Montgomery E 11407 Comfort Heating & AC Office Whse (BRG) Reloca
r ~ IM0NT z ONffltY E 1,X4~/,
ATE FM= ENGIMEYt' SREAESkIEET
_ maAltlt
~~ELiBD
IA.S BiJJLtI' PLANS ~R'ECBIVBD
BLDG. p~RAM1 B95180
R+elaW Fde # (BSP 32 L9B1)
$nilding Dept t (95010004)
Date to Revxew t2/j].'/'1995 Time 10:00 itevicwdry►pee, Pte-ApQlicaflon
Daie Reccrvod 12/W1995
Project Name COMFORT HE ATING & AC OMQE W'HSE (BRG) RELOCA BLDG sQs_FT
Range - Tow.nsbipt - Se,ctioa
45095.9M
SYM ADDRE,SS MONTG011+ERY 19 11~407 / W BOWDISB PARCEG
Applicanf's Name AM.UND MaMB GONST Phone 92"552
Addrw PO BOX 14346 Phvae 2#
SPOKANE WA 9921,4 FLOOD
ZONE N0
I Bill~ng Name Owner _B~RG I~NTERP-RIS~S E°~~r
Address Address 1140,I E MONTCOutgRY CompaaY
SPO J~~ y WA 9%06 ~ddress
Sgned Phone 922=5000
Phone Phnne(FAX /
Buildmg Conwt Person:-7eff Porry Bxt 1031 CAROL FRAZIBR Phbne # 456 3b7S,
PM Submiaed DesEr.ivion Inirials~AT.~ FE~,S,.RBCEIVBD
~ D.ATE PRTORITY FEES RECENBD COPY tTO ACCOZRyTING~
NOTICE TO PUBLIC # 13 4 6 COMPLE'I`ED OR NB$bg'TO BE SIG1yED
- - - - -
9.t~rD816N DEVIATION SUBMnTED%bATE~ COMPLEED -(1!6AILE1~ l.'4
DATE BONQ RECEIVED - BOND AMOUNF RECEIVED
,DATfiyBO1VD RELEASED - DATE AS BtTILT RD PLMS
DATE RD PLANS APPROVED - I.yBW ROAD STAI,VDARDS (IWIAY 15,1995)
STAMPFD MYLARS TO PERMIT TECHNICULN (SYUSUZANNE)
' "PROACH PERMIT # ROAD/S WIDHT/S
12 _ ZZ i.gnNS
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PR4JECT NUMBER= 95010004 APPLICATION DATE= 12/22/95 PAGE= 02
C4MMENTS: ***~****rr*~**~~********~****~*~ BUILDING PERMIT
CONTRACTOR= AMUND MOMB CONSTRUGTION PHONE= 509 924 6252
STREET= P O BOX 14396
ADDRESS= SPOFQANE WA 99214
NEW= X REMODEL= ADDITION= CHANGE OF USE=
DWELL UNITS= OCCUP. LD= BLDG HGT= 24 STORIES= 1
BLDG W X D= 70 X 100 SQ FT= 8480 SPRINKLER= N
REQ PARKING= #HANDICAP= CRITICAL MAT= N
DESCRIPTION GROIIP TYPE SQ FT VALUATION
OFFICE B VN 1404 67827.24
WAREHOUSE B VN 7076 138265.04
ITEM DESCRIPTION QUANTITY FEE AMOUNT
COAMERCIAL VALUATION Y 1014.00
PI,AN REVIEW FEE Y 659.10
STATE SURCHARGE Y 4.50
ENGINEERS REVIEW Y 50.00
CONIlRERCIAI, SURCHARGE Y 351.35
20CD-INDUST ZONE IISE; 123 Y 325.00
ZOCD-CONIlM SQE°r-5-10IS; 128 Y 110.00
PAYMENT SLiNIlyARY
.
PAYMENT DATE RECEIPT# PAYMENT AMOUNT
12I22I95 00012387 1144.10
TOTAL DUE= 1369.85 TOTAL pAII= 1144.10
PERMIT TYPE FEE AMOUNT AM0UNT PAID AMOUNT OWING
----r----------
BUILDING PERMIT 2513.95 1149.10 1369.85
2513.95 1144.10 1369.85
PROCESSED BY: CAROL FRAZIER
PRINTED BY : KATIiY CLJMMINGS
THANK YOU
~
C O U
S P A K A N E N T Y
DMSION OF EADGINEERING AND ROADS • A DIVISIO➢V OF THE PUBLIC WORKS DEPARTMEDdT
WilLam A johns, A E., County Engineer Dennis M Scott, P E, Duector
MEMO
To: File
From: Doug Busko, E.I.T.
Date: January 15, 1996
Re: E. 11407 Montgomery/BRG Building, BSP-32 Lot 9
Per the requirements of BSP-32, adequate sight distance for the individual lots was to be
provided prior to issuance of a building permit. From the AASHTO chart, usuig line B-2
with a design speed of 40 mph, the required sight distance to the southeast of this parcel
along Montgomery is 580' The maximum available sight distance from the approach on
the west side of the parcel to the southeast is approxi.mately 386', as calculated by
Simpson Engineers.
Bob Brueggeman, Traffic Enguieer, has allowed Sunpson to use the B-1 curve with the
posted speed of 35 mph for the required sight distance. Tlus combination reduces the
requireid distance to 360'. Thus, the available 386' is greater than the 360' and the sight
distance requirement from the binding site plan conditions has been met
1026 W BrQadway Ave • Spokane, WA 99260-0170 •(SU9) 456-36Q4 FAX (509) 324 3478 TDD (509) 3243166
Thank You,
Doug Christenson
SlBned
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M DFC 1 9 ~ REQUES'~ FOIt DESIGN DEVIATIOIot SPOKANE coUiV1Y EN6tNEFR
o .130.00
. • - , A
DATE
ROAD NAME W.0. • CitP/RID #
=2, 6cadt~-,L JSS f' 32-~)2-) = Plat #
NAME OF PLAT IV . A 1'1.o-r
J-rr etvE J S UE&I%jE Mo~~~-~6+0~~ ~iE
ADDRESS OF BLDG j~ 470 g~ 86
NANE OF BLDG ER4JEG'T 8KG D-Ft CEIWPW-EH0 V5E BLDCr# B9 ,1j 8 oS 9 T ZS R
FEDERAI,/STA1'E PROJECT # A PROJECI' LIMITS
ECISTNG CONDITIONS: PROPUSED IlVWROVEMENT'S:
ROAD WID'IH
ROAD SURFAG'E
AVG. DAII.Y TRAFIC
Qurent Traffic Count Design Year 'Fraffic Connt
PROJEGTDFSCRIPTION SLjrrm- W&+~AE ~LA4J FoE. NeW aF9Ftt~/NA%a-R0vsE 6Utc.OW0.
`PROPOSED DESIGN DEVIATZONS ~c _ - - - l ~l ~x~~or~ FR.o -r~,~orr ~c+utee,~►~ FoR. trio s4. Or.
= .41 Sn6r-r WAW- ALd ~ ~ ~fiE 5! DE` 'OF ,'f~.i'~~~~~~ .i• ~ 1 orF St'T'E,
NSTIFICATTON: U~_2E AAAP o"_ -04E wgST SIbE oF -WE PRaPoSM 8ut"rt•.)G~ ipuPS :M 3.7 Pr Bezaml
TRE lult.N)i G Ft+QAL TMVS oMINrl ITS_-pW0 'E►JMLOSdS BASIN OF Otilt`1 610 SQ. PT'' ~►,tQ oTREe kur.o F~= ua IU- 6-;JTEiL -nWs$MAe.L~ B a8 1N &jt. o vrFc.ow,__& -OPE- OPy w~..
wrc- gE ihisrAU.F-D Art" Mlg- Le w Pac NT oF 'me t,o~~iN G ftm _P t~,, ur s ip+qsg:-~Mf
L4W P61wT o~ 'ME tbw (3 f.emr9L 'Qd&OJ vND1+~ G C~R.F► ~'1208PoND~~C~ IS N~T ~RLE.
p~ ry poNQIN Ca I~A PrT 'ME f~ttJT'DF TME Si1E' '}~!S Se.ePES a#J T~.'E S~rs
15ul- fS S'W6v675 up &g&►JS-r A SKrrCr daelCe= RctytfmIN 6 t.eiPeLl._ erJ TKE PAZJN G L4r'Sq)E
DUE -M THE 5 PAC.E cewJS,_ IMPO".> 6y ?ME B f Furrxc Ae.Qu cS m ok,l ArR.MA,.
w,4-r4 n~E krW- o,J o~J E' s!`F 'aig '`pg` PoaD+ ZxE PawD AwD s l.ePe^S &-r mdr rN VE a~AftzA.
SUBMITTED BY -QaL! G C'aipsMyi5e" ~ StWsotj Fw6j&1,g= (,1vG. DATE ►zI 1 ijj5
ADDRBSS 6L U-9 t~#-)E: s d J ZIP CODE ,99,Zj Z
PHONE # ~So9 ~ 9 2~ - t32Z
ADMMSMTiYE' oARIANCE FEE OF _j30.00 PAID TO SPOKANE COUAITY ~sa~aa
-REQUffiT W'Ill. NOT BB RBVISWBD W17HOUT FUNDS-
CASH!aECK # RECEIVED HY A,•~ & 451-A DATE 1Z . f 9' _ 9~5 ^
11Pv1dwdpArsR3
,
DESIGN DEVIATION
STA" RECONaVUNDATIONS
bo rtol" Re7eoow#rvv0 WfA d B F i*14~,~ov~ -7sW !~e 2RO00'~. AC-*74 ~i-SYO~
W11,L No'f' &MOS ;Fi 7W'~ ~729 -::t 0V0prwxt00,0 40104Vk., d~ *.c041006 l*G
~'~wo
Approved Approved w/conditions Not Approved %
c~ c ~ c~r~ •
Pro;ga Manager nate
~
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APPromd APPwvea w/conditions Alfit Approved
Planning & 11raffic Engiaeer Date
-e~C1c i'~'~Y~ - c ~ L~,G'/O~C~ c ' .
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_ o a~,~~s ~ ~ •
Approved Approved w/cwnditions Not Apprwed ~
, ' - - ~
Projeci,Management En ' eer Dste
Appraved Approwed `w/condiaons Not Approved
t ) t )
~
Operatio t gin r` Date
SPOKANE COZJNTY ENGIINIER'S
R1I+IINATION:
°
Approved a/no oonditions Approved as reoomnended abwe Not Approved
.
Spokane County Engineer Date
8~ _
S P C~ I~ A N~ , C O U 1-.4 T Y
DIVISION OF ENGINEERING AiJD ROADS • A DIVISION og THE PUBUC WoRiKs DEPaRTMENT
w,wam a Joh„g, P B, Act3ng County Engineer Deru►ie M Scott, P B, Director
Devember 28, 1995
To: BiN Hemmings, P E.
to
From: Doug Busko, E.I.T
Subject: Design Deviation for East 11407 Montgomery, B95180
Comfort Heating Bwidmg
The applicant requests deviations to allow two things: 1 Construction of a 2' r+etaining
wall on one side of a swale, and 2 Installation of a Type A drywetl in the baftom of a
loading dock to capture surface runoff from the loading dock
I recommend approval of the request #or the retairnng wall, as it poses no problems and
it has been allowed before I cannot, however, recommend approval of the drywelf in
the loading ramp The County has consistentiy denied requests for this type of
canstruction, based on the premise that all runoff from asphaitic surfaces must be
treated in a 208 swale prior to drywell disposal. The Spokane County Heafth Distnct
has also expressed disapproval of this proposal
1026 W Broadway Ave. 0 Spakane, WA 94250-0170 11 (5" 456-3600 FAX (50) 32"78 TDD (509) 324-3166
r
I
I
S P O K A N E C O U N T Y
UTILITTES DMSION • A DMSION OF'THE PUBLIC WORKS DEPARTMENT
N Bruce Rawls, P fi, UdVhes Duector DennLs M Scott, P E, Duector
January 9, 1996
Doug Christenson
Simpson Engi.neers
North 909 Argonne Road
Spokane, Washington 99212
Re. Design deviation for BRG Building
Dear poug,
Enclosed is a copy of the design deviation which you recently submitted for the BRG
project at Fras't 11407 Montgomery. The request for the drywell in the Ioaduig ramp has
been denied, wiule the request for the retaining wall has beea approved Please note the
comments and conditions on the reverse side.
Please call me if you have any questions.
Sincerely,
William A. Johns, P.E.
County Engineer
, ~
Doug Buskoa E.I.T.
Plans Review Engineer
encl
1026 W 8roadway a Spokane, WA 99260-0180 9 (509) 456-3604 FAX (509) 456-4715 TDD (509) 3243166
~
RECEIPT Date c'',Ci 2153
.
iiceived Fro
Address ~ - ,
Dollan $
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COUNT M PAID
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` RECEIPT Date - . ~ 19.C 2i~4 ~
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8RG ENTERPRISES
11401 L AAONfGOMERY 0 1 922-5000 28.8/1261
SPO , WA 99206-4779
Pay to tbe
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PO 8m(21IITSPOKANE,WASK~0~~021~ ,
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RECEIVED
PERM T DOCUMEiVT TRANSM TTALi ~
Spokane County Division of Buildings DEC 21
~5
1026 W Broadway Ave. `
Spokane, WA. 992fi0 SPOiA~OE COUN1Y ENGtNEER _
Project Address: E,-, LL9 o.7 mcz ♦ ~ Project q5_ ~ oo C& _
6usiness Name: - ` • y
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CONTACT: n Phone: ~ . 2~ , , .
Maiting Address: C? Clz,w,
COORDINATOR: e,'4-,r&q Phone: ~
DOCUMENTS CIRCULATED
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BUSINESS NAIVIE:
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CONTAC 52~
ADDRESS: Pa 0ox_ t 4-34-~.
spo,,~,c~t1 v WA a G 2Iy-
LEGAL DESCRIPTION: _L:,L q e
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DETAILED PROJECT DESCRIPTION: 4 Lt,or,o.,~,,•,~~.~ . %
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PROJECT NUMBER-- 950100 AP'PLICATION' D 1/30/95 PAGE= 0 1
THIS IS NOT A FERMIT
PENALTIES WILL BE ASSESSED FOR CONIlMENCING WORK WITHOUT A PERMIT
------r--.~~~~~~~~~~-----------------------------r--r-----------.~----r-------
SITE STREET= 11407 E MONTGOMERY DR PAPtCEL#= 45095.9071
ADDRESS= SPOKANE WA 99206
PERMIT USE= OFFICE/WAREHOUSE- PAC 12/11/95 @ 10:00
PLAT#= 999999 PLAT NAME= RANGE
BLOCK-- LOT= ZONE= I-2 DIST#a S
AREA-- 00000000 F/A= A WIDTH= 270 DEPTH= 195 R/W= 60
# OF BLDGS= 1 # DWELLINGS= WATER DIST =
OWNER= BRG ENTERPRISES PHONE= 509 922 5000
STREETa 11401 E MONTGOMERY DR
ADDRESS= SPOKANE WA 99206
CONTACT NAME= AMUND MOMB PHONE NUMBER= 509 924 6252
BUILDSAIG SETBACKS: FRONT= 92 LEFT= 55 RIGHT= 10 REAR= 65
~
BVILDING PERMIT
CONTRACTOR= AMUND MOMB CONSTAUCTION" PHONE= 509 924 6252
STREET= P O BOX 14346
ADDRESS= SP4KANE WA 99214
NEW= X REMODEL= ADDITION= CHANGE OF IISE=
DWELL UNITS= OCCUP. LD= SLDG HGT= 29 STORIES= 1
BLDG W X D a 70 X 100 SQ FTa 8000 SPRINKLER- N
REQ PARKING= #HANDICAP= CRITICAL MAT= N
PROCESSED BY: CAROL FR.AZIER
PRINTED BY: CAROL FRA2IER
*~a~****~****,~~***~*****~******** THANK YOU
ACTION: S SCREEN: ANFO : CARB I
AMOR'S INFORMATION DATA 9~I
JtTRISDICTION= 11 YR= 96 ROLL= RE PARCEIr= 45095.9071
OWNER B R G ENTERPRISES FIELD BOOK: 00194 RGE
3TREET 11401 E MONTGOMERY DR #1 ACO: AS 93-1940
ADDRESS SPOKANE WA 99206-4779 AC'1'V: STAT: A
EXMP: EXMO:
SITUS 000000 VACANT LAND . ADDO: N SASS: Y
ADDRESS SPO TAX DISTRICT: TD2120 PROP: 1070
LEGAL: 09-25-44
LT 9 BLK 1 OF BSP 92-32 AUDITORS #9304020399 BR 1 PG 60
BEING A PTN OF W1/2
ASMT: TOTAL MRT-LD CLS-LD BLDG-1 OTHER O/R MEfiHOD
BOE/SSTA: A
FINAL ASMT: 47,300 47,300 0 0 0 N
$EXEMPTIONS : 0
TAXABLE: 471,300
SALE- lt: 9301 6678 DATE: 09 30 93 INST: WD TRAN: C PRICE: 71,926
SALE- 1t: 7818 0224 DATE: 04 11 78 INST: TRAN: M PRICE: 183,430
S I' V IG N ~ G U V N'I' Y
OTiCE C1f TI IF Ct)1INTY ENClNrf R ~ w A I-)IVLSfnN OF TI IE PUB11C WORKS nEPAR1ME1vT
Ronald C ilnrminn, f E, Cnisnty f.ngineer nennis M Scott, P E, 171rectar
AG nErM E'rrr To rA YFEEs ~
FNGt1VEER'S AGltLEMENT NUMBER
This agreement between Spokane Caunty aitd 81"r Pte r ,
wliose interest in ilie rroject is initne o , AA~Ww t , ;ctc)
is entered into this day of Au~ , 19 This agreement is applicable to lhe project
~
known as• b's Z 0
~
IPMJCC9 800MM Olr 11 iiie ninnnery LP - ol
Tliat the inclividuals and parties named iierein as Iiaving an interest in the above described prvperty or nroject
agree 1o llie following
l Reimhurse Spokane C'ounty far praject review and insrectian fees as specifted in Chapter
9 14 of !he Spokane Cnunty ('ode The fees will be based on actual salary costs incurred
by Srnkane County for rmjecl reviews and / or inanections plus a ten percent
administralive charge, and will be billcd mrnitiily as accrued. Any billing amounts due,
inciuding any exrenses iucurred in tlie collection of an overdue accAUnt, must be raid
priar to tlte Caunty's acceptance nf tlie project for filing If a project is approved and/or
filed witli a halatice slili nwing, the unraid balance shall be paid within 30 days o[ tlte
invoice date
2 The undersigned agtces Iluat tiiese fees are ciue and rayahle uron receipt ot the hiiling as
speciried above
3 Any invoices not raid within 30 days of tlie invoice dale will be considerecf delinquent
!f any rnitstanding Iialance an tlie accuuiil for this project is not paid within 30 days of
tlte invoice date, no fiittlier reviews of tlte ptoject dacuntents will be conducted until the
entlre account baiance is paid Any balance vn tlie account for this project not paid
within 65 cfays of tiie invnice date may result in legal action or tlie initialion of ather
callecli(m rrocedureS, iitcluding referral to a coileciion agency The Sponsor will he
Ijable for any and all exrenses ittcurted by the County for the collection af overdue
eccaunts
4 The manthly biiling sliould lie sent to the attenlion of•
.
NAME• l~ Ll ~
~ADDRESS•
(S.4
CITY, STATE
v
ZIP COaE: A'N
PHONE 0 9
~i uiulerstand tiiat failure to pay tliese fees may result in clelay in completion or appraval of ihe pro,ject or ottier
passible sanctions.
CI If tliis fee agreeinent is ccmirleled by satneane atlier tlian llle Sroilsnr (i e, Uie project
owner or a prjncipal in lhe (inn sronsaring the nroject), sueli as lhe Engineer designing
the pro,ject, then written authorization from tlte Sponsor speciflcally autUorizing ttie
Agent to execute tliis F'ee Agreen altach is ree Agreement
SIr,NATIiRE By• ` LQ 0, m 94P,( 1 1 .
(i'ittNT NAM@)
RETURN YEI,LOW COPY fi0 SPUBANE COUNTY +fIGINEER3
k1p1f1agneeme» fee 211/93
1026 1V 8roadw:ty Ave • Spnkane, WA 99260 0170 •(509) 456-36U0 fAX (509) 324-3178 1 DD (509) 324-3166
s .
S 1' U K~1 N ~ ~ C~ V V N"T Y
QFfTC'F. C1P TfIF CoUNTY ENGINFFR • ADMSlON OFTtiE P[JBL1C WnRKS DfiPARTMENT
Rvnald C tiormann, t' E, Cotinty Engineer Uennis M Scott, t' E, Director
AGREEMENT TO PAY FEES
ENGNEER'3 AGREEMENT NUMBER -.0e.)S/ i5Z>
,
This agreement between Spokane County and glw
c~ rr
whase interest in the prnject is 41.40wdr (HaMC
~
e , n,erc~
Is entered into this day vf Atc. , 19 -00'*
This agteement is applicabte to the project
known as Ae G"~ a D os
,ec a t e n
That the individuals and parties named herein a.s having an interest in the above described property or project
agree ta the following.
1 Reimbutse Spokane County for project review and inspectian fees as specified in Chapter
9.14 of the Sprkane County Code. The fees will be based on actual salary costs incurred
by Spokane Caunry for pmject reviews and / or in.cpecdor~.S plus a ten percent
administrative charge, and wiil be biiled monthly as acerued Any billing amAUnts due,
including aay expenses incurred in the collectian of an averdue account, must be paid
prior to the Caunty's accentance of the project for filing Tf a pruject is approved and/or
filed with a balance still owing, the unpaid balance sha11 be paid within 30 days of the
invoice date
2 The undersigned agrees that ttiese fees are due and payahle upon receipt of the bflling as
specefied above
3 Arry invoices nat paid within 30 days of the invoice date will be considered delinquent
If any outstanding balance on the account for this project is not paid within 30 days of
the invoice date, no further reviews Af the project docunnents will be conducted until the
entire account balance is paid Any balance on the accaunt for this project not paid
within 65 days of the invoice date may result in legal action or tbe initiation of other
callection procedures, including tefertal ta a collection agency The SponsAr will be
tiable for any and all expenses incurted by the Caunty for the coilection of overdue
accounts.
4. The monthly billing ghould be sent to the attention of
NAME- l ~ aq ♦
AnDREss • .~L~ ~ ~ Dr►
C1TY, STATE• O9,t
~
0
ZIP CODE•
PHONE
I understand that failure ta pay these fees may result in delay in campletion or approval of the project or other
passible sanctions
C7 If this fee agreement is campleted by svmeone ather than the Sponsor (i e, the project
owner or a principal in the firm sponsAring the project), such as the Engineer designing
the project, then written authorization frAm the Sponsor specifically suthorizing the
Agent to execute this Fee Agr Sattlacheef"is Pee Agreement.
