PE-1803 VALLEY RIDGE DRAINAGE REVIEW
~ ~ Taylor Engmeermg, Inc.
Civfl Uesign and Land Flannin~ ~~~~pais: -
, s Perry M 7'aylor,PE
, Srruelcry R 5rir[rng
- 11far&A tlmnson, PE.
l?avre[C Lursen, P.E
- Assaciates:
Seorr m Etusch, PE
Frenk fl Ide. ASUI
r ,
- Chiet' Financial Cf1'ieer:
Edwrn G Wagnr[d
DRAINAGE REPQRT
FOR
VALLEY RIDGE P.U.D.
~ ~
' EC~~b~ ~
! APiA I
8P0KJW1EC0w; iTY ENGiC ~EER
Prepared: A.prPT 16,1998 By: Darin Maore
~
i A+R0
oF w~sy~h~
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24681 PUeLtC _ NA~. SP~If{A~lE COt1;vT]' ~E G~ EFi'S OFFICE
3i.0 rl a ~ ~ ~ ~ ~
S~am~~~~ 4~ R~~~ ~ c~€~°~~ EN~`~Is~E
; TAYLOR EN+~iNEE~tING, T:~~ ER
' - ` 106 W. Missian A►renue
5pokane, WA 99201
(509) 328-337I
,
108 VY Mission Ave •$pokane, WA 99201-2345 •(509) 328-3371
FAX (509) 328-8224
!F ;
'I'ABLE OF C[}NTENT'S
; - ~ ProjecC Description . . . . . Page 1
4
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, - Methodology . . . . . . Page I
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' Sails . . . . . . . . . . . . Page 1,
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~ i Tapvgraphic Data . . . . . . . . . . Page 2
Precipitatian Da.ta . . . . . Page 2
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Methvds af Runvff Contral . . ,
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 2
;
Methods of Dispasai . . . . . Page 3-5
.-i Water Balance . . . . . . . . Page 5-6
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VVater Quality . . Page 6-7
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Remarks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 7
COMPUTATATIQNS:
_ ExFSting Runoff Rates . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Pages 8-24
~ - I]eveioped Runaff Rates . . . . . Pages 25-34
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Existing Volurne Computations Pages 35-42
- Develvped VQlume and Water Balance Computations Pages 43-55
Ditch, C:ulvert and Rip Rap Computations . . . . . F'ages 56-65
Eighth Lane Asphalt Widening Computations . . . . . . Page 66
i - ATTACHMENTS
~ - «A" Vicinity Map Page 67
"S" Svi1s Map
Page 58
1 ~ "C" ZsopluVial Map . . . .
Page 59
"I]" [7ff-Site Map
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 70
.
"E„ Existing Basin Map Page 71
, "F" Drainage Plan Attached
"G" Geotechnical Report Attached
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, DRAINAGE REPORT
for
~ VALLEY RIDGE P.U.D.
i , PROJECT DESCRIPTION:
_ Currently unoccupied, this site is located just west of the existing Good Samaritan Faciliry,
' near 8' Avenue and Tschirley Road. The 20-acre project will consist of 28 Lots (56 Duplex
Units) for elderly housing. These lots and all of the common space will be owned and
maintained by the Good Samaritan Society. This project will be served by 28-foot wide
private road. (See Vicinity Map, Attached "A").
, METHODOLOGY:
This analysis is based on procedures outlined by two regulatory agencies. The "Guidelines for
-Stormwater Management, 1998" (GSM), as published by Spokane County, is used to design all
t; drainage facilities. The "Water Reclamation and Reuse Standards", as published by
Washington State Department of Ecology (WSDOE), is used to size all developed basins that
, discharge onto designated wetlands.
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The Rational Method is used to design the drainage facilities for each on-site basin with a 10-
~year design storm. The off-site basin is analyzed using the Soil Conservation Service (SCS) .
Method with a 100-year design storm. Storage volume calculations are computed using SCS
"CN" factors over each respective basin. All drainage ditching is designed using Manning's
, i Equation with a 10-year storm.
, Special procedures outlined by the WSDOE are used to size each basin discharging into a
wetland. Rather than using a standard design storm to analyze generated runoff, the
- "Hydraulic Loading Rate" (HLR) of each basin is computed. The Hydraulic Loading Rate is
defined as the ratio of the average annual flow rate of reclaimed water to the effective wetted
area of the wetland (cm/day). Similar to Spokane County pre vs. post development runoff rate
and volume requirement, the WSDOE requires that the HLR in the developed condition match
the HLR in the existing condition.
SOILS:
, As discussed in the attached soils report completed by Strata, Inc., this site has a thin layer of
topsoil covering basalt bedrock. The site is visually very rocky. The "Soil Survey, Spokane
County, Washington, 1968", classifies this site as a Type "B" soil (See Soils Map, Attachment
. uD»).
, CkC -"Cheney very rocky complex". This soil is not acceptable for use with
' - ' drywells.
Drainage Report for Valley Ridge P.U.D. Page 1
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~ TvPQGRAPHIC DATA:
-This site generaliy drains intv two depressions at the southern end of the site. Slopes vary
from flat to 25 1. (5ee Attachment "E
PRECIPITATION DATA:
I,
Precipitation data for this analysis as taken frarn Figure 29-"Mean Annual Precipitatian ❑f
; Spokane Caunty", Appendix ]-"Average PfeCPpitatliJIY and Evaporation Daka", and frnm
Figure 2-"RainfalllintensityfDurationlFreguency" af the GSM. An arnua1 precipitation rate of
20 incheslyear is used fvr this site (See Attachment "C"). A"P" factor vf 2.0 inches is used
for the 10-year starm vvlume calculatians and 3.0 inches is used far the 100-year storm
►rvkume calculativns. Rainfall intensities vary accarding to each basins individual tume of
~ - cancentrativn "Tc".
11ETHOD OF RUNOFF CQNTItOL:
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In the existing cQndition, runoff from ihis site fivvvs alang the bedrock shelf intv t.he twa ori-
site wetlands. Since the tvpsoil is very thin in some lvcatians, na~off aften ponds on the
~ surface. 7he runQff frvm the majority of the site migrates to Wetland A at the sou#h end of the
site. The runoff from the off-site basin plus the rest vf the site migrates to Wetland B(See
Attachment "D"). The topvgraphy shows that wetland "A" overflows intv wetland °`B" and
then bvth averflow off-site in the case of extreme runaff (See Attachment "E"). Basins C, E,
F, Ci and Z are relatively srnall basins that flow vff-site. Basin Il flvws to a closed depression.
Basin H flows off-site, across the southwest corner of the site.
In the deaeloped conditiQn, we have sized each basin and designed a culwert and rQadsxde
ditching system that produces a hydrauTic loading rate fvr Basans A and B tfiat is appraximately
' equal to the existing condrtian. This system aIso discharges an equal or lesser rate and wolume
- caf runaf#' fvr Basins C, E, f, G, and I vff-site. Basin H remains undeveloped, and therefvre
- cvntinues to flow across the southwest cvrner of the site. Basin D in khe develvped condition
i is divided irato Sub-hasirts I]I and I32. Basira D1 will f1Qw into and evapDrative pond Via a
- ditching system. Basin D2 is a flat, off-site, section pf land that will be graded to flow intv a
nearby existing pand far evaporative disposaP (See Attachment "F"),
I In additian to the vn-site deuelopment for Valley Ridge, $t` Avenue has been vacated and witl
be improved to private rQad standards. This will require the additivrt of approximately eight
feet caf new asphalt (See the Eighth Lane asghalt widening computativns sectian). As
previvusly agreed upon during the pr€-design meeting far this projeCt vn February 26, 1998,
I the Gead Samaritan Svciety will be installing a simple grassed rvadside ditch alang S"' Lane to
treat the runoff and carry it to the creek, near its east termination.
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Drainage Report for Valley Ridge P.U.D. Page 2
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, METHODS OF DISPd]SAL:
In the existing conditian, Basins A, S, and U utilize evapQratian as their method of stormwater
runvff disposal. aasins C, E, F, G, H, and I discharge stormwater runoff off-site, The
fallvwino, chart shaws each basins existing conditaon data.
' Eatistrrig Candition Basin T?ata
~ Generated Vvlume GeneraEed Flow Raxe
' - Basin Area (SF) [10 Year Storm, CF) (10 Year Storm, CFS),
Off Site 25.38 Acces ~ N/A ~ 100 Year; 7.6 ~~f w
A 256510 16997 ~ Annual: 5.47 cmr'day
- B 393872 27939v,"' Annual: 3.83 canlday
C 35500 2352 r 1 D-Year: 0.94 v""
I] 76961 5I00 f 10-Year: 1.49 ~
E 26286 1742 ~ 10-Year: Q.78 ~
F 17965 1190'r 10-Year: 0.49
G 9300 616'1/ lt]-Year. 6.2;1`~
H N/A N/A 1VIA
I 21058 1396/ 1(}-Year: 0.59 ~
In rhe develaped conditian, each hasin will dispase of runoff in avery similar manner. The
fvllvwing charits show each basins develvped condition data.
- Developed Conditian Basin I}ata
-Generared Vnlume Generated Flvw Rate
Basin Area (5F") (10 Year Storm, CF) (10 Year 5torm, CFS)
I 1 aff-site I 25.38 ~~~~s N/A j
I 100-Year 7.0
A 254226 2313-V Annual: 5.55 cmfday
- B 379[]35 34328~/ Annual: 3.79 cmlday
C 21918-°' 2067,"' 10-Year: 0.97"'
D 113350 N/A N/A
~ E 19368 1675 10-Year: 0.79--
_ F 11625 1035 10-Year: 0.4$ v'
G 6980 463xD-Year: 0.23 ~
' H N/A N/A IVOA
I 3835 r 344 10- Year: 0.60--
' Each devetaped basin is brvken down into the fvllvwing categories: rack with poor caver,
streets, rflafs, or landscaping vver rock. All "CN" and "C" values used in this analysis have
been greviously agreed upvn by SpQkane Cvunry and Taylor Engineering, Tnc. The "CN"
; values used in rhis analysis are 85, 98, 98, arrri 85, respectsvely. T'he "C" values are 0.55,
- 0.90, 0.96, and {}.22, respectively.
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Drauaage Report for Valley Ridge P.U.D. page 3
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Tt is assumed that each lat contains 4125 S.F. of rvvf, 1350 S.F. of concrete, and 4000 S.F. of
s- 1awn. Atypical dupTex unit is placed ❑n each develaped lat and ttne overall P.U.D. is
exarnined. For the purpose of this analysis, it is assumed khat a certain pQrtivn of each lvt wi11
iikely nanoff in the maniner depicted an the drainage plan Attachment "F". Therefare, the
grading of each lvt is important to the oVera11 functian of this system.
The methad of ranoff disposal for developed Basins A, B, and l] wiPl 6e evaporatiQn.
~ i Develaped F3asins A and B are unzque and have not been sized using a water balance. They
~--'have been sized tv ensure that each wetlanri receives nQ mare or less runoff ihan it did in the
_ existing candition. This has been achieved by cornparing the existing Vs. deVel6ped HL,R, as
defined by the VVSDDE.
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~ -Basin D is sized using a water balance. A design devlacion has been previously submitted
;regarding the use of a nan-standard runoff disposal system. Again, evaparativn is the dispvsal
- system currently utilized by thls site.
A geotechnicaF repvrt has been campleted for this site (See Attachment "G"). In this repart,
~ the gevtechnical engineer discusses the negligible impact that this project wi1l have 4n
downstream prvperty. It alsv disrnissed the need for a pand liner. None of the dupiexes vn
' this prvject will have basements.
The fvllowimg is a summary of each individual basin:
• Basin A cantains much of the northwest and central portion of the site. NorCh Jerstad Lane
' wi11 flow thraugYc the roadside ditGh system toward Valley Ridge Lane and eventually into
VVetland A. The sauth portivn ❑f Jerstad Lane will flaw thrQUgh the roadside ditch system
and inta Wetland A.
0 Basin B contains rnuch of the nartheast and sautheast pvrtion of the site, as well as Off site
- Basin #1. Seventh Lane, Flora Lane, and Valley Ridge Lane will floav thxough raadside
'ditches ta the low paint of Flora Lane. A small amvunt of runoff frorn Eighth L,ane wi11
also flaw ta this point. Frorn there, it will travel th.rough a ditching sysfem to feed Wetland
B. 'Fhe runoff fram off-site Basin 1 wilE alsv tlaw to Wetland B. It shvuld be noced fhat
, off-site Basin 1 on]y flows intv the wettand and not across the developed pQrtivn of vur
site. For the gurpose of this analysis, it is assumed that the off-site basin will continue to
. cantribute the same amvunt of runoff into `Netland B in Ghe deraeIaped Cvnditien as it did in
, the existing conditian. This fact will heip tv keep the wetland stabile, since we are altering
vnly a pvrtian of Wet2and "B's" contributing area.
Basin I7 is Iflcated in the south-centrai partion of the site. It is not tocated near the existing
_ Basin D. This developed basin has been broken up intfl twv sub-basins. Sub-basin D1 wild
contai.n the evaporative pond and a carntmunity center. This is a unique basin because it is
designed to disgose of the precipitation that falls vn[v ft via an evaparative pond. Please
~ Drainagc Report foe Valley Ridge P.U.D. Page 4
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see the falPovving sectivn on "Water Eatance". 5ub-basin D2 will be graded to drain intv
an existing pvnd to the east, rather than anto Valley Ridge to the west. This existing pond
tiis an vut-of-use sewage lagvvn. Currently, the existing GQatl Sarnaritan adds water fram a
nearby tap to keep the water level up. In the near future, this hasin vvill be developed.
The anticipated means fvr stormwater dispgsal is evapvratiara from this pond.
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• Basin E is asrnall basin 1QCated in the nvrthwesfi comer of the site. It wiil can,tinue to flvw
aff site, as it has drane an the past.
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- • Basin F is a small basin located in the nvrtheast corner af t.he site. It wi11 continue to t1ow
_ ❑ff-site, as it has done in the past.
• Basin G is a small basin located just svuth of Basin F. It wi11 aIsa coniinue to flow off-site,
, as it has dane pn the gast.
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• Basin H is located in the sauthwest carner af the site. It wili cantinue to flow off-site and
, - wi1l remain un-develQped.
•Basin I is a small basin also located in the southwest carner af the site. It wi71 cantinue to
flQw ❑ff site, as it has dvne in the past.
WATER BALANGE:
f
' A water budget cycle was cvmpleted for Basin UI and DZ. Ttvis analysis was perfarmed under
the guidelines of the GSM (1948) along with several discussivns with Spokane +Caunty.
,
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- flver the course of one year, a rnonthily water balance is analyzed. Tnput intv the water balance
includes the precipitation vver the pand, the preCipitation oVer Che canCributing area {inflow},
~ and the 104-year stvrm volume atideti to the mvnth of December. Tt is confirmed that placing
- the 100-year storm in December created the `worst-case" scenario. OutfPvw from the wader
, balance cansists of the e►raporation over the pond. Na credit has been give to inf"iltrativn out of
fhi5 pond. The reinaialing 5tormwater is the v olume of water carried over to the next mDnth
_ for evagoratiVe disposal.
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Our water balance wFas madified to reflect changing rinn anditivns RAIso,to ual site
precipitatis~r~ and evaporation in~'vnnatian. Accvr~.ing to Fi~re 29 of Geceives
20 inches of grecipitatron annually. Therefore, the sta~dard preci ' sted in
- APPend'vc 7 af' rhe GSM were increased by a factor of 2DI18, ~r 1.1 . ert pan
_ evaporation data to the vretical on-site evapvration data, only 71 % of the narmal gan
eaaporatian data was accounted for. The nvrmal conditian {AMC iT} compasite GN of 94 far
Basin I] 1 was revised to reflect the antecedent mvisture conditian (AMC) of the changing
~ seasons. For the mvnths of NoVember through IViarch, a CN vf 98 is used in thns analysis.
The norcnal condition cvmpvsite CN af 85 for Basin D2 is revised to 94 for Navember arnd
- March (AVIC III) and 95 during the winter months of December through February.
Draiaage Report for Valiey Ridge P.U.D. page 5
The gval of this balance is to achieve a steady state candition. This is achieved by varying the
size of khe evaporative pond until the final de,pth of water in rhe pond at the end of September
{and therefore the heginning of Qctober} is 0. As the attached calculacians shaw, Basin D1
needed 15,500 SF of pand tv efficiently evaporate al1 of its stormwater rut~off. ThiS results in
a maximum pand depth of 1.72 feet and a maximum pond storage wvIume of 26656.72 C.F.
Basin D2 contairs 49,304 SF of gond. This vvi11 efficiently evaporate all of its sCormwater
runaff. "This resuIts in a maximum pvnd depth of 1,81 feet and a maxirnum pond stvra~~
~ volume of 89400.90 CF. These requirements can he met with the existing pond. This existing
' pand has 49,300 SF of surface area and aminimum stora~e capacity ❑f 147,900 GF, ir~
addition fiv the water already in place.
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WATER (2LlALITY:
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F ~ The stormwater runoff fram this site will be treated using the grassy roadside ditching system
- and atso the grassed yards and open space thrQUghvut this project. The runoff that is
discharged off-site frarn the smalTer basins C, E, F, [s, and I will first be treated by these
methads. The runoff from Basin D will generally nat need treatinent. Special attention has
been given tv the ranaff from Basins A and B. These basins feed each respective wetland
" area. Taylor Eng'rneering has had several discussiors with Mr. Derinis Seieh of the WSI]OE
_ regarding this issue. He has indicated that the WSDDE is satistied with the extent of runoff
treatment that the stor,mwater nznoff fram this site will receive. The vast majprity of Basins A
and S's runoff flows thraugh a lengthy grassed ditching systern before enrering either wetland.
.__In addition, the runoff flaws acrvss each wetlands 75' buffer area to provide additianaI
treatment.
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i-- The Puget Svund Basin's "Stornriwater Management Manual" discusses sevez'al best
managetrlenT praC[iCeS (BMP's) for desFgnzng biofiltracivn swales. Appendix AIII-b.l suggests
that biofilters shouId place on slopes between 2~'a and 4~'o .In general, the sloges on vur
- rvadside ditches vary from 2.51 %v ta 3.63 with 2 exceptions of 0.5 ~'o and 8.0%. This
- section goes vn tv recvmmend laying aut the swaie to obtain Che maYimum iength possibie far
treatment. They suggest 200 feet as a minimuzn. Z£ a length shorter than 200 feet is used, the
swale wzdth should be increased by an amount proportianal to the reduction in lengttl. In a
, few lacatian5, the runaff from nearby duplexes will travel less than 20(] feet thrvugh grass.
Hativever, this runoff wi11 haVe the ogportunfty Ca sheeC flow across a Very Iarge width befare
reaching rhe wetlands. The rumoff fram tne remainder of the prvject wi11 travel ❑ver at 2east
200 feet of grassy area, most between a2% and 4% slope.
Anather lcey aspect to having a bivfiltrativn swale #'unction properly is its maintenance. A11
'i swale areas, apen space, Iawn,s, and ponds will be maintained hy the Govd 5arnaritan Society.
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t Drainage Repon foe Valley Ridge P.U.D. page 6
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; The roadside ditches and lawn areas around each duplex wiil be regularly movved and kept
clean and free ❑f debris. A maintenance and monitaring gragram will be given to tfie Goad
r-Sarnaritan Saciety as a guide cv etasure this systern continues to functivn as iz is intended. This
will help to ensure proper stormwater runoff cantrol and disposal over time.
RE11MARKS:
The abvVe described starmwater swstem for Valley Ridge P.U.D. has been designed ta dispose
' vf all on-site generated runoff utilizing existing drainage vutTets and 'annflvativ e evaporative
~ techniques.
Special effort has heen given tQ designnng a drainage system that incorporates the preservation
vf both on-site delineated wetlands, while aIsv recvgnizing them as a paint of disppsal for a
- specific amcrunt of stvrmwater runoff. Tagether, these methods will ensure proper runoff
~dispasal while preserving the existing drainage pattems that this site has utilized in the past.
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~drainage Report far Valley Ridge P.U.D. Page 7
EXTSTING iti]NOFF RATE
CC]MEPUTATIC]NS
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Tt1YLoR ENG~~RING, ING'. HYDRAULIC LoADING RATE
~ W 106 nOsIOrr AVE- CALMATION SHEET
SUITE 206 usING scs TR-ss n<rFoxMAnaN
_SPOKANE, WA 9920I PRO.TECT G`ALLEY RIDGE P Lf.i3.
I3,A'iE. i 1-Apr-9$
- - TOTAL AR1~'~ 519 Ac
~ i DESIGNED. DLM
WETLANQ A (EXIST'ING)
r-~ STC7RM EVENT F'FiEQUENCY: ANIVT]AL
WETI,AN17 WETTET] AREA. 5882 S.F
- SDIL TYP$ (2) (3) (q)
I I 'i`YPE OF SUFdFACE S.F. CN FAC'FC1R (Z x 3)
~ I
STREETS D 98 0
ROOFS, ETC 0 98 0
LANT]SCAPIlVG (7VER RC]CK 0 85 4
I1vTERVi0[75-ROCK W1 POOR C4VER 256510 85 ~ 21803350
- TQ'T.4F.5 ~ 256510 ~ 21803350
I CD1VfPQSF1`E CPI, 85
I~ P" FACTCiR {IAI IYR.. 20
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FF5FF _P01EMfAL R.ETEMTON 1.76 ~ (MAXDA[]M)
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P' 01(5)= 19.65 ~ IF LESS TH.AN OR E[3UAI. TQ ZERO,
N[3 RLTNi3FF GENERATED
'Q' -RiJNOFF IlEPTrZ 18A3 m. (p- a~ s~L
(2 to qg+
i VCiLTTivE, "Q xAFiFA" 385359 C.F.IYR QR 0.0122 C.F ISEC
i - i H'i'DRA[3LIC LtJA3'L~G RATE• 5.43 cmlday
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TAYI,aR ENG24EERruG, INC HYDRAiTLIG L[]ABING RATE
W 106 MISSIOIV AVE. CALCLTLATIC}lY SHEET
SLFTTE 205 USING 5CS TR-55 NF{)RMA'I`I(]N
~ SFC?KANE, WA 99201 PRQ7ECT: VALLEY RII?GE Y.LF.D.
I]ATE 11 Apr-98
- TOTAZ ARF-A : 9 04 Ac
~ DESIGNED: DL.M
WETLAND. B (EXISTTNG)
STQRM E'JEM' FREQUENGY. AN1Yf]AL
WETL4NI] WEE"I"i'ED AREA. 13022 SF.
SOII, TYPE (2) {3) {4} ~ I TYPE aF SLTRFAGE S.F. CN FACTC3R (2 x 3)
r J
STTtEE"P5 31510' 98 3087980
I RODFS, ETC. 0 48 0
L,4.NL]SCAPIAIG OVER ROCK U ~ 85 0
Il&ER4'IUUS-ROCK W1 POOR COVER 362362 SS 30800770
'TC]TALS 393872 33888750
CONIPaSI'M CN: 86
i ~ P" FACTQR (IN fYR 24 ~
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"5° .POTEN'TIAL RET=C]M 162 (MAXMU1vT)
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F- t] 2(S)' 19.681 TF I.E35 "Tf-AN QR EQi7AL T(7 ZERD,
ND R[]Ai{3FF GENER.ATED
- 'Q' -RLTNOFF DEP"I`H. 18.18 in
; VDLilW, °Q xARFA" 598605 C.F.f'YR (3R 0.0189 CF.ISEC.
HYDRAUI.IC Lf]AI]NG RA'FE 3.83 emlday
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*7HiS T[]TAL DOES NDT INCLUDE THE C3FF5fTE $ASIN
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Taylor Engineering, Inc. RATIONAL METHOD
W. 106 Mission Ave. 10 YEAR RETURN FREQUENCY
~ Spokane, WA 99201
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' PRO.IECT: VALLEY RIDGE
Date: 11-Mar-98
' BASIN: A
- EXISTING
Designed- DLM
x vv vvxx .v x ~v.vnx ~ 4 v . C ' . v : ~ ~ i: n~ . z •~z . ~ , t : v v .•4 t.. . .
. 2. k ; . • . Y: : i ~2 .:},v.. . , ` ` , Yµ}2 }k,.` • . ay~lY.i i ' ~ :t. . . ;}~;,;i"~; U
- tY`.`.`t« :...v.
~ .
T+~T4l. 4 Mwl`nM1~r ~
•v avvv~
♦vxy
v u t~~ ~M1 ♦ '
L:p EF C~:`v`#."`
'ROADS 8 ASPHALT-208 REQD 0.90 0 00
ROOF & SIDEWALKS-208 NOT REQD 0.90 0.00
LANDSCAPE AREAS 0.55 0 00
ROCK WITH POOR SOIL COVER 256,510.00 0.55 141,080.50
TOTALS ~ 256,510.00j ~ 141,080.501
li- TOTAL AREA (AC) 5,89
DEVELOPED "C" = 0.55
i
TIME OF CONCENTRATION (MIN.): 23.9
RAINFALL INTENSITY (IN/HR)'(i) 1.27
MAXIMUM RUNOFF RATE(CFS) (Q = CiA) ~
- OVERALL: 4.11 C f~ S.
ROADS ONLY: 0.00 C F.S.
SWALE VOLUME RE(lUIRED.
. .
(asphalt area x 1/2")
. . , ,
,~:~:`~:'tk~~~#3~~z~~~~; . . . ..K~:.,<<„~,w: <
~h`.n.....• v`x vw . xv v xwn x~
...:.nr~.Y.l,CJv:}{}~J}N.%~%J.. h}.ri .}y.{•.J~vY:VM]N}ti~Y~
0 Square feet @ 6" depth
0 Square feet @ 8" depth
, SWALE VOLUME PROVIDED. _Q"A
aa .a .
Square feet @ 6" depth
_ Square feet @ 8" depth
Perimeter of 6" deep swale
- Perimeter of 8" deep swale
_ j~
i~
Taylar Engineering, Inc. RAT1aNAL METHQD
W 106 Mission Ave 10 YEAR RETi l7RN FREQGEIVCY
Spokane, WA 99201
F'RUJECT VALLEY R[OGE
t
Date 12-Mar-98
BA51 N. B
ExISTING
aesignad OLM
s
I ~ ~ - x.. „ ~~c , t~ . " , >
,v .
+ < ~ ~ ' ;c~'+. i~e.r •';;;~r `f,~,'~'+,~~, s.`
y~~ < , , µ y, ~ i«~«< < ~ ~.'+i ~ {~y► ~7~~- ,~ya~ F ~F,.
XYCC.~~~
! ROADS & ASPHAI,T-208 REQD 31,510. 090 28,35900
R9C]F & 51DEWALKS•208 NOT REQD ❑DD. 090 0.00
- i LANDSCRPE AREAS 0 22 0 00
ROCK WITH PDOR 503L COVER ~2,362 0.55 199.299.10
ToraLs - 393,872 aa r ~ 227,65810
i-
TOTAL AREA (AC) 9.04 ~
bE1AELOPEf] "G"_ 0.58
I I T1ME t]F Ct7NCENTRATIOIV (MiN ) 49.46
RAINFALL INTEN5ITY (IIVIHR)-(e) 0,3
- , MAXIMUM RIJIVOFF RATE(CFS) (Q = CiA)
~
I C7VERALL: 3.66 C F.S
ROA❑5 DNLY 2.07 C F.S
SWALE VOLIJME REQUfREC]
(asphalt area x 112")
; i 2,626 Square feet @ B" depth
' 1,960 5quare faet @ S° depth
SWALE UOLIJME PRC3VIDED.
5quare feet @ 6" depth
Square feet @ depth
~Penmeter of 6" deep swale
Perimeter af 8" deep swaCe
1~- : ~ Pr
~ Taylor Engineenng, Inc RA710NAL MET'HOD
W. 906 Mission Aue 10 YEAR RETURN FREflL~ENCY
' Spokane, WA 99201
, PROJECT: VALLEY R10GE
Date, 11-Mar-98
BASIN' C
EXISZiiIEG
Designed OLM
~~,r •
;i
~~2~ \4
Q~ ~ ~ ~~~.c{a ~■r.'~1`i+~~ FE ~.~y$ r`Y~ C+ ~.lS.<i~.
oe~ f •,:4.'y:~ ~v
~ c
I' ROADS & RSPtiRLT-21)8 REQp ❑ 9Q 0.00
I I
RDOF B SiQEWALKS-248 dVDT REQ❑ 4 90 000
_ LANLISGAPE AREAS ❑ 55 ❑ [m
~
, i ROGK 4hdiTH FOOR 501L COVER 35,5W 00 p 56 19,52500
I
- - TC3ZALS f 35.5W 19,52500
~
TOTAL AREA (AC) 0.81 ~
' UEVELOPEd ~~C"- 0.55
T3ME C]F GDNCENTRAT9QN (MiN ] 11.22
j , RAINFALL INTEN51TY (IiVIHR)-(r) 2.[]9
, MA7ClMUM RUNQFF RATE(CFS) (Q = CtA)
~--C]IAERALL: 0.94 C F S
_ RORDS DNLY. 0.00 C.F 8
SWALE VC]LUME REQIJIRE❑
, (asphalt area x 1l2") ~•:,s.•:~~~~ 7~~~ ~~r~,
~cco-;w~CC~aa ~ ~ :~:w,h,izaacwrox~ -.:h~;,~',~i~.«~ai~~.`3i•~?• h
0 Squafe feet @ 6" depth
- ' 0 5quare feet @ 8" depth
SWALE 11rJ ~ ~ ' ~ ~z~
~ LUME PRDVIaED.
