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Engineering Misc
City of Yelm Community Development Department 105 Yelm Avenue West P.O. Box 479 Yelm, WA 98597 October 23, 2006 Tahoma Terra LLC 4200 6t" Ave SE Suite 301 Lacey, WA 98503 RE: Tahoma Terra MPC -MPC-05-0495-YL City Sewer Services to Divisions 3 thru 8 Dear Mr. Bloom: During the Tahoma Terra master plan application your engineers approached the City with a conceptual sewer plan to serve the Tahoma Terra master plan community. This system consisted of a gravity conveyance system terminating at series of step tanks located in the buffer area of Thompson Creek. During the initial master plan application the City was interested in this concept and wanted to review it further. The concept was intended to reduce the amount of STEP tanks that the City would have to maintain in the future. After carefully consideration and Phase 2 coordination with our sewer consultants we have determined that Tahoma Terra divisions 3 thru 8 will be served by the typical STEP sewer system as outlined in our Development Guidelines. If you have any further questions or concerns please do not hesitate to contact me at 360-458-8438 or email at jimg@ci.yelm.wa.us. Community Development Department Respectfully, ... Cs~~ Jim Gibson P.E. Development Review Engineer cc. enc. (360) 458-8438 (360) 458-3144 FAX www.ci.yelm.wa.us Thurston County Map Output Page Page 1 of 1 Thurston Countv Man ~ ~3. ~ 4 ~ - ~ ~- a 3 ~~ ~ ~ a ,~~ ~ . ~~ `BERRY YALLEYR D SE p~"T~oL12 J~ s l ~~, oM Tt~e 3 $ AY2e~J L~4-t~ l~' __ N~ .. J~~ ~~ .! ~~` '~~~e ~'~. ~ , l~ , _ SW~BF'R,Y~YALL~EY~____ ~ ~, i ~, ~ r .~ ° o N ~. ~ ~ 3 p ~~`~ ~o ~p~ I ( po r-+oT _ ~C / ---- -_ LONGYIRE ST gE N pp .,-._____, (~~~ .1 Disclaimer Thurston County makes every effort to ensure that [his map is a true and accurate representation of the work of County government However, the County and all related personnel make no warranty, expressed or implied, regarding the accuracy, completeness or convemence of any mtbrmation disclosed on this map Nor does the Counh- accept liability for any damage or injury caused by the use of this map To the fullest extent permissible pursuant to applicable law, Thurston County disclaims all warranties, express or implied, including, but not limited lo, implied warranties of merchant ability, data fitness for a particular purpotie, and non-infringements of pmpnetary rights Under no circumstances, including, but not limited to, negligence, shall Thurston County be liable for any direct, indirect, incidental, special or consequential damages that result from the use of, or the inability to use, Thurston County materials '1'huritrrn, i ~ 2006 -Thurston Countv GeoData Center GcIID.Itd°~"~ 2404 Heritage Court SW, 3rd floor Center-a.~~s ~)~,mpla, Wr198502-6031 ¢.'a~,~ 0 686ft LEGEND /~/ Major Roads ~~ ~~ ~~ Roads ' ~~ ~;. ~ Water Bodies -~ St[ ealns rU Contotitrs ~ ~ Zoning Wetlands ~~; Cities `' Wetland Buffers p~~ -r-t Pe ,3 r~~c~+¢, ~ ~~ \~ ,~v ~~ http://geomap l .geodata.org/servlet/coin.esri.esrimap.Esrimap?ServiceName=cadastralov&... 10/6/2006 .5 ~ ~ ~~ ~ i ~ i '~ ~ ~ C ~ S ' `9 0 ~ ~ s t3' ~ ~ ~ ~_ c rte- ' c~ a -~~~~ ® o ~~~~ ~~ ~~ o ~ G~ \ ~.