SI(~NATt~RE By• `
(PRiNT NAME) RETURN YELLOW COPY TO SPOKANE COUNTY ENGINEERS
k~plflagreemen fec 2/1/95
~
1026 W Braadway Ave • Spakane, INA 99260-0170 •(509) 456-3600 T/1X (599) 3243478 1 DD (509) 324-3166
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OFftC1AL PUBLIC DOCUMENT
SppKpNE COUyTY ENGINEEEA'S QFFICE
OR G NAMM
# , SIGHT DISTANCE ANALYSIS
SUBMITTAL
2__ Junuary 10, 1996
RETtJRN TQ COUNTY ENGINEM
Situation Vehicle mergag onto Montgomery Drive from the proposed dnveway near the
southwest corner of Lot 9, Block 1 of Binding Site Plan 32-92
Assumotions
1. The drlver of the mergiag vehicle in the dnveway is at approximate stauon 127+50
of Montgomery Dnve
2 Driver's eye is 16 feet belund the curbLne of Montgamery Drive The curbLne is
22 feet left of centerline, thus the dnver's eye is 38 feet from the centerline
3 Dnver's eye assumed to be 3 5 feet above fiiushed grade As per the site "208"
plan, finished grade at the location of a vehicle in the driveway is approximately
69 1, thus the eye elevaUon is 69 1+ 3 5= 72 6
4 Existing ground in this area is generally tlat to gently south-sloping, at aboui
elev 68 5 Thus, the natural ground to the dnver's left and nght is about 4 feet
below the eye, and tlierefore does not obstruct the view of approaclung traffic
Montgomery Drive pavement grades average about -1 % to the south and east
Site distaace is linuted only by obstructions in the lateral plane, not by vertical relief
(Refer to the Line of Sight Plan-Profile attachment)
~ E• S/
Given Conditions
1 Spokane County desigaahon far Montgomery Dnve in this locat~ nII ~
Road Type• Urban Arterial
Classification• Minor 9967
Vehicle Lanes One lane each direction r y~ss
Design Speed- 40 m p b 'ONAL
y i
2 Posted Speed Limit 35 m p h C 97
3 Driveway location in terms of Montgomery Drive statiorung aad curve geometry
Dnveway is within curve in Montgomery Dnve, abnut 50' south of P C
Northwest from P C, road is in 674 R tangent seciion
Southeast from driveway, roadway curves for 3 50 ft, concave to the NE
,
drtiuwge 2BlsighcdstU3293 Sight i)ista= Analys» for SItG u Ir9, B-1 DSl' 32-92 5unpsou hngntxts. Iac
m
.
.
e
SIGH'T DISTANCES AVAILABLE
1 Siizhtine to the NORTHWEST (Merpng Dnvers nght)
Station of inerging driver in dnveway of Lot-9 127+50, 38' NE of 1Vlontgomery centerline
PC station just north of driveway at Lot 9 Station 126+97 86
Centerline taugent Station 126+97 86 to PT 120+23 5
Montgomery centerline curves to left dovvnstation (to NV) from PT 120+23 S@ R=1,000'
Distance from driver's eye to PT approximately 732 feet along Lne of sight
Assuming vegetadon (e g withna 8' future acquisition area) does not limit visibility,
Distance to see vehicle approaching &om NW approximatelv 1.050 ft(see plan-prof le)
Lmrutations V'isibility in horizontal plane is limited by curve in road to west, downstation
from PT 120+23 5. L'urut of line of sight is assumed to be tangential to R/W lme on
southwest side of Montgomery Dnve, as shown in plan view of sight distance plan-profile,
aIthougb present line of sight is actually slightly farther to the west V'isibiLty in the vertical
plane is 4K at present, although the exisUng electrical box on Lot-8 could poteatiaUy affect
visibiLty of inerging dnver in a low car (see plan-profile) Of course, in reality, the driver of
such a low car would simply move closer to the curblme to see past the obstruction.
2 Siehtine to the SOUTHEAST (Merging Driver's left)
Montgomery Drive curves to left upstaUOn from PC 126+97 86 @ centerline R-- 413 59 ft
Driveway at Lot 9 is within start of curve
Assunung vegetation (e g wnthun 8' future acquisition area) does not linut visibiLty,
Distance to see vehicle approaching &om SE Wrommatelv 350 feet (see plan-profile)
Limitations VisibiGty in horizontal plane is liauted by an existmg chain-link fence with
visibility-restrict'sng vertical slats on the property adjacent to the east Linut of line of sight
is assuraed to be the southwest corner of said fence Visibdity in the vertical plane is OK at
present
drauu+ge 2131sightcIsAl 3285 Sighl Distbnce Analysis for BRG L IP9. I3-1 BSP 32-92 Sunpson Eng,wem, Inc
SIGHT DISTANCES REQUIRED
S1lrrehvn I: Merging Driver turning LEFT
Sight Distance required to turn left onto Montgomery Dnve across one lane of traffic and
merge with traffic from the right
(a) at posted speed Grrut of 35 mph, sight distance required
= about 350 ft to the left and about 470 ft to the right
(b) at design speed of 40 mph, sight distance required
= about 400 ft to the teft and about 580 ft to the nght
Sight Distance Available about 350 ft to the left and about 1,050 ft to the nght
Conclusion: Sight Distances are adequate to the northwest (driver's right) at either speed,
but barely adequate to the southeast (driver's left) at the posted speed lunit of 35 mph
~*****~~********~~«*****~~~~*~~*~~**~~*#**~r*******~
Siluation 2• Merging Driver turning ItIGHT
Sight Distaace required to turn riizht onto Montgomery Drive and merge with traffic from
the leR
(a) at posted speed limit of 35 mph, sight distance required = 470 feet to the left
(b) at design speed of 40 mph, sight distance requued = 580 feet to the left
Sight Distance Available about 350 ft to the left (sight distance to right is urelevant)
Conclusioa: Sight Distances are shorter than those coasidered adequate, as per AASHTO,
at either the existing posted speed limit of 35 mph or the design speed of 40 mph, for a
driver to turn right and mer6e witb traffic approaching from the left
Referenee AASHTO -"Geometnc Aesian of Hiehwavs and Streets", intersection sight
distance at an at-grade intersectioa. Figure IX40 is referenced for the following cases
Turning left, sighting left Curve B-1
Turrvng left, sighting right Cunre B-2b
Turrung Right, sighting left Curve Cb
(See attachment)
dcamge 2131sightdsl1i3285 Sight Distance Analysis fnr ARG @ L-9,13-1 HSP 32-92 Sunpson Enguieers, inc
.j
S Y AND RECOM.MEIVDATIONS
The approach from the Lot-9 driveway onta Montgomery Dnve has adequate sight distance
to the northwest, but the siaht distance to the southeast is lirruted by the exusdng fence on
the parcel adjacent to the east of Lot-9 (an apartment complex) Because of the fenee,
wlvch is 6'-high chain-link with sighi-restncting vertical slats, sight cLstance to the
southeast is inadequate for the merging dnver to tUrn right and merge with nortbwest-
bound traffic at the existing speed limit of 35 mph without potentially causing the traffic to
slow down, and barely acceptable for a merging dnver to turn left across northwest-bound
trsffic and merge with traffic heading southeasterly
Since developmem along this Gorridor wdl increase traffic volume and since sight cLstances
through tims curving portion of 141ontgomery Drive are limited for tlms and other approaches,
the speed Lmit through this section should not be increased above the present haut of
35 mph vathout adding lanes for mergtng traffc In fact, Spokane County should consider
reducine the speed limit through this seahon of Montgomery Drive to 25 or 30 mph At
present, speed hunits on Montgomery Dnve near the project site are posted as foUows
SE-bouad, the limit is posted as 30 mph about 0 8 mde west of the Lot-9 drivevrray, then
becomes 35 rnph at University Road, about 0 S mile west of Lot-9 There is a curve sibm at
the start of the curve at Jackson Avenue, but no speed sign with it At the east property line
of Lot-9, there is a curve sign with a 25 mph signa for traffic contuwing southeast after the
project site Thus, the speed lirrnt Ls lugher through the curve m front of Lot-9 than it is
farther to the west and immediately to the east
NW-bound, the speed limit is posted as 35 mph at Pines Road, about 3/4 crule east of Lot-9,
then becomes 25 mph with a cwve sign at Indiana Avenue, about 0 3 rrule southeast of
Lot-9. Continuing northwesterly toward the site, the speed timit goes back up to 35 mph in
the curve about 300' east of the east line of Lot-9 The speed lun,t then drdps back down
to 30 mph about 3/4 mile west of Lot-9
We recommend Spokane County extend the reduced-sQeed zone to include the curve m
froat of Lot-9 At the least, the existing 35 mph sign just east of the site should be changed
to 30 mph, or better yet, extend the NVV-bound 25 mph zone from 4 3 mile east of the
project site to at least PC Statian 126+97 86, at the southwest corner of Lot-9 Reducing
the speed lunit to 30 mph for NW-bound traffic through t6e site would reduce the required
sight distance to the southeast to about 310' for a left-turn merge and about 375' for a
right-turn merge, wlule reducing the speed limt to 25 mph would reduce the required sight
distances to 250' and 300' respectively (sight dtstanee avaaable to SE = about 350')
draune 2B1sAghtds1\13285 Siglit Disunce Anulyms for BItG @ lry, f3-1 }3SY 32-92 Sur►pson L'ngm=s, Inc
~I
S Y AND RECOMMENDATIONS - continued
With the development of this and other aearby lots fronting on Montgomery Dnve, more
and more cars annd trucks are entering and eautiag driveways within this comdor To warn
northwesi-bound traffic on Montgomery Dnve of the busy comdor, Spokane County
should consider posting a caution sign (e g"Merving Traffic" ) just east of Lot-9
Since the sight distance limitation imposed by the fence oa the neighbonng apartment
property is aot the fault of tbe Lot-9 developer or owner, vire feel that reducmg tbe speed
limit (and thus, reducing the reqwred sight distance) is the best option, but present three
other potential opqons
(1) Aotatch the new asphalt on Lot-9 to the existinLi asQhalt on Lot-8, wluch was developed
in 1993 by BRG Eaterprises, and use the extstuig Lot-8 dnveway for both lots Sight
distances are good in both directions from the Lot-8 dnveway, plus, as an added benefit,
trueks could more easily back into the proposed loading ramps at the new buildmg
(It's possible the two lots' asphalt parking areas wlU be joined anyway, for other reasons)
(2) Redo the site plan so a secand drivewav is located near the southeast corner of Lot-9
Tlvs would improve visibility to the southeast, but would potentially reditce visibtLty to the
northwest to an inadequate distaace Thus, this second driveway wauld be for right turns
(NW bound) only, whule the anginW driveway would be for left turns only - a rather
awkward setup It would also increase the cost of developing the site
(3) Ask the owner of the subject fence for pernussion to mod,fv the fence location The
southwest fence corner would need to be removed, and an angle constructed in the fence
fcom about 30' north of the existing southwest fence corner to about 120' east of it This
would increase visibility at the Lot-9 driveway to about 470' to the southeast, wimch would
be adequate for the 3 5 mph sight distance However, it's prpbably unLkely the fence owner
would agree to modify the existing fence mto his own property
Regardless of any other options employed, to preserve sight distances, landscaping should
be Gmited in height to about 2' maxumum withun the front 30' of Lot-9, ihe front 10' of
Lot-8, and between the curbLne and the eacisting fence on the neighbonng parcel to the east.
cinanwge 2D1mghtdst113285 Sight Mtttnt.e Antilysis fot t3RG (a~ L-9, B-1 DSl' 32-92 Sunpscn 1?ngut=s, Inc
• ~
. . ~
i _ N:..~ . ,
.r ....r - ,n.~;,..r ti wa.....w,. Aft u..... ~
♦
70 . A- SICH1 DISIINCE FOR P YNtLE cRossI►:C t•LeNE a
WCHIIaY f AOu 510P, ISEE O►RGRRW!
6s SlOI1 DS1aNLE FOR P YEW-CIE 1URNIPJG lEE1 1,470
o 2-IRNE wZNI%AY A[CROSS PV[H;tl[ 0'Pr0-'Gd;~JG
60 FP,Ou LEF1. (SEE oIacRM
~
ss 6--4lane4meQl~ SICH1 OISTRt~CE FOn P vEH~tIE lU~~~;N6
F lEFt a10 4-lANE KCHUi RCtROSS P viKIClE
o APPROACitr:G FR4u IEFI, cSEE OIrCRAu1
g So
` ~ B-2 SIvH1 OtSTu+tE F0R P vEHICIE 10 TURN ILFt I1110 }
cz 1-lA~'E kGHKA1! AKD A11RUl 65% OF DESIG9 SPEED ~
~ ,s ~ RITHaJT 6EU4C OvtRlRAfN 6Y A VENIcLE RPPRoAcHJrlc 0
rRQu 1kE RICHT REOUCt►~ G SPEED FROu DtSI~N SPEED I
~
w 40 W TO 657 OF DESIGN SPEEO. tSEE D'AGR.Lu) ~
.
DE'SI~IJ 35
~
SPEED ~ ti
pos~D 1 CD SIGN1 D~S11tHCE FOA P VEH:tIE TO 1Ur^,N Rl~Ni i~'10 ~
~ 2-IANE kCHwRY AND A11RIIt ESZ OF OEStCh' SPEED
~
101,;X1 8E1146 01'FRIRKIEN EY A ti'Ih,cLE APPRoRcH:'4G
upM ?5 , , N FROu THr tEET ~,►;D REOU(I'~G ~P;~O DESICa' SPEED 10 `
ESX OF DES:GtJ SFiED. ~
~
o;
zo ~
o ioo 400 coo eflo iooo 120o 1400 1600 ~
~
SiGHT DISTaNCE ciEET) tlc
C
.
ti
Flgure IX-40, lntetsection sight distance at at-grade intersection ft
(Case IIIBand Case IIIC). f%
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-4
~
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• YJI
.
s
o '
STORMWATER DRAWAGE REPORT
for
BitG Offi'ce/'VVareliouse
Lot-9, Block-1, rBinding Site,Plan 32-92
_ Montgomery Dnve,at Bowdish Road
m tha NE 1/4 ofthe SW 1/4 of Sechon 9, T 25 N, R 44 E W,M
Spokane County, Washington
Srte Layout Wyatt Archrtects
January, 10, 1996
Report Prepared By
PUBLIC TY EAIGi(VFEA' ~F1CF
Sirnpson Eng11'I @@PS, l/'1C~pOKANE C U4V,
North 909 Argonne Road OR-G \A.
Spokane, WA 99292 PRO,lECT #
PROJECT NO )3285 SUBMITTAL #
i i~~ "5ca
RMR[d TO COUNTY ENGINEER
* * * TABLE OF CONTEN'TS * * *
Projed DescnpUon ~
"208" Pond Volume Calculations
~~r 9b
Dravaage Basui Data ~9867
_ ~o~
Rational Formula Hydralogy & Bawstrmg Calculations sloN~.~'
S C S SoiLs Map and Descnptions Exr,~~s ~9t ~
Supplementary_Map. "208" Dramage Plan
BRCi 0ffice/Warehouse - Stormwater Drainagc Report Simpson Enguieers, Inc
drawage2lcalcs113285 Pagc 1
PROJECT DESCRIPTION
The project site is located on Lot-9, Block-1 of Biadmg Site Plan 32-92, at the northwest
comer of Montgomery Drive and Bowdish Road (projected) ui the Spokane Valley. The
site is presendy undeveloped, with a gentle slope &om north to south.
The proposed project encompasses construction of a new oificelwarehouse builduig, plus
asphalt puking areas to the front and rear, and an asphalt loadtng ramp on ihe west side of
the building. The building will be about 7,075 sq ft, with a steel roof sIoped toward the
north and south.
The site will be regraded to create three on-site dramage basins, refened to as Basin A,
Basin B and Basin C For retention and disposal of stormwater collected on tbe site,
three "208" gassy ponding areas will be constructed Basin A wiU drain to Pond A,
to be located between Moatgomery Drive and the parlang area at the front of the site,
Basui 8 wdl drain to Pond B, along tbe east sade of the proposed bwlding, and Basin C
wffl drain to Pond C, near the noithwest comer of the building Surface runofffrom the
asphalt surfaces will reach the poads via surface flow Stormwater falLng on the steel
roof will be collected in gutters and downspouted at the northeast and southeast
corners of the buildiog, reacUi.ng Pond B without flowing over any asphalt, thus
exempting the roof &om "208" treatment requirements
As per Spokane County requirements for "208" treatment, all on site asphalt pavement
surfaces are included in the "208" ponding calculations All proposed esphalt surfaces,
plus the metal roof, will drain to the three "208" ponds Outflow from each of the three
"ZOS" ponds wiU be accomplished vNth a single Type "A" dryweU, Ia the "208" ponds,
the ponding depth for treatment is 6", while the ponding depth for storage in excess of
outflow is 8" Sufficient storage volume for a 10-year storm event, as per the
bowstring cateulations, is provided within the first 8" of pondwg deptb in each "208"
pond
The soils at the site are Gamson series gravelly loam, which are recognized by Spokane
County as having very rapid peraieabiGty aad an allowable infiltration rate of 0 3 c f s
for Type "A" drywells The drainage design and outflow calculations are based on the
assumptioa that the material at the locatioa of the drauage facdittes will provide outflow
at the rate of 0 3 c f s through the drywell and U 367/hr ihraugh the pond floor
wyaa BRG Offiae/Wttrehause - sconnwater nranage xepon 2
arainaSe2lca1cA13285
•
"208" POND VOLUME CALC[JLATIONS
The fioUowing pages contam data for the oa-site dramage basms and "208" storrnwater rrrettemon
pands Refer to the "208" Dramage Plan for the siie layout
For the proposed drama$e ponds with 3 1 slde slopes, the poad volume caa be calculated wrth two
components the volumo cLrectly above the pand floor plus the vohune above the side slopes To
compute the volume at any pondmg depth, only two paramexers neei to be known pond floor area
and pond floor peruneter lengdl (both are spemfied on the Dralaage Plan map)
Volume is calc,ulated at 6" depth for "208" treatnert and at 8" depth for storage, as follows .
At 6" depth.
Pond Volume =(0 5 ft depth x pond floor area) +(1/2 x 0 5 x 15 x pond floor penmeter)
=0SA+0375P
At 8" depth.
Pond Volunae =(0 67 ft, depth x pond floor area) +(1/2 x 0 67 x 2 0 x pond floor pencneier)
= 067A+067P
P
20feet
~tsre s ~ "
^ 8" = 0 67 R 1!00.~
6"=05 $
Pond Floor
*~ss**~~s#~~~*s~~s~*~s~s*s~~~s~~~~~*~ss~s~*ss*s~*~~**~*~~*
NOTE All impervious surfaees are includod in hydrology a.ud bowstring calculations,
but only on-site cr.rplitxlt paventejit draining to the new "208" ponds is considered for
"208" treatment ia the first 6" ponding depth Concrete walks and the new building's
sieel roof are non-pollutmg, and off-site drainage should not reach the "208" ponding
areas
Wyatt BRG Office/Wsirehouse - Stormwater DrAinage R,epori 3
ara,aage2\ca1cs\13285
.
DRAINAGE BASIN DATA
sasrn "A99
Total Basin Area 24,271 sq ft= 0 557 acre
Impervious Area 13,410 sq ft. = 0.308 acre @ Ct = 0 9
Lawn/Landscape Area 10,861 sq ft= 0 249 acre @ Ct = 0 15
lmpenrious Area breakdown
Asphatt Pavement 2,380 sq ft
Builchng Roof (steel) = 0 sq $
Concrete Walks = 1,030 sq ft
"208" Area. 12,380 sq ft
"208" Volume 516 cu ft
116 208" POND "A"
Pond Floor Area 5' x 180' = 900 sq ft.
Floor Penmeter. 190 LF with 3 1 slopes on tbree sides, and $ short vertical retaimng
wall betweea the poad floor and the parkwg lot (due to spgce constraint
imposed by 8' future street dedication along Montgomery Drive)
"208" Treatment Capacity
Pond Volume u 6" Depth
0 5(900) + 0 375 (190) = 450 + 71 = 521 cu ft
521 cu ft provided > 516 cu ft reqwred for "208" treatmeni
:."208" Pond "A" is OK for "208" treatment @ 6" depth
Storaee Canacity
Pand Volume Q 8" Depth
0 67 (900) + 0 67 (190) = 603 + 127 = 730 cu ft
730 cu ft> 315 cu, ft reqwrei vtirith Type "A" drywell, as per bowstnng
:."208" Pond "A" is OK for stora.ge @ 0 3 cfs outflow rate
Wyau BRG OfficelWarehousc - Siormwater Drafnage Repori 4
dramageftalcs1132$5
BASIN "B"
Total Basin Area 14,329 sq ft = 0 329 acre
Impervious Area 12,359 sq R= 0 284 acre @ Ct = 0 9
Lawn/Landscape Area 1,970 sq ft= 0.045 acre @ Ct = 0 15
Impervious Area breakdown.
Asphalt Pavement = 5,284 sq ft
Building Roof (steel) = 7,075 sq ft
Concrete Walks = 0 sq ft
"208" Area 5,284 sq ft
"208" Volume. 220 cu ft
"1208" POND "B"
Pond Floor Area 2' x 126' = 252 sq ft
Floor Perimeter 256 L.F with 3 1 slopes on atl sides
"208" Treatment CeQacitv
Pond Volume @ 6" Depth-
0 5(252) + 0 375 (256) = 126 + 96 = 222 cu ft
222 cu ft provided > 224 cu ft reqwred for "208" treatment
"208" Pond "B" is OK for "208" treatmeat cr 6" depth
Storaee Cabacity
Pond Volume @ 8" Depth.
0 67 (252) + 0 67 (256) = 169 + 171 = 340 cu ft
340 cu ft> 245 cu ft required with Type "A" dryweU, as per bowstring
.."208" Pond "B" is OK for storage @ 0 3 cfs nutflow rate
Wyau BRG OfficeJWarehouse - Stormw3tcr Drnmgc Reporl 5
drainage2\calcs113285
BASIN "G"
Total Basin Area 610 sq ft= 0.014 acre
Impervious Area 610 sq ft= 0 014 acre Q Ct = 0 9
Lawn/Landscape Area 1,150 sq #t = 0 026 acre Q Ct = U 15
Impervious Area breakdown
Asphalt Pavement = 610 sq ft
Building Roof (steel) = 0 sq ft
Concrete Walks = 0 sq ft
"208" Area 610 sq ft
"208" Volume 25 cu ft
"209" POND "C"
Pond Floor Area 6' x 6' = 36 sq ft
Floor Penmeter 24 LF with 3 1 slopes on all sides
"208" Treatment Canacitv
Pond Volume u 6" pepth-
0 5(36) + 0 375 (24) =18 + 9= 27 cu R
27 cu ft provided > 25 cu ft required for "208" treatment
'"208" Pond "C" is OK for "208" treatinent @ 6" depth
Storage Caoacity
Pond Volume @ 8" Depth
0 67 (36) + 0 67 (24) = 24 + 16 = 40 cu ft
40 cu ft > 0 cu f} required with Type "A" drywell, as per bowstring
:"208" Pond "C" is OK for storage @ 0 3 cfs outflow rate
BRG OffioeJWarehouse - SWrmwater Dralnage R,epori Sinipson Engtnoers, Inc
druunage2lcalcs113285 Page 6
BGW'STRING METNOD Projsci 1328f.-. TIME OF CONCENTRATION (minutes)
10 YEHR STARM Basin. 'A'
DETEN'TIUN BpSIN DESIGN Designer poug Chr(stenson Tc (overiand flow) Tc (gutler flow) Areas "C" A•C
Dale* Dec 13,1995
Ct = 015 1.2 = 0 0 25 0.15 003735
NUMBER OF DRYWELIS PROPOSED z1 = 0 0,31 0 90 02772
151ng1e (type A) 0 Double (type B) L1 (A) = 260 72 = 0 0 00 0 00 0
NA = 0.016 6= 0 000 000 0
Tota1 Area (calc 0 56 S(A) = 0 012 n= 0 0 00 0 00 0
1'Ime of Cancp(c~a?c ~ 5 00 s= 0 0 00 0 00 0
Cc,mposute G(calc ) 0 56 Tc (A) = 133 d= 0 0 00 0,00 0
Time oi Cancen~ralon 5 00 min Total A Comp "C"
Total Area 0 557 acres L1(B) = 0 TcWV 0 00 0 56 0,56
'C' F~ctc~r 0 56 N(B 0 Tc(: 133 `
Imperviouf, A~ea (208 area) 12380 sci.R S(8~ = 0 q=C+I*qc 100
t
"208" V»lu,ne Piovlded .1525 cu ft Tc(tot y= 5 00 Q(esi 0.00
Stomi Stoiage F'rovided 137 cu ft Tc (B) ~ 00 Intensdy 318
Outflow (cis) 0 3 c f s A= 0
Area' C." Factoi 0 31 WP = ERR
R = ERR
V = ERR
#11 102 #3 #4 #5 #S #1 Tc(gu) = ERR
171me Tima Iniersfli Q dev. V In V out Stoiage Tc totar = Tc (overiand) + Tc gutter) Q(est) = ERR
Inc Inc Tc f over and) = Ct'(L1't~IS^0 5~"0 6)
(min )(sEC,~ (in /Ar.) 4d5) (cu ft.) (cu it )(cu ft) Ct = 015 Hclding = 0 00
(#1'6 ) (A C•#3) (butf.V2; (#546) l1= Length of Overtand Flow
= -=W= c N= iriction factot of overland flow ( 4 tor average grass cover)
:i 03 30000 318 100 402 9000 312 S= avera e slope of overiand flow
Tc (g u~er~= Length (ft.)Nelocityr (ft lsec )!60
5 300 318 100 402 9G 317 B= Batiom width of gutter or ditch
1 D 600 2 24 0 70 485 18C 315 Z1= inverse of cross slope one of dftch
15 900 177 0 56 558 270 288 Z2 = inveme o1 crass slope two oi ditch
23 1200 145 0 46 5S4 36C 234 d= depth ai flow in gutter (esUmate, check estimale vrith Flow)
25 1500 121 0 38 610 450 160 Area = d'B+d"2121(Z1+Z2)
33 1800 104 0 33 622 54f 82 WZ1ted perimeter = B'd+(11s(n(atn(121)}+11s(n(atn(1/Z2))) ~
35 2100 0 91 0 29 620 630 0 Hydraulic Radius ~ R= ArealWetted Penmeter
4D 2400 0 82 0 26 645 720 -75 Velocfty -1486!n R 661 s" 5
45 2700 0 74 0 23 652 £+1 C -156 Flow = Velocity'Area
53 3000 0 68 0 21 6E3 nOQ 237 n= 0 016 for asphalt
55 3300 0 64 0 20 6e5 99C -305 s= longitudinal slope of gutter
63 36Q0 061 0 49 710 1080 -370
65 39Q0 0.60 019 755 117C 415 DRAINAGE POND CALCULATIONS
7-D 4200 0 58 018 785 126C 4 i 5 Required 8rassy suvalepond storage volume
75 4500 0 56 016 811 1:5C -539 = Impenrious Area x 5 In t 12 In lft = 516 cu ft.
