Storm Drainage and Erosion
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Civil and Structural Engineering
PRELIMINARY
STORMDRAINAGE & EROSION CONTROL REPORT
for the plat of
MILL CIRCLE ESTATES
in
YELM WASHINGTON
REVISION NO.1
Revise proposed swale and pond geometry
I EXPIRES
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420 Carlyon Ave SE
Olympia, WA 98501
(360) 352-2477
A I J 0 P Q
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~1.:....l Runoff qua.ntity is 100% from new streets, walks & drives; and 50% from planter strips. A =:..{21!.8x4"!2 + (30x25x20) + (2?}. 8x1 O~?) = 123,~~sJ= 28~~c:~_---+-_. _
~ Ll New roof area runoff will be contained within the individual building lots. I T L--i _J ~_~ i ---l--~--
5 3- I Project runoff has be quantified per method outlined in the "Technical Manual" I I i
H----hCl.f:lly runoff ~om impervious street, walk & drive surfaces has been inclu~d in the quantities det,E!rmined fo.r:.t.r~.CltmElnLand d~...Cl~<3!,---_L_.__.L__._...__~ I_____.
~ <1-___1Disp.?~i31J~EY.J...00% infilt.t:.Cl~~ and t~e.~y'~~m is de~9!1.€!.~!:'!i~rateJ.QO-"k ~f_!~OO yr even~ without C?.vr"'~ _ _Ji"'"""tio..n~!..rl~~.'p'<J.n.d~.iS~"_P~.r._~g_~~,_.~eP.r92<:_!l~!cJ...Cl.f[stL.Cl.~'_
8 5- 1 Treatment i~_bioswale and the system is designed to treat 100% of the 6 mo. event prior to disposal ,_' T . L__~I_______L_~_-+-___~____________
190 Column 1. I This cOlum~ is time fro~ the storml beginning ~nd identifiel a ten minu(e time incr~ment being 'analYSed in !this row --I-=:::::j=---t---.--~-=t_-=c==--~=
~ ~ !column 2: IThis column is the percent of total rainfall for this time increment, and is taken from the hyetograp~_-.l T i , ~_~ I __
~ __-=CColumn l..JIhis column is constant and is the total inches of rainfall for the 100 year 24 hour event at the site. This figure is from the Isopluv.ial on page 111-1-46 I i __
~ ___L~<>Iumn 4 iThis column is the product of columns two and three and is the inches of rainfall attributed to the time_inC~e!:Tl~nl......__+ ~ .L__~--L---
~ ----j~*~~~ ~--II~:: ~~:~~~ :: *: ~~~:~~ ii~;~~~:u~~c~~~~:olr the ti=cent. (6( COL~Ll___'I________.Ju_______________~____.__~____+____--i___------
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~ 'Column 9' This column is the cumulative project outflow in cubic feet per t.en minute increment. (a function of inf basin area & perc rate) I _+___
~~ ~C~lumn 12.:. ~_colump. is the difference between inflow and outflow and the largTnumber is the retention vOlumied in cubic feet. -I-'--'~ ---=L-===
21 Col: I 1 ,2 3 4 5 6 7 8 9 10 I Column 9 rates
22 T. ime Incr %. Rainfall R., inches RIT.I R in.fhr Area, ac QIT I 1 Qsum. Qout. Delta ==t==l'"f "m, I P_O".d B. ot..... Qout/StepJ
rE- ___ ___~~Q.__ m....2.:~L __ 4 50___r--9043 I 0.26 2.84 441 441 500 -59.L ___ _ inch~..L acres +_~~~
~__.._.~~____g95 4.50__.. f-Q043I 0.26 2.84 441 881 1000 -119 :r____ ___ ..J__.__ _____
~ 370 0.95 450 0043 0.26 2.84 441 1322 1500 -178 . 8 -L 001 t- 48
~ ~-L 380 0.95 450 0043 0.26 2.84 441 1763 2000 -237 -- -~T-8- I 005240
~ =~J=~}}~=j:-~:;; , :';6-~~:; 6:~~ ~:~: :~ ~~~ ;~~6 --~~~-------~~---l-'--~ ----!-'-o<!.ik.-----ji6
~ I 410 I 1 34 4.50 0060 036 2.84 622 3266 3500 -234 I 8 I 0.2 960
30 :-::--1 420--1 1 34 4.50 0 060 0 36 2.84 622 3888 4000 K
~ _--'-- i _~~!Ljl '-34---1_450 0 060 0 36 264 622 4509 4500 9 ~__. I. ___ _,f."' Bottom foe '"""mll"
~ _. -t 440_._. .JJl.2...._L~.50 0 081 0.49 2.84 835 I 5344 5000 I 344 ~--+--_~00/480) x ( 1 x 4~~~9) = 418=+Sf .:..~_
~---..!.-~~L --.!...8().=t 4.50 0081 049 2.84 835 6179 5500 ~ 6?J .__~.L__ ~_C--__I~~_ ____
34 . _._~O I 340 4.50 0 153 0.92 2.84 1577 7757 6000 1757 -L Pond Storage Depth
~ ] 470 I 5 ~4.50 I 0.243 146 2.84 2505 10262 6500 3762 T ,5570/4182 = 1.33ft. less slopes, 1.25ft. ok
36 ----I-=--- 480--[:'270 4.50 0122 073 I 2.84 , 1253 ~5T4- --7006- 4514 --- I! i =r ~-
2I. ___.1 490 _L. 1 80 450 0.081 1 049 I 2,.84 1 835 12349 7500 .~49 1 _ i I ~
2!. ____Lm. 500 -1 1 34 450 0060 036 2.84 I 622 12971 8000, 497E I J__~,---
2!.__+SfO . 1.34 450 0060 03.'..-._2B'--- 622 I 13593 85~---'.",,,- - I _L -, I -,-
40 ,~20_1 1 34 4.50 0060 036 284 622 I 14214 9000 5214 I plus 356 = 5570cf = storage required r
41 530 L088 4.50 0040 0.24 2.84-~ 408 I 14623 '-gsOO -~ ==1 f--~~ -~
~ ~=-t=~'6 __~~I~ ~ ~~=1 ::~6 66:6 6.;: ;:~: :6~_~~~;~ __ ~6~6~ ~~_~~~~--=-~=:::=-=L=-~==L...:==-=j~==-=~=-=l=_~=~
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~ ~o I 0 8~ 450 0040 0.24 2.84 i 408 ~ 17072 12500 i 4572 I --+--- I
48----1 606-'-088 I 450 '0040 \ 0.24 2.84 I 408 17480 '-13000 4480 ! i, . 10f2
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~~ 1,- --to, nly the p~rking area runoff is to be conveyed ~nd/or treated in the bio~wale i j__~~_-1====-i ---r_ " -", r-=c-" I~=~,
53 .?~_.JT_he b!oswale must treat the peak flow of the 6 month 24 hour event. L I L____..J..... I =:..._.~. --.----~.-~3-.. ___.
