27211 PE-1667 LENNOX SUBDIVISION- i
1
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maASr FOOra4E
Memorandum
To: Bill Hemmings
From: Chris Reich CA4.4-0
Date: June 26, 1996
Re: Lennox Subdivision
I received a call from Gene Fisher regarding Lennox Subdivision, in particular the tapers being required on this
project. According to the approved plans the taper called out is 495' as specified during the review process.
Mr. Fisher called concerning some power poles that he neglected to include on the plans and how they will be
very close to the proposed taper.
After reviewing the plans and review comments, the distance provided was specked during the second review.
The distance specified used the wrong design speed for Broadway Avenue. The posted speed limit for this
portion of Broadway is 35 mph, therefore the design speed should be 40 mph. This speed requires the use of
the following formula to calculate "L", length of taper:
L = WS2/60 where W = lateral shift required by vehicle
S = design speed
For this project, L = 01)(402)/60 = 293.33'. The length of taper is also affected by the type of taper required.
The following summarizes the taper types and effect on "L":
Merging taper L minimum
Shifting taper '/2 L minimum
Shoulder taper 1/3 L minimum
Therefore, the length of taper for this project along Broadway Avenue should be V2 L or 150', because it is a
shifting taper. The original length requested is the result of using the wrong design speed for Broadway
Avenue.
I spoke with Mr. Fisher regarding the error made and the required taper length of 150'. He said this should
eliminate his problem regarding the power poles. I advised him to submit revised road plans for approval.
If you have any questions, let me know.
ACT I ON : S SCR1 E N: ANh 0 USE-.R I D: I NQ
ASSESSOR'S
I:NF'ORMATI:ON DATA
SCREEN
U Rl S Dl C T 1: 0 N i i
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:94 ROLL= RE I:'
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ARLI:i.- = 45134,03
- 10
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AS 93••-110;;.'.
ADD11IZ1131S I
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CHARDS WA 99027
I AC:TV :
STAT : A
S I TU S I
000000
E ADDRESS UNKNOWN
i ADDO :
N SAf S: Y
AI)DRE::S113
1 OT I
TAX
D'1: ST'R I COT : I'D 14 0 0
I PROP:
1000
L.E.GAL..: TR B, SF' 90--662, AUD 0-9112040298 BEING A F'TN OF" HL..K 3 VERA
A'S)MT :
TOTAI... MKT--L..D C:I...cS L.. I) BLDG--1
OTHER 01R
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1 1, 150 1 1, 1 50 0 0
0 N
$EXE'MP T I DNS :
0
TA XA1-1L.E::.
1 1 , 1 50
SAI...E••- 1 9200
(3275 DATE: 05 12 92 INST. WD TRAM.
R PRICE :
29,000
G>AI...E - 1%: 9101
9825 DATE: 12 27 91 I:NST : WD IRAN:
R PRICE :
25,500
ACTION: ? I GRE=EN . SUMP USER :I: D : I NQ
S U M M A R Y 0 F P A R C: E L C H A R A C: T Er R I S T I C S
JU::= i 1 RCS== Rh PAK== 45134.0310 YR= 94 ALTKEY:= 2956038
DYR= 94 SI'ATUc,i : ACT.1VE
I...I: GAL : TR B , SP 90•-662 , AUD l91 12040298 BEING A PTN OF ELK 3 VE'RA
S111)(13: 000000 A1)1)RE 'S,S UNKNOWN UT I S CIRCHARD::>
TOTAL MKT-LD ( LIS)- I...D I+LDG-1 0TI-4E-R o/R
AP PRA 1113 E 1) : 1 1, 15 0 1 1 , 15 0 0 0 0 Y
LINT CNT . 2 ACREAGE: 2.450
LAND USE::. T1:RR FRONTAGE: 0 L 0(::% :
TYPIy . LT DEPTH . 0 1.00000 S1.4 % .
NO UNITS: 1.39 ZONING: P F-IYr>% :
RATE . 8,000.00 NO'rE~<,*:%): F:'RE:V MKT VAL::=0000 i ' 000
NO. RE S, BLDG - YEAR BUILT: STRUC'T'URE 'T'YK'E: :
NO. COM BLDG: AIR COND : BUlI...DING ID:
TOTAL.. SQ F'T . F: I:REI'I..AC:E S, :
NO. BEDROOMS: EXT WALL:
NO. KATI°IS : STO111:E S) :
3 ~mPV 7c~ ~
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1 , 1 i 1 4 C ~ .1} L ~ / 9 ! ]f/J i ~ A E}~/ / 1 l.l.lgyy]D R E., S L.}
JURISDICTION= 11 YR = 94 ROLL= RE PARCEL- -1 ~ .E > I I
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PAGE.- C)
r FISTCD : F,,'Ec LG#__. PT TRACT VF.---RA m.9(l
ENRANTOR !',i ilE ~L.A ST FIRST MI DD!_ ED GIRA NTE NOME-7n Fi RLST MIDDLE)
NAME
E lD'DR R
AR a
Z ,u
ADD.- CONV I AST
JURISDICTION";;; 11 RE PARCEL=
00,1," F'AGE 1~1i~ I /DD 0YY I NGTR TRA11.1 DUAL V/1 VRFY PR I CE- VALUE USE? MSG?
99) 0 1 70 Y7
3-,2 ° J' :27 `4 1 WD 0 U p ;x0kµ) t_ti „rat,) i~
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00.•20. 9? 070 40 8 509 747 0913 ACAr1.-,GCl.Ar21c pro. 01
Adams & Clark, Inc. 9720 W. Fourth Ave.
Civil Engineers * Land Surveyors* Land Planners 4 Landscape Architects Spokane, WA 99204-1702
(008) 747-4600
FAX. (509) 747-8913
TO: Spokane County Engineer FAX 3Zy- 3 N7b
ATTN.: Dare Berto. PL3 DATE: 6/28197
FROM: Ron Dunsmore W. 0.: 97-092
Total Numbor of Pages (Including This Page) 1
Re: Lennox Subdivision
I would We to propose changing the wording of paragraph #4 in the dedication to:
Edserrient "B", as shown hereon, is a temporary ingress and egress turnaround easement for lots
within this subdivision, and will be vacated when the Spokane County Engineer approves the
continuation of the private road or the Tract "X" is dedicated or deeded as a public road.
Please call me with comments.
CONFIDENTIALITY NOTICE
This hi;sirnIIc tiaiimnleolai (ai n 1Qr Me dawmente accompanying R) may comaln confidential Information belonging to the oondor. The Information Ic
intended only for the use of the Individual ot entity named above, it you are not the Intended reolplent. you are hereby notifled mat any Mscloaure,
copying, distribution, or the teldng of any action In roliane# nn ft rAntants of this Information Is sirletly prohibited. If you have received thls transmission
iii coon. please Immediately notify our office to arrange for the return of the aooumentc,
N,W74192V;&=11Ar 1.doc
f~
0
4078926
1111 mill 11111111111 012111991 of 03:32?
After ]terording Return To: Sltnkane Counly Engineer
Alln.: Itight of Wny Depnrbncnt
Document Tide: Notice to the Publte No, I
Gmmor(s): Boyd Real Estate Investments
Cranlee(s): Spokane County
Legal Desergruun. ors, 11WI of Sh1 or Sur. 13 Tovn•ehin 2511, Ranee 44 I' 1lM
Addifinnal Legnl Descrgpton: On Panes 1-& 2
Asscssor'sTax Parcel Number, 45134.0)10
Ref"cnce Number:
Leg In Date. 2-14-97 Requested by: Dnye Prepared by: RM
Purpose: P 1667 rtFNo(s).: 44) IloadName(s) Shamrock.Wne
SPOlG1NE COUNTY DIVISION Op ENGINEERING
Sptoknnc County. Wnshington
NO. I
NOTICE TO THE PUBLIC
IN THE MATTER Of RID WAIVER AGREEMENT AND COVENANT TO CONSTRUCT
ROAD AND DEDICATE ruruitE PUBLIC RICIIT Of WAY TO COUNTY: KNOW ALL"
MEN BY TTIf.SE PRESENTS. That noYD REAL ESTATE ItNES7?4nlTS
being the owners of the following described lands in consideration of Mutual Benefits to be
herenfter derived do for themselves, their heirs, grantees and assigns, hereby agree to:
Construct a road, when so directed by the Spokane County Engineer, to serve,
file lands herein descril><d in accordance with the adopted Spokane County, Road „
Svind,irds fur future public right of way 'T'ract "X Said road shall be
contained in the following ulescribcd right of way:
tt r
PORTION OF ASSESSORS PAR E-t NOM).: 45134.0310
' Tt1E EAST 29,00 FCET OF TIM WEST 30.00 FEET OF TRACT "n' OF SnORT PLAT 110.
