26256 PE-1859 DISHMAN COMMON
i
~ aRAlNAGE PON'DS
OFF,aA1 ~~E~,X ~ENr
ePWKA?vECOL=tii'r'E'DqGlf~EE$TS irFF!°~..'EAN❑ RECEIVED
ORI~~.If~~,INAGE FAC[LITIES~'G 08 2400
I FR03E.°T *
z SPOkANE CQuhJTY ENGIlV~~~
-f-UF",p'PE'RA--T10'N & MAI NTE NANC E
t. MANUAL .
-
Di$hman Comnnons .
CLC No. 599353 ,
Dated
Ju1y 2000
~
By
CLC ASSoCIateSr InC.
► 0711V. Tt" Avenue, 5uite 200
_ Spok21r1Br V11A 99204
I~
~
I]RAINAGE PQNRS $ C3THER ❑RAlNAGE FAcILEFfES
-❑PERAYIC3N & MAINTENAN+CE MANUAL
j - -
j .
~
`4
~ 1.00 PuRPOSE
~ This plan is intended to provide general operations and maintenance guidelbnes for fhe
drainage pvnds a nd otherdrainage facilities Iocated irr the Dishman Commvns singPe fa mily
residential n e igh borhood (Qis hman Ccammvn s, P1859). pll facilifies discussed are located
~ vutside of the Caunty road rights-af-way. Implementation afthese guidelines will insure that
the drainage facilities installed will functlon as designed, and cantinue to discharge
~ stormwater at the d'esign rates fo urrderlying svils.
2.00 INTRODUCTI4N
Generafly, the drainage system is intended to treat and dispose of the inerease in waterranDff
genera#ed on-site, by rvuting the stormwater thraugh a series of drainage ponds, and
I i discharging the 5tormvuaterdowrastream at specified rates. The drainage facilities in this plat
i~ cvnsist primarily of a series of drainage pands and drywells. It is therefore of the utmast
importance ta prvuids aefequa#e vperativns and maintenance activities to insure that the
drainage ponds and drywelis remain silt or dirt free, as free fTawing silt vr dirt will affect the
pond storage uvlume as welf as the ability of the drywells tv discharge starmwater. Should
~ these facifities fi41 up orbecame clogged, the vnly remedywvuld be to cvmpletely recanstruct
the site drainage facilities. Therefore, pedodic maintenance is a must. Afull set of engineering
drawings will be avaifabfe for re►riew at Spokane Caunty Public Wvrks.
3.00 GENERAL QPERATIC?NAL CHARACTERISTICS
The drainage facilities for Dishman Cvmmons are generallyvery simpfe, functivnal, ancf have
~ Icrwmaintenanee requirements. R periadic visual inspectian of the faciii#ies vuifl usualiy identify+
any required maintenance. Mvst maintenance will consist of keeping the ponds and drywells
i- free of deleterious debds and sedimen#. However, a specific inspectivn schedule should 6e
falfowed ta insure proper and safe aperatang conditioras. 5ee SectiQn 4.0 tor recammended
maintenance schedufes.
3.10 Drainaae Pands
~ Runaff fcvm the streets and lats will gv into the po nds via either inlets or curb draps.
The ponds wi[I store six inches and then vveeflow intv the metaE drywell grate, as shown
irr the pfans. Fvrthis plat, there are feur pvnd and dryweEl systems for runoff, sfvrage
[I
~ CLC Associafes, !nc Page 9 of 5 Dishmarr Ccammons C}&M Manual
Il_
I
DRAINAGE PONDS & O7HER dRAlIVAGE FACILITIES
- aPERATIC3N 8r MAINTENANCE MAMUAL
4.00 MAINTENAIVCE REQLlIREMENTS AMi] SCHEDIlLLS
BeEow is a rnaintenance description foreach of the drainage system elements contained within
the Dishman Cvmmons development, incluefing the ponds and dryvvefls. AIR drainagefacilities
IQcated autside of Caunty road rights-of-way and within tracts are expected ta be rnaintained
by fhe homeowners association; any drainage facilities facated vn individual res'rdential lats
via easement are ta he maintained bythe respectiVe homeawners. Should the hameowners
assaciation be terminated far any reasvn, the maintenance responsibilities will become #hart
o# the indiVidual hameawners, Iocated within the Dishman GvmmQns pfat.
Generaf
Proper maintenance procedures are a necessity fvr the can#inued fiunctivning of the drainage
facifities. Imprap+er maintenance, ar lack vf attentive maintenanee measures, may result in
substantial on-site and downstream impacts. It is strongfy recDmmended thatthe homeowners
association designate an individuaf whvwill be responsible far malcing surethe maintenance
measures are irnpCemented.
Generally, maintenance personne6 ar+etv conduct a visual inspection of the drainage facilitges
immediatefy followmg asubstantial cainfalR or snowmelt eVent. This coulcf be #hat i# rained
noticeabfy hard for a short p@rivd (30 minutes ar more) or #hat it rained steadify far a Iong _
period (E hours vr more) or if asignifrcant ramfalE and then snow melt everr#, assrrciated with
a"CFainook" melt were tv occur in January, February vr Nlarch when the ground is ffQZen. Far
long duration starms, greater than 24 hours, maintenance personnel are ta inspect the
~ drainage facilities duringthe stor-m eventtv identify any developing problertis and correct them
' before they become rriajor probPems. Generaley, due tv the underlying spoifs, an inspection is
recammended anytime that standfng water rs noticed in a pand.
I . fnspect all pands, guffersand drywell grate appurtenances, rraaktng sure that they
are cfear af debris and obstructions.
2. Inspect the pvnd berms, rnaking sure the re are nv breaches ar breaks in th e
- berm Immediately repair any breaches or breaks, with a sandy lvess saif,
compacted in pPace.
3. Gheck for any erosivn at the pipe discharge pQints or at the inlets. Temporary
repairs shauld be made immediately if further rainfall vrsnow melt is anticipated
in the n earfutvre. Tempvrary repairs may inGlude fnstalling rack dprap, installing
CLG Assocaates, Jnc Page 3 of 5 - Dish►nan Cnmmons 0&M Manual
DRAINAGE PdNDS $c OTiiER DRAINAGE FACfLITIES
QPERATION & MAINTENAN~E MANUAL
geatextile fabric, andlor reconstructing the channei. An engineer should be
consulted for any permanent repairs where majar erosion has occurred. The
design engi neers at CLC Associates, Inc. can be reached at (509) 458-6840,
in Spakarae, 1Nashington.
These above noted storm eVent refat+ed visuaf ins{aections (no. 1, 2, and 3) are in additian tv
the maintenance schedules nvted for each item.
4.10 Drainaae Pantis
Freauertcv Of I nspection: Every 3 months, ort after every sform event andlor snow meft
event, whichever is more frequent. Two cfrairrage ponds are to be maintained by the
haomeowners association, a s summa rized irr Table 3. 1 aA, and Exhibit `A'. The porads
cansist of a bermed depress ion canstructed from native soils. This depression sha€afd
be sndded andlar hydra-seeded with a dryland grass mixtu re, at a minirnum. A lawn
sod can be used if regular irrigating is implernented. Monthly maintenance and
' inspec#i❑ns of the pvnd will include remvval of any accumulated debris, such as feaVes,
weeds and trash. Any abstructians which wQUlcf not aElow waterto flow freely from the
ponds via the discharge structures should be remoaed vr repaired. Additionally, the
berms vf the ponds should be inspected to insure that they are in good repair and
s#ructuraify saund, and that na outflcrw has accurred other than thraugh ths dryv►reli._
4.20 Dr►rwell5 -
The dryweNs fvr eaGh vf the drainage ponds are listed in table 3.10A. lnspection s and
maintenance of the drywells should be done during inspectinns of the p❑nds, making
sure that each of these drywe9ls is clear of vbstructions and debris, and in good
. canditian. lf there is any abstruction present, it should be remaved inamediately.
5.00 Recommended Set-Aside Funds
for PViaintenance & Future RepEacement Gosts
There will be annual cnsts to a11 homeawners to maintain the drainage facifities. ln tracts,
hvwever, there will be shared costs for ponds an easements. Similarly, #here will be
_ repPacement cosfs and majvr renovation costs af all drainage facilaties, which wiEl occur in the
future. These replacement cvsts are the responsibility of the homeowners associatian or
CLG Assaciates, !nc Page 4 of 5 Dlshman CommoRS C]&M Manual
i .
I
ORR1NAf3E PANDS Ss OTHER DRAINAGE FAcILITIES
QPERATfON & MAINTENANCE M►4NUAL
successors in interest. Future replacement and majnr renavation costs have kaeen converted
tv annual costs, in the fvrm of recammended set-aside funds.
The estinaated annuaf maintenance costs and recommended annual set-aside costs are listed
an Table S.DDA. Et Es recommended the ho mevwn ers assaciation set-aside fhese arnoun# of
funds annually, to erasure that adequate maintenance and replacement measures af the
drainage fiacifities will be implemented.
Drainage Facility pnrtuaf Maintenarace Annua4 Sef-Aside Funds fvr
Gas#s Fulure Replacement or Majar
Renvvativra
Drainage Pands $ 725 -
Drainage Ditches & Pipes $ - $ 304
Flow Cantral Structures & $ 300 $ 238
Drainage Appurfenances `
Sub-total Annual Cos#s = $ 1025 $ 538
Note. (1) Any renovation costs for ponds are included in the annual maintenancQ c❑sts.
, Table 5.OOA
Grand TotaIPyear= $1025
Casf per Ivtlyear = $12 (87 Ivts)
- CLC Associares, rnc. Page 5 af 5 L7ishman Commons CD&M Manual
C],(; 707 West 7th Ave. Plannmg
' RsSOCEates, [ne. Suite 260 Engneerisig
8pokane, WA 94204 ,4rchitecture
' (509) 458-6$40 f.andscaye Arctutechire
, {509) 458-6844 FAx Land Surveyuig
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1110 PAU pF
_i
~ PA~EMENT I)ESIGN REPORT .
0Fr+C:AL ~'l~~f'L .~'ui=NT
i_'ti 4..
~ c.~~€.~~~ , , - ~FFM
~ ~
for RECEI111 ED
PRWECTi ~ ~~~~~~1~ ~a:4 . AUG 0 $ 2000
BLIBMlTTA. # 2.. .
_ SPOIiANE CCJLINTY EiWGiNEER
REPURN' rC) CO+~~~ishann Commons
August, 2000 -
W.O. No. 99353
Prepared by:
Inlarrd Pacific Ertgineering Cainpany
767 Nre,st 7`h Avenue Suate 200
Spokane, WA 99204
(509) 458-6840
,
PAVEMENT DESIGN REPORT
for the
Dishman Commons
Spakane County, Washington ~
June 2000
, , .c• : r: ~5.,~,~..,~.%~.~`~-k
is ~et-~ ~~"'pJa ;~n-~rand,gucalc~latinns.conform:t~?tlie~applicable~.~
4-:Tl~+e~design itnpvVements;5karvn-i ?
F' • ~wr'.t
- _ •_-r, z;:>::- - , ~-'r•~;~ ~ = - ~ ` wr-
editians~af tiie+Spakaiie_~auniy Starida`rdsaf'or Roadzan~d~Sev►~er Canstr~i+~tian~aricl~the, Sp~~ka. .
~t i~~~~
] .x~i-...'`s~',',3 . - " r ~ ]r~ Ea~ys^.- :Al.y„r . f .,desfg~ . ~ '"~Y 3°^ x L•_.. ' 7"'.~' _
.~::7~~~~na - " •Yr a - - t '1-s~x .'4"'"
~;~aruntyG;uic~°elv~es$far_~tormvyater.M'anagein~nt~ ~:ile~iafiaiis~have=lieen~ap'pr=i~ved~;;
~ ~ _ _ _ _ - _ • . ~
- W ~ ~ ` a~=°'s~• - ' ' - ~~:s~,b~~~` z~'_. • - . • . <•=,'-:s'y~ °r.~"'
-~t~~ the;,Spinlcan,e ~'oun ~E-npineer~~r- a r,.o~e the~~~plans~ calcuZatioiis1~~or~,CUUSt~'uCtifltl. ~
This report has been prepared by I7caug Desmond af {CLC Assvciates, Inc. in accordance with the
AASHTC] PaVernent design pracedure Far t7exible pavements, ~
A. SG~ .
~0 ~pF wASy~~
•
• '"a,~' ~p 2281
8
, ~SS~aNAI.
~ E7CPiRE3:
Timothy A. Schwab, P.E.
Di.shman Carnmons
~ PRQ,IECT DESCRIPTTQN
I]ishrnan Commons is a30 lot sub-division (on 10.3 acres) lacated in Sectivn 29, T25 n., R45 E., W.M.
in Spokane County The proposed improvements xnclude the necessary sanitary sewer, water, rvad and
storizi driinage facilitie.s. See the vicinity map provided ui Appendix A. Half-street improvernents will be
provided alvng the north side of 15" Avenue and the east sitie of Felts Road.
SUMMARY flF DESlGN
The purpase of tYtis repart is ta summarized the results ofthe structural pavement design. The arterial
design wasperfQrmed m accordance witll the requirements afthe draft TechnacalReference B Structural
Pavement TJescgn afFlexzbde F'avemenis by Spokane County. The analysis was perfan-ned using the
AASHTD "Desigza of Pavement Structures" 1993, atld 1t 1S a 5tI'e55-IflaCilil~,T de51gF1 3pppflaGY7. The
AASHTD computec- software, T]ARWin 2.0, was uscd to perfvrm fihe calculatiQns. The results from this
calculatian for r 6`h Avenue are surnmanzed in this report and included in the appendix. The private r4ads
(Y 7`' Lane and Herald Lane) and Felts Raad wil] utilize Table 3.16 afthe Spokane County Standards per
the pre-design meetulg with Spokane Cvunty Engineers. °I`his rneans 2 inchesC7 inches for the priuate roads
and 3 inches]f inches for Felts Road. `
The SCS soils map shows the praject lirnits #Q be lcacated within a Marble sandy loam soil. (See Appendix
A). Six soil samples were obtained within the praject limits, and were classified in accordance with the
Unified Soil Classification (USC) system (ASTNT D-2487). The results are sunlnzu-ized m Table 1. The lab results are provided in Appcndix B-2. - '
In addi tiQn lo the soil cIassificatioq~a CSFt testwas cvnducted on a representative subgrade sample taken
frvria the apprvximate center ofthe site at a depth of 2 to 3 feet. The testing indicated a CBR ranging from
1 1- to 17, va.r5nng with cornpactivn for the saxnple Using the low CBR of I Y and converting this value to
Resilient Modulus, a Resilient Modulus of 16,500 psi was abtained. To accvunt for patential uariabilityaf
khe subgrade soils (using a safety factor of 1 5), the ResilientModulus was deterrnined to be 11,000 psi
The CBR tesfi results are included in the appendix.
CLC Assocaates, Inc ID I Dtshmarr commons Pavemenf Desagn Report
Ta61e I - Soil Samples
TEST Sample Location USC Designation Mg Range
PIT rnad station, offset (percent Fnes, passing {psi}
#204 sieVe) per Tech. Ref. B
1 STA 1 G+S3, 26' Rt. SF-SM 5,000 - 10,000
10 Ave. (10.6%)
2 STA 22+14, T Rt. SM 5,000 -1(l,D0d
Felts Rd ( Y 5.3°/Q)
3 STA l l+fl9, 24' R#. Sm 5,000 - 10,000
16TM AVe. (1 72%)
4 sTa i 7+4s, TLL sm 5,000 -1 0,000
Felts Rd. (18.5
5 STA 5+75, 25' Rt. Sm 5,000 - 10,000
16`h Ave. (17. b°/ff)
f SfiA 12+49, 6' Lt. SM 5,000 - 10,000
~t
T'elts Rd. (1$ 5°l0)
Table 2: Structural Pavement Section Far 16`h Ave.
Asphalt Concrete Pavement, Class A: 2" tbick
' Asphalt Gancrete PaVerrient, Class E: 2" thick
Crushed Surfacing Base Course: 9.5" thick
CLCRsso['idles, Inc D2 Drshman carnmarrs Pavement Desagn Repnrt
APPENDIX
APPENDIX A: MAPS
VTCINITY MAP
SCS SQILS MAP
APP'ENDIX B: RESIL,IENT MOI]IJLUS
RaAD RATER I]ATA
STJBSURFACE INVESTIGATION ItEPORT -
RANGE OF MC}DUC,US VALUES PER USC SOIL GR[)UP
(5P[3KANE COUNTY 7'E'GH. REFER.E1VCL' B) -
APPENDIK C
DARWin INPUT AND OUTPUT
D3
MAPS
.7:1Land Projects1993531dwg1CQVER.dwg, 4610612000 02:50:47 Plvl, ❑Ja ;
~
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a
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~ _I~------ E[OWD ~
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I - ~ -
~
r
COLLECTOR ARTERIAL
- 1993 A,ASHTO Pavernent Design
DARWinT'" Pavement Design System
i A Proprietary AASHTaW1aRET'l'
- Computer Saftware Praduct
CLC A55[]CIatES, I11C.
707 W. 7th Ave„ Suite 200
Spakane, WA 99204
- Daug Desmflnd
Flexible 5tructtaral ❑esign iVlvdufe
ooswMAN caMMoNs
_ Flexibfe Structura! Design Module Dat.a
18-kip ESALs C]ver
lnitial PerFormance Period• 863,451
Initial 5erviceability. 42
Termma! Serviceability: 25
Reliability Level 90
Dverall 5tandard E3eviativn: 45
Raadbed Soil Resilient Madulus {PSf}: 11,000
5tage Construction. I
+Calcuiated C}esign Structural Numher: 2.93
5pecified'Layer Design a
Struct. ❑rain.
Coef. Cvef. Thickness Width Calcuiated
Layer Maferial Description (Ai) (Mi) {Di} (in) (ft) SN -
1 ACP-CLA55 A .42 1 2 - .84
2 RCP-CLASS E 42 1 2 - 84
3 GSBC .14 .95 9.5 - 1.26
Tota l - - 13.50 - 2 94
Simple ESAL Calculation
Performance Period (ysars). 20
Two-Way Daiky Tra#fic (A❑T): 7,$8(}
, Percent Heavy TruCks (af ADT} FHWA
Cfass 5 or Greater: 2
Numher of Lanes In Design Directiarr: 1
Percent of Ail Trucks In Design Lane (°Io): 100
- Percent Trucks !n aesign Direction 50
Average Ini#ial Truck Factor {ESALsltruck}: 1 5
Annual Truck Factor Growth Ra#e {°Is}: ❑
Annual Truck Volume Growth Rate 0
Growth- 5irnple
Page 1
NORY HWEST AMEP~R ~
~
June 15, 2000 SUILS, TESTING & IlVSPEGT1171V
STl W Q# SOOO 198
' CUC Associates
707 West 7"' AVenue, Suite 200
Spokane, Washington 99204
' Atter►tian: iVlr Doug Desmond
Re: Addentlum to Soil Classif cation For Favement Design Recommendatians
YG" Avenue Residential T}evelopment Pavement Design
Spukane Cnunty, Washingtnn
IJear I)aug'
STI Northwest Zs pleased to submit this revised soil classification for pavenient design purposes far the
prvposed residential development to he ]ocated sauthwest of l 6th Auenue and Felts Road in Spokane County,
1'Vashtngton This rcvision is based on additionallabaraCory testing conduc#ed Qn a rcprcscntativc subgradc
sail sample.
The soil classiFieatian, as described in crur.Tune 6, 2000 lcttcr, cansists of SILTY MED1UM SAND (SM) anri
SLIGHTLY SILT`k', ME171[JM SANI] (SP-SM) A GBR test was conducted an a represerrtative subgrade
sample t.aken from the approximate site cen#er at a depth aF 2 ta 3 feet The testing indicated a CBR rangiiig
from l 1 to 17, varymg with compacticrn, far the sampfe. [Jsmg the low GBF{ 6f 11 and ccrnverting this ualue
tQ Resilient Madulus, we calcvfate a Resilierst Mpdulus of 16,500 psi To account for potentia] variabilrty
o£the subgrade soils (using a safety factor of 1.5), kve recammend using a Resalient Madulus of 11,0[}0 psi
for pavernent design purpcses. CBR test results are attached The conclusians and recommcndations presented in this reviscd lcttcr are 6ascd; in part, an the expiorabans
that 4ve perfarmed for this study and our addTtaonaI laboratory testing Thcrcfare, if variativns in the
subgrar]e conditions arc rabservcd at a latcr time, xuc may notd to madify this letter to reflect those changes
We appreciate the opportumty to be of service an this projeet If you haue any questions regarding thas Ie[ter
nr any aspects of the project, please feel free ta cantact our affice.
Smcerely, X'Q¢
STI Northwest ~~ag wAS
~
y x
r
33M
~ ~ 1 S-9doo
]ay W Logan, P E
Ge6technical Engineer
3628 E. Ferry ■ Spokane, Wa 99202 ■ Phone (509) 534-9711 * Fax (509) 534-9755
~
CBR Test @ 136.3 pct - Site Center @ 2 tv 3 feet
16th & FeIts Residential Develvpment - STI # 5OaO'198
►w,TI NC3RTHW'E5T
700
caa *
. ~
~
500
CL 4i]fl
L
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~
Q~ 300
ti
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200
~
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100
a a ._.~e--w . . . . . . . . ' . . . . . . . . . . . . , . . . . . . . . . . . . . , . . .
,
0 50 100 950 200 250 300 350 400 450 504 550 600 650
Penetrativn - inches x 0.001
~
i - , - - , , , ' ' - - - ' - - - - - - - -
_ CBR Test @ 121.2 pcf - Site Center @ 2to 3feet
16#h & Felts ReSE+den#ial aevelQpment - STl # S000198 ~
~,.~rI NORTHWEST
900 800
700
600
R •
a0(]
m L -
~ •
N •
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i
a :
300
204
100
o~ ~ , . . .
o 50 100 150 aoo 250 300 350 ava 450 500 550 600
PenetraliQn - inches x 0.401
-
, _
CBR Test @ 144.0 pcf - Site Center @ Z tv 3 feet
16th & Fetts Residential Deyelopment - STi # S0001 98 ~
~i7'~i~ NOR-~~v~EsY
9[)0 -
800
700
•
600
y
a
500
~
~
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~
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L
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300
.
,
200
100
v
0 50 100 ' 150 ' Y ' 200 250 300 350 400 450 Soa 550
Penatration - iraches x 0.001
~
- , - i - - , - -
INITIAL DRY DENSITY VERSUS CBR - 5ite Genter @ 2 ta 3 fee1
16th & Felts Residential Qevelopment - 5TI # S000198 JWJ►► NaRTHWEST
aQ
~
45
40
35 30
~
a4 25
C7 ~
zo
~ . .
15
~ •
10
. 1
5 .
v i i i i F i i i i
120 125 130 135 140 145 150
_ Dry I]ensity - pcf
z,m
`1'EST PIT LOGS
STI W.O. # 5000198
16Tb & Felts Pavement I]esign .
(See 10 & Fet#s Site Plan for tesf pit locations)
TP-1 (excaVated May 8, 2000)
Depth Interval (feet) Descriptian
0.0 to 8.0 feet IVledium dense, moist, brawn, Slightly Silty Sand- SP-Sll+1
_ (Alluvium). Changes fia slightly moist at 3.5 feet.
TS-1 @ 1.5 feet: (see attached 5ieve Analysis results)
Bottam of test pit at 8 feet. l-
No groundwater seepage abserved.
Slight caving at 0 to 2 feet
TP-2 (excavated May 2000) l3epth Interval (feet) Description
0.0 to 9.0 feet Mediurn dense, m+aist, browrt, Si1ty Sand with minor argaa2ic
' content {due to yard waste} - SM (A11uviurn). -
Changes to slightly mais# and vvithout organics at 1.5 feet.
T5-1 a,7 1.5 feet: (see attached sieve test results)
9.0 to 10.0 feet Medium dense, slightly moist, grayish brown, rnediwrs to cvarse,
Silty Sand - SM {Alluuiurn}
- Sat[om oftest pit at 1[] feet.
No graundwater seepage observed.
Slight cavang from 0 to 3 fee#.
i
, CLC Associates, Inc 5Ti W C] #5O00198
_ 16' & Felts - 5oil Classification ]une 2, 2000
STI Northwest Test Pit I.ogs Page 2
- TP-3 {excavated May S, 2000}
1]epth Interval (feet) Descriptian
0.0 xo 9.0 #'vot Medium dense, maist, brovv►i, Silty Sand -SM (Alluviurn).
Changes to slightly moist belaw 2.0 feet.
' TS-1 @ 1.5 feei (see attached sieVe test resulis)
Bottom vf test pit at 9 feet.
, No gr[aundwater seepagc;
Slight cauing fram 0 to 3 feet.
- TP-4 (excavated May 8, 2000)
Ilepth Interval (feet) Descriptian
0 0 to 90 fee# Medium dense, moist, brown, Silty Sand - SM {AlIuvium}.
Changes ta slightly mQist at 1.5 feefi.
TS-1 ?a 1.5 feet: (see attached sieve tesfi results)
9.(] tv 10.0 feet Medium dense, slightly mvist, gx'ayish brown, medium to evarse,
Silty Sand - 5M (Alluvium)
Bottam of test pit at 10 feet.
_ No groundwater seepage vbserved.
Slight caving from 0 to 3feet.
CL,C,Assaciates, Inc STI W 0 #SOUOI98
1 6°e 8c Fatfs - Sosl Classification Iune 2, 2OOp
STT hlarthwest Test Pd I.ogs Page 3
TF-5 (excavated May 8, 2000)
I}epth Interva1(Feet) Uescription
fl Q ta 8 0 faat MediuFn dense, moist, brown, Silxy Sand with occasianal calahles -
; 5M (Alluvium).
' Changes to slightly mvist belava 25 feet
T5-1 @ 15 feet (see attached sieve test results)
- Battom of test pit at S feet,
Na groundwater seepage. ~ -
' Slight caving from 0 ta 2 feet.
'i'P-G (excavated May 8, 2000)
I)epth Interva! (feet) Uescription
40 to 8[1 faot Medium dense, moistp brown, 5ilty Sand with roots -SM
(Alluviurr►)-
Ghanges to slightly mvist below 20 feet. -
T5-1 7a 1 5 feet. (see attached sieve analysis results)
Battam af test pit at 8.0 feet.
Slight caVSng from 0 to 2 feet
; NQ groundwaxer seepage
Abundant raats due ta test pit located amQng trees.
~ LABURAT[}RY REPORT PRC311ECT:~ (041- -e EELps-
SWN oRTHwEST GRAr1v slzE AnrAL YSrS rRO,F-cr riuMBER:
~ 362e EAsT FExRY AsTM017 DATE REclD
sPOKANE, wA 99202 A.AsHTO Trr e~ ~ATE TVsTEn
,
(509)534-91711 fax (509)534-9755
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~ SampEe ldentificatian: Sample Qescription.
TP-1, T5-1 [c~ 1.5 feet Slightly siEry sand (SP-SM) - AI1uvium ~0 393 TP11S1
Proje`t* 16th Ave. 8~ Felts Pavemer~t Design
0 LVca4ioli.
1 G
~ Spakane, Washington
' 4 \E~] I'~n VRT Job No : Date:
J►~1 NORTHWEST S000198 5f26104
~ PRO~:~6 t ~,k _
i~~~ E~C]'RTH~VEST LABU~ATQRY ~PUR~' ,
G.RAI1V SIZE ANALYSTS PRQ7EC'T NUMsER: S v o 0 1~ 8
~ 362$ EAST FERRY 45x'M C'Il7 DATE ItEC'b
- SI'OKANE, VVA 99202 AASHTf) 77l & r27 DA'iE TESTED
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ClAS51Fl{:ATI[3N GRAVEL GRAVEL SANQ SAND SAND FINES
5Y5TEM
5ample Edentification: Sampfe Descripfion: tab
TP-a, Ts-1 @ 'Y 5 teet silty sand (sM) - Alluviurn Na 393 rP21s1
10 p pI A~ SIZE Prvject. 16th A►~e. & Felts Pavemec~t Design
V `~/~11 1 r Locat,an:
Spokane, Wasnington
1F71 h1C~R~"H~"EST Job No.: 50O0198 Date• 5l26100
~ PRa~`: Fe ] ts
►S~~ NQR7HWEST LABQRATOTtY ~E~'ORT,
GRAIN SIZE ANALYSIS, PRO7EGT NuMBER: 5 0 0 0 19 ~
~ 3629 EAsT FF-xRY AsM crI a nATE I?JcPn
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cuAssiFrcAYioN GRAVEC GRAUEL SAry❑ SAN❑ SANO FINES
5YSTEI4i .
Sample Iden#ification: Sample Descriptron: Lab
TP-3, T5-1 @ 1.5 fee# 5dry Sand (5M) - Alluvium No 393 7P3151
Project: 16th Rve. & FeIts f'avement Design
~,7 ~ ~ ` Loeatian:
Spokane, Washingtvn
POR~' Job Na.: oate:
~~TVF NORTH1iIVEST S000198 5126100
~ LA130RATORY REPOR PR[~IECI': 6- fi rr. I 4~
-AWNQRTHWEST GRAINSIZEAlIfALYSIS PRQJECT M1MBF-R:__Sb o o s~
~ 3628 EAST FERRY ASTM C117 DATE REC'D
SPOKANE, WA 49202 AASHTO Tll A Tl 7 DA'IE TESTEO
(509)534-9711 fax (309)534-9755
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Sample Ideniification: Sampls Descriptivn Lab
TP-4, TS-9 @ 1,5 feet Silty 5and (5M) s A9fuvium No 393 TP4IS1
GRAIN S1Z'E Project: 1 fith Ave. 8~ .Felts Pavement Desigra
10 ~ Location,
Jab ~o.. $poISaf1B, WaS~1CTlC~to
yVVI NC~RTHIIVEST - sava198 Date: 5F26r00
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I 3628 EAST FERRY ASTMG]r I DA`I'E REG'D -
srOKANE, wA 99202 AASII~`~O Trs & 727 ~ATE TEsTED -
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SYSTEM
Sample Identifeation; 5ample Descriptiorr: Lab ~
TP-5, TS-1 @ 1.5 feet Silty Sand (SM) - Alluvium No 393 TP51S1
Proje~: 1 fith Ave. &Felts Pavement C?esign
~ ~ ~ ~ ~ Lacatinn:
- Spokane, Washingtan
~yff NC~~tTH RE~~ C] RT Job No.: s00019$ Date ~~~l~~"~ 5/26/00
y pRosEcr: ) ~G rFe Ji~
,a~~ NORTH'~fEST LABU~tAT[lRY ~EFQRT ,
GRAIN SIZE ANALYSIS gRaJECr NvM~ER. so a a a
1 3628 EAST FERRY ASThI CI 17 DATE REC'0
~ 5POK.ANE, WA 99202 Ar4SHTd3 Tll dc 727 DATE TES`I ED _
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~ TARE 12-1. 0 - IJASHQf1T -7 S . -Z-
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~
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SYSTEM
Sarrople Edentification: Sample C]escription: Lab '
TPf, T5-1 [cD 1.5 feef Silty Sand (5M) - Alluviurn No. 393 TP6I57 '
.
GR►k1tN SIZE Praject: 16th Ave. & Felts 'Ravement Design
Location:
5pmkane, WaShlrrgt❑r~
, Jvb MDRT~-iV11E51" Na - SdOO19$ Qate: 5126]00
~16EKE
~
a
~ NORTHWEST
June is, 2400 saLs, TFSTlNrG & lNSPEGT►DAi
5TI W.O. # 540o 198
CLC Associates
707 V4#est 7''' ,Plvenue, 5uite 200
Spakane, Was}iington 99244
Attention: Mr, Dvug I)esmond
Re: Addendum to uoil ClassiGcation lorr Psvement Design Recommendations
1e Avenue Residential Development Pavement Ilesign
, Spolane County, WaShingtau
_ Dear I}6ug: ~ -
' S'I'I NorthvHest is pleased to subtnit this revised soil- classification #'or pavment desig3n purposes for the
propased residerrtial dmlopment to be lvcated southwest of 16th Avenue and FeIts Rvad in 5pakane County,
, Washington. This zevision is baseci an additional labvratary tmling cond'ucted on a representative subgrade
- - soil sample.
T'he soil classificaticsny as described ari aur June 6,2000 letter, cans.ists af SILTY IVfEI]IUM SANi3 (SMM) and
SLIGH'['LY SIL1'Y, MEDTLIM SAND (SP-SM). A CBR test was canducW on a representative subgrade
sarnple taken from the approximate site ceenter at a depth of 2 to 3 feet. The tmting indir,ated a CBR ranpng,
framl I 1 to 17, Varylilg WIth COmp1Cr10I4, fOI t1e 53iC1g1E. USIrkg the 1[1W C.BR QF II aild GC)IdVerfm th15 VaIue
to Resilient Modeilus, we calculate a Resilient Mvdulus of 16,500 psi. To accvunt for potential variabfficy
of the subgrade svds (usir►g a safety factrar ot" 1.5), we recommend using a Resilient Medulus af 11,000 psi
for paveritern design Purposes. CTiR Eest resutts are attached.
Ths conclusions and recammendatians presented in this revised letter are based, in part, crn the ecplorations
that wr. gerfvrined fcrr this study and our additaonal lahoratory testing. Therefore, if wariations in the
subgrade r.oatditions are observed at a later tune, we nnay ne.ed to rnodify this ldtcr to reflect rthose changes.
We appreciate fhe vpparhufity to be of senfice on 4his project. If you ,4ave any questions regarding this Tcuer
_ or any aspects vf Ehe projed, Please feel fi-m to caritact our office.
Sinr,erely, Vt. LOC~
STI Norihwest
.
~1VAL I S~d~+a
I.EXPARES 061141~~ ~
Jay W. Logan, P.E
(iootmhnical Engineer
3628 E. Ferry • Spokane, W'►4 99202 ~ Phone (509) 534-9711■ Fax (509) 534-9755
CBR Test @ 'I 21.2 pcf - Site Center @ 2 tv 3 feet
16th & Felts Residential DeVelvpment - Sfii # S0001 98 ~
~.~TJ NvRTHwESr
sao
sov 700
sao `
:
CL .
. soo
~
.
~ N
~ +4Qa I
~
IL
300
200 _ . ..~m_._.~___ ~ ~ • CIM ILf
r r vi 5-
1ov • '
0~„
a 50 100 150 200 250 300 350 400 460 500 550 600
Penetration - inches x 0A01
:d
- - i i CBR Test @ 136.3 pcf - Site Center @ 2 ta 3 feet
16th & Felts Residential Develaprnent - 5T, # S0001 98 NORTHwEsT
aoo 600
- - ~
500 400
,
~ .
N
N~ ~~0
CL
• ~
200
. ~
, ~ ~ ~ ~ !~r? ?C , ~fC~•~S~`
QO
. 1--' 4
. ~
0 w, . . . . . . ~ , . . . . . . . . . . . . . . . . . . . . . . . . . .
D 50 100 150 20(] 250 300 350 400 450 50(} 550 600 550
- Penetratinn - inches x 0.001
4`
, i , - - -
CBR 7est @ 144.0 pcf - Si#e Center @ 2 tv 3 faet
16th & Felt.s Residential Development - STl # S004198
JWWJ NORTHWEST
sva $va 700
sao .
z I
°L
500
~
~
~
~ 400 ~
c~ 300 .
200,
.
roaa
~vv
o.~ _
0 50 104 150 204 250 300 350 400 454 500 550
Penetrativn - inches x 0.001
~
16-22 CML ENGINEERING R.EFER,ENCE MANUAL
aienf,. Therefore, the graWe1 equiuaient tliick- sEep 4: Ghoose tfic base and su~ba~s~ r~a
ness nF the subl~a.se is ErnailsSficr! ~,~haft t~ase tn1xt~~res;ar~., i•
inta three types. Type I is "plant
3.6 - 2.0 = 1.6 ft ktase made wii,h processed dense,
gregates. Type TI bases are made.wa~
The subbase thickness is pracessed, crusher-run, Pct-run, or*Ua -
16 ~ aggregates Type III bases are'~i~ ~
ts 1.0 - 1 6 ft sands or silty sands. Bvtli GYAe Ilrai~
III ean be eiElicr plant or rvad an
~ Untreated aggregaCc subbase rnate`r}~.
asphelt concrete 0.55" alsO be used S er~i31
P quszlity ~tfd•:
murrf strengtii requirements appIy`inLk
~:.ii~.~ instances.29
r
sGep 5. iJse f,able 16.22 or tabfe 16 23 ta desi'
pavcnzetit If the EAT, nr approximate;n `
suk~E~ase 3 60'
l~er nf truclcs places t}ae design t~etween~.
J ~ fic Classes, inter olatioi5 betwe
;a~~~~:~~-~-~L- ~~s~-. , P en Ghickn
_ basement in thc tablPS is allawr,cl. -`t
w~
r-~..
24 DESIGN'ING PURTLAN17 CEMENT .
~ CflNC7R,ETE PAVEMENT '
23 FLTLL..DEPTH ASPHALT PAVEMENTS---
SIMPLIFIED ASPHALT iNSTI'ri,}'T,E
r~ METHC)T}~7 On projects witli three or tnore latiEjs in oiie ~iirectioit
separate designs usually are mmade for the ir~side and
' Qutsic3e lanes. This resailts m steps at the bcsttoms~"af
z
• step 1. Determine the 2Q-year, 18-fcip er~ui~alez~t pa~'ement anr~ ba,se. It as cheapei° ta construct stepped 3a.xte loading (EAL) fvr the pavement sections thaii ainiform ar tapereci sections, which resul..
in increaseci svrl rerrsoual. Hgwever, in order ta provide
step 2: C]se table 16.20 to cotlverL EAL to a traffic a Liniform grading plane, it is permfssible to increa,se the~
class. thickness of the siiblaase undei• the inside lanes.30 Thi's"
• _ ste,~ 3: llse tab1~ 16 21 ts~ ~Z~ss~fy ~he subgradQ s~il tiotal tliic£cness t~[ su}abase she~uld be zised tQ design thc -
into ppor, rnediurn, or gooct-tcr"cellent cat- pavenzent for Chc inside lanes.
egories • -
cement
, .
concrete -
pavement
_ Table 16.21 ~ esshait
~ '
SLai~~rade Sc~il Cafi,egories u , subbase n~rece '
typiCaA val1te5 a99regate
, r237l1eTit base
. category rnadulus2$ CBR T{.-value c~,e~c ~ ,
trea£edg~ basemenY sail
paor 4500 psi 3 F
'AC•r.rw.a-.... ,3
medluni 12,000 $ 20
' good-to-excelIent 25,000 17 43 x;~a
Figure 18.13 Tygical Partland Cernent
Gflncrete Sectivn a~
27 `T'his rriethod cannot be usec3 iQ cleacgn gavement sections wdth •:rs
asphalt cvncrete directly over vntreate3 RgRtegate 6ases 29 5pecifically, untreated aggregate must have aininirsium CBf{
of 20 ar a m'snrmfitn R-va2ue vf 55 to he kised as a subbase I4
; 29 'I'he res:iaent madrilus is the same as ths modulus af e[n.sfxcsty rnust have a mimmum C$R of $0 of a niinzanum R-value of 78 to
of the soil. IE is uot the ss,rrue as the madulus of subgrade reac- 6e uscrl as a 6ue;. ()sher requirements exast also
kisan, k, althnugh the twta are related Fqr Paaitive values of the
_ resilient mvdulu$, MR + k x 19 4. 7'he resilient modulus is aL4sa 30 If Ghe subbase is ❑mittec3, as it Is in many rFgid pavement
apprmeimately 1500 times the Ca.lifarnia Beariug Rstia (CBk). designs, inGrcase the tAickness at Lhe base.
.
~ CT,C 707 West 7ih Ave. I'latzssing -
Associates, lnc. suite xvU • Errgineectng
Spakane, wA 99204 Architecmre
- - (509) 45&6840 Iandscape ArCtiItetture
(509) 4584M4 FAX Tand Ssr+ieeyin&
mw CL39 _/'O Ap eT a~ MaND.
; h-~-~
4~
(Yj~. r•'► ~ ~ _1
~ € ~ E e i ~ ~ _ k ~ L }
d
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9 i i, ~ ! I .N~
Sediment Yield, FIaxman Meth,od
PrvjeCt Name ISishrrtar~ ~o~°i°`"`rr~r~ns
1PE F'roject N0 ~g9~9353,I `
Engineer. Sehvwra6~
Trap IE3 wf Laritest. 5ubbasir~ '
U5C Soil CCassificatian, S Variable
Data input: Avg Annuai Precip , P r inches
Avg Annual Temp., T= 4 aegrees Fahrenheit
Avg Watshed SPope, X2 percent X2
Partic4es CourseF than 1 mrn = 3~ Percentl72 = X3
Pereent Clay in 5oif = '1(~? percent
2-yr 8tnrrr}, Square rni , Q= '143 cfs X5
Basin Srze, A = ~.3 acres
Time Period, T = months
pH at soil = S assume warse case
(PIT)I1.43 = 4 31 }Ci
110 X4
SQRT(Y) = 40.90
"l = 1672.70 tanslsquare mile peFyear
Y' = 0 218 tansf(acre'month)
Y' for Basrn = 4.49 #onsl(basin'T)
Vvlurne vf Sediment, D = 75 cubic Ft.
~ OL =ID' x /0' Trr1~bft4Y P6rtr4 r-t72 sf,prr",5~7- u.II-4.t,1040 T`fIAE
VvtUmef aF sEO1rraEIr Retqv1l'60 E4T f# p"TH c7~c Z-e55 T"9n1 3,•vct.~s
A.
~ 0 RECEIVED
. .0AUG 2000 .
sioN . t~ saOKaNE coUNrY ENct~~~~
~ ~IRES:
99353 CLC Associafes, Inc. 6l1612000
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4LC 14S.7QClATEr7i IIYC. .
PROJECFT1VFf3RN1ATJQN rYPtcAa sEcrIoIv aara
ProjacF pESHlNAIV GQMNION5 Roadway half width ENTER- 20` F'AVED WlOTH
Jah No 99353 Roari fv'sme ENTER- FELTS RDAO
pisc No l.eR or Rrght ENTER-= LEFT -
Frls Neme FELTS.PVNET'DES.W82 Edgs Type 'CYPE'6' CLfRB & G[JTTER
CaJctilated By EMT 5lation fnfar+vaf EN7ER- 5fl
I I . I ! MINIMlIM I MAXIINUNf I B
~ Il1ST. I I ~ DlST FRUM E.P. ELEY. E.P. FLEV. I
I cIe. ro i°r sLoPE EaGE I cExrERtr►vE !4.5% irvml f-2% rrvm sELECrEo IEdgsP$ve.
C/L % 5tDPE SAWCUT I 5A WCLIT CIL TQ I PRi1EMEIVT I TO EC]P ~ sawcuP to j sarvCUt ta E p,P 3 tv Ge+tfer k Edgs of Fv. TOP DF
STArIQN ELEVATIDN CIL ELEVATION I (FEET) ~ SAINCl1T k% SZOPE ~ { FE,E]) ~ edge of pvj ~ edge ofpvJ EtEV. GR.4DE ~%GRIIDE CllftB PL.
500oQ 202878 kERR t 2028 72 ~ 200 ~ -s oo G eRR ~ 1850 ~ 202798 ~20283s 1 zazs ao ~ •a 15 f ERR w2028ss
ssa oo zazs tia 4 0.80 I 202913 ~ 200 -a 5a ~ 082 I 1850 ~ zaas as ; 2a28 80 ~ 20287e I •2.12 I 116 G 202917
sfln oo zazs ss r 096 l 2029 53 ~ 200 -t 5o ~ 100 ~ 1850 ~ 2028es 202930 ~ zozs aa -s aa ~ 060 ~ 2029az
65000 203016 r 100 ~ 203013 ~ 200 -1 5Q ~ 1 00 ~ 1050 ~ 202939 2629 80 ~ 202948 -3 5& ~ 060 202987
sao aa zaaa sa ~ 094 ~ 203054 ~ 200 ~ -450 ~ 082 ~ 18 sa ~ aoas aa 203021 ~ 202988 -400 ~ o aQ 203027
75000 203067 ~ 0015 ~ 2030sa ~ 2.00 -a vr, ~ oia ~ ie sa 202989 2030 3o ~ zoaa za ~ -292 ❑ so ~ 203067
soa oa ~ 2037 50 ~ ti ss ~ zosi 47 ~ 2.00 ~ -i sa ~ 168 ~ 18.50 203073 ~ 203114 ~ 2039.72 ~ -a 1s ~ 158 ~ 2031 51
I I I I I I I E I I I I I
J 00CLJMENT1993531FELT5 F"JA+tT17E5 dPW 1 051431DO
CLcAss o cIArEs, Irvc. ti
PROJEC T 1f11FQRMAI TlON TYPlCAL SECTlQN A.4 TA
Project: olSHMAN GOMMflIVS Rvadway half width ENTER- 19.5' PAVEQ WIOTH
Jvb lVa.. 59355 Raad Name ENTER-y 16TH AVENUE
Disc No. Le{t ar Rrgh[ ENTER- RIGHT
Frle Neme. 167HS.PVMTQES,WB2 Fdge rype 70P OF CURB
Cafcufated 9y. EMT Sta[rarr fn[erusl ENTER--a 50
M1AfIMUM MAXlM[IM
015T. ' Q15TFF?QM F.P. EL£Y. E.F ELEV.
SECIL TQ % SLDPE EL7GE SEiC7'1aNLI1VE {4.5% fn]rR ( 2°./a,from &ELECTE❑ Ed9e Pave.
SECIL % SLOPE SA WCUT 5R WCUT SECIL TO PAVFMENT F4 jEDP sawcut to sawcut to E o P to Gutter Edge of Pv. TOP dF
' STATION ELEL'ATION SFC/L EL,EVA77t71Y (FEFT) 5A WGUT ! SLOPE ( FSE) edge af pv,i eofge of pv} ELEV. GR,4DE %GRADE C[1RB EI..
I ! f p d I h I I I I,
50000 ~ zoao az eRR k 2000as f 17 on 0 -1 35 ~ ERR 18 on 1 aaao- n6 f 200007 ~ 200007 ~ -a oo ~ ERR p zoao as
55000 ~ 200165 266 k 2001 46 ~ 17 QO ~ -112 ~ 2 74 1800 ~ 2001 42 I 2001 44 ~ 200144 ~ -2 00 ~ 2 74 C' 2001 63
60000 ~ 200269 I 248 j 2002ao ~ 17 on 4 .053 ~ a sa ~ 1800 ~ 2002.76 ~ 200276 r aoaz 78 ~ -z oo ~ 268 12003 17
ssa oo ~ 200389 i 200 ~ 200369 ~ 17 oo ~ -118 1 rs ~ 1800 ~ 200365 ~ 200387 ~ 200367 ~ 200 { a» ~ 2004us
70000 ~ 200438 ~ o sA ~ 200422 ~ 17 an ~ -0e2 ~ 1 06 I is aa ~ 7004 78 ~ 200420 ~ 2oa4 zo ~ -x 0o ~ i oa ~2004 59
750no ~ 200500 j a za ~ 20047s ~ 1700 ~ -i 24 ~ 114 j ya oo ~ 200475 ~ zaoa Ti ~ 200477 F -z oo 114 ~ 200516
ann ao ~ 200585 j 1 70 ~ 200567 1700 ~ -y 06 ' ti ra j 1800 j 2605 63 ~ 2005,65 S 2005s5 ~ -z oo ~ 776 ~ zoas oa
aso ao I 2006ss f 2 oo I zoQa sn ~ 1740 a -1 47 I 135 I tia oa zoos ss 1 zoos ss f 2006sa I -z oo I 186 I 2006gr
90000 I 2007 94 I 2 18 I 20 a7 73 1700 -1 24 ~ 2 26 I 5$ 00 200759 2007 74 I 200771 I -2 Op I 226 I 2008 10
95000 ~ 2009 24 I 2 80 I 200905 I 1700 -1 12 f 2 84 I 18 00 200901 ~ 2049 03 I 200903 I -2 04 ! 264 I 200942
700000 g 261063 I 278 9 201046 I 1700 -100 I 782 I 1500 201042 I 201044 I 201044 I -200 1 282 I 204o 83
105000 I 2012.06 I 2 86 2017 87 I 1700 -1 12 I 282 I 1800 I 2011 83 I 2011 85 I 2011 85 I -2 U4 I 2 82 I 2042 24
110000 C 201346 I 2 Sfl ~ 2019 20 I l700 I -1 53 I 2 BB I 1800 I 2013 18 I 2013 18 I 201318 I -2 40 f 2 68 ~ 2013 57
115000 k 201496 I 3 00 I 2014 74 I 17 00 I -1 29 I 3 08 I 16 OU I 2014 70 ~ 201472 1 2014 72 I -2 DO f 308 I 201511
120000 I 201669 I 3 26 I 201 & 44 I 17 00 I -0 68 I 3 40 I 18 00 1 201640 ~ 2016 42 201642 I -200 I 3 40 f 201 B 91
125000 l 201939 I 3 60 I 2018 28 I 1700 1 -0 fi5 I 368 I 1600 i 201824 I 2pSB 26 2018 26 I -200 1 368 1 201666
130000 I 202029 I 380 I 2020 13 I 1700 i -0 94 I 3 70 I 1& 00 ~ 202009 I 7020 11 202011 I •2Qn I 370 I 2020 50
135000 I 2022 19 I 3 BG I 202201 1 17 00 I -1 06 1 376 I 1800 ~ 2027 37 ~ 2021 99 2027 99 I -2Qn 1 376 1 202238
,400on I 2024 11 I 384 I 2023 94 r 17 00 I -1 00 1 3 88 a 18 dp I 202390 I 202392 I 202392 I -200 388 I 2024 35
145000 I 202602 1 3 82 I 2025 65 4 1 T00 I -1 0o I 3 82 1800 I 2425 81 I 2025 83 I 202593 I -200 ~ 382 2026 22
150000 I 2027 87 I 3 58 I 202760 M 17 00 p -1 24 ~ 350 18 DO I 2027 58 I 202758 I 2027 58 I -2 UO I 3 50 2827 97
155000 I 2029 48 1 3 30 I 2029 23 I 1700 f -1 35 r 326 1800 I 2029 79 I 2029 27 1 202921 I -2 00 I 3 28 202960
7800 00 I 203091 I 290 I 203064 p 1700 I -1 59 1 2 82 1800 I 203060 I 203062 I 263D,62 I -2 00 I 282 I 2031 01
166000 I 2032 31 1 280 I 2032A2 I 1700 I -1 71 2 76 1800 1 2031 98 I 203200 1 2032 ~ -2 OD I 2 76 I 2032 89
I ~ ! I I i 1 I I P I I
.11DOCUMENTl95353iSfaTHS PVMTDES OPW 1 05103100
CLC ASSOC1ATES, !1V'C. .
F'ROJECT INFORMA T1aN TYPICAL SECF1CEN bAFA
Prolecf: 0I5HMAN COMI4AaNS Roedway h&1f widEh ENTER- 14' RAVE1] W10TW
,lob 1Va ; 59353 Raad Nema ~NTER- 1BTH AVENl1E
DfSC NrJ LBft orR7C,Jh[ ENTER-.a LEFT
Frle Nsme 76THN.PVMTaES WB2 Fdge Type EDGE C1F PAVENIENT
CsfCUlated By EahdlF 5[$tPOn lnterval ENTER- 5b
~ I ! I M►NrM+1M MA,~11V1+!►dr
~ fJ15T. DlST PRDM IE.P. ~'d~EV.' E.P. EtEII
~ CIL 7O % $LaP~ ~DGiE I CEnrTER[.rnrE I f-a.s% frami (-2% from SELECTEO EdgB P8Y8.
ClL % SLDPE SAIMCUT I SAVYCf1T I CIL TD PA b'iEMEfY7' ~ TQ ,EOP ~ sawcuf to I sawcui ta E dP trs Gutter ~ ErIge of Pw. T4P OF
STATlCPN EtEVATJON CIL ELEYATdON {FEgT] ~ SAWCUF J 5L[?PE (FEET) I edge vfPY2-l edge vfPYL ELEV. l GftADE 9 JGRADE CtlRB EL.