, I Square feet @ 6" depth
Square feet @ S" depth
Rerimeter of G" deep swaie
Perimeter of 8" deep swafe
~
I~
I
_
_ I Taylor Engineering, lnc RATIC]NAL METF1f3Q
W10fi Mission AVe 147 YE4R RETIlRN FRE❑UENCY
~ 5pakane, WA. 99201
' PRO,lECT VALLEY R1DGE
Date. 11-M ar-98
~ BASIN: D
E7t1ST[NG
[]esigned- DLM
~a=5 ~ . G<\«kk~ W-1 } ~E 4~~ ti~ ~f►.. \\\~T• . . ~tirh.v,S~l.'G~i~~•~`__ CYCF ~!Y . SF~'Y.iFf i ~74
ROAF3S & ASPHALT-208 REQD 090 0.00
Rt]DF & 51[7EWALKS-208 NL7T REQD 090 0.00
LAN{]SCAPE AREA^J 055 0.00
RC1CI(WITH POQR SQIL COVER 76,961,00 0.55 92,328.55
1
TaTALS ~ 76,961 dbl ~ 42,328.55
TDYAL AREA (AC) 1,77
❑EVELOPED "C„ = 0.55
TIME C]F CQNCENTRATI0N (MIN.): 1$.42
RAiNFALL INTENSfTY (1NIHR) (i) 1.53
I MA)CIMUM RUNDFF RATE(CFS) (Q = CiA)
❑VERALL. 1.49 C.F.S.
- ROADS ONLY: 0.00 C F.S.
- SWALE VOLIJME REQLlfREd'
` > ; ,.~~t~~~ti 1`„`~<..
(asphait area x 112")
z•,•N~~>;. •
#~~i3xuavf/- - ••^-w;~•t='r~cd,icocociwmti~2wwv . ~.x •~v~ `.'~H ••~~~~~~:)::y~::;
h 0 Square feet @ 6" depth}}}
' 0 Square feet @ 8" dep#h
SWALE VOLUME PRC]V1QED
5quare ieet ,d 5"~depth
Square faet C 8" depth
Rerirrieter af fi" efeep swale
- Perimeter of 8" deep swale
i
I
,I
i ,
Taylor Engineenng, Inc RATIONAL METHOD
W 106 Mission Aae. 70 YEAR RETLfRN FREQUENCY
i Spafcane, WAa 99201
~
- PROJECT VALLEY RIDGE
Date 1I-Mar-9$
BR511V E
_J EXisTING
Designed ❑LM
i{
, . . ~ • `~;~~~i,^.``` r; .i, 9 +4., • :s~ } , r<<<«~.`~ ~e.
cc....RQAQS 8 ASPFfALT-208 REQ❑ 0.90 000
R[3QF & SI[3EWALKS-208 N07 REQD ❑90 000
LANQSCAPE AREAS 055 000
ROCK WiTH P[]f7R 5L]IL COVER 26,28600 ❑ 55 14,45730
i ~
sdTALs ~ 26,286 Co ~ 14,457.30
TC?TAL AREA {AC}. Q.~a~
DEVELOPED "C" = p.~
i
T1ME t]F CONCENTF2ATiD1V iMIA1 ] 9.24
' I RAIIVFALL INTEdV51TY (1NIHR).(i) 2.34
MAXIMUM RLINQFF RATE(CFS) {Q = CiA)
~
OVERRLL: 0.78 C F.S
RQADS ONLY 0.00 C.F S
i
swALE VaLuME REauiREO•
(asphalt area x 912") 0 Square feet @ fi" deptn
0 Square feet @ 8" depth
I SWALE V{]LiJME PROVIQE❑ l~„a~~~
. ~
Square feet @ E" depth
Square feet @ 8" depth
~ Perimeter of 6!' deep swale
- Penmeter af 8" deep swale
~
i
I
' Taylor Engineering, Inc. RATIONAL METHOD
W. 106 Mission Ave. 10 YEAR RETURN FREQUENCY
' Spokane, WA 99201
' PRO.IECT: VALLEY RIDGE
Date 11-Mar-98
~ BASIN. F
EXISTING
~ Designed: DLM
w;r^c~`^~;;••" . ,
, . ,v «
T.~~,.;
uFlFACE.-
' ROADS & ASPHALT-208 REQD 0 90 0.00
ROOF 8 SIDEWALKS-208 NOT REQD 0.90 0.00
~ IANDSCAPE AREAS 0.55 0.00
ROCK WITH POOR SOIL COVER 17,965.00 0.55 9,880.75
i
n
' TOTALS ~ 17,965.01 i 9,880.75
TOTAL AREA (AC). 0.41 '
' DEVELOPED "C" = 0.55J
TIME OF CONCENTRATION (MIN.)- 10.85
' RAINFALL INTENSITY (IN/HR):(i) 2.17 •
1 MAXIMUM RUNOFF RATE(CFS) (a = CiA)
OVERALL: 0.49 C.F.S.
~ ROADS ONLY: 0.00 C.F.S
SWALE VOLUME REQUIRED
(asPhalt area x 1/2
..ln:Y.:h+x~.. . . .h`.T . .X. V\U6SY+}}~.4~v}.JPr$:::\:JhW:\:htl~::4 `
0 Square feet @ 6" depth
0 Square feet @ 8" depth
' SWALE VOLUME PROVIDED: i;.~.~• " u;..:~~.GU~Li ~~~3~S~~~E~~' ~
Square feet @ 6" depth
Square feet @ 8" depth
~ Perimeter of 5' deep swale
Perimeter of 8" deep swale
~
i
~
I r
- 7aySor Engineering, Inc. RATIO{VAL METHDD
W. 1[]6 MiSSton Ave. 10 YFAR RETLIRN FREpUENGY
~ 5,pokane, WA 99209
~ PROJECT VALLEY RIDGE
aate 11-Apr-98
i BASIN C
EXtST1NG
I [3esigned DLM
I
; ~ , _ << • x . _<*-~;v~
~~xi~ <a:v '~~V
~ . , . "F , ~~~F ~ •x~,, xwµ
~ "~?ci;.
' ROADS 8 ASPHALT - 208 REQD 0.00 0.90 0.00
ROC?F 8 51QEWALKS•2178 NDT REQD 000 UQ 0,00
LAIVDSCAPE AREAS 0.00 022 4.00
RC3CK Wl7H POOR 501L CC]VER 9,3M 00 0.55 5,115,00
y 1'
TQTALS ~ 9,3W 001, ~ 5,115 [1[31
- TOTAL AREA {AC} p,27 1
~ DEVELOPED"C"- 0.55~
TIME OF CONCENiRATION (fVYIN ) 7.15
RAINFALL fiVTEhlSfTY (INIHR).(i) 2.1
MAXIMUM RUNOFF RA7E(CF5) {Q = CIA)
-I OVERALL ~ 0.25 C. F.5
, F20AD5 DNLY 0.00 G.F.S.
~
SWALE VOLLJME REQl31REb°
(asphalt a rea x1I2")
0:.. }c........ . .
Square feet @ fi" depth. .
0 Square feet @ 8" depth
1 r..,.,~ . . . ' . ,.:;w.:.
-
SWALE VDLUME ~'RC3VIDE❑
.;•4,~; s.. «w~. ~~n ~
'
Square feet @ 6" depth
5quare feet @ 8" depth
~ Perirneter of 6" d2ep swale
Perimeter of 8" deep swale
~
~
~
~ Taylor Engineenng, Inc RATx4NAL METHOD
W 106 MlSSfon Ave. 30 1'EAF► RETURN FREGlL]ENCY
~ 5pakane, WA. 99201
~ PR[],]ECT l1ALLEY RfOGE
Da#e 11-Mar-98
~ 8A51 N' C
EXISTING
~ Designed: [3LM
.:,.~a N,.. , i~,~ ;r ~ ; 'j;~;z~~~µ;~ .~u-~-#
~..k.\ ,~r?j
\"2e~ ~ ~J
. 1 . W. 1 ~$~'i
, .~~~i`~ `
.
~ RQADS 8 ASPHALY-20s REC1Q 090 pDO
RDOF & 5IC]EWALKS-208 NaT REQ❑ 090 000
- , lAiVDSCAPE AREAS 4.55 0 00
' RL7CK W1TH PL]pR SQIL COVER 29.468.~ ~ 055 11,587.40
- TOTALS ~ 27,068 Odl ~ 19,587.40
I
- TOTAL AREA (AC); 0.48
i DEVELC?PED „C"= 0.551
~
TIME OF CONCENTRATION (MlN.): 10.18
RAINFALL [NTIENSITY (1NIHR) (i) 2.21
, MACfMUM RUiVOFF RATE(CFS) (p = GiA)
~ OVERALL' 0.59 C.F S
RDAOS pNLY: 0.04 C.F S
- SWALE VDLLJME R'EQUIREa,
- {asphalt area x 112"} ;
0 5quare feet @ 6° depth
' a 5quare feet @ S" depth
,r
- - ~
SWALE
VaLLlME PROVIDED ~ ~1~~ ~~`•„~~~"~k~#~~`-` ` V
• , r;~,,
„ •
- _
~ ~ ~.>a ~ ~
- ~ Square feet @ 6„ depth
_ Square ieet @ 8" depth
~ Perirneter of 6" deep swafe
- Penmeter of 8" deep swaie
~
~ m !i an so W~! A ~ r ~ m ~ m m m m m
TAYLOR ENGiNEERING, INC. TIlviE OF CONCENTRATION
W. 106 MISSION AVE., SUITE 206 FOR RATIONAL METHOD
SPOKANE, WA. 99201
DATE: 4/1 I /98
PROJECT: VALLEY RIDGE P.U.D.
DESIGNED: DLM
BASIN: EXISTING
< . . ,:.;.z} . . , „<Y,.
: .i: r r • ~z ~z{;.~~:~ ; ;,r. . w,,;~., . . ,w »
~ ,,;,.~;:~;.z~z~,~~r: M•.: i~'.~ ~ K~.~:•; ~ z^~•„~
`><.z
: vk 10
~i'p; x..;,,(.f. . : ;i~^>~:~~`:~`~.br,,~~~ ~ • , i,,.:: i~. „~„~`,..u, . # r^a.'~4~„ : ~ ~z rz.,,~~z ii•; ~ ` ' . ~ :~~.zia » ,a.::..
k. .kJ` FT~ ` 'v;;~}~v~ f `f# x:I~~ h~.,~ ~ # iY 2 2`~tYbt2\~}> Na`:' :...i..` .h.2 1l"({~,.A 1L~q,~`,~ ~jj']~~'f'~ ` ~ k
` .i M124"~ 4`X1+~4~
.ii~22` ,'2~2.~ j•^' jj' ~r~+l✓~t „+c H i••:~ } ` } .~~~~1.l~;, ` ` ~~~►T~~
`a, :...hc»A~t .
; aziz> „ ~~',~i#~Z~ `>,z:;~,...,,,,.` ,.az~~n ~:~`•~,~!lry~ ?3i~i~ .v< :z~~ a•z~a. ~ ::11
w• ~,-zY`;~~
~y
~c~1~"
A ~ 570 20.00," ~ 0.035 ~ 0.30 ~ t 0.40 23.90 1.27
B ~ 1300 J 21.00 ~ 0.016 ~ 0.30 ' 0.40 ~ 49.46 ' 0.70
C ~ 250 ~ 21.00 ~ 0.084 ~ 0.30 ~ 0.40 ~ 11.22 ~ 2.09
D ~ 360 ~ 12.00 ~ 0.033 ~ 0 30 ~ 0.40 ~ 18.42 ~ 1.53
E ~ 125 ~ 5.00 ~ 0.040 ~ 0.30 ~ 0.40 ~ 9.24 ~ 2.34
F ~ 200 ~ 12.00 ~ 0.060 ~ 0 30 ~ 0.40 ~ 10.85 ~ 2.17
G ~ 100 ~ 6.00 ~ 0.060 ~ 0.30 ~ 0.40 ~ 7.16 ~ 2.10
11 ~ 320 ~ 40.00 ~ 0.125 ~ 0 30 ~ 0.40 ~ 11.54 ~ 2 07
I ~ 250 ~ 29.00 ~ 0.116 ~ 0.30 ~ 0.40 ~ 10.18 ~ 2.21
~
~o
'
~ Quick TR-55 Ver.5.46 S/N:
Executed: 11:15:05 09-23-1996
~ VALLEY RIDGE
EXISTING OFF-SITE BASIN 1
~ AREA X 10
~ RUNOFF CURVE NUMBER DATA
'
Composite Area: 1
~
AREA CN
SURFACE DESCRIPTION ~ (acres)
'
FAIR WOOD-GRASS COMBINATION 253.80 65
~ •••.•.-.•.•••.COMPOSITE.AREA•--->••••253:80••..•65:0. ( 65 )
~
~
,
~
~
~
i
~
~ ~t
Quick TR-55 Ver.5.46 S/N:
Executed: 11:23:25 09-23-1996 A:VR1-EX.TCT
VALLEY RIDGE
~EXISTING OFF-SITE BASIN 1
Tc COMPUTATIONS FOR: 1
SHEET FLOW (Applicable to Tc only)
Segment ID lA
Surface description
Manning's roughness coeff., n 0.0000
~ Flow length, L(total < or = 300) ft 0.0
Two-yr 24-hr rainfall, P2 in 0.000
Land slope, s ft/ft 0.0000
- 0.8
.007 * (n*L)
,
T= hrs 0.00 - 0.00
0.5 0.4
P2 * s
SHALLOW CONCENTR.ATED FLOW
' Segment ID 1B
Surface (paved or unpaved)? Unpaved Unpaved
Flow length, L ft 2500.0 800.0
Watercourse slope, s ft/ft 0.0560 0.1500
0.5
_ Avg.V = Csf *(s) ft/s 3.8181 6.2489
' where: Unpaved Csf = 16.1345
Paved Csf = 20.3282
T= L/(3600*V) hrs 0.18 + 0.04 = 0.22
CHANNEL FLOW
; Segment ID
Cross Sectional Flow Area, a sq.ft 0.00
Wetted perimeter, Pw ft 0.00
Hydraulic radius, r= a/Pw ft 0.000
Channel slope, s ft/ft 0.0000
Manning's roughness coeff., n 0.0000
2/3 1/2
' 1.49 * r * s
V = ft/s 0.0000
n
Flow length, L ft 0
' T= L/(3600*V) hrs 0.00 = 0.00
,
; TOTAL TIME (hrs) 0.22
Z~
I
. . . i
Quick TR-55 Version: 5.46 S/N: Page 1
Return Frequency: 100 years
TR-55 TABULAR HYDROGRAPH METHOD
~-i Type II. Distribution
(24 hr. Duration Storm)
Executed: 09-23-1996 11:26:57
Watershed file: A:VR1-EX MOP
Hydrograph file: A:VR1-EX.HYD
, - ; VALLEY RIDGE
EXISTING OFF-SITE BASIN 1
AREA X 10
Input Parameters Used to Compute Hydrograph
Subarea AREA CN Tc * Tt Precip. Runoff Ia/p
Description (acres) (hrs) (hrs) (in) (in) input/used
,1 253.80 65.0 0.20 0.00 2.60 ~ 0.34 1.41 .41
* Travel time from subarea outfall to composite watershed outfall point.
~I Subarea where user specified interpolation between Ia/p tables.
Total area = 253.80 acres or 0.3966 sq.mi
, - Peak discharge = 70 cfs
; Computer Modifications of Input Parameters
Input Values Rounded Values Ia/p
Subarea Tc * Tt Tc * Tt Interpolated Ia/p
. Description (hr) (hr) (hr) (hr) (Yes/No) Messages
l 0.22 0.00 0.20 0.00 Yes
Travel time from subarea outfall to composite watershed outfall point.
~
~ ZJ
i
1 ,
QuiCk TR-55 Version: 5.46 S/B: Fage 2
-Return Frequency: 100 years
TR-5 5 TP,BULAR xYnRaGRAPx METHaD
I---+ Type II. Distxibutian
(24 hr. I7uratian Starm)
Executed: 09-23-1995 11;26:57
~ I WatershE:d file: A.VR1-EX MOP
Hydrograph file: A:VR1-EX.xYD
VALLEY RIDGE
EXISTING OFFoSITE aASIN 1
-f AREA R 10
r
, >7,> Sum.mary of Subarea Times to Peak e<e<
- Peak Discharge at Time ta Peak at
, Compasite ❑utfall Compasite Qutfall
Subarea (cfs) (hrs)
1 70 12.2
~ Camgosite Watershed 70 12,2
+
l
I~
f ~
i ~
r_
~ I
i
~ I
1
( i
I i
Quick TR-55 Versian: 5.46 SJN: Page 3
Return Frequency: 100 years
I
TR-5 5 TABULA-R HYI1R{]GRAPH METHOD
'Z'ype II. Distribution
~ (24 hr. Duration Storm )
Executed: 09-23-1996 11: 26: 57
Watershed file: A;VR1-EX MaP
Hydrograph file: A:VR1-EX.HYD
VALLEY RIDGE
ii EXISTING OFF-SITE BASIN 1
° AREA x 10
_~~~~~---------------Campesite_Hydroc~raph~SumiaaryT{cfs}---~-----i-----~------
Subarea 11.0 11.3 11.6 11.9 12.0 12.1 12.2 12.3 12.4
1,Descriptivn------_hr-----hr _____hr~~__~hr-----h~----_hr~----hr----~hr------~~--
~ S p D 0 2 11 40 70 54 33
lotal (cfs) a D 0 2 11 4[3 7D 54 33
-I --------~~-~°--~z-~Y--~~-~---~~-$---~~-~---1~-~--- 13.~ i 1~~~
Su~escJ~area ription hr hr hr hr hr hr hr hr hr
~ ----_»..----------------------------------„-------------------------------P---
~ s zs 21 18 16 13 12 11 io 9
~ ,lotaY {cfs) 26 21 18 16 13 iz 11 in 9
~
~
------_-------_-1~.~~_.~.~ 14.6 15.0 15.~ ---~~-~---~~6.5 - 17i~
Subarea 14,0 17.5
Descra.ption hr hr hr hr hr hr hr hr hr
9 S 7 7 6 6 5 5 5
f'"otal { cfs } 9 8 7 7 fi 5 5 5 5
ti
J I
y~-i.--Su~]area--------- --0 19 fl - 2CJ-a---22~0 ~26-~----------i----~----~---------
~
Descriptian hr hr hr hr hr
~
~ 5 4 3 3 Q
~-n-atal, (cfs) 5 4 3 3 9
4
, L7
~ .
I
Trapezoidal Channel Analysis & Design
Open Channel - Uniform flow
'Worksheet Name: VALLEY RIDGE
;
Comment: CHECK DITCH DEPTH AT THE MAX. FLOW RATE
~
Solve For Depth
i; Given Input Data:
Bottom width..... 1.00 ft
Left Side Slope.. 3.00:1 (H:V)
~ Right Side Slope. 3.00:1 (H:V)
, Manning's n...... 0.200
Channel Slope.... 0.5000 ft/ft
, Discharge........ 9.09 cfs
Computed Results:
,--Depth............ 0.83 ft
_.Velocity......... 3.14 fps
Flow Area........ 2.89 sf
--Flow Top Width... 5.97 ft
Wetted Perimeter. 6.24 ft
Critical Depth... 0.75 ft
Critical Slope... 0.8119 ft/ft
Froude Number.... 0.80 (flow is Subcritical)
~
,
Open Channel Flow Module, Version 3.21 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
_ '1~
DEVELOPE'D
RUNOFF RATE CC3MP"LTTATIONS
i I
TAYLOR ENGINEERING, INC. HYDRAULIC LOADING RATE
w. 106 MISSION AVE. CALCULATION SHEET
SiJITE 206 USING SCS TR-55 WFORMATION
SPOKANE, WA. 99201 PROJECT: VALLEY RIDGE P.U.D.
, DATE: 11-Apr-98
TOTAL AREA : 5.74 Ac.
DESIGNED: DLM
WETLAND• A (DEVELOPED)
, STORM EVENT FREQUENCY: ANNUAL
WETI-AND WE'ITED AREA. 5882 S.F.
' SOIL TYPE (2) (3) (4)
TYPE OF SURFACE S.F. CN FACTOR (2 x 3)
' STREETS 30180 98 ~ 2957640
ROOFS, ETC. 70425 98 ✓ 6901650
LANDSCAPING OVER ROCK 48000 85✓ 4080000
IlVIPERVIOUS-ROCK W/ POOR COVER 101621 85 ~ 8637785
TOTALS 250226 22577075
COMPOSTTE CN: 9p ~
P" FACTOR (IN./YR.) 20...,
, "S" -POTENTfAI., RETENTION: 1.08 (MA3QMUM)
P- 0.2(S): 19.78 IF LESS THAN OR EQUAL TO ZERO,
NO RUNOFF GENERATED
"Q" -RUNOFF DEPTH : 18.76 in.
VOLUME, "Q x AREA": 391112 C.F./YR OR 0.0124 C.F./SEC.
HYDRAiJLIC LOADING RATE• 5.55 cm/day
~15
TAYI.oR IIYGIlqUR[NG, ING. HSf 1)RALTLIC LOADING RATE
, w 106 rrff55iaN AVE. CALCULATION SHEET
, 5L1TE 706 C15ING 5C3'IR-SS INFORMA'TIDl+i
SPUKANE, WA. 94241 PRQ7EGT• VAL.LEY RIDGE P i].D
, - , T3ATE. 11-Apr-98
TOTAL AREA • 8 70 Ac.
DESIGNEI7. L7LM
- - WETLAND. B (I1EVELC1PED)
i_ STORM EVEhIT FREQLIENCY: AIVN[]AI.
WETLANL3 WE7"TED ARFA 13022 S.F.
; i SOII..TYPE (2) (3) {4)
TYPE OF SUfiFAGE S.F. CN FACT[3R (2 x 3)
~ t STREETS SlpfiO 98 7943880
RCJt3FS, ETC 61614 98 6038172
LANDSGAPRNG QVER ROCK 70050 85 5954250
IMPERVTOUS-RC]CK Wl PO(]R CQVER 166311 85 14135435
i 'TCJTALS 374035 34072737
~ CC3hVC75TFE CN: 30
° P" FACTOR (IN.IYR. 20
"S" -F{3TENT7AT., RETENTTON. 1.12 (hAXlldCTM)
s
P- 0.2(S) 1978 IF LE55 TI-AN QR EQUAL TO 2.ER0,
' N0 RUNC3F'F GENERATEll
, -RLTNQF'F I]EFTH : 1871 in
VOLUME, "Q x ARF,.,A". 591021 C.F.IYP- C]R 00187 G.F.15EC.
~ HYDIIiAAUL.IC L[}ADANCi RAT'E: 3.79 cmlday
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Taylar Engineersng, Inc FZ4TIOVVAL METiiO[]
W. 906 Mission Ave. 'id YEAR RETCJRIV FRE❑L7EHCY
, Spakane, WA 99201
~ PROJECT VALLEY ECIOGE
S i E7ate- 91-Apr-98
~ BASIN A
;
mE►rELOPED
- Designed; ❑LM
,.~M,;
~~&SWA, 'f , ~~k `~`..````µ.`.`~.w , , ~ , . . ~E::.......
RORDS 8 ASPHALS - 208 REQD. 30,18000 ❑ 27,182.00
RCC]F & SIQEWALKS-208 NOT RE4a 70,425 DO 0. 63,38250
CAN[}SCAPE AREAS 48,000 DO 022 10,56000
IFtC3CiC WITH PDOR 501L CdVER 101,621.00 0.55 55,8F9ti ra5
- /
i i'OTALS ~ 250,2215.00r 4 456,996.05
j
TOTAL AREA (AC)' 5,74 ~
I
QEVELOPED"G" = 0.63
TIME +aF CC7NCENTRATION (M1N.) 15.79
RRINFALL ]AlTENSITI' (INIHR) (i) 1.72
MAXIMl1M RLJNOFF RATE(CFS) (Q = CiA)
OVERALL 6.20#`&F S
RQADS 4NLY- 1.98 G.F S
SWALE VGLUME REQIJIREC7
i (aspha[t area x 112"}
~ ~ +ca:.: F ai;'U:x•`v\~,ti~.a~x~~v.r. -r.::~z
2,515 5quare feet @ fi" depth
1,877 Square feet @ 8" depth
_I SWRLIE VC?LUME PROVICIED.
Square feet @ fi" depth
i 5quare feet @ 8" depth
Perimeter of 6" deep swale
Penmeter of 8" deep swale
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Taylar Engmesring, Inc RATIONAL METHOLI
W. 'VflS M"sssion Aae. 10 YEAR RE7URN FREQ4JENCY
Spokane, WA 99201
PRQJECT• VALLEl( RIDGE
f ` Date. 1-Apr-98
BASIN; B
DEwELoPEo
- I Designed DLM
~ y ~ ; ; : . --t -:;A:~
`F ~ S r. • .~kk.k ~ ~ L~bN k ~un `kk..~\~~..~..«~\~`:\~w
~ ~rx~ ~y~ ~
#y 'i7i` 3~31'fC +2$«~.~5~~,~}y;~~~~ _ .
` i, ~ ~ . \ ~`3~;3Y v„\~' :T$tifF~YF~~~',]i`i`+i]
' RAADS & ASPHALY - 208 REQQ 81,06D 00 090 72,954.00
ROOF & 51DEWALK$-2(]8 NOT REO❑ 61,614 00 090 55,452.60
! LAlV05CAPE AREAS 7[],050.00 022 15,411.00.
Rf)CK WITH P0OR SbIL CQVER 166,31 1.D0 0 55 91,471.45
TOTRLS ~ 379,035 00~- ~ 235,28865
r
TOTAL ARE,p (AC): $.70Z
❑EVELOPEa"C"= 0.62
, - TIME aF COIVCENTRATIC}N (MIN.): 18.96
RRINFALL INTENSITY (61VlHR),(i) 1.51
~ I MA}CIMUM RL1fVOFF RA,TE(CFS) [Q = CiA)
aUERALL 8.16 CF S
RoAos aNLv. 5.33 c F s
_ SWRLE VOLUME REQL1aRE❑
I (asphalt area x 112") _ 6,755 Square feet @ 5" deptYr
5,041 5quare feet @ 8" depth
N, . •
a 5W~4LE VC7L4JME P$~QVlOED
, .t ::.~~-~a < ~ > ti
_ ~Kf~...~,.,,...>.:.,«««~~~•.~:....}::.=......w. . v.;~~ ...ti ~
5q r
uare feet @ fi" depth
Square feet @ 8" depth
Perimeter of 6" deep swale
Perimeter of 8°deep swale
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7aylor Engineering, !nc RATIDNAL METHQD
W. 106 MiSSian Ave 10 YEAR RETURN FREQUENCY
5pnkane, WA 99201
' PRC}JECT VALLEY RIDGE
~ Date 16-Mar-98
~ I BA51N C
oEVELQPEa
~ -Designed DLM
i~
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qTry)
' ~ J ~ A`~~~V~~F~~~im.'~~
i ` . . . .r n~\S}4~`.v. :Y~i~..:}:,, ?
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; RC3AD5 8 ASPHALT-248 REQ❑ 1.82000 090 163800
ROC7F & 51DE+uRFALKS-208 NC7T REQR 7.53800 0 90 6,784.2D
LAlV aSCAPE AREAS 6,fl00 00 022 1,32000
ROCK WITH PC1QR SOIL COVER 6,560,00 055 3 6pg,00
~ TOTALS
~ 21,918.001-
~ 13,35020
TDTP,L ARF..,A (AC)
❑EVELQPE❑ "C"- [3.fi1 ~
- TIME DF CDNGENTRATION (M1N.): <5
,i
RAINF,ALL INTENSIT'! (INJFiR) (i) 3.18
MAXIMUM RUNDFF RATE(CF5) (Q = CiA)
, OVERALL: 0.97 C.F.S f
! ROA❑5 Oh1LY, 0.12 C F S
SWRLE VOLUME REQL1iiREp,
; , ..~~N~. •
~~'r;>~~~, ; s`~:~~l~33~R , y . •~',~,,"~"a°~`°`~
(asphalt area x 112")
~ , y s~'+ - .no-~ ....rr
~3~~='',a~~'••:mi•h~~vwowrn••tivcccktiti .7;:'c...ii;.'~f"
152 5quare feet @ 6" depth
113 5guare feet @ 8" depth
_ SWALE VOLUA+RE PROVIDED `•"w'".~~~~~4~~~~~~~~'
vMn+W>+-
Square fee# @ fi" depth
Square feet @ 8" depth
- Perimeter of 6" deep swale
Perimeter of 8" deep swafe
I,
iTayiar EngmeerEng, lnc RATEG}NAL METND❑
W. 106 Mission Ave 70 YEAR RETIJRN FREql1ENCY
Spokane, WA 99201
PR❑J ECT VALLEY RI QG E
Date: 16-Mar-98
8A51N- E
DEVELOPED
- ~
Designed; aLM
- _ : ~
•,F,; ,.,..~2~ , ; , ~ u. .2 ` }
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.