_90-662, AS PER SIIORT PLAT TIIEREOF RECORDED IN voLume It of SHORT PLATS, PACES
14 AND 15.
Ex~ TIIE SOUTH 1.00 FOOT TIlrArOF. i
TOCRTIIP.R WITIlr TIIAT PORTIOII OP SAID TRACT 'D" LYIttC IIORTIIWESTEnLY OF AN ARC.'.
CONCAVE TO TIIC SOUTHEAST WITII A RADIUS OF 20.00 FEE'T', AT TIIE IIORTIIWEST CORNER
TIIERF.OFn TIIE. P.NDS OF SAID ARC URIIIC TAIICF.I.•T WITII TIIE SOUTIIERLY RICIIT OP WAY
LINE. OF OIlOADWAY AVENUE AND ALSO DEI7IG TANCENT WITH A LINE PARALLEL TO AND-
30.00 FEET CASTF.RLY FROM THE WEST LINE OF SAID TRACT "n
III
IuI~IIIuIIII(I~I~
l~llll P 9 78~ f )
~~III~II
II
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0212111991 03:02f
2 10.1V 6Palme co, U
Deliver to Spokane County a properly signed and executed Right of Way Deed covering said
right of way to accomnodalc a future County Road to Ix constructed by a County Road
Improvcmcnt District (RID) in accordance with approved Spokatle County Road Slalldards.
"
Authorize Spokane County to include the below described property in n ]load Improvenent
District (IUD) rind to support llle formation of a Road Improvement District for improvement of
the road(s) described below by requesting and authorizing Spokane County to place their IL1me
on a petition for fonttation of a (toad Improvement District pursuant to RCW 36.88.050, or by
requesting and authorizing Spokane Costly to cast their ballot in favor of n RID being formed
under the resolution meths] pursuant to RCIV 36.88.030, and/or by not filing a protest against
the fornlalnon or n RID being formed tinder Ilte allema6vic resolution Inelhod provided for in
RCIV 36.88.065 and Clnplcr 35.13 RCIV,
If aII RID is proposed fur improvement of the road(s) described below, said owners and
successors furthcr ngrec: (1) ibit the iuyvoventenls nr cutretruetiou contcntplaled within the
proposed RID arc fcnsibtc, and (2) hunt the benefits to he derived froni the formation of the RID
by the property included Ihcrcin, together with the amowtt of any County participation, exceed
the cost and expense of fonntitm of the RID, and (3) that the propcny within the proposed RID
is suRicicldly devclnpcd: provided, the owners or successors shall retain the right, as authorized
under RCIV 36.88.070, to object to tiny nssessncnl(s) nit the property as n result of the
improvements called for in conjunction with the formation o its IUD by either the petition or
resolution method umlcr.jImptcr 36.88 RCIV and Ic appeal lIllic superior court the decision of
the Board of county Co tmissiuners confinniug file final nssessnsctst roll; provided furthcr, it is
recognized that actual assessments cony vary from assessment estimate so long as dey do not
i exceed n figure equal to the increased true and fair value the improvement(s) add(s) to the
j property.
Thn'mg of the formation of said IUD or other road improvement project shall be determined by
Spokane County consistent with RCIV 36.88. The street improvement authorized by the RID
or other improvement project shall call for the improvement of Tract 'X' and its immediate
street systcm l0 at least the minintan Spokane County Itoad standards applicable to Tract 'X'
and the immediate street system at the lime the IUD, or other road improvement project is
constructed. If a ntajorily or the property owners desire a higher standard of construction,
e.g., gutters, underground drainage, ctc.. Ilia( standard shall prevail.
I
Any building constructed on any parcel abutting Tract 'x' shall be set back from Ilse 'tract
n 'X' boundary by (lilt distance which equals the set back requirements of the zone.
I The IUD waiver contained in Ihis agreement shall expire after ten (10) years from the date of
execution below,
Spokane County has no responsibility to build, improve, maintain or otherwise service the
E Private roads contained within or providing service to the lands herein described. By allowing
a building permit to be issued on property on a private road, Spokane County assumes no
obligation for said private road and the owners hereby acknowledge that the County has no
obligation of any kind of nature whatsoever to establish, examine, survey, construct, alter,
repair, improve, maintain, provide drainage or snow removal on a private road.
The above conditions and covclant apply to the following described property:
ASSUSORS PARCEL. NO011 45134.0310
n
TRACT "D" OF SHORT PLAT 110, 90-662. AS PER SIIORT PUTT TIIEREOF RECORDED IN
' VOLUME a or SHORT PUTTS. PAGES 14 AIR) 15, SPOKANE COUNTY, WASIIINGTOtI
LOCATED IN TIIE NORTIIWEST QUARTER Or TIE SOUTHEAST QUARTER OF SECTION 13,
j TOWNSHIP 25 IIORTII, RAIICE 44 EAST, W. rt.
2
,r
C
1P127991
0212111991 011tP
W tic I 10.0) WV* C4, U
This Agrecnenl applies to the improvement of S11WIROCK LAME
Rr• No. 443 by grading, draining, surfacing, curbing, paving, sidewalk construction,
iielnding Irnflic cuilrul facilities and related work.
The undersigned owners. their heirs, successors or assigns hereby release Spokane County,
and all its officers, employees and agents from any responsibility or liability for any damage
whatsoever to the hereinabove described lands and improvements thereon as a result of
allowing a building permit to be issued on property which is served by n private road.
These requirements are and shall nm with the land and shall be binding upon the owners, their
heirs, successors or assigns. 'llic Road Improvement District (RID) waiver in this agreement
shall expire rifler ten (10) years from (lie dale of execilion below.
IN WITNESS WIIEREOF, the undersigned has caused this instrument to be executed on this
I % clay or FEDRUARY 1997
Uy. Dy:
nARC•A. ROYD, VICE-PRF:SInl.NT
SL'AT'E OP •WASI IINGT'ON )
COUNTY 01- SPOKANE: ) ss
l certify that I know or have satisftelnry evidence Iha( MARC A. nOYo
(islxrxk the individutil(s) tvho nplKnrcd Wore me, and said individual(W) acknowledged that
(he/xEwo'k64) signed this instnoncnt, on onth stated that (helsbxfthry) (wns/,Av=) authorized to
execute the instrument and acknnat(cdged it as the yt_CP. PRF.sinFNT
• ul' n0Y0 REAL ESTATE INVESTn£NTS
to be llte free and voluntary net of such
pany for the uses and purposes mentioned in the instnoncnt.
\ Dated this tinynf' FF.nnOARY 1947
40,
N . ARY PUBLIC
• NOTARY wane
Fort TNESTATE OF WASHWaTIO+~ In and forliteState ofWashington,
PAYUOrmtWaoN residin atTAY cau►uaea Mutes: g Spokane. . . D
'AjHE 4I,109r ' tvly appointment expires: 7
nvformslnotice to public I corp nmarylbc
3
I
S P O K A N IF-
OFFICE OF THE COUNTY ENGhNEER 0
Ronald C. Hormann, P.E., County Engineer
C O U N -T X
A DIviSION OF THE PUBLIC WORKS DEPARTMENT
Dennis M. Scott, P.E., Director
Date: Fv1tfe q3
SUBJECT: t~16~7 je)v~jcx sad
l5-( 20V
Gentlemen:
A review of the road, drainage, and parking plans for the above-referenced plat, short
plat, binding site plans and/or building permit has been accomplished. Areas of concern
to us are indicated in red on the attached prints. Please make the corrections and resubmit
them to this office in order that the review process may proceed. When the plans are
resubmitted, mark all changes on the revised print in color.