! I I 6 I I I I I d I ~
40009 7988 30 ~ ERR ~ 1998 39 1 600 ~ -4 83 ERR ~ 94 00 ~ 1997 83 ~ 199803 ~ 198845 175 EF{f{ 199844
45000 199915 I 7 70 ~ 199911 ~ 800 ~ -067 1 84 { 14 00 ~ 199675 ~ 4998 95 199895 ~ -2 DO 180 7999 34
-0 246 200057
50000 200030 2 30 200034 ~ 600 ~ fl BT 246 ~ 14,00 1999 98 ~ 2000s6 200018 2[7
55000 ~ 2007 63 266 ~ 2001 58 ~ $ 40 ~ -0 87 2 fiff { 74 OQ ~ 2401 23 ~ 2007 43 2001 43 ~ -2 00 2.50 ~ 2604 82
soo an 200285 ~ 244 I 2002 sz ~ 600 I -3 83 20e ~ ia oa ~ 200225 ~ aoQZ aa 200246 a a oo 208 I zQaa as
65000 ~ 2003,87 2 05 ~ 2003 59 ~ 600 I -4 83 192 ~ 14 OU ~ 200322 ~ 2003,42 200342 ~ .2 00 i 1 82 ~ 200381
70000 2004 34 ~ 0 94 ~ 200414 ~ 6 06 4 -3 33 1 72 ~ 74,90 ~ 2403 78 { 200398 200398 ~ -2 UO ~ 1 12 ~ 2004,37
i 75000 2004 98 I 1 24 I 2005 79 k 600 ~ -2 83 I 1 30 14 00 I 200443 I 200483 20D4 63 I -2 (1d I 130 I 200502
a 8000U 200582 1,72 1 2005 78 I 5 06} I -0 fi7 I 1 38 14 00 I 2005.42 9 200562 2005 62 I -2 UD I 1 88 I 200601
85000 200683 2 a2 1 200684 I 600 I 4 17 1 2 12 14 00 I 200648 ; 200688 2006 50 I -2.00 I 212 I 200707
90000 200794 2 22 1 2008 07 I 600 ~ 7 17 I 234 9 1+1 00 i 200765 1 200785 1 200785 i -2no 1 234 I 2008 24
950 00 2009 24 I 2 60 ! 2909 9 S I 600 E -0 83 I 238 1 74 DO I 2008 83 1 200903 200903 I -2,00 I 2 36 I 200942
100000 201059 I 2 70 i 2070 SO I 600 I -1,56 I 2 62 1 14 00 I 201014 1 2094 34 ~ 201034 I -2.00 I 2 62 I 2010 73
105000 2011 93 I 2 80 I 2071 87 I 8 00 P -3 0CF I 262 14 00 I 20'R1.45 I 201165 2011 65 I -2,00 1 262 I 2012 U4
110000 201340 I 2 82 1 201323 I B Qd M -2 93 1 2 84 1400 I 2072 87 2Q1307 201307 I -2 00 1 2 84 I 2013 48
b 115000 2054 BO I 2 80 I 201472 I 600 1 •1 33 I 2 88 14 00 I 201436 ~ 20i456 201456 I -2Oi7 I 2 98 2D14 95
120000 2056 55 I 3 50 I 201643 I 600 ~ -2 00 I 3 42 14 00 I 201607 1 I 201627 201627 I -2 00 I 342 201666
1250[lA 2058 35 I 360 I 201825 f 600 , -l 67 I 364 I 1400 I 201789 I 201809 201809 I .200 I 364 201848
130000 202023 I 376 1 202009 I 600 I -2.33 I 3 68 ~ 1400 I 2059 73 i 2019sa 201993 I -2 00 I 3 88 I 2020 32
1350 817 I 2922 18 I 3 80 202199 f 600 I -2 33 I 380 14 00 I 2021 63 I 2021 83 2027 83 I •200 I 3 80 I 2022 22
140000 1 202405 I 3 84 202401 4 600 -087 I 4 04 ; 74 OtJ I 2023 85 I 202385 2023 95 I •200 I 404 N 2024.24
145000 1 2025.99 I 3 88 202591 I 600 -1 33 I 380 9 1 400 I 2025 55 d 2025 75 202575 I •2 00 I 380 1 2{728 14
150000 1 2027 7$ I 3 54 2027 31 I 600 -0 83 ! 3 60 1 1400 I 2027 35 I 2027 55 1 2027 55 I~ -2 OU I 360 1 202794
155000 I 2429 35 3 f S 1 202910 V fi o6 -4 17 I 2 78 _ 1400 I 2026 74 2028 94 I 202094 I •2 OU I 2 76 I 202933
tGOfl efl I 203080 2 90 d 203049 I 600 -5 17 I 278 1400 I 2034 73 2030 33 I 203033 I °200 I 2 78 I 203072
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176D 00 I 25733 38 I 2 38 J 203328 I 600 I -1B7 I 280 i 12 10 I 2033 01 1 2033 58 1 2033 78 I •1 97 1 2 88 I 203355
175000 I 2933 84 I 092 I 203385 I 6 da I 017 I 1 74 • 1 7 33 I 2033 79 1 203382 I 203383 I -1 50 I 1.34 I 203422
S 1D0CUMENi'1993531187HN FVMdDES OPW 1 05103100
~i
~
ST+DRM DRAIPurAGF AN.4CY5fS
FoR RECE[VED
AN 0 8 2000
Q I SHMAN COM MrgtlSCOuNn ENGINEER
Ii
SPaKANE CouNTY
August 2000
I
CLC AS5C7cIATES I NC.
707 V11est 7`h Rvenue Suite 240
Spokane, Wa 99204
(509)-458-6840
This repart has been prepared by the staff of CLC Rssociates inc. under the direckivn of the
undersigned professional engineer whase seal and signature appears hereon. This storrn
drainage analysis has been completed in 'n with the 5pakarae Cvunty Gu'rdelines
for Stormwater Management. p~ F wAS ~
~
~SSroNAL
~ - L E?CPiRES:
' CI_C Associnres Iric l7rshmafi Corrarnons
PuRPOSE
_ The purpose af this repvr# is to determine fhe extent vf stnrm drainage facilities,
which wiA be required to dispose af stormwater runoff created by the imprv►rements of
.the prvposed praject. In accardance wi#h the 5pakane Caunty Guidelines for
~ Stormvaater Management, fhe storm drainage facilities on this prvject will be designed
to disppse of runaff from a ten-year design storm and the first ane-hakf inch of runoff
from alf road impervia+as surFaces will be treated in grass irrfiltratian areas (`208'
swales).
ANALYS15 METHDDOLOGY
The Rational PVlethod, which is recQmmended, for hasins less than ten acres in
size, will be used to de#ermine the peak d'rscharges and runoff valumes. The Bowstring
Method wifl be used to evaluate the adequacy of the drywells and storage capacities.
A{l relevant calculations have been included in fhe appendix af this repvrt.
' PRDJECT DE5CRIPTIDN .
_ ❑ishman Cammons is a 3E3-fat subdivision (an 10.3 acres) focated bn Sectaan 29,
T 25 N, R 45 E W.M. in 5pakane County. The proposed impravements include the
necessary sanitary sewer, wafer, road and storrn drainage facilities. The stvrrn drainage
dispvsal and treatment is being accamplished in grassy swales that are locafed on
either private praperty o r within the public righ# of way. The tnpography on the site
slvpes moderately from east to west.
5heet 75 of the Soi! 5un+ev of Spakane Countv Wa. shows that the soil type for
the area of the prvposed project is:
McB - MarbEe sandy Eoam, Q to 8% sfopes: This sQil is a somewhat excessively
drained svil. 5urface runaff is slow, and there is Eittfe or na hazard to erosian.
- This soil type is pre-approved for #he use of drywells in accordance with
the 5Dokane Countv Guidelines fvr Stvrmwater Manaaement.
E CLCrissocrares Inc Dishman Cammnns
CaLcuLATioNs
The 1 0-year peak fiows for the individuaf basins on the project were calculated
using the Rationaf Methad and the Inten sity-Du ratiran-Frequency curves far Spofcane,
Medical Lake, Reardon, Gheney and Rocktord areas.
i Tabulated in the appendix is the tataf area, road impervious area, n.rnoff
coefFicient, peak flow, `2[]8' swale vvfume requiremen#, Bows#ring Valume requirement,
and number and type of dryweAs required for each of the hasins. it is assurraed far the
~ purposes of the swale design that a dauble-depth drywell has a capacity of 1 .0 cfs and
a single-depth drywe4l has a capacity of 0.3 cfs.
Cra#e Calcufations
The inlets shown for basin A, C3, C6 & C T are in a sump condition.
5pakane Cvunty Type 1
From 4-1.1 of Guidelines,
Q = CPH3"2 , where C = 3.0, P= perimeter of grate, and H= depth of water.
r• Perimeter of grate =6.13 ft, P12=3.055ft.
_ Q = 3(3.065){-50} ~FZ = 3.25 CF5
Fram the 6asin Summary Table in the appendix of this repvrt these grate
capacities are adequate for the peak flow in each basin. The catch bas9ns in a sump
cvndition have been sized to accommodate by-pass flvw from the catch basins on a
cantinuous grade.
The rest of the inlets shown on the plans and 6asin Map are ❑n a continuaus
, grade, the grate capacity calculatians have been included in the appendix of this report.
STORMWATi ER D{SPDSAL
The starrnwater generated by the prajsct will be disposed of in the `208' swales
areas and drywelis as indicated on the impravement plans and basin map. The
stvrmwater akong 1fit' Avenue wiil be cvllected and piped tra pond B, it shauld be nvted
that the actual crown on 'P fith Aaenue is actually 5-6' south of the existing painted
~ cen#erline stripe which drasticalCy reduces the actual basin size so that the amvunt of
' starmwater in that basira wilf be much less #Faan shawn irr this repvrt. The s#rarmwater fvr
the rest of the basins wiil be rauted to ponds ei#her in a piping system ❑r by curb draps.
The '208' swale vofurne as i ndECated on the Basin 5ummary Tabfe is pravided at a -
depth of six inches far alk ponds.
I
,
, ~ CLCAssociaies Inc Dishman Co►►imnns
_I
~
Appendix
~
CI C Assacaates lnc Dashrnan Con:mons
J:1Land Projecls1993531dwg1CaVER.ciwg, 06l05120[10 02:5E147 PM, DJD
I ` ~I
~
[0
o ~
d ~
. ~
< ~ . ~
• 0~-
~f~~.~~
C7 - ; ~ o
_ -----1 0 ~ -
~ J - T
OIWD
<
> ~ -
V
~ ~ = -
- - a - ~ , -
,
~ cr)
~
~
~
.
- - ~ I ; i -
]7TSHMAN CQMMONS 93353
Spokane Gounty, Washington 08107J00
10-Year Design Storrn Engineer: D3D
GRATE fNLET CALCT]LATIUNS
on ContinuQUS Grade
Inlez Basin GuCter Cross- Grate Deptli of Gutter Gutter Flow By-Pass
Basin . Street and -Peak Fla~~w, ;;Slope Slope Width , Flow Flo~+,~?didth ; Velociky Receiyed .~'1`ow Area `5tation, . '{cfs} (ftlft] 11Z {fc}": (ft) ' , ;(~t), , Cfp's}• ' " (cfs)
16TH AVENUE
Pl 5TA 5+17 S RT 1 17 00330 0.020 4 00 0 12 5.986 2 317 1.11 0.06
H;ERALI7 L.,ANE
C4 5TA 1 T+3( 36 RT 1 33 0.0075 4.024 400 D 1& 7.399 1 639 1 16 0.17
AI.LE1' '
CS 1.64 0.0200 0.020 2 40 0 15 7.463 3,106 0.93 0.71
HERALD LANE
C2 STA 11+36.36 LT [].15 0.0475 0.024 204 4] 4$ 3.264 0.882 0 14 0.01
17TH LANE
B4 STA 12f28.48 RT, 1.25 0.0600 0.024 2.00 0.12 4.895 4.014 0.94 031
17TH LANE
B4 STA 11+51.90 RT. 0.31 0.0600 0A24 2.00 007 2.902 2.130 0 30 0.01
17TH LANE
B3 STA 11+51.90 LT, 0.38 0.0600 0.024 2.00 0.08 3.132 2 363 0.35 0.03
r
This farm is in accardance with the WSDOT Hydraulic Manual Grate "Widths
5ection 5-5.1, Capacity af Znlets an a Cantinunus Grade Herringbane = 1.57' Vaned = 1.67'
wl 2" sutnp = 2.00'
rnietG .
llishrtian Commnns S990353
Spokane Caunty, Vaashiagton 08I07100
14-Year 5trvm Event Engmeer: I]]T]
INLET FLC7W CAPACZTIES
in Sump Conditions
1et sm J&r~,Mn I'n~let ~i0065 B-;asBasin Str,eet and In'leyp,e ~e~k low EP. ;QeQ'
D~aS:ta~io F ~e . ~c~fs?l Q-
- ~ - . ~ ~
.Qa J 7th Lane TYPE 1 I E
~ A1 ~ STA I1+51 90 RT GrR.ATE 0.51 ~ 0.51 3 57 ~ 033 2 09
~ 17th L.ane 6 TIFPE 1 ~ - ~ S 4
g2 ~ STA 11+51.94 LT. R GRATE ~ 026 ~ 0 26 ~ 3.67 ~ 33 I 2 09
~ Herald Lane ~ TYPE 1
C6 ~ S7'A 10+35,$8 RT. GR.ATE ~ 2.13 ~ 2 13 ~ 591 ~ 033 ~ 3 36 ~ -1 23 ~
~ 17TH LANE TYPE l
c7 ~ 5T?. 17+21.$9 RT, 2.24 ~ 2.24 4 s gi I 033 ~ 3 36 k -I ra I
I HER-ALD LANE I TYPE I I I - C I d € I
C3 ~ STA 10+36,$8 LT. ~ (.~RATE I 0.35 ~ 0 35 ~ 3.67 ~ 4.33 ~ 2 09 $ -1.74 ~
Grate Penmeters* Qa = C* YH" 1.5
Herringbone = 3.67' Where• C= 3 b, P= perimeter, I-I = Flaw Deptk
Vaned = 3 67'
WSI)01'= 5.91' * Grate Perimeker = Auailable Penmetea L7svFded by a Safety Factor af 2
Maxunum Flow pepth is based on curb crest ahove inlet.
Calculated in aecordance wrth Spokane County Guidelines far
5tnnnwater Management, SeCtian 4-1,
i J
InietSmp .
DISNMAN COMMONS
Basin Surtamary Table
Rnad Imp. House Area ariveway Tatal Peak 208' Vol. Bawstring 248' Vvl. Tvta! Area Area 18005FILat Area Imp. Area Runaff Flow 1 Req'd Vvl Fteq`d Prvv'd Dutflnw IVumher & Type
Basin (SF) {Acres) (SFf }iowses (5F) (5F) {5F) Cveff. (Gfs) (GU.tt] (cu ft) {cu.ft) {cfs} of Drywells
Al 17.455 0 40 3,992 10 1,8174 756 6,542 0 40 0 51
A2 3,993 009 3,893 00 fl 6 3,993 4 90 0 28
R 21,448 049 7,385 10 1,800 750 10,535 0 49 076 333 217 355 03 1 Smqle
81 31.212 0 72 17,766 00 0 6 17,766 056 1 17 -
B2 58,881 1 31 0 00 0 0 Q 010 0 42 -
B$ 5,723 0.13 5,723 00 0 0 5,723 0.90 0,38 -
84 42.983 0 99 5.745 40 7,200 3,000 15,945 040 1 25
B 736,799 3 1 29,234 40 7,200 3,000 39,434 0 33 3 25 1218 708 2143 2.Q 2 Doubles
C1 39,974 0 92 0 0 D 0 0 0 10 025
C2 2,676 006 2,266 00 0 0 2,266 078 015
C3 5,261 012 5.261 00 0 0 5,261 0 90 0,35
C4 34,933 0 80 20,236 00 0 Q 20,236 0 56 1.33
C5 58.780 135 8,800 60 10,800 4.500 24.100 043 1.64
C6 64.684 1 48 11,624 60 10,800 4.500 26,924 0 43 1 75
C7 89,442 205 42,531 90 16,200 6,756 35,481 0.42 2,24
C 295,749 6 79 60,748 21 0 37,800 15,750 114.268 041 7 92 2530 3328 2832 2.0 2 Dvubles
D 11,095 0 25 4,993 00 p 0 4,993 0 46 6 37 208 57 312 03 1 5ingle
E 4,708 0 11 2,271 00 q 0 2.271 049 0.17 95 4 186 03 1 Sinq[e
F 35,545 0 82 4,858 00 0 0 4,858 021 6 44 262 135 209 0.3 1 Smqle
NOFE- C= f0 9"[1h+1PERVIDLiS RRF.r4] + 6 1"{PERVIOUS AREA]1fTOTAL AREA
WHERE C = RL1iVpFF CC]EFF
y J
f~
99353 CLC ASSOCIATES, INC 81712000
Weighted RunofF Coefficient Caiculation
Projecf: DI ;HMAN CC]MMONS .
Basm: A1 GLC Jnb # S99[}353
Total Area (5F). 17455 Desrgner. OJD
!mp Flrea (SF). 6542 date: 817]2000
Grass Area (SF): 10913
Irnp. Area "C": 090
Grass Area "C": 010
{Imp Area}"(Imp "C")= 5888
(Grass Area)'"(Grass "C")= 1091
TOTAL 6979
6979
Weigh#ed „C„_ 0.40
i7455
.
- Weighted Runoff +cvefficient Galculation
Project: ❑15HMAN COMMC]NS
Basin A2 CLC Jo'b # S990353
Tatal Area (SF): 3993 Designer: DJQ
- Imp. Area (SF) 3993 ❑ate- 711812000
Grass Area (SF): Cl
Imp. Area "C". 0.90
' Grass Area "C°: 010
(fmp. Area)'`(Emp. "C")= 3594
(Grass Area)'`(Grass "C")= 4
'
TC7TAL 3594
3594
Weighted "C"- 0.90
3993
Weighted Runoff Cne'fficient Calculation
Project• D15NAlIAN COMMCl6V5
BaSin• A CI.C Jab # 5990353
Total Area (SF) 2144$ []esigner. DJD
Imp. Area (SF): 10535 E]atg. 81712000
Grass Area {5F}: 10913
Imp. Area "C": 0.90
Grass Area "C" 0.10
([mp. Area}'(1mp „C"}= 9482
(Grass Area)'(Grass "C")= 1091
TC]TAL 10573
10573
W eighted "G"= 0.49
21448
Weighted RunvfF Goefficient Calculatian
_ Praject: DISHMAN COMMQNS
Basin: B1 CLC Job # 5990353
Tota1 Area (SF): 31212 Qesigner: DJD
Imp. Area (5F)- 17766 Date, 7J1812000
Grass Area {SF} 13446
lmp Area "G" 090
-
Grass Area "C": 010
(Imp. Area)"(Imp. „C„)= 15989
{Grass Area}"(Grass "C°)= 1345
Td7TAL 17334
17334
Weighfed "C"= 0.56
31212
I
Weighted Runvff Cvefficient Cafculatian
Project: DlSHMAN COMMaNS
Basin: 132 CLC Job # S990353
Tatal Area (SF) 56881 Designer: a,JD
.
Imp. Area (5F): 0 bate° 711$12000
Grass Area (SF): 56881
ImE7. P1rLa nL."- 090
Grass Area "C° 0.10
(Imp Area)"(Imp "C")= U
(Grass Area)""(Gfass "C")= 5688
~
-
TC)TAL 5688
5588
Weighted "C"= 0.10
56881
Weighteti Runvff Coefficienf GaICUlativn
~ Project- flfSHMAN COMMONS
Basin: 83 GLC Job # 5990353
Tgtal Area (SF): 9647 Designer- QJ❑
Imp. Area (SF) 9647 Date: 81712000
Grass Area (5F): 0
Imp. Area"C": 0,90
Grass Area "C": 0.10
{Imp Area}"(Imp. „G")= 8882
(Grass Area)"(Grass "C")= 0
-
T9TAL 8682
8682
Weighted "C"= 0.90
9647
Weighted RunofF Coefficient Calculatian
Praject: oISHMAN CaMMONS
BasEn. B4 CLC Jab # 5990353
Tvtal Area (SF): 42983 Designer: DJD
fmp Area (SF). 15945 Date: 81712004
Grass Area (5F): 27038
4mp. Area "G' €3 9Q
Grass Area "C' 0.10
(Is-np. Area)*(Imp "C°)= 14351
(Grass Area)*(GrasS "C")= 2704
TOTAL 17054
17054
Weighted "C"= - 0.40
42983
i
Weighted Ruronif Cve'Fficient Calculatian
Project: DfSHMAN CC3MMONS
Basin: B CLC Jab # 5990353
~ Total Area (SF): 136799 Qesigner: ❑JD
Imp. Area (SF) 39434 ❑ate- 8l7i2000
Grass Area {SF} 97365
f m p Area "C" 0.90
Grass Area "C": 0.10
(Imp. Area)'(1rnp. "C")= 35491
(Grass Area)"(Grass "C")= 9731
-
TC]TRL 45227
45227
'W'eighted "G"= 0.33
1357g9
c
Weighted RunvfF Caefficient Calculation
Project: ❑{SHIVIAN COMMONS
Basin: C1 CLC .]oh # S99[]353
Tatal Area 4SF]: 39974 ClesEgnec: DJC?
Imp. Area (SF): 0 Dafe 711812000
Grass Area (SF}: 39974
Ir-np. Area "C": 090
Grass Area "G". 010
(Imp. Area)`{Imp. "G"}= D
(Grass Area)*(Grass "C")- 3997 T
TOTAL 3997
3997
Weighted "G"= (].90
39974
~
Vlleighted Runvff Cvefficient Caiculativn
Project: DISHMAIV COMMONS
E3asin C2 CLC Jaa # 5990353
Total Area (5F): 2675 Designer: DJD
lmp. Area (SF) 2266 ❑a#e- 7J1$l200(}
Grass Area [SF] 409
1mp. Area "G" 0090
Grass Area "G". 010
(Imp. Area)'(lmp. "C")= 2039
(Grass Area)''(Grass "C")= 41
T[JTAL 2080
2080
W eighted "C"- = 4.78
2675
Weighted Rwnaff Cae$fcient Calculation
Project' ❑I5HMAN CDMMONS
gasEn, C3 CLC Jo6 # S990353
Tatal Area {5F}. 5261 Designer. DJD
Imp, Area (SF). 5261 date: 81712[}00
Grass Area (SF): 0
Imp. Area "C": 0.90
Grass Area °C": 0.10
(Imp. Area)"(Imp "C')= 4735
(Grass Area)''(Grass °G")= Q
70TAL 4735
4735
Weighted "C"= 0.90
5261
Weighted Runai# CoefFicient Galcuhation
, PrOject: DisHMaN connMONs
8asira C4 CLC Jab # S990353
Total Area (SF): 34933 Designer: ClJD
Irrrp. Area (SF) 20236 Date: 7l1812004
Grass prea (SF)- 14697
Irnp. Area "C„ 0.90
Grass Area "C"- . 0.10
(Imp Area)`'(fmp. „C")= 18212
{Grass Area}`(Grass "C")= 1470
~
TQTAL 196$2
19fi$2
Weighted "C"= 0.56
34333
I
Weighted Runvff Coefficient CalculatFon
; Project DfSHMAN COMMONS
Basin: C5 GLC Jo6 # 5990353
Tofal Area (SF): 58780 [7e5sgner` DJD
Imp AsEa (SF)• 24100 Date 711812000
Grass Area {5F}• 34680
Imp Area "C<" 0.90
Grass Area "C,": 0.1[1
(Emp Area)'(1mp. "C")= 21690
(Grass Area)'`(Grass "C")- 3468
ZOTAL 25158
251a$
Weighted "C"= 0.43
58780
Weighted Runvff Coefficient Calculation
Project: QISHMAN CO1+d1MfJNS
Basin° G6 CLC Job # S990353
Total Area (SF): 64684 Designer: DJQ
Imp. Area (SF) 26924 4ate. 711812000
Grass Area (SF): 37760
Imp. Area "C": 0.90
GrasS Area "C": 0.10
([mp Area}'(Imp. "C")= 24232
(Grass Area)*(Grass "C")= 3776
TOTAL 28008
28008
-Weighted <'C„= 0.43
64684
Weighteci Runaff Cveffcient CalcuEadvn
PFOjecf: DISHMAN CC7MMONS
6asin: C7 CLC Job # 5994353
Tnta9 Area (SF). 89442 Designer: DJD
Emp Area {SF}: 35481 Date: 81712000
Grass Area (SF): 53961
!mp Area "+C": 0.90
Gra55 Area "+C". 0.10
(lrrip. Area)"(Imp "C")= 31 933
(Grass prea)"(Grass "C")= 5398
TOTAL 37329
37329
Weighted „C"_ 0.42
89442
VVeighted Runvff Gvefficient Calculatian
~ F°rcrject: QiSHMAN CQMMONS
Basm: C CLC .lob # 5990353
Tatal Area (5F): 295749 Qes'rgner: DJ❑
Irnp Area {SF}: 114268 Qate: 81`712000
, C3rass Area (SF). 181481
Imp. Area "C": 4 90
Grass Area "C": 0.10
(Imp. Area)"(Imp. "C")= 102841
(Grass Area}'(Grass "C")= 18148
TdTAL 120989
1209$9
_ Weighted "C"_ 0.41
295749
Weighted Runaff CoefFcient Calcula#ion
Projecf: DISNMAN COMMONS
Basin: D CLC Job# 5990353
Total Area (5F): 11095 Designer: OJ❑
1mp Area {SF}: 4993 Date: 7!1812000
Grass prea (SF): 8102
Imp. Area "C". 9D
Grass Rrea "C": 010
(Imp. Area)'(frnp "C")= 4494
(GrassPrea)*(Grass"C")= 610
TDTAL 5104
51[]4
Weighted "C"= 0.46
11095
Weighted Runvff Cvefficient Calculation
Project: DISHMAN COMM[7N5
Basin: E CLC Job # 5990353
Total Area (5F): 4706 ❑esigner: QJD
Imp Area {SF}: 2271 Date: 7118I2000
Grass Area (5F): 2435
lmp. Area „C" 0.90
Grass Area "C": 0.10
{fmp Rrea}`(Imp. "C")= 2044
(Grass Area)'"(Gfa55 "C")= 244
TOTAL 2287
2287
WeigFated "C"_ 4.49
470G
Weighted Runoff Cflefficient Calculation
Project- ❑#SWMAN CC7MMONS
Basin F CLC Job # 5990353
Total Area (5F): 35545 ❑esigner: DJQ
- Emp. Area {SF} 4858 Qate: 7f1812000
, Grass Area (SF)- 30587
Imp Area "G": 090
Grass Area "G": 010
(Irnp Area)"{Imp "C"}= 4372
(Grass Area)'(Grass "C")= 3059
TaTAL 7441
7441
Weighted "C„r = 0.21
35545
~
PEAEC FLOW CALCULATION PROJECT: UISHMaN GOMMONS
gASkN: A1
, Tot. Rrea = 0.40 Acres
Imp Area = 3,992 5F
C = 0.4D
CASE 1
50 ft. DVerfand Flaw
Gt = 0.15
L = 50 ft.
n = 0.400 '
, 5 = 0.010
Tc = 360 mira., by Equation 3-2 of Guidelines ~
86 ft. Gutter flow
Z1 = 500
Z2 = 3.50
rr= 0016
5 = 0.0314
d = 0.095 ft.
A R Q Tc Tc total l Qc
0.24 0.05 0.52 066 5.00 318 051
Qpeak for Case 1= 051 cfs
CASE 2
- Case 2assumes a Tirne of Concentratiora ress than 5 minufes sa that the
peak flow =.90(3 18)(Irnp. Rrea) = 0 26 efs
_So, the Peak flow far the Basin is the greater of the #wo flvws, 0.51 cfs
99353 BASIN.xIs CLC ASSG}CiATES, INC. 7I2512000
i
PEAK FLC3W CALCL]LATIDN PROJECT. DkSHMAN GnMMONS
BASIN : A2
_Tot. Area = D 09 Acres
Imp. Area = 3,993 SF
C = 0.90
CASE 1
0 ft. Overfand Flow
Ct = 0.15
'
L _ 0 ft.
n = 0.40t1
S = D.D10
Tc = Q.OO min., by Equa#ion 3-2 of Guidelmes -s
86 ft, Gutter fEaw
ZI = 50.0
Z2 = 3.50
n = 0,016
S = 0.0314
d = 0.073 ft.
A R Q Tc Yc tatal I Qc
0.14 0.04 0.26 0.79 5.00 318 0.26
Qpeak fvr Case 1= 026 cfs
~ CASE 2
Case 2 assumes a Time af Cvncentration 1ess Ehan 5 rninutes so that the
; peak flow = 90(3.18){fmp. Area} _ 0.25 cfs
, Sa, the Peak ffow for the 6asin is the greater of the twa ffows, 0.26 cfs
99353 BASIN xls CLC ASSC]C1ATE5, INC. 712512000
PEAK FLOW CALG'ULATION PRC]JECT: DISHMAN CQMMaNS
B►4SIN. A
Tot. Area = 0 49 Acres
~ Imp. Area = 7,985 SF - C = 0.49
CASE 1
50 ft. Qverlanei Flow
Ct = 0.15
~ L = 50 ft.
n = 0.400
5 = 0.010
Tc µ 3 60 min., by Equatian 3-2 of Guidelines
86 ft. Gutter ffaw
Z1 = 50.0
Z2 = 3.50
n = 0.016
5 = 0.0314
d = 0.110 ft.
R R Q Tc Tc tatal I Qc
0.32 0.05 077 0 60 5.00 318 076
Qpeak fflr Case 1= 076 cfs
CA5 E 2 •
Case 2 assumes a Time of Cancentration less than 5 minutes sa that the
peak flow =.90(3.18)(Imp. Area) = 0.52 cfs
Sca, the Peak flaw f❑r the Basin is the greater of the twa flows, 0.76 cfs
99353 6ASlN.xls cLc associATEs, iNC 7/25/2000
i
BDVI+'STRfNG METHOD PRaJECT: DfSHMAN COMMQNS
DETENTION BA51N DESIGN BASIN- A
DESIGNER: ❑JD
DATE: 071 25100
Time lncrement (min) 5
Time vf Canc. (min) 5.00
DutfEvw {cfs} 0.3
- aesign Year Flow 10
Area (acres) 0.49
Impenrious Area (sq fl) 7985
'C' Factar 4.49
'208` Volume Provided 355
Area * C 0.240
Time Time Inc. Infen5. Q Devel. Vol.In -Vol 9ut Storage
(i"111[l) (SeC) (fll]hf) (CfS) (CLI ft) (Ctl fit) {CU ft}
5.00 300 3.18 0.76 307 sa 217 C==
5 300 3.18 a.76 307 90 217
10 600 2.24 0.54 378 180 198
15 900 1.77 O.42 426 270 156
20 1200 1.45 035 453 3E0 93
- 25 1500 1.21 [].29 465 45(] 15
30 1800 1.04 0.25 475 540 4
35 2100 0.91 0.22 481 630 0
40 2400 0.82 020 493 720 C]
45 2700 0.74 0.18 498 810 0 -
50 3000 0.68 0.15 505 900 0
208' ❑RAINAGE PQND CALCULATIDNS
Required '208' S#orage Vvlume
= Impervious Area x.5 in 1 12 inlft 332.7 cu ft
208' Stvrage Ucrlume F'rovided 355 cu ft
- DRYWELL REQUIREMENTS - 10 YERR DESIGN STDRM
Maximum Starage Required by Bawstring 217 cu ft
Prauided Starage Volume 355 cu ft@ 6`° depth
; Number and Type of Drywells Required 1 5ingle
, {3 aoub1e
.
99353 CLC A5SOCIATES 7125l2000
PEAK FLOW C►4,LCLJLATIUN PROJECT: DISHMAN Cf]MMONS
' BASIN: Bl
Tot. Area = 0.72 Acres
Imp. Area = 17,766 5F
G= 056
CASE I
0 ft. flverland Flow
Ct = 0.15
L = 0 ft.
n = 0.400
5 = 0.010
Tc = O.a[] min., by Equation 3-2 of Guidelines
595 ft. +Gutter flaw
Z1 = 5(].0
ZZ = 1.0[]
n = 0.016
5 = 0,0080
d= a 168 ft. -
Fr R Q Tc Tc total I G2c
0.72 0.08 114 E.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
Sa, the Peak flow for the Basm is the greater vf the two flows, 1. 17 cfs
99353 BASIN xls CLC ASSOCIATE5, fNC. 7125t2000
PEFIK FLUW CALCULATIQN PRQJECT: D15HMAN CaMMONS
' 6ASIN: B2
~
Tat. Area = 1 31 Acres
Emp. Area = Q 5F
C = 0.10
' CASE 'f 355 f#. Overland F1caw
Ct = 0.15
L = 3fi'5 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 = 0.0[D80
d = 0.115 ft.
A- R Q Tc Tc fotal I Qc
0.34 0.{]6 0.42 000 5.0[] 3.1$ 0.42
Qpeak fQr Case 1= 0 42 cfs
' CASE 2
Case 2assurnes a Time of Cancentration less than 5 rninutes so that the
peak flow =.9[](3 18){1 mp. Area) = 0.00 cfs
5a, #he Pealc flow for the Basin is the greater af the two flows, 0.42 cfs
99353 BASIN xis CLC ASSOCIATE5, INC. 7i25I2000
' PEAK FtOW CALC[JLATI❑N PRUJECT: DISHMAN COMMC?NS
~ BA51N: 133
' Tot. Area = 0.13 Acres I mp. Area = 5,723 SF
C= 090
CAS E 1
D ft. Overland Flaw
Ct= [1.15
' L = 0 ft.
n = 0.400
5 = 0.010
Tc = 0.00 min., by Equation 3-2 af +Guidelines ~370 ft. Gu€ter fEow
Z'f = 50.0
Z2 = 3.50
n = 0.016
5 = 0.0300
' d = 0084 ft.
A R - Q Tc Tc fotal l oc,
DA9 0.04 0.37 3.17 5.00 3.18 0.37
Qpeak far Case 1= 0.37 c#s
CASE 2
' Case 2 assumes a Time of Cvncentration less than 5 minutes sv that the
peaEc flflw =.90(3.18}(Imp. Area) _ 0.38 cfs
5o, the Pealc flow for the Basirw is the greater oF the #wa Tlows, 0 38 c€s
99353 BA51N.xls CLC ASSQCIATES, lNC. 7125l240[}
PEAK FLOW CALCULATION PR[]JECT: ❑ISHMAN GOMMQNS
BASI N: B4
Tat. Area = 0 99 Acres
Imp. Area = 5,745 SF
, C = 4].41
GASE 1
50 fE. OverEand Flaw
Ct = 0.15
L = 50 ff.
n = 0400
S= 0010 Tc = 3.60 CT16ii.r by Equativn 3-2 vf Guidelines R_
370 ft. Gutter flow
Z4 = 500
Z2 = 3.50
n = 0.015
S = 0,0600
d = 0,117 ft.
, A Ft - Q Tc Tc to#al I Qc
037 0.06 1 26 1.80 5.40 3.08 1.25
Qpeak far Case 1= 1.25 cfs
CASE 2
Case 2 assumes a Time of Concentration fess than 5 minutes sa that the
peak flow =.90{3.1$}(Imp. Area) = 0.38 cfs
Sa, the Peak fl6v+r far the 8asin is the greater af the two flows, 1 25 cfs
99353 BA511V x)s CLC ASSQCEATES, INC 7126l2000
i
_ PEAft FLDW CALCULATI+[]N PRQ,9ECT: DISHMAN COMMQNS
BASIN: B
Tvt. Area = 3.10 Acres
, Imp. Area = 29,234 SF
•
C ! 0.33
- CASE 1 50 ft Overland Flvw
- Ct 0.15
L W 50 ft.
n = 0.400
S - 0.010
Tc = 3.50 min., by Equation 3-2 Qf Guidelines
370 ft. +Gutter flow
Z'[ = 50.0
Z2 = 3.50
n = 0.015
5 = D.[3600
' d - 0.167 ft,
A R Q Tc Tc tota! I Qc
------_~a
-y.~~._~---
0.75 0.08 - 3.24 1.42 5.02 3.17 125
;
Opeak far Case 1 ~ 3.25 cfs
CASE 2
Gase 2 assumes a Time vf Concentration less than 5 minutes so that the
peak flow =.90(3 18)(Imp. Area) = 1.92 Cfs
5a, the Peak flow for the Basin is the greater of the twp flaws, 3.25 cfs
- 99353 BASIN xfs CLC ASSOCIATES, IIVC 7126l2000
' BqWSTRING METHOD PRC7JECT: DISHMAN COMMONS
DETENTIQN BASiN DESIGN 8A51N: B
QESjGNER: DJD
DATE: Of/26I00
Time Increment (min) 5
Time of Cvnc. (min) 5.02
Outflow (cfs) 2
- aesign Year Flvw 10
Area (acres) 3.10
ImpervFOus Area (sq tt) 29234
'C' Factor 0.33
'208' Vvlume Prvvided 2143
Area * C 1.023
Time Time Inc. 6ntens. Q Devel. VoI.In Val.Qut Storage
(min) (sec) (inlhr) (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 145 1.48 1932 2400 0
25 1500 1.21 1.24 1984 3000
30 1800 1.04 1.06 2024 36[}0 4
35 2100 0.91 0.93 2050 42[}0 0
40 2400 0.82 0.84 2099 4800 v
-45 2700 0.74 0.76 2121 5400 0
50 3000 0.68 0.70 2158 6000 0
208' dRAlNAGE PaND CALCLILATICJNS •
Requireci '208' Storage Volume
= I mperviaus Area x.5 in 112 inlft 1218.1 cu ft
, 208' Storage Valume f'rovided 2143 cu ft
DRYWELL REQlJIREMENTS - 10 YEAR DESIGN STQRM
Maximum 5tvrage Required by Bowstring 708 eu ft
Provided 5#orage Uflfume 2143 cu ft @ fi" depth
Number and Type vf Drywells Required 0 SAngle
2 Douhle
99353 CLC ASSDCIAYES 7l2512400
PEAK FLaW CALCULATIC3N PRaJEC7: [71SHMAN COMMQNS
BASIN: C1
Tot. Area = 0.92 Acres
9mp. Area - D SF
C - 0.10
CaSE 1
170 ft. Overland Flc+w
Ct = 0.15 '
L = 170 ft.
n = 0.400
5 = 0,015
Tc = 6.E5 mtn., by Eguation 3-2 of Guidelines
0 ft. Gutter flow
Z 1 = 500
Z2 = 1. QD
n = 0.016
' s = a.oosa
' d = a.~~5 ft.
A R - Q Tc Tc total [ Qc -
,
- 0.23 005 0.25 0.00 8.65 2.74 0.25
Qpeak for Case 1= 0.25 cfs
GAS E 2
Case 2 assumes a Time of Concentration less than 5 minutes sv that the
- peak flow =.94{3.18}(lmp. Area) = 0.00 cfs
So, #he Peak flow for the Basin is the greaEer af the two flaws. 0.25 cfs
I 99353 8A51N xls CLC ASSOC9ATE5, INC. 712512000
i PEAK FLC]W GALGULATIDN PRaJECT: DISHMAIV COMMONS
BASIN: C2
Tvt. prea = Q 06 Acres
Imp. Area _ 2,266 SF
C = 0.78
CASE 1
20 ft. Qverland F1ow
Ct = 0.15
L = 20 ft.
n = 0400
-
5 = 0.010
Tc = 2.08 min., hy Equation 3-2 of Guidelines -
157 ft. Gutter ffow
Z 1 = 56] 0
Z2 = 3.50
n = 0016
x
S = 0.0080
d = 0.076 ft
A R - Q Tc Tc total I Oc - -
, ---R~---
Q.15 0.04 0.15 2.66 5.00 118 0.15
Qpeak far Case 1= 0.15 cfs
CAS E 2
Case 2 assumes a Time af CvnCentration Iess than 5 rninutes so that the
peak flnw =.90(3.18)(Imp. Area) = 0.15 cfs
5v, the Peak flow fQr the Basin is the greater of the two flaws, 0.15 cfs
99353 BASIN.xls CL'C ASSOCIATES, INC. 712512(]130
PEANC FLC3W CALCLILATIDN PROJECT: Q15HMAN GOMMQNS
BASIN: C3
Tat. Area = 0.12 Acres Imp. Area = 5,261 SF
C= 09(]
CASE 1
0 ft. Overiand Flow
Ct= 015
L = 0 ft.
n = 0400
S = 0.020
Tc = 000 rnirr., by Equatian 3-2 of Guidelines
95 ft. Gutter flovu ~ Z1 ; 50.0
Z2 = 3.50
n = 0.016
5 = 00080
d = 0.105 ft. .
A R Q Tc TC tDial I QG
-
0.29 0.05 - (].34 1.36 5.00 3.1$ 0.34 -
Qpeak #or Case 1= 0.34 cfs
CASE 2
Case 2 assumes a Time caf Concentration less #han 5 minutes so that #he
peak flow =.90(3.1$)(lmp Area) _ 0.35 cfs
5a, the Peak flow for the Basin is #he greater vf the two flows, 0.35 cfs
_99353 BASIN.xls CLC AS5OCIA7ES, INC 7r26i2000
PEAK FLDW CALCULATIC7N PRUJEGT: DISHNlAN CQMN{ONS
BASEN: C4
Tot. Area = Q 80 Acres
Imp. Area = 20,236 SF
C= 0.56
CaSE 1
20 ft. OverCand F9aw
Ct = 6.15
L = 20 ft
n = 0.400
5 = 0.010
Tc = 208 min., hy Equation 3-2 af Guidelines
715 ft. Gutter fIvw
Zl _ 500
Z2 = 1.00
n = 0.016
5 = D.fl3f]D
d = 0135 ft
A R - Q Tc Tc tflfial I Qc - -
0.4fi 0.07 1.24 4.48 6.56 2.76 1 24
Qpeak fvr Cass 1= 1.24 cfs
CASE 2
' Case 2 assumes a Time of Concentratian less than 5 minutes so that the
peak flovv = 90(3.1$){]mp Area) = 1.33 cfs
5a, the Peak flow for the Basin is #he greater af the t,vo flaws, 1.33 cfs
99353 BAS11V xls CLC ASSQCIATES, INC. 7I2512000
PEAK FLOW C►cILCULATION RROJECT: DlSFiMAN CC]MMaNS
BA51N: C5
' TQE, Area = 1.35 Acres
- Imp. Area = 8,800 SF
C = 0.43
CASE 1
50 ft. Over1and F[ow
Ct = C].15
L = 5(] ft.
n = 0400
s = 0020
Tc = 2 93 min., by Equation 3-2 af Guidelines ' -
510 ft. Gutter flow .
Z1 = 50.0
Z2 = 5000
n = 0.016
S = ❑.0341 F
d = 0.114 ft.
A R - Q Tc Tc total I Qc -
065 006 1.55 3.34 6.26 2.83 1.64
_ Qpeak fvr Gase 1= 1.64 cfs
CAS E 2
Gase 2 assumes a T1me of Goncsntra#ivn less than 5 miRutes sv that the
peafC fiaw =.90(3.18)(9mp. Area) _ O.5$ cfs
50, thre Peak fIflw for the Basin is the greater of the twp flows, 1.64 cfs
99353 BASiN.xis CLC ASSOCIATES, iNC. 7r25i2000
PEAK FLOW CALCULATtON PROJE+CT: DfSHMAN C[JMMaNS
' 6A51N: G6
Tvt. Area = 1.48 Acres
Imp. area = 11,624 SF
C= 043
CASE 1 -
' SD ft. Overland F1aw
Ct = 4.15
C. = 50 ft.
n = 0.400
5 = 0.020
Tc = 2.93 min., by Equation 3-2 af Guidefines l-
690 ft. Gutter flow
i
. z1-- 50.0
Z2 _ 3.50
n = 0.016
' S = d},027~ ~
d = 0.154 ft.
A R - Q Te Tc tatal I Qc 0.63 +0.[}8 1.77 3.54 6.56 2.75 1.76
Qpeak for Case 1= 1.76 cfs
GASE 2
Gase 2 assumes a Time crf Concentration less than 5 rninutes so #hat the
pealc flow =.90(3.18)(Irnp Area) ~ 0.76 cfs
Sa, the Peak filow for the Basin is the greater af the two flows, 1.76 cfs
, 99353 BASIN.xIs CLC A5SOCIATES, aNC. 712512000
PEAK FLOW CALCULATI4N PROJECT: DISHMAN CaMMONS
BASIN: C7
Tot. Area = 2.05 AcrEs
Imp. Area = 12,531 SF
C = 0.42
CAS E 1
50 ft. Overland Flow
~ Ct = 015
L = 50 ft. .
n = 0.40C]
' S = 0.020
Tc = 2.93 min., by Equativn 3-2 of Guidelines
810 ft. Gutter flaw -
Z'E = 50.0
ZZ = 3.50
n= 0016
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 fvr Case 1 = 2.24 cfs
CASE 2
Case 2 assurnes a Time of Concenfrativn less than 5 minutes so fhat the
peak flaw -.90(3.18)(Imp. Area) = 0.82 cfs
Sv, the Peak flow fflr the 6asin is the greater of the twv flaws, 2.24 efs
99353 BAsiN.xis cLC AssociATEs, iNc. 7/26i2000
PEAK FLOW CALCUL►ATI(3N PRQJEC7: DISHMAN COMMONS
BA51N: C
Tat. Area = 6.79 Acres
1rnp. Area = 60,718 SF
C= 0.41
, CASE 'f
50 ft. i7verland Flraw
Ct = 015
L = 50 fl.
' n = 0.400
s = 0.010
Tc = 3.50 min., hy Equation 3-2 af Gtaidelines
650 ft. Gutter flow ~ Z1 = 500
Z2 = 3.50
n = 0.016
5 = 0.4300
d = 0.265 ft. ~
A R Q Tc Tc tvtal I Cac
1.89 0.13 = 7.94 258 8.19 2.85 7.92 -
Qpeak for Case 'I = 7.92 cfs
CA5 E 2
Case 2 assumes a Time of Cancentration less than 5 minutes sa that the
peak flaw =.90{3.18}(Imp Area) = 3 99 cfs
5a, the Peak flvw far the Basin is the greater af the tvva flows, 7 92 cfs
99353 BASPN.xls CLC A55c]CIATES, IhIC 7f2512000
BOWSTRING METHC}D PRC7JECT: DISHMAN COMMaNS
~ pETENTIaN BASIN QESfGN BA51N= C
C7ESIGNER: DJD
pATE: 08107100
, Time Increment (min) • 5
Time vf Conc. (rnirr) 6.19
Dutflow (cfs) 2
C7esign Year Flvw 10
Area (acres) 6.79
lrnpervious ►4rea (sq ft) 60718
'C~ ~aclor 0.41
'208' Valume Provided 2581
Area C 2.784
Tirrae Time Enc. Intens. Q Devel. Vol.in ' IIvI.Qut Starage
(rnin) (sec) (inlhr) (cfs) (cu ft) (cu ft) {cu ft)
6.19 371 2.85 7.92 3940 742 3197
5 300 3.18 8.85 3559 500 2959
10 600 2.24 6.24 4528 1200 3328
15 940 1.77 493 5057 1800 3257
20 120(] 1.45 4.04 5353 2400 2953
25 1500 1 21 3.37 5478 3000 2478 `
30 1800 1.04 2.90 5577 360[] 1977
35 2100 0.91 2.53 5540 4200 1440
40 24[]0 4.82 2.28 5767 4800 967
45 2700 0.74 2.06 5822 5400 422
50 3000 0.68 1.89 5918 . fiQflD 0
208' DRAfNAGE PONa CALCULATIQNS
Required '2[]8' Starage Valume
= ImperUiQUS Area x 5 in 112 inlft 2529.9 cu ft
208' Stvrage Vvlume Prvaided 2832 eu ft
DRYWELL REQLIIRENIENTS - 10 YEAR ❑ESIGN STqRM
Maximum 5tvrage Required by Bvwstring 3328 cu f#
Pravided Storage Volume 3599 cu ft @ 8" depth
Numher and Type vf Drywelis Required fl Single
2 Dauble
99353 CL.G ASSC)CIATES 81712000
PEAK FLUW CALCULAfiION PRt3JECT: DaSH~AN CDMMONS
' 6AS'IN: D
Tat. Area = 0 25 pcres
Cmp. Area = 4,993 SF
C = 0.46
CRSE 1
20 ft. OVeCland FIDW
Ct = 0.15
L = 20 ft.
n = 0.400
S= D.C}1 0
Tc = 2.08 min., by Equation 3-2 of Guidelines
- 250 ft. Gutter flow
Z1 = 500
Z2 = 1.00
n= 0.016
s = 0.0168
d = o.~~6 ft.
A R - Q Tc Tc tQtal I ac
024 0.05 0.37 2.63 5.00 3.18 037
QpeaEc far case 1= 0.37 cfs
CASE 2
Case 2 assumes a Time of Concentra#ian Eess than 5 minutes sQ fhat the
peak flow -.90(3.18)(lmp. Area) = 0.33 cfs
So, fhe Peak f1ow for #he gasin is the greater af 4he two ffaws, 0.37 cfs
99353 BASEN.xls CCC ASSOCIAYES, INC 712512[}00
BCJWSTRING METHUD PRDJECT: DISHMAN COMMONS
' ❑ETENTiQN 6A51N C]E51GN BAS1N: D
DESIGNER: DJ❑
' DATE: 07125100
Time Encrement (min) 5
Time af Canc. (min) 5.(]0
Qui#law (cfs) 0.3
Design Year Flaw 10
Area (acres) 0.25
Impenrious Area (sq ft) 4993
'G' Factor 0.46
'208' Vvlume Provided 312
Area ~ C 0•115
Time Time Inc. fntens. Q Devel. Vol.ln ~ Val.Out 5tvrage
(min) (sec) (inlhr) (cfs) [cu ft) (eu ft) (cu f#)
500 304 3.18 0.37 147 90 57 e-=
5 300 3.18 0.37 147 9(] 57
10 600 2.24 0.26 181 180 1
15 900 1.77 0.20 244 270 D
20 1200 1.45 0.17 217 360 o.
25 1500 1.21 0.14 223 450 D Y
30 1800 1.04 012 227 540 0
35 2100 0.91 0.10 230 630 0
40 2400 0.82 4.09 236 720 D .
45 2700 0.74 0.09 238 814 Q
- 50 30[]0 0.68 0.08 243 - 940
208' aRAfNAGE PC7ND CALCfJLAT1ONS
Requ+red '208' Stvrage Volume
= Imperviaus Area x.5 in 1 12 inlft 2080 cu ft
208' Stvrage VQ9ume Provided 312 cu ft
❑RYINELL REQUIREMENTS - 10 YEAR DESIGN STQRM
Maximum Storage Required by gowstrmg 57 cu ff
Provided i#nrage Volume 312 cu ft @ 6" depth
, Numher anti Type of Drywells Required 1 5ingle
0 Dauble
99353 CLC ASSOCIATES r i25120D0
PEAFC FLOW CALCULp►TIC?N PROJEGT: DISHfVFAN COMMt]N5
BA51N: E
Tot. Area = 0 11 Acres
Imp. Area = 2,271 SF
G = 049
CASE 1
_ 20 ft. Qverland Flvw
~ Ct = 0.15
L = 20 ft.
n = 0.400
S = [1.01D
Tc m 2.08 mrin., by Equativn 3-2 of Guidelines 110 ft. Gutter flow
Z1 = 500
Z2 = 1.00
n = 0.016
S- 00120
~
d = 0,076 ft.