54 3- ~Treatment in the bioswale is effected if the above flow occurs over the length of the swale at a velocity of less than 15ft. per second _L.__ J _.......l......_.~________~
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57 5- ,~The bioswale is designed as a trapezoidal channel with an eight foot bottom and side slopes of 3 1, with a one foot freeboard ......L...._...J..............___I ~ I
:: ~.!~:;:j:~:;:~~:~=~!'=t::"'t=" of r'h'r"'f-'oclh;'F~~~0;"9'< or~' l- [ t _=
, :~--...LTreatment ilow qUail!'!; calc..U!a~()il.~ !__._uJ~ u_ -+-n-----~--T~=_.=tCOniieyanc~fiOw quantity calculati;ns--~"I ----..-.-.-+------..-T---~--
63u~~r<J.rTl.i.~()pluvial.p 111-1-44 R=2.5" A = 2.84 ac ___..I l___~_If!()rn_lsopluvial p 111-1-44 R=25" I _ rA = 28.i.~__L~
:~ -~:!~:(;;:)3=;r~~~~~=:1~~~0 +.~~a..~6~:~~~f:;:s -= Q = A(1-~;/~)~~~L .5)'=--~=j--~=~- ~::~~2~~~~~~~~:~~~,~~:~;::r;r:f::=~-~:~~0:~:+~~3:~:~:~:1~t1?-~~~=-.-
67 =fIP)' 67. 61 0 · .2 I V · (1 .51o)(AIP)' 67(S' 5) (AlP)' 67. 72 O. 03 1- --1-----1-
68 1 L = 200' plus T = UV/60 minutes L = 200' plus ~~
69 +-_----L- =c=~_.-. I
70 ..-~L.~-.- .~.P-._ P n V Q _____T , ---,-L-_~_______ ~_~ _.u._.__.__ .__..__._ ____________
~j =-f~~-l Ii - - ~ ..g n! ~.~ 1~,20 ""-r bottom"q",~~ =------- ---==- __ ~::::I== . - __ -::::--__
75 ,0.0058 L13.4 240 005 1.55 20.72 2.8 More than adequate as conveyance =l---t--~
;: =---t~:y----:ET~:~ ~~ ~* ~.~ .:; I t---L.. --F~ I__~_L--J.-
::=1--1---1 ---~ ~--,--i-!----I---- ;-----1-.1-
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83 1. i Discharge to swale from last catch basin 4 48cfs as conveyance and 1 60cfs as treatment facility I I , r -4 i
:: ='r""'''' "T~20"",~0ImW;dt,:,",c'"'''''''' hj'9hl 011 67 10 m,re.tf'e"meol ,,' ro"'.,.o~ ,~, ''''~~fd~eg"",'l'"t'==I=- =____-,- --=+ --=-r::::=
87 [njjf[~"""" ~..;.,,-L- - --- -----j----- -- -~--,_=__=J: -t ~-,-=-==-t-~~:_j==~i---:--=--==
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89 1 =~Ground surtace of infiltration gallery will transmit at a design rate of 8" per hour _ - --I - .
90 2 Need to infiltrate 500cf per 10 minute increment with pond capacity of 5570cf, I
91 3-1 Need pond bottom of 4182sf with design storage depth of 1 .25 feet. I
92 4 TPond to be 110' x 40' at bottom with top of sides 2.5 feet above bottom-:- Inner and outer slopes 3: 1
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2 of 2
Civil and Structural Engineering
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STORM-DRAINAGE' &. EROsiON CONTROL REPORT
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,Lhere,by certify ,tha~ this"QraiQ'age aild Efosio~, Control 'Pla~. for ,MILf.CI:({CLE ESTA TES"'hasbe~n
;prepar.e~ 'tiyine'or"~I!derjnystipervisio!land ~eets .minil~i'tim~tandards' of the city of Yelm W ~:Sh~ngton;
the, W ashingtonS~at,e Dept~ of Efology ,St9...~water 'M~nage",~I!'tMan~al;:fQr th'e~ Puget Soun~' BaslIi i
(rhe Technical M;allUal);and I iiofq-tal stan~ards.: Qf engiiieerjng; ;PI7acii<;e. J. .understand that I tlJ,e
j'ur;isdiction' ~Oes :Ii?t and ",;iIJ ~ot~ asstime:. Iht~i1ity 'for t.he sufTiden~~, ',~~itability~ .or p~~Qtman,ce of
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CONTENTS
o
Drainage report sections 1 through 11.
Section 1, Project Description
Section 2, Existing Conditions
Section 3, Soils Report
Section 4, Wells & Septic Systems
Section 5, Fuel Tanks
Section 6, Subbasin Description
Section 7, Analysis of the 100 Year Flood
Section 8, Aesthetic Conditions for Facilities
Section 9, Facility Sizing & Downstream Analysis
Section 10, Covenants, Dedications & Easements
Section 11, Property Owners Association Articles of Inc.
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Erosion control report sections 1 through 6.
Section 1, Construction Sequence & Procedure
Section 2, Trapping Sediment
Section 3, Permanent Erosion Control & Site Restoration
Section 4, Geotechnical Analysis and Report
Section 5, Inspection Sequence
Section 6, Control of Pollutants Other Than Sediments
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1" Appendices
Appendix A,
Appendix B,
Appendix C,
Appendix D,
Appendix E,
Appendix F,
Preliminary Site Plan & Other Maps
Soils Report
Calculations
Easements
Covenants
Stormwater Facilities Maintenance Plan
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2
Drainage Report Section 1
Project Description
This project consists of the residential development of approximately ten acres of undeveloped land
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wlthm the SE quarter of the NE quarter of Section 25, Township 17N, Range IE m Yelm Washmgton
The property IS to be subdivided mto 28 lots The subdivIsion IS bordered on the north and west by Yelm
School Dlstnct property, to the south and east by undeveloped land except for a small farmstead
adjacent to the southeast corner of the subdivIsIOn.
The project IS expected to create approxmmtely 73 ksf of ImpervIOUS surface The stormwater proposal
for thiS development IS to direct roof runoff as sheet flow Via splashblocks over the lawn areas on each
lot, collect dnveway, sidewalk and street runoff m a storm sewer system and convey same to a bIOswale
wInch will discharge to an mfiltratIOn pond. The mfiltratlon pond will provide further treatment as the
stormwater will first pass through an organic topsOil honzon about two feet thiCk.