If you have any questions about this review, please contact us at 456-3600. Thank you.
Very truly yours,
Ronald C Hormann, P. E.
Spokane County Engineer
70ty 1411
G~ClJLLI/~3
k\w\f\review.1 tr
W. 1026 Broadway Ave
~l
Edward J. tPa r., P. E.
Plans Review Engineer
Spokane, WA 99260-0170 (509) 456-3600 FAX (509) 456-4715
REVIEW COMMENTS
SPOKANE COUNTY ENGINEER
ENGINEERING SERVICES
PROJECT P1667
PROJECT NAME: Lennox Subdivision
REVIEW 1
REVIEWER: Ed Parry
DATE: 20 Apr 93
PAGE # 1 of 2
PLANS:
1. The following items are required prior to a detailed review of the plans for this project.
a. Submittal of final plat
b. Written authorization from the owner for applicant to serve as the Owner's
representative
2. Plans were generally unreadable, particularly in the middle of the page
3. Plans generally need to conform to formatting requirements listed in the Spokane
County Road standards, e.g.:
a. Indicate 100' stations on road centerline, increasing from south to north, and
reading from left to right
b. Indicate project start and stop stationing
c. Indicate stationing equation on Broadway
d. Indicate benchmark
e. Clearly indicate existing & proposed Right-of-way, proposed future setaside
f. Indicate extent of new paving to be provided on Broadway
g. Tract "X" roads require 50' R/W
h. Provide road signage plan
i. Indicate topographic features in R/W
etc.,
4. The following items, as a minimum, must be provided prior to review of the drainage
calculations:
a. Extract of SCS Soils map indicating project location
b. Drainage basin map (pre-developed and post-developed conditions), with T"
paths, lengths, slopes, and contours at a sufficient level of detail so that drainage
basins can be clearly delineated.
• s
REVIEW COMMENTS
PROJECT P1667
REVIEW 1
DATE: 20 Apr 93
Page 2 of 2
5. Request for "R" value testing is attached
6. Guidelines for 208 lot plans are attached
S P O K A N IS y
OFFICE OF THE COUNTY ENGINEER •
Ronald C. Hormann, P.E., County Engineer
20 April 93
Gene Fisher, P.E.
N. 3422 Kenney Road
Otis Orchards, WA 99027
~ C O U N T Y
A DIVISION OF THE PUBLIC WORKS DEPARTMENT
Dennis M. Scott, P.E., Director
SUBJECT: Soils Testing Requirements
P1667 - Lennox Subdivision
Dear Mr. Fisher:
Additional information with respect to the subsurface soils
conditions on this project is required to complete the plans review
process. Specifically, representative values for soil percolation
rates and soil-subgrade "R"values are necessary to evaluate the
proposed storm drainage disposal system and road pavement section.
The Spokane County Materials Laboratory has reviewed the proposed
development plan,and has determined that a minimum of 1
Stabilometer "R" value tests is required.
The information may be supplied by any qualified soils firm. The
tests and methods must meet Spokane County standards, and be
inspected by Spokane County personnel. Spokane County (Mr. Jim
Radke; 456-3600, ext. 436) should be notified at least 24 hours in
advance of all sampling and testing.
Please call me at 456-3600 if you should have any questions.
Sincerely,
Edward J. Parry, Jr., P.E.
Plan Review Engineer
cc: Project file
W. 1026 Broadway Ave. Spokane, WA 99260-0170 (509) 456-3600 FAX (509) 456-4715
208 INDIVIDUAL LOT PLAN GUIDELINES
1. Show location of easements on the lot. Include dimensions
of drainage easement and lot bottom dimensions from lot lines.
Include a description of the lot legal description such as Lot
Block , NAME OF SUBDIVISION OR SHORT PLAT. The bottom
elevation of the swale is also required. The station for any
curb drops or sidewalk inlets should be shown on the plan
drawing. If a drywell is included in the swale it should show
the type of drywell, frame and grate type, elevation of the
grate, and centerline station of the drywell.
2. If there is no swale on the lot but there is a drainage
ditch, the ditch should be shown on the plan drawing. The
ditch flow line grades should be shown along with any easement
for the ditch with dimensions from property lines.
3. All lot plans should show a north arrow, scale, street
name of adjacent street, curb and sidewalk if applicable or
edge of asphalt if there is no curb. The lot dimensions
should also be shown along with the building setback line with
dimension from the front property lines shown.
4. Any easements such as power line easements which prohibit
building under them should be shown on the plan drawing. Any
other easements which could interfere with buildings should
also be shown. Any existing buildings should be shown.
5. With each plan drawing there should be submitted a typical
section drawing of a cut through the swale or ditch which best
describes how the swale and/or ditch would look as constructed
from a side view. The typical section should show the curb
and/or sidewalk if applicable or edge of asphalt in relation
to the swale, side slopes, vertical. distance from swale bottom
to top of back slope of swale or ditch, vertical distance from
the bottom of swale to the grate of the drywell, vertical
distance from the normal gutter line to the bottom of the
swale, and any applicable note or other information which
would describe the proper construction of the swale and/or
ditch , concrete apron, street right-of-way line, and grass
sod or seeding if approved on the construction plans.
6. The lot plan and attached section sheets should be sealed,
signed and dated by the engineer in a location outside of the
lot drawing.
7. The scale of the drawing should be such that the lot is
depicted as large as possible and still be able to show the
curb line of the street. The interior of the lot should be as
free as possible of notes and writing to allow the builder
room to draw in his proposed house and driveway location. An
example of a acceptable 208 lot plan is attached for use as a
guide in preparing your drawings.
CHECKLIST FOR USE IN PREPARING 208 LOT DRAWINGS
PLOT PLAN
1. I have drawn the lot plan to a large enough
scale to make the lot as large as possible and
still be able to show the curb line and the
necessary notes and certification stamp.
2. I have shown the legal description for the lot.
3. I have shown the drainage easement dimensions
in relation to property lines or corners.
4. I have shown tie bottom of swale dimensions in
relation to property lines or corners.
5. I have shown the bottom elevation of the swale.
6. I have shown the location of any curb, sidewalk
or edge of asphalt line as applicable.
7. I have shown the name of the street adjacent to
the lot being drawn.
8. I have shown the station of any curb drop/or
drops that empty into the swale.
9. I have shown the type of drywell, frame and
grate type, elevation of the grate, and
centerline station of the drywell.
10. I have shown any required ditches, their
easements on the drawing, the ditch flow line
grade and required rip rap, etc.
11. I have shown a north arrow, scale, lot
dimensions, and building setback lines with
proper dimension.
12. I have shown any easements which could affect
any future building locations and I have shown
any existing buildings.
13.. I have sealed, signed and dated each drawing
that is being submitted for review and in
appropriate location.
ATTACHED SECTION DRAWING
14. I have shown the curb and/or sidewalk or edge
of asphalt in relation to the swale, sides
slope, vertical distance from the bottom of the
swale to the top of back slope, grate and
normal flow line of the curb or edge of
asphalt.
15. I have shown the concrete apron, street R.O.W.
line, and grass sod or seeding if approved and
any applicable notes or other information which
may be necessary to describe proper
construction.
SUBMITTAL CHECKLIST
PROJECT # jg4 ,
REVIEW # /
REVIEWER: J
DATE : ?oM f3
PROJECT:
PROJECT SPONSOR: . C. Arty TEL # ' N00
PROJECT ENGINEER (Road & Drainage Plans) i:Nci
TEL # Ol2y
PROJECT SURVEYOR (Plat)
TEL #
GENERAL ITEMS
YES NO N/A
1.
The $100.00 fee for plans
review has been paid to
Spokane County for this submittal.
2.
An agreement to pay fees
has been submitted to
Development Engineering Services.