A R - Q Tc Tc tota9 i Qc -
-----.~~a~
D.15 004 0.17 1 60 5.00 3.1$ 0.17
Qpeak for Case 1= 0.17 cfs
CA5 E 2
Gase 2 assumes a Time of Concentration less than 5 minutes s❑ that fhe
peak flow =.90(3.18){lmp_ Area} = 0.15 cfs
~
50, the Peak flow for fihe 6asirr is the greater of fhe two flaws, 0.17 cfs
99353 BFySlN.xls CLC AS50CIATES, iNc. 7125r2000
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 l 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 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 flow =.90(3.18)(Imp. Area) = 0.32 cfs
So, the Peak flow for the Basin is the greater of the finro flows, 0.44 cfs
99353 BASIN.xIs CLC ASSOCIATES, INC. 7/25/2000
i I
~ BOWSZRING METHav PRDJECT: DISHMAN CaMM[JN5
_ DETENTIC)N BA51iV DESIGN BASIN: F
[JE5IGNER: DJD
❑ATE: 071251[}0
' Tirroe Inerement {rnin} 5
' Time af Conc. {min} 7.63
Dutflaw (cfs) o.3
Design Year Flvw 10
Area (acres) 0.82
Impervious Area {sq ft} 4858
, 'C' Fac#vr 0.21
'208'Vvlume Provided 209
Area * C 0.172
Time Time Inc. Intens. Q QeWeI. Vvl.In ~ Vvl.Out Storage
(min) {sec} (inihr) (cfs) (cu ft) (cu ft) (cu ft)
7.63 458 2.58 0.44 272 137 135
5 304 3.18 0.55 220 90 130
10 600 2.24 039 291 180 ill
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 1$00 1.04 0.18 350 540 D
35 2100 0.91 0.16 353 630 0
40 2400 _ 0.82 0.14 361 720 . 0 .
45 2700 0.74 0.13 364 819 a
50 3000 0.68 0.12 370 - 900 0
208' DRAIIVAGE POND CALCIJLATIONS
Required `208' Starage Vv1ume = Impervicaus Area x a in 012 inlft 202.4 cu ft
208' Starage Vafume Provided 209 cu ft
[3RYWELL REQUIREMENTS - 10 YEAR DESlGN STDRIVI
- Maximum 5#mrage Required by 6owstring 135 cu ft
Provided Stvrage Vvlume 209 cu ft @ 6" depth
' Number and Type of Drywells Required 1 Single
0 Dvuble
99353 CLC A55DCIATES 712512000
A2
P-2
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Prajec4 Title D65HfviFlN COMMUfVS BA51N A Prvject Engine8r CLC ASSOC1A7E5, INC
j ldr5curnent1993531dishrnan strn !nland PaciFlc Enginc=ering Co. StvrrnCR❑ v7 0
07118100 08:55.41 AM (D Haestad Methvds, fnc 37 Broaksids Rvad Waterbury, C7 06708 USA {203} 755-1658 !'age 1 vf 1
i - , - ,
, ~Cambined PipelNvde Repart
Pipe Lfpstream Downstream Length Section Upstream Dpwnstream Cqnstructed Llpstream Known ❑ischarge ❑ownstream Llpstream
Nvde Node 4ky 3rze Invert InveR Slope HGL Flew (cfs) Energy Energy
Elevativn Elevation (fUft) {it) (cfs) Grade Grade
(ft) 4{tl (fit) Zftf
P-2 A2 A1 30 DO 12 inCh 1,991.20 1,951 05 0005000 1,391 41 0.26 6 26 1.991 43 9,991 48
P-3 A1 nutkei 68.00 12 inch 1.951 05 1.99070 0005147 1,991 42 077 6 77 1,991 20 1,991 55
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ProjaCt Title ❑ISHMAN CC3MiV![]NS BR51N A Project Enginesr CLC ASSQC]ATES, INC.
j kSgcumsnt1993531dishman.s1m Enland Pacffic Englneering Ca StormCA[J v1 Q
07118100 08.54 26 AM (D Haestad Melhods, Inc. 37 Srvokside RQad 4Vaierbury, GT 06708 USta (203) 755-765$ Page 1 of I
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Project Title ❑ISHMAN GDMMC]N5 I PrQject Enginear CLG ASSDCIATES, INC.
j idocument1893531dishmanl stm inland Paclflc Engineertng Go. StorrnCAC] v1,0
08107100 02:03.31 PM (D Haestad Methods, Inc 37 Brooksids Rvad Watsrhury, CT 06708 U5A (203) 755-1655 Paga 1 of 1
i ~ - , - -
Combined PipelNode Report
Pipe Upstream Downstream E.ength Sectivn Upstream Dvwnstream Canstructed Upstream qiseharge Downstream iJpstream l7awnstrean
Nade Mode (ft) Size Invert lnvsrt Siape HGL (cfs) Enargy Energy Rim
Elsvation Elevalian (ft!#t) [ti) Grade Grade Elevatiorr
(ft) (ft) (ft) (ft) (ft)
P-2 134-2 84-1 15 00 12 inch 1.99378 1.99290 0055563 1,994 19 094 1,99357 1,99434 1.99590
P-3 64-1 63 30 00 12 inch 1,95290 1.99260 0.014000 1,99337 1 25 1,99327 1,99355 1,99590
P-4 B3 Outfet 25 00 12 inch 1.99250 1,99230 0008000 1,99304 1.63 1,99306 1,99326 1.99330
J
Praject Trt3e ❑ISHMAN COMMC3NS , Rrvject Engineer CLG A55DC1ATE5, INC
j:tdocumenri893531d1shman1 5tm inland Paeitic @nglneering Co. StorrnCAO vi ff
08107100 02 03 23 PM (D Hasstad Methads, Inc 37 8rookside Fioad 1Naterbury, CT 06708 U5A (203) 755-1568 Pags 1 ❑P 1
- i - . A
Out et
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C7 P-3 ~3
P-1
C6
prpjsct Title OISHMAN CQMMDNS Pr9ject EngEneer, CL.C ASSQCIATES, INC
j Idraument1993531dishman2 stm 9nland Pacific Enginsering Cv. StormGAC+ V1 0
❑81071i70 ❑1.51 '19 PM (PHaestad Meihods, Inc. 37 8rooks€da Road Waterbury, CT 06708 USA (203)755-166fi Page 1 af 1
i- - -
Camhined Pipe/Node Repvrt
PEps Upstream Ovwnstrearn Length 5ection LJpstream Qawnstream Construeted Llpstream Discharge Qawnstream Upstream bownstrearr
Node Node (ft) Size Invert Invert 5lape HGL (cfs) Energy Energy Rim
Elevativn Eievatian (ftlft) (ft) Grade Grade E€evation
{ft} (ft) {ff} {ft} (ft)
P-3 G7 C3 49 40 32 inch 2.00973 2,09 as 0064858 2,[}1Ci 64 224 2.01057 2,01078 2.011 14
P-1 C5 C3 30 QO 12 inch 2,00964 2.00949 0005000 2,01058 1 76 2,01062 2,01066 2.011 14
P•2 C3 Outlet 44 DQ 12 inch 2,00939 2.00900 0008864 2,016.27 4 35 2,01044 2,01082 2,00950
Praject Titta DISHMAN COIN1MpN5 Project Engineer CLC ASSpGIATES, fNC.
j:ldocumer►t1983531dishman2stm Inland PaclFlc Englneering Ga. StvrmCAQ v1 0
08107100 ❑1 51,11 RM CD Haestad Methods, Inc 37 Brookside Rqad Waterksury, CT 06708 USA [203] 755-1666 Page 1 of 1
Qutlet
Z~
P-3
C2
C7
P-2
C4
.
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Project 7itle• DISMMAN GQMlV1C1NS F'rv'$cY Engineer CLC ASSC?CIATES, INC
1,Advcument1983531dishrrsan3 strre Inland Racific Engineering Ga. 5tormCAD v1 p
08107100 01 '36'32 PM 0 Haestad Methods, Enc 37 Brvakside Ftoad Waterbury, CT 06708 USA (203) 755-1886 Page 1 of 1
CQmbined PipelNode Report
Pipe Upstream CJVwnstream Length Sechon upstraam Dawnstrsam Canscnucfed UpStream Discharge Qawnstream Upstream bowristrearTi
Node Nade {ft} SizS Irsvert lnvert Slopa HGL (cfs) Energy Energy Rirt1
Elevativrr Elevation (ftlft) (ft) Grade Grade Elevatian
{ft} (f(} {ft}- (ft) (h)
P-1 C5 C4 2800 10 inch 2,00954 2,00940 0005000 2,01046 1 64 2,01051 2,070 ,50 2,01235
F'-2 C4 C2 30 00 12 inch 2,00940 2,00840 0033333 2,01024 288 2,010.39 2,01050 2,01235
P-3 C2 Outlet 35 OI} 12 inch 2,009 25 2,00900 0016667 2,010.00 303 2.01023 2,010.36 2.01000
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Project Tit1e DISHMAN CpnnMC3NS Project Engineer; CLC A55OCIA1'E5, INC
j:ldocument1993531d{shrrean3 stm Infand Paclfic Engineering Go, 5tormCRC7 v1 0
08107l00 01,42 30 PM 0 Haest,ad Metkiods, lnc 37 Braakside Road Watsrbury, CT 06708 USA (203) 755•1688 Page'1 of 1
i
BASiN A2
Worksheet for Gircular Channel
Project Descriptian
Project Fife j.1docurnent199353199353.fm2
Worksneet DlSHMAN CC]MMOtiS PiPiNG GALCULATIDNS
Flowr Element Circular Channel
Method Manning's Formula
Safve For Channel Depth
lrsput Data
Mannings Goefficient 0.009
- ChanneE Slope C7.0050[][] fllft
Qiameter 12.00 in
Discharge Q.26 cfs
Resufts
Depth 0.18 ft .
Flow Area 0.10 ft3
Wetted Penrneter 0.88 ft
7vp Width 0.77 ft
Critical Qepth 021 iC
Percent Full 18.10
CEitical 59ope t1.002752 ftlft
VelOCIty 2.6$ fuS 'VElocrty Head 0.11 ft -
5pecific Energy 0.29 f4
Frnude dVumber 1.33
Maximum Discharge 3.91 efs - -
Full Flow Gapacity 3.64 cfs
Full Flow Slape 0.000026 ftift
FIow is supercritical
'
08I08l00 Academic Edifion FlvwMaster v5 17
08 28:12 AM Haestad fu7ethcds, Inc 37 Broakside Road Waterbury, CT 05708 (203) 755-1656 Page 1 of 1
Bf'ISIN A2&A1
Worksheet fvF Circular Channel
Project ❑escription
Project File a.ldocurnent199353199353.fm2
Worksheet DISNMAN COMMON5 PfPING CAL+CULATIpNS
Flow Element Circufar Ghannef
Method Manning's Formu1a
5olve Fgr Channel Depth
[nput Data
Manmngs Coefficient 0.009
Gharrrrel 51ope Q.005000 ftJ#t
Diameter 12.00 in
Discharqe 0.77 cis
Results
Depth 031 ft
Flow Area 021 fta
Wet#ed PenmeteE 1.19 ft
Top Width 0.93 ft
CritiGa➢ Depth ' 037 ft
Perceni Fuli 31 23
Critical Slope 0002721 ftlft
Velocity 3 68 ft15
Velociiy Head 021 ft
Specifc Energy 0 52 ft
Frpude Number 1 36
INlaximum ❑ischarge 3 91 cts -
Full Flow Capacity 3 64 cfs
Full Flow Slape f} 000224 ftift
Flow is supeicritical
4$f08100 Rrdemic Edition FlowMaster v5 17
0$.27 14 AM Haestad Methods, Ine. 37 Brookside Road Waterbury, CT 06708 (203) 755-1665 Page '1 csf 1
BASIfV BI •
Worksheet far Circular Channel
Rroject DescriptEon
Presject File j:ldocument199353199353.frn2
Worksheet DISNMAN COMMClN5 P1P]NG CALCULATIQ3N5
Flow Element Circular Chaeinel
Method Manning"s Fanmula
SoIve Far Channel Deqth
Input Data
, Mannings Coefficient 0.409
+Channel Slape 0 030000 fklft
Diameter 1200 irr
Discharge 9.97 cfs
Result5
Qepth 0 24 ft
Flow Area 015 ftz '
V►letted Perimeter 1.03 ft
Top Wuith 0.86 ft
Critical Depth 0.46 ft
Percent Ful! 24.47
Critical 51ope fl 0028-4fi ftlft
VeleCity 785 ftls `
Velociry Head 096 ft
Speckfic Energy 1 20 ft
Froude Number 333
Maximum ❑ischarge 9 59 'cfs - -
Fuli Flow Capacity 8.91 cfs
Full Flow Slope 0.000517 fVft '
Flow is supereritical.
' pg/pgipp Academic EdiUon FfowMaster v5.17
08•28 22 AM Haestad nnethvds. Inc 37 Brnokside Rflad Waterbury, CT 05708 {203} 755-1666 Page 1 crf 1
BASIN B4
Worksheet fvr Circular Channel
Praject Description
Project Fiie j:ldvcurnent199353199353 fm2
Worksheet Q15HMAN CCJMMONS 'PIPING GAk.CLJLAT16JN5
Flow Elernent Circular Channel
Methcrd Mannirag's Forrnula
5olve For Channel ❑epth
_ Input ❑ata
Mannirrgs CoeHieieni 0.009
- ' Channel Slope 0.01 0000 ftlft
❑iameter 12.00 in
Discharge 1.25 cfs
Results
[Dep#h 0.34 ft
Flow Area 0.23 ftx
Wetled Perimeter 1.24 ft
Tap Width 094 ft
Gritical Dep4h 047 ft
Percent Full 33.56
Gritical 51ope 0A132878 ftlft
Veloeity 5.40 ftls 4
Velociry Head 0.45 ft
Specific Energy 0.79 ft
Froude Number 1.92
Maximurn C]ischarge 5.54 cfs - -
Fu16 Flow Capacity 5.15 cfs
FuA Flow Slape fl 000590 ftlft "
Flow i5 5upercdtical
, D8148100 Acadamic EditiQn Flowl'VlaSter v5.17
08.28 56 RM Haesfad Mefhods, Inc 37 8mokside Road 1Matertlvry, CT 067(38 (203) 755-1666 Rage 1 of 1
- BASIN B3&B4
Worksheet far Circu9ar Ghannel
Project C]esceiptian
Project F91e j•ldocument199353199353.fm2
WorkSheet DISHMAN COMMONS R!F'ING CALCULATIi}N5
Flaw Element Circular Channel
Method Manning"s Foemula
Solve For Channe! aepth
- Enput Data
Mannings Coeffcient 0.0[]9
- Ghannel Slope 0 008000 ftlft
Diameter 1200 in
Discharqe 1 63 cfs
Results
pep#h 0.41 ft ,
Flow Area 0.34 ftz
Wetied Perimeter 1.39 ft
Top V'ilidth 0.98 ft
Critical Depth 0.54 ft
Rercent Fu11 41 10
Gritical Sfope 0 003062 ff1ft
Velocity 5.36 ftfs Velocity Head 0.45 ft
Specific Energy 0.86 fit _
Froude Number 1.70
Maximum 'Dischavge 4.95 'cfs -
Full Flaw Gapaciky 460 cf5
Full Flow Slape 0 001003'ftlft
Flow is supercntrcal.
08108/00 Academic Edition FlowMasYer u5 17
08 29 39 AM Maestad Methods, fnc. 37 Brooksids Road YVatert7ury, GT 06708 [203] 755-1666 Page 1 of T
- - 6A51 N C4
; Warksheet for Circ+aiar Channel
f'roject Description
project File 1.ldvcumerr[199353199353.1`m2
Warksheet afSHMAN CaMMC7N5 PlPING CALCULATkQNS
Flow Eiecnent Circu6ar Channel
Methad Manning"s Forrnula
, Salve Far Channel Depth
9npu1 Data
Mannirags Coefficient 0.009
Channel Sfope a 0 10000 fvft
❑iameter 12 00 in
Discharqe 133 cfs
Results
. Depth 035 ft
Flow Area 024 Ra
Wetted Perimeter 1 26 Ft
Tap Width 095 ft
Cntical Depth 0.49 ft
F'ercent Full 34.58
CritFcal S1ape 0A02913 ftlft
VeIQGVty 550 ftls
Velocity Head 047 ft
Specific Energy , f3 82 ft
Froude hlurnber 1 92
Maximum Discharge 5 54 -cfs - " -
FuIR Flow Capacity 5.15 cfs
Full Flow Slope 0.000668 fUft "
Flow ss supercritical
08108100 Apdemia Edilion FfawMastes v5 47
08 30:44 AN1 Haestasi Methols, Inc 37 Brookside Road Watertzury, CT 06708 (203] 755-1866 Page 1 vf 1
i
_ BAS1N C5
Worksheet fmr Gircular Channel
Project Descrrption .
Project File j.ldocument199353199353 fm2
1Norksheet OISHMAN CQMMONS F'IPING CALCULATIC3N5
Flow Element Circular Ghannel Method Manning's Forrrtula
SoIVe Fvs Channel Deqth
lnput i7ata
Mannsngs G4efficient 0A09
Channel SPape 0A1 0000 tUft
❑iameter 10.00 in
Qischarge 1.64 cfs
Results
Depth 0.43 ft
Flow Area 0.2$ fta
Wetted Perime#er 133 ft
Top Widlh 083 ft
Cntical Dep#h 0.57 ft
Percent full 51.07
Cntical 51ope 0.003990 ftlft
. Vefoaty 5.85 ftls `
Velocity Head 0.53 ft
Specific Energy 096 ft
Froude Number 1.78
Maximum Discharge 3.40 -cfs - -
' Full Flow Capacity 3.16 cfs
Fufl Flow Slope 0.002686 ftlft u
Flow is supercritica1
0810alpp Ar,ademic EdEtian FlowiNaster v5 17
08 30 31 AM Haestad Methods, Inc. 37 Brvvkside Road Waterbury, CT 05708 {203} 755-1656 Page 1 flf 1
8ASlN G6
~ Wvrksheet tor Gircular Channel
, Pro;ect Description
Praject File j:ldocument199353199353.fm2
Warksheet D15HMAN COMMGiVS PIPING CALCULATl47NS
i Flow Elemenf Circular Channel
Method Manning's Frsrmula
Salae For Channel ❑epth
- Inpu# Da#a
Mannings Coefricient 0009
- - Channel Slope 0.4705000 ftfft
aRarneter 1200 in
Discharge 1 76 cfs
Results
❑epth 0 49 fit
Flow Area 038 ft2
Wetted Penmeter 'I 55 ft
Top Widtih 1.00 ft
Cntical Depth 056 f#
Percent Full 4904
CritrcaP Slope 0 003136 ftlft
Velvcity 4.59 ftls `
Velacity Head 033 ft
5peafic Energy 0.82 ft
Froude Number 1.31
Maximum Discharge 3.91 cfs - -
Full Flow Capacity 3.54 Gfs
Full Flow Slape 0.001170 ftlft
Fiow ss supercritieai.
❑81p6100 Academic Edition FIrnwMastsr v5.17
08'37 00 AM Haes4ad Methods, Inc. 37 gmakside Road Watertiury, C7 06708 (203) 755-156$ Page 1 af 1
6A51N C7
Worksheet for Circular Channe!
Prnject Descr'sptiorr
Praject File j.ldacument199353199353.fm2
Worksheet DISFtMAN CDMMONS PIPING CALCI]LATIQNS
' Flow Element Circular Channel
Methvd Manning's Formula
- Sokve For Ghannel ❑epth
lnput Qafa
, Mannings Goefficient 0.009
Channel Slope 0.005000 fvft
DiamEfer 12.00 m
Discharge 2 24 cfs
Results
Depth 057 ft
Flow Area 0.46 ftz
Wetted Perimeter 1.71 ft
Top Width 0.99 it
Critical0epth 0.64 #t
Percent Full 56.73
Critical 51ope 0.003461 "f#!!ft _
Velocity 4 87 ftls `Velocity Head 037 ft
5pecific Energy 094 ft
Froude Number 1 26 Maximum Discharge 3.91 -cfs Full Flow Capacity 3.54 cfs
Full Flow 51ape 0.001895 itlft
Flow is supercritical.
i~
08108140 AcadsmiG Ed+tivrr FEowMaster v5.17
08:31.46 AM Haestad Methods, Inc 37 6roakside Raad Watertsury, CT 06708 (203) 755-1666 Page 1 af 1
6ASIN Cfi&C7
Worksheet far Circular ChanneE .
Prvject Descnp#ion
Praject File j ldacumen#199353199353.fm2 .
_ Worksheet DISHMAN COMMC?NS pIP[NU CALCULATIUNS
Flow Element Circuiar Channel
Method Manning's Formufa
5olve Far Chaneael Depth
I'nput Data
, Mannings Coefficient 0009
~ Channel 51ope fl 010000 ftlft
Diameter 1200 in
aischarge 400 cfs
Results
Depth 066 ft
Flovv Area 0.55 ft2
Wetted Perimeter 1.90 ft
Top Width 0.95 ft
Critscal 'Clepth 0.85 ft
Percent Ful# 5fi.27
Critical Sfope 0.005715 ttlft
Ue1ocity 7 24 fUs '
Velocity Head 0.81 ft
5pecific Energy 1 48 ft
Froude 1Vumber 1 67
Maximucn Discharge 5.54 cfs -
Full FIvw Capacity 5.15 cfs
Full Flow Slope 0.006I142 ffJft -
FIOkN IS SWp@6CfIt1caF.
08148i00 Academic Edition FlowMaster d5 17
' 08:32 42 ARR Hasstad Methods. lnc. 37 Brookside Road Waterbury. C7 06708 (203) 755-1566 Page 1ofi 1
I
_ BASIN C2$G48C5
Warksheet tor Circular Channel
Project Descnptian
Praject File j:ldacurnenf199353199353.fm2
WarkshEet QISHMAN COMMQNS PIPENG CALCULATfQNS
~ Flow Efemen4 Crrcular Channel
Me#Frad Manning"s Formula
Solve Far Channel Depth
Input Data
{Vfannings CaeKcient 0009
Channef 51ope 0 010000 ttlft
DiarReter 12 00 in
❑ischarge 312 cf5
Rssults
Depth {J.56 ft
Flow Area 0.45 it2
Wetted Perimeter 1 .69 ft
Top Width [}.99 #C
Critical Depth 0.78 ft
Percent Full 56.19
Gntical Slape 0.0(}4327 ft1fl
Velocity 6.87 Tt15 `
VelQCity Head O.73 ft
SpeGific Energy 1.29 fC
Froude Number 1.79
Max3mum ai5charge 5.54 -cfs -
Full Flow Capacity 515 •cts
Full Flow Sfope 0 003676 ftlFt "
Flow is SuperCfltlCal.
08108/00 Acaderr5ic Edition FlsswMaSfer v5.17
08 33 54 AM Maestad ARethvds, Ine. 37 Broakside Rvad WaRerOury, CT 06708 (203) 755-1656 Page I af 1
BP+,SIN C6&C7&C3
Worksheet for Circular Channel
, 9'roject De5cription
PrDject File j:ldocurr¢ent199353199353.fm2 ,
WorkSheet ❑ISHMAN CflMMONS F'IPING CALGIJLATIt3NS
Flow Element Circular Channel
Method Manning's Farmula
_ 5olve For Charanel Depth
~
~
lnput Data
~ Mannings Goefficient 0009
_ Channel 51ope 43 010000 ftIfl
Diameter 1200 in
Qischarqe 4 35 cfs
Results
❑epth 0.71 ft
Flow Area , fl.53 it2
- Wetted Perimeter 1.99 ft
~ TDp Width 0.91 ft
Critical Uepth 088 3t -
Percent Full 7052
Cntical Slope D 006465 ft]ft
lAelocity 7 35 fils ~
Velacity Head 084 fE
5pecific Energy 154 ft
- Froude fVumber 1 61
{VYaximum Dischacge 5.54 -cfs -
Full FEow Capacity 5.15 cfs
Full Flow 51ape 0.007146 ftJft '
Ffvw is supercritical
081[1810(3 Academic Editian F1owMascer v5.1 7
08 33 06 AM Haestad Methods, Inc. 37 Brooksids Road Waterbury, CT 067[}$ (203) 755-7665 Page 1 eo-f 1
_i
~
~ OFFICIp,~-~ P~rP± tC ~7 1 DfL4lNAGf ANALYS15
S!`~~+-~.jKANE Cy~UIN, i,'4r,1,NEM`8 0rFMFVR
.~L RECEI'~1ED
_ 0 M17 ~
P~n~EC-rO S:.rU,VrTAa ht , AUG 0 8 2DO0
P%E7UP1jT0C0U-NQa ,A,_W,N CQ M ~ ~ ouNrY ENGlNEER
SPC3KANE COUNTY
_ August 2000
CLC A550CIATES INC.
707 West 7'h Avenue 5uite 200
5pakane, Wa 99204
_ (509)-458-6840
This repart has been prepared by the staff af CLC Rssociates Inc. under the directian Qf the
undersigned prDfessional engineer vuhose seal and signature appears hereort. This storm
drainage analysis has been completed in with the Spokane County Cuidelines
for Stormwater Managerrient. fl`~ F w,~~ L°~
Y
m ~
~SSIDNAL
~ EtpiREs:
•r
CLCAssoGrates Jnc Dishnaan Con¢morrs
i'
PURPOSE
The purpvse vf this repQrt is to determine the extent of starm drainage facilities,
which will be required to dispose of stormwater runaff crea#ed by the improvements of
, the prapased pro}ect. In accardance with the Spakane County Guidelines for
5tarmwater Management, the storm drainage facilities ❑n this prajec# wili be designed
to dispase af runaff feom a ten-year design storm and the #irst one-half inch of runoff
from aII road imperviaus surFaces wiCl be treated irt gfass infiltrativn areas {`208'
swales}.
ANALY5IS METMC?DDLVGY
The Rationa4 Methad, which is recammended, for basins Iess than ten acres in
size, will be used to determine the peak discharges and runaff uolumes. The Bawstring
MethQd will be used to eValuate #he adequacy of the drywells and storage capacities_
All relevant cafculations have been included in the appendix vf this repork.
PROJECT QESCRfPTIQN
Dishman Commans is a 30-Iot subdivision (on 10.3 acres) lacated in 5ectivn 29,
T 25 N, R 45 E W.M. in Spvkane Caunty. The praposed improvements include the
- necessary sanitary sewer, water, road and storm drainage facilities. The storm drainage
dispasa6 and treatment is bekng accomplished in grassy swa9es that are located vn
either private prvperty or within the public rigFut of way. The #vpagraphy an the site
slapes moderafefy from east to west.
Shect 75 crf the Soil Sur►rev of SpQkane CountV Wa. shows that #he sai1 type far
the area of the prvposed projsct is:
McB - Marble sandy loam, to 8°Io SEC7peS: ThfS SofI IS a 5afi1@Wha$ B)CCeSSIVeg]I
cirained svil. SurFace runofF is slow, and there is little or na hazard to erosion.
This soif type is pre-approued for the use of drywells irr accvrdance with
the Sqokarae Cvuntv Guidelines for Sfiormwater Manaaement.
CLC Assoctates Irr6 I?ishrrarrn Comn:ans
CALCULATIC3NS
Ti he 10-year peak flaws far the individual basins on #he project wer+e calculated
using the Ratiortal Method and the Intensity-Durafio n-Frequency curves for Spokane,
Medical Lafce, Reardon, Cheney and Rdckfvrd areas.
~ Tabulated in #he appendix is the tofa9 area, rflad ;mpervious area, runoff
caefficient, peak flow, `208' swale volume requirement, BawsirEng volume requirement,
i- and number and type of drywells required far each of the basiras. It is assurned for the
~ purposes of the svvale design that a double-depth drywell has a capacity of 1.4 cfs and
asingle-depth drywell has a capacity of 0.3 cfs.
Grate Calcu'lations
The inlets shown for basin A, C3, Cfi 8 C7 are in a sump cortdifion.
5pakane County Type `i
Fram 4-1.1 of Guidelines,
Q= CPHWz , where C= 3.0, P= perimeter of grate, and H = depth of wafer.
• Perimetec of grate = 6.13 ft, P12=3.065ft.
Q= 3(3.065)(.50) 3/2 = 3.25 CFS
Fram the Basin 5ummary Table in the appendix of this repart these grate
capac%ties are adequate for the peak flvw in each basin. The catch basirrs in a sump ~
conditFOn nave been sized to accQrnmodate by-pass ffow from the catch hasans vn a
cantinuvus grade.
The rest of the inlets shawn ora the pEans and Basin Map are an a con#inuous
grade, the grate capacity calculativns have been included in the appendix of this _repart.
SZt]RMW►4TER DISPQSAL
Th e stvrmwater generatecf by the p rvject will be dispased of in the `208' swaEes
areas and drywells as indicated arr the improvement plans and basin map. The
stormwater alang 1 fi1'hAvenue vuill be caflected and piped to pvnd B, it should be nvfed
that the actual crvwn on 16 t" Avenue is actually 5-6' sauth of the existing painted
centedine stripe which drasticakly reduces the actual basin size sv that the amvunt of
stmrrnwater in that basin wifl kae much Iess than shvwn in thss repart. The stormwater far
the rest of the basins will be routed ta ponds either in a piping system or hy curb drops.
Th e `208' swale valume as ind icated Qn the Basin Summary Tab1e is prvuided at a
depth of six inches for ail pands.
CLCrtssociares Inc Dislin:urr Camnrans
Appendix ~
-
~
•ey
CLC Assoc+ntes Inc I`hshman Crrmrnons
R
~
4-J
~ Qc) ~
- IS co i_ <
N 1 N >
oo_
~
- ~
- - ~
0
~ ~
~
~
a{'o'fllld 117=09=Z9 OODZ190190`(Innp°N~II1O316MP1£SE66lSlOafold PuUT-t'
- - - , - , - , - i - , - ,
BISHMAN CflMMONS 99353
Spokane County, Washzngton 08I07100
1 Q-Year Design Storm Engineer: D.TD
CrR.ATE 1NLET CALCULATI[JNS
an Gontx«uous Grade
• - ; _ inlef ..-Ba-sin . 'Gutt-er ' . Cross- Graie T]epth of [sutter Guiter Fl4w By-Pass
Bas1n Sti-eet.and ; Peak F low . : Slape Slope Width F1aw Flaw Width Velocity ' ReceiVed, Floiy
Area Statian (cfs) . . (ft1 ft)-, = - • - 1fZ (ft) , (€t) - (ft) UFs} (cfs) (cfs)
15TH AVENU$ ~
B 1 STA 5+17.5 RT. 1.17 0.0330 0.02(} 4.04 0.12 5.986 2.317 1.11 0.46
HER.ALL) LANE ~
C4 STA 11+36.36 TfT. 1.33 0.0075 0.024 4.00 0.18 7.399 1.539 1 15 0.17
ALLEY -
C5 1.64 Q.02{]0 0.020 2.(}0 - 0.15 7.463 3.106 0 93 (].71
HERALL7 LAfi1E I
C2 STA 13+36.35 LT. 41.15 O.0075 0.024 2.00 0(}8 3.264 0.882 14 0.01
I7TH LANE
B4 STA 12+28.48 RT. 1.25 0.0600 0.024 2.60 4.12 4895 4.014 0.94 031
17TH LANE
B4 STA 11+51 90 RT, 0.31 0.0600 0.024 2.00 007 2.902 2.130 0.30 001
17TH LANE
B3 STA 11+51.90 LT. 0.38 0.0600 0.024 200 0.08 3.132 2.363 0.35 003
. ~
~
This form is in accordance with the W5DOT Hydraulic Manual Grate WAdths
Sec[ion 5-5.1, Capacity of Inlets on a Ccantinuous Grade Hernngbone = 1.67'
' Vaned = 1 67'
wl 2" sump = 2.00'
4
inletC
aishman Commons 5990353
Spvkane County, WashiragfQn 0$l07f04
10-Year Strom Eaent Enganeer D.TD
INLET FLOW CAFACTTIES
xn Surnp Conditions
Ini~t, ME, 6 ain Tnlet N1a~xim'"` ,w~~szlet s
~ T3asin " Stree ~d Inlet Ty~e o~w 13eprisct
p~ ~ow
"iarge=
ass Q P H~.`~: " - i~(R?a'~';•, ~,rr~_; .,~.a(~°.R.'Ca'.a9''..'c.~: -
~ 17[h Lane ~ TYPE 1
A 1 ~ STA 11+51,90 RT. ~ GRATE ~ 0.51 051 367 033 2 09 ~ -1 58
I 17th Lane f 1'YPE 1
A2 STA 11+51.90 LT ~ GRATE ~ 026 0.26 3 67 0.33 2.09 ~ -1.$3 ~
Herald Lane ~ T''YPE 1
C6 I STA I0+36.88 FLT. ~ GRATE ~ 2 13 ~ 2 13 ~ 591 ~ 033 3.36 ~ -1.23 ~
1 17Tx z..AtvE 1 TYPE r I I - { I
C7 STA I7+21 $9 FtT. GRATE ~ 2.24 ~ 2.24 ~ 591 033 3.36 -1 12
HERALT) I.ANE T" E 1
c3 I STA 10+36.$8 I.T a GRATE I 0.35 I 0.35 I 3 67 I 033 I 109 f -1 74 I
Cirate Perimeters* Qa P ~ H^ 1.5
Hernngbane = 3.67' Where C= 3.0, P= Perimeter, H= Flaw Depth
Vaned = 3.67'
°vVSI]OT= 5.9 1' ~ Grate Penmeter = AvaiZable Percmeter Diuided by a SafM FaGtar of 2.
Maximum Flow Depth is based an curb crest above in1et
Calculated in accmrdance with Spokane County Guidelines far
Stormwater Management, Seccion 4-1
~
.
InletSmp
aIsHnn►aN camMVNS
Basin Summary Table
Road Imp. Hause Area priveway Tota1 Peak 208' Vvl. 6nwstring 208' Vvi
7otal Area Area 18005FILvt Area imp. Area Runoff Flvw 1 Req'd VoL Req'd Prva'sl Outflow Number 8 type
Basfn (5F) (Acres) (SF) Hvuses (SF) (5F) (5Fy Cveff. tcfsy (cu.ft) (cu.it] (cu.ft) (cfs) af Drywells
~
A1 17.455 040 3.992 1 0 1,800 750 8,542 040 051
A2 3,993 009 3,393 0o 6 3,993 09(} 026 -
A 21.448 049 7,885 1 D 1,800 750 10,535 0,49 076 333 217 355 03 1 Single
61 31.212 072 17,788 00 6 0 11,766 0,56 1.17
B2 55,881 1.31 6 0.0 D 0 6 416 4.42
83 5.723 0 13 5,723 0.0 0 0 5,723 0 90 0.38
84 42,983 099 5.745 4.4 7,200 3,000 15,945 0 40 1.25 -
~ B 136,799 3 1 29,234 4.0 7,200 3,000 39,434 0 33 3 25 1218 708 2143 20 2 Qouhles
C y 39,974 0.92 0 OA 0 0 0 010 4 25
- - w
cz Z675 006 2,266 0.0 a a 2,266 0.78 0.16
C3 5.261 0,12 5,261 DA 0 0 6,2E1 0 90 0.35
C4 34,933 080 20,236 [JA n 0 20,236 0 56 1.33
C5 58.780 135 81800 6.0 10,800 4,500 24,100 0.43 1.64
C6 64,684 1.48 11,624 60 10,800 4,560 26.924 9.43 1.76 ~
C7 89,442 2 45 12,531 90 1E+,200 6.750 35,481 042 2 24
~ C 295,749 679 60,718 210 37,804 15.750 714,288 041 7 92 253!] 3328 2832 2.0 2 i3aublas
0 11,495 025 4,993 00 0 D 4,993 046 0 37 208 57 312 03 1 Single
E 4,706 0,11 2,271 4.0 Q 0 2,271 049 017 85 6 186 0.3 1 Sinole
--F- 35,545 182 4,858 0[} 0 Q 4,858 021 Ck.44 202 135 209 03 1 5inale
NOTE C= 10.9'[1MPEFlVIOUS AREA] + 0 1'(PER111DU5 AREA)1lTfJTAL A,REA
WHERE C = RL9NOFF COEFr-
~
99353 CLC A55OClATES, INC 8!712000
- - Weigh#ed Runvff Cvefficient Calculation
Project OISHMAN CC3MMC3NS
Basin: Al CLC Job # 5990353
Tata6 Area (5E): 17455 Designer: ❑JD
Irr►p. Area (sF): 5542 Date: 8/712000
Grass Area (SF) 1 Q91 3
~ Imp. Rrea "C°: 090
Grass Area "C". 0.10
(9mp. Area)"[Imp. °G"]= 5888 (Grass Area)*({Grass "C")= 1091
TC]TAL 6979
6979
Weighted °C"- 0.40
17455
Weighted Runaff Cvefficient Calculatian
; Project. QFSHIV4AN COMMCrNS
Basin: ►a2 CLG Job # 5990353
Total Area {SF}- 3993 Designer: QJ~
Imp. P,rea (SF): 3993 Date: 711812000
Grass Area (SF) Q
Imp. Area "C„ 090
Grass Area "C" 0.10
(fmp. Area)"(Imp "C")- 3594
(Grass Area)*(Grass „C„)= Cl
TDTpL 3594
3594
Weighted "C"= 0.90
3993
i
~I
I
- We;ghted Runoff Coefficient Calculation
~ Project: aISHMAN COMMflNS
Basin: A CLC Jnb # 5990353
Tafal Area (SF): 21448 Designer• QJD
' Imp Area (SF): 10535 Date: 81712000
Grass Area (5F) 10913
I Irrsp. Area "G" 0.90
Gra5s Area "C". 0.1 0
(Emp Area)`(Imp. "C")= 9482
{Grass Area}'(Grass "C")= 9091
TQTAL 10573
10573
Weighted „C"_ 0.49
21448
~
~i
Weighted Runvff Coefficient Calculatian
; Project Q15HMAN C❑MMONS
Basin B1 CLC Joh # 5990353
' Total Area (5F): 31212 Designer: a,!D
~ lmp. Area (SF). 17766 Qate: 711812000
_ Grass Area (SF): 13445
~ Imp. Area "C": 0.90
GrasS AFea "C": 0.10
~
- - (Imp. Area)`(Imp. °C„)= 15989
' {Grass F1rea)"(Grass °C")= 1345
-
~ TOTAL 17334
17334
Weighted "G"- ~-ri~-~--_ - 0.56
31212
I
1Neighted Fiunoff Coefficient CafcGlativn
Project QRSFiMAN COMMC]NS
Basin: B2 CLC Jab # 5990353
i Tota! Area (5F), 56881 Designer DJD
' Irrrp. Area (SF): 0 Date. 711812000
Grass Area (SF): 568$1
j i Imp Area"C": 0.9[}
Grass Area "C": 0.10
I~
, (Imp Area)'(Imp. "C")= 0
- (Grass Area)'(Grass "C")- 5688 -
TOTpL 5688
5588
Weighted "C"= 0.10
56881
. ~
i-
Vtl`eighted Runaff Coefficient Calculatian
Project- DISEiMAN COMM[3N5
6asin' B3 CLC Job# S990353
~ Total Area (SF): 9647 Qesigner: DJD
Imp Area (SF). 9647 ❑ate: 81712000
- Grass Area {SF} 0
Imp. Area "C". 0.90
Grass Area "C": 0A0
(lmp. Area)'(Imp "C")= 8682
(Grass Area)"(Gf855 "C")= U
Tf7TAL 8682
85$2
Weighted "C"= 0.90
9647
a
i I
Weighted Runaff Coefficient Calculation
' I Project: L7ISHMAN GOMMONS
8asm: B4 CLC JQb # 5990353
7afal Area (SF): 42983 Designec: OJD
Emp, Area (5F): 15945 Dafe 8I712000
, Grass Area (SF): 27038
, 9mp. Area "C": 0.90
Grass Area "C": 0.10
I a
~
(1mp Area)"'(1mp. "C")= 14351
(Grass Area)"(Grass "G°)- 2704
, TOTAL 17054
_ 17054
Weighted "C°'= 0.44
4a9B3
I
i
Vlfe'rghted RUnaff Coefficient Calcul'af"rnn
i
I , Projec# DISHMAN COMMONS
6asin. B CLC Jab # 5990353
i Tvta6 Area (SF) 136799 Qesigner: DJD
Irnp. Area {5F}: 39434 Date: 8f712000
Grass Ar'ea (5F): 97355
I 1mp. Area "C" 0.90
Grass Area "G": 0.10
([mp. Area}'(Imp "C")= 35491
[Grass Area]"'(Grass "C„)- 9737
~ -
' TOTAL 45227
45227
Weighted "C.,= 0.33
136799
~
Weighted Runvff Caeificient CaIculativn
Praject: ❑fSHMAN COMMaNS
_ Basin: G1 CLC Jvb# 5990353
To#al Area (SF): 39974 C?esigrrer• ❑JD
Imp. P+rea (SF). 0 Qate 7]1812000
- Grass Area (SF): 39974
Imp Area "+C". 0 90
Grass Area "C". 0.10
i
' (kmp Area)*(Imp. "C")= d
(Grass Area)'(Grass "C")= 3997 ,
TOTpL 3997
- 3997
Weighted "C"P 0.10
~ 39974
i
' Weighted Ftunoff CoefFicient Calculation
Project: DfSHMAN COMMQNS
Basin. C2 CLC Ja6 # S990353
i Total Area (SF): 2675 Designer ❑JD
I Emp. Area {5F}• 2266 Date: 711812000
Grass Area (SF). 409
Imp. Area "C°: D.9D
- Gfa55 Area "C". 010
i-
(fmp Area)*(Imp. "C")= 2039
- (Grass Area)[Grass "C"]= 41
TOTAL 2080
2080
Weighted "C"= 0.78
, 2675
L
i
Wei911LeLJ FCunoff Ldef11c1ent CaIr•ulC7tIQn
I ~
' prolect. oisHMAN CmMnnoNs
Basin• C3 GLC Job # S990353
Total Area (SF); 5281 Qesigner: D,JD
Imp. Area (SF) 5261 Date. 81712000
i Grass Area (5F). 0
Emp Area "C" 090
Grass Area „C": fl i'Q
I;
(1mQ Area)~(ImE]. nCn)= 4735
- (Grass Area)"(Grass "C")= Q
TOTAL 4735
4735
Weighted "C"- = 0.50
5261
i
Weighted Runaff Gnefficient Galculation
' Prajecf 015HMAN GO'MMONS
Basin. C4 CLG .Eob # S990353
TotaG Area (SF): 34933 ❑esigner: bJD
I_ Imp. Area (5F): 20236 ❑ate: 7118120(70
+Grass Area (5F): 14697
Imp. Area "C": 090
- Grass Area "G": . 010
(Imp. Area)"(lmp, "C")= 18212
- (Grass area)'{Grass "C"}= 1470
TOT,4L 19682
19682
VV'eighted "C"= 0.56
34933
i
- - Weighted RanvfE CaefFicient Calculativn
F'roject: DISHMAN COMMONS
Sasin: Cfi CLC Job # S990353
Total Area (SF): 64684 Qesigner: DJD
Irnp Area {5F}: 26924 Date 7!18120{]0
Grass Area (SF): 37760
Imp Area „C": 0.90
Grass Area "C": 0.10
(Irnp. Area)'{fmp. "C"}= 24232
- (Grass Area)*(Grass "C")= 3776
TOTAL 28008
_ 28008
W eighted "C"= 0.43
64684
i
Weighted Runaff CvefFicient CaIculation _
I
, I Prnject: DISHMpN CC}MMC31V5
Basin: CT CLG Job # 5990353
, - ~ Tofaf Area (SF): 89442 ❑esigner. DJD
Imp Area {5F} 35481 Qate 81712000
, Grass Area (SF). 53961
i ; Imp. darea "C° 0.90
+Grass Area "C": 0.90
I
, (Imp Area) (lrrtp. "C")= 31933
- (Grass Area)"(Grass "C")= 5396 •
TUTAL 37329
_ 37329
Weighted "C"= 0.42
, 89442
i i .
Weighted Runo#f Caefficient Calculation
Prnjeci: DlSHMAN GOMMC?NS
BaSin: C CLC Job # S990353
~ Total Area {SF}- 295749 Designer DJf]
Imp Area (SF): 114268 Date: 81712000
Grass Area (5F): 181481
Ir-np. Area "C": 0.90
Grass Area "C". 0.1 0
I
(lmp. Area}`(fmp. "C°)= 102841
{Grass Area}'(Grass "C")= 18148
-
TaTRL 120989
120989
Weighted "C"- = 0.41
295749
I~
I
Weightett Runvif Coefficient Calcufativn
Project DISHNxAN COMMpNS
Basm: D CLC Job # 5990353
Tatal Area (SF): 11095 [3esigner: DJa
fmp Area (SF): 4993 Dats: 711812000
Grass Area (5F): 61 02
Imp. Area °C": 0.94
Grass Area "G" 0.10
(Irnp. Area)"'(Imp. "C")= 4494
(Grass Area)*(Grass "C")= 610 ~
TQTAL 5104
- 5104
_ Weighted "C"= 0.46
11095
Weighted Runoff Coefficient Calcwlatian
- Projec#. DlSHMAN CCaMMONS
_ Basin E CLC Job # 5990353
' Yotal Area (5F). 4706 ❑esigner; ❑Ja
Imp Area (8F): 2271 ❑ate. 711812000
Grass Area (5F): 2435
, Imp area "G". 0.90
Grass Area „C„ 010
(#mp. Area)*(Imp. "C")= 2044
(Grass Area);(Grass"C")= 244 ry
TDTAL 2287
2287
Weighted „C„_ ====d=rr~ = 0.49
4706
i -i
i;
Weighted Runvff Coeffcient CalcuEation
Project ❑lSHMAN COMMONS
Basirr F CLC Jab# S990353
~ Total Area (SF). 35545 Designer: flJ0
qmp. Area (SF): 4858 Date: 7118!2000
Grass Area (5F): 30687
Imp. Rrea „C". 0.90
GraSS Area "C". D 1(]
f
~
I (Irnp. Area)'(lmp. "C")= 4372
(Gras5 Area)'(Grass "C")= 3069
' TOTAL 7441
' 7441
Weighted'~C"- = 0_21 -
35545
-
!
i
PEAl4 FLO1N CALCULATIQN PRCIJECT: D[SHMAN CDMMONS
BA$IN: Al
Tat. Area = D 40 Acres
' Imp. Area = 3,992 SF
- C= 040
CA5 E 1
, 50 ft. +auer6and Flvw
Ct= 015
i L = 50 ft. •
- n = a.40(]
S = 0.010
Tc = 3.60 min., by Equatian 3-2 of Guidelines ~
86 ft. Gutter flow
C1 = 50.0
Z2 = 3.50
n = 0.016
S = D.0314
~
d = O.095 ft.
A R Q Tc Yc total l Qc
[].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 ihe
peak #law = 90{3.18}(Imp. Area) = 0.26 cfs
So, the Peak flaw for the Basin is the greater 4f the twa flQws, 0.51 cfs
~
99353 BASIIV xls CLC ASSOCIATES, INC, 1125120[}(]
I I
RE►4K FLO'lN C►4LCULATION PR(7JECT. QISHMAN COMMONS
B►4SKN: A2
Tot. Area = 0 09 Acres
i Imp. Area = 3,993 5F
- C = 0.90
CA5 E 1
0 ft. Owerland Flow
~
Ct = 015
~ L = Q ft.
' n = - {}.400
- S = +D.D1 Q
Tc = 000 rrrin., by Equatian 3-2 of Guidelmes ,
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 f Qc
0.14 4.04 026 0.79 5.00 3.18 026
OpeaK for Case 1= 026 cfs
CASE 2
Case 2assumes a Time af Cesncerrtration Fess than 5 minutes so that the
peak flow =.90(3.18)(imp. Area) _ 0.26 cfs
5v, the Peak flaw for the gasin is the greater vf dhe twd ffows, 0.26 cfs
99353 BASIN.xls CLC ASSOCfAYES, fNC. 7I25120[}0
PEAK FL{]W CALCULATIUN PROJECT; DfSHMAN CC)fViMQNS
6ASIN: A Tnt. Area = 0.49 Acres
i lmp Area = 7,985 SF
C = 0.49
i CASE 1
50 ft. flverland Fivw
Ct = 015
L = 50 ft.
- n_ 0,400
5 = 0.010
Tc = 3.60 min., by Equatinn 3-2 of Guideiinss ~
, Sfi ff. +Gutfer flgw
zl _ 500
Z2= 35C1
n = 0.016
S = 00314
d _ 0.110 ft.
A R Q Tc Tc total ! Qc
4.32 4.05 0.77 60 5.00 3.18 0.76
Qpeak for Case 1= 0.76 cfs
CAS E 2 •
Case 2 assurnes a Time of Goncentratian less than 5 minutes so ihat the
peak flow =.90{3.18}(Imp. Area) _ 0.52 cfs
Sv, the Peak flow fcar the Basin is the greater vf the two flaws, 0.76 cfs
i
i
99353 BASiN Xls cLC AssociarEs, Irac 7i25/2000
BOINSTRING METFi0D PRGJECT: QISHMaN C(7MMONS
❑ETENTION 6AS1N DESIGN Bo4SIN: A
' DESfGNER: DJD
DATE: 07l25100
TEme 6ncrement (min) 5
Tcme af Conc. (min) 5.(]0
flutfRow (cfs) 0.3
❑esign Year FIow 10
Area {acres} 0.49 Imperuious Area (sq ft) 7985
`C' Factor 0.49
'208` Volurne Pravided 355
Area ~ C 0.240
Time Time Inc. Intens. Q Qeuel. V'al.ln ~ Vvl.Out 5tarage
(min) (sec) (inlhr) (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
' 1 0 600 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~
34 1800 1.[]4 ❑.25 475 540 0
35 2100 0.91 022 481 630 D
40 240(] 0.82 0.20 493 720 0
45 2700 _0.74 4.18 498 810 0 -
50 3000 068 0.16 506 900 0
208' DRAINAGE POND CALCtJLATIC)N5
Required '208' Storage Valume
= fmperuiflus Area x.5 in 1 12 inlft 332.7 cu ft
208' Stvrage U'oluma Provided 355 cu ft
~ DRYINELL REQUIREMEIVTS - 10 YEAR DESiCIV STDRM
Maximum Stvrage Required by Bawstring 217 cu ft
Provided Starage Volume 355 cu ft ~7a 6" depth
, Number and Type of Drywells Reguired 1 5rngle
; Q Double
i
I
99353 CLC ASSC7CcRTES 7125i2000
PEAFt FLC3W CALCl1L►4TIDN PROJECT: DISHIVIAN CC)MMONS
~ BASIN: B1
~
Tvt. Area = 0.72 Acres
' Imp. Area = 17,766 5F
- C = 0.56
, CASE 9
~ 0 ft. Overland Flvw
Ct = 0.15
L = D ft
- - n = 0400
S = 0,010
Tc w 0.00 rrtirr., by Equatian 3-2 of Guidelines ~
595 ft. Gutter flow
Z1 = 5€1.0 Z2 = 1.00
n = 0,016
S = 0.0080
d = 0.168 ft.
A R Q Tc Tc total I {Qc
' 0.72 0.08 114 6.24 6.24 2.83 1.14
Qpeak fvr Case 1= 1.14 cfs
~ CA5E 2
_ Case 2 assumes a Time of Cvncentrafion fess than 5 minufes sca that the
; peak ilow =.94(3.18){Imp. Area} = 1.17 cfs
, Sa, fhe Peak flow fvr the Basin is the greater af the two flaws, 1 17 cfs
99353 BASIN.As CLC ASSQCIATES, INC. 712512000
PEAK FLOW GALCULATION PROJECT: OISHMAN COMNIUNS
BASIN. B2
Tot. Area = 1.31 Acres
Imp Area = fl SF
I V - 0.10
CAS E 1
--365 ft. (3verland Flaw '
I Ct 0.15
L = 365 ft.
n = 0040
S= 0010
- Tc = 2.97 min., by Equation 3-2 af Guidelines
Q ft. Gutter flow
Z'I = 50.0
Z2 = 1.00
n = 0.016
,
S _ 0.0080
d = 0.115 ft.