83 4800 0.53 017 817 144C -623 volume provided = 525 cu ft OY!
85 5100 052 016 81-t- 1 163C -679
93 5400 0 50 016 8E5 162G 755 ORYINELL REQUIREMENTS -10 YEAR DESIGN STORtA
95 5700 0 49 015 8c..4 1 i 1C -816 MaK stora8e required by Bowstting = 314 624 ctt ft
103 6000 0 48 415 921 1AOC -879 volume provlded = 737 cu it 01;1
Numbei and type of DrriYells Required 1 SIngIE 0 Dcuble
BOWSTRINC METHOD Project 13285 TINIE OF COMCENTRATION (minutes)
10 YEAR STORM Basin 1 8"
DETENTION BASIN DESIGN Deslgner•Doug Christenson Tc (overland flow) Tc (gutter flaw) Areas A"C
Date Dec 13,1995 Ct = 015 L2 = 0 0 05 015 000675
NUMBER OF ORYe/VELLS PROPOSED Z1 = 0 0 28 090 02556
1 Singte (fype A) 0 Double (iype B) L1(A) = 90 ?Z = 0 0 00 0 00 0
N A= 0 016 B ~ 0 0 00 0,00 0
Total Area (calc.) 0 33 S A; = 0 015 n= 0 0 00 000 0
T6ne of Concn(ca(c ) 5 00 s= 0 0 00 0 00 0
Composiie C(calc.) 0 80 Tc (A) ~ 0 66 d= 0 0,00 0 00 0
Time oiConcentraUon 5 00 min Total A Comp "C"
Toial Area 0 329 acres L1(8) ~ 0 Tc~(gu); . 0 00 033 0 80
Fdctor 0 80 N B= 0 Tc A+B 0 66
im ervious Area (208 area) 5284 s~ fl p Qx*I*q. 083
~
"2~8" Voluone Provlded 222 cu fl, Tc(toi,) = 5 00 Q(est.) = 0 00
Siomt Storage Provided 340 cu fl Tc (B) = 00 Intensity = 318
Out(low (cts) 0 3 c t s q= p
Area' C' Factor 026 WP = ERR
R = ERR
V = ERR
4ri #2 #3 #4 #5 #6 #7 Tc(gu) = ERR
Time Time Intersdy Q dev V In V out Storage Tc tatal' = Tc (overiand} + Tc (~utter) Q(esi) = ERR
Inc. Inc, Tc ~aver endj = Ct'(L1•NIS^0 5)110 6)
(mm )(sec) (inJhr ) ~cfs) (cu ft) (cu ii.) cu ft Ct = 0 15 Holding = 0 00
;#1•60) (A C'#3) (butf "#i; ~#546~ L1= Length of Ovetland Flow
N= friction factor of ovei land flow ( 4 for average grass cover)
5 Ofl 30000 3.18 0 83 335 9000 245 S= avera e slope ot overland flow
5 300 , Tc%utter) = Le t~gth (R )Nelocdyr (ft.lsec u60
3.18 083 3.,5 90 245 Botlom wldth ot gutter or ditch
1'D 600 2 24 0 59 413 18C 233 t1= Imetse of cross siope one of ditch
15 900 177 0 46 4E5 27C 195 Z2 = invetse oi aoss slope fwo oi dftch
20 1200 145 038 40 36C 135 d= depth ai fbw In utter (estimate, check ~timate with Flow)
25 1500 121 0 32 5C9 450 59 Area = d'B+d"21Z•(~1+22)
33 1800 1.04 0 27 519 54C -21 Wetted perlmeter = B•d-&(11sin(atn(121) )+1Jsfn(atn(11Z2)))
35 2100 0 91 0 24 526 630 -104 Hydraulic Redius = R= ArealWefted Perimeter ~
40 2400 0 82 022 538 720 -1 EY1 Velocity =14861n`R" 667•s" 5
45 2700 0 74 019 544 s10 •266 Flaw = Vefocity'Area
50 3004 0 68 018 5rw-3 u0e -347 n= 0 0161or asphalt
53 3300 0 64 011 571 99C 419 s fi longitudinal slope of guftei
63 3600 0 61 016 552 108G 488
65 3900 0 60 016 6,20 117C •540 DRAINAGE POND CALCULATIONS
70 4200 0 56 015 655 126C -605 Required gras,~y swalepond storage volume
75 4500 0 56 015 676 1:~5C -674 = Impervious Area x 5 In ! 12 In Ift = 220 cu ft
83 4800 0 53 014 6E2 144C -758 volume provfded = 222 cu ft OF;I
65 5100 0 52 014 710 153C -820
93 5400 0 50 013 122 1620 -898- DRYWELL REOUIREMENTS -10 YEAR DESIGN STORIA
95 5700 0 49 013 746 1710 -964 Il1ax. siorage tequired by 8owstring ~ 245 378 cu n.
t0a 6000 0 48 013 70 1800 -1092 votume provlded = 340 cii fc OY!
Number and type of Drytivelis Required 1 Single 0 Dcuble
BOWSTRING METHOD Project, 13285 TIME OF CONCENTRATION (minutes)
10 YEAR STORM Basin "C"
DETENTION BASIN DE51GN Deslgnerpoug Christenscn Tc (overland flow) Tc (gutter flow) Areas "C" A•C
Date- Jan 10,1996
Ct = 015 L2 = 0 0 03 015 00039
NUMBER OF DRYWELLS PROPOSED Z1 = 0 0 01 0 90 00126
1 Single (type A) 0 Double (type B) N~(A) = 50 Z2 = 0 0 00 0 00 0
A) ~ 0.016 B= 0 000 000 0
To1al Area (r~~. 0 04 S(A~ = 0006 n~ 0 0 00 0 00 0
Time of Conc(cac ) 5 00 s= 0 0 00 0 00 0
Composfte Cp (calc ) 0 41 Tc (A) = 0 31 d= 0 0 00 O.OQ o
Time of Concentration 5 00 min Total A Comp "C"
Total Area 0 04 acres L1(8) = 0 Tc(gu)= 0 00 0 04 041
'C' Factor 0 41 N(B = 0 Tc(A+B) = 0 31
Imp eroious Area (208 area) 610 sq ft S(B; = 0 Q=C*I"A= 0 05 ~
208" Volume ProvEded 27 cu, R Tc(tot = 5 00 a(est 0 00
Storm Storage Prowded 40 cu ft Tc (B) = 00 Intensity • 318
Outflow ~cis) 0 3 c f s A= 0
Area' C Factor 0 02 WP = ERR
R = ERR
V = ERR
#1 #'Z #3 #4 #5 #6 #7 =
Time Tlme irtensfty Q dev V in V out Storage Tc totaC = Tc (ove~an + Tc utter) Q(estj = ERR
Inc inc Tc ~ovet and) = Ct'(L1'^0 5~4 6j
(min )(sec )(in lhr,) (cfs) (cu fl.) (cu ft) (cu ft) Ct = 0.15 Nolding = 0 00
(#1•80) (A•C'#3) (Outf *#a; (#546) L1= Lenglh of Overland Flow
' N= tr(ctfon tactor of overland flow ( 4 for average grass cover)
5 00 300.00 318 0 05 21 9000 -69 S= avera e siope of overland tiow
Tc(~ utter~= Length (ft.)Nelocl~ (ft Isec )160
5 300 318 0,05 21 90 -69 B= Bottom width of gutter or ditch
10 640 2 24 0 04 26 180 -154 Z1= inverse of cross slope one of ditch
15 900 177 0 03 29 270 -241 Z2 = inverse of cross stope 1wo of ditch
20 1240 145 0 02 31 360 -329 d= depth of flow In gutter (estimate, check estimate wfth Flaw)
25 1500 121 0 02 32 450 -418 Area = d"B+d"2/2`(Z1+Z2)
30 1800 104 002 33 540 -507 Wetted perlmeter= B'd+(1/sgefted atn(tlZ1)'+1/sin(atn(11Z2))) 36 2100 0 91 0 02 33 630 -597 Hydraulic Radius = RPer meter '
40 2400 0 62 0 01 34 720 -686 Velocky =1.486In'R" 667*0.5
45 2700 0 74 0,01 34 810 -776 Flow -yelocity'Area
50 3000 0 68 0 01 35 900 -865 n= 0 016 for asphari
55 3300 0 64 0 01 36 990 -954 s= longnudinal sfope of gutter
60 3600 0 61 0 01 37 1080 -1043
65 3900 0 60 0 01 40 1170 -1130 DRAINAGE POND CALCUUITIONS
TO 4240 0 58 0 01 41 1260 -1219 Required grassy swale pond storage volume
75 4500 0 56 0 01 43 1350 -1307 = Imperoious Area x 5 in 112 in /ft = 25 cu tt
80 4800 0 53 0 01 43 1440 -1397 volume provided = 27 cu ft. OKI
65 5100 0 52 001 45 1530 -1485
90 5400 0 50 0 01 45 1620 -1575 DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM
95 5700 0 49 0 01 47 1110 -1663 Max storape required by 8ovrstnng = 0 cu fl
100 6000 0 48 0 01 48 1800 •1752 volume provtded = 40 cu fl OK!
- ~
Number and type o1 Drywelis Required 1 Single 0 Double
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i
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>
lAT 9, BLACK 1, $TNDiNG SITE PLAAt 32-9' 2 December 20, 1995
SIGHT DiS'FANCE ANAGYSiS
For avehicle vrraifim, to meme from tbe drivewav at Lat 9, Block I onto Montgor.Mery Dride,
we will make the following $ssumptions
1 Dnvees e_ye ts 16 feet behind the gutterline of Montgomery Dnve The gutterline is 22
feet and #lie driver's eye is 38 feet finm the centerlixie of Movtgornery
2 Driver's eye assumed to be 3 5 feet above finished grade As per the site "208" plan,
finished grade ai the location of a vehicle in the driveway is approximately 74e7, thus the
eye elevation is 74 7+ 3 5= 78 2
3 The driver of the merpgmig vehicle in the drivewav is at approximate station 127+50 of
Montgomery Drive, 38 feet teft of cerrterline
4 Existing ground in this area is generally flai to gently south-sloping, at abaut elev 74 0
Thus, the naftual gound to the driver's left and right is about 4 feet below the eye, and
therefore does not obstruct the view of approaching traffic Montgomery I?rive pavement
grades average about -1 % to the south and east Site distance is limited only by
obstructions in the laterat plane, not bp vertical relief
StGHT D[STANGE TO THE NORTHWEST (Driver's right)
Montgomery Drive curves to right upstAtion ending at PT 120+23 5@ centet'line R=1,000 ft
Centerline tang€nt Starioa 120+23 5 t4 126+97 86
P C station nm drivevvay pf Lot 9, Block 1 station 126+97 86
Distsnce from drivees eye ta P T (127+54)-(120+23 5)- 726 5 feet
Assumiag vegetation (e g vvfthm 8' futuFe ace}uisition area) does not lirmt visibility,
Distance tp see veb}cle appwoaehiAg from NW. approximately 1,000 ft (s€e aftached sketch)
SIGHT DISTANCE TO TBE SOI,JTBEAST (Driver's left)
Montgomery Dive curves ta left upstation from PC 126+97 86 @ centerhne R= 41
Ariveway ~t Lot 9is vrithin curve
. . , .
Asst~t~~ng veget. ~on (e g v~nth. ~n 8 fwtuFe ac~.~srtton areR) does nat limit . ~si ~ZI
1?istance to see vehicle approaching from SE approximately 300 feet (see atta e sketc r
~
~NAL
drainage 2B1wghtdsi113285
,/'''~r ~i ~ ► ~ ,
, , ~ . . - as 32 3D w ~ ~ ~ _ - ~ _ _ ` 68 / P _ 9 _ ~ _ _ z~as oo - - - - _ _ nb oo - - ~ ~ , 'L~ _ - - - - 187 6 _ _ ~
~ ~ ~ O ~ O ~ ~.ur~~Fr....1 - p ~ / / ~1~1) OS fl1 fl) 0 -
. ~~..~~5 wl~ ~j. Z~ - h u y E e c hav ~ ~ ~ ,,r Z O ~ ~ T 09 wlk n . ~ 4_ L ~ 64.t7, 1 o O Bmdm Site PI :
as g ~ ` ♦ ,r" \ r , ~ ~ ~ p~ . IQ9°19 38 9 3 ~ ~ / p N8 ~2
\ a ' O~ O C7 ♦ 1~ ~ l R ~5.0~ + W t ~ ~ Iina Sne Plan #32-92 and
~ I~I Tt~at pon~on ai tf ♦ 0~~ T•~~ts m A N ~ o~
~ ~~~7 ao !~1 0 0 0 of Sect~on 9, T.2 a ~ ~1 i O O = ~ N 32 t E~,RL / LQ"i . I C O . b ~,i o
,t b o a Be~~n at a po~nt ~ ' 0 ~1 1' ~ ~ ~y N , N32 ~52~ E R / ~ ~ ti• 3 o N ° . ~ .
♦ - A5 o thence N 89 32 ~ I q h, I ~ 3 . ♦ `T Vi p ~
~ ~ i ~ s o0 00 3s w, • ♦ ~ N i r~ ♦ ~ P el whiCh IS elSO a [ion 9, T.25 N., R 44 E.1N
. v~ . o O ~ . . , ~ ♦ I I o , . o D S 00 QO 36 W, it a oint which is 641.5
~ v tc~.~ \ ♦ ~ ~ I ~.I ' I / ~ \ .e 125.Q0 O ~ ~ ~ 662.92 feet para N 89°32'300E, 1870.0
APPRoAC~H~rJG ~ , ~ I ~ B~ 9~ ~NGRE5S EGRESS r r ~ ~s -58932-30 W the S okane inte F~~ M luolcTM wESt' 9~ ( o+ I P )0138` W, 386.46 teet pi-
~ ~ ~ ~ r ~ ~ EASEMENT 1T435 y° ~ I I ~ I East Irne of the S ~ ♦ o o~ is atso a point on the S,
~ ,u~~Litr EASEMEN? r~~ N89 32 30 E ~ ~ oo , ) - - - - - - - - - ~ , • to the Southert ~ ~ r r~ - - ~o o~ Y )0138' W 256 56 feet ta
~ i t " N89'32 30'E ~ 425 a0 M ~ ~ ~ i~ ~ ~ ~ ! Northerl n ht o1 ♦ r ~ . . , W V 9
~ 1 ~6.&4 308.16 I ♦ ~ .c ~ o ~ ♦ , 5~~ s ~ thence N 00 OS PT ~20+23,5 ~ o ~ ~ Z nirana lntratnatinnaf Rai1.n - _ - -
~3 ~ 6 ~ o ti, s. Nw~ ia oi sa~d s~ . , • I { s o ~ ~ ~ ,
~ i N~ ( n ~ . 0 , o a pa~ t IY ng S 0I 4 . '1~ o ~ o0 ~ . ~ o o~ A
F~ . ~ , i I 125 DO ieei er~ S88 0 0.. ~ p ♦ I I SEE DETAIL A ~ I • o
~ 7 7 ~ ~o~ , F . o Jackson Avenue; ~ ~I ~ , • ~
( ~ cA t ~ ~ I rad~us o 335.88 ~ o / \ ~ , ~tib B u~ ~ s
f~ , ,0 o ti / 224.fi6 fest to v ~ ~ ~ - ~ CARLISLE i \ o ~ ~ a ~A ~ ~ 1 Sa►utherty righi of waY ot
~ o I ~ ~ , thence Southwes CRAPHIC SCALE ~lN ~ . \ t~ LANE ♦ ~ . . i , I zoo ~ 1 ~ n teet to she be ~r rly tight ot way Ime of M
~ SQ ~00 t~/ \ BU~l0uM6 SCTP~CK J ~ g ~ / ~ ~ . 1 ~ ~ ~ - \ ~ so tt►ence Southeas~ N 00008'33'W, 372 11
~ ~ -'f a . . . d \ o _ . , ' i I i i 18 38 04 , sn e ~ oi said Section; thence I
~ ~ / ~ 2 6 , 1 ~ 1D0 ~ ~ N ~ ~ ~ .f' ~ i ~ lying S 00 ° OS' 10' E. 25; 3 tpat narallal with ca«i ~
~ ~ / N6 5205'E r N ~6.14 ieet to the ~ ~ N ~ ~r Utrl~ty Eose nt . ~ N o ~ ~i I 1 v, ~ ~ ~ ~ , EXCEPT Montgor i~ii r ► ~.ii ~
~ p~ b ~ ~ ~ ~ ~ ~ v~, ~I 19 0~ ~d ~ • / 4q .fv' ~ s ~ ~ , z o ~ ~ e 6. N S~tU8181~ th@ CAI ~fE}~
_ 3 ~ ~ a / ~ D W 2775 ~ ( ti ~ ~ ~ ~ ~ ~ ~ FOIRtD Iy~'IROA Pipf ~ / -n 511 - ~ 'h~' N ~ ' N ~ t•
, 3 I ~ l PER Y►0•fAILEY I ..rL ~ ~ ~ 6UiL0~N6 N 30 b ~ w eUSiNCSS A4RIl _ w, 3s e~ ~ Sf TbA..K No tot shall be fu ~
~ ' r I o ~ s r , ~ ~ ~ , . ~ with0ut tirst tri~n4 ' .i
1 , ~ ~ I ~ ~ . 10 I 7 54 ti ~ . ~ a ~A . 2659 S~de yZ, d and rei I
• . , . , . ~ ~s ~ ~ ~ I O ~ pRA1HAG[ ~ 35 46 E ~ \ ~s° thet some ud ei N89 F ~ I ~ ! 9 I
M- m t u~,i~~r Ease en ~ ~ Er~~ce~ns c,~ ti ni~~ ~ ~ ti u r I \ ~ ~o I status. The setb
~ ~ ~ ~ ~ ~g m nt ~ ~ Eose e ~ _ ~ c~ s' r vals are obt ~ 0 0 w i a p p a T _
~ \ y ti ~9 ~ . a ti3 ~ ~ ~ ~ ~ ~ . m The ubi~c water 0 6 . , n l
h 'L e FuTUaf ~ ~ Z 'Z ~ 1 A ~ ~ c a~~ s ~ Y~ o t h e l o c a( t i r e d ~ s t t.1 I ~ ~
~ ° h~s B~nd~n S~te I r 5 ~ ~ ~ t g ~ e ►UTUR[ aC0U1S►11ph O i~
~ \ Gp I ~ ~ e 9 0~ i. w e i l a s f ~ r e p r o t e ~ 8 , , . . ~ ~ ~ ~ .
~ D ~ ~ o N B e 3 3 3 6` E e a c h l o t. B e u ~ ~ o► M~ ~ ~ ~ ~ o t, ~ / ~ 11- I!~U! 1--A
~ • • a - , • scse~c« ~ ~ ~ o~ o ~ 1 2 ~ ~ P~/ t U 8 5 7 9 2 c ~ I ~ g ~ A 9 1 5 ~ ~ ~ , ~ Z_ 3 2 ~ ~ tn \ . i AL
a~3.59 25.00 " ~ ~ o .~e 1000.00 I A i o o ~ . a e'~ ~ I
3 02 a° / 189.59 5 , o ~ ~ ~ 199.87 I \ 4 ~ I \ ~ ♦ I : ~c i ~ I Southwest and Southea
355.53 ~7.54 w ~zU \ . ♦ 9 " c,+ 39~4.55 , ( P pr~ oc ( ~ 3 c i Z~ + .,I ~ ~ , ' pij / \ ~ ou1l01NG p r) ~ ~ W i the beginning of e revt
` ~ ~ SEYt~RCR 3 ' W W ~ ~ ~ ~ ~ ~ ;l3~, w r r , y ~ ` \ r Southeasterry, along the
M~,G~N C~ ~ r~i i~ - N i~ m ~~o q N~ !~j o~ -~I N VEl.t4CLE t ♦ ~ d, ~ :D40 , sn arc dLstance of
~ ~ , ~ ~ 1 ' J \ ~ ~ v o~ ~ ~ ~ p) a ieet to the True Pamt of
~ ~ O I I I N ~ ~ ~ ~ i 3 ~ ~ - - - 4
~ \ rre~ I ~ ~ ~ ~ ~ I ~ ~ , 1
~ ~ ~ I ~ ` \ ~ APPlte ~N ~ ~s ~ ~ i
I o~` o~ ..ss ~ F~ s~,rn~ns. ~ bp 3 ~ ,
ti Oc~ f \ C~ • N _ ,cA ~ ~ „ p1 ti o ~ ~ ~ ~ ~ ~ - \ 1 ~ ~ ~
I ~ ` ` A ~ 2 ~ • ~ fy _ ~ • ~
Q ~ - I ~ ~ L{ 11 i~ - -
~ ° ~ _ w - s .
. 6impson Engineens,'Ine,
CIVIL ENGINEERS /AND LABVD SURVEYORS
N. 909 Argonne Road e Spokane, WA 99212
(509) 926-1322, o Fax: 926-1323
TO: At~imp mQ1VAB_ Momb ConstruGtion
SUBJECT: y-zialit nictan .e n
DATE:
Attached as per yow request is the Sight I3i_smce Anal}►sis for Lat-9, Block-1
of Binding Site Plan 32-92, fnr you to submit to Spokane County Engnaeers for
,
thecr avproval. Note tlat the "208" Dtanage Plan and Storaiwater Drainage
iteoort & calculations, alon8 with, a compleLed Request for Desiga Deviation form, were picked uv from our ofEice for submittal to County Engineers by Bill Pulliam
~ -
on Decernber 19
a ~
~O
~
_ er ~°a
/yi
~ A%Vo
Thank Youl _
_ I?aue Christenson
~
Slgned
Y
STORIVIWATER DRAINAGE REPORT
'for
BItG O~f'ice/Warehouse
Lot-9, Block-l, Blnding Site Plan 32-92
Montgomery Drive at BowcLsh'Road
m the NE 1/4 of the SW 1/4 of Secaan 9, T. 25 ,N , R 44 E W NL
spotane county, washingcon
Srte Layoui Wyatt Architects
.
