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Home My WebLink About28266 DRAINAGE REVIEW FILES 2 OF 3 ~ . S P O K A N E C O U N T Y DIVISION OF ENGINEERING AND ROADS A DIVISION OF THE PUBLIC WORKS DEPARTMENT William A. Johns, P.E., County Engineer September 28, 2000 ' Tim Schwab, P.E. CLC Associates, Inc. 707 West 7`hAvenue, Suite 201 Spokane, WA 99204 SUBTECT: P1859 - Dishman Commons 54,-20e Submittal Gentlemen: We have conducted a cursory review of your September 12, 2000 submittal of Design Documents for this project, and we have found that the submittal generally does not conform to the requirements of the Spokane County Standords for Road and Sewer Construction or the Cruidelines for Stormwater Management. We are, therefore, unable to accept your submittal for construction at this time. The attached comment list contains the items of concem that we discovered, and it is not to be construed as being comprehensive. Given the number and degree of items to be resolved, a Pre-Submittal meeting must be conducted prior to the next submittal, so that all parties can ensure that the comments are adequately addressed prior to the next submittal. If you have any questions about this review, or to set up a convenient time for the Pre-Submittal meeting, please contact Ed Parry, P.E. at 477-3600. Thank you. Sincerely, William A. Johns, P. E. Spokane County Engineer ~ Edwar . . Plan Review Engineer encl.: Design Documents - plans & calculations Comments (5 pages) Checklists: ESC & 208 Lot Plans cc: project 61e reviewer (comments only) Sponsor: Northwest Regional Facilitafors 1026 W. Broadway Ave. • Spokane, WA 99260-0170 9 (509) 477-3600 FAX: (509) 477-7655 (2nd Floor) 477-7475 (3rd Floor) • TDD: (509) 477-7133 1• , . Tim Schwab, P.E. P1859 - Dishman Commons 3rd Submittal September 28, 2000 Page 2 of 6 Items remaining from 1' submittal: , -a!-:: "cad-EB-~ent.-~' r,-~'~' -.-.rfil: E%irShettE 2) ShECt 2: r}-~ ~'^4E~-{~--5~?t~~-~}u~E' cii" ^~ci="►v-iin '~'rs-iE?Er'~~f'E~-t`i~-~.'r"~:~rti ~ :~Elf{~~--E?~~3@-f~~ Pele. fff • . Apfil f _ r . , 0,0-0).-R9Wt t Reles 9 ed te W, 1. . 9~-£~1ftt-4 1- c) Should provide a standard plan reference or a detail callout for the "traffic candles" (callout #2). Has this been coordinated with the County Traffic Engineer? (Needs to be coordinated with the County Trajfzc Engineer){The traffu channeling device should be noted as "to be installed by Courtty Tra, fj`'u Engineering Dept- " d; S+a-tieHS-fa~- Feet ~ a-; S+a , v s _ , l . ! ~ul ube ~ ~ "'9 ~ (cal-letit. :`7942-(We J ~7TL -/-CTT~ t 3) Sheet 3 : -s b)--hibeand-tapeFs-a~-~ . . 104. 100' !MUM 4) Sheet 4: ft), . ff_ - t~t-a~Nett~ . ~ ~ ) C'z'n^-~e-data-?£f-C 1 5) Sheet 5: - k- ipe-eLftlet-at-~~ ~ 3` 1,9Z (1 6) Drainage Calculations: a)--GeFt-~ tiefi ~ ~mk17~,~~e ~-ed aA- I iHe analVSiS fer b? L ae+~.. Gr- _ ff Z~.-j tems-AieEt4d be pFc~~ed 6!~~wetx-=t ~ . . : .f " .~--~,-C'? ~ ~t:y--t~a=l~t~ . . . . . ~,rTT rrrr7 c) Sub-basins need to match the basin map (e.g., Basin A) (Need to indicate topography. The contours on the road plans in the vicinity of Lots 10A through 6A indicate that there may be offsite areas flowing onto the site. If there are contributing offsite basins, and they are to be cut off, then the plans will rreed to reflect that) {T'he transmittal letter bears a statement of engineering opinion on thb- maiter. The letter needs to bear a signed, dated P.E. stamp} d- , . , . n n r~.,~,,, ti 1C..i.,n~ r ~ otrsr*~ e) basin c-ales inekide 9* eti pEn4e . . fl"C" factor of 0.10 for Basin B(as an example) only works if those lots are kept in lawn. How does that fit with the development plan? A typical lot development plan might be helpful in documenting the assumed drainage surface factors (Not clearly addressed; basins need to be evaluated at the built-out condition) flhe project owner has indicaied that the lots in Basin B will be multi- family lots. Tfie bosin needs to be evoluated at the built-out condition. A typical lot development plan needs to be ineluded to support the design ossumptions for Basin B. "C" factors for the r Tim Sc6wab, P.E. P1859 - Dis6man Commons 3`d Submitta! September 28, 2000 Page 3 of 6 peak f Pow calculations (28) and the storm volume calculutions (33) also need to be coordiaated (cheek for all basins these are an eYam,ple) } Pip~.: .r.1., i .,a T~~~~ 2~~) r7~' CZ'S'7ZT RCCtT' h) Grate calcs work if the 6" water depth doesn't obstruct the roadway. Need to maintain at least a 12' clear lane centered on CL. Grates should be evaluated for the flows they actually receive {Grate calcs need to be coordinated with the plan eallouts and eurb conditionsf -')--Pt.'~--p~ :i -fc -~3f~-"-~1.•,,-..,,y.l, ."`!id--s,•hetl1d bc--?~~i-iitz3-1- tied b 9) ' - ` • C r g Ftifid ' 2S-4B£-a1ed etit-5~~thf!-.3t4k- 11W 9) Pavement Design: Need to include CBR test data & calculations, data used to convert CBR to Mt (Data was provided with this submittal. Technical Reference B of the Standards does not indicate that a direct conversion of CBR to M, is an acceptable standard method for determining M,. 14pproval of a Design Deviation Request will be needed for this method, per our 13 July 00 e-mail correspondence. The County's evaluaiion of this approach has found that CBR tests are too variable among samples within a soil type to be a reliable predictor of the M, value. The CBR variability appears to be borne out by the test data provided. Please obtQin the County Engineer's approval of a Design Deviation Request for this method prior to the next submittal) {1Veed to include copy of the approved Design Deviation. Pavement widening cross-slope caleulations are needed in each subnuttal; these were received oa Sept 28`"} 10) 208 Loi Plans: Need to include a swale section detail for those lots with swales (Swale section detail was not received with thls submittal) {A separate section erd sheet is needed for Block 1, Lots 3,4, & 6. Please refer to the "208 Lot Plan Checkllst" in the GSM, a copy is attached for your reference} Items noted on 2°d Submittal: 208 Lot Plans • Lot 3, Block l: ` ~ e t~~r+ `'~_tTfCTir~ drni.~nite ~.nyni enf nr-i T r~l ~.1 • • CICG~Ti~ ei4- ..-ii) tic~nr~ e b~~ t~r~rj~nnl n~~~~C - - ~T}'•~'~.1~E~ Storm Drain piping will need to be contained in an e.asement (1Veed to tweak the easement dimensioning - see redlines) • Lot 6, Block 1 = 5 . Bleeli . Q ,a t„ 4.e a„dieaked g Storm Drain piping will need to be contained in an easement (Need to tweak the easement dimensfoni»g - see redlines) ~ Lot 4, Block 1 . nd-B Storm Drain piping will need to be contained in an easement (Need to tweak the easement dlmensioning - see redlines) • Lot 2, Block 1 North line of the I?rainage Easement needs to be dimensioned along the 16'h Avenue R/W line; e,ast Iine nceds to be dimensioned from the 16'h Avenue R/W (Are drainoge easemenis still contemplated jor Block 1, Lots 2& S, as shown on previous submittals?) , . Tim Sc6wab, P.E. P1859 - Dishman Commons 3"d Submittal Septernber 28, 2000 Page 4 of 6 Sheet 2: ; ~reiiiie L$D..t,drv-'rie - Np@'s~"S'Et'~-Pef•}~Wh-r Drainage easement for pipe system needs to be dimensioned (Need to tweak the easement dimensioning - see redlines) Sheet 4: e-Idei-rd-~ag~e Galleu~,=.~z - i,, k-~~ Sheet 5 Nzed-Ee-i+id-i -c-1i-basi-tas GefftVCirn 1•~ie Va l VIlCL--UT~d te be cVmpleLell tii [~ri~ - 1nnll.~„ 4 ` 1 1~1 T a7'R:~.`~'^~ a_ dit rFr.`taf'Ii(jl~,I7tZ,f~Z^ . -F--~Fi~W Pipes need to be indicated in profile; profile of piping system is also needed (GSM, para. 2.1.a) {Previous cornment should have been clearer: Pipes crossing the road and CB's on the curbllne need to be shown in the rnad CL and curbline profiles, as well as in profile along tke pipe route} Tract C limits need to be clearly indicated {Tract C(contarins Pond "A dimere.sions & bearings need to be indieated} r.,n,,,,+ ~o: Ar.-.,6,,., Sliee" Sheet 6 Pipes need to be indicated in road profile; profile of piping system is also needed (GSM, para. 2.1.a) {Previous conrment should have been elearer: Pipes crossing the road and CB's on the curbline need to be shown in the road CL artd eurbline profiles, as well as in profile along the pipe route} CallOtit ; . 1-5-iflii-laf-te-~2Eat; ? AA-r-46t--ei Caltout #2: ~„s~- ~~t°iv iTi~ ate r Grate elevation needs to be coordinated with T/C elevation (With the typical Z" depression at the inlet, the grate elevatlon = T/C - 0.5' for a Type R curb) ~~ut.:! 7. r: rn te elei • n f i on Heedn f-o be LT:er-d'i'ITCTT'°d`TriiTi-~i Callout # 14: Grate elevation needs to be coordinated with T/C elevation (W'uh the typical Z" depression at the Inlet, the grate elevation = T/C- 0. 5'for a Type R curb) Detail #4: Is the private road in a tract or an easement? (need to indicate "Easenwnt" or "Traet" in the detail - see redlines) Sheet 8: Detail . ated Nkati-reallettY ```.!~heet-5 Detail #2: Need to indicate easement dimensions (Need to tweuk the easement dinrensioning - see redlines) Tim Schwab, P.E. P1859 - Dishman Commons 3`d Submitta! September 28, 2000 Page 5 of 6 . Fln~-~~ ~'r'rri-43: 1'T~"•'~~'1°'~f'ie ff~iCTCf1v`far Pand C ren1airi .N'i11iiri O1n r+~,••r~Y1 ~li~~'ICZ'1~ ~L. ~t, ,,1~ li~ it~i»c iZtt7PcZ~J'trPr,,~ :.vXii u,v vc.a~ v~ c.crr~ . }t--t,~e{ld pee',; Detail #6: {Deleted entire detail - no further action needed} ~r~~~~3 t , Nenli ~ ~ ~ , c: nacentenf ri-.ndr f ' A`" ~ ~ ~+}e ` ^ TCiI~fItTLTfT'Ti tiTTtC" _ " ees-rteE-eiier-eadh-af)+,,R p ~~s.- . gg . Fited-~Nidi flie-Ge~,~ Detail #9: 8ov--. ^ _ _ ~~,M~~,.,neee - 2- E01IFF5 a-be ffe~-ided4e-4-te r . . 3 - o _ • Sec.~'c-teC-- (e.0 . ~ Pipes need to be located within easements {Eusemenis need to be dimensioned along the Lot lines, insteod of frorn another easement limit} Sheet 9: .Tc~~t' ee , • n , z,~_~ ,=~T _ afi . eF a ~Cflua, cii[~[-i-r L n nimeYntnI fln+ _ leeated b ~J . ' •c i • k--h~~~c~~E~c~tatt~f-E~Z-E~-~~E~-~f~-}t~E=~'3 ;'i !e31:1t~-}2[~-6t~Ei.li~3~e ~~--~-E~}P`l+9~s s2F,.''ea-bN' r'-- iriTs nccess FvLr~_-L) ` j~~~~~TiIIClPi~=TCS7Tj1 - -7[7ZGT~T~,i~ n1lPn AC ` . tieti be~~keeT7-[-Ti•h--TP'~f"1ilL and--P "'-_-a+ie+A,,att 1 d b2!-te - 'mis.-T lie--C8r~ ditiense~AppFek-qlapl3ea te a"1e-~-a+r~ f=ve s ~ z-n-i~~0i Ai v ~J~~•~. rr f'P 1l }!11 ;2 ^ • ll S tC?t-~tz-a~f~13r111!f-l ~.~r~- rri~S~~ sets-eF plawxilafr~niateli- weii--1601~-A%-vet~ttz--and-1-7`' 6 E@6F 1, -.ot 5 Callout #3: Need to indicate station (7eed to Indlcate station at Felts Rood approach) Callout #4: _ ~ , . , i , n~ } ` e~ [Deleted callout - no further octioa needed] Basin Map: How will the lots be graded to provide the Tc path shown for Basin B2? {The response indicates thut the longest Tc path would provide the more conservative result. In jact, a shorter Tc path would result in a higher peak flow rate It appears that the "substantial conformanee to the bastn lines" could be noted by sonre spot elevations or notes on the road & drainage plans} How will lots be gxaded to provide the basin limits cantemplated for this site? fSee conu,sent above} i _ . e-~et~~~Ea~-~i~~e-spet,,e~+e~s s1-„ C l,r„er tl ' Tim Schvrab, P.E. P1859 - Dishman Commons 3"d Submittal September 28, 2000 Page 6 of 6 Pavement Design Calculations: W'. 3 . . e4e ~ a! fialed tti--Eie-!-2peFlk. The Test Fit Map needs to indicate where the CBR sample was taken from ("...from the approximate site center..." (Jay Logan's 15 June 20001etter) is not a very accurate description). The samples are typically taken from within or very near to the roadway corridor. Need to provide sieve analysis results for the sample used in CBR testing.{Addressed in the Design Deviatioa. The fad that thls particular method of deternuning the M, value was accepted through a Design Deviatlon should be noted in the report narrativef Roadway width, pavement section, and timing of construction should be coordinated with the County's Engineering Design Section A County Road Project between DishmarrMica Road and SR27 is anticipated for 2003. {Was this addressed?} Items noted on this sabmittal: 1. Submittal Checkiist: Basin Map, Pavement Widening Cross-slope calculations, and copies of the previously approved Design Deviations were not initially found. Basin Map was later retransmitted, and the uutially submitted Basin Map was later found in the Pavement Design booklet. All the nece.ssary elements need to be included with each submittal. This saves time and confusion during the plan review, and in scavenging the project files to put together a set of Final Accepted I?esign I?ocuments. Please note that a lack of a comment on a particular element should not be construed as an "Acceptance". The County Engineer's Office provides an "Acceptance" of the entire Final Design package when alI the elements are acceptable. 2. I.ot Plans: Generally need to tweak the easement dimensioning - see redlines 3. Drainage Caiculations: a. Pipe runs need to be coordinated with the plans. Some additional labeling is recommended b. Calculations for storm line "A" were not found in this submittal c. Calculations for the outfall pad sizing & rock gradation were not found in this submittal d. Subbasin limits also need to be clearly delineated, to coordinate with the "C" factors assumed 4. O& M manual: Needs to be provided prior to plan acc.eptance. Please refer to GSM for guidance on the necessary elements Submittal Checklist foi• Road & Drainage Projects in Spokane County - PlatsiShort Plats This Siibmittat Checklist is to be completed and signed by the Sponsor's .Cngineer, and included with each plan submittal into the Spokane County Engineers Office. If lhis form is not fully completed and signed, do not submit plarrs and calculations to Spol,:ane Counry for review and accepla»ce. Incomplete submittals will be - returned and will cause unrrecessary delays for your client. Project Name: -S - ~ Spokane County Project No. F~RS ~ Date: y// Z /C0 Project Engineer: .7'ti~-_ Phone: SDy - yS7 -6/d - Project Sponsor: 46~Aj SrILYvE Phone: .SM' yS8 ~5740 A. Preliminary Process Prior to Submittal of Road and Draina.ge Plans, the following events are to have already occurred: (By checkiirg each item oJf shoivn beloiv, you are statrng tircrt you have verified these events/items have been completed.) Adoption of a Hearing Examiner's Report for this long plat, or a Planning Report for this short plat. { At least one Pre-Design Meeting bas been held with County staff at the Enoeers Office. Q~ An "Agreement to Pay Fees" has been signed by the project sponsor, and submitted to the County Enoeers Office. • L~' A Cha,nnelization Plan (e.g. signing and striping pla.a) of public roadway improvements, has been coords.nated a.nd discussed with the County Engineers Office. B. Road and Drainage Plan Submittal The items listed below are to be provided as a minimum with a road and drainage plan submittal. Add.itional information may be required to demonstrate that the pla.ns meet all applicable sta.ndards. (By checking "yes" for each item shotivrr betow, you are uerifyrng that these items have. beerr•cotnpleted ond are irrcluded -in this submittal. For any box checked "n1a a written justification oJ any omissions ot the end oj this secfion is required.) . ' . . Item Description - , . 0111-yes Road and drainage plans, two print sets. (Certification'statement on cover of plans) (J yes (Yala " One set of plans on 24" x 36" mylar media, or CAD electronic fiIe .DVVG or.DXF format $Yyes Each Plan Sheet of record is signed and dated by the project sponsor. : 0--yes The iroad and drainage desiga -meets the requirements- :of `State `law; .WAC 196-27, regarciing "confornuty with accepted standards";.that is, the ciesign reflects.;the~:"state of the -practice" _for the proposed concept. - . • . 9,'yes The plans, Drairiage Report, basin map(s), and any -other. ,calculatioas are stamped,. signed , - and dated by an enoeer licensed in the State of Washington: ,f W-yes 0 n/a Drainage Report, two sets: To include: basin map(s), time of concentration routes in basmap, and Certificacion statement on cover of report and basin mao. O yes 3'o/a Geotechnical Report, one set. (Include all soil test pitiboring logs.) ,0--yes O n/a Structural Pavement Caiculations, one set 0 yes Cr nla Cross-slope grade calculations for road Nvidening projects. ~l ; - • , . ~ ' ' ~ ?Wdft_0 la So ~ ~ ` . Item Description 0 yes Cg'n/a Maintenance ylanual and Sinking Fund calculations for drainage facilities located outside of County road riuht-of-way. ❑ yes 910~a Written explanation of who/what entity will be responsible for maintaini.ng drainage facilities which are located outside of public road right--of-way, and that the plan is acceptable to the County Engineers Oifice. C?-yes 0 n/a Channelization Plan, or signing and striping inforniation provided in the road plans. To be included in road and drainage plan set. 13--yes 0 n/a I have read the Hearing Examiner's Report (long plat), or Planning Dept. Findings and Conditions (short plat), for this project. 'The design meets the conditions in the re ort. ~yes 0 nia Copy of Approved Design Deviations. Xgm TQ lt-~, 0 yes U-n/a Fire District Approval, for private roads: Q'-yes ' O n/a Lot Plans. Required for any Iots with drainage easements a.ncl which front a public road, or for lots which receive and treat runoff from a public right-of-way. ~~C 0 yes Brn/a Any applicable State and Federal permits have been obtained. (i.e. HPA, JARPA, etc.). For Permits with cond.itions, a copy of the pernut and conditions are incIuded in the plan submittal. 0 yes C'1'n/a Inspection Agreement behveen the sponsor and its engineer. 0 yes W n!a For off-site easements to be granted to Spokane County, the follovvi.ng items shall be irncluded: legal description, exhibit, a.nd proof of ownership. ma @--yes 0 n/a Erosiori Control Plan, required for "Major Land-Disturbing ctrvi&ty-7(o .be included in the road and drainage plan set. . Expla.aation for any items listed above which are not included in this submittal: Go.h~w~ G~,,•-~ ~he. loc~ . item was not included in the submitted, or incomplete documents, may result (Note: an insufficient justification ofthyolwb in the submittal being returned without review or -svithout acceptance., Pravide attachments if necessary.) By signing below, the eng-ineer is stating that the information provided in the submittal is complete, that the information provided in tb.e Submittal Checklist is accurate, a.nd the plans and calculations are in accordance with the Spokane County Standards for Road & Sewer Construction, and the C'nuidelirres for Stormwater • Management, except where an approved Design Deviation allows othenwise. ' ' - Engineer's Signature: ~D ate: 2 DD - Engineer's Name: -rLM o gY A. ~ wAE3 . . . (please print) - . ' - If there are*-.any questiorrs about this form or appropriate procedures, please call Development Services, = Spokane Co.unty Public Works, at (509) 456-3600. . - _ . . : . For Spokane County Use Oniy . . Submittal No: ~ CountY PlanReviewer: . . . . . . . . ~ . . . _ . . . . . . , . f~ Accepted in for Review aimmion ~ Returned to the engineer without Ybt acceptance, See attached tetter of explanation. Processing Date: Submattal Cliecklist 2 Spokanc County Public Works; April 29, 1998 EROSION AND SEDIMENT CONTROL PLANS WORKSHEET (BASED ON THE APRIL 1998 EDITION) Page 1 of 3 Submittal of Pians An ESC plan is required for major land-disturbi.ng activities that require a permit or plan acceptance by Spokane County. An ESC plan is not required for minor land-disturbing activities. An ESC plan, when required, shall be submitted with a permit application prior to any land- disturbing activity. ESC plans are only required to address the area of Iand thai is subject to the land-disiurbing activity for which a permit is being requested. Although others may prepare the ESC plan, the permit applicant is respoasible for ensuring that all requireinents are addressed in the ESC plan. The ESC plan is required to be on file at the County, ahhough it will not be reviewed or approved by the County. Plan Content4 At a minimum, ali ESC plans must be legible, repcoducible, and contain the following information: Provided N/A Title Block Name of property owner Name of permit applicant Name of contact person at project site Project address Legal Description Name of person preparing plan Professional seal (required for major land-disturbing ESC plans) Description of project Description of ESC measures I?escription of existing vegetation on the site Location of any existing water bodies Date plan was prepared Scale of drawing North arrow Property boundary and dimensions Vicinity Map List of soils on-site (information may be obtained at the County Soil Conservation District) Certif'ication statement by the person preparing the plan that the plan meets the ESC plan requiremerits as listed in chapter 4.5 of the Guidelines for Stormwater Management. 4.5.430 ESC Requirements for Minor Land-D'esturbing Artivities Though an ESC plan is not required to be submitted for minor land-disturbing activities for which a permit is required by Spokane County, the Performance Statidards and other provisions of this Ordinance shall remain io affect. The provisions of this Ordinance shall not govern minor land- disturbing activities for which no permit is required. However, individuals/property owners undertaking minor land-disturbing activities for which a permit is not required may desire to ensure that such activity protects adjacent and surrounding private properties. - EROSION AND SEDIMENT CONTROL PLANS WORKSHEET (BASED ON TNE APRIL 1998 EDtTION) Page 2 of 3 4.5.440 ESC Plan Requirements for Major Land-Disturbing Activities All ESC plans for major land-disturbing activities shall be prepared and have a seal aff'ixed by either a licensed professional engineer (PE) or a licensed landscape architect (LA). Both the professional engineer and the landscape architect must be licensed in the State of Washington and be knowledgeable in both hydrology and ESC practices. The following fifteen (15) items shall be addressed in ESC plans for major land-disturbing activities. As site conditions dictate, additional measures relating to ESC, as determined by the licensed professional engineer (PE) or licensed landscape architect (LA) preparing the plan, shall be addressed in order to meet the intent and purpose of this chapter and to comply with stated performance standards contained in section 4.5.520. Special site conditions may include, but are not limited to, steep slopes, slope length, soil type, or vegetative cover. 1) Construction Access Route Addressed: N/A: Access for construction vehicles should be limited to one route whenever possi'ble. The access route must be stabilized to minimize the tracking of sediment onto public roads. 2) Stabilization of Denuded Areas Addressed: N/A: Stabilization of all exposed soils to prevent soils from eroding and depositing sedinient downstream. 3) Protection of Adjaceat Properties/Water BodieslPublic and Private Roads Addressed: N/A: Protection of adjacent properties, water bodies, public and private roads from erosion and sediment deposition. The intent is to keep sediment on the project site and aot allow it to reach adjacent properties, water bodies, and public and private roads. 4) Protection of Inlets Addressed: N/A: Protection of downstream inlets to drywells, catch basins and other stormwater management facilities. S) Increased Runoff from CoQStruction Sites Addressed: N/A: Consideration and mitigation of the effects and impacts of increased and concentrated runoff from land disturbing activities on downstream properties, water bodies, and public and private roads. 6) Was6out Site for Concrete Trucks and EquiQment Addressed: N/A: Designate the location of a slurry pit where concrete trucks and equipment can be washed out. Slurry pits shall not be located in a swale, drainage area, stormwater facility, or water . body nor in an area where a stormwater facility is proposed. 'n Material Storage/Stockpile Addressed: N/A: Identify location for storagelstockpile areas, within the proposed ESC plan boundaries, for any soil, earthen and landscape material which is used or will be used on-site. EROSION AND SEDIMENT CONTROL PLANS WORKSHEET (BASED ON THE APRIL 1998 EDITION) Page 3 of 3 8) Maintenance aad Permanent BMPs Addressed: N/A: Maintenance of all erosion and sediment control BMPs is required during the land-disturbing activity. Regular inspection and maintenance of all erosion and sediment control BN1Ps is required to ensure successful performance of the BMPs. Permanent BMPs shall be included in the plan to ensure that successful transition from temporary BMPs to permanent BMPs occurs. 9) Clearing Limits Delineation Addressed: N/A: Field ideotificarion and delineation of all clearing timits, sensitive(critical areas, buffers, trees to be preserved, and drainage courses. 10) Sediment Trappiug Measures Addressed: N/A: Design and construction of sediment ponds and traps, perimeter dikes, sediment barriers, and other onsite sediment trapping BMPs as necessary prior to the start of other land disturbing activities. 11) Cut and Fill Slopes Addressed: N/A: Design and construction of cut and fiil slopes in a manner that will minimize erosion. 12) Stabilization of TemQorarv Conveyance Channels and 4utlets Addressed: NIA: Design, construction, and stabilization of all temporary on-site conveyance channels to prevent erosion from the velocity of runoff from storms under developed conditions. Design, construction, and stabilization of all temporary conveyance system outlets to prevent erosion of: stormwater facilities, adjacent stream banks, slopes and downstream reaches. 13) Removal of Temporarv BMPs Addressed: N/A: Removal of all temporary sediment control BMPs within 30 days after final site stabilization or after the temporary BMPs are no longer needed. Trapped sediment shall be removed from the project site or stabitized on-site. Stabilization of disturbed soil areas resulting from removal of the temporary BMPs. 14) Dewatering Coastruction Site Addressed: N/A: Discharge of dewatering devices to appropriatel}r designed sediment traps or sed'unent ponds. 15) Control of Pollutants Other Than Sediment on Construction Sites Addressed: N/A: Control of all on-site pollutants other than sediment in a manner that does not cause contamination of stormwater or groundwater. 4.5.450 Modifications to Plans ESC plans may be modified after submittal to the County. An amended plan should be submitted to illustrate any modifications to the techniques and methods used to prevent and c4otrol erosion and sedimentation. 208 INDIVIDUAL LOT PLAN GUIDELINES, 1.- Show location of easements on the lot. Include dimensions of drainage easement and swale bottom dimensions from lot lines. Include a description af the lot legal description,such as Lot L Block , NAME OF SUBDIVISION OR SHORT PLAT. The bottom elevation of the swale is also required. The station for any curb drops or sidewalk inlets should be shown on the plan drawing. If a drywell is included in the swale it should show the type of drywell, frame and grate type, elevation of the grate, and centerline station and offset to the drywell. . 2. If there is no swale on the lot but there is a drainage ditch, the ditch should be shown on the plan drawing. The ditch flow line grades should be shown along with any easement for the ditch with dimensions from property lines. 3. All lot plans should show a north arrow, scale, street name of adjacent street, curb and sidewalk if applicable or edge of asphalt paving if there is no curb. The lot dimensions should also be shown along with the building setback line with dimension from the front property lines shown. 4. Any easements such as power line easements which prohibit building under them should be shown on the. plan drawing. Any other easements which could interfere with buildings should also be shown. Any existing buildings should be shown. 5. With each plan drawing there should be submitted a typical section drawing of a cut through the swale or ditch which best describes how the swale and/or ditch would look as constructed from a side view. The typical section should show the curb and/or sidewalk if applicable or edge of asphalt pavingin relation to the swale. The section should also show side slopes, vertical distance from swale bottom to top of back slope of swale or ditch, grate of the drywell, and normal gutter line, and any applicable note or other information which would describe the proper construction of the swale and/or ditch , concrete apron, street right-of-way line, and grass sod or seedinq if approved on the constxuction plans. 6. The lot plan and attached section sheets shall be on 8 1/ 2" x 11" paper and-should be sealed, signed and dated by the engineer in a location outside of the lot boundaries. 