A R C7 Tc Tc total I Qc
-...xr---- -
-
0.34 006 042 000 5.00 3.18 0.42
Qpeak for Gase 1= 042 cfs
CA5 E 2
Case 2 assumes a Time of Concentration less #han 5 minutes so that the
; pealc flow -.90(3.18)(imp. Area) = 9 00 cfs
I Sv, the Pea1t flow fflr the Basin is the greater af the twa flvws, 0.42 cfs
99353 FiASIN x€s CLC ASSQCIATES, INC. 7l2512000
PEAK FLDW CALCULATIDN PROJECT: DISHMAN COMiVION5
~ BASIN: B3
' Tat. Area = 0 13 Acres
' Imp. Arsa = 5,723 SF
C= 090
,
CA5 E 1
0 ft. Dverland Flouv
Ct = 0.15
L = 0 ft.
n = 0.400
'
i S = 0,010
TC = 0.00 mirr., hy Equatian 3-2 af Gurdelines
370 ff. Gutter flow
Z1 = 500
Z2 = 350
n= 0016
5 = 0.0300
d = 0.084 ft.
A R - Q Tc Tc total C Qc -
019 0.04 0.37 3.17 S.OtI 3.18 037
Ctpeak for Case 1= ❑.37 cfs
CASE 2
Case 2 assumes a Time af Concentrativn less than 5 minutes so that the
peak flow -.90(3.18)(Imp. Area) _ 0.38 cfs
Sa, the Peak flaw for the Basin is the greater of the tuva flows, 0,38 cfs - 99353 easIN xi5 CLC A5SC3CIATES, iNC 7r26/2000
, PEAK FLOW CALCIJLATION PRC]JECT: DISHMAN COMMONS
! 6AS!N : 84
Tot. Area = 0.99 Acres
,i
- Irnp. Area = 5,745 SF
c = 0.41
- cASE 1
50 ft. Dverland Flvw
, +Ct = 015
_ L = 50 ft.
n = 0.400
S = 0.010
Tc = 3.60 min., by Equativn 3-2 af Guidelines 370 ft. Gutter flow
Zl = 50.0
Z2 = 3.5t3
n= a(]16
S = 00600
,
d = 0.117 ft.
A R - Q Tc Tc tvtal I Qc -
0.37 0.06 1.26 - 1.80 5.40 3.08 1.25
4peak fvr Case 1 = 1.25 cfs
CA5 E 2
' Case 2 assumes a Time vf Concentration less tharr 5 minutes so that the
peak flow =.90(3.18)(Imp. Area) _ 0.38 cf5
Sa, the Peak fIvw €Qr the Basin is the greater of the twv flaws, 1.25 cfs
_i
I
i 99353 BA51N x1s CLC AS50CIA7ES, lNC 712612000
PEAK FLDIIV' GALCIJLATIf]N PR[7JECT: QlSHMAN COMMONS
BASIN: B
Tat. Area = 3 10 pcres
lmp. Area = 29,234 5F
C = 0.33
CASE 1
=--=eV~
- - 50 ft. ti3verland Flow
I
Ct = 0.15
L_- 50 ft
~ n = 0,400
' S= 0{~~0
Tc = 3.60 rnin., by Equaiion 3-2 of Guidelines
- 370 ft. Gutter flaw
Z1 = 50.0
Z2 = 350
n = 0,016
s = 0.0600
d = 0.167 ft. •
' A R Q Tc Tc total l Qc
075 0.08 - 3.24 1 42 5.02 3.17 3.25
Qpeak for Gase 1= 325 cfs
CA5 E 2
Case 2 assumes a Time of C❑ncentration less than 5 minutes sn that the
peak flaw =.90{3.18}(Imp. Area) = 1.92 cfs
So, the Peak flow for the Basin is the greater of the twv flaws, 3.25 cfs
- 99353 BASIN xls CLC ASSOClATES, iNC. 7f2512004
BOWSTRING METHOD PROJECT: DISHMAN COMMC7N5
❑ETENTION BASIN DESIGN BA51N' B
❑ESIGNER: DJD
aaTE: Of 26104
~ 7ime Increment (min) 5
Time of Conc. (min) 5.02
~ Outflow (cfs) 2
Qesign Year Flaw 10
Area (acres) 3.10
~ Impen,+ivus Area (sq ft) 29234
'C' Factor 0.33
'20$' Valume Provided 2143
~ Area 'C 1.023
Time Time Inc. Intens. Q❑evel. lAvl.ln Vo1.Out Storage
(min) {sec} (inlhr) (Gfs) (cu ft) , (cu ft) {cu ft}
' 5.02 301 3.17 3.25 1311 6[]3 708 C==
i
5 340 3.18 3.25 1308 600 708
10 fidD 2.24 2.29 1610 1200 410
15 900 1.77 1.81 1815 1800 15
20 1200 1.45 1.48 1932 2400 0
25 1500 1.21 1.24 1984 3000 D
30 1800 1.04 1.06 2024 3600
35 2100 0.91 0.93 2050 4200 0
40 2400 0,82 0.84 2099 4800 0
45 2700 0.74 0.76 2121 5400 - 0
50 3040 0.68 0.70 2158 6000 o
- 208' DRAINAGE POND GALCULAYIONS -
Rec#uired '208' Storage Vvlume
= Impervious Area x.5 in 1 12 irtlft 121$.1 cu ft
~
208' Storage V❑fume Pravided 2143 cu ft
DR1'VIJELL REQU4REMENTS - 10 YEAR DE51GN STORM
Maximurn 5tvrage Required by Borlvstring 708 cu ft
~ Provided 5tarage Vvlume 2143 cu ft @ 6" depth
Number and Type of Drywells Required 0 5ing1e
2 ❑ouble
99353 CLC A5S[]CIATES 7126I2000
' PEAK FLOW GALGElLATlON PRDJECT: dISHMAN COMMC3N5
BA51N: +Cl
Tat. Area = 0.92 Acres
' Imp. Area = 0 5F
C = 0.10
'
I
CASE 1
i 170 ft C3verland Flaw
j Ct = 015
L = 170 ft.
n = 0.4(3t]
~ 5 = 0.015
Tc = 665 min , by Equation 3-2 of Guidelines
0 ft. Gutter f1ow
Z1 = 500
Z2 = 1 00
rr = 0.016
' S = 00080
d = 0095 ft.
A R - Q Tc Tc total I Qc
023 0 05 0.25 000 6 65 2 74 0.25
, Opeak far Case 1 = 0.25 cfis
CASE 2
Case 2 assumes a Time of Cancentration fess than 5 minutes sti that the
peaEc flow =.90(3 18){Imp area} r 0.00 cfs
5a, the Peak ffaw for the 6asin is the greater af the two flows, 0.25 cfs
, 99353 SA51N xls CLC ASSC]CIATES, INC. 712512000
PEAK FLC]W CALCULATIqN P'RO.7ECT: DISHMAN CC)MMONS
BASlN: C2
Tat. Area = 0 06 Acres Imp. Area = 2,265 SF
C = 0.78
CASE 1 -
' 20 ft. {7verland F9aw
Ct= 015
L = ZQ ft.
n = 0400
I i S= 0010
I
Tc = 2 08 min., by Equatian 3-2 Qf Gtaidelines
150 ft. Gutter flow
Z1 = 5f].0
Z2 = 3.50
n = 0.016
S = 0.0080 u
d r 0.076 ft.
A R - Q Tc Tc totaf 4 Qc -
0.15 D.[}4 0.15 2.85 5.00 3.18 0.15
Qpeak far Gase 1= 0.15 cfs
GRSE 2
' Case 2 assumes a Time vf Concerrtration fess than 5 minutes so that lhe
peak flow =.90(3.18)(Imp. Area) = 0.15 cfs
So, the Peak flaw far the Basin is the greater af the two f[ows, D.1 5 cfs
99353 BASlN.xis CLC ASSflCIATES, INC. 7I25l2000
REAK FLOW C►4LGllLATIC3N PRC3JECT: f715HMAN C(JMMaNS
BA51N: C3
' Tot Afea = 0.12 AGfeS - , Imp Area = 5,261 5F
I C = D.9[l
CASE 1
Q ft Overland Flvw
_ Ct = 0.15
L = G ft.
n = 0.400
S = 0020
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 #t.
A R C2 Tc Tc total I Qc
O.29 4.45 - 0.34 1 35 5.00 3.18 0 34
Qpeak for Case 1 = 0.34 c6s
_ CAS E 2
Case 2 assurnes a Tirne of Concentrafion less #han 5 minu#es so that the
- peak flow =.90(3.18)(Imp prea) = 0 35 cfs
, So, the Peak fifow for #he Basin is the greater vf the twa flaws, 0.35 cfs
' 99353 BA51N xls CLC ASSOCIATES, IIVC. 712612000
PEAK FLC]W CALC[1LATlQH PROJECT: aISHMAN CaMMONS
- BASiN: C4
' Tot. Area = 0 80 Acres
Imp. Area = 20,236 5F
i C= fl.5fi
CASE 1 ,
~ 20 ft. Duerfand Flow
- i Ct = 015
~ L = 20 ft.
n = 0.400
S = 0.010
Tc = 2.08 min , by Equation 3-2 af G uidefines
715 ft Gutter flow
Z1 = 50(l
Z2 = 1 00
' n = 0.016
S = 0.0300
d = O,135 ft.
A R Q Tc Tc ta#ai I Qc -
Q.46 0.47 1.24 4.48 6.56 2.76 1.24
Qpeak for Case 1= 1.24 cfs
CASE 2
Case 2 assumes aTiri°ie of Concentratian less than 5 mFnutes sa that the
peak flow =.90(3.18}(Imp. Area) _ 1.33 cfs
Sa, the Peak flow for the Basin is the greater of the two flows,
1.33 cfs
i
99353 6ASIN xls CL.C ASSQCfA7ES, 1NC 712512000
- PEAK ELOIN CALCULATION PROJECT: ❑ISHMAN COMMflNS
j
, BASIN; C5
~Tot. Arsa = 1.35 Acres
Irnp. Area = $,$06 SF
C= 0.43
CASE 1
50 ft. Overfand Flow
Ct = 0.15
L = 50 ft.
rt = 0.400
S = 0.020
, Tc = 2.93 min., by Equation 3-2 nt Guidelmes
510 ft. Gufter flow
Z1 = 500
Z2 = 50.00
n = 0016
S = 0.[}341
' d = 0.114 ff.
A R Q Tc Tc tata! I Qc
065 006 1.65 3.34 5.26 2.83 1 64
Qpeak for Case 1= 1.64 cfs
CASE 2
Case 2 assumes a Trme 4f Concentration less than 5 mmutes so that the
peak ffow =.90(3.18){Irnp. Area} = 0.58 cfis
5a, ihe Peak flow fvr the 6asin is the greater af the twa flows, 1.54 cfs
' 99353 RASIN,xfs CLC ASSQCIATES, INC. 7f2512000
PEAI( FLOW CALCIlLATION PR{3JECT: DlSHMAN COMMONS
BASIN: C6
~ Tat Area = 1.48 Acres
-Imp. Area = 11,624 5F
C = 0.43
CASE I
~ 50 ft. Querland Flaw
Ct= (715
L = 50 ft
n = C1.4flD
5 = 0.020
Tc = 2.93 min., by Equation 3-2 vf Guidelines
61 ft. Gutter ffaw
Z'I = 5f].[7
Z2 = 3 5{]
n = 0.016
5 = 0.0276 :d = 0.154 ft.
A R - Q Tc Tc tofal i Qc
0.63 0.08 1.77 364 6.56 2.78 1.76
Qpeak for Case 1= 1.76 cfs
CASE 2
Case 2 assumes a Time of Goncentration less #han 5 minutes so that the
' peak flow =.90(3.18)(Imp. Area) = 0.78 cfs
So, the Peak flow for the 8asin is the greater af the twv fIvws, 1.76 cfs
~
99353 BA51N xls CLC A550CIATES, INC. 712512000
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 A-
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
I 99353 BASIN.xIs CLC ASSOCIATES, INC. 7/26/2000
PEAK FtOW C►4LCULATiON PROJEC7: DISHMAN COMMGNS
BAS1N: C
Tot. Area = 6.79 Acres
Imp. Area = 60,718 5F
C= 041
CASE 1
50 fE, C3verland Ffaw
~ Ct = 015
L = 50 ft.
n = 0.400
~ S = 0.010 Tc ~ 3.60 min., by EquatEon 3-2 of Guide9ines
650 ft. Gutter flaw
Zi = 500
Z2 = 3.50
n = 0.Q'i 6
5 = 0.0300
d = 0.265 ft. ~
A R Q Tc Tc ta#a1 1 Qc
1.89 0.13 - 7.94 2.58 6.19 2.85 7.92 -
Qpeak for Case 'i = 7.92 cfs
CASE 2
Case 2 assumes a Time of Concenteation less than 5 minu#es so that the
peak flow =.90{3.18}(1mp Area) = 3.99 cfs
~ -
So, the Peak flow far the Basin is the greater vf the two flQws, 7.92 cfs
99353 BASIN xls CLC AS50CIATES, lNC 7I26l2000
BOWSTRINC METHOQ PRUJECT: DISHMAN CC7MMC]N5
pETENTlC7N BASfN DESfGN BASIN: C
DE51GNER: DJD
- DATE: 0$l07l00
' Time Inerement (min) 5
Time vf Canc. (min) 5.19
Outflow (cfs) 2 -
Design Year Flaw 10
Area (acres) 6.79
Imperviaus Rrea (sq ft) 60718
°C' Factar 0.41
' '208' Vvlume Provided 2587
Area * C 2.184
Time Time fnc. Intens. 0 Devel. Vol.ln ~ Vo9.Qut Storage
,
(min) (sec) (inlhr) (cfs) (cu ft) (cu tt) (cu ft)
6.19 371 2.85 7.92 3940 742 3197
5 300 3.18 8.85 3559 604 2959
10 640 224 6.24 4528 1200 3328
15 900 1.77 4.93 5057 18(]0 3257
20 1200 1.45 4.04 5353 2400 2953
25 1500 1.21 3.37 5478 3000 2478'4
30 1800 1.04 2.90 5577 3600 1977
' 35 2100 0.91 2.53 5640 4200 1440
40 2400 0.82 2.28 5757 4800 967
45 2700 4.74 2.06 5822 5400 422
54 3000 0.68 1.89 5918 _ 6000 0
208' DRAINpGE POND CALCULATIC]NS
Required '208' Starage Vafume
_ = Imperviaus Area x.5 in 112 4nlft 2529.9 cu ft
208` Starage Valume Provided 2832 cu ft
' DRYWELL REQUIREMEIVTS - 1{} YEAR ❑ES1GN STDRM
Maximum Storage Required by Bowstring 3328 cu f#
, Provided 5tarage Volume 3599 cu ft @ S" depth
, Number and Type of prywells Required 0 5iragle
2 Double
99353 CLC A55C]CIATES 81712000
~ PEAFC FLOW CALCUL,ATIDN PROJECT: QISHNIAN COIVlMC]NS
' 6ASIN: D
Tot. Area = 0.25 Acres _
Imp. Area = 4,993 5F
C = Q.46
CA5 E 1
20 fk. Overland Flow
Ct = 0.15
- L = 20 ft.
n = 040C}
5 = 0.010
Tc = 208 min., by Equation 3-2 af Guidelines ~250 ft. Gutter flow
Z1 = 5D.0
Z2 = 1 Oa
n = O.i716
.
5 = 0.0168
d = 0.496 ft.
A R - Q Tc Tc Eata1 I Qc -
0.24 0A5 0.37 2.63 5.00 3.18 0.37
Qpeak for Case "i = 0.37 cfs
' CASE 2
Case 2 assumes a 7ime af Cvncentration less #han 5 minutes s❑ that the •
peak flow =.90{3.1$}{Imp Area} ~ 0.33 cfs
So, fhe Peak flow for the Basin is the greater af the two flows, 0.37 cfs
99353 BASIN xls CLC ASSDCIATES, INC. 7125l2[]00
' gC7W5TRING ME7HflD PR4JECT: D15HMAN COMNIQNS
aETENTION Ba5lN QESIGN BAS1N: d
DE5IGNER: DJC]
' [7ATE: 07J25100
i
' Time Increment (min) 5
Ti►ne of Conc. {min} 5.00
- C3utflow (cfs) o.3
Design Year Flvw 10
Area (aeres) 0.25
fmpervious Area (sq ft) 4993
'C' Factvr 0.46
'208' Valume Provrded 312
Area * C 0.115
Time Time Inc. lntens. Q Deue1. Vok.fn Vol.Out 5torage
(min) (sec) (inlhr) (cfs) (cu ft) {cu ft) (cu ft)
5.00 304 3.18 0.37 147 90 57
5 300 3.18 0.37 147 90 57
10 600 2.24 026 181 180 1
15 900 1.77 0.20 204 270 D
20 1200 1.45 0.17 217 360 0.
25 1500 1.21 0.14 223 454 030 1800 1.04 0.12 227 540 0
35 2100 0.91 0.10 230 530 0
40 2400 0.82 0.09 236 720 0 _
45 2700 0.74 0.09 238 810 a
50 3000 0.68 0.08 243 - 900 0
208' DRAINAGE POND CALCULATIt]N5
Required '208' Stocage Vvlume
= Impervious Area x.5 in 1 12 inlft 208.0 cu ft
- 20$' Storage Volume F'rovided 31 2 cu ft
DRYINELL REQUIhEN[ENTS - 10 YEAR DES1GN STC1RM
Maximum 5tarage Required hy Bvwstring 57 cu ft
Provided Storage Volume 312 cu ft @ 6" depth
Number and Type of Drywells Required Singfe
0 Qauble
99353 CLC A55QClATES 712512000
~ PEAK FL[3W CALCllLAT10P1 PRQJECT: D1SHNIAN COMMONS
~ gA51 N : E
~Tof Area = 0 11 Acres
Imp prea = 2,271 5F
, C = 0.49
I CAS E 1
_ 20 ft. Dverland Flaw
Ct - 0.15
L = 20 ft.
ra = 0400
, S= 0010
Tc ~ 208 min.„ by Equativn 3-2 of Guidelmes 110 ft. Gutter flow
Z1 = 5[3.D
Z2 = 1.00
n = D.C}1 6
S = (J.fl12Q
d = 0.076 ft.
A R - Q Tc Tc tata! ! QG
0.15 0.44 0.17 1.60 5.00 3.18 4717
Qpeak fvr Case 9= 017 cfs
CA5 E 2
Case 2 assumes a Time af Goncentra#ion less tFaan 5 minutes sa thaf the
peak flflw = 90{3.18}{Imp. Area} _ 0.15 cfs
So, the Peak flow for the Sasin rs the greater of #he twa flows, 0.17 cfs
99353 BASIN x!s CLC ASSC]C1ATE5, IiVC 7J25I2000
BOWSTRING METHOD PROJECT: DISHMAN CC]MMDNS
DETENT[ON BASIN ❑ESfGN BASIN: E
DE51GNER: DJ❑
aAT E: 07l25f 0(l
~ Time Increment (min) 5
I-J Ti€ne of Cvnc. (min) 5.00
QutfEow {cfs} 03
' ❑esign Year Flow 10
- Area {acres} 0.11
lmpervious Area (sq ft) 2271
'C°Factor (}.49
'208' Valume Prouided 186
Area * C 0.054
Time Time lnc. Intens. Q Devel. Val.ln ' VvI.C3ut 5tarage
(min) (sec) (inJhr) (cfs) {cu ft} (cu ft) (cu ft)
5.00 3(]0 3.18 0.17 69 90 D
5 300 3.18 0.17 69 90 0
10 600 2.24 0.12 $5 180 0
15 900 1.77 0.10 96 270 0
2(] 1200 1.45 0.08 102 360 0
25 1500 1.21 0.07 104 450 0
30 1800 1.04 O.i]fi 107 540 0 c==
35 2100 [].91 0.05 108 630 0
40 2404 0.82 0.04 111 720 . 0
45 2700 0.74 0.04 112 810 D
50 3000 0.68 0.04 114 - 940 0
208' ❑RAINAGE PQND CALCULATIQNS
Required '248' Stvrage Volume
Impervious Area x.5 in I 12 inlft 94.6 cu ft
208' Storage Vvfume F'rouided 186 cu ft
, DRYWELL REQIJfREMENTS - 10 YEAR DESIGN STORM
Maximum 5torage Required by Bowstring 0 cu ft
PrQVided 5tvrage Vvlume 186 cu ft cr G" depth
Number and Type of Drywells Required 1 5rngle
0 Double
I I
99353 CLC ASSaCIATES 712512000
i~ PEAK FLOW CALCULATIVN PRUJEGT: DISHMAN CUMMONS
' BASIN: F
Tat. Area = 0.82 Acres - Imp. Area = 4,858 5F
C= 0.21
~
CASE 1
' 145 ft. Qverfand Fiow
Ct = 0.15
. L = 145 ft.
n = 0400
' S = 0.020
Tc = 5.54 min., by Equatrnn 3-2 vf Guidelines
205 ft Gutter flow
Z1 = 50.Q
Z2 = 3 50
n = il.a16
5 = Q.0'f 69
d = 0100 ft. -
A R Q Tc Tc tnta6 9 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 Concenfration less than 5 minutes so that the
peak flaw =.90{3.18}(Imp. Area) = 0.32 cfs
- So, the Peak flow for the Basin is the greater of the twa flaws, 0.44 cfs
I
99353 BASIN.xls CL,C AS50CPATES, I[VC. 712512000
BOWSTRiNG METHOD PROJECT: f]15HIIJIAN CDMMONS
QETENTIC7N BASIN UESIGN 6A5eN: F
DESIGNER: DJE]
! ❑ATE: 0712510[]
~ Time Increment (min) 5
' Time of conc. (min) 7.63
Qutflauv (cfs) 0.3
Design Year Flovv 10
Area (acre5) 0.82
impervious Area (sq ft) 4858
'C' Factvr 0.21
'208' Volume Prvvided 209
Area * C 0.172
Time Time Inc. Intens. Q DeVel. Vol.ln Vol.Out Starage
(min) (sec) {'rnlhr} (cfs) (cu ft) {cu ft) (cu ft) ,
7.63 458 2.58 0.44 272 137 135
5 300 3.18 055 220 90 130
10 600 2 24 0.39 291 180 11 'i
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 4+i
30 1804 1:04 [].18 354 54[] 4
35 2100 0.91 0.16 353 630 0
40 2400 4.82 0.14 361 720 0 _
45 27(]0 4.74 0.13 364 810 D
50 3000 0.E8 0.12 370 - 900 d
208' aRAINAGE PDND CALCULATIDNS
Required '208' Storage Volume
= Irnpervious Area x.5 in 1 12 inlft 202.4 cu ft
- 208' Storage Valume Pravided 209 cu ft
❑RYWELL FtEQIJIRENIENTS -'fQ YEAR ❑ES1GN STORM
Maximum Starage Required hy gawstring 135 cu ft
Provided 5tvrage Vvfume 209 cu ft @ 6" depth
Number and 7ype vf arywells Required I Single
0 ❑ouble
99353 CLC ASSC]ClATES 712512{]00
~ I I - - - - - -
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Praject T1tle DISHMRN CGMMONS BASIN A I'rorect Engineer. CLC AS50CIATES, INC
j ldorument1993931dishman.stm Inland Paeiflc Engineenng Co. StormCAD v1,0
0711$I00 08 55 41 AM D hlaestad Methods, Enc 37 6roQkside Road Water6ury, CT 06708 USA (203) 755-1666 Page 1 Qf 1
- i ' - i
Combined RipeJNode Repvrt
Pipa Upstream Downstream Length Section Upstream Downstraam Constructed Upstream Knawn ❑ischarge Downstream Upstre2m
NQde Node {fi} Size Invert Inver1 51ope MGL Flow (cfs) Energy Energy
Elevativn Elevation (fUtt) {ft) (cfs) Grade Grade
(ft) [ft) {ft} (ft)
P-2 A2 A1 SD 00 12 inch 1,991 20 1,991 05 0005000 1,991 41 0 26 026 1,991 43 1,991 48
P-3 A1 Dutlet 68 OD 12 ynch 1,991 OS 1,99070 0005147 1,991 42 0 77 0 77 1,991 20 1,991 55
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Project Titls. DISHMAItii COMMONS BASIN A , ProJect Engineer CLC ASSOClA7E5, INC
1 ldocumentl993531dishman stm Inland Pacific Engineering Ca 5tormCAD v1
07178I00 08 54 26 AM 9) Haestad Mathods, Inc 37 8rpak5Ede Rpad Waierbury, CT 06708 USS1 (2{]3) 755-1866 Page 1 oP 1
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Praject Title p15HMAN COMNSflNS Project Engineer CLG ASSQCIA7ES, iNC.
j ldar,ument199353ldishman1 stm Inland PaviTic Engineenng Ca StarmGRD v1 0
08107100 02.03 31 PRR CD Haestad Methods, 9nc 37 Brookside Road Wacerbury, CT 06708 USA {203} 755•1656 Page 1 af 1
- - i - -
Combined PipelNode Repvrt
Pip$ Upstream Downstream Length Section Upstream Dawnstream Consiructed Upstream ❑iseharge Downstream Upstream f lownstrean
Nada Node (f#) 5¢e Inveri lnvert Slvpe HGL (cfs) Energy Energy Ftim
Elsvativn Elevation [filft] (ft) Grade Grade EfeVatson
(ft) {ft) (ft) (ft) 4nl
P-2 134-2 84-1 15 OQ 12 inGh 1,99378 1.99290 0058667 1,99419 094 1,99357 1,994 34 1,995.90
P-3 B4-1 83 30 QO 72 ineh 1.99290 1,99260 0010000 1.99337 9 25 1,99327 1,993 55 1,995 80
P-4 83 Outlet 25 00 12 ineh 1.99250 1,99230 0008000 1,993 fl4 1 63 1.99306 1,993 28 9,993 30
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Project Title ❑ISHMAN C[7MM[]NS , . RrnjecY Engineer. CLC ASSOGIATES, INC
l.ldocumenti993531dishrnanl stm Inland Pacitic Engineering Co. 5formCAO vi 0
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j•Idoaument1393531dishman2 stm Iniand Pacific Eng7neering Co. StormCAD v1 4
08107100 01 51 19 PM CD Haestad Methvds, I n c 37 8rookside RQad Waterbury, CT 06708 l]5A (263) 755-1686 Page 1 afi 1
Combined Pipe/Node Report
Pipe Upstream Downstream Length Section Upstream Downstream Constructed Upstream Discharge Downstream Upstream hownstreart
Node Node (ft) Size Invert Invert Slope HGL (cfs) Energy Energy Rim
Elevation Elevation (Wft) (ft) Grade Grade Elevation
(h) (ft) (ft) (ft) (f)
P-3 C7 C3 49.40 12 inch 2,009.73 2,009.49 0004858 2,010.64 2 24 2,01067 2,010.78 2,011.14
P-1 C6 C3 30.00 12 inch 2,009.64 2,00949 0005000 2,010.58 1 76 2,010.62 2,010.66 2,011.14
P-2 C3 Outlet 44 00 12 inch 2,009.39 2,00900 0008864 2,010.27 4 35 2,010.44 2,01082 2,009.50
. ~
rProject Title: DISHMAN COMMONS ProjeCt Engineer: CLC ASSOCIATES, INC.
j kdocument\99353\dishman2.stm Inland Paciflc Engineering Co. StortnCAD v1.0
08/07/00 01.51:11 PM (9) Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1
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Projea8 7itle, pISHMAN CDMM[]N5 Project Engineer. CLC RSSC]C1AYES, INC
j.1documen6993531dishrnan3.stm Inlanti Patlfie Engineering Co. 5tormCAO v1.0
❑8167![}R 01 36'32 PM Q Ffaestad Methvds, Inc 37 6roaksids Road Water4ury, G7 06708 USA (203) 755-1666 Pags 1 af 1
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CombinQd PipelNvde Repor#
Pipe Llpstream Downstream Lsngth Section Upstream ❑ownstrearn Cor+structsd Upstream Oischarge Downstream LJpstream (E}ownstraan~
IVode Nada (f9) Size Invert Invert Slape HGL (cfs) Energy Energy Rim
Elevation Elevativn (fUfY) {ft} Grade Grade Elevatson
(ft) (#t) (ft) {k} (ft)
P-1 CS C4 2800 10 inch 2,009 54 2,00940 0005000 2,01046 1 64 2,01051 2,01060 2.01235
P-2 C4 C2 34 {]0 12 inch 2,009 4C} 2,00840 0033333 2,01024 2 88 2,010.39 2,01050 2,012.35
P-3 C2 ❑utlet 15 00 12 inch 2,00925 2,00900 0016667 2,01000 3 03 2,01023 2,01036 2,01000
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prpjsct 7itle; bISHMAN CCFMMONS Project Engineer: CLC ASSDGIATES, INC
1 ldocument199353idishman3 stm Inland Racffic Engineering Co. StvrmCAD v1.0
08107100 07,42 30 PIN D Haestad Methads, Inc 37 Braokside Roac3 Water4ury. CT 06708 l1SA (203) 755-1566 Page`1 af 1
, BASIN R2
; Wvrksheet far Circular Channei
~ i F'roject Descnption
Project File j:ldocuro'ient199353159353.fm2
, Worksheet C3lSHMAN CC]MMC]NS F'#PING GALCULATI[JN5
Flow Element Circular Channef
Methad Manrnng's Forrnufa
, SoIve For Channel Qepth
~
, Input Data
Mannings CQefificient 0009
Channel 51ope 0.005000 ftlft
C3iameter 12.00 in
; Discharge 0.26 cfs Resvlts .
Depth 0.18 ft
Flaw Area 0.10 ffa
Wetted Penmeter 0.88 ft
Tvp Width 4].77 ft
Gntrcal Depth 021 ft '
Percent Full 18.10
Critical Slope 0 002752 4tlit
Velacity 268 ftls `
Velocity Head 0.11 ft
5pecific Energy 029 ft
Froude Numher 1.33
Maximum Discharge 3.91 ~cfs Full Flow Capaciiy 3.84 cf5
Full Flaw 51ope 0.000026 ft/ft
Flow ss superGritical.
OSIpglpt] Acadertic Editipn FtowMaster v5 17
08 26 12 AM Haestad Methads, Inc 37 Brookside fivad Waterbury, CT QB7p$ [203] 755-1666 Page 1 of 1
BASIN A2&A1
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 0.005000 ft/ft
Diameter 12.00 in
Discharge 0.77 cfs
Results
Depth 0.31 ft Flow Area 0.21 ft2
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 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 fUft
Flow is supercrilical.
08/08100 ACademiC 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 Bl
Warksheet for Circular Channel
Project Description
Prvject'File 1:1documentl99353199353.fm2
Worksheet DISHMAN COMMaNS PIPING CHLCULATIC3NS
Flow Element Circular Channel
Method Manning's Formula
5nlve Far Channel DeRth
~lnput Data
Mannmgs Coefficient 0009
Channel 5lope 4 []30000 ftlft
Diameter 12.00 in
Discharge 1.17 c#s
Results
Depth 024 ft
Flow Area 0A5 fta
Wetted Perimeter 103 ft
Tap Width 0.86 ft
Critical ❑epfih 046 ft
Percent Full 2447
Cnfical Slope 0.002846 ttlft
Ilelacity 7.85 fus
Velacity Head 0.96 ft
Specific Energy 1 .20 ft
Froude Number 3 33
Maximum Discharge 9 59 - cfs 4
Fulf Flow Capacity $.91 cfs
FuIV Flow 51ope [l 000517 itlfi
Flow is supercritical
pa/pgipp AsademiC EditEan FlowMaster vS 17
08 28 22 AM Haestatf Melhpds, Inc 37 Broolcside Road Waterbury. C7 06708 (203) 755-966e Page 1 af 1
8ASlN B4
Worksheet fvr CircuEar Channel
; Qroject Descnption .
Project File j•ldacument199353199353.'fm2
WorkSheet DISHMAN CCIMMONS PIPiGVG CALCIlLATI0N5
Flvw Element Circufar Channel
Methad Mannmg's Farmula
Solve Far Channe! E3epth ,
Input Da#a
Mannmgs Coefficierat 0009
Channel Slope D 010000 filft
❑iarnetec 12.00 irr
❑ischarge 115 cfs
Resu[fs
Depth 0.34 it
Flow Area 0.23 ft2
Wetfed Perimeter 124 ft
Top Width O.94 ft
Critical ❑epth O.47 ft
Percent Fufl 3356
Gritical 51ope 0.002878 iUft
- Velocity 5.40 fUs
Ve[ociiy Fiead 0.45 fk
Specific Energy 0 79 ft
Fraude Number 1.92
Maximum Oischarge 5.54 -cfs Full Flow Capacity 5.15 cfs
Full FIvw Slope O.000590 ftfft '
FIQw i5 supercntical. "
08/08/00 As:aslemic Edition FlowMaster v5 17
08 28 56 AM HaBStad Methods, Ina 37 13rookside Read Waterhury. CT OS7d]8 (203)75-r,-1fi56 Page 1 of 1
BASIN B3&84
Worksheet fvr Circular Channel
~ Project aescnption
Projecl Frfe j:ldocument199353199353 fm2
Warksheet ❑15HMAN COMMONS PIPING CALCUU#TI❑NS
~ Flow Elemerat Circular Channel
Method Manning"s Formula
So6ve For Channel Depth
lnput Data , Mannings Cgefficsent 0.009
Channel Sfope 0.008000 ftlft
❑iameter 12.00 in
~ Discharge `1 .63 cfs
' Results
Depth . 041 ft
Flow Area 030 fk2
Wetted Perimeter 1.39 ft
Top Width (].98 ft
Critica1 Depth 054 €k
Percent Fu11 41 10
_ Critical 51ope 6.(}03062 ftlft
Velacity 5.36 ftls
Velacity Head 045 ft
5pecific Enecgy 0 86 #t
Fraude Number 1.70
Maximum Discharge 4.95 -cf5 -
Full Flow Capacity 4.60 cfs
FuH Flow SIQpe 0.0 a1 003 ftlft
Flow is supercritical.
08108100 Academic Edition Flow{Vtaster v5 17
08 29-39 AM Hasstad Methois, Inc. 37 Bmokside Road Waterbury, C7 06708 (243) 755-1665 Page t af 1
BASIN G4
Worksheet for CFrcular Channe1
~ Projec# ❑escription
Project Fi3e j ldocument199353199353.fm2
- Worksheet 1JISHMAN COMMQNS PIPING CALCULATION5
Flow Element Circular Ghanne9
Method Manning's Formula
Solve For Gftannel Depth
j
Input Data
Mannmgs Coefficient 0009
Channel Slope 0.010000 ftl#t
Dtameter 12.00 m
' Discharge 1.33 cfs
Results
Depth 0.35 ft .
Flow Arsa 0.24 ft2
Wetted Perimeter 1.26 ft
Tap Width 0 95 ft
Critical ❑epth 0.49 ft
Percent Full 34.68
Crstical 51ape 0.002913 ftlft
Velocity 5-50 ftls `
Velocity Head 047 ft
Specific Energy 0 82 ft
Froude Number 1 92
Maximum flischarge 5 54 -cfs - " -
Full Flow Capacity 5.15 cfs
Full Flow Slope 0.000668 fVft
Flow is supercritical,
' 08108100 Academic Editipn FIowMastsr v5 17
08 30 04 AM Waestad Methods, 1nc 37 Brookside Road Waterhury, CT 06700 [203] 755-1666 Page 1 af 1
BASkN C5
Worksheet far Circular Gharrnei
I Praject bescription .
Project Fd'e j ldocument199353199353 fm2
- Worksheet D[SHMAN COMMOIVS PIPfNG CALCUl..ATIQNS
Flow Element Circufar Channe! I-- Method - Manning's Formula
Solve Fpr Channel Deatft
Input Qata
Mann"sngs CaeKcient 0009
Channel 51ape D 0 100 40 ftlft
Diameter 9 000 in
❑ischarge 1.54 cf5 '
' Results
❑epth 0.43 ft
Flow Area 0.28 #t2
Wetted Penmeter 1.33 ft
7op Width 0,83 ft
Critical ❑epth 0 57 ft
PerGent FuI! 51 Ol
Cntical Slope 0.003990 ftlft .
Velvci#y 5.85 ftls
Velocity Head 0.53 #t
5pecific Energy 096 it
Froude Number 1.78
Maximum Discharge 3.40 -cfs -
Full Flow Capacity 316 cfs
Full F[ow Slope 4 002686 ftlft
Flow is supercriticai.
08108100 Academic Etfitian FlvwMaster a5 77
, 08 30 31 AM Haestad Methods, Inc 37 Brookside Rvad Waterbury. CT 06708 {203} 755-1566 Page 1 of i
BAS1N G6
~ Wvrksheet for Circular ChanneE
Projeet [3escription
Pra'eCt Fde j:ldQCUmen#199353199353.fs-n2
Worksheet DISHMAIV GDMMONS PIpiIVG CALCIJLATIONS
~ Fiflw Element Circular Channel
Method Mannmg"s Formufa
- Svfve Far Channel Depih
I
~
Input Clata
Mannings Coefficient 0009
Channel Slape 0.005000 ft!#t
Diameter 12.00 in
C7i5charge 176 cfs
Results
_ Depth 049 ft
Flow Area 0 36 f#2
Wetted Perimeter 1 55 ft
Top Width 1 QQ ft
Cntiral Depth 056 ft
Percent Fuil 49.04
CrFtiCal Slope 0.003136 ftlft
Velocity 4.59 ftis `
Velocity Head 0.33 ' ft
SpeciFc Energy O.82 ff
Frvude Nurnber 1 31
Maximum Discharge 3 91 -cfs -
Full Flow Capacity 364 cfs
Fufl Flow S9ope D 001170 ftlft Flow is sGperCntiCal.
I 08I08I00 Academic Editiern FlpwNlaster v5 17
08 31 00 AAn Haestad Methods. Inc 37 Brflvkside Raad WaYerkury, CT 06708 (203) 755-1666 Page 1 of 1
BA54N C7
Worksheet for CircuEar Channef
ProjeGt Description
Praject File }:1document199353199353.fm2
- Worksheet QISNMAN COMMQNS PIPING CALCULATIaNS
Flow Elerrsent Circular Channel
Methad Manning's Fflrmula
Solve Far Channel Depth
Input pata
Mannmgs Coefflcient 0009
Channel Slope 0 005000 ftlft
Diameter 1200 in
Discharge 2.24 cfs
Results
_ Depth 057 ft
Flow Area 046 ft2
Wetted Penmeter 1.71 ft
Top Vlfidth 4.99 fE
Critical Depih 064 ft
F'ercent Fulf 56.73
Critical Slope 4.(]03461 ftlft
Velacily 4.87 ftls `
Velocity Head 0 37 ft
Specific Energy 094 ft
Froude Numtaer 1 26
Maximum Drscharge 3 91 -cfs " -
FuN Flpw Capacity 3.64 cfs
FuN FIow 51qpe 0.001895ftfft Flow is supercritical.
08108104 Ac.ademic Edition FlowMaster v5 17
❑S 31 16 AM Haestad Mefhods, Ine 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Fage 1 of i
gAS1N C68C7
Worksheet for CirGUlar Channel
; Project ❑escriplion
Praject FEIe j.ldocurneni199353193353.fm2
Warksheet DiSHMAN COMMONS PEPING CALCLJLAT1aNS
Flow Element Ciccular ChanneE
Methad Manning's Formula
Sa9ve For Ghannel Depth
[nput I]ata
Maranings Coefficient 0.009
_ Ghannel Slape 0.01 0600 fuft
Diameter 12.00 in
Discharge 4 00 cfs
Resul#s
Depth O.fifi ft
FIOw Area 0.55 fta
Wetted Perimeter 1.90 ft
Top Widih 095 ft
Gritical Depth 085 it
F'ercent Full 6627
Critical Slope D 005715 ftlfl
Velocity 724 ftls `Vefoeity Head 0.51 ft
Specific Energy 1.48 ft
Froude Number 1.67
Maximum Discharge 5 54 -cfs - -
Ful! Flovv Capacity 515 cfs
Full Flow Slope 0 006042 ftlft '
Flow is supercntical, -
pg/0810[] Academie Edition FlowMaster d5 17
' 08:32 42 AfvP Haestad fulethods, Inc. 37 Brookside Road Water6ury, CT Ofi7{]8 [243] 755-iFiF6 page 1 of 1
6A51N C2&C4&C5
; i Wvrksheet for Circular Channel
Praject Descrfption
Project File j.ldacumentl99353i99353.fm2
Workshest DISHMAN CQNtMONS PIPING CALCUf_ATI{7N5
Flow Element Circular ChanneE
' Method Manning"s Fvrmula
Solve For Channel Depth
lnpuf Data
' Mannings Coefficient 0.009
Channel Slope 0.0 1 0000 ftlft
[]iamefer 1200 in
C]ischarge 312 cfs
- Results
pepth 0 56 ft
Flow Area 0 45 ft2 .
Wetted Pedmeter 1 69 ft
Top Width 0,99
Cntical Depfh 76 ft
Percent Fulf 56.19
Critical Slope 0.004327 fUft
Velocity 6.87 fV5 `
Velcrciky Head 0.73 ft
5pecific Energy 1.29 ft
Fraude Nurnber 1.79
Nlaximurn Discharge 5.54 -cfs
Full Flow Capacity 5.15 cfs
Full Flow Slope 0.0[}3676 ftlft "
Flow is supercritieal.
081178/00 Apdemcc Editian FlpwMaster v5 17
08 33 54 WM Haestad fvlethods, Inc. 37 Brnoksida Raad Waterbury, CT 06708 (203) 755-1686 Page 1 of 1
BAsIN c6&c7&c3
Wvrksheet far Circular Channei Frajec# Description
Projeet Fde j 1dacument199353199353 fm2 .
WQrksheet DISHMAN CDMMONS PIPING GALCULATIt7NS
Flow Elernent Circular Channel
Niethod Manning's Eorrnula
5olve For Channel ❑epth
9nput Data
~ Mannmgs Coefficienl 0.009
Channel Slope 0A10000 ftlft
❑iameter 12.[](] in
' Discharge 4.35 cfs
Results
~ Depth 0,71 ft
Flow Area 0.53 fF
Wetted Perimeter 199 ft
, Top Width 091 ft
Critical Depth 088 ft
Percent Fulk 7052
Cntical 51ope 0 006455 ftlft
Ve4ocity 7.35 ft15
Vslocity Head 0.84 ft
5pecifsc Energy 1.54 ft
Froude Numtrer 1.61
Maxsmum Discharge 5.:54 -efs - -
I Ful6 Flow Capacity 5.15 cf5
Ful! Flaw Slope 4 007146 ftllt '
Flow is supegcritrcal.
08108l00 Academic Edition FIawARaster u5 17
08 33 06 AM Haestad Mefhoris, Inc_ 37 Brovksids Road Waterbury, CT 05708 (203) 755-1666 Page 1 of 1
1'AVEMENT I]ESIGN K RT
R ~ CE1 E D
~
far
AUG 0 8 2000
, SPOK4IVE COUNTY ENGINEER
Dishman Cvmmons# z
-
August, 2000
W.O. No. 99353
Prepared by:
Inland F'ac~c ~'ngineerang Company
707 West 7'h Avenue Suate 200
Spokane. WA 99204
, ~'.~o9} 458-6840
i~
PAVEMENT DESIGN REPORT
for ffie
I7ishman Commons
Spokane County, Washington
June 2000
~ ~C _ "-s`~'£ " ' " - ~`n s - ~~l.~isc~-_ • i _ . ' `-s~ a ~ _"_aF
, "Tlie i~esign imri3ent5 s`harvn iri.t~iis set;iif ~tans~aad'calcuIaiions,cnriforrri to th~ applicablY
_ s,n-~-~~=~m , _ . .
_ eilition's af tlie Spakanef Caiunty Stiai"iilards-for~iSeti~ve~- Coristt-uctimn ~nd~~te 5pokaner~
~T - : _ : . - r _ ~ ~x-•° .~~.-r~ ~ . ~ ~ ~ _ - _ -
~ ~~.~_r - - - =-r'~~
•,Coun;ty:Gui~elYnes-for'Si&rixi~ater~lVTanagement-~-wAll~design deviatioins have~~ieen appro~ed.-
.ca . ~ ' ~ • j"...'-~...Y..:`''-,~- ~;r ti" .~l
H Y ~.,1 -a `
. -
-?by~~~.-Spaka'ne'C+nunt-+r'~ » Engiuee_r':;:~vI~apProve_the`se,'pl"a~nsY~." '~alculatio.~is}-for~canstru~t
. - J,. _ P t~~el• _ _ _ _ ~~~bA
This report has been prepared by 1Jaug Desmond af CT1C Associates, Iric. in accordaiice with the
AASHTD Pavement design procedure Foz- flexible pavements.
A. WASk,~,'~'~
~ -
~
i ~ nrAL
~ EXPERES:
~ i
Timethy A. 5chvvab, P.E.
Dishman Commons
PRUJECT'DESCRIPTIO1V
I3ishrnan Commons as a 30 1ot sub-divisivn {an 10.3 acres) Iacated in Section 29, T25 n., R45 E., W M.
in Spvkane Counry. The proposed impr❑vements include the necessary sanitaryseurer, water, road and
storm drainage facilities. See theviciruty map pravided in Appendix A. Half-street imprvvements will be
provided along the noreh side of 1 fi`' AWenue and the east side of FeIts Rnad.
.5[IMMA.RY DF DESIGIV
The purpflse afthis reporfi is to summanzed the results ofthe str+.ictural pav;pment design. The arterial
design was performed in accordance with the requirements afthe draft Technzcad Reference.8 Structural
Pavement Dessgn af Flexable Favements by Spokane County The analysis was perfonned using the
AASHTO "Aesign afPavernent 5tructures" 1993, and it xs a stress-loading design approach. The
AASHTD computer safhvare, I3ARWin 2.0, was used to perform the calculations. The results frarn this
ca1culation fcar 1 G`' Avenue are surrumarized in this report and included in the appendix. The private raads
{ 17`h Lane and Herald Lane} and Fcits Road will utilize Table 3 16 ofthe Spokane County Standards per
the gre-design meeting With Spokane County Engineers This means 2 inchesl7 inches fvrthe private raads
and 3 inchesJ6 inches for Felts Road ~
The SCS soils rnap shQws the praject iimrts tv be 14cated within aMarble sandylvam sail. {See Appeandix
A}. Sax soil samples were ohtained within the project lxmits, and were classified in accvrdance with the
i_Tnified Soil Classification (USC) systern (ASTM D-2487). '"fhe results are sumrrrrarized in Table 1. The
lab results are provided in Appendix B-2. -
In addition ta the soil cla.ssification,a CBR fest was canducted on a representative subgrade sample #aken
fram the approximate center of the site at a depth of 2 to 3 feet. The testing indica#ed a CBR ranging frorn
- 11 to 17, varying with compaction forthe sarnple Using the Iow CBk of 11 and cvnverting this value tv
Aesilient ModuIus, a Reszlient Mcadulus of 15,500 psi was ob#ained. T+a acc4urit farpvtentaat Variahility of
the subgrade soils (using a safety factorvf 1.5), the Resilient Modulus was determined to be 11,004 psi.
The CBR test results are included in the appendix.
CLC Assocrates, Inr D1 Dishrnan cofnmons Petvenxent Desrgn Iiepor,t
Table t - Soil Samples
I; TEST Sample I..Tocatian USC 1]esignation 11~R Range
PIT t-Qad stati4n, off5et (pereent fines, passing (p51)
#2041 sieve) per Tech. Ref B
I S"TA Y 6+53, 26' Rt. SP-5M 5,000 - 10,600
- i 6 F'' Aue. (10.6%)
' 2 5TA 22+14, 7' Rt. SM 5,000 -10,040
Felts Rd. (16.3%)
' 3 STA 11+09, 24' ~`tt. SM 5,000 - 10,000
16'H Ave ( 19.2°,fo) -
' 4 STA k 7+45, 7' Lt. SM 5,400 - 10,000
Felts Rd. {1$.5°Jo}
5 STA 5+75, 26' Rt, Sm 5,000 - 10,000
~ 6" AVe. { 17.6%}
_ 6 STA 12+09, 6' Lt. SIVi 5,0{]0 - 10,000
`
Felts Rd (1$.5Q/o)
i
~ Table 2. StrUCtural Pavement Section for lst" Ave.
Asphalt Ccancrete I'avement, CIass A: 2" thick
Asphalt Concrete Pawement, C17ss E- 2" thick
Crushed Surfacing Base CQUrse: 9.5" thiclc
CL.C ,4ssaciares, !nc D2 17cshrnan can:nrons Pavemertd lJesign Repord
~ APPENDIX
APFENDIX A: 1ViAPS
VTGFNITY MAP
SCS SC)ILS MAP
APPENDIX B: RESILIENT MOI?ULUS
- ROAI] RATER DATA
, SUBSURFACE INVES'I`IGATT+aN REPORT ,
~ RANGE OF Ma17ULUS VALUES PER USC SC7IL GRO[JP
(SPC)K.ANE CQLTNTY TEC_H. REFERENCE B)
APPENDIX C
DARVVin £NPUT AND OUTPUT
D 3
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COLLECTOR ARTERIAL
~ -
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- 1993 AASHTO PaWement Design
i
DARIIVin T"" Pavement Design System
A P'raprietary AASHTQWARET"'
- Computer Soflkwware Product
CLC Assvcpates, Inc.
707 W 7th ►4ve, Suite 200
SpQkane, WA 99204
❑oug ❑esmand
Flexible Structural ❑esigra Madule
DISHMAN COMMONS
Flexibfe Structural Design Module Data
' 18-kip ESALs Over
Initial PerFarrnance Pefiod: 863,451
InitiaC Serviceability: 4,2
TeEminal Servaceabiiity: 25
Re[iability Levef (°/a)• 90
C7verall Standara Deviation. .45
Rvadbed Smil Resifient Modulus (P51)• 11,000
Stage Construction I
' CaIculated pesign 5tructural Number 2.93
_;a
5pecified Layer Qesign
Struct. Orain.
Coef. Coef. Thickness Width Calculated
- Layer NlateriaE ❑escription (Ai) (Mi) (Di} (in) tft) 5N -
1 ACP-CLA55 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
5imple ESAL Calculation
Performance Pennd {years}: 20
Twa-Way ❑aily Traifc (AQT): 7,880
Perceni Hearry Trucks {flf F1DT} FHWA
Class 5 vr Greater: 2
Number ofi Lanes In Design Direction: 1
Percent of AII Trucks In aesign Lane 100
Percent Trracks In Design Qirection 50
Average lnitial Truck Factor (ESALsltruck): 1.5
Annual Truck Factor Grawth Rate 0
Annual Truck Vnlume Growth Rate 0
Grawth: Simple
, , Page 1
- ~,~o~~e►r~~
~
~
~ I■ORTHWEST ~•~FAAfEN~pV~
,u-ne 15,2000 soiis, TESTlNG & INSPEGT,fON STIWQ # S0[]019$
CLC Assncrates
- 707 VVest 7' AVenue, Suite 200
Spokane, Washington 49204
- - Attention Mr. I]oug Desmond
- Fte: Addendum to Snil Classitication fnr Pavement Design Recammendatians
1Gte Avenve Residentia! DeveEapment Pavement Design
Spokane Caunty, 'I7Vashingtan
Dear Daug -s
STI Nnrthwest is pleased to suhmit this revised soil classifica#ion for pavement design purposes far the
praposed residen[ial development to bc lacatod southcvest af lbth Avenue and Felts Road in Spokane County,
, Washingtan. 'Ihis rcvrsion is based on additional lahoratory testing ccar►ductcd on a representat,ive subgrade
soi1 sample.
The soil classification, as described in our .Tune b, 2000 letter, consisCs of STGTY MEDI[JM SAND (SM) and
SLIGHTLY SILTY, MEQI[TM SAND (5R5M). .4 CBR test wa.s conducted on a representatrve subgrade
sarnple taken #i-arin the appraximate site center at a depth of 2 to 3 feet The testing indicated aCBR ra.ngfiig
from i 1t0 17, varying Ev1th compaetion, for the sample Usmg the law CBR of 11 and convertmg tlus value
to Reszlieni Modulus, we calcutatc a Resihent Modulus of 15,540 psi To account for potential variability
af the subgrade sails (using a safety factvr af 1.5), we recarnnnend usirig a Aesilient N[Qdutus af 11,000 psi
- for pavement design pusposes. CBR test results are attached.