Dacember 141 1995
Report Prepared By
Simpson Engineers, lnc.
North 909 Argonne Road`
Spokane, WA 99212
PROJECT NU )3295
* * TABLE OlF CONTENTS * * * ~tis ,s•~
wnsy~
Project Descnption
~
"208" Pand Volume Calculauons
,r 996,7 J
o '~~ISt~~° f
Drainage Basm Data
Ranonal FoQnula Hydrology & Bowstrmg Calculatians EXFIREy 7!rp 97
~
S.C S Sods Map and Descnptioans
Supplementary Map "208" Dramge Plan
, .
Wyatt BRG QfficeJWarehouw - Stormaratec Dramge Report
1
drai.oage2Wcs113285
PROJECT DESCRIPTION
The project site is located on Lot-9, Block-1 of Binding Site Plan 32-92, at the northwest
coraer of ARontgomery Drive and Bowdish Road (projected) in the Spokane Valley The
site is presently undtveloped, with a gentle slupe from north to south
The proposed project encompasses construction of a new office/warehouse building, plus
asphalt parking areas to the front and rear, and an asphalt loading ramp on the west mde of
the building. The bwlding will be about 7,075 sq ft, with a steel roof sloped toward the
north and south
The site wiU be regraded to create three on-site drainage basins, referred to as Basin A,
Basin B and Basin C For retention and disposal of stormwater collected on the site,
two "208" grassy ponding areas wiU be constructed Basia A will drain to Pond A, to
be located between Montgomery Drive and the parking area at the front of the site, and
Basin B wiU drain to Pond B, along the east side of the proposed building Surface ruaoff
&om the asphalt parking areas will reacb the ponds via surface flow Stormwater falling
on the steel roof wiU be collected in gutters and downspouted at the northeast and
sout6east corners of the building, reaching Pond B without flowing over any asphalt,
thus exempting the roof from "208" treatment requirements
.
As per Spokane County requiremelrts for "208" treatment, on-site asphalt pavement
swfaces are iacluded in the "208" ponduig calculations AU proposed asphalt, plus the
metal roof, will drain to the two "208" ponds, with the exception of the asphalt ramp on
the west side of the buading. That aunor subbasin (Basin C) wiU not have any pondmg
area, but will be drained via a dryweU Outflow from each of the two "208" ponds wdU
be accomplished writli a si.agle Type "A" drywell In the "208" ponds, the ponding depth
for treatment is 6", while the ponding depth for storage in excess of outflow is 8"
Sufficient storage volume for a 10-year storrn event, as per the bowstring calcvlations,
is provided vnthin the first 8" of ponding depth in each "208" pond
The soils at the site are C3arrison series graveUy loam, which are recognized by Spokane
County as havi.ag very rapid penneabihty aad aa allowable infiltrdtion rate of 0 3 c£s.
for Type "A" drywells The drainage desiga and outflow calculations ue based on the
assumpiion that the material at the location of the draiaage faciLties will provide outflow
at the rate of 0 3 c f s througt► the drywell and 0 36"7hr, through the pond floor
Wyau BRG QffimWarehouse • Stormwaier Dramrige Report 2
drainage2lcalcs113285
"208" POND VQLUME CALCULATIONS
'Ihe followmg pages contain data for dw on-sits drauiage basms and 0208" scormwater retenUon
pands Refer to the 1" = 20' site "208" Dramage Plaa for the sde layoui
For the proposed dramago ponds with 3:1 side slopes, the pond votume caa be calculated wnth two
componem.s tha volume directly above the pond floor plus the volume above the side slopes. To
oompute the volume at aay pondung depih, onlY two parameters ae,ed to be laiown pond tloor area
aad pond floor penmeter lengtb (boih are speclfied cn the Dramage Plan map)
Volume n calculatad at 6" depth For "208" treatrnent aad at 8" depth for stouraage, as follows
At 6" depih
Pond Volume =(0.5 8 depth x pond floor area) +(1/2 x 0 5 x 15 x pond floor penmet.er)
=05A+0375P
At 8" depth
Poad Volume =(0.67 R depth x pond floor area) +(1/2 x 0 67 x 2 0 x pond flaor penmeter)
= 067A+067P
20feet
15 feet a
~
A 8"=067$
611 = 0 S $
v
Pond Floor
NOTE All unpervious surfaces are included in hydrology and bowstring calculations,
but only on•site asphalt pavement drawng to the new "208" poads is considered for
"208" treatment in the firsi 6" ponding depth Concrete walks and the new building's
steel roof are non-poUuting, and off-site drainage should not reach the "208" pondmg
areas
Wyaa BRG OfficelWarehouse - Stormwaler Drainage Report 3
drainage2lcdcsU 32g5
,
DR,.AINAGE BASIN DATA
BASIN "A"
Total Basin Area. 24,271 sq ft= 0 557 acre
Impervious Area 13,410 sq ft= 0 308 acre @ Ct = 0 9
Lawa/Landscape Area 10,861 sq ft. = 0 249 acre @ Ct = 0 15
Impervious Area breakdown
Asphalt Pavement = 12,380 sq ft
Building Roof (steel) = 0 sq ft.
Concrete Walks = 1,030 sq ft
"208" Area. 12,380 sq. ft
"208" VOlume 516 Cu R
K208" POND GIIA"
Pond Floor Area: 5' x 180' = 900 sq ft
Floor Perimeter 190 LF with 3 1 slopes on three sides, and a short venccal retaining
wall between the pond floor aad the parking lot (due to space constramt
imposed by 8' future slreet dedication along Montgomery Dnve)
"208" Treatment CaQacitv
Pond Volume @ 6" Depth
0 5(900) + 0 375 (190) = 450 + 71 = 521 cu ft
521 cu ft provided > 516 cu ft required for "208" treatment
•"208" Pond "A" is OK for "208" treatment @ 6" depth
Storag.e CaQa
Pond Volume @ 8" Depth:
0 67 (900) + 0 67 (190) = 603 + 127 = 730 cu ft
730 cu ft> 315 cu ft. required with Type "A" drywell, as per bowstring
:."208" Pond "A" is OK for storage @ 0 3 cfs outflow rate
Wytt BRG OfficelWarehouse - Stormwaater Dmtnage Repon 4
drainage2lcalcsk13285
BASIN KB"
Total Basin Area 14,329 sq ft= 0 329 acre
Impervious Area 12,359 sq ft= 0 284 acre @ Ct = 0 9
Lawa/Landscape Area. 1,970 sq, ft= 0.045 acre @ Ct = 0 15
Impervious Area breakdown
Asphatt Pavement = 5,284 sq ft
Building Roof (steel) = 7,075 sq ft
Concreie Walks = 0 sq ft
"208" Area 5,284 sq ft
"208" VoIume 220 cu R
~~****~#~~**~****«*~~a~«~**~*~***~~*a*~****~*******~**~
"208" POIYD KS"
Poad Floor Area 2' x 126' = 252 sq ft
Floor Perimeter 256 LF with 3 1 slopes on aU sides
"208" Treaiment Cauac~tv
Pond Volume @ 6" Depth
0 5(252) + 0 375 (256) =126 + 96 = 222 cu ft
222 cu ft provided > 220 cu R required for "208" treatment
•"208" Poad "B" is OK for "208" treatment @ 6" depth
Stora,ge CaoacitY
Pond Volume @ S" Depth-
0 67 (252) + 0.67 (256) = 169 + 171 = 340 cu ft
340 cu, ft. > 245 cu ft required with Type "A" drywell, as per bowstring
:."208" Pond "B" is OK for storage @ 0 3 cfs outflow rate
Wyatt BRG OffioeJWarehouse • SLormwater Dcuaage Report 5'
draaage2lcalcsl 13285
BASIN KC"
Total Basin Area 610 sq ft = 0 014 aere
Impernous Area 610 sq t} = 0 0 14 acre Q Ct = 0 9
Lawn/Landscape Area 0 sq R
Impervious Area breakdown
Asphalt Pavemeat = 610 sq ft
Building Roof (steel) = 0 sq ft
Concrete Walks = 0 sq ft
"208" Area 610 sq ft
"208" Volume 25 cu R
Tius basm consists solely of the short gaved ramp to serve a loadmg dock on the west side
of the new building A Type "A" dryweU is planaed at the low point of the ramp, but
"208" treatment is not feasible for this situation. Slace the area draining to the drywell,
and hence the storm runoff, is very minor, we propose disregarding the minimal treatment
volume and installation of the Type "A" drywell for outflow at the low point of the ramp
Note that the storage volume is zero at 0 3 e f s outflow as per the bowstring calculation
for this basin
Wyati BRG Office/Warehause - Stormwater Drmnage Report 6
dramage2lca1cs113295
BUW'STRINC, METHOD Piojed 13285- TIME OF CONCENTRATION (minutes)
10 YL'A~'2 uTnR'N Bas(n: ' "
D~N'TIC►N BASlW DESIGN Designerpoug Christenaon Tc (overland itow) Tc (gutler flow) Areas "C" a'C
Date• Dec 13,1995
~ 015 0 0 25 015 0 C3735
NUMBER OF DRY~NEU.S PROPOSED Z1 = 0 0 31 0 90 0 2712
15inAle (type A) 0 Double (type B) L1(A) a 280 Z2 = 0 0 00 0 00 0
N(A) = 0016 B= 0 000 000 0
Totat Area (calc ) 0 56 S(A) = 0 012 n= 0 0 00 0 00 0
Time of Ccinc (ca(c ) 5 00 s~ 0 0 00 0 00 0
Cumpor-ite "C" (:OIc ) 0 56 Tc (A) ~ 1.33 d= 0 0 00 0 00 0
Time ot CuncenhaJon 5 00 min Total A Comp "C"
Totat Area 0 551 acres L1 (B) = 0 Tc T3= 0 00 0 56 0,5G
'C' F~ctc~r e 0 56 N(8) : 0 Tc() • 133
impervlnu,, A~ea (206 area) 12380 sc,ft S(B) - 0 Q=C'I`A= 100
"208" VnlumE Provided 525 cu fl Tc(tot 5 00 Q(est 000
Storm Stora e Prwrided 737 cu fl. Tc (B) a 00 Intensdy = 318
OtMiuw (cfsf 0 3 c I s A= 0
Area G Factor 0 31 Wp ~ ERR
R = ERR
V = ERR
111 #2 #3 44 #S #6 #7 Tc(gu) ~ ERR
inme Time Intersity Q der. V hn V out Storage Tc totaP = Tc (ovedand) + Tc utter) Q(est) = ERR
inc; Inc Tc ~over and) = Ct'(L1•NIS"0 5~4 6)
(min ) (sec.~ (in /~r ) (cfs) (cu ft.) (cu it ) (cu ft ~ Ct = 015 Ho~ing = 0.00
(#1'6 ) (A C'#3) (Outf ~2(#5~f'i L1= Length of Overfand Fiow
= =z==== = ---I - N = friction facfor of overland flow ( 4 for average grass cover)
503 30000 3.18 100 4C2 9000 312 S= avera e dope of averland flow
~ Tc (g utter~= Length (ft )Neloc~y (R lsec )!80
300 316 100 4C7 90 312 B= 8otiom wldth ot puder ot ditch
10 800 2 24 0 70 4S5 180 315 t1= inverse of aoss slope one otditch
15 800 1.77 0 56 556 270 288 Z2 = lnverse oi cross slope iwo of dftch
ZJ 1200 1.45 4 46 5S4 360 234 d= depth of flow inDutter (estimaie, check estimale with Flow)
25 1500 1.21 0 38 610 450 160 Area = d"B+d"212'(Z1+Z2)
33 1800 144 0 33 6i2 340 82 Wetted perimeter = B'd+(1lsin(atn(1111))+11sin(atn(1/72)))
35 2100 0 91 0 29 6r0 630 0 Hydraulic Radius = R = ArealWetted Perimeler
43 2400 0.82 0 26 645 720 -75 Ve" =14861n'R" 667's".3
45 2700 0.74 0 23 652 810 -156 Flow = VelocdyP'Area
53 3000 0.66 0 21 6E3 40C a37 n= 0 016 for asphalt
55 3300 0 64 0 20 6C5 990 •305 s= longdudlnal slope of gutter
63 3600 0.61 019 710 1080 -370
65 3900 0 80 019 755 1176 415 ORAINAGE POND CALCUlATIONS
70 4200 058 018 7e5 125C 475 Requlred erassy swale pond storage volume
75 4500 0 56 818 811 135C -539 = Impenvious Area x 5 In ! 12 In /ft = 516 cu tt
83 4800 0 53 011 817 1440 -623 volume provided = 525 cu. ft OY!
85 5100 0 52 016 8%91 1530 -679
93 5400 0 50 016 865 162C -755 DRYINELt REOUIREMENTS -10 YEAR DESIGN STORM
95 5700 0 49 015 6S4 171C -616 Aiax. atora8e requlred by Bowstrinp = 314 624 cu ft
103 6000 0.48 015 9i1 1BOC -879 volume prov(ded = 737 cu, ft OKI
Number and type of Oryweils Requlred 1 SlnAle 0 Deuble
BUWSTRING METNOD Projed 13285 TIME OF CONCENTRATION (minutes)
10 YIAR STORUI Basin ' B"
DET'ENTION BASIN DESIGN Deslgnerpoug Chdstenson Tc (ovetland 11ow) Tc (gutler flow) Areas AIC
Date, Dec, t 3,1995
Ct ~ 015 l2 ~ 0 0 05 015 000675
NUMBER OF DRYWELLS PROPOSED Z1 = 0 0 28 0.90 025M
1 Single (type A) 0 Double (type B) L1 (A) = 90 ?2 = 4 0 00 0.00 0
N(A C 0 016 B= 0 0.00 0.00 0
Total Area (calc,) 0 33 S(A; = 0 015 n= 0 0.00 0 00 0
Time ot Conc (calc ) 500 s= 0 0 00 0 00 0
Cumposite "C" (calc ) 0 80 Tc (A) = 066 d= 0 0 00 0 00 0
Time of Concentradon 5 00 min Total A Comp "C"
Total Area 0 329 acres L1 B) = 0 Tc 0.00 0.33 O.BO
'C' F~rtor 0 80 N~= 0 Tc(Wul= 0 66
imp enrrous Area (208 area) 5284 sa.ft S~B~ = 0 Q~'I'A= 0 83
"208 Volume Provded 222 cu h. Tc(tot) = 5 00 Q(est 0 00
S1omi Storage Provided 340 cu fl Tc (B) = 00 IrtensAy = 318
OLIMow ~c1s) 0 3 c f.s A= 0
Area • G Factor 0 26 WP ~ ERR
R = ERR
V = ERR
#y #2 #3 44 #5 06 #7 Tc(gu) = ERR
71rtie Time Intersity Q dev V in V out Storage Tc total) ~ Tc (overland) + Tc uttet) Q(est) = ERR
Inc. Inc Tc ~overiand) = Ct'(L1•NIS"0 5"0 6)
{min ) t(s;~(In Ihr.) ~cfs} (cu ft ) (cu, tt,) (cu ft Ct = 015 Hclding = 0 00
# (A C*#3) (Outi (#5416; L1= Length ct Overland Flow
N= frtctlon factor of overiand flow ( 4 for average grass cover)
50) 300 00 318 0 83 385 9000 245 S= everage slope of ovetlend Qow
Tc (gutter) = Length (ft,)Nelocfty (fi.lsec Y60
5 309 316 083 335 90 245 B- gotlom w(dth of gutter or ditch
10 600 2.24 0 59 413 18Q 233 21= inverse of cross slope one of ditch
15 900 117 0 46 4E5 270 195 Z2 = inverse of cross slope two of ditch
2) 1200 145 0 38 4£5 360 135 d= depth of tlaw ingutter (est(mate, check esimafe with Flow)
25 1500 121 032 5C9 450 59 Area = d'B+d42!2'(Z1+Z2)
39 1800 104 0 27 519 54C -21 Wetted perimeter C B'd-(11sin(atn(1R1) +1/sin(atn(1lZ2)))
35 2100 0 91 0 24 526 630 •104 Hydraulic Radius = R= ArealWetted Pemeter
43 2400 0 82 022 528 72C -1E2 Velocily -1486►n•R" 667*s".5
45 2700 014 019 544 810 •268 Flow =-Velxity'Area
5D 3000 0 68 018 59%13 AOC -347 n= 0 016 tor asphalt
SS 3300 0 64 017 511 990 419 s= longrtudlnal Wope of guftet
63 3604 0 61 016 5S2 1080 408
65 3900 060 016 630 1170 -540 DRAINAGE POND CALCULATION5
19 4200 0 58 015 655 1260 -605 Required,grassy swalepond storage volume
75 4500 0 56 015 678 1;150 -674 = Impervious Area x 5 in 112 fn !h = 220 cu ft
83 9800 0 53 014 6g2 1440 -758 volume provided = 222 cu tt OF;!
85 5100 0 52 014 110 453C •820
93 5400 0 50 013 722 1620 -898 ORYINEII REQUIREMENTS -10 YEAR DESIGN STORNI
95 5700 0 49 013 746 1710 •964 Max storage requ(red by BowstrinA = 245.378 cu ft,
143 6000 0 48 013 7E6 180C -1032 volume provided ~ 344 cu it OYI
Numler and type of Drpvells Required 1 Single 0 Ocubie
1
BdWSfiRlNG METH00 Pr*ct 13285 TIME OF CONCENTRATI4N (minutes)
10 YEAR STQRM Basin ''G"
DETEh1TtaN BASIN QESIGN Des4ner.Doug Chnstenson 7c (overland tlaw) Tc (gutter flow) Areas "C" A~C
Date Dec,13,1995
0 0.00 0.15 a
N~IMBER 4F DRYWELLS PRQPDSED ~ 4 Z= 0 0 01 0.90 40126
1 single (type A) 0 Double (type B) 1.1 A) = 50 Zz = 0 000 0.00 0
ra o,o1s eo a an 0.ao 0
Totac Area (catc.) o o1 sJAA) ~ ~ 0058 n= o o ao 0 00 0
Time of Conc (calc.) 5 00 4 000 000 o
Compos3te "C" (cale.) 090 Tc (A)~ 031 d c 0 000 0,00 0
Time of Concentration 5 00 m!n Ta#al A Cam "C"
To#al Atea 4 014 acres L1~8) = 4 TG ( u)~ 000 001 9.90
'C' Facfor 0 90 N( = Q Tc~~+By a 031
!mpernous Area (208 area) 610 sci ft S(B~ = a Q=C{rp= 004
"208" Valume Provufed 4 cu, fl, 1'c(tat}= 500 Q(est 4.00
Storm Stora e Prov~ded 0 as fl Tc (B) r 00 Intensliy = 318
Outfbw ~~s~ 0.3 c.f s, q ~ 0
Ar~ CFartor 0 01 WP = ERR
If = ERR
#j #2 #3 04 #5 #6 #7 Tc(gu) _ ERR
Time Time Intensfty a dev U in V flut Starage Tc Foovcltea Te (ove~iand) *~'c gvtter} Q0~~) E~
!nc Inc Tc~nd)=C#*(L1'N15"0.5~"06~
(min ) tsec (ln !hr ) (cis) Ccu ft.j {cu it {cu fL) Ct = O 15 Hc[ding = cOb
(#1`6~) (A`C~3) (4i~# ; (#546} l4 = Length of Overland Flow
--N= tt3ctian factor of overland Row ( 4 ior aVerage grass covw)
5 00 300DO 318 004 16 9000 »74 S= avera e sfape of overfand flow
Tc {gutterf= l.ength (fC Nelocity I(fi..lsec )160
5 300 318 004 16 JO -74 B= Bottam width of g er or dftch
10 600 2 24 003 20 180 -180 Z1= inverse of crass siope one of dhch
15 900 177 0 02 22 270 248 Z2 = tnvelse of cross stape two of di1ch
20 1200 145 4 02 24 38C -336 d= depth of ilow in utler (estfmate, checlc eslimale wfth ~'low)
25 1500 1.21 002 24 45C -426 A►ea = d`B+d"212'(~1+ZF)
30 9800 1.04 0 01 25 640 -s95 Wetfed perimeter= B'd+(llsi~n~ (am(121))~+11sin(aln(1172)))
35 2100 091 001 25 83C -605 Hydraulic Radlus = R= ArealVlfetted Penmeter
40 2400 0.$2 001 26 120 -W4 Velocily = t 486ln•R" 66?'s".5
45 2700 0.74 001 26 810 -184 Flow = Velocity`Area
50 3400 0.68 041 27 940 -873 n= 0 016 ior asphatt
55 3304 0.64 0 01 21 990 -963 s= langftudinal slape of gutter
60 3600 0.61 001 28 1080 -1052
65 3800 0 60 0 01 30 147L -1140 DRAINAGE POND CALCULATIONS
7~7 4200 0,58 0 01 ~i 1260 -1229 Requlred gtassy swalepo nd storage vulume
75 4500 Q 56 001 32 1350 -1318 = Impenrious Atea x.5 In.1 12 ln Ift = 25 cu it
80 4800 4 53 0 01 ti3 1444 -1407 valurne proulded = Q cu it Nc Gaod
85 5100 052 4 01 34 1530 -1496 S~
90 5400 050 0 01 35 1620 -1585 dRY1NELL REQUfREMEHTS -10 YEAR DESIGN ST4RtA ~
95 5700 0,49 001 46 1710 -1674 hiax, storage requlred by 8owstnng = p cu it ~a~,►~ ~
100 60DO 048~ 001
rW`. L7 I80C -1163 volume provided = 0 Cu 1t No Gcod
Number and type of Dryweils Reqwred 1 Single 0 Doable
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STORMWATER DRAINAGE REPORT
for
BRG Officel'VVarehouse
Lot-9, 81ock-1, Bindtng Site Plan 32-92
Montgomery Dnve at 8awdish Road
m the NE 1/4 of the SW 1/4 of Sedion 9, T. 25 N, R 44 E W M.
Spokaae County, Washington
Sd,e Layout Wyatt Architrects
December 14, 1995
Report Prepared By.
Simpson Engineers, Inc.
North 909 Argonne Road
Spokane, WA 99212
PROJECT NO 13285
* * * TABLE OF CONTENTS * * *
Project Descnption E. wAs
"208" Pond Volumo Calculauons
19~s ~ Dramage Basm Data ~
9867
Ra Rianal Formula Hydrology 8t Bowstring Calculmans cls j
~.s.s'(01VAL
S C S Sals Map aad Descnptions EAp,R~S 97 ~
Supplecnentary Map "208" Dralnago Plan RECEIVED '
wyaa eRC office/waretiouse - stormwater nrainage ftpon
drainage2ka1cs113285 OEC 1 9 "
SPOIUiiE COUNTY ENGlNEfR
a
PROJECT DESCRIPTION
The project site is located on Lot-9, Block 1 of Blnding Site Plan 32-92, at the aorthwest
corner of Montgomery Drive and Bowchsh Itoad (projected) w the Spokaae Valley The
site is presently undeveloped, with a gentle slope from north to south.
The proposed project encompasses construction of a new office/warehouse builduig, plus
asphalt parktng areas to the front and rear, and aa asphalt loading ramp on the west side of
the building The building will be about 7,075 sq ft, with a steel roof sloped toward the
north and south
The site wil1 be regraded to create three on-s,te drainage basins, referred to as Basin A,
Basin B and Basin C For retention and disposal of stormwater coUected on the site,
two "208" grassy pondhng areas wifl be constructed 8asin A wifl drain to Pond A►, to
be located between Moatgomery Drive and the parking area at the front of the site, and
Basici B wifl dcain to Pond B, along the east side af the proposed building Surface runoff
&om the asphalt parking areas wiU reach the ponds via surface flow. Stormwater falling
on the steel roof wifl be collected in gutters anct downspouted at the nartheast and
southeast corners of the building, reaching Pond B without flowing over any asphatt,
thus exempting the roof from "208" treatment requirements
As per Spokane County requirements for "208" treatment, on-site asphalt pavement surfaces are included in the "208" ponding catculations All proposed asphalt, plus the
metal roo~ will drain to the two "208" ponds, `avith the exception of the asphalt rainp on
the west side of the budding. That aninor subbasm (Bastn C) will not have any ponding
area, but will be drained via a dryweU Outflow from each of ihe two "208" poads will
be accomplished with a single Type "A" drywell Ia the "208" ponds, the ponding depth
for treatment is 6", while the poaduig depth for storage in excess of outflow is 8"
Sufficient storage volume for a 10-year storm event, as per the bowstring calculations,
is provided within the first 8" of ponduig depth in each "208" pond.