Sanitary sewerage IS expected to be handled by extendmg the present STEP sewer system operating m
the city ofYelm. Water and other uUhtles are expected to be provided similarly; by extendmg the
eXIsting nearby utihty services to thiS property .
\ Drainage Report Section 2
Existing Conditions
Presently the site IS undeveloped, gently slopmg, and thmly covered with grass as IS tYPical of other than
tImberland In the area. The soil IS shghtly silty sand and gravel, very well dramed, descnbed as Spanaway
formatIOn In the USDA SoIl Survey of Thurston County Washington.
The property IS located In an acqUlfer sensItive area and design of the system IS cognizant of thiS fact.
There are no wetlands or otherwise environmentally sensitive areas on the property
Drainage Report Section 3
Soils Report
See appendix B for geotechnical report by Geotechnical Testing Laboratory
Drainage Report Section 4
Wells & Septic Systems
There are no known wells or septic systems on the Mill Circle propel1y or the adjacent parcel to the west
where storm water facihtles are proposed to be constructed Further there are no known wells or septic
systems wlthm the setback distance of the piece of land proposed to receive the storm water faclhtles
! Drainage Report Section 5
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Fuel Tanks
There are no known fuel tanks on thiS property
3
Drainage Report Section 6
Sub-Basin Description
The sIte IS part of the tributary area ofa small sub-basm draining to.~ depressIOn at the base ofa bluff to
the west and south. The depressIOn IS about 50 yards wide and extendmg m an arc-like shape from
SR507 to the NW, around the south sIde of the propeliy to approxImately south of the intersection of
109th and Clark road to the southeast
Due to surroundmg topography and geology, no off-sIte runoff IS expected to flow onto thIs sIte
Adjacent lands to the north, west, south and half the east are down gradIent. The remaIning adjacent
lands to the east are moderately developed but qUIte flat and wIth sumclent pervIous surface to Infiltrate
all theIr own runoff
Drainage Report Section 7
Analysis of the 100 Year Flood
There IS no 100 year flood hazard associated wIth tlus sIte
Drainage Report Section 8
Aesthetic Considerations for Facilities
The VICInIty of the blOswale and InfiltratIOn pond wIll be lawned, landscaped and well maIntaIned.
Drainage Report Section 9
Facility Sizing & Downstream Analysis
CalculatIons are Included In thIS document as appendIX C ThIs desIgn IS for 100% InfiltratIOn so there
are no downstream Impacts
Drainage Report Section 10
Covenants, Dedications & Easements
The storm water collectIOn and conveyance system (catch basIns & pi pe) wIll be transferred to the city as
they wIll be constructed wlthm the street margm as an mtegral part of the roadway constructions
Stormwater facilities constructed outSIde the street margll1s will be the responsibIlity of the owner of the
parcel upon which such faCilities are constructed. A homeowners aSSOCIatIOn wIll not be formed
Drainage Report Section 11
Property Owne."s A."tides of Inc.
There will be no Homeowners Association.
4
Erosion Control Report Section 1
Construction Sequence & ProcedUl"e
1 Place silt fences and construct stabilIzed entrance or entrances t9 the work.
2 Clear the ROW's and storm facIlItIes site
3 stnp topsoil and perform cut & fill earthwork l11c1udlllg cuttlllg the wetpond to subgrade
4 Install stormdralllage plpmg, catch basms & other control structures
5 Install water & sewer plpmg & appurtenances Install sleeves for pnvate utilIty crossmgs m accord
with approved utihty company plans
6 Construct the blOswale and mfiltratlOn pond
7 Construct subgrade wlthm all ROW's of the project
8 Install all pnvate utIhtIes Transformer pads shall be set to design lIne and grade per layout by
surveyor
9 Reestabhsh subgrade throughout the project.
10 Ballast the roadways.
11 Construct sidewalks, curbs and gutters throughout the project.
12 Install CSTC and ACP throughout the project.
13 Install hghtmg, slgnage and channehzatlOn throughout the project. Bnng catch basms, hydrants, and
property hne boxes to proper grade If they aren't already
14 Hydroseed, mulch and mstall other permanent erosion control measures, If any Remove temporary
erosIOn control measures no longer reqUired.
Erosion Control Report Section 2
Trapping Sediment
Siltation fencmg shall be placed at all down gradient pen meters of areas to be stnpped of topsOil Inlet
protectIOn shall be provided at all catch basms as mstalled The nearby streets shall be swept as reqUired
by the City to ehmmate dirt accumulation. Accumulated sediments may be distributed throughout the
bottom of the wetpond dunng constructIOn.
Erosion Control Report Section 3
Permanent EroSIOn Control & Site
Restoration
All disturbed areas not paved or otherwise made ImperviOUS shall be seeded and mamtamed until there IS
a vigorous stand of grass Catch basl11 protectIOn & silt fences shall not be removed untIl the grass IS
estabhshed
Erosion Control Report Section 4
Geotechnical Analysis & Report
The geotechmcal report for the property IS mcluded as appendiX B
5
Er,osion Control Report Section 5
Inspection Sequence
1 Silt fences & stabilIzed entrances.
2 Subgrades for roads and walks DenSIty testmg will be reqmred.
3 BIOswale subgrade and constructIOn.
4 InfiltratIOn pond subgrade and constructIOn.
S Water dIstributIOn pIpmg; storm and samtary sewer pIpmg. DenSIty testmg of backfill may be
reqmred.
6 Private utilIty mstallatIOn. DenSIty testmg of backfill wIthm the roadway pnsm may be reqmred.
7 Ballastmg, denSIty testmg will be reqmred.
8 SIdewalk curb and gutter constructIOn.
9 CSTC and ACP constructIOn. DenSIty testmg will be reqmred.
10 SIgnage, hghtmg and channehzatIOn.
11 Permanent erosIOn control measures
12 Final InspectIOn of completed facihty
Erosion Control Report Section 6
Control of Pollutants Other Than
Sediments
PetrochemIcal spillage or seepage from constructIOn eqmpment IS the only other antIcIpated source of
"other pollutants" It shall be the responsibihty of the contractor to deal wIth tills possibihty and/or
actuahty expedItIOusly and m accord wIth the rules of the Dept. of Ecology
6
Appendix A
Preliminary Site Plan & Other Maps
The folloWIng two pages depict generally the site, scope of developJ.I1ent and nature of the stormdraInage
management plan for the development.
Appendix B
Soils Report
FolloWIng the prelimInary plans and details IS a SOils report by Geotechmcal Testmg Laboratory
concernIng that portIOn of the property to be used for stormwater management.