3
I h
.
ave noted the plans in
Plans out dates on the
pink sheet in the file.
4.
The plans and calculations
are stamped and signed
a Professional Engineer?
5.
The developer has signed
and approved the road
and drainage plans.
6. There are no conflicts between the proposed
drainfields and any drainage ditches on the plat.
7. Bowstring calculations by developer are in the
file for this review.
S. Vertical curve stopping sight distance
calculations by developer are in file for this
review.
9. Horizontal & vertical alignment sight distance
calculations by developer are in file for this
review.
1
10a. The file contains a Spokane County Section Map.
10b. The file contains a Spokane County Assessors's
Map
lOC.
llb.
12.
The file contains an aerial photo of the proposed
project area.
Project is located in urban boundary area.
Project is located out of urban boundary area.
List any design deviation requests 'and their
status:
13. Locate the Findings and Order for the project and
list any unusual conditions:
~VA X ' &)AA
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2
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ROAD PLAN SUBMITTAL
1. List any roads that must be designed and
constructed on the project.
ROAD NAME CLASSIFICATION WIDTH DESIGN MAXIMUM STOPPING SIGHT
REQ'D SPEED GRADE DISTANCE
2. Planning conditions require submission of a
landscape plan. (NOTE: Usually associated with
PUD' s )
3. I have checked the landscape plan against the
road and storm drainage design and there are the
following conflicts:
4. The following road plans have a bearing on the
design of roads for this project and a copy is in
the file:
5. I have sent an "R" value and percolation test
request to the Construction Section with soils
information and a layout of the project. "R"
value text request to engineers _2D 3
(date).
~3
6. Are existing utilities shown on the plans?
7. Are proposed utilities shown on the plans?
8. Does the note "Any conflicting utilities shall be
relocated prior to construction." appear on the
plans?
9. Are curb design sheets provided for existing
streets?
10. Does the curb design conform to Spokane County
Standards of section cross slope (Between 2% and
4.5%) ?
11. Is there a street cross section shown for
widening existing streets?
12. Does the proposed vertical and horizontal
alignment meet Spokane County Standards?
13. Do the plans show the typical cross section for
streets?
14. Do the street widths match the Findings and
Order?
15. Does the typical section on the plans meet
Spokane County Road Standards?
16. Is the cross slope shown, is it within our
standards, and is it correct?
17. Is the type of curb shown?
18. Is the type of curb shown the proper type of curb
for the road classification?
19. Does the curb shown meet Spokane County Road
Standards for curbs within the public right-of-
way?
20. Is the curb type consistent with the curb in the
general area?
21. Has an "R" value test been performed for each
soil group?
22. Do the vertical curves meet or exceed the
required length for stopping sight distance?
23. Are the low points of the vertical curves at
locations where water is designed to flow through
an inlet or curb cut?
4
24. Are stop signs shown for all streets which
intersect arterial? (Check with County Traffic
Engineer if there is a question)
25. Has the intersection sight distance analysis been
provided for all intersections with arterial or
higher classification streets?
26. Are street name signs shown at all intersecting
streets?
27. Is there a need for barriers at the end of dead
end streets?
28. Is there a need for other special signing? {Check
with the County Traffic Engineer)
29. Is the bench mark shown on the plans?
30. Has the Fire District approved the proposed
private road turnarounds that are substandard
according to our Spokane County Road Standards?
31. Are BCR, MCR, and ECR elevations shown on all
curb returns?
32. Are cul-de-sac grades shown for the top of curb?
33. Are curb returns shown in the profile?
34. Are the curb return elevations correct?
35. Do the cul-de-sac grades meet county cul-de-sac
standards?
36. Do the intersections meet the 2% grade
requirements?
37. Does the curb return radius meet the county
standard of 20 feet?
38. Transitions from end of curb to existing paving
shown?
39. Is there a need for slope easements?
40. Is there a need for erosion protection?
41. Are the curb grades below the county minimum of
0.8%?
42. If curb grades are below 0.8%, has a special note
been added which requires a licensed land
surveyor to verify that the curb forms are at the
correct plan grade prior to construction?
5
1.
2.
3.
FIELD REVIEW
Field investigation trip made on
Report completed and put into file on
Are there any existing utilities on the project
site? If yes, describe.
4. Are the drainage basins on the ground the same as
those that are presented in the drainage report?
5. Are there any drainage channels directed toward
property?
6. Are there any drainage channels directing water
through the property?
7. County roads cut off drainage as per drainage
calculations?
8. If culverts under county roads, does the flow go
away from or toward the project?
9. What kind of ground cover exists?
10. Describe any existing channel conditions:
11. Describe channel cross section:
12. Existing Curb Type:
6
DRAINAGE AND PLAN REVIEW CHECKLIST
1. Has a plat map been submitted which shows lot
dimensions, street widths, etc.?
2.
3.
4.
5.
6.
7.
Was a contour map submitted or a map with
adequate spot elevations on it to properly
determine drainage basins?
Was a "best available" contour map submitted?
Were all existing drainage courses shown?
Were all the proposed drainage courses shown?
Were Hydrologic calculations submitted for each
basin?
Were culvert calculations submitted?
8.
9.
10.
Are percolation tests required for soils in this
area.
Were grate calculations submitted?
Does the drainage report identify the SCS soil
groups for the project area and for the proposed
roads to be built in the project area?
11. Are ditch capacity calculations submitted for all
ditches that are proposed to be used in the
drainage plan?
12. For 208 design concepts, were swale floor sizing
calculations made?
13.
14.
15.
16.
17.
18.
For 208 design concepts, were swale volume
calculations made?
If a detention concept is being used, were
calculations submitted?
The drainage design does not propose to divert
water from a natural watercourse.
The drainage design does not concentrate water
flow where sheet flow previously existed.
No part of the plat lies within a designated 100-
year Flood Plain Area.
The drainage concept is compatible with planning
commission requirements.
19. The 50 year frequency was used for off-site
areas.
20. The difference between present and future flows
is retained on the site.
7
INLETS k,
1. The inlets shown are within the stream flow.
2. Curb type inlets are shown at sags and are
properly sized. Perimeter is divided by 2 for
calculations where no curb opening is provided.
3. There are no long curves with flat grades
which pose a problem.
4. The centerline road stations for all inlets are
shown on the plans.
5. Grate type is shown on the plan and is
acceptable. (Spokane County Standard inlets in
county ROW, on private property other inlet type
may be specified)
6. A detail drawing of the grate/curb installation
is shown on the plans and includes the 2"
depression and transitions as per county
standards for grates that are located within
county ROW.
7. A curb cut detail is shown on the plans with the
new county back drop with transitions and a 2"
depression for curb cuts inside county ROW.
8. The plans shows acceptable curb cut details and
grate details for installations which lie within
private road easements.
9. If inlets are in a gravel road or a dirt ditch a
6'x 6' A.C. apron is shown around the inlet.
10. There are no inlets shown on the high side of a
road where they will do little or no good.
11. Catch basin or special manhole details are shown
or a standard drawing is specified.
12. Critical low points in the drainage system have
been provided with overflow easements.
208 SHALE SYSTEMS
1. The swale bottom and sides have sod or grass turf
specified.
2. Swale side slopes do not exceed a 3:1 side slope.
(A 2:1 side slope allowed if swale depth is less
than 12" deep. Should only be allowed where
constrained by obstacles)
8
3. If depth of water from bottom to drywell rim is
between 6 and 8 inches, soil mixture has been
specified which meets Spokane County Guidelines.
4. Drywell is located within 8 feet of the curb
line.
5. Soil type is appropriate for drywells.
6. Drywell location does not conflict with
underground utilities.
7. Drywell type is specified.
8. Drywell grate type is specified.
9. Bottom elevation is specified and is correct.
10. Bottom dimensions are shown and the area matches
the required area from the 208 calculation for
impervious areas.
11. Easements for the 208 are shown on the drainage
plans and on the subdivision plat and are of
adequate size to contain the 208 swale and are
tied to the lot corners.
12. The side of the swale that is the furthest
distance from the street should have a top of
swale elevation that is higher than the highest
water level of the swale.