The so,ls at the site are Garrison series gravelly loam, which are recognized by Spokane
County as having very rapid permeabiLty end an aUowable infiltration rate of 0 3 c f s
for Type "A" drywells Tbe drainage desigu and outDow calculations are based on the
assumption that the material at the location of the drainage facffities will provide outflow
at the rate of 0 3 c f s through the dryweU and 0 36"!hr through the pond floor
Wyaa BRG Office/Warehouse - Stormwater Drmnage Report 2dramage2l,calcs\ 13285
~
"208" POND VOLUME CALCULATIONS
'Ihe fiollawing pages contam data for the on-site dramge basins and "208" stormwater retenLon
pQnds Refer to the 1" = 20' sae "208" Dra,nage Plan for the site layout
For the proposed dramaga ponds wrth 3 1 side slopes, the pond volume can be calculaied wnh two
companents the volume dwectly above the pond floor plus the volume above the side slope.s To
compute the volumo at aay pondmg depth, only two parameters need to be kaown pond floor area
and pond floor peruneter length (bath are specified on the Drmage Plan map)
Volume is calculated ai 6" depth for "208" treaunent and at 8" depth for storage, as follows
As 6" depth
Pond Volume =(0.5 8. depth x pond floor area) +(1/2 x 0 S x 1.5 x pond floor penmeter)
=05 A+0375 P
At 8" depth
Pond Volume =(0 67 ft. depth x pond floor area) +(1/2 x 0 67 x 2 0 x pond floor penmeier)
= 0.67A+067P
Z 0 feet ~ / ~
~
- lSfeet ~ A
~
~i ^ 8"=0.67ft
61'=05$
Pond Floor
~►~#*~~+1~+1►+~*M*w~~~►w~i~+ti#~ti*+~**ii~M*~##~+I~i~1**t#**f*#~i*it+l~***
NOTE- All unpervious sucfaces are included in bydrology and bowstrtng calculations,
but only on-site asphalt psavement draining to the new "208" ponds is considered for
"208" treatment in the first 6" pondung depth Concrete walks and the new building's
steel raof are non-poUuting, and off-site drainage should not reach the "208" pondtng
areas
Wyatt BRG Office/Warehouse • Stormwater Drsunage Report 3
drainage2lcalcs113285
DR.AINAGE BASIN DATA
BASIN KAff
Total Basin Area 24,271 sq ft= 0 557 acre
Impervious Area• 13,410 sq R= 0 308 acre @ Ct = 0 9
Lawn/Landscape Area 10,861 sq ft= 0.249 acre @ Ct = 0 15
Impervious Area breakdown.
Asphalt Pavement = 12,380 sq ft
Building Roof (steel) = 0 sq ft
Concrete Walks = 1,030 sq ft
"208" Area 12,380 sq R
"208" Volume 516 cu ft
116208" POND "A"
Pond Floor Area 5' x 180' = 900 sq ft
Floor Penmeter 190 LF with 3 1 slopes on three sides, and a short vertical retaining
wall between the pond floor and the parkiag lot (due to space constraint
imposed by 8' future street dedicatioa along Montgomery Dnve)
"208" Treatment Cap,acitK
Pond Volume @ b" Deptb
0 5 (900) + 0 375 (190) = 450 + 71 = 521 cu ft
521 cu ft provided > 516 cu ft required for "208" treatment
`"208" Poad "A" is OK for "208" treatnent cQ 6" depth
Storage Capacity
Pand Volume @ 8" Depth•
0 67 (900) + 0 67 (190) = 603 + 127 = 730 cu R
730 cu ft> 315 cu ft required with Type "A" drywell, as per bowstring
"208" Pond "A" is OK for storage @ 0 3 cfs outflow rate
Wystt. HRG OffioelWarehouse - SLormwwater Dralnage Report 4
drainage2lcalcs113285
BL'1SIN KB»
Total Basin Area 14,329 sq ft = 0 329 acre
Impervious Area 12,359 sq ft= 0 284 acre @ Ct = 0 9
Lawn/Landscape Area. 1,970 sq ft = 0 045 acre @ Ct = 0 15
Impervious Area breakdown
Asphalt Pavement = 5,284 sq ft
Building Roof (steel) = 7,075 sq ft
Concrete Walks = 0 sq ft
"208" Area. 5,284 sq ft
"208" Volume 220 cu ft
~**~******~******$~****~***~**~*~**~~~~a*~*~***~~~~a~~~*
"208" POND "B"
Poad Floor Area. 2' x 126' = 252 sq ft
Floor Penmeter 256 LF with 3 1 slopes on all sides
"248" Treafinent Capacity
Pond Volume @ 6" Depth
0 5 (252) + 0 375 (256) = 126 + 96 = 222 cu ft
222 cu. ft provided > 220 cu ft required for "208" treatment
:."208" Pond "B" is OK for "208" treatment @ 6" depth
Stor4ge CapacitX
Pond Volume @ 8" Depth
4 67 (252) + 0 67 (256) = 169 + 171 = 340 cu ft
340 cu. ft> 245 cu ft requured with Type "A" drywell, as per bowsinng
:."208" Pond "B" is OK for storage @ 0 3 cfs outflow rate
Wyatt- BRG OTicelWarehouse - Storcnwater Drainage Report 5
drunaSe2Wcs113285
BASIN KC"
Total Basia Are,a 610 sq R= 0 014 acre
Impervious Area 6 10 sq ft= 0 0 14 aere @ Ct = 0 9
Lawn/I.andscape Area• 0 sq ft
Impervious Area breakdown.
Asphalt Pavement = 610 sq ft
Building Raof (steel) = 0 sq ft
Concrete Walks = 0 sq ft.
"208" Area 610 sq ft
"208" Volume 25 cu ft
Th}s basm coasists solely of the short paved ramp to serve a loading dock on the west side
of the new buddmg A Type "A" drywell is plaaned at the low po,nt of the ramp, but
"208" treannent is not feasible for this srtuahon Since the area draining to the dcywell,
and hence the storm runoff, is very minor, we propose disregarding the minunal treatment
volume and installarion of the Type "A" drywell for outflow at the low point of the ramp
Note that the storage volume is zero at 0 3 c f.s outtlow as per the bowstring calculation
for this basin
Wyan BRG Offioe/Wamhouse - stormwater Draiaage Report b
draunage2talcs\ 13285
BbWSTRING METHOD ProJect 1328" TIME OF CONCENYRATION (minutes)
10 YI:AR STURM Baein 'A"
DETEN fION BPSIN DESIGN Oesigner poug Christencon Tc (overland flow) Tc (guttei ffow) Areas ''C" A•C
Date Dec 13,1995
Ct = 015 l2 ~ 0 0 25 015 0 C3735
NUMBER OF Df2YWEU.S PROPOSED Z1 =
1:~iMgle (lype A) 0 Douwle (tyPe 6) L1 XA~') 260 Z2 0 0 00 U 00 ~ 2 0
N 0.016 B0 0,00 0 00 0
Total Area (calc.) 0 5fi S~A~ 0.012 n= 0 0 00 4 00 0
Tline oi Ccinc a(ca(c.) 5 40 s= 0 000 0 00 0
Cumpo~ilte C(:aIc ) 0 56 Tc (A) = 133 d= 0 000 0 00 0
Time of Cuncentra9ion 5 00 min. Total A Com956
"C"
Total Area 0 557 acres L1 (B) = 0 Tc(g u) ~ 0 00 0,56 Faclur 0 56 N 8= 0 Tc~J~+B) = 133
(~mpe nnnu;, A, ea (208 area) 12~80 s~ ft S~B~ ~ 0 4=C'I'A= 100
"208°Valurne Pravlded ~25 cu, il. Tc(to1) = 5 00 4(esi 0.00
Stom► Sloiage F~rovided 737 cu fl Tc (6) ~ 00 Intensity • 3.18
Otdtlrnw~cfs) 0 3 c i,s A= 0
Ar~' G Factor 0 31 wp ~ ERR
R = ERR
V = ERR
*1 02 #3 $4 ss 86 87 Tc(gu) = ERR
Irirne TimE- IntensHy Q dei V in V oui Storage Tc total' = Tc (overland) + Tc utter) Q(est) = ERR
(nc Inc Tc ~over and) = Ct'(l1•N!S"D 5~0 6)
{min ~ ssc )(InJhr ) (cts) (cu tt.) (cu i~) (cu fl) Ct = 0.15 Holding = 0 00
c~1•s(A*c'~) c0irti (#546~ L1= Length of Overiand flow
-C N= trlcllon fador of overland flow (4 tor average grass cover)
503 30000 3,18 100 402 9000 312 S= avera e slope of averland flow
Tc Corn et~= Length (ft ~Velocfty (ft Isec.~60
5 300 318 100 4C2 8G 312 B= width of gutter or dftch
13 600 2.24 0 70 45 18C 315 t1= inverse oi cross siope one of ditch
15 900 177 0 58 55. 8 210 288 Z2 = lnverse of cross slope two oi ditch
23 1200 145 0 46 554 36G 234 d= depth o1 flovr In gutter (estimate, check estimate with Flow)
25 1500 1.21 4 38 610 450 160 Area = d"B+d"212'(Z1+Z2)
33 1800 1.04 0 33 622 54Q 82 Wetted perimeter = 8•d+(11si~n(atn(121))+1►sin(atn(1/Z2))y
35 2100 0 91 0 29 630 63C 0 Hydraulic Radius = R= ArealWetted Perimeter
43 2400 0 82 0 26 645 720 -75 Vetoclly =14861n'R" 667's".3
45 2700 0 74 0.23 652 610 •158 Flow = Velocity'Area
53 3000 0 66 0 21 6E3 900 -237 n= 0 016 ior asphait
55 3300 0 64 0 20 6P5 99C -305 s= longttudlnal slope of gutter
63 3600 0 61 019 710 1080 -370
65 3900 0 60 019 7!5 117C -415 DRAINAGE POND CALCUUITIONS
73 4200 0 58 018 7@5 1280 -475 Required grassy swale pond storape volume
75 4500 0 56 418 811 135C •539 = Impemous Area x 5 In 112 in !ft = 516 cu f.
83 4800 0 53 017 817 144C -623 volume provided = 525 cu ft OYf
85 5100 0.52 016 8:1 153C -679
93 5400 0 50 016 8E5 162C -755 DRYlNEL1 REQUIREMENTS -10 YEAR DESIGN STORM
95 5700 0 49 015 854 171C -816 Mar storage requ(red by Bowstring = 314 624 cu ft.
103 8000 048 015 921 1fi0C -879 volume provided = 737 cu fi. OYl
Numbet and type oi Dry►vells Required 1 Single 0 Double
BpWS1RING METHOD Pi oject 13285 TIME OF CONCENTRATION (minutes)
10 YEAR SYORM Basin u6"
DETENTION BASI(V pESIGN Desgner poug Christenson Tc (overland Oaw) Tc (gutter flow) Ateas "C' A•C
Date. Dec,13,1995
Ct = 015 L2 = 0 005 015 000675
NUMBER OF DRYWELLS PROPOSED Z1 = 0 028 090 02556
1 Singie (type A) 0 Double (type B) L1(A) = 80 Y1= 0 0 00 0 00 0 0016 - 0 0 00 0 00 0
Total Area (calc 0 33 S A ~ 0 015 n=
0 000 000 0
Tirne oi Conc (ca c) 5 00 s= 0 0 00 0 00 0
Cum{mAe "C" (cafc ) 0 80 Tc (A) = 0 66 d= 0 0.00 0 00 0
Tlme of ConcentraUon 5 00 min Total A Comp "C"
Total Area 0 329 acres L1 B) = 0 Tc u) ~ 0 00 0 33 p.80
'C' Faclar 0 80 N(~ = 0 Tc(~+B) = 0 66
impervious Area (208 area) 5284 sq.n S(8~ = 0 Q=C'I`P►= 093
208 Volume Provided 222 cu fl. Tc(tot 5 00 Q(est 000
Storm Stor a Provlded 340 cu fl Tc (B) = 0.0 Ir~ensdy = 3,18
Oumow tci? 0 3 c f.s A= 0
Area • G Factor 0 26 WP = ERR
R = ERR
C:==----_C:C:==== - V= ERR
#1 #2 #3 #4 #5 ~ #6 #7 Tc(gu) = ERR
Tirtie Time Intensily Q dev V(n V out Storage Tc (total' = Tc (overland) + Tc (gutier) Q(est) = ERR
Inc. Inc. Tc (over and) = Cl'(L1'NIS110 5)110 6)
(min ) sec l (!n Ihr ) ~cfs) (cu ft ) ~cu 1~ ) , (cu ft ) Ct = 015 ` Hclding = 0 00
(~1 6) (A C'~q) ( uti -#2, (#5~16) L1= Length of Overland Flow
- N= irlction factor of overland flow ( 4 for average grass covet)
5 0D 30000 318 0 83 335 90 00 245 S= avera e slope of over{and flow
Tc(q utter~= Length (ft )!Velocfty (ff Isec )160
5 360 3,18 083 335 90 245 B= Bottom width of gutter or dch
10 600 2 24 0 58 413 18C 233 Z1= invetse of cross slope one of ditch
15 900 177 046 465 270 195 Z2 = inverse of cross slope two of ditch
20 1200 145 0 38 495 360 135 d= depth of flow ingutter (estfmate, check eslimate with Flow)
25 1500 1.21 0 32 5C9 454 59 Area = d'B+d"2l2'(Z1+Z2)
33 1800 104 0 21 519 540 -21 Wetted perimeter = B'd4-(1lsin(atn(1lZ1))+11s1n(atn(11Z2)))
35 2100 0 91 0 24 526 630 -104 Hydraulic Radws = R= AreaJWeited Penmeter
40 2400 0 82 022 538 720 -102 Veloally =1466'n'R" 667's" 5
45 2700 0 74 019 544 A1 G •266 Flow = Velocity'Area
5D 3000 0 68 018 553 fiOQ -347 n= 0 0161or esphaft
55 3300 0 64 017 5 i 1 990 419 s= longitudinal slope of gutter
60 3600 0 61 016 592 108G 488
65 3900 0 60 016 630 1170 •540 DRAINAGE POND CALGUU4T10NS
70 4200 0 58 415 655 116C -605 Required grassy swale pond storage volume
75 4500 0 56 015 676 1350 -674 = Impenrious Area x 5 tn ;121n Ift = 220 cu ft
83 4800 0 53 014 6E2 144C -758 volume provlded = 222 cu ft OYI
85 5100 0 52 014 710 153C -820
90 5400 0 50 013 722 162C -898 DRYWELL REOUIREMENTS -10 YEAR DESIGN STORM
95 5100 0 49 013 746 171C -964 tiax storage required by Bowstring = 245 378 cu ft.
103 6000 048 013 7E8 1DOC -1032 volume provided = 340 cu R. OYl
Number and type of Drytivells Required 1 Single 0 Dcuble
BaVIISTRlNG METHOD Project 13285 TIPAE OF CONCENTRATION (mmutes)
10 YEAR STORM Basin• "C"
DETENTION BASIN DESIGN Designerpoug Christenson Tc (overland ilow) Tc (guttFr flow) Areas "C" A•C
Date Dec 13,1995
Ct= 015 1-2= 0 000 015 0
NUMBER OF DRYWELLS PROPOSED Z1 = 0 0.01 0 90 00126
1 Single (iype A) 0 Double (type B) 1-1(A) = 50 ZZ = 0 0 00 0 00 0
N A= 0.016 8= 0 0 00 0,00 0
Total Area (calc ) 0 01 ~A; = 0 058 n= 0 0 00 0 00 0
Tlme of Conc (cmlc.) 5 00 s=
Compoafte "C" (calc ) 0 90 Tc (A) = 0 31 d= 0 0 00 0 00 0
Time of Concentration 5 00 min Total A Ccmg '~N
Total Area 0 014 acrea L1 (B) a 0 Tc ( u)= 0 00 0 01 '
C' Factor 0 90 N B' = 0 Tc(~+B) = 0,31
Impervlous Area (206 area) 610 sq ft 5~6. = 0 Q=C•I`A= 0 04
"208" Volume Provided 0 cu fl Tc(tot 5 00 Q(est.) = 0 44
Storm Stora e Provided 0 cu t1. Tc (B) ~ 00 Intensity = 3.18
Outllow (cis? 0 3 c f s A= 0
Area C" Factor 0 01 wp = ERR
R = ERR
V = ERR
~ ~ ~ ~5 06 *1 Tc(gu) = ERR
Time Time intensdy Q dev, V in V out Stora8e Tc totai' = Tc (averiand) + Tc utter) Q(est) = ERR
Inc, Inc. Tc ~over andj = Ct•(L1•N1S^0 5~0 6)
(min )(sec~ (in Ihr )~cfs) (cu ft ~ (cu if.) ,(cu ft~ Ct = 015 Holding = 0 00
(#1 fi) ~A C'03) (Outi V2, (#546 L1= Length of Overland Flow
N= frfdion facfor of overiand flow ( 4 for average grass cover)
5 00 30000 318 0 04 16 9000 -74 S= avera e slope of overland ibw
Tc (gutter~= Length (ft )/1lelocity (fl lsec )/60
5 360 318 0 04 16 90 -74 B= Bottom width of gufter or ditch
10 600 2 24 0 03 20 180 -160 Z1= inverse of cross slope one of dltch
15 900 171 0 02 22 270 -248 Z2 = inverse of cross slope fwo of dftch
20 1200 1.45 0 02 2 4 36t3 •336 d= depth of ilovr in utter (estimate, check esiimaie w~th Flow)
25 1500 121 0 02 24 450 ~426 Area = d'8+d"212'(~1+Z2)
30 1800 104 0 01 25 540 -515 Wetted perimeter= B•d-L(llsin atn(121))+1lsln(ain(1/Z2)))
35 2100 0 91 0 01 25 630 -605 Hydraulic Radius = R= Are etted Penmeter
48 2400 0,82 0 01 26 720 -694 Velosity =14861n•R" 667•s",5
45 1700 0 74 0 01 26 81L •184 Flow = Uelocity'Area
50 3000 0 68 0 01 27 900 -873 n= 0 016 ior asphaft
55 3300 0 64 0 01 27 99C -963 s= longitudlnal slope of guitei
60 3600 0 61 0 01 28 108C -1052
65 3900 0 60 001 30 1170 -1144 DR141NAGE POND CALCULATIONS
70 4200 0 58 0 01 31 1260 -1229 Requlred grassy swalepond storage volume
15 4500 0 56 0 01 32 1354 -1318 = Impervious Area x 5 In 112 In.liL = 25 cu it
80 4800 0 53 0 01 33 144C -1407 volume provided = 0 cu it No Good
85 5100 0 52 0 01 34 153C -1496
90 5400 0 50 0 01 35 1620 -1585 ORYINELL REOUIREMENTS -10 YfAR DESIGN STORFJI ~
95 5700 0 49 0 01 36 1710 -1674 h1ax storage requlred by 8owstnng = 0 cu 1t U
100 6000 0 46 0 01 37 1800 •1163 volume provided = 0 cu n No Good $AS,a
Number and type of Dry%veils Requi►ed 1 Single 0 Dcubte
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Page 1
OFFICE OP' TH$ COUNTY ENGINEER
SPOKANE COUNTY, WA3HINGTON
Project: Comfort Heating Date: 12/28/95
Addrese: E. 11407 Montgomery Ref No. B95180
Parcel No: 45095.9071 Review 1
The County Engineering Department hae completed a review of
the above referenced project. The following items must be
addressed.
1. No required landscaping should be located in the R/W. The
proposed landscaping ia shvwn entirely within the County R/W.
2. Illustrate on the site plan the intended turning and backing
movements of the largest trucks that will use the site. Backing
into or out of the R/W is not permitted.
3. Additional cornments regarding the sight distance analysis will
be given within the next week.
4. The design deviation, requesting uee of a drywell in the
loading ramp and uee of a retaining wall in a swale, is currently
being circulated for review.
RECEIlfED
REroR i~ M'~~ c~°~ ~`x~ 0 EC 13 '095
SMKb" 1NEEFt
-1-
cnv "som o~i~r
11401 a MOWEEMV w~ "M 9w4m
$ ' AMMdMtimb PA.I&9tI" MA 9364M Y
~n'I'pl ` ~~o ►..~WW~at~sJ1~ 18~t Pfm ~ 1 WA < *M M18l"iD
srA~ ~~rvrno~At, rotJ~r Ac.°r es~P~
TIo peoposa1 wes ravwv;ad by t6e DivWoa of Buildiags for compliem wcW the Stato 6avb+oamental Pblicy Act. [t w,ae detemmed
that PmviouslY Prepand cuviroatQaate! dowmeats snd Uwe"d daaminasion wa+o adequate W aveluate t6ms propossl in mocordaece
arith WAC 197-11-600(2) ?hase deauments are on fde wa6 tha DrAdon of BuDdutgs.
PitQM
Applicert pwpoaes w eoaamet an 8,000 ay ft buildieg with a 480 aq 8 amzanbm Thia souuxure wdl be lessed to ComfeR
HMWg, awholesale ditributioa ocotex for heatkg *ipmeat. No aubenga o[ pam or r+epnir wdl be doae at tbm sme Futm+e
plaw aaay iacluda 'drviding smmtra into 3mpareta areas to lease w ditrerant tonam. At mwh dm, e,uEi tcoeat wiU be
rdquhed to submit a cWW oataWs liWog end elso for hanier fhddft permide. Applecant intende to statt eoasrvuxm ASAP.
S2@MARIT jXPitOPiQ.4ED
K ,
cevw h _
►sM Was~• - ~ ' _
~ .~.ti.♦ ~rr I _ ` w -
Da'awa to _ 6 m- rV4 VwW' IWOMlLUMone Muhe ~ ' - -
~ 7.Fitt1R~ Mca i~ - - 1004 = ~l#[~1#L~ ~1A1 2~ t~st ~ -
M ~ E
r a"~ = 4• - ~ ~e•f9~A ~ ` toe~dlD - ~ -
BSP ~?Aa
DISCUSS70N TOPICS
s~'it~. a+a caa~.ctmiu c,o a~tta~ ca~a~d)
DIVISION OF BUQ.DINGS ZOAi@1G BEVILW (455-367S) DOAPI'ACh TO1Vi DAVfS
s Wrtten commeats wae prepared & a ooPY Sivan to the applceaat
• Avistion easeneat is eeqwsed trom Felcs Field Coate.et Dennis L=lce at 455-6412.
s Submit a aursery estmum
,
F.NGlNEERING & ROADS (456-3600) COAITACT: DOUG BUSKO
Wntten comments wae prepared & a c.opy givea w tha eppleeant
; Submd 6rainsge ptao for thc enwe sito.
~ Approaeh pennu Is cequhed for AlContgomery Avenue. Prior to the celease of pecm►t a aighVstoppwg diatanee aaalysis wdl be required
; 8ft along Montgamery Avenue is reqiured to be set eside for fuwr+e asqutsiUOn
1
HEALTN DiS°l'RICT (324-1560) CONTAC°i': DARYL WAY
~ Coanecx m public sewet ead water.
= C01ii8R lOC81 refuse COmpeAy reg8rdufg loCBtion Of dumpBLer, W dlow lurmtetowsd for their vehicles
s All oonstruc.tion debns must bc t8ltcn w e licensed dlsposel famldy, no ou-sdo buraing or bunel will ba authoczed
Submit CnLiceJ Matenal Lisdng wben futura teaaat(s) are e6oaea.