Appendix C
Calculations
FollOWIng the soils report are prelimmary calculatIOns, pnmanly for the purpose of establislung upper
bounds for the sizes of the blOswale and InfiltratIOn pond. Refinements to these calculatIOns and the
attendant designs will be proVided as necessary as part of final engIneenng.
Appendix D
Easements
Easements as reqUired will be proVided as part of final plat approval applicatIOn. Upon approval they
shall become thiS appendiX.
Appendix E
Covenants
Covenants as reqUired will be proVided as part affinal plat approval application. Upon approval they
shall become thiS appendiX.
! Appendix F
Stormwater Facilities Maintenance Plan
ThIS document will be proVIded as part of final plat approval application. Upon approval It shall become
thIS appendiX.
7
\ CITY OF YELM PRELIMINARY PLAT OF MILL CIRCLE ESTATES
~\ \ IN Tl<l sr ./. Of' Tl<l Nf 1/' OF SEen"" 25. fO""SHIP .7 NORrH. .AN"" I EASf, W.W. "',
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NOTE: coHTDURS WERE D8'WLOPED FOR p[1RPOSES 0' ~ARY
PLA'1TOKi OHt.Y. UJ,.CT LOCATIONS or CONTOUR UJIlES IJ{D sPEC117C
l:LEVATI'ON DA.TA. lN AREAS OF DSTAlUD DESICNS sllCH AS !lOADS.
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BOUNDARY suRW:Y IS pER:F'ORJlED.
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I09J1-l AI,'[
LEGAL DESCRIPTION
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f.,Of 1 or cITY OF YELIl SElO/{T pLAT NO. 8155
RE!XJRDED UNDER AUDrroR'S fiLE NO. li160927Cll-n.
\t)!. 2~~ 01' GEJlKR.JtL INDEX PAGt l!Jz,
tu:CORDS_Or_mt1RS1'Oll-COIDl'T'Y.-WASKfIfGf'OH,
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AREA OF TOTAL StTE: Q.6 ACRES /NCWD/NG PUT ROADS
ZOJ/T1iG: R-"
tMlSER OF U1TS: 3.1
J.REA oP oPEfl SPACe 0 ACRES
puaLIC RO~ lZNCTH" 2530' +/-
sJUoU,E;ST = 8400 54.n.
j. v&RJ.,CE LOT: gaoo SQ. FT.
DENSrrY: 3. 51 wms PER ,,\CJU:
PLAT DATA
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UTILITIES
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GAS: .,.A.SHlJ'IGTOH NATURAL GAS
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VERTICAL DATUM
MEAN SEA LEVEL (MSL)
CITY OF YEUl SEWER DATUM
BENOiWARK: EAST OU).RTrR SEcnON 25
TtP tY S/S" FfEBAR
ElEV. _ .Jc54.A9
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OWNER/DEVELOPER
JCH DEVELOPMENT
P O. BOX 12Q6
YEUl. WA. 98597
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SOILS
INVESTIGA TION
REPORT
MILL CIRCLE ESTATES
Owner-Developer
JCH Development
P.O. Box 1206
Yelm, W A 98597
Prepared By
GeotechnIcal Testing Laboratory
July, 1995
G EOTECIINICAL
TESI1NG LA80IL\'IOlty
JOliN HUDDLESTON
().o. Box 1206
YELM, '''A 98597
hUll: Bell Cook
He: Subsurface Soils IJI"estig~ltioJl
Circle Mill Estates
Gentlemen
In compliance with your II1struLllons, we hme conducted a <;ods c'\ploratlon and water level evaluatIon for the
abO\,e mentIoned addItIon I'he re<;ults of tIlls II1ve<;tlgatloll, togelher wIth our reCOmmel1<.Iatlons, are to be
found 111 the followlI1g report. We have provlueJ three copIes t(Jr your leVle\\' and dlstnbutlon
DUring our exploratIOn, t\VU tLst bOllngs \\'ere advallced alld soli samples submItted 1'01' laboratory testlllg from
the protect site The uata has been cardull\ anahzcd to uelenlllne sorls \\atel ab<;orplton capaCitIes anu
dralllage pond embedmellt depths rite re<;ults of the e\.ploratlon anu allalysl<; II1dlLate tltat the natIve sod
should nut be ulsturbeu but lell 111 all 1I1-<;ltU cOlldltlon alld that the water Llllltalllment be accomplished by
buddll1g a berm around the perlllletcr or the absorption area However,]f It should be convelllcnt to raise the
elevatIon of the 11001' of the retention faLlllty, IlIlnla)' be placed over the natIve soIl PercolatIon rate I()[' the
upper dark colored natIve sod was 238 mInutes per II1ch Some vanabIllty was encountered III comparing the
soil proll les of the SI te
If you have any questions concerllll1g the test results, the procedures used, or I f we can be of an)' further
1 assistance please call on liS at (206) 754-4612
I
Respectfully SUblll1 tted,
GEOTEClINICAL'1 ESTlNG LABOHATORY
//O~O fcM-h
Harold Parks
Engineering Geologist
100 II Blomucrg Strect SW, Olympia, W ^ 98 ~ 12
Phone # (206) 754-4612 Fax # (206) 754-4848
.t
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---------
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------....--
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GEOTECHNICAL
TESTING LABORATORY
LOI:I# 2
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10011 Blomberg Street SW, OlympIa, WA 98512
Phone # (206) 754-4612 Fax #. (206) 754-4848
amplt
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Dcscri tion
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GEOTECHNICAL
TESTING LABORATORY
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10011 Blomberg Street SW, Olympia, WA 98512
Phone #. (206) 754-4612 Fax # (206) 754-4848
GEOTECHNICAL
TESTING LABORATORY
HYDROl\'lETER ANAL YSIS
Sample ID Mlilllrcle Sic"e Analnis Sic,e Pereent ;.,il, Particle
Auumed Sp Gr 2.41 Gmin Si!.c Distrihution Si!.e Paning Diameter
Sample Weight: 5013 grams 30" 75 UOO nun
HydroHeopic Moisture: 570% 2.0" 50000 mm
\t1juded Samplc Wgt 4743 gmrns I 5" 37.50u nun
1.25" , 1.5(~.l nun
Hydrometer I (I" 1(1110% 25000 mm
Reading Corrected Pe recnt Soils Pa rt ide 3/4 19000 mm
Minute, Rellding PaHsing Diameter 5/R" 16000 mill
2 17 #N/ ^' fiN/A 11m! 1,12" 9() U ~;;I 12.500 mm
5 15 #N//\ #N/A nun 3/g" 92.0% 9.500 mm
15 13 #N/'\ fiN/f\ nun 1/4 870% 6,00 nun
'0 1\ fiN/A #N/A 111m #4 7';1.0% 4750 nun
60 9.5 #N/A #N/A mm #10 710%) 2.000 ml11
250 7 fiN/A #N;A mm #20 61 0 ~/r) o R50 mm
IHO 5 #N/A #N/A nun #411 410% 11425 111111
liluo 32.0 'XI u 150 llllll
% Gra,'c1: 21.0 Oftl Liltuid Limit: #2oU 2300;0 (j 075 mm
% Sand: 'i5u% Plastic Limit: Silts fiN/A !JOn rnm
0/. Silt: 1300{, Plasticit'.. Index: :IV ALUE' fiN/A o Olu lllm
% Chl~': #N/A CllI"5 fiN/A (j 005 nm!
fiN/A U 002 mrn
ASTM D 2.t87 Soils Cla"ificatioll: 5M Colloilh #NIt\ OOOl nm!
