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28079 PE-1852 STORMWATER DRAINAGE REPORT STORMWATER DRAINAGE. REPORT for the proposed plat of STRAWTHER'S ADDITION located in the City of Spokane Valley in the NW 1/4 of Section 33, T. 25 N., R. 44 E.W.M. Spokane County, Washington Original Draft: July 1, 2003 Amended (basin maps): September 29, 2003 Revised per City review: February 17, 2004 Amended per City review: March 18, 2004 oFMK PMuc nocuM-Exr Project Applicant: UWM YXUY ENHEMs QFRCf ` GiNAL Donna Strawther ~0O F " I u a 16326 North Castlebrook Lane SUUVW# q - Spokane, WA 99208 (509) 467-7581 ~5 E' S . of Report Prepared By: Simpson Engineers, inc. vl~~ North 909 Argonne Road Spokane, Washington 99212 (509) 926-1322 EXPIRES 7/17/ ' ~ ENGINEER'S CERTIFICATION ~ The design improvements shown in this set of plans and calculations conform to the applicable editions of the Spokane County Standards for Road and Sewer Construction and the Spokane County Guidelines for Stormwater Management. I approve these plans for construction. CONTENTS Pap-e A. Project Location . . . . . . . . . 2 B. Existing Site Topography. . . . . . . . 2 C. Project Description . . . . . . . . 2 D. Previous Reports . . . . . . . . . 3 E. Soils Description . . . . . . . . 3 F. Geo-Hazard Evaluation . . . . . . . . 3 G. Drainage Concept . . . . . . . . 4 H. Rainfall Data & Design Tools . . . . . . . 5 I. Drainage Basins . . . . . . • • • 5 J. Pre- vs. Post-Development Analysis . . . . . . 8 APPENDIX: Supplementallnformation 1. Site in Relation to Spokane County Aquifer Sensitive Area (Spokane County C'ruidelines for Stormwater Management, Figure 6, p. 6-9) 2. Site Vicinity and Mapped Soils (excerpted from USDA Soil Conservation Service, Soil Survey of Spokane County, Washington, March 1968, Sheet Number 75) ' 3. Runoff Coefficients for Storm Sewers (Spokane County Guidelines for Stormwater Management, Table 1, p. 6-2) ' 4. Rational Formula Hydrology Calcularions (4 sheets) (Basin E1 = Existing Conditions, and Basins P2, P3 & P4 = Proposed Conditions) « 5. Proposed Culvert Capacity Calculations (2 sheets) 6. Pre-Development Drainage Basin fold-out map 7. Post-Development Drainage Basins fold-out map 8. TR-55/PondPack Computations dt,c:Projects/14470-dm.doc Simpson Engineers, Inc. 02117/04 Page 1 ' , PROJECT LOCATION The Strawther's Addition project site is located within the newly-formed City of Spokane Valley, on the northeasterly side of Dishman-Mica Road and on the west side of Pierce Road (extended), between 38`h Avenue and 40th Avenue. The site is located in the southwest quarter of the northwest quarter of Section 33, Township 25 North, Range 44 East, W.M., in Spokane County, Washington. The site lies near the south limit of the Spokane-Rathdrum Aquifer, and is within the Spokane County Aquifer Sensitive Area and the Priority Sewer Service Area. ' EXISTING SITE TOPOGRAPHY The site is bounded on the southwest by Dishman-Mica Road, a two-lane Principal Arterial within a 60-foot right-of-way. To the east are existing single-family houses, platted as Chester Field Addition, and to the north are exisfiing single-family houses, platted as Short Plat 743-92. Aside from the existing duplex near the southeast comer of the plat, the remainder of the site is ' covered with Ponderosa pine trees, native grasses and brush. A natural drainage gully extends through the site, from an existing drainage easement on the north side of the site to an existing 18"-diameter CMP culvert under Dishman-Mica Road, draining to an apparent wetland area on the southwest side of the road. A proposed drainage easement through the site will connect the existing drainage easement to the existing culvert along the existing drainage course. The site has topographic high areas on the east and west portions, with the existing drainage gully in-between. On-site slopes range from very gentle to approximately 14%, facing primarily to the west, east and south. The local high points are located near the eastern plat boundary, where the proposed cul-de-sac will be located, and in the west portion of the site. The lowest area on the site is in the drainage gully at the entrance to the existing culvert underlying Dishmars-Mica Road. ' Refer to the Strawther's Addition Stormwater Draina e Plan map for 1 g ocahons of existing contours and proposed features described in this report. , PROJECT DESCRIPTION The proposed plat of Strawther's Add.ition will subdivide approximately 3.24 acres of mostly undeveloped land into seven residential lots, which will vary in size. The project site is irregular in shape, with the southeasterly portion occupied by an existing duplex. The duplex is accessed off 40 Avenue, while the remainder of the plat will be accessed off an existing cul-de-sac at the west end of 38`h Avenue at Pierce Road, from which a proposed private cul-de-sac will extend southward onto the site. The proposed cul-de-sac will provide direct access for the three lots nearest to the northeast corner of the site, while the three westerly lots of the plat will be accessed via a private driveway, to be located within an ingress-egress easement extending to the west off the west side of the on-site cul-de-sac. dnc:Projects/14470-drn.doc Simpson Engineers, Inc. 07/01 /03 Page 2 ' PREVIOUS REPORTS ~ A Conceptual Stormwater Manazement Plan was prepared for Strawther's Addition by J. Paul Ramer & Associates, Inc. in 1998. The general concepts presented in that plan are maintained in the present drainage plan for the project. A report letter titled Summarv ofResults ofLimited Geotechnical EnQineering Studv, dated April 29, 1998, was prepared for this site by Cummings Geotechnology. The findings from that study are used herein for soils-related aspects of the present drainage plan. Any specific conclusions or data from that study that are used herein are referenced as such. ' SOILS DESCRIPTION Soils at the site are mapped as being almost completely Clayton sandy loam (map symbol CuB), with the contact with Springdale gravelly sandy loam (map symbol SxB) located near the east plat boundary, as per Soil Survey of Spokane County, Washington: USDA Soil Conservation Service (now the Natural Resources Conservation Service), March 1968. Springdale soils are listed by ' Spokane County as being acceptable for standard drywell practice, but Clayton soils are not. However, soils testing performed by Cummings Geotechnology at the location of a proposed drywell at the northwest side of the proposed cul-de-sac (as specified by J. Paul Ramer & Associates, Inc.) indicates soils having a permeability of "several hundred inches per hour," with the recommendation that "a Type B drywell could function adequately as long as it is embedded at least 5 feet into the clean gravelly coarse sand" that was found at a depth of "6 feet to greater than 10 feet." Refer to the attached excerpt from the S.C.S. soils map (Sheet Number 75) for location of the site relative to mapped soils. ' GEO-HAZARD EVALUATION "Geologically Hazardous Areas," as classified according to the characteristics described per the Spokane County Critical Areas Ordinance, include those areas prone to erosion and landslide hazards. Based on our initial field investigation of the project site, we have determined that this site is not a Geologically Hazardous Area, due to the site having the following characteristics: a. Slopes at the site are all substantially less than 30% grade, with the steepest slopes being about 14% for a small, limited area in the southwest portion of the site, on the northwest side of the existing drainage course above the existing culvert under Dishman-Mica Road. b. Neither the Clayton sandy loam nor the Springdale gravelly sandy loam soils mapped at this site are identified by the USDA S.C.S. (now the Natural Resources Conservation Service) as having a"severe" potential for erosion (as listed in Appendix H of the Spokane County Critical Areas Ordinance). Clayton soils generally have moderate stability and moderate to d►,c:Projects/14470-drn.doc Simpson Engineers, Inc. 06/26/03 Page 3 ' . low resistance to erosion, while Springdale soils generally have moderate to high stability and moderate to low resistance to erosion. Our observations at the site did not reveal any evidence of erosion having occurred recently to any significant degree. c. The only significant hydraulic factor to consider at this site is the well-defined drainage channel crossing through the site, leading to the existing culvert under Dishman-Mica road. However, it does not contain a perennial stream, and was observed this spring to be dry and to drain a limited basin area in the immediate vicinity. There are no known springs, and no wet areas observed on the site. d. This site is not a landslide-prone area; no evidence of landslides was observed on the site, and the site soils are not alluvium, not landslide deposits, and not Latah formation. e. This site is not an area of uncompacted fill. f. The site is not unstable due to stream or streambank erosion. DRAINAGE CONCEPT The proposed drainage design for this project is fairly straightforward and generally follows the recommendations established in Spokane County's Guidelines for Stormwater Management. The developed site is proposed to be regraded such that all runoff water from the proposed asphalt surfacing will be collected and drained to a proposed drainage swale (grassed percolation area) for treatment and disposal. The swale is located near the northeast comer of the site, adjacent to the proposed access road/cul-de-sac. The intention is to position the swale in the location where soils testing was performed by Cummings Geotechnology, as described above (see "Soils Description"). . The proposed site plan will result in two primary points of discharge: the existing culvert under Dishman-Mica Road, and the proposed drainage swale by the proposed cul-de-sac. Runoff under both existing (pre-platting) and proposed (post-platting) conditions were analyzed to assess the impacts of the site improvements on flows at the existing culvert, using a 50-year storm event for the basins that include off-site areas. Runoff flowing to the proposed drainage swale, which only occurs under proposed conditions and only includes on-site areas, is analyzed using a 10-year storm event. The total areas of drainage basins involved is the approximately the same un.der both existing and proposed conditions. , T'he plan i.ncludes a pnvate access dnve to serve three of the proposed lots. The road will transect the existing drainage gully wluch drai.ns to the existing culvert under Dishman-Mica Road, so a new culvert will be constructed under the private drive. 'Flows to the existing culvert under existing conditions, and to both the existing culvert and the new culvert under proposed conditions, axe analyzed. The drainage basins are named as shown on the Stormwater Drainage Plan and detailed on the following pages. Refer to the Stormwater Drainage Plan for locations of drainage features described in this report. dhc:Projects/14470-drn.doc Simpson Engineers, lnc. 06/26/03 Page 4 R.AINFALL DATA & DESIGN TOOLS The rainfall intensity-duration-frequency curve for both 10-year and 50-year recurrence intervals for the Spokane-Medical Lake-Reardon-Cheney-Rockford area, as presented in the February 1998 Addendum to Spokane County's C'ruidelines for Stormwater Management, in Figure 2, page 6-3, was adapted into tabular form for the rational formula hydrology calculations for the drainage basins under existing and proposed conditions. The intention in designing stormwater drainage facilities for this project was to follow the procedures, methods and referenced data in Spokane County's Guidelines for Stormwater Management (1998). Computations were performed using Spokane County-accepted methods and software programs, including rational formula hydrology for calculations of peak dischazge to the culverts, and bowstring methodology for pond.ing volume vs. drywell outflow, adapted into an MS Exce12000 spreadsheet. The existing topography and proposed features and grades shown on the Stormwater Drainage Plan map were drawn, and some of the areas were calculated, using AutoCAD Land Development. Runoff coefficient ("C") values are based on 2% to 10% slopes, as per "Runoff Coefficients for Storm Sewers" (Guidelines, February 1998, Table 1, p. 6-2). For Proposed conditions, new houses are assumed to be 2,000 sq. ft. and new concrete driveways are assumed to be 1,000 sq. ft. Separate hydrology calculation sheets for all described basins and conditions are included in this report. DR;AINAGE BASINS Drainage Basin Name: Basin E1 Condition: Existing Basin Description: Area draining to existing culvert under Dishman-Mica Road under existing conditions. , Tota1 Area of Basin: 157,920 sq. ft. = 3.625 acres Impervious Areas: ' Asphalt (N. %z D.-Mica Rd.) = 10,230 sq. ft. = 0.235 acre Q C= 0.90 House Roofs = 5,000 sq. ft. = 0.115 acre a, C= 0.90 Concrete Driveways = 1,500 sq. ft. = 0.034 acre na, C= 0.80 Pervious Areas: Road Shoulder = 3,720 sq. ft. = 0.085 acre u, C= 0.50 Natural (on-site) = 110,395 sq. ft. = 2.534 acre na, C= 0.22 LawnlLandscaping (off-site) = 27,075 sq. ft. = 0.622 acre na, C= 0.15 Point of concentration: Entrance to existing culvert under Dishman-Mica Road. 50-year Stonn Discharge: Q50 =(C) (i50) (A) = 3.79 c.f.s. (see hydrology calculation sheet) dnc:Projects/14470-drn.aoc Simpson Engineers, Inc. 06/26/03 Page 5 , DR;.AINAGE BASINS - continued Drainage Basin Name: Basin P1 Condition: Proposed Basin Description: Area draining to proposed drainage swale by proposed cul-de-sac. Total Area of Basin: 30,355 sq. ft. = 0.697 acres Impervious Areas: Asphalt (new cul-de-sac) = 8,500 sq. ft. = 0.195 acre (~a, C= 0.90 Concrete Curb & Gutter = 720 sq. ft. = 0.017 acre Q C= 0.80 House Roofs = 3,000 sq. ft. = 0.069 acre (~a, C= 0.90 Concrete Driveways = 3,000 sq. ft. = 0.069 acre (~a, C= 0.80 Pervious Areas: Lavcrn/Landscaping = 15,135 sq. ft. = 0.347 acre (~a, C= 0.15 Water Quality Treatment Area: (8,500 + 720 + 3,000) = 12,220 sq. ft. Water Quality Treatment `Tolume: (12,220 sq. ft.) x(1J2") x(1 ft./12") = 509 cu. ft. Point of concentration: Curb Inlet to proposed Drainage Swale 1. 10-year Storrn Discharge: Qlo =(C) (i,o) (A) = 1.08 c.f.s. (see hydrology calculation sheet) * ~ * Proposed Stormwater Treatment/Disposal Facilitv Name: Drainage Swale 1 Swale Location: Near northeast corner of the site, on northwest side of proposed cul-de-sac. Swale Floor Area =(24' x 26') +(16' x 10') + 1/4 n(16')2 = 624 + 160 + 201 = 985 sq. ft. Swale Floor Perimeter = 125 LF with 3:1 slopes on all sides. Water Oualitv 7'reatment Capacitv , Swale Volume @ 6" DePth: _(0.5 ft. depth)(swale floor area) +(1/2 x 0.5 x 1.5)(swale floor perimeter) = 0.5 (985) + 0.375 (125) = 492 + 47 = 539 cu. ft. 539 cu. ft. provided > 509 cu. ft. required for entire Basin P1 Drainage Swale 1 is OK for runoff treatment of entire Basin P1 @ 6" depth Outflow Storaze Capacitv- Swa1e Volume @ 8" Depth: _(0.67 ft. depth)(swale floor area) +(1/2 x 0.67 x 2.0)(swale floor perimeter) = 0.67 (985) + 0.67 (125) = 656 + 83 = 739 cu. ft. 739 cu. ft. provided > 397 cu. ft. required with 0.3 c.f.s. outflow Drainage Swale 1 is OK for storage @ 8" depth w/outflow via one Type "A" drywell (Note: Type "B" specified on plans, so drywell can be set deeper into coarse soil) dhc:Projects/14470-drn.doc Simpson Engineers, lnc. 07/01 /03 Page 6 DRAINAGE BASINS - continued Drainage Basin Name: Basin P2 Condition: Proposed Basin Description: Area draining to proposed culvert under proposed driveway access road. Total Area of Basin: 74,485 sq. ft. = 1.710 acres Impervious Areas: Asphalt Pavement = 0 sq. ft. = 0.000 acre (a), C= 0.90 House Roofs = 10,000 sq. ft. = 0.230 acre nu, C= 0.90 Concrete Driveways = 3,500 sq. ft. = 0.080 acre (~a, C= 0.80 Pervious Areas: N. %2 Gravel Access = 1,500 sq. ft. = 0.034 acre (~a, C= 0.55 LawnJLandscaping (on-site) = 32,410 sq. ft. = 0.744 acre Q C= 0.15 Lawn/Landscaping (off-site) = 27,075 sq. ft. = 0.622 acre Q C= 0.15 Point of concentration: Entrance to proposed culvert under driveway access road. 50-year Storm Discharge: QSp =(C) (i50) (A) = 1.86 c.f.s. (see hydrology calculation sheet) * * * Drainage Basin Name: Basin P3 Condition: Proposed Basin Description: Area draining directly to existing culvert under Dishman-Mica Road only, under proposed conditions (excluding flow through proposed culvert). ~ Total Area of Basin: 53,080 sq. ft. = 1.219 acres Impervious Areas: Asphalt (N. %2 D.-Mica Rd.) = 10,230 sq. ft. = 0.235 acre (~a, C= 0.90 House Roofs = 3,000 sq. ft. = 0.069 acre a, C= 0.90 Concrete Driveways = 1,000 sq. ft. = 0.023 acre e, C= 0.80 Pervious AYeas: S. '/z Gravel Access = 1,500 sq. ft. = 0.034 acre (~a, C= 0.55 Road Shoulder = 3,720 sq. ft. = 0.085 acre na, C= 0.50 Lawn/Landscaping (on-site) = 33,630 sq. ft. = 0.772 acre Q C= 0.15 Point of concentration: Entrance to existing culvert under Dishman-Mica Road. 50-year Storm Discharge: Q50 =(C) (iso) (A) =1.89 c.f.s. (see hydrology calculation sheet) dhc:Projects/14470-dm.doc Simpson Engineers, Inc. 06/26/03 Page 7 PRE- VS. POST-DEVELOPMENT ANALYSIS 1 Under existing conditions, an area of approximately 3.6 acres drains to the existing culvert under Dishman-Mica Road. Of that drainage basin ("Basin E1"), about 0.8 acres is off-site and adjacent ' to the subject project site, consisting of existing houses and yards, and the remaining 2.8 acres is on-site (in an undeveloped condition). Of that 2.8 acres on-site, an area of about 0.7 acres will be removed from the area draining to the existing culvert, so that even after construction of houses and driveways, the calculated flow to the existing culvert under Dishman-Mica Road is not substantially affected (see tables below for comparison using two methods of analysis). For the 0.7 acres referenced above ("Basin P 1"), the proposed plan calls for construction of an asphalt road and cul-de-sac, which will be graded to drain to a proposed drainage facility ("Swale 1'). All proposed asphalt will drain to this swale for stormwater treatment and disposal. Although the calculations show that a Type "A" drywell would be sufficient, a Type "B" drywell is specified on the plans so that it extends sufficiently into the coarser soils (per the recommendation by Cummings Geotechnology - see section titled Soils Description on page 3 of this report). Table 1: Pre-Development & Post-Development Peak 50-year Flows to Existing Culvert ' Calculated via Rafional Method Hydrology , Drainage Basin Storm Point of Calculated Basin Name Condition Event Concentration Peak Discha jge E 1_ ~ Existin~ ~ 50-year ~ Existin9 Culvert ~ 3.79 cfs ~ P 2 ~ Proposed ~ 50-year ~ Proposed Culvert ' 1.86 cfs ' P 3 Proposed ~ 50-year ~ Existing Culvert ~ 1.89 cfs P 2+ P 3 ~ Proposed 50-year ~ Existinq Culvert ~ 3.75 cfs Note: Basin P2 drains through the proposed culvert, then to the existing culvert. Basin P3 is the area that drains directly to the existing culvert only, after development. ' ' Calculated net impact on existing culvert under Dishman-Mica Road: 50-year peak discharge is basically unchanged (decreased slightly from 3.79 c.f.s. to 3.75 c.f.s.). ' (Note: Actually, time of concentration for P2 and P3 differ slightly, so the combined peak is actually slightly lower than 3.75 c.f.s.) Table 2: Pre-Development & Post-Development Runoff Volumes to Existing Culvert Calculated via Runoff Curve Number Method using PondPack , Drainage Basin Storm Calculated Calculated ' _ Basin Name Condition Event Peak Runoff Hydroqraph Vol. , E(= same as E1 Existing ~ 50-year r 1.63 cfs ~ 0.12 acre-ft P(= P2+P3) ~ Proposed ~ 50-year 1 1.65 cfs ~ 0.11 acre-ft As shown in Table 2, peak runoff and hydrograph volume ase essentially unchanged by this project. In conclusion, it is our opinion that construction of houses and associated improvements in this plat (as assumed per the modeled drainage basins) should not cause any significant change or impact on stormwater runoff at the "downstream" plat boundary (the existing culvert under Dishman-Mica Road). dhc:Projects/14470-dm.doc Simpson Engineers, Inc. 02/17/04 Page 8 ' RIPR.A.P CALCULATIONS ' 1. At inlet of the proposed culvert, under proposed conditions, with 50-year flow calculations, Vchanne1=1.67 fpS For a natural, straight-run channel, (3 = 0.9 Characteristic Velocity, VSS =(3 (Va„d = 0.9 (1.67) = 1.50 fps Soil Type in existing channel= Clayton sandy loam Per Table 24 of Guidelines for Stormwater Management, maximum permissible velocity in sandy loam is 1.7 fps for clear water, and 2.5 fps for water carrying fine silts. 1.50 fps < 1.7 fps, therefore no channel lini.ng is required nor specified. 2. At outlet of the proposed culvert, under proposed conditions, with 50-year flow calculations, ' Vcul,e,t = 3.74 fps For a culvert outfall, 0 =1.25 Characteristic Velocity, V5S =P (Vag) = 1.25 (3.74) = 4.67 fps Riprap at pipe outfall: per Figure 34 of Guidelines for Stormwater Management, Mean Stone Size, WSO = 2.3 lbs, d50 = 0.3 ft. = 3.6" 3" to 4" = mean diameter Reasonably Well-Graded = within the following parameters: 1.25 dmaX / d50 1.50 dmax = 4.5" to 5.4" dmm = 5" max. diameter d,s/dso = 0.50 C115 = 0.15 ft. = 1.8" ~ti 2" diameter , dmin / dso = 0•25 drr,;n = 0.075 ft. = 0.9" 1" min. diameter ' Riprap area at pipe outfall, per Figure 46 of Guidelines for Stormwater Management, La = Length of riprap revetrnent at pipe outfall La = 1.8Q / D 3/2 +'7 Do for TW < Do / 2 Given: Qso = 1.86 cfs, Do =1.0 ft. La = 1.8( 1.86 )/(1.0)3/2 + 7(1.0) = 1.8 (1.86) / 1+ 7= 10.35 ~ 10 ft. long ' W„ = Width of riprap at pipe outfall = 3 Do = 3.0 ft. wide = 1 ft. on each side of 12" culvert Wd = Width of riprap at downstream end of revetment Wd = 3 Do + 0.4 La = 3 ft. + 0.4 (10) = 3' + 4' = 7.0 ft. wide dnc:Projects/14470-drn.doc Simpson Engineers, lnc. 03/18/04 Page 9 R42E R43E R44E R45E i_j S okane County - y . ; . . p T t : ~ 4 Aquifer Sensitive Area T 2 9 29 N N F 1 ~ t 1 T T , ; . Li I I 28 2 $ 1 4 4 ~ l ~ ~ ~ ' ! • N N _ ~ ~ ~ ~ . ~ ~ . ~ ( r-, ~ l f ~ ~ 2 t ~.7 y ~ . ae i • + ~ ( ~ T T 26 26 ~ _..L. i ~ - ~ ~fi i I ~ 1 E L . ) 2 T ~iL 25 N T 24 ~ T 24 N ~ ~ E 4 ~ . i ~ ~ - 1 t ~ E ; • ~ ' T 1 ~ ~ ~ ► ! s ~ 1 ~ I ! ~ , l. ' ~ r 2 3 T 23 ` N T ' 22 T N 22 ; ~ , , t ` 1 ; _ ~ ~."`4 , •i , ~ , t s ~ , • ~ ~ • ~ ; _ ~ ~ _ ~ T ~ ( ? . ~ ~ , ----..i. ~ i . ~ : ; ~ 21 T ~ ; • ~ R4 OE R4 I.E. R42E R43E R44E R45E ' . ~ County Aquifer Sensitive Area . 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MaC~ •M ii--.Z v~C t F'E4 ~ i ~.V~ - - ♦ . . o.. ~ , .rwL.~ ~:J4~~ • ♦ ~ 0 YZ ~ Mi1e SC31e 1: 20 000 ~ ' ' ~ TAB LE 1 RUNOFF COEFFICIENTS FOR STORM SEWERS . ~ ROLLING HILLY FLAT 2% - 10% OVER 10y Pavement and Roofs . . . . . . . . . . . . . . 0090 U.9U U.90 Earth Shoulders . . . . . . . . . . . . . . . 0.50 0.50 0.50 Drives and Walks . . . . . . . . . . . . . . . 0.75 CO .80) 0.85 Gravel Pavement . . . . . . . . . . . . . . . 0.50 CO-55) 0.60 City Business Areas . . . . . . . . . . . . . 0.80 0.85 0.85 Lawns , Sandy Soil . . . . . . . . . . . . . . 0.10 (,e~O .15~) 0.20 Lawn, Heavy Soil . . . . . . . . . . . . . . . 0.17 0.22 0.35 Grass Shoulders . . . . . . . . . . . . . . . 0.25 0.25 0.25 Side Slopes, Earth . . . . . . . . . . . . . . 0.60 0.60 0.60 Side Slopes, Turf . . . . . . . . . . . . . . 0.30 0.30 0.30 Median Areas, Turf . . . . . . . . . . . . . . 0.25 0.30 0.30 Cultivated Land, Clay and Loam 0.50 0.55 U.6U ) Cultivated Land, Sand and Gravel 0.25 U.3U U.35 Industrial Areas, Light . . . . . 0.50 0.70 0.80 - Industrial Areas, Heavy . . . . . . . . . . . U.60 U.8U 0.90 Parks and Cemetaries . . . . . . . . . . . . . U.10 0.15 0.25 ~ . Playgtounds . . . . . . . . . . . . . . . . . 0.20 0.25 0.30 Woodland and Forests . . . . . . . . . . . . . 0.10 0.15 0.20 Meadows and Pasture Land . . . . . . . . . . . 0.25 0.30 0.35 a o, ~ - *SINGLE FAMILY RESIDENTIAL grownd. (Dwelling Unit/Gross Acre) ' (7ree-S (Sandy and Gravellq Soil) • , u-1. U DU/GA . . . ' . . . , . . . U. 1.5 1.0-1. 5 DU/GA . . . . . . . . . - 0. 2U" ' 1.5-3.0 DU/GA . . . : . . . . : . 0.25 3. 0-3. S DU/GA . . . . . . . . . . .0. 30 3. 5-4. U DUIGA . . . . . . . : . . 0.35 , 4. 0-6. U DUi GA . . , . . . . . . . . 0. 40 6. U-9. U DUlGA . . . . . . . . . . 0.60 9. 0-15: U * DU/GA . . : . . . . . . . 