` ` " !dF
. ,.........,.s~ .
-ROAD5 8 ASPFiALT-208 REQ❑ 000 0.90 000
_ ROOF $ 5lDEWALKS-208 iVQT REQI) 6.18800 0.90 5,58920
,
f LANDSCAPE ARF-AS 6.00000 0.22 7,32000
- ROCK WITH POOR 50IL COlIER 7.18000 0.55 3,94900
TOTALS ~ 59,358 OOT- f 94,838 24
i i
Ti OTAL AREA (AC) 0.44
i
❑EVELQPED"C, = 0.56
TIME OF GONCENTRATiON (MIN.): r5
RAINFALL !NTENS13Y (lNlHR).[i; 3.18
MAxIMUf41 RLJNOFF RATE{CFS) [Q = CiA)
OVERALL 0.79 C F.S
' RDADS l7NLY 0.00 C F.S
SWNLE VQLUME REQL11RE❑
(asphait area x 112"}
< f.~ ~ .a~:F .
cl 5quare feet @ 6" depth
0 5quare #eet @ 8" depth
SWALE VaL[JME PROVIDE❑ ; ~r' • ~ ,~,,?F,,..4,
..~:4
5quare feet @ 6" depth
' Square feet @ 8" depth
Penrnefer of 6" deep swale
PerEme#er vi 8" deep swale
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Ta]1IOf Ef1giRQl?flng, Inc RATIO{VAL METHDD
, W. 906 Mission Ave. 70 YEAR RETURN FREQIlENCY
Spakane, WA. 89201
PROJEC7 VALLEY Rl❑GE
, Date: 12-Mar-98
' I BASIN: F
❑EVELVPEO
Designed DLM
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W'7;
- RQADS & ASPHALI'-208 REQ❑ 000 0.90 000
ROOF & SIDEWALKS=248 HOT RE48 4,12500 d 90~ 3,112.~
; LANDSCAPE AREAS 4,000 f~} 0 23~ 880.00
ROCK W3TH POOR SOIL Cs3VER 3,50000 055 1,925.0D
TC]TALS 1 11.625 ad'~ ~ 8,517 5t11
i
Tt3i'AL AREA (AC): 0.27'
DEVELOPEO"C"= 0.56
- TIME OF CONGEIVTRATiOIN {MIN } ca
~I
- RAlNFALL iNTENSIZY (IiVIFiR) (i) 3.18
' MA7CIiV1UM RLJNQFF RA7E(CF5) {Q = CiA}
OVERALL' 0.48 C F.S. ~
F$C]ADS ONLY. 0.00 C F.S.
SWALE V❑LUME RECIUIREQ
~ r` •,A ° ,~,~<,w~,,,,
I- (asphalt area x 117')
0 5quare feet @ 6" aepth
U 5quare feet @ 8" depth
i - • .
.
SWALE VOLfJME PR[3VIDED
Square feet @ 5" depth
5quare feet @ 8" depth
_ Perimeter of fi" cieep swale
Perimeter of 8" deep swale
i
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Taylar Engineering, Inc. RATIONAL METHa❑
W. 106 Missian Ave 10 YEAR RET!#Rry FREQUENCY
5pokane, WA. 99201
PROJECT: VALLEY RIOGE
Date: 11-Apr-98
! BASiN G
DEVELOPEO
i~- besigned- ❑LM
_ _ '/F r _ _ _ `~,73A"l~'C+'+" ?vF fFiF•~`y~ ~ Ls ~ >.~n ~i "`T• 2`;~ ~ ~i' i~~ ys1~; i~"Si~
,F ;i~' ~ ' <g;,?Y' tF„ ~a+' - N. • M
:>?.:...#:>:ROADS 8 ASPHAL7 • 2(]8 REQO. 0.00 0.94 O.Lo
- ROOF 8 SiDEWALKS-208 N07 RERO 000 090 0.00
LANQSCAPE AREAS 2,OW 00 0.22 440.0Q
RDCK WITH POOR SC]IL COVER 4,9B0 00 055 2.73900
~ TATALS
6,980 09{r 3,178.00
T❑1'AL AREA (AC) 0.18 U-1
❑EVELDPED "C„ = 0.46
7iME OF CONCENTRAI`IDN 4M1N ) <5 MIiV.
'i
RAINFALL INTEN5ITY (INIHR),(i) 3.18
~ IIAA:CIMIJM RUNDFF RATE(CFS) (Q = GiA)
- OVERALL: 0.23 C F 5
RaADS ONLY 0.00 C F S.
SWALE VOLLJME REQUIREO
' (asphalt area x 112") ~ k~,.~~ s~i~4~£`r'£.• • i~.•~wx~ti`xamrY,x si_~~':e~Z.....^ ^~c.:^
0 Square feet Q fi" depth
a Square feet @ 8" depth
• ~ .m,,,~ . ,
; y.,.•' c
I '4+.... . '•i 4 y+.\~\~
~ SWALE VOLUME PROVIDED'
5quare feet @ 6"~depth~
Square feet @ 8" depfh
Perimeter o€ B" deep swale
Perimeter of 8" dee,p swaie
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TayYor Engineering, Inc. FtATiONAL METHeD
W. 106 Mission Ave, 10 YEAR REZIlRN FREQUENCY
~ 5pokane, WA 99201
-
PRC)JECT; VALLEIL° R[DGE
~ Date. 7 7-Mar-98
~ BA51N: C
DEVEL[]PEf7
~I Designed: DLM
v
~ ,
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.~F~S. \ . , ~ , , , . ..'~x.`.~:. • ~ ~,,,,,,..,,.,~,.,2,~.,+} . .
RaADS & ASPHALT-2(}8 REQD 3,360 00 ~ 090 3,02400
ROOF & SIDEWALKS-208 NGTi REQD 5,475 DD 'r 090 4,927.5D
LANCYSGAPE AREAS 9,000 OQ-.- 0.22 220Z0
' ROCK1NITH PC]OR SOIL COVEFt 0.00 055 0.00
~ Tf]TALS ~ 9,$35.001 8,171501
70TAL AREA (AC) 0,2 3~
. DElfELOPEO "C"= 0.83r
~ 31ME OF CDiVCENTRATION (MIN.): ~ 5 MlN.
I
RAENFALL IIVTEAISITY 41N1HRJ (i)
, MA}CSMLJM RUIVOFF RATE(CF5) (Q = CiA)
aVERALL 0.60 C.F.S r
RDA[]5 ONLY 0.22 G.F.S
SWALE V'OLUME REQUIRED.
(aspha9t area x 112°) ~ ..:~.:3hCti~\~\\ i~. :t•am,:F i -•:x~.~~~ ~ r ~3~
asD Square feat @ 6' deptn
209 Square feet @ 8" depth
.~N~- .
SUVALE VOLL]fV1E PROVIDEa:
« «
~
Square feet @ 6" depth
~ Square €e2t @ 8" depth
Perimeter of B" deep 5wale
Persmeter of 8" deep swale
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TAYLOR ENGINEERING, IAiC, TD"E QF C0NCENTRATTflN
W. 106 NfISSTON AVE., SLTCTE 246 FQR R.ATIONAL METHQD
SPC3KANE, WA. 99201
I7ATE: 4111198
PRQTECT: VALLEY RIDGE P.LI D.
DESIGNED: DLM
BASIN: l]EVELOPEL]
~ ' ~ w < j ~•w«< ~ , ~ ; , ~ • F~., „ ~ .
~ t>"' C ~ . ~ ~ ~ R~.\~~k~ «`k~• \`i ` ~ c'' ii?> S, n . / : y'.` ' ' . f{~ , F%` ' k~, C k 2
+L > J J~
~Y~y
o~ ~ %F P\Ec a i F•. ~ ~}i ' ~ ,s'L ` r~a E ~ f ~
, ;co~ :~t.~'. , ~ : ~ ;f .d'E• ~ ` ~ , ` < < t
.~1~..+i. ` y,:A 3k` ~ ?iC ti
'Fr~~ : '~i~ '~c E ` ~~k o~ ~ ~\x.<<.~ r z3te~w>x«x «x~
t~Wk?,y;•n2v`.r~,'nK~~~\~i✓".i '~~S'~l'+:. '2~: f Z ~.~`.~~a'~
~
~ I ~~.o o.a2 0.40 s/ I 0.1 15,79 ~ 1.72
S ~ 1225 29.00 0 (]24' 0.40 a. 15 l 8.96--l 1.51
c f - I - f - - ~ - ~ e5 ~ 318
D ~ NIA ~ NIA ~ NIA f NIA ~ NIA ~ 1VIA ~ NIA
E ~ - ~ - ~ - ~ - ~ - ~ <S 3.18
F ~ - ~ - ~ - ~ - - f <S 3.18
G I - I - ! - I - - I CS 1 3.18
I ~ - ~ - ~ - ~ - ~ - ~ C5 ~ 3.18
~
.A
~~LUME COMPUTATIONS
~
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, TArr.oR ErrGnvEERA+rG, rNC. ST(3RAGE VOLUME
w los MF53I[7N AVE. CALCULATION SIIEET
' SUTPE 206 USWG SCS TR-55 IVFQFtMAT'IO1+I
~ SPUKANE, WA. 99201 PRD7ECT. VALLEY kIDGE P i] D.
DATT. 11-Apr-9$
Tf]TAL aR.'FA . 5. 89 Ac.
i
T]ESIi'rNED: I]LM STORM EVENr FRFiQUENCY 10 YEAR
s BASTN: A EXISTLNG
soIL TYPE (z) (3) {4)
frYPE aF SuRFacE SF. CN FAG'FOR ta x3a
;
- - sTREErs a 98 0
,--ROOFS, ETC. 0 98 0
!LANL)SCAPIlVG OVER ROCK U 85 0
- FNTER"VfOUS-RC:CK W! PQ4R CC1VER 256510 ~ 85 f 21803350
- TOTA..S 256510 21803350
+ - CQN'1'OSI"TE CN 85
' I g" FACTC]R (IN). 2
I "5'° -PUTEIV°TIAd. R.ET~.'~ON 1.76 (MAXMUM)
P- 0 2(S) 1.65 IF T.ESS THAiN OR EQ[7AL TO ZERd,
ND RLINDFF GENERATID
' i
"Q" -RL3NOF'F DEPTH : 0.80 in
t
VOLLTME, "Q K A~'LEA": 16997 C.F.
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_ TAYLOR E'NGINEERING, T;f1C. S1'[)RAGE VG1LUME
w.1os 1viEsloNAWE. CALCU[..P►TIUN SHEET
S= 206 ustNG scs TR-55 INFoRMATIorr
'SPdKAIVE, WA. 99201 PRp,TECT. VALLEY RIDGE P U D.
DATE: 11-Apr-48
, T{?TAL ARF-A 904 Ac.
I T]ESEGI+Ei? L7LM STC7EtM EVENT FREQtFENCY 14 YEAR
~ SASTN B EXI55TING
SQII. "TYPE (2) (3) 44)
' TYPE OF iURFACE S F. CN FACTOR (2 x 3)
i i
5I"REETS 31510 98 3087980
RCOFS, ETC 0 98 0
' T.AAiDSCAPING QVER RfCI{ (D 85 0
IMFERVIOUS-ROCK WI PCJQK COy'ER 362362 85 30800770
~ TdTALS 393872 ~ 33888750
COMPc]STTE CN• 85 ~ .
P" FAC'rOR (IN): 2
pS" -POTENTIAL RETENTTf)N: 1.62 ~ (MAX1VIUM)
P- 0.2(S): i.68 EF LE5S THAN OR EQUAL TO ZERCl,
iNO RUNOF'F GENERATED
- 'Q' -RLTI+izJFF DEPTH, 085 in.
; Vi3LiJME, "CZ x,4REA": 37939 ' C.F.
~ I
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" `FAYLCDR ENGINEERING, Ilvc. STORAGE VOLTJME
w. 106 NuSSIOrr AVE, CALCULATTUN SHEET
surrE 206 ~SING scs `rn-ss INFvuMaT'[vN
5PC]KANE, WA 99241 PR03ECT- VAI,,LEY RIDC',E P U D
DATE 11-Apr-98
~ I TQTAL A,REA : 081 Ac.
DESIGNED: DLM STQRM EVENT FREQUENCY 10 YFAR
; I BASIIS: C EXISTING
SOii. TYPE (2) (3) (4)
TYPE [3F SURFACE S F CN FACTC7R (2 x 3)
sTREETs o gs 0
ROQFS, ETC. Q 48 a
! LAM)5CAPING dVER ROGK 0 85 0
DAPERVfaU5-Ttt]CK Wf FOOR C(]VER 35500 85 3017500
TOTAE.S 35500 Y 3017500
CONVOSITE CN- 85 VZ
' P° FACTOR {IN} 2
~
„sp -PoTIRTrre UT=ow. 176 (MAXRVfUM)
i
P- 0.2(S)• 1.65 dF LESS TfiAN Ok EQI3AL TCJ ZERQ,
, NO RUNOF'F GIINERATET3
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"Q" -R~~~ ~F.M. 0 80 3I1.
' VQLUME, "Q A[ AR.FA" 2352 C.F.
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W. 106 NII55ION AVE. CALC[TLATION SI~ET
S[JITE 205 USING 5CS TR-55 INFC)RMATI0IV
SP¢3K.AiJE, WA. 99201 PRO]ECT. VAI.LEY RIDt'rE P.U D
T]ATE 1 I -Apr-98
T{7TAL AREA. 1.71 i4c
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I]ESIGNEI]: DI1Vf 5Tt]RM EWENT FREQUENCY 10 Y'EAR
BAS[N: I] EICISTTNG
SQII. ZYPE (2) (3) [4)
; TYF'E C3F STJRFFACE 5 F CN FACTOR (2 x 3)
STREETS 0 98 Q
, i Rc]C]FS, ETC. 4 98 Q
LA1+TI3SCAPING OVER ROCK 0 85 0
IlVIPERVI[]U5-RCICK. WI P[7QR Gd►TElt 76461 85 6541685
~ TaTAI.S 76961 6541685
- GOMFCI5ITE CN: $5 V
p" FE4CTOR (IN). 2
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"S" -P[7TEMTAL RETENTZON: 1.7$ (MA)MvIUM)
V P-0.2(S). 1 65 TF I..ESS T'FAN OR EQUAL T0 ZF-RD,
- N0 RUIa+IC]F'F ~`rENER4TED
' 'Q° -Ri3NOFF DEPT'E-I . [}.80 in.
; VC)LUME, "Q x AREA". 5100 C.F.
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TpYLOR EA[GMERIl+TG, INC STORPIGE V[3L[TME
w. 106 MrsSiorrAvvE, eALCULATT[]N SHEET
SZJTI'E 206 USING 5CS TR-55 IltiFFC]RMATTON
5P[]KANE, WA. 99201 PROiECT VALLEY RIDGE P.U D
CIATE• 1 i-Apr-98
' i TOTA3. AREA 0.60 Aic.
~ i
DESIGI+EI7: DLM 5TC?RM E►JENT FREQUENCY 10 YF.AR
I } ~ HASIN: ~ EXIsTrNG
sOIL TYPE (2) {3) (4)
TYPE OF SURFAGE S.F. CN FACTC3R (2 x 3)
~
STRF-ETS 0 9$ 0
ROOFS, ETC. D 98 Q
' L.ANL?SCAPING C1VER RC1CK 4 85 Q
IMPERVfUF I5-AOCK W! PUOR C~3VER 26286 85 2234310
- Tt7T.4I.5 25286 2234310
. CQMPOSTTE CN 85 ~
P" FACTOR (Il+): 2
"s" _PoTErrrwa. RETENnoN- 1.76 (MaXMM)
~
P- 0.2(5). 1.65 TF LESS THAN DR EQCIAL TO ZER47,
, NO RLT1+iQFF GEi+TERATED
' "Q" .RU1+iQFF llEFTH 0.80 in.
VpLUMEi "Q x AF.EA": 1742 C.F.
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w ios NB5iOrr AvE. CALCULATION SHEET
' svIM 206 UsnvG scs TR-ss INFaRvw'norr
SPOKANE, wA. 99201 PAO.rEcT: Va.t.r.EY RE)GE P.U.D.
DATE. 11-Apr-9$
TClTAL AREA. 0.41 Ae.
DE5IGNED DLM STQRM EVENT FREQ[JENCY 10 YEAR
' BASTN. F EXI55'TING
, SUII. TYPE (2) (3) (4)
TYPE OF SURFACE S.F CN FACT[3R (2 x 3)
STREETS 0 98 D
'f ItOOFS, ETC. 0 9$ 0
LANDSCAPING C]VER RUCK 6 J 85 0
INIPERVIOT3S-ROCIC W1 PODR CQVER 17965 ~ $5 1527025
i TO'PALS 17955 1527025
! COMPO5ITE CN.
~ i P" FACTOR (IlV} 2
"S" -PaTENI7AL RETEMInN: 176 (MAXIIviCTM)
I~I P- 0.2(5), 165 dF LE55 THAN OR EQUAZ Td 2.ER❑,
, NO RUNC]FF GENERATED
~ - V-RUNOFF I3EF''TH : D.80 in.
VOLUME, 'Q x ARFA' 1190 C. F.
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TArLa~ ~~MERING, INc saoRAGE VoLUnIE
w. 106 MISSION AvE CALCULATIQN SHEET
SUITE 206 [7SING SC5 TR-55 INFORMA'I'ICIN
_ SPOKANE, V4rA 99201 PRQECT VAI.LEY RIDGE F U I?
I]A"TE 11-Apr-98
TQTAI. AREA • 021 Ac
DESIGNED DLM STORM EVENF FREQiFENCY 10 YF.AR
` SASIl+[• G ]E7CI5TING
~
SC7IL TYPE (2) {3} (4)
~ i 'I'YPE OF 5URFACE 5.F CN FACTOR (2 x 3)
1
STREETS 0 98 0
; ROf]F5, ETC. 4 98 0
LANDSCAPINCr DVER RCZCK Q 85 p
IlvTPERVI[3k75-ROCIC WI Pi7DR CC]VER 9300 • 85 790500
I'fJTALS 9300r--" 790500
I- GOMP05nE CN 85 ~
'i F" FACTOR (I+T). 2
~I
"S" _POTENTTAL RETENTTON. 176 (MA}DJTI1Vi)
'i
P- 0 2(S) 1.65 ]F LE5S TH.4N OT{ EQU.4I. TO ZF-RO,
- NCl R[]NOFF G~RATED
_ °Qq" .AUNOFF I3EPTH, fl SO m
' VOLi7ME, "Q x AREA". 616 C.F.
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w. 106 MiSSioNAVE CALC;ULATIQN SHEET
surrE 206 UsnvG Scs Tx-ss nvFaRvwnarr
SPDICANE, WA 99201 PRUJECT• VALI.EY RI~~'rE P.U.D
L]A'TE ll-Apr-98
~ TOTAT.. AREA 0 48 Ac
I' DESTGNED DLM 5TC3RM EVENT FREQ[ TENCY 10 YFAR
~ BASIN- T EXTSTIlVG
_ SOFL TY'PE -(2) (3) (4) ~ TYPE OF SiFRF"ACE S.F. CN FACTOR {2 x 3}
5TREET5 Q gg p
ROOFS, ETC. 0 98 0
~ LANDSCAPING OVER ROCFt 0 85 b
MTERVi0U3-ROCIC WI POOR GaVEk 21068 85 1790780
TDTALS 21068 1790780
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.
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NO RUNC]F'F GENERATED
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~ VOLUIVIE, "Q x AT2FA". 1345 C.F.
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i TAYL,OR II+iGWEERING, INC ST[?RAGE VULiTMIE
w1os nd5srOrr AVE CALCULATION SHEET
; i Si]TTE 206 USTiYG 5C5 TR-55 ]NNF'OiZMATTON
i SPDKANE, WA. 492431 PRC]dECT: VAI,LE7+' RIDCrE P.U.D.
DATE: 11-Apr-98
j--I TOTAL ARFA • 5 74 Ac.
DESICrNED. DLM 5TORM EVENT FREQUENCY 10 I'EAk
i ; BASIN. A DEYELOPED
,
5flli. TYPE {2} (3) (4)
j I TYPE DF SLTRFACE S F. CN FACTQR (2 x 3)
I
STREETS 30180 48 2957640
RODFS, ETG 70425 98 6901650
I,AI+lI75CAPING C]VER ROCK 480(}0 85 408{}000
- IlVIPERVIC]LT5-ROCK W7 POOR COVER 101621 85 8637785
_ TOTALS 250226 22577075
' CO1VTPOSTI'E CN: 90
~ P"FACT❑R{IN} 2
"S" -PQTENTL4L RE1'EMION• 1.68 (MA3RVIUM)
I
P- 0.2(S) 1.78 Ik' LESS Tf iAN OR EQU.4L TQ ZERd,
NO kUNOFF GENERATED
,i
"Q" -R[]NOFF DEP"IH • I11 in
' VOLUME, "Q x AREA". 23135 C.F.
~ j
If
,
TAYF.OR EA3GINEERIN~'r, INC s7oRaGE VoLUME
w. 106 MIsszvN ,aVE. CALC[1I,ATIVN SHEET
' SI7ITE 206 USAiG SC5 TR-55 INF(7RMRT'IQN
, SPC3ICANE, WA 99201 PRO]ECT VALLEY RTf]GE P.U.D.
DATE 11 Apr-98
TOTAZ ARE'A : 8.70 Ac.
~I
- I}ESIGNEI7 I]LM STORM EVEM F'REQUENCY 10 YEAR
~ BASIN B I]EVELOPED
, i
S(7II. TYPE (Z) {3) (4)
; I TYPE QF SURFACE 5.F CN FACTQR (2 x 3)
SIREETS 81050 98 7943880
' ROOFS, ETC. 61614 98 6038172
' I LANDSCAPING C]VER ROCK 70050 85 5954250
DOERVIDUS-RQCK WI POOR CQVER 166311 85 I4136435
- - "F'Q"II'AZS 374035 34072737
i
- COMPC]5Tl'E CN 90
, P" FACTOR (IN)- 2
"S" _PQTEMZ4I. RETEINTTT+DN 1.12 (MA.Y[IviUNf)
- P- 0.2(S): 1 78 IF I.ESS 'CkAN OR EQi7AZ TD ZERD,
NO RUNDFF GENERATED
f
~
Q_kY7NOFF DEF'TH' 1 09 ~n.
VdL'iINIE, "Q x AREA°. 34328 C.F.
I
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i _ TAYLOR ENGNEERING, zNc. STQRAGE VOLUME
W. 106 NIISSTDN AVE. CALCUI1ATToN $HEET
i' 5[3TIE 206 L]SIhIG SCS TR-55 INFORMATION
~ SPc?ICANE, WA 99241 PROJECT. VAI,I,EY RFDGE P.U D
DATE. il-Apr-98
- i "I'ClTAi.. AREA • 050 Ac
- DESIGNEL7. DLM STQkM EVLNT FREQUENCY 14 YFAR
' BASFN' C DE'VELUPED
SUTL TYPE (2) (3) (4)
TYPE OF SURFACE S.P. GN FACTOR (2 x 3)
STREET5 1820 98 ' 178360
ROC]F5, ETC. 7538 98 ~ 738724
I.ANI7SCAPiNG DVER ROCI{ 6000 851 510600
WPERVIQllS-ROCK WI POOR COVER 6560 t 85 ~ 5576GO
TOTALS 21918 ` 1484684
I
' CONIP/OSTIE GN- Ri
P" FACTdR (IN): 2 ~
~
"5" _PtITEllrITAL RETENT'ION I.04 ~ (NTAX.vILTM}
P- 0 2(S)• 1.74/ IF L,ESS THA~'V OR EQ[]AL TD 2ER0,
hID R[]NOFF GENERATET]
i
"Q" -RT3NDFF DEPTH , 1. 13 in.
, VOL[J1vIE, °Q x ARF.A" 2067 C.F.
~
' TAYLOR ENGINEERING, IlvC. STORAGE VOLUME
w. 106 MISSION AvE. CALCULATION SHEET
SLTTIE 206 USING SCS TR-55 INFOR~VIATION
SPOKANE, WA 99201 PROJECT• VALLEY RIDCE P.U.D.
DATE: 15-Apr-98
TOTAL AREA • 0.71 Ac.
DESIGNED. DLM STORM EVENT FREQUENCY 100 YEAR
BASIN: D1 DEVELOPED
SOIL, TYPE (2) (3) (q)
TYPE OF SURFACE S.F. CN FACTOR (2 x 3)
EVAP. POND 15500 98 1519000
ROOFS, ETC. 7000 ~ 98 686000
LANDSCAPING OVER ROCK ~,S'DO 8450 ' 85 718250
IlvIPERVIOUS-ROCK W/ POOR COVER ~ 0 85 0
TOTALS 30950 vZ 2923250
~
- COMPOSiTE CN: 94
P" FACTOR (IN): 3/
"S" -POTENTIAL RET'ENTTON: 0 59 (MA3QMW
P- 0.2(S): 2.88 IF LESS THAN OR EQUAL TO ZERO,
- NO RUNOFF GENERATED
"Q" -RUNOFF DEPTH : 239 in.
, VOLUME, "Q x AREA": 617) C.F.
lV
i
,
' TArr,aR ErrGINEERING, INc sTORACE VoLUME
w. 106 1vI5siD1v AvE. CALCULATiOiY SHEET
SCTf'1'E 205 CTSING SGS i'R-55 TNFORMAT'IQN
~ iPOKA1+iE, WA. 99201 1'RO3ECT VALLEY R@GE P.U.D.
DATE. 11 .Apr-98
TC]TAL A};EA. 1.89 A.c.
_DESTGNED: DLM STDRM E VENT FkEQiIENCY 14D YEAR
~ BASIIV D2 aEVELQPED
SOTI, TYPE (3) {3} (4)
, TYPE DF SURFACE S F CN FACTOA (2 x 3)
I 1' E'VAP PQ1dD D 98 0
ROOFS, ETC. 0 98 U
~ LANDSCAFINC'r DVER ROCTC 0 85 0
IlvMERVIDUS-ROCK WI PDOR GOVER 82400/ 85 7004000
TOTALS ~ 82400 7004000
' - COMPDSITE CN' 85
, P" FACTOR (IlV) 3 1/
- 'lS" _PdTENT7AL RE"I'ENTI❑N: 1.76Y
OviAXMUM)
~
P- 0 2(S). 2.6/ IF LE55 THA1+T QR EQUAL TO ZERO,
1+i0 RUNOFF GENERATEa
- "Q° -k[JNOF'F I]EP'TH • 1 59 ux.
' VOLLTME, "Q x AREA" 10906 C.F/
,I
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J TAYLOR ENGINEERING, IINC. STORAGE VOLUME
w. 106 NussION AvE. CALCULATION SHEET
SUTTE 206 USING SCS TR-55 INFORMATION
. SPOKANE, WA. 99201 PROJECT. VALLEY RIDGE P.U.D.
DATE: 11-Apr-98
TOTAL AREA : 0.44 Ac.
i
DESIGNED: DLM STORM EVIIVT FREQUENCY 10 YEAR
~ BASIN: E DEVELOPED
;
SOIL, TYPE (2) (3) (4)
TYPE OF SURFACE S.F. CN FACTOR (2 x 3)
STREETS 0 98 0
ROOFS, ETC. 6188 98 606424
LANDSCAPING OVER ROCK 6000 85 510000
IMPERVIOUS-ROCK W/ POOR COVER 7180 ~ 85 610300
TOTALS 19368- 1726724
CONIPOSITE CN. 89 /
; P" FACTOR (IIN). 2,./
"S" -POTENTTAL RETEM'ION: 1 22 ✓ (MAXRvIUlvn
P- 0.2(S): 1.76✓ IF LESS THAN OR EQUAL TO ZERO,
, NO RUNOFF GENERATED
_ "Q" -RUNOFF DEPTH : 1 04
/
' VOLUME, "Q x ARFA": 1675 / C.F.
~
~ o
TAYLOR ENGINEERING, INC. STORAGE VOLUME
W. 106 MISSION AvE. CALCULATION SHEET
SUTIE 206 USING SCS TR-55 INFORMATION
~ SPOKANE, WA 99201 PROTECT: VALLEY RIDGE P.U.D.
DATE: 11-Apr-98
, TOTAL AREA : 0.27 Ac.