13. If filter fabric is specified for the drywell its
installation specification is adequate.
14. If 208 lot plans are required they were submitted
on
15. The 208 lot plans, dimensioned to lot corners,
have shown - drainage easements, - setback
requirements, - bottom of swale elevation,
- rim elevation if drywell are present,
- curb cut lengths, -_any drainage ditches,
- an attached cross section of the swale or
ditch, - has left the lot area clear of writing,
- shows grass sod, - shows depth from the top
of the curb, - has been stamped by a
professional engineer on all pages, --and is of
sufficient scale to maximize the lot size to the
8 1/2" x 11" paper size. (Drawings may be on
plain white paper)
16. The 208 lot plans show the lot number, block
number, subdivision name, date drawn, and scale.
9
17. The swale is not located inside a future set
aside area. See Findings and Order for where
setasides are required.
18. 208 lot plans were approved on
CULVERTS AND PIPE SYSTEMS Pjt
1. The road culverts are at the low points of stream
flow.
2. The headwater was calculated for culvert
entrances and is under 2 diameters for culverts
under 18" in diameter and 1.5 diameters for
culverts greater than 18".
3. There is a minimum of 12" of cover for all
culverts and storm sewer pipes.
4. The minimum velocity within the pipe system is
4 feet per second at design flow. (Note: The
County Engineer may permit lower velocities)
5. The backwater calculations show a minimum
freeboard of 0.75 feet for each catch basin or
manhole.
6. The minimum culvert and pipe slope is 0.5% and
all pipes meet or exceed this standard.
7.
8.
9.
10.
All angle points in the storm sewer system have
suitable access such as a manhole for cleaning.
At locations where two different pipe sizes inter
the same manhole the 0.8 diameter points of each
pipe are at the same elevation. (Note: Exception
allowed for drop manholes)
There is no downsizing of pipes in a systems of
pipes that are 18" in diameter and smaller.
There is a downsizing of pipes in the amount of
3" for a minimum of 100 feet in a pipe system
that contains pipes that are 18" and larger in
size.
11. All pipes in the pipe system are 12" and larger
as per Spokane County Standards except for 10"
pipe that is allowed for connection of inlets to
catch basins or drywells.
12. All storm sewer pipes are located a minimum of 5
feet from a rear or side property line and have
adequate easements for maintenance.
10
13. The maximum distances between inlets on the same
slope should not exceed approximately 500 feet.
14. The plans show all culvert pipe types and they
meet county standards for systems that lie within
county ROW. (Note: The type of pipe in private
systems may be a specified by the design
engineer)
15. The plans show all culvert invert elevations and
lengths.
16. The culverts shown are properly stationed from
centerline stationing.
17. There are no conflicts with underground
utilities.
18. There is no need for energy dissipation on any of
the culverts outlets shown on the plans.
19. There is no need for rip rap around the culvert
outlet for some or all of the culverts as
proposed on the drainage plans.
20. The rip rap that is shown for the drainage plans
is adequate for the culverts where erosion is a
concern and the engineer has submitted
acceptable rip rap design calculations.
21. Adequate drainage easements are shown for
maintenance of drainage ditches or pipe systems.
22. Culverts are shown on the road plan and profile
sheets.
23. Pipe anchors are shown for pipe grades greater
than 15%.
24. There are no instances where water is trapped
against a fill with no culvert shown.
25. Profiles and cross sections are shown on the
plans for all proposed channels and ditches.
26. Ditches with eroding velocities have a proper
lining for erosion protection.
27. There are easements proposed or existing for
natural channels which cross the property.
28. Water will properly flow from an existing or
proposed ditch on to the pavement as proposed on
the drainage plans.
29. Where the ditch profile passes from cut to fill
the flow has been properly disposed of.
11
30.
31,
32.
33.
Ol BWI:hec
An easement was provided where street drainage
was diverted onto private property.
The perpetual maintenance of private systems has
properly been provided for.
The maintenance of drainage systems within
Spokane County ROW has been properly provided
for.
Appropriate drainage language has been provided
b the reviewing engineer to the surveyor and/or
engineer who is involved with the platting work.
12
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REVIEW CON ENTS
SPOKANE COUNTY
DIVISION OF ENGINEERING & ROADS
1026 W BROADWAY, SPOKANE WA 99260-0710
PHONE (509)456-3600 FAX (509)324-3478
n
REVIEW 2 REVIEWER:
PROJECT P-1667 DATE:
PROJECT NAME: Lennox Subdivision
Dean Franz, P.E.
28 December 1994
These comments are to be used in conjunction with the road and drainage
plan redline markups, which are attached. Address all comments by
revising the plans and drainage calculations, unless otherwise noted.
General Comments
G1) Provide a Developer's signature block for approval on each plan
sheet. The Developer will need to sign and date the plans by the
time the final set of plans are submitted.
G2) In the Hearing Examiner's Conditions of Approval the project name
is "Lennox Subdivision." The plans show the name of "Lennox
Addition." The revised name of the project needs to be approved
by the County Planning Dept. Otherwise, change the listed name to
match the originally approved plat name.
G3) Examiner's Planning condition #17 reads "Prior to approval of the
road and drainage plans, you are required to coordinate with the
United States Postal Service to determine the type and location of
mail delivery facilities..." Provide evidence this has been
accomplished and coordinated with the Planning Dept.
G4) Revise the private road name to read "Shamrock Lane" in the road
plans.
G5) The sheet numbers are listed on ink over the plan sheets submitted.
Place this numbering on the original reproducible plan set.
Road and Storm Plans
Lennox Lane Plan/Profile
Sheet 1
1) List the bearing of the _roadwa►y.
2) List the station where the turn-around centerline will intersection
the private road stationing line.
REVIEW COA~IIVIENTS Page 2 of 6
28 December 1994
REVIEW # 2
PROJECT # P-1667
PROJECT NAME Lennox Subdivision
3) The plan indicates the stationing line to be located approximately
3' west of the easterly curb. The prof ile indicates the stationing
line to be located along the "west pavement line." This is an
apparent discrepancy. Please make the stationing line location
clear, and have it match the stationing line in the profile.
4) Provide a station equation for the street intersection.
5) Provide a 20' radius paved curve return for the southwest quadrant
of the intersection on Broadway & Lennox Ln (Shamrock Ln). Locate
the pavement within the existing Broadway right-of-way. Also list
the curve return elevations, including beginning return (BCR),
middle curve return (MCR) and end curve return (ECR).
6) The road plan shows the asphalt beginning it from the west property
line. The typical road cross-section shows the asphalt beginning
2' for this same dimension. The road cross-section is correct.
Revise plan view dimension.
7) Provide a 12" long nose down where the curb will terminate.
8) The turn-around shows a gravel thickness of 411. Provide a minimum
of 8" of gravel material.
9) Two separate drainage ditches are indicated to be flowing westerly,
one in lot 3, the other in lot 7. Please label. If it is, provide
and reference a typical cross-section, place within an easement and
demarcate with a fence, show topography, define ditch slope and
bottom elevations.
10) Turn-around
a: Provide and reference a typical cross-section.
b: Place it within an easement and show in the plans.
c: Define the pavement elevation at the easterly -terminus=- of -,tYie~tu n-
arou • r.
A
d : Define the location of the easterly terminus by station and off seat
from private road centerline.
11) The 1208' swales are horizontally defined in the north-south
direction. Please also define their locations in the east-west
direction.
What is the 2' dimension defining around the pond perimeter?
12) Label each 1208' swale to readily correlate with the swale table.
REVIEW COMMENTS Page 3 of 6
28 December 1994
REVIEW # 2
PROJECT # P-1667
PROJECT NAME. Lennox Subdivision
13) The curb drop elevation ("invert") needs to be set at Top of curb
(TC) - (0.33' + 0.17'). Please revise curb drop elevations.
The bottom of pond elevations need to be set at (TC) - (0.33' +
0.801). Please revise pond elevations. This will also require the
revision of the top of drywell grate elevation.