0.70 * Assumes flat lot plus one-half width bf abiitting street. O[her configurations should be checked by combining individual runoff*factors for each various surface. ~ Date 4/4/$4 TAB LE 1 6-2 ' RATIONAL FORMULA HYOROLOGY Dralnage Basin Malysis for ' 50-year Storm Retum Frequency Event Project Name: Strawther's Addition Project: 14470 Drainage Basin Name: Basin E1 Condition: Existing Designer. DHC Basin Description: Total area draining to existing culvert Date: 26-.lun-03 Point of Concentration: Entrance to exisbng cuivert under Dishman-Mica Road Disk F'ile: 14470.xls ' - RAINFALL INTENSITY-DURATION - 50-Year Storm Retum Freyuencv SUBAREAS - Time Time Storm Description Acres C A"C Incrmnt. Inc,ffmnt. Intensity (minutes) (seconds) QnJhr.) Asphalt Pavement 0.235 0.90 0.212 Tc = 8.33 500.0 3.66 = Intensity @ Tc Road Shoulder 0.085 0.50 0.043 5 300 4.58 House Roofs 0.115 0.90 0.104 10 600 3.20 Concrete Drives 0.034 0.80 0.027 15 900 2.47 Landscape (offsite) 0.622 0.15 0.093 20 1200 1.98 Natural (on-site) 2.534 0.22 0.557 25 1500 1.67 30 1800 1.46 Total Acres = 3.625 ' 35 2100 1.30 Composite Coefficient (C)= 0.29 40 2400 1.18 45 2700 1.07 50 3000 1.00 TIME OF CONCENTRATION (Tc), minutes 55 3300 0.92 60 3600 0.87 Ovedand flow Channel flaw • 65 3900 0.82 70 4200 0.80 Sevmenf A: L2 = 170 75 4500 0.77 Ct = 0.15 Z1 = 10 80 4800 0.75 L1(A) = 260 Z2 = 13 85 5100 0.72 N(A) = 0.4 B= 5 90 5400 0.70 S(A) = 0.03 n= 0.03 95 5700 0.68 Tc (A) = 6.97 s= 0.018 100 6000 0.67 d= 0.24 Se4ment 8: L1(B) = 0 Tc (ch) = 1.36 Explanation: N(B) = 0 Tc(A+B) = 6.97 Tc (total) = Tc (overfand) + Tc (channel) S(B) = 0 Tc(tot.) = 8.33 Note: Tc (totai) = 5 minutes minimum Tc (B) = 0.00 Intensity = 3.66 Ct = 0.15 = Coefficient for overland flow L1 = Length of overland flow segment(s), in feet Catcuiated Channel Fiow Data: N = overtand frictlon factor ' S= average slope of overland flow, in ft./ft. Area = 1.83 Sq. Ft. Tc (overland) - Ct'(L1'WS^0.5)^0.6) W.P. = 10.47 Ft. L2 = Length of flow in channel (gutter or ditch), in feet R= 0.17 Ft. Z1 = inverse of cross slope of baclcslope of channel V= 2.08 Ft./Sec. Z2 = inverse of cross slape of foreslope of channel Tc(ch) = 1.36 Minutes B= Bottom width of channel (gutter or ditch), in feet Q(est) = 3.80 C.F.S. n= Manning's fiction factor (0.016 for asphalt) s= longitudinal slope of channel, in ft./ft. Froude Number = 1.06 , d= depth of flow in channel, in feet Flow Regime = Supercritical Flow Tc (channel) = L ! ((1.4861n)'R^0.67s^0.5) / 60 Area = d'B+d^2/2'(Z1+Z2) Calculated Flow Depth in Channel: W.P. = B+d*(1/sin(atn(1/Z1))+11sin(atn(1/Z2))) R= Hydraulic Radius = Area/ Wetted Perimeter ~ d= 0.24 Feet ~ V = Velocity = 1.486/n'R^.667's^.5 Tc (ch) = Length (ft) / Velocity (fps)160 Calculated Peak Dlscharge, 50-Year Storm: Q(est) = Estimated Flow (verifies depth, d) = V'A Froude Number = V!(g"0.5d)^0.5 ~ Q= 3.79 C.F.S. ~ Peak Discharge = Q= C'I'A (cubic ft. per sec.) Simpson Engineers, Inc. 909 N. Argonne Road, Spokane, WA 99212 (509) 926-1322 Fax: (509) 926-1323 , 144704Tya - sastn ei RATIONAL FORMULA HYDROLOGY & BOWSTRING CALCULATIONS DRAINAGE BASIN ANALYSIS & DESIGN for 10 YEAR STORM EVENT Sfmpson Ertgineers, Inc. 909 N. Argonne Road, Spokane WA 99212 ' Date: 07/01/03 Sponsor Name: Donna Strawther Design: Doug Christenson Project Name: SUawthers Addition Project: 14470 Site Location: 38th Avenue, north side of Dishman-Mica Road Basin Name: Basin P1 Basin Description: Area draining to proposed swale by cul-de-sac G.P.A. Name: Swale 1 G.P.A. Location: Northeast portion of site Site Condition: Proposed Point of Concentration: Curb Inlet into proposed swale SUBAREAS: TIME OF CONCENTRATION (minutes): ~ Description Acres C A'C Tc (overland tTow) Tc (gutter flow) Asphalt Pavement 0.195 0.90 0.176 ' Hause Roofs 0.069 0.90 0.062 Ct = 0.15 L2 = 150 Concrete Curb & Gutter 0.017 0.80 0.014 Zl sp Concrete Driveways 0.069 0.80 0.055 L1(A) = 70 7-2 = 0.167 Gravel Surfacing 0.000 0.55 0.000 N(A) = 0.3 B= 0 Pervious/Landscaping 0.347 0.15 0.052 S(A) = 0.01 n= 0.013 s = 0.01 Tc (A) = 3.71 d = 0.15 Total Basin Area, acres = 0.697 Composite Runoff Ccefficient = 0.514 L1(B) = 150 Tc (gut) 1.26 Combined (Area' Runoff Coeffiraent) = 0.358 N(B) = 0.016 Tc(A+B) : 4.59 S(B) = 0.016 Tc total 5.84 Intensity - 3.02 RUNOFF WATER QUALITY PARAMETERS: Tc (B) = 0.9 Holding 5.34 Impervious Treatment Area = 12,220 sq. ft. Treatment Volume Generated = 509 cu. ft. Q(estimated @ d) = 1.09 c.f.s. Time of Concentration = 5.84 minutes DRAINAGE FACILITY DATA for Swale 1 Total Swale Ftoor Area = 985 sq. ft. Swale Floor Perimeter @ 3:1 = 125 lin. R. PEAK DISCHARGE, 10 YEAR STORM: Treatment Volume Provided @ 8° = 539 cu. ft. Storm Storage Provided aQ 8" = 739 cu. ft Q= C' I' A= ~ 1.08 C.F.S. ~ BOWSTRING CALCULATIONS NUMBER and TYPE of DRYWELLS PROPOSED: #1 #2 #3 #4 #5 #S #7 Time Time Intensity Q dev. V in V out Storage 1 Single-Barrel (City of Spokane Type 1) ' Incrmnt. Incrmnt. 0 Double-Barrel (City of Spakane Type 2) (min.) (sec.) (in./hr) (cfs) (cu. ft.) (cu. ft.) (cu. ft.) c#1'60>' (a'c*M) (ooK.V) (tts-as) Outflow Provided: 0.3 c.f.s. 5.84 350.60 3.02 1.08 509 105.18 404 5 300 3.18 1.14 458 90 368 ' 10 600 224 0.80 577 180 397 15 900 1.77 0.63 647 270 377 WATER QUALITY TREATMENT VOLUME: 20 1200 1.45 0.52 686 360 326 25 1500 1.21 0.43 702 450 252 Required G.P A. ponding volume: 30 1800 1.04 0.37 715 540 175 Impervious "208" Area x 1/2" = 509 cu. ft. ' 35 2100 0.91 0.33 724 630 94 volume provided at 6" depth = 539 cu. R. 40 2400 0.82 0.29 740 720 20 Conclusion: OK 45 2700 0.74 0.27 748 810 -62 50 3000 0.68 0.24 760 900 -140 55 3300 0.64 0.23 784 990 -206 STORM STORAGE VOLUME: 60 3600 0.61 022 813 1080 -267 65 3900 0.60 022 864 1170 -306 Maximum storage required = 397 cu. ft. 70 4200 0.58 021 898 1260 -382 volume provided at 8" depth = 739 cu. ft. 75 4500 0.56 0.20 927 1350 -423 Conclusion: OK 80 4800 0.53 0.19 935 1440 -505 85 5100 0.52 0.19 973 1530 -557 90 5400 0.50 0.18 989 1620 -631 DRYWELL REQUIREMENTS: 95 5700 0.49 0.18 1022 1710 -888 100 6000 0.48 0.17 1053 1800 -747 1 Single (Type 1) U Double (Type 2) Simpson Engineers, lnc. 909 North Argonrte Road, Spokane, WA 99212 Phone: (509) 926-1322 Fax: (509) 926-1323 8asin P 1 RATIONAL FORMULA HYOROLOGY Drainage Basin Malysis for 50-year Storm Retum Frequency Event Project Name: Strawther's Addition Project: 14470 Drainage Basin Name: Basin P2 Condition: Proposed Designer. OHC ' Basin Description: Area draining to proposed cuivert under access road Date: 26-.lur-03 Point of Concentration: Entrance to proposed culvert under gravel road Disk File: 14470.xis RAINFALL INTENSITY-DURATION _ 50-Year Storm Retum Frequency SUBAREAS Time Time Storm Description Acres C A'C Incrmnt. Incrmnt. Intensity (rNnutes) (secw,ds) (inJhr.) Asphalt Pavement 0.000 0.90 0.000 Tc = 7.96 477.9 3.76 = Intensity Q Tc N. 1/2 Gravel Road 0.034 0.55 0.019 5 300 4.58 House Roofs 0.230 0.90 0.207 10 600 3.20 Cancrete Drives 0.080 0.80 0.064 15 900 2.47 Lawn/Landscape 1.366 0.15 0.205 20 1200 1.98 25 1500 1.67 30 1800 1.46 Total Acres = 1.710 35 2100 1.30 Composite Coefflcient (C)= 0.29 40 2400 1.18 45 2700 1.07 50 3000 1.00 TIME OF CONCENTRATION (Tc), minutes 55 3300 0.92 60 3600 0.87 Overland flow Channel flow 65 3900 0.82 70 4200 0.80 Seament A: L2 = 100 75 4500 0.77 Ct = 0.15 Z1 = 10 80 4800 0.75 L1(A) = 260 Z2 = 13 85 5100 0.72 N(A) = 0.4 B= 5 90 5400 0.70 S(A) = 0.03 n= 0.03 95 5700 0.68 Tc (A) = 6.97 s= 0.018 ' 100 6000 0.67 d= 0.16 Seoment B: L1(B) = 0 Tc (ch) = 1.00 Exnlanation: N(B) = 0 Tc(A+B) = 6.97 Tc (total) = Tc (overland) + Tc (channel) S(B) = 0 Tc(tot.) = 7.96 Nofe: Tc (fotal) = 5 minutes minimum Tc (B) = 0.00 Intensity = 3.76 Ct = 0.15 = Coefficient for overland flow L1 = Length of ovedand flow segment(s), in feet Calculated Channel Flow Data: ' N = ovedand fiction factor S= average slope of overland flow, in ft,/ft. Area = 1.10 Sq. Ft. Tc (ovedand) = Ct'(L1'N/S^0.5)^0.6) W.P. = 8.72 Ft. L2 = Length of flow in channel (gutter or ditch), in feet R= 0.13 Ft. Z1 = inverse of cross slope of backslope of channel V= 1.67 Ft./Sec. ' Z2 = inverse of cross slope of foreslope of channel Tc(ch) _ 1.00 Minutes B= Bottom widih of channel (gutter or ditch), in feet Q(est) 1.85 C.F.S. n= Manning's friction factor (0.016 for asphalt) s= longitudinal slope of channel, in ft./R. Froude Number = 1.04 ' d= depth of flow in channel, in feet Flow Regime = Supercritical Flow Tc (channel) = L J ((1.486/n)"R^0.67s^0.5) / 60 . Area = d'B+d^2/2'(Z1+Z2) Calculated Flow Depth in Channel: W.P. = B+d`(1/sin(atn(1/Z1))+1/sin(atn(1/Z2))) R= Hydraulic Radius = Area/ Wetted Perimeter ~ d= 0.16 Feet ~ V = Velocity = 1.486/n`R^.667's^.5 Tc (ch) = Length (ft) / Velocity (fps) / 60 Calculated Peak Discharge, 50-Year Storm: Q(est) = Estimated Flow (verifies depth, d) = V'A Froude Number = V/(g'O.Sd)^0.5 ~ Q= 1.86 C.F.S. ~ Peak Discharge = Q= C'I"A (cubic ft. per sec.) Simpson Engineers, Inc. 909 N. Argonne Road, Spokane, WA 99212 (509) 926-9322 Fax: (509) 926-1323 1447WNd • easin P2 ' RATIONAL FORMULA HYDROLOGY ' Drainage Basin Analysis for 50-year Storm Retum Frequency Event Project Name: Strawther's Addition Project: 14470 Drainage Basin Name: Basin P3 Condition: Proposed Designer: DHC Basin Description: Area draining to existing culvert only (not via new culvert) Date: 26-.lun-03 Point of Concentration: Entrance to existing culvert under Dishman-Mica Road Disk File: 14470.xls RAINFALL INTENSITY-DURATION 50-Year Storm Retum Frequency SUBAREAS Time Time Storm Description Acres C A'C Incrmnt. Incrmnt. Intensity (niinutes) (seconds) (in.lhr.) Asphalt Pavement 0.235 0.90 0.212 Tc = 6.97 418.0 4.04 = Intensity aQ Tc Road Shoulder 0.085 0.50 0.043 5 300 4.58 House Roofs 0.069 0.90 0.062 10 600 3.20 Concrete Drives 0.023 0.80 0.018 15 900 2.47 Lawn/Landscape 0.772 0.15 0.116 20 1200 1.98 S. 1/2 Gravel Road 0.034 0.55 0.019 25 1500 1.67 30 1800 1.46 Total Acres = 1.218 35 2100 1.30 Camposite Coefficient (C)= 0.39 40 2400 1.18 45 2700 1.07 50 3000 1.00 TIME OF CONCENTRATION (Tc), minutes 55 3300 0.92 - _ . . ~ - 60 3600 0.87 Overland flow Channel flow 65 3900 0.82 70 4200 0.80 Seament A: L2 = 0 75 4500 0.77 Ct = 0.15 Z1 = 0 80 4800 0.75 L1(A) = 300 Z2 = 0 85 5100 0.72 N(A) = 0.4 B= p 90 5400 0.70 S(A) = 0.04 n= 0 95 5700 0.68 Tc (A) = 6.97 s= 0 100 6000 0.67 d= 0.00 Seament B: L1(B) = 0 Tc (ch) = 0 ExDlanation: N(B) = 0 Tc(A+B) = 6.97 Tc (total) = Tc (ovedand) + Tc (channel) S(B) = 0 Tc(tot.) = 6.97 Note: Tc (total) = 5 minutes minimum Tc (B) = 0.00 Intensity = 4.04 Ct = 0.15 = Coefficient for ovedand flow L1 = Length of ovedand flow segment(s), in feet Calculated Channel Flow Data: ' N = overfand friction factor S= average slope of overland flow, in ft./ft. Area = 0.00 Sq. Ft. Tc (overland) = Ct'(L1'N/S^0.5)^0.6) W.P. = 0.00 Ft. L2 = Length of flow in channel (gutter or ditch), in feet R= 0.00 Ft. Z1 = inverse of cross slope of backslope of channel V= 0.00 Ft./Sec. ' Z2 = inverse of cross slope of foreslope of channel Tc(ch) _ 0.00 Minutes B= Bottom width of ctiannel (gutter or ditch), in feet Q(est) 0.00 C.F.S. n= Manning's friction facior (0.016 for asphalt) s= longitudinal slope of channel, in ft,/ft. Froude Number = N.A. ' d= depth of flow in channel, in feet . Flow Regime = N.A. Tc (channel) = L / ((1.486/n)"R^0.67s^0.5) / 60 Area = d'B+d^2/2'(Z1+Z2) Calculated Flow Depth in Channel: W.P. = B+d'(1/sin(atn(1/Z1))+1/sin(afi(1/Z2))) R= Hydraulic Radius = Area/ Wetted Perimeter ~ d= 0.00 Feet ~ V = Velocity = 1.486/n'R^.667's^.5 Tc (ch) = Length (ft) / Velocity (fps) / 60 Calculated Peak Dlscharge, 50-Year Storm: Q(est) = Estimated Flow (verifies depth, d) = V'A Froude Number = V/(g*0.5d)"0.5 ~ Q= 1.89 C.F.S. ~ Peak Discharge = Q= C'I•A (cubic ft. per sec.) Simpson Engineers, Inc. 909 N. Argonne Road, Spokane, WA 99212 (509) 926-1322 Fax: (509) 926-1323 t 47oa+rc - aasi+ aa Circular Channel Analysis & De-sign ' Solved with.Manning' s Eguation Operr Cnannel - Uniform f 1 ow Worksheet Name : Stsawther's Addition Comrnent : PropQSed Ctxlvert under access driveway Solve For Actual Depth Grven fnput Data : Di.ameter.......... 1.0a ft ; r2 Slope . . . . . . . . . . . . . 0 . 0200 ft/ft ~ o ,a' /4a ~-F Mannzng ` s n . . . . . . . 4 . 024 _ zmp Discharge 1.86 cfs _ Q5n ~ gas,N PZ Computed Resul t s : DegtYr . . . . . . . . . . . . . 0.61 f t Velocity.......... 3.74-fps , Flow Area . . . . . . . . . 0.5-4 sf Critical Depth.... 0.58 ft Critical Sloge . . . . 0.0227 ft/f t Percent Full...... 60.57 a Full Capracity..... 2.73 cfs QMAX @ . 9 4D . . . . . . . . 2.94 c f s Froude Number..... 0.92 (flaGr is Subcritical ) ' Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Metnods-, fnc.*37 Smoksicte Rd *Waterbctry, Ct 0r670-& Circular ehannel Analysis & Design Solved with Manning's Equation Open Channel - Un-i form f low Worksheet Name: Strawther's Addition Comment : Frogosed eulvert unde-r access drzveway . Solve For Full Flow Capacity GiveJn Input Data : IIiameter.......... 1.00 ft Slope 0.0200 f.t/ft Mannzng's n....... 4.024 Discharge 2.73 cfs . . cu ~~~-r o t~ Computed ResultS : Ftxl1 Flow Cagacity . . . . . 2.73 cf s Full Flow Depth........ 1.00 ft Ve-loci ty. . . . . . . . . . 3.47 f p s Flow Area......... 0.79 sf Cri t i c-a 1- I?epth 0.71 f t Critical Slope.... 0.0277 ft/ft Percent Full . . . . . . 100 . QO °s Full Capacity..... 2.73 cf s QMAX @r.14D . . . . . . . . 2.94 cf s Froude Number..... FULL ' Open Channel Flow Module, versiorr 3.21 (c) 1990 Haestad Methods', Inc. * 37 B-rookside Rd * Waterbury, Ct 06708 37TH AVENUE . - ~ ~ ~ ~ 1 ~ ~I - \ 1 I . ~ 1 ~ _ I 1 ~ \ E~c. House ~aDD~o:. ~ 1 i \ ~ \ ~ . _J ~ ~ ~ ~ ~ ~ / ~ ~ ~ / ~ - - - - - - _ ~ 8asin boundary within private ro ert - ~ P P Y ~ - was mapped by visual approximation. NORTH . ~ \ Ex. H use ~ ~ ~QDP~ x. loc.) . \ 1 ~ ~ \ ~ ~ . ~ / \ ~ \ NOT TO SCALE ~A a1 y ~ ~ d ~ ~a \ ~ ~ ~ o~ ,Q ~ ~ ot ~ ~ ~ ~ - \ ~ ~ / / ~ ~ ~ . ~ \ / ~ ~ ~ ~ ~ r ~ ~ y - i a 38TH AVENUE \ ( J ~ ~ ~ ` Ex. use \ o r loa \ ~ DP ) • I \ ~ \ 1 - - - - - ~ . 1 E 242. 0 record ~ ~ ~ ~ ) ~ ~ ~ ~ ~ ~ ~ ~ ~ • ~ ~ ~ ~ ~ , ~ 8 - a ~ ~0 v / . o ~ t, cg ~ c\ ~ Y~ p . ~g ~ ~ ~ ~ ~ ~ . ~ r~ 8 / . ~ 0 ~ ~ . ~ F \ \ ~ ~ ° \ \ . J ~ Exiating 18' ~ CMP Cufvert ~ ~ I~ ~.E. zoo~,a NE ' P- e opment drai a ba 'n b ndar I.E. 2006.1 ~SW; 9 ~ ~ . ~ \ \ ~ ~ v ~ ~ ~ o ~ ~ ° ~ ~ ~ ~ \ ~ W ~ ~ \ \ . \ / ~ ~ ~ ~ ~ ✓ \ / s \ S _ •Y ~ ~ z a ~ P ~ \ a ~ ~ ~ \ ✓ ~ \ ~ ,r \ / ~ C~ ~ . q \ 1 \ ~ ~ \ ~ ~ ~ - s Q \ Ex. Duplex J~ 9 (cppro~. loc.) ~O \ I I ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ , ~ ~ . ~ . R ~ , ~ ~ Cale poaftlan ta tha o \ SE caner SWI/4 NWI/4 ~ South line of the S4V1/4 of the NW1/4 ~ - . • ~ ~ ~ 40TH AVENUE ~ ~ ~ - ~ . . 7 1 I CALL BEFORE YOU ~ I I DATUM SCALE CALL BEFOO2E YOU D!G 456-8000 . ~ ~ ~ Faund~d 1DIE GF IWR04EH : ~ ~ ~ ~ I,~,~u ~ b~, oH~ ~~i~ . cE STRA i~THER S ADDITI! DRAINA ADDITION ~ ' ' B ers, fnc. ' ~ ~ 2~+.95 I~ I~ ~ ~ M..a PRE-DEVELOPMENT DRAINAGE I I + GV1L ENaNEERS dc LAND SURVEYORS ~ DRAINAGE BASIN ~ ~ ~acano~ RR Sok~ ti Powr PdR 290' N. o} N, 909 ARGUNNE ROAD, SPUKANE WA., 99212-2789 1I 1 4 F SBCTION S9, T.Y6 N, R.41 ! I S 0 + + + PFIONE fS09) 926-1322 FA11 (509) 926-1323 ~ 4 ~ ~F / ~ 470 1 T.2b N. R.44 E.W.M. 6 I~a I REN90NS / AS BUILT IOTh Ar~ Ecet ebde ol Dhhmm-Ylw Rood SFOa'dIVB COUN17, lIdS91NCTON I I I , IIASHINGrON 37 H AVENUE _ - - ~ . ~ 1 ~ ~ . ~ 1Trox ~ ti ~ I I T ~ ~ IEL~ ~S RF 1 ~ 'f $ ~ . ~ ~HE ~ ~ ~ ~ ~ r ~ 1 ~ I I ExyN~se , ~opprox. loc.~ / ~ 1 / . I L~^J I ~ i ~ ~ ` ,i ( ~ ~ ~ \ ` i ~ I ~ / ~ ~ Basin bounda~ within rivate ro ert . ~ Y P P P Y ~ - - - - - - - ~ was ma ed b visual a roximation. ~ ORTH ~ . PP Y PP N / r- , ~ H ~ • r . ~oc.) I ~ ' ` ( oPD ~ ~ ~ J \ ~ ~ ~ ~ ~ - NOT TO SCALE ~ ~ ~ ~ . T o ~ / ~ / \ -,p~ ~ / ~ . - ~ as-sz i ~ e~' ~ T 7 ~ ~ J~ ~ ~ \ ~HORT PLA ~ \ a~ / / i~ . ~ ~e~ / y ~'1..~ ~ , ~ ~ d~ ~ i \ ~ / ~y►~ / . ~ ~9~'p~ ~`1~ / `'~r ~ ' ~ : ~ ~ a ~ ~ ti - _ ► ~ LEGEND r _ _ ~ ~ _ ~ ~ \ \ E1f, f 9E I ~ ~ \ J I( . loc.) ~ I 2 c3 ~ ~ ~ °FD~ I ~ " . ' l.. J ` ~ o~ ine \ ~ \ ~ - - ~ - - = Project Site Property L ie ~ 1 ~ PRa~s~ swn~ . . , . ~ . ~ ~ 1 2 1 recor ~ ew 2020.0 , ~ ~ 85 .R E! \ ~ , n ~ ~ ~ i _ _ ~ {~~r parcel Lines opprox.) 1 ~ ~ Offaet 6 from face of curb 0 ~ . \~z 7 _ r ~ ~o \ ~ ~ 3~ Double-Barre! Drywell, T e B ~k ~ \ ~ Metol Frome ~c Grate, ~ype 4 = round Contour 1' intervals) ~ ~ , f :ao9-- Existing G ( ~ \ ~ uut ent okane County Standards \ ~ ~~J ~ I J0~ ~ (1' intervals) F To of~}ate Elev. 2020.5 r--~ ~ r u u, . P T ~ ~ \ \ ~ ~ - ~ \ = House: Existing (approx. locatfon) ~ o ~ , i ~ I I assumed locotion) ~ ~ a a. I 51ape yuttx to dloa nmoN or Proposed ( ) ~ . / ~ e~ - ~a ~ L T o E f ' ' ~ i Into oona to west . s►imedl a, ♦ ~ ~ ~ ~ ~ ~CO ~3 _ _ _ urb ` \ \ o, ~ ~ ~ ; , / i - - - - proposed Concrete C ' ~ a L ~ ~ p ` s F~a o~ o N ~ ~ ~ r~ \ ~ Q~ r • o~ ~ - Proposed Conc. Curb inlet e r i ~ • a~ , l ~ ~ ° ~P~ ~ ~ • ~ ' ' e Swale Floor _ _ ~ , ~ ~ Proposed Dralnag ~ 2 - - N ~ ~r a► atxi p _ ~ = Pro osed Drywell ` - - - - IF Z- f E~,~ ~ P 2~ - - - , ~ ~ r E` y ~d y ~ ~ MI \ , ~ ~ ~ / ~ BASIN P2_ _ Drainage Basin Boundary ~~tt ~ ` BASIN P3 Q' T . '-~I~ J ~ y 8u! Selbo ~ o o ~r t ~ ~ . i E~Pi1ng 18' / ~ T_rJ ~ -_'r~ (Q C C u l v e l I 2 I ~ T L E. 2 0 0 7. 4 N E I.E m r n• 1 O T-~ . i.~. zoos.~ ~Sw; L T-6 o _ ~ N I ~~I ro,~ ~ ~ , ~ o ~ ( et ~ 3 ~ ~ u \ ~ ~ I° ~ m y ~ =u ~ ~ I I ~ m E~ ~ v \ ~ ♦ ~ ~ I ~ Po -De, pm t , / , ;a ~ 3 W , ~ ~c ~ e~ocx dr~ age basin boun arie / \ ~ d M _ \ ~ - \ a„ ~ - l~d d \ ~ ~ ~ , ~1T 1' '2 ~ + ~ °o PO \ ~ ~ Q \ ~ ~ . p z gb~ t \ ~ ~ ~ F dr , o e~ h \ ~ ! , Z S'~E ~ ,r~ \ `N~ ~ gE a ~ ) N C ~ . ~ ~t ~ i~ .J ~ n ~ ~ ~ ~ ~ ~k / C1 ~ --i% . ~ ~ ~ i o . \ a1 \ r Z''' ~ Dc ~ ~ i ~ Q~ ~ I Ez. Duptex I ~ $ ~ "9 ~oPP~ox.loc.) I I ~'1 ~ ~ ~ ~ ..i ~ ~a4-~ ~ . ~ CALL BEFORE YOU DIG 456-8000 ~ ~ r ~ ~ ~ I 5 S ADDITION ~ ,~0 I \ ' DRAINAGE BASINS ~ ~ \ \ ~ y \ c~~ p~a~uan ro► the i, T.25 N. R.44 R.W.M. ~ ~ ~ SE corner SW1~4 NWf/4 ~ ~ o South line of the SW1/4 of the NW1/4 1 , - Y, lIAS81NCTON ~ \ , y 40TH AVENUE _ ~ . ~ ~ CALI. BffORE YOI ~ . ~ ~ M DATUN ~ ah °"~°"~'°'T~ i~THER'S ADDITI ~ ~ F~~ E STRA ~ ORAINAG ; r ~ „o~a,rtw ~ m s~ I a~,., oHC I, AGE ~ I ~ • _ NT DRAIN , ~ ~ ` on ers,lnc, POST DEVELOPME ~ ~ ~ . ~ ~ ~ I YORS atvenai 2014.95 Iwarx ~a~n qV1 qNEERS dc LAND SUR4E R,~ q I I N RdAD SPdKANE WA., 99212'2~89 Sll 1/4 OF SBCTION 89, T.23 N, ~ I I N P~ Qoia ~ N, 909 ARGQN E ~ >~~3 14470 1 OF 1 Spag,~(g CO[1NTY. 1►ASEINCTON ~ ~ ~ wunai Sb PHONE fS09> 926-1322 i'Nf Q09 /Oth Aw~ Eaat dde oi Diehmm-Nioo Rood ~ I ~ ~ ~ g a~r o~t~ ~ RENSdONS / AS BUILT • ~ ~ ` ` 6 Quick TR-55 Ver.5.46 S/N: Executed-: - 16 : 40 : 00 ° 02-- &&-- 2-Q.04 i c~C►-t~ -E , h~ ' Strawther's Addition 0-v-era-1-1- B-a-rnage- Analyais Pre- Development (Existing) Condition ! Bas-in- F-- (A-et-u-&1 A-reas ) ~ RUNOFF CUR.VE NUMBER DATA Composite Area: Basin E AR.EA CN SURFACE DESCRIPTION (acres) Impervious (asph/.roof) HSG B 0.38 98 Gravel/road shoulder HSG B 0.09 85 Natural trees /brtxsrr - HSG R- 2.53 65 Lawn & Landscaping HSG B 0.62 61 ) COMP4S-1 'FE- PrI~F~A 3.63 .6-8-. 3- ~ 68 , . . . . . . . . . . . . . . . . . . ~ : . . . . . . . . . . . . . . . . . . . . . ' ' Quick TR-55 Ver.5.46 S/N: ' Execut ed-: 16• : 41 : 5 9- 02--0-6--2 40 4 t~✓~'7o-r')< ~-~r-~ ' Strawther's Addition Ove-ra-l-l- Drainage-- Ana-lyai s ' Pre- Development (Existing) Condition Bas-rn- F- (@-- 1.&0-~ Areas ) RUNOFF CURVE NUMBER DATA Composite Area: Basin EX AREA CN SURFACE DESCRIPTION (acres) Impervious (asph/roof) HSG B 38.40 98 Gravel/road shoulder HSG B 8.50 85 Natural treeaf brusrr HS~ 253 . 40 65 Lawn & Landscaping HSG B 62.20 61 ) , • . . . . . . . . . . . . C094P4&I.'F-E- AREA.-. . . . > . . . , 3 6 2 : 5 0 C 3- E- 68 r . • • • • • . • . • r- r r- r • ' ~ Quick TR- 5-5 Ver. 5. 46 S/N : Executed: 10:35:26 02-09-2004 C:\pondpack\14470-E.TCT S t rawtYrer;- s - AcYcti t-i on Analysis of Flow-to,Existing- Culvert Pre -Development (Exrstrng.). Condit ion Basin E - Tc COMFUTATTONS7 FQR---Ras}n E ~ SHEET FLOW (~Applicable to Tc only). &egme32t. I D- E 1 ' S-u-rfaee description pervious- Nfann-rrrg..1..s°_ r- oughne s s-eoef rr 0: 4 0 0 0 Flow length, L- (total < or = 3,00 f t 10.0 Twtr---rr 24--hr rainf al l-, P2- rrr 1.230 Land slope, s ft/ft 0.0300 0.8 .007 * (n*L) _ hi-51 8*.08 . = 9.08 0.5 0.4 ' P-2.. S SHALLOW CONCENTRATED FLOW S-egme-r'tt I I}. E 2 Surface (paved or unpaved) ? Unpaved Florqt 1 ength , L - ft- 250.0 Watercourse slope, s ft/ft 0.0340 0...5 Avg.V = Csf * (s) -ft/s 2.9751 where Unpaved Cs f--= 16-: 345 Paved Csf = 20.~282 T= L f.. (3600*V) 17rs--- 0.02 = 0.02 ~ CHA.NNEL FLOW Segment fD- E3 ' Cross Sectional Flow Area, a sq.ft 1.83 Wet-ted pe~r-imeter, Pw - €t 10 . 47 Hydraul ic radius, r= a/ Pw f t-- 0.175 , CIrar-nel slope, s f,t/.€t 0.0180 Manning's roughness coeff., n 0.0300 1.49 r 2/3 s 1/2 ' * * v- - ftf-s- 2-. os31 , n F-Iow- I•en-gth., L € t 170 T= L/( 3600*V) hrs 0.02 = 0.02 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 'I'OTAL T I ME ( hrs 9-. 12, Quick TR-55 Version: 5.46 S/N: Page 1 Return Frequerrcy-: - 5-a• y~ars , TR-55 TABULAR HYDROGR.APH METHOD 'Fype- 1-1. D-iswtri-bu i on (24 hr. Duration S~orm) : o-2- 0-9- 2-G0 -4- 117-0 6: 0 5 Exe-etrtecl- Watershed file: C:\PONDPACK\14470-EX.MOP I~ycl-r-ograph f ile-: - ; - E : ~PORDPA~C-K-\1-44-'~0 -EX . HYD Strawther's Addition-- Analysr-s- o-f- F-1-ow- to- E-xrsting... Culvert Pre--Development Condition Ba si-a RX ~Bas-i-n E-. a-r- e a s) Input Parameters Used to Compute Hydrograph Subarea AR.EA CN Tc * Tt Precip. Runoff Iaj..p I_- - De scr ipt±on-- ( ac re s) f hrs-}- (hrs-) ( in ) f in-r- irrput-J-used Bas in EX. 362.50 0.-.-10. 0-.. 04 2.45 1 0,327. I.. ,-3-8- .38 Travel- trme- from subarea -flut€al-1-- ta.. compos-rt-e- -watershed outf-ar1- po~int . I-- Subarea where user specified interpolation between Ia/p tables. Total area =-3-6-27-. 5-0- acr-es-- ar- 0.5664 sq. mi Peak discharge = 163 cfs -Computer Modrf rcatrons af- Input P-arameters c« « r Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p Deserrpt-ion (hr) (hr)-, Fhr-~- ~h-r-}- (Yes/No) Aqessages a-s-in- EX - 0 .12 0 . OF171. ~0r: ,Q,O7* Ye s - - * Travel time from subarea outfall to composite watershed outfall point. ' ' ' Quick TR-55 Version: 5.46 S/N: Page 2 Return Frequency•- 5-0-- ~ars TR-55 TABULAR HYDROGRAPH METHOD 'Fype- II.. Di-s-trrbu- i on (24 hr. Duration S~orm) Exectrted.-E?-2- 0-9- 2o-a4.. 1-1 : 0 6: 05 Watershed file: C:\PONDPACK\-14470-EX.MOP Hy-drogr• aph f il-e-: E:\PE}NDPAC..K\ 14 4 7 0- EX . HYD Strawther's Additzon Analysi~s-o-€ Fl-aw- tfr- Exr-s-tir2g.- Culvert Pre--Development Condition Ba sin— RX (8a-s-~~n-. @.. 1.E}E}x. are a s) Summary of Subarea Times to Peak Pe-ak- Dr-selrarge- at Time to-• Peak, at Composite Outfall Composite Outfall Suba-rea ( E €-s-)- ( hrs ) ga a111... EX 163_.. 12.1 Compas-i.te Waters-hed 161- 12 ,.1.. ' ' POND-2 Version: 5.21 S/N: Page 1 Exeeuted.02--09-2004 ---1~-: 47 * * * * * Mul-tr-p-ly Hydrog-raph- by- Constant * * * * * Unit HYD File: 14470-EX.HYD - Ou-tput- H-ydrograph: 1-44'ka--E- I HYD Multiplier Constant: .01 TIMII- Unit Mtrl-tipllier Output: Hydrogpph (hrs) Ordinates Constant (cfs) 11.00 0.00 x 0.010 = 0.00 11.10 0.00 x 0.010 = 0.00 11.20 0.00 x 0.010 = 0.00 1.~.._.3..Q . a._.a.a. a-aLo.. _ . o. o 0 11- . 4a o-,-a-a- a-. 0-1.0... = 0.00 11.50 0.00 X 0.010 = 0.00 r*r-. 6 o- T. o-al x or. crr G _ 0.00 11.70 6.00 X 0.010 = 0.06 1-1. aa- 13--. Q0-- x- o--. 0-1-0- = 0.13 11.90 19.00 x 0.010 = 0.19 r2-. c~-, 7 7-. aT x T. QrG- = 0.77 12.10 163.00 x 0.010 = 1.63 ~ ~coa 12-. 20--- 97. E}0- X, 0-: o-ro- - = 0.97 12.30 44.00 x 0.010 = 0.44 12'.4~a- 36'. gQ- x 0--. ar0r, = P.36 12.50 32.00 x 0.010 = 0•32 1-2-. Go- 27 o-o-. x 0.27 12.70 23.00 x 0.010 = 0.23 z 2-. $0'° 2 I . 0-0- x T. 0-I-or ~-20 21 •12.90 20.00 x 0.010 1-3-. a9- 19~-. E}&- x E}-. 0-:0 0.19 13.10 18.00 x 0.010 = 0.18 Y 3'. 20'" 17`. C70"" x 0-. t7z'0' 0.17 13.30 16.00 x 0.010 = 0.16 1-3--. 40- 16- ao-,. X 0-. 0-11). = 0.16 13.50 15.00 x 0.010 = 0.15 13-. 60- 14'. 00 x U: Uz0 = -0.14 13.70 14.00 x 0.010 = 0.14 1-3- 8-0 - 13 . o o- -X- o-. 010- _ - 0.13 13.90 12.00 x 0.010 = 0.12 14. 0'0r 12 . 0 0 x 0*1. 010 0.12 14.10 12.00 x 0.010 = 0.12 14 2-0-- 11.00 x" o-: O 10 = ~ 11 14.30 11.00 x 0.010 = .11 = 11 14 . 4-0 11 . 0 0,"1 x G1. 010 14.50 11.00 x 0.010 = .11 14-.6-0- 11.00 X7 0-.010 = 11 14.70 11.00 x 0.010 = .11 1~: 80r... 10. 0 0-1- x 0-'. Qz 0 = - 0.10 14.90 10.00 x 0.010 = 0.10 15-. o-o-. 0-0- x a--. 41-0- - = 0.10 15--. 1-0, 1.0--. 0.0 x 0-. 0.10 = 0.1.0 POND-2 Version: 5.21 S/.N:. - Page 2 Executed 02-09-2004 11:18:47 * * * * * Mul ti•ply Hyd-rogragh... br Cons tant * * * * * Unit HYD File: 14470-EX.HYD ~ . E>u-tgu-t. Hydrograph :-1.4 4-7E}-L- . HYD Multiplier Constant: .01 'FIME-, Unit- mu-l t r~~ier - Output ..Hyd-rogTaph (hrs ) Ordinates Constant ( cf s ) - 15.20 10.00 x 0.010 = 0.10 15.30 9.00 x 0.010 = 0.09 15.40 9.00 x 0.010 - =~0•09 1 .1; _5Q. 9,...0 Q_ .1L Q. Ql.OL. = 0.09 2:5. 6 0, . . 9". OrT x 'a.0z:0*- = 0.09 15.70 9.00 x 0.010 - 0.09 1-5-: &f}.. Ofl° x o--. &Z 0-. = 0.08 15.90 8.00 x 0.010 = 0•08 r~,. ac- $-1. OT X cr: 0-10- = 0.08 16.10 8.00 x 0.010 = 0.08 20- a- : o-e-- x- o-. e-i-o- = 0.08 16.30 8.00 x 0.010 = 0•08 1-6. ~a- S : ~a— x (7*. 011'0' = 0.08 16.50 8.00 x 0.010 = 0.08 1-6--. 6-E}... 8-. o-f3-- x- 0.08 16.70 8.00 x 0.010 = 0.08 1"6- . so-- o-~-x o_. o-r o - = 0.07 16.90 7.00 x 0.010 = 0.07 1-7--. afl— 7-. E}a. It 0-. 010- = 0.07 17.10 7.00 x 0.010 = 0.07 rr. 2'o-* 71. ao- x o-. crr~1 = 0.07 17.30 7.00 X 0.010 = 0.07 ' 17-. 4-o-- 7... o-o--- x- o-: e-.a- = 0.07 17.50 7.00 X 0.010 = 0.07 17 :GG... 7. aQ- X T. Qro - = p. o7 ' 17.70 7.00 x 0.010 _ -0.07 17_. 8-0- 7. 4-0- x -0. 0 7 17.90 7.00 x 4.010 = 0.07 18-1.0'0* 7.00-, x 0-.071*0 = -07 18.10 7.00 x 0.010 = ~.07 15---.-24- 7- . 0-0... X. a.: 010 = 0. 0 7 18.30 7.00 x 0.010 = 0.07 1$*. 40 7. 0-0"-- x 0.cr10 = 07 :L8.50 6.00 x 0.010 = ~_.06 111,. 6f} * 6. 0 0... x O 10 = 0.06 18.70 6.00 x 0.010 = 0.06 2S.. . 8 0 6. 0 0" x 91.010 = ' 0. 0 6 18. 90 6.00 x 0.010 = 0.06 1~. afl-. G. 4~}x- E)-. a 10 = - 0. 