28274 PE-1751 MIDILOME 1995, 05-18 Street Profile Grades
*51mpson Engine¢rs, InG.
CIVfL ENGINEERS AND LAND 5LlRVEYOFiS .
N. 909 Argvnne Raad • Spvkane, WA 99212
(509) 926-1322 • Fax: 926-1323
TO: ~~R w+rx s ~ CD, ss
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SUBJECT: LZ
DATE: Si i A 9 ~
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i iGIFFORp Gi7111SLJL'l''ANTS, Itic. E-1672-01
Geotechnical Engineers
2020 E 5pringfield • Spokane, WA 99202 ■ Telephone (509) 534-3670 ■ Fax 534-2925
Ivlarch 5, 1995
Midilame, Inc.
cla Bob Tamlinsan
Tamlins❑n-Black, Inc.
S 3124 Regal 5treet
Spokane, Washingtvn 99223
SOIL SAMPLING, LA_13ORATORY 'I'ESTI1VG A1VD ENGINEEkIN'G
RECOMMGI4;DATIa1\S F(]R ROA.D CQNS`r'R[.ICTTOItiI, MII3ILaME EAS`I` FIRST
ADUITY+DN PRDJECT
This 16tter repart surnmarizes the results of geotechnical engineering work that was _
canducted to eValuate subgrade canriitiaris at the Midilame First Addition project site.
'I'he work was coziduGted in response to plari review comments by Spokane Caunty .
which reqiiested °results vF R-value tests (ar atlier calculations) ta support tYte prppased
paveinenx sectiaazs". The wark vras autharized an February 5, 1996 by Mzdilame, Tnc.
Figui-e I 5l1owS ail approximate layaut af the proposeci Miditvnne East First Additian
praject. T13e site is PQCated sauth nf 3211d Aveiiue, between State Route 27 arid Pines
Raad in tlie Spokane ValIey. The first acldition project includes extensions to McDoiaald
Street and Woodlawn Urive, several iiew cul-de-sacs aiid several short cross streets.
T7ie 1968 USI7A Soil Canservation Seivice Spakane Cauiity Sait 5uruey shows the
surface_soil in this area mapped as Garrisaii, very graveIPy loam. T1ie sui-vey describes
this sail unit as somewhat excessively drairied gravelly or stany soils that faraiied
uiidea' grass and glacial ouiwasti maxed in the upper part witli voIcaiiic ash". It 5l1Q1'V5 tIle
soil typicalIy classifies as CM according ta the Unifsed SoiI Classification Systein. Ttie
sui,.~ey repai•ts the permeabiIity of the Garrisori sails typically ranges fram 2.5 to greater
t13an 10 inches per liour.
' Allen S. Giffard, P E
President
~
f
Midilorne, Inc. E-1672-01
clo Bob `I`amlrnson
March 5, 1996
Page 2
Ta confirm the soi1 classification of the site svils, we arranged to excavate and sample
three exglaratory test pits, located appraximately as shawn on Fig. 1. The pits were
excavated on February 27, 1996 with a Case 59(] rubber-t1red, traetor-mautzted backhae.
They ranged £xam about 4.7 to S.l, feet deep. Belvw the topsoil, whicZi typically ranged
from about d to 12 inches thick, eacti pit encauntered wliat was described as mediuan
dense, brown, s1iglitly cobbly, slightly si]ty, sandy GFtAVEL. This soil unit extended
dvwn the full dept11 ❑f xhe pits, Na ground water was encountered and very little caVing
occurred during excavatian. Mr. Craig Knapp, an engineering technician with our firna,
logged the pit.s akid recQvered repxesentative sainples xhe exposed sails. Surnmary lggs
of the test pit explorations are shown an Table 1.
Gradatian analyses (ASTM L] 422) vrere canducted an representative sample5 of soil
fram each test pit. Results pivtted an Fig. 2 shaw that the materials classrf}` as GW and
GP based on the [.JniSed Sail Glassificatian Systenz notation.
In aur apinian, the results of the test pit expiaratian and Iaboratary gz'adatioii analyses
are generally representative of the subgrade Conditions IikeIy to be encountered duripg
grading f4r the new streets and raads in the Midilame East First Addition area. It is
alsa our understanding that the new streets will primarily accommaciate local residenfial
traffac. Far this canditian, we believe it would be reasonable to design neev pavemeut
sections using the Spakane County Alternative Pavement Design (Interim) for Lacai
Access Pauement 5tructures. Th3s guide shaws that for a 200 average daily traffic count
and GP nr CzW subgrade soils, the gninimum pavement sectivn shauld consist of 2 inches
of asplzaltic concrete aver 6 inches of crushed roek surfacing.
The Midilorne praject also ancludes widening the sauth side of 32nd Avenue, a rnain
arterial, where estimated traffic counts run to over 600 vellicle per day. Based ❑n
previozis R-value testing of Garrison soils (GW-GP) from tlze Spakane Va1ley and
informatian fram the Midilome test pits, we believe it wauld be reasonable ta assume
the subgrade soils alang 32nd Avenue would probably 1iave a resilient modulus (M,J ❑f
at least 2[1,000 psi. Using this aaIue and ❑ther Spokane County recornmended pavement
design paraineters with tlie current AASHTO pavement design pracedures shows that
the 2 inches of Class A over Z inches of Class E asphait and 6 inches of crushed roek
surfAci-ng base course, proposed for the 32nd Avenue widening, will proVide an adequate
paaement section ta suppart the current and project 20-year traffic laading.
r
,
Midilame, Znc. E-1672-01
c/a Bob "Tamlinsvn
March 5, 1994
Page 3 This report was prepared for the Owner and Design Engineer £or the asphalt pavement
sur£acing far the Midilvme East First Additian project area. Tt shcauld be made availahle
to the Conti°actar for infcarmation on factual data oii1y. It should not lae used for
contractual purpases or as awarraniy of interpreted subsurface canditions. The report
was prepaz-ed in geveral accordance with currently accepfed engineet-ing praGtices ta
. se.rwe as an aid in design vf the prcrject paveme7its. IVo warranties eitlier express or
imp2ied are made.
We aPpreciate tlie ❑}aportunity fv be af service to y4u on this project. If you have any
questions, ❑r we can be of any furtlier assistance, please let us knaw.
Sincerely,
GIFFORD COitiISULTA.NTS, TNC.
183. G r~~
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~ ExPiREs 05i231ctL I
Allen B. Giffflrd, P.E.
g'resident
Encls: Figures 1 and 2
Table 1
cc: ' Sirnpson Engineers, Inc.
, .
pRAWaNG OATE Drawn 8y Cheeked By Field fiep. a.
• 32ND AVENUE
s . ~
\
TPyi
~ ~ ~ • P-2 ~ J
TP-3 a~~ I~
~
MIDlLOME EAST 1 ST ADDITION
HO SCAI.E
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TU ❑EU~~~PMENT
,
' , M1fJ9LQME EAST DEVELQPIvIENT
5pokane Washingtvn
. ~ TEST P1T LOCAT1C)N5
, .-4 LEGENa
TP-1 ~ 7EST P!'F LOCATION AN❑ Na. MARCH '199fi ~-fi672-01
MdQ7E THiS ❑R,qWIiVG ADAPTEp FRSJM GIFFf}ftD CONSUL7AHT5. INC.
5i~9P5ON EMGINEERfNG PLAN pATED SL~ GC6TECHT!]CAL ENCtNEEfiS FIGA
1-24- 96 I 207D E 5pJngiuld l-, SpeSbn. wn esan?
sq
Drawn By prwg. pate 3~T 9I CMecked Sy Fre1d Rep,
S1 EYE AHALVS 15 I HYOROMETER AHAEYSI S
512( OF OPfHCHG IH INLHES I H11MBEN OF MESFt PER IXCH Il 5 STAH[774itG I CRAIH S11E IM MM
~ e ~ ~ ~ ry tl b ry o v r~ ~ o a r o e o
m r ev ev ~ - ~n ~ ~ 4 ~ m p a c o a a o o a o
100 ~ { -I '0
~ I I k I 9 I h 4 f
4d I i--- ff" I 3 f I { YO
- S I r I- I 3
! t 1
t I ~1 I k I I 4 I I ~
Ia E TR-1 I I I i ao
~ s i
~ ! I ~ I i I I I 1 Y
ca
DE 60 I { I_ I ! I I I I I #IQ 'F
[ i ! ~ 1 I t 1~y t I {
~ --g - - - I d . k I m
w 50 r I ! ! + 150 L+-'
I o•
i ~
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d c~
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~ 0 ~ ~ 6 i i f ~ I I I I 160
1 1 1
W Y I I I TP-2 fY f f f
i I. i -1 + I
V
~ ~ 1 4 I f 4 ~ 1 I ~
LLJ ~ I f i ~ I ~ I
a. 30 ~ TP-i, t p `r
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2 ff i
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a i 1 iao
d 0 4 4 ~ b a ra N _ en _
O m fn r n d^+ - , • • • • p 4 G o 4
GRAIN $IIE IH MILLIMETERS ' ' - ' • ° ° ° ° ~ o
C4BBLE5 ~ ~OAR5E FIHE d COARSf 1 AiEnIUM ~ FIHE 1 F9NE5 ~
~ 6RAYf L ~ 5AND
- sA"Pt' ~ oErTH-rr. U.S.C. CLASSIFfCk1CaH ~w~Gr ~I Ct Pl PI
N6 Mrdalome East ❑evelapmont
TP-1 GW $rown, sandy GRAVEL 8.2 Spokane, Weshington
rp-2 G P Hrown, sl3ghtly silty, very sandy, GFiAVEL • 8.2
ti
^Tj TP-3 GP Brown, sandy GRRVEL 7,8 GRA9H 51ZE CLASSIFIGATIdH
~
~
~ Mpirch. 1'44E5 F_-t677-l11
_ GIFFC}RI7 CC3NSULTANT5, INC.
Geotechnical Englneers
.
c ~ -
E-1672-01
'fABLE 1
TP-1 Februani 27. 1996
0-0.7 FI'. Loose, dark brown, gravelly sandy SILT; moist, aiid trace of organics.
0.7-4.7 FT. Loose to medium dense, brown, slightly cobbly, slightly silty, sandy G RAVEL;
moist, occasional cobbles 8-10 inclles. -
No ground water encountered.
No caving.
Tp_2 Februari 27. 1996
0-1.0 FI'. Loose, dark brown, gravelly sandy SILT; moist, trace of organics, roots to
0.3 Ft.
1.0-5.1 FT. Medium dense, brown, slightly silty, sandy GR.AVEL; moist.
' No ground water encountered.
Slight caving.
TP-3 Februant 27, 1996
0-0.8 FT. Loose, dark brown, gravelly sandy StLT; moist, trace of organics.
0.8-4.8 FT. Medium dense to dense, brown, slightly silty, sandy GRAVCL; moist.
No ground water encountered.
No caving.
Approximately 5 inches of frost at surface.
6simps,
on Engineefs, Inc.
CIVIL ENGINEERS AND L1ANU 5[lRVEYORS
N. 909 Argonne Raad - Spokane, WA 99212 .
(509) 926-1322 • Fax. 926-1323
- - ,
TC3:
SuBJECT: o v, e
❑ATE: z 3
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AUTO INVERSE
START 1000. 00000 1000. 00000 1
RADIAL N 0 04 18.0 E
DELTA 26 47 41.0 LT
RADIUS 410. 0000
TAN 97.6558
L-ARC 191.7390
RADI AL N 26 43 23.0 W
RP 590.00032 999.48716 2
1 GHORD S 76 40 27.5 W 189.9965 956.20843 815.11900 3
TAN@PT S 63 16 37.0 W
RADIAL H 56 45 53.0 E
DELTA 11 39 04.0 LT '
RADI US 410. 0000
TAN 41.8310
L-ARC 83.3736
RADIAL N 45 06 49.0 E
RP 731.49632 472.18392 4
3 CHORD N 39 03 39.0 W 83.2300 1020.83466 762.67200 5
TAH@PT N 44 53 11.0 W
5 INV S 39 03 39.0 E 83.2300 956.20843 815.11900 3
3 INV N 76 40 27.5 E 189.9965 1000.00000 1000.00000 1
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S'TORMWATER DFAFNAG E REPOIt lT
and Etoadway Desigii
MIDILOME EA57' 15T ADDITION
March 22, 1996
Prepared by:
Simpson Ei7gneers, Inc.
Nortf1909 Argnzine Road
- Spokane, Wasliington 99211
TABLE C7F CQNTENTS
1. Draiiiage SLzrriinary RECEIVED
11. * Typical Curh inlet and Qriveway Ciit CalcUlatiolis ~24 M48
(additional calcuZatians with Basins) 2-7
Stor~~water Drainage Calculatioi~s f~ar NTidilame East l st Ad i~~ C~N
Basins A tiu'flugh T. t~4U" Z] ,~YP%
111. Attachineiits:
~ 5.G S. sails i-nap, aFid soil descciptian
gn~` * 32nd Av-enue curb grade calculatiDii sheet, and
~2kn'~~Ayve~iie ~spl~alt~Tia~pe
* Si,ght Distaiice ~ialyses alid Maps for
32nd pvenue, Woadlawn Street, Vercier Drive, and McL)onald Streex
:
Midilome East I st Additioii
~ ~a~~~~~NIsuRFAcrNG nES~~N
4d
The Spakane Caunty Alternatave Pavement Design (Interim) for Local Access Pauement Scructures was used ior
design of the roadway surfacmg
Fram the table, Lacal Access Pavernent Structures, the followinc, inf'ormataon is needed tD determine the required
5LYrfaClrig depth5
1) The type of street must be local access
2} Svil type (as classifed by the Uniied Soil Classificat'son Systern)
3 The average daily traic, ADT
Street Type• All streets within the plat are des9gnated as lacal access (residential).