DESIGNED: DLM STORM EVENT FREQUENCY 10 YEAR
~ BASIN: F DEVELOPED
SOIL, T'YPE (2) (3) (4)
TYPE OF SURFACE S F. CN FACTOR (2 x 3)
STREETS 0 98 0
- ROOFS, ETC. 4125 98 404250
, LANDSCAPING OVER ROCK 4000 85 340000
IlvIPERVIOUS-ROCK W/ POOR COVER 3500 / 85 297500
TOTALS 11625 ~ 1041750
I COMPOSITE CN: 90 ~
P" FACTOR (IN): 2 ~
"S" -POTENTIAL RETEN'ITON: 1.16 ~ (MAXIIvIiJM)
P- 0.2(S): 1.77 ✓ ff LESS TfiAN OR EQUAL TO ZERO,
- NO RUNOFF GENERATED
-RUNOFF DEPTH : 1.07/.
-
VOLUME, "Q x AREAn. . 1035 C.F.
I
i I
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TAYLUR ENG24EERING, INC. $TORAGE vi)LUME
W. ros MrsSIOnr AvE. CALCULATYUN SHEET
' SLTITE 206 USING SCS TR-55 INF'OF.MATT{]N
SFQKANE, WA_ 99201 PROJECT: VALLEY RIDGE P U.I3
I7ATE 1 B-Apr-48
'i'flTAL E1REA. 4.16 Ac.
I
DESTf'rNED: DLM STORM EVENT F"REQ[IENCY 10 YEAR
BASIN. G DEVEL+OPEU
SOII. TY,PE (2) {3) {4}
i ~ TYl'E OF Si1RFACE S.F. CN FACT0R (2 x 3)
I 5"fR.EETS 0 98 0
; RCKJFS, ETC. a 98 0
LANDSCAFING C}VER ROCK 2000 85 170000
INIPERVIDUS-R[]CK VVI POaR CQVER 4980 ~ 85 423300
TDTALS 6980./ 593300
' C[3NIPC35TTE CN. 85
P' FACTOR (IN] Z ~
- - „S" _PCJTE1vTlAL RETEN'fTQN: 1.75 (MAXEMUM)
I
- P - 0.2(s). 165 IF vESS TH,arr oR EQUAL ra ZERa,
- NQ kiJNQFF GENER4TED
„Q" _RUNOFF DEP'i"H : a SQ u►,
; VDLUME, "Q x AREA". 463 C.F.
i ;
~i
; I
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TAYLOR ENGINEERING, INC. STORAGE VOLUME
w. 106 tvIISSION avE. CALCULATION SHEET
SUTTE 206 USING SCS TR-55 INFORMATTON
_SPOKANE, WA. 99201 PROJECT. VALLEY RIDGE P.U.D.
DATE: 11-Apr-98
TOTAL AREA : 0.23 Ac.
DESIGNED: DLM STORM EVENT FREQUENCY 10 YEAR
' BASIN: I DEVELOPED
_ SOII. TYPE (2) (3) (4)
TYPE OF SURFACE S.F CN FACTOR (2 x 3)
STREETS 3360 98 329280
ROOFS, ETC. 5475 98 536550
' LANDSCAPING OVER ROCK 1000 85 85000
IlAPERVIOUS-ROCK W/ POOR COVER 0 ~ 85 0
TOTALS 9835 ` 950830
COMPOSTTE CN: 97 /
' P" FACTOR (IN): 2,/
"S" -POTENTIAI. RE"IEN'ITON: 0 34 (MAXPAUM)
P- 0.2(S): 1 93 ff LESS THAN OR EQUAL TO ZERO,
NO RUNOFF GENERATED
' "Q" -RINOFF DEP'TH : 1.64 in
VOLUME, "Q x AREA": 1344 C.F.
I
Taylor Engineering, Inc. WATER BALANCE
W. 106 Mission Ave. 100 YEAR RETiJRN FREQUENCY
, Spokane, WA. 99201 (VERTICAL SIDESLOPE METHOD)
Proiect: VALLEY RIDGE Date : 4/15/98
Basin: D1 Designed: DLM
Dec.-Feb. ~ Nov.,Mar. /Apr.-Oct. ~
, Contrib. Area *(sf): CN (Composite) 98 aQ N 9~ 494.e
(Winter) (AMC III) (AMC II)
' 100 Yr Volume (cfl: N'6176,~4
Pond Area (sf): ~ 15500.00 Length
= • . x Width = ri-::~""~" ' '
Site Precip. Factor: ~ 1.11 ~ Spokane = 18 00 vs. Site =
.
' CLIMATOLOGICAL MONTHLY POND VOLUME INPUT ~MONTHLY POND OUTPUT
_ MONTH DATA (in/mo) (cf) (ft)*** (cfl
PRECIP EVAP** PRECIP EVAP INFLOW**** 100YR.***** Yo Y VOL.
' (rec. mean (normal (over (over (over I (over I (initial (final (in
x factor) x 71%) pond) pond) contrib. Area) contrib. Area) depth) depth) pond)
October 1.34 1.83 1736.57 2363.75 1027.57 0.00 0.00 0.03 400.39
November 2.28 0.65 2942.13 839.58 2639.30 0.00 / 0.03 0.33 5142.24
December 2.46 0.36 3171.76 465.00 2866.70 6176.OOV 0.33 1.09 16891.70
January 2.28 0.43 2942.13 555.42 2639.30 0.00 1.09 1.41 21917.71
February 1.73 0 79 2238.89 1020.42 1944.63 0.00 1.41 1.62 25080.82
March 1.52 1.60 1966.20 2066.67 1676.37 0.00 1.62 1.72 26656.72
, April 1.22 2.87 1578.70 3707.08 890.15 0.00 1.72 1.64 25418.50
May 1.51 4.46 1951.85 5760.83 1218.84 0.00 1.64 1.47 22828.36
, June 1.41 5.55 1822.69 7168.75 1103.59 0.00 1.47 1.20 18585.89
, July 0.63 7.57 818.06 9777.92 287.79 0.00 1.20 0.64 9913.82
August 0.68 6.13 875.46 7917.92 327.86 0.00 0.64 0.21 3199.22
, September 0.90 3.81 1162 50 4921.25 544.44 0.00 0.21 0.00 0.00
* Contributing Area does not include pond area
Evaporation data represents 71% of recorded
***Yo = Depth of water in pond at end of previous month, measured from pond floor
- Y= Depth of water in pond at end of current month, measured from pond floor
- Assume Yo = 0 on September 30th (pond is dry)
, See page 3-2 of the GSM for S and Q equatioas.
Volume of stormwater generated from
100 Yr. storm added to month of December
~
I
' Taylor Engineering, Inc. WATER BALANCE
W. 106 Mission Ave. 100 YEAR RETURN FREQUENCY
Spokane, WA. 99201 (VERTICAL SIDESLOPE METHOD)
Project: VALLEY RIDGE Date : 4/15/98
Basin: D 1 Designed. DLM
Precin Inflow Calculadons
- - See GSM page 3-2
, MONTH ~ S I Q(in.)
October 0.64 0.8
November 0.20 2.05
December 0.20 2.23
January 0.20 2.05 ~
February 0.20 1.51
March 0.20 1.30
J April 0.64 0.69
May 0.64 0.95
' - June 0.64 0.86
Jul}• 0.64 0.22
August 0.64 0.25
, September 0.64 0.42
S=(1000/CN)-10
, Q=((P-02S)^2)/(P+0 8S)
.53
Taylor Engineering, Inc. WATER BALANCE
W. 106 Mission Ave. 100 YEAR RETIIRN FREQUENCY
Spokane, WA. 99201 (VERTICAL SIDESLOPE METHOD)
Praject: VALLEY RIDGE Date : 4/11/98
Basin: D2 Designed: DLM
I ✓ _ Dec.-Feb; 'VTIov.,Mar. Apr.-0ct.
Contrib. Area * (sf): ~ 3240EkOO ~ CN (Composite)
i (Winter) (AMC IIIj (AMC II)
- - 100 Yr Volume (cf):
' Pond Area (sfl: ~ 49300 00 Length ,A x Width =
Site Precip. Factor: ~ 1.11 Spokane = 18.00 vs. Site =
_ CLIMATOLOGICAL MONTHI.Y POND VOLUME INPUT IMONTHLY POND OUTPUT
MONTH DATA (in/mo) (cf) (ft)'`** (cfl
' PRECIP EVAP** PRECIP EVAP NFLON**** 100YR.***** Yo Y VOL.
(rec. mean (normal (over (over (over I (over I (initial (final (in
x factor) x 71%) pond) pond) contrib. Area) contrib. Area) depth) depth) pond)
October 1.34 1.83 5523.43 7518.25 2449.19 0.00 0.00 0.01 454.36
November 2.28 0.65 9357.87 2670.42 11384.48 0.00 / 0.01 0.38 18526.29
December 2.46 0.36 ✓ 10088.24 1479.00 13185.88 10906.OOV 0.38 1.04 51227.41
7anuary 2.28 0.43 9357.87 1766.58 12008.69 0.00 1.04 1.44 70827.39
February 1.73 0.79 7121.11 3245.58 844829 0.00 1.44 1.69 83151.21
. March 1.52 1.60 6253.80 6573.33 656923 0.00 1.69 1.81 89400.90
, April 1.22 2.87 5021.30 11790.42 1969.94 0.00 1.81 1.72 84601.22
May 1.51 4.46 6208.15 18323.17 3151.23 0.00 1.72 1.53 75637.43
June 1.41 5.55 5797.31 22801.25 2723.74 0.00 1.53 1.24 61357.23
July 0.63 7.57 2601.94 31100.08 263.98 0.00 1.24 0.67 33123.07
August 0.68 6.13 2784.54 25184.08 346.76 0.00 0.67 0.22 11070.28
September 0.90 3 81 3697.50 15652.75 888 94 0.00 0.22 0.00 3.97
Contributing Area does not include pond area
Evaporation data represents 71% of recorded
***Yo = Depth of water in pond at end of pre-vlous month, measured from pond floor
Y= Depth of water in pond at end of current month, measured from pond floor
'Assume Yo = 0 on September 30th (pond is dry)
' See page 3-2 of the GSM for S and Q equations.
Volume of stormwater generated from
100 Yr. storm added to month of December
= ~4
-
~Taylor Engineering, Inc WATER BALANCE
W. lOb Mis5iore Ave. lao YEAR RET[TRN F'REQi7ENGY
'Spclkane, WA. 99201 (VERTICAL SIDESLUPE METHOD)
Praaect: VALLEY RiDGE Date . 4111198
r B351I1. D2 DeS1gY12d: DLM
~
I
Precin Inflaiv Calculatians
See GSM gage 3-2
i MGNTH ~ 5 ~ Q(in.)
+ - OcEober 1.76 036
NaVetnber 0.64 1.66
' December 0 53 1,92
7anuary 0.53 1.75
February 0.53 1 23
, March 0,54 096
tlpril 1.76 0.29
May 1.75 0 46
~ ]une 1.76 040
7uly 1.75 004
Augusi 1.76 005
• i 5eptember 1.76 013 ,
,I
5=(10041CN}-10
, Q--((P-0.2S)"2)I(1'+0.$S)
~
~ i
~ '
DITCH, CULVERT AND I;UP RAP
COMPUTATIONS
Trapeaoidal Channel Analysis & Design
Open Channel - Unifvrm flow
Worksheet Name : VALLEY RIDGE
Camment: DITCH FOR BASIN A
~
Solve Far Depth
Given Input Data,:
i
BQttam Width..... 1.00 ft
Left Side 51ape.. 3.00r1 (H:V)
Right Side 51ope. 3. 00 :1 (H: V)
Nianning's n...... 0.200
Channel Slope.... 0.5000 ft/ft
' Discharge . , . . . . . . 6.20 cf
Camputed Results:
Degth..,.,....... 0.74 ft ~
Veleacitgr......... 2.85 fps v'~'
Fllvw Area . . . . . . . . 2.17 sf
Flow Top Width. . . 5.20 it
~ Wetted Perimeter. 5.43 ft
critical Dep'th. . . 0.62 ft
Critical S1ape, . . 4.8544 ftJft
, Fraude Number,. . . 0.78 (tlaw is SubcritACaI )
Open Channel Flow Module, Version 3.21 (c) 1990
Haestad Methodso Inc. *37 Bravkside Rd * waterbury, Ct 05708
~ I
- Trapezoidal Channel Analysis & Design
, apen channel - Uniform flvw
Worksheet Name: VALLEY RIDGE
Cvmment: DITCH FOR BASIN B
Solve For DeptY1
-Given Input Data :
- Battam Wirith..... 1.04 ft
_ Left Side S1ppe.. 3.0(}:1 (H:V)
I Right Side Slope. 3.00:1 (H:V)
M$7ilI1II1g°.S 11...... 0.200
Channel Slope.... 0.5000 ft/ft~- FA0Mr54*k-x'•u
Discharge........ 8.16.,r4s ~ A,¢K. ,e,ffZ--,c4e_ eoY,~ 5~,,7
Computed Resul.ts :
S
' Depth............ 0.79 ft ~
-Velocity......... 3.06 fpscl~
Flow Area........ 2.67 sf
' Flow Top Width... 5.75 ft
Fletted Perimeter. 6.00 ft
Critical Depth... 0.71 ft
Critical SYope... 0.8235 ft/ft
; Fraude Number.... 0.79 (flow is Subcritical)
i
apen Channel Flow Madule. Version 3.21 (c) 1990
Haestad Methv+ds, Inc. *37 Braakside Rd * waterbury. Ct 06708
57
I
~i Circular Channel Analysis & Design
~ Solved with Manning's Equation
Ogen Channel - Unifarm flow
Worksheet Na1ne: VALLEY RIDGE
Comment: (BAS YN CHECK CLILVERT SI ZiNG
Solve For Actual Depth
Given Input Data:
Diameter j.00 ft,)
' Slope . . . . . . . . . . . 0.0100 ft/ft -r-
,
Manning's n....,.. (].024
Discnarge..,...... 6.2 Q c f s Computed Results :
Depth . , . . . . . . . . . 1.01 ft
- Velocity,.......,. 3.91 fps
`i
, Fkow Area......... 1.58 sf
' Critical I]epth . . . . 0.88 £t
Criticai slvpe,... 0.0159 ft/ft
' Percent Full.,..., 50.35 % y~
Full Capacity..... 12.25 cfs
QMAx @.94D......,. 13.18 cfs
~I Froude Number..... 0.77 (flow is 5ubcritical)
I
i
Qpen Channel Flow Module, Versian 3.21 (c) 1990
Haestad Methods, Inc. * 37 Braakside Rd * Waterbur
I,
i~
~ TAYL4R ENGINEERING, INC.
!'1 •~~6 IMti7SION L'1 1'1.' w! l!A AE 106
i ! 5Pi)KANE, WA. 99241
, RIEFRAP PAI) TlE5IG11T
PROJECT: VALLEY RII7GE
_ DA'LE: 15-Apr-98
, DESICNED: DLM
[]UTLET: 24" ClaVERT PAI) -jBASIN A
INPUT DA"TA:
0[J1'LET VELOCITY (FTfSEC): 3.91
~ f]LITLET PIPE I]IAMETER (IlV.) : 24
- - FR[)LTd]E NUMBER: 0.49
Oi.]TPi]T DATA,
~LENGTH C3F RIPRAP PAD (FT.): • ~ ~
WIDTH OF PAI7 AT PIPE (FT.) "`,,,.~r►5~~~ ~ 5' ~ 1 S ~ P►`~`A
WTD1`H OF FAD AT END (F'T.):
~ DTAMETER 4F STONE (FT.):
, t
I
- ~ ~
I
Circular Channel Analysis & Design
_ Solved with Manning's Equation
- Open Channel - Uniform flow
Worksheet Name: VALLEY RIDGE
Comment: IBASIN B~ - CHECK CULVERT SIZING
; Solve For Actual Depth
Given Input Data:
, Diameter..........
Slope 0.0100 ft/ft C
- Manning's n....... 0.024
Discharge 8.16 cfs c
Computed Results:
Depth 1.19 ft
Velocity.......... 4.17 fps
' Flow Area......... 1.95 sf
Critical Depth.... 1.02 ft
_ Critical Slope.... 0.0167 ft/ft
. Percent Full...... 59.65 $ ✓
Full Capacity..... 12.25 cfs
QMAX @.94D........ 13.18 cfs
Froude Number..... 0.74 (flow is Subcritical)
Open Channel Flow Module, Version 3.21 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
' ~C i
TAYLOR ENGINEERING, INC.
_ W. 106 NIISSION AVE., SUITE 106
, SPOKANE, WA. 99201
RIPRAP PAD DESIGN
PROJECT: VALLEY RIDGE
DATE: 1 S-Apr-98
DESIGNED: DLM
OUTLET : 24" CULVERT PAD -OASIN BI
IlVPUT DATA:
OLJTLET VELOCITY (FT/SEC): 4.17
OUTLET PIPE DIAlVIETER (IN.): 24
FROUDE NUMBER: 0.52
- OUTPUT DATA:
LENGTH OF RIPRAP PAD (FT.):
.F ~
WIDTH OF PAD AT PIPE (FT.): ~..~~~:.6:.•~.~x;w,~ Z"'S~tu 6 5iC I Z•S~ P~
:~..z;;
WIDTH OF PAD AT END (FT.):
~
' DIAMETER OF STONE (FT.): ;~::r€#2,;::..:~.~ 577~ 147••0
i
Circular Channel Analysis & Design
' Solved with Manning's Equation
Open Channel - Uniform flow
,
Worksheet Name: VALLEY RIDGE
_ Comment: IBASIN Cj- CHECK CULVERT SIZING
. Solve For Actual Depth
Given Input Data:
Diameter.......... ~1.00 ft
Slope 0.0092 ft/ft ✓
_ Manning's n....... 0.024
Discharge......... 0.97 c f s ' Computed Results:
Depth 0.51 ft
Velocity.......... 2.38 fps
' Flow Area......... 0.41 sf
Critical Depth.... 0.41 ft
Critical Slope.... 0.0197 ft/ft,
, Percent Full...... 51.41 %
_ Full Capacity..... 1.85 cfs
QMAX @.94D........ 1.99 cfs
Froude Number..... 0.66 (flow is Subcritical)
Open Channel Flow Module, Version 3.21 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbur
i
~
~
I
- ~Z
_ TAYLOR ENGINEERING, INC.
W. 106 NIISSION AVE., SUITE 106
. SPOKANE, WA. 99201
RIPRAP PAD DESIGN
PROJECT: VALLEY RIDGE
DATE: 15-Apr-98
DESIGNED: DLM
- OLJTLET : 12" CULVERT PAD -)BASIN C~
INPUT DATA:
OUTLET VELOCITY (FT/SEC): C~ 2.38
OUTLET PIPE DIAMETER (IN.): 12
- FROUDE NUMBER: 0.42
OUTPUT DATA:
LENGTH OF RIPRAP PAD (FT.):
,
WIDTH OF PAD AT PIPE (FT.):
- WIDTH OF PAD AT END (FT.): Paul~~,
DIAMETER OF STONE (FT.): A.,.)
G7
i
Circular Channel Anal.ysis & Design
Salved with Manning's Equatian
Open Channel - Uniform flaw
~
Worksheet Name: VALLEY RIDGE
~
_ Cvi[u[tent :1BAS TN Zj- CHECK CTJLV'ERT SIZING
5olve Fnr Actual I]epth
Given Tn,put Data :
T]iarmeter.......... ;12a0 to
' Slape 0.0092 ft/ft ~
Manning's n....... 0.024
I7ischarge......... 0.60 cf s
Computed Results:
Depth 0.39 ft
- Velvcity.......... 2.10 fps
~ Flnw Area......... 4.29 sf
Critical Depth.... 0.32 ft
Critical 51ape . . . . 0.0191 ft]'ft
Percent Full....,. 39.1+5 % ~
~
Full Capacity..... 1.85 cfs
QMAK @.94D........ 1.99 cfs
i Eroude Number..... 0.69 (flow is Subcritical)
~i
~
~ open Channel Flow Madule, Version 3.21 (c) 1994
Haestad Methods. Inc. * 37 Braokside Rd * Waterbury, Ct 05708
I'
~i
i~
TAYLOR ENGINEERING, INC.
W. 106 NIISSION AVE., SUITE 106
SPOKANE, WA. 99201
, RIPRAP PAD DESIGN
PROJECT: VALLEY RIDGE
_ DATE: 15-Apr-98
~
- DESIGNED: DLM
OUTLET : 12" CULVERT PAD -PASIN I~
INPUT DATA:
OUTLET VELOCITY (FT/SEC): (~-2. L----)
OUTLET PIPE DIAMETER (IN.): 12
FROUDE NUMBER: 0.37
OUTPUT DATA:
LENGTH OF RIPR.AP PAD (FT.):
.
WIDTH OF PAD AT PIPE (FT.): .r.. . ~ • .~=^'STXz~-- `~'1~ ~l~
_ WIDTH OF PAD AT END (FT.):
DIAMETER OF STOiVE (FT.):
>
~ _ I
STH LANE ASPHALT WIDENING
COMPUTATIONS
' GRADE CALCULATIONS
TAYLOR ENGNEERNG, NC. PRO7ECT: V.u.LEY iuDGE P U.D.
W. 106 VSISSION AVE, SLTI7'fi 206 DA7'E: 07-Msr•98
SPOKAiNE, WA. 99201 DESIGNED: DLM
TYPICAL SECTION DATA - ROAD NAME: EIGHTH LANE
ROAD HALF WIDTH: li (GL TO EDGE OF NEW ASPHAL'n
CL'RB TYPE: NOI3E
N 1 k2 #3 k4 Il5 #6 #7 E18 k9 ~
EXIST EXIST. DIST FROM DIST FROM MJVI.tifIJM MAXIMUM PROPOSED %GRADE
STA?[ON GL EDGE OF C/L TO ~EDGE OF E}aST NEw E.0 AE NEw E O AE EDGE CROSS-
ELEVATION ASPHALT EDGE OF ASPHALT TO (4 S°'. SLOPE (2% SLOPE OF ASPHAL SECTION
~ ELEVATION EXIST EDGE OF FROM E P) FROM E P) ELEVA'IION OF ASPH.
(E O A,E ) ASPHALT NEW ASPSALT
I I I I I I I I
, 300 ~ 884 I 88.52 I 60 I 9.0 I 8812 1 88 34 I 98.29 I 2 56
I 350 ~ 884 I 88.50 I 4.0 I 11.0 I 88.01 1 8828 1 88•04 I 418
400 I 881 1 88.22 I 45 1 105 1 87 75 I 88 01 1 87.79 I 4 10
450 ~ 875 1 87•72 1 50 I 100 I 8727 I 87.52 I 87•27 I 4 50 ~
$00 ~ 866 I 86.50 I 100 1 5.0 I 86.28 I 86.40 I 86.18 I 6 40
sso ~ 846 I 84.68 I 10.0 ~ 50 I sa as I sasa I 84.50 I 360
600 ~ 830 I 83•00 I 80 ~ 70 I 8269 I 8'L.86 I 92•97 I 2.43
' 650 ~ 813 I 8139 I 70 ( 80 I 8103 I 8123 I 81.15 1 3.00
700 ~ 798 1 79.79 I 70 I S 0 ~ 7943 I 7963 I 79•48 I 3 88
750 ~ 783 1 78.29 ~ 70 j 8 0 I 7793 I 78 13 I 77.93 1 4 50
, 800 I 769 1 77.00 ~ 70 1 80 l 7664 1 7684 1 76.65 I 4.37
850 ~ 756 I 75.63 I 70 I 8 0 I 75 27 I 75 47 I 7550 I 1 62
900 I 744 I 74•52 I 70 I 8 0 1 7416 I 74 36 I 7335 I 2 13
950 1 73 1 I 7332 1 7.0 1 8.0 1 7? 96 1 73.16 1 73.06 I 3 25
iooo I 71.7 I 71.71 I 70 I s o I 7135 I 7155 ~ 7148 I 287
~ lOSO ~ 70.1 { 70.13 1 70 I 80 1 69777 I 6997 ~ 69.76 ' 4.02
1100 ~ 685 I 6839 I 7.0 1 8.0 I 6803 1 68.23 I 68.04 I 4 37
1150 I 666 I 66•50 I 7.0 I 8 0 I 6614 I 66.34 I 6632 I 125
izoo l 649 I 6+.97 1 s o I 100 I 6452 I 6477 I 6+.43 I 540
, 1250 ~ 625 ~ 62•46 ~ 80 ~ 70 1 62 15 ~ 6232 1 6210 1 3 71
I I I I I I I I
I I I I I I 1 I
I I I I I I I I ,
~6
ATTACHMENTS
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_ Phone: (309) 328-337I Fax: (SO9)318-8219
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_ Spokane Washington, 99201
Phone: {509} 328-337I Far: (509)328-8224
~ , ~ 4~9
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~ Guidelines for Stormwater Management ~
Addendum, February 1998
Fiwre 29 pg, 6--61 SPOK~`'f COWIY
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r TA YL aR EnrcLvEEPJNG, rNC
W Wes# 1 06 Missinn Ave., SUITE 246
_ Spokarte Washirtgtott' 99201
, Plsone: (509) 318-3371 Faa;: (509)328-8224
- , '~o
, N M
REPORT
DRAINAGE FEASIBILITY EVALUATION
VALLEY RIDGE P.U.D.
SPOKANE VALLEY GOOD SAMARITAN
SPOKANE, WASHINGTON
March 19, 1998
~s T R a T a
GE07ECHNICAL ENGWEERING 8 MATcRfALS TESTING
BOISE COEUR D'hL=v= titOSCOw IDAHO FAILS PCCaTELLO SPOKANE TRI•CITIES
s T R a T a
GEOTECMNICAI ENGINEERING 8 UATEiiIAL$ TESTING
1620 N M1far^er ?C Buiidmg C Swce 100 Spokane o'Ia 992 t6
509 gg 1gqa / Fax SC9 89 t-ZG 12/ e-mad strat;cklgNea com March 19, 1998
' Client No. SPOVAL
Project No. S9801 A
Mr. Jim Drappers
Spokane Valley Good Samaritan
17121 E. 8th Avenue
' Greenacres, WA 99016
RE: LETTER REPORT
' Drainage Feasibility Evaluation
Valley Ridge P.U.D.
; Spokane Valley Good Samaritan
Spokane, bVashington
- Dear Mr. Drappers:
Strata, Inc., has completed the authorized on-site property drainaQe feasibility evaluation
- for the proposed Valley Ridge P.U.D. The purpose of the evaluation was to assess subsurface
soil and rock conditions for drainage characteristics to assist with planning storm water
management and disposal for the project.
The aPProved scoPe of our services was limited to the following-
l. Researched and reviewed available in-house soil, geology reports, and other available
historical information for the area.
2. Pecformed a field evaluation by excavating 8 exploratory test pits across the planned
- development property and proposed drainage facility locations. The test pits were
advanced to refusal or a ma.~cimum of 4.0 feet below the existing ground surface. The
subsurface profiles were logged. The depths to ground water, if encountered, were
recorded.
3. Performed single ring infiltrometer testing at three locations. The method was
modified from the standardized procedure to include a bentonite edge seal, placed on
the basalt. The purpose was to qualitatively assess whether the basalt has percolation
capacity.
, 4. Performed three soil gradations on selected samples retrieved from the test pits. Soil
classification designations were assigned based on the results of the gradation tests.
10 A=Q - :'!aj'r.lilGT 0,14 • G9EGOV • YlYQ:1`!: • UiA-i • ?+c/=:
VALLEY RlDGE P.U.D.-Grecnacra
Project No. SPOYAL 5980lA
' Page 2
5. Provided documentation of our conclusions in a manner and form to compliment the
evaporative pond design efforts.
DEVELOPiNIENT PLAIv'S
- We are of the understanding that the site will consist of approrimately 30 P.U.D. lots
accessed via the access road at the existing Spokane Valley Good Samaritan facility to the east.
Storm water management facilities are planned. Our experience in the area suggests that the
- proposed site lies in a geologic area that is generally not suitable for on-site subsurface disposal of
storm water. Therefore, retention basins and evaporative ponds are currently being considered
alternatives for storm water management.
SUBSURFACE CONDITIONS
Geologic units encountered during the test pit excavation included fill, topsoil, alluvium,
and bedrock consisting of Miocene Basalt.
Fill
Uncompacted fill was encountered in test pit TP-1 from the surface to 1.5 feet. The fill
consisted of light brown silty sand with gravels, moist, and loose. The sands and gravels were
generally rounded to subrounded.
Toosoil
The topsoil was well developed and 0.5 to 1 5 feet in thickness and consisted of organic
rich gravelly silt that was soft and wet. Topsoil was encountered in al( test pits.
Allu,.ium
Alluvium was encountered in test pits TP-4 through TP-6, and TP-8, and consisted of
gravelly silt with cobbles. The alluvium was 1.5 to 3.5 feet in thickness, saturated and soft. The
gravel and cobbles were angular basalt.