0 6 19.10 6.QO x 0.010 = 0.06 1:9-: 2 0 - 6. crla- x 0-. Q-la- POND-2 Version: 5.21 S/N: Page 3 Exectxte-c~ E}-2- 0-9°- 2-&04 11-18 : 4 7 ' Agu-1-trglp` Hyd'rograph-by. Coda-st-ant * * * Unit HYD File: 14470-EX.HYD autp~~ Rydrograph-: 144-7-0--E-. . HYD Multiplier Constant: .01 1 . 'F FME, U-nz t- mtti-tYp- Y'2-r- Outpttt Hydra~aph (hrs) Ordinates Constant (cfs) 19.30 6.00 x 0.010 = 0.06 19.40 6.00 x 0.010 = 0.06 19.50 6.00 x 0.010 = 0.06 X- Q__Q1Q.. = 0.05 ]...g.__...7_~... 5. QQ. x_ 0.05 19.80 5.00 x 0.010 = 0.05 1--9-. 9-f}- s-. E}f}- x 0-: 0-1 a = 0.05 20.00 5.00 x 0.010 = 0.05 2-4... 1-0- 5: 0-CL. x- Q-. Q10- 0.05 20.20 5.00 x 0.,010 = 0.05 2-E} : 3-0-.-. X, 0-. 0-1 o-_ 0.05 20.40 5.00 x 0.010 = 0.05 24-•. 50- 5-. 44-. x- 4-. 0-1--0-- 0.05 20.60 5.00 x 0.010 = 0.05 2-0-••: 70_• cr. E}&-- x-- E}-. E}-1-0- 0.05 20.80 5.00 x 0.010 = 0.05 20-1. 9--4- 5-. 40-- x- 0--: 4-1-4- 0.05 21.00 5.00 x 0.010 = 0.05 2.1.1-0-- 5-: o-o- x- 0-. 0-1 o- 0.05 21.20 5.00 x 0.010 = 0.05 2-1-. 3-4- 5. 04- x 0.05 21.40 5.00 x 0.010 = 0.05 ' 2-1.5-o- 5-.&0- It, o-.e-ro-- _ 0.05 21.60 5.00 x 0.010 - 0.05 2 1-.7-Q - 5-. 0-4-- x- 0-. Q-1 ow = 0.05 21.80 5.00 x 0.010 = 0.05 2-1. 9~}- 5-. 0-6-- )e 6-. 0---E3- = 0.05 22.00 5.00 x 0.010 = 0.05 2-2..1 Q- 5--. 0-0- x- Q-. G- Q- = 0.05 22.20 5.00 x 0.010 = 0.05 2-2--. 3-6--- 5r. 010- x E}-: E?-18- = 0.05 22.40 4.00 x 0.010 = 0.04 22.5-0. 4-. ae-- x- a-. 9-1-0 = 0.04 22.60 4.00 x 0.010 = 0.04 2-2 7 0-- 4. E}8- x- 0-. E}1-0- = 0.04 22.80 4.00 x 0.010 = 0.04 22- . 9-Q.. 4... 4-4- x- 4-. 0.04 23.00 4.00 x 0.010 = 0.04 la~- Zk. o-o-- -Sc- o-. o-~o- = 0.04 23.20 4.00 x 0.010 = 0.04 2 3., 30--- 3-. 4-0-• 4-: 0--~-a• = Q. 9-3.. ' POND-2 Version: 5.21 S/N: Page 4 Execu-ted 02-09-2004 11 : 1•8 :47 , * * * Mul-tipi-y- Hydrograph- by-- Constant * * * * * Unit HYD File: 14470-EX.HYD - Out-put Hydrograph : 1:-4-470 -E- . HYD Multiplier Constant: .01 'F1,M11.-. Urrzt Aul.tz~l-=er - Outpu~~- Hydr7faph (hrs ) Ordinates Constant ( cf s ) 23.40 3.00 x 0.010 - 0.03 23.50 3.00 x 0.010 = 0.03 23.60 3.00 x 0.010 = 0.03 23..70- 3-._QQ_ x.. Ql.Q. = 0.03 23-. 80-- 3..., p.~_ x- 0-. ai0- . = 0.03 23.90 3.00 x 0.010 = 0.03 z2r . at1- 2-. (?rO-- x Cr. 0,10- = 0.02 24.10 2.00 x 0.010 = 0.02 24-. Z.a..- 2--, a-o-- - x o--. o-1o- = 0.02 24.30 2.00 x 0.010 = 0.02 2-~ . 4'0y 2-. 0°~l- x Q-. (1l(X = 0.02 24.50 2.00 x 0.010 = 0.02 2-4.. 6-o- 2-. o-o--- x o-: 0-10--- = 0.02 24.70 2.00 x 0.010 = 0.02 0 2 2-4-: 11t~ 2 . a0-- x T. 0-I~ - = 9-.01 24.9o i.oo X o.oio 2-5--. 0-4... 1- . o0- ~ o-. a1,a = Q .01 25.10 1.00 X 0.010 _ -b:ol 01 2*5 . 70- 1. o T, x T. Gr(T - - 9-.01 25.30 1.00 x 0.010 25--. 4a.- 1- : ao-, x- o-: 9.01 25.50 1.00 x 0.010 = -0.01 0 0 215.60- 0... ,fr0 - x fJ-. Qz 0 9-00 25.70 0.00 x 0.010 0.00 X a--. o-i-o = - o. o 0 2-5-:90- 0.00 x 0-:010 = O:Oa. ' POND-2 Version: 5.21 S/N: Exeetrted- E}2..- E}9--2 E}0 4 11- : 2-1:14 ' Summary of Hydrograph Volume Hydrograph-: 1-4-4-~'k0-- E- . 1i.D Volume = 5, 0 54 cu. ft . o-.. 1- 2- a-e- € t ' Quick TR-55 Ver.5.46 S/N: ' Executed : 16 : 3 8: 50 02 - 0,6'- 2-40.4 t !+G-r10 ~ , Strawther's Addition Ove-ra~~~~- Bra-zrrage- A-naiys i s Post-Development (Proposed) Condition Bas-ins-- P-2-f-F-3-- (Actua-1Ar,,eas ) RUNOFF CURVE NUMBER DATA Composite Area: Basin P AREA CN SURFACE DESCRIPTION (acres) Impervious ( aaph/.ran.£~ Hm. S.. 0.64 98 Gravel/road shoulder HSG B 0.15 85 Lawn & Landscapr-ng- IfSG R° 2.14 61 COMPOSITE AREA 2.93 70.3 ( 70 ) ' ' ' Quick TR-55 Ver.5.46 S/N: ' Exe-euted-:• 16-:43:49 a2--0-6---2-404 Strawther's Addition Over~l-l- ~raninage-- Pnalys.i s Post-Development (Proposed) Condition Bas-ins-- g2+P-3- (@- 1-0-0-x. Axeas ) RUNOFF CURjIE NUMBER DATA Composite Area: Basin PX AREA CN SURFACE DESCRIPTION (acres) Impervious (asph/roof) HSG B 63.70 98 Gravel/road shoulder HSG B 15.30 85 Lawn & LandscaprrZg- IESG a. 213.80 61 COMPOSITE AREA 292.80 70.3 ( 70 ) ' ' ' Quick TR-55 Ver.5.46 S/N: Executed-,:-- 1:-&:•39:11 02-09--2004. C: \-pondpae-k\14470-P.TCT Strawther's Addition Analysis- af F~~-cto- to- Existing Culvert Post-Development (Proposed) Condition Sas-in.. P ' Tc COMPUTATIONS FOR. . Basin P ' E~ SHEE'F F-LE)b~--- (-Appl-i-eable to-...'~e._ Ml,y) Segment ID pl Strr€ace- de s c r ipt i on - perv-i ou s Manning's roughness coeff., n 0.'4000 Flow-- Iengt h, L ( t o t a l c - or }€-t 10.0 Two-yr 24-hr rainfall, P2 in 1.230 L- ar-d- s.lope , s -€t f-€-~ 0-. 0 3 0 0 0.8 .007 * (n*L) 'F- - h.r.-s- 0.08 - - = 0.08 0.5 0.4 ' P2-. * s SHALLOW CONCEN'TRATED FLOW Segment IIl - P2 Surface (paved or unpaved)? Unpaved F-1-0w.- 1 ength, L -€t 250.0 Watercourse slope, s ft/f t 0.0300 0.5 Avg.V = Csf * (s) ft/s 2.7946 ' w-here°:- Unpaved Cs f= 1-6 : 3 4 5 Paved Csf = 201282 'F U. f... (3.600*V) . hr-s, 0.02 0. 02 CHANNEL FLOW ' Segment I-D -P3 Cross Sectional Flow Area, a sq.ft 1.10 Wet-ted. pe~imeter, Pw-- f t.. 8.72 ' Hydraulic radius, r= a/Pw ft 0.126 elranne-1- sl-ope, s € t/ f t 0 . 018 0 Manning's roughness coeff., n 0.0300 ' 2/3 1/2 1.49 * r * s v- - f-tf-s-- 1.6760 n F•low-- 1e-ngth, L ft 170 T= L/(3600*V) hrs 0.03 = 0.03 TOTAL T I 14F• E~~ s)- A-: 13- I Quick TR-55 Version: 5.46 S/N: Page 1 Return FrequenEy: 5.0. years TR-55 TABULAR HYDROGRAPH METHOD 'Fype— I-1. D-r strr-btr~ i on (24 hr. Duration Storm) Execute,d: 0-2-0-9-2-0-0-4- 1-1:15 : 3 0 ' Watershed file: C:\PONDPACK\14470-PX.MOP . Hydrograph E -\POhIDPAC-K-\1-4-4.7-0 - PX . HYD Strawther's Addition— Analys-i-s- o-€ K-ow- to-- F~x~rsti-ng- Culvert Post-Development Condition Ba sarn- P-Yr- P- @~ 1-0,E}x-. a-rea s) Input Parameters Used to Compute Hydrograph Subarea AREA CN Tc * Tt Precip. _ Runoff Ia/-- Desc ri-ptzrnr ( ac res ) f~hrsr-- (h-rs.) ( in ) . f±rry zriputtrrs ed 'Basin PX 292.80 70.0 0.10 0.00 2.45 ~ 0.43 1.35 .35 * TraveL.. time.. from subarea nu..tfal 1 ta. camp.osite. vsatershed. outf.alL_ p.l~int . I-- Subarea where user specified interpolation between Ia/p tables. Tot al area =2-9-2 8-0-- ae-re-s- a- E} . 4 5 7 5 sq. mi Peak discharge = 165 cfs C omgu t e r Pqo&i€ication-s- o-f- Inpt-rt P-arame t e r-s <%<<<< Ingut valu-e-s- Raunded- Values_ Ia/P L4-cri-ptien.- ubarea Tc * Tt Tc * Tt Interpolated ' Ia/p (-Yr-r-). (rrr_} 01r_ Y (Yes/No) - Mes7sTges 111-- PX 0.._13 0._0-0_ 0-...1d_ Q.-Q.4_ Yes * Trauel - ti-me frotw subarea- out€a-1- to- Eamgosite watershed.. outf a-1-1- pQin,-t-. ' ' ' Quick TR-55 Version: 5.46 S/N: Page 2 R-eturn F~equenEy: 5-0-- y~ears 1 TR-55 TABULAR HYDROGR.APH METHOD Tyge- II-. Distribion (24 hr. Duration ~orm) ' Exeeu-ted-: 0-2-- 0-9-- 2.Q04~ 11-:15. 3 0 Watershed file: C:\PONDPACK\14470-PX.MOP Hydrograph f i le-:-.. - - C -~POP3~PAEK\14-47,0--PX . HYD , Strawther's Addition Ana~yns-s- o-f F-Iow- to- F-xrsti-rig. Etrlvert Post-Development Condition B&s-~-r~- P- (.,ga-&}n-- P-- are.as) Summary of Subarea Times to Peak P2alD-rse~~e- a-t- Time- to- Peak, at , Composite Outfall Composite Out all Suba-rea Fe €-s-)- ~hrs ) . .B'arsin'PX 12 .*1 Composite Watershed 165 12.1 ' ' ~ POND-2 Version: 5.21 S/N: Page 1 Exeeuted 42-- p -9- 2 0-0 4 11-:19 :19 ' ~ ' * * * * * Mtrlt ipl-y Iiyd-rograph- by- Const ant * * * * * Unit HYD File: 14470-PX.HYD E}rxtpu-t Hydr-ograph : HYD Multiplier Constant: .01 TIME - Uni-t Au-1-t rglzer- - Output Hydrog~Faph (hrs ) Ordinates Constant ( cfs ) 11.00 0.00 x 0.010 = 0.-00 11.10 0.00 x 0.010 = 1.0.00 11.20 0.00 x 0.010 = 0.00 11... 3 0. 0. 0 Q., x.. 0--.Q.1lJ_ = 0.00 . . I:1°. 4 0 07- : 0711 x 0-: (?'t0 = too 11.50 0.00 x 0.010 00 1-1. 6-0- 0--: 40--. x.. E}-. 0-1-0--- - 0.00 11.70 8.00 X 0.010 = 0.08 rr g0--- 15 . 0r0- x Qrt7 r = 0.15 11.90 23.00 x 0.010 - 0.23 o-o-.- 87-: ao-- xl o--. ai-o = 0.87 12.10 165.00 x 0.010 = 1.65 roo 12-: Z(Y* 9 6.Or0- x Q-. Ol'Or" = 0.96 12.30 42.00 x 0.010 = 0.42 3 4 12% 4 E}--- 3-4-: ao-- x- o... al-(} _ 9.-30 12.50 30.00 x 0.010 12". 6t7, 2'5. 0-0° x C7'. 0 r0 - 9..22 2 5 12.7o Za.oo X o.olo 1-2-. &0-. a a.. ao-- x- 0-10- _ 0.20 12.90 19.00 x 0.010 = 0.19 r3-. fT'Or' 1a-. (?-(X-• x 0-. Qz,O° = 0.18 13.10 17.00 x 0.010 = 0.17 ~ 1-3-: 2.E}•. 0-4-., x-- a-. a1 0- - 0.16 13.30 15.00 x 0.010 = 0.15 13. 4'0-' 14-. (?o-- x 0-1. (?"t'0 0.14 13.50 14.00 x 0.010 = 0.14 1-3--. G0- 13-. 0•E}- x- 0°. E}10• - 0.13 13.70 12.00 x 0.010 - 0.12 11. 8~- 12-. O-Q- x or-. 0*1II 0.12 t 13.90 12.00 x 0.010 = 0.12 14-. o-o-- i~.... o-o-- x- o--. 0-1-0- 14.10 11.00 x 0.010 - .11 14'. 2-0° 10°. (70-- x CT-. O-I,O' _ - 0.10 14.30 10.00 x 0.010 = 0.10 14--. 40-- 10--. E?0-- x- 0-. f}1,0. _ - 0.10 14.50 10.00 x 0.010 = 0.10 I4'. 60 101:1GQ x a-. 0r0" _ - 0.10 14.70 10.00 x 0.010 = 0.10 1-4--. a0- 9--: O-f}-- x- 0--. o-10 = - 0. 0 9 14.90 9.00 x 0.010 = 0.09 15. 0 Q... 9-1. orcr- x 0r.07I-o- = 0.09 15-.10 9,40- x- 0. 0-10- 0-. 0 9- - POND-2 Vers-ion: 5. 21 S/N:., P-age 2 Executed 02-09-2004 11:19:19 , * * * * * Multrgly Hyehrograph by.. eons t ant * * * Unit HYD File: 14470-PX.HYD Output Hydrograph : ---144-7e--R- . HYD Multiplier Constant: .01 T ~~-E-- Unzt Mtrl-t- iglze-r-- Output Hydrogyaph (hrs) Ordinates Constant (cfs) 15.20 9.00 x 0.010 = 0.09 15.30 8.00 x 0.010 = 0.08 15.40 8.00 x 0.010 = ~•08 LS._.5_Q.. 1-5-. 6-0-* 8. aa. 0.08 15.70 8.00 x 0.010 = 0.08 1'5. S0 - 7. 00- x 0": (YI 0- = 07 15 . 90 7.00 x 0.,010 = • ~7 1.&: 0-EE3-- "7~: f}0- 0-•. a~0 = 0.07 16.10 7.00 x 0.010 = 0.07 16. ZO-,.. OrfJ... x U : C7z 0'. 0.07 16.30 7.00 x 0.010 = 0.07 16-: 4-e-- 7- : aa- x- o-. o-1o.,. = 0.07 16.50 7.00 x 0.010 = 0.0'7 1-6-. 6,0*- T: aer... x T. o-101, = 0.07 16.70 7.00 X 0.010 = 0.07 16-. &a-- 6-..: o-&- x o--: 0.1-0 - = 0.06 16.90 6.00 x 0.010 = 0.06 17--. M 6". 0r(X x 0-. O7'~- = 0.06 17.10 6.00 x 0.010 = 0.06 1-7 2-0- Fr : F}0-- x- 0-: 0-1-E}- = 0.06 17.30 6.00 x 0.010 = 0.06 r7. ,TcDr- 61. 0Fa- x (Y-. OrT = 0.06 17.50 6.00 x 0.010 = 0.06 17- : 6-&• G-. E}E}° Ic a: 4-1-0-- = 0.06 17.70 6.00 x 0.010 = 0.06 zT-: $a 6.Or0- x T. t?I 0l- = 0.06 17.90 6.00 x 0.010 = 0.06 18.10 6.00 x 0.010 = 0.06 I-$*. ZO-* 0.0... x 0`: 0Z-0-- 0.06 18.30 6.00 x 0.010 = 0.06 1 8---. 4-0- 6. aa.... X.. o--: 010 = -0. 0 6 18.50 6.00 x 0.010 = 0.06 I 8*" "0" S. 0,0- x 0- 0T0' 0.05 18.70 5.00 x 0.010 = 0.05 8~}5. 00- - ")t E} . Oi 0 = --0 . 0 5 18.90 5.00 x 0.010 = 0.05 19". 0'0-' 5. 0 0'' x fr: (XzIO 0.05 19.14 5.00 x 0.010 = 0.05 19-•. 2 a-.. ~a-: o-ro- = o. 0.5... ' POND-2 Version: 5.21 S/N: Page 3 Executed 02-09-2004 11:1p:19 ' * * * * * Mul t i-p~~-y- Hydrograph by. Constant * * * * * Unit HYD File: 14470-PX.HYD ' 4krtput Hyd-r--ograph :...1-4 4-70-- P- . HYD Multiplier Constant: .01 TIKP- i3nit. Mti-l t ig-l-i-e-r Output ~I~~oSfaph (hrs) Ordinates Constant (cfs) 19.30 5.00 x 0.010 - 0.05 19.40 5.00 x 0.010 - ,0.05 19.50 4.00 x 0.010 = --0.04 14.....6Q__ x.. Q_Q1Q. = 0.04 19~: 7-o-- 4.. E}E}-• -5t - 0-. o-l o- = 0.04 19.80 4.00 x 0.010 = 0.04 1-9-. 9-0-- 4,04 x- Q. 0-1.Q-- = 0.04 20.00 4.00 x 0.010 = 0.04 20-. ~.-o-4. o-o-- X. Q-E}~~ f~- = 0.04 20.20 4.00 x 0.010 = 0.04 2-Q-. 3-4- 4, 4Q~. x- 4-. 0.110- = 0.04 20.40 4.00 x 0.010 = 0.04 20-: 5a-- ao-.. x o--. o-1.o- = 0.04 20.60 4.00 x 0.010 = 0.04 2-0-: 7-4. aG, x.- 0,01G. = 0.04 20.80 4.00 X 0.010 = 0.04 2-o--. ao--- 4-. o-o--- x o-: 0-1-0-- = 0.04 21.00 4.00 X 0.010 = 0.04 2.1... 1o.. 4. a.a - x- a: 0-10 0.04 21.20 4.00 x 0.010 = 0.04 2-1. aO° 4-. ~.O-- X, a°. a10 = - 0. 0 4 21.40 4.00 x 0.010 = 0.04 21. 50... 4.. QQ.- x 4-. 0-10. _ - 0. 04 21.60 4.00 x 0.010 = 0.04 21-•. 'h4-, 4. O.D. x- 4-•. 0-10-- = 0.04 21.80 4.00 x 0.010 = 0.04 2_.1.9-0-- 4. o-a- x- a: 0-10 = . o. 0 4 22.00 4.00 x 0.010 = 0.04 2~2~••: 1-a- - 4. E}fl... It 4... 0-10 = 0.04 22.20 4.00 x 0.010 = 0.04 2-2- . 3•Q 4•. Q4.- x- 07. Q~ 0. = 0.04 2 2. 4 0 4.00 x 0. 010~a = 0.04 2-2. s~o--- 4-: o~... X o... o-1-a - -o. 0 4 22.60 3.00 x 0.010 = 0.03 2.2,.. 7-4 . 1. aa. x- a, - 0. 0 3 22.80 3.00 x 0.010 = 0.03 2--2.. a0- 3-: 0-E~}y. x~ E}°. 0-1-0- _ - 0. 0 3 23.00 3.00 x 0.010 = 0.03 23-. 1a 3.04., X-- a-. 0-1- o- - = 0.03 23.20 3.00 x 0.010 = 0.03 2 3- . aa- 3-. &E}- E}3-. POND-2 Version: 5.21 S/N: Page 4 ' Fxe-EU-t. ed- 0-2.,-49-2004 11: 3,9 :19 MLrl-tipl-p- Ilpdrograph.. br- Constant * * * Unit HYD File: 14470-PX.HYD Otrtput --Hydrograph : HYD Multiplier Constant: .01 'FfME- UrrIt. mz-~t rpl i-er Output H-yelroqL5aph (hrs ) Ordinates Constant ( cfs ) 23.40 3.00 x 0.010 = 0.03 23.50 2.00 x 0.010 = 0.02 23.60 2.00 x 0.010 = 0.02 41-.70.. 2 -.0-a X- Q.w..0.1.0- - 0.02 2'3 .$0"-- - z... 0.0._ X -Q-. Q1.1y _ 0.02 23.90 2.00 x 0.010 = 0.-02 24-. o-o-- 2-. o-ox o-: 0-1-o-- = 0.02 24.10 2.00 X 0.010 = 0.02 2-,ir.2-0- 2.. o..o- . X T. 010, = 0.02 24.30 2.00 x 0.010 = 0.02 2-4- .4-o- 2-. o-o- x- o-. o-ro-.. = 0.02 24.50 2.00 x 0.010 = 0.02 Z4'-. 60` z..: 17t?- x . 0717Cf" = ~-.01 O1 24.70 1.00 x 0.01-0 a4-: &o--- 1.... o-a - )tl* o--: o ~-a.. = 9.01 24.90 1.00 x 0.010 = --0.01 Z5. Orrr- r-. acr- x T. . ar.er. = ~-.01 o 1 25.io l.o'o X ~o.o~.o 2--r7-. 2-o-... 1-. o-o- x- o--. o-} o= ~-.01 01 25.30 1.00 x 0.010 2-5 . ,T0-- r-. a,7. x aT0- = 0.01 25.50 0.00 x 0.010 = 6.00 ' 2-5--. &o-- o-. 0-a- 2e- o-ro.. _ = 0.00 25.70 0.00 x 0.-610 = 0.00 2-5. StT 0-' . CtCTll x 0". t1Y,f~- = 0.100 ' 2.5.. 90- - 0-. 0-0.. x.- 0, 010- _ 0.00 ' POND-2 Version: 5.21 SIN: Executed 02-09-2004 11:24.:12 » » » » Summary of Hydrograph Vo7.ume « « « « Hydrograph : 14 4 7 0- P . IiXD Volume = 4,684 cu. f t. , 4_,1,1.,. ~ - f t - ~ Page 1 of 1 Merrijean Gadd From: Sandra Raskell Sent: Saturday, August 27, 2005 11:08 AM To: Heather Kauer Cc: John Hohman Subject: er' _,iti ~ y~l Tracking: Recipient Read Heather Kauer Read: 8/29/2005 8:10 AM John Hohman Read: 8/29/2005 7:30 AM Heather, We received the receipt for the payment of the final plat review. PW is ok to sign the Mylar. Thanks, Sandra Raskell, P.E. Development Engineer City of Spokane Valley 11707 East Sprague Avenue . Spokane Valley, WA 99206 Phone: (509) 688-0174 Fax: (509) 921-1008 . . . , 9/7/2005 . 'III r ~ ICI~.~ UILDING DIVISION S' okane 114 p6,Zne S Ct o.f p Valley Bl~lldllZDe t 11707 E. Sprague Avenue, Suite 106 49; 00 g p SPokane ValleY, WA 99206 Receipt Receipt Number: 2522 Customer Number Projects Miscellaneous Items Code Descraption . Qty Price.- An:ount • Taac PAID OTHER MISCELLANEOU . 0 /MISC TR - 150.00 0.00 150.00 Comment: ENGINEERING REVIEW FEE FOR PE-1852-97 Totals: 150.00 0.00 150.00 ' Total PAID: $150.00 Tender y,pe _ Clieck ' Acct ,Bdlance CC Nbr. : Exp Date TENDERED T Check1 4770 . _ , : , - • , ` 150.00 Payer: CHARLES STRAWTFiER'- - Total TENDERED: 150.00 Over / (Sl:ort) $0.00 - Clzai:ge $0.00 Notes: Tran Date / Time: 08/25/2005 1:40:06 PM By: KJKURTZ Logon User: kjkurtz Station: CX SV00015 ' Override By: . ~ ~ Printed: 08125120051:41:13 PM C p py Page 1 of 1 - Page 1 of 1 Merrijean Gadd From: Sandra Raskell Sent: Thursday, August 18, 2005 4:36 PM To: Heather Kauer Cc: John Hohman; 'duane@simpsonengineers.com' Subject: MS5~2 i ~ I ' I ~ Tracking: Recipient Read Heather Kauer Read: 8/18/2005 4:37 PM John Hohman Read: 8/18/2005 4:43 PM 'duane@simpsanengineers.com' Heather, - All items have been addressed on the Final Plat for Strawther's Addition (PE-1852) other than we have not , received our fee of $150. Public Works won't sign-off on the Mylar until the fee is submitted. Let me know if you have any questions. Thanks, Sandra Raskell, P.E. Development Engineer City of Spokane Valley 11707 East Sprague Avenue ' Spokane Valley, WA 99206 Phone: (509) 688-0174 Fax: (509) 921-1008 9/7/2005 ~ c ! ~ vN ►;.~~-i 0~~~►`~n~.' 32005 ~ pC1 Va lle Y ~ 11707 E Sprague Ave Suite 106 ♦ Spokane Valley WA 99206 509.921.1000 ♦ Fax: 509.921.1008 ♦ cityhall@spokanevalley.org June 3, 2005 Charles and Donna Strawther 16326 N. Castlbrook Ln. Spokane, Washington 99208 RE: Notice of Decision for Eztension of Time for Preliminary Plat Approval for Strawtbers Addition Preliminary Pl Deaz Mr. and Mrs. Strawther: The Current Planning Division received your Extension of Time Application on November 3, 2004 for a proposed one year time extension for Strawther's Add.ition Plat (City of Spokane Va11ey Reference No. PE-1852-97) located south of 38th Avenue, east of and adjacent to Dishman Mica Road, and north of and adjacent to 40t' Avenue in the southwest quarter of Section 33, Township 25 North, Range 44 East Willamette Meridian, City of Spokane Va11ey, Spokane County, Washi.ngton; tax parcel numbers 45332.9106 and 45332.9140. Preliminary plat approval for PE-1852-97 (Strawther's Addition) was originally granted on November 5, 1998. This current request represents the third extension request by you for the previously approved preliminary plat In your current extension request application, you specify that the basis for your request is due to the fact that you have needed ti.me to obtain a letter of credit. The City of Spokane Valley has completed a substantive review of your proposal pursuant to the applicable regulations of Chapter 12.100.118 (Extensions of Time) of the City of Spokane Valley Interim Subdivision Ordinance, and has also routed the request to appropriate internal and external review bodies. Pursuant to the submitted information, it is determined that the applicant meets the criteria for allowance of an extension of time according to 12.100.118(2)(b). You are hereby notified that your request for an extension of time is APPROVED subject to the following conditions of approval: 1. This letter grants a mazimum seven (7) month time extension from the date of this letter. The preliminary plat approval for PE-1852-97 (Strawther's Addition) shall therefore expire at 5:00 p.m. December 31, 2005. ~ - ` , . ~ 2. For additional extensions of time an application form and supporting data for time extension must be submitted at least thirty (30) calendar days prior to the expiration of the preliminary plat approval extension request, or December 1, 2005. 3. A fire department turnaround will be required on the road to lots 1 and 2. 4. Fire hydrants shall be placed on the corners of intersections and spaced no further than 600 feet apart. If intersections are greater than 600 feet apart a fire hydrant sba11 be located on adjoining properly lines within the border easement. Fire flow shall be 1000 gpm minimum to serve 1& 2 family structures up to 3600 sq. ft. . 5. A final plat review fee of $150 is required prior to final plat acceptance. 6. The following language shall be updated on your next submittal. Please submit a paper copy for review: - Drainage easements as platted and shown hereon, which are for the purpose of conveying and storing stromwater runoff, and for installing, operati.ng and maintaining drainage ponds and drainage facilities which dispose of and treat stormwater runoff, are hereby granted to the City of Spokane Va11ey. The drainage easements are located on Lot 2 of Block 1. - WA►.RNING: Spokane Valley has no responsibility to build., improve, or maintain or otherwise service the private roads, and associated drainage facilities contained within or providing service to the property described in this Development. By accepting the Development or subsequently by allowi.ng a building permit to be issued for property on a private road, Spokane Va11ey assumes no obligation for said private road and the owners hereby . acknowledge that the City has no obligation of any kind of nature whatsoever to establish, examine, survey, construct, alter, repair, improve, mai.ntain, provide drainage or snow removal on a private road or its associated drainage facilities. 7. Once these above items are complete, one of the following sha11 be completed prior to the final plat. - Complete, certify and accept street ixnprovement construction following all . . applicable standards for construction. This includes an accepted construction certification package, a final walk-through complete with no punchlist items remaining, and a warranty surety submitted to the City of Spokane Valley. - Subm.it for a partial surety reduction following all applicable reduction . process steps. This includes an accepted construction certification reduction package (includes reduction as-builts and reduction walk-through) and a surety received (based on City of Spokane Valley determination) for the . reduction. t f - A full surety amount detennined by City of Spokane Valley Public Works to be submitted based on quantity amounts received from Engineer. Fina1 plat - may be received after receiving this surety. Please be advised that a11 conditions of approval from the original preliminary plat approval and a11 previously authorized time extensions are still applicable. Pursuant to Section 12.100.126 (Appeals) of t.he City's adopted "Subdivision Ordinance, a written appeal of this Notice of Decision sha11 be filed with the City of Spokane Va11ey Community Development Department within fourteen (14) calendar days after the date the notice of the decision is mailed. The appeal deadline is at 5:00 pm on June 17th, 2005. Pursuant to Section 7 of Ordinance No. 57, the Heari.ngs Examiner sha11 conduct a public heari.ng on appeals of admin.istrative decisions made by the Current Planning Division. Pursuant to Section 11 of Ordinance 03-081, the Hearings Examiner's decision on the appeal shall be final and conclusive and sha11 have the effect of a final decision of the City Council. Please contact me at (509) 688-0046 or hkauer(d~spokanevallev.org if you have any questions or need additional information. . Sincerely, , Heather Kauer Planning Technician CC: Simpson Engineering, Duane Helt ~,ty of Spok ~_~'e~V,l"~alile~r'y,~En ■ San,~;~R~`ke,lil,, City of Spokane Valley Building Department - Dawn Dompier r Spokane County Division of Utilities - Information Services; Jim Red Spokane Regional Health District - Don Copley Spoka.ne County Fire District No. 1- Bill Clifford . Model Irrigation District #18 . - C'O TY l]~~~OPM[F " DEPARTMENT SmoKane DYViSYON OF ~ p ..;0OValley June 3, 2005 Jae Ward - Pirrnacle R.eaIty, INC. 9 S. Washington Street, Ste: 7Q 1 , Spokane, Washington 99201 RE: Natice af Decisiun for Extensian of Tune for Preliminary gIat Appraval for Rvn-Lyna Addition (FE-I826-97) Dear Nlr. Ward: The Current Planning Division received your Extension of 'Time Agplication pn Ma~r 19, 2005 for a prcrposed seven month time extension for Ron - Lynn Addition (City of Spokane Val1ey Reference No. PE-1826-97) lacated on 10 Avenve, approximately 90 feet east of Fancher Road, and approxi~atelv 90 feet east and vvest of Hvwe Street, in the Southeask quarter, of Section 23, Township 25 Narth, Range 43 East W-i11amette IVieridian, Spokane Cou.nty, Washingtan, tax parcel numbers 35234.9080, 35234.9117, 35234.9x 5L1 and 35234.9 151: Preliminary plat approva1 for PE- Z 826-97 (RonyLynn Addition) vvas originally granted on June 23, 1997. This current request represents the second extensian request by you for the previvusly appraved preliminary plat. In your - current extension request application, yo►u specify that the basis for your request is due to the fact that drakiriage plans have taken along time to obtai.A and additional time is needed to pro=d wit.h fma.l g1atting for Ron -Lynn Addi,tion. fihe Cify of Spokane Valley has campleted asubstantive re~~w of yvur proposal pussuant to the applicable regulations of Ch~tpter 12.100.118 (Extensians of Time) of the City of Sgokan~ Valley Interirn Subdivisivn Ordinanee, and ha.s alsa routed the request to . apprapriate intemal and external review bodies. Fursu.ant ta the suhmitted informatio'n, it xs determined that the applicant meets the criteria far allawance of an extensian of time accardzng ta 12.100.118(2)(b). You are hereby notified that your request for an extension of time is APPROVED subject to the follawing eondi.ti4ns of appmval: 1. This Ietter grants a maximurtn seven mnnth time extension frvm, the date of this letter. The preliminary plat appraval for PE-1826-97 (Ron-Lynn Addition) sha11 there,fore expire on December 31, 2005. 2. For additional ex#etasions of ~ime an application form and supporting data for time extension must be submiited at 1east ffi.irty (3[}) calendar days pnar ta the expiration of the preliminary plat apprvval extension request. Extensian of Time far PE-1826-97 (Ron-Lynn Addition) - Page 1 of 2 . Please be advised that a11 conditions of approval from the original preliminary plat approval and all previously authorized tune extensions are still applicable, except where noted below. . 1. Prior to final plat of Ron-Lynn Addition or the expiration of this tune extension on December 31, 2005, a 10 foot utility easement shall be ind.icated on the final plat map that extends from the cul-de-sac at the west end of 14th Avenue through lots 6 and 7 of Block 2 that extends the full length of the lots to the property to the west. 2. Fire hydrants shall be placed on the comers of intersections and spaced no futher than 600 feet apart. If i.ntersections are greater than 600 feet apart a fire hydrant shall be located on adjoining property lines within the border easement. Fire flow shall be 1000 gpm mmumum to serve 1& 2 family structures up to 3600 sq. ft. . 