Soz1 Type
The geoteehnucal engineering report shaws that sail samples were taken at 3 test pits within the plat, TP-l was
in the aicinity of Woadlawn Drive, TP-2 was in McDonald Street, and TP-3 was in 1Jercler Drive (See map of
Test Pit Lacations in geotechnical report)
Gradatian ana6yses show the soil sarnples frarn TP-1 are classifed as GW, T111-2 are c9assiEied as GP, and TP-3
are classihed as GP based on the LTnified SoiZ Classifica#ian System nQtatian. (See geratechnical repan)
Average Daiiy Tra,fFiC, ADT• ,
Woadlawn ,Driye, Vercler I]ride and McDQnald 5treet wifl each have average daily traffic caunts of iess than
200. Tn the future, these raads may he extended scauth in the next phase of development, and the ADT caunt will
probably increase ia the 200-600 range. Therefore, each of these rQads wi11 be evnstructed at 1 C}(]% build Qut fgr
the future cDnditian
`T`he remaining raads, 34th Avenue, 35th A,venue, 33cd Cvurt, Vercler Court and 34th Court, W1I1 Y3e CUt-de-5iic5
or shQrt crass streets each with average da,aly traffic caunts of less than 240
In a.ddition co the Iocal access streets within the interivr of the plat, 32nd Avenue wili border this plat on the
narfih. 32nd Awenue ;s designated as an arterial by Spokane County. 32nd Avenue has some existing pavement,
6ut the raadway witl need xo widened ta meet Spcskane Gounty standards. Based vn the type of sQii found at this
project, the geotechnical engineer feels that 2 inehes afClass A asphalt concrete pavement over ? inches of C1ass
E asphalt concrete pavement and 6 inches of crashed racl: surfacing will provide adequate surFacing far the
widening of 32nd Avenue. (See geotechnical repart)
A table af'the street nam es, design data and the roadway sur#'acing dep[hs is incEuded
r
Midiloine East 1 st Additian
SUMMARY [3F RDA,DIiVAY SURF'ACINC DEFTHS
• ST~E`I' -NtL]Iiffi"~ w>L, <,STREET TYPE•,°`SQIL'1'YPE ` : -x'` AIa T F.,p,~,,,SURkACiNG,t,.
• ~M , „ , ~ ; . , ` ~~~.~s , , , , <
v. h VVnodiawn Drive Local Access GW 200 -6Q0 2" ACP Ciass A
assumes 100°/fl build out 6" Crushed Surfacing
Vercler l]riVe Local AcGess GP 200 -G00 ACP Class A
assumes 100% build out 7" Crtished Surfacin,--
McDanald Street Local Access GP 200- GD0 2" ACA Ciass A
assumes 100% build out 7" Crushed SurFacin;
' Nth Avenue Local Access GW-GP 0-20(] 2" ACP Class A
fs" Crushed Surfacing
35th Avenue Local Access GW-GF 4-200 Z" ACF Class A
fi" Crushed Surtacin;
33rd Court Lvcak Access GW-GI' +D -?00 2" ACP Class A
6" Crushed Surfacin;
Vercler Caurt Local Access GW-GP 0-200 2" AGP C1ass A
G" Crushed Surfacinf,
34th Court Local Access GW-Gl' 0- 2Df3 2" ACP Class A
6" Ci`ushed Surfacang
32nd Avenue Arterial GW-GP 600+ 2" ACP C1ass A
2" ACP CCass E
G" Crushed Surfacingy
,
i
4OCAL ACCESS PAVEME1■ 1 STRUL.i 1 ti.1RES
AVERAGE ❑AILY TRAFFlG
5O1L T4'PE 0- 2D0 20[]-600 600*
GW 2"16" . 2"/6" 2"/6„ -
G2~~/6~~ 2ilI/'7i1 . 2eir]il
I ~ e ~
~j'i! 2YI J[]II
G~Y~ n~ 2PIr1641 2fl/r rc~
~'77F~ 211/~a411
! ~i
.Sw 241f61' 2j4R„ 2~'/711
SP ~]11/~~ L~11 2II~I4 211rr811
~
slYl 2"/°7i' Lr+~~~1p~s 3411641
!C] sc PaVeR1Ent DESIgCl
ML 344/6" ' T78~~ 4"'6„
CL PaVBfCfen1. QeSlgn
QL 411l711 51117nir 5a1/G,7pii
MH Pavament ❑esign
❑H Pavement aesign
PT I Pavement ❑esign
1) Sail type is classified by the Unified Sorl Classificatian System.
2} Required thickness is given as inches of asphalt concrete pavemenf over
inches af crushed surfiacing,
SPOKANE COUNTY AL7ERNATE PAVEMEN7' DESIGN
•
(INrtERIM)
. ~
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- y
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~ , v._= ~v.c~~~d~~,►~~d-~1~-~f r~~.~~,~,~ - -
S'TP,- 23 + 56. $.v. _ 1q e.~+ e-"A bf ~r o j e c-f
I;_ e-~5e lu~--V-P.ve-rneht z -
- • - -C~, -tc- e,dgr-egui ~ e- r = 3~~~`- 1•5~~ ~0•,5'
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ST'ORMWATER L]RA]NAGE REPC]RT
and Roadway Desigal
. M1D1LOME EAST 1 ST ADL3ITiON
March 22, 1996 Prepared by:
Simpsan EnDneers, lnc.
North 909 Argaiiiie Raad
Spokaiie, Washitigton 992 12
TABLE C3F CQNTENTS
RECEIVED
I. T7rauiage SLurunary MAR ~ 1~6
SR41U1NE COUNiY ENGINEER
ZT. Typical Curb Lilet aiid Uriueway CuC Calculations ~
(additioiaal calctilatians wit~~ Basizls) 1
Stonnwater Drainage GaleUlations for Midilome East 1 st Additiii.
Basiiis A t11rough T.
111. Attachments:
~ S.C.S. sails map, and soil description
~ac~way E,,j'
~ 32nd Avenue cur6 grade calcLilatiori staeet, and
W~~~~__,vei~«e A►~sp1,~l~t Ta~~er ~esi,~ Siglit Distance Analys~s ai~d aR~ ~'or
32nd Avenue, Woodlawn Street, Vercler Drive, and McQonald Street
e
MidilaTyie East 7 st Addrticrli
_ 7tQA,DWAY SURFACiNG .C3'ES1G~~l:
The Spakane County AltematiVe Pavement Design (Interim) far Local Access Pavement Structures was used for
design of the roadway surfacing
Frorta the table, Local Access Pavernent Structures, the follawing informatian is needed t❑ determine the required
surfacing depchs
1) The type of street must be 1ocal access.
2} Soi1 type (as classified by the Unified Sail Classifcation ;ystern)
3} The average daily traffic, A13T
Street Type: A11 streets within the piat are desibnated as local aceess (residentia9)
Sail Type:
The geoCechnical engineering repvrt shvws #hat scril sarnpEes were taken at 3 test pits within the plat TP-1 was
in the aicinity of Woodlawn Driue, TP-2 was in NTcDanald Street, and TF-3 was in Vercler T3riae (5ee rnap of
Test Pit i_ocations in geotechnical repart) -
Gradafiian araalyses shvw the soil samples from TP-I are Glassified as GV4J, TP-2 are classiFed as GP, and TP-3
are classif ed as GP based on the Unified Scaii Classification Systern natafiian. (See geotechnical repQrt)
Average I7aily Traffic, AI7T•
Woodlau+n Driue, Vereler Drive and McQonald 5treet will each have average daily traffic counts ❑f less than
2W In the future, these raads may be extended sauth an the next phase of developmecst, and the ADT count wi11
probably increase to the 240-600 range Therefare, each af these roads vvill be ccsnstructed at 1(]0°/a bui9d out for
the future cond'stian
The remafning roads, 34th AVenue, 35th Aveniie, 33rd Court, Vercler Caurt anri 34th CoLirt, will be cul-de-sacs
ar short crass streets each with average daily traffic caunts af less than 200
Tn additian tv the 1oca1 access streets within the interior of the plat, 32nd Avenue will barder this psat on the
north. 32nd Avenue is designated as an arterial by Spakane County 32rrd AVenue has sarne existing pavement,
but the roadway wrill need to widened ta rtzeet Spakane Caunty stan[fards. Hased ❑n the type af scail found at this
praject, the gev[echnical engineer feeis that 2 inches af Class A asphalt cDncrete padement over ? inches of Class
E asphalt cancrete pauernent anci fa inclaes af et-ushed rack sur#'acing will pravide adequate surfacing for the
widening af 32nd Avenue. (See ge6technical repart)
A table of the street names, design c£ata and the roacfway sucfacing depths is included
c
Midilome East I st Addition
S4JMMARY OF ROADWAY Si1FtFACTNG C]EFTHS:
+STREC~~NA,M~`'' •f'• ~~TH:~ET ~"~~p~' ' ~..r~.«~',s•~,
~,•`i•~f%~ • . . . !"1,J.J 1 ? s9'L!lU:~l'.LIY~T.; ~p, ~ "+,t
• n~ S•'F3ir,,,,••
. . . , , , <tt$ ~i+ t
F i •l . , ' ,
. s . . . r . ,
WQodlawn Drive Lncal Access GW 200- GOQ Z" ACP Class A
as5umes 1 00°lo bu9I d out 6" Crushed Surfacing
Verc1er L7rive Local Access GP 2(]0 -66(] ACP C1ass A
a5511TB1e5 100% bLlkld (7Llx 7" Crushed Sur€`acin(y
,NlcDonald Streef ' T.ocal Access CP 240- G04 2" ACP Class A
assurnes I00°/a buitd out 7" Crushe~ Surfacing
-
34th Avenue Local Access GW-GP 0-200 2" ACP CCass A
G" Crusheci Surfacing
35tli Avenue Local Access GW-GP 0-200 2" ACF' Class A
b" Crushed Surfacing
33rd Court Lvcal Access GW-CP C] - 200 2" ACP Class A ~
• 6" Crushed Surfacin.-
VerCler CQUrt Local Access G'VV-GP 0- 200 2" ACP Cdass A
6„ Crushed Surfacing
i4th Caur-t LaGa7 Access GVV-GP a- ZQ0 2" ~CP Class A
G" Crushed Surfacing
32nd Avenue Alrterial GW-GI' 600+ Z" ACP C1a55 A
2" ACP Class E
5" Crushed Surfacing
c
' LOC101L A'CCES►7 PAY EMElYT Si RUCTV RES
AVERAGE DAILY 7Rr4FFfC
SQ1L TY'PE a - 2fla 200-600 +5(}0+
Gw 211~6" . 2„76" 2„o6"
GP 211164! 277" 277„
(_RA 2'76" ~'j Wll/iF 1 211r811
4JIWI
( I ~
GC ~ 2iir"ia' ts~~~18i~ 3iir6ii
rr ~
sw 211/6'p 217" ~ 2"176,
SP 2"16~~ 2"/701 2tw/$"
SiV1 211~11 2"/$1' 3,~~6"
SC Pavernent Design
M1. 31+16" 3j,/811 4176"
CL Pavement Desogn
OL 411/7" ' 6771, 60/8"
MH Pavement Design
C]H Psvement Design
PT Pavement Design
1) Sail type is classified by the Unified Soil Glassiticatian System.
2} Required thickness is given as inches vf aspha!# cancrete pavement over
inches of crushed surfaeing.
SPC]KANE CC3UNTY ALTERNATE PAVEMENT DES[GN
(IN1'ERIM)
.
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_ s~OKANE cvUv~~
DWISION OF ENGTNEERING 8c Ri7ADS
1026 W 9AL7ADW,4Y, SPOKANE WA 99260-0710
gxprrE (509)456-3600 FAX (509)324-3478
REVIEW 3 REVIEWER: Ed Parrv
PROJECT P 1751 DATE: 4 March 96
PRO,TECT 1VAME: MidiiQme East Jst Additian
GONIlVIENTS NQT YIET RLS~LVED FRQaM YREVIOLTS SLABMITTTALS
Znd Review,
GEIYERI'iL r
~A SIg~`it d15taIlCe aIIaly515 for ~ch o€ the intersections interr~al tv the plat is needed; e~emen~ ~need to
(Iranted based on the anaiysis [Easerneats should be dimensiomed frorn a property corner f~~ ease of
lacativn in the future, and should aLsv be shawn vn the road plans]
FLANS •
heet l,:
. e inbound taper length should be IOW {W = added rvidth of roadway}, or 100' whichever is less
The outbvund taper length is given by L = °W'S. S=45 mph fflr a principal Arteria1 an flat terrain
[Per vurr 4 Mar 96 canvezsation, irnbound and outbound tapers should ouly be cvnstructed in the public
R1W]
4. Raadway Sections:
a. Need to praVide res►xlts af R-value te,sts (or other catculatians) to support the proposed pavement
sections [pending results of testing by the Developer's Geotech cansu3tant]
~ ~
Lf3T ,PLA~TS: I~at received with t.his subrnitm1 [Nat reviewed; the Lat Plans submuit#ed did not cvntain
the requried P.E. stamp. Piease nnte that each lot will need to have its own 5'Wal@ 5ect1UI1 detaii
aitachment privr ta acceptance hy the County Engineer's (3frice, We aiso recomend that sight dista►nce
easements he inclu+ded vn the Lat PZans fvr tbose to#s affected. ]
, ,1ER1'SEWER PLAN: - . ~o pf-A.-d ~ i3o~Ns~. .4
%The WSteI' SeN1CeS []Il , -
S. LL7LS $ & 9, BjDCk I
b. Lots 5 & 7, Block 2
c. I.ots 4& 5, B1ock 3
d. Lots I& 2, Blaek S~°?}
need to be relacated vu,tside vf the ZU$ swa1es. Please submit a reVised water pian shawing the new water
smice lvcations [Wording on Note 11(b) shoLaId provide that the wafer meter baxes are lat:ated autside
of the drainage easment altagether]
jJ7
GiFFORa corUsUL-TAEuTs, iruc. E-1672-01
Geotechnicak Engineers
2020 E. 5pri ngfieid ■ 5pakane, WA 89202 ■ Telephane {509} 534-3670 ■ Fax 534-2925 _
March 5, 1996 Midil❑me, Iiic.
c/o BQb Taml3nsan
'I'omlinson-F3lack, Tnc.
S 3124 Ftegal Street
Spokane, W ashin~ton 99223
SQIL SANTPLING, LAB(7RATORY TGSTIiVG AND ENGiNEERING
RECOMMiGNDATIONS FOR RQAD CGNSTRUCTI[iN, NIIDIL()ME EAST I"IRST
ADDITIO7V P12C]JECT
This letter -repart suanmarizes the resuits af geoteciaiiical engineering wark that was
G4nducted ta evaluate subgrade ecrnditions zt the Nlidilame First Addition pi'ajeGt site.
The work was coiiducted in respanse to plan review comments by Spakane +Couilty
whicli requested "results of R-value tests (or other calcuiatinns) to support the proposed
pavement section5". The wark was autt3arized on Februar}+ 5, 1996 by Midilame, Inc.
Figure 1 shaws an appraxiniaxe layout af the pa'oposed Midilome East First Add4tiaii
praject. The site is 1ocated south of 3211d Averiue, behveeii State Route 27 arld Pines
Raad in tlia Spokane Valley. The first additioii project incluties extensions to McDanald
Sti-eet and 1aVDOdlawn Drive, several new ctil-de-sacs and seweral shoa-t cross streets.