~ Miocene Basalt
Basalt at the subject site was encountered as hard or weathered basalt bedrock. The basalt
' consisted of abundant angular basalt cobbles, medium dense, and damp to wet. The hard basalt
bedrock consisted of weathered and fractured basalt. Basalt bedrock was encountered in all the
test pits.
1A_
1s T R a T a
OEOiECNtiItAL E`+Gia"c?a:nG 3 VA'EaIALs TESTIMG
VALt,EY RIDGE P.U.D.-C'menaars
Project No. SPOVAL 59861 A
Page 3
- In general, the basalt bedrock is found on the entire property from 0.5 to 4.0 feet below
the ground surface The alluvial deposits found in TP-4 through TP-6, and TP-8 were generally
, derived firom basalts. Ground water was perched on top of the low permeability basalt over much
of the property.
SURFACE WATER AND GROUND WATER
SurFace water was observed at the property in two designated wetland areas on the south
central portion of the site. In addition, two ephemeral drainage swales were observed that flow
. through the south central portion of the site in response to precipitation.
Ground water was generally observed on the site at or just above the topsoil or
alluvium/basalt bedrock interface in areas topographically lower than basalt bedrock outcrop.
Ground water was not observed in the test pits excavated at the location of the proposed
evaporation pond on the southeastern portion of the property.
INFII.TRATION TEST RESULTS
' The open single-ring infiltrometer method, modified from the Spokane County method,
' was conducted at three locations. The method consisted of excavating an exploratory test pit to
basalt bedrock at 1.5 to 3.5 feet in depth and setting a 12-inch diameter steel ring on basalt
' bedrock and sealing the outer edge of the ring with bentonite. A constant head infiltration test
was performed for approximately two hours followed by a falling head infiltration test.
, The results of the infiltration tests are as follows:
TP-1 No infiltration realized Head Level: 1.0 foot (12 inches)
~ TP-2 1.6 x 10-4 cm/sec Head Level- 1.0 foot (12 inches)
TP-3 1.6 x 10-' cm/sec Head Level: 1.0 foot (12 inches)
_ The infiltration testin'c, was pecformed in an zttempt to cha; acterize the infiltration
potential of the exposed basalt surface. Some difficulty was experienced in creating an effective
bentonite seal around the perimeter ring apparatus. As a result, it is difficult to discern the actual
Qermeability of the rock mass. We believe that our test'sng suggests the rock mass to be more
permeable than it would be in application. This must be qualitatively accounted for in the site
design.
~
~ s a -1 a
~ G=OtECHViCAI ENGinc?aNG f w:cqIaLg ;ESTING
' YALLEY RlDGE P.U.D.-Grenucra
Projecl tio SPOVAL 59801A
Page 4
DISCUSSION AND REC0iN1iNIENDATIONS
Infiltration data suggests that the basalt and clayey gravels encountered at the site have
low permeability characteristics. High ground water conditions observed at the site are typical for
- the type of geomorphology and not unexpected. Ground water in this area is generally at its
highest in the late spring and early summer months Low permeability characteristics of the site
soils, and high ground water levels make this site difficult for design of conventional storm water
disposal systems As a result it is our understanding that evaporation ponds are proposed for site
development.
- I Ground water conditions are a concern with respect to its influence on the surrounding
- properties and the evaporation pond liner system. Strata's observations and exploration on the
project to date suggest that ground water levels are at their current winter time maximum level.
We believe this to be the case because of the geomorphic features prevalent at the area of the
proposed pond site in the wetland areas. As ground water levels rise, out flow from the wetland
_ areas increases through the fractured rock and alluvial material proportionately. Since the area of
the proposed evaporative pond is outside of the desijnated wetland areas, we do not anticipate a
, significant rise in ground water levels such that it would impact this area
At this time, we understand that the evaporative pond liner is anticipated to consist of
native material such as earthen materials derived from on site sources The eacth materials will be
placed and compacted neat against the massive basalt bedrock erposed at the base elevation of
the pond. Attempts at measuring permeability of the massive rock have met with limited success.
Based on the results of our testing and studies, we are of the opinion that vertical permeability of
the rock is very low This suggests that e.rfiltration from the evaporative pond will be ssnall,
ha-vinor very little impact on the local ground water conditions. It is possible, at the time of
; construction, that lateral migration of water from the pond is possible. The designed
- embankments of the evaporative pond should be constructed with compacted fine grained soils to
limit this volume. It has been our experience that native silts in the area can be compacted as
structural fill and have a resulting permeability on the order of 10"5 to 10'' cm/sec. This can be
accounted for in the design calculations
It is our opinion, based on a review of the proposed development plan, that the placement
of t~e evaporative pond will only assist in maintainin- wetlands areas in tr,e adjacent topographic
depressions. We do not feel that water levels will be raised or lowered significant{y such that a
' significant negative impact is created by developmer.t Additionally, due to the estimated
permeability's and percolation rates of the alluvial soils and the fractured basalt rock, we do not
- feel that there will be a significant impact to ground water conditions in the ti-icinity of the
' property
~
s iR a T a
' GCOfeCMNtCAL EVGAE:RING s va':auL5 TESt'aG
- - - VAI.i..EY RIDGE P.[].I7.-Crecnecca
' Ptajett Na 5Pi7VAI, 59861 A
_ pap 5
i ~ EVALIIATI[3N LLMITATI(]NS
_ This report has been prepared tv assist in the stvrm water disposal ptanning and design f'vr
~ i the propvsed Valley Ridge P.U,D., Spokane Valley Gaod Samaritan `Iiliage, Cvreenacres,
-Waslungton. dur services have been perFormed in accordance rvith generaIly accepted
, geotechnical engineering principles and practices, and current regulatQry guidelines. This
' acknowledgrnent is in lieu ❑f all warranties either expressed ar implied.
We appreciate the apparrunity ta be of service tv you vn thus praject If yvu have any
questions re require additional inforrnativn, piease call
, Sincerely,
STRATA, IlVC
~
5coct A. Marshall, P.G
~ Engineering Gealogist
r
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V~. Mark Storey, P.E.
Seniar Engineer r
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. ~ Attachrent
_ Plate 1 - Site Plan
Test Pit Lvgs
Gradations
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EXPLORATORY TEST PIT #TP-1
>
~ ; VALLEY RIDGE P.U.D.
SPOKANE VALLEY GOOD SAMARITAN
PROJECT NO. SPOVAL S9301A
DEPTH SOIL SOIL
(Feet) CLASS DESCRIPTION
0.0 - 1.5 SM Silty SAND with Gravel (Fill) - Light brown, moist, loose to
medium dense, rounded to subrounded gravels and sand.
1.5 - 2.0 ML Gravelly SILT (Topsoil) - Dark brown, moist to wet,
medium dense, very angular cobbles.
2.0 - 3.5 Rx BASALT - Weathered Fractures, bluish-grey to brown,
w moist, hard.
U_
Refusal at 3.5 feet.
Ring infiltrameter test completed.
,
~ Excavated on March 11, 1998.
~
No ground water encountered.
Test pit terminated at 3.5 feet below natural ground level.
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VALLEY RIDGE P.U.D.
' SPOKANE VALLEY GOOD SAMARITAN
PROJECT NO. SPOVAL S9801A
DEPTH SOIL SOIL
(Feet) CLASS DESCRIPTION
- 0.0 - 0.75 MI, Gravelly SII.T (Topsoil) - Dark brown, moist to wet,
medium dense, very anwlar cobbles.
0.75 - 1.5 KX BASALT - Weathered and Fractured, bluish-grey to brown,
moist, hard.
~ Refusal at 1.5 feet.
U_
Ring infiltrameter test completed.
Excavated on March 11, 1993.
No ground water encountered.
Tesi pit terminated at 1.5 feet below natural ground level.
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VALLEY RIDGE P.U.D.
SPOKANE VALLEY GOOD SAMARITAN
PROJECT NO. SPOVAL S9801A
DEPTH SOIL SOIL
(Feet) CLASS DESCRIPTION
0.0 - 0.8 GM Gravelly SILT (Topsoil) - Dark brown, moist to wet,
medium dense, very angular cobbles.
0.8 - 2.5 Rx BASALT - Weathered Fractures, b(uish-grey to brown,
moist, hard.
~ Refusal at 2.5 feet.
Ring infiltrameter test completed.
Excavated on March 11, 1998.
~ No ground water encountered. ,
' Test pit tecminated at 2.5 feet below natural ground level. ,
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EXPLORATORY TEST PIT #TP-4
~ o VALLEY RIDGE P.U.D.
, SPOKANE VALLEY GOOD SAMARITAN
PROJECT NO. SPOVAL 59801A
DEPTH SOIL SOIL
(Feet) CLASS DESCRIPTION
' 0.0 - 0.8 GM-NII. Gravelly SILT (T'opsoil) - Dark brown, moist to wet,
' medium dense, very angular cobbles.
0.8 - 2.5 GLi Silty GRAVEL (Alluvium) - Light reddish-brown, soft,
' saturated, very angular gravels and cobbles, basalt.
~2.5 - 3.0 Rx BASALT - Weathered Fractures, bluish-grey to brown,
J moist, hard.
~
Refusal at 3.0 feet.
Ground water seeps at appromnately 1.0 foot.
~ Excavated on March 11, 1993.
Test pit ternunated at 3.0 feet below natural ground level.
~ Sample taken at 1.5 feet.
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n VALLEY RIDGE P.U.D.
SPOKANE VALLEY GOOD SANiARITAN
PROJECT NO. SPOVAL S9801A
DEPTH SOIL SOII.
(Feet) CLASS DESCRTPTION
0.0 - 0.7 Gy1-MI, Gravelly SII,T (Topsoil) - Dark brown, moist to wet,
medium dense, very angular cobbles.
0.7 - 2.0 ML Gravelly SLLT (Alluvium) - Light reddish-brown, soft,
saturated, very angular gravels and cobbles, basalt.
, w 2.0 Rx BASALT - Bluish-grey, hard, wet.
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Refusal at 2 0 feet.
Ground w•ater seeps at 2 0 feet on basalt.
Excavated on March 11, 1998.
' Test pit ternvnated at 2.0 feet below natural ground level.
Sample taken at 1.5 feet.
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VALLEY RIDGE P.U.D.
' SPOKANE VALLEY GOOD SANiARITAN
PROJECT NO. SPOVAL S9801A
~ DEPTH SOIL SOIL
(Feet) CLASS DESCRIPTION
0.0 - 0.5 GNi-ML, Gravelly SILT (Topsoil) - Dark brown, moist to wet,
medium dense, very angvlar cobbles.
~ 0.5 - 4.0 ML Gravelly SILT (Alluvium) - Lijht reddish-brown, soft,
saturated, very angular gravels and cobbles, basalt.
w 4,0 Rx BASALT - Bluish-grey, hard, wet.
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Refusal at 4.0 feet.
No eround water seeps.
Excavated on March 11, 1998.
Test pit terminated at 4.0 feet below natural ground level.
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, VALLEY RIDGE P.U.D.
SPQKANE VALLEI' G[7DD SAMARITAN
;
FRQJECT NO. SPOVA,L S9801A
'
DEpTx saIL soIL
(Feet) CLASS DESCRIPTION
4.0- a.5 SM 5iI#y SANL7 with Gravel {Topsail} -Dark brQvvn, mnpst tv
i wet, medium dense, very angular cabbles.
05 Rx F3ASALT -Weathered Frac#ures, bluish-grey ta brown,
; maist, hard.
~
" Refusai at 0.5 feet.
~ Excavated on March 11, 1998
Na graund water encoun#ered.
' Test pit terminated at 0 5 fee€ below natural ground level
Sample taken at 1 5 feet
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SPOKANE VALLEY GOOD SAMARITAN
PROJECT NO. SPOVAL S9801A
DEPTH SOIL SOIL
(Feet) CLASS DESCRIPTION
' 0.0 - 0.5 GM-ML Gravelly SILT (Topsoil) - Dark brown, moist to wet,
medium dense, very angular cobbles.
0.5 - 3.0 ML Gravelly SILT (Alluvium) - Light reddish-brown, soft,
saturated, very angular gravels and cobbles, basalt.
• 3.0 Rx BASALT - Biuish-grey, hard, wet.
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Ground water at 2.5 feet.
Excavated on March 11, 1998.
~ Test pit terminated at 3.0 feet below natural ground level.
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`7RAIiV SILE (fIVL+HES)
PROJEC7 NAME: VALLEY RIDGE P.lJ D., 5POKANE VALLEY GOO❑ SaMARITAN
PROJECT NUMBER: SPOVAL 59801A
❑ATE TESTEC3. March 12, 1998
~ SAMPLE LOCAT[UN: TP-4 @ 1.5 feet
SRMPLE DE5CRIPTION Light Reddish-Brcwn Silty GRAVEL with 5and (G1VI)
PERGEN7 PASSING #-4: 41%
- PERGENT PASSING #200: 31 °1fl
TEST ME7HC3D: ASTM D-1 140
° REFERENCE NO.: SL3726c
~
~
~ S EVE ANALYS S RESULTS
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j ~ GEOTECNNIGAL EAtBiNEERfIV6 & IdA7EAlAtB TES71Nt3
1
i PLATE
U.S. STANDARO SIEVE SIZES
O cD O 000
00
~ 4t # # ~ 4t ~
' 100 0
90 10
w ~lilll ~ i, 1 ~ ~,II ~ ~
~ $0 , • ~ ~ ~ ~ ~ ~ ~ I~i; ( ~ ~ ~ t 20
YEi~'~ ~ ° • ~ ~ ' ~i' 1 ~ ~ ~ L
' 70 30
ct o Z W
~
~ 60 40 ~
Q
\-ili QW
. ~ W
50 ~
50
Z Z
, w
~ W
v 40 4,;,~, , ►1~~,~ i 60 v
aw~.
30 ~'~i ~ ~ ~,;i~ ► 70
I
- 20 so
~ j ~ ~ ~;4~, ~ ' I
i! i, i
10 90
0 , ~ • , . , ~ . • ~ ~ ~ . . I ~ ~ << < i ~ ~ 100
- w
U- 10.0000 1.0M0 0.1000 0.010 0.0010 0.000I
GRAIN SIZE (INCHES)
PROJECT NAME: VALLEY RIDGE P.U.D., SPOKANE VALLEY GOOD SAMARITAN
PROJECT NUMBER: SPOVAL S9801A
DATE TESTED: March 12, 1998
~ SAMPLE LOCATION: TP-5 @ 1.5 feet
D SAMPLE DESCRIPTION: Light Reddish-Brown Gravelly SILT (ML)
PERCENT PASSING #4: 69%
, PERCENT PASSING #200: 51%
, o TEST METHOD: ASTM D-1140
o REFERENCE NO.: SL3726a
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Y S EVE ANALYS S RESULTS
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s T R a T a
' GEOTECMNICAL ENOINEERINO i MATEHIAL9 TES'iNG
~ - PLATE
U S. STANDARO SIEVE SI2ES
O O
O td O O O o
cv) Ln - 04
100 ~~~~~~~t ~ ~ i Ilill ~ ~ ' = O
90 10
LL
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~t•
Q
80 20
~~i~~ ~ ~ . i ' l~ii~~' I ~ ~ 1~, • ~ ~ 1---
7~ ~~~!I~I ~ ~i1 i I~;:i 30
T m z z
W 60 40
U) Q
Q
~
50
, z 50 ~If~ j,: z
W
w
U 60
40
W
30 70 a.
!
31
20 80
~r. 90
10
' p 100
w I 1 I : i
J
" 10.0000 1.0000 0.1000 0.0100 0.0010 0.0001
~ GRAIN SIZE ({NCHES)
PROJECT NAME: VALLEY RIDGE P.U.D., SPOKANE VALLEY GOOD SAMARITAN
PROJECT NUMBER: SPOVAL S9801A
DATE TESTED: March 12, 1998
SAMPLE LOCATION: TP-7 @ 0.5 feet -
~ SAMPLE DESCRIPTION: Dark Brown Silty SAND with Gravel (SM)
PERCENT PASSING #4: 75%
PERCENT PASSING #200: 44%
r TEST METHOD: ASTM D-1140
o REFERENCE NO.: SL3726b
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S EVE ANALYS S RESULTS
Y
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s - R a T a
GEOTECMNICAL ENOINEERINO 8 MATEAIAl3 TES'ING
~
, PLATE
4
a
f "
!
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IV T
S P C] rC A l~F ~ Q u
❑IVdSION CIF EiVGINEERINC AND Rc7AD5 + A QIVtSION c]F TFIE PUBLIC WCJRFCS L]EPARTMEN7
WaII#am A. Jahns, P.E., Cvunty Engsneer L7enn'ss 1VT Scatt, P E, Uirector
'Apri127, 1998
Ilarin Moare, E.I.T.
•
Taylar Engineering .-106 West Missian Avenue
Sgakane, WasFungtan 99201-2345 -
Re: Valley Ridge PLTD, PE-1803
Road and Drainage Cvmments I
Darin,
The fvllvwing comments must be addressed prior tv accep#ance of the road and drainage
plans fQS ttris project:
1. The fallowing intersections rnust be previded with landings. The landings nnust be
a minimum of 50' in Iength, with grades between 0 and 2°fo.
a} Valley Ridge Lane at lerstad Lane
b} Flara Lane at Seuenth Lane
c} Terstad Lane at its intersection with the private drive atignment
2. A rraa.intenance access must be provided tv the evaporation pand in Basin D2. The
access must be at 1east 12' wide, be toppetd with 6" ofgravel, and have a maximum
gade of 20°/v.
3 The evaparation gond must be surrounded by a fi' chaanlink fence, with agate fvr
the maintenanCe aCCeSS.
4 The assessment far the traffic signa1 at TscFurtey and Sprague is $2,254,+00. This
fee must be paid prior to finalia.atian of the plat
S Finaneial sureties must be posted for tiae inspectaan and cvnstrractivn o#'the private
roads in this plat The amount of the inspection susety is $13,300. This surety
must be gosted priar to acceptance afthe plans. The arnount of the construction
surety is $133,100. It must be pvsted privr tv finalizatian of the p1at.
1026 W Hroac3way Ave. • 5pakane, WA 99260-0170 •{504} 456-3640 FAX: (549) 324-3478 TL7D. {504) 324-3166
Please call me if you have any questions regarding these requirements.
Sincerely,
Spokane County Engineers
~
Doug Busko, P.E.
Plans Review Engineer
c: 7ohn Droppers, Good Samantan
PE-1803 File
' B4ND ESTIMATE
PRe3ECT Vailey Ridge PUD1Ffara Lane N141VIE Doug Busko DATE 27-Apr-98
DRAINAGE rTEMS UAfITS Ql1AIVTITY PRICE G45T
1][3rywa11- Typa fl .F 4, 11350.00 0.00
2) ❑vyvvell - Type e EA 1700.00 0.00
3} Grate - Type 1 F-A 320.00 0.00
- 4} Grale Type 2 EA 345.00 0.00
5) Grate - Type 4 FA, 300.00 0.00
b`} BackFill For DW CY 17.25 0.00
77 Corscrete Inte! FJA 800,00 0.00
8) C M F'[ps lfr Dia. LF 24.00 0.00
9] CM Pipe 9 2" Dra (for 26 a$proaches) LF 522[} IXl 77.00 114040.00
10} C.M Pipe 15" Dia LF 29.00 ❑.00
11 } G M. Pipe1 S" pia LF 30.00 p-[](}
12} Precast Manho#e EA , 1500.00 0.00
13} Solid lid EA 325.00 0.00
14} Ditch Excavaiivn CY 90.00 0.Q0
15} 5od SIF 070 000
NON STANC?ARp ORAINAGE ITEMS
1) Wii6ert Vautt Curb Inlet EA 2%00 000
2} C M Pipe 24" Gia LF 45.40 33.00 148500
3} 000
4) 000
5) 0'OU
6} 000
863AIMAGE SL18TOTAL 9552500
15) Mnnumertts EA 18500 000
17) fiarricade LF 35.00 ❑ 00
18) 5treet Signs EA 9000 0.00
QtHER SUBTOTAL 0.00
GRAQIIVG, 5LIRFACING, CURB, ANQ 5lDEWALK
19) Rough Grade CY 577.0O 1000 5T70.00
20} Tvp Course CY 448.00 9550 6944.00
21} Base Cotrrse CY 15.50 0.00
22} AsphaR CQncrete Tons 26300 46.00 12098.00
23) Curh Type A LF 7.50 000
24} Curb Type B LF 850 000
25} curb Type R LF 8.50 0 OD
26} Siclewafk SQ YO 17.50 0 [7O
NONSTAN[]ARO RORD ITEMS
1} f}.00
2) 0 00
3) 000
4] co0
GRADING ANO Sl1RFACINC+ 24812.00
C4NSTRUCTION TDTAL. $ 40,337.00
- ' goNo EsTin+ATE
PROJEC,T Valley RirGge PUOIEighth Lans NAME Doug Busko DATE 27-Apr-98
CiRAINAt3E ITEAAS UNITS QUANTITY PRfCE CC1ST
i} prywen - rype A EA 11350.00 000
Drywen - rype e EA 11700.00 000
3] Grate - Type 1 EA 320.00 000
4) Grate Type 2 EA 345.00 0.03
5) Grate - Type 4 EA 300.00 000
5} Baclddll Fvr DW GY 17.25 Q.f?i]
if C+aricrete Inlet EA 800.00 0.00
8] C.W Pipe 1(° Dia LF 24.00 O.[lQ
9) G M. Pipe 42° Dia. LF 27 O(} 000
10)C MPipe I5" C1ia LF 29.00 000
11) C M Pipe 18 Dia, LF 3000 4{7D
12) Prer.ast Manhole EA 150D 00 0 00
13] SoIid Iid EA 32500 000
14} Ddch Exr.avatiQn CY 9000 000
15} Sod SF 0.70 0.00 •
NON STANDARp pRAqNRGE ITEMS
1) Wdtrert Vauft Curt► Irtlet F.,p 250.00 d.Qi?
2) O.DD
3) 000
4) 0.00
5) 000
s? 0 cw
QRAINAGE SUBTaTAL 0.03
96} Monuments F-4 185.00 ❑ 00
17) Barricade LF 350} Q QD
18) Street Signs EA 90 CD 0.00
OTHER SUBTC3TAL 000
GRADING, SURFACING, CURB, RND SIQEWALI{
19} Rough Grade CY 351,IX0 10.00 351 p.00
20) Top Gourse CY 27300 1550 4231.50
21) Base Csurse CY 15.50 0.00
22) Rsphaft Cvncrete Tans 16000 4G.00 736(].00
23) Curb Type A LF T.S[! 0.01?
24} Curtr Type B l.F 850 Q(Xl
25) Curb Type R LF 8.51) 000
25) 5tdevvalk 5Q YI3 97 50 4,00
NvN-STf4NQARt] RORD ITEMS
1 ) O.Do
?l fl RO
3} O.oa
a) 0.00
GRADINGANpSIJRFACING 1510150
CONSTFtUCTlON TQTAL $ 15,10150
" BON[] ESTIMATE
PRQJECT Vallay RidgB PIJDISeventhlJerstad Lenes NAAME Goug euscn [7ATE 27-ARr-98
DRAINAGE ITEM'S LltiITS QUAfUTIT1' PRICE COST
1) IDrywe[I - Type A EA 1350.00 0.00
2} Drytisrefl - Type B Efl 1700.00 i9.[1H3
3) Grate - Type 1 EA 320.00 0.D0
4) Grate Type 2 EA 345.00 0.00
5) Grate - Type 4 EA 300.00 0.00
6} BackFill Far DW CY 47.25 000
7] CQttcrefe lntet EA $flQ.DQ 000
8) C.M. Ripe 9 a' aia. LF 2400 000
9J C.M Pipe I2p Dia LF 210.00 27.00 567000
10} C M. Pipe 15" f]ia LF 2900 000
11) C. M. Pipe 18" Dia. LF 3000 0 00
12] Precsst Manhole EA 15M.00 000
13) Snlid !id EA 32500 000
14) Ddch Excavattota CY 10.00 0.07
15) Sod SF 0 70 O.fXf '
NON STANpARD C7RAJNAGE kTEMS
1} Wilbert Vauft Curb InCet Eh 253.00 0.00
2} C MPcpe 24" C7ra LF 12500 33.00 4125 OD
3} 000
4] 0Qil
5} 0 00
fi] 0.0[]
❑RAIN,AGE S@JBTOTAL 979&00
16) Monumerts EP, 18500 0.00
17) Bareicade LF 35.00 000
18} 5treet Signs EA 90.00 000
vTHER SuBiOTaL 000
CyRAI?ING, 51JRF'ACING, CURB, ANO 510EWALK
19) Rovgh Grade CY 1140,00 10,00 11400.40
20} Tnp Contrse CY 88700 1550 1374850
21) Base Ccn.urse C1' 15.50 0.00
22) Asphalt Cancrete TQns 519.00 4600 2387400
23] Curh Type A LF 750 000
24) Curb Ty,pe B LF 850 0=
25) cu►b rype R LF 8.50 0.00
26] 5idevmlk SQ Y[] 17.50 0 OD
NQN-STANDARD ROAD ITEVrA3
1) 0.00
2) 0.[i(l
3) 0.[0
4} 0.00
GRAOWG AND SURFACING 491322 50
COA[SfiRLICTEt]N 7C1TAL $ 58,81750
' BOND ESTIMATE
PROJECT Valley Ridge PUDNalley Ridge Lane NAME Doug Busko DATE 27-Apr-98
DRAINAGE ITEMS UNITS QUANTITY PRICE COST
1) Drywell - Type A EA 1350.00 0.00
2) Drywell - Type 8 EA 1700.00 0.00
3) Grate - Type 1 EA 320.00 0.00
4) Grate Type 2 EA 34500 0.00
5) Grate - Type 4 EA 300.00 0 00
6) Backfill For DW CY 17.25 0 00
7) Concrete Inlet EA 800.00 0.00
8) C.M. Pipe 10" Dia. LF 24.00 0.00
9) C.M. Pipe 17' Dia. LF 45.00 27.00 1215.00
10) C.M Pipe 15' Dia. LF 29.00 0.00
11) C.M. Pipe 18° Dia. LF 30.00 0.00
12) Precast Manhole EA 150000 0.00
13) Solid lid EA 325.00 0 00
14) Ditch ExcavaUon CY 10.00 0.00
15) Sod SF 0.70 0.00
NON STANDARD DRAINAGE ITEMS
1) Wdbert VauR Curb Inlet EA 250.00 0.00
2) C.M. Pipe 24" Dia. LF 45.00 33.00 1485.00
3) 0.00
4) 0.00
5) 0.00
6) 0.00
DRAINAGE SUBTOTAL 2700.00
16) Monuments EA 185.00 0.00
17) Barricade LF 3500 0.00
18) Street Signs EA 90.00 0.00
OTHER SUBTOTAL 000
GRADING, SURFACING, CURB, AND SIDEWALK
19) Rough Grade CY 374.00 10.00 3740.00
20) Top Course CY 291.00 15.50 4510.50
21) Base Course CY 15.50 0 00
71) Asphalt Cancrete Tons 170.00 46.00 782000
23) Curb Type A LF 7.50 0.00
24) Curb Type 8 LF 8.50 0.00
25) Curb Type R LF 8.50 0.00
26) Sidewalk SQ YD 17.50 0.00
NON-STANDARD ROAD ITEMS
1) 0.00
2) 0.00
3) 0.00
4) 0.00
GRADING AND SURFACING 16070.50
CON3TRUCTION TOTAL $ 18,77050
I
' STREET QUANTITIES
FROJECT N0.- PE-1803 DESIGNER- dDUG aUSKO ❑ATE- 4127/98
PRflJECT DESCRIPTION- VALLEY RIDGE PUD, GOQD SAMARITAN CENTER
STREET # I
NAME- i PLENGTH- 1264.00 FT. WIaTH- 10.00 FT.
~ STATTQN = 0.00 ENDING STATIQN = 1264.00
ONE SIUE ONLF PwlaTH= 15.00 EWIDTH= 5.00 QWTDTH= 0.00
TERM # 1 ; CHOPPED
TERM ~ 2 : CHQPPED
ITEM MEASUREMENT QTlANTITY
--------------------------------------------------e_-_,-r-------------------
SLFRFACE AREA- 12640. 00 S. F.
RvAOWAY EXCAVATION 0.75 FT. 351.1 C.Y.
CRiJSHED iURFACI NG T[]F C[][IRS E 0.5$ FT. 273.1 C. Y.
CRUSHED STJRFACI1dG BASE COURSE 0.00 FT. 0.0 C . Y.
ASPHALT CONCFtETE' 0.17 FT. 160.0 T8N8
CURB TYPE A EXTSTI1dG 0.00 F'T. PRD]PO5EL7 1264.0 FT.