The canclusrans and recommendations presented in this revnsed letter are 6ased; in part, on the cxploraUans
that we perfQrmed FQr this study artd our additianal laboratory tes-hng. Therefare, if variatians in the
subgrade conditions are abserved at a later time, we may need to modify this letter ta reflect thase ehanges.
' 4Ve appreciate the opportumty to be of serviee on t1us pto,}ect If you have any questions regaz'ding this letter
ar any aspects of the project, please fcei free ta contact aur office.
Smcerety,
STI Northwest
~
_ '3W2
WWW -I S-9100e
~ SWEs QM4J O ~
Jay W Logark, P E
- ~'rcoteclinical Engincer
3628 E. Ferry ■ 5pokarae, WA 99202 • Phone (509) 534-9711 • Fax (509} 534-9755
- - ~ - - - - - - - - - - ` - -
GBR 7est @ 136.3 pcf y 5ite Genter @ 2 to 3 feet
16th & Felts Residential De►relapment - STI # S000198 ►."~'fir NoRrHwEsT
aaa
sao *
~
~
500
y
~ 400
~
~
300
EL 200
- , r
'
100
Ato-TX
0 . . . . . , . . , , . , , , , . , , . . . , , , , , . , , . . . . . . .
0 50 100 150 200 250 300 350 400 450 500 550 600 650
Penetratian - inches x 0.001
r!
- ~ - - , i i
CBR Test @ 121.2 pcf -Site Center @ 2 ta 3 feet ~
16#h & Felts Residential Dewelapment - STI # S400198 T
~'`rj NqRTF1WE5T
900
800
700
60(}
500
cv ~ ~ N •
~ 400
,
`
0. -
300
200 . ~
100
0~ ,
0 50 900 150 200 250 30(] 350 400 450 500 550 BSO
Penetratcvn - inches x 4.001
,
P. '
f
- ! ' , , ~ i i i - - - i
CBR Test @ 144.0 pc# - Site Cerater @ 2 to 3 feet
'i 6th & Fe[ts Residential [3evelapmen# - STI # 5000198
NoaTHwEST
900 ,
800
700
540 , w
~
m .
~ 5dt1 ~
~
~
0 4fl(l ~
~
a 300
zoo . f
~
100
o 50 100 150 200 250 sov 350 aoo 450 500 550
Penetration - inches x 0.001
r;
i - ' - - - - I
INITIAL DRY DENSi`T'Y 11ERSUS CBR - 5ite Center @ 2 to 3 feei
'I 6th & FeI#s Residential DeVelapment -STl # 5000198 jFrAF NDR7HWEST
50
~
45
~
40
35
~
30
m 25
20 ~ , .
15
~ •
10
5
~
O . . . . . . . . . i , r . . . . . . i s . , . . . . . . .
120 125 130 135 140 145 150
Dry Density - pcf
' TEST PIT LOGS
STI W.O. # S000198
16te Felts Pavemenf ❑esign .
(See 16 `h & Felts Site Platn for test pit lacations)
i'
TP-1 {excavated May 8, 2000}
Depfih Interval {feet} I)escription
- 0.0 to 8.4 feet Medium dense, moist, brown, Slightiy Silry Sand: SP-SM
(Alluvium). Changes to s1ightly mvist at 3.5 feet.
' TS-l @ 1.5 feet: (see attached 5ieve Analysis results)
Bottam of test pit at S feet.
No graundwater seepage observed.
Slight caving at 0 to 2 feet
TP-2 (excauated May S, 2000)
Depth Intei-►Fal (feet) Uescription
0.0 to 9,0 feet Medium dense, IY1Q15t, brawn, Silty Sand vvith minor flrganic
conten# (due to yard vaaste) - SM {Alluviurn}. •
Changes to slightly maist and without Organics at 1.5 #'eet.
TS-l ,3a 1.5 feet: (see attached sieVe test results)
9.0 to 10.0 feet Medium dense, siightiy mvist, grayish brown, rnedium to coarse,
Si1ty Sand - SNI (A1luvium)
Bvttom t~ftest pit at 10 feet.
~ Nv groundwater seepage vbserved.
Slight caving fram 0 to 3 feet.
CLC Assocaates, Ine 5Ti W 0 #540419$
- 164 & Felss - 5oi9 Classi ficatron Iune 2, 200[}
5T[ NarthweSY Tes9 F'rt 9.ugs Fage 2
- TP-3 {excauated May S, 2000}
Depth Interval (feet) [}escripfiivn
~ 0.4 to 9.0 foat Medium dense, maist, brown, Silty Sand - SM (Alluvium).
Changes to slighfly moist belaw 2.0 feet
, TS-i ,,7a 1.5 feet: (see attached sieve test results)
Bottvm caf test pit at 9 feet.
Nv groundwacer seepage.
Slight caving fronn Q to 3 feet.
~
TP-4 (excavated I'vlay 8, 2006)
' Depth Interval (fcet) Description
0.0 to 9.0 #'eet Medium dense, rmoist, brawn, Sil#y Sand - SM (Alluvium).
Changes to slightly moist at 1.5 feet,
TS-1 @ 1 5 feet: (see attached sieve test resuits)
_ 9.0 to 10.0 feet Medium dcnse, sIightly mcaist, grayish brown, medium to coarse,
Silty Sand - SM (AlluVium)
- Bottom vf test prt at 1[] feet,
iNo groundwater seepage observed.
; Slight caving from 0 to 3 feet.
i
GLC A=ciates, Inc. 5TI W t} #500499$
16i° & Felis - 5ail Cl€issificattan 7une 2, 2006
STI Natilswest Test Prt I.ggs Psge 3
_ TP-5 (f;3[Gavilted Miy g= 2000)
Deptf► [nterval (feet) Description
_ 00 to 8.O favt Medium der►se, mvist, brQwn, Silty Sand with oGcasivnal cab'bles -
(All11v1L1II7).
- Changes to srightly moist below 2 S feet.
1`S-] @ l 5 feet (see attached sieve test results)
- Bottorn af test git at 8 feet.
Nv gr+sundwater seepage. ~ -
; Slight caving frarn 0 to 2 feet.
_ TP-6 (excavated May 8, 2000)
Depth Interval (feet) Ilescription
0,0 to 8.0 foaat Medium dense, mvist, brvwn, Silty 5and with rvots -SM _
(Alluviurn) -
Changes to slightly maist belorv 2 Q feet. -
TS-1 @ 1.5 feet. (see attached sieve analysis results)
B ottom of test pit at 8.0 feet.
SZight caWing fram 0 to 2 Feet
rTv graundwater seepage
Abundant raats due to test pit located amang trees.
+ LAIRORATQ1tY PLEFORT, PR07ECC J Ia'A- 4' ELI~5
SWNORTHWEST GRAINSIZE ANALY: TS Pltv]ECT]+iv1vIBER: I 3628 EAST FERRY ASTM0I7 I]ATE kiEC'D
SPOKANE, WA 99201 .AASHTG) TI1 & ?27 UA'fE TFSTED
(509)534-9171 l fax [509]534-3755 ,
dDRING 1UTTi EAVAL LOCAn41d DEP'TH--b-5' SAM'PLE L{)G #
~ I'REWASH , PDSTWASH I TARE I.D. TARE I.D. r'D
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; PAN
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UIVtFfEQSflIL CaARSE FINE COARSE MEDIUM FIAfE
cLA5slFlCarlprc F'NES
5YS7EN1 GR,qVEL GRAVEL 5AIV0 SAND 5AN❑
~ 5ample Identificativn, Sample DesCription: ' `ab
TP-1, T5-9 @ 1.5 feet Slightfy silty sand (5P-5M) -A,Iluvium No 393 TP1151
~
~ ~I`N SI~rC Project: 15th Ave. & FeIts Pavemen# Design
G• ~ Location:
• Spokane, IlVashingtan
NC~F~T~lV~IE: T sob No S0I]{7198 oate 5126100
6 LABORATORY REPC)1tT PROJEcr: -10- -t- CjL1-c -
Sff NQRTHHWEST GRAIIY SIZE 19[►'iTALYSIS PRU.XEECT NUMBER: S o o t7 3 g~
~ 3628 EAST FERItY ASTM Cll7 DATE REC'D
5PC]KANF, WA 99202 ~SH7'O TII DATE TES'T~D
(509)534-97'11 fa~c (5U9)534-'~755
~
t34RING 1 WTEAVAL`les LLf Z. LUCATION ` DEPTN S` SANIFLE LOG# 313
: ~REWASH . POSTWASH ~ TARE I.D. " 9 1'ARE I.D. f~:>
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UhIFIED SOIL CDARSE FINE COARSE MEDIUM FINE
CLAS51FiCATION GRAVEL GRAl1EL SAN❑ SAND SAND FINES
5YS7EM
5ample Identificafrvn: Sample Description: Lab
TP-2, T5-1 @ 1.5 feet . Si1ty Sand (5M) - Alluvium Nb 393 TP2I51
Pr'je~ 16t~t Ave. & Felts Pavement Design
1* ~ ~ ~ Lacation:
~ Spokaf1E', WaShlngtOf]
ND~'THWEST REPORT l Jab Na.: ~~~Q'I ~S °$tQ: 5i26/00
~ ~.A~o~~oR~ ~PO~~ PRvrEcr: F~ 1 fs
i NC3RT'~WES7 GR.4INSlZE.~NALI'.'~IS PRa]E''N[]AMER: 5c~s o 1~l ~i''
~ 3629 ~sT ~~x A s~.~r Craa DA~ a~cs~
SPf]~IE, WA 99202
{549}534-9711 fax (599)534-9755 AASB`I`C) T11 dr 727 DA'IE TESTED
r
t3iDRI1+TG I IN'TERVAL'T LUCATZDN " DEPTH_ , SA.MPi,E LflG # 31:3
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UtVIFIE❑ SD1L CpARSE FIl11E CAAFtSE MED[4JM FINE
CLASSIFICATIQN ,GRAVEL (;Ft,qVEL SAND SANQ SANQ FINES
SYSTEM .
5ample Identificatipn: Sample Descnption: Lab
TP-3, TS-9 @ 1 5 feet Silty Sand (SM) - Ailuvium Na 393 TP31S1
~ p~je~' 'I 6th Ave. 8~ Felts Pavement aesign
G R~►r~N ~ IZ~ Lo~tion:
• 5pakane, Washington
~ REPORT Joe wo oate
No~t~~w~~~ ~ $aao~~~ 5r26i00
~ ~'ROdF~T:
LA~3URAT~3RY ~tE~'aRT , -
SWN(J RZHVIlEST GR4I71T SIZE ANALYSIS PROJECT NUMBER:___S_6 o~)_V
~ 3528 FAi'I` FERRY ASTMC']17 T}A'1'E FCEC'❑
SPf]]YANF, W'A 99202 A4SHTa TT I dr 77 7 DATE TESTED
(5439)534-9711 fax {509}534-9755
ttaRIrra / INTERVAL r.cCATro~ ~ ~EPTH.J. -9 s~IY- LOG 4 3 _
r
- PREWASH , POSTWASH ~
TaRE I.D. ~ A TA'RE I.D. ~ .
WET - TARE 62-5. 1 DRY - tARE
~ DRY - TARE 115 TARE
WATER ?7 . DRY SDiL
I TARE 2~~ • ~ WaSHOUT ~ -j
~ DRY SOIL
~ MOISZURE CaNTENT ~ . ~
~ .
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eLASStFECA7I0N GRAVEL GRAVEL SANE] SAND SAND FINES
SYSTEM
~ 5ampfe Identification Sample ❑escription: ~ Lab
TP-4, TS-1 a„7 9,5 feet 5iliy 5and {SM} - AlIuvium No 393 TP4151
' Project. 16th Ave. & Felts Pavement Design
~ ~ ~ Location:
• S~]Qka1~B, Wc~5~11C1gtoCl
~~T~ ~a~TH~~ '~J~ REPORA Job Na.: Date.
~ S00019$ 5I26/047
' LABORATORY REFf➢RT, PROJECT:--Ok i- F`e I °tr
,SV7NORTHWEST GRAINSI7EANALYSTS FRD7ECb' NUMBEit:___~;o oo)_jy
3628 EAST FERtY ASTM C'117 DA7'E REC'1)
SPC}KANE, WA 91202 AASHT+O T11 da T27 DATE TESTED _
(509)534-971 1 fax (509)534-9755 . ,
BC?RINt3 f JNT'ERYAL~j~- 5 IOCA'i'd4N ' DEP1li 5' SAMPLE LOa #
--~PR pEWASH POS1YY
ASH '
~ TpRE I.D. - E- , TARE J.D. WET - TARE IlRY - TARE T7RY - 7ARE TARE
WATER DRY S❑IL
~ TARE WASH[]U7
~ DRY SOIL
~ MOISTURE CDNTENX
~ - y -
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SAAriPLED BY: 3~5 TESTEU BY~_ 7Z F CHECKEU BY: J
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. GR49N SIZE (mm)
UFfIFlEi7 SOIL CQARSE FINE COAR5E MEDll]M FIAIE
CLA551FfCA710N GFiAII€L (3RAVEL SANa SANO SAIVf3 FINES
5Y5TEM
Sample ldentifcation: Sample Descriptian: Lab
TP-5, T5-1 @ 1.5 feet Sifty 5and (5M) - Alluvium No 393 TP51S1
~ Pra~ect;
V~tN SIZE 16th Ave. & Felts F'aVemerat Desigri
Lvcation:
~ ~rT Spokane, 1Nashingt+~n
L~'~~ ~VC9RT~!'#dIrEST i~ iob No ' S000198 ❑ate 5J26100
E.ABORATOTtY 1tEPO'RT PRO7ECT:r] Fe /H
►SWN(3FtTHVVEST GR.fl17V STZEANA LI'S'TS PROJECT NlJMBER: 50 o 1_V
I 3628 F-A5`i' FERR`'Y ASTM+C117 DATE REC'T]
SPC)KANE, V[+'A 99202 AASIITO Tll A r27 DATE T1ESTE1)
(509)534-9711 fax (509)534-9755
80RING ~ ~VAL-T,rJ- P; 4- ~ ~ATIaN ~ nEPTH 1.5 sAWzE 100 # '
~
~
. PREWASH . POSTWr4SF~ ~ TARE I.D. TAf:E I.D.
WET - YARE DRY TARE
I DRY - TARE TA'RE
-WATER DRY SDIL ~ ~ • ~
TARE 2-2-1. 0 , WASHOUT Z-
DRY SDIL
- MOISTIJRE CONYENT
'
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VWEK*IT
,
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. GRA1N SlZE tmrny k
111VIFlED 5f]IL C(]qRSE FINE CdARSE MEaILJM FINE
CLA5SIF1CATION GRAVEL GRAAfEL SAND SANp SRND FINES
SYSTEIV€
5amp3e Identification: 5ample DesCript"ron: Lab ~
TP-6, TS-9 @ 1.5 feet Sifty 5and (5M) - alluvium No. 393 TP5i51 ,
G~ p r~ SIZE Praiect: 16th Ave. & FeEts Pavement Desigr~
R~F11 Location:
~ Spvkane, Washington
~i►~~~~ NORTHWEST REPORT Job No.: Qate:
5DC10198 5126100
6
~ NOR~HWEST
runeis, zoo0 SOfLS, TFSTlNG 8c INSPECTlON
' STI W.U. # Soot1198
~ CLC Associates
- 707 W+e.st 7' AVenue, Suite 200
Spokane, Washington 39204
' Attentian: Mr. Doug desmvnd
Re: Addendurn to So#I' C]as51GCatID[I fpr PAPeIIenti Dg5ZgI1 A'flCUill[l1@ndStI0i15
16' Avenue Hesidential T7eVelaprtzent Pavement Design
Spakane CuUnty, Washingtoa
Dear Daug: i _
57'I Nnrthwest is pleased to saxbtnit this revised soiI• classifiGation for pavement de,sign purPoses far the
prvposed residential development ta be 1tcated sauthwest of 16ti Avenue and Felts Road in Spokane County,
Wastungton. 'Ilis revisian is 6ased on additivnal xaboratory test'vng canductel on a representative subgmde
soil sample.
The soil classificatic3n, as described in aur ]une 6, 2t?00 leftr, cvnsisfis of 5ILT4' MEllIUIV& SANA (SM) and
, SLIGHTLi Y SILTY, MEDIUM 3AND (SP-5M). A CBR test was +canducted on a representative subg,rade
sarnpte #aken fram the approxirrate sit,e center at a depth of 2 to 3 feet. The testing indicated a CBR ranV%=
- fram 11 ta 17, varysng with ccrmpaction, for the sample. LFsing the law GBR of I 1 and eonverrirg this value
to Resilient Modu1us, we calculate a Resilient Mndulus of 16,500 psi. To account for pvtential variability
oFthe subgraa~ ~oils (us~ ~~~fety factor of l.s), we recommend using a Resilient Modulus of 11,004 psi
for pavemern design purposes, CBR test resutts are a#tached.
- Thc conclusivns aad recarnmenda#iu~ns presented in this revised lettef are based, in pait, cm the explvrativns
that we per#"vnned for tbis study and our additional laborat4ry tesfing. Therefore, af variations in the
suhgrade conditons are obserrved at a later timc, we may need to mvdify this letter tv refleci those changes.
We appreciate the vPportunitY to be of servir.e an this pro}ed. Iff you bave any questivns regarding this letter
- or any aspects of the project, please feel free to cvnt.act our affice.
- Sincerely, w►~v~r
- 57 i N'orthwest ~ .
, ►3~ ~
.
- -
lEmgEs _06841~~ ~
]ay W. Logan, P.E.
Geotechnical Engineer
3628 E. Ferry • Spvkane, WA 99202 ■ Phone (509) 534-971 1 ~ Fax (509) 534-9 755
CBR 3est @ 'I Z1.2 pcf - Site +Center @ 2 ta 3feet
16th & Fel#s Residential Dev►elmpm+ent - ST1 # S00019$ ~
NoRrHvvE$r
900
svo -
-
700
600
.CL
500
~
~
~
~
~ 400
,
ti
300
200
I~, 5
~
100
0 # . . . .
~
fl 50 10{] 150 200 250 300 350 400 450 500 550 600
Penetrativn - iroches x 0.001
~
CBR Test @ 136.3 pGf - 5ite Center @ 2 ta 3 feet
16#h & Felts Residential Develaprnent - STi # 500019$
jWrj NORrHWEsT
700
svv - ~
500
~ 400
-
~
~
~
~ 300
~
~
200 'Ifl0 ,
. `
. ~
~ , r _ . . . . . ~ . , . . . . . . . . , . . . . . . . . . . . . . , . . . . . . .
0 50 100 150 200 250 300 354 400 450 500 550 600 650
Penetrativn - inches,x 0.001
~t,.
CBF~ Test @ 144.0 pcf - 5`te Center @ 2 tv 3 feet
16th & Felts ResidentiaL Develapment - STI #SU00198
NORTHV1fE5T
900 saa
700
' svo . ~
600
~
~ I
~ 400
*
~
300
200
: • ~~1~ _ 1 ~a X 17~ r~~s% ~
10f3
o~ . . . . . . , _ , , , , . . . . , , . . . . . . , . , , ~ . . , , . . . . , , ,
D 50 100 150 200 250 300 350 400 450 500 550
Pene#ration - inches x 0.001
. h
16-22 CIVIL ENGZNEER.~1~fG 1R,E~'E~tENCE MANUA~, -
alerit Thcrc£ore, thc gravel cquivalent thick- step 4: Choose the base ancl suhh
-ness ❑f the subbase as Erriulsifierl asplialt base mixtures~ar z
into three types Type I is z1
3 6 -2.0 = 1.6 Tt hase made with processed dens 190 ,
- gregates Typc II ba.ses are mac1~
IThe su6base thickness zs processed, crusher-run, p3t-run, ar ~
- aggrcgates. 7'ype IIp dsa,ses are
t_s =1.6 ft sanrls or silty san~ls. ]3ath type
r~
III can lae eithPr platit vr road maiceci
~ llntreated aggregatE3 ststabase materi
alsa be user~ ~ ecial u
' asphalt cor~creta 0 ~ ~ 9 ~1i'~Y
, miim streiagth requicernents appZy:`~ng
instatZCes.29
step 5: Use table 16.22 or table 16.23 to d~6si
~ pauemant. If the EAL or appsQxirriate-
Y subbase 1.60' ber of trucks places the design between~ r
x ' 1~ i " fic classes' i itzterpalaLioi7 fietween thick~ri
' in t1Ee tables is allo~vc;r,~.
_Y~ ~~v~" ~
24 DEsrGNlrr~ ~ORTLAnTD CEr~~ENT
CoNCRETE PAVEMErrT
23 FLTLL-DEPTH ASPI-~ALT PAVEiVIENTS- ' J
SIIVIFLIFIEI] ASPHALT TN5TITUTE pn projects with three ar Tlanre lancs in one directi tt
METiIO3J27 separate desigiis usuatly are made for t}te inside and
autside lanes This results in si.eps at the boCtnrrL~`4£
step 1 Detesmine the 20-year, 18-kip equivaleiat pavemerit and base It is clreaper to construct stepp,d` .
¢ axie lr~ading (EAT~) for the gavem,ent sec:tions thaii uJaifvrrn or tapere~3 sections„ w~ic~ resul~, in increaseci sail remnval klaweaer, in order to provlde
sEep 2• Use tabie 16.20 Lo convert EAL to a traffic a tiniform gr3rlYng plane, it is permissible to increase Ghe',
class thickriess af the subbase under thc inszde lanes,"° Th i's.,~ .
step 3• llse tala4e 1E 21 to classafy the szibgra.de svil tota] thickness of subba.se shvuld be used to desigiz ths'
into pcac~r, mediurr~, or g~►vd-tv-exceilent cat- pavernent fQr the inside lanes w
egnries.
~ eement
" concrete
-
psvem ent
Tslf?le 1$.21 ssphatt
Subgrade Svil Categaries sufobase concrece
<t ? - V 1 . , ~
. . ` .
I d
typlcal values ayyre9ate .~-N >
i TeSIlde[lt t?ase y.
A categorY modulus2$ CLTi. Z~.-value I~.€~;-,~~-.~
`W~ t~ested€~'= i tzase~t soal~
~TCiP 4500 j7s1 3 6 h'aSe 1 E7, . ~ r K
medzurn 12,000 $ 20
goc~d-torexc~llent 25,1~[1U 17 43 F'igure 16.~.3 Typical Port,l~anti Cemer~t
,.r
Caricrete Sectzaiz
rf
27 This method caanoE be used to design pavement sectivns with _
asphalt 4oRCrete directly e]aer nntreateti aggregate 6ases 29 Spec:ficall,y, untreated aggregate cnnst have a mipinsum GBR .
Qf 20 or a imnsmum FL-value af 55 to be used as a sub6ase It _
28 The res=2esnt mnslulus is the saaze wS the modufu.s of edastacety fnusC have a minimum GBR of 84 af a minimurn R-value af 'T$ to ,
of the soil It ss nvE the sa.rrie as the modulus af subgrade reac- be used •as a hase Dther requircyrnents extst aiso
tian, k, althougb the twv are relatc[1 Far gusitive valuea of the
resilient meduaus, MFi, ;t~ k X 19 4. The resilient modulus as also 30 If 6he sub}sasp- is omitked, as it is in many ragid ['iavemetit
approxirtiaCely 1500 tirues tFte CalifQrnia Bearang Ftatsa (CBR) desagns, increase l6e thickness csf the base
.y
~
CLC 767 West 7th Ave. Flanning ,
AssoCiates, InC. 5n11e 200 Engineering
3pokane, RA 492E14 Archteclure
(51f9) 458-6844 fan&scapeAachutccture
(509) 458-6844 FA]I[ Land Sun'e}'+ng
-
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100 10 f 01 001 0.001
GRAlN 51ZE (mm)
UIVIFIED SaIL COARSE FINE CDARSE MELIIUM FIPlE
CIASSIFIGATIQIV FINES
SYSTEM GRAVEL GRArJEC SAND SAIdD SANC1
Sampde Identifca#ion: Sample C7escnption. Lab
7P-6, T5-1 @ 1.5 feet 5ilty 5and (SM) - Alluviurn NQ 393 TP6I51
GRAIw1 SIZE Project: 16th AVe. & FeEts Pavemer~t Design
~r ~ocation:
.~o~ ~o.: Spakane, WaShir~t~to ~ata:
ti11DR"~HVI~'EST 5[}OQ198 5I26100
~ LABORATQRY REPORT gRDJECT: lGt~ -t" e l+f
X" NC]R7HWWF-ST GRAIJYSIZEANALYSlS PItv.TEG'T NUMBER:
3sa9 EAsT FERRY ASTAf crr 7 DATE REc'"
~ SPOKAtaF, WA 99242 .qASHTO Tr1 & 727 nA'Y'E TESTED
(509)534-9711 fax (509)534-9755
30RING 1 INMRVAL'Frs ~ V~l- ~ LOCATIaN " DEPTirT ~ ' SAWLE I.OG #
.
~ P~EWASH - ~~SlWASH N TARE I.D. - , TARE I.D. -7-727
WET - TARE DRY - TpRE ='-J- . ~
I DRY TARE TARF • fl ~ ~
WATER DRY SOiL '5~ 4- 3 • 5
TARE ZZ 1. 0 - , WASHQUT -Z-
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- U.S. N0, 200
PAN o
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SAWLED BY: JLS TESTEU BY: DLF CHf?CKEt3 BY: 3I-S RLIITEWED
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U . - - - - . - - - ~ 100
100 10 1 0.1 0.01 0.001
GRAIN SIZE (mm)
UNIFIET] SOIL CI]ARSE FlNE CAPeRSE MEDIUM FINE
CLASSIFiGATIOId FINES
SYSTEm CRAVEL GR4VEL SAND SAIVD SAPlD
Sample Identifcatian: Sample aescriptian: P.ab
TP-5, T5-1 @ 1.5 feet 5iity Sand (SM) - Alluvium NQ 393 TIP51S1
GRAINSIZE Project: 16th AVe. & Felts Pavemerat Design
Location:
R c Spakar~e, Washingtvn
~ Job No.: aate:
~'~g ~I'ORTHVI~"EST G ~ s000198 5/26100
~ LABURATORY AEPORT , pROrEcT,__1~11- t-
SWN6Rl'6-lWEST GRAINSIZEAINALYSIS PAU3EG~I'NuMBER:
3628 EnsT FERRY cr~ ~ Dn~ ~ctr~
SPO~,xE, wA ~x02 ,r9.ASHM Tr1& T27 DATE TESTED
(509)534-9731 fax (509)534-9755
.3v1urr0r 114TERWAL-Tr-44- pi J, S LOCATTOx - DEPTH_). 5' s~LE Loo # '
~ PREWASH , POSTWASH TARE I.D. - e- TARE I,D.
WET - TARE ~45, a DRY -TARE
~ DRY - YARE ,ir,* 1 I. i t] TARE
WATER 214 DRY SOTL.
~ TARE 2-2.3 . 1 WASHOUT (2a"p--)
DRY SOIL - I •
MOISTURE C13NTENT
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'U.5. N[]. 200 ~ -4o -,3 1 19' ~ ~ ~ 1-7, '(v •
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IPAN
SAMPLEa I~Y: ~L S TESTEU BY:i ~ Clf EC~ k3Y: J Lj REVIEWED SY
V:l i-26-00
--4= ~
314" #4 #10 #20 #40 #100 #200
100
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9 I d
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- - 10 - --___~...~rt 90
0 ~ - - ~ 900
100 10 1 0.1 0.01 0.001
GRAfN SFZE (mm)
UNIFIEQ 501L CDARSE '~!N£ C[?ARSE MEDIl,lM F{!VE
CCAS51fICATION FINES
5Y5TEM GRA►JEL GRAVEL SAfVD SAIdD SAIdD
Sample Identification: 5ample Description: ~ Lab
TP4, T5-9 @ 7.5 fest 5ifty Sand (SM) - AllutiGm No. 393 TP41S1
P~je~: 16th A►~e. & Felts Pavement design
V ~ ~ Location:
~~~~~a Spo~Cane, WasY~ington
~ .fob No.: Date:
- i~'►~ NoRTHwEsT 5OOa19~8 5i26f00
~ PRVJEC~': j4 'r ~ ~S
L~B~~~roR~ ~~e ~~T
SW[►!❑ RTHW'EST G.RARV SIZE ANAL&lS F1tv3EGT NuMBER.-S o o~i-v
3528 EABT FERRV ASTM C117 B►ar'I'E REC'D
~ SFOKA.NE, WA 99242 A,4SH?'{D Tll A 7-27 DATE TESTEI) _
(509)534-9711 fax (509)534-9755
30RING 1 IITTEAVAL LOCA°T'idN ' I~EPTH. 1'- 5 i 5AWLE LDCi 3 ~
- ~PREWASH , POSTWASH .
~ TARE I.D. ` A TARE I.D. A~ -
1JET - TARE C 2.5. 9 - DRY - TARE
j TARE
I DRY YARE 5 q T
wATER P-5 DRY 5~~~ ~ L Z-
TARE ZZ 4• WASNOUT
DRY SOIL •
ME]iSTffRE CaN7ENT-? • ~
-I , SA i
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SQUAR I
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SAMPLED BY: .)0 TESTEb BY:-PL{= CHECKED BY: > LS REVIEWEL] FSY4 iW
V:1 I -2fr4)D
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100 90 1' 0.1 0.01 0,001
GRAIN S[ZE (mm)
UNIFIED 5C][L CaAFtSE FINE CvARSE MEQI6JM F1NE
CLASS]FICATIQN GR►4VEL GRAVEL SAHD SAND SAND F1NES
SYSi-Efl1! •
Sample Identificatron• 5ample Description. Y Lab
TP-3, TS-1 @ 1.5 feet ' Siity 5and (5M) - Alluvium No 393 TP3IS1
Gfl pIN SIZE Project: 16th AVe. 8~ Fef#s Paver~ent Desigr~
~'~1 ~L6cation:
Spakane, Washingtan
NORTH1N E5T R EPORT Job No.: oate:
S400198 5l26100
` LAB0HA"TORY REPC)RT PRDIEC'I':
S"NC3RTHWEST GRAYN SIZEAIVALYSIS PRO7EGT M]MRER: 5 a n a l~1 ~P'
- 3628 ;LAST F"ERRY AS'TM Cll T DATF-REC'I7
~ SPDKANS, WA 99202 AASHTQ TlI & 727 UATET'ESTED _
(504)534-971l fax (509)534-9755 ,
30RINCi 1DrERVAL•TS 3- IIACAI'[ON " DEP'TH SAWLE LQCi # 3 9 3
~ . . PREWASH , POSlWASH
t =Y~
~ TARE I.D. V rARE I.D.
~
_WET - TARE ~jv. o nRY rA~E LL ~
DRV - 7ARE ~'?~•a TARE
WaTER ~ ~ DRY SQIL
TARE JLs WASHaUT
DRY SBIC.
. . MQISTURE CONTEIVT-WI
-
vew fUN= ~ % F"AM '1iPA5M
.
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_ 6" tWARE
4 ~ I 1 ~ ~ ► ~ ~~t , ~
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mi 60
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U.S. rrEI. 200
PAN
~
- - . -
SAMPLEU BY: J' 1) TESTEI'J BY:'~F C~IEG, BY: ~L•! REVI~WFI] BY:~`~w °J';.
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2 F
r C
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P ~ a
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9 d
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Q ~ - m - - - - ~ - . 100
100 10 1 0.1 0.01 0004
GFiAIAI SIZE (mm)
CJNIFIED 5C)IL C(]ARSE FINE CQARSE MEOIUM FINE
ClRSSIFICRTIC)Id GRAVEL GRAVEL 5,4ND SANa SAND FINES
SYSTEM
Sample Identification: 5ample Description: ~ Lab
TP-2, TS-1 @ 1.5 feet Silty 5and (SM) - AEluvium No 393 TP2I51 .
~
GFZ~`1 p AIN SIZE Pruject: 16tFa Ave. & Felts PaVement Design
Lacatian:
REP ^~T Spakane, Washingtvn
►y,*~'~'/~' tu~~t~HVV~~T _ ~ Jab No.. Si~{~0`I98 Date: 5l26I00
y LABORA'1"ORY 'REPQRT PR[]J,EC'i':-L4
NORTHWEST G1L9llY SIZE AN'ALYSIS PRDJECT NUMSER: S u~i 9 8
3628 EAST FEItRY ASTMC117 DA'i'E REC'D •
~ SPDKANE, Wf199202 ArlSHTO T1l dc 727 UATE TESTED
. ,
{509}534-9711 fax (509)534-9755
30RDNG 1WMRYAL`TcR or P: ~ Z L()CA'RC3N ' ~EYM 5` SAWI.E LOG # 3 9 3
~ PFtEWASH , - POSTNASH ~ TARE I.D. - 9 , TARE I.D.
~
WET - TARE t(S. ~ DRY T TARE
~ .DRY - TARE &2li , 4 ZARE
WAT~R t?~ra . 2. , DRY 50IL
~ TARE 7-12. 7 • 1JASHOUT
DRY SElIL 4J 10' ~ I MOYSfiURE CONTENT euLJ ~
-
N -
- ~ b'~E1IE WBalRWAM CUMULAJTVE % RffAHM 'lPPASSM M6Cir-IrATM+ ,
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D - - ~ - 100
100 10 t 0.9 0.01 0.001
GFiAIIV SIZE (mm)
UNIFIED 5O1! C[)ARSE FfNE COARSE MEL1UM FIP3£
CLASSIFICATIDN GRAVEL GRAV€L SA[VD SAND SAND F1NE5
5Y5TEM
~ Sample Identife.ation: 5ample Descriptivn: _
TP-1, TS-1 @ 1.5 feet Slightly silty sand {SP-5M} - Rlluvium 393 TP"~151
GRAI~~ w1 SiZE Prnject: 16th Ave. & Felts Aavement aesign
Location:
~y ~ Spokane, Washington
T N~]RTI-~~IIVE5T ~T~ Job No.: ~ate:
SODO'~98 5125100
~ X.,ABaRA'Y'oRY kEraRm PR❑xF-cr:j [0411- -e EELrg
SWNQRTHWEST GRAIIYSIZEAIYALYSIS FRO3EGTNUIMER: _
362$ EAST FERRY ASTM C1I 7 vATE Rc'D
~ Sl'OKANF:, WA M02 AASBTO Tll dc 727 AATE TES'I'$D
(549)534-971I fax {589}534-9755
aaRIrtG/niURVAL i.occATroN sAWLE LOG #
PREWASH , POSIWASH .
~ TRRE I.D. - p , TARE I.D. r.1) .
WET - TARE. L.0' ' c° DRY - tARE J~S~^`~ • ~
~ DRY TARE ~ -Z'l ► b TARE -b ~
WATER DRY S❑IL
~ TARE WASHOUT ~
DRY SDIL 40, Z
, MI]iSTURE CONTEN7
5A
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PRN ,
_ AN C). Q
LF CHECKE17 BY: A L[ REVIEWED $Y:~'i~' ~
SAMI'LED 8Y: a L S TESTED BY:__p
v:t tab-oo
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ei,c Assoviace;~, Inc szT w o. #saoo i 9s
16' & Felt. - Soil Cia.sificativn Juae 2, 2000
5'FI Naiihwest Test Pit L,ags Page 3
Z'p-5 (eXGaVated May 2000) -
Depth Interval (feet) Descriptivn~
4 0 to 8.0 foot Medium dense, mvist, bravan, Silty 5and with occasional cobbles -
SM (Afluviurn).
- Changes to slightly maist helow 2.5 fee#.
T5-1 @ 1.5 feet; (see attached sieve test results)
'I
Bottam of test pit at 8feet. '
No groundwater seepage,
Slight caving fram fl to 2 feet.
I:
i
i TP-6 (excavated May 8, 2000)
Depth Tnterval (feet) Description ,
0.0 to 80 foot Medium dense, rnoist, brown, Silty Sand vaith raots - SNf
~ (Alluvium).
- Changes to slightly maist below 2,0 feet.
TS-1 ~7a 1 S feet; (see attached sieve analysis results)
' Bottom of test pit at 8.0 feet
SIight caving from Q to 2 feet
, Nv grvundwater seepage
Abundant roots due to test pit located at+nong trees.
~
i
,
CLC 1lssvciates, ]nc. 5TI W C) N540[1198
16' & Felts - 5oil Classifscat:nn lune 2,2000
$T9 Naettswes! Test PF9 1,Qgc Page 2
TP-3 (excavated May 8, 2000)
Depth Tnterval (feet) iDesCription
Q.CI to 9.0 foot Medium dense, mDist, braNvn, Silty Sand - SM (Alluvium).
Changes to slightly mvist belaw 2.4 feet.
' TS-1 @ 1.5 feet: (see attached sieve test results)
Bottom of test pit at 9 feet.
; Na graundwateir seepage.
SIight caVing frarta 0 to 3 feet.
I;
i~
- TF-4 (excavated May S, 2000) .
I~
, Depth Interval (feefi) Descriptivn
- 0.0 #o 9.0 feet Ndedium dense, moist, brown, Silty Sand - SM (AlTuvium).
I I Changes to slig4atly moist at 1.5 £eet.
TS-Y @ 1.5 feet: (see attached sieve test results)
9.0 to 14.0 feet Mediurn dense, slightly muist, grayish brown, gnedium to Goarse,
Silty Sand - SM (Alluvium)
Bvttvm of #est git at 10 feet.
Nv grQUndwater seeFage ahserved.
; Slight caving from 0 to 3 feet.
TEST PIT L[]G.5
- STT W.O. # SOOO) 98
- 16" Sc Felts Pavement Design
(See 1 G`h & Fetts Site Plan for test pit tocativns)
TP-1 (excavated May 2000)
Depth Interval(feet) Dcscription
0.0 to 8.0 feet Medium dense, mcrist, browr►, Slightly Silty 5and. SP-SM
(Alluvium). Changes to slightly moist at 3 S feet.
TS-1 @ Y 5 feet: (see attached Sieve Analysis results)
Bottom oftest pit at $ feef.
No grQUndwater seepage obseaved. . ,
Slight caving at 0 to 2 feet
~
TP-2 (excavated May 8, 2000)
_ Dcpth Interval (feet) Descrigti4rn
0.0 to 9.0 feet Medium dense, mvist, brown, Siliy Sand with rninar orgaraic
content (duc to yard waste) - SM (Alluvium)
Changes to slightly rnoist and without organics at 1.5 feet.
TS-1 @ 1.5 feet: (see attaGhed sieve test results)
9 0tv 1[].0 feet Mediurn dense, slightly moist, grayish brown, medium to coarse,
Silty Sand - SM (APluvium)
~ Bottom of test pit at 10 feet.
No groundwater seepage Qbserved.
Slight caving from 0 to 3 feet.
INITIAL DRY DENaITY VERSUS CBR - Site Center car 2 to 3 feel
16th & Felts Residential Deaelopment - STi #S0a0198 JWVJ NORTHWEST
50
~
45 -
40
~
35
~
30
,
im 25
~ ~ -
20
-
~ . .
15
10
'
5
~
0 I i 1 e i 1 1 Y 1 Y I r
120 125 130 135 140 145 154
Dry Density - pcf
I - - I , , ,
CBR Test @ 144,0 pcf - S`te Center @ 2 ta 3 feet
16th & Fe[ts Residential DeVelapm+ent - STI #SOOOI 98
NORTHWEsT
900
sao aoa sao Z .
a .
500
~ .
~
~ 400
'
~
0.
300
200
100
o~ . . . . . .
0 sa 100 150 zoo 250 300 350 aoa 450 500 550
Penetrration - inches x 0.001
6
- , - - - - , - , - i
CBR Test @ 121.2 pcf -Site Center @ 2 tv 3feet
16th & Felfs Residential Developmen# - STl # 5000198 ~
l'~'rff IVORTHV1iEST
,
900
800
700
$0[]
V :
a 500
404 - -
L
~ -
340
2D@ -
100
, 0 i ~ . . . . . . , , , , . , , , . . . . . . . .
a 50 100 150 200 250 300 350 avo 450 500 550 saa
Penetrativrt - inches x 0.001
9
- - - - - - i - - - - - - - - I ,
r .
CBR Test @ 136.3 pcf - Site Center a'7 2 tv 3fee#
'I 6th & Felts Resideratial Development - STI # 5OOOI 98
jVrAr NC]R7HINEST
700
- -
600
500
'N .
'a 400
I
~ li -
r~ -
~
~ 300
4 i
(L '
200
100 _
0 ~ , . . . . . . . . . . . . . . . . . . . . . . . . , . . . . . . . - - - - . . . . .
o 50 100 150 aaa 250 300 350 avo 450 500 550 600 650
Penetrati+on - inGhes x O,044
li
~
~ NORTHWEST
June is, 2000 sOILs, rEsrrnrG & r►vSPEcrIv►v
sTI vv a. # S000198
CLC Assaciates
707 Wcst 7''' Avenue, Suite 200
_ Spakane, Was}ung#on 99204
- bttention Mr. Uoug [7esmond
Re: Addendurn to Soil Classification far Pavernent Uesign laecommendations
16'b Avenue Residentia! Devetopment Pavernent besign
; Spokane County, Washingtnn
Dear T7nug
STt Nbcthvvest is plcased to submit tlus rev15Ed SOiI GIa55iftGation for pauement design purposes for Che
prvposed resldential develapment to he Iocated sc+uth►avest of 16th Avenue and Felts Ftaad in Spokane County,
- ~ Waslungtnn. This revisivn is bascd vn additional laboratory testing crnducted an a representative subgrade
sozl sample. -
The soi1 classificatlon, as described in oiar 3une 6, 2000 letter, cansists of 53LTY MEDIUM SANG (SM) and
~ SLIGHTLY SIL'I`Y, MEDI[1M SANU (5P-SM) A CSR test was conducted on a representatave subgrade
- sample taicen firom t.he approxinaate site c.enter aC a depth of 2 ta 3 feet The teshng mdicated a CSFt ra.nging
from 1I tu 17, varying rvith compaction, for the sample. Using the low CBR vf 11 and converting Chis value
to ltesilient Nlc3dulus, we calculate a Resilient Modulus of 16,500 psi, Tq account For pvtenteaI uanablIity
of the subgrade scails (ussng a safety factar of 1 5), we recommend using a Resilient Modulus of 11,404 psi
for pauement design purposes CBR test resulfis are aCtacheti
7'he c4nclusians and rccvmmendaCions presented in this revised leCter are based, in parC, on the exploratavns
that we perfarmed fpr this study and our atiditi4na1 iaboratvey testing. Therefare, iiF variatians ui the
sub,grade condifiiQns are observed at a later tirne, we may need to nnrrdrfy this letter to refleck those changes.
We appreciate the apportuniCy to be of ser-vice an t.Fuus proaect. If you lave any questior►s regarding this letter
ar any aspects of the prajecC, please feel free tg contact our office
Su3cerely, I' 'I'oG
STI Nar#hwest
CO ~
►
~ bMRM 061141
JayW. Logan, P E -
- - Gsotechnical Engineer
3628 E. Ferry ■ Spakane, WA 99202 ■ Phone (509) 534-9711 • Fax (509) 534-9755
- 1993 AASHYO Pavement Design
DARWin Tll Pavement Design System
A Praprietary AA45HTC]WARLT"'
Computer Svftw►are Product
CLC Associates, Inc.
707 W. 7th Ave, 5uite 200
5pakane, WA 99204
- Doug ❑esmand
Flexible Structuraw Design Mvdu9e
,
i l]9SHMAN COMMQNS
Flexible Structural Design Mndule Data
-~18-kip ESALs Over
Initial Performance Periad: 863,451
, fnitial Servieeahility: 4.2
, Terminal Serviceabrlity: 2.5
Reliability Level (°1g); 90
- , Overall 5tandard Deviation; .45
, Roadbed Sail Resilient Modulus (PSI) 11,000
' Stage Construction: 1
; Calcufated Design Structurae IVurnber. 2.93
5pecified Layer Design
' Struct. Drain.
Coef. Cae$. Thickness Width Galculated
Layer Material Descriptinn (Ai) (Mi) {ai} (in) (ft) SN
1 ACP-CLIa,SS A .42 1 2 - .84
- 2 AGP-CLASS E .42 1 2 - .84
3 GSBC .14 95 9.5 - 1.26
' To#al - - - 13.50 - 2.94
, Simple ESAL Galeulatian
Performance Period (years): 20
Two-Way ❑aily Traffic (ADT). 7,$80
Percent Heavy Trucks (af A❑T) FHWA
Class 5 or Greater. 2
Number vf Lanes In Design Directivn; 1
Percent vf Ail Trucks 1n Design Lane 100
Percent Trucks 9n Design Direction S{}
Average fnitial Truck iFactor (ESpLsftruck): 1.5
Annual Truck Factar Growth Rate (°Io). 0
Arrnual Truck Vofume Growth Rate i]
Grovvth. Simpls
Page 1
~ - ~
~ _ .
a
• ~ •
~
OR ARTtiRIAL.
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~ -
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[
j:1Land'Prr~ieets19935,1dwglGC)VER.dwg, 06f[f612Q40 02.50:47 P ~'1, f.~JO
- t ~ ~ -
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C-)
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MAPS
APPEND'I,zv
APPENDIX A: MAPS
ViCTTTITY MA.P
SCS SOTLS MAP
APPENDIX B. RESILIENT IV~IODULUS
ROA13 RATER DATA
SUB5T1RFACE INVESTIGATIflN REPORT
RANGE OF, M~DULL1S VALUES PER [TS~ SOTL GRO[.]P
(SPOKANE CC)LTNTY TECH REFERENCi: B)
APPENDIX C
DARWin INPUT AND C3UTPUT
D3
Table 1 -Soi1 Samples
jTEST Sample Location USC Designatioa 1VIR Range
PIT raad station, nffset (percent fine5, passing (Psi)
#240 sieve) ppC Tech. Ref. B
' Y STA 1 G+53, 26" Rt. SP-Sivi 5,000 - 10,400
, - 1 b'H Ave. (1 {].bQ/o)
~ 2 STA 22+14, 7' lZt. Sm 5,000 - 10,000
FePts Rd. { 1 6.3
'3 STA 11+{}9, 24' Rt. Sm 5,000 - 10,000
16TH Ave. { 19.2°/~}
' 4 5TA 17+45, 7' Lt. SM 5,000 - 1(},000
Felts Rd. (18.5%)
' .
I' 5 STA 5+75, 2 6' 12t. SM 5,000 - I4,000
1 6' Ave. ( 17.6°la)
6 STA 12+09, 6' Lt. SM 5,000 -10,00D
Fe1ts Rd. (18.5°Io)
Table 2: Structural Pavemeat Sectian forr 16`h Ave.
-Asphalt Concrete Pavement, Class A: 2" thick
Asphalt Cvncrete Favement, Class E: 2" thick.
Crushed Surfacirag &a,se Course: 9.5" thick
CLC Associates, fnc D2 17ishman en►nmons PavementDesign Report
i
i;
' Dishman C'omrnons
PRoJEcT DESCRrPTIoN
; Dishman Ccrmmons is a 30 lot sub-division {on 10.3 acres} lvcated in Sec#ion 29, T25 n., A45 E., W.M_
in Spokane Cvunty. `1he gropvsed irnpravements include tYae necessaty sanitary sewer, waier, rvad and
starm draiaiage faeilities. See the vicinity rnap pravideti in Append.ix A. Half-street irnprvvements wi11 be
' prvvaded alvng the north side of 16' Avenue and the east side of Felts Road.
SUM1LL4lRY DFDESIGIV
The purpose ofthis report is to sunumarized the results of the structural pavement design. The arterial
desigin was pe;rFormeci in accQrdance wath the requsrecments ofthe draft Technical liejerence B,Structurad
Pavement Dssign afFdexrbde Prxvemen[,s by Spokane Caunty. The analysis was perfarmed using the
AASHTO "Design of Pavement 5tructures" 1993, anid it is a stress-1oading design apprvach. The
AASHTD cvmputer software, L]AR'W in 2. 0, was used ig perform the calculations. The results from this
catculati4n for 16'}` Avenue are s4ur►rnarized in tlais report and included iai the apgendix. The priuate raads
0 7' Lane and Herald I ane) and Felts Aoad will ufiilize Table 3.16 afthe Spokane Cvunty Standards per
the pre-design meeting with 5pokane Cvunty Engineers. `I7eis means 2 inchesJ7 inches for the priVate mads
- and 3 inchesl6 inches for Felts Raad.
~ Tlze SCS sails rnap shows the pro}ect limits to le located withun a Marble sandy loaim soi1. (See Appendiac
A). Six svil samples were vbtained rvithin the project timits, and were classified in accvrdance v►rith the
' llrufied Svil Classification (LJSC) system (ASTM D-2487), The results are siunmanized in Table 1. The
lab results are provided in Appendix B-2.
~1n addition ta the soil classifir,afiion a CBR test was cvnducted on a representative subgrade sample taken
- fram the apprvx imate center ofthe site at a depth of 2 tv 3 feet. The testing ind.icated aCBR ranging from
11 to 17, varying with campaction for the sanaple. LJ sing fihe low CBR of 1 i and converting tlus value ta
Resilient Modulus, a R.esilient Modulus of 16,500 psi was obtained To ar.count for potenkial variability of
the subgrade sQils {using a safety faetorof 1.5}, the Resilient Mvdulr.iss was determined iv be 11,000 psi.
The CBR test results are included in the appendix.
CLCAssacrciles. Jnc ~ 1 L7ishman cammons !'rrvement ,Desigrr Report
PAVEMENT DESIGN REPORT
~far the
:I]xshman Cor~,~,mons
Spc~~ane County, Washingtan
~
June 2000
~ } v.~ Cr{-•f ~ec.ib~ac`P,Y r^ " ' - µ • ~ - ~ , s._ ' = : ' _ .
~ ; The des~gn~~inpra~e~ shr~~w~ ir► titis set ofplai~s aii+~ calculations ~onfvr~i'tn~the~applical~le _
. H1,~.'~- ~ ~ z ~ r1<-'TV`Kf~-'~•-'?y~-Y-'
: ,ediitiori .
La Conni ~tandai~r~~s~farr'~oailr' a~~d'5`ewer~,Carns#ruct~on ani~ the~Sl~ne ,
~u, -~h~ep, okane
`-~1 t~=~a~$:`"~ k~~`~'$~'Y~°c." ~„trf .
- ;Caun~ ~u~delines,~ar~St~rrnwatei~ NTanagement:- Al~~ d'es~~nde~»tioiis~ha►;e`~ree~~appro~~d
' °~:~.~t:=~~ s~-=k~~~•`- ~~';b=~~"`--~'.:3°~`'~~:
~ b~.~#h~~S~akane~.G.oz~nty~~n~~neei:_=~~app~r.a~~ePt~ese~pfan~~,'=_(~caleulations} F+~~r ~ons#ruct~~n.
~
This report has been prepared by Doug Desrmond bf GLC Assvciates, Inc. in accardance with the
AASHTC3 Pavemenfi design procedure far flexible pavements.
A.
WASIyl~
g
- iVA~
~ ~IREs: *1491 Timothy A. Schwab, P E.
~I
~ ~~~~NT DEsI~N REPORT
~ LU
ui U, for ~~~E'IVED
~
~
~ ~ u~
JUN 2 1 2000
1]ishman COmm6"SNE COUN,YENGINEER
(D-~~
~ .y cil
~4-tj
JuIIe 13, 2000
W.O.NC?. 99353
~ I Prepared hy:
Inland Pacifcc Engirteering Company
707 Wes1 7' Avenue Suite 200
Spokane, WA 99204
(509) 458-6840
BASiN G2, C4 & l~C5
Warkshee# fvr Circular Channef
~ - Praject []escnption
Project Fde j.ldvcument139353199353.frr2
Worksheet ❑15HMAN +COMMC}NS PIPING CALCULRT10hIS
Flow EEement Circular ChanneE
Method Manning's Fnrmula - 5olve For Charsnel Oepth
Enput Data
Mannings Coefficien# 0009
Channel Slope D 030000 ftlft
Diameter 1200 in
Discharqe 3 03 cfs
IResults
~ Qepth 0 40 ft
_ Flow Area 030 f tz
VIletted Perimefier 1 37 ft
Top Width 098 ft
Critica! Depth 075 ft
Perr,ent Fuil 40 19
~ Griticai S1ape D 0(}4219 ftfft
Velocity 1026 ftls
Vefocity Head 1 64 ft
Specific Energy 2 04 fC
' Froude Number 330
Max4mum DisCharge 9 59 cfs
- Full Flow Capacity 8 91 cfs
Full Flaw SEope 0 003467 ftlft
- F1vw is supercritical.
