0 00 Dollars 0 00900 0 00100 17 0 00 CuFt/Sec 17 889 Cuft/Sec 17 889 Cuft/Sec 1 000 0 74 Feet 21 00 Inches 347 27 Feet 346 87 Feet 0 0108 15 12 Inches 0 720 9 547 Feet/Sec CB16 17 162 1 1 1 1 t 1 1 1 1 1 C \HYDRA\CMD\ HYDRA Version 5 85 ~ w morrissette & associates Page 28 ------------------------- ----------- -- -------- - C \HYDRA\CMD\YJHS100 CMD 10 OS 10-Dec-104 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN In file C \HYDRA\CMD\YJHS100 Sent to Hold [1] 163 164 NEW INFILTRATION GALLARY 165 REC CB16 Hold[Num] Lookrng up record number 166 RED (0/6 97, 65002/6 79) 167 RES 349, 346, 350, OVER Number of points on Volume/Discharge curve Maximum capacity of reservoir Inlet elevation Outlet elevation Link number @Adding Sto into Event @Adding Diurnal into Design @Adding Event into Design 168 169 END Average Design Flow Storm flow (no SF) Design flow including SF Combined SF 1 17 2 INFINITE 349 00 Feet 346 00 Feet 18 CuFt/Sec 17 8 9 uft/Sec 17 889 uft/Sec 1 000 1 1 C \HYDRA\CMD\ HYDRA Version 5 85 ' 0 w morrissette & associates Page 29 C \HYDRA\CMD\YJHS100 CMD 10 OS 10-Dec-104 1 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMW ATER DESIGN ------ S U M M A R Y O F A N A L Y S I S------ ' Run number on command file 18 Number of links 19 Number of hydrographs 72 Total sanitary population 0 Total sanitary area 0 00 Acres Total storm area 21 51 Acres ' Number of pumps Number of reservoirs 0 1 Number of diversion structures 0 Number of inlets 17 Length of new pipe 2461 00 Feet ' Length of existing pipe 0 00 Feet Length of channel 0 00 Feet Length of gutter 0 00 Feet Length of transport units 0 00 Eeet Length of pressure pipe 0 00 Feet 1 Closa.ng DBF and NDX Files 1 1 1 JOB YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN REM --- 100 YEAR STORM EVENT FOR DETENTION SIZING THE l YEAH S1URM REM FOR EROSION CONTROL AND THE 6 YEAR STORM EVENT FOR TREATMENT REM TOT 6 15 REM TOT 2 80 TOT 1 79 FIL C \HYE\lA INC REM FILE C \HYDRA\CMD\YJHS6 CMD NEW STORMWATER SIZING REM THIS FILE CREATES STORMWATER RUNOFF FLOWS GENERATED REM DURING THE 100-YEAR THE 2 YEAR AND THE 6-MONTH 24-HOUR STORM REM EVENTS FOR STORAGE EROSION COTROL AND TREATMENT FOR THE YELM REM JUNIOR HIGH SCHOOL CIVIL STORMWATER IMPROVEMENTS THE METHODOLOGY REM IS CONSISTANT WITH THE 1992 STORMWATER MANUAL FOR THE POGET REM SOUND BASIN REM THERE IS 30 60 ACRES WITHIN THE BOUNDARY OF THE REM JUNIOR HIGH SCHOOL SITE THE EXISITNG MILL ELEMENTARY SCHOOL REM IS DIRECTED TO A SWALE AND INTO AN UNDERGROOND INFILTRATION REM GALLERY THE NEW JONIOR HIGH SCHOOL PROJECT IS DIVIDIED INTO REM 16 ZONES STORMWATER FROM THE ZONES IS CONVEYED TO REM A VORTECHNICS TREATMENT DEVICE THIS MODEL SIZES TREATMENT REM DEVICES AND THE INFILTRATION POND TO MEET THE 1992 DOE REM MANUAL FOR THE PUGET SOUND BASIN USING THE 100 YEAR/29 HOUR EVENT REM FOR STORAGE AND THE 6 MONTH/29 HOUR EVENT FOR TREATMENT NEW ZONE 1 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 SCS 1 3, 0 34, 96, 82, 20, O1, 317 INL 99 DPI 175, 358 84, 355 67, 350 70, 350 32 HOL CB1 NEW ZONE 2 DPD 0 009, 4, 2, 2, 0 Ol, 0 001, 0 9 SCS 0 18, 0 58, 98, 82, 20, 015, 80 INL 99 REC CB1 DPI 92, 357 30, 356 1, 350 22, 350 02 HOL CB2 NEW ZONE 3 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 SCS 0 47, 0 88, 98, B2, 20, 015, 172 INL 99 REC CB2 DPI 129, 358 93, 355 85, 399 92, 349 64 HOL CB3 NEW ZONE 9 DPD 0 009, 9, 2, 2, 0 O1, 0 001, 0 9 SCS 0 56, 0 B9, 98, 82, 20, 015, 242 INL 99 REC CB3 DPI 118, 358 22, 359 59, 399 54, 349 28 ~~ ~J ' HOL CB4 NEW ZONE 5 ' DPD 0 009, 9, 2, 2, 0 O1, 0 001, 0 9 SCS 1 9, 0 82, 98, 82, 20, O1, 305 INL 99 ' REC CB9 DPI 115, 357 99, 353 91, 348 78, 348 53 HOL CB5 ' NEW ZONE 6 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 SCS 0 05, 0 33, 98, 82, 20, O1, 57 INL 99 REC CBS DPI 199, 355 28, 35 4 42, 398 93, 398 11 HOL CB6 NEW ZONE 7 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 SCS 0 85, 0 14, 98, 82, 20, O1, 307 INL 99 DPI 92, 361 55, 356 94, 352 75, 352 55 ' HOL CB7 NEW ZONE 8 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 SCS 0 68, 0 24, 98, 82, 20, O1, 392 INL 99 REC CB7 DPI 298, 359 47, 35 6 O5, 352 45, 351 79 ' HOL CBB NEW ZONE 17 MILL PO ND STORMWATER DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 ' SCS 9 63, 0 98, 98, 82, 20, O1, 140 INL 99 DPI 387, 359 94, 35 8 71, 350 98, 350 13 ' HOL CB17 NEW ZONE 10 DPD SCS 0 009, 4, 2, 0 09, 1 0, 9 2, 8, 0 O1, 0 82, 20, 001, O1, 0 9 281 REC CB17 INL 99 DPI 44, 360 44, 354 78, 350 03, 349 75 ' HOL CB10 NEW ZONE 9 ' DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 SCS 2 32, 0 19, 98, 82, 20, Ol, 520 INL 99 REC CB8 ' REC CB10 DPI 38, 359 42, 354 22, 349 85, 349 75 HbL CB9 NEW ZONE 11 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 SCS 1 57, 0 68, 98, 82, 20, O1, 375 INL 99 REC CB9 DPI 156, 359 08, 393 45, 349 65, 399 31 ' HOL CB11 NEW ZONE 12 DPD 0 009, 9, 2, 2, 0 O1, 0 001, 0 9 SCS 0 72, 0 80, 96, 82, 20, Ol, 340 INL 99 REC CB11 DPI 107, 358 38, 353 28, 349 21, 398 97 ' HOL CB12 ' NEW DPD ZONE 13 0 009, 4, 2, 2, 0 Ol, 0 001, 0 9 SCS 0 32, 0 83, 98, 82, 20, O1, 233 INL 99 REC CB12 ' DPI 121, 356 91, 353 41, 348 87, 398 60 HOL CB13 ' NEW ZONE 19 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 SCS 0 31, 1 0, 98, 8 2, 20, O1, 133 INL 99 ' DPI 155, 359 52, 352 86, 348 50, 347 93 HOL CB14 1 1 1 NEW ZONE 15 DPD 0 009, 9, 2, 2, 0 O1, 0 001, 0 90 SCS 0 77, 0 76, 98, 62, 20, O1, 283 INL 99 REC CB13 REC CB14 DPI 253, 360 31, 356 06, 346 81, 348 15 HOL CB15 NEW ZONE 16 DPD 0 009, 9, 2, 2, 0 O1, 0 001, 0 9 SCS 0 29, 0 66, 96, 82, 20, O1, 117 INL 99 REC CB6 REC CB15 DPI 37, 354 93, 353 76, 348 O1, 347 61 HOL CB16 NEW INFILTRATION GALLARY REC CB16 RED (0/6 97, 65002/6 79) RES 349, 346, 350, OVER END t t t t t C (HYDRA\CMD\ HYDRA Version 5 85 ~ w morrissette & associates Paye 1 -------------------------------------------- ---- ---------------- C \HYDRAICMD\YJHS6 CMD 10 23 10-Dec-109 CFS YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN *** ZONE 1 Pipe Design Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Diam Up/Dn Inf Mis Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DiffOp Diffpn Cost 1 175 0 0022 350 70 0 0 0 2 0 16 9 81 358 84 355 67 6 350 32 0 0 0 0 1 59 8 14 350 95 350 57 0 0 50 5 35 7 89 5 10 Lateral length= 175 Upstream length= 175 *** ZONE 2 Pipe Design Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Diam Up/Dn Inf Mis Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DiffOp DiffDn Cost 2 92 0 0022 350 22 0 0 0 2 0 19 5 54 357 30 356 10 6 350 02 0 0 0 0 1 64 7 OS 350 50 350 30 0 0 56 6 08 6 BO 5 80 Lateral length= 92 Upstream length= 267 *** ZONE 3 Pipe Design Link Lony Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Da.am Up/Dn Inf Mis Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DiffOp DiffDn Cost 3 129 0 0022 399 92 0 0 0 3 0 30 5 67 35B 93 355 85 6 399 64 0 0 0 0 1 89 8 51 350 29 350 02 0 0 75 6 21 8 13 5 83 ---------------------------------------------------- Lateral length= 129 Upstream length= 396 *** ZONE 4 Pipe Design Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Diam Up/Dn Inf Mis Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DiffUp DiffDn Cost 4 118 0 0022 349 54 0 0 0 9 0 43 9 59 356 22 354 59 8 399 28 0 0 0 0 2 04 8 66 399 93 349 67 0 0 58 5 31 8 29 4 92 Lateral length= 118 Upstream length= 519 i t t t C \HYDRA\CMD\ HYDRA Version 5 85 ~ w morrissette & associates Page 2 ----------------------------------------------- ---- CFS C \HYDRA\CMD\YJHS6 CMD 10 23 10-Dec-104 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN *** ZONE 5 Pipe Design Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Diam Up/Dn Inf Mis Vet Up/Dn HGLUp HGLDn Estimated d/D Cover DiffUp Da.ffDn Cost 5 115 0 0022 346 78 0 0 0 7 0 75 9 16 357 99 353 41 8 398 53 0 0 0 0 2 38 9 21 349 33 399 08 0 0 83 4 88 8 66 4 33 ---------------------------------------------------- Lateral length= 115 Upstream length= 629 *** ZONE 6 Pipe Design Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Diam Up/Dn Inf Mis Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DiffUp DiffDn Cost 6 199 0 0022 348 93 0 0 0 8 0 76 5 59 355 28 354 42 8 348 11 0 0 0 0 2 41 6 85 348 98 348 66 0 0 83 6 31 6 30 5 76 Lateral length= 144 Upstream length= 773 *** ZONE 7 Link Long Slope Invert San Sto Qdes Diam Up/Dn Inf Mis Vel d/D 7 92 0 0022 352 75 0 0 0 1 0 06 4 352 55 0 0 0 0 1 25 0 56 -------------------------`------ Lateral length= 92 Upst *** ZONE B Link Long Slope Invert San Sto Qdes Diam Up/Dn Inf Mis Vel d/D 8 298 0 0022 352 45 Q O 0 1 0 13 6 351 79 0 0 0 0 1 47 0 45 ------------------------------ Lateral length= 298 Upst Depth Up/Dn Cover 4 03 8 80 9 39 =eam lei Depth Up/Dn Cover 3 72 7 02 4 26 ream lei GrUp HGLUp DiffUp 361 55 352 94 8 61 ~gth= GrUp HGLUp DiffOp 359 97 352 67 6 79 igth= Pipe Design GrDn SrCh/Dlt HGLDn Estimated DiffDn Cost 356 94 352 74 0 4 20 92 Pipe Design GrDn SrCh/Dlt HGLDn Estimatet DiffDn Cost 356 OS 352 02 0 4 04 390 t r 1 1 t t C \HYDRA\CMD\ HYDRA Version 5 85 ~ w morrrssette & associates Page 3 C \HYDRA\CMD\YJHS6 CMD 10 23 10-Dec-109 CFS YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN *** ZONE 17 MILL PO Link Long Slope Dram 9 387 0 0022 12 Lateral ND STOR Invert Up/Dn 350 98 350 13 length ~7WATER San Sto Qdes Inf Mis Vel d/D 0 0 1 5 1 49 0 0 0 0 2 81 - _ 0 64 = 387 Upst Depth Up/Dn Cover 7 38 8 46 - B-58 ream le GrUp HGLUp DiffOp 359 49 351 62 _-_--7 82 igth= Pipe Design GrDn SrCh/Dlt HGLDn Estimated DrffDn Cost 356 71 350 77 0 ---7 99 387 *** ZONE 10 Pipe Design Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Diam Up/Dn Inf Mis Vel Up/Dn HGLUp HGLDn Estimated d/D Cover Diff Up Diff Dn Cost 10 44 0 0064 350 03 0 0 1 5 1 52 4 13 360 44 354 78 10 399 75 0 0 0 0 4 17 10 41 350 55 350 96 0 D 62 5 03 9 89 9 32 ---------------------------------------------------- Lateral length= 44 Upstream length= 431 *** ZONE 9 Link Long Slope Invert San Sto Qdes Dram Up/Dn Inf Mis Vel d/D 11 38 0 0026 399 75 0 0 1 8 1 84 12 399 65 0 0 0 0 3 18 0 69 Lateral length= 38 Upst Depth Up/Dn Cover 3 99 9 67 9 57 ream le GrUp HGLUp DiffOp 359 42 350 96 8 96 igth= Pipe Design GrDn SrCh/Dlt HGLDn Estimated DrffDn Cost 359 22 350 46 0 3 76 859 *** ZONE 11 Pipe Design Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Diam Up/Dn Inf Mis Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DiffUp DiffDn Cost 12 156 0 0022 349 65 0 0 2 1 2 14 -6 99 359 08 343 95 ***/*** 12 399 31 0 0 0 0 3 10 9 43 350 46 350 12 0 0 81 -5 86 8 62 -6 67 ---------------------------------------------------- Lateral length= 156 Upstream length= 1015 1 t 1 1 t C \HYDRA\CMD\ HYDRA Version 5 65 ~ w morrissette & associates Page 9 C \HYDRA\CMD\YJHS6 CMD 10 23 10-Dec-109 CFS YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN *** ZONE 12 Lrnk Long Slope Invent San Sto Qdes Diam Up/Dn Inf Mis Vel d/D 13 107 0 0022 349 21 0 0 2 3 2 30 12 348 97 0 0 0 0 3 19 0 85 -------------------------------- Lateral length= 107 Upst Depth Up/Dn Cover 3 23 9 17 9 31 seam lei GrUp HGLUp DiffUp 358 38 350 06 8 32 igth= Pipe Desrgn GrDn SrCh/Dlt HGLDn Estimated DiffDn Cost 353 28 399 82 0 3 96 L122 *** ZONE 13 Pipe Design Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Diam Up/Dn Inf Mis Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DiffUp DiffDn Cost 19 121 0 0022 398 87 0 0 2 4 2 37 3 73 356 91 353 41 12 398 60 0 0 0 0 3 21 8 04 399 75 399 48 0 0 88 9 81 7 16 3 93 Lateral length= 121 Upstream length= 1243 *** ZONE 14 Link Long Slope Invert San Sto Qdes Diam Up/Dn Inf Mis Vel d/D 15 155 0 0037 398 50 0 0 0 1 0 08 4 397 93 0 0 0 0 0 97 ----------------------------0 56 Lateral length= 155 Upst Depth Up/Dn Cover 4 57 11 02 4 93 ream lei GrUp HGLUp DiffOp 359 52 348 83 --10 69 igth= Pipe Design GrDn SrCh/D1t HGLDn Estimates DrffDn Cost 352 86 *** 348 67 0 4 19 155 *** ZONE 15 Pipe Design Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Diam Up/Dn Inf Mis Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DiffUp DiffDn Cost 16 253 0 0026 347 93 0 0 2 6 2 62 7 94 360 31 356 06 15 347 27 0 0 0 0 3 41 12 38 346 67 398 O1 0 0 59 8 79 11 64 8 OS ---------------------------------------------------- Lateral length= 253 Upstream length= 1651 t 1 t 1 t 1 t t t 1 t C \HYDRA\CMD\ HYDRA Version 5 85 7 w morrissette & associates Page 5 --------------------------------------------------------------------- C \HYDRA\CMD\YJH56 CMD 10 23 10-Dec-109 CFS YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN *** ZONE 16 Pipe Design Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Diam Up/Dn In£ Mis Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DiffUp Dif£Dn Cost 17 37 0 0108 397 27 0 0 3 4 3 45 5 61 359 93 353 76 12 396 87 0 0 0 0 6 28 7 66 347 92 347 52 0 0 65 6 89 7 O1 6 24 --------------------------------------------------- Lateral length= -37 - Upstream length= 2461 ---------- -------------------- Lateral length= 0 Upstream length= 0 *** INFILTRA Cost Link Exfil 19 0 0 PION GALLARY Invert ---------- Up/Dn/Ovr 349 00 Incoming 346 00 Discharge 350 00 Overflow Stored Lateral length Reservoir -- Maximum Flow Values ----------------- San Inf Sto Mis Design 0 00 0 00 IS Qhl 0 00 3 45 0 00 0 00 3 45 0 00 3 45 0 00 0 00 0 00 0 00 0 00 0 0 0 s 0 0 0 Upstream length= 2461 t t 1 1 u C t 1 C t C \HYDRA\CMD\ HYDRA Version 5 85 ~ w morrissette & associates Page 1 C \HYDRA\CMD\YJHS6 CMD 10 23 10-Dec-104 NONE Status of DEFAULTS at start of run Command file C \HYDRA\CMD\YJHS6 CMD I Input units are read as USA I Warnings are turned OFF I Output sent to display Detailed I Output sent to printer Off I Output sent to file Detailed I Paper width in a.nches 8 000 I String to reset printer 27 51 36 18 I String to set printer to compressed 17 15 String to set printer to 8 lines/inch 8 27 51 27 Name of printer Epson, FX series I Print heading at top of page ON I Number of steps in hydrograph 166 I Step length in minutes 60 Significant flow in hydrograph 0 010 I Infiltration Diurnala.zation Factor 0 980 I Maximum plot value Selected by HYDRA I Type of hydrographic plot Compact I Sanitary flow by Diurnal Curve I Delay to start of actual storm 0 00 I Rational Method computations OFF I SCS computations Santa Barbara I Continuous simulation computations ON I Maximum d/D for pipe design/analysis 0 900 ~ Match point position on pipe 0 00 or Invert I Number of allowable dram drops 999 I Mimimum drop thru manhole 0 000 I Manning's n Variable Routing technique 4uick Calculate sanitary flows ON I Calculate infiltration flows ON I Calculate misc flows ON Listing of acceptable diameters (Changed by the PCO command) I 9 6 8 10 12 15 18 21 24 27 30 I 33 36 39 42 95 48 54 60 66 72 78 I 84 90 96 102 108 114 120 132 1 JOB YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN 2 REM --- 100 YEAR STORM EVENT FOR DETENTION SIZING THE 2 YEAR STORM 3 REM FOR EROSION CONTROL AND THE 6 YEAR STORM EVENT FOR TREATMENT 4 5 REM TOT 6 15 6 REM TOT 2 80 7 TOT 1 79 Total rainfall 1 79 Inches t 1 C \H YDRA\ CMD\ HYDRA Version 5 85 ~ w morri ssette & associates Page 2 ' C \H YDRA\CMD\YJHS6 CMD 10 23 10-Dec-104 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN 8 FIL C \HYE\lA INC ' - -STA RT OF SUB-FILE------ 1 2 HYE 10 0 009 0 009 0 009 0 004 0 004 0 004 0 009 0 004 0 009 0 004 0 ' 3 0 0 005 + 05 0 005 0 005 0 005 0 005 0 006 0 006 0 006 0 006 0 006 0 006 0 007 + 4 0 007 0 007 0 007 0 007 0 007 0 0082 0 0082 0 0082 0 0082 0 00 82 0 0082 0 0095 + S 0 0095 0 0095 0 0095 0 0095 0 0095 0 0134 0 0139 0 0139 0 0180 ' 0 0180 0 034 0 054 + 6 0 027 0 018 0 0134 0 0139 0 0139 0 0068 0 0088 0 0088 0 OOBB 0 0088 0 0068 0 0088 + 1 7 0 0088 0 0088 0 0088 0 0088 0 0088 0 0072 0 0072 0 0072 0 0072 0 0072 0 0072 0 0072 + 8 0 0072 0 0072 0 0072 0 0072 0 0072 0 0057 0 0057 0 0057 0 0057 0 0057 0 0057 0 0057 + ' 9 0 0057 0 0057 0 0057 0 0057 0 0057 0 0050 0 0050 0 0050 0 0050 0 0050 0 0050 0 0050 + 10 0 0050 0 0050 0 0050 0 0050 0 0050 0 0040 0 0040 0 0040 0 0090 ' 0 0090 0 0090 0 0040 + 11 0 0040 0 0040 0 0090 0 0090 0 0040 0 0040 0 0040 0 0040 0 0040 0 0040 0 0040 0 0040 + 12 0 0090 0 0040 0 0040 0 0090 0 0040 0 0040 0 0090 0 0040 0 0040 0 0090 0 0090 0 0040 + 13 0 0040 0 0040 0 0090 0 0090 0 0040 0 0040 0 0040 0 0040 0 0040 0 0040 0 0040 0 0090 +0 0040 Step time 10 00 Minutes Total in original hyetograph 0 17 Inches ' Adz usting hyetograph from 10 00 minutes to 60 00 minutes To tal volume rain in production hyetograph 1 79 Inches ' 15 RET Maximum intensity 0 29 Inches/Hr - -- EN D OF SUB-FILE ------ 9 REM FILE C \HYDRA\CMD\YJHS6 CMD 10 NEW STORMWATER SIZING ' 11 12 REM THIS FILE CREATES STORMWATER RUNOFF FLOWS GENERATED 13 REM DURING THE 100-YEAR THE 2 YEAR AND THE 6-MONTH 29-HOUR STORM ' 14 REM EVENTS FOR STORAGE EROSION COTROL AND TREATMENT FOR THE YELM 15 REM JUNIOR HIGH SCHOOL CIVIL STORMWATER IMPROVEMENTS THE METHODOLOGY 16 REM IS CONSISTANT WITH THE 1992 STORMWATER MANUAL FOR THE PUGET 17 REM SOUND BASIN t 18 19 REM THERE IS 30 60 ACRES WITHIN THE BOUNDARY OF THE 20 REM JUNIOR HIGH SCHOOL SITE THE EXISITNG MILL ELEMENTARY SCHOOL ' 21 REM IS DIRECTED TO A SWALE AND INTO AN UNDERGROUND INFILTRATION 22 REM GALLERY THE NEW JUNIOR HIGH SCHOOL PROJECT IS DI VIDIED INTO 23 REM 16 ZONES STORMWATER FROM THE ZONES IS CONVEYED TO 24 REM A VORTECHNICS TREATMENT DEVICE THIS MODEL SIZES TREATMENT ' 25 REM DEVICES AND THE INFILTRATION POND TO MEET THE 1992 DOE 1 1 1 C \HYDRA\CMD\ HYURA Versron 5 85 3 w morrissette & associates ----- -- -------- ----- ---- Page 3 -- --- ----- --- -------------------- C \HYDRA\CMD\YJHS6 CMD -- -- ---- 10 23 10-Dec-109 ' YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN 26 REM MANUAL FOR THE PUGET SOUND BASIN USING THE 100 YEAR/24 HOUR EVENT 27 REM FOR STORAGE AND THE 6 28 MONTH/24 HOUR EVENT FOR TREATMENT 29 NEW ZONE 1 30 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 1 1 1 1 Mannings n Minimum diameter Minimum depth Minimum cover Minimum velocity Minimum slope D/d Maximum diameter 31 SCS 1 3, 0 34, 96, 82, 20, Ol, 317 Computed concentration time Total Time of Concentratron Total rainfall falling on impervious Impervious runoff Portron off impervrous Peak CFS rainfall falling on impervious Peak CFS runoff from impervious Equivalant "C" off impervious Total rainfall fallrng on pervious Pervious runoff Portion off pervious Peak CFS rainfall falling on pervious Peak CFS runoff from pervious Equivalant "C" off pervious Total rainfall falling on segment Total segment runoff Portion off segment Peak CFS rainfall fallrng on segment Peak CFS runoff from segment Equivalant "C" off segment 0 00900 4 00 Inches 2 00 Feet 2 00 Feet 0 0100 Feet/Sec 0 00100 0 9000 132 00 Inches 2 64 Minutes 2 69 Minutes 2871 98 CuFt 2516 39 Cu Ft 67 62 ~ 0 13 CuFt/Sec 0 12 CuFt/Sec 0 89 5575 03 Cu Ft 1606 10 CuFt 28 81 ~ 0 25 CuFt/Sec 0 0388 CuFt/Sec 0 15 6447 O1 CuFt 4122 50 CuFt 48 80 8 0 39 Cu Ft/Sec 0 16 Cu Ft/Sec 0 40 1 32 INL 99 33 DPI 175, 358 89, 355 67, 350 70, 350 32 Length Ground elevation up Ground elevation down Invert elevation up Invert elevation down Minimum diameter Lump sum cost MannrngsN MrnSlope 175 00 Feet 358 84 Feet 355 67 Feet 350 70 Feet 350 32 Feet 4 00 Inches 0 00 Dollars 0 00900 0 00100 1 1 C \HYDRA\CMD\ HYDRA Version 5 65 ' 7-w-morrissette-&-associates--------- - ---------- --- ------ ----------Page----4 C \HYDRA\CMD\YJHS6 CMD 10 23 10-Dec-109 ' YELM JUNIOR HIGH SCHOOL - CI VIL IMPROVEMENT STORMWATER DESIGN Link number 1 1 @Adding Sto into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0 00 Cu Ft/Sec Storm flow (no SF) 0 156 Cuft/Sec ' Design flow including SF 0 156 Cuft/Sec Combined SF 1 000 LJ 34 HOL CB1 u t t t ~I 35 36 37 38 Design diameter Invert elev up Invert elev down Slope Depth of fluid in pipe d/D Partial flow velocity Tag Link From line In file Sent to NEW ZONE 2 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 Mannings n Minimum diameter Minimum depth Minimum cover Minimum velocity Minimum slope D/d Maximum diameter SCS 0 18, 0 58, 98, 82, 20, 015, 80 Computed concentration time Total Time of Concentration Total rainfall falling on impervious Impervious runoff Portion off impervious Peak CFS rainfall falling on impervious Peak CFS runoff from impervious Equivalant "C" off impervious Total rainfall falla.ng on pervious Pervious runoff Portion off pervious Peak CFS rainfall falling on pervious 6 00 Inches 350 70 Feet 350 32 Feet 0 00217 3 00 Inches 0 500 1 543 Feet/Sec CB1 1 34 C \HYDRA\CMD\YJHS6 Hold [1] 0 00900 9 00 Inches 2 00 Feet 2 00 Feet 0 0100 Feet/Sec 0 00100 0 9000 132 00 Inches 0 54 Minutes 0 54 Minutes 678 36 Cu Ft 599 21 CuFt 87 59 $ 0 0310 Cu Ft/Sec 0 0267 Cu Ft/Sec 0 93 991 23 Cu Ft 141 35 CuFt 28 77 $ 0 0229 CuFt/Sec II C \HYDRA\CMD\ HYDRA Version 5 85 ' ~ w morrissette & associates ---- -------- Page 5 ----------- C \HYDRA\CMD\YJHS6 CMD 10 23 10-Dec-104 ' YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN Peak CFS runoff from pervious 0 00363 Cu Ft/Sec ' Equivalant "C" off pervious 0 16 Total rainfall falling on