3. A fire hydrant shall be placed at the Southeast comer of 14th and Howe. Pursuant to Section 12.100.126 (Appeals) of the City's adopted Subdivision Ordinance, a written appeal of this Notice of Decision shall be filed with the City of Spokane Valley Community Development Department within fourteen (14) calendar days after the date the notice of the decision is mailed. The appeal deadline is at 5:00 pm on June 9, 2005. Pursuant to Section 7 of Ordinance No. 57, the Hearings Examiner shall conduct a public heari.ng on appeals of administrative decisions made by the Current Planning Division. Pursuant to Section 11 of Ordinance 03-081, the Hearings Examiner's decision on the appeal sha11 be final and conclusive and shall have the effect of a final decision of the City Council. . Please contact me at (509) 688-0046 or hkauer@spokanevalley.org if you have any . questions or need additional information. Sincerely, Heather Kauer Planning Technician CC: Hahn Engineering City of Spokane ~al.ley En n. ee , g Dep # e ~~ent ■ S ~ _dra Raskell, P.E., Assist~ t En _ ~ eer City of Spokane Valley Building Department - Dawn Dompier Spokane County Division of Utilities - Information Services; Jim Red Spokane County Air Pollution Control Authority - Ron Edgar lcp- Spokane County Fire District No. 1 Spokane Regional Health District - Don Copley Spokane County Water District #3 Extension of Time for PE-1826-97 (Ron-Lynn Addition) Page 2 of 2 : . ..i'-' . ~ oillkane ,;,0*Va11ey 11707 E Sprague Ave Suite 106 ♦ Spokane Valley WA 99206 , 509.921.1000 ♦ Fax: 509.921.1008 ♦ cityhall@spokanevalley.org May 27, 2005 Chuck Simpson, P.E., P.L.S. Sunpson Engineers 909 N. Argonne Road Spokane Va11ey, WA 99212 RE: Strawther's Addition (PE-1852) 2"a Submittal Fina1 Plat J I have reviewed the 2°d submittal final plat comments for PE-1852, Strawther's Addition. Prior to final plat the following items sha11 be completed: 1. A final plat review fee of $150 is required prior to final plat acceptance. 2. The following language shall be updated on your next submittal. Please submit a paper copy for review. o Drainage -easements as platted and shown hereon, which are for the purpose of conveying and stori.ng stormwater runoff, and for installing, operating and maintaining drainage ponds and drainage facilities which dispose of and treat stormwater runoff~ are hereby granted to the City of the Spokane Va11ey. The drainage easements are located on Lot 2 of Block 1. o WA►RNING: Spokane Yalley has no responsibility to build, improve, or maintain or otherwise service the private roads, and associated drainage facilities contained within or providing service to the property described in this Development. By accepting the Development or subsequently by allowing a building permit to be issued for property on a private road, Spokane Yalley assumes no obligation for said private road and the owners hereby acknowledge that the City has no obligation of any kind of nature ivhatsoever to establish, examine, survey, construct, alter, repair, improve, maintain, provide drainage or snow removal on a private road, or its' . associated drainage facilities. 3. Once these above items are complete, one of the following shall be completed prior to final plat. ' a. Complete, certify and accept street improvement construction following all applicable standards for construction. This includes an accepted construction certification package, a final walk-through complete with no punchlist items remaining, and a warranty surety submitted to the City of Spokane Valley. . ~ s' t ' b. Submit for a partial surety reduction following a11 applicable reduction process steps. This includes an accepted construction certification reduction package (includes reduction as-builts and reduction walk-through) and a surety received (based on City of Spokane Va11ey determination) for the reduction. c. A full surety amount determined by City of Spokane Valley Public Works to be submitted based on quantity amounts received from Engineer. Final plat may be received after receiving this surety. Please contact me at 688-0174 with any questions. Sinc rely, San a Raskell, P.E. Development Engineer cc: ► 'at.~ . ~t~i ~s ' o,~ Y Owner►sF Heather Kauer - Planning Techn.ician - Public Works Development File . , Page 1 of 1 Merrijean Gadd From: Sandra Raskell Sent: Wednesday, May 25, 2005 11:10 AM To: Heather Kauer Subject: PE-1852-97 Time Extension Request Heather, Public Works reviewed the time extension request for Strawther's Addition. Our Department has no objections to this extension, and the conditions stay the same. Thanks, Sandra Raskell, P.E. Development Engineer City of Spokane Valley 11707 East Sprague Avenue Spokane Valley, WA 99206 Phone: (509) 688-0174 Fax: (509) 921-1008 5/26/2005 t 1 ' C771' DlZkne Valley 4;00 11707 E Sprague Ave Suite 106 ♦ Spokane Valley WA 99206 509.921.1000 ♦ Fax: 509.921.1008 ♦ cityhall@spokanevaltey.org O ~ ~ T ~ November 4,, 2004 O ~ e4 Charles and Donna Strawther S2094 16326 N. Castlbrook Ln. SPokane, Washington 99208 ~ r QO ~ ~ RE: Notice of Decision for Extension of Time for Preliminary Plat Approval for Strawthers Addition Preliminary Plat (PE-1852-97) Dear Mr. and Mrs. Strawther: The Current Plan.ning Division received your Extension of Time Application on November 3, 2004 for a proposed one year time extension for Strawther's Addition Plat (City of Spokane Va11ey Reference No. PE-1852-97) located south of 38th Avenue, east of and adjacent to Dishman Mica Road, and north of and adjacent to 40th Avenue in the southwest quarter of Section 33, Township 25 North, Range 44 East Willamette Meridian, Ciiy of Spokane Valley, Spokane County, Washington; tax parcel numbers 45332.9106 and 45332.9140. Preliminary plat approval for PE-1852-97 (Strawther's Addition) was originally granted on November 5, 1998. This current request represents the second extension request by you for the previously approved preliminary plat. In your current extension request application, you specify that the basis for your request is due to the fact that you have needed time to obtain a letter of credit. The City of Spokane Valley has completed a substantive review of your pmposal pursuant to the applicable regulations of Chapter 12.100.118 (Extensions of Tune) of the City of Spokane Valley Interim Subdivision Ordinance, and has also routed tlie request to appropriate intemal and external review bodies. Pursuant to the submitted information, it is determined that the applicant meets the criteria for allowance of an extension of time according to 12.100.118(2)(b). You are hereby notified that your request for an extension of ti.me is APPROVED subject to the following conditions of approval: 1. This letter grants a maximum 'siz (6) month time extension from the date of this letter. The preliminary plat approval for PE-1852-97 (Strawther's Addition) shall therefore expire at 5:00 p.m. May 4, 2005. ~ / . 2. For additional extensions of time an application form and supporting data fvr time extension must be subm.itted at least thirty (30) calendar days prior to the expiration - of the preliminary plat approval extension request. Please be advised that a11 conditions of approval from the original preliminary plat approvai and a11 previously authorized time extensions are still applicable. Pursuant to Section 12.100.126 (Appeals) of the City's adopted "Subdivision Ordinance, a written appeal of this Notice of Decision sha11 be filed with the City of Spokane Valley Community Development Department within fourteen (14) calendar days after the date the notice of the decision is mailed. The appeal deadline is at 5:00 pm on November 18, 2004. Pursuant to Section 7 of Ordinance No. 57, the Hearings Examiner sha11 conduct a public hearing on appeals of administrative decisions made by the Current Planning Division. Pursuant to Section 11 of Ordinance 03-081, the Hearings Examiner's decision on the appeal shall be final and conclusive and sha11 have the effect of a final decision of the City Council. Please contact me at (509) 688-0046 or hkaueraspokanevallev.ore if you have any questions or need additional infonnation. Sincerely, ~ 'N Heather Kauer Planning Techxucian CC: Simpson Engineering, Duane Helt City of Spokane Va11ey Engineering Department ■ John Hohman, P.E. Senior Engi.neer ■ Sandra. Raskell, P.E., Assistant Engineer City of Spokane Va11ey Building Department - Tom Scholtens City of Spokane Valley GIS - Connie Grove Page 1 of 1 Sandra Raskell From: Sandra Raskell Sent: Thursday, November 04, 2004 10:46 AM To: Heather Kauer Subject: Strawther's Time Extension Heather, The Public Works Department does not have any issues with the time extension of the Strawther's Addition Plat. There still exists outstanding items prior to final plat. All conditions of the Hearing Examiner are still applicable. Let me know if you have any other questions. Thanks, Sandra Raskell, P.E. Assistant Development Engineer City of Spokane Valley 11707 East Sprague Avenue Spokane Valley, WA 99206 Phone: (509) 688-0174 Fax: (509) 688-0037 11 /4/2004 Page 1 of 1 Sandra Raskell From: Sandra Raskell Sent: Thursday, October 07, 2004 8:57 AM To: 'Lois Legerski' Subject: RE: Letter of credit form for~-, trawt Lois, I believe this should work. The amount required is $38,000.00. The project number is PE-1852-97, Strawther's Addition. Let me know if you need anything else. Thanks, Sandra -----Original Message----- From: Lois Legerski [mailto:loisl@stcu.org] Sent: Wednesday, October 06, 2004 11:49 AM To: Sandra Raskell Subject: Letter of credit form for Strawther Sandra- Thanks for your call! An e-mail of the form would be great loisl@stcu.orq is return e-mail. I appreciate your help in this. Lois Lois Legerski Sr. Loan/Member Service Officer Spokane Teachers Credit Union North Branch 509 344-2453 10/25/2004 ► ~ ~ SAMP---,E ----,E~r--'-'ER OF CRED-7--` (BANK LETTERHEAD) IRREVOCABLE STANDBY LETTER OF CREDIT Date: Beneficiary: Applicant: City of Spokane Va11ey Name: 11707 E. Sprague, Suite 106 Address: Spokane Valley, WA 99206 Phone: Attn: Letter of Credit Number: Expuy Date: Our Counters Presently Located At: Amount: Not exceeding USDollars . (written dollar amount) Itemized as follows: Roadway Improvement: (Amount - numeric and written) Roadway Inspection: (Amount - numeric and written) This Page 1 forms an integral part of credit number ~ We hereby issue this irrevocable standby letter of credit for (project name and number) available by your draft(s) drawn on us and accompanied by the following documents: 1. A signed statement from the Spokane Valley Engineer's Office reading exactly as follows: "I, the undersigned duly authorized representative of the Spokane Va11ey Engineer's Office, hereby certify that the draft drawn under this letter of credit represents the amount of money required to complete the installation of roadway improvements including grading, gravel, paving, curbs, sidewalks, storm drainage, drainage swales, monuments, street signs, inspection, construction engineering andlor other work as is incidental and related thereto in accordance with the drawings and specifications as submitted to and approved by the Spokane Valley Engineer's Office on (date of approved plans). 2. The original of this letter of credit. This Page 2 forms an integral part of credit number r SPECIAL CONDITIONS 1. Any and all banking charges other than those of the issuing bank are for the account of the beneficiary. 2. It is a condition of this letter of credit that it shall be automatically extended, without amendment, for an additional period of one year from the present expiration date or each future expiration date, unless we have notified you in writing not less than thirty (30) days before such expiration date, that we elect not to renew this letter of credit. All written notification shall be sent via registered mail. Drafts drawn under this credit must bear the clause: "Drawn under (bank's name and letter of credit number)." This credit is subject to the "Uniform Customs and Practice for pocumentary Credits (1993)11 , International Chamber of Commerce Publication No. 400. We hereby engage with you that draft(s) drawn andlor documents presented and negotiated under and in compliance with the terms of this irrevocable standby letter of credit will be duly honored upon presentation to us. The amount of each drawing must be endorsed on the reverse of this credit by the negotiating bank. A chazge of USD25.00 will be deducted from the proceeds of any drawing presented with discrepancies. NAME OF IS SUIlNG BANK Signature, and signatory's authority This Page 3 forms an integral part of credit number . Page 1 of 1 Sandra Raskell From: Lois Legerski [loisl@stcu.org] Sent: Tuesday, October 12, 2004 11:17 AM To: Sandra Raskell Subject: ~t aw e 's , Sandra: Thanks for the e-mail of the letter of credit form last week. We are all poised here to go ahead and get that prepared in the next week or so for them, but I have an unusual problem that you may be able to help with! I tried to call Donna the other day with the number that's on our system to set the rest of this up, but it is apparently an old number and was not theirs! Do you have a current phone number for them that you can provide? Lois Legerski Sr Loans/Member Service Officer STCU - North Branch (509) 344-2453 10/25/2004 Page 1 of 2 Sandra Raskell From: Sandra Raskell Sent: Tuesday, November 16, 2004 4:46 PM To: 'Susan Motrny' Subject: RE: Letter of Credit for Charles and Donna Strawther Susan, A fax is fine. My fax number is 921-1008, attn Sandra. Thanks for keeping me informed! Thanks, Sandra -----Original Message----- From: Susan Motrny [mailto:susanm@stcu.org] Sent: Tuesday, November 16, 2004 4:41 PM _ To: Sandra Raskell Cc: Lois Legerski Subject: FVN: Letter of Credit for Charles and Donna Strawther Hi Sandra - Thanks for the information. I will put together the draft of the LOC tomorrow. I am in a class all morning, but could complete this in the afternoon. Can I fax a copy to you? We do not like to e-mail confidential information on our members. Thanks so much for your help! Susan Motzny Assistant Manager Real Estate Services Spokane Teachers Credit Union (509) 344-2328 susanm0stcu.org 11/17/2004 Page 2 of 2 This e-mail and any atta.chments may contain confidential and privileged information. If you are not the intended recipient, please notify the sender immediately by retum e-mail, delete this e-mail and destroy any copies. Any dissemination or use of this information by a person other than the intended recipient is unauthorized and may be illegal. 11/17/2004 Page 1 of 4 Sandra Raskell From: Sandra Raskell Sent: Tuesday, November 16, 2004 3:34 PM To: 'Lois Legerski' Subject: RE: Letter of Credit for Charles and Donna Strawther # 72868 Lois, I do so much better with email. Thanks for your quick response. I included my comments in red below. Let me know if you have any other questions. Have a great day! Thanks, Sandra -----Original Message----- From: Lois Legerski [mailto:loisl@stcu.org] Sent: Tuesday, November 16, 2004 3:13 PM To: Sandra Raskell Cc: Susan Motrny Subject: FW: Letter of Credit for Charles and Donna Strawther # 72868 Sandra - Thanks for your voice mails - I am likewise sorry about not being available when you've called with resulting phone tag! I decided that maybe it was best to try e-mail! I am forwarding the query from Susan Motzny, of our loan administration here at STCU, regarding the letter of credit for the Strawther's. Susan is preparing the letter and had questions about certain areas of it. Please feel free to respond directly to Susan with a cc: to me if you like. If you need to call Susan directly, her direct line is 344-2328. Thanks again for your help in th.is, Sandra! Loi,s Legerski 911em 6er Semice/L oa ns North Branch - S7C7J From: Susan Motzny Sent: Tuesday, November 09, 2004 5:14 PM To: Lois Legerski Cc: Susan Motrny 11/17/2004 Page 2 of 4 Subjett: RE: Letter of Credit for Charles and Donna Strawther # 72868 Lois, The letter I have is pretty blank. In order to complete this I wiil need to know the following: "Our Counters Presently located at: " Do they want the property address? Yes Roadway Improvement and Inspection: They want an amount, should this be the $38,000??? $38,000 Roadway Inspection: Again, they want an amount See not above I also need the project name & number. Strawther's Addition (PE-1852-97) I didn't see the statement on page 2 of this "Standby" Letter of Credit, but it looks like they want a"draft" along with the letter? Can you confirm just exactly what they are looking for? I'm sorry I did not see this before, but we do want to get this correct for them. If you would like us to review a draft that is fine, otherwise just send us the original LOC. Thanks! Susan Motzny Assistant Manager Real Estate Services . Spokane Teachers Credit Union (509) 344-2328 susanma,stcu.org From: Lois Legerski Sent: Tuesday, November 09, 2004 4:34 PM To: Susan Motrny Subject: FV1l: Letter of Credit for Charles and Donna Strawther # 72868 11 /17/2004 Page 3 of 4 Susan - . Donna got an extension on her platting, but is ready for us to send the Letter of credit on through to that Sandra Rasgell (sp?) at City of Spokane Valley. Let me know if what I sent before doesn't include her address, etc. Donna would also like a copy sent her way, please. Thanks so much! (I'm at Indian Trail X2571 this week if you need to call.) Lois From: Lois Legerski Sent: Thursday, October 28, 2004 5:12 PM To: Susan Motzny Subject: RE: Letter of Credit for Charles and Donna Strawther # 72868 Cool! Docs had to go to California for his signatures, and then I just got connected with her, here in town, for her signatures. Some good things just take longer to "evolve" Gois Legerski JVl em 6er Setvice/L oa ns NortFi BrancFi - S7CV From: Susan Motrny Sent: Thursday, October 28, 2004 4:42 PM To: Lois Legerski Subject: RE: Letter of Credit for Charles and Donna Strawther # 72868 Hi Lois! I was just wondering today if this had "died on the vine!" Great minds, I guess! Thanks for the update. I have the letter ready to format with their information, so just let me know when they are ready. Susan Motzny Assistant Manager Real Estate Services 11/17/2004 Page 4 of 4 Spol:ane Teachers Credit Union (509) 344-2328 susanm@,stcu.org From: Lois Legerski Sent: Thursday, October 28, 2004 4:31 PM To: Susan Motzny Subject: Letter of Cred"rt for Charies and Donna Strawther # 72868 Susan - Just a heads-up that tlus is still an active request for the Strawther's - she signed the HELOC today triggering the 3 day right to cancel which would be up on Tuesday, I believe. Mrs. Strawther is checking with the folks at City of Spokane Valley to see if she should hand-deliver the letter or if we need to send it direct, so I'll let you know when she reports back to me on that info. Just wanted to let you know this will need to happen neact week she thinks they have a deadline of Nov. 6th on it. Let me know if you can think of anything else we need from the members? Thanks! Lois Legerski 911 em 6er Service/G oa ns JVortfi orancFi - ,S`rCZ1 0 11/17/2004 ~ Simpson Engineers, Inc. CIVIL ENGINEERS & LAND SURVEYORS 909 N. Argonne Road • Spokane Valley, WA 99212 (509) 926-1322 • Fax: (509) 926-1323 S U B M I T T A L April 12, 2004 Sandra Raskell, P.E. - Assistant Development Engineer Department of Public Works City of Spokane Valley 11707 E. Sprague Avenue, Suite 106 Spokane Valley, WA 99206 Re: Street & Drainage Plans: Submittal #5 - Final Ms. Raskell: We have moved the street name sign to the west side of Gillis Court as per your letter dated March 26, 2004, and made final plots of the plan set onto mylar for your department's records. Attached are the following final plan sheets: 1. One mylar of the Erosion & Sediment Control Plan, Sheet 1 of 3(unchanged since the last submittal); 2. One mylar of the revised Stormwater Drainage Plan, Sheet 2 of 3; and 3. One mylar of tlie revised Street Plan-Profiles, Sheet 3 of 3. x* * Sincerely, D E C ~ y W E ~ Simpson Engineers, Inc. n ~ i . ~:'~R 13 2064 . D Chuck Simpson, P.E. & P.L.S. n ~ Project Engineer 14470-drsub5.doc Simpson Engineers, Inc. 4/12/2004 Page 1 of 1 , - ~ .r . CIT1' ..;WoValley 11707 E 5 ra ue Ave Suite 106 S p~ ♦ pokane Valley WA 99206 509.921.1000 ♦ Fax: 509.921.1008 ♦ cityhati@spokanevalley.org March 26, 2004 Mr. Chuck Simpson Sunpson Engineers 909 N. Argonne Rd. Spokane Va11ey, WA 99212 Re: Proposed Final Plat Submittal #4; PE-1852-97 (Strawther's Addition) Chuck, Public Works has reviewed the plans and drainage report submitted on March 18, 2004 for the above referenced project. The only item left prior to plan acceptance is to move the proposed location of the street sign to the west side of Gillis Court for a more visible view. If you have any further questions, please conta.ct me at 688-0174. SinceAe y, ~ Sandra Raskell, PE Assistant Development Engineer cc: Charles and Donna Strawthers - Property Ownery6aO.'W ~C~ I~i~~~~er - Cuumnmity-f nurren y°/GZ,r~r7•~-~ K44t,ar Department o f Pu b lic Wor k s - Deve lopment Project File Simpson Engineers, Inc. C VEYORS I I ey, WA 99212 6-1323 March 18, 20 ~ MAR 18 2004 Sandra Raskel Department of L p~.~ City of Spok 11707 E. Spra Spokane Valle Re: PE-1852-97 - Strawther's Addition Street & Drainage Plans: Submittal #4 Ms. Raskell: We have responded to your most recent set of review comments for the final plat of Strawther's Addition, as your letter dated February 25, 2003. Our response to each of your numbered comments is as follows: 1. Riprap sizing and f Iter blanket calculations shall be submitted for review. Also include the determination for the pad sizing. Calculations for riprap sizing have been included, and have resulted in a reduction in the stone sizes specified at the outlet of the proposed culvert. In fact, the post- development flow to the proposed culvert is so low, no riprap is required per the Cruidelines, so it has been deleted from the culvert entrance. Similarly, a filter blanket is not necessary and is not specified. The calculations for the riprap area at the outlet are included in the revised drainage report. 2. At the intersection of 38Ih and Gillis Court indicate the location of the asphalt saw cut line. This saw cut shall be tacked pYior to paving. The saw cut line is shown on the revised plans, along with a note about it being tacked (although this is standard practice and therefore not really necessary). 3. Please indicate which Spokane County Standard Plan numbers are to be used in construction. ~ The requested Standard Plan sheet numbers have been added to the revised plans. - 14470-drsub4.doc Simpson Engineers, lnc. 3/17/04 Page 1 of 1 4. Please indicate the location of the street name sign on the plans. Also include sign type and sign post type. The sign location actually was on the plans for the previous submittal, but the symbol has been enlarged on the revised plans to make it more obvious. We specify on the plans that the sign shall conform to Spokane County Standards and the Manual of Uniform Traffic Control Devices, so sign type and sign post type need no further specification; they can be any types that conform. * * ~ We have again addressed your review comments, and believe that the plans included with this submittal should now be considered ready for approval. Attached for your review are the following: 1. One copy of the revised Stormwater Drainage Report. 2. Two prints of the revised Erosion & Sediment Control Plan, Sheet 1 of 3. 3. Two prints of the revised Stormwater Drainage Plan, Sheet 2 of 3. 4. Two prints of the revised Street Plan-Profiles, Sheet 3 of 3. * * * Sincerely, Simpson Engineers, Inc. Chuck Simpson, P.E. & P.L.S. Proj ect Engineer 14470-drsub4.doc Simpson Engineers, Inc. 3/17/04 Page 2 of 2 ' Cl`I1' UES k~ne p Valley 11707 E Sprague Ave Suite 106 ♦ Spokane Vatley WA 99206 509.921.1000 ♦ Fax: 509.921.1008 ♦ cityhallCspokanevalley.org February 25, 2004 Mr. Chuck Simpson Simpson Engineers 909 N. Argonne Rd. Spokane Valley, WA 99212 Re: Proposed Final Plat Submittal #3; PE-1852-97 (Strawther's Addition) Chuck, Public Works has reviewed the plans and drainage report submitted on February 19, 2004 for the above referenced project. The following is a list of items to be included with the next submittal to the Public Works Department for further review. 1. Riprap sizing and filter blanket calculations shall be submitted for review. Also 6v include the determination for the pad sizing. 2. At the intersection of 38te and Gillis Court indicate the location of the asphalt saw 6v cut line. This saw cut shall be ta.cked prior to paving. 3. Please indicate which Spokane County Standard Plan numbers are to be used in &v construction. - ~ t 4. Please indicate the location of the street name signs on the plans. Also include ~ sign tYPe and sign Post type. A stop sign is not required. If you have any further questions, please contact me at 688-0174. Sincer Y. San Raskell, PE Assistant Development Engineer cc: Charles and Donna Strawthers - Property Owner Kevin Snyder - Community Development Current Planning Manager Department of Public Works - Development Project File It - Simpson Engineers, Inc. CIVIL ENGINEERS & LAND SURVEYORS 909 N. Argonne Road • Spokane Valley, WA 99212 (509) 926-1322 9 Fax: (509) 926-1323 S U B M ITTAL February 18, 2004 Sandra Raskell, P.E. - Assistant Development Engineer ~r Department of Public Works , City of Spokane Valley ~ r.