~ r ~ .,~ ,~~~ ~ \ ~~ ~ `~ ~-~ ~ ~ ~, 1 c~ ~ ~ 0 o G ~~ rr ~ ~ ~ ~ ~ ~ ~~ ~ ~ ~ r ~" ~ ~ ~ ~ ~ ~ (n ~ ~ ~ ' I f ~ ~ S ~~ ~~ ~~ ~~ yr ~~ <~.h F -\ J/\ C ~~ o <~ h ~y C ,~ ~ -t.. ,~ y ~~o ~` ~<< ~J ~~~ ~ ~~ ~~ - ~~ o ~ ~: _ ~~ N Nzrnrr~c> °¢~~Ep~~ MEMO~ANI~ AIM City of Yelm ~.~=,M Community Development Department WASHINGTON To: Tim Peterson From: Jim Gibson, Development Review Engineer Date: October 17, 2006 Subj: Tahoma Terra Blvd Plan Review Tim, I have attached the Tahoma Terra Blvd plan set for review by Public Works, water department, and sewer departments. The plans were created before the decision was made to not allow the "gravity system" in Tahoma Terra Divisions 3-8. So the gravity system is shown on the plans. The water system should be substantially complete with the exception of the "booster station" located at the bottom of the hill. Parametrix will be doing the design of the booster pump and that information will be following in the subsequent review. I have included 2 sets of plans for your departments review. Please forward me a comment letter from your department with any comments that you have noticed on the plans. After reviewing the plans have you departments keep the plan sets for comparison when they get the next set for review. If possible we would like to have the comments back by October 25tH If you have any questions please do not hesitate to contact me. CITY OF YELM PLAN REVIEW Water Department THE PROJECT' S NAME: Date: 19/October/2006 Tahoma Boulevard / TT Div 3-8 1. Sheet W -1: Note 4: Can we have this fire hydrant moved closer to NOTE 7 or do we even need it at the creek. Why it is the side walk? 2. Sheet W- 2: Note 9: Need to add a eight inch gate valve. 3. Sheet W - 3: Note 19: What is the four inch stub out and meter for? Can we have it moved into the easement? 4. Sheet W - 4: Note 24: Need to add a ten inch gate valve before the temporary blow off. This is a future extension. 5. Sheet W- 2: Note14: The fire hydrant is in the side walk. 6. Sheet W - 3: Note 18: The fire hydrant is in the side walk. 7. Sheet W -3: Note 19: Is the domestic water service with in ten feet of the reclaimed water meter. 8. Sheet W- 4: Note23: The fire hydrant is in the side walk. 9. All the stubs outs for future need to be marked at the end of lines. WATER DEPT PLAN REVIEW City of Yelm i ® Consulting Engineers 4200 Sixth Avenue, Suite 309, Lacey, WA 98503 (360) 292-7230 Fax (360) 292-7231 To. Mr. Jim Gibson City of Yelm P.O Bo x479 Yelm, WA 98597 From: Clinton D Pierpoint Civil Engineer Phone: 360-458-3835 LETTER OF TRANSMITTAL Date: September 28, 2006 Job: # 406030 02 Proiect Tahoma Boulevard cc: Mark R. Steepy, P.E. KPFF Consulting Engineers Re: Tahoma Terra Div. 3-8 We are sending to you the attached: See Description Below Via Hand-Delivered 'Co ies ~ ~:~Dated ~ , # of Sheets Description- _~~ ~ - ;~ 6 9-26-06 57 Full-Size Plans 6 9-26-06 57 Half-Size Plans These are transmitted: As Submitted Remarks Signed. Clinton D. Pierpoint Tahoma Terra Commercial Conceptual Stormwater Plan Narrative Tahoma Terra Commercial consists of five commercial Tracts compiling ten- acres of Tahoma Terra Master Planned Community located west of the single- family residential Divisions 1 and 2. Stormwater from approximately eleven- acres of Divisions 1 and 2, including roads and frontage, was