The 196$ []SDA Soil Gonseivaiian Sei-vice Spokazie County Soil Siitvey shaNvs the
surface soil im this area mapped as Garrisoit, veiy gravelly Paam. TIYe survey ciescribes
thls sail unit as samewhat excessively di-ained grawelly or stony soils that foriiYed
under grass apid glacial aufiwwasli nlixed in. the upper part with volcanic ash". It shows tlle
soi1 typically classifaes as GM accardinlg tfl the i.7nified Soil Classification Systein. The
suuvey repai-ts the permeahility af the Gas-risoia soils typicalIy ranges from 2.5 to greafier
s~ than 10 inches per liaur.
r
Aflen B Gi(lord, P E
.,President
, ' .
~
~ 1Vlidilome, Tnc. E-1672-01
C/L] BC]b TOI131h135oi1
MalGtl 5, 1996
Page 2 7'o c4nfirm the soil classificativn of the site soils, we arranged to excaaate and sample
three explaratory test pits, located approaamately as showm an Fig. 1. 7he pits were
exeavated on February 27, 1996 with a Case 590 i-ubber-tired, tractar-mounted backhve.
They ranged from abaut 4.7 ta 5.1 feet deep. Below the topsoil, which typically ranged ,
from about 6 t❑ 12 inclles thick, each pit enccauntered what was described as nzedium
dense, brawn, slightly cobbly, 5I1gI1tIy 51lty, sandy G'RAVEL. This sail unit extended
dawrt the full depth of the pits. No graund watei' was encauntered and very liitle caving
occurred during excavativri. Mr. Craig Knapp, an engineering technician with aur firrin,
lagged the pits and iecavered representatiVe samples of the exposed sails. Sun-imary logs
❑f the test pit exploratians are showil oiz Table 1.
Gradatian ana1yses (ASTM D 422) were conducteci on representative samples ❑f sail
from each test pit. Results piotted on Fig. 2 slivw that the mat'erials classify as G'WV' and
GP based on the T.7nified Soil Classification System notatian.
rn our opinian, the i-esults of the test pit exploration and 1aboratory gradation analyses
are generalty representative of the subgrade coiiditians Zikely to be encountereei during
grading far the new streefis and roads in the Midilame East First Addition area. It is
alsa aur understandirtg that the new streets w1ll primarily accommodate lacal residential
traffic. Far this condation, we believe it wauld be reasanable to design new paveinent
sectinns using tlle Spokane Caunty Aiteriiative PaWemenfi Design (Tnterim) for LDCaI
Access Pavement Structures. This gtiide shaws ihat far a 200 average daily traf£ic count
and GP ar GW subgrade soi15, tlze minimum pauement section stiou1d consist of 2 inches
of asphaltic conerete over 5 inches of crushed rock surfacing.
Tlie Midslame pi-aject also includes widening the soutli side of 3211d Avenue, a nlain
arterial, where estiinated traffic counts run to aver 600 vehicle per day. Based nn
previous R-aalue testing of Garrisan sflits (GW-CrP) frnm tlYe Spokane Val1ey and
infarmation from the Midilaane test pits, we beIieve it would be reasonable to assuine
the subgrade soils along 32nd Avenue wauld prnbably have a resilient madulus (MR) of
' at Ieast 20,000 psi. Us3ng this ualue and atlzer Spokane Coun[y recammended pavement
design parameters with the current AASHT(7 pavement design procedures shows that
the 2 inclies of 4Class Aover 2 inches v£ CIass E asghaPt and 6 inches of crushed rock
surfacing base course, propased ior the 32nd Avenue widening, will provide an adequate
pavement sectian ta suppart the curreiit and project 20-year traffic loading.
~
.
Midilome, Inc. E-1672-01
c/o Bob Tomlinson
March 5, 1996
Page 3
This report was prepared for the Owner and Design Engineer for the asphalt pavement
surfacing for the Midilome East First Addition project area. It should be made available
to the Contractor for information on factual data only. It should not be used for
contractual purposes or as a warranty of interpreted subsurface conditions. The report
was prepared in general accordance with currently accepted engineering practices to
serve as an aid in design of the project pavements. No warranties either express or
implied are made. -
We appreciate the opportunity to be of service to you on this project. If you have any
questions, or we can be of any further assistance, please let us know.
Sincerely, GIFFORD CONSULTANTS, INC.
B. GlF,,
O
v~. Op WASiy~N
~,.oZ 4
w
~p 4509 ~4CI •
S~1 tqb
~ EXPIRES 05/23/e( L ~
Allen B. Gifford, P.E.
President
Encls: Figures 1 and 2
Table 1
cc: ' Simpson Engineers, Inc.
DRAwING DA7E Drawn By :SL1N~, Checked By Field Rep.
32ND AVENUE
. l
. .
TP-1 -
~o ~P_2 r~
TP-3 0O~
. 9
MIDILOME EAST 1 ST ADDITION
NO SCALE
/ \
- ~ I
. . ~ ~
TU DEVELOPkIENT --.,,r-
MIDILOME EAST DEVELOPMENT
Spokane Washington
. _ .
TEST PIT LOCATIONS
LEGEND
, TP'1 0 TEST PIT LOCATION AND NO. MARCH 1996 E- 1672-01
. NOTE THIS DRAWING ADAPTED FROM ~ GIFFORD CONSULTANTS. INC. ~
SIMPSON ENGINEERING PLAN DATED GEOTECHNICALENCINEERS ~
1-24-96. I u
2020 1 Spnnpbdd Av.., SpoY~a~, WI1 99202
.
. "v.
. . ~ ~
grawn By ~ Drwg, Checked By Field Rep. ~
S I EYE AHALYSI S I FIYDR4MFTi ER AHALYSI S
' SS2F OP OPEl119lG IH i1lCHES r H11A16E1t OF mESH P[R IHCH, il S STAHpkRO ~ GRkIH SIIC IH 1AM
~ ~ o 0 o c+
, r. ~ a i ~ 4 H ~ ° ry ° ~ c~ o ~ a o ca a a
I oo 0
~ -
1 1 I' ! I ~ I 1 I 1
4 1_ _ ~ I I
- 90 110
• ` ~ I i 1 I I i I 6 ~
f i ~ , i ~ < < I i
i f ~
~ I I i t r { i_ i
Bd ~ I I I ~ I d I I jQ
y 9 ~ P i I I ~
~ y ~ e I ! 4 I I ~ 1
74 rP-a 30
i f i j w
~ Y ~ i ~ I I I B ~ f ~ - L~7
G=~ P i I I f I I f ~ ~
W ti:.,
I I 1 C i i I ~ ~~0 ~
~ I I 1 ~ I 1 ~ I i ~ ~ - m
m I I V 1 I ~ I I I ~
• ~ i I 1_ 9 I 1 I ~I ~I I ~
w 5fl i i i i i ~ 1 i i F ~ r ~ ~Sp ui
` ~ I I ! : 1 1 I I I E f C/]
k I I I I I I I ~ I 6 I ~ ciz
LL o
~TP-2-~ i I 60
• W I I I~~ I~ ~ ~ ~
w
V 4 1 I n I I I I E ! 1 1 ~
Tp~~
a 30 170 "c
< < w
f 4 ! ~ ~ ~ ~ !
I I ~ ~ i k r i il ~
• 9 t 4 i~ I C ~ ~ ~
• ~ f 4 I ~ i I
4
i f I
100
6~ ~a n ^ • • . • • G Q G O G O p o
GHA1N Sl2E iH lA1LLIMETER$ ' ' • • ' ° ° ° o
C[}BBLES ` COARSE ~ FESF I COA&SE I klE01UM I FINE ~ €IHES I
I GqAYEI I SAHQ Y
SIwvLc DEFIH-FT. U.S.C ~ CLASS;FiCAT1ON I wA i L G rl pr
t+ 0 W•C. x Mzdilame East development
~ TP - l GW 8rown, sandy GRAVEL $`2 5pokane, Weshingtan
; TP-2 GP grawn, sl~ghtly siity, very sandy. GRAl+EL 8 .2
~-ij 7p-3 GP BrQwn, sandy GRAVEL 7,8 GRA3h 562E CLASSiFICATEON
i---t
G7
. Marrh_ 1R96 111677-01
~ GIFF4R[3 CpNSULTAAETS, [NC.
Geotechnical Englneers
~
E-1b72-01
TABLG 1
T"P-1 Febriiaiv 27. 1996
4-0.7 Ff. Loase, dark brawn, graveliy saridy SILT; moist, and irace of arganics.
0.7-4 ? FT Loase ta inediuni dense, brown, slightly cnbhly, sliglitly silty, saiidy G1tAVEL,
maist, QCCaSl[]11aI Ci]b171e5 8-10 inches.
Na ground water encounCered.
NQ c1V1I1g.
TP-2 Februaru 27, 1996
0-1.0 F'I'. Laose, dark browiz, gravelly sandy SILT; moist, tFaCe 0f GtgaI]1C5, raots to
0.3 Ft.
1.0-5.1 FY' Medium dense, brawn, slightly silty, sanciy GRAVEL; moist,
Na grouiid water encounteied.
Slighx caving.
Tp-3 Februarv 1995
0-0.$ FT. Loase, dark brown, gravelly sandy SIL'I`; moist, tI'aCe 0f pPgaIl1G5.
0.8-4.8 FT. Medium deiise to dezise, brvwn, sljghtly siity, sandy GRAVEL: nzoist.
No graund water encountered. ,
Na caving.
Appr4ximately 5 inches of frast at surface.
*51mpson Ungineers, Inc.
CIVlL ENCINEERS AND LAND SIJRVEY[]RS
N. 909 Argonne Road - Spokane, W'A 99212 .
(509) 926-1322 ■ Fax: 926-1323
S~nk~a~~ +Cok~,-~~ ~v►q~h~~.~rs
To: r_ , P.E.
. .
5L18JECT: tft'jd; tovhea Sctsf IsT Ad4ifloh
DATE: M 4r ck 25 1976 . I kav e_ i w ctmie-a 'C or ~ atkr re-v E P-W +Wo Sfii5 cs'f Pi^ i "i's
v~'C `~4e. Ye.vi s'e.c~ stre'P-t rLg~ s for-s-liai It~me- eqr#' [ -';~T ~ddi+icsh.
~lso ~ ai, e.lLAed (W~ ik.t
q~ CQ.~3e s cf 4-ki- RaaA" 5ur-fa c.i~ 'D esi_jj,-(z seis)
~e.s a~~+~ t-~vrs~ As ~ ~r ~
fi'ra~ -37-140, Av e..%►~~ se,~s)
CLitf- il AT r` k+)
~Z 5e_f s)
+~e. `P1 AL'V 01 M~ ~le,vw ~ ~s ~ 1 ~ T A,~qJ4;+" d
~evrk
f
~ . 4 w.
~ a 7
~ sPOKANE utuh1 ~'Et<l
signea~ 12CA"
File name is 32ND.COR
FILE NAME: 32ND.COR DATE: 3/4/1996
VERTICAL CURVE
Station Elevation
FI Station 2954.00
PI Elevation 2020.50
Entry Grade 0.56000-0.~
Exit Grade -0.50000%~
Length 100,00
PC 29+00.00 2020.22
29+25.00 2020.33 -
29+50.00 2020.37
29+75.00 2020.34
PT 36+00.00 2020.25
High{Low paint is:
29+52.83 2020.37
29+25.89 2020.33
30+05.89 2020.22
~ Pp
3
J-' P' F33 )T< A T!T E ~ (D LT I'T 'r ~y
DIVISI[3RI i]F EtifGINEEFING lyNi] RqA175 ■ A L7IVISfC?N C}F THE P[JBLIC WOAKS DEPARTMF-NT
Wflliam A. Johns, P E., Caunty FsSgineer Derts►is M. 5ratt, P E, Director
MaICh 5, 1996
Kevin McMulkin, P.E.
Simpson Engineers
S[]BJECT: /~1751 - Midilome East lst Additivn
3rd Review
~
Gentlemen:
A reView vf the raad and drainage plans far this prvject has been accomplished. Areas of
concern tv us are indicated in red vn the attached prints. Flease rnake the corrections and
resubmit them to this vffice in vrder that the review process may proceed. VVben the 1)1ans are
resubmitted. Dlease mark all chanees on the revised nrint in calor.
Vi+e have retained the drainage calculativris (including the addenda dated 12 Dec 95 anc~ 12 Feb
96) far apprvval. i]rainage warding far the plat dedicativn, as well as the temporary easement
dvcuments far the offsite deainage swalts, will he forthcvming.
If you have any yuesfiions about this review, please cantact Ed Parry at 456-3600. Thank you.
~ " •
Very truly yvurs,
,
Wi11iam A. ]ohns, P. E.
Spvrcane County Engineer
&'Itej~ ~
Edward~P Tr. , P.E,
,
Plans Review Engineer
encls: Plans (I set)
CatGUlations (1 set)
Carnments (1 page)
cc/rvject file
reaiewer (couunents on1Y)
I026W. Broadway Ave. • Spokane. wA99260-0170 (509) 456-360o Fax: (509)s2a-Mas Ti)D. (509)324-316(
. "i.
RL' 13_e L,.~~NTS
SPDKANE COUN'g`Y
DTVISTDN OF ENGINEERiNG & ROADS
1026 w BR4aDWAr, sPoKANE wA 99260-0710
PHOATE (549)455-3600 FAX (509)3243478
REVIEW 3 REVIEyVER: Ed Parrv
PR4JEGT P1751 DATE: 4 March 96
PROJECT NAME: Midilome East lst Addition
CvMINMNTS NOT YET RESOLVED FRQM PREVIOUS SUBMTI'~ALS
2nd Review:
GEIVERAL
2. A sight distance analysis for each of the intersections interral to the plat is needed; easements need to
grant.ed based on the analysis [Easements should be dhuensioned frorm a prQperty cvmer for ease of
locativn in the future, and should alsv be shorvn on the rvad plams]
PLANS
ShQet 1.
1. 'I`tde inbvund taper length shauld be 1aW (VV = added width vf roadway), vr 100' whichever is less
2. The outbaund taper length is given by L= WS. S= 45 mph far a Principal Arterial on flat tecrain
[Per nw 4 Mar 9b cvnversation, indound and nutbound tapers should anTy he cvnstructed in the pubflc
RIWl
4. Rvadway Sections:
a. Need to pravide results af R-value tests (ar other calculatfans) ro support the prvposed pauement
sectians [pendiug results of testiag by the I]evelaper's Gevtech consultant]
208 LO'Z' PLANS: Not received wit.h this submittal [Not revievved; the Lot Pla.ns suhmitted did nvt eontrain
the reqvried P.E. stamp. Please note that each lat wiD need to have its vwn swale sectian detail
attachmeut privr to acceptance hy t4e Cnunty Engineer's Office. We also recomend that sight riistance
easemeQts be included on the Lot Plans fmr those lats affected.]