~ , ~-~11707 E. Sprague Avenue, Suite 106 F`3 19 ~ SPokane ValleY, WA 99206 D1p~- iD Re: PE-1852-97 - Strawther's Addition Street & Drainage Plans: Submittal #3 Ms. Raskell: We have responded to your most recent set of review comrnents for the final plat of Strawther's Addition, as per the letter from your office dated November 13, 2003. Our response to each of your numbered convnents is as follows: 1. the sediment pond shall be a minimum of 2 feet in depth. Also include on the TESC 6~~ plan sheet the maintenance notes found on page II-5-102 in Appendix K. The Erosion and Sediment Control Plan sheet has been revised as requested. 2. A fire apparatus tuYn-around is required for the driveway that serves Lot 1. A fire apparatus tum-around has been added to the plans. 3. Filter fabric is only required between the drain rock and native material for drywells. The drywell detail on the Drainage Plan sheet has been revised as requested. 4. The proposed house for Lot 4 is located in a recorded utility easement. Please update 6~,~ plans. ~ The hypothetical houses shown on the Drainage Plan are nbt official building locations, they were merely assumed for purposes of the hydrologic calculations. Nevertheless, the hypothetical house shown on Lot 4 has been moved out of the easement. 14470-drsub3.doc Simpson Engineers, lnc. 2/18/04 Page 1 of 1 ~ 5. The plans shall state that a Washington State licensed Geotechnical Engineer shall be ~ on-site during the installation of the drywell. The engineer shall certify the drywell was installed properly. The Drainage Plan has been revised to include a statement to this effect. 6. The design for the culvert for the proposed driveway is not located in the sag of the ~ natural drainage ditch. The inlet and outlet shall have end treatment sections to reduce v; the potential for bank erosion. Will the channel be regarded in the area of the proposed culvert? ~ The culvert was properly located, but the existing ground profile was shifted such that it appeared the culvert was not in the sag. It is intended to be in the sag of the existing drainage course, and the profile has been adjusted to clarify that. Also, 61" rock rip rap has been specified at both ends of the proposed culvert for erosion reduction. Minimal regrading will occur, though there will be some regrading in conjunction with construction of the driveway and culvert. 7. Yolume calculations are required for pre- and post-development of the natural drainage channel...show that there are no changes or impacts to the existing drainage systerrc. Volume calculations for pre-development and post-development conditions have been included with this submittal, in the revised drainage report. The calculations ~ indicate the difference between the two conditions is negligible. 8. What type of approach will be utilized for the intersection of 38 Ih Avenue and the proposed private cul-de-sac? ~ As shown on the plans, a 30' curb cut will be constructed in the existing curb of the 381h Avenue cul-de-sac for access to the site. 9. Basin PI on the submitted plans show the slopes direct runoff to the existing natural drainage channel. Will this basin be regraded to allow flows into the swale? A $Y~ proposed gYading plan shall be submitted for review. ~ We simply made the reasonable and common assumption that the fronts of the lots on the cul-de-sac would drain to the cul-de-sac gutter, thus flowing to the swale. The existing slopes at the cul-de-sac are gentle, so this assumption is logical and ensures the swale and drywell are adequately designed for runoff from within the assumed basin. In reality, the basin boundary (like any future-condition assumption) may or may not be absolutely accurate, but it is certainly close enough for design purposes. To ensure this, we have added a note to the plans stating that the fronts of Lots 3, 4 and 5 are to be graded to drain to the paved roadway. The majority of the site is generally draining similarly under pre- and post-development conditions, i.e. along existing slopes. There is no need for a separate grading plan (like we might do for a large, relarively level site), since we are not proposing substantial reshaping of the site and since the plan-profile directs the necessary reshaping for the roadways. 14470-drsub3.doc Simpson Engineers, Inc. 2/18/04 Page 2 of 2 ► . 10. Please include the profile of the proposed cul-de-sac from centerline. The submitted plans show the curb profiles ~ The plan-profile sheet has been revised to include a centerline profile. The reason we didn't include a centerline profile originally is because the curbing is dictating the pavement grades for the purpose of controlling stonnwater and conveying it to the swale. 11. 38`h Court shall be renamed. ibr, We renamed the private cul-de-sac "Gillis Court," as shown on the revised plans. This matches the name used elsewhere within the same north-south alignment. 12. Street name signs with traff c post are required at the intersection of 38`l' Avenue and the private street. The plans have been revised to include a street name and stop sign at the intersection. Y\43 * * * We have again addressed your review comments, and believe that the plans included with this submittal should now be considered ready for approval. Attached for your review are the following: 1. One copy of the Stormwater Drainage Report, including volume calculations. 2. Two prints of the revised Erosion & Sediment Control Plan, Sheet 1 of 3. 3. Two prints of the revised Stormwater Drainage Plan, Sheet 2 of 3. 4. Two prints of the revised Street Plan-Profiles, Sheet 3 of 3. Respectfully Submitted, Simpson Engineers, Inc. UA/C~J'~~ Chuck Simpson, P.E. & P.L.S. Proj ect Engineer 14470-drsub3.doc Simpson Engineers, Inc. 2/18/04 Page 3 of 3 , crr~pa ne alley 11707 E Sprague Ave Suite 106 ♦ Spokane Valley WA 99206 509.921.1000 ♦ Fax: 509.921.1008 ♦ cityhall@spokanevalley.org November 13, 2003 Mr. Chuck Si.mpson Simpson Engineers 909 N. Argonne Rd. Spokane Va11ey, WA 99212 Re: Proposed Final Plat; PE-1852-97 (Strawther's Addition) Chuck, Public Works has reviewed the plans and drainage report submitted on October 30, 2003 for the above referenced project. The following is a list of items to be included with the next submittal to the Public Works Department for further review. 1. As per the Stormwater Guidel'nes Manual Appendix K Section II-5.8.7 BMP f ~ E3.40, the sediment pond sha11 be a minimum of 2 feet in depth. Also include on . the TESC plan sheet the maintenance notes found on page II-5-102 in Appendix K. 2. A fire apparatus turn-around- is required for the driveway that serves lot 1. Please ✓ update plans accordingly. 3. Filter fabric is onlY required between the drain rock and native material for J drywells. Please update plans. 4. The proposed house for lot 4 is located in a recorded utility easement. Pleese update plans. 5. The plans sha11 state that a Washington State licensed Geotechnical Engineer sha11 J be on-site during the installation of the drywell. The engineer shall certify the drywell was installed properly. 6. The design for the culvert for the proposed driveway is missing certain required f details. The culvert location is not located in the sag of the natural drainage ditch. The culvert sha11 be relocated to this point. The inlet and outlet shall have end treatment sections to reduce the potential for bank erosion. Will the drainage channel be re-graded in the area of the proposed culvert? 7. Although the drainage basin is sma11 in size, volume calculations are required for pre- and post-development of the natural drainage channel. This drainage channel r flows into an existing wetland and flood zone. Your design shall show that there are no changes or impacts to the existing drainage system. 8. What type of approach will be utilized for the intersection of 3 8hAvenue and the ~ proposed private cul-de-sac? ~ 9. Basin P 1 on the submitted plans show the slopes direct runoff to the existing / natural drainage channel. Will this basin be re-graded to a11ow flows into the swale? A proposed grading plan sha11 be submitted for review. 10. Please include the profile of the proposed cul-de-sac from centerline. The J submitted plans show the curb profiles. 11. 38th Court shall be renamed. Numbered street names are reserved for the east- IV . west streets. 12. Street name signs with traffic post are required at the intersection of 38th Avenue and the private street. If you have any further questions, please contact me at 688-0174. Since ly, Sandra Raskell, PE Assistant Development Engineer cc: Charles and Donna Strawthers - Property Owner Kevin Snyder - Community Development Current Planning Mana.ger Department of Public Works - Development Project File . ~ 11707 E. Sprague • Suite 106 • Spokane Valley, WA - 99206 •(509) 921-1000 • Fax (509) 921-1008 ' ElF S pokane 0'0" Memo alle To: Sandra Raskell, Assistant Engineer Fronc Don Ramsey, Traffic Engineer'9 S' Dato November 4, 2003 Re: Plan Review - Strawthees Addition - 3e Court Street name signs with traffic post are required at the intersection of 3e Avenue and 38t' Court 1 STATEMENT OF AGREEIVIENT 0 ev,.yia S e- r-5 , the "Sponsor", has entered 'uito a contractual agreement wi th u~~~ n z c r~ , the "Engineer", to providc engineering services for Spokane County Project# P E - t$5 7. - 9 7 . 1. The mirumum scope of these construction engineering services includes, but i5 noc limited to: a. Daily observation and reporting ot'construction activities on this project; b. Maintenance of all construction records related to this project, to include, but not limited to, daily inspection reports, manufacturcrs' ccrtifications, matcrial tcst rcports, and correspondence; e. Assuranee that ihe construction of the roads and appurtenant drainage facilities is accordi.ng to the certified and approved plaiis accepted by the Spokane County Engineer, Spokane County General Provisions, the Standard Specitications, and applieable portions of the WSDOT Consuuction Manual; d. Staking and monumentation e. Development of Record prawings; and f Testing of construction materials for compliance to the plans accepted by the Spokane County Engineer, Spokane County General Provisions, the Standard Specitieations, and applicable portions ot'the WSDOT Construction Manual, all according to the edition af the "Spokane County Standards for Road and Sewer Construction" governing this project. 2. Prior to acccptance of the roads and drainage facilities by Spokane County, the Engineer shall submit all eonstruction records and the Record Drawings to the Spokane County Engineer. . 3. The total estimated cost ot'thcse construcrion engineering services is $ 312D V . Owner 7Q v„n S+r&.~Ak e v- Engineer C-L~, Simpsah Date -jk Date ~ o ~ • z>Z :3 Q/~o ` . Simpson Engineers, Inc. CIVIL ENGINEERS & LAND SURVEYORS 909 N. Argonne Road • Spokane Valley, WA 99212 (509) 926-1322 9 Fax: (509) 926-1323 SUBMITTAL September 29, 2003 Sandra Raskell, P.E. - Assistant Development Engineer Department of Public Works City of Spokane Valley 11707 E. Sprague Avenue, Suite 106 Spokane Valley, WA 99206 Re: PE-1852-97 - Strawther's Addition Street & Drainage Plans: Submittal #2 Ms. Raskell: We have responded to your initial review comments regarding the street and drainage plans and the stonnwater drainage report for the final plat of Strawther's Addition, as per the letter from your office dated August 26, 2003. Our response to each of your numbered comments is as follows: 1. Permits are required for any access to or work within the right-of-way... The proposed improvements are on-site, except the proposed 30' curb cut in the existing curb of the 38th Avenue cul-de-sac. If any permits are required, they will be addressed when the plans axe approved. 2. Include a pre-developed basin map. ~ Fold-out 11"x 17" maps for pre-developed and post-developed basins are included in the revised drainage report. c, 1L- 3. The proposed basins do not appear to follow natural topography. It is hard to determine the roof breakdown for the runoff calculations for Basins PI and P3. The proposed basins follow the natural topography where it can be assumed to remain as is, but they also must follow the assumed post-development topography. That is why the post-development basin lines follow assumed roof peaks and other projected high points. The roof breakdown is actually quite simple. Page 6 of the drainage report indicates 3,000 sq. ft. of house roofs in Basin P1, which translates to 1.5 houses' worth at the assumed 2,000 sq.ft. per house (as per the assumptions described on page 5 of the report). As shown on the drainage plan, there are three half-houses within Basin P1, and 3 x(1/2 x 2,000) = 3,000 sq. ft. Similarly, the plan shows one whole house and one - half-house within Basin P3, totaling 3,000 sq. ft. as listed on page 7 of the report. 14470-drsub2.doc Simpson Engineers, lnc. 9/29/03 Page 1 of 4 v ' 4. The basin area calculations do not seem consistent with the map. ~ We can't find any discrepancies. Could you please give an example? 5. It is unclear if flows from 38t1i Avenue will be separated from the proposed plat. Flows in the gutter on the south side of the 38h Avenue cul-de-sac are from east to west, with a continuous grade across the entrance to proposed 38`h Court, so any flow entering the site would be minimal. ~ 6. Show swale offsets and dimensions. This data is shown on the Stormwater Drainage Plan. 7. The private driveway lane and lot driveways shall be treated for quality and quantity runoff. 38ffi Court, being an impervious asphalt street, drains to a standard treatment swale. However, the private driveway lane is proposed to be gravel, and gravel roadways are generally exempt from treatment requirements as they are not impervious. The lot driveways are likely to be unpaved as well, since their access road is unpaved, although we considered them as paved for the hydrologic calculations. Both the private driveway and the lot driveways are included in the runoff calculations. 8. It appears from existing contours, slopes are greater than the mentioned 12%. Some slopes range from 20-25%. We never mentioned slopes as being 12%, we said they were about 14%, and we said it twice (see pages 2 and 3 of the Stormwater Drainage Report). As per the existing ground contours shown on the Stormwater Drainage Plan, the steepest slope on-site is ~ the southeast-facing slope within Lot 1. The steepest parts drop 3 ft. in about 21 ft., which equates to 14.3%. Nowhere on-site is there an existing slope of 20-25%. 9. It is unclear of the channel calculations and culvert calculations. Include in this the natural draw and protections of the tlraw frorrc any construction f Il. ~ Two calculations were presented in the original Stormwater Drainage Report, both titled "Proposed Culvert under Access Driveway." The first showed a computation for actual depth, the second for full flow capacity of the culvert. Both are direct printouts from the commonly-used Haestad Methods "Flowmaster" program, and they include written-in clarification of the data, so there shouldn't be any confusion. The natural draw is included in the calculations, under both existing and proposed conditions. The hydrologic calculation for Basin E 1 includes the existing natural draw as part of the flow path, and shows a calculated flow depth of 0.24 ft. in the channel. For proposed conditions, Basin P2 also includes the draw as channel flow, with a calculated flow depth of 0.16 feet at the point where the proposed culvert begins. Protection of the draw from construction fill is a separate issue, and is addressed in the Temporary Erosion & Sediment Control Plan. 14470-drsub2.doc Simpson Engineers, Inc. 9/29/03 Page 2 of 4 v • 10. A pavement section report shall be submitted for review. We did not consider a pavement section report to be necessary. Soils in the vicinity of 38`h Court were found to be silty medium to coarse sand overlying clean gravelly coarse sand, with no groundwater encountered within ten feet of the surface (as per the limited geotechnical study by Cummings Geotechnology, summary of results letter dated Apri129, 1998). There should not be any problem with compaction, so a somewhat standard pavement section with 2" of asphalt over 6" of crushed surfacing top course (as shown on the typical section of the street plan-profile for 38th Court) should be acceptable. 11. A floodplain analysis shall be conducted to determine if any excess volume will be introduced to the culvert under Dishman-Mica Road. We perfonned a pre- vs. post-development analysis, presented in the original Stormwater Drainage Report, showing peak discharge to the existing culvert to be slightly reduced after development on this site. The total area draining to the culvert is small, and is being reduced to just under 3 acres by the construction of 38th Court and its adjacent drainage swale. Runoff volume calculations for such a small area are generally not very accurate. The additional roof and driveway area is offset by the reduction in total area draining to the culvert. Due to the small contributing area and near-equality of calculated 50-year peak discharges pre- and post-development, any change in runoff volume would be minor and insignificant. 12. A percolation test may be required for the drywell location. The geotechnical report is unclear of the location of the test pit. ~ The soils at the drywell location have already been tested. As stated in our original Stormwater Drainage Report, the geotechnical report by Cummings Geotechnology (dated April 29, 1998) indicates the existing soils at the proposed drywell location have an estimated permeability of "several hundred inches per hour." The location of the test pit is indicated to be "at the location proposed by Mr. Hansen" (of J. Paul Ramer and Associates), which is stated as being "about 40 feet west of the east property line and about 25 feet south of the edge of the 38ih Avenue cul-de-sac." This location has been added to the Stormwater Drainage Plan sheet, and is within 10' of our proposed drywell. 13. A traffic study may be required for this project. ~ A traffic study is not required, according to the Spokane County Hearing Examiner's "Findings of Fact, Conclusions and Decision." That makes sense, since this is such a small proj ect, with a net addition of only six lots. 14. Existing and proposed utilities should be shown on the plans. ~ Utilities are shown on the water & sewer plans rather than cluttering up the drainage plan, since you already considered it to be illegible as indicated in your review letter. 14470-drsub2.doc Simpson Engineers, Inc. 9/29/03 Page 3 of 4 ~ ' 15. Erosion Control: A TESC plan shall be implemented. ~ A Temporary Erosion and Sediment Control plan is included in the revised street & drainage plan set as Sheet 1 of 3. 16. furnish the City Engineer with "Record Drawing" plans.... As-built drawings will be submitted after construction of the design improvements. Attached for your review are the following: 1. Submittal Checklist. 2. One copy of the Stormwater Drainage Report, including fold-out basin maps. 3. Two prints of the Erosion & Sediment Control Plan, Sheet 1 of 3. 4. Two prints of the Stormwater Drainage Plan, Sheet 2 of 3. 5. Two prints of the Street Plan-Profiles, Sheet 3 of 3. * * * Respectfully Submitted, Simpsot: Engineers, Inc. Chuck Simpson, P.E. Proj ect Engineer Doug Christenson, P.E., R.G. Design Engineer 14470-drsub2 . doc Simpson Engineers, Inc. 9/29/03 Page 4 of 4 1 ` S~0`ne p Department of Public Works ,;o*Valley August 26, 2003 Mr. Duane Helt Simpson Engineers 909 N. Argonne Rd. Spokane Valley, WA 99212 Re: Proposed Final Plat; PE-1852-97 (Strawther's Addition) Public Works has reviewed the drainage report submitted on July 22, 2003 and the plan submittal on August 13, 2003 for the above referenced project. The following is a list of items to be included with the next submittal to the Public Works Department for further review. 1. Permits are required for any access to or work with.in the right-of-way of the Spokane Valley roadway system. All work is subject to inspection and approval by the City Engineer. 2. The submittal did not include a pre-developed basin map. Please include in the next plan submittal. 3. The proposed basins do not appear to follow natural topography. It is hard to determine the roof breakdown for the runoff calculations for basins P 1 and P3. 4. The basin area calculations for runoff areas found in the drainage report do not seem consistent with the submitted basin map. 5. It is unclear if flows from 38th Avenue will be separated from the proposed plat. 6. Show swale offsets and dimensions. 7. The private driveway lane and lot driveways shall be treated for quality and quantity runoff. Your current design does not account for this. 8. It appears from existing contours, slopes are greater than the mentioned 12%. -Some slopes range from 20-25%. This needs to be reflected in the design. 9. It is unclear of the channel calculations and culvert calculations. Please update report and plans to better present this information. Include in this the natural draw and protections of the draw from any construction fill. 11707 E. Sprague • Suite 106 • Spokane Valley, WA • 99206 •(509) 921-1000 • Fax (509) 921-1008 i ~ . 10. A pavement section report shall be submitted for review. 11. A floodplain analysis shall be conducted to determine if any excess volume will be introduced to the culvert under Dishman-Mica Road. 12. A percolation test may be required for the drywell location. The- geotechnical report is unclear of the location of the test pit. 13. A traffic study may be required for this project. Sufficient information shall be submitted to the Public Works Department so that a preliminary trip generation and distribution may be made by the City. The applicant may submit a letter by a Washington State licensed Professional Transportation Engineer to assist in determining the need for additional traffic study. The Public Works Department will determine the need, scope and public participation required for the traffic study. The traffic study, if required, shall be performed by a Washington State licensed Professional Transportation Engineer. 14. Existing and proposed utilities should be shown on the plans. 15. Erosion Control: A Temporary Erosion and Sedimentations Control (TESC) plan, prepared by a Washington State licensed Professional Engineer, shall be implemented throughout the duration of construction. The TESC plan is to be prepared using best management practices (BMP's) currently accepted within the Civil Engineering profession. The TESC plan is to follow Spokane Valley guidelines as found in the 2001 Edition of the Spokane County Standards for Road and Sewer Construction, the 1998 Spokane County Guidelines for Stormwater Management Spokane County and all other Federal, State or Local regulations. The TESC structures (such as silt ponds, silt traps) are to be installed prior to the start of site work, and the TESC measures are to be implemented and maintained throughout the duration of construction and until the site has stabilized and is approved by the City of Spokane Valley. Each BMP shall be inspected after each rainfall event or every 24 hours during an event. 16. Construction within the proposed public streets and easements shall be performed under the direct supervision of a licensed Washington State Professional Engineer/Land Surveyor, who shall furnish the City Engineer with "Record Drawing" plans and a certificate in writing that all improvements were installed to the lines and grades shown on the approved construction plans and that a11 disturbed monuments have been replaced. All work is subject to inspection by the City Engineer or by his staff. At this time, the plans submitted do not meet requirements. The quality of the plans submitted has made it difficult to interpret design elements. Please submit a legible set of plans for further review and comments. This plan set should have separated sheets for drainage plans, roadway section, erosion control, pre-development basins, post- development basins, etc. prior to further review. Once these plans are submitted a more 11707 E. Sprague • Suite 106 • Spokane Valley, WA • 99206 •(509) 921-1000 • Fax (509) 921-1008 detailed review can occur. Enclosed is a checklist to be included with the next plan submittal. If you have any further questions, please contact me at 688-0174. Since ely, ~ GC. Sandra Raskell, PE Assistant Development Engineer Enclosure cc: Charles and Donna Strawthers - Pro ertOwner 11707 E. Sprague • Suite 106 • Spokane Valley, WA • 99206 •(509) 921-1000 • Fax (509) 921-1008 - ~ impson Engineens, Inc. % CIVIL ENGINEERS AND LAND SURVEYORS N. 909 Argonne Road • Spokane, WA 99212 (509) 926-1322 9 Fax: 926-1323 , -ro: ~ rA V! h C4., L SU BJ ECT: A-~O, 1.41 1 1 s y~ DATE: 7/IR (03 . i G c'_ r f'-Cl" Ls. -~V~ _j +kn.ct- NA 1 C. S~ ~ ~ ~ T's ~ !r1-~c~ 1 ►'l ~~trV~'\ ~ ~l n~. P~,~. LL-.~ a.~ 1~ ~ ✓ Q ^ . 1 1 cr - , pq N ~S ~ 1-) Signed , S~~ o`~;~ne ~ . ~ Department of Publ~c Works ~alle MEMORANDUM Y May 9, 2003 To: John Todd From: Sandra Raskell ~~''~,v Re: Proposed Final Plat; PE-1852-97 (Strawther's Addition) Public Works has reviewed the above referenced project. The following is a list of requirements prior to final approval. 