designed and approved to convey to and be treated and infiltrated in roadside bio-retention cells located west of Tahoma Boulevard on the commercial sites. This site arrangement would inherently move the commercial buildings away from Tahoma Boulevard and would limit pedestrian accessibility to the businesses. Given the interest to have commercial buildings close to the public right-of-way, this proposal is to locate below-grade stormwater infiltration galleys on east side of Tahoma Boulevard, just outside the right-of-way in the previously delineated 15-foot buffer. All dry utilities will be under the sidewalks for this portion of the road. This will allow the buildings to be moved adjacent to the Boulevard, just behind the sidewalk. These galleys will infiltrate all stormwater generated by Division 1 and 2 tributary areas, the relative area of Tahoma Boulevard and a portion on the commercial sites. Stormwater treatment will be provided via a DOE approved emerging technology. Stormwater runoff from the commercial building roofs will be infiltrated through onsite drywells. The remainder of the stormwater generated from the onsite impervious area will sheet flow to the west to a fifty-foot wide bio-filtration strip, which runs the length of the westerly boundary of the commercial tracts, then discharges to the enhanced wetland west of the site. Discharge to the wetland shall not exceed one-half of the calculated predeveloped two-year storm event. Z O D m ~ I O D m O Z O~ W N W N ~ O ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ rn rn rn w rn rn rn ~ rn rn rn ~ rn rn rn ~ rn ~ rn ~ w rn ~ rn ~ ~ rn ~ rn ~ rn ~ rn -o rn v rn -o rn w w w w w w w w w w w w w w w w w w c\ w w w w w w w w w w w w w w w w w w J A N N 6l N - p~ - p~ - p~ - p> N W N W W N W N A W A In In 0> N 0~ 6l J J - J - rn - N A N N - - J CO O~ - W Ql 0 0 Ol Ql Ol rn W W W w w W W W W W W W w W W W - W W W N N N N N w W W W W W W W rn A - W C9 Co O~ O~ O~ 0 0 - O W N A A 6~ OO O - A N CO Ol J A - J - 0~ O W z O - A A N A N W ~ N O - W N Ql A N N N N N N N N N ~ N N N N N N N N rn z N (A z z (P rn N rn N rn w w w w W W W w w w w w w w W w w w - W w W N N N N N N W W w w W w w w w rn A - W ~D C9 O> O~ O~ O~ O O - O W N A A A ~ Ch O~ O - W A N C9 61 J A - J - 0~ O Q~ W O - A A N N A In W m to O - ~ N Ol Ol A ~ N N N N N N N N N N N N N N N N N N ~ ~ / i X~ i \ p° n ~ ~ / ~ i/ ~ ,\ ~ / cn ~ \ \rFf \\\\ / / X~~ \ ~~ ° ~ / ~\ ~ ~ \ Q / \ ~ ~ O ~_ ( ~ ~~ z ~ ~ ~ / ~ ~~~ ~ ~~ N CA \ ~ / ` rn N ~ N \ w ~ ~ ~ \~\ II \ ~? ~' ~ W \ ~ x ~ ~ ~~ ~ o \ O T ro \/ O ~\ \ ~\ O r' oti ~\ '~/• \ \ \ \ II t ~: ~ ~ o A ~ 0 0 ---~ ~ I ~ f, Ao ~ `~ I I r'~ ~u ~,1 1 \ m ~ 1 rn f:- I n I ~ o iAir o m o -~I m I i ~ ~~• :~~ O I \\~ ~\ \\ \ ~~ ~ I I D I ~rn rn ~~ I .}I ~ \ ~ ~~ I I I rn~ II I I '~ '~ ~ ~ \ \~ \~ n ~ 1 ~ ~l ~ i oloW- I ~ ~~ ~' ~'I I ~ ~•II ~ \ \\ ~ i ~ 00~ ~ y z GZi O I I :'~~ ~ ~ \ °jT'~ 1 I ~ -i o -t I I I 91~ \ 1 ~ ~ No= I I m I I rn ~ F'r I w I I .~ ~ I ~ ~ o a J I ~ I f: - I ::~ I \\ ~\ o m °o --J SD p: I~ ~I ~ ~ Il ti ~ DE S • I I.: J 3~.^I III \ i \\ Vl ~ D N + h ~ ~ -~ I k ~ ~ H ~.. 