Grain Size Distribution
1000%
900%
ROO%
700%
~ GOO%
or;;
In 500%
<<l
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~ 400%
Cl
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2u 0 ";',
100%
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10011 Blomberg Street SW, Olympia, W A 98512
Phone # (206) 754-4612 Fax #. (206) 754-4848
GEOTECHNICAL
TESrrING LABORATOl~Y
VICINITY MAl'
105TH A \IE
SITE
109TH A 'IE
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100\ I Blomberg Street SW, Olympia, WA 98512
Phone #. (206) 754-46\2 Fax #" (206) 754-4848
CITY OF
YELM PRELIMINARY PLAT OF MILL
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Calculations for Preliminall' Stormwater and Erosion Control Plan for Mill Circle Estates
Problem:
Develop a prel11111nary conservatIve desIgn scheme whIch WIll provide for the collectIon, treatment and
dIsposal of stormwater runoff from the entIre site of MIll Circle Estates to be bUilt III Yelm Wash1l1gton
Notes & Parameters:
QuantItatIve calculatIons have been developed uSlllg the Wash\11gton State Dept of TransportatIon
Hydraulics Manual, chapter four and chart 7 (IDF curve for Olympia) fi'om chapter two
Stormwater treatment and dIsposal methods are developed III accord WIth the "Dramage DesIgn and
ErosIon Control Manual for Y elm"
2 Based upon geotechmcal reports by Grover Way PE and Geotechnlcal Testlllg Laboratory, a seasonal
hIgh ground water elevatIon III the area occurs three to fOLlr feet below the ground surface
3 The prehmmary deSIgn IS for treatment by blOswale and f1ltratlOn through the "soot" sotllayer to
remam undIsturbed beneath the mf1ltratlon pond Disposal IS to be 100% mfiltratlOn Via an mfiltratlon
pond snndar to that on the the adjacent school property
4 Prehmnary lIve storage volume IS calculated usmg the rational method for an 1I1lperVlOUs area of 60ksf
for streets & walks and 13 ksf for dnveways Roof runofI' and that from pervIOus surfaces WII! be
disposed of via sheet flow and ll1fi1tratlOn on each lot For ImperviOUS surfaces a runofT coeffiCIent of
9 has been used The Time of ConcentratIon IS very short and so IS neglected (conservatIvely) m the
computatIOns
521 MCEPR.XLS
A C I 0 E F I J K L I M N I 0 p Q
1 I I I I I I I I
2 Job 521, Mill Circle Estates in Yelm Washington for JCH Development Co. I I I
3 I 1 I I I I
4 Quantitative analysis of stormwater management system: I I I
5 Site impervious area is 73.0ksf at full build.out. (1.68 acre) 1 1 I
6 Perc. rate per test is 2.38min/inch. With SF= 2 use infiltration rate of .210 in./min. 1 I
7 Qout = .088 ft. per step over the area of the infiltration pond or gallery 1 I I I 1
8 A= 45' x 100' = 4500sf= area of infiltration surface of the infiltration pond. I 1 I
9 Qo = .088 x 4500 = 394cf per step I 1 I !
10 Project inflow by the Rational Method. Q=CIA I I 1
11 Q= Runoff quantity in cfs. IOi = inflow quantity in cfs 1 1 I I ! I
12 C= Runoff coefficient, .9 for impervious surfaces. I I I \ I
I
13 1= Rainfall intensity in inches per hour From US Weather Bureau IDF curve #7 Olympia Washington. 1 1 I 1 1 I I
I I
14 A= Tributary area (impervious only) for system in acres. 1.68 acres I I I I 1 I I I
I I
15 I I Sum of inflow Sum of outflow IDiff of sums I
16 Step # If In/hr Ie x A=1.512a IO=CIA cfs Oi = cf/step I Sum. Qi Sum. Qo Isum 0' - sum Qo i
17 1 3.5 11.512 /5.292 1588 I 1588 394 11194 I I I
18 2 2.95 11.512 144604 1338 \ /2926 788 12138 I ) i I
I \ I
19 3 2.3 11.512 !3.4776 11043 I 13969 1182 12787 i I
I
20 4 1.9 11.512 12.8728 862 I 14831 11576 13255 I i I
I
21 5 1.65 11512 12.4948 1748 1 5579 11970 13609 I I
i
22 6 1.5 11.512 12.268 1680 i 16260 12364 13896 i I I
23 7 1.35 11.512 12.0412 1612 I 16872 12758 14114 I \ 1 i
I I I
24 8 11.25 11.512 1189 567 1 17439 13152 14287 1 I
25 9 1.2 11.512 11.8144 544 I 17983 13546 14437 I ! I I
26 10 1 15 11.512 117388 1522 I 8505 13940 14565 I i 1 -I
! I
27 11 1 1 11.512 11.6632 1499 I 19004 14334 14670 I I / i
I
28 12 1 11.512 11.512 1454 1 19458 14728 !4730 I I I I
29 13 0.95 \1.512 114364 431 I 9888 15122 14766 ! I i
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30 14 0.95 11.512 1 4364 431 I 110319 15516 14803 I I
31 15 10.9 11.512 1.3608 1408 I 110728 15910 14818 1 I I I
I
32 16 10.9 11.512 1.3608 1408 I 111136 16304 14832 Cu. ft. storage required 1
33 17 0.85 11.512 11 .2852 386 I 111521 6698 14823 I I
34 18 10.8 /1512 /1.2096 363 1 111884 17092 14792 I I
35 19 10.85 11512 11.2852 386 1 112270 17486 14784 I
36 20 0.81 1.5121 1 .2096 3631 112633 17880 14753 I I I
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Date I/Z.c.. lob ...:;-2.. j c