7. The scale of the drawing should be such that the lot is depicted as large as possible and still be able to show the curb line of the street. The interior of the lot should be as free as possible of notes and writing to allow the builder room to draw in his proposed house and driveway location. , . . . . NOTE: YOU SHOULD NOT BEGIN LOT PLAN DRAWINGS UNTIL YOU ARE CERTAIN, THE SWALE AREAS ARE CORRECT AND YOU HAVE EASEMENTS WHICH ARE )PROVED. .PROJECT # PROJECT NAME DATE CHECKLIST FOR USE IN PREPAR.ING 208 LOT DR.AWINGS PLOT PLAN . 1. I have drawn the lot plan on 8 1/2" x paper to a large enough scale to make the lot as large as possible and still be able to show the curb line and the necessary notes and certif ication stamp. 2. I have shown the lot, block, and subdivision description for the lot or tract/short plat 3. I have shown the drainage easement dimensions in relation to property lines or corners. 4. I have shown the bottom of swale dimensions in relation to property lines or corners. 5. I have shown the bottom elevation of'the swale. 6. I have shown the location of any curb, sidewalk or edge of asphalt line as applicable. 7. I have shown the name of the street adjacent to the lot being drawn. 8. I have shown the station and any invert elevation of any curb dropior drops that empty into the swale. 9. I have shown the type of drywell, frame and grate type, elevation of the grate, and centerline station and offset of the drywell. 10. I have shown any required ditches, their easements on the drawing, the ditch flow line grade and required rip rap, etc. ' 11. I have shown a north arrow, scale, lot dimensions, and building setback lines with proper dimension. 12. I have shown any easements which could affect any future building locations and I have shown any existing buildings. 13. I have sealed, signed and dated each drawing that is being submitted for review and in apgropriate location. ATTACHED SECTION DRAWING 14. I have shown the curb and/or sidewalk or edge of asphalt in relation to the swale, sides slope, vertical distance from the bottom of the swale to the top of back slope, grate and normal flow line of the curb or edge of asphalt. 15. I have shown the concrete apron, street R.O.W. line, and grass sod or seeding if approved and any applicable notes or other informatian which may be necessary to describe proper construction. Tim Schwa6, P.E. P1859 - Dis6maa Commons ~ 2°d Submitta! September 27, 2000 Page 2 of 5 Items remaining from 1" submittai: 2) Sheet 2: , ; , , c) , S~ould provide a standard plan reference or a detail callout for the "traffic candles" (callout #2). Has t~{his been coordinated with the County Traffic Engineer? (Needs to be coordirrated with the County Traffic Engineer) indieated How is maintenance access provided to pipe outlet (callout #9)? (Needs to be clearly indicated on the plans) 3) Sheet 3 : nl 'i'nr.er nho»la r„ntnh nal.lAl.ltz. ) . ~ 4) Sheet 4: b) r•.,..vo a.,+., fo,. r13? 5) Sheet 5: 6) Drainage Calculations: b) Energy Grade Line analysis for pipe systems should be provided (System A2 A1 needs to have the rim elevations indicated. System C7-C6-C3: Calculations indicate that a freeboard less than the required. 75' will be provided) c) Sub-basins rteed to match the basin map (e.g., Basin A) (Need to indicate topography. The contours on the road plans in the vicinity of Lots IOA through 6A indicate that there may be offsite areas flowing onto the site. If there are contributing offsite basins, and they are to be cut off, then the plans will need to reflect that) Do the basin calcs include the sidewalk & cwb in the impervious area? (How was this addressed?) f} "C" factor of 0.10 for Basin B(as an example) only works if those lots are kept in lawn. How does that fit with the development plan? A typical lot development plan might be helpful in documenting the assumed drainage surface factors (Not clearly addressed; basins need to be evaduated at the built-out condition) Grate calcs work if the 6" water depth doesn't obstruct the roadway. Need to maintain at least a 12' clear lane centered on CL. Grates should be evaluated for the flows they actually receive ' , , Tim Schwab, P.E. P1859 - Dishman Commons 2°d Submittal September 27, 2000 Page 3 of 5 Asseeioiee , 9) Pavement Design: Need to include CBR test data & calculations, data used to convert CBR to M, (Data was provided with this submittal. Technical Reference B of the Standardas does not indicate that a direct conversion of CBR to M,. is an acceptable standard method for determining M,. Approval of a Design Deviation Request will be needed for this method, per our 13 July 00 e-mail correspondence. The Couniy's evaluation of this approach has found that CBR tests are too variable among samples within a soil type to be a reliable predictor of the M, value. The CBR variability appears to be borne out by the test data provided. Please obtain the County Engineer's ap roval of a Desigrc Deviation „ r Request for this method prior to the next submittaY4~ .f .q;"~ 10) 208 Lot Plans: Need to include a swale sectio d'1 for those lo w th swa~les (Swate secnbn detail was not received with this submittal) ' 7,0 , Items noted on 2`d Submittal: 208 Lot Plans • t 3, Block 1: e to the size of the drainage easement on Lot 3, Block 1, the easement will need to be dedicate=d as a sep e tract the Lot could be dedicated as a separate Tract for Drainage only. rm ' piping will need to be contained in an easement AkAZ~ • Lot 6, Block 1 Xe to the size of the drainage easement on Lot 6, Block I, this Lot will need to be dedicated as a separate tract for drainage purposes only. ,Sw- rm Qjairibpiping wili need to be contained in an easement • Lot 4, B ock 1 Vs arate tract is needed for Pond B ~rn~.t-hain piping will need to be contained in an easement • Lot 2, Block 1 rth line of the Drainage Easement needs to ae dimensioned along the 16th Avenue R!W line• ~ eeds to be dimensioned from the 16`h Avenue R/W Sheet 2: p ipe system from 16`h Avenue to Pond B needs to shown in profle, ~ ~ ~~u ~ Drau~age easement for pipe system needs to be dunensioned 5"` Sheet 4: 4o~&llout #2: Needs to be coordinated with the detail page /eallout #3: Needs to be coordinated with the detaii page .,Callout #6: Street light needs to be located outside the sidewalk & sidewalk ramp Sheet 5 Aeed to indicate offset.s for catch basins /6-ntours in the vicinity of Pond B need to be completed /briveway (callout #7) appears to conflict with streetlight at I3+75 (17' Lane) 'IYm Schwab, P.E. P1859 - Dishman Commons 2"d Submittal J September 27, 2000 Page 4 of 5 Pipes need to be indicated in p file; profil of piping system is also needed (GSM, para. 2.l.a) /Tract C limits need to be clearly indicated ,/Callout #9: rim elevation needs to be coordinaied with Detail 1/Sheet 8 Sheet 6 / P' es ne~ to be indicated in road profil~ pro~le of piping system is also needed (GSM, para. 2.1.a) /Callout #1: Curb should transitl'orrsimi arl to detail2 on sheet 5 Callout #2: eed to indicate offsets for catch basin ~ ~F-elev ion needs to be coordinated with T/C elevation x~~! ~'~art~-~ A'llout #7: Grate elevation needs to be coordinated with T/C elevation ~~e, R.f C~filout'#1~+ Grate elevation needs to be caordinated with T/C elevatio ~ 1Is the private road in a tract or an easement?~,~ w ~ C Sheet 8: viletail # 1: Rim elevation needs to be coordinated with callout #9/Sheet 5 Detail #2: Need to indicate easement dimensions AEJ vDeveloper needs to set Pond B in a separate tract ,,Ape from manhole (Sheet 2, callout #8) needs to be placed in an easement Detail #3 • ;WXiat does the grading for Pond C remain within the proposed easement? about slopes from the back of curb down to the drywells & pond floor? e t + 4*.- orth line of pond easement needs to he dimensioned along the R/W tine; east line of pond easement~~ee-&;-te e d'unensioned from R/W line Need to coordina ' elevation with callout #4/Sheet 9 Pond needs to be locai that runoff from private road/alley dces not encroach upon public R/W, otherwise a License Agreemen eeds to be executed with the County Detail #9: •Xieveloper needs to set Pond C in a separate tract vCertified Record Drawings of the fmal pond configuration will need to be provided to the Counry Engineer's Office by the Devetoper, not the Contractor. As an a.lternative, station & offset of certain selected points on the pond floor (e.g., curve tangent points) could be tabulated and indic,ated on the plans 4pelpes need to be located within easements . Sheet 9: ls the private conn tion between 16th Avenue and 17t' Lane a private road, an alley, a driveway or a 00, commercial access? All s are typically located between road intersections, not aligned with an intersection. Is the width t zua!e r the multi-family development contemplated for the lots served by this access route? Perhaps just ca g a commercial access of an appropriate width (with no connection between 16`h Avenue and 17`h Lane) uld better serve the development concept for these lots. The Conditions of Approval appear to allow an al only to serve Lots through 6 of Block 2. ~ ~ jAr A Tim Schwab, P.E. P1859 - Dishman Commons 2nd Submitta! September 27, 2000 Page 5 of S Fdoin't ~nt of the private connection between 16th Avenue and 17`h Larre needs to be coordinated with the lans. ~Ve are unable to release sewer construction permits if the road alignments on these two sets of p match CL sta ' n for south end of private connection between 16th Avenue and 17th Lane needs to be coordinated ' callout and streetlight shown on Sheet 5 Callou #3: Need to indicaie station Callo #4: Need to indicate station & offset. Need to coordinate rim elevation with callout for curb irilet and with etail6/Sheet 8 Basin Map: How will the lots be graded to provide the Tc path shown for Basin B2? How will lots be graded to provide the basin limits contemplated for this site? Limits of Basins F& B1, and limits of Basins C& D need to be coordinated with the spot elevations shown on Sheet 9 Pavement Design Calculations: 16'' Avenue is a 3 Lane Principal Arterial, as opposed to the Cotlector Arterial noted in the report The Test Fit Map needs to indicate where the CBR sample was taken from from the approximate site center..." (Jay Logan's 15 June 2000 letter) is not a very accurate description). The samples are typically taken from within or very near to the roadway corridor. Need to provide sieve analysis results for the sample used in CBR testing. Roadway width, pavement section, and timing of construction should be coordinated with the County's Engineering Design Section. A County Road Project between Dishman-Mica Road and SR27 is anticipated for 2003. _ ~ ~ ✓ C" /f 17 ` / / ~ f ~ ~ ~ C~ l~- ~%L .'M p ~ - n~`j' ~7n, : C..~-/~ ~''°~'^J'-.~ c _ J J~r~ ~p.✓~./i ~`i//l/ v✓ ~ _ w ~ /l ♦ ' " ~J'~~✓~JL' /AlO ~ e ~ -y ,~~'J~/'"'''~7j'~~~ d ~ v r Septernber 27, 2000 Tim Schwab, P.E. CLC Associates, Inc. 707 We.st 7`h Avenue, Suite 201 Spokane, WA 99204 SUBJECT: P1859 - Dishman Commons 2°d Sabmittal Gentlemen: We have conducted a cursory review of your August 8, 2000 submittal of Design Documents for this project, and we have found that the submitta.l generaUy does not confarm to the requirements of the Spokane County Standards for Road and Sewer Construction or the Cruidelines for Stormwater Management. We are, therefore, unable to accept your submittal for construction at this time. The attached comment list contains the items of concern that we discovereci, and it is not to be construed as being comprehensive. Given the number and degree of items to be resolved, a Pre-Submittal meeting is needed, so that all parties can ensure that the comments are adequately addressed prior to the next submittal. If you have any questions about this review, please contact Ed Pany, P.E. at 477-3600. Thank you. Sincerely, William A. Johns, P. E. Spokane County Engineer Edward J. Parry, P.E. Plan Review Engineer encl.: Desigi Documents - plans Comments (4 pages) cc: project file reviewer (comments only) Spoasor: Northwest Regional Facilitators 0 CLC ; ' - - _ ; Associates, Inc. "4/f16b W ColaOO L-A Connfaib, YiG I I i RECEIVED 1707 w. 711, Ave., Ste. 200 September 12, 2000 ~ Spokane, WA 99204 SE'P 1 1 (509) 458-6840 , (509) 458-6$44 Fax ~ SPOONE COUNTY 016PfVEER Spokane, WA - Denver, CO ' ~ Mr. Ed Parry , ! Spokane County Engineers • ' Developer Services 1026 West Broadway Avenue ' Spokane, WA 99260 . RE. Dishman Commoos CLC #99353 ~ Dear Mr. Parry: ~ I Enclosed please find two sets of revised road and drainage plans along two copies ; of the drainage and pavement design report. We have addressed the following ; comments form your letter dated August 21, ~ ~ Items on 2"d submittal. , From page 2 of S; j ~ l.c. Called out a traffic channeling device, City of Spokane's G-111, and informed i and coordinated with Spokane County's Traffic Engineering Dept. l.g. Revised plans to show easement more clearly. 6.b. System A1-A2 show rim elevations in the calculations. Confirmed that system , C7-C6-C3 have the required freeboard. In the calculations the energy grade line is ~ i below the rim elevation at the pond, also the cross sections of the ponds show the required freeboard. 6.c. Provided topography on the Basin Map. In~our opinion the runoff from the fully developed lots to the south of the proposed development will be non-existent to I ; insignificant to our on-site basin-flow calculations. ; 6.e. The impervious basins are from back of curb to back of curb along the roadway, ~ and also include roof, drivewaY and sidewalk areas. ~ 6.f. We cannot predict what future homeowners will do to their lots but based on ~ I • ' ; past expenence the built-out condition on those areas that are not home srte or~~~ driveway will be kept in lawn and landscaped areas.--~-2pu 7D , 6.h. The calculations in the drainage report indicate a greater than 12' clear lane Planning ` centered on the centerline. ~ Engineering ' Architecture Landscape Architecture , From page 3 of 5; ' Land Surveying i , ; ; i CL ~ - - - . - - - Assoc~at~s, Inc. _ _ A. A7lpLM W CobraEO WW CmaiAbKa.hc 9. A design deviation has been approved. ' 10. The swale section detail was included on sheet 8 of 12, and the swale sections I are included with the lot plans.. ' 707 W. 7~h Aue., Ste. 200 ' Spokane, WA 99204 (509) 458-6840 Items noted on 2"d submittal. (509) 458-6844 Fax From page 3,4 and 5 of 5: ~ Spokane, WA - Denuer, CO t 208 Lot Plans. Comments addressed. Sheet 2. A storm drain piping profile sheet was added. Drainage easement ; dimensioned on plans. ~ ; Sheet 4. Callouts are coordinated with detail page. Streetlight was relocated. Sheet 5. Offsets are indicated for the catch basins. Finished grades contours were added to all ponds. Streetlight was relocated to avoid conflict. A storm drain piping profile sheet was added. The limits of Tract C were made more clear on the plans. The rim elevation on callout #9 was coordinated with Detail 1/Sheet 8. ; Sheet 6. A storm drain piping profile sheet was added. Callout #1 now references detail 1/7. Callout #2 now includes offsets for catch basins and grate elevations are coordinated with T/C elevations. Callout #7 grate elevations are coordinated with T/C elevations. Callout #14 grate elevations are coordinated with T/C elevations. ' Private alleys are located within easements. Sheet 8. Rim elevation is coordinated with callout #9/Sheet 5. Easement dimensions have been added to Detail #2. Easement was added to drainage PiPe from manhole. The issue of ponds in separate tracts will be taken care of by a set of covenants governing the sale and use of the land areas in question. Finished grade contours have been added to Detail #3. The alley between 16" Ave and 17' Lane has been removed from this plan set. A construction note was clarified on Pond C governing the use of as-builts to verify pond area. Easements were added to the drainage pipes at Pond C. The issue of ponds in separate tracts will be taken care of by a set of covenants governing the sale and use of the land areas in question Sheet #9. The private connection in question has been removed from the plan set. ; Basin Map. The Tc for Basin B2 was assumed to give the longest path in order to give a more conservative estimate on the runoff calculations. The lots are to be graded to substantial conformance to the basin lines as shown on the basin map. The alley between Basins F& B 1 has been removed, so both basins have been combined ' into a single basin. The limits of Basins C& D have been adjusted to conform to the spot elevations shown on the plan sheets. Sincerely, ~ CLC Associates, Inc. <I Planning Engineering rchit ect u Doug J. Desmond Are Landscape Architecfiure Project Manager Land Surveying i ~ . ~ Doug Desmond From: Reich, Chris [CReich@spokanecounty.org] Sent: Monday, September 11, 2000 5:05 PM To: 'ddesmond@cic-inc.com' Subject: Dishman Commons I have reviewed the road plans regarding the streetlights and "candle". Please delete the references to the city's standard regarding placement of the candles. Spokane County will install where needed once the roadway is completed. The streetlights shall be set up to charge the homeowner's association. Since the lights will be HOA responsibility, we have no preference regarding the style and wattage of the fixtures. This should be addressed with the developer. If you have any questions, please let me know. 1 - - i ; CLC, . ~ - - _ Associates, Inc. ~ ~ - - _ - ~ .m .,Mkb a, ~ ~ C4n8.Wa lfw. I i ~ 707 W. 7'" Ave., Ste. 200 ~ Spokane, WA 99204 SEptember 28, 2000 (509) 458-6840 ,(509) 458-6844 Fax Spokane, WA - Denver, CO ` Mr. Ed Parry 1 SPokane CountY Engineers ~ECEIVED Developer Services I , 1026 VVest Broadway Avenue S EP 22 2000 Spokane, WA 99260 I i SPOKANE COUNTY ENGINEER ~ RE: Disbman Commoos CLC #99353 'Dear Mr. Parry: ~ . Enclosed please find two sets of road widerung calculations and sediment control I calculations along with two copies of the basin map. Thank you for your review of ; this ~ i ~ Sincerely, ~ CLC Associates, Inc. ~ I I +DoJ. Desmond Project Manager ' DJD/cf ~ Enclosures Planning ' Engineering Architecture f, i Landscape Architecture ~ ' Land Surveying ~ ~ I ~ i ' ' STORM DRAINAGE ANALYSIS eefIf F012 pim RECEVED SF-P 12 2000 DISHMAN COMMQNi~OUNI ENGINEE R ' SPOKANE COUNTY 1$j September 2000 CLC ASSOCIATES INC. ' 707 West 7"' Avenue Suite 200 Spokane, Wa 99204 (509)-458-6840 ' This report has been prepared by the staff of CLC Associates Inc. under the direction of the undersigned professiona) engineer whose seal and signature appears hereon. This storm drainage analysis has been completed in conf ~ce with the Spokane County Guidelines for Stormwater Management. A. S~ I o wAS oF 'O9 ,9 22916 ~ ~Q S~~NAL E~ CLC Associates hrc. ~ ' ons A Sediment Yield, Flaxman Method Project Name: D~ rrra,. s IPE Project No. 95~3 Engineer: T'im Sc wa Trap ID Trap w aest Sub . in V ariable USC Soil Classification: 130 Data Input: Avg. Annual Precip., Pinches Avg. Annual Temp., T• Degrees Fahrenheit Avg. Watshed Slope, X2 4 percent X2 Particles Courser than 1 mm Percent172 = X3 Percent Clay in Soil = 0 percent 2-yr Storm, Square mi., Q= 14~3 c f s X5 Basin Size, A acres Time Period, T = months _ pH of soil = assume worse case . (P/T)/1.43 = 0.31 X1 110 X4 SQRT(Y) = 40.90 Y= 1672.70 tons/square mile per year Y' = 0.218 tons/(acre*month) Y' for Basin = 4.49 tons/(basin*T) Volume of Sediment, D= 75 cubic Ft. ~ a '-!0' x io' TfmA02*y P"d r o2 sf&mO~,T c,v/Z-/- yfoc0 TW¢ vocvme oF s EoiMEAl~ 26q vi a,60 hi g D4Prq oA I-Css rx-lAn) 3m,cI,es A' 3 p oF wA ~ ~~~E HE D ssIon►AI.SEP 2 8 2000 SPOKANE COUNTY ENGINEER 99353 CLC Associates, Inc. 6/16/2000 ' ' PURPOSE ' The purpose of this report is to determine the extent of storm drainage facilities, which will be required to dispose of stormwater runoff created by the improvements of the proposed project. In accordance with the Spokane County Guidelines for Stormwater Management, the storm drainage facilities on this project will be designed to dispose of runoff from a ten-year design storm and the first one-half inch of runoff from all road impervious surfaces will be treated in grass infiltration areas (`208' ' swales). ANALYSIS METHODOLOGY The Rational Method, which is recommended, for basins less than ten acres in size, will be used to determine the peak discharges and runoff volumes. The Bowstring Method will be used to evaluate the adequacy of the drywells and storage capacities. All relevant calculations have been included in the appendix of this report. ' PROJECT DESCRIPTION Dishman Commons is a 30-lot subdivision (on 10.3 acres) located in Section 29, T 25 N, R 45 E W.M. in Spokane County. The proposed improvements include the necessary sanitary sewer, water, road and storm drainage facilities. The storm drainage disposal and treatment is being accomplished in grassy swales that are located on , either private property or within the public right of way. The topography on the site slopes moderately from east to west. ' Sheet 75 of the Soil Survey of Spokane County Wa. shows that the soil type for the area of the proposed project is: , McB - Marble sandy loam, 0 to 8% stopes: This soil is a somewhat excessively drained soil. Surface runoff is slow, and there is little or no hazard to erosion. This soil type is pre-approved for the use of drywells in accordance with the Spokane County Guidelines for Stormwater Manaqement. CLC Associates Inc. Dishntan Comnrons ' CALCULATIONS ' The 10-year peak flows for the individual basins on the project were calculated using the Rational Method and the Intensity-Duration-Frequency curves for Spokane, Medical Lake, Reardon, Cheney and Rockford areas. Tabulated in the appendix is the total area, road impervious area, runoff coefficient, peak flow, `208' swale volume requirement, Bowstring volume requirement, and number and type of drywells required for each of the basins. It is assumed for the purposes of the swale design that a double-depth drywell has a capacity of 1.0 cfs and a single-depth drywell has a capacity of 0.3 cfs. Grate Calculations The inlets shown for basin A, C3, C6 & C7 are in a sump condition. Spokane County Type 1 From 4-1.1 of Guidelines, Q= CPH3~2, where C= 3.0, P= perimeter of grate, and H= depth of water. Perimeter of grate = 6.13 ft, PI2=3.065ft. ' Q= 3(3.065)(.50) 3/2 = 3.25 CFS From the Basin Summary Table in the appendix of this report these grate capacities are adequate for the peak flow in each basin. The catch basins in a sump condition have been sized to accommodate by-pass flow from the catch basins on a continuous grade. The rest of the inlets shown on the plans and Basin Map are on a continuous grade, the grate capacity calculations have been included in the appendix of this report. ' , STORMWATER DISPOSAL The stormwater generated by the project will be disposed of in the `208' swales ' areas and drywells as indicated on the improvement plans and basin map. The stormwater along 16 Avenue will be collected and piped to pond B, it should be noted that the actual crown on 16th Avenue is actually 5-6' south of the existing painted ~ centerline stripe which drastically reduces the actual basin size so that the amount of stormwater in that basin will be much less than shown in this report. The stormwater for the rest of the basins will be routed to ponds either in a piping system or by curb drops. The `208' swale volume as indicated on the Basin Summary Table is provided at a depth of six inches for all ponds. CLC Associales Inc. Utshmari Contnrons MENL- ' INL . ~ _ _ : _ vm ~ _ Planning, EngineeAnB. Arehitecture, Landscaping Arehldxturo, Lend Surveytrsg C LC ASSOCIATES, I NC. ' ' Appendi*x 1 1 1 1 CLC Associates /nc. 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(1oins shecP 7~S) ~ m r m m m m m m m m m m ir m m m m m m DISHiMAN COMMONS 99353 Spokane County, Washinbton 08/07/00 l(}-Year Desibn Storm Engineer: DJD GRATE fNTLET CALCU!LA-CIONS on Coiiliiluous Grade Inlet Basin Gutter Cross- Grate Depth of Gutter Gutter Flow By-Pass Basin Street and Peak Flow Slope Slope Width Flow Flow Width Velociry Received Flow Area Stacion (cfs) (ft/ft) l/Z (ft) (ft) (ft) _ (fps) (cfs) (cfs) 16TH AVENUE B1 STA 5+17,5 RT, 1.17 0.0330 0.020 4.00 0.12 5.986 2.317 1,11 0.06 HERALD LANE C4 STA l 1+36,36 RT. 1.33 0.0075 0,024 4.00 0.18 7.399 1.639 1.16 0.17 ALLEY CS 1.64 0.0200 0.020 2.00 0.15 7,463 3.106 0.93 0,71 HERALDLANE C2 STA 11+36.36 LT. 0.15 0.0075 0.0214 2.00 O.OS 3.264 O,S82 0.14 0.01 17TH LANE B4 STA 12+28.48 R1". 1.25 0.0600 0,024 2.00 0.12 4,895 4.014 0,94 0.31 17TH Lf1NE B4 STA 11+51,90 RT. 0.31 0.0600 0.024 2,00 0.07 2,902 2.130 0.30 0,01 17TH LANE B3 STA 11+51.90 LT. 0.38 0.0600 0,024 2,40 0,08 3.132 2.363 0.35 0,03 Tllis form is in accordance widl the WSDO7 Hydraulic Manual Gi-ate Widtlls - Section 5-5.1, Capacicy of [nlets on a Continuous Grade Herrin3Uone =1.61' Vancd = 1.67' xv/ 2" sump = 2.00' InletC m m m m m m m m m m m m m m m m m m m Disliman Convnons 5990353 Spokane Counry, Washingtoil 08/07100 10-1''ear Strom Everlt Engineer: DJD fNLET FLOW CAPACITIES in Sump Coiiditioiis Iiilet Basin Basin + Inlet Maximum Inlet By-Pass Basin Street and Inlet Type Peak Flow C3y-Pass Perimeter Flow Depth** Discharge*** Flow Station (cfs) Q P H Qa Q-Qa ~ 17111 Lane ~ TYPE l Al ~ STA 11-51.90 RT. ~ GRATE ~ 0.51 ~ (l.til ~ 3.67 ~ 0.33 ~ 2.09 ~ -1.58 ~ 17th Lane ~ TYPE l ~ A2 ~ STA 11+51.90 LT. ~ GRATE ~ 0,26 ~ 0.26 3.67 ~ 0.33 ~ 2.09 ~ -I.S3 ~ Herald Lane TYPE 1 C6 ~ STA 10+36.38 RT. ~ GRATE ~ 2.13 2. l 3 ~ 5.91 ~ 0.33 I 3.36 ~ - I.23 ~ 171'H LANE ~ TYPE 1 C7 STA 17+21.39 RT. ~ GRATE ~ 2.24 ~ 2.24 5.91 0,33 ~ 3.36 -1.12 WERALD LANE I TYPE 1 I - I I I C3 STA 10+36.88 LT. ~ GRA7E 0.35 ~ 0.35 ~ 3,67 Q.33 ~ 2.09 ~ -1.74 ~ Grate Perimeters* Qa = C* P* H^ 1.5 Herringbone = 3.67' Where, C= 3,0, P= Aerimeter, H= Flow Deptli Vaned = 3.67' WSDOT= 5.91' * Grate Perimeter = Available Perintetcr Divided by a Safety Factor of 2. 'Maximum Fl~~\,' Depth is based on curb crest above inlet. Calculatecl in Zecordance tvith Spokane Coiuity Guidelines for Sformwater Manabement. Section 4-1. InletSmp ~ r ~ r r ~ i■r ~ ~ ~ ~ ~ r ~ ~ ~ r~ ~ ~w DISHMAN COMMONS Basin Summary Table Road Imp. House Area Driveway Total Peak 108' Vol. Bowstring 206' Vol. Total Area Area 1800SFflot Area Imp. Area Runoff Flow 1 Req'd Vol, Req'd Prov'd Outflow Number & Type , Basin (SF) (Acres) (SF) Houses (SF) (SF) (SF) Coeff. (cfs) (cu.ft) (cu.ft) (cu.ft) (cfs) of Drywells A1 17,455 0,40 3,992 1.0 1,800 750 6,542 0,40 0.51 A2 3,993 0,09 3,993 0.0 0 0 3,993 0.90 0.26 A 21,448 0.49 7,985 1.0 1,800 750 10,535 0,49 0.76 333 217 355 0,3 1 Single B1 31,212 0,72 17,766 0.0 0 0 17,766 0.56 1.17 B2 56,881 1.31 0 0.0 0 0 0 0.10 0.42 B3 5,723 0,13 5,723 0.0 0 0 5,723 0,90 0.38 B4 42,983 0,99 5,745 4.0 7,200 3,000 15,945 0.40 1.25 8 171,981 3.9 29,234 4.0 7,200 3,000 39,434 0.28 3.25 1218 708 2143 2.0 2 Doubles C1 39,974 0.92 0 0.0 0 0 0 0,10 0.25 C2 2,675 0.06 2,266 0.0 0 0 2,266 0.78 0.15 C3 5,261 0.12 5,261 0.0 0 0 5,261 0.90 0.35 C4 34,933 0,80 20,236 0.0 0 0 20,236 0.56 1.33 C5 58,780 1,35 8,800 6.0 10,800 4,500 24,100 0.43 1.64 C6 64,684 1,48 11,624 6,0 10,800 4,500 26,924 0.43 1.76 C7 89,442 2,05 12,531 9.0 16,200 6,750 35,481 0.42 2,24 C 296,123 6,80 60,718 21.0 37,800 15,750 114,268 0.41 7.92 2530 3328 2832 2.4 2 Doubles D 10,719 025 4,993 0.0 0 0 4,993 0.47 0.37 208 57 312 0.3 1 Single E 4,706 0.11 2,271 0.0 0 0 2,271 0.49 0,17 95 0 186 0.3 1 Single NOTE: C=(0.9'(IMPERVIOUS AREA) + 0.1`{PERVIOUS AREA)IITOTAL AREA WHERE C = RUNOFF COEFF, 99353 CLC ASSOCIATES, INC. 9111r2000 a . Weighted Runoff Coefficient Calculation ' Project: DISHMAN COMMONS , Basin: A1 CLC Job # S990353 Total Area (SF): 17455 Designer: DJD Imp. Area (SF): 6542 Date: 8/7/2000 Grass Area (SF)_ 10913 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)*(Imp. "C")= 5888 (Grass Area)*(Grass "C")= 1091 TOTAL 6979 6979 Weighted "C"= 0.40 17455 ' ' Weighted Runoff Coefficient Calculation I ProJect. DISHMAN COMMONS Basin: A2 CLC Job # S990353 Total Area (SF): 3993 Designer: DJD Imp. Area (SF): 3993 Date: 7/18/2000 Grass Area (SF): 0 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)'(Imp. "C")= 3594 (Grass Area)'(Grass "C")= 0 TOTAL 3594 3594 Weighted "C„= 0.90 3993 , ' ' ' 1 ' Weighted Runoff Coefficient Calculation , Project. DfSHMAN COMMONS Basin: A CLC Job # S990353 Total Area (SF): 21448 Designer: DJD Imp. Area (SF): 10535 Date: 8/7/2000 Grass Area (SF): 10913 Imp. Area "C": 0.90 Grass Area "C": 0.10 ' (Imp. Area)'(Imp. "C")= 9482 (Grass Area)#(Grass "C")= 1091 TOTAL 10573 . ' 10573 Weighted "C"= 0.49 21448 1 ' ' Weighted Runoff Coefficient Calculation I Proj 'ect: DISHMAN COMMONS Basin: B1 CLC Job # S990353 ' Total Area (SF): 31212 Designer: DJD imp. Area (SF): 17766 Date: 7/18/2000 Grass Area (SF): 13446 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)*(Imp. "C")= 15989 (Grass Area)i(Grass "C")= 1345 ' TOTAL 17334 17334 Weighted "C"= 0.56 31212 , ' ' 1 ' Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS Basin: B2 ClC Job # S990353 Total Area (SF): 56881 Designer: DJD Imp. Area (SF): 0 Date: 7l1812000 Grass Area (SF): 56881 , Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)'(Imp. "C")= 0 (Grass Area)i(Grass "C")= 5688 ' TOTAL 5688 5688 Weighted "C"= 0.10 56881 ' ~ ' , ' Weighted Runoff Coefficient Calculation ' Project: DISHMAN COMMONS Basin: 133 CLC Job # S990353 Total Area (SF): 9647 Designer: DJD Imp. Area (SF): 9647 Date: 8/7/2000 Grass Area (SF): 0 ' ImP. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)`(Imp. "C")= 8682 (Grass Area)'(Grass "C")= 0 TOTAL 8682 8682 Weighted "C"= 0.90 1 9647 ' ' ' ~ ~ Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS Basin: B4 CLC Job # S990353 Total Area (SF): 42983 Designer: DJD Imp. Area (SF): 15945 Date: 8/7/2000 Grass Area (SF): 27038 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)'(Imp. "C")= 14351 (Grass Area)'(Grass "C")= 2704 ' TOTAL 17054===== 17054 Weighted "C"= 0.40 42983 ' ' ' Weighted Runoff Coefficient Caiculation Project: DISHMAN COMMONS Basin: B CLC Job # S990353 Total Area (SF): 171987 Designer: DJD Imp. Area (SF): 39434 Date: 9/1112000 Grass Area (SF): 132553 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)"(Imp. "C")= 35491 (Grass Area)*(Grass "C")= 13255 TOTAL 48746 48746 Weighted "C"= 0.28 171987 1 r Weighted Runoff Coefficient Calculation Project: DtSHMAN COMMONS Basin: C1 CLC Job # S990353 Total Area (SF): 39974 Designer: DJD Imp_ Area (SF): 0 Date: 7/18/2000 Grass Area (SF): 39974 Imp. Area "C": 0.90 Grass Area "C": 0.10 ' (imP. Area)'(ImP. "C")= 0 (Grass Area)*(Grass "C")= 3997 TOTAL 3997 3997 Weighted "C"= 0.10 39974 Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS Basin: C2 CLC Job # S990353 Total Area (SF): 2675 Designer: DJD Imp. Area (SF): 2266 Date: 7/18/2000 Grass Area (SF): 409 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)'(Imp. "C")= 2039 (Grass Area)'(Grass "C")= 41 TOTAL 2080 2080 Weighted "C"= 0.78 2675 ~ Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS Basin: C3 CLC Job # S990353 Total Area (SF): 5261 Designer: DJD Imp. Area (SF): 5261 Date: 8/7/2000 Grass Area (SF): 0 imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)*(Imp. "C")= 4735 (Grass Area)'(Grass "C")= 0 TOTAL 4735 4735 Weighted "C"= 0.90 5261 Weighted Runoff Coefficient Calculation Project: DfSHMAN COMMONS Basin: C4 CLC Job # S990353 Total Area (SF): 34933 Designer: DJD Imp. Area (SF): 20236 Date: 7/18/2000 Grass Area (SF): 14697 Imp. Area "C": 0.90 Grass Area "C": . 0.10 (imp. Area)'(Imp. "C")= 18212 (Grass Area)'(Grass "C")= 1470 . TOTAL 19682 19682 Weighted "C"= 0.56 34933 ' ' Weighted Runoff Coefficient Calculation I Pro1'ect: DISHMAN COMMONS Basin: CS CLC Job # S990353 - Total Area (SF): 58780 Designer: DJD Imp. Area (SF): 24100 Date: 7/18/2000 Grass Area (SF): 34680 ~ Imp. Area "C": 0.90 Grass Area "C": 0.10 ' (imp. Area)'(Imp. "C")= 21690 (Grass Area)*(Grass "C")= 3468 TOTAL 25158 ~ 25158 Weighted "C"= 0.43 ~ 58780 ' ' ' , Weighted Runoff Coefficient Calculation ' Project: DISHMAN COMMONS Basin: C6 CLC Job # S990353 Total Area (SF): 64684 Designer: DJD Imp. Area (SF): 26924 Date: 7/18l2000 Grass Area (SF): 37760 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)'(Imp. "C")= 24232 (Grass Area)'(Grass "C")= 3776 TOTAL 28008 28008 Weighted "C"= 0.43 64684 ' ' , ' ~ . Weighted Runoff Coefficient Calculation Pro'ect: DISHMAN COMMONS I ~ Basin: C7 CLC Job # S990353 Total Area (SF): 89442 Designer: DJD Imp. Area (SF): 35481 Date: 8/7/2000 Grass Area (SF): 53961 ' Imp. Area "C": 0.90 Grass Area "C": 0.10 ' (Imp. Area)#(Imp. "C")= 31933 (Grass Area)'(Grass "C")= 5396 . TOTAL 37329 , 37329 Weighted "C"= 0.42 89442 ' , ~ Weighted Runoff Coef-ficient Calculation I Project: DISHMAN COMMONS Basin: C CLC Job # S990353 ~ Total Area (SF): 296123 , Designer: DJD Imp. Area (SF): 114268 Date: 9/11/2000 Grass Area (SF): 181855 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)*(Imp. "C")= 102841 (Grass Area)*(Grass "C")= 18186 ' TOTAL 121027 121027 - Weighted "C"= 0.41 ~ 296123 ~ ~ ~ 1 ! 1 Weighted Runoff Coefficient Calculation ' - Project: DISHMAN COMMONS Basin: D CLC Job S990353 Total Area (SF): 10719 Designer: DJD Imp. Area (SF): 4993 Date: 9/11/2000 Grass Area (SF): 5726 , Imp. Area "C": 0.90 Grass Area "C": 0.10 , (Imp. Area)"(Imp. "C")= 4494 (Grass Area)*(Grass "C")= 573 TOTAL 5066 5066 Weighted "C"= 0.47 ' 10719 ~ , ~ ~ Weighted Runoff Coefficient Calculation ~ Project: DISHMAN COMMONS Basin: E CLC Job # S990353 Total Area (SF): 4706 Designer: DJD Imp. Area (SF): 2271 Date: 7/18/2000 Grass Area (SF): 2435 , ImP. Area "C". 0.90 Grass Area "C": 0.10 (Imp. Area){(Imp. "C")= 2044 (Grass Area)'(Grass "C")= 244 , TOTAL 2287 2287 Weighted "C"= 0.49 4706 ~ 1 1 , Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS Basin: F CLC Job # S990353 Total Area (SF): 35545 Designer: DJD Imp. Area (SF): 4858 Date: 7/18/2000 Grass Area (SF): 30687 Imp. Area "C": 0.90 Grass Area "C": 0.10 1 - ~ (Imp. Area)*(Imp. "C")= 4372 (Grass Area)"(Grass "C")= 3069 TOTAL 7441 7441 Weighted "C"= 0.21 35545 . i ~ PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS t BASIN: A1 Tot. Area = 0.40 Acres imp. Area = 3,992 SF C = 0.40 ' CASE 1 , 50 ft. Overland Flow Ct = 0.15 L = 50 ft. n = 0.400 S = 0.010 Tc = 3.60 min., by Equation 3-2 of Guidelines i 86 it. Gutter flow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0314 d= 0.095 f t. ~ A R Q Tc Tc total I Qc 0.24 0.05 0.52 0.66 5.00 3.18 0.51 Qpeak for Case 1= 0.51 cfs CASE 2 - Case 2 assumes a Time of Concentration less than 5 minutes so that the ' peak flow =.90(3.18)(Imp. Area) = 0.26 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.51 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25/2000 r~ , PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS , BASIN: A2 Tot. Area = 0.09 Acres t Imp. Area = 3,993 SF C = 0.90 CASE 1 0 ft. Overland Flow Ct = 0.15 L = 0 ft. n = 0.400 S = 0.010 Tc = 0_00 min., by Equation 3-2 of Guidelines 86 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0314 d = 0.073 ft. A R Q Tc Tc total I Qc 0.14 0.04 0.26 0.79 5.00 3.18 0.26 1 Qpeak for Case 1= 0.26 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the ~ peak flow =.90(3.18)(Imp. Area) = 0.26 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.26 cfs 99113 BASIN.xis CLC ASSOCIATES. INC. 7/25l2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS , BASIN: A Tot. Area = 0.49 Acres , ImP. Area = 7,985 SF C = 0.49 CASE 1 50 ft. Overland Flow Ct = 0.15 L = 50 ft. n = 0.400 S = 0.010 Tc = 3.60 min., by Equation 3-2 of Guidelines 86 ft. Gutter flow . Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0314 d = 0.110 ft. A R Q Tc Tc total I Qc 0.32 0.05 0.77 0.60 5.00 3.18 0.76 Qpeak for Case 1= 0.76 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.52 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.76 cfs 99353 BASIN.xIs CLC ASSOCIATES, {NC. 7/25/2000 ~ BOWSTRING METHOD PROJECT: DISHMAN COMMONS , DETENTION BASIN DESIGN BASIN: A DESIGNER: DJD DATE: 07/25/00 , Time Increment (min) 5 Time of Conc. (min) 5.00 Outflow (cfs) 0.3 Design Year Flow 10 Area (acres) 0.49 Impervious Area (sq ft) 7985 'C' Factor 0.49 '208' Volume Provided 355 Area ~ C 0.240 Time Time Inc. intens. Q Devel. Vol.ln Vol.Out Storage (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) 5.00 300 3.18 0.76 307 90 217 5 300 3.18 0.76 307 90 217 10 600 2.24 0.54 378 180 198 15 900 1.77 0.42 426 270 156 20 1200 1.45 0.35 453 360 93 25 1500 1.21 0.29 465 450 15 30 1800 1.04 0.25 475 540 0 35 2100 0.91 0.22 481 630 0 40 2400 0.82 0.20 493 720 0 45 2700 0.74 0.18 498 810 0 , 50 3000 0.68 0.16 506 900 0 208' DRAINAGE POND CALCULATIONS Required '208' Storage Volume = Impervious Area x.5 in / 12 in/ft 332.7 cu ft 208' Storage Volume Provided 355 cu ft ~ DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum Storage Required by Bowstring 217 cu ft Provided Storage Volume 355 cu ft @ 6" depth Number and Type of Drywells Required 1 Single 0 Double 99353 CLC ASSOCIATES 7/25/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS ~ BASIN: B1 Tot. Area = 0.72 Acres , Imp. Area = 17,766 SF C = 0.56 CASE 1 0 ft. Overland Flow Ct = 0.15 L = 0 ft. n = 0.400 S = 0.010 Tc = 0.00 min., by Equation 3-2 of Guidelines 595 ft. Gutter flow Z1 = 50.0 Z2 = 1.00 n = 0.016 S = 0.0080 d = 0.168 ft. A R Q Tc Tc total 1 Qc 0.72 0.08 1.14 6.24 6.24 2.83 1.14 ~ Qpeak for Case 1= 1.14 cfs - , CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak ftow =.90(3.18)(Imp. Area) = 1.17 cfs So, the Peak flow for ihe Basin is the greater of the two flows, 1.17 cfs 99353 BASIN.xIs CLC ASSOCIATES. INC. 7/25/2000 ~ PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS ~ BASIN: 132 Tot. Area = 1.31 Acres - Imp_ Area = 0 SF C = 0.10 CASE 1 365 ft. Overland Fiow Ct = 0.15 L = 365 ft. n = 0.040 S = 0.010 Tc = 2.97 min., by Equation 3-2 of Guidelines 0 ft. Gutter flow _ Z1 = 50.0 Z2 = 1.00 n = 0.016 S = 0.0080 d = 0.115 ft. A R Q Tc Tc total I Qc 0.34 0.06 0.42 0.00 5.00 3.18 0.42 Qpeak for Case 1= 0.42 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the ' peak flow =.90(3.18)(Imp. Area) = 0.00 cfs So, the Peak flow for the Basin is the greater of ihe two flows, 0.42 cfs 99353 BASIN_xis CLC ASSOCIATES, INC. 7/25/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: B3 Tot. Area = 0.13 Acres Imp. Area = 5,723 SF C = 0.90 CASE 1 0 ft. Overland Flow Ct = 0.15 L = 0 ft. n = 0.400 S = 0.010 Tc = 0.00 min., by Equation 3-2 of Guidelines 370 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0300 d = 0.084 f t. A R Q Tc Tc total I Qc 0.19 0.04 0.37 3.17 5.00 3.18 0.37 Qpeak for Case 1= 0.37 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.38 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.38 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/26/2000 ~ PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: B4 Tot. Area = 0.99 Acres Imp. Area = 5,745 SF C = 0.41 CASE 1 50 ft. Overland Flow Ct = 0.15 L = 50 ft. n = 0_400 S = 0.010 Tc = 3.60 min., by Equation 3-2 of Guidelines 370 ft. Gutter fiow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0600 d = 0.117 ft. A R Q Tc _ Tc total I Qc 0.37 0.06 1.26 1.80 5.40 3.08 1.25 Qpeak for Case 1= 1.25 cfs CASE 2 ' Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.38 cfs So, the Peak flow for the Basin is the greater of the two flows, 1.25 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7l2612000 ' , PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: B ' Tot. Area = 3.90 Acres Imp. Area = 29,234 SF C = 0.28 CASE 1 50 ft. Overland Flow ' Ct = 0.15 L = 50 ft. - n = 0.400 S = 0.010 Tc = 3.60 min., by Equation 3-2 of Guidelines 370 ft. Gutter flow ' Z1 - 50.0 Z2 = 3.50 ' n = 0.016 S = 0.0600 d = 0.171 ft. A R Q Tc Tc total I Qc 0.78 0.09 3.46 1.40 5.00 3.18 3.47 ' - Qpeak for Case 1 3.47 cfs ' CASE 2 ' Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 1.92 cfs So, the Peak flow for the Basin is the greater of the two flows, 3.47 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 9/11/2000 I BOWSTRING METHOD PROJECT: DISHMAN COMMONS DETENTION BASIN DESIGN BASIN: B ' DESIGNER: DJD DATE: 07/26/00 Time Increment (min) 5 Time of Conc. (min) 5.02 Outflow (cfs) 2 Design Year Flow 10 Area (acres) 3.10 ' Impervious Area (sq ft) 29234 'C' Factor 0.33 '208' Volume Provided 2143 Area * C 1.023 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) 5.02 301 3.17 3.25 1311 603 708 5 300 3.18 3.25 1308 600 708 10 600 2.24 2.29 1610 1200 410 15 900 1.77 1.81 1815 1800 15 20 1200 1.45 1.48 1932 2400 0 25 1500 1.21 1.24 1984 3000 0 30 1800 1.04 1.06 2024 3600 0 35 2100 0.91 0.93 2050 4200 0 ' 40 2400 0.82 0.84 2099 4800 0 45 2700 0.74 0.76 2121 5400 0 50 3000 0.68 0.70 2158 6000 0 ' 208,DRAINAGE POND CALCULATIONS Required '208' Storage Volume = Impervious Area x.5 in / 12 in/ft 1218.1 cu ft 208' Storage Volume Provided 2143 cu ft ~ DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum Storage Required by Bowstring 708 cu ft ' Provided Storage Volume 2143 cu ft @ 6" depth Number and Type of Drywells Required 0 Single 2 Double 99353 CLC ASSOCIATES 7/26/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS ' BASIN. C1 ' Tot. Area = 0.92 Acres imp. Area = 0 SF C = 0.10 CASE 1 170 ft. Overland Flow Ct = 0.15 L = 170 ft. n = 0.400 S = 0.015 Tc = 6.65 min., by Equation 3-2 of Guidelines 0 ft. Gutter fiow Z1 = 50.0 Z2 = 1.00 n = 0.016 S = 0.0080 d = 0.095 ft. A R Q Tc Tc total I Qc 0.23 0.05 0.25 0.00 6.65 2.74 0.25 Qpeak for Case 1= 0.25 cfs ' ' -CASE 2 ' Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.00 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.25 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25/2000 ' ' PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: C2 ' Tot. Area = 0.06 Acres Imp. Area = 2,266 SF C = 0.78 CASE 1 20 ft. Overiand Flow Ct = 0.15 L = 20 ft. n = 0.400 S = 0.010 Tc = 2.08 min., by Equation 3-2 of Guidelines ' 150 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0080 d = 0.076 ft. A R Q Tc Tc total I Qc 0.15 0.04 0.15 2.66 5.00 3.18 0.15 Qpeak for Case 1= 0.15 cfs CASE 2 ' Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.15 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.15 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25/2000 ' . DISHMAN COMMONS PEAK FLOW CALCULATION PROJECT' Tot. Area = 0.12 Acres BASIN: C3 ' Imp. Area = 5,261 SF ' C = 0.90 CASE 1 0 ft. Overland Flow ~ ' _ Ct - 0.15 L = 0 ft. n = 0_400 S = 0.020 ' Tc = 0.00 min., by Equation 3-2 of Guidelines 95 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0080 d = 0.105 ft. A R Q Tc Tc total I Qc 0.29 0.05 0.34 1.36 5.00 3.18 0.34 Qpeak for Case 1= 0.34 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.35 cfs ' So, the Peak flow for the Basin is the greater of the two flows, 0.35 cfs 99353 BASIN.xIs CLC ASSOCiATES, INC. 7/2612000 ' , PEAK FLOW CALCULATION PROJECT: DlSHMAN COMMONS BASIN: C4 Tot. Area = 0.80 Acres Imp. Area = 20,236 SF C = 0.56 CASE 1 20 ft. Overland Flow Ct = 0.15 L = 20 ft. n = 0.400 S = 0.010 Tc = 2.08 min., by Equaiion 3-2 of Guidelines 715 ft. Gutter flow Z1 = 50.0 Z2 = 1.00 n = 0.016 S = 0.0300 d = 0.135 ft. A R Q Tc Tc total I Qc 0.46 0.07 1.24 4.48 6.56 2.76 1.24 Qpeak for Case 1= 1.24 cfs ' CASE 2 ' Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(imp. Area) = 1.33 cfs So, the Peak flow for the Basin is the greater of the two flows, 1.33 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/2512000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: C5 ' Tot. Area = 1.35 Acres Imp. Area = 8,800 SF C = 0.43 CASE 1 50 ft. Overland Flow Ct= 0.15 . L = 50 ft. n = 0.400 s = 0.020 Tc = 2.93 min., by Equation 3-2 of Guidelines 510 ft. Gutter flow Z1 = 50.0 Z2 = 50.00 n = 0.016 S = 0.0341 d = 0.114 ft. A R Q Tc Tc total I Qc 0.65 0.06 1.65 3.34 6.26 2.83 1.64 Qpeak for Case 1= 1.64 cfs ' CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp_ Area) = 0.58 cfs So, the Peak flow for the Basin is the greater of the two flows, 1.64 cfs . 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25/2000 ' PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: C6 Tot. Area = 1.48 Acres Imp. Area = 11,624 SF C = 0.43 CASE 1 50 ft. Overland Flow _ Ct = 0.15 L = 50 ft. n = 0.400 S = 0.020 Tc = 2.93 min., by Equation 3-2 of Guidelines 610 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0276 d = 0.154 ft. A R Q Tc Tc total I Qc 0.63 0.08 1.77 3.64 6.56 2.76 1.76 Qpeak for Case 1= 1.76 cfs CASE 2 ' Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.76 cfs So, the Peak flow for the Basin is the greater of the two flows, 1.76 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: C7 Tot. Area = 2.05 Acres Imp. Area = 12,531 SF C = 0.42 CASE 1 50 ft. Overland Flow Ct = 0.15 L = 50 ft. n = 0.400 S = 0.020 Tc = 2.93 min., by Equation 3-2 of Guidelines 810 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0276 d = 0.168 ft. A R Q Tc Tc total I Qc 0.75 0.08 2.24 4.56 7.48 2.60 2.24 Qpeak for Case 1= 2.24 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.82 cfs ~ So, the Peak flow for the Basin is the greater of the two flows, 2.24 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/26/2000 ' PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: C Tot. Area = 6.80 Acres Imp. Area = 60,718 SF , C = 0.41 CASE 1 50 ft. Overland Flow Ct = 0.15 L = 50 ft. n = 0.400 S = 0.010 Tc = 3.60 min., by Equation 3-2 of Guidelines 650 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0300 d = 0.266 ft. A R Q Tc Tc total I Qc 1.89 0.13 7.94 2.58 6.19 2.85 7.93 Qpeak for Case 1= 7.93 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 3.99 cfs So, the Peak fiow for the Basin is the greater of the two flows, 7.93 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 9/11/2000 ' • BOWSTRING METHOD PROJECT: DISHMAN COMMONS DETENTION BASIN DESIGN BASIN: C DESIGNER: DJD DATE: 08/07/00 Time Increment (min) 5 Time of Conc. (min) 6.19 Outflow (cfs) 2 Design Year Flow . 10 Area (acres) 6.79 Impervious Area (sq ft) 60718 'C' Factor 0.41 '208' Volume Provided 2581 Area * C 2.784 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage (min) (sec) (in/hr) (cfs) _ (cu ft) (cu ft) (cu ft) 6.19 371 2.85 7.92 3940 742 3197 5 300 3.18 8.85 3559 600 2959 10 600 2.24 6.24 4528 1200 3328 15 900 1.77 4.93 5057 1800 3257 20 1200 1.45 4.04 5353 2400 2953 25 1500 1.21 3.37 5478 3000 2478 , 30 1800 1.04 2.90 5577 3600 1977 35 2100 0.91 2.53 5640 4200 1440 40 2400 0.82 2.28 5767 4800 967 45 2700 0.74 2.06 5822 5400 422 50 3000 0.68 1.89 5918 6000 0 208' DRAINAGE POND CALCULATIONS Required '208' Storage Volume = Impervious Area x.5 in / 12 in/ft 2529.9 cu ft ' 208' Storage Volume Provided 2832 cu ft DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum Storage Required by Bowstring 3328 cu ft Provided Storage Volume 3599 cu ft @ 8" depth Number and Type of Drywells Required 0 Single 2 Double 99353 CLC ASSOCIATES 8/7/2000 ' ' PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: D ' Tot. Area = 0.25 Acres Imp. Area = 4,993 SF C = 0.47 CASE 1 ' 20 ft. Overland Flow ' Ct = 0.15 L = 20 ft. n = 0.400 S = 0.010 Tc = 2.08 min., by Equation 3-2 of Guidelines 250 ft. Gutter flow ' Z1 = 50.0 Z2 = 1.00 , n = 0.016 S = 0.0168 d = 0.096 ft. A R Q Tc Tc total i Qc 0.24 0.05 0.37 2.63 5.00 3.18 0.37 ' QPeak for Case 1= 0.37 cfs 1 CASE 2 . ' Case 2 assumes a Time of Concentration less than 5 minutes sv that the peak flow =.90(3.18)(Imp. Area) = 0.33 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.37 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 9/11/2000 , BOWSTRING METHOD PROJECT: DISHMAN COMMONS DETENTION BASIN DESIGN BASIN: D DESIGNER: DJD DATE: 07/25/00 Time Increment (min) 5 Time of Conc. (min) 5.00 Outfiow (cfs) 0.3 , Design Year Fiow 10 Area (acres) 0.25 Impervious Area (sq ft) 4993 - 'C' Factor 0.46 '208' Volume Provided 312 ' Area k C 0.115 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage ~ (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft) 5.00 300 3.18 0.37 147 90 57 5 300 3.18 0.37 147 90 57 10 600 2.24 0.26 181 180 1 15 900 1.77 0.20 204 270 0 20 1200 1.45 0.17 217 360 0 25 1500 1.21 0.14 223 450 0 ' 30 1800 1.04 0.12 227 540 0 35 2100 0.91 0.10 230 630 0 40 2400 0.82 0.09 236 720 0 ' 45 2700 0.74 0.09 238 810 0 50 3000 0.68 0.08 243 900 0 208' DRAINAGE POND CALCULATIONS Required '208' Storage Volume = Impervious Area x.5 in / 12 in/ft 208.0 cu ft ' 208' Storage Volume Provided 312 cu ft ' DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum Storage Required by Bowstring 57 cu ft Provided Storage Volume 312 cu ft @ 6" depth Number and Type of Drywells Required 1 Single 0 Double 99353 CLC ASSOCIATES 7/25/2000 , PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: E Tot. Area = 0.11 Acres Imp. Area = 2,271 SF C = 0.49 CASE 1 20 ft. Overland Flow Ct= 0.15 L = 20 ft. n = 0.400 S = 0.010 Tc = 2.08 min., by Equation 3-2 of Guidelines 1 110 ft. Gutter flow Z1 = 50.0 Z2 = 1.00 n = 0.016 S = 0.0120 d = 0.076 ft. A R Q Tc Tc total I Qc 0.15 0.04 0.17 1.60 5.00 3.18 0.17 1 = Qpeak for Case 1 0.17 cfs CASE 2 , Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.15 cfs So, the Peak flow for the Basin is the greater of the two flows, 0_ 17 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25/2000 ' ' BOWSTRING METHOD PROJECT: DISHMAN COMMONS DETENTION BASIN DESIGN BASIN: E DESIGNER: DJD ' DATE: 07/25/00 ' Time Increment (min) 5 Time of Conc. (min) 5.00 Outflow (cfs) 0.3 Design Year Flow 10 Area (acres) 0.11 Impervious Area (sq ft) 2271 'C' Factor 0.49 '208' Volume Provided - 186 ' Area * C 0.054 ' Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) 5.00 300 3.18 0.17 69 90 0<__ 5 300 3.18 0.17 69 90 0<__ 10 600 2.24 0.12 85 180 0<__ 15 900 1.77 0.10 96 270 0<__ 20 1200 1.45 0.08 102 360 0<__ 25 1500 1.21 0.07 104 450 0<__ 30 1800 1.04 0.06 107 540 0<__ 35 2100 0.91 0.05 108 630 0<__ 40 2400 0.82 0.04 111 720 0<__ 45 2700 0.74 0.04 112 810 0<__ 50 3000 0.68 0.04 114 900 0<__ ' 208' DRAINAGE POND CALCULATIONS Required '208' Storage Volume = Impervious Area x.5 in / 12 iri/ft 94.6 cu ft ~ 208' Storage Volume Provided 186 cu ft , DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum Storage Required by Bowstring 0 cu ft Provided Storage Volume 186 cu ft @ 6" depth Number and Type of Drywells Required 1 Single 0 Double 99353 CLC ASSOCIATES 7/25/2000 ' PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: F ! Tot. Area = 0.82 Acres Imp. Area = 4,858 SF C = 0.21 CASE 1 145 ft. Overland Flow ' Ct = 0.15 L = 145 ft. n = 0.400 S = 0.020 Tc = 5.54 min., by Equation 3-2 of Guidelines 205 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0169 d = 0.100 ft. A R Q Tc Tc total I Qc 0.27 0.05 0.44 2.08 7.63 2.58 0.44 Qpeak for Case 1= 0.44 cfs CASE 2 ~ Case 2 assumes a Time of Concentration less than 5 minutes so that the peak fiow =.90(3.18)(Imp. Area) = 0.32 cfs So, the Peak flow for the Basin is the greater of the two fiows, 0.44 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25I2000 ' , BOWSTRING METHOD PROJECT: DISHMAN COMMONS DETENTION BASIN DESIGN BASIN: F DESIGNER: DJD ' DATE: 07/25/00 Time Increment (min) 5 Time of Conc. (min) 7.63 Outflow (cfs) 0.3 Design Year Fiow 10 Area (acres) 0.82 Impervious Area (sq ft) 4858 'C' Factor 0.21 '208' Volume Provided 209 Area * C 0.172 ' Time Time inc. Intens. Q Devel. Vol.in Vol.Out Storage (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) 7.63 458 2.58 0.44 272 137 135 5 300 3.18 0.55 220 90 130 10 600 2.24 0.39 291 180 111 . 15 900 1.77 0.30 322 270 52 20 1200 1.45 0.25 338 360 0 25 1500 1.21 0.21 345 450 0 30 1800 1.04 0.18 350 540 0 35 2100 0.91 0.16 353 630 0 40 2400 0.82 0.14 361 720 0 45 2700 0.74 0.13 364 810 0 50 3000 0.68 0.12 370 900 0 208' DRAINAGE POND CALCULATIONS Required '208' Storage Volume = Impervious Area x.5 in / 12 in/ft . 202.4 cu ft ' 208' Storage Volume Provided 209 cu ft ~ DRYWELL REQUIREI'VIENTS - 10 YEAR DESIGN STORM Maximum Storage Required by Bowstring 135 cu ft Provided Storage Volume 209 cu ft @ 6" depth Number and Type of Drywells Required 1 Single 0 Double 99353 CLC ASSOCIATES 7/25/2000 A2 r--~ P-2 A~ ~ , , ~ ~ / H-3 ~ ~ i ; , ; ; (0 ut et Projecf Title: DISHMAN COMMONS BASIN A Project Engineer, CLC ASSOCIATES, INC j:,document199353`dishman.sim Inland Pacific Engineering Co. StormCAD vi.0 07i18i00 08,55.41 AM 0 Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page I of 1 Combined PipelNode Report Pipe Up Dn Length Size Up Dn S Up Q Up Dn Dn Rim Node Node (ft) Invert Invert (fUft) HGL (cfs) EGL EGL Rim (fc) (ft) (ft) (ft) (ft) (ft) (ff) P-2 A2 A1 30.00 12 inch 1,991.20 1,991.05 0.005000 1,991.41 0 26 1,991.48 1,991 43 1,993.20 1,993.20 P-3 A1 Outlet 68.00 12 inch 1,991.05 1,990.70 0.005147 1,991.42 0.77 1,991.55 1,991.20 1,990.70 1,993.20 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1,990.70 Project Title: DISHMAN COMMONS BASIN A Project Engmeer. CLC ASSOCIATES, INC. j:ldocument1993531dishman,stm Inland Pacific Engineering Co, StormCAD v1.0 09/11/00 02:11:55 PM 0 Haestad Methods, Inc, 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Outlet , P-4 B 3 ~ , . P-3 ~ P-2 e B4-2 B4-1 Project Title: DISHMAN COMMONS Project Engineer, CLC ASSOCIATES, INC. j:kdocumenl\993531dishman1.stm Inland Pacific Engineering Co. SlormCAD v1.0 08/07I00 02;03:31 PM 0 Haestad Methods, Inc, 37 Brookside Road Walerbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Combined PipelNode Report Pipe Upslream Downscream Length Section Upstream Downscream Conslrucled Upstream Discharge Oownsfream UpsUeam bownstrearr Node Node (ft) Size Invert Invert Slope HGL (cfs) Energy Energy Rim Elevation Elevalion (fUfi) (tt) Grade Grade Elevaiion ((t) (ft) (ff) (fI) P-2 64•2 64•1 15.00 12 mch 1,993.78 1,992,90 0058667 1,994,19 0.94 1,99357 1,994,34 1,995.90 P•3 B4-1 B3 30.00 12 inch 1,992.90 1,992.60 0.010000 1,993.37 1.25 1,993.27 1,993.55 1,995.90 P•4 83 Outlet 25.00 12 inch 1,992,50 1,992.30 0.008000 1.993.04 1.63 1,993.06 1,993.26 1,993,30 Project Title; DISHMAN COMMONS Projecl Engineer; CLC ASSOCIATES, INC. j:ldocument199353\dishmaM.Stm Inland Pacific Engineering Co. StormCAD v1.0 08107100 02:03:23 PM 0 Haestad Melhods, Inc. 37 Brookside Road Walerbury, CT 06708 USA (203) 755-1666 Page 1 of 1 ~■r ~ ~ ~ ~ ~ r r ~ ~ ~ ~ ~r ~ ~ ~ ~w ~ ~ outlet , , ~ , i/P-2 ~ C7 - P 3 3 ~ P-1 C6 Project Tille: OISHMAN COMMONS Project Engineer. CLC ASSOCIATES, INC, j:\document199353\dishman2,stm Inland Pacific Engineering Co. SformCAD 0.0 08l07/00 01:51:19 PM (D Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Combined PipelNode Report Pipe Up Dn length Size Up Dn S Up Q Up Dn Dn Rim Node Node (ff) InveR Invert (fUfl) HGL (cfs) EGL EGL Rim (ft) (ft) (ft) (ft) (fl) (fl) (ft) P-3 C7 C3 49.40 12 inch 2,009.73 2,009,49 0.004858 2,010.64 2.24 2,010.78 2,010.67 2,011.14 2,011.34 P-1 C6 0 30,00 12 inch 2,009.64 2,009.49 0.005000 2,010.58 1 76 2,010.66 2,010.62 2,011.14 2,011.14 P-2 C3 Outlet 44.00 12 inch 2,009.39 2,009.00 0.008864 2,010.27 4,35 2,010,82 2,010,44 2,010.00 2,011.14 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 2,010.00 Projecl Title: DISHMAN COMMONS Project Engineer. CLC ASSOCIATES, INC. j:ldocument199353\dishman2.stm Inland Pacific Engineering Co. StormCAD v1.0 09/11/00 02:17:44 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755•1666 Page 1 of 1 ~ ~ ~ ~ ~ ~ ~ ~ ~ r ~ ~ ir ~ ~ ~ ~ ~ Out et r1 ` ,0s ly ! 1 ~ , ~ P-3 ~ C2 ~ ~ ~ P-2 . , C4 G~ . -1 /C7 5 ~ . Project TiUe: DISHMAN COMMONS Projecl Engineer. CLC ASSOCIATES, INC. j:ldocument\993531dishman3.slm Inland Paci(ic Engineering Co. SlormCAD v1.0 08107/00 01:36,32 PM OHaestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755•1666 Page 1 ot I ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ rr r~■ ~ ~r ~ ~ ~ ~ Combined PipelNode Report Pipe Upstream Downstream Length Section Upslream Downstream Conslructed Upslream Discharge Downslream Upstream bownslrean Node Node (A) Size Invert Invert Slope HGL (cfs) Energy Energy Rim Elevation Elevaiion (fVfl) (tl) Grade Grade Elevation (ft) (ft) (ft) (f t) (ft) P-1 C5 C4 28.00 10 inch 2,009.54 2,009.40 0.405000 2,010,46 1.64 2,010.51 2,010.60 2,012.35 P•2 C4 C2 30,00 12 inch 2,00940 2,008,40 0.033333 2,010.24 2.88 2,010,39 2,010.50 2,012.35 P-3 C2 Oullel 15.00 12 inch 2,009.25 2,009.00 0016667 2,010.00 3.03 2,010.23 2,010.36 2,010.00 Project TiUe: DISHMAN COMMONS Projecl Engmeer; CLC ASSOCIATES, kNC. j:ldocument1993531dishman3.stm Inland Pacific Engineering Co. StormCAD v1.0 08l07J00 01;42;30 PM 0 Haestad Methods, Inc. 37 8rookside Road Waterbury, CT 06708 USA (203) 755•1666 Page 1 of 1 , BASIN AZ , Worksheet for Circular Channei ~ Pro1-ect DescriPtion Project File j:ldocument199353\99353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channel Method Manning's Formula Solve For Channei Depth ' Input Data Mannings Coefficient 0.009 Channel Slope 0.005000 fUft Diameter 12.00 in ' Discharge 0.26 cfs Results Depth 0.18 ft Flow Area 0.10 f12 Weited Perimeter 0.88 ft Top Widih 0.77 it Critical Depih 0.21 ft Percent Full 18.10 Critical Slope 0.002752 fUft Velocity 2.68 fUs Velocity Head 0.11 ft Specific Energy 0.29 ft Froude Number 1.33 Maximum Discharge 3.91 cfs Full Flow Capacity 3.64 cfs Full Flow Slope 0.000026 fUft Flow is supercritical. 