1. It is unclear from the plan sheets how many lots will utilize the private driveway. According to Spokane County Roadway standards, private driveways are only allowed to service up to 3 lots. It is also unclear what existing private drives or other roadways are shown on the plans. 2. A Title Notice is needed for "Future Acquisition Area". 3. There are multiple changes to be made on the plan sheets. See notes in file. 4. Were frontage improvements completed with this project? Is so, they need to be included on the plan sheets. 5. The address for each property needs to be determined. cc: File ~ 11707 E. Sprague • Suite 106 • Spokane Valley, WA • 99206 •(509) 921-1000 • Fax (509) 921-1008 ~ . ~ :ti • ~ . • - SPOKANE VALLEY FIRE DEPARTMENT Spokane County Fire District 1 10319 EAST SPRAGUE AVE. • SPOKANE, WA 99206-3676 •(509) 928-1700 • FAX (509) 892-4125 Mcrk Grover Chief April 24, 2003 John Todd City of Spokane Vaiiey 11707 E. Sprague Ave. Suite 106 . Spokane Valley, WA 99206 RE: Final Plat - Strawther's Addtion PE-1852-97 Dear John: The Spokane Valley Fire Department has no requirements of this plat. The existing fire . hydrants and access as drawn are adequate. I d n . tr Since ly, + Kevin Miller , Deputy Fire Marshal ~ KM/dc `Hemmings, Bill From: Hemmings, Bill Sent: Monday, May 18, 1998 12:59 PM To: Shaw, Francine Cc: Engelhard, ScottI , ko, Doug; Miller, Katherine Subject: 5-18-98 I received the above referenced concept drainage plan on May 8, 1998. The drainage plan as presented is acceptable in concept form only. No specific calculations are accepted at this point in time. I consider this application to be technically complete. I recommend using the standard drainage condition on this proposal. , Page 1 J. Paul Ramer & Assc tes, Inc. LETTE. _ OF TRANSMITTAL Consulting Civil Engineers & Ldnd Surveyors N. 10115 Newport Highway Mailing Address: P.O. Box 18719 DATE WL JOB NO. 96 Spokane, Washington 99208-0779 Phone (509) 461•5261 • FAX 467•5262 ATTENTION ~ ~ RE To ~ "x o ~c"Vn k It) iv Z-Z ► uv. Q , . ~ . ~ RECBVED MAY Ql-M GENTLEMEN: SPOKANE COUNTY ENGINEER WE ARE SENDING YOU ❑ Attached O Shop drawings ❑ Prints Plans O Samples ❑ Specifications ❑ Copy of letter ❑ Change order O COPIES I DATE ~ PAGES I DESCRIPTION ~ ~ THESE ARE TRANSMITTED as checked below: ~~or approval O For your use O As requested 0 For review and comment O REMARKS COPY TO ~ SIGNED:~ In~ . ~ snclosures are not as noted, klndly notify us at once. M E M O R A N D U M DATE: March 24, 1998 TO: Francine Shaw, Division of Building and P1aruling FROM: Brenda Sims and Katherine Miller, Stormwater Utility Bill Hemmings, Development Services RE: Revised Prelimina trawther's Addition CC: TAIViNIIE WII..LIAMS, FILE We have a few concerns regarding this proposal. First, under the Spokane County Comprehensive Landuse Plan, it states that natural drainage network(s) should be preserved and used for stormwater control. Placing a driveway within the natural drainageway is not consistent with the Comp. Plan. The second item of concem is the proposed use of the existing 24 inch culvert to dispose of runoff from this site. This culvert drains into what appears to be a flood hazard area as well as a wetland area. Water quality issues will need to be addressed, along with Flood plain impacts. The last concern is the proposed use of drywells in soils that my not be suitable. ' To adequately address these concerns we recommend: 1) That this proposal be more consistent with the policies of the Comp. Plan regarding stormwater and drainage issues. 2) The applicant will need to contact the Department of Ecology (DOE) regarding the wetlands and this concept drainage plan. A letter from the DOE should be obtained indicating that this concept is acceptable. This information needs to be a part of the conceptual drainage plan. 3) Tammie Williams of the Engineers Department needs to be contacted regarding any floodplain issues that may exist, such as any increased volume reaching the floodplain. 4) Test pits will need to be excavated and the soils classification verified for any proposed drywell location. If the soil is not preapproved for drywells, a percolation test will be necessary. C:\W I N DO W S1TEM P1pe 185291. doc V ~ 3 ~ S P O K A N E O U N T Y . _ _ BUTLDIIVG AND PLANNING • A DIVISION OF THE PUBLIC WORKS DEPAKTMENT JAMES L. MANSON, C.B.O., DutECTox DENmrts M. Scorr, P.E., DtRECrox DATE: March 10, 1998 TO: Spokane County Stormwater Utility; Brenda Simms : FROM: Francine Shaw, Senior Planner ' . RE: Conceptual Drainage Report for PE-1852-97; Strawther's Addition Enclosed is the preliminary Conceptual Drainage Report for the above referenced • proposal. Please review the drainage report and forward your comments to me by March 24, 1998. If you have any questions, please contact me at 456-3675, ext. 218. . kc Enclosure(s) c: Charles & Donna Strawther, 16326 N. Castlebrook Lane, Spokane, WA. 99208 w%F^ EIVED _ . MAR I r 1998 Sppa;4E COUNTY ENGIiiEER, 1026 WEST BROADWAY AVENUE •$POKANE, WASHINGTON 99260 PHOtvE: (509) 456-3675 • FAx: (509) 4564703 TDD: (509) 324-3166 M E M O R A N D U M DATE: January 8, 1998 TO: Francine Sha.w, Division of Building and Planning FROM: Brenda Sims and Katherine Miller, Water Resources RE: PE-1852-97 Preliminary plat of Strawther's Addition; SEPA CC: FILE . It appears that the proposed sight is in the same area as a natural draw. The applicant states in the SEPA Checklist that some filling may be necessary to provide access across the draw to the northern most duplex. How will this natural draw be protected from being blocked or completely filled in? We are concerned that upstream runoff will still have a path and that this proposal does not increase the runoff rate and/or volume to a flood zone area which is located downstream of this proposal. The applicant also states that drywells will be utilized. Some areas in the Chester Creek watershed are not appropriate for drywells use due to high groundwater tables and geology in the area. The applicant needs be aware that site specific conditions may require altemative methods to be used in handling the drainage issues for the site. If groundwater is an issue in this area we would be concerned that the proposal does not impact adjacent properties. Protection against flooding basements would also be a potential issue. We recommend that the applicant submit a conceptual drainage report to the Engineers Department for acceptance prior to approval. We also recommend that both the rate and volume of any runoff that exists the site be held to pre-development conditions. C.1WI NDOWSITEMP1pe185297.doc 98-108 - ~ CUMMINGS GEOTECHNOLOGY 2716 E. Hfilcrest Dr. ♦ Colbert, Washington 99005 Phone 5094664350 ♦ Feuc 509466-4190 ♦ Ema[I grcummings@eartthitrdc.net April29, 1998 Mrs. Donna Strawther 16326 N. Castlebrook Spokane, Washington 99208 S Y OF RESULTS QF LIlVIITED GEOTECffiVICAL ENGINEERING STUDY, SPOKANE COUNTY PROJECT P.E. 1852-97, SPOKANE, WASHINGTON This letter s ' s the results of a limited geotechnical study that I conducted at your undeveloped parcel, located just south of 38th Avenue and east of Dishman-1Viica Road. The purpose of the study was to assess soil conditions and provide recommendations for subsurface - ) disposal of stormwater. You verbaUy authorized the work on April 17, 1998. I understand from the project civil engineer, Mr. Steve Hansen of J. Pau1 Ramer and Associates, that tentative plans include a drainage swale located just west of the proposed new access road and just south of the existiag cul-de-sac at the end of 3 8th Avenue (one block west of Moffitt Road). According to a drawing provided by W. Hansen the swale will incorporaie a drywell - located about 40 feet west of the east property line and about 25 feet south of the edge of the 3 8th Avenue cul-de-sac. , . . . . According to the Spokane County Soil Survey the drywell is located on the contact between the Springdale gravelly sandy loam and the Clayton sandy loam soil types. The Springdale soils are pre-approved by Spokane County Engineers for drywells. - "In order to assess the subsurface conditions at the drywell location, I directed the excavation;. on Apri122, 1998, of a backhoe test pit at the location proposed by Mr. Hansen. The test pit was excavated by Steve's Backhoe Service, a local contractor. It was extended to a depth of 10.0 feet. I examined -and logged the subsoils and collected representative samples of each stratigraphic unit. The test pit log is included as Table 1. The soil samples collected from the test pit sidewalls were placed in airtight plastic bags and transported to the soils laboratory, where they were tested for moistui-e content. Results of moisture content tests, expressed as a percentage of dFy weight, are includedd in the soil ~ descriptions on Table 1. . . ' . 98-108 ' 2 j Sieve analyses were conducted on two soil samples to determine the particle size gradation, ~ classify the soils, and assist in estimating the permeability of the soil units. Results of the sieve analyses, plotted in standard format on semilog paper, along with the Unified Soil Classification, are presented on Figures 1 and 2. Also presemed on Figures 1 and 2 are results of permeability estimates by Hazen's Approximation, a method based on the soil gradation. Field obseTVaations and laboratory test results indicate that the near-surface stratigraphy at the test pit location consists of silty medium sand at the surface, overlying slightly silty coarse sand, overlying clean gravelly coarse sand. Based on comparison of the encountered soils with descriptions contained in the Spokane County Soil Survey, I conclude that the site sofls are too fine-grained to be Springdale gravelly sandy loam and too coarse-grained to be Clayton sandy loam. In my experience the contacts between soil types are usually not sharp, but rather a zone of gradual transition from one type to another. Resutts of the Hazen's Approximation on a sample from the clean gravelly sand stratum that extends from a depth of 6 feet to greater than 10 fEet indicates that this stratum has a permeability of several hundred inches per hour. Even though°the soil at the proposed drywell location is probably not Springdale soil in the strictest sense, based on the above permeability estimate, I believe that a Type B drywell could function adequately as long as it is embedded at least 5 feet into the clean gravelly coarse sand. A = 2i ± , The conclusions and recommendations presented in this letter are based on limited visual observations and testing of the subsurface conditions. Cummings Geotechnology -has endeavored G+ ~ to comply with generally accepted geotechnical engineering practice common to this area for a . linuted-geotechnical study, and makes no other warranty, express or implied. This letter is intended only as a preliminary assessment of subsurface drainage potential. It should not be considered a complete geotechnical investigation or a wairanty of interpreted subsurface conditions. If any unusual conditions are encountered during construction of the dryweTl, I should be advised immediately so that I can reassess the conclusions and recornmendations. Thank you for the opportunity to assist you with this project. If you have arYy questions or comments conceming the observations, conclusions, or recommendations contained in this letter, please contact me. . Sincerely, C. • o~was a~ ,~ti • . ~ C o ~ . Grant R. Cummings, P.E., P. Cr-yi ~ oarre~ Encl. FigLire 1 and 2 . '~sS1o ~G NAL Table 1 i . EXPI~ . ~ cc: Mr. Steve Hansen , Fi~u~ E 1 ` r G~ job No StZE DtSTRIBUnoN ~ p ~ • ~ O gamPID GRWN Q , 0.1.'' J0~~`~ No. g Pcoject z ~ Testin9 of Location af Pcojecl ~ pate ' - . . c , Tested BY Ctay ' Sitt Gravei Sard tro medium ~ U.S. s ndard Siev rosizes a N a 1 ~ d Z 1 Z o oZ ~ . Z Z ~ ; y . ` • ► ~ ~ ~ t ► ~ ~ ~ I i . ~ t . ~ ~ ~ ~ . ; ; ~ ► ; ; ~ ~ t ~ ~ ► ~ ' ~ ~ ' ~ ~ ► ~ 60 ~ i 1 m ~ ~ ~ i ~ ► ~ m ~ ► ~ ~ ~ . . e' AO 1 ~ ~ - ► Za Q o + ~ i ~ • o, , ti o ~ o o. 04 a c~ ~ m L L OD ° S etec~ m Particle diam Y s LI H _ _ L ~ LY ~ - • V isua~ S'1 desel''to, ~ ~ _ ' ~ gail dasetficatio~4 stem ~ Sy _ Q _ SN~1 - 5~ , . ti AZE~}S ~ • ~ - FiG uRE 2 GRAIN S1ZF OISTRIBUTION Project S?~ K,LO t~ O. PRoi. P E. 11352 ' 97 Job No. U-109 . Location of Projact S ~[AIA Boring No. Q t Sample No. . 0-{ Tested By Date oi Testing ~ Gravel Sand ~ Course to Fine Silt Ctay medium U.S. siandard sieve sizas I ' . 0 0 ~ N " ~ N tt Z Z 2 Z Z Z • 100 _~-i i ----1---~-----~--- • I I I I I 80 --r-----~- -T----T--,---T I I I t. 1 1 I 1. I I 1 1 1 I I 1 I I -~-f------'~-r l-~--~---1----r---T~,_~- __-----i 1 1 I I I I I I I I 1 1 I ! 1 I 1 1 ` 60 -_-----f C~ I 1 • 1 1. 1 t ~ I 1 1 I I 1 ~ l l I t~ 1 1 ~ -t~-~i-----M~---~F------ ~ m I I 1 1 I I ~ I 1 I I 1 I ~ I I 1 I 1 I a 40 i ---L------i--~- -~_~_~~___1_„--- I 1 ( 1. 1 l i I 1 1 1 I I 1 f I 20 ----~-------L----- -~_~~._-1---_-- ~ i i i i _ - i i ~ ~ ~ ~ . ---i -----T - ~ ~ • 0 r N ~ ~ ~ C~D O ~ O O ^ ~ ~t C O O O ~ G O ' . Partide diameter, mm Visual soii description S~ ~-A I/ EL L Y SA Iv D w 1 THT~ A C L~ ~ L T Soil classification 5 r . • ~ System u lU F I F Q D~o ~ 0, D65 cm K 00 T N. H HAZ E w~s R. . ~ , . . , 98-108 ) Z'able 1 - Test Pit Lons April 99$ Test Pit 101 0.0-2.2 ft. Medium dense, light brown, slightly gravelly, silty sand; moist; poarly graded (medium sand). Moisture content = 9 2.2-6.0 ft. Medium dense, light brown, slightly gravelly, slightly sihy sand; moist, poorly graded (coarse sand). Moisture contetrt = 8 6.0-10.0 ft. . Medium dense, light gray-brown, gravelly sand with trace silt; slightly ~ moist, pooriy graded (coarse sand). Moisture content = 3%. No g'oundwater encountered. Test pit tenninated because of caving. . , ~ 1 MAILING ADDRESS: OFFICE LOCATION: P.O. BOX 18779 N.10115 NEWPORT HWY. SPOKANE, WASHINGTON 99208 SPOKANE, WASHINGTON 99218 • PHONE (509) 467-5261 FAX (509) 467~5262 CONSl1LTING CIVIL ENGINEERS & LAND SURVEYORS . WASHINGTON • IDAHO Februazy 23, 1998 Project No. 98042 ,d cld CONCEPTUAL STOP:MWATER MANAGEMENT PLAN for . -STRAWTHER'S ADDTITON Portion of SW1/4 of the NW1/4 of Section 33, T25N, R44E, W.M. Spokane County, Washington . ~r4;V ~`j ~ G 1 Y ( 0(}.3C~iu?',. <<~, _ ~4,`s • - ^ ;•L~ . S~y„~v ~ J•~~ • ' - EXPtFtts NOv " Wf F iCIAL PUBL1t1&iNtNfi Prepared for: %pOKAhE CbUNTY14GlpEER'S OFFICE Donna Strawther 16326 N Castlebrook Lane `~PROJECT . Spokane, WA 99208 S~Sn`~~~a~ ~ ,011f47~y.ENG1NFEP - RETURN T0 C Prepated by: Steven M. Hansen, P.E. The drainage plan as submitted is conceptual in nature. 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M o ~ ~ ~ . ~ . 4 Z~k S~,r~ O 'o f ~ slur . .~a-~ , ~ x 3 z l' = 50 2/ u - Q d W Q ~ 1 ~ 0' -'~-~s zl . .i ~ ~Y F- 2~ tr X 2~3Q ~ ~ . ~ . L , 5?~,ou~ . 1a, X , , , c Slopt , ~~,,,~s( ~ ~ u. ~ , ~ Q' Fr - 2/0 ~ ~~t.7~ t ~ ~~N~~.% A .~h `a~ ! ♦ ~ ~ ;,9 ~ • uWa~~ ~ .r w~. ~ MP q25 x ~ ra, ~ : ~ ~ .~J t f ' ~ ♦ y►^ . V^ 4q ~ r•. I . . ~ . . I_ ~ 1 • ~ E,X ~ SS , t:,;~ , ,q~ r 'r, I yr !tf ~n, s~~• ~i .~:+"Y.~'~ t , . ~ ~~X ~ : u . ~ G~. p~ ~ .3 , . . ~ N ~ ,-L 5M , t 0 , „ ~ G ~ ~ FN ~ ~.s . G~ , t~ . ~ . YrL n5 ~'~'r,..,.1.,'T7 ,4•. " V S~ •,5 0 . t~ti ~ i~~. ~ ~ • , ~ , , , . S~a ~ . ~i ~c. . ~ ' C ~ „ ~ T/ ~ ,.~$n-~•:°~`,~ • a ~ ~ PP 1 v"• o cQ . ~ ~ 1 . ' G. ~ r0 ..,T I'Mi~~ ~ ' , 'p ~ • " ~v- , ~ i ~ S ~ y~ . . C, ~ . . • ~r ~ b ~ 1~ a T 1 ~ 5~ • . c+.n ~ ~ ~ SIT'E: The proposed site of "STRAWTHER ADDITI0N" contains approximately 3.24 acres of mostly . undeveloped land adja.cent to Dishman-Mca Road in southeastem Spokane County. There curremly _ exists a duplex unit on proposed Lot 1. The remaining land is partially treed with a poor covering - of wild grass. Improvemerns will include a total of 7 lots, with two proposed condominiums and four single-family homes. SOIL AND GROUND CHARACT'ERISTICS : Soils in the immediate vicinity of this project are classified as both Springdale gravelly loam and a Clayton sandy loam, which are Type A and Type B respectively. Springdale soils are pre-approved for drywells. Currently there exists two drywells at the cul-de-sac directly north of our site wluch appear to be functioning well. A natural draw runs through the southeasterly edge of Lot 5 which _ drains to a 24 inch CMP under the highway. The basin map limits do not reflect the total basin - . flowing to that culvert, but the adjusted flow from the SP 743-92 Stormwater Plan was inserted at the offsite drainage easement to this draw. Also, flows from the highway ditch from the north will - have some contnibution, but there are no signs of excessive flows and backwater will have little, if any effect on this site. The 24 inch CMP was not analyzed for capacity, but appears to be more than adequate. MET'HOD OF MANAGEMENT: The site was divided into three portions for the sake of managing increased stormwater. First, the southeasteriy portion was not included in a basin since it is largely to stay intact. The existing duplex _ is on t.his portion with improvements limited to possibly a portion of a single-family home on Lot 2, -with offsetting lawn area on sandy loam soil. - Second, Basin AZ will include - the proposed cul-de-sac along with some driveway and yard - improvements. We propose to locate the "208" swale and drywell within that basin. The 10-year storm event will be retained within this basin. - Third, Basin A1 includes several proposed condominiums, single-fanuly home and driveway improvements. Soils may tend to be more in the Clayton loams and not suitable for drywells. Drainage will find its way to the existing natural swale and into the 24 inch CMP. We propose to allow for some storage to cover any increased runoff and allow the remaining runoff to continue on its predeveloped course. Some ponding (153 CF) will provide for settling before flowing through a proposed' 12" CMP under the driveway to Lot 5. This basin feeds a wetland area west of Dishman- IVfica Road. We believe this approach is ideal in not cutting off occasional runoff to the wetlands. ~ ~er ADA FNovN, ~re ~ ~ aNC- atA • ' TY ~ ./i f l ~ .1a. ~ .r .t ' +l . " ~ ~ - ,r ♦ '.l •..t ♦ s~ w ~ ' ' yz~'•; - _ " r ,,s« . t ~ SIM s. ♦ " • alg 20 004 ~ Mite Sc ht ~ . _ ~ • 1 ° ~ P`" e ~c►~el~~ '~Y ~ Cl cL, ,~r+ Sa ~ SOILS MAP , PREDEVELOPED BASIN ANALYSIS. (Combine A1 and A2) Total Area = 3.07 Acres 4- Assume Tc = 5 minutes Woodlands and Forests/Meadows and Pasture Land 2- 100/62 c= 0.22 Area = 2.88 Acres t Pavement and Roofs c= 0.90 Area = 7000 SF f= 0.16 Acres t Earth Shoulders -c = 0.50 Area = 1500 SF f= 0.03 Acres i: . Adjusted C 2.88(0.22) + 0.16(0.90) + 0.03(0.50) = 0.26 3.07 Qlo = CIIOA = 0.26(3.18)3.07 = 2.54 CFS also consider offsite 50 year event to pass through = 1.02 x 4.58 = 1.47 3.18- ditch flow along highway from north will also, have an impact, . but effect will be mainly on the 24" culvert. BASIN ANALYSIS A2 Area = 0.44 Acres :E, assume Tc = 5.00 nninirn,urn Pavetnent Area = 8276 SF ± (Inpervious) = 0.19 Acres c ! 0.90 - T]riveway Area = 4.05 Acres i:, c = 0.75 ' Raof A,rea = 0.43 Acres f, c = 0.90 _ Lawn Area = 0.17 Acres c = 0.10 - Adjusted C _ 0.19(0.90) + 0.05(0.75) + 0.03(0.90) + 0.17(0.10) _ 0.57 0.44 QIO = CI1A ~ 0.57(3.18)0.44 = 0.80 CFS check bawstring for swale and dryvvell requirements A1 Area =2.63 Acr~s;:L, assume Tc = 5.00 rninimum Pavement Area = 0, 16 Acres c = 0.90 _ Driveway Area = 0.17 Acres ~ c = 0,75 Roof Area = 0.36 Acres f c= 0.90 - - , Lawn ' Area ~ 0.60 Acres c ~ 0.10 Earth Shoulders Area ~0.03 Acres c=0.~~ Woodl.and annd . ForestlMeadows Area = 1.31Acres c=0.22 Avdjusted C = 0.16(0. 90) + 0. i 7(0.75) + 0. 36(0. 9W - . ' 2.63 - 0.6 0(0.10) + 0.03 (0.5 0) + 1.3 1(0.22) = 0.36 2.63 Qlo - CIIOA = 0.36(3.1 ~)163 = 3.05 CFS 3.05,> 2.54 sv pravide storage. See rational a.na.lysis followi.ng. Quick TR-55 Ver.5.46 S/N: Executed: 16:13:03 02-26-1998 * * * MODIFIED RATIONAL METHOD * . * Grand Summary For All Storm Frequencies * * * * * First peak outflow point assumed to occur at inflow recession leg. Postdeveloped Basin "A1" . Area ~ 2.63 acres Tc = 5.00 minutes - VOLUMES Frequency Adjusted Duration Intens. Qpeak Allowable Inflow Storage (years) 'C' minutes in/hr cfs cfs (cu.ft.) (cu.ft.) 10 0.365 5 3.180 3.05 2.54 915 153 Quick TR-55 Ver.5.46 S/N: Executed: 16:13:03 02-26-1998 Postdeveloped Basin "A1" Modified Rational Hydrograph Weighted C= 0.365 Area= 2.630 acres Tc ~ 5.00 minutes Adjusted C= 0.365 Td= 5.00 min. I= 3.18 in/hr Qp= 3.05 cfs RETURN FREQUENCY: 10 year storm Adj.factor = 1.00 Output file: OUT HYD HYDROGRAPH FOR SPECIFIED DURATION = 5.00 min. For the 10 Year Storm Time Time increment = 5.00 Minutes Minutes Time on left represents time for first Q in each row. 0.00 0.00 3.05 0.00 . W3TRZNG lSETHOD (Sffi? YSAR STORlI D89ZGli) PROJHCT: 98042 Tffifl'PIOH BR.SIM DE3IQH 8A.4I1't: !12 post . DE3I6NER 9 Hanssn NUMSSR OF DR1RWSI.L3 PROPOSHD DATE: 26-Feb-98 1 Singl• (type A) - 0 Double (tpp• 8) • 0 Pond lloor Area (3F) ' Totnl Area (calc.) 0.44 see nazt page Time o! Conc. (calc.) 3.00 see nazt page Composite "C" (calc.) 0.57 see nszt page Time of Conc. (min) 5.00 Area (acres) - 0.44 C' Factor 0.57 Impervious Area (sq. ft.) 8276 Volume Provided (cu. Pt.) 208: 3tozm surface: 0 " Outtlrnr (cPs) 1.9 0 0.3 Area • C" Factor " 0.25 ' #!1 #2 03 #4 #5 #6 #7 Time ?ime Intenaity Q dev. V in V out 3torage Inc. Inc. I (min.) (sec.) (3n./hr.) (cfa) (cu. ft.) (cu. ft.) (cu. tt.) (#1*60) (A*C*#3) (Outf.*M2) (#5-#6) 5.00 300.00 3.06 0.77 309 -660.00 -351 5 300 3.18 0.80 - 321 660.00 -339 10 600 ' 2.24 0.56 394 1320.00 -926 . 15 900 1.77 0.44 445 1980.00 -1535 20 2200 1.45 0.36 473 2640.00 -2167 25 1500 1.21 0.30 486 3300.00 -2814 _ 30 2800 1.04 0.26 496 3916.10 .-3420 . 35 2100 0.91 0.23 503 4492.56 -3990 • 40 2400 0.82 0.21 515 5074.55 -4560 . _ 4t 2700 0.74 0.19 520 5650.03 -5130 - 50 3000 0.68 0.17 529 6229.03 -5700 55 3300 0.64 0.26 546 6816.06 -6270 60 3600 0.61 0.15 566 7406.36 -6810 ' 65 3900 0.60 0.15 602 8012.22 -7410 ~ 70 4200 0.58 0.15 626 8605.79 -7980 ` 75 4500 0.56 0.14 646 9196.34 -8550 80 4800 0.53 0.13 652 9771.59 -9120 85 5100 0.52 0.13 678 10368.42 -9690 - 90 5400 • 0.50 0.13 690 10949.95 -10260 - 95 5700 0.49 0.12 713 11543.02 -10830 - 100 6000 0.48 0.12 735 12134.58 -11400 `AINAf3E POND CALCULATION3 Required grassy sxale pond etorage volume e Impervious Area z.5 in./ 12 in./ft. = 345 cu. ft. provided: 345 cu. ft. DRYWBLL RBQUZRBMffilT8 - 10 YBAR DESIGN STORM Mnzimum storage required bp eoMetring - 0 cu. ft. provided: 345 cu. ft. Number and type of Drpwtlls Required = 0 Double 1 single AreQB ^C" A*C Q=CRI*A= 0.80 . 0.19 0.90. 0.171 Q(est.) = 0.00 • 0.05 0.75 0.0375 0.03 0.90 0.027 A= 4.08 0.17 0.10 0.017 VP ~ 20.5697 0.00 0.00 0 Rn 0.1984 0.00 0.00 0 Vm 4.46 0.00 0.00 0 Tc(gu) = 0.00 4(est) - 18.22 . Total A Comp "C" 0.44 0.57 Holding = 0.00 ' y TIME OF CONCENTRATION (minutes) Tc (overland) Tc (gutter) Ct ~ 0.15 L2 = 0 . Zl = • 1 L1(A) _ ~ 0 - Z2 = 50 • ' N(A) - 0.3 B = 0 S(A) _ 0.022 n e 0.016 s = 0.02 Tc (A) = 0.00 ••d n 0.4 L1(8) ` 0 Tc (gu) = 0.00 N(B) = 0.07 S(B) - 0.022 Tc(A+8) - 0.00 Tc (B) ~ 0.0 Tc(tot.) ~ 5.00 Znteneity 3.18 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: Comment: driveway culvert Solve For Actual Depth Given Input Data: Diameter.......... 1.00 ft Slope 0.0210 ft/ft Manning's n....... 0.024 Discharge......... 2.54 cfs Computed Results: _ Depth.............. 0.75 ft Velocity.......... 4.03 fps Flow Area......... 0.63 sf Critical Depth.... 0.68 ft . Critical Slope.... 0.0264 ft/ft Percent Full...... 74.74 % Full Capacity..... 2.80 cfs QMAX @.94D........ 3.01 cfs Froude Number..... 0.84 (flow is Subcritical) , Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 ADDENDUM Comments were re.ceived from Spokane County Stonnwater Utilities, Development Services and Department of F.cology following the original submittal of tlus -conceptual stonnwater plan. The two main items of concern wereLqir- o men s anc a'on e m ess ose issues and together with the original report be a complete proposal for the Stormwater Management of "STRAW=R'S ADDITION". 1. Adequacy of drywell installation: We have worked with Cummings Geotechnology, (see attached report), to verify soil types and capacity for infiltration. . , a Actual flow requirements fr.om the ' ysis e ase on the 0.3 cfs outflow. 2. . Several modifications of the original submittal have been made to address this item. e eway wiU still cross the draw, but will be used now as e erm for the upstream biofiltration swale, (see attached BMP RB.OS, WSDOT H'ighway Runoff Manual, 1995). , ~ e oor wiU e so o anmaximum depth set at w ere we spill to an inlet structure. Although upstream flow is given as 1.47 cfs and on-site *2. 54 cfs, the 15 inch culvert has a capacity of 5.32 cfs, and considerable retention capacity is available in the swale. . Also, we show a small ditch and culvert picking up non-treated stormwater from the - ' lots southerly of the swale. 's storage is shown on t 4. Finally, we realize the off-site 8ows provided from the SP-743-92 analysis may not be conclusive and -actual flows from extreme events may be larger than the 1.47 cfs. We have not broken down a basin for this flow, because of the d,ifficulty in finding actual limits. Furthermore, no significant flows have come through this draw in recent years. We theorize that development upstream and establishment - of yards and landscaping have lar el cut off an ~ c - W . . 