Sheet of
Civil and Structural Engineering
420 Carlyon Ave SE Olympia, WA 98501 rei (360) 352 24
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521 MCEPR.XLS
R I s T U V W X Y Z AA AS AC AD
1 I
2 Bioswale capacity and residence time.
3 Length of swale = 100' Grade of swale = .2% Width of swale = 12' Swale trapezoidal with depth of 0.7'
4 Maximum runoff in swale as conveyance = 5.3 cfs. Check swale for adequacy to convey this quantity
5
6 Q=(1.5/n)AR^.67S^.5 n=.07 A= 7 x 12 =8 4sf P=134' R=A1P= 63 S=.002
7 R^.67= 73 S^.5=.045
8 Q=5.9 cfs > 5.3 cfs. OK as conveyance for 100 year 24 hr event.
9
10 Swale velocity for 100 year event.
11 V=Q/A=5.9cfs/8 4sf= 70'/5. OK
12
13 Swale velocity for 2 year event
14 Q=(2/3.5)5.9 = 34cfs
15 Depth = (2/3.5).7 = 4ft. A = 12 x 4 = 4.8sf.
16 V=Q/A= 71 'Is less than 1.5'/s ok.
17
18 100'1 71'/s=141sec. Actual residence time
19 200' 11 ,5'/5=133.35 Minimum recommended residence time
20
21 Actual residence time is low but not below recommended minimum.
22 The pol/utant load is light and additional treatment is available through the infiltration process. OK
23
24
25 Pond Volume and Floor Area
26
27 Pond Capacity to be 4832cf minimum.
28 Average pond depth to be 1.25ft.
29 Pond average surface area (floor area) to be 3866sf minimum.
30
31 Pond drawdown time:
32 24inches/.210inches per minute = 115 minutes <<< 48 hr OK.
33
34
35
36
Page 2
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Civil and Structural Engineering
420 Carlyon Ave. E
Olympia, WA 985(
360) 352-2477
November 14, 1995
John Huddleston
JCH Development Co
Box 1206
Yelm, W A98597
(360)458-7312
Re MIll Circle Estates CivIl tnglllcenng
Dear John,
AileI' ollr mcctlllg last wcek I have revlcwed the prclimlllary storm dralllagc design for
thIS project based upon the DOE "5turmdralllagc I'vlani1gement Manllal for the Puget
Sound Basin" Attached are supplementary pi1gcs to our "Preliminary Stormdralllage &
ErosIOn Control Report" Icllcctlllg re-analysls based upon the DOE manual
In summary I feel the prelllJJlnary document we have prepared IS adequate for
prellll1lnary plat appllc<lllon I cxpect the solution logiC and geometry to evolve dUring the
approval process, but It seems we have dedIcated enough land and 111 the nght location to
accomplish a reasonable final deSign
Our onglllal baSIC assumptIon that wc WIll only have to deill wIth runoff n'om new
ImpervIOUS areas other than monops IS still very much alive
V cry truly yours,
I!p.-
Benton Cook
CIWW/Corr/CIiencor/JCI1/521 clOG
/
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420 Carlyon Ave. SE
Olympia, WA 98501
(360) 352-2477
Civil and Structural Engineering
Job 521c Stonndrainage Management DeSign for Mill Circle Estates
Summary of analysis:
1- DeSIgn IS 111 accoro wIth the ')tormw<ller Managemcnt Manual for the Puget Sound BaslII Only the
new lI11pervlous paved arC<lS (streets, sIdewalk <; and onvcways) have been mcluded m oetennmmg
runoff quantItIes to be managed It IS assumed, duc to the high permeabIlity of the site, that runofT
from pervIous areas and roollops wIll be mfillratcd Oil site It]s recommended as adequate that
dIsposal of roof runoff be from downspouts to splash blocks,
2- ImpervIOus area
Roadways
Sidewalks
Dnveways
2100' x 32' = 672ksf
(700' x 5') + (1400' x 10') = 17 5ksf
31 e<l x SOOsf per dnve = IS Sksf
Total ImpervIOus Area
100 2ksf = 2 30 acres
3- Ramfall from 24 hI' IsopluvIals
100 yr' 4 3 Inches Full conveyance event
2 yr 2 2 II1ches
6 mo I 4 II1ches Full treatment event (64% 01'2 yr )
4- InfiltratIOn rate Ir
Per Geotechl1lcal Testlllg Labor<ltones the site perc rate per test IS 2 38 mill
per Inell. Th]s trallslates to an mfiltratlon rate of 210 Inches per mmute with a
safety factor of two
If = (210/12)xl0mll1. = 17S11 per IO mill step per sfpond bottom.
5- Pond Bottom
The maxImum II1filtratlOl1 area of the lI1fillratJol1 pono IS 75' x 110' = 8250sf
6- See desIgn commentary at the bottom of page two of the spread sheet calculatIons
CfWW/Jobtcch/JobsllIl1S/521 cMClr
AI 8 I C I DIE I FIG I H I I I J I K I l I M I N
1 Job 521c, Mill Circle Estates, a subdivision in Yelm Washington. I I ! I i I i
2 Quantitative analysis of stormwater management system: i !! !! I ! I
3 1- I Total new impervious area of site is approximately 2.30 acre. I I ! I I I I
1+2~ Rooftop runoff to infiltrate directiy from splash blocks on lot of origin. Runoff from "disturbed pervious areas is assu~d!o infiltrate direc!ly where it OCCU!s.
5 3- I Project runoff has be quantified per method outlined in the "Technical Manual"! ! ! [ ! I !
6 : Only runoff from impervious parking and driveway surfaces has been included in the quantities determined for treatment and disposal. i I
~ 4- ~!Disposal is by 100% infiltration and the sY.Stem is designed to infiltrate 100% of the 100 yr event without overflow 1 _ _1_-1-._-1
8 5- [Treatment is by bioswale and the system is designed to treat 100% of the 6 mo event prior to disposal. I I i i I
9 I I I i I I ! I ! ! I I I !
10 Column 1 ,This column is time from the storm beginning and identifies a ten minute time increment being analysed in this row 1
11 Column 2: 1 This column is the percent of total rainfall for this time increment, and is taken from the hyetograph. i i I
12 Column 3' This column is constant and is the total inches of rainfall for the 100 year 24 hour event at the site. This figure is from the Isopluvial on page 111-1-46
13 Column 4- 'This column is the product of columns two and three and is the inches of rainfall attributed to the time increment. 1 i
....!!. i Column 5 ,This column is the rainfall in inches per hour for the time increment. I I I
~__ Col':l~~ 6 'ThiS column is the project impervious acreage.: I . .__.