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Div 3-8 will consist of 544 single-family residential lots with internal roadways and associated landscaping. Tahoma Blvd will be the major access road to the development and will be constructed initially with associated interim drainage facilities. Interim drainage facilities consist of wet and infiltration ponds located south of Tahoma Blvd in Div 8 and will handle runoff from western part of the Blvd along with Tahoma Terra Diva-4 (Phase I) and Tahoma Terra Div 5-6 (Phase II). Concurrently with construction of Phases I and II, mining activity will take place in the future multi-family area, which is located southerly of Tahoma Blvd and easterly of Tahoma Terra Div 7-8 (Phase III). Materials from mining will be used in construction of Phases I and II. Mining is anticipated to result in a sub-grade elevation of 340 MSL. A permanent drainage facility shall be centrally located in the multi family area consisting of a combination wet and detention pond. Excavation of this pond will start after completion of construction of Phases I and II and conclusion of mining activity. This pond will handle runoff from Tahoma Terra Div 3-8, western part of Tahoma Blvd, and future multi-family area. See Exhibit #1 for Map of contributing basins. Following completion of this pond, the interim ponds located south of the Blvd will be abandoned. The 6-month/24-hour event volume will be treated in the wet pond and will occupy the "dead" part of the pond available storage. The 6-month runoff from all contributing basins will generate 158,300 cf of volume, which will create a 4 foot deep "dead" pool from the bottom elevation of 330 to elevation 334. Larger storms up to 100-year/24-hour event will be stored in "live" part of the pond available storage and released into Thompson Creek at allowable rate which will not exceed 50% of a 2-year/24-hour event rate for pre-developed conditions. The maximum allowable release rate for all contributing basins is 12.5 cfs for 100-year/24-hour event. The 100-year/24-hour event will have peak rate of 58.86 cfs. The pond (see Exhibit #2 for pond section) will have a single orifice-18" dia PVC pipe with invert elevation 334 at 0.6% slope will discharge maximum 12.5 cfs into Thompson Creek. Based on all these calculations 260,000 cf of "live" storage will be required fora 100-year event. This volume will be stored in "live" part of pond from elevation 334 to elevation 339 with eak sta a elevatior~g~ Free oar o e eva ion will provide additional storage capacity. See accompanying supporting calculations. After mining and grading to target elevation in the proposed pond location (in multi- family area), a soils professional will evaluate suitability of underlying soil horizons for infiltration purposes. Depending on findings and recommendations at that time, some form of infiltration may be a viable drainage option. ,,~`',-.. _.,m r// /:. ~....-iii 1 _.. _..~ I,J r ;~•\ ~\ \....\ '. ~ ', i ~/ 1 \' \~ i \ \ \ . \ ., _ _ ,,. '40 \ 0 .. S I ~_ r ~V A ~ _ - - '~ nom,, = t 1 6 F m\ ,~ -_ ~~ ~~ .- : ' ~ p - - u ,,; ~ _ T ~ o r -- - z - N - ,~ I ~ -L_ ~' ~ - - -- - -- --- -y- I ~ W I I 1r u __ W m _ i.