segment 1169 59 CuFt Total segment runoff 735 56 CuFt Portion off segment 62 89 8 Peak CFS rainfall falling on segment 0 0534 CuFt/Sec Peak CFS runoff from segment 0 0323 CuFt/Sec Equivalant "C" off segment 0 60 39 INL 99 40 REC CB1 Hold[Num] 1 ' Looking up record number 1 91 DPI 92, 357 30, 356 1, 350 22, 350 02 Length 92 00 Feet ' Ground elevation up 357 30 Feet Ground elevation down 356 10 Feet Invert elevation up 350 22 Feet Invert elevation down 350 02 Feet ' Minimum diameter 9 00 Inches Lump sum cost 0 00 Dollars ManningsN 0 00900 1 MinSlope 0 00100 Link number 2 @Adding Sto into Event @Adding Diurnal into Design ' @Adding Event into Design Average Design Flow 0 00 CuFt/Sec Storm flow (no SF) 0 188 Cuft/Sec Design flow including SF 0 188 Cu£t/Sec ' Combined SF 1 000 Design diameter 6 00 Inches Invert elev up 350 22 Feet ' Invert elev down 35D 02 Feet Slope 0 00217 Depth of flurd in pipe 3 36 Inches d/D 0 560 ' Partial flow velocity 1 692 Feet/Sec 42 HOL CB2 Tag CB2 ' Link 2 From line 42 In file C \HYDRA\CMD\YJHS6 1 Sent to Hold [1] 93 44 NEW ZONE 3 ' 45 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 1 C \HYDRA\CMD\ HYDRA Version 5 85 ~-w_morrissette-&_associates------- ------------------- -------------Page--- 6 C \HYDRA\CMD\YJH56 CMD 10 23 10-Dec-109 ' YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN Mannings n 0 00900 Minimum diameter 4 00 Inches Minimum depth 2 00 Feet Minimum cover 2 00 Feet Minimum velocity 0 0100 Eeet/Sec Ma.nimum slope 0 00100 D/d 0 9000 Maximum diameter 132 00 Inches 46 SCS 0 97, 0 88, 98, 82, 20, 015, 172 ' Computed concentration time 1 17 Minutes Total Time of Concentration 1 17 Minutes ' Total rainfall falling on impervious 2687 95 CuFt Impervious runoff 2354 64 CuFt Portion off impervious 87 62 ~ Peak CFS rainfall failing on impervious 0 12 CuEt/Sec ' Peak CFS runoff from impervious 0 11 CuFt/Sec Equivalant "C" off impervious 0 91 Total rainfall falling on pervious 366 97 CuFt Pervious runoff 105 50 CuFt ' Portion off pervious 28 79 0 Peak CFS rainfall falling on pervious 0 0167 CuFt/Sec Peak CFS runoff from pervious 0 00266 CuFt/Sec ' Equivalant "C" off pervious 0 16 Total rainfall falling on segment 3053 92 CuFt Total segment runoff 2460 13 CuFt Portion off segment 80 56 8 Peak CFS rainfall falling on segment 0 14 CuFt/Sec Peak CFS runoff from segment 0 11 CuFt/Sec Equivalant "C" off segment 0 62 ' 47 INL 99 48 REC CB2 Hold[NUm] 1 Looking up record number 2 ' 99 DPI 129, 358 43, 355 85, 349 92, 349 64 Length 129 00 Feet Ground elevation up 358 93 Feet Ground elevation down 355 85 Feet Invert elevation up 399 92 Feet Invert elevation down 399 64 Feet Minimum diameter 4 00 Inches Lump sum cost 0 00 Dollars ManningsN 0 00900 MinSlope 0 00100 Link number 3 C \HYDRA\CMD\ HYDRA Version 5 85 7 w morrassette & associates Page 7 C \HYDRA\CMD\YJHS6 CMD 10 23 10-Dec-109 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN @Addang Sto into Event @Addang Drurnal into Design @Addang Event into Desrgn ' S0 HOL CB3 Average Design Flow Storm flow (no SF) Design flow including SF Combined SF Desrgn diameter Invert elev up Invert elev down Slope Depth of fluid an pipe d/D Partial flow velocity Tag Lrnk From line Zn file Sent to ' S1 52 NEW ZONE 9 53 DPD 0 009, 4, 2, 2, 0 Ol, 0 001, 0 9 Mannings n ' Minimum diameter Minimum depth Minimum cover Minimum velocity Minimum slope D/d Maximum diameter 59 SCS 0 56, 0 89, 98, 82, 20, 015, 242 1 Computed concentration tame Total Tame of Concentration 0 00 Cu Ft/Sec 0 303 Cuft/Sec 0 303 Cuft/Sec 1 D00 6 00 Inches 399 92 Feet 349 69 Feet 0 00217 9 50 Inches 0 750 1 892 Feet/Sec CB3 3 50 C \HYDRA\CMD\YJHS6 Hold [1] 0 00900 9 00 Inches 2 00 Feet 2 00 Feet 0 0100 Feet/Sec 0 00100 0 9000 132 00 Inches 1 65 Minutes 1 65 Minutes Total rainfall falling on impervious 3056 52 CuFt Impervi ous runoff 2678 03 Cu Ft Portion off impervious 67 62 $ Peak CFS rainfall falling on impervious 0 14 Cu FtlSec Peak CFS runoff from impervious 0 13 CuFt/Sec Equavalant "C" off impervious 0 91 Total rainfall falling on pervious ' Pervious runoff Portion off pervious Peak CFS rainfall falling on pervious Peak CFS runoff from pervious 1 582 19 Cu Ft 167 69 CuFt 28 79 ~ 0 0266 Cu Ft/Sec 0 00417 Cu Ft/Sec t 1 C \HYDRA\CMD\ HYDRA Version 5 85 ' 7 w morrissette & associates ------------- ----- - - - - - ------ Page B -------- - - --------------- - --- C \HYDRA\CMD\YJHS6 CMD 10 23 10-Dec-109 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN Equivalant "C" off pervious 0 16 Total rainfall falling on segment 3638 71 Cu Ft Total segment runoff 2845 67 CuFt Portion off segment 78 21 ~ ' Peak CFS rainfall falling on segment 0 17 CuFt/Sec Peak CFS runoff from segment 0 13 Cu Et/Sec Equivalant "C" off segment 0 79 55 INL 99 56 REC CB3 Hold[Num] 1 ' Looking up record number 3 57 DPI 118, 358 22, 354 59, 399 54, 399 28 Length 118 00 Feet ' Ground elevation up 356 22 Eeet Ground elevation down 354 59 Feet Invert elevation up 399 54 Feet Invert elevation down 349 28 Feet ' Minimum diameter 9 00 Inches Lump sum cost 0 00 Dollars ManningsN 0 00900 ' MinSlope 0 00100 Link number 9 @Adding Sto into Event @Adding Diurnal into Design ' @Adding Event into Design Average Design Flow 0 00 CuFt/Sec Storm flow (no SF) 0 434 Cuft/Sec ~ Design flow including SF 0 934 Cuft/Sec ' Combined SF 1 000 Design diameter 8 00 Inches Invert elev up 349 59 Feet Invert elev down 349 28 Feet Slope 0 00220 Depth of fluid a.n pipe 9 64 Inches d/D 0 580 ' Partial flow velocity 2 043 Feet/Sec 58 HOL CB9 Tag CB4 Link 4 From line 58 In file C \HYDRA\CMD\YJHS6 Sent to Hold[1] ' 59 60 NEW ZONE 5 t 61 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 [~ 1 C \HYDRA\CMD\ HYDRA Version 5 85 1-w-morrissette-&-associates------------------------- ------ ------ ---Page----9 C \HYDRA\CMD\YJHS6 CMD 10 23 10-Dec-109 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN Mannings n Minimum diameter 0 9 00900 00 Inches Minimum depth 2 00 Feet Minimum cover 2 00 Feet Minimum velocity 0 0100 Feet/Sec ' Minimum slope 0 00100 D/d 0 9000 Maximum diameter 132 00 Inches 62 SCS 1 9, 0 82, 98, 82, 20, 01, 305 Computed concentration time 2 59 Minutes Total Time of Concentration 2 59 Minutes Total rainfall falling on impervious 7459 36 Cu Ft ' Impervious runoff 6535 75 Cu Ft Portion off impervious 87 62 ~ Peak CFS rainfall falling on impervious 0 34 CuFt/Sec ' Peak CFS runoff from impervious 0 30 CuFt/Sec Equivalant "C" off impervious 0 89 Total rainfall falling on pervious 1637 42 CuFt Pervious runoff 971 70 CuFt Portion off pervious 26 81 ~ Peak CFS rainfall falling on pervious 0 0748 CuFt/Sec Peak CFS runoff from pervious 0 0119 CuFt/Sec ' Equivalant "C" off pervious 0 15 Total rainfall falling on segment 9096 78 Cu Ft Total segment runoff 7007 45 CuFt Portion off segment 77 03 $ Peak CFS rainfall falling on segment 0 42 Cu Ft/Sec Peak CFS runoff from segment 0 32 CuFt/Sec ' Equivalant "C" off segment 0 76 63 INL 99 64 REC CB9 Hold[Num] 1 Looking up record number 4 ' 65 DPI 115, 357 99, 353 91, 348 78, 398 53 Length 115 00 Feet Ground elevation up 357 99 Feet ' Ground elevation down 353 41 Feet Invert elevation up 348 78 Feet Invert elevation down 348 53 Feet ' Minimum diameter Lump sum cost 4 0 00 Inches 00 Dollars ManningsN 0 00900 Ma.nSlope 0 00100 ' Link number 5 C \HYDRA\CMD\ HYDR A Version 5 85 associates--------- morrissette 0 w & --------------- ----------- ------Page_--10 - - - - C \HYDRA\CMD\YJHS6 CMD 10 23 10-Dec-104 1 YELM JUNIOR HIGH SCHOOL - CI VIL IMPROVEMENT STORMWATER DESIGN @Addrng Sto into Event ' @Addrng Diurnal into Design @Addrng Event into Design Average Design Flow 0 00 Cu Ft/Sec Storm flow (no SF) 0 749 Cuft/Sec Desa.gn flow including SF 0 749 Cuft/Sec ' Combined SF 1 000 i 1 66 HOL CB5 t t t Design diameter Invert elev up Invert elev down Slope Depth of fluid in pipe d/D Partial flow velocrty Tag Link From line In file Sent to 67 68 NEW ZONE 6 69 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 Mannings n Minimum diameter Minimum depth Minimum cover Minimum velocity Minimum slope D/d Maximum diameter 70 SCS 0 O5, 0 33, 98, 82, 20, O1, 57 Computed concentration time Total Time of Concentration Total rainfall falling on impervious Impervious runoff Portion off impervious Peak CFS rainfall falling on impervious Peak CFS runoff from impervious Equrvalant "C" off impervious Total rainfall falling on pervious Pervious runoff Portion off pervious Peak CFS rainfall falling on pervious Peak CFS runoff from pervious 6 00 Inches 348 78 Feet 348 53 Feet 0 00217 6 64 Inches 0 830 2 380 Feet/Sec CBS 5 66 C \HYDRA\CMD\YJHS6 Hold[1] 0 00900 4 00 Inches 2 00 Feet 2 00 Feet 0 0100 Feet/Sec 0 00100 0 9000 132 00 Inches 0 47 Minutes 0 47 Minutes 107 21 CuEt 93 91 CuFt 87 59 ~ 0 00490 CuFt/Sec 0 00454 CuFt/Sec 0 93 217 67 Cu Et 62 63 CuFt 28 77 0 0 00994 Cu Ft/Sec 0 00161 Cu Ft/Sec 1 C \HYDRA\CMD\ HYDRA 4ersion 5 B5 ' 7 w morrissette & associates _ ___________-----__---_-------- ----- Page 11 --------------- __________ ________ C \HYDRA\CMD\YJHS6 CMD 10 23 10-Dec-104 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMW ATER DESIGN Equivalant "C" off pervious 0 16 Total rainfall falling on segment 329 88 Cu Ft Total segment runoff 156 59 Cu Ft ' Portion off segment 48 18 ~ Peak CFS rainfall falling on segment 0 0148 CuFt/Sec Peak CFS runoff from segment 0 00615 CuFt/Sec ' Equivalant "C" off segment 0 41 71 INL 99 72 REC CBS ' Hold[NUm] 1 Looking up record number 5 73 DPI 144, 355 28, 354 42, 348 93, 34B 11 ' Length 144 00 Feet Ground elevation up 355 28 Feet Ground elevation down 359 42 Feet ' Invert elevat a.on up 398 43 Feet Invert elevation down 398 11 Feet Minimum diameter 9 00 Inches Lump sum cost 0 00 Dollars ' ManningsN 0 00900 Mi nSlope 0 00100 Link number 6 @Adding Sto into Event ' @Adding Diurnal into Design @Adding Event into Design Average Design Flow Storm flow (no SF) 0 0 00 CuFt/Sec 756 Cuft/Sec Design flow including SF 0 756 Cuft/Sec Combined SF 1 000 t t 1 74 HOL CB6 Design diameter Invert elev up Invert elev down Slope Depth of fluid in pipe d/D Partial flow velocity Tag Link From line In file Sent to 8 00 Inches 348 93 Feet 348 I1 Feet 0 00222 6 64 Inches 0 B30 2 407 Feet/Sec CB6 6 74 C \HYDRA\CMD\YJHS6 Hold [1] 75 76 NEW ZONE 7 77 DPD 0 009, 9, 2, 2, 0 O1, 0 001, 0 9 t I~ C \HYDRA\CMD\ H YDRA Jeision 5 85 3 w morrissette & associates Page 12 ' - --------- C \HYDRA\CMD\YJHS6 CMD -- 10 23 10-Dec-104 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN Mannings n 0 00900 Minimum diameter 4 00 Inches Minimum depth 2 00 Feet Mina.mum cover 2 00 Feet Minimum velocity 0 0100 Feet/Sec ' Minimum slope 0 00100 D/d 0 9000 Maximum diameter 132 00 Inches 78 SCS 0 85, 0 19, 98, 82, 20, O1, 307 Computed concentratron time 2 56 Minutes Total Time of Concentration 2 56 Minutes Total rainfall falla.ng on impervious 773 23 CuFt Impervious runoff 677 49 CuFt Portion off impervious 87 62 ~ Peak CFS rainfall falling on impervious 0 0353 Cu Ft/Sec ' Peak CFS runoff from impervious 0 0315 Cu Ft/Sec Equrvalant "C" off impervious 0 89 Total rainfall falling on pervious 9749 82 Cu Ft ' Pervious runoff Portion off pervious 1368 26 31 Cu Ft 61 ~ Peak CFS rainfall falling on pervious 0 22 Cu Ft/Sec Peak CFS runoff from pervious 0 0331 Cu Ft/Sec Equrvalant "C" off pervious 0 15 ' Total rarnfall falling on segment 5523 OS CuFt Total segment runoff 2095 80 CuFt Portion off segment 37 04 ~ Peak CES rainfall falling on segment 0 25 CuFt/Sec Peak CFS runoff from segment 0 0646 CuFt/Sec Equrvalant "C" off segment 0 26 ' 79 INL 99 80 DPI 92, 361 55, 356 94, 352 75, 352 55 Length 92 00 Feet Ground elevation up 361 55 Feet Ground elevation down 356 94 Feet Invert elevation up 352 75 Feet Invert elevation down 352 55 Feet Minimum diameter 9 00 Inches Lump sum cost 0 00 Dollars ManningsN 0 00900 MinSlope 0 00100 Link number 7 @Adding Sto into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0 00 Cu Ft/Sec 1 1 C \HYDRA\CMD\ HYDRA Version 5 85 ' 1 w morrissette & associates Page 13 _____________________-------------- C \HYDRA\CMD\YJHS6 CMD ---- 10 23 10-Dec- 104 ' YELM JONIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER D ESIGN Storm flow (no SF) 0 0646 Cuft/Sec Design flow including SF 0 0646 Cuft/Sec ' Combined SF 1 000 t ' 81 HOL CB7 Design diameter Invert elev up Invert elev down Slope Depth of fluid in pipe d/D Partial flow velocity Tag Link From line In file Sent to ' 82 83 NEW ZONE 8 89 DPD 0 0009, 4, 2, 2, 0 O1, 0 001, 0 t 1 1 1 Mannings n Minimum diameter Minimum depth Minimum cover Minimum velocity Minimum slope D/d Maximum diameter 85 SCS 0 68, 0 24, 98, 82, 20, O1, 342 Computed concentration time Total Time of Concentration Total rainfall falling on impervious Impervious runoff Portion off impervious Peak CFS rainfall falling on impervious Peak CFS runoff from rmpervious Equivalant "C" off impervious Total rainfall fallrng on pervious Pervious runoff Portion off pervious Peak CFS rainfall falling on pervious Peak CFS runoff from pervious Equivalant "C" off pervious Total rainfall falling on segment Total segment runoff 4 00 Inches 352 75 Feet 352 55 Feet 0 00217 2 24 Inches 0 560 1 253 Feet/Sec CB7 7 61 C \HYDRA\CMD\YJHS6 Hold [2] 0 00900 4 00 Inches 2 00 Feet 2 00 Feet 0 0100 Feet/Sec 0 00100 0 9000 132 00 Inches 2 85 Minutes 2 85 Minutes 1060 92 Cu Ft 929 15 Cu Ft 87 62 ~ 0 0484 Cu Ft/Sec 0 0430 Cu Ft/Sec 0 89 3358 O1 CuFt 967 51 CuFt 28 81 ~ 0 15 Cu Ft/Sec 0 0232 CuFt/Sec 0 15 9418 44 CuFt 1896 65 CuFt C \HYDRA\CMD\ HYURH Version 5 85 ' 7 w morrrssette & associates ---------- ----- --- -- Page 14 -------------- -- ---------------------------- C \HXDRA\CMD\YJHS6 CMD 10 23 10-Dec-109 ' YELM JDNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMW ATER DESIGN Portion off segment 42 93 B Peak CFS rainfall falling on segment 0 20 CuFt/Sec ' Peak CES runoff from segment 0 0662 CuFt/Sec Equivalant "C" off segment 0 33 86 INL 99 ' 87 REC CB7 Hold[Num) 2 Looking up record number 7 88 DPI 298, 359 97, 356 O5, 352 45, 351 79 ' Length 298 00 Feet Ground elevatron up 359 97 Feet Ground elevatron down 356 05 Feet ' Invert elevatron up 352 95 Feet Invert elevation down 351 79 Feet Minimum diameter 4 00 Inches ' Lump sum cost ManningsN 0 0 00 Dollars 00900 MrnSlope 0 00100 Lrnk number 8 @Adding Sto into Event @Addzng Diurnal rnto Design @Addrng Event into Design Average Design Flow 0 00 CuFt/Sec ' Storm flow (no SF) 0 131 Cuft/Sec Design flow including SE 0 131 Cuft/Sec Combrned SF 1 000 Design drameter 6 00 Inches Invert elev up 352 95 Feet Invert elev down 351 79 Feet Slope 0 00221 ' Depth of fluid rn pipe 2 70 Inches d/D 0 450 Partial flow velocity 1 472 Feet/Sec 89 HOL CBB ' Tag CB8 Lrnk 8 From line 89 In frle C \HYDRA\CMD\YJHS6 Sent to Hold [2] 90 91 NEW ZONE 17 MILL POND STORMWATER 92 DPD 0 009, 9, 2, 2, 0 O1, 0 001, 0 9 Mannings n 0 00900 Minimum diameter 4 00 Inches Ma.nimum depth 2 00 Feet Minimum cover 2 00 Feet Mrnrmum velocrty 0 0100 Feet/Sec Minrmum slope 0 00100 D/d 0 9000 1 C \HYDRA\GMD\ HYUR A Version 5 85 1 ~ w morrrssette & associates ______________________-------------------- Page 15 C \HYDRA\CMD\YJHS6 CMD 10 23 10-Dec-104 ' YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMW ATER DESIGN Maximum diameter 132 00 Inches ' 93 SCS 9 63, 0 48, 9B, 82, 20, O1, 190 Computed concentration time 1 17 Minutes ' Total Time of Concentration 1 17 Minutes Total rainfall falling on impervious 30034 97 CuFt Impervious runoff 26315 93 Cu Ft Portion off impervious 87 62 ~ Peak CFS rainfall falling on impervious 1 37 CuFt/Sec Peak CFS runoff from impervious 1 25 CuFt/Sec ' Equivalant "C" off impervious 0 91 Total rainfall falling on pervious 32537 88 CuFt Pervious runoff 9366 85 CuFt ' Portion o££ pervious 28 79 ~ Peak CFS rainfall falling on pervious 1 49 Cu Ft/Sec Peak CFS runoff from pervious 0 29 CuFt/Sec Equivalant "C" off pervious 0 16 ' Total rainfall falling on segment 62572 85 CuFt Total segment runoff 35682 28 CuFt Portion off segment 57 03 ~ Peak CFS rainfall falling on segment 2 B6 CuFt/Sec ' Peak CFS runoff from segment 1 49 CuFt/Sec Equivalant "C" off segment 0 52 ' 99 INL 99 95 DPI 387, 359 94, 358 71, 350 98, 350 13 Length 387 00 Feet Ground elevation up 359 44 Feet Ground elevation down 358 71 Feet 1 Invert elevation up 350 98 Feet Invert elevation down 350 13 Feet Minimum diameter 4 00 Inches 1 Lump sum cost 0 00 Dollars ManningsN 0 009 00 MrnSlope 0 001 00 Link number 9 ' @Adding Sto into Event @Adding Diurnal into Design @Addrng Event into Design ' Average Design Flow 0 00 Cu Ft/Sec Storm flow (no SF) 1 491 Cuft/Sec Design flow a.ncluding SF 1 491 Cuft/Sec Combined SF Design diameter 1 12 000 00 Inches Invert elev up 350 98 Feet Invert elev down 350 13 Feet ' Slope 0 002 20 t C \HY DRA\CMD\ H YDRA Version 5 85 3 w m ------------ ------- associates-- orrissette & -------- ------- -Page---16 - - C \HY - - - DRA\CMD\YJHS6 CMD 10 23 10-Dec-104 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN Depth of fluid in pipe 7 68 Inches d/D 0 690 1 Partial flow velocrty 2 809 Feet/Sec 96 HOL CB17 Tag CB17 Lrnk 9 From line 96 In file C \HYDRA\CMD\YJHS6 Sent to Hold[3] 97 98 NEW ZONE 10 ' 99 DPD 0 009, 9, 2, 2, 0 O1, 0 001, 0 9 Mannings n 0 00900 ' Minimum diameter 4 00 Inches Minimum depth 2 00 Feet Mina.mum cover 2 00 Feet Minrmum velocity Minimum slope 0 0 0100 Feet/Sec 00100 D/d 0 9000 Maximum diameter 132 00 Inches t 100 SCS 0 09, 1 0, 98, 82, 20, 01, 281 Computed concentration time 2 34 Minutes Total Time of Concentration 2 34 Minutes Total rainfall falling on impervious 584 79 CuFt ' Impervious runoff 512 36 Cu Ft Portion off impervious 87 62 $ 1 Peak CFS rainfall falling on impervious 0 0267 Cu Ft/Sec Peak CFS runoff from impervious 0 0239 CuFt/Sec Equivalant "C" off impervious 0 90 ' Total rainfall falling on pervious 0 00 CuFt Total rainfall falling on segment 564 79 Cu Ft Total segment runoff 512 38 CuFt ' Portion off segment 87 62 $ Peak CFS rainfall falling on segment 0 0267 CuFt/Sec Peak CFS runoff from segment 0 0239 CuFt/Sec Equivalant "C" off segment 0 90 ' 101 REC CB17 Hold[NUm] 3 Looking up record number 9 102 INL 99 C \HYDRA\CMD\ HYDRA Version 5 85 ' ---- - 3 w morrissette & associates --- --- ----------Page--- 17 --------------- --- - - - - C \HYDRA\CMD\YJHS6 CMD 10 23 10-Dec- 109 ' YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMW ATER DESIGN 103 DPI 49, 360 99, 359 78, 350 03, 349 75 Length 49 00 Feet ' Ground elevation up 360 49 Feet Ground elevation down 359 76 Feet Invert elevation up 350 03 Feet Invert elevation down 399 75 Feet ' Ma.n imam diameter 4 00 Inches Lump sum cost 0 00 Dollars ManningsN 0 00900 MinSlope 0 00100 Link number 10 @Adding Sto into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0 00 Cu Ft/Sec Storm flow (no SF) 1 515 Cuft/Sec ' Design flow including SF 1 515 Cuft/Sec Combined SF 1 000 Design diameter 10 00 Inches Invert elev up 350 03 Feet Invert elev down 399 75 Feet Slope 0 00636 Depth of fluid in pipe 6 20 Inches d/D 0 620 Partial flow velocity 9 171 Feet/Sec 109 HOL CB10 Tag CB10 Link 10 From line 109 In file C \HYDRA\CMD\YJHS6 Sent to Hold[3] ' 105 106 NEW ZONE 9 107 DPD 0 009, 9, 2, 2, 0 O1, 0 001, 0 9 Mannings n 0 00900 Minimum diameter 9 00 Inches Minimum depth 2 00 Feet ' Minimum cover 2 00 Feet Minimum velocity 0 0100 Feet/Sec Minimum slope 0 00100 D/d 0 9000 Maximum diameter 132 00 Inches 108 SCS 2 32, 0 19, 98, 62, 20, O1, 520 Computed concentration time 4 33 Minutes ' Total Time of Concentration 4 33 Minutes Total rainfa7.1 falling on impervious 2864 19 CuFt Impervious runoff 2510 18 Cu Ft ' Portion off impervious 87 64 ~ L~ C \HYDRA\CMD\ HYDRA Version 5 85 - morrissette 7 w associates & Page 18 ------ ---- ---- - - - - --- - C \HYDRA\CMD\YJHS6 CMD ------ --- ------- '-- 10 23 10-Dec-109 YELM JDNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMW ATER DESIGN Peak CFS rainfall falling on impervious 0 13 CuFt/Sec Peak CFS runoff from impervious 0 11 Cu Ft/Sec Equivalant "C" off impervious 0 87 ' Total rainfall falling on pervious 12210 48 Cu Ft Pervious runoff 3520 56 Cu Ft Portion off pervious 28 83 ~ Peak CFS rainfall falling on pervious 0 56 Cu Ft/Sec Peak CFS runoff from pervious 0 0867 CuFt/Sec Equivalant "C" off pervious 0 16 Total rainfall fallrng on segment 15074 66 CuFt Total segment runoff 6030 74 CuFt ' Portion off segment 90 O1 ~ Peak CFS rainfall falling on segment 0 69 CuFt/Sec ' Peak CFS runoff from segment Equivalant "C" off segment 0 0 19 29 Cu Ft/Sec 109 INL 99 110 REC CBS Hold[Num] 2 Looking up record number 8 111 REC CB10 112 DPI 38, 359 42, Hold(Num] Looking up record number 359 22, 349 85, 349 75 Length Ground elevation up Ground elevation down Invert elevation up Invert elevation down Minimum diameter Lump sum cost ManningsN MinSlope Link number @Adding Sto into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow Storm flow (no SF) Design flow including SF Combined SF Drop to comply wrth Match Point