98-108 CUMMINGS GEOTECHNOLOGY 2716 E. Hillcrest Dr. ♦ Coibert, Washington 99005 Phone 543-4664350 ♦ Fax 509466-4190 ♦ Email grcummings@earthlink.net Apri129, 1998 Mrs. Donna Strawther 16326 N. Castlebrook Spokane, Washington 99208 - a ILL This letter summarizes the results of a luruted geotechnicai study that I conducted at your undeveloped parcel, located just south of 38th Avenue and east of Dishman-Mica Road. The purpose of the study was to assess soil conditions and provide recommendations for subsurface disposal of stormwater. You verbally authorized the work on April 17, 1998. I understand from the project civil engineer, Mr. Steve Hansen of J. Paul Ramer and Associates, that tentative plans include a drainage swale located just west of the pxoposed new access road and just south of tbe existing cul-de-sac at the end of 3 8th Avenue (one block west of Moffitt Road). According to a drawing provided by Mr. Hansen the swale will incorporate a drywell located about 40 feet west of the east property line and about 25 feet south of the edge-of the . 3 8th Avenue cul-de-sac. , _ . , . , S . , he Springdale soils are pre-approve y Spokane County Engineers for drywells. In order to assess the subsurface conditions at the drywell location, I directed the excavation, on April 22, 1998, of a backhoe test pit at the location proposed by Mr. Hansen. The test pit was excavated by Steve's Backhoe Service, a local contractor. =O=== - I examined and lo ed the subsoils and collected represen tive samples of each stratigrap c um . The soil samples collected from the test pit sidewalls were placed in airtight plastic bags and transported to the soils laboratory, where they were tested for moisture content. Results of moisture content tests, expressed as a percenta.ge of dry weight, are included in the soil descriptions on Table 1. 98-108 . 2 Sieve analyses were conducted on two soil samples to deternune the particle size gradation, classify the soils, and assist in estimating the permeability of the soil units. " Also prese , .=ApproWmmat nted on Figures ane res s o permeability 'No es es y azen s ion, a method based on the soil gradation. Field observations and laboratory test results indicate that the near-surface stratigraphy at the test pit locarion consists of silty medium sand at the surface, overlying slightly silty coarse sand, ~ • Based on comparison of the encountered soils with Resp=tions con a~ne m t e po 'e County Soil Survey, I conclude that the site soils are too fine-gained to be Springdale gravelly sandy loam and too coarse-grained to be Clayton sandy loam. In my experience the contacts between soil types are usually not sharp, but rather a zone of gradual transition from one type to another. ven ou t e so' at the propose rywe ocation is probably not Springdale soil in the strictest sense, based on the above permeability estimate, I believe that a Type B drywell could function adequately as long as it is embedded at least 5 feet into the clean gravelly coarse sand. The conclusions and recommendations presented in this letter are based on limited visual observations and testing of the subsurface conditions. Cummings Geotechnology has endeavored - to comply with generally accepted geotechnical engineering practice common to this area for a . limited geotechnical study, and makes no other warranty, express or implied. This letter is - intended only as a preliminary assessment of subsurface drainage potential. It should not be considered- a complete geotechnical investigation or a warranty of interpreted subsurface conditions. If any unusual conditions are encountered during construction of the drywell, I should be advised immediately so that I can reassess the conclusions and recommendations. Thank you for the opportunity to assist you with this project. If you have any questions or - comments concerning the observations, conclusions, or recommendations contained in this letter, - please contact me. _ Sincerely, - - ~ g, CU11~ • o~ wAS . V yT ~ o ~ ~ Grant R. Cummings, P.E., P.G. 0W912 Encl. Figure 1 and 2 ~SIONAL~G Table 1 ~ . EXPIRES cc: Mr. Steve Hansen FIGuRE ~ GRAIN SIZE DISTFi18UT10N ~ Project 5 p o _ Co. Pt?oj. P E. / 9 52 - / ~ Job No. . Location of Project ~ ~ Boring No ~T ~T Sample No. ~ 2•~- S, o) Tested By ~ • ~ ~ c• ' Date of Testing -41 12 4/ ~U ~ Gravel Sand Course to Fine Silt Clay medium U.S. standard sieve sizes I 0 10 d ~ ~ ~ N N • . U O O O O O Z Z Z Z Z Z 100 i~ i •i i t i ~ -1---~-- ~ i- 80 ~ i i _ i _ i i -T- -~---T . ---~------T--- T-----1--T--T----- I I ! I 1 I I t I 1 I I I I 1 'I i I I Y 60 -__r_-----r_~ _--~--'t'--t----- m I I i I I ~ I I I I I ' 1 1 I 1 I ~ ----+------t--- ---t---~---~F-__-~ I 1 I I 1 I V I I I I t 1 ~ 1 I I 1 I I ' a 40 --1--+---+---+---.1. i -1-~L--~---1----- I 1 1 I 1 I 1 1 I 1 I I I ~ I I , i I I I ~ 20 ---~-----L-- -1--- -J---1----- I I 1 1 • 1 I . 1" I ' I I 1 , I I I 1 I I • . I I 1 I ~ I ---i -----i -T--- , 0 Ul) ~ O O O- tt1 ~ N r- _ Q ~ c0_ ~ ~6 O ~ o O O O O O O O ~ Particle diameter, mm Visual soil description J L 1 G H T L Y GRAVELLY, S L I G H T L Y S-T 1_ T Y SA &i n Soil classification S P- S M - System u NI: Fl F D ~ Dio = 0. 02 cm - ~ kHaz~N's ~ 5G IN,IHR, . FzG uI? E 2 GRAIN SCZE DISTRIBUTION • Project -S P O K A M t ~O . PR oi. / . E. / ~ Job No. . Location of Projact S PO kA BFIAI-A Boring No. -T~ s 0 1 Sample No. Tested By Gi RE ' Date of Testing 7/9 Q - . Gravel Sand Course to Fine Silt Clay ' medium . . I I . U.S. standard sieve sizes I 0 0 ~ - • ~ ~ N V~ ~ N ' O O O O O O Z Z Z Z Z Z 100 ~~„i `_L! -1---~ -J-__ ~ i 80 ~ i i i i -r------ -T---~--T--T,~--- ~ I~ I I I 1 I 1 I I 1 I I I ~ I I 1 I -T----7 _-_TT_.,~-- I I I 1 1 I I I I 1 I I ~ 60 ~--t----- 1-'.- , -t---~---~--t----- C I _ I • 1 I I 1 I I I I I I ` 1 ' 1 1 I I I C ---~-----i---- -i-----4--~---+----- ~ I I I I I l ---i 2 I - 1 I I I I ~ I I I I I I a 40 ,=,1.------i-„ a----~_~~--_~-,--_ i i i i i i i I I 1 I I 1 I I I 1 ~ ~ I I I I I 20 -~,l_-----L_~ _1 __J_-_L__1----- i __-i ~ ~ ~ i i -----r-- -T__~ - i ~ . i i ~ t i • • 0 - ' n T v° c°li ~ ~ o 0 0 ao ' ~ v, ° o 0 0 0 0 0 0 o c p Particie diameter, mm Visual soil description f?R A V C L L Y SAAJD klIT H TRA CE ~31L?" Soil classification ~ r . System L4 N j lc IE D ~ ~ Do,oe s c m ~ KHA-ZENJS ~ (Soo TN./HR. ~ 98-108 able 1 Test Pit Logs Agiril 998 Test Pit 101 0.0-2.2 ft. Medium dense, light brown, slightly gravelly, silty sand; moist, poorly graded (medium sand). Moisture content = 9 2.2-6.0 ft. Medium dense, light brown, slightly gravelly, slightly silty sand; moist, poorly graded (coarse sand). Moisture content = 8 - 6. 0-10. 0 ft. Medium dense, light gray-broum, gravelly sand with trace silt; slightly moist, poorly graded (coarse sand). Moisture content = 3%. . No groundwater encountered. Test pit temlinated because of caving. ' Best Manegement Pracilcaes a. Determine pond geometry for the sediment storage volume calculated above using 3 feet (1 m) in depth and 3:1 side slopes from the bottom of the basin. Note, the basin bottom. is level. ' b. Extend the pond side slopes (at 3:1 maximum) as necessary to obtain the settling zone volume at 2-foot (600 mm) depth minimum or as determined above, 4-foot (1.2-m) maximum. c. Adjust the geometry of the basin to effectively combine the setlling zone. _ volume and sediment storage volumes while prescrving thc dcpth and side . slope criteria. Provide baffles to prevent short-circuidng. A 6:1 aspect ratio between the basin . length and width of the pond is desirable. Mslntenance . . _ • Inspections should be made regularly, especially after large storm- events. Sediment should be removed when it fills one half of the pond's total sediment - storage area. The effectiveness of a sediment pond is based less on its size , - than on regular sediment removal. . • All temporary erosion,and sediment control measures shall be removed within 30 days after final site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped sediment shall be removed or stabilized on-site. Disturbed soil areas resuldng from removal shall be permanently stabilized. 8-3 Water Gluality BMPs _ 8-3.1 BMP RB.05-- Bioflltrat/on Swale _ Deflnltlon Biofiltration is the simultaneous process of filtration, particie setding, adsorption, and biological uptake of pollutants in stormwater that occurs when runoff 17ows ' over and through vegetated areas. A biofiltration swale is a sloped, vegctated ' channel or ditch that provides both conveyance and water quality treatment to stormwater runoff. It does not provide stormwater quantity convol but can convey runoff to BMPs designed for that puipose. , , . . Genera/ CNteria - 1. . The swale should have a length of 200 feet (61.0 m). The maximum bottom width is 10 feet (3.1 m). The depth of flow must not exceed 4 inches (100 mm) during the 6-month stonn. 2. The channel slope should be at least 1 percent and no greater than 5 percent. 3.- The swale can be sized as both a treatment facility for the 6-month stonn and as a conveyance system to pass the peak hydraulic flows of the 100-year storm . if it is located "on-line." 4. The ideal cross-section of the swale should be a trapezoid. The side slopes should be no steeper than 3:1. 5. Roadside ditches should be regarded as significant potential biofiltration sites and should he ualized for this purpose whenever possible. - Hlghway Runoff Msnual P89e 8-47 Februery 1995 Best Management Practlces 6. If tlow is to be introduced thmugh curb cuts, placc pavemcnt slighdy abovc thc biofilLcr clevation. Curb cut,s should bc at ica.st 12 inchcs (300 mm) widc to prcvcnt clogging. . 7. Install low-flow biofiltration swales within ponds where sufficient land does not exist for both. . 8. Biofilters must be vegetated in order to provide adequate treatment of runoff. . 9. It is important to maximize water vornact with vegetation and the soil surface. For general purposes, select fine, close-growing, water-resistant grasses., Consuli the district or headquarters Landscape Secction for specific vegetation selection recommendations. 20. Biofilters should generally not receive construction-stage runoff. If they do, presettling of sediments should be provided (see BMPs E3.35 and E3.40). Such biofilters should be evaluated for the need to remove sediments and . re.storc vegetadon following construction. . ' 11. If possibie, divert runoff (othec than necessary irrigatipn) during the periQd - . of vcgetation cstablishment. Wtiere runoff diversion is not possible, covcr grufcci and scedcd areas wilh suitable crvsion control matcrials. _ Deslgn Procedure 1. Determine the peak flow rate to the biofilter from the 6-month 24 hour_ design storm. 2. Determine the slope of the biofilter. This will be somewhat dependent on where the biofilter is placed. The slope--should be at least 1 percent and shall ~ be no steeper than 5 percent. When slopes less than 2 per+cent are used, the need for underdrainage must be evaluated. . 3. Select a swaie shape. Trapezoidal is the most desirable shape; however, rectangular and triangutar shapes can be used. The remainder of the design process assumes thai a trapezoidal shape has been selected. ' 4. Use MaTming's Equatian ta estimate the bottom width of the biofilter. . Manning's Equation for English umts is as follows:. . . , Q = (1.486 A R6.667 50.5 n - , Whcrc: Q = Elow (cfs) A= cross seccional area of flow (ft2) _ R= hydraulic radius of flow cross section (ft) ' - S =loagitudinal slope of biofilter (ft/ft) n=-Marining's roughness coefficient = 0.20 for typical biofilter ' For a trapezoid, this equaEion carutot be directly solved for botxom width. However, for vapezoidal chanriels ihat are flowing very shallow the hydraulic • radius can be set equal to the depth of flow. Using this assumpdon, the- equation can be altered to: - b = ((0.135 Q) / (Y1.667 50.5))_Zy - ~ . ~ poqo 848 Hlghwsy Runotf Ibtanwl February 1995 Best Marwgemeni Practfces Where: y= depth of flow . z= the side slope of the biofilter in the form of z:l Typically the depth of flow is selected to be 4 inches (100 mm). It can be set lower but doing so will increase the bottom width. Sometimcs when the flowrate is very low the cqualion listed abovc will gcncratc a ncgativc vaiuc for b. Since it is not possible to have a negative bouom width, the boltom width should be set to 1 foot when this occurs. . Biofilters are limited to a maximum bottom width of 10 feet. If the requined bottom width is greater than 10 feet, parallel biofilters should be used in conjuncdon with a device that splits the flow and directs the proper amount to each biofilter. 5. Calculatc thc c;ross scctianal arca of (low fur the bivcn ch:tnncl usiiib the calculated bottom width and the selecced side slopes and depth. 6. Calculate the velocity of flow in the channel using: v-Q/A . _ , If V is less than or equal to 1 ftJsec, the biofilter will function correctly with the selected bottom witith. Prviceed to desisn step 7. - If V is greater than 1 ftlsec, the biofilter will not function correctly. Increase the bouom width, recalculate the depth using Manning's Equation and retum to design step 5. - 7. Select a location where a biofilter with the calculated width and a length of- 200 feet (61 m) will fit. If a length of 200 feet (61 m) is .not possible, the width of the biofilter must be increased so that the area of the biofilter is the same as . if a 200 foot (61 m) length had been used. ~ S. Select a vegetation cover suitable for the site. Refer to the district or headquarters landscape architect or the headquarters horciculturist. 9. Determine the peak flow rate to the biofilter during the 100-year 24-hour . storm. Using Manning's Equation, find the depth of flow (typically n= 0.04 . , during the 100-ycar flow). The depth of the channcl shaU be 1 foat (300 mm) - deePer than the depth oC tlow. - - Constructlon and Nlalntenance Crlterla " 1. Groomed biofilters planted in grasses shall be mowed during the summer to promote growth and pollutant uptake. 2. Remove sediments during summer months when they build up to 4 inches (100 mm) at any spot, cover biofilter vegetation, or otherwise interfere with biofilter operation. If the nemoval equipment leaves bare spots, reseed , those spots. " 3. lnspect biofilters periodically, especiaUy after periods of heavy runoff. Remove sediments, fertilize, and reseed as necessary. Be carcful to avoid introducing fertili•r.er Lo rcceiving waters or ground water. 4. Clean curb r:uts whcn snil and vesetation buildup inicrfcres with flow introduction. ' Hlghway Runofl Manual Page 8-49 Februery 1995 BOs# AgonagatMt PractlCas 5. Remove litter to keep biofll:rs free of extemal poRution. ~ . 8-1.2 BMPR8. IOT-VegefttIVOFI1#er SIWp . Definftlon A vegetative filter suip is afaciliiy that is desigrbed to prvvide stormvrrater qualirY ntannene af cor~~entional poliutmts but nat nutiients. This BM2 wi1F not prv3►ide stormwazer qu.antity cantraL 'Ihe pnmary use of vegetatiwe filter strips will 1e alang numl rvadways wh= shed flow fmm the xvadway wi1l pm ihmgh the . - filta strip before enteriag a canveyance synem or a quarttity corLml faci.].ity. 'Ihe vegetative filer suip is 9W in an interim ghase of developmenL Tbis SMP is ~ble for ue on any pro~CL that meets rhe General Criteria listed beio'W; hawever, the General +C`rit,eria may change in the near future as r~search pxvjects and rield tcsts invaYving thts BMP are completed. Users of tWs manuai lhat are not associated with WSDQT shvald contact Ivfichelle Hprn of the I]eparment of Eealogy's Waicr Qua3ity Unit roverify the applycability of tihis BMP before ussng - il in a prcajc:ci. General CriterFa - " - 1. The widrh of a filter strip sha[] be lU feex (3 m) with ~nansverse slope - between I percent and 15 pe~c:ent. - - 2. Fifter suips may be piaced 3 to 4 feet (I t0 1.2.5 m) from the eige of pavement, to aocommodate a vegetattan free zone. - . 3. Once stormwaticr has been treamd byafiilier strip, it sha Tme coRected and - conveyed to a stormwamr quantity BMP. - } , 4. Vegetative filter strips must not receive ooneenumed flow discharg+es. Y ' 5. _ A maximum of two lanes can contribute to a fter strip. 6. The raadway AD"i' is less than 30,000, , . 7. Veg~tative filtersuips should not be used on roadways with longitudinal _ slopes gr=er thm 5percent because of the difficulty in rnaintaining the nccp=ry.sh=l f#nw cnnditinm%. ' - S. Vcgetative f 1ter strips shauid be cotmtructed after.other pontions of Uxe Pmject are completed. ~ - . - Des#grr Proocerdure Prav}de an afea neact'to the madway to use as a fiiter strip. 'Ihe strip must run the , lengrh ~f the rvadway to ie utated and have awidth of 10 feet (3 m) with a slope bwwwa 1and 15 pemenL The fipw from the roadway mus-t enter the i1ter strip as . sbcet flvw: - - CDl?s#=tIon and ~ntemmCe C~a - t. Coristtuct filter stri~s after completion of the highway Projeci. 2. Gtoomed filter strips F1anted in grasses shaB be mawed dnring the summer to pTOmOte growth. . - - 3.' 1nsp=t flter strips periodically, e,specially after periods of hean►y runaff: Rcr,nvvc scriiments and resccd as ne=sary.. _ . k ~ r ~e B~S~ Hiowey Rtffo# AlwaaW February l995 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: -r'jYf2QCAJT S tD~ - Comment : channel ,OOW1641 culvert Solve For Actual Depth Given Input Data: Diameter.......... 1.00 ft - Slope -0.0200 ft/ft Manning's n....... 0.024 Discharge......... 2.50 cfs Computed Results: Depth 0.75 ft Velocity.......... 3.94 fps Flow Area......... 0.63 sf Critical Depth.... 0.68 ft Critical Slope.... 0.0261 ft/ft Percent Full....... 75.29 t Full Capacity..... 2.73 cfs QMAX @.94D........ 2.94 cfs Froude Number..... 0.81 (flow is Subcritical) , . Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: STRAWTHER'S ADDITION Comment: CULVERT UNDER DRIVEWAY Solve For Actual Discharge Given Input Data: . Diameter.......... 1.25 ft Slope 0.0200 ft/ft Manning's n....... 0.024 Depth 1.25 ft r. Computed Results: Discharge......... 4.95 cfs - . . Velocity.......... 4.03 fps - Flow Area......... 1.23 sf Critical Depth.... 0.90 ft . Critical Slope.... 0.0264 ft/ft Percent Full...... 100.00 t Full Capacity..... 4.95 cfs QMAX @.94D........ 5.32 cfs Froude Number..... FULL . Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 , . a MAILING ADDRESS: • OFFICE LOCATION: ' P.O. BOX 18779 N. 10115 NEWPORT HWY. SPOKANE. WASHINGTON 99208 SPOKANE. WASHINGTON 99218 & PHONE (S09) 467-5261 FAX (509) 467-5262 CONSLILTING C1VIL ENGINEERS & LAND SURVEYORS . WASHINGTON • IDAHO February 23, 1998 , Project No. 98042 CONCEPTUAL STOP;MWATER MANAGEMENT PLAN for - - STRAWTSER'S ADDIfiION SPOKAN~ ~~~~TY _ Portion of SW1/4 of the NW1/4 of NIAR 3 1998 Section 33, TZSN, R44E, W.M. Spokane County, Washington DIUISION 0F BUDLDiNG AND PLANNlM3 1y: d • ~ • r~ L 1 R : • Vq \ ~ ~i~i•~ i' i'r, , 00 ,Q t(..'u? ~ hl•'~ .4'..'t 'i..► ~ ;v. ~ EXPIRr5 Nvv 1v, 1113 Prepared for: . Donna Strawther 16326 N Castlebrook Lane Spokane, WA 99208 Prepared by: Steven M. Hansen, P.E. The drainage plan as submitted is conceptual in nature. The final drainage design based upon the conceptual plan will make appropriate provision for drainage and drainage ways consistent with good engineering practice and in conformance with RCW 58.17.110. a r MMLt~ " t • ! GV"~tOL~ 7. ~ j ~ 't rt Lt'~ t~ ~ ~ ` S + N~t ' I~ ~ ~~,y~~ G i!t , • ` e~~~~ .1, t ~ .o A4 A ~ i GO ~ 'a t ! ` z~ = Z ' ~ 6 1 • y` f ? M ~ N j t • ~ ~ i1 'w' , JPJ ~ ~ l~ • i j ► . ~,,yLETTA t,?J►L• ~s ^ k N/~`WM►~/J~ r ~ . ~ 33 v ~ MT' y,,;6~E.Tr w I . e .j o pRoJE vdT N^v,~1JS 1►JN ~ ` . OGAT h ~ L .335o44 y.0 N ~ . ~ Q0 5,415' 3o3 ~.A 5 - - ~r~ ~ r t ~ _ L ?1r `j • ~ ( ~ ~ ~ 1 rr V ~ ~v~ v y ~ ~c r ; ~ IL f) . f AYf qd VICINITY MAP SITE: The proposed site of "STRAWTBER ADDITION" contains approxirnately 3.24 acres of mostly undeveloped land adjacent to Dishman-Mica Road in southeastern Spokane County. There currently exists a duplex unit on proposed Lot 1. The remaining land is partially treed with a poor covering of wild grass. Improvements will include a total of 71ots, with two proposed condominiums and four single-family homes. SOIL AND GROUND CHARACT'ERISTICS: Soils in the immediate vicinity of this project are classified as both Springdale gravelly loam and a - Clayton sandy loam, which are Type A and Type B respectively. Springdale soils are pre-approved for drywells. Currently there exists two drywells at the cul-de-sac directly north of our site which appear to be functioning well. A natural draw runs through the southeasterly edge of Lot 5 which drains to a 24 inch CMP under the highway. The basin map limits do not reflect the total basin flowing to that culvert, but the adjusted flow from the SP 743-92 Stormwater Plan was inserted at . the offsite drainage easement to this draw. Also, flows from the highway ditch from the north will have some contribution, but there are no signs of excessive flows and backwater will have little, if any effect on this site. The 24 inch CMP was not analyzed for capacity, but appears to be more than adequate. METHOD OF MANAGEMENT: The site was divided into three portions for the sake of managing increased stormwater. First, the southeasteriy portion was not included in a basin since it is largely to stay intact. The existing duplex is on this portion with unprovements limited to possibly a portion of a single-family home on Lot 2, with offsetting lawn area on sandy loam soil. Second, Basin A2 will include the proposed cul-de-sac along with some driveway and yard improvements. We propose to locate the "208" swale and drywell within that basin. The 10-year storm event will be retained within this basin. Third, Basin A1 includes several proposed condominiums, single-family home and driveway improvements. Soils may tend to be more in the Clayton loams and not suitable for drywells. Drainage will find its way to the existing natural swale and into the 24 inch CMP. We propose to allow for some storage to cover any increased runoff and allow the remaining ninoff to continue on its predeveloped course. Some ponding (153 CF) will provide for settling before flowing through a proposed 12" CMP under the driveway to Lot 5. This basin feeds a wetland area west of Dishman- M'ica Road. We believe this approach is ideal in not cutting off occasional runoff to the wetlands. , ~ ` ~ . . 1~ ~ ' ~ ~ S ~ 1 S o ~ . . . 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CorlLo+~niN~U r + + ~ 2 . . r , I~ 5~ ~ , , . ~ ~ A ~ t~ ~ qs~N P `~C , . . r B ~ I ~ ~ o~.. . l ~ • ~ ~ 1 ~ ~ i A g / ~ Areu : IIq,S2S ~ : ~ s 2~43Ac. sF = 2•43Ac± / { / , 7 ~ ~ SIN LE I . ~ ~ S~N6l.E . ~ a+ ti F F~~-Y , ~A s ~~1 AZ ~ ~ ~0,85 5~_ / zs ~F , ~ , i ~ 3 ~ . ✓r ~ / , • • / / ( AkEA= 0 F- + ~ GP 10 SF ~ 18 S00 SF_ ~ 19, So 5- o,q4 Ac._ ~ ,ooo ~ 8 = 0.41 Ac-t ~ , , '~ry ~ . 0 ~ I- ~ ~ ~ ~Q ~ ' i w ! . / ~ ~ ~ . Y ~ ~ t1 . 5 . ~ ~ / o ~ ~ y ~ o ~ d ~4 ~ ~ 1 ~ ~ GSSu►n \ 7 0~ . ~ ~ V/ Q ~ ~ S hU~C 1 5 1,-.h Uk1 Wi v 0~ . ~ I c • ✓ 0 / ~ . ~ . j • . , ~ t~ • , 185 ~ S ~ ; ~ 125~ ' - sMH ~ i ' ^ 6~s~~ ~ ~ ~ ~ . ~ , , , • . , ' , 15l ' I10 \ 1 , , ~ C . ~ 49 , S R s' ; ~ ~ . ~ \ , tRO/ z0 D~t~✓rklAY ~E 4Sc. 5 ~ ~p - ~ A ~ - ~ i ~ \ ~ ' . ~ • i~'~' v ~ ~ ~ , ~ ~ . R ~ i ~ . ~ 0 ~ h ✓ _ ti , . a , A ~ \ C- , _ ` ~ ~ ~ . . x . 9 o ; ` o a, SS , . . ✓ ~ . ~ ! ~5 ~ ~ • - P *pSED Q SErA ~ N , ' . : ~ p ~ . 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' - ~ , S/p . • ~J.~v ~ ` . ~ i ~ ~ IV A L .n ! i . , ~ n p 9~ . . - . . . ~ t NORTHERLY ~S CS EXPIRES NOV 1~, ~ ~ ~ $ , ALONG 40 _ ~ , i ~ ~ ~ .l~ ~ ~ 1~ J ~ "T - 9 . . , ° 'y . R .<;i~i.~ ''•'~'i• a ~ it y ~ ' n.-•' - ~ a ~ ~ ' '~.~•t l• ~r~+f..~ ~~1 . . ~ 7 'i• £ .ti , - ' ~4 • . ~•~'_.e~~y.K _ ,N~ ~R~ • +Y'- Y t t •'A-ri~' i~'~. ♦ ~~l ~r _ i~' .7a• J . '7~~" . i _ ~ ' ~ 't_t , ~ w~~' ' ~ • .,,y~~ Difrt: i ♦ hI N. 'wC ~"'.a` h^ "..r~. • 'J ~ .'i . t • I f';~~✓ , i• r .~ss~ s, ~ 1 . Mile 2 gta1e 0 OQ0 \oct T~ SOILS MAP . PREDEVELQPED BASIN ANALYSIS (Combine A1 and A2) Total Area = 3.07 Acres Assume Tc = 5 minutes Wocrdlands and ForestslMeadows and Pasture Land 2- 10%, c= 0.22 Area = 2.88 Acres f Pavement and Roofs c= 0.90 Area = 7000 SF f= 0.16 Acres t Earth Shoulders c = 0.50 Area = 1500 SF f= 0.03 Acres f Adjusted C ' - 2.88t0.221 + 0.16f0.901 + 0.03(0.50) = 0.26 . 