-- a a I I u : i u ~ _.. m i v w v ti I ~ i \. - I 11 I I ~ \\ \ \~ j. 0 4 s w :; a I o i I ~ i I . ~ ~ m ~ ,~»~ o ~ o : --~ -I ~ ~ Jam-- Lo -_--- ~ ~ I A i i I ~ ~ ~ I ~ ~ -,~_ ~~ " ~~ •I - - rt- ;=y %--j I ~, ` 1 ~-~ ~ l a I ' i' \~ i ~ 4,~ j ~, mr 't _ ~ I ~ --q ~~ r ~ m __ ~. .. - - - e a s ~ _ ~ __ 'I ~ : N m ~ m o o o : 0 ~ ~ ~ N a ~ ~ r' ~ ~~ I_- N , _ ~ a u ~ a ~ m m `~ ,~ , ~ d ~ ~~ :r ~ m - -- _ ~ ~ I ~ ~ _ ' ~; ~ m ~~ `~ ,_ "~ I ;~ \~ ~~._ ~~ = D a ~ ~_ `~~ ~ z ._ . :. W_ _ T _ ! __ -i-~ .. N I I I r ~ __ , ~; m I _ v ~ ~ ~ ~ /~ `` ,~ ~ _ 1 r - ~ ___ ff. a. m~ . m o r v. { ~\ 1 ~ ~ ~, I. i - ~ ~ y f ~ I ~ I` f ~ ~~ w 9 _ ,~ / II l 9 _ 11- I i ~ ~ ' I~ ~ ~ ~ ~ - r :. z - \.; \ ~ ~ / i•. ~ ~ _ _ _ _ - ±s -fly ~, _ ~~~ \\~. III L: ~ \ _O- _ _ _- .r _ --:: r ;.r f -- - - - .. _ _ _ - ~ m /~ ~ ~ °~ ~ ,. ~^ ~ ~ rr N3~, \ _ ~,,; / / J ;\ i ~ ;. ., _ i,, ,' ,' .~ ~ ~ ~ ~~ ~~ ~~ ~/~ ~...-.w-~''~'~'' ~ r ~r . , F ,- / ~'" k -_ , ~ i .~ ~ z \ ~, J Q W U z O > r ~ / 'i m I `' , Q ~ II I Q go w I %~ ~ \ Q ~~ _ N I 3 i of z O I ~ ~ ~ ~ °' i ~ ~a 0 U ~ O ~ ~ 3 o> Zg ~ w ~ Ou J ~ ~ ~ Wwi^ ~ wo 3 Q lu ~~ w~ 00 J~ ~ vN I ~ Z Q m 'L I p~- , ~ O ~- ~ ~ 2, (i ~ z 0 m \ ii \\ 1 K iio O o m >~ ~m w N ~~ Zz W - - - ------- -- -------Conceptual-wetpond- esign: ------ -- LPOOLCOMPUTE [pond concept] SUMMARY using Puls Start of live storage: 334.0000 ft Match Q ~ Peak Q ; Peak Stg ~ Vol c Vol ~ Time to f Event (cfs) ~ (cfs) ~ (ft) (~ (acft) ~ Empty r------ i 100 12.3942 12.5340 ; 338.6857 264450.41 6.0709 37.50 year , 100 }tear Hydrograph Plot , 3 , , , T --,---,--,--,--r--~--,--, ,~~--;--~--~--------------- ~ ~;~ ~-p-h1-+p~E+mu~i , , , ~ , 50 - , , , ~ , ~ ~ ~ - - - - ~ ~~P ~YL7[ - - , X40 << ~ -- __,___t___)__S__L__L__r-- _ ,.~.2__L__L__,__J__t__L__L__,__- -1__1__ _ __ -_-__- _ _ Jj` [ f ~ ~~ - f ---- -- -- -- - -- - "-~i ~ -- -- - - -- - -~- s,: 10 ,~. - ;' il ,`° ,.. z p .,,, ~ , ~, ~, , ,~.~ , ,' ~ ~ ~ , ~, , n. o c~ r- o~ r~ a r~ r~ o ~i t~ o m ti o m ti o r~ d o ~-, ti o m rti o m cfl ~„ r, o 0o co u~ cri o ao cn u~ c, a oo in ~n m o co cn u~ ~, o ao O r N M ~' ~ V7 (O I~ O O m O r N M V V U} SD F~ 00 07 m 0 N 0"i ct ~ r r r r r r r r r N N N N N N Time in Hoursr Running C:\\Program Files\\pond concept Report.pgm on Thursday, June 22, 2006 Summary Report of all Detention Pond Data Event ;Precip (in) 6 month ! 1.2800 2 year ,2.0000 ~0 year 13.0000 100 year ;4.0000 MMARY [concept pond - 100 year] [phl+ph2+multi] [100 year out] LSTEND HydID Peak Q (cfs) Peak T (hrs) iPeak Vol (ac-ft) ,Coot Area (ac) ,concept pond - 100 year ~ 12.5340 71 83 ~ 5.3941 ~ 1.5000 ~phl+ph2+multi 58.6886 ~ __8.00 - _ 21.5256 [ 91.5800 - - - --- ------------ ---- - - - E100 year out -----j 12.5340 G 11.83 ~ 21.5255 i 91.5800 STORLIST [ti concept] LSTEND Record Id: ti concept ~Desc it p cb ;Increment 0.10 ft Start El. 334.0000 ft ;Max El. 340.0000 ft Length 385.0000 ft ;Width 170.0000 ft jLength ssl 3.OOh:ly .Length ss2 3.000Oh:ly ;Width ssl 3.OOh:ly ;Width ss2 ~3.000Oh:ly DISCHLIST [Orifice Concept] LSTEND Record Id: Orifice Concept ~Descrip: Prototype Structure Increment 0.10 ft jStart El. 334.0000 ft jMax El. 340.0000 ft'' ;Orif Coeff 0.62 Lowest Orif El. 334.0000 Lowe t Diam ~ 15. 