STREET # 2
NAME- , ~Ii, LENGTII-i- 396.00 FT. WI➢~TH- 34.00
BEGT G STAfiI~uN = 0.00 ENbING 5TATIUN = 396.00
TERM 1 : CHDPPED
TERM ~ 2 : CHQPPED
ITEM MEASUREMENT QUANTITY
--------------r_a---_-_-__-_------------------------------------------------
S[]RFACE AREA- 13464.00 S. F.
ROADWAY EXCAVAT IvN 0.75 FT. 374.0 C. Y.
CRT,35HE0 SIJRFACTNG 'I`[3P C[3LIRS E 0.58 FT. 290.9 C. Y.
CRUSHEm SURFACI1+1G BASE COURSE 0.00 FT. 0.0 C. Y.
ASPHAIyT CONCRETE , 0.17 FT. 170.4 TONS
Cd]RB TYPE A £XIS'.f'ING 0.00 FT. PROPVSEi? 792 . 0 FT.
STREET # 3
I+iAME- F~1 • ~i~EI LENGTH- 569.00 FT. WI QTH- 34.00 FT.
SEGINNTNG STATION = 0.00 ENDING STATTVN = 569.00
IN~ER ~ 1 T INCLUDED IS'W'IDTEi = 34.00 5K = 0.00 RAD = 30.00
TER.M ~ 1 : CIinPAED
TERM # 2 ; ~HOPPED
ITEM MEAS[]REMENT Q[JANTITY
5t]RFACE ARF,A- 20752.28 S. F.
RflAI3WAY EXCAVATION 0.75 FT. 576.5 C. Y.
CRUSHED SURFACING Tf7P COURSE 0.58 FT. 448,4 G.Y.
CRUSHED SI7RFACING HASE COURSE 0.00 FT. 0.0 C. Y.
ASPHAL'I' CaNCRETE 0.17 FT. 262.6 T(7AfiS
CL1RB TYPE ,A EXISTZNG 0.00 FT. PROPU5EP7 1138.2 FT.
STREET # 4
NAME- ~ENT~H/ J'ER%S LENGTH- 1083.00 FT. WIDTH- 3
- BEGINNING STATION = 263.00 ENDING STATION = 1346.00
INTER # 1 T INCLUDED ISWIDTH = 34.00 SK = 0.00 RAD = 30.00
INTER # 2 T INCLUDED ISWIDTH = 34.00 SK = 0.00 RAD = 30.00
INTER # 3 T INCLUDED ISWIDTH = 34.00 SK = 0.00 RAD = 30.00
TERM # 1 : CHOPPED
TERM # 2 : CHOPPED
ITEM MEASUREMENT QUANTITY
SURFACE AREA- 41040.85 S.F.
ROADWAY EXCAVATION 0.75 FT. 1140.0 C.Y.
CRUSHED SURFACING TOP COURSE 0.58 FT., 886.7 C.Y.
CRUSHED SURFACING BASE COURSE 0.00 FT. 0.0 C.Y.
ASPHALT CONCRETE 0.17 FT. 519.3 TONS
CURB TYPE A EXISTING 0.00 FT. PROPOSED 2166.7 FT.
TOTALS '
ROADWAY EXCAVATION 2441.6 C.Y.
CRUSHED SURFACING TOP COURSE 1899.0 C.Y.
CRUSHED SURFACING BASE COURSE 0.0 C.Y.
ASPHALT CONCRETE 1112.3 TONS
CURB TYPE A
~ ~ ~ - Pa*_-rr o..[ of: SiC4jp+CAj, p~d~►041A MYl-rSe
. ,
~ ~~~Z~~~ - , - - -
~ Tc:T~.[.. ~►•~-~"~Ot s~eTta.J vo+~u"LF~a+h Ti~~~aFrc.. gre~tr~!• 14G4 -
-
~ - S'~- ~3u~~'d. iD•Z~, ~re~e~~~►~~~r = ' u''►xp ''e~'c~ -Z~ -
_ . _ . , _ . , ~ +~G7~r~E►ra~E•,lr Ge,.~~w~r~
~
570 CA,4lh kSF -LI12.
Oj
..,rG! ~ ~ -
- ~ - - - - - - - , - , . . ZS~ - • - ~ - ~ - - I - -
- "L -r-~, - ~ - ~ • - -
_ ; - . ~ ¢ r►~'r~r~s~C~ro~ ~o:e.u.~►,~ ~ ~ 1.? ~ -
~
~ PAftrrctPA-r.aar aiC 0ara, 5•a»t =~13?, 177.
- , - - ~ • ~ - - - - - - ~
, , .
~ ~ ~ . - ~
- - - - , ~ ~ . - - -
. ! '
- ~ - + ~ - - r - - - • - : - - - ~
~ - - - - ~ - r ~ - - - - - _ _ ~
-
-The-FF~~er-SeEtiCiA-airea-and--a&?pFf3ac;h-area5-wheFf'.- VehlGlE~~toFe--1fhFhIlE:-WaItEF3g4o-G'H~~r4h£
iRte fsec-bVri--s4aal-k4ave a-maxifnum-gFade-of--tw"eFGen~fs-alpp4ses-tv-~th-ar-Eer-ia~-and
aGs--cs mads.
The raad avoroach area is r►vhere vehic1es store wh€le waitina to enter an interseetion, and
shall be desiqned with a nearlv flat qrade. Far nub1ic ar priuate roads, the road appraach
area at a stno cantrol intersection (e.a. stap sian, vie1d sipn, or traffic sipnal) shall haae a
grade of 1.0 Dercent wherever DractscaF, but nv areater than 2.0 oercent. The minimum,
lenci#h of the raad aDvroach area, measrared fram the edqe of curb face, or traveled way
where curbs are nat present, is to be in accardance with Tabse 3.04. For anv rvads vther
#han Cvllector Arterials, such as Minor and Princioal ►4rterials, and for anv conditirans not
listed in Table 3.04, a traffic anal►rsis to determine the road aQVroach Iena.th is required.
Averaqe DailY Traffic Minimurti Road AQproach Len_c~
(ADT) of Higher (af 1.0°lo Recammended Grade. 2.0% Maximum
PrivritV Raad Gra~e).
Lacal Access Streets & Collect$r Arteraals
Peivate Roads ~
ADT < 5,000 50 ft. 75 ft.
5,000 C ADT ~?,040 i 75 ft. I 100 ft.
~ 7,000 eADT < 9,000 ~ 75 ft. ~ anafysis required
Notes: [1] Usina a threshold of 70 ❑eak hr feft turns
(2) CJsinq a threshold of 11 a❑eak hr Eef# turns
Table 3.04 3.05 BORDER EASEMENTS
Qn curbed roads, with separated sidewalks, baTder easements shall be granted to
Spakane Gaunty and shalB be described in the piat dedication. Svrder easernents shall
inc9ude ffie area fram 4he right-af-way 1Ene ta the bac'k of sidewalk and snal{ run the to#al
Iength of the road on bath sides. Sadewalks;-&' , d landsSap' ILI "ar-def
ease~~~~shaLkbe4na€nta+ned4y4ae-abutfing-pfape"wReFThe abrattina_prvverhi
Qwner shall mainta9n sidewalks, driaewavs, and Iandscaoina within the border easements.
Drainage inlets, grates, pipes, and drywells used for disposa9 0# pub6ic rDad drainage will
be maintained by Spokane Cvunty. Fences shall nvt be constructed inside the easement.
The barder easement area shall be kept cEear ❑f other objects #hat would obstruct a
driver's ►riew. The sidewalk shail be open for use of pedestraan traffic at a11 times. fihe
easement shall be avaiiable far use by utility campanies.
~
November 1997
S P C? -E-, 4, 11~r E G C) LI 1-,T T'Y
DIVISIQN t]F E>lGINFEAIAiG RAID PtOAC75 + A D1V[SIC1N dF THE $'L]SLIC W@RfCS DEPART➢v4ENT
William A. ]ahns, P.E., Caunty Enguteer Dennis M. 5cott. P.E., LlirectQr
June 1, 1998
33arin Maare, E.x. C'.
Taylar Engineering
106 W Missian Avenue, 5uite 206
Spakane, WA 99201
Re Comrnents 2 f❑r `Jalley Ridge PUD, P-1803
Dear ivlt-. 1VEQOt-e,
The following canunents must be addressed pr'sor tv approval of the road and drairaage
ppans for this plat:
1 As a conditivn of the design deuiatian fcrr the eVaporativn pQnd, 6' fencing was
required araund the pond. The Gounty's position on this requirement is curren[ly
under reconsideratian At this paint, you cari either show the fencing on the plans,
ar yau may write a nate to Silt 7ahns, County Engineer, requesting deletion of the
requirernent. Included in t1te request must be a justification far the deletion, and a
statement that •
a) de1etion wi11 nvt jeapardize the healt'h, safety, ❑r we1fare of the pubiic
b) the state of the practice does nat require constructivn of the fencing _
2 The Caunty wiU await payrnent afthe $2,250 tra.#fic signal assessnnent ansi the twa
rvad bonds.
Please call if yflra haVe questians
SincerelyP
~
Dvug Busko, P E
Plans Review Engineer
c 7in7 &3i`oppers, Good Samantssn
1026 W 8raadway Ave ' Spo'lcane. WA 99260-0170 •(509) 458-3600 FAX (509) 324-3478 TL7D- (509) 324-3I66
i~
` A RECE■ Y ED
1
[j~e
' iZ~G 3 1 / {YV/~/~M
~ F C7 I--_ Ak N1F_ C] L7 T Y
- - - ENGlNEER
BUILDIi+fC AN3] PLANN[TVC • A DIVLSION qF TPiE P[]BtIC WZ3RK5 DEPARTMENF
JAM£.5 L. MANSO[V. C.B Q. I]dREC'FOR C]EN7VI5 M. SCOTI', n.E..I7[RECi'£7R
MEMaRAhiDLTM
DATE: August 31, 1998
T(7• 5p~k~e~.~c~unt~y=~ivis~ian~of,En~i~riH~~a~p
- 5aiid7W%7mb'R)11 -
5pok~ne Caunty Division of LTtilities; Jim Red
5pokane Caunty 5tcsrmwater Util.xty, Brenda Sirns
5pokane Caunty I]avisxan of Building & Planning; Jeff Forry
S~okane Re~ional Health I]istrict; Steve Hvlderby -
Fire Protectzon District No. 1
Vera Txrigation Distz-ict
WA State Department flf Ecology; I]ennzs Beach -
FRC7M: Francine Shaw, Senior Planner ~
SUSJECT: Praposed Final Plat of PE-1803-96IZE-46-961PUDE-5-96; Valley Ridge
Enclosed find ca ies of the abQVe-referertced revised final plat and F'LID ma s. These
revised maps repface the maps circtt~lated to yQUr o~Fice on Aprzl 9, 1998. P~ease note
the following revisions: rernoval af identificatian numbers in frant a€ easement
discIosures, additional dedication language regarding maintenance of private roads and
common open s ace, dedication Ianguage protecting wetlan~. bufFers ~d geahazarc~vus
areas, signarure ~lock for the County Cammissioners, AL1dILoI''S 1'eCordIIIg bIiQCIf,
aadresses, revised lot and black nurnbers, revised rear yard setbacks for Lots 17
thraugh 19, identification of pavrng materiaF for the pedestriara ~cvalk-way and nntes
ir~dic~.ting location vf rDOf-top mec~tanical equipmene and underground utnlities,
Please review and fprward any comments to me 6y September 15, 1998. If you have
any questivns you rnay contact me at 477-3675, Extensfon 218.
wc
Enclnsure
c: Spakane Valley Good Samaritan, 17121 E. 8`k Ave., Greenaneres, WA 99016
Frank Ide, Taylor Engineering, 106 W. Mission Ave., Spakane, WA 99201
" 1026 WEST SRC7rIDWAY AVENUE ` SMKANE, WASHINGrorv 99260
PHOrrE {509} 455-3675 • FAx (509) 4544703
TDD- (509) 324-3166
CITY QF SPOKANE VALLEI(
RECC]RDS INVENTC]RY
SUBMITfING DEPARTMENT. CommunitV Devel❑Dment - DeveCoDment Enaineedna
BC3X # RECQRO SERIES P 1 S FiETENTION SCHEDLlLED ❑AN
(xc-yyy-zza) [TitlelCantentsll'ear) [Primary ar (Years) ❑ESTRUCTIQN (Disposition Rutharity
5econdary) {Oate to Destroy}
03-058-083 Subd€visivns: PE-180O Orainage files, P Permanent DND G550-11-11
PE-1801, PE-1803, PE-1803A
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PREPARED BY: REVIEVYEO AN[3 APPRUVED:
Patty Romero x1210 4128109 5104l2009
Emplayee Name Phane # Date City Clerk 1 City Recards Dffrcer Date
DistributiDn:
City Cferk ! City Records afficer (original)
Submittfng C?epartment file (copy)
Storage hox (oopy)
C:1L7ocuments and SetYing5lhmorrialL.QCa1 SettingsiTemparary Internet Fi4es10LIC9C1109-058-083 (2).dac
~ 05l27/98 THU 11:52 F3-1 First Amerieaa Titie wi DOi
~
AE. Valfey Gaoci 5aanaritan INDaRSEMENT
Attached tv Palicy No.
Order Na' 725435-JL
6ssued hy .
FYrst Americcrn 7'iale 1►rstrrarace +CompaPl),
The Company hereby assures the Assured thal. subsequerit te the date of the Guarantes issued under the
abave number, no matters are shown by the pUbIIC FECOfdS WI11Ch WC3iJ3d affecT the assurances in said
Guarantee other than Ihe follnw"sng:
1. Faragraph No. 5 has ngw been deieted-
The tatal Eiahility of the Campany under said Guarantee and under this I ndarsement thereta shaf l not exceed.
in the aggregate, the amount stated in said Guarantee.
This Gndvrsement is made a part oE said Cuarantee artd is subjeet ta ihe exclusions from eesverage, the lirrkits
vf liability and the ather prvvisions caf the Canditioris and 5tipulations therein, except as modi€iecf by the
provisions hereof,
DaIQd' AUgL45t 24, 3998 at $:(?Q a.m ,
RECEIVED
SPDKANE COUNTY
~ . M i.lU 2$ 1998
DIvisIvN OF aUiLDlNG Arva PLANrrING
Bv.
First American Title I7T.5iLT'c31'LCE Compan]'
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A5.4IS7ANT SECRFTA4Y s`'=• ~.y ( j ~ ~ ~ ~f, .e,7
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~~"•0r'ro:~.a*~-`'~ *9~ r[!'St ATII,P.I'ILLIT2 ILILP. ~+A}p8JlS k I I
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F1RST AMERlGAN T1TLE INSUR'ANCE CC3MF'ANY
J ' EAST 40 TF3ENT AVENUE
i5P❑tGANF, WASNINGT(?N 99202
' {509} 456-0550
AIRECF LINE FOR ]C1N LYNCH 83$-7515
SEC;Of+ED AME[rIOED SlJBD1VISPON ['aUARAIVTEE
I
OROER NO.: 125435-lL ~ PROPOSED PLAT:
LIABILITY: $1,000.00
FEE: $150.00
, -
TAX: $12.15
FIRST AMERlCAN TI7LE iIVSURANGE COMPANY, a California crarporation, herein called the
Care-ipany, SUB,lEC`d"TC37HE L1ABlLI71' EtCLUSIONS ANE7 L]MPTATfDNS 5ET FDFiTH BEf.OW AN[] _
lN SCHEDuLE A.
- GIJARANTEES _
, TAYLCJR ENGiNEER{NG
herein ealled the Assured, against actual loss nrat exeeeding the liability amvunt stated above which the Assured shall
susiain by reason of any incarrectness in Ehe assuranees set iorth in Schedufe A.
LfABlLlTY EXGLUSfaNS AND LIMITAFIQNS
1. No guarantee is given rroa liability assumed wfth respect to the valfdity, legal et#ect pr priority af any matter
shown herein.
2. 7he Cvmpany's liability hereunder shall be limited io the amaunt ❑f ac#ual Iflss sustained by the Assured
because of reliance upvn the assurance herein set forth, bui in nq eveni shafl the Cvrnpany's liability exceed
the liability arnount set forth aboVe -
3 'Fhis guarantee is restricted to ihe use af the Rssured for the purpose of providing tiile evidence as may be
required when subdividing larsd pursuant to the prQvisions of Chapter 58 17, R.C W, and the local regulations
and ardinances advpted pursuanF to said statuie It is rrnt to be used as a basis far clvsing any iransaciinn
ai#ecting title to said praperry.
RECEIV'E!3
SPGKANE GOUNTY
AuP 2 8 1998
, [31V1SION DF BUILDiN13 Ahf [3 PLANHING
8'i-
Page1 -
SEJBaIVISIQN GUARANTEE
dRQER NO.: 125435-1L
SCHEDULE A
The assurances referred ta on the face page are:
A Title Is vested in. THE EV'ANGELICAL LlJ`FHERAN GOCJD SAMABITAN 5OClEfl', A NORTH DA}CDTA
CORPC]RATION, DDING BU5lNE55 AS SPOKANE VALLEY Gd0❑ SAMARfTAN CEN7ER.
6. `Fhat according to the Company's title plant recards reiative tfl the following described real praperty
(including those records maintained and indexed by name), there are no ather documents affecting tide'to
said real property or any portipn thereaf, vther than thase shown befaw under record matters. .
The Fo[Imwing matters are excluded fram the caverage of this guarantee:
1. Llnpatented mining claims, resenratians or exceptions in paCents or in aGts authorizing the issuance thereaf.
2. Water rights, clairns or title tv water. '
3 7a3c ❑eeds to the State of Washington
4. ❑ocurraents pertaining ta mineraB estates
DESCRIPTION:
Thai partian of the East half o9 SECTION 24, TOWNSHIP 25 IVOFtTH, RANGE 44 EAST, W.M., in Spakane County,
Washington, descrihed as foflows:
BEGI IVNING at the East auarter cQmer of said Section 24; thence SouTh 000 33'24' West„ along the East fine of said
Section 24, 610,00 feet; therace Narth 890 33'41" West, 657.00 feet, to the West line of the East half of the Nartheasi
quarter of the Southeast quarter of said Section 24, thence North 00129'59" East, along said West line, 613.90 feet,
ihence Narth 00°19'1 2" East, along tha West line of the Sautheast quarter of the Southeast quarter of the Northeasi
quarter of said Section 24, 666.95 feet; thence 5outia 89 ° 15'28° East, alnng the North line of the Southea5t quarter
of the Southeast quarter v# ihe Northeasi quarCer of said 5ection 24, 568.15 fieet, ta the East line o# said 5ection 24,
thence 5outh 000 1 S'23" West, afvng said East Iine 667 31 feet to THE F'06NT OF 8EGlNNING. -
Page_ 2
r, ~ #
ORpER NO.: 125435-9L
RECQRD MAITERS:
1. General taces for the year 1998 were pa3d in the amount of $1,235.41 for Tax Account NQ.
45245.9140. The assessed vaiue for 1and was $78,800.00.
Affects: This and ather property
2. Easement:
Grantee: The Washingtan Water Power Campany, a corporation, its successors and
assigzas
Pwpase: To erect, con,struct, reconstruct and rnaintain an electrical distributian line
- and appurrenances.
Recorded: April 11, 1945
Recording Na.: 650054A
V alume JPage: 517/476
A£fects: Said premises &nd vther property
3. Easement:
Grantee: The Washingtan Water Power Company, a crarporation, its successars and
asszgns
Purpose: To erect, canstruct, recvnstruct and marntain an electrical dastribution line
and appurxena-nces. Recarded: July 3, 1945
Recarding No.: 658470A
VolumelPage: 522/023
AffectS; Said premises and ather properry
Page 3
tORDER Na.: 125435-aL
4. Spokane Caunty Sevaerage Develvper Connection Agreernent and the terms and conditior,s
iherecaf:
Between: Spokane County, a paliticaY subdivisian of the State at` Washington
And: Ev. Lutheran Goad Samaritan Svcieiy dba Spokane TValley +Gaod
Sarnaritan Center
' Dated: March 17, 1987
Recvrded: llitareh 20, 1987
Recording No.: 87032[3(3315
5. Ea.sement and conditions contained therein ~.s.s ereated or disclosed in izstrument:
ReGOrded: Navember 17, 1987
Recording N[r.: 8711174213 •
For: Ingress and egress and egress and fnr utilities
Affects: Said premises a.nd other property
6. A recvrd af survey recorded on Navember 8, 1994 under Recarding No. 94110$0143, in
- Boak 62 of Surue}as, Page 87 and DeGernber 7, 1994 uneier Recording No. 94120700$3, in
Book 62, Page $7A, purporting tv show the herein described (and other) land.
7. Evidence of the authority of the officers Qf The Evartgelical Lutheran GQDd Samaritan
SoGieiy, a Narth Dakota corparation, d jb/a Spokane Valley Good Samaritan Center, a
' I.imited Liability Campany, tv execute the fvrthcarning instrument. Copies of the Certificate
of Farmativn and ihe (7Ferating Agreement should be subrnitted, tvgether with evidence of
the autharity of the officeas of The Evangelical Lutheran Good Sarnaritan Society, a North
]Jakata carporatian, d f b/a Spokane Valley Good Samaritan Center to execute the
forthcarning instrument.
Page 4
QRI]ER NO.: 725435-JL
Notice to The Public, wherein Evangelical Lutheran Good Samaritan Society hereby agrees
to jain and participate in the farmation af a county Road ImproVement E7istrict (RII)}
pursuant to RCW 36.88, at such time as a district rnay be fvrnied ❑r any rvad imprQVement ,
prvject sanctsaned by Spvkane Cvunty. T'he awners, their heirs and assigns fiurther agree _
not ta oppflse or protest any 1ega1 a-ssessments fax said Road Irnpravement District (RTIJ)
E5tabl15}.1eC1 p11r5ua11[ ti] RGW 36.88, recQrde[3 Noverrrber 17, 1997, under Recording Nv.
~16139s.
9. Drainage 17ec1aratian of Cavenant:
Executed by: The EWangelical Lutheran Gnod Samaritan Saciety
T)afied: ,Tu1y lU, 1998 -
Recorded: 3uly 13, 1998
Recording Na.: 4243125
Etfectiue date: AuguSt 24, 1998 at 8'00 A.M.
JLtrnea
-AA
First Ameracan Tatle Jizsuran.ce Company
~ 3: Am'~~
BY PaESioEN7
? )cFii~dfk :1 : ~
;+i. • • • , . , ' ~ v
ASSI5TANT SECRETARY
Page 5
x
~L A M Fi.rst Ameri+can Tatie C't- . izpan of 5pc~kane
East 40 ~"r'ent Aven~te, Spnkcine, Wns~iregtorc
(509) 456-0550 FAX (509] 747-2761
07
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W E
S
VDLCIME PAGE SECTION TOWNSHIP RANGE
This sketch is fumished as a courtesy only by First Arnerican Tit1e Insurance Company and is NOT a part af any trtle commitment ar policy
af title insurance This sketch is furnished solefy tar the purpose af assisting in locating She premises and does not purport ifl show all
highways, raads or easements affeCting the property. Nv rehance shouid 6e pfaced upvn this skeich fvr tha focation or dimensians of
the property and no liabiiity is assumed for the cocrectness thereof.
' S• :T _
llw
v raylor Engmeermg, Inc. ~lanrdng Principals:
Jllne 4, 1 99 _ _ . ---•°5; Perry M. TAylnr, PE
SrQnlev R Srzr[irsg
~ R F a~ MarkA Aroirson, PE
[
Davrd C Larsen, PE
Mr. $i11 Johns, F.E. R ~ ~ 1998
Spakane Cvunty Public Warks ~ `~~at~S:
~ Scofr M Suach, PE
Division af Engineering and Roads 5pOKANE GCtiI, M Frrenk R Icte, AsrA
Spokane, WA 99250
' Chie$ Financial OHicer:
E[twtn Cr WggrtiItl
RE: F-1$03, Valley Ridge PUD, Good Samaritan SoCiety
I)ear Mr. 7vhns,
TY115 2eCteT 15 PeSpCYI]Se t0 DpLIg BtdSk(7's engineering review "Comment Letcer 2" dated June 1,
1998, regartiing drainage pond fencing. In confornance with Mr. Buska's Comment Letter 1
issued Agrit 27, 1998, we have shvwn a 6' chain link fence on our design plans around the
evapvrative pvnd an thfls site. Hvwever, as discussed in our return letter to Spvkane CountJ
dated May 26, 1998, our client is very displeased amout ttus conditian and requests that it be
deleted from Spokane Cvunty's requirements.
It is the desire af the {Gaod Samaritan Society ta keep the appearance ❑f this retirement
camriuniry as peaceftul and nalural as possible. This develvpment is totally contained on
private properry. Chzr evapvrative pond callects nznvff fram private progerty and disposes af
this runoff on-site. Therefore, it is vur client's vpinion that Spokane County has no
responsibility vr liability with this pond.
The deletion af this fence wiil nat jeapardize the health, safety, or welfare of the public. In
addition, common engineering practice does not warranC a 6" chain link fence be ittst.alled
around a pond that has a design depth of 1.7' and 3:1 sideslopes.
We aAyr;rate, based on Doug's lette:, }hat it is possible to waive this fence cc~ndi.ian. [Ipcn
your acceptance of this letter, we can modify oux design glans to eliminate the fence. Thank
you for your cansideration in this matter. 1'Iease cail vur ❑ffiCe if yvu would Iike to discuss
this further.
Sincerely,
/
3'AYLC)R ENGINEERING, IN.C.
Mark Aronsan, P.E.
Principal
cc:
Jun i3rogpers ~y~j~'~'
Enclosure ar
7
DLM/trt/97-W11Ohns.dDC 106 W Missian Ave • Spokarre, WA 89201-2345 •[509] 328-3374 - ~
FIUC (509) 32&8224
~ '~s ♦ ` 1~4
AAM
S P CJ ~ A N E C Q u N T Y
I71VISION OF ENGINEERING ANA R[].4D5 ■ A DIVISF4N OF THE PL.IBLIC TINQRICS DEPA2'fMENT
Walliam A. ]ahns. I'.E, Counfy Engineer Dennis M. 5cott, P E, T7irector
Aprit 27, 1998
I?arin Moore, E I T. • L~ ~'I r
Taylar Engineering
106 West Nfission Avenue
Spakarse, Washingtan 99201-2345
Re: Valley Ridge PUD, PE-1803
Rpad and Drainage Comments 1
Darin,
The folIowing comments must be addressed priar tQ acceptance of the road and drainage
plans f4r this project:
1. The fvllvwing intersectinns must he prvvided with landings The landings must be
a minimum of 50' in length, with grades between 0 and 2°/v.
a} Valley Ridge Lane at Terstad Lane
b) Flora Lane at 5eventh Lane
c} Terstad Lane at its intersection with the priVate drive alignment
2. Az maintenance access must be provided t❑ the evaparatian pond in Basin D2. The
aceess must be at least 12' wide, be topped with 5" vfgravel, and haVe a maximum
grade of 20°/a.
3. , ' , , o u t e surXs~ ~ct y a c ai~'in~~nc~, ~►rith a ate fv
ac~es .
4. The assessrnent for the traffic signal at Tschirley and Sprague is $2,254 00 This
fee must be paid prior to finalization of the p1at.
5. Financial sureties rnust be posted far the inspectian and cons#ruction of the priVate
roads in this plat. The amount afthe inspectian surety is $13,300. This surety
must be posted prior to acceptance of ttte plans The amount of the canstructian
surety is $133,100. It must be pasted priar ta finaliz.ation of the pPat.
1026 W. 8roadway Ave • 5pokane, WA 99260-0I70 •(509) 456-3600 FAX (509) 324-347$ TDD. (504} 324-3166
~ Please calt me if you have any questians regarding these requirements.
Sincerely,
Spakane Gounty Enginee:rs
Doug Busko, P E.
Pians Review Engineer
c. ]ohn Drappers, ~'itsad Samantan
PE-1803 File '
J ' - r
c~
S F C] -P-- 1-, N E L7 N T -y-
DIV15iDN OF ENGINEERING AND RDA135 r A DIV1SiflN OF THH PUBLIC WORKS dEPAR7MEhfT
William A. Fohns, P E, County Engineer ❑ennrs M. 9catt, P E,Directar
June 1, 1998 COP
Darin Moare, E.I.T.
Taylor Engineering
146 W Missian Avenue, 5uite 206
SpQkane, WA 992(] 1
Re: Camments 2 for Vailey Ridge ALTD, P-1803
Dear Mr. Moore,
The following camments must be addressed priar to appravat af the road and drainage
plans for this plat.
1 As acanditian af the design deviation for the evaporation pond, 6' fencing was
required around the pond. The County's pasitian an this requirement is currently
under reconsideration. At this paint, yau can either show the fencing an the plans,
or you may write a note to BiIZ lohns, Caunty Engineer, requesting detetivn ❑f the
requirernent. Included in the request must he a justification for the deletian, and a
statement that
a} deletian will not jeapardize the heaIth, safety, vr welfare of the public
b) the state af the practice does not require constructivn af the fencing
Z, The County vvill avvait payment of the $2,250 traffic signal assessment and the two
road bonds.