~ __._.,.~()Iumn 7 ,ThiS column is the project inflow in cubic feet for the time increment. ! ,
.J2.. ; Column 8 'This column is the cumulative project inflow in cubic feet per 10 minute increment.:
18 Column 9' This column is the cumulative project outflow in cubic feet per ten minute increment. See summary page for computation of Ir
~ 'Column1 O'lThis column is the difference betw7en inflow and outflow a~d the largest number I~ the retention volume re;quired in cubiC feet.
20 , 'i I !, I
~ Col, 1 2 3 4 i 5 i 6 I 7 I 8 I 9 10 - i '
E =)if:11~ Incr % Rainfall R inches I RfT I 1 R in./hr Area. ac i QfT I ! Qsum. I Qout. i Delta ' , :
23 : 350 '0.95 430: 0041 i 0.25 : 2.30 341 i 341 i 1444 : -1103 I !
24 ; 360 : 0.95 430: 0041 ! 0.25 ! 2.30 i 341 ! 682 2888! -2206 I I
25 370 I 0.95 430 0041 i 025 2.30 I 341 i 1023 i 4332 -3309 i I
26 380 095 430 0041 0.25 2.30 i 341 I 1364 I 5776 : -4412 ! I , I
27 390 095 430 0041 0.25, 2.30 ! 341 ! 1705 17220 -5515! I I
28 : 400 0.95 430! 0041 , 0.25 I 2.30 I 341 I 2046 : 8664 i -6618 I ,;
29 I 410 i 134 430 0053 i 035 ! 2.30 ! 481 ! 2527 ! 10108 I -7581 I i I
30 ,420 i 134 430! 0053 I 035 I 2.30 I 481 I 3008 ! 11552 ! -8544 'i!
31 ,430 I 134 430 I 0058 I 035 2.30 i 481 i 3490 I 12996 I -9506 : -: I
32 440 1 .80 4 30 0 077 I 0 46 ! 2.30 I 646 ! 4136 I 14440 : -10304 ' :
33 450 180 430 0077! 046 2.30 I 646 ! 4782 I 15884 i -11102 Ii: I
34 460 I 340 i 430 ,0146 : 088 I 2.30 i 1221 i 6003 117328 -11325 i I i i
~ 470! 5.40 430 0.232 i 139 ! 2.30 i 1939 ! 7941 ! 18772 i -10831 IPondrequiredis495cf I
36 i 480 i 2.70 I 430 0116 I 070 I 2.30 I 969 I 8911 120216 i -11305 I I I I
Kf- ! 4~0 _ J..~0---1 430 i 0077 I 046 I 2.30 I 646 I 9557 I 21660 I -12103 J _ ___. _L_.._J.....__--L-
38 I 500 ' 1.34 i 430 0058 035 i 2.30 I 481 ! 10038 I 23104 ; -13066 r ! i i
~ 510 134 430 0058 035 I 2.30 I 481 ,10519 i 24548 ! -14029 I I ,
~ __~...! ~)_~o I 1.34 I 430 i 0058 I 035 i 2.30 ! 481 I 1)000 ! 25992 i -14992 I I i I
41 i 530 088 I 430 j 0038 I 0.23 I 2.30 I 316 111316 127436 i -16120! I I I
42 i 540 I 0.88 I 430 I 0038 ! 0.23 i 2.30 I 316 11632 i 28880 I -17248 I i I I
43 I 550 i 088 i 430 i 0038 I 0.23 I 2.30 ! 316 11948 130324 I -18376 I i I
~ \ 560 I 0.88 I 4.30 I 0038 I 0.23 2.30 316 12264 I 31768 I -19504 Iii
45 -. 570 I 088 I 430 I 0.038 I 0.23 2.30 316 I 12580 I 33212 I -20632 I I I
46 I 580 I 088 I 4.30 I 0038 I 0.23 2.30 316 12896 I 34656 I -21760 ! I I
47 I 590 i 0.88 I 430 I 0038 I 0.23 2.30 316 13211 I 36100 T -22889 I. I I
48 i 600 i 088 I 430 10038 I 0.23 I 2.30 I 316 113527 137544 i -24017 I ! i
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AI B I C I DIE I FIG I H I I I J I K I L I M I N I 0 I
49 I I! 1 I I I I ! I I I I I
50 Treatment analysis of stormwater management system I I I I i I ! ! I I
51 I i I I I I I I i I i I I I I
52 1- I Only the impervious area runoff is to be conveyed and/or treated in the bioswale. ! i ! i ! I I I
53 2- ,The bioswale must treat the peak flow of the 6 month 24 hour event (64% of 2 yr 24 hr event). I I I! I
54 3- I Treatment in the bioswale is effected if the above flow occurs over the length of the swale at a velocity of less than 1.5 ft. per second I I I
55 land at a depth of six inches or less. ! I I I ! I i I I I I
~ .~....!i:IClw calculations are done using Manning's equation. The n vaiue for this condition is set at .20 as recommended by DOE/Se<:ittJe, Metro PUb, 657 page 6-19 I
f-4f- 5- :The bioswale is designed as a trapezoidal channel with a ten foot bottom and side slopes of 3'1, with a one foot freeboard. . : ! I I
58 6':--;The bioswale channel including freeboard is designed to serve as conveyance of up to the 100yr 24hr event. ! I I ! I
59 17- Mannings n of 05 for conveyance has been selected from table 111-28 of the manuai This is a compromise value for dense vegetation in a medium depth channel i
60 Treatment and conveyance quantity calculations. Q100 & 0.5 1 i i I ~ I I :
61 I! I: i !! i i : i i
62 'Treatment flow quantity calculations. Ii! 'Conveyance flow quantity calculations: I I
63 I From isopluvial p 111-,-44 R=2.2" 64R - 1 4" i A = 2.3 ac. i From isopluvial p 111-1-46 R=43" I ! A = 2.3 ac. i
64 Q.5=(05~x6)xi'::"x2.3ac=104cfs i' 'Q100=(054x6)x43x2.3ac=3.2cfs':
~ I ,I I 1 Iii
66 A -1 Ox.5= 5 Os; P = 10 + 2(1 5) = 13 Oft. Q = A(1 5/n)(A/P)^ 67(S 5) iA = d(1 0+3d) - 11 Osf @ 1 total depth of now :
67 (A/P)^ 67 = 46 n = .20 IV = (1 5/n)(A/P)^ 67(S^ 5) . P = 10+ 6d = 14ft. @ 1 total depth of flow ! I
68 I I L - 100' i IT = LIV/60 minutes ! (A/P)^ 67 = 85d^ 67 close aDprox. for conveyance condition.
69 I Ii' I, I ! I I
70 i Treatment Calculations i Conveyance Calculations i I !