15 0 in Dist to next Drainage Basins Information: Basin A develop Event Summary Event ;Peak Q (cfs) Peak T (hrs) ~ Hyd Vol (acft) EArea (ac) 1Vlethod Raintype 6 month ; 0.6370 ~ 08 0 0.2056 ____ 2.3500 SCS ~TYPElA' 100 year ; 2.3318 8.00 ~ 0.7998 ~ 2.7100 CS S ;TYPE 1 A ---Record-Id:-Basin A develop Design Method ~ SCS Rainfall type ~ TYPElA jHyd Inty j 10.00 min jPeaking Factor ~ 48~~4.00 ~ ~~ Y Abstraction Coeff OL20 -_ I (Pervious Area (AMC 2) ~ 0.36 ac jDCIA 2.35 ac Pervious CN 80.00 DC CN 98.00 ;Pervious TC 5.39 min DC TC 5.41 min ~ ~ Pervious CN Calc Description SubArea Su cnb _ ~ __ I Open spaces, lawns,parks (>75% grass) i 0.36 ac ^80.00 Pervious Composited CN (AMC 2) ~~~ 80.00 Pervious TC Calc Type ~_--`- Description Length ~ Slope Coeff Misc ~ TT SSheet Short prairie grass and lawns.: 0.15 F25.00 ft 1.00% 0.1500 2.00 in j539 min ~ Pervious TC (5.39 min Directly Connected CN Calc Description ~ ~ SubArea ~ Sub cn ~ Impervious surfaces (pavements, roofs, etc) ~ 2.35 ac 98.00 DC Composited CN (AMC 2) j 98.00 ~ Directly Connected TC Calc Type Description ~ Length i Slope Coeff Misc TT Sheet Smooth Surfaces.: 0.011 '27.00 ft 2.00% 0.0110 2.00 in ~0~54 min Sheet Smooth Surfaces.: 0.011 300.00 ft ;1.00% 0.0110 2.00 in 4.87 min I ( Directly Connected TC 5.41min uiti aev tvent Summary Event Peak Q (cfs) PPeak T (hrs) ~Hyd Vol (acft) ~Arer ~a (ac) MMethod ,Raintyp~ie ~6~month ~ 2.8674 ~ 8.01 0.9270 ~ 10. 805 0 SCS TYPElA ~10~ 0 year; 9.7062 ~ 8.00 3.3242 ~ 10.5800 SCS TYPElA j Record-Id: multi dev jDesign Method ( SCS jRainfall type TYPElA ~Hyd Intv ~ 10.00 min Peaking Factor 484.00 Abstraction Coeff O20 ;Pervious Area (AMC 2) 0.00 ac ~DCIA ~ 10.58 ac !Pervious CN 0 00 ADC CN 98.00 Pervious TC 0.00 min jDC TC 5.62 min Directly Connected CN Calc ~ Description SubArea Siub cn ~; ~ Impervious surfaces (pavements, roofs, etc) ,10.58 ac 98.00 ~A DC Composited CN (AMC 2) 98.00 ~ ~ Directly Connected TC Calc I Type Description Length ;Slope Coeff Misc ` TT _ ~~_ ~ ;Sheet Smooth Surfaces.: 0.011 °25.00 ft j5.00% 0.0110 2.00 in X0.35 min [ ~Shee Smooth Surfaces.: 0.011 18.50 ft X2.00% 0.0110 2.00 in C0.4~0 min ~ SSheet Smooth Surfaces.: 0.011 ,300.00 ft ;1.00% 0.0110 2.00 in 4.87 min ~ Directly Connected TC 5.62min ph1 dev new Event Summary Event Peak Q (cfs);Peak T (hrs) Hyd Vol (acft) Area (ac) Method Raintype ~6 month 5.2171 ~ 8.17 2.4411 59.0300 SCS =TYPElA ~ 100 year ! 34.7016 r 8.00_ ~ 13.0584 59.0300 SCS 3 TYPE1 iA Record Id: ph1 dev new Design Method SCS jRainfall type ~ TYP ElA ~Hyd Intv ,~ 10.00 min Peaking Factor ~ 484 L00 ~ Abstraction Coeff ~4 ~ 0.2 I 0 Pervious Area (AMC 2) I 38.18 ac jDCIA ~ 20.8 5 ac (Pervious CN _ 80.00 ADC CN ~ 98. 00 _- ---- ------ E -- -' - --- ~ - - - -- - Pervious TC 16.35 mm ,DC TC 21.92 min ~; Pervious CN Calc ~ j Description SubArea S'iub cn Open spaces, lawns,parks (>75% grass) 38.18 ac f 80.00 '' Pervious Composited CN (AMC 2) _ ~ 80.00 Pervious TC Calc 1Type Description Length ~ Slope Coeff Misc i TT ~--- Sheet ,Short prairie grass and lawns.: 0.15 100.00 ft 1.00% 0.1500 2.00 in 16.35 min j PerV10US TC ; ~ Fi ~ 5 min i,f Directly Connected CN Calc ~ ~ Description ~ SubArea j Sub cn E i Impervious surfaces (pavements, roofs, etc) ~ 20.85 ac j 98.00 1 DC Composited CN (AMC 2) 98.00 EI j _ Directly Connected TC Calc -~ Type Description Length Slope Coeff Misc ~ TT jSheet ;Smooth Surfaces.: 0.011 ~----- 18.50 ft 2.00% 0.011012.00 in 0.40 min Sheet Smooth Surfaces.: 0.011 300.00 ft 1.00% 10.011012.00 in 4.87 min ~Ch~el (interm) ;in pipes 4000.00 ft X0.50% 0.0090 ~ 16.65 min ~~ ~ ~ Directly Connected TC _ 21.92min ph2 dev Event Summary Event Peak Q (cfs)1Peak T (hrs) Hyd Vol (acft) EAre ac) Method ;Raintype ~ 6 month 1.9528 j 8.00 .100 year 11.9491 8.00 0.83 71 19.2600 SCS ; TYPE l A 4.3414 ~ 19. 