Flease call if you haVe questions.
Sincerely,
t~
Uaug Susko, P E
pians ReView Engineer
e .Fun Qroppers, Good Samantan
1026 W Sroadway Ave • 5pakane, 4VA 99260-0170 1 {509} 456-3600 FA?t {509} 324-3478 T'DI7 (509) 324-3156
~ • •
MEMORANUUM
TAYLQR ENGINNEEkING, INC.
~ r W 1061►rIISSION AVE., SUITE 206
SPOKANE WASHTNCrT4N, 99201
Phane: (509) 328-3371 Fax: (509)328-8224 a
Date- 5125198
TCI: T]aug Buska
5pokane Caunty Public Works T]ept., Divisian of Engineering and Roads
FROM: Darin Maore
RE: Valley Ridge P.U D Resubmittal
_ Doug,--- -
Attached are the revised plans for the Valley Ridge P U.D We have incarporated the carrments from your first
review and the design deviation conditivns, bath dated April 27, 1998.
1, Each intersection listed in the review letter has been revised to pravide a 50' landing wifh a maximum 2°/0
grade,
2. A 12' wide, 6" thick gravel access road has been provided ta the evaporatian pand with a maximum grade of
. nt1y ~n e prcacess❑f awarding this job to a local cantrac#vr. For the sake of continuing t e apprQVai pracess, we have shvwn a 6' chain link fence around the evaporative pand. Hawever, aur client
strang1y ot~jeGts tv tfvs requirement. Clur client pians ta continue t4 protest #his requirement in hopes •
that it wiil be r~ai~ed pric~r to the cvmpletion of canstructi❑n. Much effart has been gir~en ta the laynut
and plan~ng af ~nis prvject in an effart to rnaintain its natural aesthetics. C]ur client also feels that sinGe this
pvnd is lc~cated ir~ an isvlated area, ❑n private prvperty, that the county has nv liability for this pvnd By
design, this pond will never have more than 1 7' of standing water. C]ur client feels that the risks of building
such a pond in this type of cammunity dQ not warrant the expense of installing this fence nar daes it warrant
ruinin the na-turi c f th
. e a,od o' y a s tr c ignal assessment fee ❑f $2,250 and is worKin i h
theit- caaperate affice regarding payment
S The Goad Samaritan Society acknawledges that Spakane Caunty is requiring an inspectian bvnd of $13,300
and a canstruction bond of $133,1[}0. They are currently reviewing bQnding aptians
Please review these plans far confarmance with Spokane County Standards. TayIor Engineering will be
performing the construction inspection duties and repartkng progress to your office ance constructian is
underway. Ifyou have any questinns or concerns, please call,
Thank You,
~ ~
I]arin L. Mvore
CC, 3im I?roppers
~ ..1/
Taylflr Engmeering, Inc ~xWA'I'ER SALANCE
W. 106 Missian AVe 100 YEAR RETi3RN FREQUENCI'
Spokane, WA. 94201 Q (YERTIGAL SIDESLOPE NIETHDD)
Prnject, PRa.TECT X Date : 2118198
Basin: On-Site Designed: DLM
Month. Dec.-]an. N4v,Mar. Apr.-CJct.
Goninb Area * (st): GN
Canditian, (Winier) {AMC TiT) (AMC IT)
100 Yr Uoluitae (c#):
Pontd Area (st). ~ 534600 ~ Lengch a Width =
Siie Precip. Factar. ~ 1.11 ~ Spakane = 18.00 vs. Site = •
cLrniATOLOGIcaL MOrrrHLY PorrD voLv1%4E INrnu•r MOrrrHr..Y Parm ouTPUT MONTH DATA (inAma) fcf7 (g)*** (cf)
PRECTf' EVAP** PRECIP EVAP INFT.C1W**** 100YR.***** Ya Y VOL.
(rec. mean (noririal (over (aver (aver (oVer (initial (final (in
x factar) x 71°/a) pond} pond) contnb. Area) contrih Area) dep#h} depih) pond]
October 1.34 1 83 598 95 815.27 0 02 004 0.00 0.00 0.0[}
November 2.28 065 1414.75 289.58 729.58 0.00 a.00 4.27 1454.76
Deoember 2.46 0 36 1093.95 16038 1896.27 1742.00 0.27 113 6026.60
Ianuary 2.28 0,43 1014.75 191.57 1726.98 000 1 13 1.60 8576.76
Fetrniary 1.73 0.79 772.20 351 45 1214.95 000 1 50 1.91 10211.97
March I.52 1.60 678.15 712 80 292.96 0.0[] 1.91 1.96 10470.28
April 1.22 2.87 544.50 1278.59 1,85 0.00 1.95 1.82 9738.06
M-ay 1.51 4.45 673.20 1986.93 4.56 0.00 1.82 1.58 8428.89
June 1.41 5 55 628.65 2472.53 0.89 0.60 1.58 1.23 658590
Iu1y 063 7 57 282.15 3372.44 81.10 0.410 123 067 357671
AuguSl 068 b 13 341.95 273092 70.60 0.00 0.67 0.23 1218 34
September 0.9(] 3 81 400.95 1697 36 29.75 0.00 013 000 4,00-.
e°I'h /i'r//~`'~I1'~] CfT/Fi~'f ~il b•7~J
* Cantributing Area does not include pond area
EvaporaTian data represents 71% of recorded
***lro = Depth af water in pond at end of previous month, measured iram pond floor
Y= I7eptfi nf water in pond at end of current manth, measwed fram pond floor
Assuxne Ya = 0 ari September 30Ch (pond is ciry)
See page 3-2 of ihe G5M for S and Q equations.
Valume of stormwater generated fxom
lUa Yr. sto.nm azided ta month of December
U
~
~r ODW -
1 ~ 4~ `~o~ J~~~~' I~a►*Fi {~Y~a
~
Taylor Engineenng, Inc. wATER sALAvCE
W. 106 Niission Ave, li1Q YEAR RETURN FREQUENCY
Spokane, WA. 99201 {VERTICAL 5IDESLUPE NIETHDD}
Project: PR4?,TECT X Date : 2lI8148
SaSin- On-Siie Designed. DLM
precib Znflow Calculations
Se.e GSM page 3-2
NIONTH ~ S ~ Q {in.} ,
• Qctoher 5 67 0,00
November 2 50 0.74
Deceanber 4.53 192
7anuary 0,53 175
Febnaary 0.53 1 23
March 2 90 0 30
Apnl 6.67 000
May 6.67 0.00
June 6.67 0.00
]uly 6.67 0.08
August 6.57 0.07
September 6.67 0.03
5=(1000ICN)-10
Q=4(p-0-25)^2~/(P-+O 85)
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~ fAILS 1[ MOM7NLT NLAM/ 0/ ■STINATRD "lAN [IA►OIIAfION' COM►UttD /lON MLT[OROLOCICAL ~
MRAlOII44611TD UO[NO L/ORN OF fi1K Ft11nAM QnUATIOM•
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Motfa1L Iro0 W 6171 2.05 2.31 3.% 3.16 6.90 1.52 7.41 4.41 f.l• 3.70 2.77 2.20 77.I9 19.07 74.21 1/99 12110
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, • flt@t Itrw ot f494 In tV tdl• far •@eh statlw 1• eeon erqorsNoa t• taelwml eatowA Iln• 1• tLe nr.►sr o( 764r• o/ Neor-A p+r rntM end th1r4 Ilnw t• the ew[l1tLent .
Clta tt lelaNa► !n parunt (ca.pvcod only rf~ tMn {r• 10 yun •r ~or• of neorl •uelnx 1176-1970).
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Eneffieerm*-ya inc. rayior . Civfl D
AWA
esign and Land Plaruvng
Peroy M Tayfar, FE
5tanley R Sterleng
McerkA Aranson, PE.
Davut C Lrtrsen, P E
September 27, 1996
Associaces:
Scntt Nf Buseh, PE
Frank R. Ide, ASIA
Mr. 8i11 He~nmin P. E. chi~ Fl.,~r~ c~t~cer:
gs, Edw,n c wagnild
Spakane County Public Works
Division of Engineering and koatls
1026 W. Braadway Ave. •
Spokane, WA 99260
Re: Valley Ridge Prelirninary T]rainage
Dear Bill,
Atta.ched are the preliminary runoff calcuiatians, vaiume calcuLations, and the preliminary
drainage plan for the proposed Vailey Ridge site. The propased site is located south and west
of the existing Spokane Valley Good Samaritan facility, an Eaghth Avenue and Tschirley
~ Road, The Valley Fridge P.U.D. site to the vwest wiPl cansist of 28 retirement duplexes
cvvering neacly 20 acres of previously unoccupied Iand. Each lat will be approximately
11,400 square feet in size. To the sauth, tYte praject site will consist of an apartment camplex
witli two parking areas. This partion of the site cvvers appraxitnately 1 112 acres. It should
be noted that the layout ❑f this site is preliminary, and rnay be a1tered during final design. ,
The procedures as vutlined in the "Guidelines ,far Stormwater Management" (GSM) as
published by Spakane Connty Engineers were follovved. The Rational Method was used for
each basin less than 14 acres in size, while the Haestad 1vlethvds QTR-55 Cvmputer Prvgram
was used for each laasin larger than 10 acres in size. A 100-year return frequency was used
#'or the design stvrm.
The existing type "a" svtl is classified as CkC -"Cheney Very Rvcky Complex". This sail is
nat acceptabIe for use with drywells as per the GSM. The site is visually very rocky with a
t11in svil cover. The majDriky ❑f the site siopes to the south at grades varying from 4] ta
25%.
Rainfall data is in accordance with Figure 2, page 6-3 of khe GSNI. A 100 year return
frequency gave duratian's of 6.73 minutes for Basin C and 13.3 minutes for Basin D. The
resulting intensities were 4.45 inlhr for Basin C, and 3.0 infhr far Basin I] (see atfi.ached
calculativns).
.f
106 W Mission AVe • Spokane, WA 99201-2345 •(509) 328-8371 FAx (509) 328-8224
The majQriry of tlie site f]ows into an existing draw runDmg north to south. Aivng this ctraw
- are several sha11ow pands that hold runoff. Due to the near impenjious existing surface, it is J
assumed that there is very littie percolation. Currently, large stvrms pusli stormwater runaff ,f
out of these pands and into the natural drairiage path (see a[tached plan).
Feak flow and stvrage valuane calcuEations far the exis[ing and deueIoped conditions are
I11Gl11{Ied CipP ybllr IeY]eW. TI1e aLCaClled dCR611age pCaIZ SIlOWS IlOW T.he $ite Wc7s d1V1dEd tnto 5
oi7-site basins and 2 aff-site basins. As per our telephotle canversa[ion several days ago, our
vbJective 1s to shaw that tfiere is adequate rovm tv store the entire 100-year starm.
For this preliminary analvsis, the valume required to store the 100-year storm with na outlet
was calculated. iFvr final desfgn, a slorrv release outiet will be used tv drain the vvnds at the
same rate or slgwer than t[ie existing flow.~ Each pond will be designed wzth an averflaw ta
alloEV any water exiting the pond ir~ an emergency situatian to contir~ue in its vriginal path. The
goiid areas shown vn the drainage plan ~vere pIaced irr the cvmmvn are~ of t1~e site. Far
vaiume caiculations, it was assumed tliat each pand would be roughly 2 feet deep. It is
anticPpat~ed Chat the roads wilI be curbed, and that the runoff fram the roads rvill be treated ~y
«208" swales. =F s~~ co"ecvw , C_V'tA e+eJs rMo us~eo -r-46 EXT%
-ms t4'Ws' V.o Ar- i+a, f-/Wrev 104 p1as"6-'4
~
The fallowing is a basin 6reakdawn with basin areas, 100-year storm runoff rates, and storage
valume required.
BASIIN AREA EXTSTIlNG I3EVEL(]FEl3 STdRAGE
# (Ac,) R[TNOFF (c#s) RUNQFF {cfs} VC3LUME (cf) C,0~D111*)q
1 25.38 7.00 7.00 0
2 18.37 7.00 7.00 0
A 1.08 2.47 2.47 0
B 11.88 24.1 27.8 79,700
C 1.99 3.9$ 6.21 I4,500
D 5.70 8.15 11.67 40,900
E 1.42 3.4$ 3.97 9,100
~ ~ 0-ewr-c. .4 ~ Sur.4 L-ES r-a cA-Tt..~ ~
Basin I is ara off-site basin that drains a neigli'boring hillside to alow point Qn-srte. 'T'hzs basin
is large, hawever due to ground cover and leiigth of drainage patll, it is estimated ttiat only 7
cubic feet per second (cfs) of runaff is generaCed. No starage will be prvvided for the offsite
basins. The runoff reaching the svu[h edge of the site wtll be routed intv tlte existing drainage
channel. ' 7--S rr`41-3 w t+-,"- '4 *1V6"4:r nf4-yu'eh""1 ^!m w Z
~-~t4o W w Aea-c- l
Basin 2 is very similar ta Fiasin I. It also drains aneighbo~ ~isid~ a low pv'nt on-~site.
~ 4rFr~
` Basin Acvnsists of a srnall area that flows off-site. Since this area will remain undeueloped,
~
storage calculativns were nvt perfarmed.
AD
"`~]1or En~ ry' Inc.
' ~.7 Zn 117.9~ ~Aatr~E ~or.w~ ra 3~
Civil Clesign and Land Planning
106 W Mgssion Ave • Spokane, WA 99201-2345 •(509) 326-3371 . *
FAx {509} 328-8224
Basin S is a large basin that contains mast of the Vailey Ridge P. U.13. site. VVit[ain this basin,
the stormwater runoff witt fvllvw asirnilar path to the existing cvnditicrn. A centralized lovv
paint Pvcated in the common area will stvre the runvff. Any runoff exiting the pond will
averflow into its original drainage path.
Qasin C is a smaller basun, appraximate[y 2 acres in size. This basin is Farineri by a depressian
fii the northern sectioii oF ttie sitc. Starmwater Runvff will flow to a low point siinilar to ttze
. existing condxtion. A drainage ditcti will carry this runoff to a pond located witllin trie
cainmon area just to t1e 5[]11t7. A17y runoff exiting this pand wili overflow into anvther
drainage ditch, flow under the praposed road, and 6e carried tv Basin B's pand. As previvusly
mentioned, Basin E's pond has the ability ta averflow intQ the existing drainage path. "
Basiii D is a lvng, narrow basin that carries starmwater runoff the length of the site frvm the
north ta the soutli. Runaff from this basin will be intercepCed by several small pands alang its
path. T1ie runoff that reaches the south will be stored in a pond lvcated within the existing
drainage path. Again, any runoff exiting the pond will flow inta the existing drainage
pathwa}+. As can be seen on the attacl-ied drainage plati, provisivns will liave to be made ta
ensure runoff can pass between the two most svuthern I"vts. ~
,
A smali parking area will be lhe vnly additian ta Basin E. A pvnd locaced south ❑f the parking
Iat will stare the required stormwater runoff. During finaf design, this parking lot will have to
r
~ be raised or cQrripletely maved to allaw for better starrnvvater vverflow. In addition, the
possibilit~ o,~ t usi3ig tZe abaaYCianed sewage lagavn as an overflow will be explared.
Please review the attached caiculatzons and plan. We appreciate yvur timely respflnse sv that
we may proceed with the P.U.D. grocess. If ymta have any questions at cancerns, please call
myself or Darzn Maore.
5incerely, ARTAYLOR ENGINEERING, INC.
0,f/
Mark Aranson, P. E.
Principal
Enclosure ~A`NPc5 ;?-Z/p _177" 1
~
cc: EVangelical Lutheran Gvod Samaritan Society
, Dllyfljsg135-0211hemrn wrd1092596
TayloC EnginBEn'rig, i'l.C.
Civil Design and Iznd Planning
106 W fNission Ave • 5pakana, WA 99201-2345 •(509) 328-3371 FAX (509) 328-8224
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¢uick TR-55 Ver.5.46 S/N:
Exeeuted: 11:15.05 09-23-1996
~ VALLEY RIDGE
EHTSTING OFF-SITE BASxN 1
AREA X 10
RUNOFF CURVE NiTMBER DATA
Campasite Area: 1
AREA CN
- ^
SURFACE DESCRIPTION (aCres)
FAIR WQOD-GRASS COMBIPiATION 253.80 65
COMPDSITE AREA 253.84 65.0 { 65 ~
,
~
Quick TR-55 Ver.5.46 S/N:
. --=:ecuted: 11:23:25 09-23-1996 A:VR1-EX.TCT
VALLEY RIDGE
EXISTING OFF-SITE BASIN 1
Tc COMPUTATIONS FOR: 1
SHEET FLOW (Applicable to Tc only)
Segment ID lA
Surface description
Manning's roughness coeff., n 0.0000
Flow length, L(total < or = 300) ft 0.0
Two-yr 24-hr rainfall, P2 in 0.000
Land slope, s ft/ft 0.0000
0.8 .007 * (n*L) .
T = hrs 0.00 - 0.00
0.5 0.4
P2 * s
SHALLOW CONCENTRATED FLOW Segment ID 1B
Surface (paved or unpaved)? Unpaved Unpaved
Flow length, L ft 2500.0 500.0
Watercourse slope, s ft/ft 0.0560 0.1500
0.5
Avg.V = Csf *(s) ft/s 3.8181 6.2489
where: Unpaved Csf = 16.1345
, Paved Csf = 20.3282
T= L/(3600*V) hrs 0.18 + 0.04 = 0.22
CHANNEL FLOW
Segment ID
Cross Sectional Flow Area, a sq.ft 0.00- ,
Wetted perimeter, Pw ft 0.00
Hydraulic radius, r= a/Pw ft 0.000
Channel slope, s ft/ft 0.0000
Manning's roughness coeff., n 0.0000
2/3 1/2
' 1.49 * r * s
V = ft/s 0.0000
n
Flow length, L ft 0
- T= L/(3600*V) hrs 0.00 = 0.00
: •
.
TOTAI, TIME ( hrs ) 0.22
Quick TR-55 Versian: 5,46 SIN: - Page 1
Return Frequency: 100 years
j TR-55 TABULAR HYDROGRAPH METHOD
~-Type II. Distributaon
(24 hr. Duration 5tarm)
Executed: 09-23-1996 11:26:57
watershed £ile: A:VRT-EX MOF -
Hydrograph file: A:VR1-EX.HYD
VALLEY RIDGE
EXISTTNG DFF-SITE BASTN 1
AREA K 10
Ingut Parameters Used ta Compute Hydrograph <E<C
-------------------T------------_-w--------*--------
Subarea AREA CN Tc Tt Precip. Runoff Ta,P
(hrs) (hrs) (in) (in) input/used
_Descriptian __-___~acres7----------_--------------y---------w------------------
1 253.80 65.0 0.20 0.00 2.60 0.34 1.41 .41
i* Travel time fram subarea outfall tv compvsite watershed autfall pvint-
X -P 5ubarea where user specified interpolation between Ia/p tables.
Total area = 253.80 acres or 0.3966 sq.mi .
Peak discharge = 70 c£s
>»7 Computer Madificatians vf Input Parameters CCCCC
-P---r----- Input Values Rvunded Vakues Ia/p 5ubarea Tc * Tt Tc * Tt Interpvlated Ia/p
Description (hr) (hx) (hr) (hr) (Yes/Na) Messages
1----- 0. 22 4.00 0.20 0.00 Yes
* Travel time fram subarea vutfall ta composite watershed outfall p❑int.
r ;
Quick TR-55 Version: 5.46 S/N: Page 2
Return Frequency: 100 years
' TR-55 TABULAR HYDROGRAPH METHOD
' Type II. Distribution '
(24 hr. Duration Storm)
Executed: 09-23-1996 11:26:57
Watershed file: A:VR1-EX MOP
Hydrograph file: A:VR1-EX.HYD VALLEY RIDGE
EXISTING OFF-SITE BASIN 1
AREA X 10
Summary of Subarea Times to Peak Peak Discharge at Time to Peak at
Composite Outfall Composite Outfall
subarea (cfs) (hrs)
. 1 70 12.2
Composite Watershed 70 12.2
7 C~ .
Quick TR-55 Version: 5.46 S/N: Page 3
" Return Frequency: 100 years
TR-55 TABULAR HYDROGRAPH METHOD ,
l Type II. Distribution
(24 hr. Duration Storm)
Executed: 09-23-1996 11:26:57
Watershed file: A:VR1-EX MOP
Hydrograph file: A:VR1-EX.HYD
VALLEY RIDGE
. EXISTING OFF-SITE BASIN 1
AREA X 10
Composite Hydrograph Summary (cfs)
Subarea 11.0 11.3 11.6 11.9 12.0 12.1 12.2 12.3 12.4
Description hr hr hr hr hr hr hr hr hr
1 0 0 0 2 11 40 70 54 33
Total (cfs) 0 0 0 2 11 40 70 54 33
-
Subarea 12.5 12.6 12.7 12.8 13.0 13.2 13.4 13.6 13.8
Description hr hr hr ~ hr hr hr hr hr hr
1 26 21 18 16 13 12 11 10 9,
Total (cfs) 26 21 18 16 13 12 11 10 , 9
' Subarea 14.0 14.3 14.6 15.0 15.5 16.0 16.5 17.0 17.5
Description hr hr hr hr hr hr hr hr hr
1 9 8 7 7 .6 6 5 5 5
Total (cfs) 9 8 7 7 6 6 5 5 5
Subarea 18.0 19.0 20.0 22.0 26.0 ,
Description hr hr hr hr hr
] 5 4 3 3 0
-
'1'ozal ( cfs ) 5 4 3 3 0
Quick TR-55 Ver.5.46 S/N:
- Executed: 11:29:08 09-23-1996
VALLEY RIDGE
EXISTING OFF-SITE BASIN 2
AREA X 10
RUNOFF CURVE NUMBER DATA
Composite Area: 2
AREA CN
' • SURFACE DESCRIPTION (acres)
FAIR WOOD-GRASS COMBINATION 183.70 65
COMPOSITE AREA 183.70 65.0 ( 65 )
Quick TR-55 Ver.5.46 S/N:
-:ecuted: 11:46:10 09-23-1996 A:VR2-EX.TCT
" VALLEY RIDGE -
EXISTING OFF-SITE BASIN 2
Tc COMPUTATIONS FOR: 2
SHEET FLOW (Applicable to Tc only)
Segment ID 2A
Surface description
Manning's roughness coeff., n 0.0000
Flow length, L(total < or = 300) ft 0.0
Two-yr 24-hr rainfall, P2 in 0.000
Land slope, s ft/ft 0.0000
0.8 .007 * (n*L)
T = hrs 0.00 = 0.00
0.5 0.4 P2 * s
. SHALLOW CONCENTRATED FLOW •
Segment ID 2B
Surface (paved or unpaved)? Unpaved
Flow length, L ft 1550.0
Watercourse slope, s ft/ft 0.0750
0.5 Avg.V = Csf * (s) ft/s 4.4186
where: Unpaved Csf = 16.1345
Paved Csf = 20.3282 .
T= L/(3600*V) hrs 0.10 = 0.10
CHANNEL FLOW
Segment ID
Cross Sectional Flow Area, a sq.ft 0.00
Wetted perimeter, Pw ft 0.00
Hydraulic radius, r= a/Pw ft 0.000
Channel slope, s ft/ft 0.0000 '
Manning's roughness coeff., n 0.0000
2/3 1/2
1.49 * r * s
V = ft/s 0.0000
n Flow length, L ft- 0
T= L/(3600*V) hrs 0.00 = 0.00
TOTAL TIME (hrs) 0.10
Quick TR-55 Version: 5.46 S/N: Page 1
Return Frequency: 100 years
TR-55 TABULAR HYDROGRAPH METHOD ,
` Type II. Distribution
, (24 hr. Duration Storm)
Executed: 09-23-1996 11:48:27
Watershed file: A:VR2-EX MOP
Hydrograph file: A:VR2-EX.HYD
VALLEY RIDGE .
EXISTING OFF-SITE BASIN 2
AREA X 10
Input Parameters Used to Compute Hydrograph
Subarea , AREA CN Tc * Tt Precip. Runoff Ia/p
Description (acres) (hrs) (hrs) (in) (in) input/used
2 183.70 65.0 0.10 0.00 2.60 1 0.34 1.41 .41
* Travel time from subarea outfall to composite watershed outfall point.
I-- Subarea where user specified interpolation between Ia/p tables.
Total area = 183.70 acres or 0.2870 sq.mi
Peak discharge = 70 cfs ~ 7 oc.r_-5
Computer Modifications of Input Parameters
Input Values Rounded Values Ia/p ~
Subarea Tc * Tt Tc * Tt Interpolated Ia/p
Description (hr) (hr) (hr) (hr) (Yes/No) Messages
2 0.10 0.00 Yes
* Travel time from subarea outfall to composite watershed outfall point.
Tc & Tt are available in the hydrograph tables.
Quick TR-55 Version: 5.46 S/N: Page 2
Return Frequency: 100 years
TR-55 TABULAR HYDROGRAPH METHOD
- Type II. Distribution
(24 hr. Duration Storm)
Executed: 09-23-1996 11:48:27
Watershed file: A:VR2-EX MOP
Hydrograph file: A:VR2-EX.HYD
VALLEY RIDGE
' EXISTING OFF-SITE BASIN 2
AREA X 10
Summary of Subarea Times to Peak
Peak Discharge at Time to Peak at
Composite Outfall Composite Outfall
Subarea (cf s) (hrs)
2 70 12.1
Composite Watershed 70 12.1
Quick TR-55 Version: 5.46 S/N: Page 3
Return Frequency: 100 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution '
(24 hr. Duration Storm)
Executed: 09-23-1996 11:48:27
Watershed file: A:VR2-EX MOP ~
Hydrograph file: A:VR2-EX.HYD
VALLEY RIDGE
EXISTING OFF-SITE BASIN 2
. AREA X 10
Composite Hydrograph Summary (cfs)
Subarea 11.0 11.3 11.6 11.9 12.0 12.1 12.2 12.3 12.4
Description hr hr hr hr hr hr hr hr hr '
2 0 0 0 7 29 - 70 43 20 17
Total (cfs) 0 0 0 7 29 70 43 20 17 ~
-
Subarea 12.5 12.6 12.7 12.8 13.0 13.2 13.4 13.6 13.8
Description hr hr hr hr hr hr hr hr hr
2 15 13 11 10 9 8 7 7 6
Total (cfs) ~ 15 13 11 10 9" 8 7 7 6
Subarea 14.0 14.3 14.6 15.0 15.5 16.0 16.5 17.0 17.5
Description hr hr hr hr hr hr hr hr hr
2 6 5 5 5 4 4 4 4 3
Total (cfs) 6 5 5 5 4 4 4 4 3
Subarea 18.0 19.0 20.0 22.0 26.0
Description hr hr hr hr hr
2 3 3 2 2 0
-
7.-vza1 ( cfs ) 3 3 2 2 0
Taylor Engineenng, Inc. RATIONAL METHOD
W. 106 Mission Ave ' 100 YEAR RETURN FREQUENCY
Spokane, WA 99201
J
~ PROJECT VALLEY RIDGE
Date 25-Sep-96
BASIN: EXISTING BASIN A
Designed OLM
tl ' L . zos : ~ • "X {2} ` , i>2` , . .~.,K ~g~ t,~"~,i ; ~4f ~
~ n +7<
~ScxtlAkg r-ab~'.aeE !ttl46FF40VFr-.' 42A$)
ROADS 8 ASPHALT-208 REaD 0 00 0 90 000
ROOF 8 SIDEWALKS-208 NOT REQD 0 00 0 90 0 00
LANDSCAPE 0 00 0 45 0 00
ROCK W/POOR SOIL COVER 46,965 00 0 45 21,134 25
TOTALS ~ 46.96500J ~ 21,73425
TOTAL AREA (AC): 1.08 •
DEVELOPED "C" = 0.45
TIME OF CONCENTRATION (MIN <5 - RAINFALL INTENSITY (IN/HR):(i) 6.1
MAXIMUM RUNOFF RATE(CFS) (Q = CiA)
OVERALL. 2.47 C F.S.
ROADS ONLY 0.00 C.F.S ' I
, SWALE VOLUME REQUIRED:
(asphalt area x 1/7') , ' " • 4 Cl2131C FEE'Y
. , - „ . ~ Yo:. NN . `..`..L
0 Square feet @ 6" depth
0 Square feet @ 8" depth SWALE VOLUME PROVIDED. Q CUBEC F~#OF>S"FORAG£
• f.,:, . . s~- . Square feet @ 6" clepth
Square feet @ 8" depth
Perimeter of 6" deep swale ,
Perimeter of 8" deep swaie
Quick TR-55 Ver.5.46 S/N:
-Executed. 16:41:57 09-23-1996
` l
VALLEY RIDGE
EHISTING BASIN B -
AREpi X 10
RUNf}FF Ci7RVE NiFMBER DATA
Compasite Area: B
AREA CN
SURFACE DESCRIPTION (acres )
80% IMPERV-Rf]CK W/'PbOR COVER 118.80 90
)
COMPaSITE AREA -g-] 118.80 90•0 ( 90
Quick TR-55 Ver.5.46 S/N:
`--:ecuted: 10:52;44 09-23-1996 A:VRB-EX.TCT
CVALLEY RIDGE
EXISTII+EG BA5IDT B
Tc COMPiITATIONS FaR: B
SHEET FLDW (Applicable to Tc only)
Segnent IIJ B7.