WATERJ5EW'ER PI.,AN:
T7e WateP 5ePV1CeS DYl
a. L,ots 8& 9, Bloek 1
b. I,ots 6 8c 7, Block 2
c. Lvts 4 & 5, Block 3
d. Lots I & 2, Blvck 5{?}
need tv be relocated outside of the 208 swales. Please suhmit a revised water glan showing the new water
service locativns [VVarcling on Note 11{b} sbould provzde tbat the water meterr boxes are located autside
vf the drainage easment altagether]
. ' SUBMrrrAL CHECKLIST
PROJEeT # P17`21 uEVzEw # 3 REvrEwEU: aATE: 28 Febntary 1996
PROJEcT: 001r.o~C VftT 16T- ADO
PRdJECT SFONSDR: 'Y`EL #
PRQ1-ECT ENGINEER: 'SAIE~0 (WCrnf &P,0tk1,i) TEL #
(Road & ]Jramage Flans)
PItOTECT SURVEYOR: TEL #
(Plac)
AI}MTNISTRATTVE REQ[]IREMENTS
Yes Er;~ OIN,A ❑ 1. The $ 100.00 fee and Agrreernent to Pay Fees fvr plat review have been accepied by Spokaiie County for r.his
submittal.
Yes ❑N,AE1 2. The Review Fee Account is curreut {na invDices crver 30 days outstanding}.
r~~ 11 NIA ~ 3. T r1aVe LIOCed ILle p1aI1S IIIr plans 6ut dates on the pink sheet in the f le.
vGS El Na Ej NIA ~ 4. Tf this is a mobile hame park project, were plaiis routed thrvugh Planning?
v.a0 N. El nrrn 1:1 5. The file contains a 5polane County Erigineers 3ection map, Assessors's mdg and aerial photo.
Yes Ll El xrnO fi. Field review made. If yes, complete attached fami "Field Review Report".
PLAN REVTEW REQl1IREMENTS
u~,~ !
vC3 ~iva ~ Hra ❑ 1. 2 copies raf the plan.s and a2"b~iund drainage repart were suhmittetl.
Yes 4. Ll nr,n ❑ 2. Ttie plans are on 24" x 36" sheets.
v. ONa 0 N/A CI 3, Tlie p1a».s auid calculatiotis are stanaped. Plaiis must be marketi "Prelimiiiary" ar "Not for CoiLStruction" if
they are nat the finad aFproved plans. Final pians must be signed and dated by the respansible Washiugton
5tate Pmfessronal Engdneer.
rp~N. El N,a Fl 4. 7fie deVelQper has sigiaed and ap,pmved die Fizial Suhrrnittal pF the road and drainage platis.
❑ Ki,, 11 5. Tlie 5tandard PYan 1Votes have heen inciuded on the plans.
vE, ❑ tdn El NIA u G. is die groject located in the Aquifer Sensitive Area?
Yes E] N. E] Hr,a El T. Z.LSt any design deviatiQii requests antf their siatus-
436f~f~~
~1 9,.- )fk~w~ A,&
I.oeate the Findings and C7rder for the projecc and Iisc any unusual conditiotts:
Y. d rv. NIA D 8.
111
Yes ❑~0 N~A El 9. 5treet uames aze corsistent with Plat.
~
FLQC3D ZC1NES
Yes ~rA ❑ 1. Does the entire pYat Iie outside af desiguateri 1QD-y~r F2oad '~Zain Area"?
ve, El N. ❑NiA ❑ 2. C7oes the entire plat lie outside of Zone "B" of the designated Flaod Plain Area?
Yes flN. El NIA p 3. Is the nsax street pancling in any part 4f aZone "B " less than l'?
v« 0 r.o E] NrA El 4. UQes the plat cestttasti apprapriate language lirniting die ipwemi[~5t npeiuiig in a structure Ic~cdtet~ in a Zone
°B" to not l~ess tY~an 1' apove the lavaest road elevatian?
v~ E] tlo E] rrIn L] 5. Is die entire project tocated outside of an identified Flvod Plain Area7
Yes El Ha ❑ rr,a ❑ f. [s the entire project 1ocated oucside af an identified Stormwater Management i'roblem Area')
ckdisrv4 011nn95 1
' ROAD PLANS
1, List any roads that must he designed and conscructed on the prvject.
~ ROAD NAME ROAD xAME I ROAD NAME I ROAD NAME I Rpnn xnME ~ Ro,an NAME
~Xf'yXA I ~(1-111-4 I 1
ROAI) cLAsstr•IcAZ-lQN fn
MRf'1FFIC 1NDEX (1) I ~ I I ~ I ~
TLRRA.IN
PAVE:f] 'IYI17'P&i I~~r I ~7 f~~W ~ t~r 1-4-4f"v I I I
RlW wII7 CH I I I I ~ I
POS i'EI] Sf'EE17 I I ~ I I I
DESIGN SREED
MINIMUtvI C'iFLr'IDE
GRADE
5'I'OFPIN.f', SIGHT i7ISTANCE I I~ I I ~
MINIMiJIN IIL"?RZ CURVE I II I
TYPE C3F CURD REQUIEtED I I ~ I I I'
PvIIN M$FFfAI.T SGCTTC1iV I I ~ I I ~
'MIN GR~~EL SECUON I I I I I I
I~~~~~ I I I I l
ItW4 1 ~ i'd I I I I r
(y)TRAFNic irruEac: Majar Arterial 7; Secaiidary Arierial b, Callector Arterial S; I.oca1 AccesslResideutial 5; Prir+ate 4,
Y. EIN,Q El Nrn Ef 2. Plantung cvudieions require subnaission of a 9aiiciscape glan. (NOTE: Usually associated with PUD's).
rp ~~~~~AEl"' 3. I hawe checked the laudscape plau again5t the roacl and storm drainage design. If there ate any canflicts, llst
them in space provided, or note that no coiiflicts were found.
1.0 NO ❑ nrnP/ 4. The follawing road plans tnaVe a bearing an the design of roads for this prmject and a copy is ir, the file:
DNO EIN,s El 5. UeccicaJ eurves niee¢ scopping sight distance requirenienm
Y. EI;~. El K/n El 6. Ati "°R" Ualue Test is required foe tliis prnject.
v- ❑~ro E] NIn ❑{a. For this project, fQr each soil group called out aii .'R„ Value Tesc has been suhmitted.
xa ~~o [:]VIA El &b. The pavetnent sectian is adequate for the "R" Value Test and required traf#ic intlex.
Y. El N. El x/A El 7. Is the bench mark called Qut oii die plauis?
1'es E3,Q ❑ HIA ❑ Are stationing e.quations shown?
r« ❑ Ne E] N!A El 9. Is stativtung carrect (south co north, wese to east, reada'ng teft to right an the plan)?
110 El rw ❑Ntn El 10. Are existiug utilities showrn on We plans (or an information capy of the utility plans submitced)?
vn ❑No El NrA ❑ 11. Are propased utilities shown on the plans (or aui informatian eopy af the uulity ptans submitted)'?
,•es 1:1 N. 0 Heti 0 12. The projecfi plan name matches the plat name.
cklistv4.011an95 2
• ti=IM [~,a 1:4a 1--] 13 STREET WIDENINNGIINTERSEC'1'I[31Y 'VNITH EM5TING COiJNTY RUAD
Ye, EIN. QNtA IJ 13a Al°e Cul'b desigfr sheet5 prpvoded for wideniz]g of exisiittg stieeis?
r~ ~~El NeA El 13b. doe.s rhe curb destign eonfcaml ta Spokane Caunty Standards of sectian cross slope (Betv►+eezti 2% ajzd 4.5 3'a~?
vo 1:1 r~o EJ N,n 1:1 13c, Is tiere a street cross sectioti shawn for widenizig existing stree€s?
r. ❑ r.s EI.In [71 13d. Does the grapQSed iiew width match the widtli required in the Findings asid drder?
ra E] ro El NiA El 13e. 'I`he cross-section skows. Existing R{W, Propvsed R1W, any requireci Future 5etaside, and edge af existing
and prvpvsed pavement.
u~ ❑ Ko ID n,., 11 13f. 100' (nun.) paVewent taper into praject is sliQwil.
El0 ra,A 1:1 (i) There is adequate RIW for the taper to extetid frorn the new paving wicith ca existing pavenient.
V~ ❑Na d El {2} There is anaclequate RIW for cLie iaper to extend from the riew pauing width to existitig gavemeiie; cager
exteneis fram existing paving to RIW.
va dNo EINIn 0 13g. Lengdi of pavemeiit taper aut of praject meets AASHTO requirements: WS2 = 50 for desigii speeds :!r. 40
ivph, WS for d'esigii speeds > 45 inph, or feet tas been apprgued by 5pokaue County TraFfic
Etigineer.
v03 El N. 0 Krn 0 13h. Transition firont end of curb to existirsg paViiig is shown (curb shvuld nvse siovvn in 12°).
1'es Elr. ❑ n. El 13i.Are the curb grades, for any required curbs, aboVe the caunry naiiumunl uf 0.8 V
i=u E xa ❑ x/n El 131. "I'lie curh type pneet5 SpDkane CQUnty Standards.
va El No El K/n ❑ 14. NEW S7'REETS
Y. El K. El rarn ❑ 14a. I7oes ttie proposed aligiuiierzk ineet Spnkane Cnutaty Standards?
r. ❑.,s EIrrIn L] (1) Ceiicerline &1npeS are withiii Spokane Couitty 5taredards.
ves 11 N. ❑N/n El (2) Vertical cutwe lengtlts are adeqraate for iQitersectioYis and stoppiug sight distance.
yes fl~Ll NIn El (3) Horiwntal eurve radius meets 5pnkatie Couiz¢y s=dards.
res E] na El N~. El 14b. The plauis shvw the typical cross section for streets
vej ❑ Na 1:11Nrn E] 14c. 13oes tEie propased street widcli nzatch the Fitidiiigs and CDrder?
ves El nO d nrrn Ll k 4[9. '1'xte typica9 road cross-sec#ioti shows: Existiiig RIW, Prapased RIW, any applicable Fueure Setaside, edge
of new pavement and any other required izitiproveiiienm
v~ 0 No 0NiA Ll 14e. T1ie typical road sectiv~ ~n the pla.ns Siiovv5 die cross slope and it is widun the 2% ta 4.5 i5 staidlard.
vcs ❑ Ho ❑ H/,. E] (i) The Cross Siope is correct wEien clieckeci on the prafile drawings,
rea 0 r~- E] Kin 0 14f. Curb type: Is showai atid is tlie praper type for tlie road classification.
ves dNo ❑ sV/n El {1} Meets 5pokane Councy FLoad Staridards for curbs wirhin, the public right-of-way.
Yft ❑Na EIN,n El (2) Corsistent Vaith ttie curb type in the geiieral area.
res El NOEINIn ❑ 14g, Are the curb ecades aboae tVie caunty mizuznuni of 0.8
Y. Q Ko E]Kra ED 15. Has the Fire Districc apprnved all proposeci priuate roael turnarc►utids chat are substatzclard accordiiig to our
5pokane County Road Standards? (A one lot stub 1ess than 150' vn a public road is allawed).
cklisn+4 oflan95 3
M v- 0 h- 0 tvra 0 16. SIGNAGE PLAN
voi 0 na ❑Nrn E] 16a. Siop sigiis are sliowti for all sereets whicti infiersect an arterial (Check with Caunty TraffiC Engiueer if there
is a questiou).
v. El nr.E] Kin E] lCh. Street ilanae signs are showii ae a11 iuteesecting screets.
vuEl HQ Q H/n E71 16c Ts there a need far barriers ac the end ef ctead end streets?
Y. El Nin E] 16d. Is there a need for qther special signiug? (Ct~eck witti rlie County Traffic Engineer)
ra ❑ Na Errrn El 17. C[;JR$ RET[1RVS
rey E] Ko ❑ NIA E] 17a. Are BCR, MCR, and ECR stationslelevacivns oil curb relurns shown in the plan view?
Yea E3 K. 0 KlA 0 17b. Are die Curb retuni elevatioiis correct?
vp 1:1 Nd Li NIn Ll 17c. Is there pvsitiVe drainage from the road intersection to the MCR? If not, is design safe dccordng to
AASHTQ sEandards?
Y. Q NiA p 17d. Curb recurly raclius uieets the Spokane County Standard minimum. (to back af curb frar rQlledlwed'ge curbs,
to face fac WertiEal curb face types)?
r~~ ~~o 13 rvn 0 17e. BCR, MCR, and ECR elevations are set lD a11Dw draiiiage froni the centerline in the curbfine9
r~s E3 N- ❑rvn E3 17f. The crass slope between tlie intersection ajid curbline nieets AJ1SH'1 Q requirements: {ref. AASH`1'a} 10~'~
{flai tereaiu}; (roYling terrairti); 6% {mountairious terrakn}-
Yss EIHa E" fV1A ❑ 18. CuI.rDE-SACS
v« 0 HO 0 NIn ❑ 18a. The cul-Kie-sac grades {tpp vf curb} meec couiity cul-de-sac standards (1 % Trun.)
,.s 1:1 N,A Q 18b. The cul-de-sac curb is sliown in profile.
Y. El N. Q v/n El 18c. 'Che cul-de-sac radius meet Spakane CQUSaty Stazidards.
r~ ~~O EINrA '0 18d. The center of cul-le-sac StatiQn is showii.
1'J]No E) NIA 0 19. ~~RSECTIONS
ves E) nrn E] 19a. Iititersections meet AASHTO sight distance requirements for controlled aiid uncontrQlleti incersections.
V" 0 rab E3N/A E3 19b. Intersectiati separatioii is greatee thm or equal to 150' nn 1ocal access streets and 300' on arcerials.
+r~ ON-0 xiA O 19c. Dv the intersaceions nieet the 1andiug rcquirenseiits?
Y. ❑N. El rrjA E3 19b. Wheelchair ramps are provicied at intersectioiYS widi sid€walks.
res 0 N.E3Ken E3 19C. The intersection liorixoailal sigl►t distauice aiialysis shows that sight triaiigle encraachnieitic on pri►+ate propercy
is 2' or less fQr confrolled intersections.
El N. ❑ Ken ❑ 20. Is there a need for slape easentents?
ck1jslv4.0llan95 4
• r_ ❑ N. 0 xJA ❑ F}RAIIYAGE PLdINNS
v~ 0 rro El noA-LJ 1. Has a plat map beeiy submitted w'hich shows iot dimensivns, street widths, etc.?
Y. ❑N. 0 nr~ 01 2 I3AS13V MAP
r-E] Na E] hrAO 2a. North arraw and scale is shvvun.
r- 0 N. ❑ MA O 2b. Subhasins are labeled and correlated wifih calGUlatiQns.