062 0 ~ SCS ~TYPElA . p ev ~De is gn Method _ SCS 3Rainfall type I TYPEIA jHyd Intv ~ 10.00 min ;Peaking Factor I 484.00 '~ ( ~ ( i Abstraction Coeff F 0.20 -€Pervious Area (AMC-2) ----- ~- 11.89 ac ;DCIA ~ 7.37 ac E Pervious CN ~ 80.00 !DC CN 98.00 Pervious TC _ ~ 16.35 min ;DC TC ~ 14.63 min ~ _ Pervious CN Calc (~ Description ~ SubArea Sub cn ~ _ ~_ Open spaces, lawns,parks (>75% grass) 11.89 ac~~ 80.00 Pervious Composited CN (AMC 2) 80.00 ------- ~; Pervious TC Calc T e ~- ~ yp ~ Description ~ Length Slope ~Coeff Misc TT E~Sheet ~Shortprairie grass and lawns.: 0.15 100.00 ft 1.00% ~0. 51 00 2.00 in ;16.35 min ~ ( Pervious TC ' 16.35 min Directly Connected CN Calc Description SubArea Sub cn ~ Impervious surfaces (pavements, roofs, etc) 7.37 ac 98.00 E DC Composited CN (AMC 2) 98.00 ~ j j Directly Connected TC Calc Type ; Description ~,ength Slope Coeff Misc ~ TT Sheet ;Smooth Surfaces.: 0.011 18.50 ft 2.00% ~0. 110 0 2.00 in ;0.40 min Sheet ~~ Smooth Surfaces.: 0.011 Channel (interm) in pipe 300.00 ft 2250.00 ft 1.00% 0.50% ~ 0.0110,2.0 m0 ;4.87 min 0.0090 ,9.37 min ~~~ Directly Connected TC ~ 14.63min Hydrograph ID: A+phl+ph2+multi Area 91.5800 ac ~ Hyd ntI ;10.00 min Base F owl ~~ r~--, ' jPeak flow;58.6886 cfs Peak Time 8.00 hrs ~ Hyd Vol X21. 256 acft Tim hr) 'Flow (cfs) ~ Time (hr) Flow (cfs) ~ Time (hr) I Flow (cfs) '° 0.67 ~~ ~ ; 0.0095 , °~ 8.83 ~ ~ `~' 24.5857 16.83 ~,;-, ~ 9.7107 j 0.83 `' 0.3899 9.00 ~~ ~ 23.5550 ~ 1 0 ~ 9.7212 1.00 ~ ; 0.8434 i 9.17 ~ 21.1189 ~ 17.17 ~ 9.4820 1.17 1.3484 ~~ 9.33 18.6569 ~ 1~ 7.33 ~ 9.2074 1.33 ~ 1.8152 ~ 9.50 17.9520 ~ 17.50 ~ 9.1301 j 1.50 2.1927_ 1 9 67 17.1386 17.67 [ 9.1172 - - - - l---1:67--- ,-- 2:5855 ---, - -? 9 ;-16.3951 ~ --1 g ~ -- 9.1202 ~---- ------ -- ------ ---- --- --- - - -- - 1.83 2.9187 3 1 00 0 16.2129 ~ 1 08 0 9.1276 ~ 2.00 _ 3.1749 10.17 15.5100 18.17 ~ 8,8848 2.17 ~ 3.4851 ~ __ ________ _ __~__~_ 10.33 ~ 14.7733 j 18.33 ~ 8.6065 ~ ~ , 3.7461 '' 1~ p_50 ~~ 14.579p ~~ 18.50 ~ ~ 8.5271 ~ 2.50 ~~~~ ~ ~~ 3.9351 j 10.67 ` ~ 14.0921 18.67 ~ 8 5124 {~ 2.67 ~ ' ' ~ 4.0795 . ~ ~- 10.83 13.5940 ~~ 18.83 _, 8.5138 , 2.83 4.1985 , 11.00. 13.46 57 ~ , ~ 1 0 8.5195 ~~' 3 00 ~` ` ' 3 17 4. 003 0 4 38 ~''~-- ; ~ ~ 11.17 °~, ; 13~ 53 ~ -~ 1`9.17 ° ; 8.2740 ` , , . , ~ . 80 ;.. ,11.33 e , ~ 12 9847 ' ~19.33> ° 7 9926 3.33 , 4.4649 ----- ~ . 1 ~ 111:50,• ,; 12.9341 ~~ ~=1~9.50 ,- 7 9114 ~~ 3.50 _ -- 4.5326 . - ~ ~ ° l~l 67 ! 12.7056 19.67 7 ~ ~ ' : 8953 , ~_.~3~~6~~` ~,~; 4~_._7233_ , . _h'' ~ ,l 8 ; 12.4632 ~x` <;19~.83'=• 7.8952 __._._.. -__~ ;- ~ 3.83 z.~ _____________~ ~ 4.8822 ----______ - _.-.-._~ _ ' ` - ~ : °~~12.00~ ~~ ~:~~ 12.4085 '.20.00;; 7.8996 _ ~~~ ~ , 4.00' ; ~, ' `' 4.9755 - 1; ~ 1 -~ 2.17 ~ ~ 12. 471 4 ` 20.17,-„ 7 9049 4.17- ` =; 5.3040 . ~~=_ 1° qr p 12.33 ,,.~; 11~ ., .2~ x 33."_ ,~- 7 9105 ~~ ~ 4.33 ~ ~~ ~ _ 5.5655 • . ~, ~~~~~ 1 d ~`: 12.50 ,` . 11 8660 ~ 20.`50'; ~ 7 9160 ~ ,` , p ~ 5.6966 ~ , . ~ °; ~ 12.67. 11.6267 20 '67 ~ 7 9 ` 4.67 x° , _ ~ 6 1046 . . . 215 ' ~ ~-- ~ , x' '1 2; 83 , ~ 11.3719 ; `20.~83' ~ 7 9269 ~ ,= 8 I _ 6.64p3 ~ x ~ . ~° , ;13.00=;:• , ' 11.3085 ~ , ---~ `21. 