1 ' ' 08/08/00 Academic Edition FlowMaster v5.17 08=26:12 AM Haeslad Methods, Inc. 37 Braokside Road Waterbury. CT 06708 (203) 755-1666 Paye 1 oi 1 ' BASIN A2&A1 ' Worksheet for Circular Channel ' Project Description Project File j:\document199353\99353.im2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channel Method Manning's Formula Solve For Channel Dep1h Input Data Mannings Coefficient 0.009 Channel Slope 0.005000 fUft Diameter 12.00 in Discharge 0.77 cis Results Depth 0.31 ft Flow Area 0.21 ftZ Wetted Perimeter 1.19 ft Top Width 0.93 ft Critical Depth 0.37 ft Percent Full 31.23 Critical Slope 0.002721 fUft Velocity 3.68 iVs Velocity Head 0.21 ft Specific Energy 0.52 ft Froude Number 1.36 Maximum Discharge 3.91 cfs Full Flow Capacity 3.64 cfs Full Flow Slope 0.000224 fUft Flow is supercritical. ' ' 08/08I00 Acaclemic Edition FlowMaster v5.17 08:27• 14 AM Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755-1666 Page 1 of 1 , BASIN B1 ~ Worksheet for Circular Channel , Project Description Project File j:\document199353199353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth ' Input Data Mannings Coefticient 0.009 - Channel Slope 0.030000 fUit Diameter 12.00 in Discharge 1.17 cfs Results Depth 0.24 i1 Flow Area 0.15 ftZ Wetted Perimeter 1.03 ft Top Width 0.86 ft Critical Depth 0.46 it Percent Full 24.47 Critical Slope 0.002846 fUft Velocity 7.85 fUs . Velocity Head 0.96 ft Specific Energy 1.20 ft Froude Number 3.33 Maximum Discharge 9.59 cfs Full Flow Capacity 8.91 cfs Full Flow Slope 0.000517 ft/ft Flow is supercritical. ' ~ 08/08J00 Acaderriic Ediiion FlowMaster v5.17 08:28.22 AM Haestad Melhods, Inc. 37 Brookside Road Waterbury, C7 06708 (203) 755-1666 Page 1 ot 1 ~ BASIN 134 Worksheet for Circular Channel ' Project Description Project File j:\document\99353\99353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.009 Channel Slope 0.010000 fUft Diameter 12.00 in I Discharge 1.25 cfs Results Depth 0.34 ft - Flow Area 0.23 fi2 Wetted Perimeter 1.24 ft Top Width 0.94 ft Critical Depih 0.47 it Percent Full 33.56 Critical Slope 0.002878 fUft Velocity 5.40 fUs Velocity Head 0.45 ft Specific Energy 0.79 it Froude Number 1.92 Maxirnum Discharge 5.54 cfs , Full Flow Capacily 5.15 cfs Full Flow Slope 0.000590 ft/ft Flow is supercritical. ' 08/08100 Academic Edition FlowMaster v5 17 08:28:56 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, C7 06708 (203) 755-1666 Page 1 of 1 BASIN B3&B4 ' Worksheet for Circular Channel , Pro)'ect Description Project File j:ldocument\99353\99353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channel Meihod Manning's Formula Solve For Channel Depth Input Data ' Mannings Coefticient 0.009 Channel Slope 0.008000 fVft Diameter 12.00 in Discharge 1.63 cfs Results Depth 0.41 ft Flow Area 0.30 ft2 Wetted Perimeter 1.39 ft Top Width 0.98 ft Criiical Depth 0.54 ft Perceni Full 41.10 Critical Slope 0.003062 fUft Velocity 5.36 fUs Velocity Head 0.45 ft Specific Energy 0.86 ft Froude Number 1.70 Maximum Discharge 4.95 cfs Full Flow Capacity 4.60 cfs Full Flow Slope 0.001003 fUft Flow is supercritical. , , 08/08/00 Acaclemic Edition FlowMaster v5.17 08:29:39 AM Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 oi 1 ~ BASIN C4 Worksheet for Circular Channel Project Description Project File j:ldocument199353199353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channel Method Manning's Formula Soive For Channel Depth ' Input Data , Mannings Coefficient 0.009 Channel Slope 0.010000 fUft Diameter 12.00 in Discharge 1.33 cfs Resulis Depth 0.35 ft Flow Area 0.24 ft2 Wetted Perimeter 1.26 ft Top Width 0.95 ft Critical Depth 0.49 ft Percent Full 34.68 Critical Slope 0.002913 fUft Velocity 5.50 fUs Velocity Head 0.47 ft Specific Energy 0.82 ft Froude Number 1.92 Maximum Discharge 5.54 cfs Full Flow Capacity 5.15 cfs Full Flow Slope 0.000668 fUft Flow is supercritical. ~ 08I08100 Academic Edition FlowMaster v5.17 08:30:04 AM Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755-1666 Page 1 of 1 BASIN C5 ' Worksheet for Circular Channei Project Description Project File j:ldocument\99353\99353.im2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.009 Channel Slope 0.010000 fUfi Diameter 10.00 in Discharge 1.64 cfs Results Depth 0.43 fl Flow Area 0.28 fi2 Wetted Perimeter 1.33 ft Top Width 0.83 ft Critical Depth 0.57 ft Percent Full 51.07 Critical Slope 0.003990 fUft Velocity 5.85 iUs Velocity Head 0.53 ft Specific Energy 0.96 ft Froude Number 1.78 Maximum Discharge 3_40 cfs Full Flow Capacity 3.16 cfs Full Flow Slope 0.002686 fUft Flow is supercritical. ~ 08/08/00 Academic Edilion FlowMasler v5.17 08:30,31 AM Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755-1666 Page 1 of 1 BASIN C6 Worksheet for Circular Channel ~ Project DescriPiion Project File j:\document199353\99353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.009 Channel Slope 0.005000 fUft Diameter 12.00 in Discharge 1.76 cfs Results Depth 0.49 ft Flow Area 0.38 ft2 Welted Perimeter 1.55 fl Top Widih 1.00 ft Critical Depth 0.56 it Percent Ful! 49.04 Criiical Slope 0.003136 fUft Velocity 4.59 fUs Velocity Head 0.33 ft Specific Energy 0.82 ft Froude Number 1.31 ' Maximum Discharge 3.91 cfs Full Flow Capacity 3.64 cfs Fufl Flow Slope 0.001170 fVft Flow is supercritical. 08/08/00 Academic Edilion FlowMaster v5.17 08:31:00 AM Haestad Methods, tnc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 ot 1 BASIN C7 Worksheet for Circular Channei Project Description Project File j:ldocument199353199353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Fiow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.009 Channel Slope 0.005000 fUft Diameter 12.00 in Discharge 2.24 cfs Results Depth 0.57 ft Flow Area 0.46 fta Wetted Perimeter 1.71 ft Top Width 0.99 ft Critical Depth 0.64 it Percent Fult 56.73 Critical Slope 0.003461 fUft Velocity 4.87 fUs Velociiy Head 0.37 ft Specific Energy 0.94 ft Froude Number 1.26 Maximum Discharge 3.91 cfs Full Flow Capacity 3.64 cfs Full Flow Slope 0.001895 fUft Flow is supercritical. . ~ ' 08108/00 Academic Edition FlowMaster v5 17 08:31:16 AM Haesiad Melhods. Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of t BASIN C6&C7 ' Worksheet for Circular Channel Project Description Project File j:\document199353199353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Fiow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.009 Channel Slope 0.010000 fUft Diameter 12.00 in Discharge 4.00 cfs Results Depth 0.66 it . Flow Area 0_55 it2 Wetted Perimeter 1.90 ft Top Width 0.95 ft Critical Depih 0.85 ft Percent Full 66.27 Critical Slope 0.005715 fUit Velocity 7.24 fUs Velocity Head 0.81 ft Specific Energy 1.48 St Froude Number 1.67 Maximum Discharge 5.54 cfs Full Flow Capacity 5.15 cfs Full Flow Slope 0.006042 fUft Flow is supercritical. 08108/00 Academic Edition FlowMaster v5.17 08:32:42 Afvt Haeslad Methods. Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755-1666 page 1 oi 1 BASIN C2&C4&C5 Worksheet for Circular Channel Project Description Project File j:\document199353199353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.009 Channel Slope 0.010000 fUft Diameter 12.00 in Discharge 3.12 cfs . Results Depth 0.56 ft Flow Area 0.45 it2 Wetted Perimeter 1.69 ft Top Width 0.99 ft _ Critical Depth 0.76 it Percent Full 56.19 Criiical Slope 0.004327 fUft • Velocity -6.87 fUs Velocity Head 0.73 ft Specific Energy 1.29 ft Froude Number 1.79 Maximum Discharge 5.54 cfs Full Flow Capacity 5.15 -cfs Full Flow Slope 0.003676 fUft Flow is supercritical. ~ ' 08l08/00 Academic Edition FlowMaster v5.17 08:33:54 AM Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755-1666 Page 1 of 1 BASIN C6&C7&C3 Worksheet for Circular Channel Project Description Project File j:ldocument199353199353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channei Meihod Manning's Formula Solve For Channel Depih Input Data Mannings Coefficient 0.009 Channel Slope 0.010000 fUft Diameter 12.00 in Discharge 4.35 cfs Results Depth 0.71 ft Flow Area 0.59 ft2 Weited Perimeter 1.99 it Top Width 0.91 (t Critical Depth 0.88 ft Percent Full 70.52 Critical Slope 0.006465 fUft Velocity 7.35 tUs Velocity Head 0.84 ft Specitic Energy 1.54 ft Froude Number 1.61 Maximum Discharge 5.54 cfs Full Flow Capacity 5.15 cfs Full Flow Slope 0.007146 fUft Flow is supercritical. 08/08/00 Academic Edition FlowMaster v5. 17 08:33:06 AM Haestad Meihods, InC 37 Brookside Road Waterbury. 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I EAS~MENT ~ ~ ~ ~ as_60 / ~ ~ r~f ~ ~ ~7.~ s ~ - ` ` J}7~~ f . 4, SP~KANE CDl1NTV ST~NDARD I• 5• I i 1~ F ~ -T--~ -~~~.4 ~ . r L.~~ TANDARL ; . coNc~ET~ ~~~Er rx~~ ~ w ! ~ : :'E 1 W f TYPE 1 DE 2 METAL rt- FRAME ~ TYP~ 2 MET ~IETAL - ~ ; r ~ s ~ RAT . ~TA 10+35.54, 14.3:. ~ G ~ ~ . ~r 5 = ~1.~~ ~ GRATE EL~V. 20 ~ f 5 ~ ' ` (11 t ~ ~ ; f i , ; , , f r--y ~ . ~ tiJ ~ ' 1~+0~ 17+00 c~ a ~ w - ~ ~ ~ - - . ~ ~ ~ . , . 5 ' ~ F- ij r rv Lo a _,3~~~_ ~ i ~ N TY STANDARa ~ ' ~P014ANE C~l~ ~ , ~ ~ ~ P K,~N~ COUN ~Y STAN~AR~ ~ ~,r, ~ ~ 5D „ ~YP~ ~ DRYWELL 1N~TH ~"YPE 4 TYPE B DRYWE~L 'WITH TYPE 4 ~I~~A~ GRAf~ AND F~Ah~E ~ w~ ~ METAL ~GRAT~ AND F~AM~ , y ~ ~ - sr►~ ~~+a~, 2~.~0 ~r. - S~~a 16+5~.G~, ~~,5~ ~r. GRATE ELEV.-~~O~.~~ S~O~hl~~. ~ ` ~ ' GRAT~ EL~V. = 2D~9.50 SCALE: 1 "--20' ~ ~ ~ ~ . ~ ~ ~ ~ ~ ~ ~ : ~ ! ~ ~ ~ ~ _ - DATE: {]8/31 f00 ~ ~ , ~ SOCI8IES ~nC. CL~ As , SPOKAwE. wA - ~L~~R, CO 7Q7 Wasi 71h ~ Su~Ce 2D0 (50~) 4~~~844 „ ~ Sppkane, WA 9920d Fnx; i~o~1 +sa-s~saa ~ ~ ; . . . . . ~ ~ ~ ~I~o ii i I' Yiii~ifY ' ~ , ii . ~ A ~ ~ ~ W A C, ~ ~ ~ - SPOKANE COUNTY STANO~~f? f 1~+OQ ~ ro ~ ~ ~ONCRETE 1NL~T TY~E ~ 1~ f TYPE s ~ E ~ - ; ~ . ~ 4 22916 ~ 1 M~TAL FRAh~~ ~C TYPE 2~4ETAL , . E ~ ~ t ~ 5 X GRAT~. 5TA 1 D~ 6~, 1~.33 RT , S ~ GRATE ~LE11.=9~9~~.~0 ~ SIONAt t - . ~ , EXR~RES f _ . N. , ~ - ~ EXRIRES 9f 2yd/ : ~ ~ ° ~ ~ ~ ' Y ~ I ~ ~ 1 ~ ! ` T~ - a ~ ~ ~ ' ~ ~ ~ - ~ ~ ~ - ~ ~ • S s / . . ~ ~ ~ ~ d 1~ UTlf~ffiY ASEMENT 5 _ TYPE R CURB P~R SPOKANE r I I i I t 1 , CDUNTY STA[VDARQ PLA~I A~3 ~5 ~B.S. ~ r ~ : . . r'.• ~ I . f^~ 5 ly r' , 1 1 ~ t ~ 5 . y ~ , 5 i ` ~ 4 ~ . ± I • • ' V 11 . ~ f 4 ~ _4 + ~ ~ ~ ~ ~ ; • o ~11 , ' ~ ~ ~ ~ ' { ~ ' ~ ~ ! ~ ` 1 ~ ~ ' 1 ~ ~ . , I ` , ' ti ~ : ` ! , + , l ~ : ; ti ' I t ~ ` . ; 1 ~ I i i ~ : ~ ; PRQPERTY - I $ B~UNDARY ~YP ; ~ ~ ~ ' ~ ( rj ' ~ ~ ~ t=--~ , _ x ~ ; ",r r, ~ 1Ls.~...~Pl ~I~r- { k`,::~ ~ ti, - : , Fq~ ~ = ~ ~ ~*°bf~ e~ ~ ~ T- - . ~~~l.~ r ' ~i~ F r~ ~rf al~• , 1 ~ ~ ~ , i=r ~ ~ ~ ~ ~ ~ i ~ ~ - ~ ~~~i = , ~ ~ ' - Y- ~ ~ ~ ~ ~ ~ ~ i~ l ~ ~ - ~LC Assa~iales, In~. ~ sao~~M~~ wa - oeNVcA, co 7a~ w~gr ~i~ • s~~i~ zoo (509) 4~9-68Ap ~ ~ ae • Spoknna. WA B93Dd fA%: [54B) 45~-4SA4 ~ - ~ ,r ~ - I a' ~ { . ' ~ ~ . ~ A. S C, a' ~ ~ ~~SI~, ~ ~ 4 I , • ~ . ~ ~ ~ - ~ ~ ~ ~ ~ z 2916 ~G . , F . . l~( F C I sI t~ - - - - ° EXPIRES EXPIRES 9/21/#( I ' ' : r ' : ~ ~ , . 1 ti ~ ; ~ ~ } ~ P~ . II 1 ~ ~ ~ I - 11 ~ ~ ~ .J ~M ~ r ~ 4 J S , , r I` ' 1 { + I ~ I ' 1 ; , r . , f . ~ , { i , 1 5 . . I 1~ . " . , ' ~ ~ ; I ' , ' ' ± F ~ . ~s 1 . ' . ~ , . ~ ~ , k ' I U~ILI~Y EA~~M~~I ; . . ~ . . ~ . . . ~ k . , ~ . I I ~ ~ ~ i . . r ~ ~t 10 'DRAlNAi~E EASEMENT`; ~ . ~ ~ ~~.oa . . , , ~ I r~ ~ f r.f I ~ ~ s ; , ~ P~aP~~rY ~ s , ~ , ~ ~ ~ F ~ , ~ ~ ' ; ;~~UNDA~Yr~~TYP) f~ 103.~7 ~ ~ ~ • t .~_~~__._~~,~_,~w___~ , ~ . , i. . I t~ . / . . , ~ ~ ~ ~ , ~ ~ • - - ~ - ~ l r f ~r f ' Y , I ~ i _ ~ s1 S , t ' . ` , € ~ _ _ . STORM DRAIN M~NH,~~.~ ~ t , , ~ . - ~ 99~ _ 1~• , ~ , ~ . ; ~ . , ` ~ ri - ~ ~ ; ~ { ~ . 1 { ' ~ . - 4 ' s + ~ . r r ~ ~ 4 ~ f f'~ p' ~ • - ' ~ - s ~ • ~ f + N ~ fr . ' . - ~ ~ - ~ t ► ~ ~ , ~ . ~ ~ ~ ~ ~ ~ f. ~ ~ ~ . , ~ f_ f~ ~ 1 ; 4 . ~ - - { • PR~F~Q~~b C~NTOUR~ . . , f ~ y' F _ ~ . . q t . . ~ ! { ~ ~ r _ . ~ ' f x` . ~ ~ . 1 ; ` , _ - ! ~ ~ . ~ ~ ' _ ~ ~ ~ _ < < ; ~ . , ~ I I t ~ f ~-i~'~ f F f• 5 i f i ~ ~ j ~ ~ 1 ~ f r'. _ } r ~r ~ + ~ l . . I ~ . ~ _ r'r', r ' ~ r~~ A' r 'S S 4 I i 1 ~ ,f . f, - f ; fF ~ r r.s ~ r' ~1 ~ t . 10.5 U TI~I TY EA~£~EN T ~ 26' 'Df'LAINY1GE - F ~ ~ ~ ~ .e~ . ~ ao , . ~ . r ~ r , , ~f - ~ ; SPO~ANE ~~~JN~Y STANDARp : . . ~ / - f ,f 3 ~ ~yrj' r ~ 1 . . ! 1~ti~ ~ F ~ l~ ~T 4 . f J h' ~ - f+~ . E~ ~ , . . ~ . . . I f~ EASEMEIVT f , , ~ r ,s..~ ; ~ :CON~RETE iN~ET :TYPE , ~ W , TYP~ , . S ~ , , ~ : ~ ~ ~,Y . , ~ ; , t., ~ { = ~ ' ' ME1'AL FR~AME ~C TY~E 2 I~ETAL : TYPE ~R CURB 'R~R SP~KRNE 4 ~ t ~ r ~ . f'~ . ~ ✓ ~ ~ ~ . ' . . ,N f - ' ~ 9 ~ ~ . . f { - , r ~ ~ ~ t , , , s ~ ~ - r ,F ' F' } ~ i J'~ GRATE~~ ST~ 11+51.$~~ 1~.3~ LT. ,CQUNTI~ S~AN~A~'[ D PLA~N A-3 ~ ~ Y,~ ~ f ~ 1 . R , t' - ,/w ~ ~ ~ ❑ ; , 4 t ~ t ~Q'..~»-~"' f r' ~ f~ ~ , ~ R~4T V.~~ . ; R . E+` 1 rf e' ' '4~ i . ' , G ~ .ELE . ~95 ~a . / ~ ~ r ~ i f f . f -I . ! . . ' ljl ? . 1 f f 1 ~ r ~ f r /y~ ~ ~ . - ~ . t i ~ [ ~ 'S ~ K T~ 1~ f~ ~ ~ • . ~ ~ ~ ~ ~ ~ ' ~ F ~ 1i ~p T~i I ~ - rf ~ y~ ~ ~ r ~S ~ f 4 ` Y ~ r` ~ ~ ! I ~ r ~ ~ ~ ' ~ S . I } . ' . ~ SP~KAI~E C~UNTY ~TANDAR~ _ - ; . , . ~ ~~y , , ~ II 14 ~ ~ ~7 5 ! ~i ~ . ~ - , 1 ~ ~~7 t ~ `S ~ Lw .y 1 ! Yl'PE 6 DRYWELL `WI~H TYPE ~ - _ ° ' . . ~ ~ { Y ~ . ~ ' ~ . ~~y~ ~tis , • ~ , , . ~ 7 ~ r+ I~ ~ ~ M~TAL GRATE AN~ FR~4M~ , ~ . . ; : ~ ~ . , , , i , ~ ; ~ ~ . ; E ; _ r , r I 5~A 10+48.5~, 41.~9 L~. ; ' .:a . , ; ; , . ; ~ ~ ~ 11+OD ; ; 1 ~ ~ ; : ~ . ~ ~ I ~~~~Q t ! ' , i , ~7'f ` . ~RATE ELEV.-199~.$0 , ~ , - - . k ; , , U~ , ~ ~ ; a t ~ f-` ~ ' ; ~ : _ - ~ ' ~ ~ , ` , ~ . s r~ _ ; . ' 'r ; - , 14 4 ~s . , ~ t , : ~ , 1 . ~ . . ~ . . ~ . . . . f , SPOP4ANE CC?UNTY ~TANDARD SPaKAN~ C~UP~TY SFANDA~D ~ . R-~,.-,,~rn„ _ , r - C~NCR~T~ ~N~.~T TYP~ 1 1N TYPE TYPE B p~YWELL WITH ~YPE , ~ , 1 M~rtAL FR~M~ $c TYPE 2 IN~TA~ 4 METAf~ GRATE AND FRAME RAT . T~ 1+ 4 1 ' ' G ~ S ~ 6, 2,33 ~.T. STA 1~+~66.0~ 21.6~ ~T. ~F~~`, ~ ~ GR~TE ELEv.=r~93.2D GR~TE ELE~.~1~9~.~~ - S~~l~',~~J~~'~r~'~~~ . , ~ . Y.~~~,K~~ .f , ~ 1 ~ ~ ~ r , ~ . . ~ s ~ ~ ~ ~ ~ ~ ~ ~ ~u ~ a f ~ i ~ SF i , .]CALE. 1"=30F ~ L~. ~ rF ~ l~►SSOCISI~S, ~IiC. ~ - SpQKdNE~ WA - ~EN1~R, l'4 aor w~5~ ~~n • se,~ic zoa {SasM ase-~ano ~ Spokpne, WA 44~44 {A~ [5~J} 4~-5aA8 . ■ DATE: 08/31 f00 ! ~ , - i • , i . y ~ ~ ~ A. ~ w As,~ ~ i I r0 ~ G ,pe c 22916 ; ~ , ~ ~ ~si ~ ~ NA1. EXPI EXPIR E~ ~~f EASEI~ENT 3EMENT OR R,p.W. " EASEMENT ~ OR R.O. W. ORAINAGE ~A5~MEN7 AS SPEClFIED Qhi PI.AN ~ R.O.W. DRAINAG~ EASEl~ENT AS SPECIFIEp ON PLAN ~ { ~ ~TOP DF BERM ftEV.= GUTTER ~ _ , TOP ~}F CURB ~EV. ~~~NE ~ ~ TOP QF BERi~ Ei.EY.~ ~+.2D FT. ~.5' SOp ON TOPSQIL, SOD ~ CURB QRQA 4ToP oF cuRa E~v. k t.~~ 1.5" 50D ~N TOP501L, 50~ . ~ ~r,sr,a~~a coNCUa~Ewr mta~ OCCU~AN~r ~F np~ACENT HOU5E TYPE "B" C~RB ~ IN5TAL1~o c4NCURRENT WiTH , AND GUTTER OCC~PPANCY 0~ A~~IAC~NT H~115E 3 MA~, ~1 ~ ~IAX. NQRN~Al. £d1T1ER LINE : t (rYP) GRI~IE E~E~fATIDN ~ ~:1 (TYP} ' ' • ; . l (T'a'P) ~ . ~ . GRAT~ ELEVA710N ~ •`J~ , 1 ~ ~ RAINAGE ~ CQNCRETE APRi}N - 51RU TURE ~~k. RAIAIA~GE 3: r~ ~ 4" THfCI( P.~.C. 5?RU 1i1RE ~ ~ STORM PIPE 3TrnRM PiPE ■ R ~ PROVIDE FlLi~~ FA6RIC (A~I9Cfl 4~45 DR ~QUA~) BET+A'~Eld 1 T3 TQPSQIL ~N PROVipE F1LfiER FA~RIC A~OCU 4SA5 ~R EOUAL BETWEEN RIP RAP 41P RAp THE NA~I~ SOIL AND ~HE WASt~E~ oRAIN RDCK A~lb ~~1WEEN GRAOED P~N~ BOTTO~I { y ~liE WASHED ~RAI~J ROCII AfiV~ THE DRYWELL 6ARREL TNE WAnV~ 541L AND TME YVASkiED pRRIN ROCK AND BETWEE~ ~~~Q THE WASHED DRAIN ROCK AND TH~ DRYy~LL BARRfL. 1"-3' iC7~501L 1.11'-].28' BELOVM ~GRAD€n PONa E a a ~~G~ OF A~HALT ' GRADED POND E ]~,.,ti-fi~iY~ S►Cl+~~i1~Y i i+ 16- Oif i i M' - ~ ~G~lO~JA~ VIE1N i,~~'-~.zs' ~eic ,~~r~~~~ ~E~ fQG~ OF ASPHA TYRI~AL PON~ GRO~~~-SE~11~~ Y~TH DR ~ ~YRIC~L ~OMD CROSS-SE~T10N W~TH 1~ RAIN RIF ~ , l.~~J! ~lLV~ L-rt + ~oa ra scA~ ~ , - , r- ~ a ~WrY ~ '~FC ~AN~ ~r,~ VL ~ , IV ~ . ~ ~ ~ r ~ ~ 1 ! ~ - , ~ ~ 2M, ~-a i ~ ~ ~ i ~ L ~ ~ ~ ~ SPOKANE coo~=TY ENGf~~E8 ~ R ~ ~ ~ f ~ ~ ~ L ~L~ Assacia#~s, fnc, saoKnr+e, wa - or~r~, co 7tY7 wesl 71h ~ Salta 2~p (548y 458-6S4p ' Spa►ane. WA 99~ Fnx: (5~91 +58-seaa ~ ~ ~ ~ i ' 1 PAVEMENT DESIGN REPORT ~ ' f ° r R~~~IVED SEP 1 ~ 2000 Dishman Commo1&NECOUNTY ENGINEER ~ , September, 2000 ' W.O. No. 99353 ' Prepared by: _ Inland Pacific E, ngirteering Company ' 707 West 7' Avenue Suite 200 Spokarre, WA 99204 ' (509) 458-6840 , . ' ' ' PAVE-MENT DESIGN REPORT for the Dishman Commons Spokane County, Wasbington September 2000 The design improvements shown in tbis set of plans and calculations conform to the applicable editions of the Spokane County Standards for Road and Sewer Construction and the Spokane County GuideIines for Stormwater Management. All design deviations have been approved by the Spokane County Engineer. I approve these plans (calculations) for construction. This report has been prepared by Doug Desmond of CLC Associates, Inc. in accordance with the AASHTQ Pavement dESign procedure for flexible pavements. , A. S O WA r '0 ~ 22918 ~Q/STER~ S~ONAI.E~ ~ EXPIRES: Timothy A. Schwab, P.E. v ~ CLC ASSOCIATES, INC. ` PROJECT lNFORMATION TYPICAL SECTlON DATA Project. DISHMAN COMMONS Roadwey half widfh ENTER-> 20' PAVED WIDTH Job No.: 99353 Raad Name ENTER-> FELTS ROAD Disc,No,: Left or Right ENTER-> LEFT File Name; FELTS.PVMTDES.W62 Edge Type TYPE'8' CURB & GUTTER Calculated 8y; EMT Statlon Interval ENTER-> 50 I I MINIMUM MAXIMUM DIST. 01STFROM I E.P. ELEV. E.P. ELEV. CIL TO % SLOPE EDGE CENTERLINE 1(4.5% from (•1% from SEIECTEO EdgePave, CIL % SLOPE SAWCUT SAWCUT ~ CIL TO PAVEMENT TO EOP ~ sawcut fo sawcut to E.O.P. to Gutter Fdge of Fv, TOP OF STATION FLEVATlON CIL ELEVATlON (FEET) ~ SAWCUT % SLOPE (FEE7) ~ edge ol pvJ -edge of v ELEV, % GRAOE %GRADE ~ CURB EL._ ------v••- - - I I I I I I I I I I I I I 500,00 ~ 2028.78 ~ ERR ~ 2028,72 ~ 2.00 ~ •3.00 ~ ERR ~ 18.50 ~ 2027,98 ~ 2028,39 ~ 2028.20 ~ •3.15 ~ ERR ~ 2028.59 . 550,00 ~2029,18 ~ 0.80 ~2029.13 ~ 2.40 ~ •2.50 ~ 0,82 ~ 18.50 ~ 2028,39 ~ 2028.80 ~ 2028.78 ~ •2.12 ~ 1.16 ~ 2029.17 600.00 2029.66 ~ 0,96 ~ 2029,63 i 2.06 ~ •1.50 ~ 1,00 ~ 18.50 ~ 2028.89 ~ 2029.30 ~ 2029,08 ~ •3.33 ~ 0.60 ~ 2029,47 •650.00 2030,16 ~ 1,00 ~ 2030.13 ~ 2.00 ~ •1.50 ~ 1.00 ~ 18.50 ~ 2029.39 ~ 2029.80 ~ 2029.48 ~ •3.94 ~ 0,80 ~ 2029,87 700,60 ~ 2030.63 ~ 0.94 ~ 2030,54 ~ 2.00 ~ -4.50 ~ 0.82 ~ 18.50 ~ 2029.80 ~ 2036.21 ~ 2029.88 ~ -4,00 ~ 0.80 ~ 2030.27 750.00 ~ 2030.67 ~ 0.08 ~ 2030.63 ~ 2,00 ~ •2.00 ~ 0,18 ~ 18,50 ~ 2029.89 ~ 2030.30 ~ 2030.28 ~ •2,12 + 0.84 2030.67 800.00 ~ 2031,50 ~ 1.66 ~ 2031.47 ~ 2,00 ~ •1.50 ~ 1.68 ~ 18,50 ~ 2030.73 ~ 2031.14 ~ 2031.12 ( •2,12 ~ 1.68 2031.51 I I I I I I I I I I I I I (n ~ v -p ~ rn c ~ co ~ . . m h'' ~ n ~ . ~ C= C5 ~m ~ ~ J;IDOCUMENT1993531FELTS.PVMTDES,QPW 1 ' 05103100 r ~ CLC ASSOClATES, lNC. f PROJECT INfORMATION TYPICAL SECTION DATA Project: DISHMAN COMMONS Roadway half width ENTER-> 19.5' PAVED WIDTH Job No.: 99353 Road Name ENTER-> 16TH AVENUE Disc. No.: LeR or Right ENTER-> RIGHT File Name: 16THS.PVMTDES,WB2 Edge Type TOP OF CURB Calculated 8y: EMT Sfatron fnterval ENTER-> 50 . MINlMUM MAXIMUM ' DIST. DlST fROM E.P. ELEV. F.P. ELEV. , SEC/L TO % SLOPE EDGE SECTIONLINE (4,5% from ( 2% /rom SELECTEO Edge Pave. SEC/L % SLOPE SAWCUT SAWCUT SEC/L TO PAVEMENT TO EOP sawcut to sawcut to E.O.P. !o Gutter Edge of Pv. TOP OF ' STATION ELEVATlON SEC/L ELEVATION (FEET) SAWCUT % SLOPE (FEET) edge of pvJ edge of pv) ELEV. % GRADE %GRADE CURB EL. I I I I I I i I I I I I I 500.00 ~ 2000,32 ~ ERR ~ 2000,09 ~ 17,00 ~ -1,35 ~ ERR ~ 18,00 ~ 2000,05 ~ 2000.07 ~ 2000.07 1 •2,00 ~ ERR ~ 2000,48 550.00 ~ 2001,65 ~ 2.88 ~ 2001,46 ~ 11.00 ~ -1.12. ~ 2.74 ~ 18,00 ~ 2001.42 ~ 2001.44 ~ 2001.44 ~ -200 ~ 2,74 ~ 2001,93 600.00 ~ 2002.89 ~ 2,48 ~ 2002,80 ~ 17.00 ~ -0.53 ~ 2.68 ~ 18.00 ~ 2002.76 ~ 2002,78 ~ 2002,78 ~ -2,00 ~ 2.68 ~ 2003.17 650.00 ~ 2003.89 ~ 2,00 ~ 2003.69 ~ 17,00 ~ •1.18 ~ 1.78 ~ 18.00 ~ 2003.65 ~ 2003,87 ~ 2003.67 i •2.00 ~ 1.78 I 2004.06 700,00 i 2004.38 ~ 0.94 ~ 2004,22 ~ 17.00 ~ •0,82 ~ 1.08 ~ 18.00 ~ 2004,18 ~ 2004.20 ~ 2004.20 ~ -2.00 ~ 1.06 ~ 2004.59 7e0.00 j 2005.00 ~1.28 ~ 2004.79 ~».oo ~,•1.24 ~ 1.14 ~ 1e.00 ~ 2004,75 1 2004,77 1 2004.77 ~•z,oo ~ 1.14 ~ 2005.16 800,00 ~ 2005,85 ~ 1.70 ~ 2005.67 ~ 17.00 ~ •1,06 ( 1,76 ~ 18.00 ~ 2005,63 1 2005.65 ~ 2005.65 ~ •2.00 ~ 1,76 ~ 2008.04 650,00 ~ 2006,85 I 2.00 I 2008.80 I 17,00 ~ •1.47 I 1,86 I 18.00 ~ 2008,56 I 2006,58 ~ 2006.58 I -2.00 I 1.86 I 2006.97 900,00 I 2007.94 I 2.18 I 2007,73 ~ 11A0 I •1.24 I 2.26 I 19.00 ~ 2007,69 I 2001,71 I 2007.71 I •2.00 I 2.26 1 2008.10 950.00 1 2009,24 I 2.60 ~ 2009,05 1 17,00 I •1.12 I 2.64 I 18.00 ~ 2008,01 I 2009,63 ~ 2009.03 I -2.00 I 2,64 1 2009.42 1000.00 1 2010,63 I 2.78 1 2010.46 I 17.00 I -1.00 2.82 I 18.00 1 2010.42 I 2010,44 I 2010.44 I •2.00 I 2,82 1 2010.83 1050,00 1 201206 I 2.86 1 2011,87 1 17.00 ~ -1.12 2,82 I 18.00 1 2011.83 I 2011.85 ~ 2011,85 1 -2.00 I 2,82 1 2012.24 1100.00 I 2013.46 I 2.80 I 2013,20 I 17.00 I •1,53 I 2,66 I 18.00 I 2013.16 I 2013.18 I 2013.18 I •2 00 1 2.68 I 2613.57 1150.00 I 2014.98 I 3.00 I 2014,74 I 17,00 ~ -1,29 I 3.08 I 18,00 I 2014.70 I 2014.72 I 2014,72 1 •2.00 I 3.08 I 2015.11 1200.00 I 2016.59 I 3.26 I 2016.44 1 11,00 I -0.88 I 3.40 I 18.00 I 2016.40 I 2016A2 I 2016.42 I •2,00 I 3.40 I 2016.61 1250.00 I 2018.39 I 3,60 I 2016.26 I 11,00 I •0.65 I 3.66 I 18.00 I 2018.24 I 2018.26 I 2018.26 I -2,00 I 3,68 I 2018 65 1360.00 1 2020.29 I 3,80 I 2020.13 I 17,00 I -0.94 3,70 18.00 I 2020,09 I 2020.11 I 2020.11 I -2,00 1 3.10 2020.50 1350.00 I 2022.19 I 3.80 I 2022.01 I 17.00 I •1,06 3.76 18A0 1 2021.97 I 2021.99 1 2021,99 I •2.00 I 3.78 2022.38 1400.00 I 2024.11 I 3.84 j 2023.94 I 17.00 I •1,00 I 3.86 I 18.00 I 2023.90 I 2023.92 1 2023,92 I -2.00 1 3.86 1 2024,31 1450,00 1 2028.02 I 3,82 I 2025.65 I 11.00 I •1.00 I 3.82 I 18,00 I 2025.81 I 2025.83 I 2025,83 J •2.00 I 3.62 I 2026,22 1500.00 I 2027.81 I 3.58 I 2021,60 I 17,00 I •124 I 3.50 I 18.00 ~ 2027.58 I 2027.56 I 2027,58 I •2,00 I 3.50 I 2021,97 1550,00 I 2029.46 I 3.30 I 2029,23 I 11.00 I -1.35 I 3.26 I 18.00 ~ 2029.19 I 2029,21 I 2029.21 I -2 00 I 3.26 I 2029,60 1600,00 I 2030.91 I 2.80 I 2030.64 I 11,00 I •1,59 I 2.82 1 18.00 I 2030,60 I 2030,62 I 2030.82 I -2,00 I 2.82 1 2031.01 1650,00 I 2032.31 I 2.80 1 2032.02 I 17,00 I -1.71 I 2,76 I 18.00 I 2031,98 I 2032.00 I 2032 I •2,00 I 2.76 I 2032.39 I I I I I I I I I I I I I , J:IDOCUMENTl99353116THS.PVMTDES,QPW 1 05/03100 r. CLC ASSOCIATES,INC. 1 PROJECT INFORMATION TYPICAL SECTION DATA Project: OISHMAN COMMONS Roadway hal(width ENTER--> 14' PAVED WIDTH Job No.; 99353 Road Name ENTER--> 16TH AVENUE Oisc,No.: Len or Right ENTER-> LEFT Fife Name: 16THN,PVMTDES.WB2 Edge Type EDGE OF PAVEMENT Calculated By: EMT Station lnterva! ENTER-> 50 I • ~ MINIMUM MAXIMUM DIST. ~ DIST FROM ~ E.P. ELEV. E.P. ELEV, C/L TO I% SLOPE EDGE CENTERLINE 1(-4.5% from (•2% from SELECTED Edge Pave. C/L % SLOPE SAWCUT SAWCUT ~ C/L TO PAVEMENT TO EOP ~ sawcut to sawcut to E.O.P. to Gutter Fdge ol Pv. TOP OF STATION ELEVATION C/L ELEVATlON (FEET) ~ SAWCUT % SLOPF (FEET) ~ edge of pv) edge of pv) ELEV, % GRADE %GRADE CUR9 EL. - _ - ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ 400.00 ~ 1998.30 ~ ERR ~ 1998,19 ~ 6.00 ~ •1.63 ~ ERR ~ 14.00 1997.83 ~ 1998.03 ~ 1998.05 ~ -1,75 ~ ERR ~ 1998.44 450,00 ~ 1999.15 ~ 1.10 ~ 1999.11 ~ 6,00 ~ •0,61 ~ 1.84 ~ 14.00 1998.75 ~ 1998.95 ~ 1998.95 ~ •2,00 ~ 1.80 ~ 1999.34 500.00 ~ 2060.30 ~ 2.30 ~ 2000.34 ~ 6.00 ~ 0.67 ~ 2.46 ~ 14.00 ~ 1999.98 I 2000.18 ~ 2000.18 ~ •2,00 ~ 2.46 ~ 2000.57 550,00 ~ 2001.63 ~ 2,66 ~ 2001.59 ~ 6,00 ~ •0.87 ~ 2,50 ~ 14,00 ~ 2001.23 ~ 2001.43 ~ 2001.43 ~ -2,00 ~ 2.50 ~ 2001,82 600,00 ~ 2002.85 ~ 2.44 ~ 2002.62 ~ 8.00 ~ •3.83 ~ 2.06 ~ 14.00 ~ 2002.28 ~ 2002.46 ~ 2002.46 ~ •2,00 ~ 2.06 ~ 2002.85 650.00 2003.87 ~ 2.04 ~ 2003,58 ~ 6.00 ~ •4.83 ~ 1,92 ~ 14.00 ~ 2003.22 ~ 2003.42 ~ 2003.42 ~ •2.00 ~ 1.92 I 2603.81 700.00 2004.34 ~ 094 ~ 1004.14 ~ 6.00 ~ •3,33 ~ 1,12 ~ 14,00 ~ 2003.78 ~ 2003.98 ~ 2003.98 ~ •2,00 ~ 1,12 ~ 2604.31 760.00 I 2004,96 I 1•24 I 2004.79 ( 6.00 I -2.83 I 1,30 14.00 I 2004.43 I 2004.83 ~ 2004.63 I -2,00 I 1.30 I 2005.02 800.00 I 2005.82 ~ 1.72 I 2005.78 I 6.00 I •0,67 ~ 1,98 14.00 I 2005.42 ~ 2005.62 ~ 2005.62 I •2.00 I 1.98 ~ 2006.01 850.00 I 2006.63 ~ 2.02 1 2008.84 1 6.00 1 0•17 I 2.12 I 14,00 ~ 2006.48 ~ 2006.68 ~ 2006.68 I -2,00 1 2.12 ~ 2007.07 900.00 I 2007,94 ~ 2,22 I, 2008,01 I 6.00 I 1•17 ' 2.34 ~ 14.00 ~ 2007.65 ~ 2007,85 ~ 2007.65 I •200 I 2.34 ~ 2008.24 950,00 I 2009.24 I 2.60 ~ 2009,19 I 6.00 1 •0,83 I 2.36 ~ 14.00 I 2008.83 I 2009.03 I 2009.03 I •2,00 1 2.36 I 2009.42 1000.00 ~ 2010.59 1 2.70 I 2010,50 1 6,00 I •1.50 1 2.62 I 14,00 1 2010,14 I 2010.34 ~ 2010,34 I -2.00 I 2.62 I 2010.73 1050.00 ~ 2011.99 I 2•80 I 2011.81 I 6,00 I -3.00 I 2,62 I 14,00 2011,45 I 2011.65 1 2011,65 I •2.00 I 262 I 2012.04 1100 00 I 2013,40 I 2.82 I 2013.23 I 6.00 -2.83 I 2.84 I 14.00 2012,87 1 2013.07 I 2013.07 I •2.00 I 2,84 1 2013.46 1150.00 ~ 2014.80 I 2•80 ~ 2014.72 1 8.00 •1.33 I 2,98 I 14.00 1 2014.36 I 2014.56 I 2014.56 I •2.00 I 2,98 I 2014.95 1200.00 ~ 2016.55 1 3.50 ~ 2016.43 I 6.00 I •2.00 I 3.42 1 14.00 I 2016.07 ~ 2016.27 I 2018.27 I •2.00 1 3.42 1 2016.68 1250.00 I 2018.35 1 3.60 I 2018.25 1 6,00 I •1.67 1 3.64 1 14.00 1 2017,89 I 2018.09 I 2018.09 I •2.00 I 3.64 1 2018,48 1300.00 ~ 2020.23 I 3 76 1 2020.09 I BAO 1 •2.33 I 3.68 1 14.00 I 2019,73 ( 2019.93 I 2019.93 I •2.00 1 3.68 I 2020.32 1350.00 I 2022,13 I 3.80 I 2021.99 I 6,00 I •2,33 I 3.80 I 14.00 I 2021.63 I 2021.83 I 2021.83 I •2.00 I 3.80 1 2022.22 • 1400,00 I 2024A5 1 3.84 1 2024,01 1 6.00 1 •0.67 4.04 I 14,00 2023.65 I 2023.85 1 2023.85 I •2,00 1 4,04 1 2024,24 1450.00 I 2025,99 I 3.88 I 2025,91 I 6.00 I -1.33 3.80 I 14.00 2025.55 I 2025.75 1 2025.75 I •2,00 3.80 I 2026.14 1500,00 I 2027.78 I 3.54 I 2027,71 I 6.00 I -0.83 I 3.60 I 14,00 I 2027,35 I 2027.55 I 2027.55 I •2,00 3.60 1 2027.94 1550.00 I 2029.35 1 3.18 ~ 2029,10 I 6.00 I 4.17 I 2.78 1 14,00 I 2028,74 1 2028.94 1 2028.94 I -2,00 ~ 2.78 1 2029.33 1600.00 I 2030.80 I 2.90 I 2030,49 I 6.00 I •5,17 I 2.78 I 14,00 I 2030.13 2030.33 I 2030.33 I •2,00 1 2.78 I 2030.72 1650.00 1 2032,20 I 2.80 1 2031,88 I 6.00 1 •5.33 ~ 2.78 I 14.00 I 2031.52 2031.72 I 2031.72 I -2,00 1 2.78 I 2032,11 1100,00 1 2033,38 I 2.36 1 2033.28 I 6.00 1 •1.67 I 2.80 I 12.10 1 2033.01 1 2033J6 I 2033.16 I -1,97 1 1.88 1 2033,55 175000 1 2033.84 1 0.92 1 2033,85 1 6,00 1 0,17 1 1•14 I 7,33 1 2033.79 1 2033.82 1 2033.63 1 •1,50 1 1.34 1 2034.22 J;IDOCUMENT199353116THN.PVMTDES.QPW ' 1 05103l00 ' ' Dishrnan Commons PROJ,ECT DESCRIPTION Dishman Commons is a 30 lot sub-division (on 10.3 acres) located in Section 29, T25 n., R45 E., W.M. in Spokane Counry. The proposed improvements include the necessary sanitary sewer, water, road and storm drainage facilities. See the vicinity map provided in Appendix A. Half-street improvements will be provided along the north side of 16`h Avenue and the east side of Felts Road. SUMMAR Y OF DESIGtV The purpose ofthis report is to summarized the results ofthe stnictura] pavement design. The arterial design was performed in accordance with the requirements ofthe draft Techjiical RefereiiceB Stnrcturnl Puvemejit Desig,i of Flerible Puvements by Spokane Counry. The analysis was performed using the AASHTO "Design of Pavement Structures" 1993, and it is a stress-loading design approach. The AASHTO computer soffivare, DARWin 2.0, was used to perforrn the calculations. The results from this calculation for 16`h Avenue are sunu»arized in this report and included in the appendix. The private roads (17'" Lane and Herald Lane) and Felts Road will utilize Table 3.16 ofthe Spokane County Standards per the pre-design meeting with Spokaiie County Engineers. This means 2 inches/7 inches for the private roads anci 3 inches/6 inches for Felts Road. The SCS soils map shows the project limits to be located within a Marb]e sandy loam soil. (See Appendix A). Six soil samples were obtained within the project limits, and were classified in accordance with the ' Unified Soil Classi fication (USC) system (AST.M D-2487). The results are summarized in Table 1. The lab results are provided in Appendix B-2. ' In addition to the soil classi fication,,a CBR test was conducted on a representative subgrade sample taken from the approximate center of the site at a depth of 2 to 3 feet. The testing indicated a CBR ranging from 11 to 171 varying with compaction for the sample. Using the low CBR of 11 and converting this valuc to , Resilient Modulus, a Resilient Modulus of 16,500 Psi was obtained. To account forPotential variabilitY of the subgrade soi ls (using a safety factor of 1.5), the Resilient Modulus was determined to be 11,000 psi. ' The CBR test results are included in the appendix. CLC Associates, lnc. ID I Dishman com»rons Paventent Design Report ' , ' Table 1 _Soil Samples ' TEST Sample Location USC Designation MR Range PIT road station, offset (percent fines, passing (PSi) #200 sieve) per Tech. Ref. B ' 1 STA 16+53, 26' Rt. SP-SM 5,000 - 10,000 16T" Ave. (10.6%) 2 STA 22+ 14, 7' Rt. SM 52000 - 10,000 Felts Rd. (16.3%) 3 STA 11+09, 24' Rt. SM 5,000 - 10,000 16T" Ave. (19.2%) 4 STA 17+45, 7' Lt. SM 5,000 - 10,000 Felts Rd. (18.5%) 5 STA 5+75, 26' Rt. SM 5,000 - 10,000 16`h Ave. (17.6%) - 6 STA l 2+09, 6' .Lt. SM 5,000 - ]0,000 Felts Rd. (18.5%) , , ' ' Table 2: Structural Pavement Section for 16`h Ave. ' Asphalt Concrete Pavement, Class A: 2" thick Asphalt Concrete Pavement, Class E: 2" thick Crushed Surfacing Base Course: 9.5" thick CLC Associ(ttes, Inc. D 2 Dishm(iir co»t»rons Pavenrent Desigil Report ~ . . - ~ - ~ . APPENDI-X ' . I 4 . . , ~IXP: N~ M AP S - . . ~ . ~ ~ . ~ ~~CTNI~`Y ~V1AP . . . . . . ~ $CS: SC.~IL~ MAP . , . . . . RESILI~~~ ~~DUUS - . . ~ . ~ . _ . ROAD 1TEM DATA . ~ _ . , ~ lN ~,CE rNVES~"I~'r~.T►_' ' ~ ~.~(~&T . ~,C:~ Q~ ~1./~O:I~[JLTJS V~ALUES ~E ~ ' 1J~~~ ~(Jx~. ~R(JUP ,(5,~'a, ~1.~1E CC~l~~'Y T'E'~: ' .1.~'1V~'.~ - . _ ~ , ,.f r 5 t i,l ` • . ~ . _ . yt ,~t--, N~ C~R''~~ ~,~~T__ ~ • _ ~~ARWin INPUT XND C~UTPUT - ' ; . . . ; . . . - - _ r - ~ - . - . r . t ' - ' 2 ~ _ ' ~ ~ _ • x 3 - ...-i..~.-_- ..?F.r_.~...i ;3t:... ..~i`^_.~"r__ _ _ . , , . . - . • :?"r :?':~3.'