Yd E]Na ❑ hF,. E] 2c. Was a map with contourslspoP elevations subniitted to praperly+ detet7mine drainage basxns?
r.❑ N.d hrw O 2d. Were 1bc aputes used tu deteririine time of concentration showu?
y- N. 0 nfw D 2e. Were a!1 existing draiiiage cvurscs shnwnl
r.E] N.E] nfw E] Zf. Were aYl the praposed drainage courses shown?
v" 0 rrOOnin ❑ 3. Vl+ere Hydrolvgic calculations submitted for each basin`! (Rational Farmula if area 5 1[] acres, SCS TR-55 if area
> 14 acres).
Y. p N. 0 wn EI 3a FermissiQn was given to use SCS TR-55 for basins 5 10 acres.
Y. El cva El xiA E~] 3b. Bassn includes offs'ste and onsite areas together (use 5(} ,year analysis).
yn El No ❑Ni,. Q' 3 c. Basin is all ❑nsi[e (use 10 year stami)-
Y.❑ rr.❑ nfa d' 3d. Runaff ram for basan is cesrnpared to impervious raad area runaff ra[e. The larger rate cvntrvls design.
CON VEY ANCE ID I5P[JS AL
ra EINo❑ NlAF-I 4. Pipesl Culvesrs - if, yes, coinplete checklist sectioii for Gulverts and pipe-systems.
Yn ONo OK,a L] S. Ditehes are idantified in plans and detail5 provided. Ar1d have a miivmurn grade of 0.5%.
Yn LJ N. 0 nin LJ 5 Are there any conflicts he[ween [he proposed &eptic taiilc eff]uent drairuage fields and any ditches on itse drainage
plan?
vw 11.110 11 rrin E] T. Gucter flaw dep[h is less than gutter herght and ailo►us for 6' nan wetked area gf each side of centerline for lacal
access ar collectar roads.
ves El K4 EINIA E] 8. Lacations whece watec is inteuded to flow thrnugh an inlet or curb cut are at tile law poinc in verticaY curue.
vu 0No EIrup E] 9, Backwaker - Analysis for any p'spe andlar ditches was subrtiitked
r" ❑ va ❑Nrn E] 10. Headwater - Calculations for culver[s were subinitted for review.
v~ 11 No EIYAO 11. Curb droglcurb in3ets are used in the cranveyance and p lan and calcu9atians fo r flow c-aipacr[y have kaeen submitted.
, 0 wQ 1-1 . EJ 12. Is Erasian protectian requieed and haae calculatipns been suhmitted for reMiew.
Y. ❑ ar.❑ NlA ❑ 13. Sails type as "pre-approved" (Garrison, etc.,) for drywells without percolaison tests.
r-ONo El N,n ❑ 14. Dves the drainage reporc identi€y the SCS soil groups for rhe project area and for the propvsed raads to be hui2t
in the pro'ect area?
u" 11 N. 0 nin O 15. The dratnage design maintains aausting tiaw patterns in natural waeercvurses.
vp El No D RIAQ' 16. The drainage design maincairvs exiscing sheet Eiow patcerns withoue concentrating tloyvs.
Y- 0 N. 0 iwALI 17. The drainage r,oncept is con7patible with 'Che Guideline for 5tnrmwater Mariagement.
r~ ❑ N. 0W,a ❑ 18. The diffesenee &etween present and future flcrws is retainsd nn The site.
Y. EIna ❑NrA El 19. A detentinn basin concept is propnsed for sCorrnwater disposal. If, yes, use separate checklist for detention ponds
CULV ERTS AND PIP~ SYMMS
vd 0 xo 0 nin 0 1, `T'he road culuerts are at r.he low points of strean flova.
Vo E] N. 0 nAE] 2. The headwater was calculated for culvert eiltrances and is under 2 diameters for culvert5 under 18" in diameter
anci 1.5 diame[ers for eulverts greater than 18".
r~El,ro 11 rin1:1 3. There is a nununurn af 12" af cover for all culaerrs and starrn sewer pipes.
r~ 11 No ❑ niA❑ 4. The desLgner has deinonstrated that the proposed pipe is suitable for cQver less than 2,5' (FVC), 1.5' {CMP},
Y'(RCP) (HUPEIAL?S) ar tte engineer has provxded trench detai9s for upgraded pipe beddang for these areas.
ro ❑ N4 1:1 wrn O 5. The rninirnum velocity withlin the pipe systeaiti is 4 feet per second at design flvw in abackwater candiuon
(Note: The County Engineer rnay permit lawer velocities).
v" E]ho E]N,n O G. The backwater calculations shaw a rrusumum freebaard of 0.75 feet for eaeh catch basin or manhule.
r" El No ❑ Non ❑ 7. The minimum culVert and pige sYape is 0.5 % and all pipes meet vr exceed this standard.
r- 0 N. 0 nrn O Ail angle pQinis in the storm sewer system have suitable access sucti as a rnai-Aiole for clean'rsig.
rft 0 Ng L) rr,A O 4. At locatinns where twv different pipe sizes eiiter the sanie manhole [he 0.8 dianie[er pomnts o€ eacln pipe are at
the sanie elevation. (IVate: Excepcton allowed for dcop manholes).
ya No ❑ Nrn LJ li}. Is Chere any dawnsizing af pipes iii a sys[ems of pi,pes tha[ are 18" in diameter and smaller.
cklistv4 OIlan95 5
• r~ ~ Ha p~~,, ~ 11. '[`here is a downsizi ng oF pipes in ttie amount o F3" for a minimurn nf 1£10 feet iiz a pipe system that co ntains pi ges
rhat aver 18" in diarnetcr.
[3 rvo ❑ nIw 0 12. Ala pipes in the pipe systecn are 32" atid larger as ger Spokane County Standxrds; (10" pipe[hat is a11o~ued for
cvruiection nf Lrslats tm catch basins or dry►~e11s, rf [he lergrh dves nr~t exceed 44 LF and the velocicy is ac leas[
4 fps].
r- ❑ Ka 0' niw [3 13. All starm sewer pipes are loca[ed a rninimum of 5 feet frnm a rear or side property lme anci have adequace
easements for rnain[erance.
vW El rra DxIn El 14. Inlets on the same sl(ipe are located so rliat rlie niaximuni width of spread for che gutter flow dnes tivt exceed 6'
(from curb face for Type "A" or "8", from back af curb for Type "R") for majvr arterials; 12' for collector
streets and 1or,al aGGess roads.
r~ [3 ~.E] NIA d 15. The plans profiles sheaw all culaert pipa types, stations, affsets, lengths, and inverts.
r~ ~~oEl r,n E3 16. Pipe materials meet caunry seandards for systems that lse wiihin county RQVd. (Note: The type of pspe sn private
systerns may be as specified by the design engineer).
r~ 1:1 xa 13 Nrw ❑ 17. The culverGs shQwn are properly stationed from centerline stat»rung.
r" 11 rra EINiw E3 18. L7ees the drainage system configurdtion avoid cunflicts rvith underground utilikies?
Vm [3 No E3n~AE3 19. Is there a naed for energy dissipation on any crf the cul►+ert outleis sh+awn ori the plans?
v~ Q rvo 13 nfA 0 20. Is chere a ne-el for rip rap aroutid the culverC outlet at aiiy af the culverts as progcssed on the drairsage pPans.
v" 11' xo ❑N/a E3 21. The rip rap khat is shmwt7 for the drainage plans is adequate for the culverts where erosion is a concern and the
engineer 9ias suhmitted acceptahle rip rap de5ign calculatrons.
v" 11 xa ~ ntn Q 22. Pipe anchors are shown for pipe grades greaCer than 15
yo No ❑ ntA Q 23. There are no instances where water is irapped against a~il] with nv culv$rt shown.
rn C] rro 0 nf,a 0 24. Prafilas and crnss sections are shown an the plai-is for all praposed channels and ditches.
r- ❑ N9 1:1 Nrn E3 25. TJitches with ervding Velncities have a proper lining faz' erosion protecelon.
Yn El N. ❑ nIA IJ 26. Water wi91 prnperly flaw from an existing or propased riitch antrr the gavernent as proposed on r.he drainag,e
plans.
r" 11 xo EIreIe 13 27. 4Vhere [he di[ch profile passes from cut tv fill the fl►aw has heen properly disgosed of.
WLETS
V. E3N.E3n,w E3 1. The iNets shown are wnthin the stream flow.
rd ❑ N. 13 nin 13 7. Inlets are shown an the law side of a r4ad or at the ]ow pmmt nf a vertica] curve
rQ C] N. E) n,a E) 3. Curb cype metal inlets, if propased, are shmwm at sags ans] are properly sixerl.
r" ❑ na EIMn E3 3a. Penmeter calculafion daes nvt include ths side af rhe grate against ttse curh faca (all grate types).
r" El No El r,n EI 3b. Perrrneter is diuided by 2 for calcularians where no curZr aperung (Type I see srandard L7RWG B-10} is provided.
r~ [3 rro [3 WAD 3 c. Area = clear area = 2 for Type 1 grates}
ro 11 Na0 NrA El 4. `fhere are no yertieal curves that prvduce areas vf very flat grades for extended areas which cvuld pose a prohlem
with ponding water in traffic lanes.
v" 11 xo 0 hin 0 S. The centarline road statians, ❑ffseGs, and inVert eleVatioiis for all inRets are showii in khe plan views.
vm 11 N. d nin ❑ 6. Grate type is shQwfi vn the plan aiid is acceptable. (Sprkane Cnuaitp Standard snlets vr WSDCIT sTandard snleLs
in ccrunsy ROV41, vn private properry ather inlet t pe rr~ay he s,~eciF~:d) ('I'y~ae 1: D-2; 'Fype 2: F~ in old 1981
stan~iards or type 1, sheet H-1~l;type 2, shect B-] ~ for 1995 standards)-
v" Ll N. 0NiA0 7. A detail drawang vf [he gra[elcurb ins[allat2vn ss shown an nce plan,5 and ineludes a rnimnium 1" depres:sian and
eransitiorLs as er cr~unty standards for grates that are l~acated within crauncy ROW, c~r referenced ta SCAS std
detaii D-8 in ~981 standasds ar shee[ B-18 zn 1995 standards.
rft 0 No Erv,n E3 8. A cunc eut d etail is shown on che plans with the new county back drop cancrete apran with tras°isitiatis and a 1"
depressivn for curb cuts insicie r,ounty R[]W, vr referenced t4 SCRS std. detail B-8 nf the 1995 standard drawing.s
e~ 1:1 No 0 wn 0 9. 1'he plans shaws acceptable curb cut details and grate details for installatbans wtuch Iie w'sthln pnvate roaci
easemenrs. {Fnr plans thae are suhjece tg 5pakane Cnunty Review}.
Y. 0 N. 0 ;vIn E] 10. If inlecs are in a grave9 raasf ❑r a dirt [4itch a6' x d' A.C. apron is shawn around the uilet.
rp EIrr~ ON/n O 11. Caech basin or special nianhQle deaails are shawn vr asCandard drawing is referenced.
r.❑ rr. [3 HfA ❑ 12. Critieal low paints in the drainage system have been provided with overtlow easemencs. (Where ie ts possihle).
Ref Fage 2-1 qf GSM.
cklistu4 4lIan95 6
208 SWALE SYSTEMS
y~ 0 N. El nRn 0 I. Is the swale lacaterE outside a future set aside area? See Findings and Ocder for where 5etasides are required.
r- 11 N. El NfA ❑ 2. The swale hottoM and sides have sad or grass [urf spacified.
xa E] No EIxin E] 3. 5wale side slopes da not exoeed a 3:1 side slope. (A 2:1 sid'e slvpe rs all+awed if swale depth is less [han 12" deep
Should anly be allowed ►rshere constrained by vbstacles)
,~ft El no EIwn 0 4. Tf deprh +af water from iaottom to drywell rim is between b and 8inches, spil rnixture has been specified which
meets Spokane County Guidahnes.
vu 11 N6 0 xin Ll 5 Drywell ss: Located withm 8 feet of the curb line, ❑r a maintenxnce aceess route and easement are pruvided.
Y. 0 Ks 0 wn El 6. Drywell stationing is staggered fram the inle[ by at least 4'.
v- ❑ N. El rr,A 0 7. 1Vlultiple drywells are lvcaced inore than 30' (center-center) aparC.
Y. E] N. ❑ hIn E) Soil sype is apprvpriate for drywells (perc rate ~ 72"Ihr), If not:
r~ E] xo [3 nIn E] 8a. dverflaw froni a swale at a low point will he directed away fram building pads by an identified easement over
irnproved ground ar an existitig natural drainage channel covereci by an easemene where an averflvw is requued.
V. ❑ x~ El NIn E] 9. Drywe€1 locativn daes nat canflict with uncierground uuliues.
r.E] N. EInAQ 10. 17rywedl type is speciied.
r~ 0 xa 0 xin EJ 11. F)rywell raCe type is specified (Type 3-std. ~letail 0-7 Fvr 1981 standards ar type 4, sheet B-15 of 1995
standards~
V. 0 N. 0 n,fw [3 12. L]ryw etl grate elevaiio[i is: ~1 nlinimurra vf (}.4' helow the narmal flow 1me ak the curh inlet and is between 5"
and 8" above the swale flaar elevation.
Y. 0 N. 0 Nin [3 13. Uoes the note: "Wrap the dr,ywell with afilter fabric (Arnnco 4545 or equivalent)" appear on thc plaiis?
14. iwale flvor elevation is:
r~ Ll No EJNIa El 14a. Shawn ❑n the drawrng.
Li TMo Li nrrn El 14h. Between 6" and 8" helow the drywell grake elevation.
rm ❑ xo F-I nfa 0 14c, At least 6" belvw the normal gutter t]owline at the ourb iriYet for swale without adrywell.
Ya 1:1 N. EINIA E] 14d. At least 10" below the normal gutter flowline at the curb in]et for swale with a dryweil.
15. Swale floor.
Yea 1:1 No EI,11A El 13a. DlIT1eI1$lp[LS aTe ShC1WI1,
vw ONo EINln El 95h. 'i'he area snatches ar is larger than the required area from the 208 calculatlnn for impervious areas.
16. Easements for the 208:
v~ EIxe ❑ rrrp E] ] ba. Are shnwn on the drainage pians.
v~ El Na 1:1 rrin E] I6b Are shnwn nn the subdivision p1ac and match the drainage plans.
ra 1:1 xa E] niA E] 16c. Are af ade quate size to cQntain at Ieast 6" freebaard abave die max. watar surface elenatson for the design storm.