00 ~ ~' ~ 7 9323 ~~ 5.00, __ ~ ` 6.9724 ___.__.____ _ ,, . -_________-=----- ; _ ~ 13.17 ~, ~~: ; 11.3077 ~ : ~ , 21.17 °~ 7.93 76 _ ~ [• ~ 5.17 . 1 7.5223 ~ _, 11.---- 3224 ; 2133 ~ 7 :~ _` ~l 3.33- 9429 .°5 3~. "_! ~' ` - . -- 8.0120 ' ~ . ~ ---~` ; "13.50, w 11.34112`1:50 a ~ ~ ~ ~~ 7 9482 4 r , -- ~ n , 5.50 , _ ~ ----=~._~ ---~. 8.3344 ' ' . . -_=__==_ ' ~ ~---___.__ 1,3.6T ~ 11.1161 ~ 21:67 ~ 7.9534 ` ~~ 5~67_~, 8.9042 ~. .-~~ ' :;1 8 10.8594 21.83 ~ 7 9585 ~ .Y 5.83` ~ •__ _ 4289 9 I ^___________ . ~,,.~'14.00 r 1 10.7925 r~22.004a ~ 7 9636 -- ~ ' _ . 9.7658 ,1~~-4,17.~__.~ ~' 10.7880 ---------~`' • 7.7140 . ° 2 2-1~7_~ m-- ~ 1 6.17 ~ 10.7057 1 ---=~ ,-------._ .__ =_.__ 4,33-` ~ l 10.7990 1 " 22.33~~° 7.4266 ~ F 6.33 1 1.6031 , . ~ ~ `-~-= 14.50 ,~ 10.8141 :22.50 7 3427 _ ~` 6.50 12.0952 ~ ~~ . "~--~.-~_.. 111 14.67 10.5836 2 6 7 32 ~ 6.67 13 5037 14 83 ~ 10. 023 6 ~ 22 83 7 3231 6.83 14.8691 1` . 15.00 ~ 10.2498 .23.00 X7 3259 4 15`' . ~ 10.2421 ~--2-3---1------ 1 ~• 17 1 7 ~ 7.3297 7.17 17.3198 _ ._.__ 15.33 10.2500 2 33-- 7~- 3337 ~~ 7.33 19.0421 ; 15.50 10.2621 ~ 23.50 ~ 7_~~77 1 44 54~ --19.8 69 4 1=-~-_."'-----------___ 7.67 ~'~'-----' 15-67- - -10-0274- ---- ---- _ 3 5.1191 '~''`--- 23.67 ` - - - - --- r 8 ---_._.___..--_._____; 15.83 9.7 g5 g ~ 7.3417 - ~--------- -------- --- -- -- ~.~_______-_._ _ 51.6410 ~ 1 p ------._-__ 23.83 ~ 7.3457 - ----- - ,' 8.00 ----`_---' ~ 9.6848 '_'°_'---..-, 58.6886 1'-~__,_ ~ 1 ~ --,----_--__ ~ .00 E 7.3496 ~~~ 1 ~~~~~~ 48.8270 "- ~ 9.6744 ~ 24.17 ~ 8.33 ' 16 33 ~'- ,~.--_.~__-__ I 4.4114 ,.~"'__`------~Y----___~~=___' 9.6798 ~ 24.33 ~~`~--- 36.2306 , 16.50 i~`'`--' ~ 1.2514 8 50 32. 60432. 604 6 ~' -____._:;____; 9.6895 °24.50 8.67 ~ ~ .16.67` ., ;~.."_"--- ~ f 0.3139 ``--------. 9.7000 24.67 ___.____ 28.2899 1 8 ,=-----.....,.__ 0.0785 -^`' 9.7107 ~' 24.83 0.0169 ` Licensed to: KpFF Inc. - Olympia Maximum discharge for 18" PVC Worksheet for Circular Channel Project Description Project File c \haestad\fmw\tt38.fm2 Worksheet 100-year pipe capacity Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Capacity Input Data Mannmgs Coefficient 0 009 Channel Slope 0 006000 ft/ft Diameter 18 00 in Results Depth 1.50 ft Dlscharge 1175 cfs Flow Area 1.77 ft2 Wetted Perimeter 4.71 ft Top Width 0.00 ft Critical Depth 1 30 ft Percent Full 100.00 Critical Slope 0 005478 ft/ft Velocity 6.65 ft/s Velocity Head 0 69 ft Specific Energy FULL ft Froude Number FULL Maximum Dlscharge 12.64 cfs Full Flow Capacity 11.75 cfs Full Flow Slope 0 006000 ft/ft osi22ios 04 59 53 PM Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 FlowMaster v5 15 (203) 755-1666 Page 1 of 1 'S1 %V ~'-•, / - I A\\# / ~Y / ~• g i R i A l ` too ~ - /~ .a/a% ~ ~ ~"-.` R y ~ // ,mil'%!`'j ~ ^ F ~ it !! /' (` 1 / _ '////'. ,-fir= .~c(r (JI (; _ _ _ _ _ i____.----_.~.____.~_ ~._~__~ ; '~/ ~ ~ 0 ~y~ ~ _~ ~ \ F - .~ / ~ p ~ /" ~ / / ~ ( 1I 1, /`; `? ~ \, G I 1 ^ ~ Q ~ ~ ~ ~ \- ~ ~ a ~ ( '~ r ~~\~ ` it `~j ~~s^~~ ~~ ~\\ \`~~., `\, ll~ `~ i y s \ a j ~ a \~ I ~\ "~r - ~/ ^ s l ~ I `~ _~ e \ f s, ,,Styr _ ,.•--\ \\~ ~ I~~~j ~' ~ ~`~~ r' a / I ;' ~ ~ i -1. ~ ! r -+.. / i ~ ~ 6 ,!~ 9 ~ z s s o s s s a n s s .~. r'" \ •~ \, \ I /^ ~ • / ~ \ , '•. 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