❑fif011i3p Acadermc Eds[ion I FfowMaster v5 17
01 25.31 PM Haestad Methg[is. Inc 37 Brookside Raad Watert ~I ry. CT 06708 (203) 755-1866 Page 1 af i
I,
i
BA51N C4 & C5
Wvrksheet fvr Circular Channef
- Projsct aescnption '
Project File j:ldocumentt99353t99353.fm2
Warksheet DISHMAN COMMONS PIPING CALCULATIaNS
Flvw Element Cireular Channel
Methad Manning's Formula
SoIVe For Channel Depth
Pnput Qata
Manrnngs Coeffiaera# 0009
'
Channek Slope 0 0 10000 fflft
Diameter 1200 in
Qischafqe 2,88 cfs
~
,I
Results
Depth 0.53 ft
Ffow Area 0 43 ftz
Wetted P@rimeter 164 ft
Top Width 9.00 ft
Critical Depth 0 73 ft
PeEcent Fukl 5349
Cri#ir,al Slope 0.004049 ftlft
, Velcscity 6 74 ttls
Velacity Head 0 71 ft
5pecifc Energy 1,24 ft
Froude Number 1.81
Maximum ❑iscnarge 5.54 cfs
---Full Flow Gapacity 515 efs "
i Fufl F1ow Slppe 0 003132 fitlft
Flow is 5upercritiral
~
i
05109100 Academic Edition ' FlowMaster v5 17
41.25 02 PM Haestad Melhods, tnc 37 Brookside Ftoad Water"ry, CT 06708 [203] 755-9686 Page i oi 1
il
i-
BASIN C3 & C6
Worksheet far Circular Channe!
Prc+ject []e5cnption
Project File j 1document199353199353 fm2
WarkSheet ❑ESHMAN Cn'MMONS P1PING CF1LCULATIOIVS
Fsaw Element Circular Channel
MetFrod Manning"s Farmula
5olae For Channel Depth
Input Data
Manrnngs Coefficient 0.009
Chanrael Slope 0.09[]000 ftlf{
Diameter 12.I30 in
Discharqe 1 86 cfs
ResuEts
oeptn 042 ft
Flow Area 031 fta
Wetted Perimeter 1.40 ft
i Top Width 0.99 ft
Cntir,al Depth 0.58 ft
Percen! Fufl 41 57
; CntiCa6 Slope 0.003786ft1ft
! Velocity 6.02 ft15
Velacity Head 0.56 ft
; Specifc Energy 0.98 fk
Frnude Number 1.90
Maximum Discharge 5.54 cfs - Full Flow Capaaty 5 15 cfs
Full Flvw Slope O 001306 ftlft
Flow is supercritical
06141100 Rc,ademic EditttSn FlowMasier vS 17
01 23 46 PN9 Haestad Methods, Inc 37 Brookside Raad 1Natertlury, C7 06708 {203] 755-1665 Page 1 of 1
i
gASIN G6
VNorksheet for Circular Channei
Praject Descriptiora Project Fife j:ldacument199353139353.fm2
'u1brksheet DISHMAN Ci7MMdNS PIPING CALCULATIONS
Flow Element Circular Channel ,
Methvd Mannrng°s Formula ;
Solve For Channel Depth °
~
lnpu# Data
Mannmgs Coefficient 0009
Ghannel 51ope 0 010000 ftlft
Diameter 12.00 m 4
Diseharqe - 176 cfs
I '
Results I
- Depth 0,40 ft
Flow Area 030 ft2
Wetted Perimeter 1 38 ft
, Top WidtFr 098 ft
~ Critical Clepth 056 ft
-
Percent Full 40.33
~ Critical 51ope 0 {]03136 ftlft
Velocity 5 93 ftlS
Velocity Head 055 f# ~
5pecific Energy 095 ft
Froude Number 1 90
Maximurn Discharge 5 54 cfs
- - Fulf FIvw Capacity 515 cfs
Full Flow Slape 0 001170 ftlft
Ffow is supercritir.aE.
~
q
06101I00 . Academrc Editivn ~ FlowMaster v5 17
01 23:17 PM Haestad Methods, Inc 37 Brookside Road Watei Dury, C7 i78708 [203] 755-1&66 Page 1 oi'6
n
SASIN G5
- , Wvrksheet fvr CErcular Channel
Project Descnption
I Project File ~ 1document199353199353 fm2
VIlorksheet DISHMAN CDMMONS PlPING CALCULATI06VS
Flow E1ernent Circular Channef i
Method Nlanning's Formula
SQfve For Channel aepth
Input Data
Mannings Coefficient 0049 ;
Channel 51ope Q 0 10000 fitlft ;
Diameter 1200 in ,
_ ❑ischarqe 164 cfs
~ I
Results
~ Depth 039 ft - Ffow Area 028 ft2
_ Wetted Perimeter 1 34 ft
Top Width 0.97 ft Gritical Depth O.54 ft -
Percent Full 35.80
' Critical Sfope (3,003[357 ftlft
~ Velocity 5,82 ftls
Velocity Head 0.53 ft
~ Specific Energy 0.91 ft ' Froude Gdumber 1.91
Maximum Drschsrge 5 54 cfs
--Full Ffow Capaaty 515 cfs
'Full Flow Slape D 001016 ftlft
Ffow is supercritical.
~
, R
a
~
❑51ff11oa Rcademic Edrtian ~ FIawAAaster V5 17
01•22 43 PM Haestad Methods, Inc 37 Bronksid@ RQad Waierbury, CT 06708 (203) 755-1666 Page 1 vf 1
I
I
BA51IV C4
I Worksheet for Circular Channel
- Prflject Desenption
Project Fde j:ldocument199353199353.fm2
V1larksheet L315HMAN CCJMMaNS PGPING CALCLILATIaNS
Flow Elerrent Circular Channel
Methad Marrning's Farmufa
Svlve For Ghannel Depth
Input Data
Manrnngs Coefficient 0009
Channel Slope 0.010000 ftlft
[7iameter 12.00 in
Discharqe 1.33 Gfs
I
_ Results
~ Depth O.35 ft
- - Flow Area 024 ft2
llVetted Perimetec 1.26 fi
, Top Vlydth 0.95 ft
Critica! aepth 0.49 ft
Percent FuEI 34.6$
~ Critica! Slope O.002913 ftlft
Velocity 5.50 ftlS
Velocity Head 0.47 ft
~ Specific Energy 082 ft
! Froude Number 1 92
Maximum Discharge 5 54 efs
Full Flow Capacity 5.15 cf5
i FuEI Flow Slope 0.000558 ftlft
Flow is supercritical.
i
I 06101100 Academic Edition FRvwMaster v5 17
❑9 22 05 PM Haestad ARethods, Inc 37 Brookstde Fiaad water'bury, CT 06708 (203} 755-1656 Page i of 1
~
~ BAS! NB3 & B4 TO PON D 8
Warksheet for Circular Channel
; Project Description
, Project File j ldocument199353199353 frri2
Worksheet DlSHMNIV CpMMOIVS PIPING CALCULAi"EQNS
Flow Element Circular Channel
Methad Manning's Formufa
Solve For Channel aepth '
Input Data
Mannings Coe€ficient 0009
Channel Sfape 0.408004 ftlft
Diameter 12.04 in
❑ischarqe 150 cfs
Resulfs
~ Qepth 065 4t
~ Flow Area 0.54 ft2
Wettsd Perimeter 1.88 ft
i Top Width 0.95 ft
Critical ❑epth 0.80 ft
Percent Full 65.24 Cntica{ 51ope 0.004849 ftlft
_ Velacity 5.45 ftfs
Velocity Head 0.65 ft
~ 5pecific Energy 1.30 ff
Froude Nurnber i 51
Maximum Discharge 4 95 cfs
Full Flow Gapacity 460 cfs
' FuRl Flow 51❑pe D 004£261i1ft
Flow is superGritical.
i
08101100 Rcademie Editian FlawMaster v5 17
01 21 09 PM Haestad Methods, InC. 37 BrpaK5ir9e RoBd Water6ury, CT 06708 (203) 755-1686 PagE 1 Di 1
- 6ASIN B4
Wvrksheet fvr Circular ~Channel
- - Project Descnption
Praject Fife j tdocumentl99353199353 fm2 ,
WoFkSheet DISHMAN GOMMONS F'IPING CALCULATfOIVS
Flow Elemsnt Circular Channef
Mef.hod Manrnng's Farmula So1ve For Channel depth '
[nput ❑ata ,I
Mannings Coefficient 0.009
GhanneE 51qpe D.01 0400 fUft _
Diameter 1200 in ,
Discharqe 2 87 cfs '
, I
j
Resu1ts
i Depth Q_53 ft
- Flow AEea fl.43 ft2
Weited Perimeter 1.54 ft '
Tflp Width 3.00 ft
Critical Qepth 0.73 ft
Percent Full 53.37 ,
Criticai 5[ope 0.004038 ftlft
Velocity 6.73 ftls ,
Vefocity Head 0.70 ft
Specific Energy 1 24 ft
iFraude IVumber 1 81
Maximum Discharge 5 54 cfs ,
Full Flaw Capacity 5,15 cfs
! Full Flaw Slope 0.043110 ftlft
Flow is supercnticaE,
i
,
08101i40 Academie Editian FlouvMasfer d5 17
01 20 18 PM Waestad Methods, Inc 37 Broakside Road Waterbury, CT 08708 (203) 755-1668 Page 1 of 1
f,
~
r
I
BA51 N B'I
Worksheet far Circufar Channel
- Project DescrGption
; Rroject Fi1e j Idocument199353199353.#m2
Worksheet QISHMAN CaMMOIVS RIPING CALCIJLATIONS
Flow Efement Circulae Channel
, Method Manning's FQrmula
SoNe For Channel Depth
Input Qata
Mannings Coefficient 0.009
Channel Slope - 0.030000 ftlft
Diameter 12.00 in
, ❑i5charqe 1.17 cfs
_ Results
Depth 024 ft
- Flow Area 015 ftz
Wetted Penrreter 1 03 ft
' Top Width 086 ff
Criticaf Depth 0 46 ft
Percent Full 2447
Critical Slope 0.[]02846 filft
Velocity ► .85 ftls
Velocity Head 096 ft
5pecific Energy 1.20 ft
Froude Number 3.33
Maxvmum Discharge 9.59 cfs
Fuil Flow Capacity 8.91 cfs
~ Full Flaw SlDpe 0.000517 ftlft
Flow is supercritical. .
i j
, IO6101l00 Academie Editian ` FlowMaster v5 17
❑1 17-34 PTN HaesFad Meih4dS, InC 37 Broakside Roas1 Water 4ury, CT 06708 [203] 755-1666 P2ge 1 Of i
BA51N A1 & A2 Ta PflNQ A
, Wvrksheet for Circular Channel
-Project Description
' Project File J ldvcument199353199353 fm2
Worksheet ❑15HMA{V CCJMMONS PIPING GALCLDLATIQNS
Flow Elernent Circular Channei
Mefhod Manrtireg's Farmula ;
Salve FQr Channel Depth '
~
Inpu# Data
Mannings Cvefficient 009
Channel Seope - 0 045{]00 ff!ft
Diarneter 1200 m
- pischarqe 076 Gfs ,
_ Results ,
' Depth 031 fk
Flow Area 021 ft2 Wetted Perimeter 1 18 ft
I Top Width 093 ft
Critical Qepth 036 ft
Percent Fuli 31 02
Cdtical Slope Q 002719 ftlft
_ Uelaccty 3 66 ftls
Veloc"tty Head 021 ft
; 5pecific Energy 052 ft
! Froude Number 136
Maximum oischarge 391 cfs
Full Flow Capacity 3 64 cfs
, Full Flow 51ape U 000218 ftAft
Flow is svpercritical 04124100 Academic Edrtran FIawARaster v5 17
, 10 35 32 AM I-9aestad Methads, In❑ 37 Brookside Raad Watertiury, CT 06708 (203) 755-1866 Page 1 of 1
i~
~
i
BAt?IIV f7l
Warksheet fvr Circular Channel
Project Descnption I
Project Fde I ldocument199353199353 fm2 . WQrlcsheet OESHMAN COMMONS 1'IPiNG GALCULRTIONS
Flow Element Circufar Ghannel
Method Manning's Formula ,
Svlae For Channel Depth
Input Data
Mannings CvefFicient 0009
,
Channel Slope 0 005000 ftlft ~
- Dismeter 1200 in
, Discharqe 0.51 cfs
a
_ Resuifs '
; Depth 025 ft ,
Flow Area 016 fta
_ Wetted Pe6irrseter 1 05 ft
, Top Width 0 87 ft '
Critical Dep#h 0 30 ft
Percent Full 2529
GrEtical Slope a 002690 ftlft
Velocity 3 27 ftls
Velocity Head 017 ft
Specific Energy 042 ft
_ Fraude Number 1 36
Maxirnum Discharge 391 cfs
Full Flow Capacity 364 cfs
' Full Flow Slope 0.000098 ftlft
Flow is supercratical.
C
04124100 AcadsmFC Edrtaon ' FlawMaster V5 17
10 34 40 AM Haestad Methvds, !nC 37 8roakside Road Watertiury, CT 06708 (203) 755-1688 Page 'f of 1
i
IY
~ BC7WSTRING METHQD PRC]]EGT: p15HMAld COMMQNS
~ i QETENTION BASIN UE51GN $A'S1N: F
' pE51GNER; p]D
DATE: 041241(}0
, -
Time Increment (min) 5
Time of Conc. (min) 7•53 Outffow (cfs) 0.3
Design Year Flvw 10
Area {acres) 0.82
fmpervivus Area (sq ft) 4858
'G` Factcsr 0.21
'208' Yolume Pravided 209
- Area * C 0.172
~I
Time Time lnt, Intens. Q Devel. Vvf.ln Vof.Gut Storage
(min) (sec) [inlhr) {cfs} (~u ft) (cu ft) (cu it)
7.63 458 2.58 0.44 272 137 135 < - -
5 300 3.18 0.55 220 90 130
, 10 600 2.24 0.39 291 180 111
15 900 1.77 0.30 322 2 70 52
20 1200 1.45 0.25 338 360 0
25 ] 500 1.21 0.21 345 450 0
, 30 1800 1.04 0.18 350 540 d
35 2100 0.91 0.16 353 630 0
- 40 2400 ❑.82 0.14 361 720 0
'45 2700 0.74 0.13 364 810 0
50 3000 Q.fiB 0.12 370 900 v
i
20$' DRA9NAGE PC?ND CALCLILAT14N5
Required '208' Storage Volume
- = [mperviaus Area x.5 in I 12 inlft 202.4 cu ft
208' Stvrage Volume Pravided 209 cu ft
❑RYWELL REQL[IREMENT5 - 10 YEAR DESIGN 5T(]RM
Maximum Stvrage Required by Bawstring 135 eu ft
- Provided 5tarage Vulume 209 cu ft @6" depth
Number and Type ❑f Drywells Required 1 Singte
D Uouble
99353 CLC A55C7CIATES 412412000
PEAK Fi,pW CALGULATIVN PRD]ECT: DISHMAN CaMMQNS
, BASIN: F
,
_ Taf Area = D 82 Rcres
' Imp Area = 4,858 5F
C= 021
GASE 1
145 ft C]verland Flow
Ct - 015
L = 145 ft.
n = 0400
s = 0.020
' Tc = 5 54 mm , by Equation 3-2 af Guideline5
, 205 ft Gutterflaw
Z1 = 50.0
Z2= 350
` n = 0.{}16
S= 00169
;
d = 0A0d it.
A R Q Tc Tc tataf I Qc
i 027 0(]5 0.44 2 08 7.63 2.58 0.44
Qpeak fQr Case 9= 044 cfs
~
CASE 2
- Case 2 assumes a Time of Cancentratinn less than 5 minutes so that the
peak flow = 90(3 18)(Imp Area)= 4.32 ets
50, the Peak flaw for the Basin is the greater af the two flows, 0.44 cfs
_ 99353 BASiN.xLs CLC A55OCIATES, fNC. 412412000
BOWSTRING METHOD PRO]ECT: DISHMAN COMMONS
, DETENTION BASIN DESIGN BASIN: E
DESIGNER: D]D
DATE: 04/24/00
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 k) 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 k) (cu R) (cu k)
, 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 CALCl1LATIONS
Required '208' Storage Volume
Impervious Area x.5 in / 12 in/ft 94.6 cu ft
208' Storage Volume Provided 186 cu ft
DRYWELL REQIIIREMENTS - 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 4/24/2000
i
PEAK FLQW CA1,CLILATION PRO]ECT: DISHMAN CQMMONS
~ BAS1N: E
_ Tot. Area = 0 11 Acres
~ Emp Area = 2,271 SF
- C = 049
CAS E 1 ~
20 ft. {7verland Flow ~
Ct= 015
L = 2[] ft. n = 0 400 5= 0010
Tc = 2.08 min., by Equatian 3-2 of Guideimes
~ 110 ft. Gutter flow
- Z1 = 500
' Z2 = 1 00
- n= 0016
- S = (1120
d = 0 076 ft.
A R Q Tc Tc total I Qc
, 0.15 [].04 017 1.60 500 3.1$ 017
~
Qpeak fvr Gase 1= 0.17 cfs ~
CASE 2
Case 2 assumes a Time of Cancen#ratian less than 5 minutes so that the
peak #iow =.90(3.98)(Imp Area)= D 15 c#s
So, the Peak flow for the Basin is the greater of the twa ffaws, 017 cfs
i
_ 99353 SASIN.xfs CLC ASSOCIAT£5, INC. 4124I2000
i
BDWSTRING METHC?D PRC7 ECT:
] D15HMAN COMMGNS
DETENTION BASIN aESfGN BA5IN: D
' aE51GNER: ❑]D
QATE: 041 a 4100
Time Increment (min) 5
Time of Conc. (min) 5A0
~
DutffQw (cfs) 0.3 ,
Design Year Flow _ 10
'
Area (acres) 0.25
lmperviaus Area {sq ft} 4993
'G' Factor 0.46
'208' Volume Provided 312
Area*C 0.115
-Tirne Time [nc. Intens. Q pevel. , Vo[.En , VoI.Dut 5wrage
(min) (sec) [inlhr) (cfs) (eu ft) [cu Ft) {eu ft)
5.00 300 3.18 0.37 147 90 57 =
5 300 3.18 [].37 147 90 57
' 10 600 2.24 ❑.26 181 180 1
~ 15 900 1.77 0.20 204 270 0
20 1200 1.45 0.17 217 360 Q
- 25 1500 1.21 0.14 223 450 Q
30 1800 1.04 0.12 227 540 Q
35 2100 0.91 0.10 230 630 0
40 24(30 [].82 0.09 236 720 4
45 2700 0.74 0.09 238 810 0
50 3000 0.68 0.08 243 900 fl
20$' DRAtNAGE PQND CpLCUI.ATIONS
Required '208' Stvrage VQlume
- W lmpenrious Area x.5 in 1 12 inlR 208.0 cu ft
i
208' Storage 1Jolume Provided 312 cu ft
D RYWELL REQLIIREMENTS - 10 YEAR DESIGN STORM
'Nlaximum Storage Required by Bowstring 57 cu ft
Provided 5tarage Vvlume 312 cu ft @ 6" depth
Number and Type oF Drywella Required 1 SingIe
a Doubfe
,
~
99353 CLC A55DCIATES 412412000
i
i_
PEAIC FLOW CALCULATION PRQJECT: D15HMAN COMMC7N5
~ BASIN: L7
Tmt Plff'a = 0 25 ACf@5
1mp Area = 4,993 SF
G= 046
CASE 1
24 ft OVerland Flmvv
Ct = 015
L = 20 ft.
n = 0400
,
S= 0010
- Yc = 2.08 min., by Equation 3-2 of Guidelines
i 250 ft Gutter flaw
- , Z1 = 500
Z2 = 1.00
- n = 0076
S = 0[3158
d = 0.096 ft
~ A R C] Te Tc total 1 Qc
' 024 C1.05 0.37 263 500 318 0 37
Qpeak for Case 1 w 0.37 cfs
GA5 E 2
, I -
Case 2 assumes aTime of Goncentratian less than 5 minufes so that the
peak flow = 94(3.98)(Irrap Area) _ 0.33 cfs
So„ the Peak flow for the Basin is the greater of the two #lows, 0.37 cfs
99353 8A51Af.xls CCC A55❑CIATES, lNC. 412412000
I
_ BOWSTAING METHO❑ PRC]]EGT: DISHMAN COMMONS
~ DETENTlON 8A51N DE51GAI BAS[N: C
- DE51GNER: DJD
_ DATE: 04124100
Time Increment (min) 5 i
Time af Cnne. (min) 5.15 1,
Outflaw (cfs) 2
Design Year Ffow 10 Area (acres) 4.65 lmperviaus Area (sq f#) 44428 '
'C' Fartor 0.4
'208' Vafume Provided 1871
- Area * C 1.860 I~ Time Tirne Cnc. fntens. ~ Devel. VoI.[n Voi.flut Storage
(m9n) [sec) (inlhr) (cfs) , (cu ft) (cu Ft) {cu ft}
5.15 309 3.14 5.84 2418 518 1801
5 300 3.18 5.91 2378 600 1778
~ 10 600 2.24 4.17 2937 1200 1737
' 15 900 1.77 3.29 3309 1800 ] 509
20 1200 1.45 2.70 3520 2400 1120
, 25 1500 1.21 2.25 3512 3000 612
30 1800 1.04 1.93 3585 3600 - 85
35 2][30 0.91 1.69 3732 4200 v
40 2400 0.82 1.53 3821 4800 0
45 2700 0.74 1.38 3861 5400 0
50 3000 Q.fiB 1.26 3927 6000 Q
208' I]RA,INAGE PdND CALCLILAT[ONS
Required '208' 5tarage Volume
= impervious Area x.5 in 1 12 inlft 1851.2 cu ft
208' Storage Yalume Provided 1$71 cu ft
DftYWELL REQUIREMENTS - 10 YEAR DEStGN STORM
Maximum StQrage Required by Bvwstring ] 801 cu ft
; Provided Starage Volume 1871 cu ft @ 6" depth
Number and Type of Drywells Required D SingZe
2 Dauble
,
_ 99353 CLC A550CIATES 412412[]00
- i
PEAK F44W CALCLl4AT19N PRO]EC7: D15HMAN CDMMONS
- BAsiN: e
Tot Area = 4 65 Acres
1mp Area = 44,428 SF
' C= 040
CASE 4
20 ft Dverland FIow
Ct= 015
L = 20 ft
- n = 0400
S = 0.01C}
- Tc = 2.08 min , by Eqwation 3-2 0# Guidelines
715 ifi Gutter flow
, Zl _ 500
Z2 = 350
rt = Cl_Q16
s = 00300
d= a~~7 ft
A R 4 Tc Tc total I Qc
1 50 012 5 84 3.07 5.15 3.14 5.84
---I Qpeak fvr Case 1= 5.84 cfs
~
CASE 2
Cass 2 assumes a Time +af Concenfration less than 5 mmutes so that the
peak fl4w = 90(3 18)(1¢r►p. Area) = 2 92 cf5
So, #he Peak flow far the '8asin is the greater of the two flows, 5.84 cgs
j i -
_ 99353 SASIi+[.xEs CLC A550CIATES, IT C. 4f2412000
i- i
~ .
PEAK FLt3W CALC[lLATIBN PRC?]ECT: DiSHMAN CflMMONS
; BAS1N: Cfi
I_
Tot Acea = 1.48 Acres
Imp Area = 11,624 SF
- C= 043
CASE 1
50 fk. Overiand Flow
Ct = 015
L = 50 ft
- n = 0400
5= . 0020
Tc = 293 min, by Equation 3-2 of Guidelmes
~ 610 ft Gutter flow
Z1 = 500
; Z2 = 350
n = 0.01 6
S = 00276
II'
d = 0 154 ft.
R R Q Tc Tc tota! I Qc
, 063 008 1.77 3.54 5.56 2 76 1.7E
Opeak for Case 1= 1 76 cfs
CASE 2
'Case 2 assurnes a °Time of Concentration less than 5minutes sa that the
_ peak flow = 90(3 18)(Irnp prea) - D 76 cfs
5o, the Peak flow for the Basin is the greater af the two florvs, 1.76 cfs
i
99353 BA5lN.xfs CLC ASSC?CIATES, INC. 41241E000
~
PEAK FLDW CALCLILATIOH PROJECT: f]ISHMAAI COMMQNS
BASIN: C5
Tof Area = 'i 35 Acres
, Imp. Area = 8,$00 SF
C= 043
GASE 1 ,
- ,
F
50 f#. Overland Ffow I "
Ct = 015
~ L = 50 €t. '
n = 4] 400
s = 0020
,
- Tc = 2 93 miro , by Equatian 3-2 ❑f GuideCines
510 ft. Gutter flow '
Z1 = 500
Z2 = 50O[1
- n= 13016
5 = a.(]341
~
d= 0.114 ft
;A R Q Tc Tc total I Qc
0.65 (].05 1.85 3.34 6.26 2.83 164
Qpeak €or Case 1~ 1.64 cfs
CASE 2
- Case 2 assumes a Time af Concentration less fhan 5 minufe's so that the
peak flvw =,90{3.18}(Imp Area) = L] 5$ cfs
5a, the Peak flaw for 4he Basin is the greater af the two flaws,, 164 cfs
If
~
99353 BA51N.xls CLC A55OC1ATE5, IT1C. 4/24/2000
i
REAK FLt1W CALCLILATIdN PRQ3JECT: D15HMAN CDMMQNS
BA51N: C4
Tat. Area = 0.80 Acres
9mp. Area = 20,236 SF ~ G= 056
CRS E 1
20 ft arrerland Flaw
Ct = Q 1 s
L = 20 ft.
n = O.40Q
s= 0010
Tc = 2.48 m+n, by Equativrr 3-2 of Gutdelines
715 ft Guiter flow
; _Z1 = 500
Z2 = 1.D[]
n= 0016
, S = 00300
d = 0135 ft.
A R Q Tc Tc tota I I Qc
--~-__--~_y d~~~,_yy~._..
- i 046 0.07 1 24 4.48 656 2.76 1.24
Qpeak fof C85£' 1 _ 1.24 Cf5
CASE 2
CaSe 2 aSSlkf1'I£5 a Tkfl'lB Qf C9nCQflff3t{Qfl 9ess than 5 minutes sa thaf the
peak flow = 90(3 18)(Imp. Area) = 1.33 c€s
5a, the Pea'k flow for the Basin is the greater Qf the two filows, 1 33 cfs
I
- 99353 BA51T1.xis CEC A55OCIA.ES, BW~. 412412000
-
I'~
~
PEAK FLQW GALGULATI[7H PRO]ECT; DESHMAN CDNIMQNS
BASlN: C3
iTot. Area = Q 03 Acres
Irnp Area = 1,502 SF
' - C= [790
CASE 1
[t €f Overland Ffaw
Ct = 0 15
L= Q ft
- n = 0 400
5 = OZO
Tc = 000 min., by Equation 3-2 of Guide'Imes
95 ft Gut#er flow
Z1 = 500
I Z2 = 350
- n= 0016
- S = 0f]D8D
d = 0 (}fi4 ft
A R Q Tc Tc tatal l Oc
- 0.11 0.03 0[}9 189 500 318 0.09
I Qpeak for Case 1= 0 09 cfs
iCASE 2
- Case 2assumes a Time of Gancentrafsvn 9ess than 5 minutes so that the
peak flow = 90(3.18)(Imp Area) = 0 10 efs
Sa, the Peak flow f4r the Basin is the greater of the twfl flows, 010 cfs
99353 BASIN.xfs CLC A550C9ATES, INC. 412412000
a
I
I PEAK FLQW GALCULATION FROJ£CT: DISHMAN C+ClMM9N5
, BA51iV: CZ
;7ot Area = 0.06 Acres
Imp. Area = 2,266 SF
c= 078
CASE 1
- ~ 20 ft Overland FEnw
G# = 015
' L = 20 ft. .
n = 0.400
5 = O.a10
Tc = 208 min , by Equation 3-2 af Guidefines
; 750 ft Gutter flaw
_ Z1 = 500
~ Z2 = 350
- n = 0016
5 = 00080
d = t] 076 ft
A R Q Tc Tc tvfal - I Qc
D.15 O.QA 015 2.66 5.00 318 015
Qpeak for Case 1= 0.15 cfs
i,
CASE 2
Gase 2 assurnes a Time csf Concen#raticrn less than 5 minutes so that the
peak flQw =90(3 18){Imp. Area} _ 0.15 cfs
5o, the Peak flow for the Basin is the great+er of the two flows, 0 15 cfs
I
; 99353 BASEN.xSs CtC A55QC1ATE5, INC. 412412000
I
FEAK FLQW CALCULATION PRO]ECT: DISHMAN COMMONS
, BAS1N: C 1
_ Tat. Area = 0 92 Acres
~ imp. Area = 0 SF
- C = 0.10
GAS E 1 '
- 170 ft Overland Flow
Ct = 0 15
L = 17[] ft
- n = 0400
'
5= 0015
Tc ~ 665 min., by Equatiorr 3-2 of Guidelines
a ft. Gutter fEow
21 = 500
i Z2 = 1 00
n= 0016
- 5 = UC180
d = D 095 ft.
A R Q Tc Tc tvfal I Qc
0 23 005 0.25 O.DD 6.65 2.74 025
~
Qpeak far Case 1= 0 25 cfs
GAS E 2
Case 2 assurnes a Time of Concentratioro [ess than 5 minutes so that the
peak flnw = 90(3 18)t1 mp Area} _ 0.00 cfs
5fl, ihe Peak flow for the Basin is the greater of the two flaws, D 25 cfs
99353 BASlN.xls CLC A55[]C[AYES, IT!`C. ' 4124I2000
i6OW5TRING METHOa PRC7]ECT: DISHMAM CC3MMON5
pETENTION BASIN QESIGN BA51N: B
DESIGNER: ❑JD
DATE: 06I01I40
TEme Incremenc (m'rn) 5 _
Time ❑f Conc. (min) 8.89
Outflow (cfs) 2
pesign Year Flow 10
Area (acres) 5.00
' [rropervious Area {sq ft} 456$3
'C' Factor 0.37
, '208' Volume Pravided 2732
- Area * C 1.850
I Time Time Inc. Infens. Q@evei. Vvl.ln Vol.Out Storage
{min} (sec) (inlhr) (cfs) (cU ft) ficu k) (cu ft)
~ 8.89 533 2.39 4.41 3154 1057 2087
,
5 300 3.18 5.88 2365 600 1765
1[] 6[]0 2.24 4.14 3238 1200 2038
15 900 1.77 3.27 3541 1800 1741
20 1200 1.45 2.68 3706 2440 3 306
25 1500 1.21 2.24 3754 3000 764
30 1800 1.04 1.92 3812 3600 212
35 2100 0.91 1,68 3841 4200 0
-40 2400 0.82 1.52 39] b 4800 a
' 45 2704 0.74 1.37 3945 5400 U
50 3000 0.68 1.26 4002 5000 0
208' DRAlNAGE PDN❑ CALCCILAT[ONS
Required '208° Storage Valume
lmpervivus Area x.5 in I 12 inJft 19[]3.5 cu ft
208' Storage 1Jolume Pravided 2732 cu ft
DRYV►IELL REQU [REM ENTS - ] 0 YEAR D ESIGN ST[JRM
Maximum Starage Required by 6awstring 2087 cu ft
Provided Storage Volume 2732 eu ft @ b" depth
Number and Type of Drywells Required O Single
2 Double
99353 CLC A55DCfATE5 6J112000
PEAK FLOW CALCLiLAT[ON PROJECT: DISHMAN CQMMO'NS
; BASIN: B
Tot Area ~ 5 00 Acres
; Irnp Area = 45,683 SF
C= 037
GAS E 1
~ - 50 ft Dverland Flaw
i
iCt = 0.15
L = 50 ft
~ ra = 0400
'
S = 0[]10 '
- Tc ~ 3 60 min., by Equation 3-2 vf Guidelines
1127 ft Guiter flow
Z9 = 50[3
~ Z2 = 350
- n = O.C31fi
~ S = 00284
i
d = 0 216 ff
, A R Q Tc Tc total l Qc
1 25 fl 11 4.43 5 29 8.89 2.39 4.41
Qpeak for Case 1= 4.41 cfs
i -
CAS E 2
Case 2 assumes a Time of Concentratian less than 5 minutes so that the
peak fPaw = 90(3 18)[Imp Area) = 3.00 cfs
50, dhe 6'eak ilow for the Basin is #he greater af the two flows, 4.41 cfs
99353 BASIh[ xfs CLC ASSOCIATES, 1NC. 4124A2000
I
I I
--I
F'EAK FLOW CAI.C[11.ATID'N PR~,7JECT: DISHMAN C(7MMC3N5
~ BA51N: B4
Tot. Area = 3 04 Acres
Imp. Area = 18,270 SF
C= l?41
CASE 1
50 ft. averland Flow Ct = 015
L = 50 ft n = 0400
5 = 0010
- Tc = 3.60 min., by Equation 3-2 oT GuideNines
' 1127 ft. Gut#er flaw
Z 1 = 54] 0
Z2 = 3.50
n = 0016
- S = 00284
d = [l 184 ft.
; I A R Q Tc Tc total I Qc
0.91 0.09 289 5.88 9.49 2.34 2.87
Qpeak for Case 1 = 2 87 cfs
CASE 2
Gase 2 assumes a Time of Concentratinn less than 5 minufes sv that the
peak flow =.90(3.18)[Irrtp Area) = 1.20 cfs
So, the Peak flow far the Basin is the greater of the fwo flows, 2,87 cfs
_ 99353 BA511V.xls CLC A5Si7CIA7E5, 1➢ti[C. 412412000
PEAK FLOW CALCl1LATION PRO]ECT: DISHMAN CQMNIONS
BA5iN: B3
Tot Area = Q 22 Acres
4rrap Area = 9,647 SF
C= 090
CASE 1
0 ft Overfand F9ow
Ct = 015
L = 0 ft.
_ n = 0400
5 = 0010
~
Te = 000 min., by Equativn 3-2 af Guidefines
~ 595 ft. Gutter flow
Zi = 500
ZZ= 350
ra = 0016
5 = O.030[3
d - Q 103 ft.
A R Q Tc Yc total l Qc
0.28 {].05 063 4.45 5.[]0 3.98 063
~
Qpeak fvr Case 1 = 0.83 cfs
CASE 2
- Case 2 assumes aTime of Cancentration less than 5 minutes so that the
peak flow =,9f1(3.18){Imp. Area) = 0 63 cfs
So, the Peak flow for the Basin is the greater Qf the twa flaws, 0.63 cfs
99353 BAS1N.xls eLC Ass~~IArES, ENC. 4r24r2000
i
PEAK FLOW CALCEILAT14lN PRO]EGT: DISHMAN COMMC}NS
~ BA51N: B2
I
Tat Area = 1 31 Acres
Imp Area = 0 5'F
C = 010
CAS E 1
365 ft. Querland Flaw
Ct = 0.15
L = 365 ft.
n = [3.(l40
S = O.C110
I
' Tc = 2.97 rnin , by Equation 3-2 of Guidelines
i 0 ft. Gutter flow
I
Z1 = 500
Z2 = 1 DO
-n= 0016
5 = 00080
d = 0,115 ft.
i ,q R Q Tc TG tcstal I Qc
' 0.34 006 [].42 0.0(] 5 04 3.18 042
❑peak far Case 1= 0.42 cfs
_ CASE 2
,
'Case 2 assumes a Tirne af Concentration fess than 5 minutes so that the
peak flcrw =.90(3.18)(Imp Area) = 0 00 cfs
, So, the Peak flvw for the Basin is the greater mf the twa flaws, 4 42 cfs
I,
99353 BASIN.x1s CLC A55DCIATES, 1NC. 4I2412000
~
-PEaK FLow cALcuLArinH PROJEc-r: oIsHMAU coMMaNs
~ gasIN: B i
7ot Area = 0 72 Ncres
Imp Area = 17,766 SF
C= (}5fi
' CASE 1
i
; a ft Overland Flaw
Ct = 0 15
L = fJ ft.
~ - n = 0400
S= (301Q
' Tc = 000 min , by EQuation 3-2 of Guidelines
595 ft. Cutter flow
I_
Z1= 500
Z2 = 1 40
n = 0_01fi
- 5 = 00080
i
~
d = 0 168 ft.
; I A R Q 7c 7e totaB I Qc
0 72 008 1 14 6 24 624 2.83 114
Qpeak for Case 1= 1 14 cfs
_ CASE 2
Case 2 assurnes a Tirne of Concenfration less than 5 minutes sa that the
peak flow =,90(3 18)(Imp Area) _ 1 17 cfs
- So, the Peak flaw for ihe Basm is the greater af ihe two flows, 1.17 cfs
I ,
I
99353 BRSIN.xIs CLC AS50CIA TES, 11d 417412000
8QW5TRfNG METHO❑ PR63ECT: DISHMAN COMMON5
DETEA]TION BA51N DESIGN BASIN: A
- DE51GdVER: D]D
DATE: 06101100
Tnme Increment (rnin) 5
Time af Cvnr. (min) 5.00
Dutflow (efs) 0.3
pesign Year Flow 10
Area {acres} 0.49
[mpervious Area (sq ft) 7985
'C' Factor 0.49
'248' Vfllume Provided 355
-Area * C 0.240
' Tirrae Tme Inc. Intens. Q Devel. Vo1.ln Va1.C]ut Storage
(min) (sec) (inAhr) (cfs) (cu ft) (cu ft) {cu ft}
5.00 300 3.18 0.76 307 90 217 C==
5 300 3.18 0.76 307 90 217 e==
10 500 2.24 0.54 378 ] 8fl 198
' 15 900 1.77 0.42 426 270 156
20 1200 1.45 0.35 453 360 93
25 ] aDQ 1.21 0.29 465 450 ti 5
_ 30 1800 1.04 {].25 475 540 0
35 2100 0.91 0.22 481 630 0
, 40 2400 0.62 0.20 493 720 0
45 2700 0.74 0.18 498 810 0
50 3000 0.68 ❑.1 b 506 900 0
2[]8' DRAINAGE PDND CALCULATIONS
Required '208' St❑rage Valume
; Empervivus Area x.5 in 1 12 iri,A'ft 332.7 ru Ft
~
208' Starage VoIume Provided 355 cv ft
DRYWELL REQLII REMEN7S - 10 YEAR DESIGN STnRM
Maleimurn atvrage Required by Bawstring 217 ru ft
- Prcavided StQrage VoIume 355 cu ft @ b" depth
Number and Type vF Drywells Required 1 Sing[e
0 Dauble
~
99353 CLC I~S5C3C1►~TE~ 61 112[]DQ
~
I i
PEAK FLOW CALCi14A►TIO1+1 PRv]ECT; DISHMAN CaMMC]NS
BA51N: p
Tot Area = fl 49 ACfeS
~ Imp. Area = 7,986 SF
G= 449
CASE 1
50 ft C3verland Flaw
Gt = 015
L = 50 ft
~ n = 0400
S= 0010
~ Tc = 154 min., hy Equation 3-2 of Guidefines
~ 86 fk Gutter flow
Z1 = 504
i ~ Z2 = 3 50
n = 0016
- S = 0. C1314
d = 0.110 ft.
A R Q Tc Tc total I Qc
_~________~----e~.~___~-
032 0.05 077 0.60 5M 3,18 076
Qpeak for Case i= 0 76 cfs
CASE 2
Case 2 assumes a Time of Cancentratian Iess 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 flcrws, 0 75 cfs
~
99353 BA51N.xCs CLC A55QC1ATES, Il+]C',. 412412000
PEAK Fl,[7W CALCWLATIOH PRO]ECT: DISHMAN C[7MMQNS
BA5I1+1: A2
Tat Area = 0 09 Aeres
Imp Area = 3,993 SF
' G= Q9C]
CA5 E 1
, D ft Over9and FI❑w
Ct - 015
L = 0 ft.
' n = 0.4aa
5 = 0.010
Tc = 000 min., by Equation 3-2 of Guidelines
~ $F ft. GUtter fl4W
_I
- Zl = 500
, Z2= 350
n = C}016
S= M314
d = [}.073 ft.
~ A R Q Tc Tc foka9 I Qc
014 044 026 0.79 500 3.18 026
Qpeak for Case 9= 026 cfs
CASE 2
Case 2 assumes a Tirne of Conceniration less than 5 rnirrutes sa that the
peak flaw =.90(3 1 B)(Irnp Area) _ 0 26 efs
So, the Peak ffow for the Basin is the greater of the trvo flows, 0 26 cfs
I;
li
99353 BA56N.xls CLC A550CIATES, fi~iC. 412412000
' Il
' I
PEAK FLOW CALCUI.AY'EOA1 PRO]ECT: DISHMAN COMMONS
BASlN; A 1
_ Tvt. Area = 0 40 Acres
~ Emp. Area = 3,992 5F
C= 040
CA5E 1
50 ft C}verlarrd Flaw
Cf = 015
; L = 50 ft.
n_ 04{]a
S= fli}10
,i
'Tc ~ 3.60 min , by Equativn 3-2 af Guidelines
~ j 86 ft Gufter flow
i
, ZI = 500
Z2 = 350 -
- n= 0016
S = a314
d = fl.C#95 ft
i R R Q Tc Te total ! Qc
' 0 24 (].05 0.52 066 500 3.18 059
Qpeak far Case 1= 0.51 cfs
CASE 2 '
- Case 2 assumes a Time pf Concerttration less than 5 minutes sa that Ehae
peak flaw = 90(3.18)[]mp Area) _ 0 25 cfs
So, the Peak flaw for the Basin is the greater rsf the two fEows> 0.51 cfs
i
~I
99353 BA5lN.As CLC A550CEATES, Ildt. 412412000
, , - - - - - , - , i- - , - ,
, - - - - -
DISHMAN COMMC3NS 99353
Spakane County, Washingtnn 05f09/00
1 0-Year T3esign Sfiarm Engineer: DI➢]
GRATE TNLET GALCULATTC]NS
on Conkinucrus Grade
Inlet Basin Ciutter Crass- {Crate - Depth af Gutter. , -Gutcer - Plow _ By=Pass; ;
Sasin Street and Peak Flow- Slape Slope Width • Flow, Flow Width :Velocity, Received-- ; MiXr' Area 5tation (cfs) (ftlft}, 112 (ft~ i {f~l (ft) " '(fps}. _ ' '(cfs) i 6TH AVENUE
B l STA 5+17 5 RT. 0.56 0.0330 0.020 2.00 0.[}9 4.541 2430 0.44 0.12
HERALI] LANE
C4 ST'A i 1+35.36 RT. 056 0.0084 0024 100 0.13 5.285 1.588 0.40 0.16
ALLEY
C5 0.43 00200 0.020 2.00 0.04 4.517 1.881 0.34 0.09
HERALIJ [lANE
C2 STA 11+36.35 LT 4.15 0.0480 0.024 200 0A8 3.225 0.897 0.14 0.01
HERALT) LANE
C3 aTA 1 il+36.$8 [.T 0.10 0.008(} 0.024 200 0.07 2.770 4.72$ 0.10 0.00
! 7TH LANE
B4 5TA T 3+19 48 R'I'. 2.87 0.0600 0.024 2.00 0 16 6.685 5495 1.76 1.11
t 7TH LANE
B4 STA 12+28 48 RT. 1.1P 0.0604 0.024 2.00 0.11 4.682 . 3 827 0.86 0.25
17TH L,4NE .
B4 5TA l I+5P.90 RT. 025 0.0640 0.024 20[] 4.06 2.677 1.$9$ 0.24 0.01
17TH LANE
B3 STA t 1+51.90 LT. 0.63 00604 0.024 2.00 0.09 3.786 3 003 0.55 0.08
This form is in accardance with the WSDOT Hydrauiic Manual Grate Widths
Section 5-5 1, Capacity crFInlets on a Cesntinuous Grade Herringbone = 1.67'
Vaned = 1.67'
w12" sump = 2.04'
InletC
oiswMAN cvMnnoNs Basin Summary Tab[e
Road I[np. Nouse Area Driveway Yotal Peak 208' Vol. Bowstring 208' Yc1.
Total Area Ares 18003FILot Area 9mp. Area Runaff Fluw 9 Req'd Vvl. Req'd Prav'd OutElvw Number S Type
Basin (SF) (Acres) {5F) Hvuses (5F) {SF) (SF) Coeff. (Cfs) tcu.Hy (cu,ft) [cu.ft) [cfs) oF f]rywells
A1 17,455 0 40 3,992 1 0 1.800 750 8,542 0 40 051 A2 3,993 009 3,993 00 U 0 5,393 090 026
A 21,449 0 49 7,985 1 U 3.800 750 10,535 0 49 0 76 333 217 355 03 1 Sinrle
81 31.212 072 17,766 00 0 0 17,766 0 56 1 17 -
B2 58,881 1 31 0 00 0 0 0 ❑ 10 0 42
ss 9.647 022 9,647 00 o o 9,647 090 063
Bfi 732.596 3 04 78,270 13 0 23,400 9.750 57,420 041 2 87 -
B 230,336 5 45,883 13 23.400 9350 78,833 037 4 41 15D4 2087 2732 20 2 DaubEes
Ci 39,974 0 92 ❑ 00 m 0 0 U 10 025 - -
C2 2,675 006 2,268 04 0 U 2.285 0 78 Cl 15 - ~
G3 1.502 0 03 1.502 00 0 0 1.502 0 50 010 G4 34.933 080 20,235 00 0 0 20.236 0 58 1 33 ~
- -
C5 58.780 i 35 8,800 60 14.800 4.500 24.10(] 0 43 164
C6 64.884 1 48 14.624 60 14.800 4.500 28,924 043 1 76 -
C 202,548 4 65 44,428 120 21.604 9,000 75,028 0 40 5$4 1851 1801 1871 20 2 I7flubles
D 17,488 0 25 4,993 00 0 p 4,993 046 037 208 57 312 03 7 5inple
E 9,706 0 11 2.271 00 Q 0 2,271 0 49 0 17 85 fl 786 03 1 5mqle
F 35.545 082 4,858 00 m f3 4,858 021 044 202 335 209 03 7 Singls
NOTE C= rfl 9`(IMf'EFtVIOUS AREA) + 0 1"f PERVIOUS AREA111'TOTAL I1RF-4
'd'VHERE C = FtLfNQFF GOEFF - - -
99353 GLC A55flCIATES, INC 6/1120DO
3:1Land Prajects1993531dwg1CC]VF-Et.dwg, 06I06I2000 42:50:47 PM, OJD ~
I T 4I
~
~ ~
~ ~ ~
> -
o
Oo ~ - .
~ ~
_ - - --rim
_ ~ - - _ _ - - - _OC)-- - - ~ _
L
~WD ~ - ~
< 0"-'
- ~
~ -4 CY)
~
~
,
~
f
~ CALCULATIONS
i I The I 0-year peak flows fvr the individual basins on the project were calculated
; using the Rativna6 Method and the Intensity-Duratoon-Frequency curves for Sp❑fcane,
NledicaE Lake, Reardan, Cheney and Rvckfard areas.
Tahulated in the appendix is the ta#al area, rvad imperviaus area, runoff
cvefficient, peak flvw, `208° swale volurne requiremen4, Bowstring volume requirement,
and number and type of drywelfs required for each of the basins. It is assurned far 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 CalcuTatians
The infets shawn for basin A and C6 are in a sump cvndition.
;5polcane Caunty Type 1
Frorn 4-1,1 of Guidelines,
Q= CFH312, where C= 3.0, P= perimeter of grate,- and FI = depth of water.
, Perimeter of grate = 6.13 ft, P12 = 3.065ft.
Q = 3(3.065)(.50) 312 - 3.25 CF5
From the Basin Summary Table in the appendix of this report these grrate capacities
- are adequate fvr the peak flvw in each basin.
The re5t of the inlets shawn an the plans and Basin Map are vn a cvntinu❑us grade,
the grate capacaty cafcu[ations have been included in the appendix of this ceport.
STORMWATEFt aISPQSAL
The s#armwa#ex generated by the project wilE be dispvsed of in #he `208' swales
areas and dryrwells as irrdicated on the improvement plans and basin map. The
s#ormwater along 16 th Avenue wi11 be co9lected and piqed to pvnd B, i# shauld be noted
that the actual crowra on 1 fith Avenue es actually 5-6' svuth of the existing painted
centerline stripe which drastically reduces #he actual basin siz+e so that the amount of
starmwater in that basin will he much less than shpwn in this repart. The stormwater far
the rest of the basins will be rvuted ta ponds either in a piping system or by curb drops.
The `208' swale volume as indicated vn the Basin Summary Table is pravided at a
depth of six inches far all pvnds.
CLC Associares dnc 1.?ishman Cammors
i
PURPO5E
Yhe purpase of this report i5 to determine the extent of stomi drainage facilities,
whFCh will be required to dispose of stvrmwater runofE created by the imprvvements of
the prvposed project. In accvrdance with the Spvkane Cvunty Guidelines far
-S#vrmwater Management, the stvrm drainage facilities ❑n this prvject will be designed
to dispose ot runvff frvm a ten-year design storm aind the first one-half irach of runaff
from all raad impervivus surfaces will be treated in grass infiltratian areas [`208'
swales].
` ►4NALYS15 METHODOLOGY
~
The Rational flllethvd, which is cecvmmended, fvr basins less than ten acres in
, size, wifl be used to determine the peak discharges and runaff volumes. The Bowstring
Methvd wiEl be used to eualua#e the adequacy af the drywells and starage capacities.
All relevant calculations have been incruded in the appendix vf thts repvrk.
_ PROJECT ❑ESCRIPTiON
;
' Disnrraan Cammvns is a 30-Iot subdiaision (Qn 14.3 acres) Iocated in Sectian 29,
_ T25 N, R 45 E W.M. in 5pokane County. The prapvsed imprvvements incfude the
necessary sanitary sewer, water, road and storm drainage facilities. The storm drainage
' disposal arrd treatment as being accamplished in grassy swales that are located on
either priVate property vr within the public right af w,ay. The topvgraphy vn the si#e
slvpes mvdecafeBy frvm eas# to west.
Sheei 75 of the 5vil Survev of Sqokane Couintv Wa. shows that the soil type for
the area af #he proposed prvject is:
McB - Marble sandy 1vam, 0 to 8°'o slapes: This soil is a sarnewhat excessively
drained svil. Surface runvff is slaw, and there is little ar nv hazard to erasian.
- This svil type is pre-approved Far the use vf di-ywel[s in accvrdance witfa the
Stivkane Countv Guide[ines for 5tvrrnwater ManagemQnt,
CLC,4ssocrcrtes Inc Drshman Crmrnon.r
i
~
i ,
i
- W ~u STURM I3RAlN.4GE.4hfALYSI5
~
ua
- ~ o FOR REG ~IVED
zo= ~ JUN 2 1 2000
~ ISH1~AN QM M "4' COuNrr EWGiN EER
L,..
~u
S POKANE CC3UNTY
- Q ~
-June 2000
CLC ASSOCIATEs IMC.