criteria Desrgn diameter Invert elev up Invert elev down Slope Depth of Hurd in pipe d/D 3 10 38 00 Feet 359 92 Feet 354 22 Feet 349 85 Feet 399 75 Feet 4 00 Inches 0 00 Dollars 0 00900 0 00100 11 0 00 CuFt/Sec 1 840 Cuft/Sec 1 840 Cuft/Sec 1 000 0 10 Feet 12 00 Inches 349 75 Eeet 349 65 Feet 0 00263 8 28 Inches 0 690 C \HYDRA\CMD\ H YDRA Version 5 85 ' 7 w morrissette & associates --------------- _______ ------ Page 19 ---------- --------- ________________ C \HYDRA\CMD\YJHS6 CMD 10 23 10-Dec-109 ' YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN Partial flow velocity 3 181 Feet/Sec ' 113 HOL CB9 Tag CB9 Link 11 From line 113 ' In file C \HYDRA\CMD\YJHS6 Sent to Hold[2] ' 119 115 NEW ZONE 11 116 DPD 0 009, 9, 2, 2, 0 O1, 0 001, 0 9 Mannings n 0 00900 Minimum diameter 4 00 Inches Minimum depth 2 00 Feet ' Minimum cover 2 00 Feet Minimum velocity 0 0100 Feet/Sec Minimum slope 0 00100 D/d 0 9000 ' Maximum diameter 132 00 Inches ' 117 SCS 1 57, 0 68, 98, 82, 20, O1, 375 Computed concentration time 3 13 Minutes Total Time of Concentration Total rainfall falling on impervious 3 6936 13 Minutes 99 CuFt Impervious runoff 6078 35 Cu Ft Portion off impervious 87 62 ~ Peak CFS rainfall falling on impervious 0 32 CuFt/Sec ' Peak CFS runoff from impervious 0 28 CuFt/Sec Equivalant "C" off impervious 0 88 Total rainfall falling on pervious 3264 94 CuFt ' Pervious runoff 940 68 CuFt Portion off pervious 28 82 8 Peak CFS rainfall falling on pervious 0 15 CuFt/Sec Peak CFS runoff from pervious 0 0226 Cu Ft/Sec ' Equivalant "C" off pervious 0 15 Total rainfall falling on segment 10201 39 CuFt ' Total segment runoff 7019 03 CuFt Portion off segment 68 80 ~ Peak CFS rainfall falling on segment 0 97 Cu Ft/Sec ' Peak CFS runoff from segment 0 30 CuFt/Sec Equivalant "C" off segment 0 65 116 INL 99 C \HYDRA\CMD\ HYDRA Version 5 85 associates----- ----- -- ------- 7 w morrissette & - - -- ------- --Page---20 - - - - C \HYDRA\CMD\YJHS6 CMD 10 23 10-Dec-104 1 YELM JONIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMW ATER DESIGN 119 REC CB9 Hold[Num] 2 Looking up record number 11 120 DPI 156, 359 O8, 343 45, 399 65, 349 31 Length 156 00 Feet ' Ground elevation up 359 08 Feet Ground elevation down 393 95 Feet Invert elevation up 349 65 Feet ' Invert elevation down 349 31 Feet Minimum diameter 9 00 Inches Lump sum cost 0 00 Dollars ManningsN 0 00900 ' MinSlope 0 00100 Link number 12 @Adding Sto into Event ' @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0 00 CuFt/Sec Storm flow (no SF) 2 143 Cuft/Sec Design flow including SF 2 143 Cuft/Sec Combined SF 1 000 Design diameter 12 00 Inches ' Invert elev up 399 65 Feet Invert elev down 349 31 Feet Slope 0 00218 Depth of fluid in pipe 9 72 Inches d/D 0 810 Partial flow velocity 3 102 Feet/Sec 121 HOL CB11 Tag CB11 Link 12 From line 121 In file C \HYDRA\CMD\YJHS6 ' Sent to Hold [2] 122 123 NEW ZONE 12 129 DPD 0 009, 9, 2, 2, 0 O1, 0 001, 0 9 ' Mannings n 0 00900 Minimum diameter 4 00 Inches Minimum depth 2 00 Feet ' Minimum cover 2 00 Feet Minimum velocity 0 0100 Feet/Sec Minimum slope 0 00100 D/d 0 9000 ' Maximum diameter 132 00 Inches 125 SCS 0 72, 0 80, 98, 82, 20, O1, 340 Computed concentration time 2 83 Minutes ' Total Time of Concentration 2 83 Minutes C \HYDRA\CMD\ HYDRA Version 5 85 ~ w morrissette & associates Page 21 C \HYDRA\CMD\YJHS6 CMD 10 23 10-Dec-104 ' YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN ' Total rainfall falling on impervious Impervious runoff 3742 3279 68 CuFt 39 Cu Ft Portion off impervious 67 62 8 Peak CFS rainfall falling on impervious 0 17 Cu Et/Sec Peak CFS runoff from impervious 0 15 CuFt/Sec Equivalant "C" off impervious 0 89 Total rainfall falling on pervious 935 67 CuFt Pervious runoff 269 58 CuFt 1 Portion off pervious 28 81 $ Peak CFS rainfall falling on pervious 0 0427 Cu Ft/Sec Peak CFS runoff from pervious 0 00697 CuFt/Sec Equivalant "C" off pervious 0 15 ' Total rainfall falling on segment 4678 34 CuFt Total segment runoff 3598 92 CuFt Portion off segment 75 86 $ Peak CFS rainfall falling on segment 0 21 Cu Ft/Sec Peak CFS runoff from segment 0 16 CuFt/Sec Equivalant "C" off segment 0 79 126 INL 99 ' 127 REC CB11 Hold[Num] 2 Looking up record number 12 128 DPI 107, 358 38, 353 28, 399 21, 348 97 ' Length 107 00 Feet Ground elevation up 358 38 Feet ' Ground elevation down Invert elevation up 353 399 28 Feet 21 Feet Invert elevation down 398 97 Feet Minimum diameter 4 00 Inches Lump sum cost 0 00 Dollars ' ManningsN 0 00900 MinSlope 0 00100 Link number 13 @Addrng Sto into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0 00 CuFt/Sec ' Storm flow (no SF) 2 301 Cuft/Sec Design flow including SF 2 301 Cuft/Sec Combined SF 1 000 Design diameter 12 00 Inches Invert elev up 349 21 Eeet Invert elev down 348 97 Feet ' Slope 0 00229 Depth of fluid in pipe 10 20 Inches d/D 0 850 ' Partial flow velocity 3 189 Feet/Sec C \HYDRA\CMD\ H YDRA Version 5 85 ' 7 w morrissette & associates ________________________------ _ ---- -- Page 22 ------------ _____________ ______ C \HYDRA\CMD\YJHS6 CMD 10 23 10-Dec-104 ' YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN 129 HOL CB12 Tag CB12 Link 13 From line 129 In file C \HYDRA\CMD\YJHS6 ' Sent to Hold[2] 130 131 NEW ZONE 13 132 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 Mannings n 0 00900 Minimum diameter 4 00 Inches Minimum depth 2 00 Feet Minimum cover 2 00 Feet ' Minimum velocity 0 0100 Feet/Sec Minimum slope 0 00100 D/d 0 9000 Maximum diameter 132 00 Inches 133 SCS 0 32, 0 83, 98, 82, 20, O1, 233 ' Computed concentration time 1 94 Minutes Total Time of Concentration 1 94 Minutes Total rainfall falling on impervious Impervious runoff 1725 1512 79 CuFt 08 Cu Ft Portion off impervious 87 62 8 Peak CFS rainfall falling on impervious 0 0788 CuFt/Sec Peak CFS runoff from impervious 0 0711 Cu Ft/Sec Equivalant "C" off impervious 0 90 Total rainfall falling on pervious 353 97 CuFt Pervious runoff 101 80 CuFt Portion off pervious 28 80 ~ Peak CFS rainfall falling on pervious 0 0161 CuFt/Sec Peak CFS runoff from pervious 0 00251 CuFt/Sec Equivalant "C" off pervious 0 16 ' Total rainfall falling on segment 2079 26 CuFt Total segment runoff 1613 88 CuFt Portion off segment 77 62 8 Peak CFS rainfall falling on segment 0 0950 CuFt/Sec Peak CFS runoff from segment 0 0736 Cu Ft/Sec Equivalant "C" off segment 0 78 139 INL 99 135 REC CB12 Hold [Num] 2 Looking up record number 13 1 LJ 1 C \HYDRA\CMD\ HYDRA Version 5 85 ' 7 w morrissette & associates ________________------------------------------- ------ Page 23 ------------ C \HYDRA\CMD\YJHS6 CMD 10 23 10-Dec-109 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMW ATER DESIGN 136 DPI 121, 356 91, 353 41, 398 67, 398 60 Length 121 00 Feet Ground elevation up 356 41 Feet Ground elevation down 353 91 Feet Invert elevation up 348 87 Feet Invert elevation down 348 60 Feet ' Minimum diameter 4 00 Inches Lump sum cost 0 00 Dollars ManningsN 0 00900 ' MinSlope 0 00100 Link number 14 @Adding Sto into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0 00 Cu Ft/Sec Storm flow (no SF) 2 375 Cuft/Sec ' Design flow including SF 2 375 Cuft/Sec Combined SF 1 000 Design diameter 12 00 Inches Invert elev up 348 87 Feet ' Invert elev down 348 60 Feet Slope 0 00223 Depth of fluid in pipe 10 56 Inches d/D 0 860 ' Partial flow velocity 3 207 Feet/Sec 137 HOL CB13 Tag CB13 Link 14 From line 137 In file C \HYDR A\CMD\YJHS6 Sent to Hold[2] 138 139 NEW ZONE 19 190 DPD 0 009, 9, 2, 2, 0 O1, 0 001, 0 9 Manna.ngs n 0 00900 Minimum diameter 4 00 Inches Minimum depth 2 00 Feet ' Minimum cover 2 00 Feet Minimum velocity 0 0100 Feet/Sec Ma.nimum slope 0 00100 ' D/d 0 9000 Maximum diameter 132 00 Inches 141 SCS 0 31, 1 0, 98, 82, 20, Ol, 133 Computed concentration time 1 11 Minutes ' Total Time of Concentration 1 11 Minutes Total rainfall falling on impervious 2019 29 CuFt Impervious runoff 1769 82 Cu Ft 1 Portion off impervious 87 62 ~ t C \HYDRA\CMD\ HYDRA Version 5 85 3 w morussette & assocrates Page ----- -------- ------- 24 ----------------------------- C \HYDRA\CMD\YJHS6 CMD ------ 10 23 10-Dec- 104 ' YELM JONIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN t t t `1 t 1 Peak CFS rainfall falling on rmpervious 0 0920 CuFt/Sec Peak CFS runoff from impervious 0 0893 Cu Ft/Sec Equivalant "C" off impervious 0 92 Total rarnfall falling on pervious 0 00 Cu Ft Total rarnfall falling on segment 2014 29 Cu Ft Total segment runoff 1769 82 Cu Ft Portion off segment 67 62 ~ Peak CFS rainfall falling on segment 0 0920 CuFt/Sec Peak CFS runoff from segment 0 0843 CuFt/Sec Equivalant "C" off segment 0 92 192 INL 99 143 DPI 155, 359 52, 352 86, 398 50, 397 93 Length Ground elevation up Ground elevation down Invert elevation up Invert elevation down Ma.n rmum diameter Lump sum cost ManningsN MrnSlope Link number @Adding Sto into Event @Addzng Diurnal rnto Design @Adding Event into Design Average Design Flow Storm flow (no SF) Design flow including SF Combined SF Design drameter Invert elev up Invert elev down Slope Depth of fluid in prpe d/D Part ral flow veloc rty 144 HOL CB19 Tag Lrnk From line In file Sent to 145 146 NEW ZONE 15 147 DPD 0 009, 9, 2, 2, 0 O1, 0 001, 0 90 155 00 Eeet 359 52 Feet 352 86 Feet 348 50 Feet 347 93 Feet 4 00 Inches 0 00 Dollars 0 00900 0 00100 15 0 00 CuFt/Sec 0 0843 Cuft/Sec 0 0843 Cuft/Sec 1 000 9 00 Inches 398 50 Feet 397 93 Feet 0 00368 2 24 Inches 0 560 1 630 Feet/Sec CB14 15 144 C \HYDRA\CMD\YJHS6 Hold [3] 1 C \HYDRA\CMD\ HYDRA version 5 85 1-w-morrissette-&-associates-- --- ---- - - -- --- -----Page---25 C \HYDRA\CMD\YJHS6 CMD 10 23 10-Dec-109 ' YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMW ATER DESIGN Mannings n 0 00900 ' Minimum diameter 9 00 Inches Minimum depth 2 00 Feet Minimum cover 2 00 Feet Minimum velocity 0 0100 Feet/Sec ' Minimum slope 0 00100 D/d 0 9000 Maximum diameter 132 00 Inches 148 SCS 0 77, 0 76, 98, 82, 20, Ol, 283 ' Computed concentration time 2 36 Minutes Total Time of Concentration 2 36 Mrnutes Total rainfall falling on impervious 3802 95 CuFt ' Impervious runoff 3331 61 CuFt Portion off impervious 87 62 % Peak CES rainfall falling on impervious 0 17 Cu Ft/Sec ' Peak CFS runoff from impervious Equivalant "C" off impervious 0 0 16 CuFt/Sec 90 Total rainfall falling on pervious 1200 77 Cu Ft Pervious runoff 345 88 Cu Ft Portion off pervious 28 80 ~ ' Peak CFS rainfall falling on pervious 0 0548 CuFt/Sec Peak CFS runoff from pervious 0 00892 Cu Ft/Sec Equivalant "C" off pervious 0 15 ' Total rainfall falling on segment 5003 23 CuFt Total segment runoff 3677 49 Cu Ft Portion off segment 73 50 ~ Peak CFS rainfall falling on segment 0 23 CuFt/Sec ' Peak CFS runoff from segment 0 16 CuFt/Sec Equivalant "C" off segment 0 72 149 INL 99 150 REC CB13 Hold[Num] 2 Looking up record number 19 151 REC CB19 Ho1d[Num] 3 Looking up record number 15 152 DPI 253, 360 31, 356 06, 348 81, 398 15 Length 253 00 Feet Ground elevation up 360 31 Eeet ' Ground elevation down Invert elevation up 356 348 06 Feet 81 Feet Invert elevation down 398 15 Feet Minimum diameter 4 00 Inches 1 1 C \HYDRA\CMD\ HYDRA Version 5 85 t I w morrissette & associates 26 Page ---- - ---'----- - - ` - C \HYDRA\CMD\YJHS6 CMD --------- ---------- --- 10 23 10-Dec-109 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMW ATER DESIGN Lump sum cost 0 00 Dollars ManningsN 0 00900 MinSlope 0 00100 Link number 16 @Adding Sto into Event @Adding Diurnal into Design @Addrng Event into Design Average Design Flow 0 00 CuFt/Sec ' Storm flow (no SF) Design flow including SF 2 2 623 Cuft/Sec 623 Cuft/Sec Combined SF 1 000 Drop to comply with Match Point critera.a 0 66 Feet i Design diameter 15 00 Inches Invert elev up 397 93 Feet Invert elev down 397 27 Feet Slope 0 00261 Depth of fluid in pipe 8 85 Inches d/D 0 590 ' Partial flow velocity 3 413 Feet/Sec 153 HOL CB15 Tag CB15 ' Link 16 From line 153 In file C \HYDR A\CMD\YJHS6 Sent to 159 Hold[2] 155 NEW ZONE 16 156 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 Mannings n 0 00900 Minimum diameter 4 00 Inches Minimum depth 2 00 Feet Minimum cover Minimum velocity 2 0 00 Feet 0100 Feet/Sec Minimum slope 0 00100 D/d 0 9000 Maximum diameter 132 00 Inches 157 SCS 0 29, 0 86, 98, 82, 20, 07., 117 Computed concentration time 0 98 Minutes Total Time of Concentration 0 98 Minutes ' Total rainfall falling on impervious 1620 53 CuFt Impervious runoff 1419 BO CuFt Portion off impervious 87 61 ~ ' Peak CFS rainfall falling on impervious Peak CFS runoff from impervious 0 0 0790 Cu Ft/Sec 0679 Cu Ft/Sec Equivalant "C" otf impervious 0 92 Total rainfall falling on pervious 263 81 Cu Ft 1 t t C \HYDRA\CMD\ HYDRA Version 5 85 7 w morrissette & associates Page 27 -------------------------------------------------- C \HYDRA\CMD\YJH56 CMD ----- ------------------ 10 23 10-Dec-104 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN Pervious runoff 75 93 Cu Ft Portion off pervious 28 78 ~ Peak CFS rainfall falling on pervious 0 0120 CuFt/Sec Peak CFS runoff from pervious 0 00193 CuFt/Sec Equivalant "C" off pervious 0 16 Total rainfall falling on segment 1884 33 Cu Ft Total segment runoff 1495 73 CuFt Portion off segment 79 38 ~ Peak CFS rainfall falling on segment 0 0861 CuFt/Sec Peak CFS runoff from segment 0 0699 CuFt/Sec Equivalant "C" off segment 0 81 158 INL 99 159 REC CB6 Hold[NUm] Lookrng up record number 160 REC CB15 Hold[NUm] Looking up record number 16I DPI 37, 354 93, 353 76, 39B Ol, 397 61 Length Ground elevation up Ground elevation down Invert elevation up Invert elevation down Minimum diameter Lump sum cost ManningsN MinSlope Link number @Adding Sto into Event @Adding Diurnal into Desrgn @Adding Event into Design Average Design Flow Storm flow (no SF) Design flow including SF Combined SF Drop to comply with Match Point criteria Design diameter Invert elev up Invert elev down Slope Depth of fluid in pipe d/D Partial flow velocity 162 HOL CB16 Tag CB16 Lznk From line 1 6 2 16 37 00 Feet 359 93 Feet 353 76 Feet 348 O1 Feet 347 61 Feet 4 00 Inches 0 00 Dollars 0 00900 0 00100 17 0 00 Cu Ft/Sec 3 498 Cuft/Sec 3 946 Cuft/Sec 1 000 0 74 Feet 12 00 Inches 397 27 Feet 346 87 Feet 0 0108 7 80 Inches 0 650 6 278 Feet/Sec 17 162 1 1 1 t t 1 C \HYDRA\CMD\ HYDRA Version 5 85 7 w aoxrsssette ,~ assocaates Page 28 ---------------------------------- ------------- --------- ---- ----- C \HYDRA\CMD\YJHS6 CMD 10 23 10-Dec-104 YELM JONIOR HIGH SCHOOL - CIVIL SMPROVEMENT STORMWATER DESIGN In file C \HYDRA\CMD\YJHS6 Sent to Hold [1] 163 164 NEW INFILTRATION GALLARY 165 REC CB16 Hold[NUm] Looking up record number 166 RED (0/6 97, 65002/6 79) 167 RES 399, 396, 350, OVER Number of pmnts on Volume/Discharge curve Maximum capacity of reservoir Inlet elevation Outlet elevation Link number @Addinq Sto into Event @Adding Diurnal into Design @Adding Event into Design Average Des~.gn Flow Storm flow (no SF) Design flow including SF Combined SF 16H 169 END 1 17 2 INFINITE 399 00 Feet 346 00 Feet 28 0 00 CuFt/Sec 48 Cu t/Sec 3 448 C t/Sec C \HYDRA\CMD\ H YDRA Version 5 85 ' 7 w morrzssette & associates --------------- ----- ____ _____________ ------- -- Page 29 --------- ____ ____- --- C \HYDRA\CMD\YJHS6 CMD 10 23 10-Dec-104 YELM JONIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN ------ S U M M A R Y O F A N A L Y S I S----- - Run number on command file 3 Number of links 19 Number of hydrographs 71 Total sanitary population 0 ' Total sanitary area 0 00 Acres Total storm area 21 51 Acres Number of pumps 0 ' Number of reservoirs 1 Number of diversion structures 0 Number of inlets 17 Length of new pipe 2461 00 Eeet Length of existing pipe 0 00 Feet Length of channel 0 00 Feet Length of gutter 0 00 Feet Length of transport units 0 00 Feet Length of pressure pipe 0 00 Feet 1 1 t t 1 I1 L CJ JOB YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN REM --- 100 YEAA STORM EVENT FOR DETENTION SIZING THE 2 YEAR STORM REM FOR EROSION CONTROL AND THE 6 YEAR STORM EVENT FOR TREATMENT REM TOT 6 15 TOT 2 80 REM TOT 1 79 FIL C \HYE\lA INC REM FILE C \HYDRA\CMD\YJHS2 CMD NEW STORMWATER SIZING REM THIS FILE CREATES STORMWATER RUNOFF FLOWS GENERATED REM DURING THE 100-YEAR THE 2 YEAR AND THE 6-MONTH 24-HOUR STORM REM EVENTS FOR STORAGE EROSION COTROL AND TREATMENT FOR THE YELM REM JUNIOR HIGH SCHOOL CIVIL STORMWATER IMPROVEMENTS THE METHODOLOGY REM IS CONSISTANT WITH THE 1992 STORMWATER MANUAL FOR THE PUGET REM SOUND BASIN REM THERE IS 30 60 ACRES WITHIN THE BOUNDARY OF THE REM JUNIOR HIGH SCHOOL SITE THE EXISITNG MILL ELEMENTARY SCHOOL REM IS DIRECTED TO A SWALE AND INTO AN UNDERGROUND INFILTRATION REM GALLERY THE NEW JUNIOR HIGH SCHOOL PROJECT IS DZVIDIED INTO REM 16 ZONES STORMWATER FROM THE ZONES IS CONVEYED TO REM A VORTECHNICS TREATMENT DEVICE THIS MODEL SIZES TREATMENT REM DEVICES AND THE INFILTRATION POND TO MEET THE 1992 DOE REM MANUAL FOR THE PUGET SOUND BASIN USING THE 100 YEAR/24 HOUR EVENT REM FOR STORAGE AND THE 6 MONTH/29 HOUR EVENT FOR TREATMENT NEW ZONE 1 DPD 0 009, 4, 2, 2, 0 Ol, 0 001, 0 9 SCS 1 3, 0 34, 98, 82, 20, O1, 317 INL 99 DPI 175, 358 89, 355 67, 350 70, 350 32 HOL CB1 NEW ZONE 2 DPD 0 009, 9, 2, 2, 0 O1, 0 001, 0 9 SCS 0 18, 0 58, 98, 82, 20, 015, 80 INL 99 REC CB1 DPI 92, 357 30, 356 1, 350 22, 350 02 HOL CB2 NEW ZONE 3 DPD 0 009, 9, 2, 2, 0 O1, 0 001, 0 9 SCS 0 47, 0 88, 98, 82, 20, 015, 172 INL 99 REC CB2 DPT 129, 356 93, 355 85, 349 92, 399 69 HOL CB3 NEW ZONE 4 DPD 0 009, 9, 2, 2, 0 O1, 0 001, 0 9 SCS 0 56, 0 84, 98, 82, 20, 015, 292 INL 99 REC CB3 DPI 118, 356 22, 354 59, 399 59, 349 28 1 HOL CB9 NEW DPD ZONE 5 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 SCS 1 4, 0 82, 96, 82, 20, O1, 305 INL 99 REC CB9 ' DPI 115, 35 7 99, 353 41, 398 78, 346 53 HOL CB5 NEW ZONE 6 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 SCS 0 O5, 0 33, 98, 82, 20, O1, 57 INL 99 REC CBS DPI 149, 35 5 28, 35 4 92, 348 93, 348 11 HOL CB6 ' NEW ZONE 7 DPD 0 009, 9, 2, 2, 0 O1, 0 001, 0 9 SCS 0 85, 0 14, 98, 82, 20, O1, 307 INL 99 DPI 92, 361 55, 356 94, 352 75, 352 55 HOL CB7 NEW ZONE 8 DPD 0 009, 9, 2, 2, 0 O1, 0 001, 0 9 ' SCS INL 0 68, 0 99 24, 98, 82, 20, O1, 342 REC CB7 DPI 298, 35 9 97, 35 6 O5, 352 45, 351 79 ' HOL CBB NEW ZONE 17 MILL POND STORMW ATER DPD 0 009, 4, 2, 2, 0 Ol, 0 001, 0 9 ' SCS 9 63, 0 48, 98, 82, 20, O1, 140 INL 99 DPI 387, 35 9 99, 35 8 71, 350 98, 350 13 ' HOL CB17 NEW ZONE 10 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 SCS 0 09, 1 0, 9 8, 82, 20, O1, 281 REC CB17 INL 99 DPI 99, 360 44, 354 76, 350 03, 399 75 HOL CB10 NEW ZONE 9 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 ' SCS 2 32, 0 19, 98, 82, 20, Ol, 520 INL 99 ' REC REC CB8 CB10 DPI 38, 359 92, 359 22, 399 65, 349 75 HOL CB9 1 NEW ZONE 11 DPD 0 009, 4, 2, 2, 0 O1, 0 001, O 9 SCS 1 57, 0 68, 98, 82, 20, O1, 375 INL 99 REC CB9 DPI 156, 359 O8, 343 95, 349 65, 399 31 1 HOL CB11 NEW ZONE 12 DPD 0 009, 9, 2, 2, 0 O1, 0 001, 0 9 ' SCS 0 72, 0 60, 98, 82, 20, O1, 340 INL 99 REC CB11 DPI 107, 358 38, 353 28, 399 21, 348 97 ' HOL CB12 NEW ZONE 13 ' DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 SCS 0 32, 0 83, 98, 82, 20, O1, 233 INL 99 REC CB12 DPI 121, 356 91, 353 41, 398 87, 396 60 HOL CB13 ' NEW ZONE 14 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 SCS 0 31, 1 0, 9 8, 8 2, 20, O1, 133 INL DPI 99 155, 359 52, 352 86, 398 50, 347 93 HOL CB14 NEW ZONE 15 ' DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 90 SCS 0 77, 0 76, 98, 82, 20, O1, 283 INL REC 99 CB13 REC CB14 DPI 253, 360 31, 356 06, 398 81, 346 15 ' HOL CB15 NEW ZONE 16 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 ' SCS 0 29, 0 86, 98, 62, 20, Ol, 117 INL 99 REC CB6 REC CB15 DPI 37, 354 93, 353 76, 396 O1, 347 6 1 HOL CB16 NEW INFILTRATION GALLARY REC CB16 RED (0/3 25, 19050/3 25) ' RES 349, 396, 350, OVER END t t C \HYDRA\CMD\ HYDRA Version 5 BS ~ w morrassette & associates Page 1 ------------------------------------------------------------------- ----- C \HYDRA\CMD\YJHS2 CMD 10 09 10-Dec-104 CFS YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN *** ZONE 1 Pipe Design Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Daam Up/Dn Inf Mas Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DaffUp Diff Dn Cost 1 175 0 0022 350 70 0 0 0 3 0 33 4 81 358 89 355 67 6 350 32 0 0 0 0 194 8 14 351 10 350 72 0 0 60 5 35 7 74 4 95 --------------------------------------------------- Lateral length= 175 Upstream length= 175 *** ZONE 2 Pipe Design Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Diam Up/Dn Inf Mas Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DaffUp DiffDn Cost 2 92 0 0022 350 22 0 0 0 4 0 39 5 36 357 30 356 10 8 350 02 0 0 0 0 1 95 7 08 350 58 350 39 0 0 54 6 08 6 72 5 71 Lateral length= 92 Upstream length= 267 *** 2ONE 3 Pipe Design Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Daam Up/Dn Inf Mas Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DaffUp DiffDn Cost 3 129 0 0022 349 92 0 0 0 6 0 58 5 49 358 43 