V. 0 N. D Kin E] 16d. Are tied to the lat corners.
v- O;vo 0 N,n 0 17. Thle side of trte swale Ch&k is the fuikheSt distance from the stceee shuuld have a tvp of swala elevatiQn that is 0.21'
lugher than che lowest tvp vf curh elevataan almng the srvale.
rft El Na 0 n,n ❑ 18. The nornlal flvw line at the r:urb an1eC ts at or above the max. waker surface elevation for [he design stvrm or the
max. water surface wil' nnt pond water rnc~re than 12' m cesiriential sbreets ar b' in arterials above callectnr
classification.
Yu ❑ ya 0NeA 0 21 248 SWALES
rU 11 Yo 11 NIn E] 21a 20$ swale tlo6r area, volume reyuirements sized prnperly to treac irnpervious surFace areas.
v- El N. 0 rrr.a 0 21b. 208 swale volume pravided 1n accarrlance wirh "Gutdehnes for Starmwater Maaagement".
EASEPriENTS
v~ 1:1 Na EIN/n E] I. Adequate drainage easements are shawn for malncenance af drainage ditches or ,pipe systems.
r- 0 ne Ll fYFA LJ 2. 'f'here are easernenu proposed or existing for natural chatinels which oross the prvperty, and they are adequate
to pass the SQ year starm plus a 30% added depth af flow for a safety faetor.
Y. L] N. ❑ Nlh LJ 3. A puhlic drainage easernent was prvvided where putrlic street drainage was divested onta private property.
r~ Ll N0 0 Nfn LJ 4. `I'he perpecual maintenanee aF grrvate systems has praperly heen provtded for.
xn N. fl Nia 5. The maintenance af drainage systems wn[hin Spokane Cvunty RQW has been prcrperly provided for.
rn E] N.dNIw E] 6. Appropriate drainage language has been prouided by the reviewing engineer to the sarveyor andlor engineer who
is mvalved wich ihe glatting work.
r~ El Na ❑ Nfn E] 7. Are pre-existing drainage easernents vii tkus parcal affected 6y tlus plat?
rOI EINa ❑ Nin E] 8. Ouerflaw easemencs are provided from swalesTpands located tn lv►v pvinrs where it is pcssible.
cklsstv4 01]an45 7
• Yes 1~ No Li NIA [3 UNDERGRQLJrfD GRAVEL GALLERIE5 CHECKLIST
Ts the site suitable for undergound graVel galleries based oii dhe site screeruiig criteria cnntained iti the draft
standards far gravel galleries. If no, an approWed design deviatiotY is required before future review.
Y~ Q No EIrrrn ❑ 1 3 void ratio €ar gravel free space volume is used or test irifonnatinu is prvuidecl to justify ratio used.
Yu El rio 0 N~A ED 2. PerG race from field test is used ta develQp outflpw rate
Y. EINo EIrrrA ❑ 3. 10-yr event volume is coniained entirely uridergrountl
Y. El N. El NEA El 4. 140-yr eveiat aalunie is contaiiied by a cQmbiiiatiou of undergrvund scorage and abave ground storage up to
8" depth
Yes d No EINIn ❑ 5. Soil mixture is specified fgr water tleptli in pond exCeeding 8"
Ye's El No 0 Nin 11 6. Entire gallery is wrapped irr filter fabric
rt3E] Ho EINlA El 7. An aciequate freeboard is provided in any above ground stQrage pond.
Yea 0 N. El NIA 0 I?ETENTION P(7ND
YeA 0 NO 0 N~A ED r. Releases co adownstream channel oc pipe system that is capable af properly conVeydng the proposed flnws
and does not cause downstream tlooding.
ves ❑ xo 0 N/a 11 2. Contains 50-yr devePoped.
res El NOEINIA El 3 Releases at 50-yr pre-ievelaperl.
,ra E] Ko E] NIA ❑ 4. Se.candary averflow ta pipe in cQiitral structure for 50-year develoged.
re$ El Ka E] NIA El 5. Emergency overflaw weir far 140-year deVelaped.
v. El N. El NiA El fi. Swnp prior t4 outlet to caiitrol structure.
ves QNa Nfn El 7, I' initi, freebaard at 50-year desigii storni is pmvided.
Y. ❑ nro11 N/a El I.awa turf or hyclra seedeci sides and floor for publicly-maintained ponds or drylarid grasses specifiecl.
r~E) na E] NIAE] 1. Sprinkler systern fne publicly-niaintained ponds pr dryland gra5ses speeified.
res d xo ❑ run D 10. Berui cvmpactivn and llft requirements specified where necessary.
ra ❑ rro ❑ x,a ❑ 11. Is a 12' m;untenance dnve to the bottom of pands neecied? If so maximum grade is 6• 1.
208 LUT PLAIVS Cl-IECKLIS'F'
v05 ❑ NO 0Nrn 0 l. LcSt plan5 are required; subniiued an
v~$ EIKs 0 rrra 0 2. 'Fhe 208 1ot pIans shQw:
Yes 0NQ ❑ NlA Ll 2a. The lot nuniber, block iiumber, subdivision name, date drawn, scale, nortli arraw and street narue.
'Vsl Ej n~ Ej Wn 0 2b. Easemenc dintensions in relation t4 praperty lines or corners.
Y03 0 xo ❑ NIA 0 2e. I.qcatian af curb, sidewalk or edge af asphalt as applicable.
vex ❑ N6 ❑ NIA El 2d. 5etback requirements
v~s 1:1 N0 0 NIA El 2e. 5wale floar eievatioti
,=~s E] N. ❑ NIA E1 2f. Swale flnar dimeivsions are stiowt1 in reiation ta prnperty iines nr cnnaers.
e•u Q No El N/rt 0 2g Rim elevation dn-yrvell type, franie azid grate cyge, centerline affset and station if drywells are present.
vs- 0Na ❑ WA 02li, Curb cut station, ncrrmal flowline inver[.
v., E] N. E] Hin E] 21. Any dxainage ditches, dxeir easements, flowline grade and other required improYemencs
r- d rrs ❑ Hin ❑ 2j. 5liows depdi frotn the nonna] flowline to battorn of swale.
yes 0 KO 0 NIA Ll 2k. An attached cross section o€ ttie swale or ditcli.
Y~ El Ko El Nea El 3. Exiscing easements, buildings, future set asides, and requirecl huildiYig sethack lines are showm.
Y~ OJIK/A Q 4. The section drawing stiows ftie caticrete aprori, R.O. W. line, auid grass sad or seedtng if approved.
v.EKa Q NIA0 5. i.at plans lia►+e been stamped by aprofessional engineer on all pages
yu Q rre 0 rriA 1:1 fi, I.vt plans are of sufficierrt scale to maximixe die lot size to the 81Ia " R 11 " paper size, (Drawings may be oti
pWn white ,paper)
rea h4 E] NIA ❑ 7. 208 lot plans were approved vzi
cklistu4 0l1an95 8
EkLUStDN & SEDTMENTATI(lN CC?N'IROL REQUIREMEIITTS
Y. EINQ El rrrk El t. IdentiFy the clearing and dishubed azeas in the glan. T7iis iucludes cuts and fills alflng slopes. Mimunixe t3ie
amount of cleared area.
Yes EJ N. ❑Nin El 2. Prnvide erosian control facilities wliich slow water velocities - diraugh the use of check cianis, debns hasins,
etc.
Y=s 0 Pqa ~Wn 0 3. Filter nmoff Frrrm exposed areas prior to diseharging inta clrainage ponds and particularly pnor ta directing
runoff into drywells. Filttering measures rncluded iiistallirig teniporary silt traps, silt ponds, graVel coue
filters, etc. In 5i1t traps and poiids, size sediment starage valumes 6y determining the amount of silt niaterial
generated over a b mandi period, using tlhe Plaxnian Mediori. The silt traps and ponds are to provide a setting
xnne, and are to 6e sizeci in accordance witli the rnethod outliued in Section 11-5.$.6 and 1I-5.8.7 of tlie
WDOE 5tormwater Mamagemeuc Mauiual.
,r-Orra Oxin O 4, 5tabilize exposed areas as socan as practical aEtec gradiug work is cnmplete, or when grading work will
temgararily cease for more than . In wet wincer months, temparary stabilixation
measures will be required throughouc the duratipn of construction. Specify stabiliaation procedures,
reuegetation requirements, mulshing, etc. 5pecify the niaximunl time tiat cleared areeas are to be exposed
withnut prntection or stakrilizatlon aitd time af year.
r~ 0 N- 0 Vrn 0 5. Stahilize draunage channels. Pravide for temporary aud permanent ervsinn pratectiori rrieasures.
ves E] N4 E] In El b. Provide for perimeter barriers around expaserl areas tYjrough the use of srlt fences, straw bales, temparary
iziterceptar ditches, ete. Route runoff froin uiiexposed areas arauttd exposee] ateas wherever practical.
vei ❑ Yq 11 NiA 11 7 I.isr rautine nYaintenance procedures tn he inzplemeiiiecl by ttie Cozitractor tluoughout the dura#iorz of
cozvstruc¢ivii. Silc traps, silt gonds, theck ciams, channel restaration, etc. All will require fairly consTaiit
maintenance, especiaily during and immediately follau+ing a rain st6rm event.
v- E]Na E] Nrn El 8 Reduce the amount of mud, +dirt and rocks transported onto public roadways by motor vehicles pr runaff by
ccsnstructing a stalailization pad of amck spalls ac entrances to construction site.
res E] ,o E]N,n ❑ 9, Provide Special prvaisions for canstruc#ion under wet smDn cvuriitions. Define the season.
yo 0 No Q xrn fl 10. Provide final restoration procedures, site restoreatiori, access road cleanup, cleaning drdunage structures aud
pauds, etc.
YES E] mfl E] E] 11. Iuclude iu the plavs the stajidard ErQSion and 5edimenta#ian Control nUtes grepared by Spokaue County.
cklistA OJdan95 9
r FIELD REVTEW REPORT
Y. El NQ E]xin 0 r. F1eI[I 1llA1eSLlgat1411 ITlp T11ade ❑Il
v~s Q- El N,n 1-1 2. Date this field repart was conipleted
re: EINOEIK/n F] 3 Are tliere arjy exisding utilities ori the prajeE[ site? (Overhead power, fire hydrants, etc. ) If yes, describe.
veg E]Y4 0 Kln E] 4, Are the draivage basins orr the graund the same as t1inse that are presented iii die draiiiage report?
Yes Li No Li rrIn 0 5. Are tlzere any drainage chanriels directed toward property?
rla0 r+- 0 Kln 0 6. Are tthere any drainage chavnels directirig water dirQUgli die property?
v" OYO EINIA 171 7. Dfl County rpads cut off drainage as pet' drainage calculattons?
v.E] n.E] K~AE] 8. If there are culverts u.nder county roads, daes the flow go away firQm or toward the project?
ves El rra ❑ H,A. Q 9. What kiiid mf grnund ccauer exists?
v~ D KO 0 N~AE1 10. Describe any existing channel conditions:
ve3 0,.El tiiA E] 11, Describe channel crnss sectinn:
1. Lj 11 ❑ IA ❑ 12. Existing Curb Type:
ckh5lA Q„an95 10
~ . C„ARENGE E SIM~'SON
~mpson Engineers, lnc. 1901-1987
RICHARD L. SfMPSON
G1VlL ENGINEERS ANa LAND SLJAVEYQFtS CHARLES E. SIMPSQtJ
Licencecf rn Washington and ldaho
N. 909 Arganne Raad 5pakane, WA 93212
(509) 926-1322 Fax: 926-1323
February 16, 1996
Edward ) Paarrry, Jr, P.E
Spakane Caunty Engineers
SUBJECT; Midilvme East 1st Addition
3 rd subnaittal
Dear Ed:
I have included for yaur review twa sets of prints of the revised strc.et artd drainage plans for Midilome East I st
Addition. •
Also included are the following: '
1} Copies of thvse partions of the drainage calculatigns which have been revvised or added in the original
report. (2 sets)
a} Typical Curb InIet and Driveway Cut Ca1cuIations
b} 32nd Avenue Asphalt Taper Designs
c) Sight Distance Analyses and Ma~s for 32nd Ave, WaodlavveY St., Vercler Dr., and McI]onald 5t.
2] 8 II2'°x 1I" in$ividua.l lot plans (2 sets)
3) Print of plat with sight distance easements and language (i.print)
4) I'rint of revised water map (1 print) -
5) +Copy of drainage easements for offsite panding (2 copies)
Regardin,g comrtients from your 2nd reriew: -
/Ageoteclanical engineer is in the proeess of perf'orming R-value tests on the natiwe soils for design af the
roadway pavernent sections. Results wi11 be forwarded to Spokane Cmunty vvhen tests are comptet$d..
A deaign deviati4n reyuesting harizontal curve radii of 410' an VVoodlawn Drive rather than ? l S' was submitted
tay aur of~'ice ta Spokane Cvunty on 7anuary 24, 1996,
1 met with Bvb Brueggeanan of Spokarte County on Tanuary 24, 1996 regarding the vertical curve trarisition af
35th Avenue anto Wacadlawn I3rive. Bmb stater3 that, 'The stvpping distance required for the grades, terrain, and
raad classification was nat necessary at the'Z°-intersection, but that Ishauld try and lcs~e transitiar~.' I have
sha~wr~ a 1~1t~' vettical curve on 35th Avenue in place of the 50' vertica9 curr~e
~
Sirscerely, RECEIVED
`
FEB 16 1996
SppKAwE COUNTY ENG3HEER
Kevin W. McMulkin, P.E.
~
~R • . i\
~ I
REVr B► ■ i!R ~MMENTS
SPOKANE CflUNTY
bTV'ISIQN OF ENGIhiEEltIidfG & R(JAL7S
1026 W BROADWAY, 5PC3KANE WA 99260-0710
PNOA1E (5[}9)456-3600 FAX {509}324-3478
FEVTEW 2 RE'VTEWERr Eci Parrv
PROJECT P1751 DATE: 12 1anuarv 96
PROJECT NANTE: Midilame East 1sC AdditiQn
C[lNMENTS NOT ri'ET RESCILVED FR(11VI FREV1fJU5 SUBMI'TTAL,S
Ist Fteview.