Surface description
Manning's xoughness cveff., n 0.00(30
Flow length, L(totaY [ or = 300} ft 0.0
-
Twa-yr 24-hr rainfall. P2 in 0.000
T,and• slope, s ft/ft 0.0000
a.s
.007 * {n*L} '
T ~ hrs 0.00 . = 0.00
0,5 0.4
F2 * s
SHAT,LVW CaNCENTRATEI] FLQW
Segment ID B2
Surtace (paved ar unpaved)? unpaved i]ngaved
Flow length, L _ ft 700.0 500.0
Watercourse slope-, s ft/ft 0.0314 0.0080
0.5
,~vg. V= CSf * { s} ft/s 2.8590 1.4431
where. Unpaved Csf = 16.1345
PaVed Csf = 20.3282
T = L{3600*V} hr5 0.07 + 0.10 - 4.16
CHANNEL FLOW
Segment ID
Crass Sectional Flow Area, a sq.ft 0.00
Wetted perimeter, Pw • ft 0.(]0
' Hydaraulic radius, r= a/Pw ft 0.000
Channel slope, s ft/ft 0.0006
Manning's roughness coeff,, n (].4000
2/3 1/2
1,49 * r * s
p = ft/s 0.0000
n
Flow length, L ft d
T = L I (3600*V) hrs 0.00 _ 0•40
...........................................TflTALsTIME•(hrs) ...,..d.16
e
Quick TR-55 Version: 5.46 S/N: Page 1
Return Frequency: 100 years
~ TR-55 TABULAR HYDRQGRAPH METHDD
-Type I Y . Distribution
(24 hr. Duratian Stnrrn )
Executedt 09-23-1996 14:59:24
Watershed file : A: VRB-RX . MflP
Hydrograph f3..le: A:VRB-EX.HYD
VALLEY RIDGE
EXISTING BASIN B '
AREA X 10
Input Parameters Used to Compute Hydrvgraph ec<<
5ubarea AREA CN Tc Tt Precip. Runoff Ia/p
Descriptian (acres) (hrs) (hrs) (in) (in) input/used
----___--_____-------.-----T___ ~
g 118S~] 9D`____~_ 0 0.20 0.00 , 2.50 ~ 1.62 1.09 .10
* Travel time fram subarea outfall to Gomposite watershed autfall point.
I Subarea where user specified interpolation between za/p tabYes.
' Total area = 118.80 acres or 0.1855 sq.ma.
, Peak discharge = 241 cfs
Cramputer Madifications of Input Parameters e<<<<
----q------ Ynput Values Raunded Values la/p
Subarea Tc * Tt mc *Tt Interpol.ated Ia/p
I]escription { hr } ( hr ) { hr} (hr) , S Yes/Na 7 Messages
B 0.16 0.00 0.20 0.00 Na Camputed Ia/p < .1
*-Travelrtime-f~eom subarea~autfallata cnmpasite watershed outfall poin't.
, -
guick TR-55 Versivn: 5.45 S/N: Page 2
Return Frequency: 100 years
TR-55 TABULAR HYDROGRAPH METHOD
TYPe II. Distributian
(24 hr. Duration Starm)
Executed: ❑9-23-199G 10:59:24
Watershed file: A:VRS-RX MOP
Hydrograph file. A:VRB-EX.HYD
VALLEY RIDGE EXYSTING BASIN B
AREA x ia
5ummary of Subarea Times tv Peak c<<<,
Peak aischarge at Time to Peak at
Camposite Dutfall Campvsxte Outtall
subarea (cfs) {hrs} -
B 241 12.2
Composite Watershed 241 12.2
Quick TR-55 Version: 5.46 S/N: . Page 3
Return Frequency: 100 years
r~ TR-55 TABULAR HYDROGRAPH METHOD
~ Type II. Distribution
(24 hr. Duration Storm)
Executed: 09-23-1996 10:59:24
Watershed file: A:VRB-RX MOP
Hydrograph file: A:VRB-EX.HYD
VALLEY RIDGE
EXISTING BASIN B
AREA X 10
Composite Hydrograph Summary (cfs)
Subarea 11.0 11.3 11.6 11.9 12.0 12.1 12.2 12.3 12.4
Description hr hr hr hr hr hr hr hr hr
B 7 9 14 63 121 222 241 145 75
Total (cfs) 7 9 14 63 121 222 241 145 75
.
Subarea 12.5 12.6 12.7 12.8 13.0 13.2 13.4 13.6 13.8
Description hr hr hr hr hr hr hr hr hr
~B 50 38 31 26 21 18 16 15 13
Total (cfs) 50 38 31 26 21~ 18 16 15 13
Subarea 14.0 14.3 14.6 15.0 15.5 16.0 16.5 17.0 17.5
Description hr hr hr hr hr hr hr hr hr
B 12 11 10 9 8 7 6 6 6
Total (cfs) 12 11 10 9 8 7 16 6 6
Subarea 18.0 19.0 20.0 22.0 26.0
Description hr hr hr hr hr
T' 5 5 4 4 0
.
`lOLal (Cfs) 5 5 4 4 0
7aylor Engineenng, Inc RAYIONAL METHOO
W. 106 iVlission Ave 104 YEAR RETURN FREQUENCY
5pokane, WA 59201
PRO.IEGT V►4LLEY RIOGE
_ Date 23-Sep-36
BA51N. ED[ISTIIVG BASIiU C
pesigned DLNV
J2~ ::..t14)
TSfP~~Fs3L3RFt~f~s' ` • z'~~i,: ~.acG~Ali~f0t3'FABE, F&S`#~,~'',.,;.~~k~ ~ v-
RO,4[7S EASPHALT-208 REQD 000 090 000
ROQF 8 SiDEWALKS-248 NOT REOD • 0oo d~ 000
RESIDENTIRL 000 000
ROCK WIPODR SOIL C[nfER 96.5W oQ 045 36,952 00
'fOFALS ~ 98.%o 001 ~ 38.55200
TC}TAL AREA (AC) 1.99
DENELOPEQ "C"- 0.4§ , T1ME QF CaNCENFRATIC7N (MIN 6•73
{i,AINFALL INTEN51il' (INlHR) (r) 4-45
MAXIMUM RUNOFF RATE(CFS) (Q = CLA)
QUERALL 3.98 C F 5
ROA08 C1NtY 0.00 C F.S
SWALE VC]LUME REQiJ1RE❑
{asphalt area x 10}
• ,EE,•.~.`''% ` :
0 5guare feet @ 6" depthr
0 Square feet @ 8" depth
SWfhLE VOLUME PROVIDED. ";;~d,~nqB{C°FEETUF#~1AG~,,,
5quare feet C fi" depth
5quare feet g 8" depth
- Pesimeter of 6" deep swrale
Perimeter of 8" dgep swrale
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TayCor Engineenng, Irsa FZATIONAL NIETHOi3
W 106 Mission Ave 100 YEAR RETLIEiN FREGILIElVCY
Spokaste,lPVA 9M1
(
FRC]JECT VALLEY RIQGE
, Date 24-Sep-96
BA51A! EXISTlNG BA51N [7
pesigneci DLNE
~ , , , . •~.~r ,~~a~ ~sY~,
F~ESt3Ea V4k F~. ;
RC?AQS 8 ASPHALTi-208 RE[]D 15,0D0 DD 0 90 13.5ffl 00
R{]OF 8 5lOEV+fALKS-208 N07 REQD 400 coo
LANDSGAPE 000 045 0 [It1
ROCK WIPOC3R SL7iL COVER 233,085 00 045 104,888 25
Tf3TAL5 I 248,Q$5 041 519,388 25
7QTF1L AREA (AC) 6.70
DEVELOf'ED °C" = 0•48
TIME OF CONCENTRA31C7N (N{lN ] 73.3 -M
- RAINFALL EhfTEIV5ITY (INIWR) (i) 3
MMIMUM RUNOFF RATE(CFS) {Q = Ci,4}
CJVERALL 8.15 G.F,S
RDA❑5 vNLY 0.99 C F S
SWALE 11OLUME REC3l11RED ,
(asphalt area x 117) ~F`~61C~I~.~G r~T~
, . .c fx
7,250 Sqsaare feet @ 6" depth
933 5quare leet @ 8" depth
SWALE VOLUME PROVIf]ED . aT9.E1AC~~;~r~~''z°
$quare [eet Q fi" depth
-
Square feet (g 8" depth
Perimeter of 6" deep swale
Penrneter of 8" deep swale
. \
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Taylor Engineering, Inc. RATIONAL METHOD
W. 106 Mission Ave. 100 YEAR RETURN FREQUENCY
Spokane, WA. 99201
- PROJECT: VALLEY RIDGE
Date: 25-Sep-96
BASIN: EXISTING BASIN E • •
(W/OUT SEWAGE LAGOON)
Designed: DLM
` ~c~ N
k#~r {2~; r z `I~~YSE:: , (3)
TIfPE OF St1RPAtfz:r;Z , ..%s~ X'-':%WARE f00'FA0E, t.,. „424 n
ROADS 8 ASPHALT-208 REQD (EXIST RO ) 4.07000 0 90 3,66300
ROOF 8 SIDEWALKS-208 NOT REQD 0.00 0 90 000
LANpSCqpE 0 00 0 45 0 00
ROCK W/POOR SOIL COVER 57,836 00 0.45 26,026 20
TOTALS ~ 61,906001 1 29,689.20
TOTAL AREA (AC): 1.42
• DEVELOPED "C" = 0.48
TIME OF CONCENTRATION (MIN.). < 6
RAINFALL INTENSITY (IN/HR).(i) 6.1
MAXIMUM RUNOFF RATE(CFS) (Q = CiA)
OVERALL: 3.48 C.F.S
ROADS ONLY: 0.27 C.F.S •
SWALE VOLUME REQUIRED
u v` v n w.v u 1xt n t "ry ~~/a~ CC Tl~ nh~ LS•A+vwrvxt ixx +
n 54}~ ~QfiC~~~L F~ •
(asphatt area x 1/7') ` , .
. , . . . . , ...x.... „a,.... . a . ....,,w.h..
339 Square (eet @ 6" depth
253 Square feet @ 8" depth
, . ' .
SWALE VOLUME PROVIDED; 0`CEjBfC EEETOF STORAGE~~'-`~ a~ ~nza~
5quare feet @ 5' depth
Square feet @ 8" depth ,
Perimeter of 6" deep swale
Perimeter oi 8" deep swale
RC.1NOFF Ii.ATF, C.ALCULATION5 -
- ~~~LOPED CONDITIONS
. . ■ ' N - ~
A t
f . '
. i~ i • 'T.5 - . .
Quick TR-55 Ver.5.46 SrN:
- Executed: 16:24.04 09-23-1996
(J ~
VALLEY RIDGE
DEVELOPED BIIISIN B
.A.REA x 10
RUN❑FF CURVE Ni7MBER DATA
Com]pasite Area. B
AREA CN
SLTRFAGE DE5CRIPTION ( ~cres)
80% IMPERV-ROCR W/POOF. CaVER 52.20 90
STREETS 14.00 98
ROOFSE ETC. 26.3[} 9$
LANDSCAPING OVER RQCT{ 26.30 94
C❑MPDSXTE AREA 118.80 92-7 ( 93 ~
4uick TR-55 Ver.5.46 S/N:
ecuted: 16:37:44 69-23-1996 A:VRB-D.TCT
.
VALLEY RIDGE
DEVELDPED BASIN S
Tc CDMPUTATIONS FOR: a
SHEET FLQW (Applicable ta Tc anly)
Segment ID Bl
5urface descriptYOn
Manning's roughness caeff., n 0-0000
Flow length, L(tvtal < ar = 300) ft 0.0
Twa-yr 24-hr rainfall, P2 i,n 0.000
_
Land slope, s ft/ft 0.0000
0.8 .
.p07 * {n*L}
T= hrs 0.00 = 0.00
0.5 0.4
P2 * S
SHALLOW CdNCENTRATED FLaW
5egment ID B2
5urface (paved vr unpaved)? Faved ❑npaved
_ Flaw length, L ft 600.0 600.0
Watercourss slope, s ft/'ft 0.0350 0.0080
0,5
Avg.V = Gsf * (s) ft/s 3.8031 1.4431
where : T3npaved Csf = 16 . 13 45
Paved Csf = 29.3282
T= L~(3580*V) hrs 0.04 + 0.12 = 0.15
CHANNEL FLQW
Segment ID
_
Cross Sectionai Flvw Area, a sq.ft 0.00
Wetted perimeter, Pw . ft 0.00
Hydraul.ic radius, r= a/Pw ft 0.000
Channel siope, s - ft/ft 0.0000
Manning's roughness coeff., n 0.0000
2/3 1/2
1.49 * r * s
❑ = ft/s 0.0000
n "
F1ow length. L ft ' 0
T = L I (3604*V) hrs 0.00 = 0•00 ,
...........................................TaTAL•TIME•(h3r's) ......a.16
Quick TR-55 Versian: 5.45 5/N: Page 1
Return Frequency: 100 years
TR-55 TABULAR HYDRQGRAPH METHOD
Type II. Distributian
(24 hr. ouratian Storm)
Executed: ❑9-23-1995 16:48:13
Watershed file: A.VRB-D MOP
Hydragraph file: A:VRS-D.HYD
VALLEY RIDGE
DEVELOPED BASxN B
AREA X lfl
Input Parameters LTsed to Cvmputs Hydrograph <<C<
- x -
5ubarea AREA CN Tc * Tt Precip. Runvff Ia/g
Descriptian (acres) (hrs) {hrs) (in) {in} input/used
---------_-Y----------------------------_----------------------------------------
B 118.80 93.0 0.20 0.00 2.60 ~ 1.87 1.06 .10
* Travel time from suharea outfall to composite watershed outfali point.
I~- Subarea where user specified interpralation between TafQ tables.
Tatal area w].18.8a acres or 0.1855 sq.mi
, Peak di.scharge = 278 cfs ~C-F=5
a»> Campu'ter Madifications of Input Parameters 4CCCC
Input Values Rounded Values Ia/p
Subarea Tc * Tt Tc * Tt Interpolated Ia/p
Description (hr) {hr) (hr) {hx} (YesJNo) Messages
------------------------------__Y---------Y
B 0.16 0.00 0.2{] 0.00 No Computed Ia/p < .1
*lTravel-time framcsuharea autfall to camposite watershed outfall gaint.
Quick TR°55 Version. 5,46 S]N: Page 2
. Return Frequency: 140 years
~ TR°55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
{24 hr. Duratian Storm}
Executed: 09-23-1996 16.48:13
Watershed file: A:VRB-U MOP
Hydrograph file: A:VRB-D.HYD
VALLEY RIDGE
DEVELOPED BASIN B
pREA X la .
>a» Summary of Subarea Times to Peak CCCC
Peak Discharge at Time ta Peak at
Compvsite outfa11 Camposite Outfall
5ubarea (cfs) (hxs)
g 278 12.2
~
Camposite Watershed 278 12.2
5, C ~s
~ ) -
Quick TR-55 Version: 5.46 SIN: Page 3
Return Frequency: 100 years
TR-55 TASULAR HYDROGRAPH METH❑D
- Type II. Distribution
(24 hr. Duration 5torne )
Executed: 09-23-1996 16:48:13
Watershed f ile : AtVRB-D . NlDP
xydrograph file: --a A:VRB-D.HYD
VALLEY RIDGE
DEVELOPEL] BASIN B
AREA X 10
Camposite Hydrograph Summary {cfs}
Subarea 11.0 11.3 11s6 11.9 12.0 12.1 12.2 12.3 12.4
Descriptivn hr hr hr hr hr hr hr hr hr
B 8 11 16 73 140 257 278 167 87
Total (cfs) 8 11 16 73 144 257 278 157 87 '
_ -----------------------w-------------...
Subarea 12.5 12.6 12.7 12,8 13.0 13.2 13.4 13.5 13.8
Descriptian hr hr hr hr hz hr _ hr hr hr
B 58 44 35 30 24 21 19 17 15
-------sP----------------------_---
Tatal (Cf5) 58 44 35 30 24 21 19 17 15
-----------------------------T-------------
Subarea 14.0 14.3 14.5 15.6 15.5 16.0 16.5 17-0 17-5
Description hr hr hx hr hr hr hr hr hr
B , 14 12 11 10 9 8 7 ? ?
Tc~tal la 11 10 9 s 7 - 7 7
(cfsy-------- 14 -_w
Subarea 18.0 19.0 20.0 22.0 26•0
Description hr hr hr hr hr
g, 6 6 5 4 0
-
qui.d1 (cfs) 6 6 5 4 0
7aylor Engineenng,jnc. RATIONAL METi HOD '
W 106 Mission Ave. 100 YEAR REYURN FREfIIlENCY
Spokarte, 4NA 99201 '
PRDJECZ VALLEY FiIDGE
pate 23-Sep-96
SA51N DEVELOPED BA51fV C _
f]esigned ❑LNi
r ~ L '"✓f~~ ~~~iy ry.~fZt~I'~R, FF ~ A` " ~ ~
~ ~ r~ ~ F • { i
TYP.+,ll(tP~t4~ ~ ' ,;,`~'c~cz. SSttflS3iEIF6D43~`t~t`rE~~'~',~ `3~; ; ~{1~~F~47~',FF.+•.~ ~ ~E ~;i~;3~'•<.~
RC3A0.S 8 ASRHALT-208 REQiJ ~ 10.35200 090 9,316.80
RO7F 8&IQEWRLKS-208 NOT RE4D ' 38.7p4.00 - - 0 9D • 34.29360
LAtJOSCAPE 30,10400 0 45 17,14680
RCCK WIRCOR Sc71L COVER il fla 045 0=
rarats ~ e6.5sa on~ ~ 60,75720
TOTAL AFtEi4 (AC): 7.89 _
❑E1IELOPED"C" = 0.70 7iME OF CONCENTRATION {MIN }6,73 - '
RAINFALL IiVTEN59TY (INIFiR)'(i) 4.46
MAXIMUM Rl9NC?FF RATE(CFS) (Q = CiA)
OVERALL 6.21 C F.S
RLDAD5 OAIL1' 0.68 C F.5
SWALE VOLUME REQUfREQ
•'F(asphak area x 1 - -A ' u.:,.s~,~.ma... •
863 Square feet ~ f" depth
644 Square feet ~ 8" de,pth
, .
SWALE V(3L~lIsAE PROVII]E❑ „c,t• ~ ~5F~~OF ~`'TGI~IGE
~ f.. ~zo• ti..
Square feet ~ fi" depth
Square feet ~ S" degth
Perimeter af 6° deep swale
Pedmeter of 8" deep svvale
Taylar Engineering, Inc RATlO1VAL METHQfl
W 706 Missson Ave 100 YEAR FiETIJRN FREQLtEMCY
Spokane, WA 99201
.
PROJECT VALLEY R1DGE
Date 245ep-36
BASfN QEVELOPEO BA51N D
Qesigned DLM
1(4)
»'awkPAcr,h~:~' w „ . . f•'~~ta~t~ FOaTAvE
RDA[]S & A5PNALT-208 REOD 99,61600 • 090 89,65440
ROOF & S10EVNALKS208 NOT RE00 29.DOO Cp 090 215,10000
La.Nosc,aPs 22.000 00 045 9,90000
ROCK WIPCX]R SDIL GOVER 97,469 [M7 045 43,851 05
TDTAL5 ~ 748,O85 001 1 159.575 45
TQTRL AREA (AC). 6,70
❑EVELOPEf7 "C" = 0.9$
_ TIM1AE OF GONCENTRA7IC]N (MIN ) 73.3 ,
~ -
~ RAINFALL IiVTENSITY {lNiHR} {i} 3
MAXiMl1M RUlVOFF RATE{CFS} (Q = GiA)
OVERAtL: 71.67 C F.S.
ROA05 OHLY 6.56 C F 5
SWALE VOLUME REQl11RE❑ '
{
(asphalt area x 112") EgT ' ~ •
,~~r" > r ~ a •z~~• ~ ,-rs.,
8,301 Square feet @ b" depth
6,195 Square feet @ S" depth
SWALE VOLUME PRaVEQECI. ~;E~~~;
, ,,,..fF • ~
Square feet g 6" depth
Square feet @ 8° depth
Perimeter af fi" dsep swale
Perimeter nf 8" deep swale
, i
Taylar Engineenng, Inc FiATiONAL METHOG
W 106 Missiion AVe . 100 YEAR RET'111RN FREOIIEtiCY
Spok3ne, WA 99201
PROJEGT: VALLEY RIDGE
Dffie 25-Sep-96
BASIN Q@VELC]PED BASIti E ~
(vvlOOr sEwACE LAcaaw)
' Designeci DLM
3 ~ ` i;v~'fz~&
' . t; t ` , . ~ ;N~~~ ` <~~~•.~:.\< ~~~f, ,.F f ' r ~ ~ `
~'S'~ ,~~SF'~IRFACIE
RDADS & ASFFiALT-208 REOO 53,49000 090 72,141 DO
R4aF & SkDENTALKS-208 NOT REQO 000 09() 000
LAhlCYSC'.APE 000 0 45 000
ROCK WIF'QCSR 5C]IL GOVER 48.41600 0 45 21,797 20
POTiALS ~ 81,906 @0! ~ 33,928 2D
Ti f]TAL AREA {AC} 1•42
pEVELOPEO "C" = 0.65
TIME QF CQNCENTRATI[]N {WilN} <fi
RA9NFALL INTENSIiY (ITJIIiR):(i) 6•1
MAXIMiJRIV R4]EVOFF RAl'E(CF5) [Q ° CA]
OVERALL. 3.97 C.F S.
ROApS OfVLY 4.89 G.F.S "
SWALE ViC]LUME REQL]IREfJ.
(ASpf53t 'BrP.1 % 912") :<.:....;c=;.'';,,,,,.;..;;..yr.,• s~ss~.~',~~~~~"tv~'t~t"ff~..'~„ '',~~,~,•`.~,';;n` c~,,, ~l`
1,724 5quare feet ~i 6" depth
• 839 5quare feet (o 8° depth
SWALE VOL4IME PROVIOED sciF'¢l)BTG FEE'P'OF'~'TO#i~kG~~' •i~~'~°~'~,~:~~
, « ~~eca~ss~
8quare Feet @ 6" depth
5quare teet @ 8" depth
PerImeter oi fi" deep swate
Perimeter of 8° deep swra3e
- - ; STORA(5rE VOLIJAM C LC LATIC}NS -
A - - L~EVEL(3PEl] CCINDITIC3N5 ~ -
_ ■ - ?T ~ - . = ' - -
- •T ~ 7~ - ' -
^ . 3 ~ ' '
. ~ _ [ -
. " - •
• W Nai. - y
r • ~
- _ I
~i ~~~ia N. • ~ ' - . _
i` 'TAYLC]R Eld .C'.rINEERIN~'i, FNC STORAGE VdLC1ME
W. 106 MISSION A1TE CALCIITATIUN SHGET
S[.TlTE 206 &JSIi+1G 5CS TIt-55 INF[7ItMATIOlu
SPOKANE, WA 99201 • pROJECT, VALLEY RIDCsE
DATF, 24-5ep-96
TQTAL. AREA. 11 88 P+c
DESPtaNEL7. DLM STi'C1£RM E1IENT FREQ'f.3Eh1CY. 1t10 YE"
BASIN• DEVELf}PED SASIN B
SQIL TYPE (2) (3) (4)
TYPF, C1F SL1kFACE S F. CN FACTOR (2 x 3)
B- 8Q°I'o IMPERVICJUS-AOCK Wf FUOR COVER 227384 90 20464560
STREETS 60994 99 5976432
RLIt]FS. ETC. 114563 98 11227174
IANI]SCA.PING [3VER ROCK 114563 94 10310570
TaTAF.S 517494 376 47978836
COMFt]SITE CN: ga
•
£P" FAC7OR (IN) 26
"S" -POTENTIAL RETENTIQN 079 (MAXIMi IM)
P- Q 2(5). 244 1F LESS TE9AN [7R EQUAI. TC1 ZERa,
NO 1tUldDFF GENERATED
"Q" -[tiJNf7FF DEPTF[ 185 m .
VQLiIME. "R x RREly" 79744 C.F.
~
~ TAIjLOR ENC;1NEERING, rI'dC. STCaR.AGE YOLLIME
W!06 MI55[i7N AVE. CALCT.]LATIO1Y SHEET
SUITE 206 USING SC5 TR-551NFaRMATIC]N
SPQKAIdE, WA 99201 PR[3JECT, VALLE7" RIDGE
DATE° 24-5ep-46
• TUTAL AREA 194 Ae
iJESIGNED DLM 5T[)RM EVENT FFtEQL1ENCY: 10o 7rEAR
BfySIN. I]EifELOPECI BASIN C
SC}IL TYPE (2) [3) (4)
T'dF'E OF Sl7RFACE 5 F. GN FAC1°mR (2 x 3)
8U'/u IMPERVI4)U5-RCDCK W! YOOR Ca`aEi [t 0 90 0
STREETS 10352 98 1014496
ROOFS, ETC 38101 98 3734192
-
LANIl5CAPTNG f7VER RCCK 38104 90 3429360
T07'A.I..S 86550 376 9178048
Ci3MPC35ITE CIV, 94
P" FACT[3R (IN) 2 6
- "5" -F'C)TEtdTLkL RETENTI[7t! 4 58 (MA)CMUM)
1
t''- 0.2(S) , 2.48 IF LE55 THAN L7R EQilAI. Td 2ER[7.
- I+IQ RLfri1S3T"rF GEAIERATED
"Q" _RI}NOFF I}EP7'F-I : 101 in.
VC1LUME. "Q x AftEA": 14499 C.F.
'
TAYLoR ENGINEExrNG, INc. STUR1GE VOLUME
-V+f 106 MISSIC31+f AVE {CA,LCULATION SHEET
SUITE 206 41SING SCS TFt-55 INFORMFtTiC1AD
SPaKANE,WA 99201 FRL'3JECT VALLEY R1aGE
' i]ATE 24-Sep-96
_ TQTAL AR.EA 5.70 Aa.
17E5IGrIED. I7LM STaRM EVENT FFtEQLLIENCY 100 YEAR
BASIN: DEVELVPEC1 BA,STN D
$f]dL TYPE {2} (3) ;4)
TYPE (]F 5i]R.FACE 5 F CN FACTQR (2 x 3)
F3 - SO°/'o IMPER1ljOUS-ROCf€ WI POOR CC3VER 97464 90 8772210
STR.EETS 99516 18 9752368
RCrC3FS, ETC 29000 98 2942400
LflNDSCAPTNG C}VER ROCK 22000 40 1984000 .
T(7TALS 248085 375 23356578
CUMP05ITE CN- 94
P" FACTOR (IN)' 2.5
"g" -pQTENTLAL RETENTIC?N. 4 52 (MA)UMUM)
~
P _ 0_2(g), 248 IF LE55 THAN OIt EQUAL Tt} ZERL),
Nfl R9.3NC1FF f,iENERATED
^Q" -RLfNaFF DEP'i`H 198 in. ,
VC1L[]ME, "Q x AREl" 40964 C.F.
rAYLOR ENcNEERrnrc, rNc STORA►GE Vi?LUME
- w. 106 MIssiaN AVE CALCULATICIN SHEET
SLIITE 206 USING 5C5 TR-55 INFaRN[ATI0N
SPC]KAAIE, WA. 99201 PRC7]ECT VAT.LEY daIDGE
g,4TE 25-5ep-95
'COTAL AREA 1 42 Ae
IJESTGNEL? DLM STORM EVEN'I' FREQLTENCY 100 YE1R
Bt15fN DEVELIJPEL] BASIN E
SC]IL 'CYF'E (2) (3) (4)
TYFE C3F SCIRFACE S.F CN F11CTf7R (2x3)
6- SQ°/a IMPE1tV1L7U5-RS'JCK Wl POOR CC}VEFZ 48-416 JO 4357440
STREETS 13490 98 1322020
I`iL3C]F5, ETC D 4$ 0
LANQSCAPING C1VER RDCK 0 40 ' 0
TC7TALS 61906 376 5679460
CC7NfPOSITE CN 92
F" FACTOR (TN). 26
- - "5" .POTENTIA.L RETENTION, 0.90 (MA)QMUM) .
p_ p 2(g) 2 42 IF LESS TI-L4N C3R EQUAL TQ 2ERU.
NO RUN4FF GENERATEi]
"Q" -RL7N0FF I]EPTH 1 75 'sn -
Vi]LLIME, "Q x AREA" 9100 C. F.
(