71 SAP I n V I 0 iT, i Sin I d i V I A I 0 !
72 '0 005 3 33 13 0 0.2 0.21 i 071 i 7 8 i 0 01 005 i 0 1 ' 0.56 I 1 03 I 0.57 i
73 0.01 3.33 13.0 0.2, 0.30 I 1.00 5.5 001 005 0.2, 088 i 2.12 i 1 87 i
~ i 0015 333 130 I 0.2 037, 1.23 ! 4.5 I 0.01 0.05 0.3 1 16 ' 3.27 ! 3.79 i
~-T--'oo::: 333 130 I 0.2 043 i 142 , 3.9 001 , 005 : 04 , 141 i 448 I 6.30 !
76: Winter grass height about 10 inches - --T--' -. -H-in------- Grass do;vn and flow depth approx. .5 feet over kd'd grass I
ii: Treatment flow depth about 6 inches ! , I Total depth of flow and grass less than 1 foot. I I
78 ' " I"" I
~ Iii i! ,i I : I
79 Pipe discharge to retentio~ pond.' , I I i Retention pond size.! i !. i I i
80 \ I i Ii:!! j I ! I
81 i 12" dia pvc 3034 discharge to retention pond. Q > 3.2cfs I i The infiltration rate is so high for this site that the pond will barely I
82 I From nomograph page 111-2-8 S > 007 feet per foot. I I ! ,show any standing water at the top step of the 100 yr event. I
83! I : I ! i , I i I I I I :
84 Design Commentary', I I i I I I I I I I I I
85 I : ! I i I I Y I I I I I I I
86 1- I Design is in accord with "Stormwater Management Manual for the Puget Sound Basin" I I ! I i I I
87 2- ITreatment is by bioswale, disposal is 100% infiltration. I I ! I I I I I I
88 3- I Preliminary pond is considerably oversized and swale is too short. Actual funtion will be for the pond bottom to serve as biofiltration i !
89 Isheet akin to an alluvial fan. This condition will nearly double the length of the biofilter and provide a suitable residence time. Very[ i I
90 I likely the final geometry will be much improved over that detailed at present. i I ! I I ! I I
91! i I i I I I I i I I I I I I
92 I I i I II I I I I I I i I
931 1 I I I I I I I I ! I I I
94 I I i I I I I I I I I i I I
95 I I Iii I I I I I I I I 1
96 T i ,I I ! I ! I I I I I
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L CEMENT CONC.
ROLLED CURB
AND CUITER
CI TY OF YELM
DEPT OF PUBLIC WORKS
STREETS OUTSIDE C.B.D.
LOCAL ACCESS
RESIDENTIAL
GENERAL NOTES
1 "ON STREET" PARKING PERMITTED
2 REFER TO RELEVANT SECTIONS OF THE
DEVELOPMENT GUIDELINES FOR ADDITIONAL
INFORMA TlON ON STORM DRAINAGE, STREET
LIGHTING, PAVEMENT STRUCTURE, EeT
APPROVED
DWG NO
CITY ENGINEER
DES. D'MJ
DATE
CKD
4-8A
oe-.-eA.OWC
STT
SIT
DATE
11/27/94
/
STORHWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN
Table III-l.1 24-hour DesJ.,gn Storm lIyetograph Values
I
TIME FROM CUMUL. TIME FROM CU1>fUL. TIME FROM CUMUL.
BEGINNING PERCENT PERCENT BEGINNING PERCENT PERCENT BEGINNING PERCENT PERCENT
OF STORM RAINFALL RAINFAll OF STORM RAINFALL RAINFAll OF STORM RAINFALL RAINFALL
0 0.00 000 490 1.80 46.34 980 0.50 8140
10 040 040 500 1.34 4768 990 0.50 81 90
20 0.40 080 510 1.34 4902 1000 0.50 81.40
30 0.40 1.20 520 1.34 50.36 1010 040 82.80
40 040 1.60 530 0.88 51.24 1020 040 83.10
50 0.40 2.00 540 0.88 52.12 1030 040 83.60
60 040 240 550 0.88 5300 1040 040 84.00
70 0040 2.80 560 0.88 53.88 1050 040 8440
80 0.40 3.20 570 088 54 76 1060 040 8480
90 040 360 580 0.88 55.64 1070 040 85.20
100 040 400 590 0.88 56.52 1080 040 85.60
110 0.50 4.50 600 088 5740 1090 040 8600
.120 0.50 500 610 0.88 58.28 1100 040 8640
~
130 0.50 5.50 620 0.88 59 16 1110 040 86.80
140 0.50 600 630 0.88 60.04 1120 040 87.20
150 0.50 6.50 640 0.88 6092 1130 040 87.60
160 0.50 700 650 072 61.64 1140 040 8800
170 0.60 7.60 660 072 62.36 1150 040 8840
180 0.60 8.20 670 072 63.08 1160 040 88.80
190 0.60 8.80 680 072 63.80 1170 040 89.20
200 0.60 940 690 0.72 64.52 1180 040 89.60
210 0.60 1000 700 072 65.24 1190 040 9000
220 0.60 10 60 710 072 6596 1200 040 9040
230 0.70 11.30 720 072 66.68 1210 040 90.80
240 0.70 12.00 730 072 6740 1220 040 91.20
250 070 12.70 740 072 68 12 1230 040 91.60
260 0.70 1340 750 072 68.84 1240 040 92.00
270 070 1410 760 072 69.56 1250 040 9240
280 0.70 14.80 770 0.57 7013 1260 0.40 92.80
290 0.82 15.61 780 0.57 7070 1270 040 93.20
300 0.82 1644 790 0.57 71.27 1180 040 9360
310 0.81 17.26 800 0.57 71.84 1190 040 9400
320 0.81 1808 810 0.57 72 41 1300 040 9440
330 0.81 1890 820 0.57 7198 1310 040 94.80
340 0.81 1972 830 0.57 73.55 1320 040 95.20
350 095 1067 840 0.57 74 12 1330 040 95.60
360 095 21.62 850 0.57 7469 1340 040 9600
370 0.95 12.57 860 0.57 75.16 1350 040 9640
380 095 23.52 870 0.57 75.83 1360 040 9680
390 0.95 2447 880 0.57 7640 1370 040 97.20
400 0.95 25 42 890 0.50 7690 1380 040 9760
410 1.34 2676 900 0.50 77 40 1390 040 9800
420 1.34 2810 910 0.50 77 90 1400 040 9840
430 1.34 2944 920 0.50 7840 1410 040 98 80
440 1.80 31.24 930 0.50 78 90 1420 040 99.20
450 1.80 3304 940 0.50 7940 1430 040 99.60
460 340 3644 950 0.50 7990 1440 040 100 00
470 540 41 84 960 0.50 8040
480 2.70 44.54 970 0.50 8090
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III-1-6
FEBRUARY, 1992