355 85 8 349 69 0 0 0 0 2 22 6 51 350 39 350 13 0 0 70 6 21 8 04 5 72 ---------------------------------------------------- Lateral length= 129 Upstream length= 396 *** ZONE 9 Pape Design Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Daam Up/Dn Inf Mas Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DaffUp Da.ffDn Cost 4 118 0 0022 349 54 0 0 0 8 0 80 4 59 358 22 359 59 B 349 28 0 0 0 0 2 43 B 68 350 13 349 87 0 0 88 5 31 8 09 4 72 ---------------------------------------------------- Lateral length= 118 Upstream length= 519 1 1 1 1 C \HYDRA\CMD\ HYDRA Version 5 85 ~ w morrissette & associates Page 2 --------------------------------------------------------------------- - C \HYDRA\CMD\YJHS2 CMD 10 04 10-Dec-109 CFS YELM JUNTOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN *** ZONE 5 Pipe Design Lrnk Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Diam Up/Dn Inf Mis Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DiffUp DiffDn Cost 5 115 0 0022 348 78 0 0 1 3 1 33 3 98 357 99 353 41 10 348 53 0 0 0 0 2 75 9 21 349 46 349 21 0 0 82 4 88 8 53 4 20 Lateral length= 115 Upstream length= 629 *** ZONE 6 Pipe Design Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Dram Up/Dn Inf Mis Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DiffOp Drff Dn Cost 6 149 0 0022 398 43 0 0 1 3 1 35 5 91 355 28 354 42 10 398 11 0 0 0 0 2 78 6 85 349 11 348 79 0 0 82 6 31 6 17 5 63 ---------------------------------------------------- Lateral length= 199 Upstream length= 773 *** ZONE 7 Link Long Slope Invert San Sto Qdes Diam Up/Dn Inf Mis Vel d/D 7 92 0 0022 352 75 0 0 0 2 0 17 6 352 55 0 0 0 0 1 59 0 53 -------------------------------- Lateral length= 92 Upst Depth Up/Dn Cover 3 BS 8 80 4 39 seam le; GrUp HGLUp DiffUp 361 55 353 OZ 8 54 tgth= Pipe Design GrDn SrCh/Dlt HGLDn Estimated DiffDn Cost 356 94 352 84 0 4 10 92 *** ZONE 8 Pipe Design Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Dram Up/Dn Inf Mis Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DiffUp DiffDn Cost B 298 0 0022 352 45 0 0 0 3 0 32 3 72 359 47 356 O5 6 351 79 0 0 0 0 1 94 7 02 352 84 352 16 0 0 78 4 26 6 63 3 87 Lateral length= 298 Upstream length= 390 C \H YDRA ICM D\ HY DRA Version 5 85 1 7 w morrissette & a ssociates - - - Page 3 - --------------- C 1H YDRAICMDIYJHS2 ------- CMD - ----- -- ---- - ---- ----- 10 04 10-Dec-104 CFS ' YELM JUNIOR HIGH SCHOOL - CIVIL IMPRO VEMENT STORMWATER DESIGN *** ZONE 17 MILL POND STORMWATER Pipe Design Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Diam Up/Dn Inf Mis Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DiffUp DiffDn Cost ' 9 387 0 0022 350 98 0 0 2 9 2 87 7 11 359 94 358 71 15 350 13 0 0 0 0 3 31 8 96 351 81 350 96 0 ' 0 66 8 58 - 7 69 7 75 Lateral length= 387 Upstr eam len gth= 387 *** ZONE 10 Pipe Design Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Diam Up/Dn Znf Mis Vel Up/Dn HGLUp HGLDn Estimated ' d/D Cover DiffOp DiffDn Cost 10 94 0 0069 350 03 0 0 2 9 2 91 3 95 360 44 354 78 12 349 75 0 0 0 0 4 98 10 41 350 75 350 75 0 0 70 5 03 9 69 9 03 Lateral length= 44 Upstr eam length= 431 *** ZONE 9 Pi e D p esign ' Link Long Slope Diam Invert Up/Dn San Inf Sto Mis Qdes Vel Depth Up/Dn GrUp HGLUp GrDn SrCh/Dlt HGLDn Estimated d/D Cover DiffUp DiffDn Cost 11 36 0 0026 399 75 0 0 3 7 3 71 3 22 359 42 354 22 ' 15 399 65 0 0 0 0 3 61 9 67 350 75 350 75 0 - ---- 0 79 4 57 - 8 67 3 47 -------- Lateral ------- length= -- 38 ------ ------ -------------- Upstream length= --- 859 *** ZONE 11 Link Long Slope Invert San Diam Up/Dn Inf ' 12 156 0 0022 349 65 0 0 15 349 31 0 0 ---------------------- Lateral length= 156 Sto Qdes Mis Vel d/D 9 2 4 24 0 0 3 68 0 88 Upstr~ Depth Up/Dn Cover -7 21 9 43 -5 86 .am lei GrUp HGLUp DiffUp 359 08 350 75 8 33 igth= Pipe Design GrDn SrCh/Dlt HGLDn Estimated DiffDn Cost 393 45 ***/*** 350 41 0 -6 96 1015 t t t t t t t C \HYDRA\CMD\ HYDRA Version 5 85 ~ w morrissette & assocrates Page 9 ----------------------------------- --------------------------- --------- C \HYDRA\CMD\YJH52 CMD 10 09 10-Dec-109 CFS YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN *** ZONE 12 Pipe Design Link Long Slope Invert San Sto Qdes Depth GrUp GrDn 5rCh/Dlt Dram Up/Dn Inf Mis Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DiffUp Diff Dn Cost 13 107 0 0022 349 21 0 0 4 5 4 51 2 69 358 36 353 28 18 398 97 0 0 0 0 3 72 9 17 350 17 349 93 0 0 64 9 31 8 21 3 35 Lateral length= 107 Upstream length= 1122 *** ZONE 13 Pipe Design Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Diam Up/Dn Inf Mis Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DiffUp DiffDn Cost 19 121 0 0022 348 87 0 0 4 6 4 63 3 19 356 91 353 41 18 348 60 0 0 0 0 3 74 8 04 349 85 349 58 0 ----------------------------0 65 9 81 7 07 3 83 -------------------- Lateral length= 121 Upstream length= 1293 *** ZONE 14 Pzpe Design Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Diam Up/Dn Inf Mis Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DiffUp DiffDn Cost 15 155 0 0037 398 50 0 0 0 1 0 19 9 57 359 52 352 86 *** 4 397 93 0 0 0 0 1 56 11 02 349 36 398 92 0 0 76 4 93 10 16 3 99 ---------------------------------------------------- Lateral length= 155 Upstream length= 155 *** ZONE 15 Prpe Design Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Diam Up/Dn Inf Ma.s Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DiffUp DiffDn Cost 16 253 0 0026 347 93 0 0 5 1 5 05 7 17 360 31 356 06 18 347 27 0 0 0 0 9 07 12 36 348 92 348 26 0 0 66 8 79 11 39 7 80 Lateral length= 253 Upstream length= 1651 C \HYDRA\CMD\ HYDRA Version 5 8S ~ w morrissette & associates Page 5 _------------_--------------- C \HYDRA\CMD\YJHS2 CMD ------- ---------------- 10 04 10-Dec-104 CFS YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWAT ER DESIGN *** ZONE 16 Pipe Design Link Long Slope Invert San Sto Qdes Depth GrOp GrDn SrCh/Dlt Diam Up/Dn Inf Mis Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DiffOp DiffDn Cost 17 37 0 0108 347 27 0 0 6 5 6 52 5 59 354 93 353 76 15 346 87 0 0 0 0 7 38 7 66 348 11 347 71 0 0 67 6 89 6 82 --- 6 OS -- -------------------- Lateral length= -------- 37 - ---------------- - Upstream length= ------- --------- -- 2461 ---- -------------------- Lateral length= ------ 0 ---- Upstream length= 0 *** INFILTRATION GALLARY Reservoir Cost Invert ----------- --- Maxi mum Flow Values ---- ------------- Link Exf it Up/Dn/Ovr San Inf Sto Mis Design 19 0 349 00 Incoming 0 00 0 00 6 52 0 00 6 52 0 346 00 Discharge 0 00 0 00 3 25 0 00 3 25 350 00 Overflow 0 00 0 00 0 00 0 00 0 00 Stored _ _ 0 0 19042 ---- 0 14092 --- -------------------- Lateral length= -------- 0 --------------- - Upstream length= - 2461 ' C \HYDRA\GMD\ HYDRA Version 5 85 7 w morrissette & associates Page 1 C \HYDRA\CMD\YJHS2 CMD 10 09 10-Dec-104 NONE Status of DEFAULTS at start of run Command file C \HYDRA\CMD\YJHS2 CMD Input units are read as USA Warnings are turned OFF I Output sent to display Detailed ' I Output sent to printer Off I Output sent to file Detailed I Paper width in inches 6 000 I String to reset printer 27 51 36 18 ' I String to set printer to compressed 17 15 I String to set printer to 8 lines/inch 8 27 51 27 Name of printer Epson, FX series ' I Print heading at top of page ON I Number of steps in hydrograph 166 I Step length in minutes 60 I Significant flow in hydrograph 0 010 I Infiltration Diurnalization Factor 0 980 Maximum plot value Selected by HYDRA I Type of hydrographic plot Compact ~ Sanitary flow by Diurnal Curve I Delay to start of actual storm 0 00 Rational Method computations OFF I SCS computations Santa Barbara Continuous simulation computations ON I Maximum d/D for pipe design/analysis 0 900 I Match point position on pipe 0 00 or Invert ~ Number of allowable dram drops 999 ~ Mimimum drop thru manhole 0 000 I Manning's n Variable Routing technique Quick ' I Calculate sanitary flows ON I Calculate infiltration flows ON I Calculate misc flows ON I Listing of acceptable diameters (Changed by the PCO command) I 4 6 8 10 12 15 18 21 24 27 30 I 33 36 39 42 95 48 59 60 66 72 78 I 89 90 96 102 108 119 120 132 ' 1 JOB YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN 2 REM --- 100 YEAR STORM EVENT FOR DETENTION SIZING THE 2 YEAR STORM 3 REM FOR EROSION CONTROL AND THE 6 YEAR STORM EVENT FOR TREATMENT ' 4 5 REM TOT 6 15 6 TOT 2 60 Total rainfall 2 80 Inches lJ u t t 1 C \HYDRA\CMD\ HYDRA Version 5 85 1 w morrissette & associates Page L -------------------------------------------------------- -------------- C \HYDRA\CMD\YJHS2 CMD 10 04 10-Dec-109 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN 7 REM TOT 1 79 --B FIL C \HYE\lA INC --START OF SUB-FILE------ 1 2 HYE 10 0 004 0 004 0 004 0 004 0 004 0 004 0 009 0 004 0 009 0 009 0 005 + 3 0 005 0 005 0 005 0 005 0 005 0 006 0 006 0 006 0 006 0 006 0 006 0 007 + 4 0 007 0 007 0 007 0 007 0 007 0 0082 0 008 2 0 008 2 0 008 2 0 00 82 0 0082 0 0095 + 5 0 0095 0 0095 0 0095 0 0095 0 0095 0 0139 0 0134 0 0139 0 0180 0 0180 0 034 0 054 + 6 0 027 0 018 0 0139 0 0134 0 0134 0 0088 0 0 088 0 0088 0 0068 0 0 088 0 0 088 0 0068 + 7 D 0088 0 0088 0 0088 0 0088 0 0088 0 0072 0 0072 0 0072 0 0072 0 0072 0 0072 0 0072 + 8 0 0072 0 0072 0 0072 0 0072 0 0072 0 0057 0 0057 0 0057 0 0057 0 0057 0 0057 0 0057 + 9 0 0057 0 0057 0 0057 0 0057 0 0057 0 0050 0 0050 0 0050 0 0050 0 0050 0 0050 0 0050 + 10 0 0050 0 0050 0 0050 0 0050 0 0050 0 0040 0 0090 0 0040 0 0040 0 0090 0 0090 0 0090 + 11 0 0040 0 0040 0 0090 0 0040 0 0090 0 0090 0 0040 0 0040 0 0040 0 0040 0 0040 0 0040 + 12 0 0040 0 0040 0 0040 0 0040 0 0090 0 0090 0 0040 0 0040 0 0040 0 0040 0 0040 0 0040 + 13 0 0040 0 0090 0 0040 0 0040 0 0040 0 0040 0 0090 0 0090 0 0040 0 0090 0 0040 0 0090 +0 0040 Step time 10 00 Minute s Total in original hyetograph 0 17 Inches Ad 3usting hyetograph from 10 00 minutes to 60 00 min utes Total volume rain i n production hyetograph 2 80 Inches Maximum intensity 0 46 Inches /H r 15 RET --- - END OF SUB-FILE -- -- 9 REM FILE C \HYDRA\CMD\YJHS2 CMD 10 NEW STORMWATER SIZING 11 12 REM THIS FILE CREATES STORMWATER RUNOFF FLOWS GENERATED 13 REM DURING THE 100-YEAR THE 2 YEAR AND THE 6-MONTH 24-HOUR STORM 14 REM EVENTS FOR STORAGE EROSION COTROL AND TREATMENT FOR THE YELM 15 REM JUNIOR HIGH SCHOOL CIVIL STORMWATER IMPROVEMENTS THE METHODOLOGY 16 REM IS CONSISTANT WITH THE 1992 STORMWATER MANUAL FOR THE PUGET 17 REM SOUND BASIN 18 19 REM THERE IS 30 60 ACRES WITHIN THE BOUNDARY OF THE 20 REM JUNIOR HIGH SCHOOL SITE THE EXISITNG MILL ELEMENTARY SCHOOL 21 REM IS DIRECTED TO A SWALE AND INTO AN UNDERGROUND INFILTRATION 22 REM GALLERY THE NEW JUNIOR HIGH SCHOOL PROJECT IS DIVIDIED INTO 23 REM 16 ZONES STORMWATER FROM THE ZONES IS CONVEYED TO 24 REM A VORTECHNICS TREATMENT DEVICE THIS MODEL SIZES TREATMENT 1 C \HY DRA\CMD\ HYDRA Version 5 BS 7 w morrissette & associates ----------- --------------- -- ------- Page ----- - - -- 3 ------------------ C \HYDRA\CMD\YJHS2 CMD 10 04 10-Dec- 109 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN 25 REM DEVICES AND THE INFILTRATION POND TO MEET THE 199 2 DOE 26 27 REM MANUAL FOR THE PUGET SOUND BASIN USING THE REM FOR STORAGE AND THE 6 MONTH/24 HODR EVENT 100 YEAR/24 HOUR EVENT FOR TREATMENT 28 29 NEW ZONE 1 1 30 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 Mannings n 0 00900 Minimum diameter Minimum depth 4 2 00 Inches 00 Feet Minimum cover 2 00 Feet Minimum velocity 0 0100 Feet/Sec Minimum slope 0 00100 D/d 0 9000 Maximum diameter 132 00 Inches 31 SCS 1 3, 0 39, 96, 82, 20, O1, 317 t Computed concentration time 2 64 Minutes Total Time of Concentration 2 64 Minutes Total rainfall falling on impervious 4492 49 CuFt Impervious runoff 4127 08 CuFt ' Portion off impervious 91 87 ~ Peak CFS rainfall falling on impervious 0 21 CuFt/Sec Peak CFS runoff from impervious 0 19 CuFt/Sec ' Equivalant "C" off impervious 0 92 ~ Total rainfall falling on pervious 8720 71 CuFt Pervious runoff 3816 93 CuFt Portion off pervious Peak CFS rainfall falling on pervious 43 0 77 $ 90 CuFt/Sec Peak CFS runoff from pervious 0 19 CuFt/Sec Equivalant "C" off pervious 0 35 Total rainfall falling on segment 13213 20 CuFt Total segment runoff 7994 O1 CuFt Portion off segment 60 12 $ Peak CFS rainfall falling on segment 0 60 CuFt/Sec Peak CFS runoff from segment 0 33 CuFt/Sec Equivalant "C" off segment 0 59 32 INL 99 33 DPI 175, 358 89, 355 67, 350 70, 350 32 Length 175 00 Feet Ground elevation up 358 84 Feet Ground elevation down 355 67 Feet Invert elevation up 350 70 Feet ' Invert elevation down 350 32 Feet Minimum diameter 4 00 Inches Lump sum cost 0 00 Dollars t ManningsN 0 00900 C \HYDRA\CMD\ HYDRA Version 5 85 7 w morrissette & associates Page 4 --------------------------------------------------------- -- ---- ------ C \HYDRA\CMD\YJHS2 CMD 10 09 10-Dec-109 ' YELM JONIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN MinSlope 0 00100 Link number 1 ' @Adding Sto into Event @Adding Diurnal into Design @Adding Event into Design ' Average Design Flow 0 00 CuFt/Sec Storm flow (no SF) 0 328 Cuft/Sec Design flow including SF 0 328 Cuft/Sec ' Combined SF 1 000 Design diameter 6 00 Inches Invert elev up 350 70 Feet Invert elev down 350 32 Feet ' Slope 0 00217 Depth of fluid in pipe 9 80 Inches d/D Partial flow velocity 0 1 800 994 Feet/Sec 39 HOL CB1 Tag CB1 ' Link 1 From line 34 In file C \HYDRA\CMD\YJHS2 Sent to Hold [1] 35 36 NEW ZONE 2 37 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 ' Mannings n 0 00900 Minimum diameter 9 00 Inches Minimum depth 2 00 Feet ' Minimum cover 2 00 Feet Minimum velocity 0 0100 Feet/Sec Minimum slope 0 00100 D/d 0 9000 ' Maximum diameter 132 00 Inches 38 SCS 0 18, 0 58, 98, 82, 20, 015, 80 Computed concentration time 0 54 Minutes Total Time of Concentration 0 59 Minutes ' Total rainfall falling on impervious 1061 12 Cu Ft Impervious runoff 979 56 CuFt Portion off impervious 91 84 ~ ' Peak CFS rainfall falling on impervious 0 0485 CuFt/Sec Peak CFS runoff from impervious 0 0965 CuFt/Sec Equivalant "C" off impervious 0 96 Total rainfall falling on pervious 768 40 CuFt ' Pervious runoff 336 O5 CuFt Portion off pervious 43 73 ~ t C \HYDRA\CMD\ HYURA Version 5 85 ' 7 w morrissette & associates ----------- ---------------------- ------ --------- Paqe 5 ---------------- -- ---- C \HYDRA\CMD\YJHS2 CMD 10 04 10-Dec-104 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEME NT STORMW ATER DESIGN Peak CFS rainfall falling on pervious 0 0351 CuFt/Sec Peak CFS runoff from pervious Equivalant "C" off pervious 0 0 0128 CuFt/Sec 36 Total rainfall falling on segment 1829 52 Cu Ft Total segment runoff 1310 62 Cu Ft ' Portion off segment 71 64 $ Peak CFS rainfall falling on segment 0 0835 CuFt/Sec ' Peak CFS runoff from segment 0 0593 Cu Ft/Sec Equivalant "C" off segment 0 71 39 INL 99 ' 90 REC CB1 Hold[NUm] 1 Looking up record number 1 41 DPI 92, 357 30, 356 1, 350 22, 350 02 Length 92 00 Feet Ground elevatron up 357 30 Feet Ground elevation down 356 10 Feet ' Invert elevation up 350 22 Feet Invert elevation down 350 02 Feet Minimum diameter 9 00 Inches Lump sum cost 0 00 Dollars ' ManningsN 0 00900 MinSlope 0 00100 ' Link number @Adding Sto into Event 2 @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0 00 Cu Ft/Sec ' Storm flow (no SF) 0 387 Cuft/Sec Design flow including SF 0 387 Cuft/Sec Combined SF 1 000 ' Design diameter 8 00 Inches Invert elev up 350 22 Feet Invert elev down 350 02 Feet Slope 0 00217 ' Depth of fluid in pipe 9 32 Inches d/D 0 540 Partial flow velocity 1 950 Feet/Sec 42 HOL CB2 Tag CB2 Lznk 2 From line 42 ' In fzle C \HYDRA\CMD\YJHS2 Sent to Hold(1] 93 49 NEW ZONE 3 C \HYDRA\CMD\ HYURH Version 5 85 ' 3-w-morrissette-& associates---- ---'---------------- ------ ----- --- Page--_-6 - C \HYDRA\CMD\YJH52 CMD 10 04 10-Dec-104 1 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMW ATER DESIGN 95 DPD 0 009, 9, 2, 2, 0 O1, 0 001, 0 9 Mannings n 0 00900 Minimum diameter 4 00 Inches Mrnimum depth 2 00 Feet Minimum cover 2 00 Feet Minimum velocity 0 0100 Feet/Sec Ma.nimum slope 0 00100 D/d 0 9000 ' Maximum diameter 132 00 Inches ' 96 SCS 0 47, 0 88, 98, 82, 20, 015, 172 Computed concentration trme 1 17 Mrnutes Total Time of Concentration 1 17 Minutes ' Total rainfall falling on impervious 9203 83 CuFt Impervious runoff 3861 87 CuFt Portion off impervious 91 87 $ Peak CFS rainfall falling on impervious 0 19 CuFt/Sec ' Peak CFS runoff from impervious 0 1B Cu Ft/Sec Equrvalant "C" off impervious 0 95 Total rainfall fallrng on pervious 573 25 CuFt Pervious runoff 250 79 Cu Ft ' Portron off pervious 93 75 ~ Peak CFS rainfall falling on pervious 0 0262 CuFt/Sec Peak CFS runoff from pervious Equrvalant "C" off pervious 0 0 00940 Cu Ft/Sec 36 Total rainfall falling on segment 4777 OB CuFt Total segment runoff 4112 66 Cu Ft Portion off segment 86 09 8 Peak CFS rainfall failing on segment 0 22 CuFt/Sec Peak CFS runoff from segment 0 19 Cu Ft/Sec Equrvalant "C" of£ segment 0 88 1 47 INL 99 98 REC CB2 ' 99 DPI 129, 358 43, Hold[NUm] Looking up record number 355 85, 399 92, 349 64 Length Ground elevation up Ground elevation down Invert elevation up Invert elevation down Minimum diameter Lump sum cost MannrngsN MrnSlope 1 2 129 00 Feet 358 43 Feet 355 85 Feet 349 92 Feet 349 64 Feet 4 00 Inches 0 00 Dollars 0 00900 0 00100 1 C \HYDRA\CMD\ HYDRA Version 5 85 ' I w morrissette & associates -- _______________________________ _ -------------- ---- Page 7 ------------ - ____ C \HYDRA\CMD\YJH52 CMD 10 04 10-Dec-109 YELM JONIOR HIGH SCHOOL - CI VIL IMPROVEMENT STORMW ATER DESIGN Link number 3 ' @Adding Sto into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0 00 Cu Ft/Sec Storm flow (no SF) 0 579 Cuft/Sec ' Design flow including SE 0 579 Cuft/Sec Combined SE 1 000 l 1 Desa.gn diameter Invert elev up Invert elev down Slope Depth of fluid in pipe d/D Partial flow velocity 8 00 Inches 349 92 Feet 349 64 Feet 0 00217 5 60 Inches 0 700 2 219 Feet/Sec 50 HOL CB3 51 ' S2 NEW ZONE 9 53 DPD 0 009, 9, 2 54 SCS 0 56, 0 69 Tag Link From line In file Sent to 2, 0 O1, 0 001, 0 9 Mannings n Minimum diameter ~]inimum depth Minimum cover Minimum velocity Minimum slope D/d Maximum diameter 98, 82, 20, 015, 242 Computed concentration time Total Time of Concentration Total rainfall falling on impervious Impervious runoff Portion off impervious ' Peak CFS rainfall falling on impervious Peak CFS runoff from impervious Equivalant "C" off impervious ' Total rainfall falling on pervious Pervious runoff Portion off pervious Peak CFS rainfall falling on pervious CB3 3 50 C \HYDRA\CMD\YJHS2 Hold [1] 0 00900 9 00 Inches 2 00 Feet 2 00 Feet 0 0100 Feet/Sec 0 00100 0 9000 132 00 Inches 1 65 Minutes 1 65 Minutes 9781 15 CuFt 4392 29 Cu Ft 91 87 8 0 22 CuFt/Sec 0 21 CuFt/Sec 0 99 910 69 CuFt 398 96 CuFt 43 76 $ 0 0916 Cu Ft/Sec 1 C \HYDRA\CMD\ HYDRA Version 5 85 3-w-morn=sette-&-associates----------~-------- ----------- ---------Page----8 C \HYDRA\CMD\YJH52 CMD 10 04 10-Dec-109 ' YELM JONIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN 1 1 1 Peak CFS runoff from pervious Equrvalant "C" off pervious Total rainfall falling on segment Total segment runoff Portion off segment Peak CFS rarnfall falling on segment Peak CFS runoff from segment Equrvalant "C" off segment 55 INL 99 56 REC CB3 Hold[Num] Looking up record number 57 DPI 118, 358 22, 359 59, 349 54, 349 28 Length Ground elevation up Ground elevation down Invert elevation up Invert elevation down Minimum diameter Lump sum cost ManningsN MinSlope Link number @Addrng Sto into Event @Addrng Diurnal into Design @Addrng Event into Desa.gn Average Design Elow Storm flow (no SF) Design flow including SF Combined SF Design diameter Invert elev up Invert elev down Slope Depth of fluid in pipe d/D Partial flow velocity 0 0198 CuFt/Sec 0 36 5691 84 CuFt 9790 73 CuFt 89 17 8 0 26 Cu Ft/Sec 0 22 Cu Ft/Sec 0 85 1 3 118 00 Feet 358 22 Feet 359 59 Feet 399 54 Feet 399 28 Feet 4 00 Inches 0 00 Dollars 0 00900 0 00100 9 0 00 CuFt/Sec 0 799 Cuft/Sec 0 799 Cuft/Sec 1 000 8 00 Inches 399 59 Feet 399 26 Feet 0 00220 7 09 Inches 0 880 2 432 Feet/Sec 58 HOL CB9 Tag Link From line In file Sent to 59 60 NEW ZONE 5 61 DPD 0 009, 9, 2, 2, 0 O1, 0 001, 0 9 CB9 4 58 C \HYDRA\CMD\YJHS2 Hold [1] 1 1 t C \HYDRA\CMD\ HYDRA Version 5 85 3 w morrissette & associates Page 9 ______________________________________________________________________________ C \HYDRA\CMD\YJHS2 CMD 10 04 10-Dec-109 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN Mannings n Ma.n imam diameter Minimum depth Minimum cover Minimum velocity Minimum slope D/d Maximum diameter 62 SCS 1 9, 0 82, 96, 82, 20, O1, 305 Computed concentration time Total Time of Concentration Total rainfall falling on impervious Impervious runoff Portio^ off impervious Peak CFS rainfall falling on impervious Peak CFS runoff from impervious Equrvalant "C" off impervious Total rainfall falling on pervious Pervious runoff Portion off pervious Peak CFS rainfall falling on pervious Peak