The Hea1th Dktcict is ready to relem their portooa of the buiidwg permit
,
FUtE DISI'RICf Ai0.1 (928-2462) CONTACT: PAUL CHASE
s Exiiting fira bydrsat(s) and ourreat acem ars ok.
s A Kaox Box antl be nqnired for tho site
~
DiVIStON OF BUQ.DING3 PLAN REVIEW (0.56-W5) COr1TACT: KEN JEFFREY
* Wcitten vomaete were PrePared & ecoPY Eivea co the epplicaat.
• Far intonnatian on the Ameaicsos waL Disabilnties Act, csll 1-804435-7232.
; Fffocdve 411/94 eU commu+ciet pmjects shaU demnwato compliaaea anh tha Noo-Residentlal Fsnea Code
~ - -
sW MVEM raa~ff RREAN MavbWAMa'rs
,g,;e
rERbUr aE[.EASEREqvtREMEqrs
P1QOaa sr&mtt seve, (f) aata ojmtsad d1m, dr&%age. and kndscW Fkm Pho ++w R1 campim sea qjcovwvucdan dmwtnga w
tha Dapa►oitm 4V&djdlw8a.lbr ~bto+wlldgemunt mnd AaMbutan ro d! the appropiate agmidu. fn oAtai for aJl agenclra
to erpedidaudY Proem your Projra, ft ta,bqpo,+rasr rlw aubmlaala inafirde art ,ecmmy drowdtga mnd docunusra w fnmn
dim reWmalyourv„oje«tsconpleserU~kan onoouofdme DwwnentsAmUftdude bs"8adbmmargd
d,ew.+adm oJpmpaV_
Spokarn County"s Projoot Asview Coordnstot wUli bs Cero! FtaWsr et ths Dlv. of OuNdinp 146646761.
i MNO MkVMM , xBu.TM FM WMMYM
i
1 Draim$elalo~e of loadg doct aad/or roots X
Z ~D:aimeplea (ewalesjrovaUsk calaulattom) X
3 Ddvaaaya Bt aU rosd egpmachea - X
4 Set eside for Bnure eoad Ympmvoaaa x
3 - dalla & u~o dt ab 7t
- -
6 Nuesey adimata ~ 7C
amewAft to p" foea & aWmm e+eqniceueft Het X
7
ypiesch peemit for aocess m couatv roads X
i 8
Aviation BssumM
9 Catical MaLeriala Gst X , X ~
Smwpantdt
10 I.ock (lCnQ~ bos am~► e~retem tam X
i l ' NRB►C P1aa Ravi X -
12 Bamer-Feoe Requinemeats (WAC Sl-Z0) ~ X ~
13 Eaerp dolaile/catc~oa8 7t
14 iFloor deaias &,6old'inR tenk dcsigns ! x
!S Oeaase tnteraeptor - ~ I X
16 Heatuq. voim7atlan & m coadWoning draanngs ~ I X
17 laading doct design X
18 Ptva,6mg'ddafls I X
19 Saparatloa wall ddails X
20 SbuctuW dreaiqp wah wet scamps 8t cakutatione X
~
~ aek Qj_- 14-h a.u.~J
Signeture of Covrdmator Signature of Plan Rewewer
Project No:
.
y ' Page 1
OFFICE OF T88 COUNTY $NC3IN8LR
SPOKANS COUNTY, WASHINGTON
Project: Comfort Heating Date: 12/11/95
Address: E. 11407 Montgomery Ref No. B95180
Parcel No: 45095.9071 Review Pre App
The County Engineering Department has completed a review of
the above referenced project. The following information must be
provided in order for us to proceed with our review.
A) A drainage plan for the site shall be prepared in
compliance with Spokane County "Guidelines for Stormwater
Management". At a minirnum the plan must contain:
1. Drainage calculationa for stormwater volumes
generated on site.
2. Calculations for total impervious surfaces
contained within the site.
3. Finished grade elevations for structures to be
constructed on aite.
4. Copy of the proposed landscape plan.
5. A typical cross section of the 208 swale.
6. Calculations to juatify the number and type of
drywells proposed.
7. Elevation of drywell inlets where applicable.
8. Finished grade elevations at the top and bottom of
the 208 swale.
B) The subject property ie affected by the "Findings and
Order" and the "Conditions of Approval" for the following
land use action:
Spokane County Zone Change No. 104-83 & 104A-83
Binding Site Plan No. 32-92
C) Approach permita must be obtained, after a site
plan has been approved, and before the issuance of
a building permit, from the County Engineering
Department for any new or improved driveway
approaches to the following streets:
a. Montgomery Avenue
Note: Priox to the issuance of a buildi.ng permit, a
aight/stopping distance analyais ehall be performed,
decnonstrating that the location of the proposed driveway does not
create a hazardous situation.
.
Page 2
Dy Insufficient information was submitted with the proposal.
We are unable to proceed with our review. We will need
the following before we can proceed:
1. Site Plan.
2. Drainage plan as specified.
3. Other information:
a. A parking and traffic circulation plan shall
be submitted and approved by the Spokane County Engineer. The
design, location and arrangement of parking stalls shall be in
accordance with standard traffic engineering practices. Paving as
required by the County Planning Ordinance, will be required for
any portion of the project which is to be occupied or traveled by
vehicles. It is illegal to back out onto the Right of Way, or to
back into the site from the Right of Way.
b. The County Arterial Road Plan identifies
Montgomery Avenue as a Minor Arterial. The existing right-of-way
width of 64 feet is not consistent with that specified in the
Plan. In order to implement the Arterial Road Plan, a etrip of
property e feet in width along the Montgomery Avenue frontage
shall be aet aside in reserve. This property may be acquired by
Spokane County at the timE arterial improvements are made to
Montgomery Avenue.
E) Utility Condition: Permittee is responsible for arranging
for all neceseary utila.ty adjuatments or relocation as
required for completion of the improvement.
F) The owner of the property or the authorized
representative must complete and sign Spokane County
Engi.neere "Agreement to Pay Feee". This document muat be
returned to the County Engineers Office. Plan review will
not be completed until this document is executed. Thie
document is attached to these comments. Please return
the completed Agreement to your contact person at the
Engineers Department.
The applicant or their representative is responsible for
including each item that is marked "Required By This Project" in
their subcnittal in accordance with the checkliet descriptions.
Each item submitted that is to meet the checklist shall be
checked off by the applicant or their representative. Submittals
which do not conform to the above requirements will be returned
for further items with no review being accomplished. This will
prolong the review process. If changes occur in the requirements
for the project because of further conversations with Spokane
.
~ Page 3
County representatives, please attach a note explaining the
agreed upon change in requirements. When the applicants'
submittal is finally approved, the Engineers department will
release their portion of the Building Permit.
Your contact person at the County Engineering Department is
Doug Busko, 456-3600.
a
Page 1
OFFICE OF TxE COUNTY ENGINEER
SPORANB COIINTY, WA3HINGTON
Project: Comfort Heating Date: 12/11/95
Address: E. 11407 Montgomery Ref No. B95180
Parcel No: 45095.9071 Review Pre App
The County Engineering Department has completed a review of
the above referenced project. The following information must be
provided in order for us to proceed with our review.
A) A drainage plan for the eite shall be prepared in
compliance with Spokane County "Guidelinea for Stormwater
Management". At a minimum the plan must contain:
1. Drainage calculations for stormwater volumes
generated on eite.
2. Calculations for total impervious surfaces
contained within the site.
3. Finished grade elevations for structures to be
constructed on site.
4. Copy of the proposed landscape plan.
5. A typical cross section of the 208 swale.
6. Calculationa to justify the number and type of
drywella proposed.
7. Elevation of drywell inlets where applicable.
8. Finished grade elevations at the top and bottom of
the 208 swale.
B) The subject property is affected by the "Findinge and
Order" and the "Conditiona of Approval" for the following
land use action:
Spokane County Zone Change No. 104-83 & 104A-83
Binding Site Plan No. 32-92
C) Approach permits must be obtained, after a eite
plan has been approved, and before the issuance of
a building permit, from the County Engineering
Department for any new or improved driveway
approaches to the following streeta:
a. Montgomery Avenue
Note: Prior to the issuance of a building permit, a
sight/stopping distance analysis ahall be performed,
demonstrating that the location of the proposed driveway does not
create a hazardous situation.
.
r
Page 2
D) Insufficient information was submitted with the proposal.
We are unable to proceed with our review. We will need
the following before we can proceed:
1. Site Plan.
2. Drainage plan as specified.
3. Other information:
a. A parking and traffic circulation plan shall
be submitted and approved by the Spokane County Engineer. The
design, location and arrangement of parking stalls shall be in
accordance with standard traffic engineering practices. Paving as
required by the County Planning Ordinance, will be required for
any portion of the project which is to be occupied or traveled by
vehicles. It is illegal to back out onto the Right of Way, or to
back into the aite from the Right of Way.
b. The County Arterial Road Plan identifiea
Montgomery Avenue as a Minor Arterial. The existing right-of-way
width of 64 feet is not consistent with that specified in the
Plan. In order to implement the Arterial Road Plan, astrip of
property 9 feet in width along the Montgomery Avenue frontage
shall be set aside in reserve. This property may be aequired by
Spokane County at the time arterial improvements are made to
Montgomery Avenue.
E) Utility Condition: Permittee is responsible for arranging
for all necessary utility adjuetments or relocation as
required for completion of the improvement.
F) The owner of the property or the authorized
representative must complete and sign Spokane County
Engineers "Agreement to Pay Fees". This document must be
returned to the County Engineers Office. Plan review will
nat be completed until thie document is executed. This
document is attached to these comments. Please return
the completed Agreement to your contact person at the
Engineers Department.
The applicant or their representative is responsible for
including each item that is marked "Required By This Project" in
their submittal in accordance with the checklist descriptions.
Each item submitted that is to meet the checklist shall be
checked off by the applicant or their repreaentative. Submittals
which do not conform to the above requirements will be returned
for further items with no review being accomplished. This will
prolong the review procese. If changes occur in the requirements
for the pro3ect because of further conversations with Spokane
~ •
Page 3
County representatives, please attach a note explaining the
agreed upon change in requirements. When the applicants'
aubmittal is finally approved, the Engineers department will
release their portion of the Building Permit.
Your contact peraon at the County Engineering Department is
Doug Buako, 456-3600.
~
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Individual dnveway a~cess
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45.075 sq.ft.
up 77 -
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754403 sqft. 8 rOV
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document No. 930223015(
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Sight distance easements m l
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MEMO
TO: FILF
FROM : SILL HE1yMINGS O
DATE: JUN$ 1, 1995
RE: PLAN CHANGE FOR BSP NO. 32
On May 31, 1995 the Development $ngineering Services section
received a plan change drawing (tnylar) for changes made to the
approved plan of March 11, 1993. The changes involved the deletion
of approximately 205 feet of curb and 228 square yards of asphalt.
The reason behind the deletion was as obj ection from the owner, Ted
Gunning to fully improving an offsite frontage when that
improvement could be accomplished at building permit time for that
parcel. The trade off that was agreed to previously for the paving
of the gravel stretch in from of the corner parcel at Jackson and
Bowdish Streets is still judged to be in the best interests on the
public and Spokane County and therefore this change is approved.
Bill Johns, Acting County Engineer concurs with this conclusion in
a conversation in his office on May 31, 1995.
SPOKANE GOUNTY ---l OFFICE OF COUNTY ENGINEERS
CALCULATION SHEET
Description: ISSP x40.32 P&A#4 CJhb+GMa Project Na: aSP Ho.
Calc. by: -.?+U- I~~~~bS pate. 6-51=15 Title.
Checked by: Dcte Sheet t of ~
Notes •
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RECIEIVED
■
BEFURE THE SPflI:ANE CGUN ~ Y;",~.~lNIrl~ DEga►R TMEI~T '~UL 1 4~~
f
sPeMK cotffnr Er.ciMED
~ TN THE MATTER OF PRELIMINARY )
BINDING STTE PLAN NO. BSP-32-92 ) FINDYNGS OF FAC'T,
TED GUNMNG/NORTHWOOD ) CONCLUSItJNS AND
PROPERTIES ) DECISION
THIS MAZTER, an appLcation from Ted GanninglNarthwood Propernes hit?-ILY ~eceived and
decided upon, pursuant to Spokane Caunty Subdivision regulatians, on the of July,
~ 1992
The mdividual signing below has been properly delegated the responsibility for renderng the
decision by the Spokane County Director of Plaaning
FINDINGS OF FACT AND CONCLUSIONS
1 The proposal is to divide 22 2 acres into 19 lots for the development of industnal use lats
2 The proposal is located in the Spokane Valley, south of and adjacent to Jackson Avenue
and north of and adjacent to the B N R R, 2200 feet east of Un2versity Road in Section 9,
Township 25 North, Range 44 EWM., Spokane County, WaEShington.
3. The currenc zoning of the property is Light Industnal (I-2) The praposed lot sizes,
frontage and 2ntended uses are allowed within this zone The property is also covered by
the Airport Overlay Zone, and is within the Conical Area (CA), which has specific land use
limitauoas for the property
4 The Spokane Caunty Comprehensive Plan designates this acea as IndusftW The
development and uses praposed are generally in accord with lhis planning category The
proposal as subrrutted with its environmental cbecklist and proposed mitigati.ag measures
will effectLvely accomplish the intent of the Comprehensive Plan. The Transportation
Secaon of the Comprehensive Plan, in the Artenal Road Plan, indicates a need to plan for
Montgomery Avenue as a 1Viinor Artenal The review by the County Engineers indicates
dedication of roadway(s) is needed now, whule the Comprehensive Plan indicates the need
for additional future nght-of-way, with structure and improvement setbacks frem the future
right-of-way widths.
5 The required notice was provided for this proposal and no one in the area commented upon
the proposal Agencies having a potential interesc in the pro}ect were nohfied and their
conditions are contatned hereinafter.
6 With the recommended condjuons of approval and Spokane Coun.ty development
standards, the proposal • is not deftimental to the pubhc heallh, safery and general welfare,
unplements rhe underlymg zoning as well as the Comprehensive Plan; and complies with
the adopted Bin&ng Site Flan Chapter 4 of the County's Subdivisian Regulanons, Board
of Counry Cammissioners Resolution 89-0511
7 Pursuant to the provisions of Chaptex 43.21 C RCW, the SEPA Rule (WAC 197-1 I) and
the Spokane Envmnmental Ordbnance, a Determination of Nonsigmficance has been issued
at least fifteen (15) days pnor to this date The Detemvnation of Nonsignificance was
lssued and cvrculated to eight agencies and no camments as to the proposal's likely
slgnificant adverse impacts were received
DECISION
Based upon the above Findings of Fact and Conclusions, Prel1minary Bmding Site Plan
BSP-32-92 is hereby A►PPROYED, subject to the following condiaons, which shall be complied
with by the applicant, sponsor andlor successors in interest pnor to finalizaaon of all or a pornon
of the Bindsng Site Plan This approval is granted until August l, 1995, at which time an
extenslon of time may be granted pending receipt of a qualifytng request
CONDITI4NS OF APPRnVAL
1 These Conchtions of Approval apply to apphcants, hmrs, or any successors in interest to
ProPeTtY
.
BSP-32-92 FINDINGS Page 2
2. This decision applies to the following-descnbed real property•
That pomon of the south 1/2 of the south 1/2 of the northwest I/4 and a pordon of the
southwesc 1i4 of Secdoa 9, Township 25 North, Range 44 EWM, descnbed as follows
Beginning at a point which is 641 55 feet north and 20 feet east of the west 1/4 corner of
said Secaon 9, thence north 89°32'30" east 1870 OU feet along the south nght of way line
of Jackson Avenue, thence south 00°00'38" west 386.46 feet parallei with the west une of
Secnon 9 to the true point of begmming, which is also a polnt on the southwesterly nght of
way line of Montgomery Dnve, thence conhnuing south 00°W'38" west 256.57 feet to the
south line of thenorthwest 1/4 of saud secaon, thence south 00°13'17" east 662.92 feet
parallel with the west line of the southwest 1/4 of section 9, to the northerly right of way
line of the Spokane International Railroad; thence south 80°26'13" east 779 79 feet along
saad northerly line to the east line of the southwest 1/4 of swd section, thence north
00°08'33" west 424 62 feet al.ong said east line; thence westerly along the north right of
way line of Montgomery Dnve to a point that is 30.00 feet west af the east line of the
southwest 114; thence north 00°0833" west 373 27 feet, paraBel with the east line of said
southwest 1/4 to the sauth line of the northwest 1/4 of said se;ction; thence north 00°08'10"
west 404.22 feet parallel with the east line of said northwest 1/4 to a point lying south
0{}°08' 10" east 259 50 feet &om the centerlsne of Jackson Avenue; thence south 89°32'30"
west 125.0() feet parallel with said centerIine, thence north 00°d8' 10" west 229 50 feet to
the south nght of way line of Jackson Avenue, thence south 89°32'30" west 612 69 feet to
a curve concave to the southeast having a radius of 335.88 feet, thence southwesterly
through a central angle of 38°19'39", an arc distance of 224 6$ feet to the beginning of a
curve concave to the east having a radius of 25.00 ieet, thence southwest, south and
southeasterly, thmugh a central angle af 108°57'29", an arc distance of 47 54 feet to the
beginning of a curve concave to the southwest havmg a radius of 1030 00 feet, thence
southeasterly, along the northeasterly nght of way line of Montgomery Avenue through a
centra] angle of 18°38'04", an arc distance of 334.99 feet, thence south 39°06'34" east
50 26 feet, thence south 88°53'35" west 7614 feet to the true point of begimmng, EXCEPT
Montgomery Drive, situate in the County of Sgokane, State of Washington
PLANNING DEPARTMENT CONDITI4NS
1 The final binding site plan be designed substantially in conformance with che preLaninary
binding site plan of record as legally descnbed and advertised. No inerease in the number
of lots sball occur without a change of condition application snbnuttal and approval
However, the final binduig sxte plan shall be flexible withm the terms of the condinons of
approval, and lot lines may be adjusted in a manner prescnbed by procedures established
by the Planning Department-
Z. The Planning Department shall review/approve any proposed final bincUng site plans to
insure comphance with the condirions of approval
3 The prelimmary binding site plan is given conditional approval for three (3) years, to
August 1,1995. The applicant may rrequest an extension of time by submitting a written
request at least forty-ive (45) days pnor to the above expiraMOn date.
4 A final binding site plan number shall be approved before the final binding site plan is filed,
such number to be approved by the County Planning DirectariDesignee Phasing of the
final bmding site plan shall be allowed if appropnate improvements and intent of this
approval is met, as deternuned by the Planning Director and reviewing agencies
5. Appropnate road names shall be indicated on the final binding site glan.
6. Appropnate utility easements shall be ind.icated on copies of the pmposed final bindmg site
plan. Wntten approval of urility easements by utilzty companies mus# be received prior to
approval of final binding site plan(s)
7 Three ecurent ceraFcates of title shall be furnished the County Planning Departcnent prior to
fihng the final bindtng site plan.
8 The follovsnng statement be placed in the final binding site plan de.dication. "No Iot shall be
further subdivided for the purpose of creadng additional lots, ownerships or leased parcels
without first filing a repaat or altering the final binding site ptan "
9 The final binding site plan map shaU indicate by a dashed line the requued setbacks from all
private, Tract X or pubiic roads The dedication shall contain the following statement•
"Side yard and rear yard setbacks shall be determined at the time building permits are
requested, except that some judgements may be made on this final binding site plan
r
.
BSP-32-92 FINDINGS Page 3
document as to side or rear yard stattis The setbacks indicated on this subdivision may be
varied from if propcr zoning or variance approvals are abtained " See Arteria] Road Plan
Secdon for special setbacks related to artenal roads
10 A plan for water facilities adequate for domestic service and fire pmtecdon be approved by
the water suppher, fire protection distnct, Spokane County Building & Safety Department
and county health authonties The agencies will cerrify on the WATER PLAN, prior tv the
fiLng of the final binduig site plan or any phase of the preliminary binding site plan, that the
plan is in conformance with their respecnve needs and reguladons The WATER PLAN
and certificabon will be drafted on a transparency suitable for repraiuctton and be signed
by the sponsor
11 The purveyor will also cernfy on the Water Plan that appropnate contractual arrangemerlts
and schedule of improvements have been made with the sponsor for construcuon of the
water system in accordance with the approved WATER PLAN. The time schedule for
imprvvements will provide for completion of the water system and inspection by the
appropnate health authondes pnor to application for building pemuts within the final
binding site p1an. The arrangements or agreemcnts unll tnclude a provision holdmg
Spakane County and the purveyor hannless from claims by any lot purchaser refused a
building pernut due to the fatlure of the sponsor to sadsfactonly complete the approved
water system
12. The final binding site plan dethcation will contain the fotlowing statement• '"The public
water system, pursuant the WA1'ER PLAN approved by County and State Healch
authorides, the local fire district, County Btrilding & Safety Department, and water
purveyor, will be installed witiun this Binding Site Plan, and the subdivider/sponsor will
provide for ind.ividual domestic water service as well as fire protection to each lot prior to
sale of each lot and prior to issuance of a building permit for each lot "
13 No building permit will be issued for any lot within the final binding site plan unhl cernfied
by a Washington state-licensed engineer that "the water system has been installed pursuant
to the approved. WATER PLA►N for the final binding site plan," signed and stamped by
said engineer The certLfication may be in the form of a letter, but is preferred to be
certified on a copy of the WAT'ER PLA.N as a schemahc map shoanng the "as-built" water
system
14 A survey is required pnor to the filing of a final bind.ing site plan
15 The final binding site plan shall comply with Sections 8 030, S 050 and 8 OSS of the
Binding Site Plan chapter of the Subdivision Ordinance
16 No certificate of occupancy permit or use of the parcel or lease area(s) being created by the
final binding site plan shall be issued or allowed until all necessary impmvements and
requirements as specified by this decision and chis binding site plan chapter have been
satisfied.
17. Any future development on the subject site v►nll comply vcnth the Light Industiial (I-2) wne
as amended
a A landscaping plan for the site perimeter along Montgocnery Drivc and Jackson
Avenue shall be subnutted and approved by the Planntng Department prior to
fnalizaaon of the final bindbng site plan. The landscape plan should utilize as many
exisang mees as posslble and provide screening and buffenng to Montgomery Dnve
and Jackson Avenue and the 35 foot setback areas can be included in this landscape
area The landscaping plan shall, by reference in the dedication, be a binding portion
of the final binding site plan.
18 Prior to final binding site plan approval the sponsor shallprovide the Planning Dcpartment
with a copy (auditur scamped) of Restncave Covenants, which includes acceptable
wording that communicates clearly to owners andJar potenaal buyer(s)/lessee(s) that
County enforceable restncnons/cAndiaons exist and run wtth the property, which
restncdons provide, but are not lirmted to
a. Required maintenance and/or replacement of landscape plants of the approved
landscaping plan;
b. Screening of exisdng or future truck/loading docks, truck/heavy eqwpment parking
(exterior storage of same is prohibited) including temporary storage, except as
provided for in the Planning Departmenc's Condsdon # 18-e , below,
BSP-32-92 FINDINGS Page 4
c. All on-site manufactunng or industrial acnvihes (including temporary achvtties) that do
not conform to the `lesthehc Comdor policies, shall be located withnn building(s),
except as may be provided ln the Pla.nning Departnient's Condiuons of Appmval,
d Any restricave covenant sitall be binding and enforceable by Spokane County at its
discreuon and perpetually run with the atle(s) of the property except when
extinguished by Spokane County (an extinguishmg statement shall be included in said
covenants),
e. Temporary storage, building truck docks, truck loading, tn,ck or heavy equipment
parking and storage areas shall be screened from view of the freeway and the proposed
collector artenal by buildings, berns with landscaping includuig evergreen trees or
fencing and that said screerung shall be to a height that effectively screens the above
and shall be maintained to provide a campus-like appearance at all times; and
f Control the use and storage of potentially hazardous matenals for the entire site
19. The Spokane Counry Piammmg Department shall prepare and record with the Spokane
County Auditor a"Tide Notice" noting that the property in question is subject to a vanety
of special condinons imposed as a result of appmval of a land use acdon This "Tide
Notice" shall serve as official pubhc nodce regarding condhtions of approval affecting the
property in question. The "Title Notice" shall be recorded within fi€teen (15) days of final
disposition of the approved land use acdon and shall only be extinguishe,d by the Spakane
County Planmng Department The "Title Noace" shall generally provide as foUows•
The parcel of property legally described as (legal descrrnnon and tax parcel
nurnber) is the subject of a land use action, imposing a variety of spectai
development conditions, by a Spokane Counfp Hearing Sody or
Administrative Official on (date) and as maybe amended, altered or
supplemented by official action or as aiready changed. File No. (Planning
Department File Nurnber) is avai[able for inspection and copying in the
Spokane County Pianning Department.