GiiilAL
Vert►cal curves are needed where the AG > I %{Need to provide Verkical curves at all locaxinns
wlaere the grade differ!ene.e exceeds 1%, including intezsectiotas. Angle points in the profile are nat
cQ~ cive to dri~ver comfort)
. Traffic cantro] sign9ng and street name signing vuere nvt fndicated on th1s submit~] (Neec~ to ,~ravide
. stop ~igns at intersection vf Lc►eal Access streets on Woodlawn (a Caliectvr Arterial))
8. Drywell affsets need to result in a drywell location no greater than frorn the curbiine (e.g., wher~
drywe.lls are located in the curb radius) (32nd AVenue: The curb is at 32' from CL; the 42' offset
speciried results in the drywells being 10' behind the curb face. The maintenance vehYCle is on9y
able to aGCess out S' from the side vf the vehicle)
CC1MNLEhTS BASED ON REVTSET] PLANS ANU CALULATI{7NS IlN THIS SUBMITTAL
GENETZAL
/P 1ans need to be sagned and dated by Che I3evelapet'
2. A sight distance analysis for each of the interseGtivns interna] to the iat is r~ eded; ents need
t4 granted based on tfie analysis ~jw0 I~' * ~i~ % '
tioning equations are typicalfy shown as "Stativn xx+Yy {Street A} = Station mrn+nn (Street
410,
eswale flaor elevativns need to be speciFied
.'VVhere raads end in a stub, add the nvte: "Grade out at 3: 1 (maximum) to existing grmund"
. • 4
REVIEW CONflVMNTS F'aga 2 of 3
12Januaay %
PRC]JECT # P1751
REVIIEW # 2
[!d~"n~' PI~ANS pbm 1 , ~c.= ~ ~ ►4~i
S~ie►et 1: G~ ~
l. The inbvund taper lWngth should be 1OW (W = added wicith af raadway), or 100' whichever is less
~ h out oundqta~~ length is given by L= W5. S = 45 mph for a Principal Arterial crn flat terrain
~
~ ~ ~
oV T'he drainage swales need to be located autside af the Future Acquisitivn Area; maintenance access
0/ to the - r Hs will be needed
~
~ 4. Roadway Sectians:
a. Need to provide resu2ts vf R-walue tests {vr vther calculations} to suppvrt the proposed
pavement tro Lte ed ta coor the crvss-s1opes shown vuith the crvss-slopes resulting from the elevattorts
o ~ 'ies eed to indicate existing RllW, and Future Acquisition lines vn 32nd Avenue sectian
5. Requlrement fbr surveyvr to check forms: Delete from this page (prvvidecl on sheet 7)
Sl~eet 2;
1. ~ ar~awn Arive
crodlawn is a CQllector Arterial. The rninimum hr~rFzontal curve radius far a Co11eccor Arterial ors
~at terrain is 715' W944. MMW4
-Sth Aveaue
11.
he. SQ' vertical curve at stacion 9+50 does not provide adequate stopping stght d[stance for the
a~es, terrain and rvad classification
Sheet 7: ~
e ed to add callaut: "Bank of swale to be set at TfC +0.2"', typical at all swale details
CALCLJLATIiDNS
he curb iniets need to be sti~d for the greater saf (1) ~e gea~c flow from the entir~. t~asin; vr (2) the
flcrw from the road area within the basin
2. 208 swale sizing: In Basins E, G, an , the swales need to be sized to provide 208 treament for
the contributing pavement area. If a sw e is taa small for tfie contributon<9 pavement area, then the
excess volurne needs to be addead to e volrume frorn the pavement area contributing to the next
dvwnstream swate, until the excess ume tas been distributeci in a the ecess capacity of the swales
dawnstream
_ ~
REVIIEVV COMOENrTS Page 3 of 3
12 January 96
PROJECT # F1751
REVVIEW # 2
~ to ~ un•3
208 LOT PLANS: I~lot receiued with this sr~btnittal ~~•~"'Q ~
p.~q,A t ~e
WA"TEIt6SEWIM PLAN: rijA IV ~ ~ 0
~'he services vn o''~
ts8& 9,B1ock1
is ~6 & 7, F3lc~ck 2
ts 4 S, ~31aGk 3
. Lots Y & 2, BIvck 5 ~
need ~ relocated vutside Qf the 208 swales. P1ease submit a revised water pla,n shawing the new
wa en+ice lacations
~
4p
~
pvA pe4qa
~
~
-L
STORM WATER DRA1 NAG E REPQItT
MIDTLOME EAS T I ST" ADDIT[ON
t* ecem'br 1 2;'l 9 95'01,
Prepared by:
Simpson Engiraeers, Irrc.
North 909 Argonne Road ON"
Spokane, Wasliingtoii 99~212
RECEIVED
DEC 12 1995
SPQKANE CC7LlNTY EiVG1NEER
TABLE OF CQNTENTS u itf/ti
1. Suunrnary
II. Star•mwater Drainage Ca1culations far Midiloine East ] st Addition:
Basins A thraughW
HI. Attaclitneiits:
*S.C.S. soi1s map, and soil description
* 32nd Avenue curb grade calculation stieet ,~"~1~
` * 3~~c~A~u~nL~~: S~ "~~i~ ~,i'star~c er A}11 al~si~s~~rid-M~~ ,
c W"S.
0 ~
~ ~'r1
. r {
~8578
0.. FGr57~.~
M1
~
- ~ F-XP DkTE 10/4/
~ ti
\ p
Stoi`mwater Drainage RepDrt• Midi1ame East 1 st Additian
ST,JMMARY:
This project is 1ocated south of 32nd Avenue and east of Pines ltvad. The plat proposes 60 residential lats
tataling apprvximately 23 acres.
The develapment is divided into eighteen 8) basins; A through,011 5ee Drainage Map fQr Midilome East 1 st
Additian Each basin is compased of two subareas; 1}grass lawns and swalles, and 2) impenrious roofs,
driveways, and asphalt paved streets. Stormwater flows overland acrvss roofs, grass lawns, and driveways and
into grass swales hehind the street curbs. Storrnwater fram asphalt streets flaws aiang the curb gutders and irrto
the grass swaIes thrQUgh driveway curb cuts and curb openings located at Paw paints in the curh prcafile
As specified in the "Guidelines far Stormwater Management", page 54; where a slaping swale is less than 100
feet long, and slopes or 1ess, the swale rnay be cansidered flat Drivevvays along the road will a'bstruct the
swales, creating a series of individual swales Chat are less than 100 feet long and less than l.fl%, and d inches
deep between the driveways. Therefare, each svvale will be considered as flat. Stormw+ater wi11 fill each swale to
a6 inch depth and then overElovv across each driveway until the water reaches the final swale and drywell(s)-
The grass swales were calculated to hvld the first 112" of rainfall runoff oVer thc asphatt street areas,
Figure 2, page 6-3, of the "Guidelines for Starmwater Management", by Spakane County Engineers, was used
far rainfall yntensity and duration vccurring at a 10-year storm firequency. For basins + S and ,a 54-year storm
frequer~cy was used because of of~site areas -
The Rativnal and Bowstring 1Vlethods vaere used t+a calculate the peak stormwater runofF for each basin, and the
type and number nfdryrvells neec3ed for each basiri based on the starage capacity ofthe swale
Tn accmrdance with "Soil Survey, Spokane County+, VVashington", 1968, the sail at the site is categatized as
GmB, CiarrisQn vety gravelIy iesarn, sinnilar to Garrison graVelly 1Dam, except that che surf'ace layer is very
gravelly
This type of soil is considered acceptahle fvr dtywell installation per Section 4-4.1 ❑f"Cuidelines for Starmwater
Management".
` ~
RATTQIVF~`L FCIFiInI..iLA I-IVI7RC]1...OG'Y' '
DATE = 121$195 DESIGNER = K W 1"lCIILJLF:IN £tWSTN "F"
PROJ ECT NF;ME = I'1 T Ll T Lt3ME EAST 1ST RDDT T T C7N
DESCRIPT Y C3N =-r,.r- TOFir'IWATE~ DRA I IVAGE
SUBAREA f=. i:Y. AGI°iE5 SUBAREA I Fi9..ilVOFF COCl= FI C TEi`JT = .9
SUBAREA 2 79 ACRCS SUBAREA ~RUEVDF=F COEFF 1 CIEN7 = .I;
TC1TAL AREA = 1.32 ACREa C[]I`7P(7a l7E RUluDF F COEF'F T C I EN7 = . 4511 =:6ata~ 6Z:,6
C7VEi1LAND FLD$3 WAL,UEa
Ct ~ .15
1... _ WX"w r
N .4
S = NVO-00
CHAf+iNEL FLpW VAL[..IES
L = or&uft
Z1 = 7..;
Z2 = e.6
!'A - . Cz -5
S 0,
5 . bCi o
TD ~ .762.4
GC3F'IFIJTED VF3LiJka
DLJFi -m Q. ZQ
110 2.47
~010 w 1.4
C! 7
A 1 . 4 7
r
BL7Ws"E'Fti T NG LALCUI_hTi C11V5
IIFsTE _ 12/8/95 , DE5TGNEf,° = k: W MCMULKIN BA:aIN "F„ '
F'RG.]kCT NAME = MIDTL❑NE EAST 1aT ADDI1°IC1N `
DESCRxPr rON = sToRMWATER nRAINc~~E
t t Inttnszty Ll id ev. U.L n Vout 5toraqe
[r'nzn. ) 5,5ec. ) (in./hr. ) (c.f.s. ) ScLa. f t. f (Cu. +t. ) fcu. f t. 7
5.0 :71. 18 1. E39 761 .,00 461
S. 4 507. 2.47 1.47 992 503, 490
10. 0 600 -2. 24 1.717, 1028 600 428
15.0 90i 1 1.77 1.05 1129 900 229
1-0. 0 1200 1 . 45 .36 11B4 1200 i --1 6
iJ. L) 1500 1.21 .72 1 i04 1500 "'296
Z a`_] . 0 1800 1.04 .62 1 221 1 a(1[ 1 -°579
:-t.u 2100 .n71 ,54 12t1 2100 °B69
40. O 21 4 tat:) .82 .49 1255 24Cs;:1 -1145
45.0 2- 70 0 .74 . 44 12 65 27470 -1435
50.0 Z) 0 (}C.1 .6B .40 1284 'f)044 -°1716
.~a,.c.~ . C1 3.00 .64 . 8 1 ; 2;.~ -1 i 77
60.0 ~600 .61 .16 1 370 w 6cFci 2=0
65.0 7,90(~ .60 . 3, i 1442 ~-,,t34) 0 -?4158
70. I~~ 42-100 w 5C7 .'~:J 15 1C} 4200 2690
, 75. C~ 4500 .56 . 3.3 1 544 4500 -29-56
80. 4.1 4800 .53 . ~-72 3 569 4~'30Cs -3=711
85. 0 51 OC) .52 .711 , 163.7 5100 --1,484
9C1. I_] 5400 .50 .._,t 1 1659 5 4C.1C1 --=5741
95.0 5700 .49 .29 1717 5700 -3987
100. 0 6000 .48 .29 1764 6000 -42,6
TF-iE I"Ir=iXIMUM 5TC3FtA.~'.~E I~ ~~-„y~..~'.i2865775fa CU. F"f.
~ The ti me of concen#.r-ati on xs 8.7381504 ms nLiteS.
The Uiidewel, oped f1 ow raLat is 3a. f.s.
I"EI`d Y'EAR STORI`'i CALC
D 1T,14 r-d N 0
A L_C _L1.L~.kT_i D_N_.:--
- - - - 4~-`'~ ~r
n ~
T E_. t- _-'1 L~~;._~~~~:+-,
~
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L
f ~_C?- __4_~i._ - - - ~!_~~l U
- - - - - - - . _ - - - - - - _ _ _ - I $ ~ ~ ~ ~3 ~ ` - - ~
- - - - - - - . . _ - ~ 'Do v ~ F -r-~
G ❑ d ~C'~ ~ ~~_[7 _ ~ ~L ~
- • _._.~..._t~ n ~ _ 4_u_5_E~~ ~ ~ - - -
ti-i t) u~ ~ .
Vz t r+ , Y
, 12_ ti s~ • r
. . . ' ~ t~ r,N g ~k ~c i v~~~ ~ Y • ~ . 4 ~ ~ ~ b~ ~ g: arr ~.1 ~ ~ ~ ~.1L :
_ . . - ~phiS~4't F~_ ~___Y_._- - - _ . . ~ ~ ~~5~ - pi~~ ~ - -
. . . .
0 5 -
• • •.__.._.,~!~~_~1...,~~`~1~._~~~~._~_C~ ('~~;.~~il"~lD[~ ~1.~~~~
- 17 ~ f~ l ta ,F~G ~ C l~ L C Ll L F,~C l D i~ : 'C=`r~a t~°~
r_-C-
~~p ~4.`J A, ti t r- F: E
- ~ t ~ - - - z . . F~.' ~G~~~~~•`i ~ t•~j - ~ ~ ~1
- - - ~ - _ - - _ - - - - -
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t.cl
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ti r~• ~ ~t i=~,
' • - - _ ~`o~~~(lfi~~ ~ . 15 f-~.~ G3 Y°C•` I~'='~i~{l•9~~
:'-0C,3~`
I
• • - ^ • - • _ - - - • • - - - . ~ ~ ..~r ~ ~ 1 ~'s ~ F,~+., ~ ~,~i --C ` ~.:.1 c 'F-~ ~ .
• 'rk~
' ~ ~T•~ :cl~
~ ~i:
FT:~ ~Ct
RAT I flNAL FORMULA HYDROLUGY
DFITE = B/ 1! 95 ~ 17ES I GNER = I•; W MC1alEJLKI N\-/ BASI N "H"
:
PRC1JECT NRME = I°iTDTLC1h1E EAaT 1ST Az1t7ITIOlV
DESCRI PT I C7N w STaRMWATER TiRA T 1VAGE
SUBF3€rEA 1=. 75 faCF2ES SUBAREFd 1RU1VOFF Ci~~FFICI ENT = .9
'`ra'L.JEtAREFl 2= 1. 81 ACFiES 'aUBARER 2 RUIVpFF ICOEFFIiC T ENT = .15
"I'CETAL AREA = 2.56 ACRES CqMr ClSlTE RdJIVC]FF C47EFF 1 C TEPdT = .76?726,5625
❑VERLAND FLOW VALEJES
Ct = .15
l... = C'
N - .4
S - .01
GHFiNNEL FLOW VALiJES
L = 660
Z1 = 7,:a
Z2 8.6
' N _ , 0.;'e
B 0
S -w . 015
TD ~ . 41?