14) List _ the t~ypde,~.,of~f r_ame~and gra1tze to be• .uFs~ed• ±wAilktahvatohre-wdirequaie~lfilk .
Normally when it is within a 1208' swale a Type 4 frame and grate
is used.
15) Add a note that the drywell and gravel envelope is to wrapped with
a geotextile fabric (AMOCO 4545 or approved equivalent). Refence
this note at the drywell callouts.
16) Street signs: Add a callout requiring the Contractor to construct
and install the signs per MUTCD and Spokane County standards.
17) Broadway Ave is classified as a Minor Arterial. (Per Examiner's
Engineering Condition #15.) Therefore the half-street width is to
be set at 22 ft. The plans show a half-street width of 20 ft.
Revise.
18) 1208' Swale & Drywell Table:
a: Label the next to last column to read "curb opening length";
b: Add a• nete"'-to the table to read "W & L- are,-b6ttom ofd pond
ARM ~en- s01;
c: Revise bottom of pond and drywell elevations per previous comments.
19) The top of the 1208' swale needs to have sand instead of gravel to
accomodate a sod covering. Revise.
20) Typical Private Road Cross-Section:
a: Label the plat boundary line in the detail;
b: Show the tract 'x' width;
c: What is the 2' and 2' dimension on the right side of the detail?
21) Curb Opening detail: In the detail reference the table.
22) F
a
r
23)
d
e
For the "east curb line" profile, label the profile as "top of
curb."
REVIEW COMMENTS Page 4 of 6
28 December 1994
REVIEW # 2
PROJECT # P-1667
PROJECT NA1E Lennox Subdivision
24) T e_"west pavement line" profile indicates that the Type 'C' curb
is to begin at STA 6+23.69. However the pical"road cross-section
shows no curb along this side of the roadway: Address discrepancy.
25) Extend and show the private road profile to the centerline
intersection of Broadway Ave along the stationing line. Also
coordinate with the intersection equation.
26) Along the stationing profile, list the station and elevation where
the existing road is to match into the new road.
Broaway Ave Plan/Profile
Sheet 2
27) Clearly define the curb return elevations. List the BCR, MCR and
ECR elevations. Also list the BCR and ECR stationing at their
respective streets.
28) There is a discrepancy in existing pavement elevations, as listed
for the curb calculations versus what is shown in the plans as
shown for Broadway Ave. For example, at STA 1+68.42 the plans list
and edge of exist. pavement elevation = 29.46. The curb
calculations provided list an edge of pavement elevation = 29.31,
at this station the calculations list the centerline elevation =
29.46. Similarly, the same problem is also shown at STA 0+00.
This brings into question all of the curb calculations.
In the Broadway Ave profile labeled "Existing CL pavement" the
elevations do not agree with the curb calculations nor the
elevations listed in plan view. Please address discrepancies.
29) In the typical road cross-section for Broadway Ave show the
dimensions for the sidewalk, edge of exisiting right-of-way, label
centerline and proposed right-of-way line, and set-aside.
30) Where the pavement will be widened, indicate that the edge of
existing asphalt is to be sawcut, and the new pavement is to match.
31) Indicate the existing, approximate 1/2 street pavement width.
32) Delete the percentage of asphalt for the roadway. WSDOT Class B
asphalt addresses percentages indirectly by stating stability
requirements in the mix design requirements. See WSDOT Std.
Specifications Section 5-04.3.
33) As mentioned in the first review, an R-value test is to be
performed and the results provided. This is used to determined
structural pavement requirements.
REVIEW COMMENTS
28 December 1994
REVIEW 2
PROJECT P-1667
PROJECT NAME. Lennox Subdivision
Page 5 of 6
34) The minimum outgoing taper length is = WS = (11')(45 mph) = 4951.
Identify at what station the taper is to begin, revise the taper
length, and in the plan view reference note #1.
35) Notes:
a: Revise Note #1 to make it clear that the 4" white stripe is to
painted along the entire length of the tapers.
b: Add a note requiring the Contractor to relocate any conflicting
utilities prior to construction.
c: Add a note to read "The Contractor shall employ a licensed Surveyor
to verify that curb form grades are in conformance with the plans,
prior to pouring of curbs."
36) At STA 0+00 the centerline profile lists a pavement elevation =
27.39. The road plan lists an elevation = 29.39 for the same
location. Address discrepancy.
37) At STA 1+68.42 the centerline profile lists a pavement elevation
= 29.46. The road plan lists an elevation = 29.24 for the same
location. Address discrepancy.
38) At STA 1+68.42, the listed south curb line elevation = 29.46. From
the listed road grade the computed elevation = 29.71. Address
discrepancy.
39) At STA 0+00 the cross grade is shown to be flat. At least for the
new pavement widening area, the minimum cross slope is 2.0%, max.
is 4.5%. Please revise.
40) For each 1208' swale, list the minimum berm elevation. The elev.
= TC*+ 0.21. Please provide.
41) Define the beginning/ending station of the incoming taper.
42) In the road plan show the existing right-of-way (r/w) width,
proposed r/w width, and set-aside width.
43) Show the location of existing utilities in construction area. Show
overhead power, location of power poles (if in construction area).
Also show location of barb-wire fence. Indicate where the fence
will need to be removed.
REVIEW CO1VaMNTS Page 6 of 6
28 December 1994
REVIEW 2
PROJECT P_1667
PROJECT NAME Lennox Subdivision
Draina a Calculations
D1) Provide a separate drainage basin map to correspond wish t
calculations. The map is to show, as a minimum: he
subbasin limits of area flowing to each 1208' swale;
label subbasins and correlate with calculations;
time of concentration route used in the calculations; and
contours or ground shots
No meaningful review of the drainage calculations can occur wit-o
drainage basin map. Therefore the calculations are being re` ut a
without reviw. urned
S P O K A N 1E C O U N T -
y-OFFICE OF THE COUNTY ENGINEER •
Ronald C. Hormann, P.E., County Engineer
A DIVISION OF THE PUBLIC WORKS DEPARTMENT
Dennis A Scott, P.E., Director
December 28, 1994
Eugene F. Fisher, P.E.
N. 3422 Kennedy Rd.
Otis Orchards, WA 99027
Subject: Lennox Subdivision
Review #2
Spokane County No. P-1667
Dear Gene:
A review of the road and drainage plans for this project has been accomplished. Areas of
concern to us are indicated in red on the attached prints and calculations. Please make the
corrections and resubmit them to this office in order that the review process may proceed.
Please provide 2 copies of plans and calculations for the project with each submittal.
If you have any questions about this review, please contact us at 456-3600. Thank you.
Sincerely,
Spokane County Engineers
L.i~ / nom,
Dean Franz, P.E.
Plans Review Engineer
encls: Plans (1 set)
Calculations (1 copy)
Comments (6 pages)
cc: project file
1026 W Broadway Ave. - Spokane, WA 99260-0170 • (509) 456-3600 FAX: (509) 324-3478 TDD: (509) 324-3166
REVIEW COMAMNTS
SPOKANE COUNTY
DIVISION OF ENGINEERING & ROADS
1026 W BROADWAY, SPOKANE WA 99260-0710
PHONE (509)456-3600 FAX (509)324-3478
REVIEW 2 REVIEWER:
PROJECT P-1667 DATE:
PROJECT NAME: Lennox Subdivision
Dean Franz, P.E.
28 December 1994
These comments are to be used in conjunction with the road and drainage
plan redline markups, which are attached. Address all comments by
revising the plans and drainage calculations, unless otherwise noted.
General Comments
G1) Provide a Developer's signature block for approval on each plan
sheet. The Developer will need to sign and date the plans by the
time the final set of plans are submitted.
G2) In the Hearing Examiner's Conditions of Approval the project name
is "Lennox Subdivision." The plans show the name of "Lennox
Addition." The revised name of the project needs to be approved
by the County Planning Dept. Otherwise, change the listed name to
match the originally approved plat name.
G3) Examiner's Planning Condition #17 reads "Prior to approval of the
road and drainage plans, you are required to coordinate with the
United States Postal Service to determine the type and location of
mail delivery facilities..." Provide evidence this has been
accomplished and coordinated with the Planning Dept.