CFS runoff From pervious Equivalant "C" off pervious Total rainfall falling on segment Total segment runoff Portion off segment Peak CFS rainfall falling on segment Peak CFS runoff from segment Equivalant "C" off segment ' 63 INL 99 64 REC CB4 1 Hold[Num] Looking up record number 65 DPI 115, 357 99, 353 91, 348 78, 398 53 Length Ground elevation up Ground elevation down Invert elevation up Invert elevation down Minimum diameter Lump sum cost ManningsN MrnSlope Link number 0 00900 9 00 Inches 2 00 Feet 2 00 Feet 0 0100 Feet/Sec 0 00100 0 9000 132 00 Inches 2 54 Minutes 2 54 Minutes 11668 27 CuFt 10719 15 Cu Ft 91 67 $ 0 53 Cu Ft/Sec 0 49 CuFt/Sec 0 93 2561 33 Cu Ft 1121 02 Cu Ft 93 77 8 0 12 Cu Ft/Sec 0 0908 Cu Ft/Sec 0 35 14229 60 Cu Ft 11890 17 Cu Ft 83 21 ~ 0 65 Cu Ft/Sec 0 53 Cu Ft/Sec o az 1 9 115 00 Feet 357 99 Feet 353 41 Feet 348 78 Feet 348 53 Feet 9 00 Inches 0 00 Dollars 0 00900 0 001 00 5 C \HYDRA\CMD\ HYDR A Version 5 85 0-w-morrissette-&-assocrates--------- -------------- ------- ---- ------Page---10 C \HYDRA\CMD\YJHS2 CMD 10 04 10-Dec-109 YELM JUNIOR HIGH SCHOOL - CI VIL IMPROVEMENT STORMW ATER DESIGN @Adding Sto into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0 00 CuFt/Sec Storm flow (no SF) 1 333 Cuft/Sec Design flow including SF 1 333 Cuft/Sec ' Combined SF 1 000 L 66 HOL CBS 1 1 Design diameter Invert elev up Invert elev down Slope Depth of fluid in pipe d/D Partial flow velocity Tag Link From line In file Sent to 67 68 NEW ZONE 6 69 DPD 0 009, 9, 2, 2, 0 Ol, 0 001, 0 9 Mannings n Minimum diameter Minimum depth Minimum cover Minimum velocity Minimum slope D/d Maximum diameter 70 SCS 0 O5, 0 33, 98, 82, 20, O1, 57 Computed concentration time Total Time of Concentration Total rarnfall falling on impervious Impervious runoff Portion off impervious Peak CFS rainfall falling on impervious Peak CFS runoff from impervious Equivalant "C" off impervious Total rainfall falling on pervious Pervious runoff Portion off pervious Peak CFS rainfall falling on pervious Peak CFS runoff from pervious 10 00 Inches 348 78 Feet 398 53 Feet 0 00217 8 20 Inches 0 820 2 753 Feet/Sec CBS 5 66 C \HYDRA\CMD\YJHS2 Hold [1] 0 00900 4 00 Inches 2 00 Feet 2 00 Feet 0 0100 Feet/Sec 0 00100 0 9000 132 00 Inches 0 47 Minutes 0 97 Minutes 167 71 Cu Ft 154 02 CuFt 91 89 ~ 0 00766 CuFt/Sec 0 00735 CuFt/Sec 0 96 340 49 Cu Ft 198 90 CuFt 93 73 8 0 0155 CuFt/Sec 0 00567 CuFt/Sec 1 t 1 u C \HYCRA\CMD\ HYDRA Version 5 85 ~ w morrissette & associates Page 11 C \HYDRA\CMD\YJHS2 CMD 10 04 10-Dec-104 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN Equivalant "C" off pervious 0 36 Total rainfall falling on segment 508 20 CuFt Total segment runoff 302 92 CuFt Portion off segment 59 61 $ Peak CFS rainfall falling on segment 0 0232 CuFt/Sec Peak CFS runoff from segment 0 0130 Cu Et/Sec Equivalant "C" off segment 0 56 71 INL 99 72 REC CB5 Hold[Num] 1 Looking up record number 5 73 DPI 144, 355 28, 354 42, 346 43, 398 11 Length 194 00 Feet Ground elevation up 355 28 Eeet Ground elevation down 354 42 Eeet Invert elevation up 396 43 Feet Invert elevatson down 348 11 Feet Minimum diameter 9 00 Inches Lump sum cost 0 00 Dollars ManningsN 0 00900 MinSlope 0 00100 Link number 6 @Adding Sto into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0 00 CuFt/Sec Storm flow (no SF) 1 396 Cuft/Sec Design flow including SF 1 346 Cuft/Sec Combined SF 1 000 Design diameter 10 00 Inches Invert elev up 348 43 Feet Invert elev down 348 11 Feet Slope 0 00222 Depth of fluid in pipe 8 20 Inches d/D 0 820 Partial flow velocity 2 783 Feet/Sec 74 HOL CB6 Tag CB6 Link 6 From line 74 In file C \HYDRA\CMD\YJHS2 Sent to Hold[1] 75 76 NEW ZONE 7 77 DPD 0 009, 9, 2, 2, 0 O1, 0 001, 0 9 1 1 C \HYDRA\CMD\ HYDRA Version 5 85 ' 7-w-morrissette-&-associates------------------------------------ ---Page---12 C \HYDRA\CMD\YJHS2 CMD 10 04 10-Dec-109 1 1 1 1 YELM JONIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN Mannings n Minimum diameter Minimum depth Ma.n imum cover Minimum velocity Minimum slope D/d Maximum diameter 78 SCS 0 85, 0 19, 98, 62, 20, O1, 307 Computed concentration time Total Time of Concentration Total rainfall falling on impervious Impervious runoff Portion off impervious Peak CFS rainfall falling on impervious Peak CFS runoff from impervious Equivalant "C" off impervious Total rarnfall falling on pervious Pervious runoff Portion off pervious Peak CFS rainfall falling on pervious Peak CFS runoff from pervious Equivalant "C" off pervious Total rainfall falling on segment Total segment runoff Portion off segment Peak CFS rainfall falling on segment Peak CFS runoff from segment Equivalant "C" off segment 79 INL 99 80 DPI 92, 361 55, 356 94, 352 75, 352 55 Length Ground elevation up Ground elevation down Invert elevation up Invert elevation down Minimum diameter Lump sum cost ManningsN MinSlope Link number @Adding Sto into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0 00900 4 00 Inches 2 00 Feet 2 00 Feet 0 0100 Feet/Sec 0 00100 0 9000 132 00 Inches 2 56 Minutes 2 56 Minutes 1209 52 CuFt 1111 13 Cu Ft 91 87 8 0 0552 CuFt/Sec 0 0511 CuFt/Sec 0 93 7429 68 Cu Ft 3251 87 CuFt 93 77 ~ 0 34 Cu Ft/Sec 0 12 Cu Ft/Sec 0 35 8639 90 CuFt 4363 00 Cu Ft 50 50 $ 0 39 CuFt/Sec 0 17 Cu Ft/Sec 0 43 92 00 Feet 361 55 Feet 356 94 Feet 352 75 Feet 352 55 Feet 9 00 Inches 0 00 Dollars 0 00900 0 00100 7 0 00 Cu Ft/Sec 1 1 1 C \HYDRA\CMD\ HYDRA Version 5 B5 ' 1_w_morrrssette_&-associates--------- ---------- ------------------`-Page---13 C \HYDRA\CMD\YJHS2 CMD 10 04 10-Dec-109 1 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN ' 81 HOL CB7 Storm flow (no SF) Design flow including SF Combined SF Design drameter Invert elev up Invert elev down Slope Depth of flurd in pipe d/D Partial flow velocrty Tag Link From lrne In file Sent to 82 83 NEW ZONE 8 84 DPD 0 009, 9, 2, 2, 0 O1, 0 001, 0 9 Mannings n Minimum diameter Minimum depth Minimum cover Minrmum velocity Minimum slope D/d Maxrmum diameter 85 SCS 0 68, 0 24, 98, 82, 20, 01, 392 Computed concentration time Total Time of Concentration Total rainfall falling on impervious Impervious runoff Portron off impervious ' Peak CFS rainfall falling on impervious Peak CFS runoff from impervious Equrvalant "C" off impervious Total rainfall falling on pervrous Pervious runoff Portion off pervious Peak CFS rainfall falling on pervious ' Peak CFS runoff from pervious Equrvalant "C" off pervious Total rarnfall falling on segment Total segment runoff 0 169 Cuft/Sec 0 169 Cuft/Sec 1 000 6 00 Inches 352 75 Feet 352 55 Feet 0 00217 3 18 Inches 0 530 1 593 Feet/Sec CB7 7 81 C \HYDRA\CMD\YJHS2 Hold[2] 0 00900 4 00 Inches 2 00 Feet 2 DO Feet 0 0100 Feet/Sec 0 00100 0 9000 132 00 Inches 2 85 Minutes 2 65 Minutes 1658 76 CuFt 1523 87 CuFt 91 87 ~ 0 0758 Cu Ft/Sec 0 0698 Cu Ft/Sec 0 92 5252 76 CuFt 2299 21 Cu Ft 43 77 ~ 0 24 CuFt/Sec 0 0630 CuFt/Sec 0 35 6911 52 Cu Ft 3823 OB Cu Ft t i 1 1 t t CI C C \HYDRA\CMD\ HYDRA Version 5 65 ] w morrissette & associates ----- - - = Page ---- -- ----- --- -- -- 14 - C ----- - ---- ------------- \HYDRA\CMD\YJHS2 CMD - - 10 09 10-Dec- 104 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN Portion off segment 55 31 $ Peak CFS rainfall falling on segment 0 32 CuFt/Sec Peak CFS runoff from segment 0 15 CuFt/Sec Equivalant "C" off segment 0 98 86 INL 99 67 REC CB7 Hold[Num] 2 Looking up record number 7 88 DPI 298, 359 97, 356 O5, 352 45, 351 79 Length 298 00 Feet Ground elevation up 359 97 Feet Ground elevatron down 356 O5 Feet Invert elevation up 352 95 Feet Invert elevation down 351 79 Feet Minimum diameter 4 00 Inches Lump sum cost 0 00 Dollars ManningsN 0 00900 MinSlope 0 00100 Link number 8 @Addzng Sto rnto Event @Addrng Diurnal into Design @Add.tng Event into Design Average Design Flow 0 00 CuFt/Sec Storm flow (no SF) 0 322 Cuft/Sec Design flow rncluding SF 0 322 Cuft/Sec Combined SF 1 000 Desrgn diameter 6 00 Inches Invert elev up 352 95 Feet Invert elev down 351 79 Feet Slope 0 00221 Depth of fluid rn pipe 4 68 Inches d/D 0 780 Partial flow velocity 1 942 Feet/Sec 89 HOL CB8 Tag CB8 Link 8 From line 89 In frle C \HYDRA\CMD\YJHS2 Sent to Hold[2] 90 91 NEW ZONE 17 MILL POND STORMWATER 92 DPD 0 009, 9, 2, 2, 0 O1, 0 001, 0 9 Mannrngs n 0 00900 Minimum diameter 9 00 Inches Minimum depth 2 00 Feet Minimum cover 2 00 Feet Mrnimum velocity 0 0100 Feet/Sec Minimum slope 0 00100 D/d 0 9000 C 1 C \HYDRA\CMD\ H YDRA Version 5 85 ' 1 w morrissette & associates Page 15 C \HYDRA\CMD\YJHS2 CMD 10 04 10-Dec-104 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN Maximum diameter 132 00 Inches ' 93 SCS 9 63, 0 48, 9B, 82, 20, O1, 140 Computed concentration time 1 17 Minutes ' Total Time o£ Concentration 1 17 Minutes Total rainfall falling on rmpervrous 46982 07 CuFt ' Impervious runoff 93160 29 CuFt Portion off rmpervrous 91 87 ~ Peak CFS rainfall falling on impervious 2 15 Cu Ft/Sec Peak CFS runoff from rmpervrous 2 03 Cu Ft/Sec ' Equrvalant "C" off impervious 0 95 Total rainfall falling on pervious 50897 25 CuFt Pervious runoff 22267 29 Cu Ft Portron off pervious 43 75 °s ' Peak CFS rainfall falling on pervious 2 32 CuFt/Sec Peak CFS runoff from pervious 0 83 Cu Ft/Sec Equrvalant "C" off pervious 0 36 ' Total rainfall falling on segment 97879 32 CuFt Total segment runoff 65427 58 Cu Ft Portron off segment 66 85 8 Peak CES rarnfall falling on segment 9 47 CuFt/Sec ' Peak CFS runoff from segment 2 87 Cu Ft/Sec Equrvalant "C" off segment 0 64 lJ l~ 1 94 INL 99 95 DPI 367, 359 44, 358 @Addrng Sto rnto Event @Addrng Drurnal rnto Desrgn @Addrng Event rnto Desrgn 71, 350 98, 350 13 Length Ground elevatron up Ground elevatron down Invert elevatron up Invert elevatron down Mrnrmum drameter Lump sum cost MannrngsN MrnSlope Link number Average Desrgn Flow Storm flow (no SF) Desrgn flow includrng SF Combrned SF Design drameter Invert elev up Invert elev down Slope 387 00 Feet 359 44 Feet 358 71 Feet 350 98 Feet 350 13 Feet 4 00 Inches 0 00 Dollars 0 00900 0 00100 9 0 00 CuFt/Sec 2 869 Cuft/Sec 2 869 Cuft/Sec 1 000 15 00 Inches 350 98 Feet 350 13 Feet 0 00220 t C \H YDRA\CMD\ HYDR[1 Version 5 85 ~ w morrissette & associates Page 16 C \H YDRA\CMD\YJHS2 CMD 10 04 10-Dec-104 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMW ATER DESIGN Depth of fluid in pipe 9 90 Inches d/D Partial flow velocity 0 3 660 306 Feet/Sec 96 HOL CB17 Tag CB17 ' Link 9 From line 96 In file Sent to C \HYDR Hold[3] A\CMD\YJHS2 97 98 NEW ZONE 10 99 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 ' Mannings n 0 00900 Minimum diameter 4 00 Inches Minimum depth 2 00 Feet Minimum cover 2 00 Feet Minimum velocity 0 0100 Feet/Sec Ma.nimum slope 0 00100 D/d 0 9000 ' Maximum diameter 132 00 Inches 100 SCS 0 09, 1 0, 96, 82, 20, O1, 281 Computed concentration time 2 34 Minutes ' Total Time of Concentration 2 39 Minutes Total rainfall falling on impervious 914 76 CuFt Impervious runoff 840 35 CuFt ' Portion off rmpervious 91 87 ~ Peak CFS rainfall falling on zmpervzous D 0418 CuFt/Sec Peak CFS runoff from impervious 0 0388 CuFt/Sec Equivalant "C" off impervious 0 93 ' Total rainfall falling on pervious 0 00 CuFt Total rainfall falling on segment 919 76 Cu Ft Total segment runoff B90 35 Cu Ft Portion off segment 91 87 ~ Peak CFS rainfall falling on segment 0 0418 CuFt/Sec Peak CFS runoff from segment 0 0388 CuFt/Sec Equivalant "C" off segment 0 93 101 REC CB17 Hold[NUm] 3 Looking up record number 9 102 INL 99 C \HYDRA\CMD\ HYDRA Version 5 85 7 w-morrissette-& associates--- ------------------ --------- ----------Page---17 - - C \HYDRA\CMD\YJHS2 CMD 20 04 10-Dec-109 YELM JDNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN 103 DPI 44, 360 99, 354 78, 350 03, 349 75 Lenqth 49 00 Feet ' Ground elevation up 360 44 Feet Ground elevation down 354 78 Feet Invert elevation up 350 03 Feet Invert elevation down 349 75 Feet Minimum diameter 4 00 Inches Lump sum cost 0 00 Dollars ManningsN 0 00900 ' MinSlope 0 00100 Link number 10 @Adding Sto into Event @Addinq Dzurnal into Design ' @Adding Event into Design Average Design Flow 0 00 CuFt/Sec Storm flow (no SF) 2 90B Cuft/Sec ' Design flow including SF 2 908 Cuft/Sec Combined SF 1 000 Design diameter 12 00 Inches Invert elev up 350 03 Eeet Invert elev down 349 75 Feet Slope 0 00636 Depth of fluid in pipe 8 40 Inches ' d/D 0 700 Partial flow velocity 4 979 Feet/Sec 104 HOL CB10 Tag CB10 Link 10 From line 109 In file C \HYDRA\CMD\YJHS2 Sent to Hold[37 ' 105 106 NEW ZONE 9 107 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 ' Mannings n 0 00900 Minimum diameter 4 00 Inches Minimum depth 2 00 Feet Minimum cover 2 00 Feet Minimum velocity 0 0100 Feet/Sec Minimum slope 0 00100 D/d 0 9000 Maximum diameter 132 00 Inches 108 SCS 2 32, 0 19, 98, 82, 20, Ol, 520 Computed concentration time 4 33 Minutes ' Total Time of Concentration 4 33 Minutes Total rainfall falling on impervious 4480 29 CuFt Impervious runoff 4116 81 CuFt ' Portion off impervious 91 89 8 C \HYDRA\CMD\ HYDRA Version 5 85 ' 7 w morrissette & associates Page 18 C \HYDRA\CMD\YJH52 CMD 10 09 10-Dec-104 ' YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN C 1 Peak CFS rainfall falling on impervious Peak CFS runoff from impervious Equivalant "C" off impervious Total rainfall falling on pervious Pervious runoff Portion off pervious Peak CFS rainfall falling on pervious Peak CFS runoff from pervious Equrvalant "C" off pervious Total rainfall falling on segment Total segment runoff Portion off segment Peak CFS rainfall falling on segment Peak CFS runoff from segment Equivalant "C" off segment 0 20 Cu Ft/Sec 0 18 Cu Ft/Sec 0 90 19100 19 Cu Ft 8364 74 Cu Ft 93 79 $ 0 87 Cu Ft/Sec 0 29 CuFt/Sec 0 34 23580 48 Cu Ft 12481 55 Cu Ft 52 93 ~ 1 08 Cu Ft/Sec 0 98 Cu Et/Sec 0 49 109 INL 99 110 REC CB8 111 REC CB10 Hold[NUm] Looking up record number Hold [Numj Looking up record number 354 22, 399 85, 349 75 Length Ground elevation up Ground elevation down Invert elevation up Invert elevation down Minimum diameter Lump sum cost ManningsN MinSlope Link number 2 8 3 10 ' 112 DPI 38, 359 42, 1 @Addrng Sto a.nto Event @Adding Diurnal into Design @Adding Event into Design 1 38 00 Feet 359 42 Feet 354 22 Feet 349 85 Feet 349 75 Feet 4 00 Inches 0 00 Dollars 0 00900 0 00100 11 Average Design Flow 0 00 Cu Ft/Sec Storm flow (no SF) 3 707 Cuft/Sec Design flow including SF 3 707 Cuft/Sec Combined SF 1 000 brop to comply with Match Point crrterra 0 10 Feet Design diameter 15 00 Inches Invert elev up 399 75 Feet Invert elev down 349 65 Feet Slope 0 00263 Depth of fluid in pipe 11 10 Inches d/D 0 740 1 t C \HYDRA\CMD\ HYDRA Version 5 85 ~ w morrrssette & associates -------------------------------- ------- ------- Page 19 ------------------- ---- - C \HYDRA\CMD\YJHS2 CMD 10 04 10-Dec-104 ' YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN Partial flow velocrty 3 812 Feet/Sec 1 113 HOL CB9 Tag CB9 Link 11 From lrne 113 1 In file C \HYDRA\CMD\YJHS2 Sent to Hold [2] ' 114 115 NEW ZONE 11 116 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 ' Mannrngs n 0 00900 Minimum diameter 4 00 Inches Minimum depth 2 00 Feet ' Minimum cover 2 00 Feet Minimum velocity 0 0100 Feet/Sec Minimum slope 0 00100 D/d 0 9000 Maximum drameter 132 00 Inches 117 SCS 1 57, 0 68, 98, 62, 20, O1, 375 Computed concentration time 3 13 Minutes ' Total Time of Concentration 3 13 Minutes Total rainfall falling on rmpervrous 10851 09 Cu Ft Impervrous runoff 9968 91 Cu Ft ' Portion off rmpervrous 91 87 B Peak CFS rarnfall falling on impervious 0 50 CuFt/Sec Peak CFS runoff from impervious 0 95 CuFt/Sec Equrvalant "C" off impervious 0 92 Total rainfall falling on pervious 5106 39 CuFt Pervious runoff 2235 35 CuFt Portion off pervious 43 78 8 Peak CFS rainfall falling on pervious 0 23 CuEt/Sec Peak CFS runoff from pervious 0 0802 CuFt/Sec ' Equrvalant "C" off pervious 0 34 Total rainfall fallrng on segment 15957 46 CuFt Total segment runoff 12204 26 CuFt ' Portion off segment Peak CFS rainfall fallrng on segment 76 0 48 $ 73 CuFt/Sec Peak CFS runoff from segment 0 53 Cu Ft/Sec Equrvalant "C" off segment 0 73 ' 118 INL 99 C \HYDRA\CMD\ H YDRA Version 5 65 ' I w morrissette & associates Page 20 C \HYDRA\CMD\YJH52 CMD 10 09 10-Dec-109 ' YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN 119 REC C89 Hold[Num] 2 Looking up record number 11 120 DPI 156, 359 OB, 393 45, 349 65, 349 31 Length 156 00 Feet ' Ground elevation up 359 OB Feet Ground elevation down 343 95 Feet 1 Invert elevation up Invert elevation down 399 349 65 Eeet 31 Feet Minimum diameter 4 00 Inches Lump sum cost 0 00 Dollars ManningsN 0 00900 MinSlope 0 00100 Link number 12 @Adding Sto into Event ' @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0 00 CuFt/Sec Storm flow (no SF) 9 291 Cuft/Sec ' Design flow including SF 9 291 Cuft/Sec Combined SF 7 000 Design diameter 15 00 Inches ' Invert elev up 399 65 Feet Invert elev down 349 31 Feet Slope 0 00218 Depth of fluid in pipe 13 20 Inches ' d/D 0 880 Partial flow velocity 3 678 Feet/Sec 121 HOL CB11 Tag CB11 Link 12 From line 121 In file C \HYDRA\CMD\YJHS2 ' Sent to Hold [2] 122 123 NEW ZONE 12 124 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 9 Mannings n 0 00900 Minimum diameter 9 00 Inches Minimum depth 2 00 Feet Minimum cover 2 00 Feet Minimum velocity 0 0100 Feet/Sec Minimum slope 0 00100 D/d 0 9000 ' Maximum diameter 132 00 Inches 125 SCS 0 72, 0 80, 98, 82, 20, Ol, 340 Computed concentration time 2 83 Minutes ' Total Time of Concentration 2 83 Minutes 1 t C \HYDRA\CMD\ HYDR A Version 5 85 ' 3 w morrissette & associates Page 21 C \HYDRA\CMD\YJHS2 CMD 10 04 10-Dec-104 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMW ATER DESIGN ' Total rainfall falling on impervious Impervious runoff 5854 5378 46 35 Cu Ft Cu Ft Portron off impervious 91 87 ~ Peak CFS rainfall falling on impervious 0 27 Cu Ft/Sec Peak CFS runoff from impervious 0 25 Cu Et/Sec Equrvalant "C" off impervious 0 92 Total rainfall falling on pervrous 1463 62 Cu Ft Pervious runoff 640 69 CuFt Portion off pervious 93 77 $ Peak CFS rainfall falling on pervious 0 066 8 CuFt/Sec Peak CES runoff from pervrous 0 023 1 CuFt/Sec ' Equrvalant "C" off pervious 0 35 Total rainfall falling on segment 7318 OB CuFt Total segment runoff 6018 99 CuFt ' Portion off segment 82 25 8 Peak CFS rainfall falling on segment 0 33 Cu Et/Sec Peak CES runoff from segment 0 27 Cu Ft/Sec Equrvalant "C" off segment 0 81 ' 126 INL 99 127 REC CB11 ' 128 DPI 107, 358 38, t 1 t Hold[Num] Looking up recozd number 353 28, 399 21, 348 97 Length Ground elevation up Ground elevation down Invert elevation up Invert elevation down Minrmum diameter Lump sum cost ManningsN MinSlope Link number @Adding Sto into Event @Addinq Diurnal into Design @Adding Event into Design Average Design Flow Storm flow (no SF) Design flow including SF Combined SF Design diameter Invert elev up Invert elev down Slope Depth of fluid in pipe d/D Partial flow velocity 2 12 107 00 Feet 358 38 Feet 353 28 Feet 349 21 Feet 398 97 Feet 4 00 Inches 0 00 Dollars 0 00900 0 00100 13 0 00 CuFt/Sec 9 511 Cuft/Sec 9 511 Cuft/Sec 1 000 16 00 Inches 349 21 Feet 348 97 Feet 0 00224 11 52 Inches 0 640 3 719 Eeet/Sec 1 '~~ C \HYDRA\CMD\ HYDRA Version 5 85 ' I w morrissette & associates Page 22 10 09 10-Dec-104 C \HYDRA\CMD\YJHS2 CMD 1 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN 129 HOL CB12 Tag CB12 Link 13 From line 129 In file C \HYDRA\CMD\YJHS2 ' Sent to Hold[2] ' 130 131 NEW ZONE 13 132 DPD 0 009, 9, 2, 2, 0 O1, 0 001, 0 9 Mannrngs n 0 00900 Minimum diameter 4 00 Inches ' Minimum depth 2 00 Feet Minimum cover 2 00 Feet Minimum velocity 0 0100 Feet/Sec ' Minimum slope 0 00100 D/d 0 9000 Maximum diameter 132 00 Inches 133 SCS 0 32, 0 83, 98, 82, 20, O1, 233 ' Computed concentration time 1 99 Minutes Total Time of Concentration 1 94 Minutes Total rainfall falling on impervious 2699 56 Cu Ft Impervious runoff 2479 95 CuFt Portion ofE impervious 91 87 ~ Peak CFS rainfall falling on impervious 0 12 Cu Ft/Sec Peak CFS runoff from impervious 0 12 CuFt/Sec ' Equivalant "C" off impervious 0 94 Total rainfall falling on pervious 552 92 Cu Ft Pervious runoff 241 96 Cu Ft Portion off pervious 43 76 ~ ' Peak CFS rainfall falling on pervious 0 0253 Cu Ft/Sec Peak CFS runoff from pervious 0 00891 CuFt/Sec Equivalant "C" off pervious Total rainfall falling on segment 0 3252 35 48 Cu Ft Total segment runoff 2721 91 CuFt Portion off segment 83 69 ~ Peak CFS rainfall falla.ng on segment 0 15 CuFt/Sec Peak CFS runoff from segment 0 12 CuFt/Sec Equivalant "C" off segment 0 89 134 INL 99 t 135 REC CB12 Hold(Num] 2 Looking up record number 13 1 C \HYDRA\CMD\ HYDRA Version S 85 ' 3 w morrissette & associates Page 23 C \HYDRA\CMD\YJHS2 CMD 10 04 10-Dec-104 ' YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMW ATER DESIGN 136 DPI 121, 356 91, 353 41, 348 87, 398 60 Length 121 00 Feet ' Ground elevation up 356 91 Feet Ground elevation down 353 41 Feet Invert elevation up 348 