3.07 Qlo = CI1QA = 0•26(3.18)3.07 = 2.54 CFS also consider offsite 50 year event to pass through = 1.02 x 4.58 = 1.47 3.18 ditch flow along iughway from north will also have an impact, _ but effect will be mainly on the 24" culvert. POSTDEVELOPED BASIN ANALYSIS - AZ Area = 0.44 Acres f, assume Tc = 5.00 minimum - Pavement Area = 8276 SF f(Impervious) =0.19Acrest, c=0.90 Driveway Area = 0.05 Acres f, c= 0.75 Roof Area = 0.03 Acres c= 0.90 - Lawn Area = 0.17 Acres c= 0.10 Adjusted C= 0.19(0.90) + 0.05(0.75) + 0.03(0.90) + 0.17(0.10) = 0.57 0.44 Qlo = CIIOA = 0.57(3.18)0.44 = 0.80 CFS check bowstring for swale and drywell requirements A1 Area = 2.63 Acres f, assume Tc = 5.00 minimum Pavement Area = 0.16 Acres c= 0.90 Driveway Area = 0.17 Acres f c= 0.75 Roof Area = 0.36 Acres f c= 0.90 Lawn Area = 0.60 Acres f, c= 0.10 Earth Shoulders Area = 0.03 Acres f, c= 0.50 Woodland and Forest/Meadows Area = 1.31 Acres f, c= 0.22 Adjusted C= 0.16(0.90) + 0.17(0.75) + 0.36(0.90) + 2.63 0.60(0.10) + 0.03(0.50) + 1.31(0.22) = 0.36 2.63 Qlo = CIIOA = 0.36(3.18)2.63 = 3.05 CFS 3.05 > 2.54 so provide storage. See rational analysis following. .Quick TR-55 Ver.5.46 S/N: Executed: 16:13:03 02-26-1998 * * * . * * MODIFIED RATIONAL METHOD * * Grand Summary For All Storm Frequencies * * * * * First peak outflow point assumed tooccur at inflow recession leg. Postdeveloped Basin "Al" Area = 2.63 acres Tc = 5.00 minutes VOLUMES Frequency Adjusted Duration Intens. Qpeak Allowable Inflow Storage (years) 'C' minutes in/hr cfs cfs - (cu.ft. ) ( cu. ft. ) 10 0.365 5 3.180 3.05 2.54 915 153 Quick TR-55 Ver.5.46 S/N: Executefl: 16:13:03 02-26-1998 Postdeveloped Basin "A1" Modified Rational Hydrograph Weighted C= 0.365 Area= 2.630 acres Tc = 5.00 minutes Adjusted C= 0.365 Td= 5.00 min. I= 3.18 in/hr Qp= 3.05 cfs RETURN FREQUENCY: 10 year storm Adj.factor = 1.00 Output file: OUT HYD HYDROGRAPH FOR SPECIFIED DURATION = 5.00 min. For the 10 Year Storm Time Time increment = 5.00 Minutes Minutes Time on left represents time for first Q in each row. 0.00 0.00 3.05 0.00 BOWSTRIN(f METHOD (TEH YE}1R 9TORM DE3IGN) PROJECT: 98042 DBTffiNTZON BASZN D89ZGN -BA9ZN: E2 post , DE9ZCNER S Hansen NUMBER O! DRYWELL3 PROP03ED DA?E: 26'-Feb-98 • 1 91ng1e (tppe A) • 0 Double (type B) 0 Pond Ploor Area (9F) ' Totnl Area (calc.) 0.44 aee nezt page Time o! Conc. (calc.) 5.00 see ne=t paga Composite "C" (calc.) 0.37 aee nezt page ' Time ot Conc. (min) 5.00 Area (xcrea) 0.44 C' Pactor 0.57 Impervious Area (aq, ft.) - 8276 Volume Providnd (cu. tt.) 208: 3tozm surface: - 0 Outilor (eta) 1.9 0 0.3 - Area * C" Factor ' 0.25 41 MZ li3 !i4 #15 #6 #7 Time ?ime Zntensity Q dnv. V in V out 3toraqe - Inc. Inc. . (min.) (sec.) (in./hr.) (cts) (cu. Pt.) (cu. ft.) (cu. rt.) (#1*60) (A*C*#3) (Outf.*#2) 0546) ............................mm........_...... ~............-m.m........ 5.00 300.00 3.06 0.77 309 660.00 -351 5 300 3.18 0.80 321 660.00 -339 10 600 ' 2.24 0.56 394 1320.00 -926 , 15 900 1.77 0.44 445 1980.00 -1535 ' 20 1200 1.45 0.36 473 2640.00 -2167 25 1500 1.21 0.30 486 3300.00 -2814 30 1800 1.04 0.Z6 496 3916.10 -34Z0 . • 35 2100 0.91 0.23 503 4492.56 -3990 . 40 2400 0.82 0.21 515 5074.55 -4560 ' 45 2700 0.74 0.19 520 5650.03 -5130 50 3000 0.68 0.17 529 6229.03 -5700 55 3300 0.64 0.16 546 6816.06 -6270 60 3600 0.61 0.15 566 7406.36 -6840 65 3900 0.60 0.15 602 8012.22 -7410 70 4200 0.58 0.15 626 8605.79 -7980 75 4500 0.56 0.14 646 9196.34 -8550 80 4800 0.53 0.13 652 9771.59 -91Z0 85 5100 0.52 0.13 678 10368.42 -9690 90 5400 0.50 0.13 690 10949.95 -10260 • 95 5700 0.49 0.12 713 11543.02 -10830 100 6000 0.48 0.12 735 12134.58 -11400 8 DRAINACE POND CALCULATION3 Required grassy sr+ale pond storaqe volume ~ Zmpervious Area z.5 in./ 12 in./ft. ~ 345 cu. Pt. provided: 345 cu. ft. ' DRYWELL REQUIREMENT3 - 10 YEAR DE9ICN STORI! Masimum storage required by Bovetring = 0 cu. Pt. provided: 345 cu. Pt. Number and type of Dzywells Required = 0 Double 1 Single Areas "C" A*C Q=C*I*A= 0.80 0.19 0.90 0.171 - Q(est.) _ 0.00 0.05 0.75 0.0375 ' 0.03 0.90 0.027 A= 4.08 0.17 0.10 0.017 WP = 20.5697 . 0.00 0.00 0 R m 0.1984 0.00 0.00 0 V= 4.46 0.00 0.00 0 Tc(gu) - 0.00 Q(est) - 18.22 ~ Total A Comp "C" 0.44 0.57 Holding = 0.00 TIME OF CONCENTRATZON (minutes) Tc (overland) Tc (gutter) Ct ~ 0.15 L2 a 0 Ti 1 a 1 . L1(A) m 0 Z2 = 50 N(A) - 0.3 B . 0 S(A) ° 0.022 fl = 0.016 s ~ 0.02 Tc (A) = 0.00 d ~ 0.4 Ll(B) - 0 Tc (gu) = 0.00 N(B) s 0.07 S(8) ° 0.022 TC(A+B) - 0.00 Tc (B) = 0.0 Tc(tot.) = 5.00 Intensity 3.18 ~ • ~ Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: Comment: driveway culvert Solve For Actual Depth Given Input Data: Diameter.......... 1.00 ft Slope 0.0210 ft/ft Manning's n....... 0.024 Discharge......... 2.54 cfs Computed Results: Depth 0.75 ft Velocity.......... 4.03 fps Flow Area......... 0.63 sf Critical Depth.... 0.68 ft - Critical Slope.... 0.0264 ft/ft }Percent Full...... 74.74 t Full Capacity..... 2.80 cfs QMAX q.94D........ 3.01 cfs Froude Number..... 0.84 (flow is Subcritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 r _ TRACT "B" 11007 E. SH0RT/ P LQ,, ~ ~ , ~ • , ~p ~ °bb ~o c~ O c) o,~ ~ i 30,840 sq, f t, 13.84 ' ~ 0,71 acres , 5' 57.1 0 o i,l,~~G~ 11009 E. 2 sq, f t 0,23 acres ~4 ~x X~~ti 11015 E , ~ i i ry~b i s s \ , ~ , 125.00 -N89°49'34"W 150.00 ~0,;ZD, - ~°F w~N~~ < j(51-1 0 ^ INGRESS/EGRESS 0" 0l301 SEWER EASEMENI ~o C' ~7 6 25,963 sq, 0 -f;/ ~ S ,60 acrE rF-XpiF!ES STRAWTHER'S ADDITION LOT-1 Founded 1946 _ (69timpson Engtineers, Inc. 0 20 40 80 CIVIL ENGINEERS & LAND SURVEYORS ~ N. 909 ARGONNE ROAD, SPOKANE WA,, 99212-2789 PHONE (509) 926-1322 FAX C509> 926-1323 ~ 1 P:\Pro jects\14001-14500\14470 Strawther's\dwg\14470 Strawther's.dwg 10/30/2003 10:06:37 AM PST I ` ~ ~ ~ m H0 14'1 it HEaserr 0 0 0,., z,/ ~ ~ ~ N00°35'31"E 242. 1 , 242.09 \89 ,840 sq, ft, 13.84,~ ~ ~ , 5, ~ 57.17 1,71 acres ~ i , 11009 E. 10utiiity E w 2 18,507 V ~ 9,902 sq, f t, 0 0 0,42 ° o or 0,23 acres o~ 1101 11015 E, ° 125.00' ~ ~ - - io~ ~ - ~ - - -N89°49'34"W 150.00' - - 0 ~ o z___ INGRESS/EGRESS UTILITY 8c ~ SEWER EASEM EN T Building Setback os,,,,AS6 lltilitv F o STRAWTHER'S ADDITION ~ - LOT-2 ~p C'-37..~ Founded 1946 6(simpson Engtineers, Inc. F- 0 20 40 ~RES _ 7/1~i1 =S- CIVIL ENGINEERS & LAND SURVEYORS N. 909 ARG❑NNE ROAD, SPOKANE WA,, 99212-2789 PHONE (509) 926-1322 FAX (509) 926-1323 ~ 1 P:\Pro jects\14001-14500\14470 Straovther's\dwg\14470 Strawther's.dwg 10/30/2003 10:06:48 AM PST S HOR 1T'i \ " \ TRA "A" ~ ~ ~'lit Easement ~ 110 ~ ~ , o coC O4, ~ 0 U ~ - ` a U)~ c ~ o ~ uu ~ PRC ~ N00o35,31„E 242.10(record) A 985 - 242.09 N 89 °47' S3"W off~ 57.17 0 184.d~ 2 1 ~j -I ~ 5, C_J.. ,4 10' Utility Easement ~ Q I Drainage Easement 4~ 0 i 3 ~ I 2 18,507 sq, f t, 1,902 sq, ft, o 0 0,42 acres 10 i 0.23 acres o° 11019 E, 11015 E , U., ~ 15) I10' ~I 1 ! ~ ~ 125.00, - - Nib9'49'31" 185.05 - - ~ - ~9'34"W 150.00' 11'0.015~ 51D.00' ~ o ~ 11 O ory ~i .~1 7\- ~ ~ co; / CYD JGRESS/EGRESS UTILITY & 4D =WER EASEMENT Building Setback ~ ~ N 6 Utility Easement 25,963 sq, f t, 0(.0 i ~ o ~ 0,60 acres 0 5 4i CN 0 11016 E. o~ 15,034 sq, f t, 0,35 acres 12,995 so, f t, o z 11020 E. ~ 0,30 ac~res ~ E. -s ~ 11 OP4 i F, ;w~~'~ , , STRAWTHER S ADDITION . ~ LOT- 3 - . ~D ~ 30 0 ~=-7 ~ Founded 1946 19 timpson Engineers, Inc. J 0 20 40 0`~'~`" ~ CIVIL ENGINEERS & LAND SURVEYORS Es O S 909 ARGONNE ROAD, SPOKANE WA,, 99212-2789 PHDNE C509> 926-1322 FAX <509> 926-1323 ~ 1 P:\Pro jects\14001-14500\14470 Strawther's\dwg\14470 Strawther's.dwg 10/30/2003 10:06:56 AM PST Drainage Ease' ~ G, 3 2 ~ 0 18,507 sq, f t, 9,902 s q, f t, o o, 0, 4 2 a c r e s ~ s\~C' 0.23 a c r e s o° ~ 0 11019 E. ~ /~c° 11015 E. V) 9 15'/10/ 125. 00' _ t, 10,/ ~ ~ - - N 9 34 i, -N89'49'34"W 150.00' - - ~ - ~ I 1110.054 o N 1 ~ - - - - - - - - - - - - - - - - - - - - - - --r-- ` ~o - s7 ~ ~Q)~ INGRESS EGRESS UTILITY & L •O / \ ^ SEWER EASEMENT ~ Building Setback ~ . 6 Utility Easement o~ 25,963 sq, f t, ~ 0,60 acres 0 5 ~ 11016 E, o~~ 15,034 sq, f o ~ 0,35 acre- ~ 's Z 11020 E. ~ •o \ \ \ ~ \ \ %0 92.01 , c ~N 80. 00' wnsN 252.29 N89'49'34' ~p f Ol`+t \ Pq (1/1 , `!l1 II 4 S rWIRES STRAWTHER'S ADDITION LOT-6 Founded 1946 (69impson Engtineers, Inc. 0 20 40 so CIVIL ENGINEERS & LAND SURVEYORS ~ N. 909 ARGONNE ROAD, SPOKANE WA,, 99212-2789 PHONE C509> 926-1322 FAX (509) 926-1323 ~ 1 P:\Pro jects\14001-14500\14470 Strawther's\dwg\14470 Strawther's.dwg 10/30/2003 10:07:11 AM PST -_ti ~ PLAT NAME Pr 0 NO. STATISTICS DATE , Plat Check Fee ' Number of Lots ~ Road Miles (New) Total Area ` MAP North Arrow ~5I/ q10 `1 scale q Legend J ~I ~lbl~ Procedures & Equipment 51tq ldy Basis of Bearings 5 `116 t / Plat Location By Title qld v Official Signature Blocks Surveyors Certificate t1q ~ Road Names 5l / L116 Road Widths Adjacent Area ~116 L/ Lot & Block Numbers SS a~j~ ~ R/VN Dedication Designated 3 RPS on GLO corners Lot Areas J~~l LI/D y Bench Mark N ~iT Closure DEDICATION Description (To Map) Description ( To Cert) ~ Owners Certificate to Plat I LID - CPR Statement Access Prohibited R/V11 Dedication I Plat Language I Drainage Language Drainage Covenant ~ Flood Insurance 208 Bonds - $1,000.00 ea. . Private Road Doc. #'s Private Road Warning Road Plans Li Road Bond Improvement Road Bond Inspection Signed by Engineer r - ECEOME ~ Simpson Engineer's Inc. AUG 1 CIVIL ENGINEER'S AND LAND SURVEYO FOUNDED 1946 D 909 N. Argonne Rd. City of Spokane Valley, WA. 9' i U n n 0 L IM 9 N ~ (509)926 1322 Fax: 926 1323 E-mail duanehelt@simpsonengineers.com Spokane Valley Department of Public Works Sandra Raskell PE - STR.A.WTHER'S ADDITION August 16th, 2005 Attached is: A copy of the Final Plat with the changes you wanted from your Letter to Charles Simpson on May 27ih 2005. Call me if you have any questions at 926-1322 Duane Helt 6 • - J s CITV OF 00^%W046A. e . . ~ . Valle y 11707 E Sprague Ave Suite 106 ♦ Spokane Valley WA 99206 509.921.1000 ♦ Fax: 509.921.1008 ♦ cityhall@spokanevalley.org May 27, 2005 , Chuck Simpson, P.E., P.L.S. Simpson Engineers - 909 N. Argonne Road - Spokane Va11ey, WA 99212 RE: Strawther's Addition (PE-1852) - 2"a Submittal Fina1 Plat I have reviewed the 2"d submittal final plat comments for PE-1852, Strawther's Addition. Prior to final plat the following items shall be completed: 1. A final plat review fee of $150 is required prior to final plat acceptance. 2. The following language sha11 be updated on your next submittal. Please submit a paper copy for review. o Drainage -easements as platted and shown hereon, which are for the purpose of conveying and storing stormwater runoff, and for installing, operating and maintaining drainage ponds and dra,inage facilities which dispose of and treat stormwater runoff, are hereby granted to the City of the Spokane Va11ey. The drainage easements are located on Lot 2 of Block 1. o WARNING: Spokane Valley has no responsibility to builcl improve, or maintain or otherwise service the private roads, and associated drainage facilities contained within or providing service to the property described in this Development. By accepting the Development or subsequently by allowing a building permit to be issued for property on a private road, Spokane Yalley assumes no obligation for said private road and the owners hereby acknowledge that the City has no obligation of ariy kind of nature whatsoever to establish, 'examine, survey, construct, alter, repair, improve, maintain, provide drainage or snow removal on a private roacl or ib' . associated drainage faeilities. 3. Once these above items are complete, one of the following shall be completed prior to final plat. ' a. Complete, certify and accept street improvement construction following all applicable standards for construction. This includes an accepted construction certification package, a final walk-through complete with no punchlist items remaining, and a warranty surety submitted to the City of Spokane Valley. t , ~ . b. Submit for a partial surety reduction following a11 applicable reduction process steps. This includes an accepted construction certification reduction package (includes reduction as-builts and reduction walk-through) and a surety received (based on City of Spokane Va11ey determination) for the reduction. c. A full surety amount determined by City of Spokane Valley Public Works to be submitted based on quantity amounts received from Engineer. Fina1 plat may be received after receiving this surety. Please contact me at 688-0174 with any questions. Sin rely, San a Raskell, P.E. Development Engineer cc: Donna. Strawthers - Property Owners Heather Kauer - Planning Technician or,k•~~icv:e~l~~s_ - • i . Simpson Engineer's Inc. CIVIL ENGINEER' S AND LAND SURVEYOR' S FOUNDED 1946 909 N. Argonne Rd. City of Spokane Valley, WA. 99212 (509)926-1322 Fax: 926-1323 E-mail duanehelt@simpsonengineers.com Spokane Valley Department of Public Works Sandra Raskell PE STRAWTHER'S ADDITION May 3rd, 2005 Attached is: A copy of theIN , with all the wording you wanted in the dedication from your memorandum to Heather Kauer on May 14`h 2004. Call me if you have any questions at 926-1322 Duane Helt D Nl; ~Y 0 6 2005 ~ 13o"LC IN a 9 ~ P. 1 * * * COMMI. _CATION RESULT REPORT ( OCT. 29. 204 0:46AM ) * * ~ FAX HEADER: CITY SPOKANE VALLEY TRANSMITTED/STORED : OCT.29.2004 10:43AM FILE MODE OPTION ADDRESS RESULT PAGE 473 MEMORY TX 9261323 OK 6/6 ~ RHASC)N I"CaR 1=Ri20R E-1) HANG UP OR LINt FAIL E-2) BUSY F• 3) NO ANSWER E-Q) NO FACSIMIIeE C:ONNF_CTION s crrv OF-M qdo~~~~ 11707 E Sprague Ave Suite 106 ♦ SPalcane valley WA 99206 509_921.1000 ♦ Fax: 509.921.1008 ♦ Cityhallmspo[canEvaLlcy.Org . ■ , Fax To: Dwa~l'ba Helt Frotn: Sandra RasKell Fax: 4~~~Fs ~ Z-C]2~ t~Z.~ Pages: s(irrcia•d:ng cover) , Re: Strawther's Final Piat 1..anguage Date: i0-29-04 pwaine, ~ Here are the final plat commeknts for Strowther's Additiore. These need to be updaCed bePore final plst 1 thcaugh Heather had forwarded the comments on to you_ PlEase !et me know if you have any questions. . Thanks. Sandra SgryoFme po;Sai Valley 11707 E Sprague Ave Suite 106 ♦ Spokane Valley WA 99206 509.921.1000 ♦ Fax: 509.921.1008 ♦ cityhatlCspokanevalley.org Fax To: Dwaine Helt From: Sandra Raskell Fax: 444*1fi C1 Z(ig _ i37Z~.5 Pages: 6(including cover) Re: Strawther's Final Plat Language Date: 10-29-04 Dwaine, Here are the final plat comments for Strawther's Addition. These need to be updated before final plat. I though Heather had forwarded the comments on to you. Please let me know if you have any questions. Thanks, Sandra Page 1 of 1 Sandra Raskell From: Sandra Raskell Sent: Friday, May 14, 2004 2:10 PM To: Heather Kauer Subject: Fees for Strawther's Heather, As usual, I for to mention I need the $150 Final Plat review fee for this project. Thanks, Sandra Raskell, P.E. Assistant Development Engineer City of Spokane Valley 11707 East Sprague Avenue Spokane Valley, WA 99206 Phone: (509) 688-0174 Fax: (509) 688-0037 5/14/2004 i 010 000 W s06!9! Valle . y 11707 E Sprague Ave Suite 106 ♦ Spokane Valley WA 99206 509.921,1000 ♦ Fax: 509.921.1008 ♦ cityhall0spokanevalley.org Me oraTo: Heather Kauer, MPA, Planning Technician From: Sandra Raskell, P.E., Assistant Engineer Date: May 14, 2004 Re: PE-1852 - Strawther's Addition Finai Plat Comments I have reviewed the final plat comments for PE-1852, Strawther's Addition. The following language shall be included on the next submittal. ~ 1'he Public streets and/or drainage facilities shown on this plat are herebY dedicated to the ~ City of Spokarie Valley for public use. The subdivider/sponsor will construct the public and private streets and all associated drainage facilities in conformance with the approved plans on file in the City Engineer's Off'ice. • The Border Easement as shown hereon is here by granted to the City of Spokane Va11ey and its authorized agents, and to the public for road purposes, including but not limited to curbs, sidewalks, drainage, signage, and other usage deemed necessary by the City of Spokane Valley Engineer for the safety and welfare of the public. No fence or portion ti thereof will be constructed vvithin said easement without permission of the City of Spokane Valley Engi.neer, nor will any objects be placed in said easement that would obstruct the sight distance necessary for safe and efficient vehiculaz movements. Any other easements granted or dedicated within the Border Easement area will be subordinate to tlie rights created by this easement and are subject to the City of Spokane Va11ey's permit process prior to usage. • The private roads and/or common areas shown on this plat are hereby dedicated to the (Home Owner's Association) created by document recorded under State UBI number . ~ (date) • The private roads andlor common areas carvnot be sold or transferred, and sha11 be considered subservient estates for the tax purposes to the other lots created herein. • The status of the areas designated as, subservient estates for tax purposes cannot be . changed without filing a replat. • The private roads, as shown hereon, are easements which provide a means of ingress and egress for those lots within the Plat having frontage thereon. • Drainage easements, as platted and shown hereon, which are for the purpose of installing, operating, and maintaining drainage swales and drainage facilities to dispose of runoff, are hereby granted to the , or successors in interest. (Home Owner's Association) ` • The City of Spokane Va11ey is hereby granted the right of ingress and egress to all private roads and common areas. • Drainage easements as platted and shown hereon, which are for the purpose of conveying ~ and storing stormwater runoff, and for installing, operating and maintaining drai.nage ponds ~ and drauiage facilities wluch dispose of and treat stonnwater runoff, are hereby granted to the City of the Spokane Valley. The drainage easements are located on Lots ~ of Block • The City of Spokane Valley and its authorized agents are hereby granted the right to ingress and egress to, over and from all drainage easements for the purposes of inspection and emergency maintenance of drainage swales, ponds, ditches, culverts and other drainage facilities, if not properly maintained by the lot owners. The City of Spokane Valley does not accept the responsibility to inspect or maintain drainage facilities located outside of public rights-of-way, except in cases where the City of Spokane Valley specifically assumes that responsibility in writing. Neither does the City of Spokane Valley accept any liability for any failure by the property owners to properly maintain such areas. • A lot is served by a private road when: a. the only road frontage for the lot in the - Development is on the private road, or; b. a lot having frontage on more than one roa.d (public or private) constructs an approach to the private road. The Home Owner's Association or their successors in interest sha11 maintain the private roads and associated dra.inage facilities in conformance with the approved plans on file i.n the City Engineer's Office. • The owner(s) of any lot created by the Development or alternation thereof and served by a private road shall be responsible for maintenance of said private road, including ~associated drainage faciliries. ~ Maintenance financing of the private roads and associated drainage facilities shall be in a manner determined by the Home Owners Association or their successors in interest. • Should the Home Owners Association be terminated for any reason, the successors in interest shall be the individuallot owners, or their successors in interest, who are members of the Home Owners Association at the time of said termination. ~ ti Owners of lots within the Development who are served by such road, may sue and recover damages and attorneys' fees from any owner of any lot within the Development which is similarly served vvho refuses to participate in the road and drainage facilities, construction, financing, and maintenance. • WARNING: Spokane Yalley has no responsibility to build, improve, or maintain or otherwise service the private roads, ,.and associated drainage facilities contained within or rovidfng service to the roperty?described in this Deve p p lapmnL By accepting the Developwnt or subsequently by allowing a building permit to be issued for property on a private road, Spokane'iYalley assumes no obligation for said private road and the owners hereby acknowledge that the City has no obligation of any kind of nature whatsoever to establish, examine, survey, construct, alter, repair, improve, maintain, provide drainage or snow removal on a private road, or its' associated drainage fLlC1Z1tI8S. , This covenant and agreement shail run with the land and shall be binding upon the owner, their beirs, successors or assigns, including the obligation to participate in the maintenance of the private road and drainage facilities as provided herein. The property owners within this plat are responsible for keeping open and maintaini.ng the surface path of natural or man-made drainage flow over and across their respective properties. If the property owners fail to maintain the surface path of natural or man-made drainage flow, or drainage facilities on private properties, a notice of such failure may be given to the property owners. If not cornected vvithin the period indicated on said notice, the City of Spokane Va11ey has the right to correct. the maintenance failure, or have it corrected, at the expense of the property owners. No structures, including fences, shall be constructed directly over or within a natural drainage channel or drainage ditch without the expressed written consent of the City Engineer. The City of Spokane Valley does not accept the responsibility of maintaining the drainage course on private lots nor the responsibility for any damage wha.tsoever, including, but not li.mited to, inverse condemnation to any pmperties due to deficient construction and/or maintenance of drainage courses in drainage easements on private property. • Properties may be located uphill and adjacent to this subdivision that periodically discharge stormwater runoff onto individual lots within this plat. Stormwater runoff from nearby - uphill properties should be expected, and during snovv melt periods or wet seasons the lots may be subjected to higher amounts of stormwater runoff than wha.t is normally observed or anticipated. Because stormwater runoff from adjacent properties has discharged onto i this plat prior to development, stormwater runoff will likely continue to do so after development. Any building that is constructed on a lot in this plat sha1l be set at such an elevahon so as to provide positive drainage away from any drainage entry point to the building (i.ncluding but not limited to a window well, a window unprotected by a window well, or a doorway). The lots shall be graded so that either a) all runoff is routed away from the building and conveyed over the lot to a natural drainage swale or approved drainage facility, or b) drainage intercepted on the lot is disposed of on the lot in an approved drainage facility. A11 drainage facilities for this plat, including any swales, sha11 be constructed in accordance with the approved plans on file at the City Engineer's Office. Any proposed changes to the approved road and drainage plans must be approved by the City Engineer's Office prior to construction of said changes. The owner(s) or successor(s) in interest agree to join in any City-approved stormwater management program and to pay such rates and charges as may be fixed through public hearings for service or benefit obtained by the planning, design, constructing, maintaining, or operation of stormwater control facilities. • The lot owners within this plat sha11 ma.intain a11 natural drainage channels, drainage ditches, and all water quality treatment swales situated on their respective properties, and any portion of swale situated in a public right-of-way adjacent to their respective properties. Maintenance of drainage facilities includes, but is not limited to, keeping open and cleaning storm pipes, ditches, drainage ponds, swales, etc., replacement of drainage ~ facilities as needed, and maintaining live native-type dryland grasses or lawn turf in the swales. The lot owners are responsible for removing, disposing, and replacing the soil and grass sod located in drainage facilities situated within private lots at such time the City Engineer deems necessary. Maintenance of the lawn turf within the swales shall also include, but is not limited to mowing, irrigating, and keeping the area free of debris. The lot owners shall be responsible for payment of all claims and other liabilities which may become due for sa.id ma.intenance responsibilities. The City of Spokane Valley does not accept the responsibility to inspect and/or maintain the drainage easements, nor does the City of Spokane Va11ey accept any liability for any failure by the lot owners to properly maintain such areas. If the lot owners fail to mainta.in the drainage facilities in conformance with the accepted drainage plan on file at the City Engineer's Office, a notice of such fai.lure may be given to the lot owners by the City Engineer. If not corrected within the period indicated on said notice, the City has tlie right to correct the maintenance failure, or have it corrected, at the expense of the lot owners. ~ • The City of Spokane Valley is responsible for maintaining the stormwater faci.lities located within the public ROW as shown in the final plat documents. Maintenance sha11 include cleaning the structiues, pipes, and drywells. STRAWTHERS Cou rse: N 00- 05- 04 W D i stan ce: 421.46 Course: N 89-47-53 W Distance: 242.09 Cou rse: N 35- 33- 24 W D i stan ce: 134.80 Course: S 55-12-25 W Distance: 191.09 Course: S 39-16-51 E Distance: 522.49 Arc Length: 36.45 Radius: 2834.71 Delta: -0-44-12 Cou rse: S 82- 40- 5fi E D istan ce: 24.48 Arc Length: 23.56 Radius: 15.00 Delta: -89-59-33 Arc Length: 45.04 Radius: 65.00 Delta: 39-42-05 Cou rse: S 89- 47- 53 E D istan ce: 37.00 Perimeter: 1678.46 Area: 142284.39 3.27 acres Mapcheck Closure -(Uses listed courses & COGO Units) Error of CI osu re: 0.006 Cou rse: S 05- 42- 32 W Precision 1: 288094.47