G4) Revise the private road name to read "Shamrock Lane" in the road
plans.
G5) The sheet numbers are listed on ink over the plan sheets submitted.
Place this numbering on the original reproducible plan set.
Road and Storm Plans
Lennox Lane Plan/Profile
Sheet 1
1) List the bearing of the roadway.
2) List the station where the turn-around centerline will intersection
the private road stationing line.
REVIEW CONMENTS Page 2 of 6
28 December 1994
REVIEW # 2
PROJECT # P-1667
PROJECT NAME. Lennox Subdivision
3) The plan indicates the stationing line to be located approximately
3' west of the easterly curb. The profile indicates the stationing
line to be located along the "west pavement line." This is an
apparent discrepancy. Please make the stationing line location
clear, and have it match the stationing line in the profile.
4) Provide a station equation for the street intersection.
5) Provide a 20' radius paved curve return for the southwest quadrant
of the intersection on Broadway & Lennox Ln (Shamrock Ln). Locate
the pavement within the existing Broadway right-of-way. Also list
the curve return elevations, including beginning return (BCR),
middle curve return (MCR) and end curve return (ECR).
6) The road plan shows the asphalt beginning 1' from the west property
line. The typical road cross-section shows the asphalt beginning
2' for this same dimension. The road cross-section is correct.
Revise plan view dimension.
7) Provide a 12" long nose down where the curb will terminate.
8) The turn-around shows a gravel thickness of 411. Provide a minimum
of 8" of gravel material.
9) Two separate drainage ditches are indicated to be flowing westerly,
one in lot 3, the other in lot 7. Please label. If it is, provide
and reference a typical cross-section, place within an easement and
demarcate with a fence, show topography, define ditch slope and
bottom elevations.
10) Turn-around
a: Provide and reference a typical cross-section.
b: Place it within an easement and show in the plans.
c : Define the pavement elevation at the easterly terminus of the turn-
around.
d: Define the location of the easterly terminus by station and offset
from private road centerline.
11) The 1208' swales are horizontally defined in the north-south
direction. Please also define their locations in the east-west
direction.
What is the 2' dimension defining around the pond perimeter?
12) Label each 1208' swale to readily correlate with the swale table.
REVEEW COMMENTS Page 3 of 6
28 December 1994
REVIDEW # 2
PROJECT # P-1667
PROJECT NAME Lennox Subdivision
13) The curb drop elevation ("invert") needs to be set at Top of curb
(TC) - (0.33' + 0.171). Please revise curb drop elevations.
The bottom of pond elevations need to be set at (TC) - (0.33' +
0.801). Please revise pond elevations. This will also require the
revision of the top of drywell grate elevation.
14) List the type of frame and grate to be used with the drywell.
Normally when it is within a 1208' swale a Type 4 frame and grate
is used.
15) Add a note that the drywell and gravel envelope is to wrapped with
a geotextile fabric (AMOCO 4545 or approved equivalent). Refence
this note at the drywell callouts.
16) Street signs: Add a callout requiring the Contractor to construct
and install the signs per MUTCD and Spokane County standards.
17) Broadway Ave is classified as a Minor Arterial. (Per Examiner's
Engineering condition #15.) Therefore the half-street width is to
be set at 22 ft. The plans show a half-street width of 20 ft.
Revise.
18) 1208' Swale & Drywell Table:
a: Label the next to last column to read "curb opening length";
b: Add a note to the table to read "W & L are bottom of pond
dimensions";
c: Revise bottom of pond and drywell elevations per previous comments.
19) The top of the 1208' swale needs to have sand instead of gravel to
accomodate a sod covering. Revise.
20) Typical Private Road Cross-Section:
a: Label the plat boundary line in the detail;
b: Show the tract 'x' width;
c: What is the 2' and 2' dimension on the right side of the detail?
21) Curb Opening detail: In the detail reference the table.
22) For the grade of 0.8% shown in the profile, the elevation listed
at the located indicated in the plan redline is incorrect. Please
revise.
23) For the "east curb line" profile, label the profile as "top of
curb."
REVIEW COMMENTS Page 4 of 6
28 December 1994
REVIEW # 2
PROJECT # P-1667
PROJECT NAME _Lennox Subdivision
24) The "west pavement line" profile indicates that the Type 'C' curb
is to begin at STA 6+23.69. However the typical road cross-section
shows no curb along this side of the roadway. Address discrepancy.
25) Extend and show the private road profile to the centerline
intersection of Broadway Ave along the stationing line. Also
coordinate with the intersection equation.
26) Along the stationing profile, list the station and elevation where
the existing road is to match into the new road.
Broaway Ave Plan/Profile
Sheet 2
27) Clearly define the curb return elevations. List the BCR, MCR and
ECR elevations. Also list the BCR and ECR stationing at their
respective streets.
28) There is a discrepancy in existing pavement elevations, as listed
for the curb calculations versus what is shown in the plans as
shown for Broadway Ave. For example, at STA 1+68.42 the plans list
and edge of exist. pavement elevation = 29.46. The curb
calculations provided list an edge of pavement elevation = 29.31,
at this station the calculations list the centerline elevation =
29.46. Similarly, the same problem is also shown at STA 0+00.
This brings into question all of the curb calculations.
In the Broadway Ave profile labeled "Existing CL pavement" the
elevations do not agree with the curb calculations nor the
elevations listed in plan view. Please address discrepancies.
29) In the typical road cross-section for Broadway Ave show the
dimensions for the sidewalk, edge of exisiting right-of-way, label
centerline and proposed right-of-way line, and set-aside.
30) Where the pavement will be widened, indicate that the edge of
existing asphalt is to be sawcut, and the new pavement is to match.
31) Indicate the existing, approximate 1/2 street pavement width.
32) Delete the percentage of asphalt for the roadway. WSDOT Class B
asphalt addresses percentages indirectly by stating stability
requirements in the mix design requirements. See WSDOT Std.
Specifications Section 5-04.3.
33) As mentioned in the first review, an R-value test is to be
performed and the results provided. This is used to determined
structural pavement requirements.
REVIEW COACHENTS Page 5 of 6
28 December 1994
REVIEW # 2
PROJECT # P-1667
PROJECT NAME. Lennox Subdivision
34) The minimum outgoing taper length is = WS = (11')(45 mph) = 4951.
Identify at what station the taper is to begin, revise the taper
length,, and in the plan view reference note #1.
35) Notes:
a: Revise Note #1 to make it clear that the 4" white stripe is to
painted along the entire length of the tapers.
b: Add a note requiring the Contractor to relocate any conflicting
utilities prior to construction.
c: Add a note to read "The Contractor shall employ a licensed Surveyor
to verify that curb form grades are in conformance with the plans,
prior to pouring of curbs."
36) At STA 0+00 the centerline profile lists a pavement elevation =
27.39. The road plan lists an elevation = 29.39 for the same
location. Address discrepancy.
37) At STA 1+68.42 the centerline profile lists a pavement elevation
= 29.46. The road plan lists an elevation = 29.24 for the same
location. Address discrepancy.
38) At STA 1+68.42, the listed south curb line elevation = 29.46. From
the listed road grade the computed elevation = 29.71. Address
• discrepancy.
39) At STA 0+00 the cross grade is shown to be flat. At least for the
new pavement widening area, the minimum cross slope is 2.0%, max.
is 4.5%. Please revise.
40) For each 1208' swale, list the minimum berm elevation. The elev.
= TC + 0.21. Please provide.
41) Define the beginning/ending station of the incoming taper.
42) In the road plan show the existing right-of-way (r/w) width,
proposed r/w width, and set-aside width.
43) Show the location of existing utilities in construction area. Show
overhead power, location of power poles (if in construction area).
Also show location of barb-wire fence. Indicate where the fence
will need to be removed.