87 Feet Znvert elevation down 398 60 Feet ' Minimum diameter 4 00 Inches Lump sum cost 0 00 Dollars ' ManningsN MinSlope 0 0 0090Q 00100 Link number 14 @Adding Sto into Event @Adding Diurnal into Design ' @Adding Event into Design Average Design Flow 0 00 Cu Ft/Sec Storm flow (no SF) 4 635 Cuft/Sec Design flow including SF 4 635 Cuft/Sec Combined SF 1 000 Design diameter 18 00 Inches Invert elev up 348 87 Feet t Invert elev down 348 60 Feet Slope 0 00223 Depth of fluid in pipe 11 70 Inches ' d/D 0 650 Partial flow velocity 3 737 Feet/Sec 137 HOL CS13 Tag CB13 Link 14 From line 137 In file C \HYDRA\CMD\YJHS2 Sent to Hold[2] 138 139 NEW ZONE 14 140 DPD 0 009, 4, 2, 2, 0 Ol, 0 001, 0 9 Mannings n 0 00900 Minimum diameter 9 00 Inches Minimum depth 2 00 Feet Minimum cover 2 00 Feet Minimum velocity 0 0100 Feet/Sec Minimum slope 0 00100 D/d 0 9000 Maximum diameter 132 00 Inches 141 SCS 0 31, 1 0, 98, 62, 20, O1, 133 Computed concentration time 1 11 Minutes ' Total Time of Concentration 1 11 Minutes Total rainfall falling on impervious 3150 89 CuFt Impervious runoff 2894 52 CuFt Portion off impervious 91 86 ~ t C \HYDRA\CMD\ HYDRA Version 5 85 ' 3 w morrissette & associates Page 24 --------------------------------------- --- ----- -- - ------------- C iHYDRAlCMD1YJHS2 CMD 10 04 10-Dec-104 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN t t t Peak CFS rainfall falling on impervious 0 14 CuFt/Sec Peak CFS runoff from impervious 0 14 Cu Ft/Sec Equrvalant "C" off impervious 0 95 Total rainfall falling on pervious 0 00 CuFt Total rainfall falling on segment 3150 89 CuFt Total segment runoff 2899 52 CuFt Portion off segment 91 86 $ Peak CFS rarnfall falling on segment 0 19 CuFt/Sec Peak CFS runoff from Segment 0 I4 CuFt/Sec Equrvalant "C" off segment 0 95 142 INL 99 143 DPI 155, 359 52, 352 86, 348 50, 347 93 Length Ground elevatron up Ground elevation down Znvert elevation up Invert elevation down Mina.mum diameter Lump sum cost ManningsN MinSlope Link number @Adding Sto into Event @Adding Diurnal into Desrgn @Adding Event into Design Average Design Flow Storm flow (no SF) Design flow including SF Combzned SF Desrgn diameter Invert elev up Invert elev down Slope Depth of fluad in pipe d/D Partial flow velocity 149 HOL CB19 Tag Link From line In file Sent to 155 00 Feet 359 52 Feet 352 86 Feet 398 50 Feet 397 93 Feet 4 00 Inches 0 00 Dollars 0 00900 0 001 00 15 0 00 CuFt/Sec 0 137 Cuft/Sec 0 137 Cuft/Sec 1 000 4 00 Inches 348 50 Feet 347 93 Feet 0 00368 3 04 Inches 0 760 1 889 Eeet/Sec CB14 15 194 C \HYDRA\CMD\YJHS2 Hold[3] 195 196 NEW ZONE 15 147 DPD 0 009, 4, 2, 2, 0 O1, 0 001, 0 90 1 C \HYDRA\CMD\ HYDRA Version 5 85 ' 7 w morrissette & assocrates Page 25 C \HYDRA\CMD\YJHS2 CMD 10 04 10-Dec- 104 YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN Mannings n 0 00900 ' Minimum diameter 4 00 Inches Minimum depth 2 00 Feet Minimum cover 2 00 Feet Minimum velocity 0 0100 Eeet/Sec ' Minimum slope 0 00100 D/d 0 9000 Maxzmum drameter 132 00 Inches 148 SCS 0 77, 0 76, 98, 82, 20, O1, 283 Computed concentration time 2 36 Minutes Total Time of Concentration 2 36 Minutes ' Total rainfall falling on impervious 5997 97 Cu Ft Impervious runoff 5964 12 Cu Ft Portion off impervrous 91 67 8 Peak CFS rainfall fallrng on impervious 0 27 CuFt/Sec t Peak CFS runoff from impervious 0 25 CuFt/Sec Equivalant "C" off impervious 0 93 Total rainfall falling on pervious 1878 31 Cu Ft ' Pervious runoff 822 04 Cu Ft Portion off pervious 43 76 ~ Peak CFS rainfall fallrng on pervrous 0 0658 Cu Ft/Sec Peak CFS runoff from pervious Equrvalant "C" off pervious 0 0 0300 CuFt/Sec 35 Total rainfall falling on segment 7826 28 CuFt Total segment runoff 6286 15 CuFt Portron off segment 80 32 8 ' Peak CFS rainfall falling on segment 0 36 CuFt/Sec Peak CFS runoff from segment 0 28 Cu Ft/Sec Equivalant "C" off segment 0 79 149 INL 99 150 REC CB13 Hold[Num] 2 Looking up record number 19 151 REC CB14 Hold[NUm] 3 Looking up record number 15 152 DPI 253, 360 31, 356 06, 398 81, 348 15 Length 253 00 Feet Ground elevation up 360 31 Feet Ground elevation down 356 06 Feet Invert elevation up 348 81 Feet Invert elevation down 348 15 Feet ' Minimum diameter 4 00 Inches t C \HYDRA\CMD\ HYDRA Version 5 85 ' 0 w morrissette & associates --------- ------ -- -- Page 26 ------- ------- -- ---- --------------------------------- C \HYDRA\CMD\YJHS2 CMD --- - 10 04 10-Dec-104 ' YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN Lump sum cost 0 00 Dollars ManningsN 0 00900 ' MinSlope 0 00100 Link number 16 @Adding Sto into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0 00 CuFt/Sec Storm flow (no SF) 5 059 Cuft/Sec ' Design flow including SE 5 059 Cuft/Sec Combined SF 1 000 Drop to comply with Match Point criteria 0 68 Feet ' Design diameter 18 00 Inches Invert elev up 397 93 Feet ' Invert elev down Slope 397 0 27 Feet 00261 Depth of fluid in pipe 11 68 Inches d/D 0 660 Partial flow velocity 4 068 Feet/Sec ' 153 HOL CB15 Tag CB15 Link 16 ' Erom lane 153 In file C \HYDRA\CMD\YJHS2 Sent to Hold[27 ' 154 155 NEW ZONE 16 156 DPD 0 009, 9, 2, 2, 0 O1, 0 001, 0 9 ' Mannings n 0 00900 Minimum diameter 4 00 Inches Minimum depth Minimum cover 2 2 00 Feet 00 Feet Minimum velocity 0 0100 Feet/Sec Minimum slope 0 00100 D/d 0 9000 Maximum diameter 132 00 Inches 157 SCS 0 29, 0 66, 98, 82, 20, O1, 117 Computed concentration tame 0 98 Minutes Total Tame of Concentration 0 98 Minutes Total rainfall falling on impervious 2539 90 CuFt Impervious runoff 2326 63 Cu Ft Portion off impervious 91 86 8 ' Peak CFS rainfall falling on impervious 0 12 CuFt/Sec Peak CFS runoff from impervious 0 11 CuFt/Sec Equivalant "C" off impervious 0 95 ' Total rainfall falling on pervious 912 66 CuFt C \HYDRA\CMD\ HYDRA Version 5 85 ' 7 w morrissette & associates ---------------------- ---- ------- Page 27 ------------- ------------------------ - C \HYDRA\CMD\YJHS2 CMD 10 04 10-Dec-104 YELM JONIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMW ATER DESIGN Pervious runoff 180 52 CuFt ' Portion off pervious Peak CFS rainfall falling on pervious 43 0 75 ~ 0188 CuFt/Sec Peak CFS runoff from pervious 0 00680 CuFt/Sec Equivalant "C" off pervious 0 36 Total rainfall falling on segment 2947 56 CuFt ' Total segment runoff 2509 16 CuFt Portion off segment BS 13 8 0 13 Cu Ft/Sec ' Peak CFS runoff from segment 0 12 CuFt/Sec Equivalant "C" off segment 0 87 158 iNL 99 ' 159 REC CB6 Hold[Num] 1 Looking up record number 6 160 REC CB15 ' Hold[NUm] 2 Looking up record number 16 161 DPI 37, 359 93, 353 76, 348 O1, 347 61 Length 37 OD Feet t Ground elevation up 354 93 Feet Ground elevation down 353 76 Feet Invert elevation up 398 O1 Feet Invert elevation down 397 61 Feet ' Minimum diameter 9 00 Inches Lump sum cost 0 00 Dollars ' ManningsN MinSlope 0 0 00900 00100 Link number 17 @Adding Sto into Event @Adding Diurnal into Design ' @Adding Event into Design Average Design Flow 0 00 CuFt/Sec Storm flow (no SF) 6 516 Cuft/Sec ' Design flow including SF 6 516 Cuft/Sec Combined SF 1 000 Drop to comply with Match Point critera.a 0 74 Feet Design diameter 15 00 Inches ' Invert elev up 347 27 Feet Invert elev down 346 87 Feet Slope 0 0108 ' Depth of fluid in pipe 10 O5 Inches d/D 0 670 Partial flow velocity 7 383 Feet/Sec 1 162 HOL CB16 Tag CB16 Link 17 From line 162 1 1 1 1 1 1 1 1 1 1 C \HYDRA\CMD\ HYDRA Version 5 85 ~ w morrissette & associates Page 28 C \HYDRA\CMD\YJHS2 CMD 10 09 10-Dec-109 YELM JDNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMWATER DESIGN In file C \HYDRA\CMD\YJHS2 Sent to Hold [1] 163 169 NEW INFILTRATION GALLARY 165 REC CB16 Hold(NUm] Looking up record number 166 RED (0/3 25, 19050/3 25) 167 RES 349, 396, 350, OVER Number of points on Volume/Discharge curve Maximum capacity of reservoir Inlet elevation Outlet elevation Link number @Adding Sto into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow Storm flow (no SE) Design flow including SF Combined SF 168 169 END 1 17 2 INFINITE 399 00 Feet 396 00 Feet 18 0 00 CuFt/Sec ~uft/Sec 6 51 Cuft/Sec 1 0 , 1 C \HYDRA\CMD\ HYDRA Version 5 85 ' ~ w morrissette & associates --- Page 29 --------------------------------------------- C \HYDRA\CMD\YJHS2 CMD ------ --- ----------- 10 04 10-Dec --- -104 ' YELM JUNIOR HIGH SCHOOL - CIVIL IMPROVEMENT STORMW ATER DESIGN ------ S U M M A R Y O F A N A L Y S I S------ ' Run number on command file 13 Number of links 19 Number of hydrographs 72 ' Total sanitary population 0 Total sanitary area 0 00 Acres Total storm area 21 51 Acres Number of pumps 0 Number of reservoirs 1 Number of diversion structures 0 Number of inlets 17 Length of new pipe 2461 00 Feet ' Length of existing pipe 0 00 Feet Length of channel 0 00 Feet Length of gutter 0 00 Feet Length of transport units 0 00 Feet Length of pressure pipe 0 00 Feet Closing DBF and NDX Files 1 u 1 1 C®mmercial St®rxnvvater Facilities 1 1Vlaintenance A~reernent COMMERCIAL/INDUSTRIAL AGREEMENT TO MAINTAIN STORMWATER FACILITIES AND TO IMPLEMENT A POLLUTION SOURCE CONTROL PLAN BY AND BETWEEN ' YELM COMMUNITY SCHOOLS ' ITS HEIRS, SUCCESSORS, OR ASSIGNS (HEREINAFTER "OWNER") ' AND CITY OF YELM HEREINAFTER "JURISDICTION" ) ( The upkeep and maintenance of stormwater facrhties and the unplementation of pollution source control best management practices (BMPs) is essential to the protection of water resources All property owners aze expected to conduct business m a manner that promotes environmental protection This Agreement contains specific provisions with respect to maintenance of stormwater facilities and use of pollution source control BMPs ' LEGAL DESCRIPTION Parcel number 217225140100, m the Cny of Yelm Whereas, OWNER has constructed improvements, including but not limited to, buildings, pavement, utilities and stormwater facilities on the property described above In order to further the goals of the JURISDICTION and to ensure the protection and enhancement of ' water resources, the JURISDICTION and OWNER hereby enter into this Agreement The responsibilities of each party to this Agreement aze identified below ' OWNER SHALL (1) Implement the stormwater facility maintenance program included herein as Attachment "A" (2) Implement the pollution source control program included herein as Attachment ..B.. (3) Maintain a record (m the form of a log book) of steps taken to implement the ' programs referenced m (1) and (2) above The log book shall be available for inspection by Jurisdiction staff at 101 N 1S` Street during normal business hours The log book shall catalog the action taken, who took rt, when rt was done, how rt ' was done, and any problems encountered or follow-on actions recommended Maintenance items ("problems") listed m Attachment "A" shall be inspected on a ' monthly or more frequent basrs as necessary OWNER is encouraged to " " and use them to complete photocopy the mdrvrdual checklists m Attachment A its inspections These completed checklists would then, in combination, compnse ' the monthly log book (4) Submit an annual report to the JURISDICTION regarding implementation of the 1 programs referenced m (1) and (2) above The report must be submitted on or before May 15 of each calendar year and shall contain, at a mimmum, the 1 following (a) Name, address and telephone number of the businesses, the persons, or the firms responsible for plan unplementation, and the person completing the report (b) Tune penod covered by the report (c) A chronological summary of actrvrties conducted to implement the ' programs referenced m (1) and (2) above A photocopy of the applicable sections of the log book, unth any additional explanation needed, shall normally suffice For any activtties conducted by paid parties not affiliated with OWNER, include a copy of the invoice for services (d) An outline of planned activities for the next yeaz THE JURISDICTION SHALL (1) Provide techmcal assistance to OWNER m support of rts operation and maintenance activities conducted pursuant to rts maintenance and source control ' programs Sazd assistance shall be provided upon request, and as Junsdiction tune and resources permit, at no charge to OWNER ' (2) Review the annual report and conduct a minimum of one (1) site visit per yeaz to discuss performance and problems with OWNER (3) Review tlus agreement with OWNER and modify rt as necessary at least once every three (3) yeazs ' REMEDIES. (1) If the JURISDICTION determines that maintenance or repair work is required to be done to the stonnwater facilities existing on OWNER, property, the JURISDICTION shall give the owner of the property within which the drainage facility is located, and the person or agent m control of said property, notice of the specific maintenance and/or repair required The JURISDICTION shall set a reasonable rime m wtuch such work rs to be completed by the persons who were green notice If the above required maintenance and/or repair rs not completed within the time set by the JURISDICTION, written nonce will be sent to the persons who were given notice stating the JURISDICTION'S intention to perform such mazntenance and bill the owner for all incurred expenses The Junsdictton may also revoke stonnwater uhhty rate credits for the quality component or invoke surcharges to the quantity component of OWNER bill if required mazntenance is not performed (2) If at any tune the JURISDICTION determines that the existing system creates any imminent threat to public health or welfare, the JURISDICTION may take immediate measures to remedy said threat No nonce to the persons fisted in Remedies (1), above, shall be required under such circumstances (3) The owner grants unrestricted authority to the JURISDICTION for access to any and all stonnwater system features for the purpose of performing maintenance or repair as may become necessary under Remedies 1 and/or 2 (4) The persons listed m (1), above, shall assume all responsibility for the cost of any mazntenance and for repairs to the stormwater facihiy Such responsibility shall include reimbursement to the JURISDICTION within 30 days of the recetpt of the invoice for any such work performed Overdue payments will require payment of interest at the cunent legal rate for liquidated judgments If legal action ensues, any cost or fees incurred by the JURISDICTION will be borne by the parties responsible for said reimbursements (5) The owner hereby grants to the JURISDICTION a hen against the above- ' described property m an amount equal to the cost incurred by the JURISDICTION to perform the maintenance or repair work described herein d This Agreement is intended to protect the value and desirability of the real property descnbe above and to benefit all the citizens of the Junsdtction It shall run with the land and be binding on all parties having or acgwnng from OWNER or their successors any nghts, title, or interest in the property or any part thereof, as well as thew title, or interest m the property or any part thereof, as well as their heirs, successors, and assigns They shall more to the benefit of each present or future successor m interest of said property or any part thereof, or interest therein, and ' to the benefit of all citizens of the JURISDICTION ' Owner Owner STATE OF WASHINGTON ) SS ' COUNTY OF THURSTON ) On this day and yeaz personally appeared before me, and known to be the mdrv~dual(s) descnbed, and who executed the foregoing instrument and acknowledge the said instrument to be the free and voluntary act and deed for the uses and purposes therein mentioned Given under my hand and official seal this day of , 200_ Notary Public m and for the State of Washington, residing m ' Dated at ,Washington, this day of , 200_ STATE OF WASHINGTON ) SS COUNTY OF THURSTON ) On this day and yeaz personally appeared before me, who executed the foregoing instrument and acknowledge the said instrument to be the free and voluntary act and deed of said Municipal Corporation for the uses and purposes therein mentioned and on oath states he ~s authonzed to execute the said instrument Gwen under my hand and official seal this APPROVED AS TO FORM day of , 200_ Notary Pubhc m and for the State of Washington, residing in LJ 1 INSTRUCTIONS FOR PERSON MAINTAINING STORMWATER SYSTEM The following pages describe the maintenance needs of the stormwater conveyance, storage and disposal components of the system designed for this site This maintenance effort shall be the responsibility of the YELM COMMUNITY SCHOOLS or rts assigned representative In general, system components should be inspected m accordance with the Maintenance Checklists included as Attachment "A" at the rear of this document Use the suggested frequency indicated on the left side of the Checklist Forms (1) Montlily (M) from November through Apnl (2) Annually (A), once m late summer (preferably September) ' (3) After major storm events (S)> 1 inch in 24 hours Inspection findings should be recorded on photocopies of Maintenance Checklist forms Checkoff the problems you looked for each time an inspection was performed Maintenance should be undertaken to correct deficiencies found and comments on problems found and actions taken entered on the forms ' Completed Checklist Forms should be filed and incorporated in the annual report to be tssued in May of each yeaz ' If you have specific questions or requue techmcal assistance, contact the responsible ' Iunsdicrion Please do not hesitate to call, especially if you are unsure whether a situation you have discovered may be a problem ATTACHMENT "A". MAINTENANCE PROGRAM COVER SHEET Inspection Penod Number of Sheets Attached Date Inspected Name of Inspector Inspector's Signature 1 ATTACHMENT "A" (CONTINUED) Maintenance Checklist for Cafch Basins and Inlets rainage System Conditions that Should Frequency Feature ~ Problem Conditions to check for Fxist No trash or debns located immediately in front of Trash debris Trash or debns in hoot of the catch basin catch basin opernng and sediment opening is blocking capaaty by more than Grate is kept Gean and M S General in or on basin 10% allows water to enter Setliment or deW+s pn the barn) that exceeds 1l3 the depth from the bottom of No sediment or debns in basin to invert of the lowest pipe into or out the catch basin Catch M the basin basin du out and clean Trash or debns in any inlet or pipe blocking Inlet and outlet pipes free M S more than 113 of ifs lies ht of trash or debns Structural damage to Comer of frame extendes mare than 3/4 frame and/or inch past curb face into the street (if M to slab a linable Frame is even with curb Top slab has holes larger than Z square inches or cracks wider than 1/4 inch (intent is to make sure all material is running into Top slab is free of holes M the basin and cracks Frame not sitting Flush on tap slab I e separation of more than 3/4 inch of the Frame is sitting flush on M frame from the to slab to slab Cracks wider than 1/2 inch and longer than 3 Feet any evidence of Boll particles Basin replaced or reported Cracks m entenng vetch basin through cracks or to design standards basin maintanence person Judges that structure +s Contact a professional A walls bottom unsound en sneer for evaluation Cracks wider than 1/2 inch antl longer than 1 foot at the Joint of any mlet/outlet pipe or No cracks more titan i/4 any evidence of soil particles entenng catch inch wide at the Joint of A basin throw h cracks mleUOUtlet + e Basin replaced or repaired Basin lies settled more than 1 inch or has to tlesign standards SettlemenUm rotated more than 2 inches out of Contact a professional A isali nment ali nment en sneer for evaluation ne azar ressence o mica s suc as na ura o co or o or or s u ge or other gas oil and gasoline Obnoxious color Basin is dug out and M S pollut+on odor or sludge noted clean Outlet pipe is Vegetaton or roots growing m mleVoutlet clogged wdh p+pe Joints that is more than siz inches tall No vegetation or root M S vegetation and less than six inches apart growth present If you are unsure whether a problem exists please contact the Junstlicl+on antl ask for technical assistance Comments A =Annual (March or Apnl prefered) M =Monthly (see schedule) S =After motor storms Ll ~1 1 Maintenance Checklist for Pontls ATTACHMENT A (CONTINUED) rainage System Frequency Feature ~ Problem Contlitions to check for Conditions that Should Exist Dumping of yard wastes such as grass chpprng such as grass Gippings and branches rnto basrn Unsightly accumulation of Trash & nondegradable matenals tlebns such as glass plastic Remove trash and debns and dispose as buildup in metal foam and rgated prescnbed by City Waste management M S General and a er Secion Trash rack Bar screen over outlet more Replace screen Remove trash and debns plugged or than 25°.G covered by debns and dispose as prescnbed by Cdy Waste M S missin or missin mana ement Section Remove poisonous vegetation Do not spray Any porsonous vegetation