GOMF`UTEU VALLIES ,
I3UR 5.17
-11 C) 14
ls] ?.97
CI C~A
= 2. 97
. BOWSTRING CALCULATIONS
L1ATE = BI 119~ ~ DE5 I GNER _K W MCMLI[..ba T GVBASI N "H"
PROJECT NA3"EE = MII] I L01"tE EflST 1 ST A1]D I TIO#+J
DESCF+I Pt T ON =ST[]RMWRTER DRA I1VAGE
t ` t Intensity Odev. Vin Ve►Ltt 5torage
tsnin. i tsec. l [xn./hr. ) (c.+.s. ) ici-I. ft. } (cu. +t. ) tcu. ft. l
5.0 :300 3.18 3. t_il 1210 30[:) 910
~ ,~F~ ~+.1$ ~.9! l2.y6 310
9ia
10.0 600 2.24 2.12 1496 600 896
15.0 900 1.77 1.68 I fa84 9Clo 7S4
20.0 1- {_1[~1 1.45 1.37 1792 1i(.~0 =
~i ~
25e0 15Cxa ` 1.21 1.I5 1839 1500
-:1o. o 1800 1.04 .90 1876 1 BcECi 76
35.0 2100 .91 .86 1900 2100 -200
40. t=) 2400 . 82 .79 1945 2- 4 C)-455
45.0 2700 .74 .70 1965 2700 -7:::5
.,.iCl . 0 '3000 . 6Bi .64 199~ 100 0 - 1001
55.0 37 'C1C1 .64 .61 206L 3700 123- 7
60, Q 3600 .61 .58 2 1:39 .~600 -1461
6r1• 0 s}90t+ . 6V .56 2256 71-705.1 -1tr744
70. r) 420C.) .56 .55 27-64 4200 ° 18-36
75.0 4500 .56 .5,5 .2419 4500 w2081
80.0 480Ca . 53 . 50 2461 4QCIC) -21 3:3 9
E35. 0 5100 .52 .49 2..,37 5100 --25b3
9[). r) 5400 .50 .47 2605 5400 -279;
95. Cy 5700 .49 .46 2 6 5>2 5 7Cs0 -4,008
1CsO.C) 6000 .4E3 .45 2774 60CtiG -4,22b THE MAXIP'!L!1'1 a7"C]RAGE xS M,4083E3845 CIJ. FT.
~ The time nf cancentration is 5.170212 argintwtes.
The Undeveloped f1 ow raut is
l"E!V YEAF: STaRM CALC
~
Ml;7til.OM~ ~-kST k5T ~+DAI'TIDN _ _1`+Q. 1~~3'8
- - -p-?,kl tl1 P. GE- C jA1 L-C ULPr li 0 M5 - - - ~ `~^r N1
9.5
13:zl v<,v . vgf-
- - . , __------~-q~~ w~,s--cu~~~iv~e~e~_~- - - -
a~ E ~vP tM~N~ . - - - - - -
A,a~PL 7-
-
P► Ztiva F'C~~ ` ~ - - - - -
?-09IF3 ~ - - ~1~~[7{J~--'f'C• - • -
~~71]s e
14Y►y f- RV 1ul] 5 0 UD
z 1 ]d~
- ~ 5
Nv-t~; ~~n~_.~~~t-.~7ev.~.1~~+~►~.+n~_ r.~t~ _o~.ru~nf-f_.-f.~v~±~~--Qf-~ ~~e._..__.,~~~_.
- - ~C~+~ \14e~~ ace+nt prvpe-ri'ies As_.4ess
_
~ .~'~w~~Q~~►►~~y "~D$~_ ~v~.w~~,. ~~r ve.c.4~.r 17rN e- 5 tu'6 ra ad
_
v 5" s_To F P•6 E
_ _ ° , .°--•__,~.lAN~~~.'. _ _~s_
~07~0 '~.:~'.Ca.~ ..~~ID V'lb_e ID I~_~I~.'~.~~~_.z __~~~j T~.
JIJ T
~ ~ • , ~ ~ ~ ~ ~
~y ~ ~ ~ 4 ~r r~ ~ ~ ^T} ~ r~fL.~ 1~~E! I
~ ~ uisItion A o e
Future Wafi Slto --sO
..`utur~ Aq
' m '1 ~ -,~_-...__--5 R - 8uilding S~lr+ !
-RosIdantlnl Lot ~
{
28°
r
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Scal~. • ~l - - , , ~ ~ ~v ~ ~
.
1'r f fr r
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:
Flr e~ I~e.v e,1''Z.pTf~ vA ~ , ~ ' ~ 4-
. ; _
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uildin9 SLtbC1Ck r l
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25
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' ' . . , . I 4 .,...z..,,.. , . M.. . . .
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RAT F OIUAL FO1R1`14JLfl H1'DF:C7LCIGV
DA-rE = 11r16r95 DcS113NEi, = K w MCriuLKIN
PRaaEcr NRME ~ MIDzLOME EAsT Isr ADD. - -
~ r ~~v = 35~?~,T ,
SllBAREA i=.33 ACRES SIJBpREA 1 F;IJNC]FF COEFF ICIENT w .9
JIJBAREA 2' = 1.68 ACRES SIJBRFtiEA i RLJIVOFF CQEFF I C IENT = .15
l"C7TiL AFiEA = 2.01 ALFiE,.~".s Cof'IF'Q5 "CE FiU#qQFF COEFFTCT EIVT = . 27:= 1 ~ 43,28358
CVEFtiLAN13 FLC]W VALUES
Ct = .1S
L - 400
N 5)
S GC}4
CHANNEL FLOW VALUES
L - CJ
TI3 = Q
LdOh1F'LITE:Ll VF;LLIEa
nuR = 13.88
z15cr - 2.07
. D'Jc3 - 1.14
G! A - 0. Cr tZ '
fiHT i ONAL FORMLiLA FIYI7R~LOGY
I3Af E = 1 1 J], 6r' 95 f]ES I.C'.~NCFi = W MCML11...KI IV
PF;l7JECT NF1ME = h1I DIL0ME EAST 1 sT AI3i7.
DESrF: IPTI C3hl = iQR,E
;::sUBAREr s 1= 0.03 r"-tCRES Sl.1BAREF`~ 1 FCLJl4GFF CL]CF'IF lC IEIVT _ „25
i°C]TAL AREW = 1. OZ ACF;E5 CDC'ZF'UST l"E RLJfV[JFF CC3E1= FT CIEI`J-f = .25
fl'VEFiLFtND FLOW 'w'ALLSE5
Ct .15
_ L T 400
- N _ .
S = .004
GHANNEL FLOW VALIJES
L i]
T T3 - 0
C:Oh1F'L.1TED ►lALl1ES -
L}UR = 12.90
150 - 2.59
050 ~ 1.96
OA 0.00
~ -
I
ST D k_-T
- - ' - R~ A_k-G S
.
E_~~ ~A_ ~ ~ A'3 n fl.
~
,
o t- f.~_~_+~,~._..~ ~ aL]_l_'~~_~.~._.~._______~___._____.__.r _
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~ Cv.3 c~~ a~~r }
11 M
- - ~ ~ _~~_~'Sa~ ~ ~ ~ ~_1~ a ~±~I~`~ ~ ~ ~ _ E ~ • ~ _ ~~C • W_ ~ _
►2.tu-~~T
_w
_ u_ _.._._...__~...W -.r_•-•_----- -
~
- • - • C7 f+. Ca'~ ~ d ~1 l C3'rG b _
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p D N iJ~----~`t]D * 1Z?-
-
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~
i
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k
r
RA`I" I L']IVAL FC11=cfYlUL.A HYDFiOLOGY
DATE €'if 1 I95 I]ES IBPJER = K W h'1CMIJLV: I N Bfi~a f<I '~4~" ~F'F5 T TE
PF'iC]JECT IVF,ME = MIDILDh1E EASl" 1..`"1" AE?D I T ION
DESCF:I F'T I[]hl = STORMWRTER I]RA INF~~E
SL1BRFiEA 1= 5.92 ACfiEa SE.iBAREA 1 hUNGFF CCJEF'FI C I EIVT = .15
TCiTAL AF:EA - 5.92 ACRES COMPQS I l"E F:LINOFF CClEFF I C 1ENT = .15
OVERLANII FL.OW VRLUES
Ct = .la
L - 1040
N - .4
5 = .006
CHAIVI`1EL FLQW WpLLJES
L. Ca
TD = 0
CC1h1PUTEI] VALUE a
DuR _ ?5.95
1;0 = 1. 6;: '
~050 - 1.4;)
Ga - 0. C,c,
-4OUJSTRI NG CALL"LlLAT i ONS'
-:•.,m
.~~jN
S3ATE = 1 1, /16! 9v DE a I.C-~NER = k' W h1C`iULKI N F'~F~~
PROJECT NAME =MI F7I L(]ME EAST 1S°1" ADI] T T! C]1V
DEaGF I F'T I ON = b3TClRIIWATEi"s T]FiFa I NR~'aC
t t Tntensity Qdev. Vxn VuLdt Straraqe
4rrlrn. ? [sec. ) Linalhr. ] (c.i.s. ) (cUs +t, ) (cLd. ft. ) fCL►. ft. i
J . ci 300 4.57 4. 06 16 711 g cI 1 J 4I
10.0 600 3.20 2.84 2i85 180 2105
15. C) 94:'O 2.45 2.13 2624 270 27,54
20.0 1200 1.97 1.75 2813 360 .~~,.=F5.:a
i5. C7 1500 1.~L'c~ 1.49 ~{a~°9 ~i~~C4 2~.V4~i
25.9 ~ 1557 1.63 1. 41J 3028 467 2561
30.(D iBciC) 1.46 1. 3i) =020 54cl 2480
w.:.s. 0 21C10 1. a0 1.15 `j 6 4y0 ' 24~_15
4cl. 0 2400 1. 18 1. 05 3069 72- c i 2749
45. C) 2700 1. 08 .96 ;"097 810 22E37
~-~+i-1, i 1 3000 .99 .00 P I c I..i 90[:1 2203
p
15 5. C) -3 G0 .92 . a2 3 I28 990 i T'y1LO
60. C] 3600 .E37 .77 319Ca 1080 2 110
65. r1 3900 . 8-- .74 ~2 6 15 1 170 2095
70. Ca 4200 . 79 .70 3318 1260 a 2058
75.0 -11500 .77 .68 ~y439 1 350 2089
SC'. Q 480C.) . 75 .67 3549 1440 ' 1Q 9
85.0 5100 .731 .65 3649 2119
9(:). (7 5400 .71 .63 3730 16 20 21 18
9 5P . 0 5700 .69 .61 ~817 1710 : 10 7
100. r_) 6000 .67 .59 35325 1800 2085
THE MAXI f"iIJM STOFdR .'.~E T S 2-560. 941 06?81 Cl.J. FT.
* The ti m~ of caar-icentra'k x an is 25. 94780 niinute5.
"fhe LJndevei oped f 1 0w Out f s ..a c. f. s.
F" T FT1' YERR 5T01311 CF3LL
. •
Midilome East l st Addition
~ Sigh Distarice Ax~idd lyN., i : 3Y2nd A~r,enue '
InterseGtican of Woodlawn Street with 32nd Avenue
Intersection af McDonald Street with 32nd Avenue
Sip-ht Distance Reouired:
Case B- I Left turn onto 32nd Avenue across one lane of traffic wit'h
vehic9e appraaching from left
Design Speed = 45 m p h.
Sight 1Distance = 470 feet frorr1 Fig. LX-40
~
Case B-2b LeR tum onto 32nd Avenue acrvss one lane 6f traffie and merge
with traffic from right.
LDesign Speed = 45 rn p h.
3zt4a Sight Distance = 720 feet fram Fig. TX-40
I
Case- Cb , Right tum anta 32nd Avenue and merge with traffic from fihe 1eft
Nfl Design Speed = 45 m p h.
Sight Distance = 720 feet from Fig IX-44
-Tr~~
l~
I .
f
For a car waiting to merge from eithec Woodlawn Street or McI]anald Street onto 32nd Avenue , the f+oilvwing
assurnptions were made:
l Driver's eye is 16 feet behind gutterline of 32nd Avenue, and driver's eye Freight is 3.5 feei above road.
232nd Avenue is a rnajar arterial with design speed of 45 m.p.h.
3. The object height vr oncoming vehicte height is 4.25 feet.
z -iaIf .-r~--^. - - -
~ • s-c: - . . . . 4__.....m • ~ - . ' - =
~
• • ,.r_L ...sa • - ---K- ~ r~~~: ~'c ~
~ ' • . _ _ - _ • . " . ' ~ ' . _
- , t - . _ i~• 5,:~;1 ~•~Zi~:.f ft~~ F ►:~r~l[ EL_71i'1 e
' n - .t.~~ " . ~ f~ ' '-F:~~at fFSs+ 5ts-'.t~~i a•v~eu1 ` v,r -
4t ' - - - - E-l- 5~:.47 ~S's?~,,;:i fQ: P ►':r:tf 3,r.~:~~~: lE~i 1•li~
' y - ~ * . . ' i-Ite:; k.*~~~ ~T R: C~A55 F 1•i w•:LI +=r"=: ~{~i:x,
~ FG
GxC=RUf
- _ rs ~ ~ ~E~ ~ E-3-{.sr~r~r.~.~'c'y 5'"KT ~"=Ta,r:f fa= F ►iw:t[ 7~3=~:'~L .
° - lCF"f A'7G <•~er:; t;,~•Fi a[(::k5 f vik:l[
~t r ~=rFiJ1:~[•:: I'rCau ~,[~1.r5{[ ~=~rAVI ~
_ - J~ / - - - ~ - - F 2:>- ~at~l 6v:[ iL=. F ai Pc:t E i[FT E~.}p
- _ - " ' 4p 7-ZRt; F!-,v- a) t4o ail ir: ISi Or G:3lvti 5°E1G ~ -
o _ ~ ~ ~ ~ ~ ~ _ - _ ~ ~ ~i;~;f.?1 £~l~i C~►'L~ats f~. Pi 1 1'i~~:L~ ~~ii~i:~'.~~:~ 0
„ `a „ j~ , ' IF7t+ Il~ f,:Hl F~~3_l~:f 5xi[:' fzau LlISo:~• S°iCo ~
ol' a=s~.~: s~~=~ vS=.f D z4L sa)
~t+rI L'SZRA.4 103 p L'tq_LE It lil'q. P_~Z 1':'0
4' 1: T
,D - - - - - - _ - ll.~ 1;.1~ ~,T Ll.~ f
I T]~r.~~] E_k- f T l 1:h'l( sF: Fi.eiu'sy `
o--
7ri: l[{1 ti^ 5:'$Ef• ]0
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a u
a ar~~ ~ ~ 00 e:•~ r_;ro n 9,aa rr an c
~•.7..-.[ ertil~ ;
F ici -j m I):-tQ. ;nteTSEGZion si(oh; d's;zncer 93 rY•grade fntc-*erliran R
Case I11C). "
:
~
• - ' - • fT -`°x+~ ~~r ~ ~ ~ r.. • ~ a.. y-r~
+a;,s~
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Q L
~
J '
1 ! ~ - 1 i ~ ~ ~ ~ ~ . . . . . . . . - _ . . '