707 West 7" Avenue S+uite 200
5pvkane, Wa 99204
- (509)-458-6840
This repart has been prepared by the staff af CLC Associates fnc. under the directian vf the
, undersigned professional engineer whvse seal arrd signature appears herean. This stvrm
' drainage anafysis has been cornpleted in c f r anee with the Spakane County Guitielines
_ for 5tormwater Management. A. Se
~ oF wAs
p
o°
~91 B
NAL
, - , CI C Assoctalss Inc ~ ftuhmnn . omma+rs
I
-BASIN C2z C4 &C5
- VVarksheet fvr Circular'Channef
Project Descriptian
' I'roject File j ldocument199353199353 frn2
Warksheet DISHNWN COMMC]NS PlPING CALCU[Al"IORIS
, Fiow Element Circular Channel
; Method Manning's Farmula
5alve Fflr Channel IDepth '
Input Data ~
Mannings Coefficient 0009
a
Channel 51ope 0.030000ftlft 4
- Diameter 1200 in
Dischavqe 3 03 cfs
~
Resu Its
Dep#h 0.40 ft
Flvw Area 0.30 ft2 '
Wetted Perirnefer I.37 ft ~
' Top Vlfidth 0.98 ft
' Crificaf Depth 0.75 ft
Peroent Full 40.19 ,
Gritica! Slape 0.004219 ftlfC
' Velociiy 10.26 ftls
Velocityr Head 1.64 ft _
- 5pecific Energy 2.04 ft ,
Frvude Number 3.30
Maximum Discharge 5.59 c4`s
- Fulg Flow Capacity 8.91 cfs , Fulf Flow Sfope 0.003467 ftlft ,
- Flvw is supercnbcal.
i
'
I ,
06101100 Academic Edition FlowMaster v5 17
D1 25 31 PM Haestad Methpds, Inc 37 8rookside RQad Waterpury, CT 06708 (203) 755-3668 • Page 1 of 1
V
;
BAS I N C4 & C.
- Worksheet fvr Circular'Channel
Praject Clescription
; Project Frle j ldocument199353199353 frr2 '
Wrrrksheet ❑{SHMAN CaMMONS P1PING CALCiJLAtIONS
- - Flow Element Circular Channel
Methad Manning"s Formula
So9ve For Ghannel Depth ,
, t
lnpu# Data ~
u
- , Mannings Coefficient 0009
Channe151ope 0 0 10000 ftlft Diameter 1200 m ~ -
- - Diseharqe 2.88 cfs 'Results '
, Depth 0.53 ft
' Flow Area 0.43 ft2
Wetted Pedrreter 1.64 flt Tap ►JUidth 1.00 f# CritECa] Depth 0.73 f#
Percent Full 53.49 Cri#ical Slope 0.004049 fflft
Veloci#y 6.74 ftls ~
Velacity Head 0.79 ft
- 5pecific Energy 1.24 ft
, Froude Number 1.81 Maximum Discharge 5.54 cfs
Ful] Flow Capacity 5.15 cfs "
Full Flow 51ope 0.003132 ftlf#
Flow is supercriticaF •
i
_ r
y
- ~
i °
~
i
06101/Da Academic Edrtron FlowMaster v5 17
01 25 02 PM F{assYad Methods, Inc. 37Brapkside Raad Waterbury, CT Ofi7Q8 [203] 755-3866 Page 1 of 1
- BASfN C3 & C6 Worksheet far Circular Channel
i
PrQject Description
Project File j ldocument199353199353.trr2
V1larksheet ❑15Hf1AAN COMMONS PIPENG CALCULA71ON5
Flow Element Circular Channel
Method Manning's Formula
5olue Far Channel Depth
Input Data
Mannings Caefficient 0.009 ~
; Channel Slope 0.010000 ft!ft ~ -
aiameter 1200 in
Discharqe 186 cfs
Results
❑epth 0.42 ft
Flow Area 0 31 ft2
Wetted Perimefer 140 ft
; Top WidCh 099 ft
Gritical Dsp#h 058 ft
Percent Fufl 41 57
' Critical 5lope 003196 ftlfE
_ Velociiy 6 02 ftls
Vefocity Head 0 56 ft
Specific Energy 0 98 ft
Froude Number 1.90
Maximum Dischaege 5.54 cfs
_ Full Flow Capacity 5.15 cfs
Fu11 Flow S1ope 0.001306 ftlft
Flow is supercritieal
06101f04 Academic EditFOn FlowMaster v5 17
i Di 23 46 PM Haestad Meihods, Inc 37 BrvakSide Road Waterhury, CT 08708 (203) 755-1666 Page t vf I
--~,i
i I
BASIN C6
WorEcsheet far Circular Channel
- Project Descnption
Prolect File j ldocument199353199353 fm2
Worksheet DISHMAN COMMON5 RIPrNG CFILGULATIC]EdS
FIow Element Circuiar Ghannel
Method Manning's Fvrmula
Solve Frar Ghannel aepth
; I
I pnpu# Data
- Mannings Coefficient 00(]9
, Channel Slope 4 Q'l 0000 ftlft - Diameter 12.00 rn
, ❑ischarqe 176 cfs
I
Results
~ Depth 0.40 6t
' Flow F1rea 4.30 ft2
Wetted Perimeter 1.38 ft
; Top Width 0.98 ft
' Critical Depth 056 fE -
Percent Full 4033
' Critscal 51ope 0 003136 ftlft
Velocity 5 93 ftls
Velocity Nead 0,55 #t
, SpeciFc Energy 0 95 ft
; Froude Nurnber 1 90 . Maximum Discharge 5 54 cfs
; Full Flow Capacity 515 cfs
Fulf Flaw 5fope 0 001170 fUft
Flow is supercritical
0610914D Academie Edition . Flawhlaster d5.97
i 01 23 17 PM Maestad Niethotis, Ine 37 Brvakside Raad WalerFSlury, GT 88708 {203} 755-1866 Page 1 oT 1
i ,
I
_I
BA51N C5
Wrarksheet fvr Circuiar Channel
Prolect Description
Project File j.ldacurrserrt199353199353.fm2
Worksheet 01SFlMAN CDMMC3IVS PfPlNG CALCULATIDNS
; Flow Elemen# Circular Channel
~ Method Nianning's FarrnuEa
5a1ve For Channe! Depth
Input Data
- Mannings Coefficient 0.009
~ Channel 51ope 0.070000 ftlft
Diameter 12 04 in
C]ischarqe 1.54 cfs
_ Fdesu Its
~ Depth 0 39 ft
Flow Area 028 ftz
Wetted Perameter 134 ft
Top Width 097 ft
CnticaP Depth 0.54 ft
Percent Ful1 38 80
Cn#icae SCape 0 003067 ftlft
Veloaty 5 82 ftJs
Velocity Head 053 ft
Specif~c Energy 091 ft
Fraude Narmlaer 1.91
Maximum D'tseharqe 5.54 cfs
- Full Flow Capacity 5.15 cfs
FuEI Flow Slope 0.0[l1 015 ftlft
Flow is supercritical. _
08/091oa Academic Editfon FIawRllasier v5 97
01.22.43 FM Haestad Me3h4d5, InE 37 8rookside Road Watertrury, CT 06708 (203) 355-9666 Page 9 aT 1
i
I I BAS I N C4
i Wvrksheet for Circufar ^Ghannel
i Project [3escnptivn
, Project F'ile j:ldocument199353199353 fm2
WarPcsheet 015HIVIAN COMM❑N5 PIPING CALClJLATIQNS
F9ow Element Crrcufar Channel
Method Mannirtg's Formula ,
5alve For Channel Depth '
Imput []ata
, Mannings Gvefficient 0009
Channel 51ape 0 01 0000 ftlft
Qiameter 1200 in
Di5charqe 1.33 cf5 -
_ Resu4fs
Depth 0 35 ft
~ Fiaw Area 0.24 ft2
Wetted Perimeter 1.28 ft
- -Tap Width 0.95 ft
~ Cri#'tcal Oepth 0.49 ft
Percent Fulk 34.68
~ Critical 51ape 0.002913 fUf#
~ Velocity 5.50 ftls
Velociry Head 0.47 ft
Specific Energy 0.82 ft
' Fraude lVuenber 1 92
Maximum Discharge 5.54 c#s
- Full FInw Capacity 515 c:fs
, FuiP Flow 51vpe 4000568 ftlit
FlQw is supercntical.
I,
, . i
06I01100 Ar.ademic Edrtion i - FlowMaster V5 17
; 01 22 05 RM Haes4ad Methods, 1nc 37 Brqokaide Rvad Waterbury, CT 06748 (203) 755-1585 Page 1 vf I
II
I _
BASRN B3 & B4 TD PC)ND B
, WaTksheet for Gircular Channel
- Projec# Oescnption
~ P6oject File j Idocumen#199353199353 frrr2
Vilorksheet ❑ISHMAN CC)MMONS PIP1NG CALCLILATIDNS
~ Flow Element CircuEar Channel ~ Method Manning's Formula 5a1ve For Channe6 Depth
i
- InputData
Mammngs Caeff«ient 0.009
i
, Channel Slope 0 008000 ftlft
- aiameter 1200 in
Discharqe 350 cfs
_ RESWEtS
' DE'pth 065 ft
~ Flow Area 054 ftz
Wettsd Perirneter 1 88 ft
Top Width 0 95 ft
Cnticai Depth 080 ft
Rercent Full 65 24
Gritical 51ope 0 004849 ft,+ft
, lAelocitar 6.45 ftls
Velocrty Head O.85 ft
; Specific Energy 't.3D f#
~ Froude Number 1.51
Maximurrr Discharge 4.95 cfs
Full Flow Capacity 4.80 c'Fs
Full Flow Slope (].004626 ftl{t
Flow is supercritical.
~
~
05101100 Arademic Editivn ' FIowMaster v5 17
I 01 21 ❑8 PM Haestad Methads, fnc 37 Broakside Fdoad Waterbury, CT 05708 (203) 755-1666 Rage 1 of 1
i~
Bas i N 64
- Worksheet for Circular Channel
Praject Dsscnptfon
Pcoject File j.ldocument199353139353 frrr2
Worksheet DISHMAN GOMMONS PIPING CALGULATiONS
, Flow Element Circular Chanrrel
Method Mannirrg's FormuCa
Solve Far Channef Depth
~
Input Data
Mannings Caefficient 0009
~ Channel 51ope [i 0 70000 ftlft .
❑iameter 1200 in
Discharqe 2 87 cfs
Resulfs
Deptn 053 ft •
Flow Area 043 ft2
Wetted Perimefer 1.64 ft
Tap VlAdth 1.40 ft
Critical ❑epth 0.73 ft
Percent Full 53.37
CriiicaC Slape 0.004038 ftlft
lAePacity 673 fUs
Vefacity Head 0.7{] ft
i Specific Energy 124 ft
I Fraude yumber 1 81
Nfaximum Discharge 5 54 Gfs -
-Full Flow Capacity 5,15 _cfs
~ Full Fiaw S1ape 0 []03110 f#!ft
F9ow is supercriEical
I
I n~
, 0610110[} Academic Ediilon FlawMastec V5.17
01 20 18 FM Haestad MethQds, Inc. 37 Bra4kside Road Wa(erbury, CT 06708 (203) 755-1666 Page 1 of 1
i
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- ~
~
BASIN B1
Wvrksheet for Circular Channel
Project Descnption
Rrdject File j.ldocumenfl99353199353 fm2
VV'orksheet DISIHMAN COMM❑NS PIPING CALCULATIONS
Flow E9ernent Circular ChanneB
~ Methad Manmrag's Farmula
I
Salve For Channel Depih
- Input C]ata
Mannings Coefficient 0009
~ Channel 51ope 0 030000 ftlft ' Diarrseter 1200 m
, - ❑ischarge 1.17 cfs
~
Results
, Depth 024 fit
Flow Area 015 ftz
Wetted Penmeter 1 .03 ft
~ Top Width 0.86 ft
I Gritical depth 0.46 ft
Percent FuIP 24.47
.
' CriEical Slo,~e 0.0028-46 ftlft
I Velvcity 785 ftls
Velocity Head 0.96 ft
Specific Energy 1.20 ft
~ Froude NumbeP 3 33
Maximum Disc'harge 9 59 cfs
Full Flow Capacity 8 91 cfs
, Full Flow Slope [J 000617 ftlft
Flow is supercribcal .
i i
vSID910Q Academic Edition 'i FlawHlaster W5 97
01 77 34 PM MaeStad lVfethods, anc. 37 Braaksida Road Watert5ury, CT 06708 (203) 75Er7666 Page i mf 1
I
~ SASIN A") & A2 TC] PC]ND A
Worksheet for Circular Channei
- Project Descrip#ion
, Praaect File j:ldocument'199353199353 fm2
Warksheet D15HMAry CDMMONS P6P1NG CALCULATIDNS
Flow Element Circular Channel -
; Method Manraing's Formufa ~
Solve For Channel aepth i~
iEnput Data
Mannings Coefficient 0009
, Channel Slope - 0 00500[] ftlft
Diarneter 12.00 in
bischarqe D.76 cfs
ResuEts
~ Depth 0 39 ft
' Flow Area 021 l'tz
Wetted Perimeter 1.18 ft
~ i Top Width 0 93 ft
Crftical Depfh 0.36 ft
Percent FufE 31.02
; Criticaf Slo,pe O.00271 J fflft
' Velocity 3.66 fUs
Velocity Nead 021 ft
Specifc Energy 052 ft
I Froude Number 1.36
Maximurn Discharge 3 91 cfs
Full Flow Capacity 3 64 cfs
Fu#I Flow Slope D 000218 ftJft
Flow i5 5G47Bf'cfttlcal.
_I
i 041241DO Academic Editican FlawMasYer v5 17
, 10 35.52 AM Haestad MetMods, Inc 37 Brvvkside Road WVaterbury, GT067C7a [203] 755-1568 Page 1 af i
I
BASll ■ Al
Worksheet far Circu'!ar Channei
Prajec# Description
Project File j ldacument199353199353 frn2
Worksheet DISHNAN COMMONS PIPING CALCULATIQNS
Flow Elernent Circular Channel
i
, Method Manning's Formula
5a1Ve For Channel Qepth
Input Qata
Mannings Coefficient (}.009
Channel Siope _ 0.0050041 ftlft
- Diameter 12,00 in
Discharge 0 51 cfs
Resu I#s
' Depth 025 ft
Flow Arsa Q.1 Fi 1ft2
WeCted Perimeter 1.05 ft
- Tap Width 0.87 Et
Gritical [7epth 030 ft
Pere,Ent Fu1f 25 29
; Critical Slope D 00269{] ftlft
_ Vefocity 3 27 ftls
Vefocity Heaci 017 ft
' Specific Energy 0.42 ft
Froude Numher 136
Maximum Discharge 391 cfs
- , Fufl Ffvw Capacity 364 cfs
' Full Flow SEnpe D 00009$ fClft
Flow is SuperCnticaR.
64I24140 AcademiG Edition I, FlvwMasier v5 17
10 34 40 AAA Haestad Meihads, fnc 37 Brcrpkside Raad Watertaury, C'C 0674$ (203) 765-15£8 Page 9 pf 7
I J'
BC7W5TR1NG METWD❑ PRC]]ECT: D15HMAN COMMONS
DETENT1C7N BASIN DESIGt+i BASI➢J: F
' DESIGNER: D]D
DATE: 04124/00
Time Incrernent {min} 5
Tirne oF Canr. (min) 7.63
' - Ducflaw (cfs} 4.3
pesign Year Flow 10
Area (acres) ❑.82
' lmperv9ous Area (sq ft) 4858
°C' FaC[Or 0.21
'208' Valume Pravided 209
Area * C 0.172 'Time Time Inr. Intens. Q Devel. lAol.ln Vvl.Qut Stvrage
(min) {ser} (inlhr) {cfs} (cu Ft) (cu ft) (cu ft)
~ 7.63 458 2.58 0.44 272 137 135 C==
I I 5 300 3.18 0.55 229 90 130
- 10 600 2.24 0.39 291 180 111
! I 15 900 1.77 0.30 322 270 52
- 20 1200 1.45 0.25 338 360
25 1500 1.21 (].21 345 454
' 30 1800 - 1.04 0.18 350 540 0
35 2100 0.91 O.lfi 353 630 O
- 40 2400 0.82 0.14 351 720 0
; 45 270(} 0.74 0.13 354 810 d
50 3000 0.68 0.12 370 900 D
' 208" DRA1NAGE POND CALCULATfOldS
Requ9red '208' Storage VoIume
= lmpervious Area x.5 in 112 inlft 202.4 cu ft
248' Storage Volume Provided 209 cv ft
' DRYWELL REQLI[REMENTS - 10 YEAR DE5[GN 51`C)RM
Maximum Storage Required by Bowstring ] 35 ru ft
- Prvvided 5tvrage VaTume 209 cu ft @ b" depth
, 1Vumber and Type aF Ory►+vells Aequired 1 Single
fl aouble
99353 CLC A55C)CIATES 412412000
~
PEAK FL4W GALGLILATIQN PR[7]ECT: D15HMAN COMMONS
, BASlN: F
Tat Area = 0.82 Acres
, Imp Area = 4,858 5F
G= 021
CAS E 1 ~
~
- 145 ft Overland Ffow
. ,
Ct = 015
, L = 145 ft.
~ n= 0400
S = 0020
Tc = 5.54 Gnin., by Equation 3-2 af Guidelines
205 ft. Gutter flaw
Z1 = 500
, Z2= 350
n = {1016
S = C1169
d = D 100 ft.
A R Q Tc Tc total f Qc
Q27 0.05 044 2.08 7 63 2 58 0.44
Qpea'k for Case 1= 044 cfs
CASE 2
Gase 2 assumes a Tirne af Cvncentration less than 5 cninutes so that the
- peak flow = 90(3 18)(Imp Area) = 0.32 cfs
- So, the Peak flow for the Basin is the greater of #he iwo flaws, fl 44 cfs
~
99353 BA5[N.xfs CLC ASSOC[p'I ES, 11V U. 4124120I0
6C3W5TRI1dG NEETHOD PR03ECT: DiSHMAN COMMQNS
DETE1V71ON B►e►51lRI aES1GN BA51AI; E
DESIG1VER: Q]D
DATE: 041241'00
Time lnrrement (min) 5
Time oF Conc. {min} 5.00
' Outflow (cfs) 0.3
_ pesign Year Flow 10
Area (aeres) 0.11
' Irripervious Area (sq ft) 2271
'C' Factor 0.49
I '208' Valume Pravided 186
-Area * C J 0A54
~ Time Time Qnc. lntens. QDevel. Vol.ln Vat.(Jut Storage
(min) (sec) [inlhr) [cFs) [cu ft] (cu ft) (ru ft)
5.00 300 3.18 0.17 69 90 v =
- 5 300 3.18 0.17 69 94 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 c==
25 1500 1.21 0.47 104 450 v <
~ 30 1800 1.04 4.06 147 540 c==
35 2100 0.91 0.05 108 630 ❑
, 40 2400 0.82 0.04 111 720 o C = =
45 2700 0.74 0.04 112 81 o 0<
50 3000 0.68 0.04 114 904 0 <
208' URA[NAGE PaN❑ CAE.CLICAT1(]NS
Required '208' Starage Valume
_[mpervious Area x.5 in I 12 inlft 94.6 cu ft
208` 5tarage Volurne Pravided 186 cu ft
DRYWELL REQLIIREMENTS - 10 YEAR D E51GN STC)RM
Maximum Storage Required b}r Bowstring 0 cu ft
, Provsded Starage Vo9ume 186 cu F[ @ 6 " depth
Number and Type af drywells Required ] 5ingfe
0 Dauble
99353 , CLC A55pCIATES 412412000
i,
PEAK FLflW CALGULATIDN PR61ECT: D15HMAN COMMONS
BA5lM: E
- - Tot. Area = 0.11 Acres
fmp. Area = 2,271 5F
C= 049
' CASE I 20 ft. Overland Flow
Ct = 015
L= 20 ft
~ n = 0.4Q0
S = 0.01 D
' I Tc = 2.08 min., by EquatiQn 3-2 of Guidelines
i , 110 ft. +Gutter flow
- Z1 = 50.0
' Za = 1 na
n = O.o1fi
- S = 00120
~d = O.U76 ft
A R Q Tc Tc total I Qc
015 004 0.17 9 60 5.00 3.18 0.17
Qpeak for Gase 'k' 0.17 cfs
CASE 2
+Case 2 assurnes a Time of Concentration aess than 5 minutes so that the
peak #law =90(3 18)[IrrEp Area) = 0.15 cfs
Sa, the Peak flow for the Basin is the greater of the twa flow5, 0.17 cfs
99353 B.ASI1+I.xls CLC A55C)ClATE5, ENC. 4124f2008
I
V
BOWSTRING ME7H[7D PRb]EC7: D[5HMAN COMMQNS
DETENTIQN BASIN mESIGN BASIN: D
- L3ESIGNER: D]D
DATE: (]4124140
Time Increment (min) 5
Time af Cvnc. (rnin) 5.00
' - C7utFlvw (cfs) 0.3
Design Year Flow lO
Area (aeres) 0.25
Imperviaus Area {sq ft} 4993
`C Fartar . 0,45
'208' Va9ume Prvvided 312
' Area * +C 0.115
- Time Tirne Inc. Intens. Q Deael. Vv9.ln VoI.Out 5tvrage
(rnin) [sec) (inlhr) {cfs} (cu fit) {cu Ft) (cu ft)
~ 5.00 300 3.18 0.37 147 90 57 t = =
5 309 3.18 0.37 147 90 57 <
10 600 2.24 0.26 181 180 1 ] 5 900 1.77 [].20 204 270 0
20 1200 1.45 0.17 217 360 Q
25 4 500 3.21 0.14 223 450 D
~ 30 ] 800 1.04 0.12 227 540 D
35 2100 0.91 0.10 230 63(] 9
40 2400 (].82 0.09 236 720 D
45 2700 0.74 0.09 238 810 0
50 3000 0.68 0.08 243 900 v
208' DAAtNAGE PO1+ID GALCULA"T1ON5
Required '208` 5tarage Vofurne
= lmperv9ous Area x.5 in 1 12 inlft 208.0 cu ft
208' Storage Volume Prcavided 312 cu ft
DRYWELL REQUCREMEN7`S - 10 YEAR pES[GN STORIH
Maximum 5tarage Required by Bflwstring 57 cu ft
Provided 5torage Vvlume 312 cu ft @ 6" deptH
, Numlaer and Type vf arywells Required 1 5ingle
0 Dvuble
~
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99353 CLC A55QCIA TE: 41241'20W
i
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PEAK FLaW CALCULATION PRidJECT: DISHMAIV C+C)MMC?N5
' BASIN: D
;
Tat. Area = 0.25 Acres
Imp. Area = 4,993 SF
C= 04E
I , CRSE 1 ~
, 20 ft Overiand FEow
Ct ry 015
~ L - 20 ft
,
' n = 0400
S= a01[]
Tc = 2.08 min , by Eq,uation 3-2 of Gurdelines
' 250 ft. Gutter flaw
Zl = 50.0
' i Z2 = 1 00
n = 0.41 fi
5 = 00168
i
d = 0 096 ft
i
A R Q Tc Tc tata! E Qc
~ 014 005 0.37 263 500 3.18 0,37
;Qpeak far Case 1= 0.31 cfs
CASE 2
Case 2 assumes a Time of Goncentrafion less than 5 Trnnutes so that the
peak flow = 90(3.1$){Imp Area} = 0.33 cfs
So, the Peak flow for the Bas€n is the greater af the two flows, a 37 cfs
, I
I
99353 BASIN.xCs CLC p55C]GEATES, iNC. 4124120170
BOWSTRING ME.THOD PRQ]ECT: D15HMAN COMMC]N5
, DETENTIDN BAS1N DE51GN BASiN: C
aESIcNER: DaD
DATE: 04124f00
, Time Increment (min) 5
Time of Conc. (min) 5.15
~ Outflow (cFs) Z
_ ❑esign Year Flow 10
~
Area (acres) 4.65 - If13p2I'VIOiIS ALga (5€1 ft) 4442$
--'C' FaCtOr f~1.g ;
' '208' VoIume Provided 1871
i,
Area * C 1.860
7icne Time Inc. lntens. Q ❑evel. Vol.ln Vaf.Out Storage
- (rnin) (sec) [in1hr) (cFs) {ru ft) (cu ft) [cu k)
5.15 309 3.14 5.84 2418 618 1801 C=_
5 300 3.18 5.91 2378 600 1778
lv 600 2.24 4.17 2937 1200 1737
_ l 5 9GO 1.77 3.29 3309 ] 80D 1509
20 1200 1.45 2.70 3520 2400 1120
25 1504 1.21 2.25 3612 3000 512
30 ] 80❑ 1.04 1.93 3685 3600 85
35 2100 0.91 1.69 3732 4200 D
40 2400 0.82 1.53 3821 4800 9
45 2700 0.74 1.38 3861 5400 0
50 3000 0.68 1.26 3927 6000 0
208' DRAINAGE FC)ND CACCULAT1L7N5
Required '208' Stvrage Vo9ume
_[mpervious Area x.5 in 1 12 in]Ft 1851.2 cu ft
208' Starage Vvlume Pravided 1871 cu ft
❑RYWELL REQL]IItE'NIENTS - l'O YEAR pESIGN STORM
Maximum 5torage Required by 6owstring 18{] 1 cu Ft
Provided Stvrage Vvlume 1871 cu ft @ b" depth
~ Number and Type of Qry►nrells Requtred 0 5ingle
2 Double
i99353 CLC A55C1G[ATE'S 4f2412000
i I
F'EAK FLVW +GA4CULA"TIQN PRO]ECT: D15HMpN CC7MMON5
; B►►e1SlH: C
Tot. Area ~ 4 65 Acres
Imp Area = 44,428 SF
C= 040
CF1SE 1
~ 20 ft. Overland Ffow
Ct= 015 ~
L = 20 #t
~ n = QA00
S = [3_(]1 Q
I
Tc = 208 min , by Equatian 3-2 of Guidelines
715 ft. Gutter tlow
~
Z1 = 500
, Z2 = 3 50
n = M16
5 d [].[33f14]
~
d = 0 237 ft.
I~ A R 0 Tc Tc total I Qc
~ 1.50 0.12 5 84 3 07 5 15 114 5 84
Qpeak far Case 1= 5.84 cfis
CASE 2 ' Case 2 assumes a Time nf Concentra#inn less than 5minutes so that the
, peak flow = 90(3.18)41rrrp Area) = 2.92 cfs
So, the Peak flow for the Basin is the greater of the trvo flovNs, 5.84 cfs
I ; '99353 BASIN.xIs CLC AS50CIATES, iNC. 4124i2000
,i
PEAK FL[IHI CALCULA7IflN PROJEC7: D15HMAN CClMMCJNS
BASIN: C6
Tot larea ~ 1.48 Acres
Imp prea = 11,624 5F
C= 043
CASE 1
50 ft overland Ftow
Gt = 015
L = 50 ft
_ n = 0400
S = D.€lZQ
~
~ Tc = 2 93 min, by Equativn 3-2 vf Guidefines
- 610 ft. Gutter flow
- Zi = 500
i Z2= 350
n _ 0016
- S = 00276
d = 0154 ft
A R Q Tc Tc total I Qc
---------__------~_w__ __-~___3~
i- 0 63 a.os 1.77 3.64 6.56 2.76 1.76
Qpeak for Case 1= 1.76 cfs
CASE 2
Case 2 assurnes a Time of Concentration fess than 5 rninutes sa that f'he
- pealc flow =.90(3.18)(Irnp Area)= 0.76 cfs
, So, the Peak flow fvr the Basin is the greater of the two flaws, 1 76 cfs
- ~
I, 99353 BA5lN.xb CLC A55[]C9ATE5, ENC. 412412000
i'
i~
PEAIC FLUW CALCLII.ATION PR61EGT: D15HMAA1 CQMMQNS
BASIN: C5
ToE Area = 1 35 Acr+zs
Imp Area = 8,800 S'F
C = 043
~ CASE 1 ~
~ 50 ft Qverfand Flow
i
~ et _ 015
L = 50 ft.
' - n = 0400
S= 0.02D
Tc = 2.93 rroirr , by Equation 3-2 of Guidelines
510 ft. Gutter flow
Z1 = 500
~ Z2 = 5(] 00
' n= 0016
- S = 00341
d = 0114 ft
~ I A R Q Tc Tc total I Qc
~__.~~..~..W-
0 65 006 1 65 3.34 6.26 Z83 1 .64
Qpeak for Case 1= 164 cfs
CASE 2
' Case 2 assurnes aT7me of Gvncentration IesS than 5minutes so tha# the
peak flow =,90(3 18)(Imp Area) = fl.58 cfs
~i
50, the Peak filaw far the Basin is the greater of the two flows, 1.64 cfs
~
i I
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_ 99353 SA51N.xls CLC A55ClCfATE5, lNC. 4I2412000
I
PEAK FLAW GALCL1LATiaN PRQ7jECT; D15HMAN COMNfONS
BASIN: C4
Tet Area = 0 84 Acres
Imp Area = 20,236 SF
C= 056
; CASE 1
20 ft Dverfand Flow
i
Ct= 015
L = 20 ft
n = 0400
S = 0010
~ Tc ~ 208 mm., by Equatian 3-2 of Gurdelines
' 715 ft. Gutter flow
Zi' = 500
Z2 = 1 0o
n= 0016
1
- , 5 = 0.0300
~
d = 0135 ft.
A R ❑ Tc Tc totaE I Qc
046 0.07 1 24 4.48 656 2 76 1 24
Qpeak for Case 1= 1 24 cfs
CASE 2
j j
' Gase 2 assumes a Time of Cancentration less than 6 mireufes sa that the
_ ,peak fiow =.9Q(3 18)(1 mp Area) r 1.33 cfs
~
- Sa, the Peak flaw for the Basin is the greater of the fwo flaws, 1.33 cfs
' I
_ 99353 BAS9M.xls CLC A550G1AT'E5, INC. 4124120E10
I ~
I
gEAK FLqW C►4LCULATiDN FRO]ECZ: QISHMAN CQMMONS
BASIN: C3
7oi. Area = 0.03 Acres
Imp. Area = 1,502 SF
- C = O.94]
, I
--i CASE 1- ~
- 0 ft. averland Flow
I Ct = 015
~ L = 0 ft
n = 0400
S = 0.[}2D
'I
' Tc = 0.00 min„ by Equatiorr 3-2 vf GuideMines
95 ft. Gutter flow
Z1 = 500
' Z2= 350
n= 0016
, 5 = 000$0
d = ~ 064 ft
~ I A R Q Tc Tc toial I Qc
i 0.11 003 009 1 89 5.00 3.18 €].f]J
Qpeak for Gase 1= 0.09 Cfs
CA5 E 2
' Case 2 assumes a Time of Concentratson Iess than 5 minutes sa #hat the
peak flow =,90(3 18)(Imp. Area) ; Q 10 cfs
i
_i
, So, the Reak flrsw far the Basin is the greater of the tuvo flaws, 4 10 cfs
99353 BASlhi.xs CLC ASSOCIATES, iN,C. 412412000
PEAK FLOW CALCLtLATIL]N PRO]ECT: DISHMAN COMMt]N5
BASIN: CZ
Tot Area d 0.06 Acres
Jmp. Rrea = 2,266 SF
C = 0.78
i , CA5 E 1 ,
~ 20 ft. Qverland F1aw
Gt = 015
L = 20 ft.
" n = O.4fl0
S = 0.01 0
Tc = 208 min , by Equation 3-2 of Guidelines
150 ft Gutter flow
Z1 = SD.fl
~ Z2 ti 350
' n = 0016
- s = 00080
~
' - d= 0 076 ft ' A R Q TC Tc tocal I Qc
0.15 004 15 266 5.00 3.18 015
Qpeak for Case 1= 015 cfs
CASE 2
' Gase 2 assumes a Tirne af Concentration fess than 5 rninutes sv that the
peak fl4vv = 90(3.18)(1 mp. Area) = 0.15 cfs
So, the Peak ffaw for the Basfra is the grea#er of the two flrrws, 0.95 cfs
I'
i
99353 BAS1N.xis CLC ASSOCfATES, 1N~. 412412000
PEAK FLQ1N CALCLlLATjaN PRO]EGT: DISHMAN CO1w1MdNS
BAS[N: Cl
Tot, Area = 0 92 Acres
Imp Area = 0 5F
C= 090
! CA5 E 1
170 ft Overfand F1ow
Ct= 015
, L = 170 ft ;
' n = 0400
i '
S= [3015
- Tc = 665 min., 6y Equation 3-2 of Guidefines
' a ft Gutter flow
- Z1 = 500
~ Z2 = 1 00
-I n = £1016
s = 00080
~
d = (3 095 ft.
'I
I A R Q Tc Tc tofal I flc
' 0.23 4 05 0 25 0.00 6.65 2 74 0.25
Qpeak far Case 1 = 025 efs
CASE 2
Case 2 assumes a Time af Goncentratian less than 5 minutes so that the
- peak flow► = 90(3 'k$)(amp Area) = 0 00 cfs
, So, the Peak flow for the Basin is the greater of the twa flows, 0.25 cfs
,
99353 BA5lN.x[s . CLC A55C]CIATES, I1JC. 4A2412000
- I
i
i'
BOW5TR9NG METHOO PROJECT: DISHMAN COMMC}NS
; DETENT1ON BA51N DESIGN BASIN: B
DESIGNER: D]D
f]ATE: 051011D0
Time Inerement (min) 5
, Time vf Gvrtc. (min) $.89 QutFlvvu (cfs) 2
Design Year Ffow lfl
Area (aeres) 5.00
~ Imperviaus Area (sq ft) 45683
' C' Factor 0.37
'
~ '208' Valume Prar+ided 2732 ,
Area * C 3.850
- Time Time fnc. lntens. Q pevel. Val.ln V01.0ut 5torage
(min) (see) (irrlhr) {cfs} (cu ft) [cu ft) (cu ft)
' 8.89 533 2.39 4.41 3154 1067 2087 C==
5 300 3.18 5.88 2355 600 1765
] f1 600 2.24 4.14 3238 1200 2038
15 90~] 1.77 3.27 3541 18O(] 1741
20 1200 1.45 2.68 3706 2400 ] 3Qb
25 1500 1.21 2.24 3764 3000 764
30 1800 3.04 1.92 3812 3600 242
35 2100 0.91 1.68 3841 4200 U
, 40 2400 0.82 1.52 3916 48[]0 a
45 2700 0.74 1.37 3945 5400 0
50 3000 0.68 1.26 4002 6000 0
208' D RAINAGE P{3N D CALCU LATIONS
Required '208' Starage Volume
= lmperviouS Area x.5 in 1 12 9nlft 1903.5 cu ft
208' Storage Volume ProvYded 2732 cu fit
, ❑RYWELL REQv1RE'MEN TS -10 YEAP, DE51GN STdRM
Maximum Storage Required by Sowstring 2487 cu Ft
Prvvided 5torage VoIume 2732 cu ft @ 6" depth
Number and Type of flryvvells Required 0 5ingle
Z Doubie
i'
99353 CLC ASSGCIATES 6I]12000
~
PEAK FLOW CALGLILATII)N PROIECT: DISHMAN CUMMflNS
B14SIN: 8
Tot Area = 5.00 Acres
imp Area - 45,683 5F
C= 037
; CASE 1
~ 50 ft. Overland FIOw
~
Ct = 015
~ L = 50 ft.
~ ' - n - 0440
S = M1fl
Tc = 360 rnrn., by Equaiion 3-2 Df Guideliraes
~ i 1127 ft Gutter flow
- Z1 = 500
; I Z2= 3513
n = 0016
- S = 00284
d= D 216 ft.
~ A R Q Tc Tc total I Qc
' ~ 125 0.1 1 4.43 529 8 83 2.39 4.41
~
Qpeak for Case 1= 4.41 cfs
CASE 2
Case 2 assumes a Time vf Ceancentrafion less tharr 5 minutes sfl that the
- peak flaw = 90{3.18}(Imp. Area) = 3 Q0 cfs
, So, the Reak flow for the Basm is the greater vf the tvvo flaws, 441 cfs
99353 BA51N.xEs CLC A55QGIATES, 1NC. 4124120M
I
i
PEAK FLow CALcuLaTIax PRO,ECr: DISHMAN COMMONS
, BAS1N: 34
_ Tat Area = 3 04 Acres
Ernp Area = 38,270 SF
i'
- C= 041
I'
CAS E 1 50 ft Overland Elaw
ICt = 015
~
' L = 50 ft "
n= 0400
S= 0010
Tc ~ 3 60 min, by Equatian 3-2 of Guidelines
~ 1127 ft. Gutter ilow
- Z1 = 5[] a
~ Z2 = 350
n= 0016
- 5 = 00284
d = (l 1$4 ft
~ A R _ Q Tc Tc total 4 Qc
[].91 0.09 2.89 5.85 9.49 2.30 2.87
Qpeak fvr Case 1 ~ 2.87 cfs
CASE Z
Case 2assumes aTirne of Concentration less than 5 minvtes sa that the
- peak flow = 90(3 18)(Imp. Area) = 1.20 cfs
;
~ Sa, the Peak flow for tfae Basin is the greater of the twa flows, 2,87 cfs
i
99353 BASIN.xIs CLC ASSUCIATE5, INC. 4124A2GO[1
~
_ PEAK FLQW CALCULATIO'A[ PRO]ECT: DiSHMAN CQMNIC]N5
BASIN: 33
Tot. Area = 0 22 Acres
, 1mp. Area = 9,547 5F
C= 090
' CAS E 1 I
~ 0 ft. +DVerland Flow ~
Ct = 015
- L= D ft '
- n= 0400
5 = 0010
I Tc = 0.00 min., by Equation 3-2 af Guidefines
595 ft. Gutter flow
Zi = 500
I Z2= 3150
- n = 0.016
5 = 00300
I
d= 0 103 ft
~ A R Q Tc fic tota! i Qc
028 0 05 0.63 4.45 5.00 3.18 0 63
Qpeak for Case 1 = 0.63 c#s
CNSE 2
- Case 2 assumes a Time of Concentration less than 5 minutes so that the
peak fiow = 90(3.18)(Emp Area) = 0 63 c€s
So, the Peak flow for the Basin is the greateT af the two tlows, 0.63 cfs
~
_ N
, 99353 BA5[N.xfs CLC A550C1ATE5, INC. 4J2412000
P'EAK FLOW +CALCULATIOT1 PROJEGT; D1SHMAN COMNiL7NS
BASIH: 82
7ot Area = 9 31 Acres
Imp Area = SF
c= 010
~ CA5 E 1
355 ft Overland F14w Ct = 1015
L = 365 ft.
n = O.D40
5 = 0.01 0
Tc = 297 min , by Equation 3-2 of Guid'elines
' 0 ft. Gutter flow
Z1 = 500
ZZ = 1 00
n = 0[l16
- 5 = 0.0080
d = 0,115 ft. A R Q Tc Tc tota[ I Qc
----v-¢--- 034 0.06 0.42 O.00 5.00 3.18 042
Qpeak for Case 1 _ 0,42 cfs
CASE 2 -
Case 2 assumes a Time aS Concentration Eess than 5 minutes sa that the
peak flvw =.9043 18j(9►np Area) _ OM cfs
, Sa, the Peak flow for the Basin is the greater of the Mro flows, 0.42 cfs
_ 99353 6ASeN.xEs cLG AsSoerArEs, iN'~. 4/24r2000
~
PEAK FI.v11V CAI.CULATIaN PRO]ECT: DISHMAN CQh'6MC7N5
, BASIW: B 1
_ Tat Area = 0.72 Acres
1rnp Area = 17,766 5F
C= 0:56
, CASE 1
~ 0 ft. C7uerland Flow
Ct = 015
L = 0 ft.
- n = 0400
s= 0010
Tc = 000 min,by Equatron 3-2 of Guidelines
I~ 595 ft. Gu#ter flow
- Z 1 = 500
ZZ = 1,00
--n = q.D16
- S = U[380
I
d = D.iBB ft.
A R ~ Tc Tc total f Qc
0.72 008 1 14 6.24 5 24 2.83 1 14
Qpeak for Case 1 _ 114 cfs
I
i '
CASE 2
i
Case 2 assumes a Time of Concenteatian less than 5minufes sa that the
peak flow = 90(3 18){lmp Area) = 117 cfs
So, the Peafc flaw for #he Basin is the greater a# the two flows, 1.17 cfs
~
99353 BASIN.x1s CLC ASSOCIATES, IN - 4124i2000
I
Bf]WSTRING METHOL7 PRQ]ECT: D15HMAN CQMMDN5
DETENTi(7N BASIN DESIGC+1 BAS1N: ►h
DESIGNER; L?JD
DATE: 051011(]0
7ime [ncremen[ (min) 5 p
Time of Conc, {min} 5.0(} ~
' Outflow (cfs) 0.3 _ Design Year F2ow 10
Area {acres} 0.49
- ImperviQUS sArea (sq ft) 7985
'C' Factor 0.49
'208' Vvlume Provfded 355
- Area * C 0.240
Time Time lnc. lntens. Q Devel. Va1.1n VaI.C]ut 5torage
(min) {set) (inllar) (cFs) fcu ft) (eu ft) (cu ft)
5.00 300 3.18 0.76 307 90 217 C=-
5 300 3.18 0.76 307 90 217 E__
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
j, 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
i, 40 2400 0.82 0.20 493 720 m
45 2700 0.74 0.18 498 810 0
SO 3000 0.68 0.18 506 904 Q
I~
208' DRAINAGE POND CALCLILATIUNS
Required '208' Storage Vofume
~ lmpervious Area x.5 in I 12 inlft 332.7 eu ft
208' Storage Vvlume Provided 355 cu Ft
-
DRYWELL REQLItREMENTS - 10 YEAR vESfGN STORM
Maximum Storage ReqUired by Bvwstring 217 cu ft
Prv►rided Storage VaIume 355 cu ft @ 6" depth
Alumber and Type aF Drywells Required l Single
Q Double
,
- I
99353 CLC A55CDCIATE'S 6r 1r2voa
i,
~PEAK FLC)W CALL;ilLAT10H PROJECT: DISHMAN CaMMONS
BA5IA1: A
Tot Acea = 0,49 Acres
Imp. F1rea = 7,985 SF
C= 049
i CASE 1
- 50 ft. Overland Flow
~
Ct = fl 15
--i L = 50 ft
n = [l_4[#Q
S = 0.01{J
- TC = 3.60 min , by Equatinn 3-2 af Guidelines
I 86 it Gutter flaw _Zl = 500
I Z2= 350
- n= 0016
- S = 00314
I
- d = 0110 ft.
~ A R Q rc Tc total I Qc
, 032 0.05 0.77 0.60 5.00 318 0.76
'I
Qpeak for Case 1= 0 76 cfs
+CASE Z
i
' Case 2 assumes a Time of Concentration 9ess than 5 minutes sQ that the
peak flow = 90{118}(lmp. prea) _ 0 52 cfs
So, the Peak flow for ihe Basin is the greaker of the two flows, 0 76 cfs
i
i! 99353 BAS[h[.x[s CLC ASSC7CIATES, lh1f,:.. 412412000
I
~
PEAK FLDW CALG!]LA'CIL]N PRC}JECT: DISHMAN COMMDNS
' BAS1N: A2
I
Tat. Area = 0 09 Acres
1mp. Area = 3,993 SF
C- 09C}
GAS E 1 i
Q ft Overland Flow I
i I
Gt = 015
' L - a f#.
~
~ n = C14(}D
s = 0.01 a - Tc = 000 min, by Equatian 3-2 of Guidelines
~ 86 $t Gutter flav+r
- Z1 = 500
Z2= 350
- n = 0.01 6
, 5 - 00314
i
' d = 073 ft
A R Q Tc Tc fotal G Qc
014 0.04 0.25 079 5M 318 026
Qpeak far Case 1 = 0.26 cfs
CAS E 2
- Case 2 assumes a Tirne of Concentration less #han 5 mEnutes sfl that !he
peak tlow = 90(3 18}(Imp. Area) = 0.26 cfs
- So, the Peak flow for theBasin is Ehe greater af the two flows, 0 26 cfs
i
~
99353 BA59N.xls CCC A55C)C[ATES, [mC_ 4/24/2000
PEA!C FLL7W CALCl1LATIpN P'RO]ECT: DiSHMAN GQMMQNS
BASIN: A 1
Tcat Area = 0 40 Rcres
lmp Area = 3,992 SF
C= 04fJ
CASE 1'
- 50 ft Overland Ffaw
Ct = 0.15
L = 50 ft
_ n = 04f]D
S = fl Q1(?
Tc = 360 min , byEquatian 3-2 of Guide;ines
86 ft. Gu#ter flow
Z1 = ~O.D
Z2= 350
n = 0018
5= 00314
d = O.fl95 ft
A R Q Tc 'Fc total I Qc
024 005 0.52 O.66 500 3A8 0 51
Qpeak fvr CaSe 1= 0.51 cfs
CA5 E 2
' Case Z assumes a Time af Cancentration less than 5 minutes so thaE the
peak flow = 90~3 18}(Irrop. Area) = 0 26 cfs
So, the Peak flow for the Basin is the greater of the two flowrs, 4.51 cfs
_ 49353 HA51Rf.xfs CLC f155OCIA"CES, iNC. 4l2412000
I
I
_ _ _ _ _ _ I _ _ _ _ I _ I ' - I - _ I _ _ _ ' - _
I7I5HMAN CaMMCJNS 99353
Spokane County, Washirrgron 05109100
] 0-Year C]esign Storm Engineer• D]T]
GR.A'I`E INLET GALCLILP►TIONS
on Cantinuaus Grade
Inlet Basisi Gutter Cross- Grate T)epth of - Gutter • Gutter k'low Bys Pa55.
Basin Street and Peak Flaw Slope S1a,pe Width Fiow Flaw Width Velocity Received Fta«r
Area Station ` (cfs) (frlft) 1!Z (ft) {ft) fft) (fps) (cfs) (cfs)
1 6TH AVENLTE
B1 STA 5f17.5 RT. 0.56 00330 4020 2.00 0.09 4 541 2.430 0 44 0.12
HERALL? LANE
C4 STA i 1+3636 RT. 0.56 00080 0.024 2.00 0.13 5.285 l 588 0.40 0 lf
ALLEY
C5 0.43 0.0200 0.020 2.00 0.09 4 517 1.881 034 0.09
HERALD LANE
C2 STA 11+36.36 LT. Q 15 (}.0080 0.024 2.00 008 3.225 0.897 0.14 0.41
HERALD LANE
C3 STA 10+36.8$ LT. 0.1(} 0.00$0 0.024 2.00 0 07 2.770 0.728 0.10 0.00
17TH T.ANE
B4 STA 13+19 48 RT 2.87 [1.0600 0,424 2,00 0.16 6685 5.485 1.76 1:11
1iTH LAIVE
B4 STA 12+29.48 RT. 1.11 00600 0.024 2.00 0.11 4.682 3.827 0.86 025
- = 17TH ZANE - - - - - -
B4 STA 11+5190 RT. 0.25 0.0600 0424 2.00 0.06 2.677 1.898 0 24 0.01
i 7TH LANE
B3 STA 1 1+51.9t} LT 0.63 00600 0.024 2.00 0A4 3.786 3.003 0.55 0.08
This form is in accardance with Che WSDC]T Hydraulic Manual Grate Widths
Sectian 5-5.1, Capaeity of Inlets on a Continu6us Grade Nerringbnne = 1.67'
Vaned = 167'
w12" sump ~ 2A[}'
InletC
, - i , - - , - - - I- - - ~ i - - - - - •
pISHMAN COMMONS
Basin Surnmary Tahle
Road Imp Hause Area Oriveway Tvta1 Peak 208` Vol. Bawstring 208' Vol.
Tatal Area Area 1808$F1Lat Ylrsa Imp. e4rea Runrrfi Flow i Fieq'd VOI. Req'd Prvv'd Qulflow ddum6ar & Type
Basln (gF) 4Acres) {SF) Nauses (5F) (SF) (5F) Coeff. {cfs) fcu.ft} [Cu.ft] tcu Ft) {cfe) of I]rywells
A1 17,455 ❑ 4a 3,992 1 U 1,800 750 8.542 0 40 051
R2 3,953 009 3,993 00 0 0 3.953 090 026 -
A 21,448 049 7,985 1 0 1,800 750 10.535 049 4,76 333 217 355 03 1 Sinqls
B1 31,212 072 17.766 00 a 0 17.786 056 1 17 -
-
B2 56,881 d 31 4 00 0 0 0 0 70 042
B3 8.647 6 22 5.647 0 0 0 0 9.647 0 30 063 ~
B4 732.586 3.04 78.270 130 23.400 9.750 51.420 041 2 83 -
S 230,336 5 45.583 73 23.400 9,75(] 78,833 0 37 441 1904 2087 2732 20 2Doubles
C 1 39.914 0 92 0 00 U 0 0 0 10 0 25
C2 2.675 0.06 2.286 00 0 p 2.258 0,78 015
C3 1,502 0 03 1,502 00 p p 1,542 0 50 010
°
C4 34.933 080 20,236 0 0 f] p 20,236 0,56 1 33
C5 58.780 135 8.800 60 10,840 4,500 24,100 043 164
C6 64.684 1 48 11,624 60 16,800 4.500 28,924 0 43 176 - °
C 207.548 4 85 44.428 120 21.600 9.000 75.628 0 40 5 84 1857 1801 1871 20 2Dauhles
❑ 11,095 0 25 4.993 0 a q 0 4.993 0 46 037 208 57 392 03 1 5mqle
E 4,706 d 11 2.271 00 d e 7.231 049 017 95 4 186 03 1 Slnqle
F 35,545 0 82 4.858 00 p 0 4.855 027 4 44 202 135 209 03 7 Srnqle
NOTE' C=10 9'{IMPERIlIDUS AREA1 + Q 1'[PERVIOCIS AREf411fTOTAL AREA
WHERE C = RLfNOFF C0EFF -
J
99353 CLC ASSC7CPATES, INC. 811l2000
J:1Land Projects1993~v31dwr~1CDVEF~.dwg, 05fa~12400 f~2:SD 47 PM, ~JD
~l ,
.
~
[D ~
0
° ~ - ~ ~
~
> ~
~ ^ _ , _
, _ 1 ~ ~ ~
~ _ -------J~WD - s
~ ~ _ , -
~E
- ~ ~ ~ _
~
~
r
~
~
~
CALCULATI[]NS
The 10-year peak flows for the individua! basins vn the project were calculated
using the Rational Methvd and the Intensity-Duration-Frequency curves far Spokane,
Medical Lake, Reardon, Cheney and Rackford areas.
Tabulated in the appendix is the total area, road impervious area, runoff
coefficient, peak flaw, `208' sv►►ale vvlume requirement, Bawstring vvlume requireGnent,
and number and type of drywells required for eacho of the basins. It is assumed far the
purposes of the swale design #hat a double-depth drywell has acapacity of 1.0 cfs and
_ a single-depth drywell has a capacity of 0.3 cfs.
, +Grate CaIeulativnt The inEets shown fvr basin A and C6 are in a sump candition.
i _
S pvlcane Cau nty 7ype 1
' From 4-1.1 of Guidefines,
Q= CPH31x, where C -3.0, P perimpter of grate, and N= depth of water.
~ i Perimeter of grate = 6.13 ft, PI2 = 3.06 5ft.
; 312 _
Q = 3(3.065)(.50) 3.25 CF5
i Fram the $asin Summary Table in the appendix of th`r5 repvrt these grate capacities
are adeqraate far the peak flvw Fn each basin. - The rest of the inlets shown on the pFans and Basin Nlap are on a continuous gr-ade,
, the grate capacity calculatians have 6een included ira the appendix of this repvrt.
STORMWATER flISPOSAL
The s#ormwater generated by the prvject will be disposed of in the `208' swales
areas and drywells as indicated vn the imprvvement pIans and basin map. The
stormwater along 15th Avenue will be cvllected and! piped tv pond B, if should be nated
_ that the actual crown on `ISth AVenue is actually 5-6' south of the existing painted
centerline stripe which drastically reduces the actual basin size sv that the amount of
stvrmwater in fhat basin will he much less than shawn in this report. The starmwater for
the rest of the basins will be rvuted ta qvnds eifher in a piping sysfem or by curb draps.