chemrcals on vegetation without obtaining Poisonous which may constitute a guidance from the Cooperative F~ctension M ve elation hazard to the ubhc Servce and a royal from the Ci Presence of chemicals such as natural gas oil and Find sources of pollution and eliminate them Fire hazaN gasoline obnoxious color Water is free from noticeable color odor or M S or ollution odor or stud a noted contamination For grassy ponds selectively thatch aerate and reseed ponds Grass cutting unnecessary unless diGsted by aesthetics For wetland ponds hand plant nursery~grown For grassy ponds grass wetland plants in bare areas Contact the cover is sparse and weedy Cooperative Extension Service for deeGion Vegetation or is overgrown For on invasive speGes such as purple not growing wetland ponds plants are loosestnfe and reed canary grass Pond or is sparse or invasive speues bottoms should have uniform dense M over rown are resent coves a of dewed lant s ewes Any evidence of rodent holes if facitdy is acting as a dam or berm or any evidence of water piping Rodents destroyed antl dam or berm Rodent through tlam or berm via repaaetl Contact the Thurston County M holes rodent holes Health De artment for uidance When isects such as wasps and hornets interfere with maintenance activities or Insects destroyed or removed from site when mosquitos become a Contact Cooperative Extension Servce for M Insects nuisance wdance Tree growth does not allow marntenance access or interferes with maintenance aGrvity (I a slope mowing silt removal or equipment movements) If trees are Trees do not hinder marntenance activities not interfering with access SeleGively cultivate trees such as alders for A Tree rowlh leave trees alone frewootl Check around inlets and outlets for signs of erosion Check berms for signs of slitlmg or settling Action is needed where emoded Fmd causes of errosron and ebmmate them tlamage damage over 2 Then slopes should 6e stabalized by using Erosion on inches deep and where appropnate erosion control measure(s) e g Side slopes berms or at there is potential for rock reinforcement planting of grass M of ontl entrance/exd continued errosron vim action 1 1 1 1 1 Accumulated sed~mem that exceeds 10°k of the designed pond depth 8uned or partially bused Sediment outlet structure probably Sediment cleaned out to designed pond Storage buildup in indlcetes signdicant shape and depth pond reseeded if M area nd sedlmeM de olds necessa to control errosion Any part of dike which has settled 4 inches lower than Oike should be built back to the design A Pond tlikes Settlements the desl n elevation elevation Onty one layer of rock exists above native soil in Emergency area 5 square Feet or larger overflow / Rock or any exposure to native A s illwa missin soil Re lace rocks to des n standards mergency i e o pon as no area overflow / Overflow wiN large rocks to handle One Time spillway missing emergency overflows Contact City for guidance If you are unsure whether a problem exists please contact the Junsdiction and ask for technical assistance Comments A =Annual (March or Apnl prefered) ' M =Monthly (see schedule) S = After ma/or storms 11 1 ATTACHMENT "A" (CONTINUED) Maintenance Checklist for Infiltrahon Systems 1 1 1 ramage System Frequency Feature ~ Problem Conditions to check for Conditions that Should Exist Trash &debns buildup in See Mamtenace Checklist for M S General nd Ponds See Maintenance Checklist for Ponds Poisonous See Mamtenace Checklist for M ve elation Ponds See Maintenance Checklist for Ponds Fire hazard or See Mamtenace Checklist for M S olluUOn Ponds See Maintenance Checklist for Ponds Vegetation not growing or is See Mamtenace Checklist for M over rown Ponds See Maintenance Checklist for Ponds See Mamtenace Checklist for M Rodent holes Ponds See Maintenance Checkbst for Ponds See Mamtenace Checklist for M Insects Ponds See Maintenance Checklist for Ponds Sediment is removed and/or faality is A soil texture test indicates cleaned so that infiltration system Sediment fauhty is not working a[ its works according to desrgn A sediment Storage buildup in designed capabilities or was trapping area is installed to reduce A area s stem mcomectl desi ned sediment trans ort into mfiltrahon area Additional volume is added through Storage area excavation to provide needed storage drains slowly A soil texture test indicates Sod is aerated and rototdled to improve (more than 48 facility is not working ai its drainage Contact the City for hours) or tlesigned capabihhes orwas mformabon on ds regmremenis A overflows incomedl desi ned re ardin excavation Any setlimenl and debns filling area to 10°h of depth from sump bottom to bottom of outlet Sediment pipe or obstructing flaw into the M tra m area connector i e Clean out sum to desn n tle th Add a irappmg area by constructing a Sediment sump for settling of solids Segregate trapping area Stormwater enters infiltrabon settling area from rest of facility One Time not resent area direct) wdhout treatment Contact Cd for mdance By casual inspection little or no Sediment and water flows through flter dunng M Rock filters tlebns heavy rain storms Replace gravel in rock filter If you are unsure whether a problem exfsfs please toniaCt the Junsdretion ono asK tar tecnnicai assistance Comments A =Annual (March or Apnl prefered) ' M = Monthly (see schedule) S = ARer motor storms IJI ATTACHMENT "A (CONTINUED) Maintenance Checkbst for Energy Oissipators 1 C ramage System Frequency Feature J Problem Conditions to check for Conddwns that Should Exist Only one layer of rock exists above Mfssmg or the natural soil in area 5 square moved feet or larger or any exposure to A Rock ad rock native soil Re lace rocks to desi n standards Rock-filled trench for Mfssmg or discharge moved large rock (301b Each) so that rock is A from and rock Trench rs not Lull of rock visible above ed a of trench Pipe plugged Drpearon with Accumulated sediment that M trench sediemtn exceeds 20% of the desi n tle th Pi a cleanetl/flushetl Pertoratron Over t!2 of pertoratrons m prpe are M s lu ed lu ed with debris and sediment Clean or re lace erforatetl i e Yisual evidence of water discharging at concentrated points Not along trench (normal conddion is a tlischargin sheet flow of water along trench) Trench must be redesigned or or rebuil g water Intent is to prevent erosion to standard Elevation of lip of trench M S ro ed lama a should be the same flat at all oints Water flows out Maintenance person observes top of water Flowing out dunng any storm tlistnbutor less than design storm or d is Factlny must be rebmlt or redesigned to catch causing or appears likely to cause standards Pipe is probably plugged or M S basin dama a lama ed and neetls re lacement Receiving area Water m receiving area is causing Stabilize slope with grass or other oversatura or has polenbal of causing vegetation or rock rf condNOn is M S tetl landslide severe tl you are unsure whether a problem exists please contact the Junsdicuon and ask for techmcel assistance Comments ' A =Annual (March or Apnl pretered) M = Monthly (see schedule) S =After major storms 1 ATTACHMENT"A" MAINTENANCE PROGRAM Mairrtenance Checklist for Conveyance Systems (Pipes Dacnes and Swales) t 1 Drcmege System Frequent/ Feature J problem CondPoOna to check for CorMibons that Should Faust Sediment$ Accumulated Sediment that exceeds M 5 Pipes Debns 20% of the tliemeter of the pl Pipe deaned of all sediment entl tlebns Vegetation that reduces free All vegefabon removetl so water govre /reaty M Vegetation movement of water throw h pipes through pipe Damaged Protedwa coating is damaged rust re rusted bent causing more than 50%detenoretion or crushed to en art M the pipe Pipe is rcpeire0 or re laced Any dent that signrficantly impedes flow pe decreases the crass sedlan M area of pipe by more Nan 20%) Prpa repexad or replaced Dumping of yard wastes such as grass tllpPmgs entl breaches im0 balm Unsightly accumulation M nondegradable materiels such es Remove fresh and debns end tlispose o! as Open glass plasac metal foam and coetetl dascnbed by City Waste Management M S Ortches Tmsh $ Debds paper Section Sediment Accumulated sediment that exceeds Ditch rJeared of all setliment entl debns so M buildup 20%af the design tlepN that it matches design Vegetation (e g weedy shrubs ar sapkngs)thet retlucea free Wafer bows freety through ditches Grassy Vegetation movements of water Mrough ditches vegeteban should ba left alone Erosion damage to M slopes Sce Ponds Checklist Sea Ponds CAeckhst Rock lining out of place or missing (rf Maintenance person can see native apptrcable) sail beneath the ruck Lmng R lace rocks to design standard etch saes Basma See Catch Basins checNist See Catch Basins checklist M S Swales Trash $ De6ns See above for Ditches See above far Ddches Sediment 8 Vegetation may need to he replanted after M Dehns See above for Ditches deening Aerate soils and reseed and mulch Gera ~ areas Maintain grass height at a minimum o Vegetation not Grass cover is sparse and weedy or B inches for bast stormwater treatment growing or areas ere overgrown vrvth woody Remove woody 8rowth recontour end M overgrown vageteUon reseed as necessary Erosion damage to M S slopes Sea Ponds Checklist Sea Ponds Cheddist Conversion by If possible speak wiM homeowner and homeowner to request Nat Swale area be restored Contact imwmpetibk Swale has been filled m or docketl 6y City to report problem rf not rectifed M use shed woodprk shrubbery ero voWntanly A survey may be needetl to check gretles Grades neetl to ba in 1 5% range if possible Swale dose Water stands in swale or tkrx vebaty It grade is lass Nan 1% untleMroins may A not drain is very slow Siagneuon occurs need to ba installed rf you era unsure whether a problem exists please coned the Junsdicbon end ask for technical assistance ' Comments A =Annual (Marti or Apnl prefered) ' M =Monthly (see schedule) S = After melor smrms 1 ATTACHMENT "A" (CONTINUED) Maintenance Checklist for Fencing/Shrubbery Screen/Other Landscaping r C 1 ~~ ramage System Frequency Feature J Problem Conditions to check for Condtions that Should Exist Missing or broken partts/dead Any defect m the fence or screen Fence is mended or shrubs replaced to M General shrubbery that permits eas entry to a facility form a sold barrier to aril Erosion has resulted in an opening under a fence that allows entry by Replace sod under fence so that no M, S Erosion people or pets openin exceeds 4 inches in hei ht Shrubbery is trimmed and weeded to Unruly Shrubbery is growing out of control prowde appealing aesthetics Do not M vegetation or is infested with weeds use chemicals to control weeds Damaged Posts out of plumb more than 6 Posts plumb to within 11/2 inches of A parts inches plumb Top rail free of bends greater than 1 A Top rails bent more than 6 inches inch Any part of fence (including posts, top rails, and fabric) more than 1 Fence is aligned and meets design A foot out of design alignments standards A Missing or loose tension wire Tenswn wire m place and holding fabric Missing or loose barbed wire that is sagging more than 21/2 inches Barbed wire in place with less than 3/4 A between posts inch sag between posts Extension arm missing, broken, or bent out of shape more than 11/2 Extension arm in place with no bends A inches larger than 3/4 inch Deteriorated pant or Part or parts that have a rusting or protective scaling condition that has affected Structurally adequate posts or parts with A coating structural adequac a uniform protective coatin penings in a ric are such t at Openings in an flinch-diameter ball could fit M fabric through No openings in fabric If you are unsure whether a problem exists, please contact the Jurisdiction and ask for technical assistance Comments -Y A =Annual (March or April prefered} M =Monthly (see schedule) ' S =After ma/or storms ATTACHMENT "A" (CONTINUED) Maintenance Checklist for Gates I~ 1 ramage System Frequency Feature J Problem Conditions to check for Conditions that Should Exist Pond has a functioning gate to allow entry of people and maintenance egwpment such as mowers and Damaged or backhoes If a lock ~s used, make sure missing Gate is broken, dammed, or City Stormwater Section field staff have M General components missing a key Broken or missmg hinges such that gate cannot be easily opened and closed by a maintenance Hinges intact and tubed Gate is M person workin freely Gate is out of plumb more than 6 inches and more than 1 foot out of q design alignment Gate is aligned and vertical Missing stretcher bar, stretcher q bands, and ties Stretcher bar, bands ,and ties in place If you are unsure whether a problem exists, please contact the Junsdicbon and ask for techmcai assistance Comments A =Annual (March or April prefered) M =Monthly (see schedule) S =After motor storms 1 ATTACHMENT "A" (CONTINUED) Maintenance Checklist for Grounds (Landscaping) (structure that controls rate at which water exits facalrty} ~J C' image System Frequency Feature ~ Problem Conditions to check for Conditions that Shall Exist Weeds Weeds growing in more than 20% of the Weeds present m less than 5% of the M General (nonpo~sionous) landscaped area (trees and shrubs only) landscaped area Any presence of poision ivy or other No poisionous vegetation or insect M Safety hazard poisonous vegetation or insect nests nests present m the landscaped area M,S Trash or fitter See Ponds Checklist See Ponds Checklist Causes of erosion are identified and steps taken to slowdown/spread out Erosion of ground Noticeble nlls are seen m landscaped the water Eroded areas are filled M,S surface areas contoured and seeded Limbs or parts of trees or shrubs that are Tnm trees/shrubs to restore shape Trees and split or broken which affect more than 25% Replace trees/shrubs with severe A shrubs Damage of the total fodage of the tree or shrub damage Replant tree inspecting for injury to Trees or shrubs that have been blown stem or roots Replace if Beverly M down or knocked over damaged Trees or shrubs which are not adequately Place stakes and rubber-coated bes supported or are leaning over causing around young trees/shrubs for exposure of the roots support If you are unsure whether a problem exists please contact the Juristlidion and ask for techmcal assistance Comments A =Annual (March or Apnl prefered) M =Monthly (see schedule) S =After ma/or storms ' ATTACHMENT "A" (CONTINUED) Maintenance Checklist for Access Roads/Easements Drainage System Frequency Feature ~ Problem Conditions to check for Conditions that Shall Exist If ponds or other drainage system Determine whether an easement t features needing maintenance by drainage feature exists If yes, obtain City motorized equipment are present, either permits and construct gravel (or equal) No access an access road or access from public access road If not report lack of One time General road exists streets is regwred easment to City attention Blocked Debris which could damage vehicle tires Roadway free of debris which could M roadway (glass or metal) damage tires Any obstructions which reduce clearance above road surface to less than 14 feet Roadway overhead clear to 14 feet high Any obstructions restnchng the access to Obstruction removed to allow at least a less than 15 feet width 15 fool wide access When any surface defect exceeds 6 Road surface uniformly smooth with no Settlement inches in depth and 6 square feet in evidence of settlement potholes mush potholes area In general, any surface defect spots, or ruts Occasionally application of Road mush spots which hinders or prevents maintenance additional gravel or pit run rock will be S surface ruts access needed Remove woody growth at early stage to Vegetation prevent vehicular blockage Cut back Shoulders in road Woody growth that could block vehicular weeds if they begin to encroach on road M and ditches surface access Excessive weed cover surface Erosion within 1 foot of the roadway Erosion more than S inches wide and 6 inches Shoulder free of erosion and matching M S damage deep the surrounding road If you are unsure whether a problem exists please contact the Jurisdiction and ask for technical assistance ' Comments A =Annual (March or April prefered) M =Monthly (see schedule) S = After ma/or storms VORTECHST"' STORMWATER TREATMENT SYSTEM IVIAIIVTENAIVCE The Vortechs System should be inspected at regular intervals and maintained when necessary to ensure optimum performance The rate at which the System collects pollutants will depend more heavily on site actnrities than the size of the unit, e g , unstable sods or heavy winter sanding will cause the grit chamber to fill more quickly but regular sweeping will slow accumulation Inspection Inspection is the key to effective maintenance and is easily performed Vortechnics recommends ongoing quarterly inspections of the accumulated sediment Pollutant deposition and transport may vary from year to year and quarterly inspections will help insure that Systems are cleaned out at the appropriate time Inspections should be performed more often in the winter months in climates where sanding operations may lead to rapid accumulations, or in equipment washdown areas It is very useful to keep a record of each inspection A simple form for doing so is provided The Vortechs System should be cleaned when inspection reveals that the sediment depth has accumulated to within six inches of the dry-weather water surface elevation This determination can be made by taking 2 measurements with a stadia rod or similar measuring device, one measurement from the manhole opening to the top of the sediment pile and the other from the manhole opening to the water surface The System should be cleaned out if the difference between the two measurements is six inches or less Note to avoid underestimating the volume of sediment m the chamber, the measuring device must be lowered to the top of the sediment pile carefully Finer, silty particles at the top of the pile typically offer less resistance to the end of the rod than larger particles toward the bottom of the pile Cleanma Maintaining the Vortechs System is easiest when there is no flow entering the System For this reason, it is a good idea to schedule the cleanout during dry weather Cleanout of the Vortechs System with a vacuum truck is generally the most effectroe and convenient method of excavating pollutants from the System If such a truck is not available, a "clamshell" grab may be used, but d is difficult to remove all accumulated pollutants with such devices In Vortechs installations where the risk of large petroleum spills is small, liquid contaminants ' may not accumulate as gwckly as sediment However, an oil or gasoline spill should be cleaned out immediately Motor oil and other hydrocarbons that accumulate on a more routine basis should be removed when an appreciable layer has been captured To remove these pollutants, it may be preferable to use adsorbent pads since they are usually cheaper to dispose of than the oil water emulsion that may be created by vacuuming the oily layer Trash can be netted out if you wish to separate it from the other pollutants ' Accumulated sediment is typically evacuated through the manhole over the grit chamber Simply remove the cover and insert the vacuum hose into the grd chamber As water is evacuated, the water level outside of the grit chamber will drop to the same level as the crest of ' the lower aperture of the grit chamber it will not drop below this level due to the fact that the bottom and sides of the grit chamber are sealed to the tank floor and walls This "Water Lock" VORTECHS`"" 5TORMWATER TREATMENT SYSTEM feature prevents water from migrating into the grit chamber, exposing the bottom of the baffle wall Floating pollutants will decant into the grit chamber as the water level there is drawn down 7h~s allows most floating material to be withdrawn from the same access point above the grit chamber if maintenance is not performed as recommended, sediment may accumulate outside the grit chamber If this is the case, it may be necessary to pump out all chambers It is a good idea to check for accumulation m all chambers during each maintenance event to prevent sediment build up there Manhole covers should be securely seated following cleaning activities, to ensure that surface runoff does not leak into the umt from above t~ 1 1 1 Vortechs® System Vortechs® System Inspection 8 Maintenance Log Model Location Date Water Depth tot Sediment Floatabie Layer x Thickness Mamtenance performed Maintenance Personnel Comments ' 1 The water depth to sediment is determined by taking two measurements with a stadia rod one measurement from the manhole opening to the top of the sediment pile and the other from the manhole opening to the water surface When the difference between the two measurements