_ . • ' . _ ~ _ , , APPE-NDIX 1 APPENDIX A: MAPS VICINITY MAP SCS SOILS MAP APPENDiX B: RESILIENT MODULUS ROAD R.ATER DATA SUBSURFACE INVESTIGATION REPORT RANGE OF MODULUS VALUES PER USC SOIL GROUP (SPOKANE COUNTY TECH. REFERENCE B) APPENDIX C DARWin INPUT AND OUTPUT ' , . D 3 dome _ ~ som ~ ~ = a ~ ~ a ~ 40L Piartning, EngineeAny, Architettu►e, Landscaping ArchltocWro, Lend Survaytng C LC ASSOCIATES, I NC. ' -MAP S . 1 1 J:\Land Projects1993531dwg1COVER.dwg, 06/06/2000 02:50:47 PM, DJD _ Z-1 / NS - ~ N ~ d w 0 ~ - ~ C) ~ n J _----i m _l_ 00 - ~ _ _ - ~ _ W4-C F[J4E-S ~ ~ ~ ~ ~ ~ ~ ~■r M q2w r r ~ M M M r■~ M M ~r M M ~r ! M~le 0 5000 feet i Scale 1: 20 000 ~ ~ i~~~ i A. ~7 i~ 1'` ~ yjF' i; ~1,~' ~ 'Jh~ . t y.1 ~ ' ~ , V'' 1,~~..'t,~~, +A ~9.: , .~v'v` i ~ ~ M it ;~y, ~n ~ ~ . ,t., ~ j I t t ~,c~ r • t.., M ~ .1 Y, ,°j,~'. P,l•.~ '~I,~~' ii 4~c.`'~ i~ :JYr, r"~jiv~ ~(,1~`r,~f~'lµ~~yt...'~'JK. *ti~ ~ , , ;.N., ;,~"~i'~~ ,F i ! „ ~ ,r~ 51, n, E Ti~it~4~~, A nl!:C; , 1.~,~ A ~ • i., ' Y ~ ~•y "i~F ~ ~ i ~ ^ , J . • ~ '~Y1 at ~ H., Yt ' '~1~ t~; ' ~ "F • • _ . ~.M Y , .p ,,t~,~ . ,iii~~~ .~r r ~ ~ , , i~, , .~i 'k~ tw' _ r , ' •r ' '..~{'l~'r. 4't~.~.~ ih~~r~.~, L~ ~1 ~ ~ ~Y,.~' . , d ; ~ . . . • • , , ~ . . , , , . , ~ , , , , , , . , : i • . ~ ~ ' .Y ~ , ' , ~ , T. 24 N. ~ T. 25 N. (Joins sheet 74) . ro • ~ - - ~ - - . q L!. ~ ~ . ~Y f' n~ z'~ h , l_~+ _ C . r ~N+r• ~ - seP ' ?~~r ~i~#~y!'~w.,."r,.~. . , ~ ~ isJ ~ ~ ! 1 ~I~ ~+y ~•.q, ^r t ~w, ~ +e;'Z, ~w`~ ~~;Y.•. .S»i•i ~+;k~,L;.' n i +iSS ~Aut, ~ •'~y~~ , n . 1 ,yL y J .'•~'r~). ~ ; n ~N{ ` 1 i ' V' p, 'y ; ~ ( ,~-Z {i ~wi L. l i , ~ ~,~i '~'F ~ i {~,i~i ~~r ~"~',^Vj,a i~^ 1r~T~i~M~ ~h~i~lj'~~,~,Ti6r 'y~~ ~y ~.4•~'~i;' . . ~ • 79 y~~~~~ w ~'~'F~ 7j ''~`yt,s~<,} q~ s~(,~. r^,,,~.+ x~~~ . f k N 1 N _ O ~ C ~+~i~~~~L~~~ . -y ~ ' ~ A ~ , v ' ' ~ , , E, ,y ~ O L qr ".rr`y,~~ +1 IA l ~ '';~'1- +d ~i'+h i • K`~u ~ ~ T~ , ~fr • ~ N fp ,4. ~ ~I ~ "~'.a~ ;~Fi!~'r„'~t•~~~ ~'~l~TJ';S~~ ~N@ ~ ir ~ r ~ 1 ~Gg ~ N<< . 'Cr~.. + (Joins sheet 76) ~ ~ 11111 _ a = _ a = s s s 41L ~ < < ` ~ - Planning, Enginaoring, Archftetture, Landscaping ArchltseWro, l.en0 Surveying C LC ASSOCIATES, I NC. PRINCIPLE ARTERIAL i 1 i ~ 1993 AASHTO Pavement Design DARWinT"' Pavement Design System ' A Proprietary AASHTOWARET"" Computer Software Product , CLC Associates, Inc. 707 W. 7th Ave, Suite 200 Spokane, WA 99204 ' Doug Desmond Flexible Structural Design Module ' DISHMAN COMMONS Flexible Structural Design Module Data ' 18-kip ESALs Over Initial Performance Period: 863,451 Initial Serviceability: 4.2 Terminal Serviceability: 2.5 . Reliability Level 90 ' Overall Standard Deviation: .45 Roadbed Soil Resilient Modulus (PSI): 11,000 Stage Construction: 1 , Calculated Design Structural Number: 2.93 Specified Layer Design Struct. Drain. Coef. Coef. Thickness Width Calculated Layer Material Description (Ai) (Mi) (Di) (in) (ft) SN 1 ACP-CLASS A .42 1 2 - .84 2 ACP-CLASS E .42 1 2 - .84 3 CSBC .14 .95 9.5 - 1.26 ' Total - - - 13.50 - 2.94 ' Simple ESAL Calculation Performance Period (years): 20 ' Two-Way Daily Traffic (ADT): 7,880 Percent Heavy Trucks (of ADT) FHWA Class 5 or Greater: 2 Number of Lanes In Design Direction: 1 Percent of All Trucks In Design Lane 100 Percent Trucks fn Design Direction 50 Average Initial Truck Factor (ESALs/truck): 1.5 Annual Truck Factor Growth Rate 0 Annual Truck Volume Growth Rate 0 Growth: Simple Page 1 O , ovS~oGENE h ~ NORTHWEVT r• ~fAME4~~a•~ ' June 151 2000 SOILS, TESTING & INSPECTIDN , STI W.O. # S000198 CLC Associates 707 West 7" Avenue, Suite 200 Spokane; Washington 99204 ' Attention: Mr. Doug Desmond Re: Addendum to Soil ClassiGcation for Pavement Design Recommendations 16" Avenue Residential Development Pavement Design Spokane County, Washington Dear poug: , STl Northwest is plezsed to submit this revised soil classification for pavement design purposes for the proposed residential development to be located south«-est of l 6th Avenue and Felts Road in Spokane County; Washington. This revision is based on additional laboratory testing conducted on a rcpresentative subgrade soil samplc. The soil classification, as described in our June 6; 20001etter; consists of SILTY MEDIUM SAND (SM) and SLIGHTLY SILTY; MEDIUM SAND (SP-SM). A CBR test «-as conducted on a represcntative subgrade samplE takcn from thc approxilnate site center at a depth of 2 to 3 feet. The tcsting indicated a CBR ranging from ] l to 17; varying Nvith compaction; for the sample. Using thc low CBR of 11 and convcrting this value to Resilient Modulus: Nve czlculate a Resilient Modulus of 16,500 psi. To account for potentia) variability of the subgrade soils (using a safety factor of 1.5), Nve rccommcnd using a RESilicnt Modulus of 11.000 psi for pavement design purposes. CBR test rESUlts are attached. ' The conclusions and recolnmendations presented in this revised letter are based; in part; on the explorations that Nve performed for this shidy and our additional laboratory testing. Therefore; if variations in the ' subgrade conditions are observed at a later time; we may need to modify this letter to reflect those changes. We appreciate the opportunit}l to bc of service on this project. If you have any questions regarding this letter or any aspects of the project, please feel free to contact our officE. ' Sincerely, STl Northwest 1Q+~o4 w~~,'~,L ~f Z ~ OW 33M 5-700e Emgr!!s 06l14/ ol Jay W. Logan, P.E. Geotechnical Enginecr 3628 E. Ferry • Spokane, WA 99202 • Phone (509) 534-9711 • Fax (509) 534-9755 rMwt~wwYPIRM 1~►.- 4rLnwti CBR Test @ 136.3 pcf - Site Center @ 2 to 3 feet 16th & Felts Residential Development - STI # S000198 NORTHWEST 700 , 600 ~r 500 ~N - a 400 ~ . L ' ~ • N ai 300 L a ~ 200 100 0,~ 0 50 100 150 200 250 300 350 ~ 400 450 500 550 600 650 Penetration - inches x 0.001 ~ ~ ~ ~ ~■r ~ ~ ~ ~ ~ r ~ ~ r i■ir ~ ~ ~ ~ CBR Test @ 121.2 pcf - Site Center @ 2 to 3 feet 16th & Felts Residential Development - STI # S000198 jVrj NORTHWEST 900 , 800 ~ 700 600 N k a 500 ~ ~ . N ~ 400 ~ a ~ 300 ~ 200 ~100 i o~ , . . . . . . 0 50 100 150 200 250 300 350 400 450 500 550 600 Penetration - inches x 0.001 CBR Test @ 144.0 pcf - Site Center @ 2 to 3 feet 16th & Felts Residential Development - STI # 5000198 jVT,ff NORTHWEST 900 800 700 600 . ~ N Q. 1 500 400 . ~ ~ a 300 200 100 0~ 0 50 100 150 200 250 300 350 400 450 500 550 Penetration - inches x 0.001 . ~ ~ r ~ ~r ~ ~ i■r r ~ i■r ~ ~ ~ ~ ~ ~ ~r ~r INITIAL DRY DENSITY VERSUS CBR - Site Center @ 2 to 3 feel 16th & Felts Residential Development - STI # S000198 JVJTJ NORTHWEST 50 45 40 35 30 ~ m 25 v 20 . . 15 10 ' . 5 O 120 125 130 135 140 145 150 Dry Density - pcf ' TEST PIT LOGS STI W.O. # SOOOl98 16" & Felts Pavement Design ' (See 16`h & Felts Site Plan for test pit locations) ' TP-1 (excavated May 8, 2000) Depth Interval (feet) Description ' 0.0 to 8.0 feet Medium dense, moist, brown, Slightly Silty Sand: SP-SM (Alluvium). Changes to slightly moist at 3.5 feet. TS-1 @ 1.5 feet: (see attached Sieve Analysis results) Bottom of test pit at 8 feet. No groundwater seepage observed. Slight caving at 0 to 2 feet TP-2 (excavated May 8, 2000) Depth Interval (feet) Description 0.0 to 9.0 feet Medium dense, moist, brown, Silty Sand with minor organic content (due to yard waste) - SM (AIluvium). Changes to slightly moist and without organics at 1.5 feet. TS-1 @ 1.5 feet: (see attached sieve test results) 9.0 to 10.0 feet Medium dense, slightly moist, grayish brown, medium to coarse, ' Silty Sand - SM (Alluvium) Bottom of test pit at 10 feet. ' No groundwater seepage observed. Slight caving from 0 to 3 feet. , CLC Associates, Inc. STl W.O. #lS000198 16' & Fclts - Soil Classification June 2, 2000 STI Northwest Test F'it Logs Page 2 TP-3 (excavated May 8, 2000) , Depth Interval (feet) Description , 0.0 to 9.0 foot Medium dense, moist, brown, Silty Sand - SM (Alluvium). Changes to slightly moist below 2.0 feet. TS-1 @ 1.5 feet: (see attached sieve test results) Bottom of test pit at 9 feet. No groundwater seepage. Slight caving from 0 to 3 feet. TP-4 (excavated May 8, 2000) Depth IntErval (feet) Description 0.0 to 9.0 feet Medium dense, moist, brown, Silty Sand - SM (Alluvium). ' Changes to slightlY moist at 1.5 feet. TS-1 @ 1.5 feet: (see attached sieve test results) 9.0 to 10.0 feet Medium dense, slightly moist, grayish brown, medium to coarse, Silty Sand - SM (Alluvium) Bottom of test pit at 10 feet. No groundwater seepage observed. t Slight caving from 0 to 3 feet. ' , CLC Assoriates, Inc. STI W.O. tlS000198 16d'& Felts - Soil Classification June 2, 2000 STI Northwest Test Pit Logs Page 3 TP-5 (excavated May 8, 2000) Depth Interval (feet) Description 0.0 to 8.0 foot Medium dense, moist, brown, Silty Sand with occasional cobbles - SM (Alluvium). Changes to slightly moist below 2.5 feet. TS-1 @ 1. 5 feet: (see attached sieve test results) Bottom of test pit at 8 feet. No groundwater seepage. , Slight caving from 0 to 2 feet. TP-6 (excavated May 8, 2000) Depth Interval (feet) Description 0.0 to 8.0 foot Medium dense, moist, brown, Silty Sand with roots - SM (A.lluvium). Changes to slightly moist below 2.0 feet. TS-1 @ 1.5 feet: (see attached sieve analysis results) Bottom of test pit at 8.0 feet. Slight caving from 0 to 2 feet No groundwater seepage Abundant roots due to test pit located among trees. ~ ~vl Y NORTHWEST LABORATORY ~EPORT PROJECT:~ (n'F'` 3628 EAST FERRY GRAINSJZEANALYSIS PROJECT NUMBER: ASTM C117 DATE REC'D SPOKANE, WA 99202 (509)534-9711 fax (509)534-9755 AASHTO TI1 & 777 DATE TESTED BORING / INTERVAL . LOCATION 'DEPTH 1. 51 SAMPLE LOG # PREWASK . P4STWASH. ' TARE I.D. ~ TARE I.D. ~ WET - TARE DRY - tARE DRY TARE TARE ~ I• f5 WATER ~ DRY SOII Z- TARE WASHOUT DRY SDII.- . MOISTURE CONTENT SA . , S~EVE WEtGt{i'~T~ % RErNNM %PASSIN4 3PECFMl'ION, . , 6• sQuaRE ~ ..a =SeU E . t.~, ~ ~ • ~ --l-~ ~ ~ ~ ~ , 8 L4AP' WUARE '2 ~3~-'-4QUARE ~j ~ ~ 3 ~ - `JC ~ . ~~?3 ~ - E ~l~•~ , ~2~~ . . • , e: ~a ~ 0 ~ ~ ,-a ~'L ~ Lo ~ ~ , c~- . . ~p usr-ae.--lG I t~~ • ~ ~~Co. Lo~ , ~21, . oza, 1-ft , 4 U.S. No. 60 57• u.s. Na ioo U:s, Na, zoo 5~;>"12 . e) . PAN . ~j ~i~3 ~wN &UT I (~0 I Z~ O ~ . ~ ~ SAMPLED BY: 3L S TESTED BY: c L F CHECKED BY: .S LS REVIEWED BY: 1 V:1 1-26-00 ~ s r s ~ ~ is ~ s ~ ~ s ~ sr ~ r~t ~ ~■it ~ 3" 314" #4 #10 #20 #40 #100 #200 ,oo o ~ ? E ! i I I ; 90 --t--- ' ' ' ' ~ 10 . ; ~ 80 ; - ~ ' ~ ` 20 P P e 70 i - & 30 e ~ r c c 60 - - - ~ ~ - ' e 40 8 n n t t 50 - ---4-- ! ~ f 50 R P e a t I ; S 40 ' , - - - ~ 60 s a ~ i i n - I - ' - ~ - ~ n 9 30 ~ ~ - ~ 70 e d 20 ~ - ~ ' 80 ~ i ' 10 ~ ~ - - ~ 90 ; 1 f I 0 100 100 10 1 0.1 0.01 0.001 GRAIN SIZE (mm) UNIFIED SOIL ' CLASSIFICATION COARSE FINE COARSE MEDIUM FINE FINES SYSTEM GRAVEL GRAVEL SAND SAND SAND ~ Sample Identification: Sample Description: Lab TP-1, TS-1 @ 1,5 feet Slightly silty sand (SP-SM) - Alluvium No 393 TP1IS1 ~ L GRAIN SIZE Project; 16th Ave. & Felts Pavement Design Location: REPORT Spokane, Washington 96, N ORTHVIIEST Job No.: oate: S000198 5126100 LABORATORY 1'2.EPORT PR0JECT:~0'-%- t &J)7!~ ♦ ~77NORTHWEST GRAt1V SIZEANALYSIS PROJEG"T NUMBER: Suoo ) 98 3628 EAST FERRY DATE REC'D SPOKANE, WA 99202 ASTM C117 (509)534-9711 fax (509)534-9755 ~SHTO TII & T27 DATE TESTED BORiNG / INTERVAL ~)-c~~- Z LOCATION ' DEPTH SAMPLE LOG # 3 9 3 PREWASN POSTWASH. - TARE I.D. ~ TARE I.D. ~ WET - TARE' S• ~ DRY - tARE DRY TARE TARE ~ a-+ WATER DkY SOiL ~G> I f 3 TARE Z 1 Z - 7 WASHOUT 4 DRY SDIC. ~ d -1 . MC]ISTURE CONTENT Wm J ■•WWAMM % RG1AHM t APASS17 SIEC4AIM, + WL.Dff s \ . 6' SQUARE • , r 4 i c~ ~ -7 L& o ( 2467)°~ ' D RE !E52 I~o -~E I~Co, (o I(~~ ~ I 4bo Co 12p ltjs.--M , 4. e6j- qj, . 91f, . . e:--to 1, ~S -7 ( e~p ~ ~ ~ . . U.S. Na. 60 U.S. Ha, loo lo • ~ 02. (D 8 11-Z Cl . u:s, No, zoo 1(0 t3 . PAN 112 , ~ ~ ► I ~ ~ ~ ~ -7 - aN & uT Co ~ I lo ~ ► ~ . -SAMPLED BY; TESTED BY: p LF CHECKED BY: -)LS REVIEWED BY v: i i -z6-oo ~ im mm m m- mmmmmmm 3" 314" #4 #10 #20 #40 #100 #200 100 0 ~ 90 - i ~ 10 so --1--- ; ~ --y--- ~ Zo ~ P P 70 e f -----r-- i 30 e r r c 60 ' e qp e n n t t R 50 50 P a i e S 40 ~ t s i 60 a ~ i i ~ n n 30 , 70 e g d 20 ~ - , L--3 eo i . - ♦ 10 - I----~ ; - - 90 ~ 0 100 100 10 1 0.1 0.01 0.001 GRAIN SIZE (mm) UNIFIED SOII COARSE FINE COARSE MEDIUM FINE CIASSIFICATION GRAVEL GRAVEL SAND SAND SAND FINES SYSTEM ~ Sample Identification: Sample Description: Lab TP-2, TS-1 @ 1.5 feet Silty Sand (SM) - Alluvium No 393 TP21S1 , , , . Project: GRAIN SIZE 16th Ave. & Felts Pavement Design . Location: REPORT Spokane, Washington JF71 NORTHWEST Job No.: S000198 Date: 5/26100 LABORATORY REPORT PRO]ECT: )6 ~ Pe J rS SvI~ NORTHWEST GRAJNSIZEANALYSIS PROJECT NUMBER: Soo 0 19~" 3628, EAST FER.RY DATE REC'D SPOKANE, WA 99202 ASTM C117 ~(509)534-971 I fax (509)534-9755 - ~SF~?'O Tll ~ T27 DATE TEST'ED BORING / TNTERVAL -Tr.$~- LOCATION ' DEPTHSAMPLE LOG q 3 PREWASH , - POSTWASH. TARE I.D. * L TARE I.D. c .WET - TARE * 00.0 DRY - tARE `DRY - TARE ~ TARE WATER DFtY SOiI TARE • ~ ~ S 2 23• y WASHOUT DRY SOIL~~~ MOISTURE CONTENT . S~ . 1 1 • l aw WEOff IVAM ~ ~ % RETAHM %P/'SSNi7 VECMTION, ' , ` . 6' SQUARE . I G~. -a'--S6IUARE $11). (il . ' 3f~-~Qtt~RE I~ Q I~~ tv.3 I, ~ 2 ~ME ► -7 ~ o ~ ~ , ~ ~ - . 17b . . . , I 9-;^7 ► ~ 2ZLJ ~ . . . .~31~ . ~ L D-4> ~ ~ `~1`' 'E>-1. -7 • • - . , ~t ~ c~ . ~ . . . U.S. rrn. 60 U.S. No. ioo Al IeZ ~ . (C U.S. Ho, zoo PAN C AN & AsHouir SAMPLED BY: il) TESTED BY: pt CHECKED BY: ~ LJ REVIEWED BY: V:1 1-26-00 . -4= = = M = = ' = = = ' = = = = = = = s° 3ra#0 #a #10 #20 #ao #100 #200 ,oa o so ~ ; ; ; 10 80 i { , I___ ~ ' - ~ ~ 20 ~ I P ~ e 70 30 e r r c e 60 ` i qp e n t t 50 - - 50 ~ R I ~ ! P ~ e a t S 40 -----L- ' S I ' i ~ i i ! ! 60 a i i n n 30 70 e g d Zo ~ -~---1 - so 10 I I ~ ~ 90 ~ a ,oo 100 10 1 0.1 0.01 0.001 GRAIN SIZE (mm) UNIFIED SOIL COARSE FINE COARSE MEDIUM FINE CLASSIFICATION GRAVEL GRAVEL SAND SAND SAND FINES SYSTEM ~ Sample Identification: Sample Description: Lab TP-3, TS-1 @ 1.5 feet Silty Sand (SM) - Alluvium No 393 TP31S1 Project: GRAIN SIZE 16th Ave. & Felts Pavement Design Location: Spokane, Washington ~ REPORT Job No.: Date: . NORTHWEST S000198 5/26100 LABORATORY "PORT PROIECr: )b 8- NORTHWEST GRAINSIZEANALYSIS PROJECT NUMBER:_Soo oL5p 3628 EAST FERRY DATE REC'D SPOKANE, WA 99202 ASTM CI17 . (509)534-9711 fax (509)534-9755 - A.ASHTO Tll ~ T27 DATE TESTED BORIIVG / 1NTERVAL LOCATION ' DEPTH 1. 5~ SAMPLE LOG q 3 PREWASH T L , POSTWASH. TARE I.D. A TARE I.D. ~ WEi' - TARE DRY - TARE DRY - TARE ~ q ~ TARE ~-L4 ► WATER DRY SOiL '-->d L.Y- TARE 22 4• ~ WASNOU7 DRY SDIL - . Mt]ISTURE CONTENT ~ - ~ ' , . . . SEVE WE'~TM~D % RFfAMD xPASSENfl 8PE-qFlCATlON, . 6' SQUARE O 2: a D ` . ~ a fb ~ ~~.2 2, N us~-O:-4- - ~.I..r~ • ~ ~ ~ ~ . 530 U.S. No..W 1 t-52. ~7 U.S. Na. 60 77 U.S. N0, 100 L4 ~ z.-, OLL, es °j&j . IZL;S . U.S. H0, 200 1 p , 4 , `~5E72 1~2_. PAN I's PAN & a'.b-~> y L~r~ur .:2 2 ~ SAMPLED BY: ,iti,; TESTED BY: Dtr CHECKED BY: REVIEWED BY: v:i i-z6-oo . ~ ~ ~ ~ ~ ~ ~r ~ ~ ~ ~ ~ ~ r ~ ~ ~■t ~ ~ 3" 3/4" #4 #10 #20 #40 #100 #200 I I I I I I I , 100 0 ! I ! ~ ~ 90 10 ~ • 80 ~ - ~ _ ; I ! - - 20 P P 70 ~ - ~ 'i ' 30 e e r r c c 60 - E ; , --y--- 40 e e n ; 0 ~ t 50 - ' ~ - -1- --i~ 50 ~ R P e d t S 40 - ` - - ' 60 a S n 30 - ----C ; 70 e 9 ~ j d ~ 20 i _----F- - ~ ; z 80 ~ i i ~ > > 10 ~ - ' - 90 i 0 100 100 10 1 0.1 0.01 0.001 GRAIN SIZE (mm) UNIFIED SOIL COARSE FINE COARSE MEDIUM FINE CLASSIFICATION GRAVEL GRAVEL SAND SAND SAND FINES SYSTEM ~ Sample Identification; Sample Description: Lab TP-4, TS-1 @ 1.5 feet Silty Sand (SM) - Ailuvium No 393 TP4lS1 ~ GRAIN. SIZE Project; 16th Ave. &.Felts Pavement Design Location: REPORT Spokane, Washington ~O~T, NORTHWEST Job No.: S000198 oate: 5126/00 LABORATORY "PORT PROJECT:.--1l, ~ r ) ts ~►~I ~ NORTHWEST GRAINSIZEANALYSIS PROJECT NUMBER: S o ov ~ 9 x 3628 E A S T F E R R Y DATE REC'D SPOKANE, WA 99202 ASTM CIl7 ~(509)534-9711 fax (509)534-9755 A A S HT O Tll ~ T27 D T E T E S T E BORING / INTERVAL LOCATION ' DEPTH ) . 5 ' SAMPLE LOG # PREWASH , - PaSTWASH. - , ~ TARE I.D. ~ TARE I.D. ~ WET - TARE by S, ° DRY - tARE DRY - TARE TARE WATER ;?--)4 - DRY SOII TARE Z2- 3. ~ WASH[1UT DRY SDIL~~~ ~ . ~ . MDISTURE CDNTENT . . 1 W11iV1.f\liVG l ? ' ` ? sEnE wBa{rRETAIM ~ x RErAHM %PASSING WECFMnoN, . 6' SQUARE ~f~t~cRE ~ , . . , 1 ~~%XUARE ~ * ~ I • ! . ~~-1-! La zp uts. "e. 1e o ~ U.S. N0. 60 4-o oe ~ . . U.S. N[l. 100 . (P , E2 u:s. No. zoo <p 40. ~ I P) ~ P> -2 . 4 paN ,PAN & weSInuT ~ SAMPLED BY: ~ L S TESTED BY: CHECKED BY: J L.j REVIEWED BY: _t~✓e~ V:1 1-26-00 ~a ~ ~ ~ m m m m m m ~ ~ m m r m m m 3" 3!4" #4 #10 #20 #40 #100 #200 ,oo I 1 I I I 1 I , p , 90 ' I 10 80 20 I ~ ~ ! I ; i p P 70 gp e r I I f ~ ~ i ~ ~ i t i ! 1 60 - ' e 40 e n n ~ t t , 50 -----i - I Sp R p ~ 2 8 S 40 i 1 1 I ~ t 60 a I ~ ' t I n 30 70 e 9 i I I I ~ d 20 - ! - ~ ' 80 ~ 10 90 I I + ' i i 0 100 100 10 1 0.1 0.01 0.001 GRAIN SIZE (mm) UNIFIED SOIL COARSE FINE COARSE MEDIUM FINE CLASSIFICATION GRAVEL GRAVEL SAND SAND SAND FINES SYSTEM ~ Sample Identification; Sample Description: Lab TP-5, TS-1 @ 1.5 feet Silty Sand (SM) - Alluvium No 393 TP51S1 . , . , Project: MOM GRAIN SIZE 16th Ave. & Felts Pavement Design IMPF Location; , REPORT Spokane, Washington ~ NQRTHVIIEST Job No.: Date: ►~T~ S000198 5126100 , rS~IY N THWEST LABORATORY YtEPORT PROJECT: )b+~ Fe j}s OR GRAINSIZEANALYSIS PROJECT NUMBER. So u 6)9F 3628 EAST FERRY DATE REC'D SPOKANE, WA 99202 ASTM C117 ~(509)534-9711 fax (S09)534-9755 ~SHTO TIl ~ 777 DATE TEST'ED BORING / INTERVAL'U~ P; ~ LOCATION ' DEPTH 5' SAMPLE LOG # • . , PREWASH POSTWASH. ~ TARE I.D. TARE I.D. ~-~27 WET - TARE • E DRY - tARE - ~ . DRY - TARE TARE 'Z-2-t . o . WATER • DRY S131*1 TARE 2-412- 1WASHOUT -7 S.~- DRY SDIL - . M[]ISTURE C[7NTENT 41 -"-1 71 S ` - ~ %RffAMM %PA7SNO ~G1VMTMN ~ J 1 I ' ♦ 6' SQUARE '7J g ia~-sa~~ Lj. ~ L+ ~ 4 Co t~• 4--~ '2-'d ~ ~ 4sb 1-b 3t8'--SQt?ARE G~' ~ ► ~ Lr ~-US.-b~ , (ev, ~?l 2,1 lo4q.P-, -~oz . . o ~ 2~ • 1 ~t z3 s S - 1 U.S. No. 60 V51 S2.1 . U.S. N0. 100 u:s. No, 200 . PAN LQ ~ AN & , Z `I-Ie>, 2- CT C) 4~ 11 t SAMPLED BY: JLS TESTED BY: IPLF CHECKED BY: REVIEWED BY: ~ ti' v:> >-z6-oo Q --mmmm mmm 3" 3/4" !k #10 #20 #40 #100 #200 1 100 0 i { ( • I 90 10 ~ 80 - ~ ~ ~ ~ ~ ; - j 20 I ~ i `i { I P P 70 ; - I ' e a 30 r r I i i f c c 60 40 e ' ~ ! E e n f t 50 ' - , ~ - ' ~ ; - ~ 50 R ~ p a e t g 4 --•i -----i- _ i_- ; 3 - i 2 1 60 n 30 ~ - I- ~ ~ n I , - ; 70 e 9 I I ' i I d zo - ~ $o ~ i ~ I 10 ! i I ! i 90 ~ i i 0 100 100 10 1 0.1 0,01 0.001 GRAIN SIZE (mm) UNIFIED SOIL COARSE FINE COARSE MEDIUM FINE CLASSIFICATION GRAVEL GRAVEL SAND SAND SAND FINES SYSTEM ~ Sample Identification; Sample Description: Lab tP-6, TS-1 @ 1.5 feet Silty Sand (SM) - Alluvium No 393 TP61S1 . , . , , Project: GRAIN SIZE 16th Ave. & Felts Pavement Design ~ Location: ~ Spokane, Washington . REPORT Job No.: Date: fi, NQRTHWEST S000198 5/26/00 . • ~gEHEq~~o y 0 h y NORTHW EST June 15, 2000 SOILS, TESTINC & INSPECTIDN STI W.O. # S000198 . CLC Associates 707 West 7" Avenue, Suite 200 Spokane, Washington 99204 Attention: Mr. Doug Desmond Re: Addendum to Soil Classification for Pavement Design Recommendations 16' Avenue Residential Development Pavement Design Spokane County, Washington Dear poug: STI Northwest is pleased to submit this revised soil- classification for pavement design purposes for the - proposed residential development to be located southwest of 16th Avenue and Felts Road in Spokane County, Washington. Tlis revision is based on additional laboratory testing conducted on a represemative subgrade soil sample. The soil classification, as described in our June 6120001etter, consists of SIL7'Y MEDIiJM SAND (SM) and SLIGHTLY SILTY, MEDIUM SAND (SP-SM). A CBR test was conducted on a representative subgrade sample taken from the approximate site center at a depth of 2 to 3 feet. The testing indicated a CBR ranging from 11 to 17, varying with compaction, for the sample. Using the low CBR of 11 and converting this value to Resilient Modulus, we calculate a Resilient Modulus of 16,500 psi. To account for potential variability of the subgrade soils (using a safety factor of 1.5), we recommend using a Resilient Modulus of 11,000 psi for pavement design purposes. CBR test results aze attached. The conclusions and recommendations presented in this revised letter are based, in part, on the explorations that we performed for this study and our additional laboratory testing. Therefore, if variations in the subgrade conditions are observed at a later time, we may need to modify this letter to reflect those changes. We appreciate the opportunity to be of service on this project. If you have any questions regarding this letter . or any aspects of the project, please feel free to contact our office. - ' SincerelY, vi• Z'OG STI Northwest ~Q+~p4 w~~,`~ . ~ °x . ~ O 33472 NAL / S-Qooe ENaES 06/14/ o1 Jay W. Logan, P.E. - Geotechnical Engineer 3628 E. Ferry • Spokane, WA 99202 • Phone (509) 534-9711 • Fax (509) 534-9755 CBR Test @ 121.2 pcf - Site Center @ 2 to 3 feet 16th & Felts Residential, Development - STI # S000198 JVTJ NORTHWEST 900 800 700 600 ` . ~ a 500 m ~ ~ . N ~ 400 ~ L a 300 / Zoo ~ . _I_....._._.._ I R s 100 / 0 0 50 100 150 200 250 300 350 400 450 500 550 600 Penetration - inches x 0.001 CBR Test @ 136.3 pcf - Site Center @ 2 to 3 feet 16th & Felts Residential Development - STI # S000198 ~ N`ORTHWEST 700 , 600 500 00.0 ' N a 400 ~ ~ N ayi 300 ~ a Zoo eoool 100 / O l 0 50 100 150 200 250 300 350 400 450 500 550 600 650 Penetration - inches x 0.001 CBR Test @ 144.0 pcf - Site Center @ 2 to 3 feet 16th & Felts Residential Development - STI # S000198 NORTHWEST 900 800 ' 700 ~ 600 ~ N I a 500 d ~ ~ 400 ~ Lm a 300 ooe 200 ~ . ~ /ooo1' ; ~ ~ 100 O 0 50 100 150 200 250 300 350 400 450 500 550 Penetration - inches x 0.001 . s~ 16-22 CIVIL ENGINEERING R.EFERENCE MANUAL ' b.VP ~ alent. Therefore; the gravel equivalent thick- steP 4: Choose the base and subbase mat ness of t}le si,bbase is Eimilsified asphalt base mixtures are.d~ • into three types. Type 1 is plant; 3.6 - 2.0 = 1.6 ft hase m~,de with processed c~ense-~, - f ~t, gregates. Type II bases are made wit~ The subb.-ase thickness is processed, crusher-run; pit-run, or banl~= aggregates. Type III bases are maC1ew~ . 3 = 1--~ t = 1.6 ft sands or silty sands. Both typE IT and~ ~ 1.0 III can be either plcint or road mix ed;;~~• Z. } Untreatecl aggregate subbase materialsF ~ also be used. Sper.ial quality and•~:i'.~ asphalt concrete 0.56' mum strength requirements apply in~ "t instances. 9 base . ==x~='"~~_-~-= step 5: Use table 16.22 or tahle 16.23 to desig~ th n: pavement. If the EAL or approximate 'yrt:tirr• ~ subbase 1.60' ber of trucks pla.ces the design between tr fic class aF es; interpolation Uetween thickriesse _.5;~? 's+~`'`?~" • .eRi4 ',N'y'.~'~,y,.~.~,''~`'.'~'f ~ ~ . s" ~ ~''~~v~=:~si;. .C-:~sysaV• Y4~":';~~'%~'~%~'~,'~r.''+S ~ f:r :Y--'~::~5.i`'~: : L'T~ ~ ~ +Y~. ~ u= ~`-~c lri the tables is i1llOWEd. . basement -~c`:r-r`~ L`" ~ ~ ^:J 3~'~ r~:;' y~ ,'~y ~ -,'~~..~+f y ~ ~ i:I~t S 4-.• --i"„ • yt Y'-'~" ~~,~P- •2 K ~ r.i _ ~ . ~ , ~ 'S• ~r n; ' . o-` "*`-:5 0,~ ~ u s $`-y..}. •~s~~ '~'s,~_~,-..,,~}:ry, .}?%r' . ~:~,~'~4 24 DESIGNING PORTLAI~TD CEMENT . ~ CONCRETE PAVEMENT 23 FULL-DEPTH ASPHALT PAVEMENTS- SIMPLIFIED ASPHALT INSTITUTE On prUjects with three or more lanes i» one direCtion,-~~,~:;,-_ . METHOD27 separate designs usually are made for thc inside and., J,?3 outside laries. This results in steps at the bottoms of :,.`•.:r;..; p~,veineiit and base. It is che~,per to construct stepped step 1: Deterinine the 20-yea.r; 18-kip ('qL11V`cLlEIlt ~~,xle lo~,ding (EAL) for the p~1VeI2]~Ilt. seCtlOll5 t}]a.1i U11lfOt'ITl OT t~lperec~ sections, which restilt in ii7creasFC 1 soi l remova l. Hotivever, in orc ler to provide si.ep 2: Use table 16.20 t.o convert EAL to a tra#fic a uniform grading plane; it is permissible to increase the class. thickness of the subbase uncler the inside ]anes.30 This step 3: Use table 16.21 t.o classify the slibgracle soil total thickness of subbase sholjld bc iised to clesign the 11]tU pOOT; mediLim, or goocj-taexceUent cat- Pavemei,t for the inside laiies. = "v egories. cement concrete i:: pavement ; • Table 16.21 / asphalt . ' Subgracle Soil Categories f subbase concrete 'o- f v~';~~:~;~~~ ~ . ~ r • • . . . . r ~ : typical val»es aggregate 1'eSilient base~~.n~u,~~,=~.=:. l~ Z c:ate or mc~ ultts d CBR R,-v~,lue ~ y ~;~..:~:k<~~,:Ma;.~ treated; basement soil~.n•µrz-~.~~.~,,a,;:~'~>.~"' ~;~;a~w' i'y.~~ `n^:}Yr..._ r~ Sr£C' ,.a~`.; 4~.".''.a:i).Yv..:33i:'•;. `.6> nµ4.{}~,~t.a...}<N... ,¢.,E•.. Y -:.:>,f~-~ .,;t.<N . a:~s..vM,~.r..,,.~,,,g•-- - •is",~--;~.yv•....«.~,~w , ~ ...~~;'r'~.a;M1 •G.; ~33'3~:t~^:"',:3ie7 i'~°X"::'Sucvi':,~..: 7i', r-."".:~, poar 4500 psi 3 6 ~'"Y t~.. vvmL._ i~ >W : } {V~n.:n..`.-..•.•._:.:..: . . rnedium 12,000 8 20 gaod-to-excellent 25,000 17 43 Figure 16.13 T'ypical Portlaaid Cement Concrete Section 27 This method cannot be ~~sed to design pa.vement sections with a.spha~lt concrete directly over utitreatet4 a~;regate bases. 29 Specifically; untreated aggregate must have a rniriinium CBR of 20 or a minimum R-value of 55 to be• used as a subbase. It 28 The resilient rnodulus is the san,e as the Triudulus of elasticity must bave a rriinimurn CBR, of 80 of a minirnum R-value of 78 to uf the soil. It is not the same as the modulsis of subgrade reac- be usecl •as a base. Other requiremnelits exist also. tior., k, although the two are related. For positive values of the resilient modulus, MR ~ k%c 19.4. The resilient madulus is also 30 If the subbase is omitted, as it is in ma,t,y rigid pavement approximately 1500 times the Califarnia Bearing Ratio (CBR). desigiis, increase the thickness of the base. Cj,C 707 West 7th Ave. Planning - Associates, Inc. Suite 240 Engineering Spokane, WA 99204 Architec[ure (509) 458-6840 Landscape Architecture (509) 458-6844 FAX Land Surveying ' - _ 4`Rtlm of filords Wd Co~duna 1ec E~ (/F l4~~'t F~~ p~ PAQJIeT A t0IJE6T BT ~ J~➢ N0. 96 _._.y...., - i 1' . - 'Y'• T._.,- ~ ~ , r....~~-.~._ . y •~,.~~...~.~T....,... ~ . . ~ ~ _ • . i ~ _ t - , • . . .fT _ . . . _ ! ..1 3. . . ~ -~.i - ' . . + ~ .1 : „ .i . ~ ~ . . . . ' r~ • : _ . ~ ~ ! i. . 1 o , • ~ ~ ~ , , _ _i _4._~.~ _ _ ; i _ i_..;_ _ r_, , _ ~ , . . .z_ ~ a . . , i i '_e _ Q~J{~a.a t_,..~_ i .._1.. .•-O. f.r _%=,l'Ul_i_ ~.e;,•7; ; __t , , ;__1 ~ . . ~ , ` . . : - _ r . - -.t_.' . { . 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No. 99353 1 Prepared by: Inland Pacific Engirreering Company ~ 707 West 7h Avenue Suite 200 Spokune, WA 99204 ' (509) 458-6840 CLC ASSOCIATES, INC. ~ PROJECT lNFORMATION TYPlCAL SECTION DATA Project: DISHMAN COMMONS Roadway haf/width ENTER-> 20' PAVED WIDTH Job No.: 99353 Road Name ENTER--> FELTS ROAD Disc,No.: Left or Rrght ENTER-> LEFT File Name: FELTS.PVMTDES.W62 - Edge Type TYPE'B' CURB & GUTTER Calculafed By: EMT Station Interval ENTER••> SO I I MINlMUM MAXlMUM DlST. ~ DlST FROM ~ E.P. ELEV. E.P. ELEV, C/L TO SLOPE EOGE CENTERLlNE 1(-4.5% from ( 2% from SELECTEO Ed,qe Pave. C/L % SLOPE SAWCUT SAWCUT ( C/L TO PAVEMENT TO EOP I sawcut to sawcut to E.O.P. to Gutter Edge of Fv, TOP Of STATION ELEVATION _ C/L ELEVATION . (FEET) SAWCUT % SLOPE fEE7) __1 edge of pvL edge ofpv) ELEV.% GRADE %GRADE ~ CURB EL,_ - - I I I I I I I I I I I I I 500.00 ~ 2028.78 ~ ERR 1 2028,72 ~ 2.00 ~ -3.00 ~ ERR ~ 18.50 2027.98 2028.39 ~ 2628,20 ~ -3,15 1 ERR ~ 2028,59 550.00 ~ 2029.18 ~ 0.80 1 2029,13 ~ 2.00 ~ -2.50 i 0.82 ~ 18.50 2028,39 2028,80 ~ 2028.78 ~ •2,12 ~ 1,16 ~ 2029.17 600A0 ~ 2029.66 ~ 0,96 1 2029.63 i 2,00 ~ -1,50 ~ 1,00 ~ 18.50 1 2028.89 ~ 2029.30 ~ 2029.06 ~ -3.33 ~ 0.60 ~ 2029,47 650.00 ~ 2030.16 ~ 1.00 ~ 2030,13 ~ 2.00 ~ -1,50 ~ 1.00 ~ 16,50 ~ 2029.39 ~ 2029,80 ~ 2029.48 ~ -3,94 ~ 0.80 ~ 2029,87 700,00 ~ 2030.63 ~ 0.94 ~ 2030.54 ~ 2.00 ~ -4.50 ~ 0,82 ~ 18,50 ~ 2029.80 ~ 2030.21 ~ 2029.88 ~ -4,00 ~ 0.80 2030,27 750,00 ~ 2030.67 ~ 0.08 ~ 2030.63 ~ 2.00 ~ •2.00 ~ 0,18 ~ 18.50 ~ 2029,89 ~ 2030.30 ~ 2030.28 ~ •2,12 ~ 0.80 2030.67 800.60 ~ 2031.50 ~ 1.66 ~ 2031.47 ~ 2.00 ~ -1.50 ~ 1,68 ~ 18.50 ~ 2030.13 ~ 2031,14 ~ 2031.12 ~ •2,12 ~ 1.68 ~ 2031,51 I I I I I I I I I I I I I N ~ ~ M m 'U ~ O eV ~ ~ ~ ~ { f-.131 ~ m 4mil . ~ C17-1 ~ z rn m . M J:IDOCUMENT1993531FELTS.PVMTDES.QPW 1 ' 05103f00 ~ CLC ASSOClATES, INC. ' PROJECT INfORMATlON TYPICAI SECTlON DATA Project, DISHMAN COMMONS Roadway helf widfh ENTER••> 19.5' PAVED WIDTH Job No.: 99353 Road Name ENTER-> 16TH AVENUE Disc,No.: Leff or Right ENTER•-> RIGHT File Name: 16THS.PVMTDES,WB2 Edge Type TOP OF CURB Cefcufafed 8y: EMT • Station lnterval ENTER-> 50 M!NlMUM MAXIMUM DlST. D1ST FROM E.P. ELEV. E.P. ELEV, . SEC/L TO % SLOPE EDGE SECTIONLINE (4.5% from ( 2% from SELECTED Edge Pave. SEC/L % SLOPE SAWCUT SAWCUT SFC/L TO PAVEMENt TO EOP sawcut to sawcut to E.O.P. to Gutter Edge of Pv, TOP OF ' STATION ELEVATION SEC/L ELEVATION (FEET) SAWCUT % SLOPE (FEET) ed,qe of pv) edge of pv) ELEV. % GRADE %GRADE CURB EL. I 1 I ( ~ I I ( 1 I I I I 500.00 ~ 2000,32 ~ ERR ~ 2000.09 ~ 17.00 ~ •1,35 ~ ERR ~ 18.00 ~ 2000.05 1 2000,07 ~ 2000,07 ~ •2.00 ERR ~ 2000,46 550.00 ~ 2001.65 ~ 2.66 ~ 2001,48 ~ 17.00 ~ •1.12 ~ 2,74 ~ 16.00 ~ 2001.42 i 2001,44 ~ 2001,44 ~ -2,00 2,74 ~ 2001.83 600.00 ~ 2002.89 I 2.48 ~ 2002.80 ~ 17,00 ~ •0.53 ~ 2.88 ~ 18.00 ~ 2002.76 ~ 2002,78 ~ 2002,78 ~ •2,00 ~ 2.68 ~ 2003.17 850.00 ~ 2003.89 ~ 2.00 2003.69 ~ 17.00 ~ •1.18 ~ 1,78 ~ 18A0 ~ 2003.65 ~ 2003,87 ~ 2003.67 I •2.00 ~ 1.78 ~ 2004,06 700A0 ~ 2004.36 ~ 0.94 ~ 2004,22 ~ 17.00 ~ •0.82 ~ 1.06 ~ 18A0 ~ 2004.18 I 2004.20 ~ 2004.20 ~ •2,00 ~ 1.06 ~ 2004.59 750,00 1 2005.00 ~ 1.26 ~ 2064,19 ~ 11,00 ~.