20 The Spokane County Planning Department shall prepare and record with the County
Auditor a Titie Notice specifying a future land acquisidon area for road nght-of-way and
utihties The reserved future acquisition area lide Notice shall be released, in full or in
part, by the Planning Department The notice should be recorded within the same dme
frame as an appeal and shall provide the following
a At least 8 feet of reserved future acquisition area for road nght-of-way and utilides, in
add.idon to the exlsting and/or newly dedicated right-of-way along Montgomery
Avenue NaTE The Counry Engineer has reqw,red dedication of 2 feet on both the
north and south Montgomery Avenue frontages, where applicable, of a,ddinonal nght
of way aIong Montgomery Avenue which shall equal 64 feet
b Future building and other setbacks required by the Spokane County Zoning Code
shall be measured from the reserved future acquisihon area.
c. No requued landscaping, park2ng, '208' areas, drainfield or allowed signs should be
locaced within the future acquisition area for road nght-oF way and utiliaes If any of
the above improvements are made within this area, they shall be relocated at the
applicant's expense when roadway improvements are made.
d The future acquisition area, until acquired, shall be private property and may be used
as allowed in the zone, except that any ymprovements (such as landscaping, parking,
surface drainage, drmnfield, signs or others) shall be considered interim uses
e. The property owner shaUU be responsible for relocanng such "intenm" improvements
at the tune Spokane County makes roadway unprovements after acquiring said future
acquisihvn area
COUNTY ENGINEER'S CUNDITIONS
1. The conditional approval of the binding site plan is given by the County Engineer subject to
dedication of nght-of-way and approval of the road system as indicated in the preLminary
binding site plan of record
~ 2 Plans, profiles, and cross-sections as designed to County standards showing proposed
~ street centerlme and curb grades shall be subautted to the County Englneer for approval
pnor to construction andlor the fihng of each final binding site plan; road pians to be
prepared undet the direcdon of a licensed Professional Civil Engineer
BSP-32-92 FINDINGS Page S
es shall be
3. Drainage plans and deSign calculadons showing the alignment of drainage faciliti
l.,/ submitted to the County Engine+er for approval prior to construction andlor the fihng of the
f nal bindsng site plan Drainage plans to be pnepared under the duection of a hcensed
Professional Civil Engineer
4 Conscruction wtthin the proposed public streets and easements shall be performed under the
direct supervision of a licensed engineer/surveyor, who shall furnish the Counry Engineer
with "as-bwilt" plans and a certificate in wnting that a!1 improvements were installed to the
lines and grades shown on the approved construction plans and that all disturbed
monuments have been replaced.
5. No construction work is to be performed within the existing or proposed public right-of-
way unul a pernut has been issued by the County Engineer. AlI work is subject to
inspecaon and approval by the County Engineer
6. All construcaon withm the existmg or proposed public nght-of-way is ta be completed
prior to filing each final binding site plan, or a bond in the amount esbmated by the County
Engineer to cover the cost of construction of improvements, construction cernfication, "as-
built" plans and monumendng the street centerlines shall be filed with the County Engineer
7 Individual driveway access pennits are required pnor ta issuance of a building permit for
dnveway approaches to the county road system.
Dedication of 2 feet on both the north and south Mantgomery Avenue frontage, whese
applicable, of addidonai nght-of-way along Montgomery Avenue which shaU equa164 feet,
is requued
9 Exishng county roads providing direct access to the bindhng site plan shall be paved and/or
curbed to Spokane County standards
10 Sidewalks are required along the arterial(s) on Montgomery Avenue
1~ The word "applicant" shall mclude the owner or owners of the property, his heirs, assigns
and successors.
✓ 12. The County Engineer has deslgnated Typical Roadway Secnon Number One, Local Access
standard for the improvement of Jackson Avenue, which is adjacent to the proposed
developmenL This will requue che addition of varying amount of asphalt along the
frontage of the development The construction of curbing and sidewalk is also required
13 The County Engineer has designated Typical Roadway Section Number One, Local Access
standard for the improvement of Bowdish Road, which is adJacent to the pmposed
development Ttus will require the addition of apgroximately 32 feet of asphalt along the
frontage of the development The construction of curbing and sidewallc is also required
14 The proposed private road(s) as shown on the binding site plan serving less than 81ots
each, is approved by the County Engineer
15 Pnvate road(s) shall be improved to Spokane County standard for a private road
Urban/Suburban standard serving 8 or less lots each, and are subject to approval under
Section 10.207 of the Spokane County Fire Code
16 All vested owners shall sign and record private road documents as prescnbed by the
Spokane County Engineer. These documents shall be reviewed and approved by the
Spokane County Engineer pnor to recording with the Spokane County Auditor. Recording
nurobers shall be referenced in the dedicatory Ianguage of the binding site plan.
17 The following statecnent shall be placed in the binding site plan dedication•
"WARNING: Spokane County has no responsibility to build, improve, maintmn or
otherwise service the private roads contamed vsnthin or provide service to the property
described in this bind~ng site plan By accepang this binding slte plan or subsequently by
allowing a buddutg permit to be issued on property on a private rvad, Spokane Counry
assumes no obligadan for said pnvate road, and the owners hereby acknowledge that the
County has no obligation of any kind or nature whatsoever to establish, examtne, survey,
construct, alter, repair, improve, maintain or provide drainage or snow removal on a
private road. This requirement is and shaU run with the land and shall be binding upon the
owner(s), their heirs, successors or assigns, incxuding the obligation to participate in the
maintenance of the pnvate road as ptovided bez+eun
.
BSP-32-92 FINDINGS Page 6
18. The proposed subdivision shall be improved to the scandards set forth in Spokane County
Board of Commissioners Resolution No. 80-1592, as amended, which resolution
establishes regulations for roads, approaches, drainage and fees in new canstrvction
19. The County Engineer has examined this deveiopment proposal and has determined that the
impact of this proposal upon the existing county road system warrants the dedication of
additional right of-way and the roadway improvements herem specified.
20. The following statement shall be placed in the final binding site plan dedication. "The
pnvate road as shown hereon is an easement which provides a means of ungress and egress
for those lots within the subdivision having 6rontage thereon."
21 The County Artenal Road Plan identifies Montgorriery Avenue as a Niinor arterial The
existing right-of-way width of 60 feet is not consistent with that specified in the Plan In
order to implement the Arterial Road Plan, in adciition to the requued right-of-way
deciication, a stnp of property 8 feet 2n wtdth along the Montgomery Avenue frontage shall
be set aside in reserve This property may be acquired by Spokane County at the nme
when arterial improvements are made to Montgomery Avenue.
22 There may exist utiliees, elther underground ar overhead, affecting the subject property,
including property to be dedhcated vr set aside for future acquisihon Spokane County
assumes no financial obligation for adjustments or relocaaon regarding these utihues
Applicant(s) should check with the appbcable uulity purveyor and the Spokane County
Engineer to detemune whether applicant(s) or the udlity is responsible for adjustment or
relocation costs and to make arrangements for any necessary work
~
23 Applicant shall demonstrate to the satisfacdon of the County Engineer that safe
sight/stopping distance can be met at the pnvate roads and 1Vlontgomery Avenue
" tntersections.
f4) Driveways to individual lots shall also meet applicabie site/stopping dsstance cntena.
COUNTY HEALTH DISTRICT CONDITIONS
1. The final binding site plan shall be designed as indicated on the preluninary binding site
plan of record andlor any attached sheets as noted.
2 Appropriate utility easements shall be indicated on copies of the prelinunary binding site
lan of reconi for distnbueon by the Planning Departmenc to the utili com anies
,
pokane County Engineer and the Spokane Cou ty Health Distnct. Written approval of
the easements by che utiliry companies must be received prior to the subnuttal of the final
binding site plan.
3. Sewage disposal method sha] l be as authoritied by the Director of Unlities, Spokane
County.
4. Water service shall be coordinated through the Director of Utilides, Spakane Cuunty.
S Water service shall be by an existing public water supply when approved by the Regional
Engineer (Spokane), State Deparnnent of Health
6 Prior to filing the final binding site plan, the sponsor shall demonstrate to the sadsfaction of
the Spokane County Health Distnct that an adequate andpotable water supply is avadable
to each lot of the binding site plan.
7 Prior to filing the final binding site plan, the sponsor shall present evidence that the binding
site Flan lies within the recorded service area of the water system proposed to serve the
binding site plan.
8 A plan for water facilities adequate for domestic use, domeshc irrigadon use and fire
protecaon use shall be approved by the water purveyor. Sa2d water plan must have been
approved by the fire protecuon district and the appropriate health authonties. The health
authorides, water supplier (purveyor) and the fire protecdon districE will certify, priar to the
filing of the final binding site plan, on the face of smd water plan that the plan is in
conformance with their requirements and will adequately satisfy thev respecdve needs
Said water plan and certification will be drafted on a transparency suitable for reproduction.
9. The purveyor wnll also certify prior to filing the final binding site plan on a copy of said
water plan that appropnate contractual arrangements have been made wnth the binding site
plan sponsor for constructian of the water system, in accordance with the approved ptan
and time schedule. The ttme schedule will provide, in any case, for completion of the
BSP-32-92 FINDINGS Page 7
water system and inspecdon by the appropnate health authonnes prior to applicadon for
building permits within the binding site plan The contractual aTrangements will include a
provision holding Spokane County/City of Spokane, Spokane County Health Distnct and
the purveyor harinless from claims by any lot/tract pucchaser refused a building pernut due
to faulure of the binding site plan sponsar to satisfactonly complete the approved water
system
10. A pubhc sewer system will be made available for the binding site plan/project, and
mdividual seivice vnll be provide.d to each lot/cract prior to sale Use of individual on-site
sewage disposal systems shall not be authonzed
11. A statement shall be placed in the dedication to the effect that "A pubuc sewer system will
be made available for the bindhng site plan, and individual service will be provided to each
lot prior to sale. Use of individual on-site sewage dlsposal systems shall not be
au thonzed."
12 The dechcatary language on the bmding sxte plan shall state. "Use of private wells and
water systerns is prohibited."
13. The final binding site plan dedication shail contaun a statement to the effect that. "The
pubuc water system, pursuant to the Water plan approved by county and state health
authorities, the local fire distnct, County Building and Safety and water purveyor, shall be
installed wittun this binding site plan, and the subdivider shall provYde for individual
domesdc water service as well as fire protechon to each lot pnor to sale of each lot and
prior to issuance of a buildtng permit for each lot "
COUNTY UTILTTIES DEPARTMENT
1 Any water servYCe for this project shall be provided in accordance wnth the Coordinated
Water System Plan for Spokane County, as amended
2. Applicant shall make connection to public sewer system. Sewer connechon permit ls
required. Plans and specifications are to be reviewed and approved by the Utilities
I?epartmenL
C4UNTY BUILDING AND SAFETY DEPARTMENT
1. The applicant shall contact the Department of Bwlding and Safety at the earliest possible
stage of deSign/development in order to be informed of code requirements
administered/enforced by the department, e g, State Building Cate Act regulations, such
as requirements for fire hydrantlflow, fire apparatus access roads, smeet address
assignment, banier-free regulations, eneTgy code regulations and genera] coordination vcnth
other aspects of project implementation
2. Requir+ements of Fue Distnct No. 1 need to be satisfied dunng the building permit process
SPOKANE COUNTY AIR POLLUTION CONTROL AUTHORITY
1 All air polluaon regulations must be met This includes but is not unvted to the following•
2 Air pollution regulauons requue that dust emissions during demoliaon, construction and
excavahon projects be controlled This may require use of water sprays, tarps, sprinklers
or suspension of activity dunng certain weather conditions Haul roads should be treated,
and entissions froro the transfer of earthen matenal must be controlled, as well as emissions
fram all other construcdon-related activiaes
3 Measures must be taken to avoid the deposieon of dirt and mud from unpaved surfaceS
onto paved surfaces If trackmg or spills occur on paved surfaces, measures must be taken
immediately to clean these surfaces.
4 All debns that results from this project must be disposed of by means other than open
burning.
5. All traveled surfaces (ingress, egress, parlang areas, access roads) must be paved and kept
clean.
b SCAPCA Regulahon I Sechon 6 04 addresses odors and nuisances Effecave conmol
apparatus and measures must be taken to reduce odors being emitted to a reasonable
minimum.
~
.
BSP-32-92 FINDINGS Page 8
~7 SCAPCA Regulatian I, Article V, requires that a Notice of Construction and Application
for Approval be subnutted to and approved by our agency prior to the construction,
installation or establishment of an air pollution source Notices of Construction will lilcely
be required for several of the industrial facihties that will build on these lots.
8 Fatlure to comply wnth fedeTal, state and local a.ir quaiity regulatioris;inay result in the j"
issuance of penalties
,
,
APPR4VED ON TFM ~ DAY OF ]ULY, 1992
~
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• ~ .
.
HN W
HARR
GT , JR.
Planner II
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,
Under State Law and County Ordinance, you have the right to appeal this decision to the Spokane
County Hearing Exarruner Committee. Upon receipt of an appeal, a pubIic hearing will be
scheduled if you desu-e to file such an appeal, you must submit a letter along vvith a$120
processing fee, payable to the Spokane County Treasurer, within ten (10) co.lendar days from the
date this decision is signed.
If you have anx questions, please call the Planning Department at 456-2205~
c• Division of Engineering
Division of Utilities .
County Health Distnct ~
Department of Buildings `
F'ire Protection Distnct No 1
Ted Guaning, 9616 East Montgomery Avenue, Spokane, WA 99206 •
Simpson Engineering, 909 North Argonne Road, Spokane, WA 992I2
e
QI
.
STOR1VIyVA~TER DRA'INAGE, REPORT
for
_S
♦
BRG Office/''Warehouse5
'Lot-9,, Block 1, Binding Site Plan 32-92
MontgoMery Drive at Bowdish Road
in the NE 114 of the SW 1/4 of Section 4, T 25 N,R 44 1E W 1Vi
,Spokane County, Washington
,
Srte Layout Wyatt Arch,tects
January 10, 1996
~
~y
Report Prepared By- ` t
Simpson Engineers, Inc.
North 909 Argonne Road
Spokane, WA 99212
PROJE-CT,NO 13285
OFFIC►AL PUBUG DO E~ S~* TABL OF CON~ENTS
S~'OKANE COll~TY ENGfN E ~S E•
OR G Project Descnpdon WAS
I
~ ~
OJECT ~
SUBMITfA1. # "208" Pond Volume°CatculaUons
It ~
9
RsTt1RN To coU Dramage Basin Data R 9967
ti
Rauonal Formula Hydrology & Bowstnng CalculaUons NAL
,
~
EXPIAES I17v 97
S C S Soils Map and Dascnptions
Supplementary Map "208" Dramage Plan
BRG,OfficeJWarehouse - Stonawatcr Dra,nagc Itcport Simpson Eugineers, Inc
YifY/Kige2lcs1cs113285 Page 1
,
PROJECT DESCRIPTION
The project site is located on Lot-9, Block-1 of Binding Site Plan 32-92, at the no,rthwest
corner of Montgomery Drive and Bowdish Road (projected) iu the Spokane Valley The
site is preseatly undeveloped, wrth a gentle slope from aorth to south
The proposed project encompasses construcdon of a new office/warehouse building, plus
asphalt parkang areas to the front and rear, and an asphalt loadmg ramp on the west side of
the building The building will be about 7,075 sq ft., with a steel roof sloped toward the
north and south.
The site will be regraded to create ftee on-site drainage ba.slns, refe;red to as Basin A,
Basin B and Basin C For retention and disposal of stornawater collected on the site,
thrce "208" grassy ponding areas will be constructed Basin A wdl draui to Pond A,
to be loca#ed between Montgomery Drive and the parkirg area at the front of th+e site,
Basin B will drain to Pond B, along tlle east side of the proposed bwlding, and Basin C
will drai.a to Poad C. near the northwest corner of the buildi.og 5urface runoff from the
asphalt surfaces wiU reach the ponds via surface flow Stormwater falling on the steel
roof will be collected in gutters and downspouted at the northeast and southeast
corners of the buildmg, reaclung Pond B without flowing over any asphalt, thus
exempting the roof from "208" treaiment requirelnents
As per Spokane County re,quirenieAts for "208" treataaent, all on-site asphalt pavement
surfaces are tncluded in the "208" ponding calculations AU proposed asphalt swfaces,
plus the metal roof~ will drain to the three `"208" ponds Outflow from each of the three
6108" ponds will be accomplished with a singte Type "`A" drywell Ia the "208" ponds,
the ponding depth for treatment is 6", wlule the pondiag depth for storage i.n excess of
outflow is 8" Sufftcient storage volume for a 10-year storm event, as per the
bowsiring calculations, is provided within the first 8" of ponding depth ia each "4208"
pond
The soils at the site are Garrison series graveUy loarn, wluch are recognized by Spokane
County as having very rapid permeability and an allowrabte mfiltration rate of 0.3 c f s
for Type "A" drywells The drainage design and outflow calculations are based on the
assumption thai the material at the location of the drainage facilities wlU provide outflow
at the rate of 0 3 c f s through the dryweU and 0 36"/hr through the pond floor
. Wyaa BRG OfficeJWarehouse - Stormwater Dr"nage Report 2
dmuage2lcalcs11328S
.
I
r►20$" pOND VOLUME CAI.ICUI.,ATIONS
"Me followqng pages Cantm " for dhe on-sda drawag►e basm and "208" storrnwater mieation
ponds Ra&r to the "208" Drain,age Plan far the sft layout
For xhe propased dramage ponds with 3.1 side slopes, the pond voluma can 1e caiculated with twa
components. the volume directly above the pond floor plus the vaiume abave the mde slapes To
campute the volume at anY loodang depth, only iwo parameers need to be known pond iftoar area
and pond flovr penmeter length (bvth are specified an the Dramage Plan map)
'Vvlwne is calculated at 6" cepftb for "208" treatmern and at 8" depth for starage, as folJows
At b1' dep&
Fond Volume =(0 5ft depth x pond floor atea) +(11a x U 5 x 15 x pond flaor pBrimet+ar)
=45A +(}375P
33L QN {iepth'
Pond Volume =(0.67 ft. depth x pond floor area) t(1!2 x 0,67 x 2 4 x pond flovr pemcter)
= U67A+067F
2 U feet
1.01
~-1sfed -I h
h $00 ,067ft
611=asft
,
Pond Flaor
N0'I`E A11 impervious stxrf`aces are incIuded in hydralagy anrd bowstring catcula#ions,
but onIy on-site usphaltpavemen1 draining to the new "208" pands is corsidered for
14208" treatment in the first G" ponding depth C+oncrete walks and the newv buildu7g's
steeI ruof are non-pollutmg, and off-site drainage should not reach the *`208" panding
areas
Wpatt. BRG MelWarehouse - Stormwamr Drauuge Report 3
dr;unage2lcaIcs113285
DRAINAGE BASIN DATA
BASIN "A"
Total Basia Area 24,271 sq ft= 0 557 acre
Irnpervious Area 13,410 sq ft= 0 308 acre @ Ct = 0 9
Lawn/I.andscape Area. 10,861 sq ft= 0 249 aere @Ct = 0 15
Impervious Area breakdown
Asphalt Pavement = 12,380 sq ft
Budding Roof (steel) = 0 sq ft
Concrete Walks = 1,030 sq ft
"208" Area 12,380 sq $
"208" Volume• 516 cu ft
"208" POND "~A"
Pond Ftoor Area 5' x 180' = 900 sq. ft
Floor Perimeter 190 LF with 3 1 slopes on three sides, and a shori vertical retairung
wall between the pond floor and the parking lot (due to space constraint
imposed by 8' future street dedication along 1Viontgomery Drive)
"208" Treacrnent Canacitv
Pond Volume @ 6" Depth.
0 5(900) + 0 375 (190) = 450 + 71 = 521 cu ft
521 cu ft provided > 516 cu ft required for "208" treatment
'"208" Pond "A" is OK for "208" treatment @ 6" depth
Storage CaDacity
Pond Volume @ 8" Depth
0.67 (900) + 0 67 (190) = 603 + 127 = 730 cu ft
730 cu ft> 315 cu ft required vAth Type "A" drywell, as per bowstring
:."208" Poad "A" is OK for storage @ 0 3 cfs outflow rate
Wyatt BRG OfCiceJWarehouse - Scormwater Dra,nage R,epon 4
drainage2lcalcs113285
BASIN "B"
Total Basin Area 14,329 sq ft= 0 329 acre
Impervious Area 12,359 sq ft= 0 284 acre @ Ct = 0 9
Lavvn/Ludscape Area 1,970 sq ft= 0 045 acre @ Ct = 0 15
Impervious Area breakdown
Asphalt Pavement = 53,284 sq ft
Buitding Roof (steel) = 7,075 sq ft
Concrete Wallcs = 0 sq ft
"208" Area 5,284 sq ft
"208" Volume 220 cu ft
K208" POND "B"
Poad Floor Area: 2' x 126' = 252 sq ft
Floor Penmeter 256 I..F with 3 1 slopes on all sides
"208" Treatment CaoacitV
Pond Volume Q 6" Depth
0 5(252) + 0 375 (256) = 126 + 96 = 222 cu ft
222 cu ft provided > 220 cu ft. reqwred for "208" treatment
"208" Pond "B" is OK for "208" treatment Q 6" depth
Storaee CapacitY
Pond Voluaie @ 8" Depth.