is six inches or less the System should be Leaned out 2 For opbmum pertonnance the System should be deaned out when the floating hydrocarbon layer accumulates to an appreciable thickness In the event of a spill the System should be deaned immediately 1 1 1 Sample Vortechs® System Technical Design Manual 7 1 1 1 1 1 1 1 t Vortechs "' Sto-mwater Treatment Systems FLOW CALCULATIONS ~rtechnus® Yelm Junlor Hlgh School Ei1 Yelm, WA ~~js' Model 5000 System WQS Vortechs Orifice Cd=056 A (ft2) = 0 36 Crest Elevation (ft) = 347 69 Vortechs Weir Cd=337 Weir Crest Length (ft) = 0 58 Crest Elevation ft = 349 28 Bvoass Weir Cd=33 Weir Crest Length (ft) = 6 Crest Elevation (ft) = 35D 7 Head Elevation Orifice Flow Weir Flow B pass Flow Total Flow Ift) (ff) (cam) Icy) (cal (cam) 0 00 347 69 0 00 0 00 0 00 0 00 0 25 347 94 0 32 0 00 0 00 0 32 0 50 348 19 0 87 0 00 0 00 0 87 0 75 348 44 1 19 0 00 0 00 1 19 1 00 348 69 1 43 0 00 0 00 1 43 1 25 348 94 1 65 0 00 0 00 1 65 1 50 349 19 1 83 0 00 0 00 1 83 1 75 349 44 2 00 0 13 0 00 2 13 2 00 349 69 2 16 0 52 0 00 2 68 2 25 349 94 2 30 1 06 0 00 3 36 2 50 350 19 244 1 71 0 00 4 15 2 75 350 44 2 57 2 45 0 00 5 02 3 00 350 69 2 69 3 28 0 00 5 98 3 25 35D 94 2 81 4 19 2 37 9 38 3 50 351 19 2 93 5 17 6 85 14 95 3 67 351 36 3 00 5 86 10 62 19 48 Calculated b WSG 12/15/2004 Checked b 352 0 351 5 351 0 ~ 350 5 0 350 0 > 349 5 w 349 0 348 5 348 0 347 5 00 7300ADSWQS xls VortechsT"" System Stage Discharge Curve 12/15/2004 50 100 150 200 250 Discharge (cfs) 1 t 1 1 1 1 1 1 1 1 VoRechs TM Stormwater Treatment Systems VORTECHS SYSTEM NET ANNUAL TSS REMOVAL EFFICIENCY Yortechnlt:s® Yelm Juntor Hlgh School ~~ Yelm, WA Model 5000 System WQS Design Ratto' = l21 54 acres) (38 51448 ppm/~) = 226 Bypass occurs at an elevation of 350 7' (at approxtmatety 70 gpm/sf) Rainfall Intensity Operating Rate % Total Rainfall Rmvl Effcv° Rel Effcv "/hr gpm/sf Volume' % (°k 002 45 175% 941% 165% 0 04 9 0 35 1 % 87 1 % 30 6% 0 06 13 6 22 5% 80 3% 18 1 0 08 18 1 10 4% 72 3% 7 5% 0 10 22 6 6 4% 67 0% 4 3% 0 12 27 1 4 4% 60 4% 2 7% 0 14 31 6 3 3% 56 0% 1 8% 0 16 36 2 0 3% 50 7% 0 2% 0 18 40 7 0 0% 46 0% 0 0% 0 20 45 2 0 0% 39 5% 0 0% 0 25 56 5 0 0% 25 8% 0 0% 035 746 00% 90% 00% 0 45 81 0 0 0% 5 4% 0 0% 0 50 84 8 0 0% 4 2% 0 0% 81 7% rein falling at >0 5"/hr or bypassing treatment = Assumed removal efficiency for bypassed flows = Net Annual TSS Removal Efficiency = 0 0% 0 0% 82% 1 -Design Ratio = (Total Drainage Area) x (Runoff CoeffiGent) x (cfs to gpm conversion) /Grit Chamber Area - The Total Drainage Area and Runoff Coeffiaent is speafied by the site engineer - The conversion factor from cfs to gpm is 449 2 -Operating Rate (gpm/sf) =intensity ("/hr) x Design Ratio 3 -Based on 12 years of rainfall data from NCDC station 6114 Olympia Auport Thurston County WA -Based on Vortechnics laboratory venfied removal of 50 micron parhGes (see Technical Bulletin #1) 5- Reduction due to use of 60.minute data for a site that has a hme of concentration less than 30-minutes Calculated b WSG 12/15/2004 Checked b ' 7300ADSWOS xls 12/15/2004 t 1 NOTE Vortechs Systems installed ~n a bypass configuration requve en upstream diversion sWCture that shall be tletelletl by Ne Consulting Engineer with elevation entl weir width data provided by Vortechnics L - 90! INLET varies See notes 8 & 9 Inlet pipe must be o corner inlet to introduce flaw tangentially to the swirl chamber Sealant Extruded Buna N seal 6 Concrete Typ ~ r \ 1 1 + 1 -10 1 -9 1 -9 ~ - ~ Aluminum ~ ~r~ swirl chamber ~ Onh<e 1 ~ / / _ ~ ~ ] -0 OUTLET may vary A See `note 9 SealaniJ Baffle WaIIJ flow Control Wall PLAN VIEW B - B 1 1 1 R rm elevations to m atch f n shed mode Concrete reinforced for H520-44 loading --- i Risers by others Top and sides + U sealed to voult W en Butyl rubber Werr sealant and 0 i Onhce TY P i Plates INLET Invert ii Onfwe i OUTLET Invert `__ __ TYP ' I TYP TYP °xyaq , °cp~a °°°oS °- °o°°e-°°o $c°~ °o do- °oaoo ~a°<QO ~OOOa °~a oa q °o °ao-°° Mr m m 6 coin POCted grovel ~~ SECTION A - A NOTES 1 Slomiwater Treatment System (SLATS) shall have 5 SLATS inverts rn entl out are rypr zlly al the same elevation Peak beaunent capaary 6 5 cfs 6 SLATS shall no[ be wmpmmksetl by egeGS of davnsueam taliwater Setlrmen[ storage 3 25 cu yd ] SWTS shall have na mtemal compounts that ohsimct mam~snanw access Setl~ment chamber the T min B Inlet P~Pe must he peryeMiwlarro the stiucrure 2 SWTS shell be conrometl in one reMangular sinMUre 9 Pipe onenmtion may vary see see plan for size end location 3 SNRS removal eifldency shall be tlawmented based an parade size 10 Purchaser shell not be responsible for assembly of and 4 SWTS shall retain MamNes end bappetl sediment up b end 11 Manhole homes aM pedcvatetl rovers supphetl with system no[ msmuetl including Peek treatment capacrry 12 Purchaser ro prepare excavatlw end pmvitla crane (pr oR tootling & settlng at tlme of tlelrvery 13 ConmG Vprttthni¢ ~ (20]) 6859830 [or ordenng information This CADO file rs for Me puryosa of specdyirg sbmmvater treabment equipment ro ha Nmuhed by Vorterlurrrs Inc aM may only hs imnsferr~ to oNer documents exactly as provMed by Vadechnics Title black Information excluding the VorterAmcs logo aM the Vortechs SrormwaterTreaMent System tlesignatlon entl paten[ number may be tlaleLLW d n scary Rewslons to any pert of this CAOD file wMOUf poor wpNmehan wlm Vartechmnslra6lb convderW unautlrMZetl use of prePnetery mfomiation Uortechn~cs STANDARD DETAIL ~2rb Enterpnse Orrve STORMWATER TREATMENT SYSTEM 8carharough ME 04074 VORTECHS®MODEL 5000 US PATENT NO 5]59415 Tel 207 885 9830 Fex 2078859825 PRDPRIETARV INFORMATION NOT TO BE USED FOR CONSTRUCTION PURPOSES DATE 08/17/04 SCALE 1/4 = 1 o FILE NAME STOSK DRAWN BV REC CHECKED BV NDG NOTE INLET PIPE MUST BE PERPENDICULAR TO WALL IT IS ENTERING ON 90 DEGREE INLET THAT IS TANGENT ~LS SWIRL CHAMBER LS+ TO SWIRL CHAMBER iEFT SYYC L~ L~ CE INLET VORTECHSSYSTEM ~ OUTLET R~ R~ RIGHT SIDE IRS RS TYPICAL INLET/OUTLET ORIENTATION OPTIONS 30 MAX LS SWIRL CHAMBER 90 DEGREE INLET THAT IS TANGENR LEFT SIDE TO SWIRL CHAMBER ~ \ _ 30 MAX --v~ ~ ~~ INLET v TE ssvsTEM ~ OUTLET NOTE DUAL INLET MUST BE y ~/ POSITIONED TO INDUCE SAME DIRECTION OF FLOW IN SWIRL CHAMBER ^ RIGHT $IDE 5 ~ NOSE ANGLED OUTLET I I REQUIRES ELLIPTICAL I I KNOCKOUT u 30 MAX DUAL INLET ANGLED OUTLET ORIENTATION OPTIONS ORIENTATION OPTIONS This CADD file is for the purpose of specifying sformwater treatment eq uipmenf to be furnished 6y Vortech nits Inc and may only be transferred to other documents exactly as provided by Vorfachnics Ltle block mformaLon excluding the Vortechmcs logo and the Vortechs Sfarmwatar Treatment System designation and patent number may he deleted if necessary Revisions fa any part of this CADD file without prior coordina}ion with Vortechnics shall be considered uncuthonzed use of prapnefary m(armahon Uortechn~cs 200 Enferpnse Dnve TYPICAL VORTECHS® SYSTEM ORIENTATIONS Scarborough ME 04074 Tel 207-885 9830 Fax 207-8BS9B25 DATE 11/05/04 SCALE NONE FILE NAME VXTYP ORIENT DRAWN BV SEP CHECKED BY NDG 1 ATTACHMENT "B" ' POLLUTION SOURCE CONTROL PROGRAM Pollution source controls are actions taken be a person or business to reduce the amount ' of pollution reaching surface water and groundwater A conscious control program is of significant importance to the YELM COMMUNITY SCHOOLS, as runoffwill be directed to a constructed wetland and infiltration disposal facihiy that will ultunately introduce the collected runoff in to the shallow groundwater system Many pollutants ' generated on commercial sites can not be removed from the runoff by conventional treatment and may eventually enter the shallow groundwater system Hence, rt is of great ' importance to limit the development of these pollutants m the generated stormwater runoff The subject controls aze also known as "Best Management Practices" (BMP's), include • Mmunizing vegetation/groundcover disturbance ' e Stabilizing existing exposed soil surfaces through fertilizing and seeding, and mulching with chopped hay during the wet season (1 S October through 15 ' Mazch) sidewalk and paved driveway areas free of debris accumulation • Mazntaining roof , , refraining from using soaps and detergents in washing these exterior surfaces, and carefully controlling activities in these azeas so as to preclude hazazdous materials ' spills (i a chemical storage, vehicle maintenance, etc ) • Substitute non-toxic products for toxic materials, recycle used oil and antifreeze ' immediately e Refrain from storing hazardous or toxic chemicals or other substances Where rt is imperative to store such materials, enclose them in a lockable cabinet ' • Lunt the use of fertilizers and pesticides to the precise amount recommended by professionals working the azea Pollution source controls are needed because of the contamination found in runoff from commercial areas and the effect of this contamination on aquatic life and human health Research on urban runoff m the Puget Sound area and elsewhere has found oil and grease, ' nutrients, organic substances, toxic metals, bacteria, viruses, and sediments at unacceptable levels Effects of contaminated runoff include closure of shellfish ' harvesting areas and swimrrung areas, mortaliTy of young fish and other aquatic or anisms airment of fish re tumors on fish and im roduction g , p p 1 1 1 1 t ~'hurst®~ Regi®n 1 St®rmvvater Facilities Summary 1 t 1 1 1 1 1 1 THURSTON REGION FACILITY SUMMARY FORM PROPONENT'S FACILITY IDENTIFIER NAME OF ROAD TO ACCESS FACILTIY HEARINGS EXAMINER CASE NUMBER DEVELOPMENT REVIEW PROJECT NO BUILDING SITE APPLICATION NO PARCEL NUMBER(S) Rndgelme Mnddle School Carter Street SE 217225140100 To be completed by Utnhty Staff Utnhty Facdnty Number Project Number Parcel Number Status Basm & Subbasm Responsible Junsdnctnon PART 1 - Pro,ect Name & Proponent Protect Name Rndgehne Mrddle School Protect Owner Yelm Community Schools Project Contact Address Telephone Project Proponent Address Erhng Bnrkland P O Box 476, Yelm, WA 98597 (360) 458-6128 Yehn Community Schools P O Box 476, Yelm, WA 98597 1 1 1 1 Telephone (360} 458-6128 Project Engrneer Robert E Tauscher, P E Fum J W Momssette & Associates Inc , P S Telephone (360) 352-9456 Fax (360) 352-9990 PART 2 - Pro,ect Locatron Section 25 Township 17N 12ange 1 E PART 3 -Type of Permit Apphcahon Type of Permit Admiistrat~ve Srte Plan Review Other Permits Grading Other Other Agencies that have had or will revrew this Drainage & Erosion Control Plan None PART 4 -Proposed Project Descnpt~on What stream basin is this project wrthm Thompson Creek Zomng Institutional Distnct Ons~te Ridgehne Middle School Number of Lots 1 Avg Lot Size N/A Building PermrUCommercial Plat 1 1 New Building Footpnnt (Acres) 2 26 Concrete Sidewalk Paving (Acres) 1 57 Gravel Surface (Acres) 0 Lattice Block Paving (Acres) 0 Public Roads (frontage improvements) (Acres) 0 00 Pnvate Pazkmg Lots (mcl gravel shoulder) (Acres) 3 96 Disturbed Impervious Surface Total (Acres) 6 22 PART 5 -Pre-Developed Project Site Charactenshcs Stream Through Site N Steep Slopes (> 10%) N Erosion Hazazd N 100-Year Flood Plain N Wetlands N Seeps/Spnngs N High Groundwater Table `~ Aquifer Sensitive Area N Other PART 6 -Zone 1 - Facdrty Descnphon - R~dgehne Middle School Area Tnbutary to Facility Including Offsite (Acres) 11 68 Acres Total Onsrte Area Tnbutary to Facility (Acres) 11 68 Acres Design Impervious Area Tnbutary to Facility (Acres) 6 22 Acres Design Landscaped Area Tnbutary to Facility (Acres) 5 46 Acres Desrgn Total Tnbutary Area to Facility (Acres) 9 39 Acres Basin Area (Acres) 21 07 Acres Enter a check mark and number, i e ,one (1), for the type of facility 1 ' Wet Pond Detentton 0 Wet pond water surface area, acres 0 Dry Pond Detention 1 Underground Detention 0 Infiltratron Trench 0 Dry Well Infiltration 0 Other Infiltration Gallery 0 Outlet Type (Enter a check mazk and number, t e ,one (1), for each type present) ` Ftlter 0 Otl/Water Sepazator 0 Single Onfice 0 Multiple Onfice 0 Werr 0 1 Spillway 0 Pump(s) 0 t Other PART 7- Zone 1 -Release to Groundwater Desrgn Percolation Rate to Groundwater 10 m/Irr PART 8- Zone 1 -Release To Surface Water All stormwater from this site is tntiluated on site with no release to any surface waters 1 PART 6 Z 2 - one - Facdtty Descr-ptron - Mdl Pond Ele mentar y School Total Area Tnbutary to Facthty Including Offstte (Acres) 9 63 Acres ' Total Onstte Area Tnbutary to Facility (Acres) 9 63 Acres Design Impervious Area Tnbutary to Facility (Acres) 4 62 Acres Design Landscaped Area Tnbutary to Facility (Acres) 5 Ol Acres ' Design Total Tnbutary Area to Factltty (Acres) 9 63 Acres ' Enter a check mark and number, t e ,one (1), for the type of facility ' Wet Pond Detentron 0 Wet pond water surface azea, acres 0 Dry Pond Detention 0 Underground Detention 0 Infiltration Trench 0 Dry Well Infiltration 0 ' Other Infiltration Gallery 1 Outlet Type (Enter a check mazk and number, t e ,one (l ), for each type present) t t t 1 1 Filter 0 OiUWater Separator 0 Single Onfice 0 Mukzple Onfice 0 Weir 0 Spillway 0 Pump(s) 0 Other PART 7 -Zone 2 - Release to Groundwater Design Percolation Rate to Groundwater 10 m/hr PART 8 -Zone 2 -Release To Surface Water All stonnwater from this site is infiltrated on site with no release to any surface waters d~~ ~gs~~ ~ XI~I~dd~ 1 1 1 1 1 1 1 APPENDIX ~ Site Plan 1 ~ v l vvV `y\ ,r~ .' . Ad~V r/ / A~• / 1 \ \ \ ~ i\\\ ~ / ,X \ e \ % r /' ~ \ ~ `b /'~ i~' , 'i'ce /7~' ~\ rµ ,RE - 1 `~~__~ '/'' e~' ~'' ror9ZON EBan \ ~$ ~ - s a ,~ I \ \ VFawCVS- 0]b Aeas~ ~ , \ J„ ~/.~ mxRNWS- ale /NNc / _ ___ ~\ - - ~B 5 o ~a; y r \ T° / . ~ . ~ J i V~ i ~ ~/ ~ lµ µir~- WS- NWS- 15 i 1 ~ \ \ roru Z~ VORTECH aERNW YPCRNW, \ TREATME . \ ,QEaV \ STORM WATER RETEN7,~DN PON I _'-` r / e `, N~° r ~ _` ~~ 1 ~ ;_ ,/ I STORM ~ ll J ~ I ORaxAGE ~f ~ r 1 , / r 4 1 ZONE 2 '°'] roru a+u- 1 0 a"ar . T ~ r ,,.~aPow~~R Y, 1M44K tl~ J - -~ -1-- -- 1-.~s 1- J 4 _ ® o ~B z S d,}:;~r s 7 ~ ZONE 1 ~,."° 0rµ MG- ]]I / FEflNWS- B:: , n FRNWS- 6 IEs4.an ' 22., ~° - o9:.>n ~ ONE 3 /`~ I r - T: Ran 9RU- of San a.(~ ~ tNWS- OM .ae, l e CRNGJS- 115 ,an I ~ \ ~~c°` 31 S / r ZONE \ ~ / rout urce- 9n a.n •4 / ~\,zSfe Z~ aB ~ ZONE 8 YOtµ µS,- 691 µn % XFFRNW$- / C/n CB 8 YJy ZONE 9 I I I roru 9Rr9- PnR a.: I fr YERNp15- 199 µrn Y IYGFRNpIS- 1]9 ,un \ __ ~ .fit ~ c~3 g _ / _ _' / / _ y~ /F~ ~r JO` \ , ~ ?Y!~ \ ZONE 1~ \ ~~ ~: `~\~` \ Tom as,_ n«,4oo ~q- ii%%f' i ~ \ aaNdrs- las Ran w ;y / j \ y \~\ Y/ERNWS- 599 4+n i ~ l l -- ,,, r„ ~~` ~ \\~\\\,, 343 m ~ lF l - n ~~rn v~vvvvv V l roru _ \ l 1 ~~ 4~ ~° \ 11`I`ili'/1 a \\\\` \`\ r IuvaRwous- i ' \ `, ,' l I ~"• „ \\~\\\ 360 ,46'~BIOFIL TER Illn° vv vvvvv ~~721 9 ~ ~ V ~ T ATMENT SWALE u l I I p\ \\ roru ,R TP III II ® \\\\ \\\ ~ RNW 5 a \ \ w°lu tool\ - \~~~\\\ aFaNW- 9 \ l \ ~~~`'~~`~~ ~ \\\:\\~\ . 1453¢1 i - - - - - - _' •-•- \ ro rd\ p\\p\\ CB \ \raruZ~Es~~'w. / - - - - `\\ \\\ \\\ \\\ \ PCRxWS- SOP 9ns•~ r \ \~~~ \~\ \ ` \ `gip\\\\ r PCaNWS- 99e a \ CAL - _ \ \ VA~~ ~Jvv Ai4 vvvv~pv _ 30 47 Z •4 ~ 8 -' - O\v v. vw v v Cg 1 -~ ~-~_ \ \\ \\JL\ J~ a r \\\~\\\\ sr:u rieras.K ~// CB 70 ~ / / u \ \\~\\\\\ ) ' 1 \~\~\\~\r / / \ \ r AV v~P~~vv t ~ - 'vv~~~~~~v roZONR- 09~....,~, \ p\~~b \ \ \P \\ RCRNWS- o u.n \ \ ~\ - \ \\ \ 9~RN`=~ 33-SS \ `\\\\\\(\ ~ ~ a - ~~\\~\\ SCALE 1 '=100 FEET \ \~\\\\\t\ s.~'~ \\y\\ 0 50 700 200 \\ \\ vvvvvv b°~v\ \ v ~\ ~~w w v v ,~ v `o`:~~`\ \\~ \(\ \ o\\,\\\ NO DA iE BY APP REVISIONS a`*_`sClvll Munlapal Geotechnical Engmeenng and Planning aE4w E0 a" Pro ~rY Storm Water Zone E.U99. 9„r Yelm Junior Exhibit Jerome W Morrissette & Associates Inc , P S ~Pr~EN9. 9..~ High School 1700 Cooper Pt Road 5 W k8 2 Olympia Wa 98 i02 7110 Ph 360 352 9456 Fx 360 302 9950 o.rz xmrzo 03157-Storm Wofer Zone Exhlbd 1 SHT 1 OF ~ 1 D_ O 1 0 N ' N 3 X w O N t O a+ E O O Q L L O ~_ `Q C S T N m 0 m ' o O c\I N L 1~ / ~ ~~~ l ~ \ \ 1 /''_ i/ "' \v r.f'~ ~ i ~ ~i~ ~ A y~r~ i'v ~ ' \ \\ /i i v~~vv v ,'~~, a , ~- ~ l \ ~ t \ i' ,,,ice \ \ /~. / g %~. \ ~i, ~ \ ~ ~~ ~ \ / ~ \l ~1Y 61'~ -1 % ~ t ! t~~ ~' D_tl Z' I I ';-~\ ~ e I 1 It \` t ~V ~ $i!)(1M ` ORAINACE j ~~ =~ I I I III I I I i l l~ l l f- '- - ~ -a i~ I I ` ~'9 O'"°° ~ \: \~ II ~~~ `T I I I r, I I I CCCIII _ _ _____ ~ ``i _,-=cn_=-tor \`\\~ ' I ` O .:: % ~\~ ~ : ~ / i~~'- .~ ~~'.:' ' ~ ~\ :A. I I ni n '' it ~~~ii ' ~ v~ vv i I \ lI/~//~~ t\\\\\\~~\ \ %I Il ~~ ` 8 9 ///~~// < \\\YYt<\\ \ / ~ ` I Illll l~~ rY\\\\\\\ \\ 9 \ \\ \ I \ \ 1111111 \\\\\\\\ \ ~,_ Illj~ll ® \\\\\\\\\ 1111111111 \\\\\\\\\ d/ \ /' 1111111 i \\O\\\\\ t 11\11\1 \ \\\\\ \ _ - - ' ~+ ~a _ t \1\\\\\\ \\\\\\\\\ _ - - t \\\\ ~~\\ \ \\\\\\\\\\ . ~ t \\\\\tt\\ \\\\\\\\\ ~ \ _ t ~~AAAAV~A AVAA\\VAA\ t \\\\\\\\\ \\\\\\\\\ ~ ~ r t \VAA~AAAV AVAAAA~~A ~ ~ \ ° O\ P ~ t \~\\\~\\\ \\\ \\\ t \\\\\\~\\ \\\\~~\\\~~ / / `\J\\\\\ \P\\\\\\\ t ~ v vp OApv~v tt \\\~\4~ \\;~\\~\\ SCALE 7 "=100 FEET t \~Vw vv Aw?:w v vv v \ ` _ \~ \ t \~~\\\~i\ \\\~ \ \\ 0 50 100 200 \\\ \\ \\ \\\ \ \ t \\\\\\\`\\ ~ \\~\\`~\\\ NO DAiE DY APP REVISIONS }~^ Clvll Mumapal Geotechnlcal Englneenng and Planning a9. E°a' zro ro" ~.oo a. o.,< Yelm Junior Jerome W Mornssette & Associates Inc , P S ~~«.EOa. ~.R High School 1 700 Cooper Pt Road 5 W m B 2 Olympia Wa 98502 1 110 Ph 360 352 9456 Fx 360 3>2 9990 Dort nmlco SHT 1 OF 1 1 C 1 1 1 APPENDIX G ENGINEER'S ESTIIVIATE 1 L 1 LJ 1 YELM COMMUNITY SCHOOLS YELM JUNIOR HIGH SCHOOL ENGINEER'S ESTIMATE 10/22/2004 BASE BID Btd Item Approx Bid Item Unn Eng's Estunate Number Quantity Umt Pnce Total Pnce 1 1 Mobiluatron L S $180 000 00 $180 000 00 2 1 Cleann & Gmbbm L S $35 000 00 $35 000 00 3 1 Trrtrunm & Cleanu L S $25 000 00 $25 000 00 4 100 Saw Cuttm L F $2 40 $240 00 5 6 210 Ballast TON $13 00 $80 730 0 6 1 895 Crushed Surfacm To Coarse TON $15 00 $28 425 0 7 4 435 As halt Concrete Pavement TON $55 00 $243 925 0 g 1 109 As halt Razsed Ede L F $120 00 $133 080 00 9 1 I00 Sdt Fence L F $7 00 $7 700 0 10 4 835 Cement Concrete Bamer Curb L F $13 00 $62 855 00 1 I 4 890 Cement Concrete Sidewalk S Y $22 00 $107 580 00 12 550 Cement Concrete Curb and Gutter L F $20 00 $11,000 00 ]3 I 35000 Gallon STEP Tank, Com le[e Each $I10 000 00 $110 000 0 14 837 6-Inch Gmv~ Sewer P~ e L F $30 00 $25 110 0 I S 266 2 Inch Forcemam STEP Sewer R e Com lete L F $ l5 00 $3 990 0 l6 1 I Samt Sewer Cleanout Each $200 00 $2 200 0 17 17 279 Structural Excavauon Class B Intl Haul C Y $13 00 $224 627 00 18 1 582 ADS-NI2 (I-TOPE Cocru ated Storm R e 12 m Dram L F $35 00 $55 370 00 19 630 ADS-NI2 PE Corm ated Storm Pre 18 m Dtam L F $40 00 $25 200 00 20 37 ADS-NI2 PE Corru ated Stonn Pr a 24 m Dram L F $40 00 $1 480 00 21 1 270 48" Perf Alum Steel 14 GA Pie Com lete L F $65 00 $82 550 00 22 2 064 4 PVC Roof Dram Pie L F $12 00 $24 768 00 23 I Vortechmc Treatrnent Device Model 16000 Each $88 000 00 $88 000 0 24 12 Catch Basm T e 1 EA $2 000 00 $24 000 0 25 4 Catch Balm T e 2 EA $ I I00 00 $4 400 0 26 11 Concrete Inlet EA $600 00 $6 600 00 27 5 Area Drams EA $300 00 $l 500 0 28 1 007 1 1/2 Inch Infiltration Gall Washed Dram Rock TON $18 00 $18 126 00 29 1 797 Geotextde S Y $22 50 $40,432 50 30 215 Pr a Beddm C Y $12 00 $2 580 00 31 2 279 10 Watennazn L F $60 00 $136 740 00 32 6 10 Gaze Valve Each $750 00 $4 500 00 33 73 8 Watermazn L F $45 00 $3,285 00 34 2 8" Gale Valve Each $750 00 $1 500 00 35 449 6 Watermam L F $40 00 $17 960 0 36 5 Fue Hydrant Assembly Each $2 500 00 $12 500 00 37 2 Post Indtcatmg Valve Each $2 500 00 $5 000 00 38 2 Fue Department Connearon Each $1 500 00 $3 000 0 Base Bid Subtotal $1 840 953 50 Sales Tax 8 4 % $154 640 09 Total Base Brd (Intl Sale Tax) $1 995 593 59 ' loft t ~ .~ . t 1 1 ~] AP~~~~~ Adjacent Wells 1 'Thurston County Map Output Page http //geomapl geoda[a org/servlet/com esn esnmap Esnmap~Servi 1 R Thurston Co ll 1 t ~s}~ ~`J.iu , ;~ ~+ Dtsclatmer Thurston County manes every eIIort to ensure that Ihts map u a ' r true and accurate representation of [he worA oC County government However R the County and all related personnel male no warranty expressed or tmphed a regatdmg the accwac}, completeness or convenience of any mfonna[ton i disclosed on [hi+ map Nor does the Counh accept liabdtt} for any damage m ' ! mlury caused by the use of thts map iTo the fullest extent petmtsstble pursuant to apphc~161e law Thurston County a dtsclatms all warranties express or tmphed mcludmg, but no[ hmrted to rmphed warranues of merchant abtht}, data 5tness for a particular purpose, ' ~ and non-mfrtngements of proprietary rights h Under no cvcumstances mcludmg, but not limited [o, negligence shall Thurston County be liable for anv direct mdnec[ mcidenta] special or consequential damages that result from the use of, or the mabdtry to use ' {Thurston County materials R Thnrsinn ~ 2003 -Thurston County GeoData Center ~ C er,IYtt~t.~ Bldg k4, Rm 205, 92] Lakerrdge Dr SW r Cc-ritcr , ~ ~~~ Olympra, WA 98502-6052 ~ofl 10/29/2004 1 1 43