•1.24 ~ 1,14 ~ 18.00 1 2004.75 ~ 2004,77 1 2004.77 ~ •2.00 ~ 1.14 ~ 2005,16 800,00 1 2005.85 ~ 1.70 I 2065.67 ~ 17,00 ~ •1,06 ~ 1.76 ~ 18,00 1 2005,63 ~ 2005.65 2005,65 ~ -2,00 ~ 1.76 ~ 2006.04 850,00 1 2006.85 I 2.00 I 2006.60 I 17.00 ~ •1,41 I 1.86 I 18,00 I 2006.56 ~ 2006.58 2006,58 I •2,00 I 1.86 I 2006.97 900.00 1 2007.94 I 2•18 ~ 2007.73 1 17,00 ~ •1.24 I 2.26 I 18,00 I 2007 69 I 2007.71 I 2007,71 ~ -2.00 I 2.26 I 2008.10 950,00 1 2009.24 I 2.80 I 2009.05 I 17.00 I •1.12 I 2.64 I 18.00 I 2009.01 I 2009.03 1 2009.03 I -2 00 I 2,64 I 2009.42 1000.00 2010.63 I 2,78 I 2010.46 1 17,00 I -1.00 I 2,82 I 18.00 I 2010.42 I 2010.44 1 2010.44 I •2,00 I 2.82 I 2010.83 1050.00 2012.06 1 2•86 I 2011.87 I 17.00 I -1.12 I 2,82 I 18.00 1 2011.83 I 2011.85 1 2011.85 I •2.00 I 2.82 I 2012.24 1100.00 I 2013.46 I 2.80 I 2013.20 I 17,00 I -1.53 2.66 I 18,00 I 2013.16 1 2013,18 I 2013.18 I -2.00 I 2.68 I 2013.57 1150.00 I 2014.98 I 3.00 I 2014,14 I 17.00 I •1,29 3.08 I 18,00 I 2014.70 I 2014.72 I 2014,72 I •2.00 I 3.08 I 2015.11 1200,00 I 2016,59 I 3,28 I 2016,44 I 17.00 I -0,88 I 3.40 I 18,00 I 2016.40 I 2016.42 I 2016.42 I •2,00 I 3.40 I 2016,61 1250,00 I 2018,39 1 3.60 ~ 2018.26 I 17.00 I •0.65 I 3,68 1 18.00 I 2018.24 I 2018.26 I 2018.26 I •2,00 I 3.68 I 2018 65 1300,00 I 2020.29 I 3.80 I 2020.13 I 17,00 I -0.94 I 3.70 I 18.00 I 2020.09 I 2020.11 I 2020.11 I •2.00 I 3,70 I 2020.50 1350,00 I 2022,19 I 3.80 ~ 2022.01 I 17.00 I •1,06 1 3.76 I 18A0 I 2021.97 I 2021.99 I 2021.99 1 •2.00 ~ 3,76 I 2022.38 1400A0 I 2024.11 I 3,84 I 2023,94 I 17.00 I •1.00 I 3.86 I 18.00 I 2023.90 I 2023.92 I 2623,92 1 -2.00 ~ 3.86 1 2024.31 1450.00 1 2026,02 I 3,82 I 2025,85 ~ 17.00 I •1.00 I 3,82 I 18.00 I 2025,81 I 2025.83 1 2025.83 I •2,00 ~ 3.82 I 2026.22 1500.00 I 2027.81 1 3,58 I 2027.80 ~ 17,00 I •1,24 I 3.50 18.00 I 2027.56 I 2021.58 1 2027,58 I •2,00 ~ 3.50 I 2027,97 1550.00 I 2029.46 I 3.30 I 2029,23 I 17.00 I •1,35 I 3.26 18,00 I 2029.19 I 2029,21 I 2029,11 I -2.00 I 3,26 I 1029.60 1600.00 I 2030.91 1 2.90 I 2030,64 I 17.00 1 -1,59 I 2.82 1 18,00 I 2030.60 I 2030.62 ~ 2030,82 1 •2,00 1 2.82 1 2031.01 1650,00 1 2032,31 1 2.80 I 2032.02 ~ 17.00 I -1.71 I' 2.16 I 18.00 I 2031.98 ~ 2032.00 I 2032 I •2,00 1 2,78 I 2032.39 I I I I I I I i 1 I I I , J:IDOCUMENT199353116THS.PVMTDES,QPW 1 05l03100 *04 CLC ASSOCIATES, INC. ' ~ PROJECTlNFORMATION TYPlCAL SECTION DATA Praject: DISHMAN COMMONS Roadway hall width ENTER••> 14' PAVED WIDTH Job No,; 99353 Road Name ENTER••> 16TH AVENUE Disc.No,; Left or Right ENTER•-> LEFT File Name: 16THN.PVMTDES.WB2 Edge Type EDGE OF PAVEMENT Calculated By: EMT Station Inferval ENTER•-> 50 I I MJNIMUM MAXIMUM ~ DIST ~ DISTFROM I E.P. ELEV. E.P. ELEV, ~ C/L TO SLOPE EDGE ~ CENTERLINE 1(-4.5% from (•2% lrom SELECTED ~ Edge Pave. C/L % SLOPE SAWCUT SAWCUT ~ C/L TO PAVEMENT TO EOP I sawcut to sawcut to E.O.P. to Gutter Edge of Pv. TOP OF STATION ELEVAtION C/L ELEVATION (FEE SAWCUT % SLOPE ( FEET)~edc,Le of pv) ed,qe of pv) ELEV. % GRADE %GRADE CURB EL. 400.00 ~ 1998.30 ~ ERR 1 1998.19 ~ 6.00 ~ •1.83 + ERR ~ 14,00 1997,83 ~ 1998,03 1 199805 ~ -1.75 1 ERR ~ 1998.44 450.00 ~ 199915 I 1.70 ~ 1999,11 ~ 6.00 ~ -0,67 ( 1,84 ~ 14.00 1998,75 ~ 1998.95 ~ 1998.95 ~ •2A0 ~ 1.80 ~ 1999.34 500.00 ~ 2000.30 ~ 2.30 ~ 2000.34 ~ 6.00 ~ 0.67 ~ 2.46 ~ 14.00 ~ 1999,98 • ~ 2000.18 ~ 2000.18 ~ .2,00 ~ 2.46 I 2000,57 550.00 ~ 2001,63 ~ 2.68 ~ 2001,59 ~ 6.00 ~ -0,67 ~ 2.50 ~ 14,00 ~ 2001.23 ~ 2001.43 ~ 2001.43 ~ -2.00 ~ 2.50 ~ 2001,82 600.00 ~ 2002,85 ~ 2.44 ~ 2002,62 ~ 8,00 ~ •3,83 ~ 2,06 ~ 14.00 ~,2002.26 ~ 2002.46 ~ 2002.46 ~ •2.00 2.06 ~ 2002,85 856.00 ~ 2003.87 I 2.04 ~ 2003.58 ~ 6,00 ~ -4,83 ~ 1,92 ~ 14,00 ~ 2003.22 ~ 2003.42 ~ 2003,42 ~ •2.00 1.92 ~ 2003.81 700.00 1 2004.34 ~ 0.94 ~ 2004.14 1 6.00 ~ •3.33 ~ 1,12 ~ 14,00 ~ 2003.78 ~ 2003,98 ~ 2003.98 ~ -2,00 ~ 1.12 ~ 2004.31 750.00 I 2004.98 I 1.24 I 2004.79 I 6.00 I •2.83 I 1.30 I 14.00 I 2004.43 ~ 2004.63 I 2004.63 I •2.00 1 1,30 I 2005,02 ' 800.00 I 2005.82 I 1.72 I 2005.78 1 6.00 I •0.67 I 1.98 I 14.00 I 2005.42 I 2005.62 I 2005.62 I •2.00 I 1•98 I 2006.01 850.00 I 2006.83 I 2.02 I 2006.84 1 6,00 I 0.17 I 2,12 ~ 14.00 N 2006,48 I 2006,68 1 2006.68 I •2.00 1 2.12 1 2007.07 900.00 I 2007.94 I 2•22 I 2008,01 I 6,00 I 1.17 I 2,34 I 14.00 I 2007,65 I 2007.85 I 2007.85 I •2.00 I 2.34 I 2008.24 950.00 I 2009,24 I 2.60 I 2009.18 I 6.00 I -0.83 I 2,36 I 14,00 I 2008.83 ~ 2009.03 I 2009,03 I •2.00 I 2.36 1 2009,42 1000.00 I 2010.59 2.70 1 2010.50 I 6.00 I -1.50 I 2.62 I 14,00 I 2010.14 I 2010.34 I 2010.34 I •2,00 I 2.62 I 2010.73 1050.00 1 2011.99 2.80 J 2011,81 I 6.00 I -3.00 I 2.62 1 14.00 I 2011.45 I 2011,65 I 2011,65 I •2,00 1 2,62 I 2012,04 1100.00 I 2013.40 I 2.82 I 2013.23 I 6.00 I -2,83 I 2,84 I 14.00 I 2012.87 I 2013,07 I 2013.07 I -2A0 I 2,84 I 2013.46 1150.00 I 2014.80 1 2.80 I 2014.72 I 6.00 I •1,33 1 2,96 I 14.00 1 2014,36 I 2014.56 I 2014.56 I -2A0 I 2.98 I 2014.95 1200,00 I 2018,55 I 3,50 I 2016.43 I 6.00 1 •2.00 I 3.42 I 14.00 I 2016.01 ~ 2016.27 I 2016.27 I -2,00 1 3.42 I 2016.68 ' 1250.00 I 2018,35 I 3.60 I 201825 1 6,00 I •1•67 I 3.64 I 14.00 I 2017.89 I 2018.09 I 2018.09 I -2.00 I 3,64 I 2018,48 1300.00 I 2020.23 ~ 3.76 I 2020.09 1 6.00 I •2.33 I 3,68 I 14.00 I 2019.73 I 2019.93 I 2019.93 I •2.00 I 3.68 I 2020.32 1350.00 I 2022,13 I 3.80 I 2021.99 1 6.00 I •2,33 I 3.80 ~ 14.00 I 2021,63 I 2021,83 I 2021.83 I -2.00 I 3.80 I 2022.22 1400,00 1 2024.05 I 3.84 I 2024.01 I 6.00 I •0.67 I 4.04 I 14.00 I 2023,85 I 2023.85 I 2023,85 I •2.00 1 4.04 1 2024.24 , 1450,00 I 2025.99 I 3.88 I 2025.91 1 6.00 ~ •1,33 I 3,80 I 14.00 I 2025.55 I 2025.75 I 2625,75 ~ -2.00 1 3.80 1 2026.14 1500.00 I 2027.78 I 3,54 1 2027.11 I 6.00 I •0.83 I 3.60 I 14.00 I 2027.35 ~ 2027.55 I 2027.55 •2.00 1 3.60 I 2027,94 1550.00 1 2029.35 I 3.18 I 2029.10 ~ 6.00 1 -4.17 I 2.78 1 14.00 I 2028,74 I 2028.94 I 2028.94 •2.00 I 2.78 I 2029.33 1600,00 I 2030,80 I 2,90 I 2030.49 6 00 I •5.17 1 2.78 I 14.00 I 2030.13 I 2030,33 I 2030.33 I •2.00 I 2.78 I 2030J2 1650.00 ~ 2032,20 I 2.80 I 2031.66 6.00 I •5•33 I 2.78 ~ 14,00 I 2031,52 I 2031,72 1 2031.72 ~ •2.00 1 2,78 I 2032.11 1700.00 I 2033,36 ~ 2.38 I 2033.28 ~ 6,00 I •1.67 I 2.80 I 12.10 I 2033.01 I 2033,16 I 2033.16 I •1•91 I' 2,88 I 2033.55 1750.00 I 2033,84 ~ 0.92 I 2033.85 I 6.00 I 0.17 ~ 1.14 ~ 7.33 1 2033.79 I 2033.82 1 2033.83 I -1.50 I 1,34 ~ 2034,22 J:IDOCUMENT199353116THN.PVMTDES.QPW' 1 05103f00 ' 1 PAVE-MENT DESIGN REPORT for the Dishman Commons Spokane County, Washington September 2000 1 The design improvements sbown in this set of plans and calculations conform to the applicable editions of the Spokane County Standards for Road and Sewer Construction and tbe Spokane County Guidelines for Stormwater Management. All design deviations have been approved by t6e Spokane County Engineer. I approve these plans (calculations) for construction. This report has been prepared by Doug Desmond of CLC Associates, Inc. in accordance with the AASHTO Pavement design procedure for flexible pavements. ' ' O WASy, / ' - o ~Q '~9 9 22918 NAI.E~ ~ EXPIRES: Timothy A. Schwab, P.E. ' ' ' Dishman Commons PROJECT DESCRIPTION Dishman Commons is a 301ot sub-division (on 10.3 acres) located in Section 29, T25 n., R45 E., W.M. in Spokane County. The proposed improvements include the necessary sanitary sewer, water, road anci storm draina~e facilities. See the viciniry map provided in Appendix A. Half-street improvements w be ' provided along the north side of 16`h Avenue and the east side of Felts Road. SUMMAR Y OF DESICN ' Thepurpose ofthis report is to summarized the results ofthe structural pavement design. The arterial design was perfonned in accordance with the requirements ofthe draft Tech»ical ReferenceB Sti~rictziral Pa>>e»rerit Design ofFlexible Pavenre»ts by Spokane County. The analysis was performed using the AASHTO "Design of Pavement Stnictures" 1993, and it is a stress-loading design approach. The AASHTO computer soffivare, DARWin 2.0, was used to perform the calculations. The results from this calculation for 16`h Avenue are summ.2u-ized in this report and included in the appendix. The private roads (17`h Lane and Herald Lane) and Felts Road will utilize Table 3.16 ofthe Spokane County Standards per ' the pre-design meeting with Spokane Counry Engineers. This means 2 inches/7 inches for the private roads and 3 inches/6 inches for Felts Road. ' The SCS soils map shows the project limits to be located within a Marble sandy loam soil. (See Appendix A). Six soil samples were obtained within the project limits, and were classified in accordance with the Unified Soil Classification (USC) system (ASTM D-2487). The results are summarized in Table 1. The lab results are provided in Appendix B-2. ' In addition to the soil classiFcation,a CBR test was conducted on a representative subgrade sample taken from the approximate center of the site at a depth of2 to 3 feet. The testing indicated a CBR ranging from 11 to 17, varying with compaction for thE sample. Using the low CBR of 11 and converting this value to 1 Resilient Modulus> a Resilient Modulus of 16>500 Psi was obtained. To account for Potential variabilitY of the subgrade soils (using a safety factor of 1.5), the Resilient Modulus was determined to be 11,000 psi. ' The CBR test results are included in the appendix. CLC Associates, Inc. D 1 Dislnnun commoris Pavemeirt Design Report ' ' ' Table ] _Soil Samples TEST Sample Location USC Designation MR Range PIT road station, offset (percent fines, passing (PSi) #200 sieve) per Tech. Ref. B ' 1 STA 16+53, 26' Rt. SP-SM 57000 - 107000 l 6"" Ave. ( l 0.6%) 2 STA 22+14, 7' Rt. SM 51000 - 107000 Felts Rd. (16.3%) 3 STA ] 1+09, 24' Rt. SM 51000 - 107000 16" Ave. (19.2%) 4 STA l 7+45, 7' Lt. SM 57000 - 10,000 Felts Rd. (1 S.5%) S STA 5+75, 26' Rt. SM 5,000 - 10,000 16`h Ave. (17.6%) 6 STA 12+09, 6' Lt. SM 5,000 - 10,000 Felts Rd. (18.5%) ' ' Table 2: Structural Pavement Section for 16'h Ave. ' Asphalt Concrete Pavcment, Class A: 2" thick Asphalt Concrete Pavement, Class E: 2" thick Crushed Surfacing Base Course: 9.5" thick CLC Associates. Inc. ID 2 Dislzmnn conrmans Pcrver»ent Design Report ' • • • w4 +r ' . « . , $a'^` ~ ' • . ' ' . . , _ _ ~ ih, `q'~ • ~ -iy~~ • ' , • , ,.Kt . , t;lt • I . - ' ^ ' 1 . . . 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'7.h S ' rJ'"v' n ",~'~~d~., ~•y, ~~,,~,4„ I~, ~ . , , , , . - , . • , , , , ~ . ` , , •~F ' ~ ~ i, r: ~'•~,`in,.';?~ r ..p.~' s:.t,t~ r. ~~L. ~'✓a r•- k.{ ~aaJ-D004 + - - - . , ~ 4L- ~ _ ' don ' : AWOL- ' Plennlny, Enyfraaing. Arehlteeture. Larodecaping Arohftecture, Lend Survaylnp C LC ASSOCIATES, I NC. ' ' ~ ~ PRINCIPLE ARTERIAL 1 1 . . 1 1 ' 1993 AASHTO Pavement Design DARWinT"" Pavement Design System ' A Proprietary AASHTOWARET"' Computer Software Product CLC Associates, Inc. 707 W. 7th Ave, Suite 200 Spokane, WA 99204 Doug Desmond Flexible Structural Design Module ' DISHMAN COMMONS Flexible Structural Design Module Data 18-kip ESALs Over Initial Performance Period: 863,451 Initial Serviceability: 4.2 Terminal Serviceability: 2.5 . Reliability Level 90 Overall Standard Deviation: .45 Roadbed Soil Resilient Modulus (PSI): 11,000 Stage Construction: 1 Calculated Design Structural Number: 2.93 Specified Layer Design Struct. Drain. Coef. Coef. Thickness Width Calculated ' Layer Material Description (Ai) (Mi) (Di) (in) (ft) SN 1 ACP-CLASS A .42 1 2 .84 2 ACP-CLASS E .42 1 2 - .84 3 CSBC .14 .95 9.5 - 1.26 ' Total - - - 13.50 - 2.94 Simple ESAL Calculation Performance Period (years): 20 . ' Two-Way Daily Traffic (ADT): 7,880 Percent Heavy Trucks (of ADT) FHWA Class 5 or Greater: 2 Number of Lanes In Design Direction: 1 Percent of All Trucks In Design Lane 100 Percent Trucks In Design Direction 50 Average Initial Truck Factor (ESALs/truck): 1.5 Annual Truck Factor Growth Rate 0 Annual Truck Volume Growth Rate 0 Growth: Simple Page 1 o~s~p6ENE~cy~ O c ~ - NORTHWEST r. ~fAME ' June 15, 2000 SOILS, TESTING & 1NSPECT/ON ' STI W.O. # S000198 CLC AssociatEs 707 West 7"' Avenue, Suite 200 Spokane; Washington 99204 Attcntion: Mr. Doug Desmond Re: Addendum to Soi1 Classification for Pavement Design Recommendations 16'h Avenue Residential Development Pavement Design Spokane County, Washington Dear poug: STI NorthNvest is pleased to submit this revised soil classification for pavement design purposes for the - proposed residential development to be located southwest of ] 6ih Avenue and Felts Road in Spoklne County, Washington. This revision is based on additional laboratory tcsting conducted on a representative subgrade soil sample. The soil classification; as described in our June 6, 2000 letter, consists of SILTY MEDIUM SAND (SM) and SLIGHTLY SILTY, MEDIUM SAND (SP-SM). A CBR test Nvas conducted on a representative subgrade sample taken from the approximate site center at a depth of 2 to 3 feet. The testing indicated a CBR ranging from 1I to 17, varying Nvith compaction, for ihe sample. Using thc low CBR of 1 1 and converting this value , to Resilient Modulus, we calculate a Resilient Modulus of 16,500 psi. To account for potential variability of the subgrade soils (using a safety factor of 1.5), we recommcnd using a Resilient Modulus of 11,000 psi for pavement design purposES. CBR test results are attachcd. ' The conclusions and recommendations presented in this revised letter arc based; in part; on the explorations that we pcrformed for this study and our additional laboratory testing. Therefore, if variations in the ' subgrade conditions are observed at a later time; we may need to modif}f this letter to reflect those changes. We appreciate the opportunity to be of service on this project. lf you havc any qucstions regarding this letter or any aspects of the project; please feel free to contact our office. ' Sincerely; j,pC STI Northwest ,~Q•~o4 w~i,~,~ y '~Z ~ / 5-700e E~BES ~6/14/ ol ~ Jay W. Logan, P.E. Geotectuiical Engineer 3628 E. Ferry • Spokane, WA 99202 • Phone (509) 534-9711 • Fax (509) 534-9755 - . - CBR Test @ 136.3 pcf - Site Center @ 2 to 3 feet 16th & Felts Residential Development - STI # S000198 NORTHWEST 700 600 500 _ N CL 400 L ' ~ . - N aNi 300 L a 200 100 0.... 0 50 100 150 200 250 300 350 400 450 500 550 600 650 Penetration - inches x 0.001 CBR Test @ 121.2 pcf - Site Center @ 2 to 3 feet 16th & Felts Residential Development - STI # S0001 98 ~ NORTHWEST 900 800 700 600 . N • a ~ ~ 540 ~ d ~ 3 ~ N ~ ~ 400 ~ a ~ 300 200 100 . 0~ 0 50 100 150 200 250 300 350 400 450 500 550 600 Penetration - inches x 0.001 CBR Test @ 144.0 pcf - Site Center @ 2 to 3 feet 3 16th & Felts Residential Development - STI # S000198 jVrj NORTHWEST 900 800 700 600 . ~ .Q 1 500 (D L ~ ~ 400 1- a 300 200 100 0~ „ . , 0 50 100 150 200 250 300 350 400 450 500 550 Penetration - inches x 0.001 INITIAL DRY DENSITY VERSUS CBR - Site Center @ 2 to 3 feel ~ 16th & Felts Residential Development - STI # S000198 jV/r' NORTHWEST 50 ~ 45 40 35 ~ 30 ~ m 25 ~ 20 ~ . . 15 10 5~ O 120 125 130 135 140 145 150 Dry Density - pcf . TEST PIT LOGS STl W.O. # 5000198 1611 & Felts Pavement Design ' (See 16`h & Felts Site Plan for test pit locations) TP-1 (excavated May 8, 2000) . Depth Interval (feet) Description 0.0 to 8.0 feet Medium dense, moist, brown, Slightly Silty Sand: SP-SM (Alluvium). Changes to slightly moist at 3.5 feet. TS-l @ 1.5 feet: (see attached Sieve Analysis results) Bottom of test pit at 8 feet. No groundwater seepage observed. Slight caving at 0 to 2 feet TP-2 (excavated May 8, 2000) Depth Interval (feet) Description 0.0 to 9.0 feet Medium dense, moist, brown, Silty Sand with minor organic content (due to yard waste) - SM (Alluvium). Changes to slightly moist and without organics at 1.5 feet. ~ TS-1 @ 1.5 feet: (see attached sieve test results) 9.0 to 10.0 feet Medium dense, slightly moist, grayish brown, medium to coarse, , Silty Sand - SM (Alluvium) Bottom of test pit at 10 feet. No groundwater seepage observed. Slight caving from 0 to 3 feet. CLC Associates, lnc. S7'1 W.O. #S000198 16'h & Felts - Snil Classification June 2, 2000 S'Fl Northwest Test I'it Logs Page 2 TP-3 (excavated May 8, 2000) Depth Interval (feet) Description 0.0 to 9.0 foot Medium dense; moist, brown, Silty Sand - SM (Alluvium). Changes to slightly moist below 2.0 feet. TS-1 @ 1.5 feet: (see attached sieve test results) Bottom of test pit at 9 feet. No groundwater seepage. Slight caving from 0 to 3 feet. TP-4 (excavated May 8, 2000) Depth Interval (feet) llescription 0.0 to 9.0 feet Medium dense, moist, brown, Silty Sand - SM (Alluvium). Changes to slightly moist at 1.5 feet. TS-1 @ 1.5 feet: (see attached sieve test results) 9.0 to 10.0 feet Medium dense, slightly moist, grayish brown, medium to coarse, Silty Sand - SM (Alluvium) ' Bottom of test pit at 10 feet. No groundwater seepage observed. Slight caving from 0 to 3 feet. ' ' CLC Associates, Inc. STI W.O. #ISOOOl98 16m Rc Felts - Soil Cln.csification June 2, 2000 STI Northwest Tesl Pit Logs Page 3 TP-5 (excavated May 8, 2000) Depth Interval (feet) Description 0.0 to 8.0 foot Medium dense, moist, brown, Silty Sand with occasional cobbles - SM (Alluvium). Changes to slightly moist below 2.5 feet. TS-] @ 1.5 feet: (see attached sieve test results) Bottom of test pit at 8 feet. No groundwater seepage. Slight caving from 0 to 2 feet. TP-6 (excavated May 8, 2000) Depth Interval (i'eet) Description 0.0 to 8.0 foot Medium dense, moist, brown, Silty Sand with roots - SM ~ (Alluvium). Changes to slightly moist below 2.0 feet. TS- l@ 1.5 feet: (see attached sieve analysis results) Bottom of test pit at 8.0 feet. Slight caving from 0 to 2 feet No groundwater seepage Abundant roots due to test pit located among trees. ~ ~ NORTHWEST LABORATORY ~tEPORT PROJECT:j GRAIN SJZE ANALYSIS PROJECT NUMBER: 3628 EAST FERRY DATE REC'D SPOKANE, wA 99202 ASTM C117 ~(509)534-9711 fax (509)534-9755 AASHTO Trl ~~2~ DATE TESTED BORING / INTERVAL . LOCATION DEPTH i . SAMPLE LOG # r ~ PREWASH POSTWASH. TARE I.D. ' p TARE I.D. D WET - TARE ' 1.0 ~ • U'' DRY - TARE a DRY - TARE 60 TARE ~ I• ~ , wATER DRY SOiI z- , TARE 1dASH0UT DRY SOIL z - . MOISTURE CONTENT sA ' - l • • . - • • _ CtRAU SY1` .._09■i■~ %RUAM %PASYit1/ VMTM11` 1 ' . t 6' SQUARE ~ -3'-SGIE3ARE ~ g '4/8• SMMRE I 3 A4' SQ R . ~Q A E Mll--~E 82 , 2 . 1 . . ~ • , ~ ~ 0~~- ~ . ~p u,s,--NeT-10 ~.~2, ~ , ~u.~.--ao.~ 1 , . 3 `7741 , ~t 20, I- . . ~ . . e~o . ~ , . , ~ ► ~ , ~ . ~ . u.s. No. 60 ~ . ~ ~ ~ ~ • ~ 14 . 2 . . U.S. N0. 100 P~?- I Oz u:s. Na. zoo (p 0>9 4 i . PAN , r-3 :'AN & ' WA$HOUT ~ 1V7 :~5 I GGot o O. C) ~ SAMPLED BY: )L S TESTED BY: p L F CHECKED BY: S L S REVIEWED BY: V: 1 1 •26-00 ~ 3" 314" #4 #10 #20 #40 #100 #200 100 ~ o 90 ~ ' ~ 10 , ~ i 80 - ~ ~ ~ - - i ~ i 20 ~ ; P P 70 ' - 4 i 30 ~ e r I ~ ' E I r 60 ~ ' ~ ~ ~ c e --rt--- ~ - ~ ; 40 e n n ~ t 50 ---i - --s-- 50 P R e t S ao - ~ - ; 60 a s 1 i i n 30 ~ - ~ n 70 e 9 d 20 - ; i 80 ~ i ~ 10 ~ - ' 90 I ~ i I 0 100 100 10 1 0.1 0.01 0.001 GRAIN SIZE (mm) UNIFIED SOIL COARSE FINE COARSE MEDIUM FINE CLASSIFICATION GRAVEL GRAVEL SAND SAND SAND FINES SYSTEM ' Sample Identification: Sample Description: Lab TP-1, TS-1 @ 1.5 feet Slightly silty sand (SP-SM) - Alluvium No 393 TP11S1 1 l Project: ~ GRAIN SIZE 16th Ave. & Felts Pavement Design Location: REPORT Spokane, Washington NORTHWEST ~ Job ►vo.: Date: 1►~~j S000198 5/26100 ~ 1 b~' t Fe I k LAB4RATORY "PORT PROJECr: ~7Y N O R T H W E S T GRAIN SIZE ANALYSIS PROJECT NUMBER: S u o o)9 8 3628 EAST FERRY ASTM C117 DATE REC'D SPOKANE, WA 99202 ~(509)534-9711 fax (509)534-9755 AASHTO Tll ~ 777 DATE TESTED BORING / INTERVAL j c f fi~: ~ Z LOCATION ' DEPTH 1- 5` SAMPLE LOG # 3 9 3 PREWASH P4STWASH. - TARE I,D, ~ TARE I.D. ~ WET - TARE' 5• ~ DRY - TARE ~~7~~ ~ . .DRY - TARE TARE `Z-~ ~ • - YATER DRY SOIL ~ ~I • ~ TARE 212,7 WASNOUT ~ ~ . DRY SDIL MOISTURE CONTENT ~ ~ xRErAMM %PASSWO VMTION, . . - 6' SQUARE A+ -3-=SQH14RE 1 ( p ~ 410 ~ ~ RE I RE . ►o . ~ . ~ ~ ~ ~ . 4o e (0 . ~ ~ i qj,~~ . %l/Z • . L. lV ~ ~ A [ 1~~ •G.~ ~r ' • . . --2 ~ ~ ~ ► lG.~ -7 a4'f / 2 12 ~ ~ ' • U.S. No. 60 t~> . U.S. NQ. 100 2~'02 (D 60-z U:S. N0. 200 1 P,) 5 PAN AN & WASHOUT, 41 tp ►15 SAMPLED BY: ~L j TESTED BY: D LF CHECKED BY: -3 LS REVIEWED BY li'4 . V:1 1-26-00 3" 314" #4 #10 #20 #40 #100 #200 ,oa ~ --~-----1 ~ --1 - ' o i ~ ~ i 90 ~ - ~ --1-- 10 I 1 j ~ ~ 80 ~ - ' ~ ; i 1 20 ; P e i- , -i 30 r P 70 ~ - - ~ ~ e r c c e 60 ' - ' qp e I " n t t i 50 - I - 50 R e a S 40 ~ - ~ sp a S i j ~ i n n 30 -----r- , 70 e g d ' 20 - 80 L~ . j 10 - i 90 I I ~ 0 . ' 100 100 10 1 0,1 0.01 0.001 GRAIN SIZE (mm) UNIFIED SOIL COARSE FINE COARSE MEDIUM FINE CLASSIFICATION GRAVEL GRAVEL SAND SAND SAND FINES SYSTEM Sample Identification: Sample Description: Lab TP-2, TS-1 @ 1.5 feet Silty Sand (SM) - Alluvium No 393 TP21S1 Project: 16th Ave. & Felts Pavement Design GRAIN SIZE Location: REPORT Spokane, UVashington NORTHWEST JobNo.: SOOO~9$ oate: 5/26/00 • r ♦ Fe 1 i-S LABORATORY YtEPORT PROJECT: -f ~~IYNORTHWEST GRAINSIZEANALYSIS PROJECTNUMBER: Sooo 3628 EAST FERRY DATE REC'D SPOKANE, WA 99202 ASTM CI17 , (509)534-9711 fax (509)534-9755 AASHTO 7'll & 7'27 DATE TESTED BORING / INTERVAL -Te$~- LOCATION ' DEPTH SAMPLE LOG q 3 PREWASH , . POSTWASH. ' TARE I.D. L TARE I.D. c .WET - TARE 00. o DRY - rtARE DRY - TARE ~ TARE WATER ~ ~ -4 DkY SOII 1>r` S2S Z 23 y ' TARE WASHOUT DRY SOIL MOISTURE CONTENT . . . 1 Se& IfEIG19RET/UHED y~~ %RETAM %PASSWO VEqFiCATON, , . , 6' SQUARE - ' -ale--gadARE . . 4t? Ito &Q- =aRE ~~l . -3t~S 7 ~ o e>,g ~,as . _~120 , . e:-M L-L}-. 3 , 4-11I ~ . ~ 1 . ~v~-r~e: ~ ~~'1► ~ ~S , r~ ~^7 . L~ . . 1 . U.S. M. 60 U.S. No. ioo '2_ 7 i . Ct5 , . u:s. No, 200 . PAN 1 -c--~, AN & N-ASHOUT ~~~,(o SAMPLED BY: j L) TESTED BY: D L~ CHECKED BY: ~ LJ REVIEWED BY: °r V:1 1-26-00 ~ REIF 3" 314" #4 #10 #20 #40 #100 #200 ,oo J 1 11 1 1 t _ ~ I o ! ~ ~ ~ i ! 1 90 ' ~ -y---~ . I ! I ~ i 10 I ~ ~ ; ! ! 80 20 P P 70 - ~ ~ ~ -1--- ~I ; ° - e e ; ~ ; ~ 30 r r c C T- 40 e 60 ' - e E i , - ! ; n n t t 50 ~ - ' ~ _ ' i 50 R p 8 a t S qp 60 a n 30 70 e g d 20 80 10 90 I ~ I I p 100 100 10 1 0,1 0.01 0.001 GRAIN SIZE (mm) UNIFIED SOIL COARSE FINE COARSE MEDIUM FINE CLASSIFICATION GRAVEL GRAVEL SAND SAND SAND FINES SYSTEM ' ' Sample Identification: Sample Description: Lab TP-3, TS-1 @ 1.5 feet Silty Sand (SM) - Alluvium No 393 TP31S1 ` Project: ~ SIM GRAIN SIZE 16th Ave. & Felts Pavement Design -140P Location: REPORT Spokane, Washington Joa No JWYN NORTHWEST ~ate: S000198 5126/00 . r PROJECT: 6- ~ , li~~ NORTHWEST LABORATORY ~EPORT GRAIN SIZE ANALYSIS PROJECT NUMBER:__So o oLV 3628 EAST FERRY DATE REC'D SPOKANE, WA 99202 ASTM C117 , ~(509)534-9711 fax (509)534-9755 AASHTO Tll ~ Tl7 DATE TESTED BORING / INTERVAL j 4c LOCATION ~ DEPTH ).5 Y SAMPLE LOG #'3 Q 3 PREWASH - , . s POSTWASH. ~ i'ARE I.D. ~ A TARE I.D. ~ WET - TARE (2S . 9 - DRY - YARE ~DRY - TARE 59 T. ~ TARE "ZZ14 WATER DRY SOiL TARE 22 4• -2- ~ WASHOUT DRY Si7IL - 3`7 C) - I MOISTURE CONTENT - t 1 l t ` ~ sm BG . • RETAHM CLW ~ ~ %RffAMM % I S= M `MMTIONf ' . 6' SQUARE - .L 4 O I , O j3 W,4.u-f ftmE s '2 16 . tME Ls~>, c, . 1 ~ . ~30 U.S. ND. W ~ .7 . , . ~7 ~ • ~ ~ ~ ~ ~ ~ . U.S. Ni1. 60 2-277, U.S. N0. 100 ~2! ~ °j~ . ~ ~ . U:S. No, 200 ---~P02 , 72_. es PAN AN & k&SIDUT 6_2 . ~ SAMPLED BY: >0 TESTED BY; pLr CHECKED BY: ~ L S REVIEWED BY: V :1 1-26-00 -MM' mm' m_ m mm' 3" 3!4" #4 #10 #20 #40 #100 #200 100 0 90 10 ~ , ~ 80 I ~ I i ~ - ; , ~ ; ~ 20 ; P , P 70 ' ; e 30 e r r ~ 60 --h--- - - ; ---i- ; - E qp e e ~ n n t t •I j , - -i - -F - 50 ' - ' - 50 R P 8 a ~ S 40 - _ ~ _ , 60 a S i n n 30 - J-- ~ - . ,y --r ~ 70 e 9 d 20 ! - - i----~ ; - 80 ' i i ~ i --{----r -T--- 10 ' - ' - 90 i i p 100 100 10 1 0.1 0.01 0.001 GRAIN SIZE (mm) UNIFIED SOII COARSE FINE COARSE MEDIUM FINE CLASSIFICATION GRAVEL GRAVEL SAND SAND SAND FINES SYSTEM ' Sample Identification: Sample Description: Lab TP-4, TS-1 @ 1.5 feet Silty Sand (SM) - Alluvium No 393 TP41S1 Project. GRAIN SIZE 16th Ave. &.Felts Pavement Design Location: Spokane, Washington . REPORT Job No.: Date: J WAF NORTHWEST S000198 5/26100 LABORATORY "PORT PROJECT:_jI, ~ t- 'F~ I t~r S'77NORTHWEST GRAINSIZEANALYSIS PROJECT NUMBER: S o 00 ) 9 R 3628 EAST FERRY ASTM C117 DATE REC'D SPOKANE, WA 99202 (509)534-9711 fax (509)534-9755 Af1SHT0 TII ~ T27 DATE TESTED BORING / INTERVAL LOCATION ' DEPTH 1. 5' SAMPLE LOG # PRk"'WASH - P ~ ~ . ' ~ . OSTWASH. fiARE I,D. ' E- TARE I.D. m WET - TARE b45. o DRY - rtARE DRY - TARE TARE WATER 24 DRY SCIII TARE 2-2-3 . - WASHOUT DRY SDII. - 1 - . . MOISTURE CONTENT ~ . . , } . S~11E VlBdii'~TAM y~~ xRUAHM xPASSNEO SPEqFiCJlT10N , 60 sauARE / -7 1 l 1 ~ 8 1 y~-~~t~RE IC) -c-.J ~~eUARE 2~ o %:E~> , z i - ~-7 0 J' • ' " ' ~ • f ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ f ~ U.S. M. 60 4-o ~ U.S. rvO, ioo u:s. Na, zoo 410 A''L 4 ( "7 . 6 f PAN PAN & Y&SEauT SAMPLED BY: ) L S TESTED BY: DL F CHECKED BY: J L.j REVIEWED BY: V:1 1-26-00 ~ mm m mr mmm m r m r m m 3" 314° #4 #10 #20 #40 #100 #200 ,00 o , ~ 10 i 20 i _-4 80 P 1 ' i P 70 ~+t--__; i 30 e c c gQ 40 n t R t i _ ,E ~ 50 50 e P i ~ t a 60 a S 40 i s ; i ! \ ~ 7 70 e n 30 n d ; 9 ; ; ~.s - - .i _ - - - _ 20 80 - i - - ; I ~ ~ 10 90 ~ ~ ~ ; 100 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE (mm) UNIFIED SOIL COARSE FINE COARSE MEDIUM FINE FINES CIASSIFICATION GRAVEL GRAVEL SAND SAND SAND SYSTEM ~ ~ , . ~ Sample Identification: Sample Description: Lab 393 TP51S1 TP-5, TS-1 @ 1.5 feet Silty Sand (SM) - Alluvium No, ~ Project: 16th Ave. & Felts Pavement Design GRAIN SIZE Location: , Spokane, Washington . REPORT Job No.: Date: JWTV,ff NORTHWEST + S000198 ; 5I26/00 ~ LABORATORY YtEPORT pROJECT: ) G+-~ -p' Fe h}~ ~'77NORTHWEST GRAINSIZEANALYSIS PROJECT NUMBER: So 0 c~ yA> 3628 EAST FERRY SFOKANE, WA 99202 ASTM C117 DATE REC'D ~(509)534-9711 fax (509)534-9755 AASHTO Trr & 727 DATE TESTED BORING / INTERVAL"'[L~ f- LOCATION ' DEPTH ~ ' SAMPLE LOG # ~ PREWASH , POSTWASH. - TARE I.D. ~ 2- TARE I.D. WET - TARE DRY - TARE • DRY - TARE TARE `Z-2-1 • O . ' WATER DRY SOiI TARE 2-2- ~ • 0 WASHOUT DRY Si]IL - °g 19 ' 1 . MOISTURE CONTENT 1 - " . } ~ ? Sm VOWM~ CLW"Tn % RffAM xPASSNO SPEdMTM, wow . 6' SQtlARE 1 ~14 ~!-~RE L+ , 4 ~ `~o . 3LP V,LtUQ,RE ~ ~2.~ , ~ 4, 8 rb 3/8---SQ-U E 1 IC)~ &ef•~ ~a~ . . 0 1 U.S. ND. 60 U.S. N0, 100 U:S, N0, 200 --7 , 9 t;:> , PAN 0 U AN & SHE]UT 41e>i 2- CT 11 4~ 41 f SAMPLED BY: JLS TESTED BY: PL F " CHECKED BY: REVIEWED BY:_ 14 r' V:1 1-26-00 ~ ..a~ ~ r ~ ~ ~ ~ mm~ mmm m 3" 3/4" #4 #10 #20 #40 #100 #200 100 I I ~ ~ I I I I , 0 t i I I I ! 90 i i ! ! 10 eo ~ ~ - 20 i ' ' i p ~ i ~ ; . P 70 - ~ - e i ~ i 30 e , r r c C E ' ~ e e 60 40 n n t I I I t 50 - • - I i ~ _ i 1 P i ~ 50 R e a , I t S 40 ' i - 60 a i n 30 --Y--- , , , ~ 70 e g d Zo ~ - _ , eo i ' 10 90 0 100 100 10 1 0,1 0.01 0.001 GRAIN SIZE (mm) UNIFIED SOIL COARSE FINE COARSE MEDIUM FINE CLASSIFICATION GRAVEL GRAVEL SAND SAND SAND FINES SYSTEM ~ Sample Identification: Sample Description: Lab TP-6, TS-1 @ 1.5 feet ~ Silty Sand (SM) - Alluvium No 393 TP61S1 . , . , , GRAIN SIZE Project: ~ 16th Ave. & Felts Pavement Design Location: REPORT Spokane, Washington ~ NQRTHWEST Job No.: Date: ►ST~ S000198 5126/00 6EtiE 0 • y 9 9 ~ y ~ ~ N ORTH W EST ]une 1 S, 2000 SOILS, TESTING & INSPECTION STI W.O. # S000198 . CLC Associates 707 West 7' Avenue, Suite 200 Spokane, Washington 99204 Attention: Mr. Doug Desmond Re: Addendum to Soil Classification for Pavement Design Recommendations 16' Avenue Residential Development Pavement Design Spokane County, Washington Dear poug: S17 Northwest is pleased to submit this revised soil- classification for pavement design purposes for the proposed residential development to be located southwesi of 16th Avenue and Fehs Road in Spokane County, Washington. This revision is based on additionallaboratory testing conducted on a representative subgrade " soil sample. The soil classification, as described in our June 6, 20001etter, consists of SILTY MEDIUM SAND (SM) and SLIGHTLY SILTY, MEDIUM SAND (SP-SM). A CBR test was conducted on a represerrtative subgrade sainple taken &om the approximate site center at a depth of 2 to 3 feet. The testing indicated a CBR ranging from 11 to 17, varying with compaction, for the sample. Using the low CBR of 11 and converting this value to Resilient Modulus, we calculate a Resilient Modulus of 16,500 psi. To account for potential variability of the subgrade soils (using a safety factor of 1.5), we recommend using a Resilient Modulus of 11,000 psi for pavement design purposes. CBR test resuhs are attached. The conclusions and recommendations presented in this revised letter are based, in part, on the explorations that we performed for this study and our additional laboratory testing. Therefore, if variations in the ' subgrade conditions are observed at a later time, we may need to modify this letter to reflect those changes. We appreciate the opportunity to be of service on this project. If you have any questions regarding tlus letter . or any aspects of the project, please feel free to contact our office. Sincerely, 4• LpC STI Northwest p4 Q~ ° . ~ 33472 ~NAI. / S-~ooo I E~~s 06/14/0~ ~ Jay W. Logan, P.E. Geotechnical Engineer 3628 E. Ferry • Spokane, WA 99202 e Phone (509) 534-9711 • Fax (509) 534-9755 CBR Test @ 121.2 pcf - Site Center @ 2 to 3 feet 16th & Felts Residential Development - STI # S000198 ~ NORTHWES.T 900 800 700 600 N a . 