' 0 67 (252) + 0 67 (256) = 169 + 171 = 340 cu ft
340 cu ft> 245 cu ft required with Type C4A" dryvvell, as per bowstring
.."208" Poad "8" is OK for storage @ 0 3 cfs outflow rate
Wyatt BRG O.ffiae/Warehouse - Stormwater Dracnagc Report :5
draiaagc21ca1cs113285
BASIN "C"
Total Basin Area 610 sq ft = 0 014 acre
Impervious Area 610 sq ft= 0 014 acre @ Ct = 0 9
Lawn/Landscape Area 1,150 sq ft= 0 026 acre @ Ct = O 15
Impervious Area breakdown
Asphalt Pavement = 610 sq ft
Build'mg Roof (stee1) = o sq ft
Concrete Walks = 0 sq ft
"208" Arew 610 sq ft
"208" Volume 25 cu ft
K208" POND "C"
Pond Floor Area 6' x 6' = 36 sq R
Floor Perimeter 24 LF with 3 1 slopes on all sides
"208" Treatment Caoacttv
Pond Volume @ 6" Depth
0 5(36) + 0 375 (24) = 18 + 9= 27 cu. ft
27 cu ftprovided > 25 cu ft required for "'208" treatmeni
:."208" Pond "C" is OK for "208" treatment @ 6" depth
Storage Capacity
Pond Volume @ 8" Depth
0.67 (36) + 0 67 (24) = 24 + 16 = 40 cu ft
40 cu ft> 0 cu ft required with Type "A" drywell, as per bowstnng
208" Poad "C" is OK for storage @ 0 3 cfs outflow rate
BRC3 OffiocJWacehouse - Stormwaler Drainagc Report Simpson Enguicers, inc
drauagc21calcs\13285 Page 6
BbW'S1'RING METHOD Project 93285 TIlJIE OF CONCEN'fRATiON (minutes)
10 YEAR;►TORM Bnin "A"
OL'TENTIC►N BASIN DESIGN Designerpoug Chnstenson Tc (overland flow) Tc (gufiEr fiow) Areas "C" A•C
Date: Dec 13,1995
Ct ~ 015 l2 = 0 0 25 015 0 03735
NUMBER OF DRY'JVELLS PROPOSED Z1 = 0 0 31 090 02772
15ingle (type A) 0 Double (type B) L1 (A) = 260 72 = 0 0 00 0 00 0
NA) = 0016 B= 0 0.00 000 0
Toial Area (cafc 0 56 S~A) = 0 012 n= 0 0.00 0,00 0
Time of Cuncp(ua~c ~ 5 00 s= 0 0 00 0 00 0
Ccsm~-fte C(-calc ) 0 56 Tc (A) = 1.33 d= 0 0 00 0 00 0
Time of Cancentratioti 5 40 min Total A Comp "C"
Total Area 0 557 aaes L1 0 Tc TW 0 00 0 56 0 56
Factur 0 56 N(~ = 0 Tc(= 133
ImperoHwis Aw (248 area) 12380 sq .fl S(B~ = 0 Q=C'I•A= 100 ~
"208" V~~lu~nF Pibvided 525 cu, fl 7atot 5,00 Q(est 0 00
6tomi Stota e f~avided 737 cu. A. Tc (B) = 00 Ir~ensdy = 318
Ot~tlow (c1s~ 0 3 c f.s A= 0
Area G Factor 0 31 WP = ERR
R = ERR
V = ERR
102 #3 #4 #5 06 #7 7c(gu ~ ERR
lf(me Timc: Inter~ity Q de,r. V in V out Stotage Tc totaP = Tc (overland) +~Tc utter) Q(est) ERR
Inc, Inc Tc ~over and) = Ct'(L1 N!S 0 5`0.6)
(min y (sec.) (In ~r ) (cfs) (cu, (cu it ) , (cu Ct = 015 Holding = 0 00
(#1'6Q) (A C'#3) (Otdf "#7, (#5-06) L1= Length otOveriand Ffaw
N= frictlon tactor of overland fiow ( 4 for average gcass cover)
;i 09 30000 316 100 402 9000 312 S= averege slope of overland flow
Tc3ottom utter) = LertBth (ft.)Nelocfly (fl.lsec )160
5 300 318 100 402 80 312 Bwldth of gutter or ditch
110 600 2 24 010 4S5 180 315 t1= inverse of cross slope one of ditch
1 S 900 177 0 58 558 270 288 Z2 = inverse of cross slope 1wo of ddch
23 1200 145 0 46 594 36G 234 d= deplh of flow in gutter (estimate, check eslimate with Flow)
15 1500 121 4 36 610 430 160 Area = d•B+d"2121(Z1+Z2)
39 1600 104 0 33 r22 540 82 Wetted penmeter = 8`d+(1/sin(afi(11Z1))+11sin(atn(1/72))j
35 2100 0 91 0 29 630 63Q 0 Hydraulic aadius = R= ArealWelted Perimeter ~
43 Zaoo 0 82 0 26 643 720 -75 Velocfty =14861n'R" 687"s" 5
45 2700 0 74 0 23 652 81 C •158 Flow = Vetocity'Area
53 3000 0.68 0 21 683 900 237 n= 0 016 iar asphalt
35 3300 0 64 0 20 685 990 -305 s= longitudinal slope of gutter
63 3600 0 61 019 710 108C -370
65 3900 060 019 755 1170 415 DRAINAGE POND CALCUTATIQNS
73 4200 4 56 018 785 1260 -475 Requlred grassy swale pond storage volume
75 4500 4 56 018 811 135C -539 ~ Impervious Area z.5 in 112 1n !ft = 51E cu, ft
83 4800 0 53 011 817 1440 -623 volume provided = 525 cu ft OKl
85 5100 0 52 016 W-1 153C .679
93 5400 0 50 016 865 162C -755 DRYINEII. REOUIREMENTS -101'EAR DESIGN STORtA
95 5700 0 49 015 8.c4 1710 -816 A9ax storage requlred by Bowstring = 314 624 cu ft.
103 6000 0 46 0,15 921 1800 -819 voUime provided = 737 cu, ft 0K.'
Numbei and type of Dty4vells Required 1 5ingle 0 Double
BOWSTRING METHOD Project 13285 TIfJIE OF CONCENTRATION (minutes)
10 YEAR STORM Basin. "B"
DETENTI4N BASIN DESIGN Designerpoug Christenson Tc (overland fiow) Tc (gutterflow) Ateas 'C" A•C
Date. Dec 13,1995
Ct = 015 L2 = 0 0 05 015 000675
NUMBER OF DRYWELLS PROPOSED Z1 = 0 0 28 090 02556
1 Single (type A) 0 Double (type B) L1 (A) = 94 Z2 = 0 0 00 000 0
NA = 0016 B= 0 000 0.00 0
Total Area (calc,) 0 33 SiA; = 4 015 n= 0 0 00 0 00 0
Tirne of Concp(ca(c.) 5 00 s= 0 0,00 0.00 0
Camposite C(calc ) 0 80 Tc (A) = 0 66 d= 0 0,00 000 0
Time of Concentratlon 5 00 min Total A Comp "C"
Total Area 0 329 acres L1 B) = 0 Tc (g u)= 0 00 0,33 U 80
'C' Factot 0 80 N(~) = 0 TaA+$) : 0 66 (
Im e~ious Area (208 area) 5284 sq ft S(6) = 0 Q~'I•L 0 63 `
'2~8" Volurne Provided 222 cu fl, Tc(tot) = 5 00 Q(esi 0 00
Storrn Storage ProAded 340 cu fl Tc (B) = 00 Intensdy = 318
Outilow Cfs) 0 3 c f s q~ 0
Area' C' Factor 0 26 wp = ERR
R z ERR
V = ERR
#1 #2 #3 44 #5 #S #7 Tc(gu) = ERR
Time Time Interishy Q dev V In V otd &torage Tc ~9:'Vnd) Tc (overland) + Tc utter) Q(est) ERR
inc. Inc. Tc = CC(L1•N!S^0 5~0 6)
(m(n )#1 S (secl (m Ihr ) (cis) (cu ft) cu 11) , cu ft Ct = 0.15 HoWing = 0 00
(cA c'*3) (uti.`#2, ~#5~6; L1 = length of Overland Flow
N = friction factor of oveitand tlo%v ( 4 for average grass cover)
5 03 30000 318 4 83 335 9000 245 S= avera e s(ope of overland flow
Tc (g utter~= Length (ft )Neloc~y (ff.lssEScc )160
5 300 316 0 83 335 90 245 B= Botlom width of gutier ot ddch
10 600 2 24 0 59 413 180 233 21= inverse of cross slope one of ditch
15 900 117 0 46 4E5 270 195 Z2 = inverse of aoss siope Iwo ei ditch
23 1200 145 0 38 4S5 360 135 d= depth of flow ingutter (estimate, check estimate with Fiow)
25 1500 121 0 32 5C8 450 59 Area = d'B+d"212'(Z1+22)
33 1800 1.04 021 519 540 -21 Wetted perimeter = B'd¢(1lsin(atn(1JZ1))+1lsin(atn(1lZ2)))
35 2100 0 91 0 24 526 630 •104 Hydraulic Radlus = R= AreaMletted Penmeter ~
43 2400 0 82 0.22 538 720 -182 Velocityr =14861n•R" 667's" 5
45 2700 0 74 0 99 544 810 -266 Fiow = Vel4crVArea
50 3000 0 68 018 593 900 -347 n= Q 016 tot asphafl
55 3300 0 64 011 511 990 419 s= longitudinal slope of guttei
63 3600 0 61 016 562 1080 488
65 3900 0 60 016 630 1170 -540 DRAINAGE POND CALCULATIONS
70 4200 0 58 015 6115 5 1260 -605 Requlied prassy swale pond storage volume
75 4500 0 56 015 676 1350 -674 = Imperoious Area x 51n 112 in Ift. = 220 cu ft
83 4800 0 53 014 6E2 1440 -758 volume provided = 222 cu ft OF;!
SS 5100 0 52 014 710 1530 •820
93 5400 0 50 013 722 1620 -898 DRYINELL REQUIREMEN7S -101'EAR DESIGN STORtII
95 5700 0 49 013 746 1710 -964 Mar storage required by Bowstring = 245 378 cu fL
103 6000 0 48 013 1E8 1800 -1032 volume provided = 340 cu ft. OF;!
Number and type of Drpvells Required 1 Single 0 Dcuble
BOWSTRING METHOD Project 13285 TIME OF CONCENTRATION (minutes)
10 YEAR STORM Basin "C"
DETENTfON BASIN DESIGN Deslgner.Doug Christenson Tc (overiand flow) Tc (gutter ilow) Areas "C" KC
Date Jan 10,1996
Ct = 015 1-2 = 0 0.03 015 00039
NUMBER OF DRYWELLS PROPOSED Z1 = 4 0 01 0 90 00126
1 Single (type A) 0 Double (type B) L1(A) = 50 72 = 0 0 00 0 00 a
N(A) = 0.016 B = 0 0 00 0 00 0
Total Area (calc,) 0 04 S(!~ 006 n= 0 0 00 0 00 0
Time of Conc (catc ) 5 00 s= 0 0 00 0 00 0
Composite C" (calc ) 0 41 Tc (A) = 0 31 d= 0 0 00 0 00 0
Time of Concentration 5 00 min, Total A Comp "C"
To1al Area 0 04 acres L16) ~ 0 Tc(g u= 0 00 0 04 0 41
'C' Facfor 0 41 N(~ = 0 Tc(K+~) = 0 31
Impe~ious Area (208 area) 610 sq ft. S(B~ = 0 Q=C`I"A= 0 05 ~
'208" Volume Ptovided 27 cu ft, Tc(tot ~ 5.00 Q(est.) = 0 00
Storm Stora e Provided 40 cu ~ Tc (B) = 00 Intens~y = 3.18
Outtlow ~cis~ 0,3 c.,s. A= 0
Area C Factor 0 02 WP = ERR
R ° ERR
#1 #2 #3 #4 #5 #6 ' #7 c(9u) = ERR
T(me Time Intensity Q dev V in V out Storage Tc tota ~ Tc (overland) + Tc (gutter) Q(est) = ERR
Inc Inc Tc ~ove~and) = Ct'(1.1•NIS110.5)110 6)
(min ) (sec,~ (in !hr ) ~cfs1 (cu ft) (cu ff ) (cu n ) Ct = 015 Holding = 0 00
(#1'6 ) (A C"#3) (Outf'#2, (#546a L1= Lenglh of Overland Flaw
N= trictlon tactor of overland flow (4 ior average grass cover)
5,00 300.00 318 0.05 29 9000 -69 S= aveia e slope of overiand flow
Tc (gutter~= Length (ft )Nelocfty (R lsec )l60
5 300 318 0 05 21 90 -69 B= Bobom width of gutter or dhch
10 600 2 24 0,04 26 160 -154 Z1= inverse of cross slope one of ditch
15 900 9 71 0 03 29 270 -241 Z2 = inverse of cross slope two of ditch
20 1200 145 0 02 31 360 -329 d= depth of flow Ingutter (est(mate, check estfmate wrth Flow)
25 1500 121 0 02 32 450 418 Area = d'B+d"2f2'(Z1+Z2)
30 1600 104 0 02 33 540 -507 Wetted perimeter = B'd+(11ain(atn(1lZ1)'+1lsin(atn(11Z2))) ~
35 2100 0.91 0 02 33 630 -597 Hydraul~ Radius = R= ArealWetted Per meter
40 2400 0 82 0 01 34 724 -686 Velocfty =1.486In'R" 667"s" 5
45 2700 0 74 0 01 34 810 -776 Flow = VelociVAres
50 3000 068 0 01 35 900 -865 n= 0 016 for asphalt
55 3300 0 64 0 01 36 990 -954 s= lon8ltudlnal slope of gutler
60 3600 0 61 001 31 1080 -1043
65 3900 0 60 0 01 AO 1170 -1130 DRAINAGE POND CALCULATIONS
70 4200 0 58 0 01 41 1260 -1219 Required grassy swale pond storage volume
75 4500 0 56 0 01 43 1350 -1307 = Imperolous Area x 5 In,/12 (n !ft = 25 cu ft
80 4804 0 53 001 43 1440 -1391 volume pmvided = 27 cu ft OKI
85 5100 0 52 0 01 45 1530 -1485
90 5400 0 50 0 01 45 1620 •1575 DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM
95 5700 0 49 0 01 47 1710 -1663 Max storage required by Bowstnng = 0 cu fl
100 6000 0 48 0 01 48 1800 -1752 volume provided = 40 cu n OK+
Number and type of Drywells Requlred 1 Single 0 Double
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SIGHT DISTANCE ANALYSIS
PROJECT #
SuBA!!6TfAL 9 laauary 10, 1996
ENC9~EER
~
Situation Vehicle merging onto Montgomery Drive froin the proposed dnveway near the
southwest corner of Lot 9, Block 1 of Binding Site Plan 32-92
Assumpiions
1 The driver of the merging vehicle in the dnveway is at approximate station 127+50
of Montgomery Dnve
2 Driver's eye is 16 feet behind the curbline of Montgomery Dnve The curbline is
22 feet left of centerluie, thus the driver's eye is 38 feet from the centerline
3 Driver's eye assumed to be 3.5 feet above finished grade As per the site "208"
plan, fimshed grade at the location of a vehicle in the dnveway is approximately
69 l, thus the eye elevation is 69 I+ 3 5= 72 G
4 Eausting ground ia tbis area is generally flat to gently south-slopmg, at about
elev 68 5 Thus, the natural ground to the dnver's left and right ,s about 4 feet
below the eye, and therefore does not obstruct the view of approaching traffic
Montgomery Drive pavement grades average about - l% to the south and east
Site distaace is limited onty by obstructtons m the lateral plane, not by vertical rebef.
(Refer to ihe Line of Sight Plan-Profile attachment)
,,~5 '~,'I
Cnven Conditions
. ~ ~
1 Spokane County designation for MoAtgomery Drive in this locati
. I~
Road Type Urban Artenal
Classification Minor "
Vehicle Lanes One lane each duectioa
Design Speed 40 m p h Fk:i~wliih:r I V7 2 Posted Speed Limit 3 5 m p h
3 Dnveway location in terms of Montgomery Drive stationing and curve geometry
Driveway is within curve in Montgomery Drive, about 50' south of P C
Northwest from P C, road is in 674 ft tangent section
Southeast from driveway, roadway curves for 350 ft, concave to the NE
drmnage 2B1sight&t113285 Sight Ihsun+ce Azwlysis fur I3RC O L-9. B-1 BSP 32-92 Sunp.%an Is',aguux:rs, Inc
Q •
C
SIGHT DISTANCES AVAILABLE
1 Siehtinia to the NORTHWEST (1Vlerging Driver's right)
Statian of inerging driver m dnveway of Lot-9 127+50, 38' NE of Montgomery centerline
PC station just north of driveway at Lot 9 Station 126+97 86
Centerline tangent. Station 126+97 86 to PT 120+23 5
1ylontgomery centerline eurves to 1eft downstation (to NV) from PT 120+23 5 Q R--1,000'
Distance from driver's eye to PT approxmately 732 feet along line of sight
A►ssuming vegetation (e g within 8' futuce acquisition area) does not limit visibility,
Distance to see velucle approaching from NW 42proximately-1,O50 ft(see plan-profile)
Limitations V'isibility in horizontal plane is limited by curve in road to west, downstation
from PT 120+23 5 Limit of line of sight is assumed to be tangential to R/W Iine on
southwest side of Montgomery Dnve, as shown in plan view of sight distance plan-profile,
although present line of sight is actually slightly faither to the west Visibihty in the verucal
plane is OK at present, although the existing electrical box on Lot-8 could potenttally affect
visibility of inerging driver in a tow car (see plan-profile) Of course, in reality, the driver of
such a low car would sunply move closer to the cwbLne fio see past the obstruction
2 Siehhne to the SOU'fHEAST (Merging Driver's left)
Montgomery Dnve curves to left upstation from PC 126+97 86 @ centerline R= 413 59 ft
Dnveway at Lot 9 is wnthin start of curve
Assuming vegetahon (e g wittuil8' future acquisition area) does not limit visibility,
Distance to see vehicle approaching from SE a,gproximately 350 feet (see plaa-profile)
Limita'ons Visibility in horizontal plane is Lm,ted by an existing chain-lulk fence with
visibility-restricting vertical slats oa the property adjacent to the east. Limit of lme of sight
is assumed to be the southwest comer of Wd fence Visibihty in the verticaI plane is OK at
present
drauage 2B1%ghtdst113295 Sight Disuncc Anrilysis for HRG (yu~,1r9, D-1 DSP 32-92 Sunpson E nginom, [ur
SIGHT DISTANCES REQUIRED
Sltuativir l: Merging Driver turning LEFT
Sight Distance required to turn left onto Montgomery Dnve across one lane of traffic and
merge with traffic from the right-
(a) at posted speed lunit of 35 mph, sight distance requued
= about 350 ft to the left and about 470 ft to the right
(b) at design speed of 40 mph, sight distance requiced
= about 400 ft to the left and about 580 ft to the right
Sight Dtstance Available about 350 ft to the left and about 1,050 ft to the nght
Conclusion: Sight Distances are adequate to the northwest (dnver's nght) at either speed,
but barely adequate to the southeast (driver's left) at the posted speed lunit of 35 rnph
SIIUQIIOI) Z• Merging Driver turung RIGHT
Sight Distance required to turn rieht onto Montgomery Drive and merge with traffic from
the leR
(a) at posted speed uaut of 35 mph, sight dtstance required = 470 feet to the left
(b) at design speed of 40 mph, sight distance required = 580 feet to the left
Sight Distance Avaulable about 350 ft to the left (sight distance to nght is irrelevant)
Conclusion: Sight Distances are shortec than those considered adequate, as per AA.SHTO,
at either the existing posted speed limit of 3 5 mph or the design speed of 40 mph, for a
driver to turn right and merge with traffic approactung from the left
Reference AASHTU -"Geometric Design af IFTiP-hwavs and Streets", intersection sight
dist$nce at an at-grade tntersection Figure IX40 is referenced for the following cases
Tunung left, scghting left Curve B-1
Tuming left, sighting right Curve B-Zb
Turning Right, sighting left Curve Cb
(See attachment)
drnmmgc: 2BLmghtdst113295 Sight Distuarx Annlysis for BItC} (6) Lr9, I3-1 t3SP 32-92 Simpson hngmcs, inc
~
S Y AND RECOMMENDATIONS
The approach from the Lot-9 dnveway onto Montgomery Dnve has adequate sight distanee
to the northwesi, but the sight di - stance to the southeast is limited by the existing fence on
the parcel adjacent to the east of Lot-9 (an apartment complex) Because of the fence,
vvhich is 6'-tugh chain-hnl: with sight-restricting venccal slats, sight distance to the
southeast is iaadequate for the merging dnver to turn right and merge wnth northwest-
bound traffic at the existing speed lirait of 35 mph without potentially causing the traffic to
slow down, and barely acceptable for a mergtng dnver to turn left across aorthwest-bound
traffic and merge with traffic heading southeasterly
Since developmeni along this corridor wiU tncrease traffic volume and slnce sight distances
through this cwving portion of Montgomery Dnve are hmited for tius and other apprnaches,
' the speed Iimrt through this section should not be increased above the present lirrut of
35 mph without addmg lanes for merging traffic In fact, Spokane Couaty should consider
reducing the sQeed limit through this section of Montgomery Drive to 25 or 30 mph. Ai
present, speed lunits on Montgomery Drive near the project site are posted as follows
SE-bouad, the linut is posted as 30 mph about 0 8 cnile west of the Lot-9 driveway, then
becomes 35 mph at Uruversity Road, about 0 5 nule west of Lot-9 There ,s a curve sign at
the start of the curve ai Jackson Avenue, but no speed sign with it At the east property hne
of Lot-9, there is a curve sign with a 25 mph siM for trafFc continuing southeast after the
project site Thus, the speed hmit is higher through the curve in front of Lot-9 than it is
fartber to the west and mmed,ately to the east
NW-bound, the speed linvt is posted as 35 mph at Pines Road, about 3/4 nule east of Lot-9,
then becomes 25 mph with a curve sign at Indiana Avenue, about 0 3 rrule southeast of
Lot-9 Continuing northwesterly toward the site, the speed linut goes back up to 35 mph in
the curve about 300' east of the east line of Lot-9 The speed hmit then drops back dovm
to 30 mph about 3/4 mile west of Lot-9
We reeommend Spokane County extend the reduced-sveed zone to include the curve in
front of Lot-9 At the least, tbe existwg 35 mph sign just east of the site should be chaaged
to 30 mph, or better yet, extend the IVW-bouod 25 mph zone from 0 3 mdo east of the
projcct site to at teast PC Station 126t97 86, at the southwest corner of Lot-9 Reducing
the speed limit to 30 mph for NW-bouad traffic through the site would reduce the required
sight distance to the southeast to about 310' for a left-turn merge and about 375' for a
right-turn merge, while reducing the speed limit to 25 mph would reduce the requrred sight
distances to 250' and 300' respectively (sight distance available to SE = about 350')
n
draimgc: Msighldst113295 Sight nistnncx Analysis for ARf3 @ 1.-9, II-1 BSI' 32-92 Sunpsan Ltwccrs, Inc
S Y AND RECOIVIMENDATIOAIS - continued
With the development of this aad other nearby lots fronting on Montgomery Drive, more
and more cars and trucks are entering and euiting driveways within this corridor To warn
northwest-bound traffic on Moatgomery Drive of the busy corridor, Spokane County
should consider posting a caution sign (e g"Arierane Traffic" ) just east of Lot-9
Since the sight distance hnaiiation unposed by the fence on tbe neighboring apartment
property is not the fauli of the Lot-9 developer or owner, we feel that reducing the speed
lunit (and thus, reducuig the required sight distance) is the best opdon, but present three
other potential opuons
(1) Match the new asnhalt on Lot-9 to the ewstina asphalt on Lot-8, which was developed
in 1993 by BRG Enterprises, and use the existung Lot-it dnveway for both lots Sight
distances are good in both directions from the Lot-8 dnveway, plus, as an added benefit,
tcucks could more easily back into the proposed toading ramps at the new building
(It's possible the two lots' asphalt parktng areas wjll be joined anyway, for other reasons)
(2) Redo the site plan so a second drivmwav is located near the southeast corner of Lot-9.
This would improve visibility io the southeast, but would potentially redtrce visibiGty to the
northwest to an inadequate distance Thus, this second dnveway would be for nght turns
(NW-baund) anly, while the origmal driveway would be for left turns only - a rather
awkward setup It would also mcrease the cost of developing the site
(3) Ask the owaer of the subject fence for perntission to nlodifv the fence lacatian Thc
southwest fence corner would need to be removed, and an angle constructed in the fence
from about 30' Qorth of the existwg southwest fence corner to about 120' east of it This
would increase visibility at the Lot-9 driveway to about 470' to the southeast, which vvould
be adequate for the 35 mph sight distance Hovirever, it's probably unlikely the fence owner
would agree to modify the existing fence into his own property
Regardless of any other optioas employed, to preserve sight distances, landscapingoshould
be limited ,n height to about 2' maximum within the front 30' of Lot-9, the front 10' of
Lot-8, and between the curbune and the existuig fence on the neighborung parcel to the east
drauugc 2I3Vightdsl113285 Siglu Disinre Anulyns for 13RC Qa 1.r9, B-1 I35N 32-Q Sunpbos I:ngtnwrs, !nc
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SIGHT DISTbNCE CFEETI ~
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Figure IX-40. Intersecilon sight distance at at-grade lntersection R
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