The `208' swale vaPume as indicated orr the Basin 5ummary Table is pro►►ided at a
depth of six incFaes for all pands
i
CLC Assocrafes fnc TJrshrnarr Commoru
, - ~I
PURPOSE
The purpose of this repvrt is to deterrrairre the extent of starm drainage facilities,
which will be required tv dispvse of starmwater ruraoff created by the Ernpravennents of
the prvpvsed project. In accordance wi#h the Spokane Ca+anty Guidefines for
Stormwater Management, the stvrm drainage facilities on this project will be designed
tv dispvse of runaff fram a ten-year design stvrm and the first ❑ne-half inch of runvff
from alI road impenrious surfaces will be treated in grass infEltration areas ('248'
, swales).
j AN►4LYSIS M'ETHOQaLOGY
_ The Rational Me#hvd, wFaich is recommended, for basins less than ten acres in
i size, will he used to determane the peak discharges and runofF Vafumes. 3he Bowstring
Method will be used to evaluate the adequacy of the drywel}s and starage caepacities.
All relevant calcuFativns have been included in the appendix of this report.
i'
PRoJECr nEscRIPTIoN '
~
' Dishman Cvmmans is a 30-Ivt subdivision (on 10.3 acres) focated in SectEVn 29,
T 25 N, R 45 E W.M. in Spakane Cvunty The prapvsed impravements include the
, necessary sanitary sewer, water, rnad and storm drainage faci9ities. The storm drainage
dispasal and treatment is being accvmplished in grassy swa9es that are lacasted an
, either private property ar within the puhlic right of way. The tvpography on the si#e
'sfvpes moderately frvm east tv west.
5heefi 75 of the Soil Survev of Spokane Cvuntv ViJa. shows that the svil 'Eype fvr
- the area of the proposed project is:
, McB - Marbie sandy Eoam, atv 8°{o slvpes: This sail is a somewhat excessively
' drained svii. 5urface run❑ff is slow, arrd there is IittPe ar no hazard ta erosian.
- This svil type is pre-approved for the use of drywelis in accordance with the
; 5pokane Cauntv Guidefines fvr Stormwater Managernent.
i~
CLCAssacrudes fnc L)ashrnan Commvns
~
_ i
I
i
' SrORu DRarN.ac~ ANALrsIs (-,'W-Aftq
FOR
~~CIEDVED
i
~ 1 2000
~
0INTY ENGINEER
I ~ DI7HlV1/1N COdVfMEJ'I'VJ
~ S PC]'KAN EC+Q UNTY
June 2000
,
' CLC AS5oCCATES 1NC.
- 707 West 7`hAvenue 5uite 200
_ 5pakane, Wa 99204
- (509)-458-6840
~
This report has been prepared by the staff Qf CLC Prssociates inc. under the direction af the
under5egned prvfessianal engineer wh4se seal and signature appears hereorr. 7his storm
drainage analysis has been eampleted in c f r ance wit'h the 5pakane Cvunty Gu9delines
far Stormwater ,Management. ►4. S
wASk,
~
22s1a
- - Q IsTEa~
Sl~NAI Eta
i CLC Assacrates Inc ~ . ~-ommons I I ii
i ,
I
-
- I
~
LrL i.r A Sa7OCIA [ E.7i l1YC.
PRdJEGT 1NFQRMA77QN TYPICAt SEC7`IaN DATA
Prolecf, aISNMAN CCIMMDNS ftasdway half wrdth ENTER- 74' PAVED WIDTH
Job No 99353 J4oed Name ENTER- 16TH AVEPIUE
fJrsc fVo LeR or Rrghf EN7ER--' LEFT
Frle Name 161'HN.PVMTQE5.YY62 Fdge Type EDGE dF PAVEMENT
Cafeulated 8y ENIT Statron Pnterval ENTER--y ~p
I I G I MlNfMI1M MAXlMl1M
D15T. I I ~DfSTFROM I E.P. ELEV. EP. ELEV.
C1L TQ SLC}PE ~ E,pGE ~ CENTERClNP 1(-4.5% frvm (-2% from SELECTED Edge Pave.
GIL 3o SLQPE SA WCi1T 5R INGUT ~ CIL TO ~ PA VEMiENT ~ TD EQP f sawctif to sewcut to E 0 P to Gutter Edge of P►r. TpP pF
STATIOIV EtEVAT1QN GIL ELEVATFON {FEE7) I SAWCi1T J l SLQPE I ( FEE7) I edqe of pv} edge of pvJ ELEV. % GRADE °r6GRADE CURB EL.
409 DO { 199830 ~ ERR ~ 1998 19 ~ fi QO ~ -1 83 ~ ERR 1400 ~ 199783 ~ 199803 199805 ~ -1 75 ~ ERR ~ 199844
45000 7989 15 ~ 1 70 ~ 1999 11 ~ 6 00 ~ -CI 67 ~ 1 84 Td pU ~ 199875 ~ 7898 95 1998 85 ~ •2 00 ~ 1.80 ~ 7899.34 ~
50000 ~ 200030 ~ 2 30 ~ 20003A ~ 6 00 ~ 067 ~ 246 ~ 14 00 ~ 199998 ~ 200078 2000 18 ~ -2 DO 246 ~ 200057
550 00 ~ 200163 ~ 2 68 ~ 2001 59 ~ 600 ~ -0 87 ~ 250 ~ 1400 ~ 2007 23 ~ 200143 ~ 2001 43 ~ -2 00 ~ 2 50 ~ 2001 82
soa oa ~ zoaz as ~ 244 ~ zoez az ~ 600 ~ -a ss ~ 206 14 00 ~ 200226 ~ 2002as I 200246 ~ -z oo ~ 206 ~ zooz ss
650oa I 200387 ~ z aa I 2003 58 a 600 I -483 ~ 7 92 ~ 1400 { zflos xz ~ zoas az ~ xons az I -200 ~ 1.92 ~2003ss
700 00 ~ 200434 ❑ 34 ~ 200414 ~ 600 3 33 ~ 3 12 ~ 1400 ~ 200378 ~ 200398 ~ 200398 -2 00 ~ 1 72 ~ 2004 37
TSO DO t 2004 96 I 7 24 I 2004 79 I 600 -2 83 I 130 I 1400 I 20D4 43 I 2004 83 I 2004 83 r -2 OG f 1 30 I 200502
80000 I 2005 82 I 1 72 I 200578 I 600 -6 67 J 1 98 I 74 00 I 200542 I 200562 I 200562 d -2,00 I 1 98 I 200601
85000 I 200683 I 2 62 I 200684 I B(]a I 017 I 2 72 I 14 00 I 2008 48 I 200668 I 200668 I -2 00 I 2 12 I 200707
90000 I 200794 I 222 I 200801 I 8 00 I 1 17 I 2 34 I 1400 I 2007 85 I 2607 85 1 2007 85 I -2 an I 2 34 I 200824
950[}0 I 2009 24 I 260 I 200919 I 6 00 I -0B3 1 2 38 1 1400 I 2008 83 I 2008 03 1 200903 I -2 0{] I 2 86 I 200942
7000QO I 2619 59 I 2 70 C 2010 54 1 600 1 -1 50 1 2 82 I 1400 I 2014 74 I 201034 I 201034 I -2 D0 1 2 52 I 201073
105000 1 2011 99 I 2 80 f 2011 87 I 6 00 I -3 00 I 2 82 a 1400 I 2071 45 I 201165 I 201165 I -2 47t1 i 2 82 I 201204
110000 I 201340 I 2 sz l 201323 I fi QO I -2 83 I 3 84 1 1400 I 201287 C 201 307 201307 I -2 OQ 9 2 84 1 201346
715000 I 201480 I 2 BD I 2014 72 I fi QO I -1 33 2 58 1400 1 201436 1 2014 58 ~ 201456 I -2Op I 2 98 I 2014 95
7200 06 I 201655 I 350 I 2016,43 I 600 I -208 ~ 3 42 ~ 1400 I 201607 h 201627 I 201627 I -200 I 3 42 I 201666
125000 I 20 i 8 35 360 I 2018 25 I 600 I -1 fii 1 364 14 00 I 201789 P 201809 i 2018as I -2 00 I 364 I 201848
1300oa I 202023 3 76 I 202009 I 600 I -2 33 I 368 1400 1 201973 1 201993 I 201993 1 -2 DU 1 3 88 I 202032
135000 i 2022i3 a ao i zox, ss i 6.00 I -2 33 I 3 90 1400 I 2027 63 i zozi ss I 2021 83 i -z no i 380 i zazz az
140000 I 202405 I 3 Bd I 202401 I 600 I -0 fi7 4 4a 14 00 I 202365 I 202385 I 202385 I -2 QO I 404 I 202424
145000 I 2025 99 I 3 9B f 2025 91 I 8 40 I -1 33 ~ 380 1400 f 202566 I 202575 I 2425 75 I -2 00 I 380 I 2026 14
150000 I 2027 76 1 3 54 I 202771 I 8 ao I -0 83 ~ 360 1400 ~ 202735 f 2027 55 I 202765 I -2 UO I 360 I 2027 94
155[] 00 I 2029 35 I 318 I 202910 6 fi QO -4
f 17 2 78 I 1400 ~ 202874 I 202894 I 202b 94 - 1 -2 00 __T_ 2 78 I 202933
160000 j 203080 I 290 I 203049 f 600 ~ -s 17 I 278 I 1400 I zQaa is I 203033 I 203033 i -z ov f 278 i 203072
165000 1 2032 20 1 2 80 1 2031 88 1 8 00 ~ -5 33 ~ 2 78 1 1400 { 2037 52 1 203172 1 2037 72 1 -2 0Q ~ 2 78 1 2432 17
i 700 00 I 2033 39 I 236 d 2033 28 I 600 I -1 67 I 2 BD I 1210 I 203301 I 203318 I 203316 I -1 97 I 2 88 I 2039 55
1750 DD I 203384 I ❑ 92 ~ 203385 I 600 I 017 I 1 14 I 7 33 I 203379 I 2033 82 I 203383 I -1 50 I 1 34 I 203422
I P
IOOCI11ulENT199353178THN PVMTDES QRW 1 05103ro0
GLG ArSSOC1A TES, INC.
PRo,►FCr ►rvFORMA rIaN rrptCaL sEcrrorv D►arA
Project. aISHMAN COMMONS Fteedway hslf width ENTER- 19.5' PAVED YYIIIDI`H
Jo6 Na 99353 Raad fVame EHYER-a 1$TH AVENUE
Qrsc No . Left QrRrght Enf3ER- R1GHT
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Galculeted Ey EMT 5tation lraferwaT EMTER- 50
MIMlMZIM MRXlMi1M
171Sr L71ST FRQM E.P. ELEV. E.P. ELEV.
SECIL, TO % SLOPE EQGE SiECrlDNLf1YE (451 from ( 29o frsom SELECTED EdUe Pave•
SECfL %,5L.i7PF S,4ViVCUT SAWCUT SECIL TO P.4 VEMEN7 To EOP sawcut to sawcut fo E o p ta Gutter Edge of Pv. TOP OF
STATION jELEVATIpN SECIL ELEVATIL7N rFFFn 5A4NCUT l SLOFE ( FE€T) edg8 of pv] edge of pv] ELEV. % GRAl3F SuGFL4DE CI,IRB EL.
SCtO QD 200032 ~ ERR ~ 2000 03 1700 i -1 35 ~ ERR ~ 1800 ~ 200005 ~ 200007 ~ 2000 [}i ~ -2 UU I ERR f 200048
55000 e 2001 65 I 266 ~ 2001 46 I 1700 ~ -i 1a ~ 274 ~ 1800 ~ 20a142 200144 j 200144 I -z oo I 274 4 20177 83
60000 ~ zona as I 248 ~ zaaa aa ~ 1700 I-a 5a ~ 288 ~ is ao j 20027s 200278 ~ 20027a I -z oo j 268 ~ 2003ii
650on f 2003.89 I z-av ~20036s ~ 1700 9 -1.1$ I 1 78 ~ ia ao j2003s5 200367 200367 ~ -z aa I 178 2004 os
iao aa ~ 200436 I 094 ~ 2004aa ~ 1700 I -o $z ~ 1 os ~ ya oa I2004ga I zooa za I 2404ao ~ -z 4a ~ s va I anaa ss
75000 ~ zoos ou I j 78 ~ 2004,79 I 1700 ~ -ro za { 1 54 C ia aa ~ znoa as I 200477 ~ 200477 G -z v0 114 ~ 2005 1s
soo oa ~ 200685 I i 70 ~ 200557 ~ 1700 ~ -t.as 1 78 ~ 1800 { 200563 I 200565 ~ zoos as ~ -z a0 1 as ~ zaoa va
aso 00 200685 200 2005ea i1700 1 -tiA7 186 ~ ya oa 200656 i 200658 ~ 2006 58 i -z na i 186 1 2006sr
900 Oa I 2007 94 218 d 200773 I 1700 I -5 24 226 I 1800 200769 I 200771 2007 71 d -2 00 I 226 I 200810
95000 I 200924 2 Bd q 200905 I 1700 I •S 12 2 94 1 1800 200901 I 200903 200903 I -200 I 264 I 200942
1000flC7 201063 I 2 78 I 2010 4$ I 1700 I -5 Oa 2 BZ 4 1800 201042 I 201044 ~ 207644 i -2 00 I 2 82 I 201083
105000 2012 08 I 2 86 ~ 2011 $7 I 1700 I -112 2 82 I' 1866 i 2017 83 I 20i 1 85 201185 ~ -2 Qf} I 282 I 201224
1100ao 201346 I 280 I 201320 I 1700 I -153 266 I 1 846 ~ 2013 16 I 241316 2013 i8 -2 oa I 2 56 I 201357
115000 2014 98 I 3 OQ I 201474 I 1700 I -12g 1 308 [ 1800 2014 70 I 2014 32 2U74 72 i -2 00 I 308 I 20151i
7 20U 00 1 2016 59 I 3 26 I 201644 I 1700 I -0 88 I 340 ~ 1800 I 201640 I 24 ] 8 42 1 201842 I -2 00 I 340 I 201681
125000 I 2018 39 I 360 I 201828 I 1700 I -0 65 I 3 68 ~ 1800 I 201824 I 2018 26 i 201e aa I -2 QO I 368 I 201865
130000 I 2620 29 I 3 80 1 2024 13 I 1700 I -0 94 I 370 4 1800 I 202009 I 202[] 11 202Q 1 1 I -2 QO I 370 I 202050
135000 I 202219 I 360 I 2022 01 I 1700 I -1 O6 I 3 76 ~ 1800 I 21721 97 I 2027 99 ~ 2021 99 I -2 QCl I 376 I 202238
1400OQ f 2024 71 I 3 84 I 202394 I 1700 I •1 D0 I 386 1 800 I 202390 I 2623 92 1 202392 I -2 QO I 386 I 202431
145000 j 202602 I 382 I 202585 I 17 m0 1 -1 00 1 3 82 ~ 1800 I 202581 1 202583 1 202583 4 -2 00 I 3.82 I 2D26 22
150000 i 202781 358 i 202760 1 1700 r -7 sa i 350 i 1800 h 202756 202758 ~ 2D27 ss ~ -a a0 I 350 i 2027 sa
155000 I 202946 ~ 3 30 I 2029.23 I 1700 I -1,55 ~ 3 28 I 1800 I 2029 19 1 2028 27 I 202921 + -7 00 I 326 I 202960
160000 1 203[7 91 1 2 96 ~ 203064 I 1700 I -9 59 I 2 82 I 1800 I 203060 I 203062 I 2030 82 I -2 UO ! 282 I 2039 Ot
165000 I 2032 37 I 280 203202 6 1700 I -1 75 I 275 I 1800 I 2431 98 I 203200 ' I 2032 I -2 00 ! 276 I 203239
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Disc.Na. LeR vrRighr ENTrzR-a LEFT
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Calcula[Bd $y. EMT Stat+on lnten+a! EnFTER- 5Q
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750oo ~ zoaa sz ~ 008 1 203063 ~ 200 ~.200 ~ 018 { is so ~ 2029as {20303a ~ 203028 -z i a ~ 080 ~ 203067
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I I I I I I f ~ ! R I ~
J 1QnCl1MENT1993531FELTS PVMTDES QPW 1 ' 051631DD
Slvpe and cross slope calculatrons
for 16" Ave. and Felts Road
Pavement Widening
Sediment Yield, Flaxman Methvd
u . ;
Prv'ect Na3ne ~'""'~t~ra,
~ ~ !PE Project No. 9 353 ' - °
Engineer: 1t 'Trap ID iffip
USC Soil CfassifECatian: m ~ Variable
Data Iraput: Avg Annua! Precip., P= - inches
Avg Annual Temp., T= '❑egrees Fahrenheit
Rvg Watshed Slope, }C2 4percent . X2
Particles Courser than 1 mm Percentl72 = X3
Pefcent Clay in Sarl = Y ,percent
2-yr Starm, Square mi , Q= 14cfs X5
Basin Size, A= aCres
Time Period, T imanths
pH af soil assume worse case
{PIT}11.43 = 0.31 X1
110 X4
SQRT(Y) = 4(].90
Y= 1672.70 tonslsquare rnile per year
Y' _ 0 278 tans!(acre"manth)
Y'far Basin = 4.49 tans!(basin'T)
Volume af Sediment, a= 75 cuhic Ft.
~ a 110' x /0' 7'ernAa44Y PD.V4 r02 5fp11YW1vT w141. NOG4 7-1I~E
vowme oF sevr.nfAlr 2eOwa,--,O Rr A o"TH nF z-653 Tz~'" 3►ti6yes
A.
wA
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~ EXPfFES:
99353 GLC Associates, Inc 611512004
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GRA1N SIZE (mm)
IJMIIFIED SOit CORRSE FINE CQARSE MED[UM FINE
CLASSIFICATIC]N GFZAVEL GRAVEL SRND SANI] SAyD FINES
SYSTEM
Sample Identifirratian. 5arnple Description: Lab
TP-6, TS-1 @ 9.5 feet 5ilty Sand (SM) - Alluvium NQ 393 TP6151
~*p AIN SIZE Pmte~: 15th Aue. & Felts Pa~vement Desegn
~J '
Locatian.
o ~ ~ ~ R~ Spofcane,lNashingtor~
1~► Jvb IVo.: 6ate;
~~T~~ NORTHWEST SOi70198 5126100
I`1
~ LABORATaFdY REPC)R'I` PRV]ECT: j+s
iSVY NoRzHwEST cRArN sIZEAxALYSIs PROJECTNuMBER: ~ooA>
1621 EAss rEuxv ~4sTM Cr17 DAZE REc"n
SpUKANE, WA 99202 AASHT `Q Tll dc r27 DATE TESTED
{509}534-9711 fax (509)534-9755
B[]IUNG 1 ItMRVALT s1- L~ICATIO~f+~ ' DEP7'i-I S' SAA~PL.~
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UN[FIE[] 5C]IL CDARSE FINE CK3AFtSE MEDIUAA FIhIE
crASSiF[cArIaN FINES
SYS7EM GRAVEL GRAVEL SAND SAND SAND
Sample ldentificativn- Sample Descripbon: Lab
TP-5, T5-1 @ 1.5 feet Silty 5and (5M) - Alluvium No 393 TP5l51
Praject: 16th Ave. & F'eStS Pa~re~1`~ent C]e5ign
V ~ ~ ~ Lar.ation:
5pokane, Washing4on
JFr# NORTHWEST REpORT Job No.: Date:
s000198 5r26i00
,
n
~ L.AB~R'~i'aRY 1~EPaRT gRQlEcr:~t~~ ~r ~I '~r
S~'~ N~]RTHWEST GRAIN SfZE ANALYSIS PRO,iEC'E' NUMBER: s o o ra )
362$ EAST FERRY AST1Y~ CI ~ 7 DA`IE REC'ID
SP(]K~lNE, WA 992~ ,~SH~"~ T1I d~ Tl7 DATE TESTEO
(sa9)s3a-~ri i r~ (509)534-9755
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~ DRY - TARE <2-L1L.0 TA12E
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DRY S13IL •
MpISTURE Ci7NTENT
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UkVIFIED SOIL C0ARSE F]IVE CQARSE MEQIIfM FINE
CLA551F[CAT[ON GRAVEL GFtAVEL SAND SAIW❑ SA'ND F1NES
SYSTEM
' Sample Identificatinn: Sample ❑escriptian: ~ Lab
TP-4, TS-1 @ 1.5 feet Silty Sand {5M} - plluvium No. 393 7P4151
pp P~'je`t` 16th Ave. &•Felts Pa►~ement ~]esign
~ L~I`1I ~ ~ Locatian:
5pokane, Washington
NORTHWEST RE PU RT Job Na.: flate;
S000198 5f2+5I00
,
II
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S"NORTHWE$T LABORATORY RE1PQRT o o a~
GRAI~Y S1ZE AIVALYSIS Pft~].`I' Nu~ER:
3628 EAST FEnY AsTMc117 r DATE REC'p
I SPOK,ANE, WA 99242 A14SHTD Tll & 727 I]ATE TESTE❑
(509)534-97l 1 faat (509)534-9755
.301Zi.NQ ! iN'I'ERVAL i rw t LOCATfON ' DEPTH ).5t 51iMYI.E LQG 9 3
i PREWASH P~SIWASH ~
~ .
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IJET - TARE CIS . 9 DRY - TARE
~ DRr TARE 59 5:j TA~~ ~Z14 ~ -
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DRY SDiL
I MQISTURE Cf7NTENTS
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CLASSEFICA7IQN GRAVEL GRAVEL SANC1 SpIVD 5l4Np FIIVES
SYSYEM
Sample ldentification: Sarnpfe Description: Lab
TP-3, T5-1 @ 1.5 feet SiEty Sand (SM} - Alluviurre NQ. 393 TP315I
Projea: ~
GILAIN SIZE 16th Ave. & Felts I'avement Design
Loratian:
Sp❑ka11e, 11VaSh6ngtDf1
No~~HwE~.~ REPOl~T Job NQ.: aate:
~ _ 5(]00198 5126100
~ LABoRATor~YRE poRr gROrECT: + Fejfs
AWNOR7HWEST GRA17Y SIZE ANAL'YSIS PRO7EC."i' N[7MBER: 5 a o 0 1°1 ?
3628 EAST FL1tRY 4STM C117 DATE ItEC'l]
SPUKANE, WA 99202 AASHTU TII & 777 DA'TQ TES'I ED
(509)534-9711 fax (509)534-9755
BORTNG 1i RVAL'i .ti#- S LQCA'fIC}N " I]MYM SAWIE LOG # 34 3 M
PREW11 A~±~7H h~~i1fYA,~ , 1' ~p~h7ASH '
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WET - TARE DRY - tARE E3 LL
DRY - TARE _ TARE
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DRY SC]IL
MOISTURE CONTENT-.82?.
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100 10 1 01 0.01 0 001
GRAIN SIZE {mm}
UNIFIED S01! CDARSE FiNE COARSE MEDIUM Ffh1E
CIASS[FICATION [;RAIAEL GFiAl1EL SAND SAND SANC! F[NES
SYST'EIH
Sample Identification: 5ample aescripbun' Lab
TP-2, TS-1 @ 1,5 fee# Silty 5and (5M) - Alluvium No. 393 TP21S1
ProjeLt' 'l5fh Ave. & Felts Pa►~ement Qesign
~ ^ - ~ ~ ~ LDC3tlr]n:
p Spakar~e, Wasi~ingtvn
, ftEPV RT Ja'h ~fo.: Qate:
~ 1V~'~iTH11~~ST Sfl~~]198 5128100
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~
NflR7HWEST cR,9[JNSIZE ANALYSIS rRO~cT ~ER: 5 c+oo f q~
3~~~ F~ST FERRY
S'?~f CI ~7 " DATB TESTE~
A i DATE ~ S1~F~,NE, WA "2L?2
(S49)534-97 11 fa~t (509)534-9735 AASHTO Tll & 1►77
.30RINi3 I INTERVALI~<r 2 I.UcfITION ' DEP7`H S~ 5AWL,E TOCi # 3 9 3
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WET - TpkE L4 5.4 DRY - TARE
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W14TER DRY S131L
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GRA9N SIZE (mm)
uNiFIEo sa[L CQARSE FltvE COARSE MEDILIM FINE
cLAssrFrcaTidN FINEs
svsrEM GRAVEL GRAVEL SAtVD sANa s,qldQ
Sample Idenbficadon• Samgle Description: Lab
TP-1, TS-1 @ 1,5 feet Slightly silty sand (SP-SM) -Afluvium ryo 393 TPI151
PrQje`t: 16th Ave. & Fefts Pavement Design
~ ~ ~ LOCatIQII:
~ P 5pvlcane, Washingtvn
, {V~~~~w'~5~. Job ~lo.: Date'
sooO198 5e26/00
fl
~ vABoRAToRx IkEPoRr PRvJECT:-J c04u -e EEL.VS
iS"NQRTHWEST GRAINSIZEANAL" YSIS PRO7EG"I'NUMBER: ~
362$ EAST FERRY ASTM C117 DA'PE REC'U
I SPC]KANE, WA 99202 AA5HTC1 Trl A 7,27 DATE TESTEU
(509)534-971l fax (509)534-9755 ,
:3flRINQ 1 IIMAYAL. IX)CA`ITON e-I ~-f ' IDEM-I-1-51 SAWI.E LOG S
PREWASH POSTWASH .
~ TARE I.D. - p , TARE I.D. r--)
WET - 7ARE LIO ~ • DRY TARE '`~G • 'd ,
~ DRY - Tl4RE 4e-Zl• C7 TARE 'Zo . f5
WATER '~7 • Lv DRY SDYL. ~ . -Z-
~ TARE MIASHOUT 44
DRY SQIL
~ Irl❑ISTURE CDNTENT
r
~
- oVE WBGKrMAM ~ %I~"~ '~PA~
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.s. NO. 60
M. No. 1Y0
LLs. NIL 200
PAN
~ 1 DD. C) N C). C) ,
SAMPLED BY: ~ L S TEST'ED'BY:__ELF GHEC ~,ED HY: REVIEWED BY:~''~ i~
Y:t 1-25-4f0 1
VI
~ czc Associates, Inc STI W.O. #5000198
~ 16'.$ FeIts - Snii Clasifiratian ]uns 2, 2000
5Ti Nvrtliwest Twt Pit Log.v Puga 3
TP-5 (excavated May 2644)
, Bepth Interval (feet) T?escriptian
0.0 tv 8,0 foot Medium dense, moist, broV,rn, Silty Sand with vccasivnal cvbbles -
SM (Alluwium).
- Changes to slightly m❑ist beIvw 2.5 feet.
TS-1 @ 1.5 feet (see attached s'reve test results)
' Bottvm of test pit at 8 fee#.
IVa groundwater seepage.
Slight caving from to 2 feet.
TP-6 (excavated May 8, 2000)
Depth Interval (feet) Descriptivn
0.0 to 8.0 fvat Medi7wn dense, moist, brvwn, Silty Sand with rvvts - SM
(Alluvium)-
' Changes ta slightly moist belvw 2.4 feet
TS-1 @ 1.5 feet,: (see attached sieve analysia results)
I
~ $ottvm af test pit at 8.4 feet.
_ Sligh# caving from 0 to 2 feet
~ No graundwater seepage
- Abumdant raot,s due ta test pit lacated amang t,rees.
;
- ~.CLC Associates, inc. STI W.O. NS000198
16m & Felts - Soil Classificauon June 2, 2000
STI Northwest Test Pit Logs Page 2
TP-3 (excavated May 8, 2000)
Depth Interval (feet) Description
0.0 to 9.0 foot Medium dense, moist, brown, Silty Sand - SM (Alluvium).
Changes to slightly moist below 2.0 feet.
TS-1 @ 1.5 feet: (see attached sieve test results)
Bottom of test pit at 9 feet.
No groundwater seepage.
Slight caving from 0 to 3 feet.
i
i
TP-4 (excavated May 8, 2000)
~ Depth Intervai (feet) Description
0.0 to 9.0 feet Medium dense, moist, brown, Silty Sand - SM (Alluvium).
Changes to slightly moist at 1.5 feet.
TS-1 @ 1.5 feet: (see attached sieve test results)
9.0 to 10.0 feet Medium dense, slightly moist, grayish brown, medium to coarse,
Silty Sand - SM (Alluvium)
_ Bottom of test pit at 10 feet.
No groundwater seepage observed.
, Slight caving from 0 to 3 feet.
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i TEST F'IT I..ClGS
S'1'I W.O. # S00019$
16" n & Felts PaVement Design
~
(5ee 16" & Felts Site Plan for test piE 1QCations)
- TP-1 {excavated May 2000}
Dcpth Tnterval (fcet) Bescription
0.0 ta 8.0 feet Mediurrx dense, moist, bxawn, SlightPy Silty Sand: SP-SM
, (Ailuvium). Changes to slightly moist at 3.5 feet.
TS-1 @ 1.5 feet: (see attached Sieve Analysis resuits)
Bottom of test pit at 8 feet.
i Na graundwater seepage Q"bserved.
Slight cawing at 0 to 2 feet
~
TF-2 (excavated May 2000)
Depth Interval (feet) Descriptian
~ 0.0 ta 9.0 feet Medium dense, rn4ist, brown, Silty Sand wvith rninor crrganic
_ i content (due to yard waste) - SM (Alluviurn).
Changes to slightty moist and without nrganics at 1.5 feet.
~ TS-1 cr 1 5 feet: (see attached sieae test results)
~
_ 9.0 to 10 0 feet Mediurn dense, slightly maist, grayish brawm, medium to coarse,
5i1ty Sand - SM {Alluvium}
_ 13attQm of test pit at 10 feet.
~ No groundwater seepage observed.
' Slight caving frQrn 0 #0 3feet.
, i
INITiAL aRY DEN5iT1C `IIERSUS CBR - Site Center @ 2 ta 3 feei .
1 Sth & Fe[ts Residential i]euelvpment -STi # S000198 J,'JYJF NORTHwEsT
50 45
~
~
40
~
35
~ 30 .
~ 25
~ ~ -
- -
- - 20
- ~ ~ .
f 5
10
~
S
01
120 725 130 135 140 145 150
Dry density - pcf
- - i ~ - i i- - I-- , - - -
' - - - - - - ' -
CBR Test @ 144.0 pcf - Site Center @ 2 ta 3 feet
16th & Felts Residential Develvpment -ST1 # SD~OI 98
NOR7HWE5T
900
SDD
700
svo
o. .
5[l0
a
U) ~ 400
` -
d 300
200
100
o~
o 50 100 150 700 260 300 350 ava 460 500 550
Penetration - inches x 0.001
- - - , - i - - - i ~ - - - , , - i , , - ,
CBR Test @ 121.2 pcf - Site Genter @ Z ta 3 fee#
16th & Felts Residential Qevelapment - STI # SOOaI 98 ,~,~TJ NURTHINEST
900
, $aa
700 svv
a
500
m 16.
M
a~ - - ~ 400
-
`
CL 300
200
100
• 0 a J~ . , . , . . . . . . . . . . , , . . , , . . . . . . , . . , . . . . , . . . ,
o 50 100 150 avo 250 300 350 400 450 500 550 soa
Penetration - inches x 0.001
, . - , - - - - - • -
CBR Test a,,71 36.3 pct - Sjte Center @ 2 to 3 feet
6th & Felts Residential Develapment - 5TI # SaOaI 98
JWTI NORTHWEST
700
. - I w
600
~
500
N I
rL 400 - I
N -
d 300 -L .
a .
zoo
100
0~ . .
3
0 50 100 150 200 25(] 300 350 400 450 500 550 600 650
Penetrativn - inches x O.DO'i
h y~
NORTHWEsT RN
7unc 15, Zi]DD 5Q1LS, TESTING & 111f5FECTION
' STI W O# SODO 118
CLC Associates i
707 VVest 7' Avenue, Suite 200
I
Spokane, Wastungtan 99204 t
;
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' Attention Mr l]oiig Desmond
, I
Re: Addendum to Snil Classifcatian far Pavement Ilesign Recommendations
16" Avenue Residential I3evelopment Pavement ❑esign
Spokane Caunty, Washington
Uear Dnug '
STI Northwest is pleased to submit tihis r-evised soil classification for pavement design purpQSes for the
groposed residential develppment to 6e located svuthwest of 1 Ctt Avenue arid Felts Raad in Spokane Caunty,
;--Washrngtan nis revision is based an addrtianal laboratory te'sting canduc#ed on a representative subgrade
soii sarnple
The soal classificatian, as describea in our 7unc 6, 2000letter, cansists of SIL1Y MEI]TLJM SAND (SM) and
SI.IGHTLY STLT7', MEDILIM SAND (SP-5M), A CBR test; was conducted on a representa#ive sub,urade
sample #aken from the apprnximate site center at a depth of 2 to 3 feet The testing indicated a CBR rangang
~ from 11 tca 17, varying wit11 compaction, far the sarraple. LTsrng the low CBR of I 1 ana convertang tffis va.1ue
~ i Cv Resilzent Modulus, we caIculate a ResiIzcnt Mvdulus of 16,500 psr To account for potentzal wanability
of F.he subgrade sails (usmg a safety factor of 1 5), vve recvmmend usuig a Resil2ent Modulus of 11,000 psi
- for pavement design purposes CBR test resul#s are attached
- Tlhe canclusions and recommendations presented in ttus revisedi lettcr are based, in part, on the explorahons
- that we performed far this study and our additional laborat,ory testing lberefore, if vanativns in the
i subgrade conditions are observed at a later time, we may ner-d La madify this letter CQ re#lect thc,se cbanges.
- We appre0ate Ehe appvrCunity to he of servir,e on this project If you have any questions regarding this letter
or any aspec#s of the praaect, please feel free to cantact our office
Sincerely, Lo
WA3p,,~~~ J
STT Norithwest
-~4Y
► _
i
3m I'
i
4 E~~ d61141 a~ ~
Jay W Logan, P E
Geotechnrcal Engineer I
3528 E. Ferry ■ Spoicane, WA 99202 • Phvne (509) 534-9711 • Fax (509) 534-9755
I'
- a..«.....~.r.~....~..~.,.~.
i '
1993 AA5HTC3 Pavement Design
DARWinTM Pavement Qesign 5ystem
~ A Prvprietary AASHTC)WAREg'"
- Computer Software Produc#
' CLC Assaciafes, Inc.
_ 707 W. 7th Ave, 5uite 200
Spokane, WA 99204
~ Daug Desrnond
Flexible Structural Design Moduqe
DISHMAN CONtMQNS
Flexible Structural Design Module Data
' 18-kip ESALs Uver
Initial Perfarrnance Rer'rod: 863,451
Initial5erviceability: 4,2
' Terminaf 5erviceability: 2.5
Reliability Level (°/o): 9[}
~ taverall Standard Deviatian: 45
Roadbed 5mrl Resilient Modulus (P51). 11,000
-5tage ConstructiQn: 1
I ' Calcufated pesign Stnuctural Number• 2.93
_ 5pecified Layer Design
5truct. Orain.
Goef Coef. Thickness Width Cafculated
, Layer Material Descrqptivn (Ai) (Mi) [Di) (in) (ft) 5N
1 ACP-CLNSS A .42 1 2 - .84
- - 2 ACP-CLASS E .42 1 2 - .84
- 3 CSBC .14 .95 9.5 - 126
; Total - - - 13.50 - 2.94
Simple ESAL Calculatran
- Pertormance Periad (years): 20
Two-Way aaily Traffic (ADT), 7,8$0
Percent Heavy Trracks {of ADT} FHWA
Class 5 ar Greater. . 2
Number nf Lanes In Design Direction: 'i
Percent of Ail Trucks In DesFgn Lane 100
- Percent Trucks 1n Design [Jirection 50
Average initiaf 7ruck Factor (ESALsftruck): 1.5
Annual Truck Fac#or GrowEh Rate [°,IQ}•
_ Annual Truck Volume Growth Rate 0
Growth• 5imple
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Page 1
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Table 1 - Svil Samples
iTESI' Sample I,vcatian USC Designation My, Range
PIT raad stativn, ❑ffset (percent f nes, passing (pgi)
#200 sieve) per Tech. Ref. B
I STA 16+53, 25' Rt. SP-SM 5,040 - 70,000
- 1 6"" AVe. (10.6°Ia)
-2 STA 22+14, 7' Rt. SM 5,000 - 10,000
Felts Rd. (1 G.3%)
3 5TA 11+09, 24' Rt. Sm 5,000 - 10,000
16TH Aue. (19 2%) .
i~
- 4 STA 17+45, 7' Lt. SM 5,000 - 10,000
Felts Rd. (18.5%)
5 STA 5+75, 26' Rt. 5M 5,000 - 10,000
16'' Ave. (17.6%)
~ 6 STA J 2+09, 6' Lt. Sm 5,000 - 10,000
,
Felts Rd. (18.5%Q)
;
~ Table Z: Str•uetura1 PaVement Sectian for 16`h Ave.
Asphalt Cancrete Pavernent, CIass A: 2" thick
Asphalt Cancrete Pavement, CIass E: 2" thick
Crrashed Surfacing Base Course: 9 S" thick
CLCAssaciates, lrrc. ~2 Drshman ccrmmons Aavemenf Desrgn Ftepbrd
~
i ~
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I)ishman Commans
; prrQJEcT DEscRrPTIoN
, Dishman Corrunons is a 30 lat sub-division (on 10.3 acres) located in Section 29, T25 n., R45 E., W.M.
in 5pokane Cownty. `ihe prvposed imprcrvements include the necessary sanitary sewer, vvater, raad annd
_ stcsrm drainage facilities. Sae the viciniiy map provided in Appendix A. Halfi-street impravements will le
' provided along the north side of 16' Avenue and the east side of Felts Raad.
SUM1VL4RY OF I)ESIGN
;
The purpose of this repvrt is ta summarized the results of ti?e structural pavement design. 'T`he arterial
dssign was perfQrmed in accordaince with the reguirements of the draft Technical Reference B Structtrral
' PavemenA Design ofFlexible F'auemenls by Spoltane County. The analysis was perfvrmed using the
AASHTO "Desig,n of Pavement Structures" 1993, and i1 is a staess-1oading design agproach. `Ihe
AASHTQ camputer saflware, DARW in 2.0, was used to perforrr► the calculaticans. Trie results frvm this
calculation for 16' Avenue are surrunarized in this report and included in the appendix. `Ihe pnvate roads
0 7h Lane and Herald Lane} and Felts Rvad wiil utiliz.e Tab1e 3.16 afthe Spakane Count}+ Standards per
the pre-design me+eting v6th Spokane County Engineers. This rrseans 2 inchesl7 inches for the private roads
and 3 inchesf6 inches far Felts Road.
The SCS smils rnap shaws the project lirnits to be lvcated vvithin a Marble sandy loam soil. (See Appendix
A). Six soil samples were obtained within the praject Iimits, and were classified in accardance withthe
Urufied Soil Classifcativn (USC) system (ASTM D-2487). The results are summarized in Table 1. The
lab results ate prrvided in Appendix B-2.
1.naddition to the soil classificatian a CBR test was conducted vn a Pepresentaxive snbgrade sarrapZe taken
from the approximate center vf the site at a depth of 2 to 3 feet. The testing indicateci a CBR ranging fram
11 #017, varying with Compaction fnrthe sannnple.Using the law CBR of 11 and cvnvertir►g this value to
' FZesilient Madulus, a Resilient Modulus of 16,500 psi was obtained. To account for potential vatiahility of
the subgrade svils (using, a safety factor of 1.5), the Resilient ModuTus was determined ta be 11,000 psi.
~The CaR test results are included in the appendix.
CLC Assocrates, Inc. D 1 fJrshmrrn corramons Puvement Desigrz Repvrt
i
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PAVEMENT DESIGN REPORT
for tne
I]ishrian Commons
Spakane County, Washington
- June 2000
3-.-,,__ t~• ;~~s...K~i^__ a,. ___'`w,,7:wE': '~~-r~a..~.~ " . yV~_ }c.r~__ _ _ ?4#.i~ ~
, . _ - ri~ ~ _ . ~ _ •~=t• , t,_`
T}~e;des~gn~im ~r~veiii+err~ sh~.wn~in tbis:set;of~p.lans~ai~~eal ulations ~confor~n tv thapplicabie -
i ~ ~ r r~~ ~ - s~-
i ,~;,~~~,~~W ~~~:~s s'~~ "~'or_
- 'MiofKtheFS~iakaiie Co~nty~Standards for2Tto~c~tand~SevyetConstruc~ion ant~ tbe,5pvkane '
~ ~ ~ ~ti~,
` Count-y~.~u i cielinessf€ar~Stsa~mrvat~r Manageme~t:=A~~.t~esign +~e~iations ha~e been approved
b er. ~~ap~~o~~ t}~e~e~'~ 5~(caleula~ions} f+~r cvnstructi~n.
, yw~k~e,•5~p ane a ri;t,y
~~.~c i Y•lna.L aY~:~}
_ This repart has been prepared by Dcrug L3esmond of CLC Assaciates, Inc. in accardance with the
AASHTO Pavement design procedure for flexible pavements.
S~
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~
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W.
EXP«Es: W'ot TiFnothy A Schwab,' P.E.
~
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~ I PA■ EMENT 'L~~IGN REPORT '
far ~~~E-WED
.JUN Z 1 2000
i ' . NE CD~lNTY E~iGINEER
~1~~llYl~n ~~~I~U
_ ~
]une 13, 2000
W.Q. No. 99353
' Prepaared by:
- - Inlartd Pacic Erzgirzeerfng Company
707 YYest 7' Avenue Suite 200
Spokarae, WA 99204
(509) 458-6840
iI
~
c],c 707 West 7th Ave. Plannmg
- Associates7 [nc. Sruite 200 Gngineering
Spukane, R'A 99204 Arctutecture
(509) 458-6840 LanriscapeArc[utecmre
t509l 45$-6$44 Fnay Lna surneymg
P80JFCia15~1MRVt3 (.nMVt7yo5 olqE
~ SUBdECi _A n)IUIJA1 BT IJ6C13i0/lv/)' JI8NO.
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- - DRArraAGE PvNos & DrHER DRvnraGE FAcIuTiEs
ORER►4TION & NiAINTENANCE MANUAL
successors in interes#. Future replacemerrt and majvr rena►ration costs have been converted
- fio annual casts, in the farm of recQrnmended set-aside funds.
The estimated annual maintenance costs and recvmmended annuaf set-aside costs are listed
; in Ti able 5.DOA. It is recommended the hQmeowners assaciation set-aside these a¢nvunt of
_ funds annually, tv ensure that adequate maintenance and replacemEnt measures of the
draenage facili#ies wilP be implemented.
-drainage Facility Annual Maintenance Annuai Sef"-Aside Funds far
' Cvsts Future Replacement or Major
Renovation t' f
Drainage Ponds $ 725 -
Drairrage E3ifches & Pipes $ - $ 300
~ Ffow Cantrol S#ructures & $ 300 $ 238
❑rainage Appurtenances ~ Sub-total Annual Cvsts _ $ 1025 $ 538
Note: (1) Any renoVation costs for ponds are included in the annual mairs#enance casts. - , TaFale 5.OU►4
Grand Totallyear = $1025
Cvst peE Iotlyear = $12 (87 lats)
JO
CLC Associates, lnc, Page 5 of 5 ^ Dashman Commons O&M 1Ufanual
I 'ORAkNAGE PONDS & DTHER ❑RAfNAGE FAClLITlES
OPER►4TIi]N & MAINTENANCE MANUAL
_ d
~
geotextile fabric, andlar reconstructing; the channel. An engineer shoufd be
- cvnsulted fvr any permanent repairs where majar erosivn has occurred. The
~ design engineers af CLC assaciates, Inc. can be reached at (509) 458-6840,
in 5pokane, 1Nashingtvn. •
- ~
'These ahove noted storm event related visual inspections (no. 1, 2, and 3) are in additian tv
the maintenance schedules noted fvr each item.
- 4.10 Drainane Pands
~ Freauencv Jf I nsQectivn: Every3 manths, or after every storm event andlor snow me1t
event, whichever is mare freque nt. Two dra inage pands are tv be maintai ned by the
, homeowners associatiDn, as summarized in Tabie 3.1 aq, and Exhibit`A'. ThE p❑nd&
cansist of abermed depression constructed froan nativ@ svils. This depression should
be sadded andlor hydro-seeded with a dryland, grass mixture, at a minimum. A lawn
sad can be used if regular irrigating is implemented. Monthly maintenance arad
inspectivns Qf the pond will Enclude removai vf amyaccumufated debris, such as feaves,
weeds and trash. Any obstructivns which wauld not allowwaterto flowfreefy from t`he
- pands via the discharge structGres should be removed ar repaired. Additivnally, the
berms of the pands shvuld be inspected #v insure that they are in goad repair and
structuralfy s❑und, and that nv out#law has occurred other than thrvugh the dryweil. _
i_ 4.20 Drvwells -
The drywelfs fvr each of the drainage pvnds are `isted in table 3.1 OA. Inspections and
- maintenance of the drywells shvuld be dvne during inspectivns af the ponds, making
sure that eacla of these drywells is clear of +ahstruc#ions and debris, and in gaad
' evnditian. lf there is any abstrucfian present, it shvuld be removed immediatefy.
5.00 Recammended Set-Aside Funds
fvr Maintenance & Future Replacement CQSts
There wi41 be annual costs ta all homeowners to maintain the drainage facilities_ In tracts,
howe►rer, there wip be shared costs for pands vn easements. Similarly, #here will be
replacement cvsts and rnajvrrenavatian cvsts 9f alf drainage faciljties, which wifl occurin the
future. These replacemerrt cvsts are the resparasibii`rty of the hvmeawners assvciation ❑r
CL,C Assaciafes, 1nc. Page 4 of 5 Dishman Commons U&M Manual
- OFAINAGE PQryOS & OTHER QFtAINAGE FACIL1T1E5
- (?PERATIt3N & MAINTENANCE MANUAL
I
- ~
4.00 MAINTENANCE REQUiREMENTa AND SCWEDULES
~ Belvw is a rnaintenance description fflreach afthe drainage sys#em elements cvntained within
the Dishman Commons develapment, including the pvnds and drywells. All drainagefacifities
Ivcated oufside of Cvunty road rights-af-way and within tracts are expected to be maintained
by the homeowners association; any drainage faciEities located vn individual residentiai fots
via easement are to be maintained bythe respective homeowners. 5hould the homeowners
assaciation be terminated far any reasan, the maintenance responsibilifies wiH hecome that
- of the indiVidual homeowners, located within the ❑ishman Cvmmans plat.
General
Proper maintenance procedures are a necessity fvrthe contmued functioning of the drainage
facilities. Impraper maintenarrce, vr lack vf attentive rnaintenance measures, may resulf in
substantial on-site and downstream impacts. It is s#rongEy recommended that the homeowners
associatian desFgnate an individual who will be responsible for making sure the maintenance
~ measures are implemented.
, Generally, maintenance personnei are ta conducta visual inspection of thedrainage facili#ies
immediately fallowing a substantial rainfall vr snowmelt event. 7his cauld be thrat it rained
noticeabfy hard for a short ppriod {30 minutes vr more} or that it rained steadily for a long _
; period (6 hflurs or mare) ar if a significant rainfall and then snaw rnelt event, assvciated vuith
a"Chinoolc" meftwere tv vccur in January, February vr March when the ground is frozen. For
_ long duratian storms, greater than 24 hvurs, maintenance personnei are to inspect the
, drainage facilities during the storm eventto identify any+developing prQblems and cvrrectthem
' hefore they bec+orrie majorproblems. General[y, dueta the underlying spoils, an inspectivn is
recarnmended anytime that standing water is naticed in apand_
1 . Inspect all pondsT gutters and dra►welE grate appurtenances, making sure thatthey
, are cEear of debris and o6structions.
a. Inspect the pand berms, making sure there are nv breaches or breaks in the ,
berm. lmmediately repair any breaches ❑r breaks, with a sandy+ loess soii,
carnpacted in pface.
3. Check fvr any erasivn at the pipe discharge pvints or at #he inlets. Tempvrary
repairs should be made immediatefy if further rainfaEl arsnow melt is arrticipated
in the nearfuture. Tempvrary repairs may include installing rock riprap, instafling
f1
CLC Associates, Inc Page 3 of 5 CJrshman CommQns Q&M Manual
I}RAINAGE PONDS $c aTliER DRAINAGE FAGILITIES
, -OPERATION & MA[NTENANCE MANU►AL
and discharge, which require maintenance. A► ske#ch of their Iacations is provided in
Exhihit `A', attached tv this dmcurnent_ The pvnd elevation information is pravided in
Table 3.10A. The purpase Qf this table is to prvvide a quick referenee for th+e
maintenance personrael. Mare detailed pre- and post-construction information foreach
' pond wifl bs prvvided in the engineering plans at 5pokane Gaunty Public Works.
Tab1e N v, 3.1 flA - Relatir►e Dimensians*
, Pond Pond Bottom Heigh# of Height of Drywell Type Responsible
Label EfeV. Berm grate , Party
; from BottDm abave
bottarn
'A' 1990.71 ft. 1.43' 0.5' 1 - Shallvw Hvmevwners
minimum Drywell Assvciation
- `B' 1992.30 ft. 1.43' 0.5' 2 - Deep HDmeawners
minimum Drywell Assaciatian
`C' 2009.00 ft. 1.43' 0.5' 2- Deep Hameowners
minimum Drywell Associatian
`F' 2004.20 ft. ~ 1.43' [].5' 1 - Qeep Homevwners
minimum Drywell Associstiort
~ 5pecific Engineering cons#ructivn cri#eria can be fvund in the appendix where 20
sca1e pvnd drawings are pro►rided.
3.20 8utffow Stnactures (Porrd DrywelCs)
~ The pond drywellsare used to regulate pond dep#h and to discharge stormwater runoff
discharge to the underlying sails. The outflaw structure types are: Type 'A' & 'B,
d rywe1ls as id entifed by 5poka ne C❑unty 5taindards Detaol 81a, 13-14 & B-15
3.30 CoflV@VanCe ❑I$ChBS & StOr[T! SVStem PIDeS
WitFoin this devefopment, the street gutters function as stvrm pipes, eon►reyance
faciI ities, directing stvrmwate rto the pond locations. Yh e concrete infet captures the
gutter tlaw and #ransfers thfs flow to the pvnd locations vMa CMP & PVC pipe.
I~
CLC AssQCiates, lnc. Page 2 of 5 Aishman Gammons O&M Manual
~
DRAINAGE PONDS & OTHER DRAINAGE FACILITIES
OPERATION & MAINTENANCE MANUAL
1.00 PURPOSE
This plan is intended to provide general operations and maintenance guidelines for the
drainage ponds and otherdrainage facilities located in the Dishman Commons single family
residential neighborhood (Dishman Commons, P1859). All facilities discussed are located
outside of the County road rights-of-way. Implementation of these guidelines will insure that
the drainage facilities installed will function as designed, and,continue to discharge
stormwater at the design rates to underlying soils. -
2.00 INTRODUCTION
Generally, the drainage system is intended to treat and dispose of the increase in water runoff
generated on-site, by routing the stormwater through a series of drainage ponds, and
discharging the stormwaterdownstream at specified rates. The drainage facilities in this plat
_ consist primarily of a series of drainage ponds and drywells. It is therefore of the utmost
importance to provide adequate operations and maintenance activities to insure that the
drainage ponds and drywells remain silt or dirt free, as free flowing silt or dirt will affect the
pond storage volume as well as the ability of the drywells to discharge stormwater. Should
these facilities fill up or become clogged, the only remedy would be to completely reconstruct
the site drainage facilities. Therefore, periodic maintenance is a must. A full set of engineering
drawings will be available for review at Spokane County Public Works.
3.00 GENERAL OPERATIONAL CHARACTERISTICS
The drainage facilities for Dishman Commons are generally very simple, functional, and have
low maintenance requirements. A periodic visual inspection of the facilities will usually identify
any required maintenance. Most maintenance will consist of keeping the ponds and drywells
free of deleterious debris and sediment. However, a specific inspection schedule should be
followed to insure proper and safe operating conditions. See Section 4.0 for recommended
maintenance schedules.
3.10 Drainaqe Ponds
Runoff from the streets and lots will go into the ponds via either inlets or curb drops.
The ponds will store six inches and then overflow into the metal drywell grate, as shown
in the plans. Forthis plat, there are four pond and drywell systems for runoff, storage
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CLC Associates, Inc. Page J of 5 Dishman Commons O&M Manual