500 d ~ ~ N . 0000, ~ 400 ~ ~ a 300 / Zoo ~ ~13 R s 100 / ~ 0 . 0 50 100 150 200 250 300 350 400 450 500 550 600 Penetration - inches x 0.401 ~ ~ ~r ~r r ~ ~r ~ ~ ~ ~ ~r ~ ~ ~■~r ~ ~r ~ r CBR Test @ 136.3 pcf - Site Center @ 2 to 3 feet 1 fith & Felts Residential Development - STI # 5000198 jVrff N'ORTHWEST 700 , 600 * 500 'y a 400 d ' L N d 300 L a zoo 100' o , 0 50 100 150 200 250 300 350 400 450 500 550 600 650 Penetration - inches x 0.001 CBR Test @ 144.0 pcf - Site Center @ 2 to 3 feet 16th & Felts Residential Development - STI # S000198 NORTHWEST 900 800 700 ~ 600 ♦ 500 a~ ~ ~ I ~ 400 ~ ~ a 300 200 100 .0 ~ . , . . 0 50 100 150 200 250 300 350 400 450 500 550 Penetration - inches x 0.001 :i~j~ 16-22 CIVIL ENGINEERING R.EFERENCE MANUAL r=~►. ; ~4YI alent. Therefore, the gravel equivalent thick- step 4: Choose the base anci subb&Se rri'a~ ness of the siibhase is Emulsified asphalt ba,se mixtures are diY~ into three t,ypes. TypP I is plant':'~mi 3.6 - 2.0 = 1.6 ft base inade with processed dens@- ` grad"'; gi•egates. Type II bases are macie wit ~se The suhbase thickness is processed, crusher-run, pit-run, or banl"~ ~ 6 aggregates. Type III bases are made~ t3 ~ 1.0 1•6 ft sands or silty sands. Both type II and III can be either plant or road mixed.," , - ! Untreated aggregate subbase materia" ~ also be used. SPecial quality and - asphalt concrete 0.56' ~~-~r • • r} ti~ ~ • Wmum strength reqyuirements apply in. tho`g 29 instances. ; base 1.0~~ step 5. Use table 16.22 or table if~.23 to s de igri;th , avement K . If the EAI., or approximate p subbase 1.60' p ber of trucks places the design between'traf ' - • ; ~rr. fie classes; interpola,tion beLween thicknesses 4. ' s~:'.'J':.1"-~X-+"°.i~r:_:.F`-wi~~~t-~. ~`:~;-~ra+c~lc, .},ta,•. :~'.~f ~',-3~' •%3"~~. " '1 ~.'i 1. - ..r, .~=:-~~-R in the tables ;s ~,llowec~. basement soii !z- , - ~,;ti>~.:-~,'~• • , ~ ~ ~f=r ~ r->`'~+ ':4'it .t~''-;~''?'s%~i,~.• nt~•-- l ~ c t"' •:K ri,.v ,'4 ~:'y",i' ~j'r. ~..J , yr.. -i:;f~y`v.";!~;% .5. fi , y-: s c~' f.'.i• _wa x, S'r~~.~•,i y~ \'•:i S{~4~`~-i'~^ 'Z•.-.~v +':k~t3'v``• . 24 DESIGNING PORTLAND CEMENT ~ CONCRETE PAVEMENT 23 FULL-DEPTH ASPHALT PAVEMENTS- . SIMPLIFIED ASPHALT INSTITUTE On prajects with three or »>are lanes in one direction;, METHOD27 separate designs usually are macie foi- the inside and outside lanes. This results in steps at the bottoms of ste~~ 1: Determine the 2Q-ye~r; 18-kip equi~~ale~it Pa~'ement ~,nd base. It is cheaper to r,onstruct stepped a.xle loa,c~ing (EAL) for the p~,vernent. sections than uniform or tapered scc:tiaris, which result iri increased soil removal. However; in orcier io provide - sf.ep 2: Use table 16.20 to convert EAL to a traffic a uniforrn grading plane; it is permissiUle t.o increase the c1~s• thickness of the subbase unc3er the insic]e 1anes.30 This step 3: Use table 16.21 to classify the subgracie soil total thickness of subbase shotild be used to design the into poor, medium, or good-to-excellent cat- paverneiit for the inside ]a.i-jes. egaries. ~ cement . ' concrete ' pavement Table 16.21 / asphalt : Subgrade Soil Categories ~ subbase cpncrete n. $:.,Y;"YS ~ ~ •O t ! ! , ~ i C- n I • . //ilr~ typlCal valLl(;S aggreg~.ate ' •'1 base ' resilient =:a't~a3i.wi .w .:>.CGZ,,w,....,. i..'k,,•k . •s-.~ n •oi.... 't-%~w>.~^.<",.+w.v' x...6.,n., i~;. 28 y...~<.;x-:.~:.: ~ ~ cement: . %~.,,x-; •.:~r. i~rf o categor madulus CBR R-valuc - ` treated~ r~•, Y ~,;0+>,.3 r,• t~4oa:...., basement soil ..Y. JL S~r`r 'iitd Mm`. µt. t,..y...:r.. 'JP^~i:~~i~.:v Z~_tin`N ~S.'^J ba$e c ~ : ~~oor 4500 psi 3 6 :~~~t~~„t<::A . Ji~c:~f:d.,, ~,.kfi:.✓.;tt. _........%:t~i"'y` . 3._f;~t: ~.~',+-`:'.-~:c~=t+. .,aa:. •;r:~n-" .e:r.:. . mediurri 12,000 8 20 good-to-excellent 25,000 17 43 Figure 16.13 Typical Portland CFment Concrete Section 27 This method cannot be usec~ to design pavement sections with ~.5~halt ~oncrete direct,ly over untre~.t,ed ~,ggregate ba.ses. 29 Specifically, untreai,ed aggregate muc~, have a mininiuiri CBI~. of 20 or a minimum R-value of 55 to be used as a subbase. It 28 The resilient inocttclzas is the sarne as the vnodetlus oj elasticity must have a minimum CBR of 80 of a niinimum R-vah2e of 78 to of the soil. It is nat the same as ttie modulus of subgrade reac- be used •as a base. Other requirements exisL a.lso. tion, k, although the two aa-e rela.ted. For positive values of the resilient rnodulus, MR ~ k X 19.?. 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I [ 7 ~ ~ 1 ~ ~f ~ J~ ~ • f r ~ k F~! f _ 1 a P~0~~~1'Y . F <<' f' p` / . ~ : r ~ ~ , t ~ r ~ ~ ~ ~ ~ f' ~ , ~ aa~~oa~~ r~,~ ~ ~ r: ~ : , ~ f~ . ~ ~ 4. , ` t E f~ ~ 2 08 , ~ ~ f ~ ~ ~ t ~ { ~ f ~5.95' ~ ~ ;~'1 ~ ~z . I, F ti' f . ~ ! 1 • 1 r 7 ~ . r 'I i ~ u++ ~ ~ ~ ` ~ 5 ' ' ~ ~ ~ ~ i M . ~ € - ~ , 4 ~ ~ ~ i ~ ' r' • I A 6 I f ~~I ~ ~ ~ ~ . ~ ~ ~ _ ~ f`~ . i . r , . ~ ,~I ~ ; t ~ ~ ~ SL.ALE. 1 FF=LV' - . ~ ~ ~ ~ ~ ~ ~ ~ . ~ ~ ~ ; ~ ~ ~ w`-" ~ r , ~ ~ ~ t i_ L ~ ~ ■ ~ CLC Associakes, In~. s~oKaNE. wn - pEav~~, C4 7a~ we9~ rtn ~ s„~~s 2aa (sa~) s~-~aeo , ~ SpoMflne. WA 492~4 FAX. (509} 459-8844 ~ ~r~ DATE. 08f31,I00 ~ ~ i, ~ M I~ ~ t]~ , C' . A. Se ' ~ ~ pl W A 5y#~ly ~L R' ~ ~ i ~ I ~;iC~• AN ~OUN T~ STAh9~ARD 11 + ' ~ SPDIC E QO ~ ~ E ~ 62 ~ ~229~16 ~ N RE~E INLET TY~~ 1 V~ ~YPE , - - ; ; ~ ~ CO ~ I ~ , . f 1 METAL FRAM~ & TYPE ~ M~TA~. ; S S ~ 1~ ~ RATE. 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I 't~ ~ r~, \ ~ 1 Yr y..~..,: , ~ . ; , ~ . ~ . : ~ / . ~ , s , • ' J f.+ f ff r' f - , .t _ 5y i y ~ r + ~r ~ r {r . _ _ ~ ~ ~ E ' ~r ~ ` F - . ~:i. ~ • ~ ' r s- - - : . - ~ ~ PRflP~S~~] C0~1 TOURS 4 . , r 1 ~ lf I '~rr,- ~ i~ - 3' ~ ~ ~l ~ ' . , ; ~ ~ , ~ I~} ' f ~r f ~ r' i'~ `f ~ ~r~ ~ ; ~ , ~ ~ { r , , : I ' f ~ ~ ~ f / 1 ~ ~5 5 s f ~ r f f ~ rf f f ~y 1 ! ! ~ i• F ~ { `J J~ •~"k . 4 't. ~ l 6 ~ ~ I - - + i +F~~ 1 f: ~ ~ _ . f { ' : ~ ~.5 U TI~I TY EAS~MEN T . . { ~ . ~ ~r fl - /y,k11! p~Vf1/~ 26F DR1''' L.]E / f,:= ~ ,t~ ~A,-, ~ . s SPOK.ANE ~OUNT:Y ST~NDARQ . ; , ; r . . { ; f , ~ 't ~r {r 7' 9i 1 ~r i t ' t fr J~ ' 1" ~ f /F !J r~` f rf t 1 { t ~ I fl EASEIV'EIVT ~ q , , ~ << - ~ ~C~NCR~T'~ INLET';TYP~ ~ 1 W , ~YPE: , 4 . - f - ,r F~ r _ . t • i : ~ ~ F~ ti ~ ~ F - ' ~ F~~_ - ; , ~ ~ i~' f F ~r: f - .1 ME1'AL FR~AM~ $c TY~E 2 ~1~TA~ : TY ~ r l ~ ; j~ J' , , . . . ~ P~ ~R CURB P~R SP~K~.l~fE . ~ , . r. ra 1 , t . ; ~ . . ~y r, , , ; • : ' , r",,~ f~ r~ RATF ~ T,~ 11 ~ 1. R9 ~ 1 3 ~T. ~ COUNfiaY STANQA#~D PLAN 'A--3 r I fr I . ~r + _ ~ r' - f ` L ~ ~ ~ ~1 R ~ t . : h a ~ `cr / I ~ . ~ i ~ Y ~ ~ ~ 1f ~ / , t {7 ~ ' ` 4~ ~ ~ , r _ ~ y~ ~ ~r - ` .r' {/~r~ ~RATE .~LE~f.~~~~~..7~ ~ , I ~ . ~ I = r' - ~ ~ - f f, 1 • ~ ~ ~ : ~ ; , 1 y _ , , s ; ; F . ~ _ f r ~Y . ~ ~,5 ~ • r ~ t > > ~ - ~ F ' ~ ~ ~ ~ a r 1, ~ ~ s T -n~..~ ~ ~ ~ Y . ~ . ~ 1 ~ ~ -~a ~ ~ - ~ _ . ~ ~ - ~~~KAN~ COUN~Y STANI~ARD ~ . + . ~ . -r ~ s . ~ ~ ~ , . ~ s , F , , i ~ . . . ~ ~ ; . ~ F~ „ 1NlTH TYP - ~ ~ . , o . . . , TYPE 8 DRYV~~LL ~ ~ ~ ~ r ~f. ~ ~ ~ . . ~ . _ ; ~ _ k t~~- • - ~ ' • , ; ` i 4 METAL GRAT~ AN~ ~RAME ti ~ , . ~ : ~ . ~ ~ , ~ l • ~ ' J . f . ~ r TA 1 ~ 48, 41.09' LT. ~ ' ' ~ ` ~ ' , ~ . ~ ~ ~ . , 3 ~ ; r , 1 ~ +OD . ~ ~ ; . ~ f , ~ _ ~ . - - - ~ ~ . r~ 12 ~~00 ~ 13+ 0~ ~ . ~RATE ~~EV. 992 80 ~ , , _ ; , : ~ , , f , ~t f ~ ; ; . - ~ , - ~ ; ; ~ ~ ~ . . ` ` ' " ~ 14 . ~ . , r 1 5, , , i . . ! . . i f r r SPQKANE C~UNTY ~TANDARD S~~~ANE ~(]UNTY STAN~ARD ~F,% E~- n r, ~DNCRETE if~LET TYPE ~ 1~ ~Y~E ~'1~~' " " RY WITH TYP / ~ 8 ~ WEL~ ~ e ~ ~a o ~ ME~AL FRAME 8c TYPE 2~IETAL 4 ME~AL ~RA~E A~ID FRAME ~RATE. STA Z0+64, 1~.33' ~T. STA 3~+66.Q9 21.69' LT, ~ . ~1 , GRATE E~EU. 99~.2~ GRAT~ E~.~V. ~ 1~9 ~.8~ ~ SP0~6N~ Gf~ U~FY . I y r I _ i f ~ i~ , ~ ~ ~ ~ ~ - a , ~ . ~ ~ ~ - ~ ~ ~ ~ i ~ ~ ~ ~ ~ r ~ ~ ~ ~ ~ ~ ~ ~ ~ . _ I ~L~ Aa~aciale~, Inc. SPQNAN~, WA - 0[NY~A, CO ~ 70~ w~.f ri~ •~~~i~ zoa ~so~f ass-~e-0a . ~ Spokune~ '~A B92D4 rAx• a58-6B44 ~ ~ ~ Il I - ~ ~ ~ ui-P.i _ L ~ I ■ ~ ~ ~ o ' i~ - ~4. I~ I w A sy . 61 f~ . ~ , c i. i i 60~, p ~ 22916 c~ / 1 ~ ~ ' ; ~`~~UM - E~PI EXPIRES 9/21 f~r 3E1NENT . EA5Ei~ENT R EASEMEN~ OR RA.W. OR R.4.W. R.4. W. M ~RAI~IAG~ EASE~IENT A5 SRECIF~EG 9N PIAN I pRNNA~~ EASE~IENT S5 SPECIF9EQ 4N PLAN ~ ~ ~ TOP OF BER~I ELEV.= GUl`TER ' TOP aF ~ER~A ELEV.= ~ T0P OF CURB ELEV. FL~WLI~IE ~ f T~}P OF CURB ELEV, I+.20 FT. 1.,5` 5DD aM T~P5QlL, 5(3a CURB QROP +.74 FT. ~ ~ 9.5 50D C~N TQPSQf~, Sap f INSTALLE6 CONCURRENT 'M1H EWSTAI LED CONC4?RRE'NT WI~H OCCUPAk~CY OF AOJACEHT H~USE TYPE "B" CURB ~ OCCUPAMCY ~ A4JAC'ENT HOUSE AND GUTT~R . 3 iAA1(. 3 ~IA}t. NQRMAL GUTTER ~INE T+~p , , ~ ~ GRAT£ ELEVA~101~ I~'~} 3:1 (TYP) . ~ GRATE ELEVATION ~ ~ ~ . i , .5' .5 ~ RAINAGE 3: t~ caMC~ETE APRON RAINAGE 3: r ~ 57R~! 1URE ax~ 4" T}#ICK P.C.C. STRU TURE ~~x , ' STpRh~ PIPE i~ ~ y ~ ST[}RM PIPE , PROVIDE FIL3ER FA~RIC (AMOCO 4~~ DR EOUAL) BETW~fhl 1-3 T~501L ON ~ pROVIDE FlL1ER FABRIC (AMOGD 4545 OR EUUALy BES~NE~I3 RIP RAP ~ TH~ NA~11~ ~IL ANn THE Y~ASHED oanlr~ RQCK AND BE2INNEEN GRAD~~ P~D BOTT~ TME NA3~V~ ~501L AN~ THE wASHEQ ~RAIN ROCK ANA ~ETWEEN RIP RAP rtFiE ~lP~SHE~ URAIN ROCI{ Aldp 11~E DkYti'IELL BARREL TFIE WASHED tiRAfN ROGK ANQ T}#E 4RYVNEfl BARREL. 1'-3" iDPSQiL ~3tA4~D P0~!€Y BOTT4~A GRA4E[~ PQND I 1'-3" TClPSO1L ON - 1.11'-1.28' ~ELOW ' EDGE OF ASPHALT GRADED PONp I GRAOE[3 PONa BOTrOM 1,1~'-1.28' 9EL~ SECT~DNAL VIEW ~CTI~NAL VIEW EDGE 0~ ASPH~ GRAaEQ PONp BOTTDhI 1.11'-1.28' BELOW EDGE 0F ASPF#ALT - RYWEL~ - AIN Plf SE~~ N N 1~ TH STOR POND CR ~SS SECTI~ lGAL PO ~YP RAIN PIPE ~or ro sck~ N4T TO SCAk.E . ~ ~ -~~~P ~ ~ ~ . ~ ~ SEP 2 ~ ~ , ~ , ' ~ ~ ~ ~ . ~ ~ r ~ ~ - ~ ~ ~ ~ 1 ~ l L a~ t ~ ~ ~ ~ ~ ■ ~ ~ ~ ~ ~880CI8t~8, ~n~. ~ svanaxr, wr~ - oe►+v~rr, to 707 Wcst 7th • Sufta 744 (509} 458-6640 5pohw~o~ wn 992WI FFJf, I(5G91 456-6894 - , ~ 1 , ' STORM DRAINAGE ANALYSIS GFFP'v1.`YL PC1OLi1r 11dCV:1'I1 FOR RECEIVED S'0~`fa~N'~ C~i,N7'r ENCi!~:E~A'S OFFICE G SEN 12 2000 0 R I P`D51 ~-I`~IA N COMMe)MNTY ENGlNEER iri~. ~ ~ REII, I cGUNPI EST'ORAN E COUNTY , September 2000 ' CLC ASSOCIATES INC. 707 West 7`h Avenue Suite 200 Spokane, Wa 99204 (509)-458-6840 , This report has been prepared by the staff of CLC Associates Inc. under the direction of the ' undersigned professional engineer whose sea) and signature appears hereon. This storm drainage analysis has been completed in conf ce with the Spokane County Guidelines for Stormwater Management. A. S~,A ~ OF W Astii~~Y ~ Q S~ONAL E~ , CLC Associates Inc. ~ ' chufall nons /Sediment Yield, Flaxman Method Project Name: Dis ma os IPE Project No. 9935~ Engineer: Tim ~•hwab Trap ID aw! i..arge5 ,-~u.b ,asin USC Soil Classification: = Variable Data Input: Avg. Annual Precip., P= i~ inches Avg. Annual Temp., T= Degrees Fahrenheit Avg. Watshed Slope, X2 = 4 percent X2 Particles Courser than 1 mm = 3~ Percent/72 = X3 Percent Clay in Soil = 0 percent 2-yr Storm, Square mi., Q= 143 cfs X5 Basin Size, A= ! 3 acres Time Period, T = months pH of soil = assume worse case (P/T)/1.43 = 0.31 X1 110 X4 SQRT(Y) = 40.90 Y= 1672.70 tons/square mile per year Y' = 0.218 tons/(acre*month) . Y' for Basin = 4.49 tons/(basin*T) Volume of Sediment, D= 75 cubic Ft. ~ a io' TOIWO2Ay PoAu4 ro2 sfp,,y,xPc,,T (,(i/GG HOLO T',y¢ VOL. U►'ie OF S EDiMEIvr 2E Q vl Ii.,E4 f} i 4 O"Ty oF GeSS' 77-0izJ 3 i,c,~y~s A. S Q oF WASy,~ . ti E( , ~,IVED . ~ v~° SEP 2 8 2000 ~+sr8 ,IONAt r-y-a~ - SPOKANE COUNTY ENGINEER EXPIRES: 99353 CLC Associates, Inc. . 6/16/2000 1 ' PURPOSE ' The purpose of this report is to determine the extent of storm drainage facilities, which will be required to dispose of stormwater runoff created by the improvements of the proposed project. In accordance with the Spokane County Guidelines for Stormwater Management, the storm drainage facilities on this project will be designed to dispose of runoff from a ten-year design storm and the first one-half inch of runoff from all road impervious surfaces will be treated in grass infiltration areas (`208' swales). , ANALYSIS METHODOLOGY The Rational Method, which is recommended, for basins less than ten acres in size, will be used to determine the peak discharges and runoff volumes. The Bowstring Method will be used to evaluate the adequacy of the drywells and storage capacities. All relevant calculations have been included in the appendix of this report. PROJECT DESCRIPTION 1 Dishman Commons is a 30-lot subdivision (on 10.3 acres) located in Section 29, T 25 N, R 45 E W.M. in Spokane County. The proposed improvements include the necessary sanitary sewer, water, road and storm drainage facilities. The storm draina9e 1 disposal and treatment is being accomplished in grassy swales that are located on either private property or within the public right of way. The topography on the site slopes moderately from east to west. ' Sheet 75 of the Soil Survev of Spokane County Wa. shows that the soil type for the area of the proposed project is: ~ McB - Marble sandy loam, 0 to 8% slopes: This soil is a somewhat excessively drained soil. Surface runoff is slow, and there is little or no hazard to erosion. This soil type is pre-approved for the use of drywells in accordance with the Spokane County Guidelines for Stormwater Manaqement. CLC Associutes Irrc. Dishnran Commons CALCULATIONS ' The 10-year peak flows for the individual basins on the project were calculated using the Rational Method and the Intensity-Duration-Frequency curves for Spokane, Medical Lake, Reardon, Cheney and Rockford areas. , Tabulated in the appendix is the total area, road impervious area, runoff coefficient, peak flow, '208' swale volume requirement, Bowstring volume requirement, and number and type of drywells required for each of the basins. It is assumed for the purposes of the swale design that a double-depth drywell has a capacity of 1.0 cfs and a single-depth drywell has a capacity of 0.3 cfs. Grate Calculations The inlets shown for basin A, C3, C6 & C7 are in a sump condition. ' Spokane County Type 1 ' From 4-1.1 of Guidelines, Q= CPH3/2, where C= 3.0, P= perimeter of grate, and H= depth of water. Perimeter of grate = 6.13 ft, P/2=3.065ft. Q= 3(3.065)(.50) 3/2 = 3.25 CFS From the Basin Summary Table in the appendix of this report these grate ~ capacities are adequate for the peak flow in each basin. The catch basins in a sump condition have been sized to accommodate by-pass flow from the catch basins on a continuous grade. The rest of the inlets shown on the plans and Basin Map are on a continuous grade, the grate capacity calculations have been included in the appendix of this report. STORMWATER DISPOSAL The stormwater generated by the project will be disposed of in the `208' swales ' areas and drywells as indicated on the improvement plans and basin map. The stormwater along 16t'' Avenue will be collected and piped to pond B, it should be noted that the actual crown on 16t" Avenue is actually 5-6' south of the existing painted ~ centerline stripe which drastically reduces the actual basin size so that the amount of stormwater in that basin will be much less than shown in this report. The stormwater for the rest of the basins will be routed to ponds either in a piping system or by curb drops. The `208' swale volume as indicated on the Basin Summary Table is provided at a depth of six inches for all ponds. CLC Associales /nc. Dishman Conrntons < < Go ' 41111L., : 1010 ~ S = ~ ~ ` i Z 40 ~ a ~ a , Ptannlnp, Enqlnaming, Architccturo, landsesying Archl6eMurs. l.end Surveytn0 C LC ASSOCIATES, I NC. , 1 Appendi*x 1 1 1 1 CLC Assocraces Iitc. 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V) ~ .r. m m m m m m m ir m m r m m m m ir m m m DISHiv1AN' COMMONS 99353 Spokane Gounty,Washinbton 08/07/00 10-Year Desig» Storm Enbineer: DJD GRATE 1NLET CALCULATIONS on C011liiiuous Grade Inlet Basin Gutter Cross- Grate Depth of Gutter Gutter Flow By-Pass Basin Street and Peak Flow Slope Slope Width Flow Flow tiVidth Velocity Received Flow Area Station (cfs) (ft/ft) 11Z (ft) (Ft) (ft) (fps) (cfs) (cfs) 16TH AVENUE B1 STA 5+17.5 RT. 1.17 0.0330 0.020 4.00 0.12 5,986 2.317 1,11 0.06 HERALD LANE C4 STA 11+36.36 RT, 1.33 0.0075 0.024 4.00 0.18 i,399 1.639 1.16 0,17 ALLEY C5 1.64 0.0200 0.020 2.00 0, l 5 7,463 3.106 0.93 0.71 HERALD LANE C2 STa l 1+36,36 LT. 0.15 0.0075 0.424 2.00 0.08 3.264 0.88Z 0.14 0.01 17TH LANE B4 STA 12+28.48 RT, 1.25 0.0600 0.024 2.00 0.12 4.895 4.014 0.94 0,31 l7TH Lf1NE B4 STA 11+51.90 RT, 0.31 0.0600 0.024 2,00 0.07 2.902 2,130 0,30 0.01 l7TH LANE B3 STA i l+S 1.9p LT. 0,35 0.0600 0,024 2.00 0.08 3.132 2.363 0.35 0.03 This fo►•m is in accordance with the WSDOT Hydraulic Manual Grate Widths Sectian S-S.l, Capacity of Inlets on a Continuous Grade I-ferrinbboile =1.67' . Vaned = 1.67' w/ sunIp = 2.00' InletC m m m m m m r r m ~ ~ ~ ~ ~ m m m m m Dishnian Cammons S990353 Spokane County, Washington 08107100 1 0-Year Strom Event Engineer: DJD CNLET FLOtiV CAAACITIES in Sump Cotiditions Iiilet Basin Basin + lnlet Maximum Inlet By-Pass Basin Street and Inlet Type Peak Flow E3y-Pass Perimeter Floxv Depth** Discharge*** Flow Station (cfs) Q P H Qa Q-Qa 171}t Lane ~ TYPE I ~ A1 ~ STA l I+51,90 R"f. ~ GRATE ~ 0.51 ~ 0.51 3 67 0.33 ~ 2.09 ~ -1•58 ~ ~ 17th Lane ~ 1'YPE 1 A2 ST,q 11T51.90 LT. ~ G1tATE ~ 0.26 0.26 ~ 3.67 ~ 0,33 ~ 2.09 Herald Lane ~ TYPE 1 C6 ~ STA 10+36.88 RT. ~ GRATE ~ 2,13 2 13 ~ 5 91 ~ 0,33 ~ 3.36 ~ - l.23 ~ 17TH LANE I TYPE 1 ~ ~ - I I I I ~ C7 ~ STA 17+21.89 RT, ~ GRATE I 2.24 ~ 2.24 I 5,91 ~ 033 ~ 3.36 ~ -1.12 HERALD LANE ~ TYPE 1 I I - I I I I C3 ST,A 10+36.88 LT. ~ GRATE ~ 0,35 ~ 0,35 ~ 3,67 ~ 0.33 ~ 2.09 ~ -1•74 ~ Grate PerimecersM Qa = C* P* H^ 1.5 Herringbone = 3.67' Where. C= 3.0, P= Perimeter, H= Flow Depdi Vaned = 3.67' WSDOT= 591' * Grate Perimeler = Available Perimeter Divided by a 5afety Faccor of 2, Maxiitlum Flow Depcli is based on curb crest above inlet, Calculated in accordance tvich Spokaiie Councy Guidelines for Stonmvater Nlanagement. Section 4• 1. InletSmp ~ r ~ ~ ~■r ~r ~ ~ i r ~ ~■r ~■r ~ ~ ~ ~ ~ ~ DISHMAN COMMONS Basin Summary Table Road Imp, House Area Driveway Total Peak 208' Vol. Bowstring 208' Vol. Total Area Area 1800SFILot Area Imp. Area Runoff Flow 1 Req'd Vol. Req'd Prov'd Outflow Number & Type Basin (SF) (Acres) (SF) Houses (SF) (SF) (SF) Coeff, (cfs) (cu.ft) (cu.ft) (cu.ft) (cfs) of Drywells A1 17,455 0.40 3,992 1,0 1,800 750 6,542 0.40 0.51 A2 3,993 0.09 3,993 0.0 0 0 3,993 0.90 0.26 A 21,448 0.49 7,985 1.0 1,800 750 10,535 0.49 0.76 333 217 355 0.3 1 Sinqle 61 31,212 0.72 17,766 0,0 0 0 17,766 0.56 1.17 B2 56,881 1,31 0 0.0 0 0 U 0.10 0.42 B3 5,723 0.13 5,723 0,0 0 0 5,723 0.90 0.38 64 42,983 0.99 5,745 4,0 7,200 3,000 15,945 0.40 1.25 B 171,987 3.9 29,234 4,0 7,200 3,000 39,434 0.28 3.25 1218 708 2143 2.0 2 Doubles C1 39,974 0.92 0 0.0 0 0 0 0.10 0,25 C2 2,675 0.06 2,266 0,0 0 0 2,266 0.78 0.15 C3 5,261 0.12 5,261 0.0 0 0 5,261 0.90 0.35 C4 34,933 0.80 20,236 0,0 0 0 20,236 0.56 1.33 C5 58,780 1.35 8,800 6,0 10,800 4,500 24,100 0.43 1.64 C6 64,684 1.48 11,624 6.0 10,800 4,500 26,924 0,43 1.76 C7 89,442 2.05 12,531 9,0 16,200 6,750 35,481 0.42 224 C 296,123 6.80 60,718 21,0 37,800 15,750 114,268 0.41 7.92 2530 3328 2832 2,0 2 Doubles D 10,719 0.25 4,993 0.0 0 0 4,993 0.47 0.37 208 57 312 0.3 1 Single E 4,106 0.11 2,271 0.0 0 0 2,271 0.49 0.17 95 0 186 0.3 1 Sinqle NOTE: C=(0.9'(IMPERVIOUS AREA) + 4.1'(PERVIOUS AREA)UTOTAL AREA WHERE C = RUNOFF COEFF. 99353 CLC ASSOCIATES, INC. 911112000 Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS Basin: A1 CLC Job # S990353 Total Area (SF): 17455 Designer: DJD Imp. Area (SF): 6542 Date: 8/7/2000 Grass Area (SF): 10913 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)*(Imp. "C")= 5888 (Grass Area)f (Grass "C")= 1091 TOTAL 6979 6979 Weighted "C"= 0.40 17455 ' Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS Basin: A2 CLC Job # S990353 ' Total Area (SF): 3993 Designer: DJD Imp. Area (SF): 3993 Date: 7/18/2000 Grass Area (SF): p . ' Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)'(Imp. "C")= 3594 (Grass Area)'(Grass "C")= 0 TOTAI. 3594 3594 . Weighted .,C.,_ = 0.90 3993 , ' ' Weighted Runoff Coefficient Caiculation Project: DISHMAN COMMONS Basin: A CLC Job # S990353 Total Area (SF): 21448 Designer: DJD Imp. Area (SF): 10535 Date: 8/7/2000 Grass Area (SF): 10913 ' ImP. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)'`(Imp. "C")= 9482 (Grass Area)'(Grass "C")= 1091 ' TOTAL 10573===== 10573 Weighted "C"= 0.49 21448 1 , ' ~ ' Weighted Runoff Coefficient Caiculation I Project: DISHMAN COMMONS Basin: B1 CLC Job # S990353 Total Area (SF): 31212 Designer: DJD Imp. Area (SF): 17766 Date: 7/18/2000 Grass Area (SF): 13446 Imp_ Area "C": 0.90 Grass Area "C": 0.10 (Imp_ Area)*(Imp. "C")= 15989 (Grass Area)`(Grass "C")= 1345 TOTAL 17334 17334 Weighted "C"= 0.56 , 31212 ' , ' ' Weighted Runoff Coefficient Calculation I Projeci: DISHMAN COMMONS Basin: B2 CLC Job # S990353 Total Area (SF): 56881 Designer: DJD Imp. Area (SF): 0 Date: 7/18/2000 Grass Area (SF): 56881 Imp. Area "C": 0.90 ~ Grass Area "C": 0.10 ' (Imp. Area){(Imp. "C")= 0 (Grass Area)*(Grass "C"}= 5688 ' TOTAL 5688 , 5688 Weighted "C"= 0.10 ' S6881 ' ' f ' ' ' Weighted Runoff Coefficient Calculation , Project: DISHMAN COMMONS Basin: 133 CLC Job # S990353 , Total Area (SF): 9647 Designer: DJD Imp. Area (SF): 9647 Date: 8/7/2000 Grass Area (SF): 0 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)'(Imp. "C")= 8682 (Grass Area)f(Grass "C")=0 ' TOTAL 8682 8682 Weighted "C"= 0.90 9647 ' ' ~ ' ' Weighted Runoff Coefficient Calculation I Project. DISH MAN COMMONS Basin: B4 CLC Job # S990353 Total Area (SF): 42983 Designer: DJD Imp. Area (SF): 15945 Date: 8/7/2000 Grass Area (SF): 27038 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp_ Area)*(Imp. "C")= 14351 (Grass Area)'(Grass "C")= 2704 TOTAL 17054 17054 Weighted "C"= 0.40 42983 , ' ~ Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS Basin: B CLC Job # S990353 Total Area (SF): 171987 Designer: DJD Imp. Area (SF): 39434 Date: 9/11/2000 Grass Area (SF): 132553 , Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)'`(Imp. "C")= 35491 (Grass Area)*(Grass "C")= 13255 TOTAL 48746 48746 Weighted "C„= 0.28 171987 1 1 Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS Basin: C1 CLC Job # S990353 Total Area (SF): 39974 Designer: DJD Imp. Area (SF): 0 Date: 7/18/2000 Grass Area (SF): 39974 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)*(lmp. "C")= 0 (Grass Area)'(Grass "C")= 3997 TOTAL 3997 3997 Weighted "C"= 0.10 39974 ' Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS Basin: C2 CLC Job # S990353 Total Area (SF): 2675 Designer: DJD Imp. Area (SF): 2266 Date: 7/18/2000 Grass Area (SF): 409 Imp. Area "C": 0.90 ' Grass Area "C": 0.10 (Imp. Area)i(imp. "C")= 2039 (Grass Area)'(Grass "C")= 41 TOTAL 2080 2080 Weighteci "C"- 0.78 2675 Weighted Runoff Coefficient Calculation ' ProJect: DISHMAN COMMONS Basin: C3 CLC Job # S990353 Total Area (SF): 5261 Designer: DJD Imp. Area (SF): 5261 Date: 8/7/2000 Grass Area (SF): 0 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)'(imp. "C")= 4735 (Grass Area)'(Grass "C")= 0 TOTAL 4735 4735 Weighted "C"- 0.90 5261 ' Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS Basin: C4 CLC Job # S990353 Total Area (SF): 34933 Designer: DJD Imp. Area (SF): 20236 Date: 7/18/2000 Grass Area (SF): 14697 Imp. Area "C": 0.90 Grass Area "C": 0.10 (Imp. Area)'(imp. "C")= 18212 (Grass Area)'(Grass "C")= 1470 TOTAL 19682 19682 Weighted "C"= 0.56 34933 ' ' ' Weighted Runoff Coefficient Caiculation Project: DISHMAN COMMONS Basin, C5 CLC Job # S990353 Totai Area (SF): 58780 Designer: DJD Imp. Area (SF): 24100 Date: 7/18/2000 Grass Area (SF): 34680 Imp. Area "C": 0.90 Grass Area "C": 010 (Imp. Area)'(Imp. "C")= 21690 (Grass Area)`(Grass "C")= 3468 TOTAL 25158 25158 Weighted "C"= 0.43 58780 . Weighted Runoff Coefficient Calculation Project: DISHMAN COMMONS Basin: C6 CLC Job # S990353 Total Area (SF): 64684 Designer: DJD Imp. Area (SF): 26924 Date: 7/18/2000 Grass Area (SF): 37760 imp. Area "C": 0.90 Grass Area "C": 0.10 (imp. Area)i(Imp. "C")= 24232 (Grass Area)'(Grass "C")= 3776 TOTAL 28008 28008 Weighted "C"= 0.43 64684 ' , ' , Weighted Runoff Coefficient Calculation I Project: DISHMAN COMMONS Basin: C7 CLC Job # S990353 ' Total Area (SF): 89442 Designer: DJD Imp. Area (SF): 35481 Date: 8/7/2000 Grass Area (SF): 53961 Imp. Area "C": 0.90 Grass Area "C": 0.10 ' (Imp. Area)'(Imp. "C")= 31933 (Grass Area)'(Grass "C")= 5396 TOTAL 37329 37329 Weighted "C,.= 0.42 ' 89442 , ' ' Weighted Runoff Coefficient Calculation I ProJ'ect: DISHMAN COMMONS Basin: C CLC Job # S990353 ' Total Area (SF): 296123 Designer: DJD Imp. Area (SF): 114268 Date: 9/11/2000 Grass Area (SF): 181855 Imp. Area "C": 0.90 Grass Area "C": 0.10 ' (Imp. Area)"(Imp. "C")= 102841 (Grass Area)*(Grass "C")= 18186 TOTAL 121027 121027 Weighted "C"= 0.41 ' 296123 ' ' 1 , Weighted Runoff Coefficient Calculation ' ProJect. DISHMAN COMMONS Basin: D CLC Job S990353 Total Area (SF): 10719 Designer: DJD Imp. Area (SF): 4993 Date: 9/11/2000 Grass Area (SF): 5726 Imp. Area "C": 0.90 - Grass Area "C": 0.10 ~ ~ (Imp. Area)*(Imp. "C")= 4494 (Grass Area)*(Grass "C")= 573 ' TOTAL 5066 5066 Weighted "C"= 0.47 ' 10719 ' ' , ' ' ' Weighted Runoff Coefficient Caiculation ~ Project: DISHMAN COMMONS Basin: E CLC Job # S990353 ' Total Area (SF): 4706 Designer: DJD Imp. Area (SF): 2271 Daie: 7/18/2000 Grass Area (SF): 2435 ' ImP. Area "C"_ 0.90 Grass Area "C": 0.10 (Imp. Area)i(Imp. "C")= 2044 (Grass Area)'(Grass "C"}= 244 ' TOTAL 2287 2287 Weighted „C"= 0.49 4706 ~ ~ ' , Weighted Runoff Coefficient Calculation I DISHMAN COMMONS Pro~ect. Basin: F CLC Job # S990353 Toial Area (SF): 35545 Designer: DJD Imp. Area (SF): 4858 Date: 7/18/2000 Grass Area (SF): 30687 Imp. Area "C": 0.90 Grass Area "C": 0.10 ' ~ (Imp. Area)*(Imp. "C")= 4372 (Grass Area)'(Grass "C")= 3069 TOTAL 7441 7441 Weighied "C"= 0.21 35545 ~ ' ~ ' , PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS , BASIN: A1 Tot. Area = 0.40 Acres ' Imp. Area = 3,992 SF C = 0.40 ' CASE 1 ' 50 ft. Overland Flow Ct = 0.15 L = 50 ft. n = 0.400 S = 0.010 Tc = 3.60 min., by Equation 3-2 of Guidelines 86 ft. Gutter flow . Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0314 d = 0.095 ft. A R Q Tc Tc total I Qc 0.24 0.05 0.52 0.66 5.00 3.18 0.51 ' Qpeak for Case 1= 0.51 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the ' peak flow =.90(3.18)(Imp. Area) = 0.26 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.51 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25J2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS ' BASIN: A2 Tot. Area = 0.09 Acres , Imp. Area = 3,993 SF C = 0.90 CASE 1 0 ft. Overland Flow Ct = 0.15 L = 0 ft. n = 0.400 S = 0.010 Tc = 0.00 min., by Equation 3-2 of Guidelines 86 ft. Gutter flow . Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0314 d = 0.073 ft. A R Q Tc Tc total I Qc 0.14 0.04 0.26 0.79 5.00 3.18 0.26 ' Qpeak for Case 1= 0.26 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the ' peak flow =.90(3.18)(Imp. Area) = 0.26 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.26 cfs 99353 BASIN.xIs CLC ASSOCIATES. INC. 7/25/2000 , PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: A Tot. Area = 0.49 Acres , ImP. Area = 7,985 SF C = 0.49 CASE 1 50 ft. Overland Flow Ct = 0.15 L = 50 ft. n = 0.400 S = 0.010 Tc = 3.60 min., by Equation 3-2 of Guidelines 86 ft. Gutter ilow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0314 d = 0.110 ft. A R Q Tc Tc total I Qc 0.32 0.05 0.77 0.60 5.00 3.18 0.76 Qpeak for Case 1= 0.76 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the Peak flow =.90(3.18)(ImP. Area) = 0.52 cfs 1 So, the Peak flow for the Basin is the greater of the two flows, 0.76 cfs 99353 6ASIN.xIs CLC ASSOCIATES, INC. 7/25/2000 BOWSTRING METHOD PROJECT: DISHMAN COMMONS DETENTION 6ASIN DESIGN BASIN: A DESIGNER: DJD DATE: 07/25/00 1 Time Increment (min) 5 Time of Conc. (min) 5.00 Outflow (cfs) 0.3 Design Year Flow 10 Area (acres) 0.49 impervious Area (sq ft) 7985 'C' Factor 0.49 '208' Volume Provided 355 Area C 0.240 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) 5.00 300 3.18 0.76 307 90 217 5 300 3.18 0.76 307 90 217 10 600 2.24 0.54 378 180 198 15 900 1.77 0.42 426 270 156 20 1200 1.45 0.35 453 360 93 25 1500 1.21 0.29 465 450 15 30 1800 1.04 0.25 475 540 0 35 2100 0.91 0.22 481 630 0 40 2400 0.82 0.20 493 720 0 45 2700 0.74 0.18 498 810 0 50 3000 0.68 0.16 506 900 0 208' DRAINAGE POND CALCULATIONS Required '208' Storage Volume = Impervious Area x.5 in / 12 in/ft 332.7 cu ft , 208' Stora9e Volume Provided 355 cu ft DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum Storage Required by Bowstring 217 cu ft Provided Storage Volume 355 cu ft @ 6" depth Number and Type of Drywells Required 1 Single 0 Double 99353 CLC ASSOCIATES 7/25/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS ~ BASIN: B1 Tot. Area = 0.72 Acres Imp. Area = 17,766 SF C = 0.56 ' CASE 1 0 ft. Overland Flow Ct= 0.15 L = 0 ft. n = 0.400 S = 0.010 Tc = 0.00 min., by Equation 3-2 of Guidelines 595 ft. Gutter flow Z1 = 50.0 Z2 = 1.00 n = 0.016 S = 0.0080 d = 0.168 ft. A R Q Tc Tc total I Qc 0.72 0.08 1.14 6.24 6.24 2.83 1.14 Qpeak for Case 1= 1.14 cfs , CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =_90(3.18)(Imp. Area) = 1.17 cfs So, the Peak flow for the Basin is the greater of the two flows, 1.17 cfs 99153 BASIN.xIs CLC ASSOCIATES, INC. 7/2512000 PEAK FLOW CALCULATION PROJECT: DiSHMAN COMMONS t BASIN: g2 Tot. Area = 1.31 Acres ' Imp. Area = 0 SF C = 0.10 CASE 1 365 ft. Overland Flow Ct = 0.15 - L = 365 ft. n = 0.040 S = 0.010 Tc = 2.97 min., by Equation 3-2 of Guidelines 0 ft. Gutter flow Z1 = 50.0 Z2 = 1.00 n = 0.016 S = 0.0080 d = 0.115 ft. A R Q Tc Tc fotal I Qc 0.34 0.06 0.42 0.00 5.00 3.18 0.42 ' Qpeak for Case 1= 0.42 cfs ~ CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the , peak fiow =.90(3.18)(Imp. Area) = 0.00 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.42 cfs 99353 BASIN.xis CLC ASSOCIATES, INC. 7/25/2000 , PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: B3 Tot. Area = 0.13 Acres Imp. Area = 5,723 SF C = 0.90 CASE 1 0 ft. Overland Flow Ct = 0.15 L = 0 ft. n = 0.400 S = 0.010 Tc = 0.00 min., by Equation 3-2 of Guidelines 370 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0300 d = 0.084 ft. A R Q Tc Tc total I Qc 0.19 0.04 0.37 3.17 5.00 3.18 0.37 Qpeak for Case 1= 0.37 cfs CASE 2 ' Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.38 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.38 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/26/2000 PEAK FLOW CALCULATION PR4JECT: DISHMAN COMMONS BASIN: B4 ~ Tot. Area = 0.99 Acres Imp. Area = 5,745 SF C = 0.41 CASE 1 50 ft. Overland Flow Ct = 0.15 L = 50 ft. . n = 0.400 S = 0.010 Tc = 3.60 min., by Equation 3-2 of Guidelines 370 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0600 d = 0.117 ft. A R Q Tc Tc total I Qc 0.37 0.06 1.26 1.80 5.40 3.08 1.25 Qpeak for Case 1 1.25 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak fiow =.90(3.18)(Imp. Area) = 0.38 cfs So, the Peak fiow for the Basin is the greater of the two fiows, 1.25 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/26/2000 ~ ' PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: B ' Tot. Area = 3.90 Acres Imp. Area = 29,234 SF C = 0.28 CASE 1 50 ft. Overland Flow ' Ct = 0.15 L = 50 ft. n = 0.400 S = 0.010 Tc = 3.60 min., by Equation 3-2 of Guidelines 370 ft. Gutter flow 1 Z1 - - 50.0 Z2 = 3.50 n = 0.016 S = 0.0600 d = 0.171 ft. A R Q Tc Tc total I Qc 0.78 0.09 3.46 1.40 5.00 3.18 3.47 ' - Qpeak for Case 1- 3.47 cfs ' CASE 2 , Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 1.92 cfs So, the Peak flow for the Basin is the greater of the two flows, 3.47 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 9/11l2000 I BOWSTRING METHOD PROJECT- . DISHMAN COMMONS DETENTION BASIN DESIGN BASIN: B ' DESIGNER: DJD DATE: 07/26/00 ' . Time Increment (min) . 5 Time of Conc. (min) 5.02 Outfiow (cfs) 2 ' e Design Year Flow 10 Area (acres) 3.10 Impervious Area (sq ft) 29234 'C' Factor 0.33 '208' Volume Provided 2143 Area * C 1.023 ' Time Time Inc. Intens. Q Devel. Voi.in Vol.Out Storage (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) 5.02 301 3.17 3.25 1311 603 708 5 300 3.18 3.25 1308 600 708 10 600 2.24 2.29 1610 1200 410 15 900 1.77 1.81 1815 1800 15 20 1200 1.45 1.48 1932 2400 0 ~ 25 1500 1.21 1.24 1984 3000 0 30 1800 1.04 1.06 2024 3600 0 35 2100 0.91 0.93 2050 4200 0 40 2400 0.82 0.84 2099 4800 0 45 2700 0.74 0.76 2121 5400 0 50 3000 0.68 0.70 2158 6000 0 208' DRAINAGE POND CALCULATIONS Required '208' Storage Volume Impervious Area x.5 in / 12 inlft 1218.1 cu ft 208' Storage Volume Provided 2143 cu ft ~ DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum Storage Required by Bowstring 708 cu ft ' Provided Storage Volume 2143 cu ft @ 6" depth Number and Type of Drywells Required 0 Single 2 Double 99353 CLC ASSOCIATES 7/26/2000 ' ' 1 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: C1 ' Tot. Area = 0.92 Acres Imp. Area = 0 SF C = 0.10 CASE 1 170 ft. Overland Flow ~ Ct - 0.15 L = 170 ft. n = 0_400 , S = 0.415 Tc = 6.65 min., by Equation 3-2 of Guidelines 0 ft. Gutter flow Z1 = 50_0 Z2 = 1.00 n = 0.016 S = 0.0080 d = 0..095 f t. A R Q Tc Tc total i Qc 0.23 0.05 0.25 0.00 6.65 2.74 0.25 ' - Qpeak for Case 1 0.25 cfs ~ CASE 2 ' Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.00 cfs So, the Peak flow for ihe Basin is the greater of the two flows, 0.25 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25/2000 ' ' PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: C2 , Tot. Area = 0.06 Acres Imp. Area = 2,266 SF C = 0.78 ~ CAS E 1 20 ft. Overland Flow Ct = 0.15 L = 20 ft. n = 0.400 ~ S- 0.010 Tc = 2.08 min., by Equation 3-2 of Guidelines , 150 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 , n = 0.016 S = 0.0080 ' d = 0.076 ft. A R Q Tc Tc total I Qc 0.15 0.04 0.15 2.66 5.00 3.18 0.15 Qpeak for Case 1= 0.15 cfs ~ CASE 2 ' Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.15 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.15 cfs 99353 BASIN.xIs CLC ASSOCIA7ES, INC. 7/25/2000 ' - PEAK FLOW CALCULATION PROJECT. DISHMAN COMMONS BASIN: C3 ' Tot. Area = 0.12 Acres lmp. Area = 5,261 SF ' C = 0.90 1 CASE 1- 0 ft. Overland Flow Ct = 0.15 L = 0 ft_ n = 0.400 S = 0.020 ' Tc = 0.00 min., by Equation 3-2 of Guidelines 95 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0080 d = 0.105 ft. ' A R Q Tc Tc total I Qc ' 0.29 0.05 0.34 1.36 5.00 3.18 0.34 Qpeak for Case 1= 0.34 cfs ' CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.35 cfs ~ ~ ' So, the Peak flow for the Basin is the greater of the two flows, 0.35 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7126/2000 ' , PEAK FLOW CALCULATION PROJECT: DiSHMAN COMMONS BASIN: C4 ' Tot. Area = 0.80 Acres Imp. Area = 20,236 SF C = 0.56 ~ CASE 1 20 ft. Overland Flow Ct = 0.15 L = 20 ft. n = 0.400 S = 0.010 Tc = 2.08 min., by Equation 3-2 of Guidelines ' 715 ft. Gutter flow Z1 = 50.0 Z2 = 1.00 n = 0.016 S = 0.0300 ' d = 0.135 ft. A R Q Tc Tc total I Qc 0.46 0.07 1.24 4.48 6.56 2.76 1.24 1 Qpeak for Case 1= 1.24 cfs ~ CASE 2 ' Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 1.33 cfs So, the Peak flow for the Basin is the greater of the two flows, 1.33 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25/2000 ' , PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: C5 Tot. Area = 1.35 Acres Imp. Area = 8,800 SF C = 0.43 CASE 1 50 ft. Overiand Flow Ct = 0.15 L = 50 ft. n = 0.400 S = 0.020 Tc = 2.93 min., by Equation 3-2 of Guidelines 510 ft. Gutter flow Z1 = 50.0 Z2 = 50.00 n = 0.016 S = 0.0341 d = 0.114 ft. A R Q Tc Tc total I Qc 0.65 0.06 1.65 3.34 6.26 2.83 1.64 Qpeak for Case 1= 1.64 cfs , CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.58 cfs So, the Peak flow for the Basin is the greater of the two flows, 1.64 cfs . 99353 BASIN.xIs ClC ASSOCIATES, INC. 7/25/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: C6 Tot. Area = 1.48 Acres Imp. Area = 11,624 SF C = 0.43 CASE 1 50 ft. Overland Fiow Ct = 0.15 L = 50 ft. n = 0.400 S = 0_020 Tc = 2.93 min., by Equation 3-2 of Guidelines 610 ft. Gutter fiow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0276 ' d = 0.154 ft. A R Q Tc Tc total I Qc 0.63 0.08 1.77 3.64 6.56 2.76 1.76 Qpeak for Case 1= 1.76 cfs ' CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.76 cfs So, the Peak flow for the Basin is the greater of the two flows, 1.76 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: C7 Tot. Area = 2.05 Acres Imp. Area = 12,531 SF C = 0.42 CASE 1 50 ft. Overland Flow Ct = 0.15 L = 50 ft. n = 0.400 S = 0.020 Tc = 2.93 min., by Equation 3-2 of Guidelines 810 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0276 d = 0.168 ft. A R Q Tc Tc iotal I Qc 0.75 0.08 2.24 4.56 7.48 2.60 2.24 Qpeak for Case 1= 2.24 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak ftow =.90(3.18)(Imp. Area) = 0.82 cfs So, the Peak flow for the Basin is the greater of the two flows, 2.24 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/26/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: C ' Tot. Area = 6.80 Acres Imp. Area = 60,718 SF C = 0.41 CASE 1 50 ft. Overland Flow Ct = 0.15 L = 50 ft. n = 0.400 S = 0.010 Tc = 3.60 min., by Equation 3-2 of Guidelines 650 ft. Gutter flow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0300 d = 0.266 ft. A R Q Tc Tc total I Qc 1.89 0.13 7.94 2.58 6.19 2.85 7.93 Qpeak for Case 1= 7.93 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 3.99 cfs So, the Peak flow for the Basin is the greater of the two flows, 7.93 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 9/11/2000 BOWSTRING METHOD PROJECT: DISHMAN COMMONS DETENTION BASIN DESIGN BASIN: C DESIGNER: DJD DATE: 08/07/00 Time Increment (min) 5 Time of Conc. (min) 6.19 Outflow (cfs) 2 Design Year Flow 10 Area (acres) 6.79 Impervious Area (sq ft) 60718 'C' Factor 0.41 '208' Volume Provided 2581 Area * C 2.784 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) 6.19 371 2.85 7.92 3940 742 3197 5 300 3.18 8.85 3559 600 2959 10 600 2.24 6.24 4528 1200 3328 15 900 1.77 4.93 5057 1800 3257 20 1200 1.45 4.04 5353 2400 2953 25 1500 1.21 3.37 5478 3000 2478 30 1800 1.04 2.90 5577 3600 1977 35 2100 0.91 2.53 5640 4200 1440 40 2400 0.82 2.28 5767 4800 967 45 2700 0.74 2.06 5822 5400 422 50 3000 0.68 1.89 5918 6000 0 t 208' DRAINAGE POND CALCULATIONS Required '208' Storage Volume = Impervious Area x.5 in / 12 in/ft 2529.9 cu ft 208' Storage Volume Provided 2832 cu ft DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum Storage Required by Bowstring 3328 cu ft Provided Storage Volume 3599 cu ft @ 8" depth Number and Type of Drywells Required 0 Single 2 Double 99353 CLC ASSOCIATES 8/7/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: D , Tot. Area = 0.25 Acres Imp. Area = 4,993 SF C = 0.47 CASE 1 20 ft. Overland Flow Ct = 0.15 L = 20 ft. n = 0.400 S = 0.010 Tc = 2.08 min., by Equation 3-2 of Guidelines 250 ft. Gutter flow Z1 = 50.0 Z2 = 1.00 n = 0.016 S = 0.0168 d = 0.096 ft. A R Q Tc Tc total I Qc 0.24 0.05 0.37 2.63 5.00 3.18 0.37 Qpeak for Case 1= 0.37 cfs CASE 2 ' Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.33 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.37 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 9/11/2000 ~ BOWSTRING METHOD PROJECT: DISHMAN COMMONS DETENTION BASIN DESIGN BASIN. D DESIGNER: DJD ' DATE: 07/25/00 Time Increment (min) 5 Time of Conc. (min) 5.00 Outflow (cfs) 0.3 Design Year Flow 10 Area (acres) 0.25 Impervious Area (sq ft) 4993 'C' Factor 0.46 '208' Volume Provided 312 Area * C 0.115 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage (min) (sec) (in/hr) (cfs) - (cu ft) (cu ft) (cu ft) 5.00 300 3.18 0.37 147 90 57 5 300 3.18 0.37 147 90 57 10 600 2.24 0.26 181 180 1 15 900 1.77 0.20 204 270 0 20 1200 1.45 0.17 217 360 0 25 1500 1.21 0.14 223 450 0 30 1800 1.04 0.12 227 540 0 35 2100 0.91 0.10 230 630 0 40 2400 0.82 0.09 236 720 0 45 2700 0.74 0.09 238 810 0 50 3000 0.68 0.08 243 900 0 208' DRAINAGE POND CALCULATIONS . Required '208' Storage Volume = Impervious Area x.5 in / 12 in/ft 208.0 cu ft 208' Storage Volume Provided 312 cu ft DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum Storage Required by Bowstring 57 cu ft Provided Storage Volume 312 cu ft @ 6" depth Number and Type of Drywells Required 1 Single 0 Double 99353 CLC ASSOCIATES 7/25/2000 PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: E Tot. Area = 0.11 Acres Imp. Area = 2,271 SF C = 0.49 CASE 1 20 ft. Overland Fiow Ct = 0.15 L = 20 ft. n = 0.400 S = 0.010 . Tc = 2.08 min., by Equation 3-2 of Guidelines 110 ft. Gutter flow Z1 = 50.0 Z2 = 1.00 n = 0.016 S = 0.0120 d = 0.076 ft. A R Q Tc Tc total I Qc 0.15 0.04 0.17 1.60 ' 5.00 3.18 0.17 Qpeak for Case 1= 0.17 cfs CASE 2 ' Case 2 assumes a Time of Concentration less than 5 minutes so that ihe peak flow =.90(3.18)(Imp. Area) = 0_ 15 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.17 cfs 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25/2000 BOWSTRING METHOD PROJECT: DISHMAN COMMONS DETENTION BASIN DESIGN BASIN: E DESIGNER: DJD DATE: 07/25/00 Time Increment (min) 5 Time of Conc. (min) 5.00 Outflow (cfs) 0.3 Design Year Flow 10 Area (acres) 0.11 Impervious Area (sq ft) . 2271 'C' Factor 0.49 '208' Volume Provided 186 Area * C 0.054 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) 5.00 300 3.18 0.17 69 90 0<__ 5 300 3.18 0.17 69 90 0<__ 10 600 2.24 0.12 85 180 0<__ 15 900 1.77 0.10 96 270 0<__ 20 1200 1.45 0.08 102 360 0<__ 25 1500 1.21 0.07 104 450 0<__ 30 1800 1.04 0.06 107 540 0<__ 35 2100 0.91 0.05 108 630 0<__ 40 2400 0.82 0.04 111 720 0<__ 45 2700 0.74 0.04 112 810 0<__ 50 3000 0.68 0.04 114 900 0<__ 208' DRAINAGE POND CALCULATIONS Required '208' Storage Volume = Impervious Area x.5 in / 12 in/ft 94.6 cu ft 208' Storage Volume Provided 186 cu ft DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum Storage Required by Bowstring 0 cu ft Provided Storage Volume 186 cu ft @ 6" depth Number and Type of Drywells Required 1 Single 0 Double 99353 CLC ASSOCIATES 7/25/2000 ' PEAK FLOW CALCULATION PROJECT: DISHMAN COMMONS BASIN: F Tot. Area = 0.82 Acres Imp. Area = 4,858 SF C = 0.21 CASE 1 145 ft. Overland Flow Ct = 0.15 L = 145 ft. n = 0.400 S = 0.020 Tc = 5.54 min_, by Equation 3-2 of Guidelines 205 ft_ Gutter flow Z1 = 50.0 Z2 = 3.50 n = 0.016 S = 0.0169 d = 0.100 ft. A R Q Tc Tc totaf I Qc 0.27 0.05 0.44 2.08 7.63 2.58 0.44 Qpeak for Case 1- 0.44 cfs ' CA ' Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.32 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.44 cfs ~ 1 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25/2000 , BOWSTRING METHOD PROJECT: DISHMAN COMMONS DETENTION BASIN DESIGN BASIN: F DESIGNER: DJD ' DATE: 07/25/00 Time Increment (min) 5 Time of Conc. (min) 7.63 Outflow (cfs) 0.3 Design Year Flow 10 Area (acres) 0.82 Impervious Area (sq ft) 4858 'C' Factor 0.21 '208' Volume Provided 209 Area * C 0.172 Time Time Inc. intens. Q Devei. Vol.ln Vol.Out Storage (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) 7.63 458 2.58 0.44 272 137 135 5 300 3.18 0.55 220 90 130 10 600 2.24 0.39 291 180 111 15 900 1.77 0.30 322 270 52 20 1200 1.45 0.25 338 360 0 25 1500 1.21 0.21 345 450 0 30 1800 1.04 0.18 350 540 0 35 2100 0.91 0.16 353 630 0 40 2400 0.82 0.14 361 720 0 45 2700 0.74 0.13 364 810 0 50 3000 0.68 0.12 370 900 0 , 208' DRAINAGE POND CALCULATIONS Required '208' Storage Volume = Impervious Area x.5 in ! 12 in/ft 202.4 cu ft 1 208' Storage Volume Provided 209 cu ft DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum Storage Required by Bowstring 135 cu ft Provided Storage Volume 209 cu ft @ 6" depth Number and Type of Drywells Required 1 Single 0 Double 99353 CLC ASSOCIATES 7/25/2000 A2 , r---- P-2 r ~ ► A.0 , , r ~ ! ~ % / /I/P-3 ~ ~ ~ ; /-,Out et Project Title: DISHMAN COMMONS BASIN A Project Engineer. ClC ASSOCIATES, INC. j;ldocument1993531dishman.stm ' Inland Pacific Enginee StormCAD v1,0 07/18100 08:55:41 AM 0 Haestad Methods, Inc. 37 Brookside Road Wat 755•1666 Page t of 1 Combined PipelNode Report Pipe Up Dn Length Size Up Dn S Up Q Up On Dn Rim Node Node (ft) Invert Invert (fUft) HGL (cfs) EGL EGL Rim (fi) (fl) (ft) (ft) (ft) (fl) (ft) P-2 A2 A1 12 inch 1,991,20 1,991.05 0.005000 1,991.41 0,26 1,991,48 1,991 43 1,993.20 1,993.20 P•3 A1 Outlef 6-600 12 inch 1,991.05 1,990.70 0.005147 1,991.42 0.77 1,991.55 1,991.20 1,990.70 1,99320 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1,990.70 Projecf Title; DISHMAN COMMONS BASIN A Project Engineer. CLC ASSOCIATES, INC. j:ldocument1993531dishman,stm Inland Pacific Engineering Co. StormCAD v1.0 09/11100 02:11:55 PM 0 Haestad Methods, Inc, 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Outlet , P-4 , . B3 P-3 P-2 B4-2 B4Project TiUe, DISHMAN COMMONS Project Engineer. CLC ASSOCIATES, INC, j:ldocumeM\99353\dishman1.stm Inland Pacific Engin StormCAD v1,0 08107100 02,03:31 PM 4 Haestad Methods, Inc. 37 Brookside Road W 6 Page 1 of 1 ~ ~ ~ ~ ~ ~■ir ~ ~ ~ ~ ~ ~ ~ ~ ~ r ~ ~ ~ Combined PipelNode Report Pipe Upstream Oownstream Lengch Section Upslream Downslream Conslrucletl Upsiream Discharge Downstream Upstream I)ownsfrearr Node Node (fl) Size Inverc Invert Slope KGL (cfs) Energy Energy Rim Elevation Elevation (fU(t) (ft) Grade Grade Elevation (ft) (ft) (ft) (ft) (tt) P•2 84•2 134•1 15.00 12 inch 1,993.78 1,992.90 0,058667 1,994,19 0.94 1,993,57 1,994,34 1,995.90 P.,•3 84-1 B3 Z4,G.~ ~ 12 inch 1,992,90 1,992,60 0.010000 1,993.37 1,25 1,993,27 1,993,55 1,995.90 P-4 83 Outlet 25.00 12 inch 1,992.50 1,992.30 0.008004 1,993,04 1.63 1,993.06 1,993.26 1,993.30 Project Title: DISHMAN COMMONS Project Engineer; CLC ASSOCIATES, INC. j:ldocument199353\dishmant.stm Inland Pacific Engineering Ca StormCAD 0,0 08/07100 02,03:23 PM 0 Haestad Methods, Inc. 37 Brookside Road Walerbury. CT 06708 USA (203) 755•1666 Page 1 of 1 Outle , , , , , i , , ~P-2 ~i,53 ~ ; ~ C7 P-3 /C3 ti i I P-1 ~S32 C6 ProjeCl Title: DISHMAN COMMONS ProjeCt Engineer: CLC ASSOCIATES, INC. j:tidocument\99353\dishman2.stm Inland Pacific Engineering Co. StormCAD v1.0 08107/00 01:51:19 PM o Haestad Methods, Inc, 37 Brookside Road Waterbury, CT 06708 USA (203) 755•1666 Page 1 of 1 Combined PipelNode Report Pipe Up Dn Length Size Up On S Up Q Up Dn Dn Rim Node Node (ft) Invert Invert (fUft) HGL (cfs) EGL EGL Rim (il) (ft) (ft) (fl) (fl) (ft) (ff) ~ P-3 C7 C3 49.40 12 inch 2,009.73 2,009.49 0.004858 2,010.64 2.24 2,010.78 2,010.67 2,011.14 2,011.34 P-1 C6 C3 30.00 12 inch 2,009.64 2,009,49 0.005000 2,010.58 1.76 2,010.66 2,010.62 2,011,14 2,011.14 P•2 C3 Ouilei 44.00 12 inch 2,009.39 2,009.00 0.008864 2,010.21 4.35 2,010,82 2,010.44 2,010.00 2,011,14 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 2,010.00 Project Title: DISHMAN COMMONS Project Engineer: CLC ASSOCIATES, INC. j:ldocument1993531dishman2.stm Inland Pacific Englneering Co. StormCAD v1,0 09111100 02:17:44 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755•1666 Page 1 of 1 , out et I I ' P-3 , ~ ' C2 ~ ; i P-2 C4 , . . ~ - F'-1 C~S . Projecf TiUe: DISHMAN COMMONS project Engineer. CLC ASSOCIATES, INC j:\document\99353\dishman3.stm Inland Pacific Engineering Co. StormCAD v1.0 08/47/00 01:36:32 PM 0 Haeslad Methods, Inc. 37 8rookside Road Waterbury. CT 06708 USA (203) 755•1666 Page 1 of 1 ~ ~ r ~ ~r ~ ~ ~ ~ r~ ~ ~ ri ~ ~w ~■r ~ ~ ~ Combined PipelNode Report Pipe Upstream Downstream Lenglh Secfion Upstream Downstream Conslructed Upstream Discharge Downsfream Upstream bownslrean Node Node ((t) Size Inverc Invert Slope HGL (cfs) Energy Energy Rim Elevalion Elevalion (fUfl) (f'1) Grade Grade Elevation ((t) ((f) (fl) (fl) (fl) P-1 CS C4 257 ~ hD 28 ) 10 inch 2,009.54 2,009,40 0,005000 2,010.46 1.64 2,010.51 2,010.60 2,012,35 P-2 C4 C2 Z¢ (Cb 30-Q 12 inch 2,009.40 2,008.40 0.033333 2.010.24 2.88 2,010.39 2,010.50 2,012.35 P•3 C2 Ouclel 5'60 ~12 i n c h 2,009.25 2,009,00 0A16667 2,010.00 3,03 2,010.23 2,010.36 2,010.06 Project TiUe: DISHMAN COMMONS Projecl Engineer, CLC ASSOCIATES, INC. j:ldocumeMt993531dishman3.stm Inland Pacific Engineering Co. StormCAD v1.0 08/07I00 01:42:30 PM 0 Haestad Melhods, Inc. 37 6rookside Road Walerbury, CT 06708 USA (203) 755-1666 Page 1 of 1 ' BASIN A2 ' Worksheet for Circular Channel ' Project Description Project File j:ldocument199353199353.fm2 ' Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth , Inpui Data Mannings Coefficient 0.009 Channel Slope 0.005000 fUit Diameter 12.00 in Discharge 0.26 cfs ' Results Depih 0.18 ft Flow Area 0_ 10 ft2 ' Wetted Perimeter 0.88 ft Top Width 0.77 ft Critical Depih 0.21 it Percent Full 18.10 Crilical Slope 0.002752 fUft Velocity 2.68 fUs Velocity Head 0.11 ft Specific Energy 0.29 ft Froude Number 1.33 Maximum Discharge 3.91 cfs Full Flow Capacity 3.64 cfs Full Flow Slope 0.000026 fUft ' Flow is supercritical. - ' 08/08/00 Academic Edition FlowMaster v5.17 08:26:12 AM Haestad Methods, Inc. 37 Brookside Roaci Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 ' BASIN A2&A1 - ' Worksheet for Circular Channel ' Project Descnption Project File j:ldocument199353199353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channel Method Manning's Formula Solve For Channei Depth Input Data Mannings Coefficient 0.009 Channel Slope 0.005000 fUft Diameier 12.00 in Discharge 0.77 cfs ' Results Depth 0.31 ft Flow Area 0 21 ftZ Wetted Perimeter 1.19 it Top Width ' 0.93 ft Critical Depth 0.37 ft Percenl Full 31.23 Critical Slope 0.002721 tUft Velocity 3.68 fUs Velocity Head 0.21 ft Specific Energy 0.52 ft Froude Number 1.36 ' Maximum Discharge 3.91 cfs Full Flow Capacity 3.64 cfs Full Flow Slope 0.000224 fVit ' Flow is supercritical. ~ ' 08/08/00 Academic Edition FlowMaster v5.17 08:27:14 AM Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 ot 1 ' BASIN B1 Worksheet for Circular Channel Project Description Project File j:ldocument199353\99353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS ' Flow Element Circular Channel Method Manning's Formula Solve For Channel Depih Input Data Mannings CoeNicient 0.009 Channel Slope 0.030000 fUft Diameier 12.00 in Oischarge 1.17 cfs Resulis Depth 0.24 ft Flow Area 0.15 ttz Wetted Perimeter 1.03 it Top Wicith 0.86 ft Critical Depth 0_46 ft Percent Full 24.47 Critical Slope 0 002846 fUft Velocity 7.85 fUs Velocity Head 0.96 ft Specific Energy 1.20 ft Froude Number 3.33 Maximum Discharge 9.59 cis Full Flow Capacity 8_91 cfs Full Flow Slope 0.000517 fUft Flow is supercriiical. ' , i 08/08/00 Academic Edilion FlowMaster v5.17 08:28:22 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 ot 1 BAS1N B4 ' Worksheet for Circular Channel ' Project DescriPtion Project File j:\document199353199353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data i Mannings Coefficient 0.009 Channel Slope 0.010000 fUft Diameter 12.00 in Discharge 1.25 cfs Results Dep1h 0.34 ft Flow Area 0 23 1`12 Wetted Perimeter 1.24 ft Top Width 0.94 it Critical Depth 0.47 ft ' Percenl Full 33.56 Critical Slope 0.002878 fUft Velocity 5.40 fUs Velocity Head 0.45 ft Specific Energy 0.79 ft Froude Number 1.92 Maximum Discharge 5.54 cfs Full Flow Capacity 5.15 cfs Full Flow Slope 0_000590 fUft Flow is supercritical. ' ~ ' . 08/08I00 Acaclemic Edition FlowMaster v5.17 08'28:56 AM Haestad Methods, tnc. 37 Brookside Road waterbury. CT 06708 (203) 755-1666 Page 1 of 1 ' BASIN B3&B4 , Worksheet for Circular Channel Project Description , Project File j:ldocument199353199353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Fiow Element Circular Channel Method Manning's Formula Solve For Channel Depth ' Input Data Mannings Coefficieni 0.009 Channel Slope 0.008000 fUft Diameter 12.00 in Discharge 1.63 cfs , Results Depth 0.41 it Flow Area 0.30 ft2 Wetted Perimeter 1.39 ft Top Width 0.98 ft Critical Depth 0.54 ft Percent Full 41.10 Criiical Slope 0.003062 fUft Velocity 5.36 fUs ~ Velocity Head 0.45 ft Specific Energy 0_86 ft Froude Number 1.70 ' Maximum Discharge 4.95 cfs Full Flow Capacity 4.60 cfs Full Flow Slope 0.001003 fUft Flow is supercritical. ' ' ~ 08/08/00 Academic Edition FlowMaster v5.17 08:29:39 AM Haestad Melhods. Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755-1666 Page 1 0( 1 6ASIN C4 Worksheet for Circular Channel ' Project Descnption Project File j:ldocument199353199353.fm2 ' Worksheei DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channel Method Manning's Formula Soive For Channel Depth , Input Data Mannings Coefficient 0.009 Channel Slope 0.010000 fl/ft Diameter 12.00 in Discharge 1.33 cfs Results Depth 0.35 it Flow Area 0.24 fiz Wetted Perimeter 1.26 ft Top Width 0.95 ft Criiical Depth 0.49 ft Percent Full 34.68 Critical Slope 0.002913 fUtt Velociiy 5.50 fUs Velocity Nead 0.47 ft Specific Energy 0.82 ft Froude Number 1.92 Maximum Discharge 5.54 cfs Full Flow Capacity 5.15 cfs Full Flow Slope 0.000668 fUft ' Flow is supercritical. ' ' 08108I00 Academic Edition FlowMaster v5.17 08:30:04 AM Haestad MethoUs, Inc. 37 Brookside Roacf Waterbury, CT 06708 (203) 755-1666 Page 1 oF 1 BASIN C5 ' Worksheet for Circular Channei Project Description Project File j:ldocument199353199353.im2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth ' Input Daia ' Mannings Coefficient 0.009 Channel Slope 0.010000 fUft Diameter 10.00 in Discharge 1.64 cfs Results Depth 0.43 (t Flow Area 0.28 fl2 Wetted Perimeter 1.33 ft Top Width 0.83 ft Critical Depth 0.57 it Percent Full 51.07 Critical Slope 0.003990 fUft Velocity 5.85 iUs Velocity Head 0.53 it Specific Energy 0.96 ft Froude Number 1.78 Maximum Discharge 3.40 cfs Full Flow Capacity 3.16 cfs Full Flow Slope 0.002686 fUft ' Flow is supercritical. , ~ 08108100 Academic Edition FlowMaster v5.17 08:30:31 AM Haestad Methods. Inc. 37 6rookside Road Walerbury, CT 06708 (203) 755-1666 Page 1 of 1 ' BASIN C6 Worksheet for Circular Channel Project Description Project File j:\document199353\99353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficienl 0.009 Channel Sfope 0.005000 fUf1 Diameter 12.00 in Discharge 1.76 cfs Results Depth 0.49 ft Flow Area 0.38 it' Weited Perimeter 1.55 ft Top Width 1.00 ft Critical Depth 0.56 it Percent Full 49.04 Criiical Slope 0.003136 fUft Velocity 4.59 fUs Velocity Head 0.33 ft Specific Energy 0.82 ft Froude Number 1.31 Maximum Discharge 3.91 cfs Full Flow Capacity 3.64 cfs Full Flow Stope 0.001170 fUft Flow is supercritical. ' ' 08108/00 Acacfemic Edition FlowMaster v5.17 08:31'00 AM Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755-1666 Page 1 of 1 ' BASIN C7 , Worksheet for Circular Channel Project Description Project File j:ldocument199353199353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channei Melhod Manning's Formula Solve For Channel Depth . Input Data Mannings Coefficient 0.009 Channel Slope 0.005000 fUft Diameter 12.00 in Discharge 2.24 cfs Results Depth 0.57 ft Flow Area 0.46 ft2 Wetted Perimeter 1.71 ft Top Widih 0.99 ft Critical Depth . 0.64 ft Percent Full 56.73 Critical Slope 0.003461 fUft Velocity 4.87 fUs ~ Velocity Head 0.37 ft Specific Energy 0_94 ft Froude Number 1.26 Maximum Discharge 3.91 cfs Full Flow Capacity 3.64 cfs Full Flow Slope 0.001895 fUft Flow is supercritical. , 08l08I00 AcadetT►ic Edition FlowMaster v5.17 08:31:16 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 oi 1 BASIN C6&C7 Worksheet for Circular Channel , Project Description Project File j:ldocument199353\99353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS , Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.009 Channel Slope 0.010000 fUft Diameter 12.00 in Discharge 4.00 cfs Results Depth 0.66 ft Flow Area 0.55 ftz Wetted Perimeter 1.90 fi Top Width 0.95 ft Criiical Depth 0.85 ft Percent Full 66.27 Critical Slope 0.005715 fVft Velociiy 7 24 fUs Velocity Head 0.81 ft Specific Energy 1.48 ft Froude Number 1.67 Maximum Discharge 5.54 cfs Full Flow Capacity 5.15 cfs Full Flow Slope 0.006042 fUft Flow is supercritical_ ~ ' 08/08/00 Academic Edition FlowMaster v5 17 08:32:42 AM Haestad Melhods, Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755-1666 Page 1 of 1 BASIN C2&C4&C5 ' Worksheet for Circular Channel Project Description Project File j:\document199353199353.fm2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.009 Channel Slope 0.010000 fUft Diameter 12.00 in Discharge 3.12 cfs Results Depth 0.56 ft Ftow Area 0.45 ftz Wetted Perimeter 1.69 ft Top Width 0.99 it Critical Depth 0.76 it Percent Full 56.19 Critical Slope 0.004327 fUft Velocity 6.87 fUs Velocity Head 0.73 it Specific Energy 1.29 ft Froude Number 1.79 Maximum Discharge 5.54 cfs Full Flow Capacity 5.15 cfs Full Flow Slope 0.003676 fUft Flow is supercritical. ' 08108/00 Academic Edifion FlowMaster v5.17 08.33:54 AM Haestad Methods, Inc. 37 Brookside Road waterbury. CT 06708 (203) 755-1666 Page 1 of 1 BASIN C6&C7&C3 Worksheet for Circular Channel Project Description Project File j:\document199353199353.(m2 Worksheet DISHMAN COMMONS PIPING CALCULATIONS Fiow Element Circular Channel Melhod Manning's Formula Solve For Channel Depth Input Data Mannings Coefficienl 0.009 Channel Slope 0.010000 fUft Diameter 12.00 in - Discharge 4.35 cfs Resulis Depth 0.71 ft - Flow Area 0.59 (tz Weited Perimeter 1.99 ft Top Width 0_91 f1 Criiical Depih 0_$8 ft Percent Full 70.52 Critical Slope 0.006465 fUft Velocity 7.35 fUs Velocity Head 0.84 it Specific Energy 1.54 ft Froude Number 1.61 Maximum Discharge 5.54 cfs Full Flow Capacity 5.15 cfs Full Flow Slope 0.007146 fUft Flow is supercritical. ' 08/08/00 Academic Edition FlowMaster v5.17 08:33:06 AM Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1