KUL:$ COMMENTS
Page 6 of 6
28 December 1994
REVIEW # 2
PROJECT # P-1667
PROJECT NAME Lennox Subdivision
Drainage Calculations
D1) Provide a separate drainage basin map to correspond with the
calculations. The map is to show, as a minimum:
- subbasin limits of area flowing to each 1208' swale;
- label subbasins and correlate with calculations;
- time of concentration route used in the calculations; and
- contours or ground shots
No meaningful review of the drainage calculations can occur without a
drainage basin map. Therefore the calculations are being returned
without reviw.
SUBMITTAL CHECKLIST
PROJECT # - 47
REVIEW # moo.
REVIEWER :~r
DATE : /oZ.-oZ3 -9
sk~J/o •
PROJECT: L^~L X A A&2!11Z
PROJECT SPONSOR: TEL #
00
PROJECT ENGINEER (Road & Drainage Plans) r1 001
TEL (off
PROJECT
SURVEYOR
(Plat)
TEL #
GENERAL ITEMS
YES
NO N/A
x
1.
The $100.00 fee for plat review has been paid to
Spokane County for this submittal
2.
An agreement to pay fees has been submitted to
Development Engineering Services
3.
The fee agreement has been signed by the project ^
owner or a principal of the developer's firm. If
signed by an agent of the owner, written
authorization from the owner is attached to the
fee agreement
4.
Review fee account is current (no invoices over
30 days outstanding)
5.
I have noted the plans in, plans out dates on -the
pink sheet in the file
6.
If the project is a mobile home park, were the
plans reviewed by Planning?
i
7.
2 copies of the plans were submitted
8.
2 copies of the calculations were submitted
9.
The plans are on 24" x 36" sheets
~~5 No
GENERAL ITEMS"cont'd)
V~( 10.
X 11.
X iz.
13.
14.
15.
16.
17.
18a.
_ 18b.
X 18c.
19.
20.
21.
>C
22.
i
i
~C
i
i
23.
The calculations are bound together
The plans and calculations are stamped and signed
by a Professional Engineer
P
The developer has signed and approved the road
and drainage plans
Are there any conflicts between the proposed
drainfields and any drainage ditches on the plat
Bowstring calculations by developer are in the
file for this review.
vertical curve stopping sight distance
calculations by developer are in file for this
review
Horizontal & vertical alignment sight distance
calculations by developer are in file for this
review
The engineer/developer has provided evidence of
coordination with the electric utility servicing
the project
The file contains a Spokane County Section Map
The file contains a Spokane County Assessors's
Map
The file contains an aerial photo of the proposed
project area
The file contains a corrected preliminary of the
final plat map
The project is located in urban boundary area
The project is located in the Aquifer Sensitive
Area
The project plan name matches the plat name
Is the entire project located outside of an
identified Flood Plain Area?
Is the entire project is located outside of an
identified Stormwater Management Problem Area?
1)
It ►~o K)/A
GENEL ITEMS ( coat' d)
24. List any design deviation requests and their
status:
Ors
25. Locate the Findings and Order for the project and
list any unusual conditions:
'
' 9/ • ' CE-r.
L/ V-
s 1 a~
0 1~/ t Gt, , I C a W! v~ d~^ d ~~(4n n
8r6aJU%JCU-A 3
23. Backcheck of previous comments completed
24. All previous comments adequately addressed
A) C-1)
ROAD PLANS
1. List any roads that must be designed and
constructed on the project.
ROAD REQ'D WIDTH DESIGN MIN./MAX. STOPPING SIGHT MIVr-C~ E
~
NAME CLASS. PAVED R/W TERRAIN SPEED GRADE DISTANCE tv4n_T.7 nv~~,iaR
45 - I
(a, , - ` - r Add -1;4, 14`
daJ
t1h ' Va ;e- gatd
l~~f~ 11a 0.8/e.0 .7,0 0,
2. Planning conditions require submission of a
landscape plan. (NOTE: Usually associated with
PUD' s )
3. I have checked the landscape plan against the
road and storm drainage design and there are the
following conflicts:
4. The following road plans have a bearing on the
design of roads for this project and a copy is in
the file:
5. I have sent an "R" value and percolation test
request to the Construction Section with soils
information and a layout of the project. "R"
value test request to Designer
(date).
Y"
ROAD PLANS (cont'd)
6. Is the bench mark shown on the plans?
\ 7. Are stationing equations shown?
X - - 8-
_ x 9.
x 10.
11.
-N(01
12.
12a.
Is stationing correct (south to north, west to
east, reading left to right on the plan)?
Are existing utilities shown on the plans (or an
information copy of the utility plans submitted) ?
Are proposed utilities shown on the plans (or an
information copy of the utility plans submitted) ?
Does the note "Any conflicting utilities shall be
relocated prior to construction of roads or
drainage facilities." appear on the plans?
STREET WIDENING
Are curb design sheets provided for widening of
existing streets?
? 12b. Does the curb design conform to Spokane County
Standards of section cross slope (Between 2% and
4.50)?
12c. Is there a street cross section shown for
widening existing streets?
12d. Does the proposed new width match the width
required in the Findings and Order?
12e. The cross-section shows:
existing R/W
proposed R/W
future setaside
12f. 100' (min.) pavement taper into project is shown
(1) There is adequate R/W for the taper to extend
from the new paving width to existing pavement.
(2) There is inadequate R/W for the taper to
extend from the new paving width to existing
pavement; taper extends from existing paving to
R/W.
12g. Length of pavement taper out of project meets:
x WS2 _ 60 for design speeds s 40 mph
WS for design speeds > 45 mph (1 6(4¢ ) -51 11,915
ft. min. taper length approved by County
Traffic Engineer
~C 12h. Transition from end of curb to existing paving is
shown (curb should nose down in 1211)
A
Yes N o
.
ROAD PLANS
( cont' d)
12i.
A 411-wide, white painted fogline at 12" from the
edge of paving is indicated (tapers or tangents)
12j.
Are the curb grades above the county minimum of
0.80?
012k,
If curb grades are below 0.80, has a special note
been added which requires a licensed land
surveyor to verify that the curb forms are at the
correct plan grade prior to construction?
13.
NEW STREETS
13a.
Does the proposed alignment meet Spokane County
Standards?
vertical
slopes
'
vertical curve length
horizontal
curve radius
intersection separation
X
150' on local access
i
300' on arterials
13b.
The plans show the typical cross section for
streets
13c.
Does the proposed street width match the Findings
and Order?
13d.
The cross-section shows:
existing R/W -
proposed R/W
future setaside
13e.
Does the typical section on the plans meet
Spokane County Road Standards?
cross slope is shown
cross slope is within standards
cross slope is correct when checked on profile
13f.
Curb type:
X
shown
~
proper type for the road classification
meets Spokane County Road Standards for curbs
X
within the public right-of-way
consistent with the curb type in the general
area
13g.
Are the curb grades above the county minimum of
0.80?
7
Ck1intv3.0/Aug93
(D-~ ~03 11
RO PLANS (coot'
X
1
1
1
cklistv3.0/Au993
d)
3h. If curb grades are below 0.8%, has a special note
been added which requires a licensed land
surveyor to verify that the curb forms are at the
correct plan grade prior to construction?
14. Has an "R" value test been performed for each
soil group?
4a. The pavement section is adequate for the R-value
and Traffic Index for the road type
15. Locations where water is intended to flow through
an inlet or curb cut are at the low point in
vertical curve
16. SIGNAGE PLAN
6a. Stop signs are shown for all streets which
intersect an arterial (Check with County Traffic
Engineer if there is a question)
6b. Street name signs are shown at all intersecting
streets
16c. Is there a need for barriers at the end of dead
end streets?
16d. Is there a need for other special signing? (Check
with the County Traffic Engineer)
17. Has the Fire District approved all proposed
private road turnarounds that are substandard
according to our Spokane County Road Standards?_
18. CURB RETURNS
18a. Are BCR, MCR, and ECR stations/ elevations on curb
returns shown
on the plan?
in the profile?
18b. Are the curb return elevations correct?
18c. Is there positive drainage from the road
intersection to the MCR?
18d. Curb return radius meets County Standard minimum
of 201 (to back of curb for rolled/wedge curbs,
to face for vertical curb face types)
18e. BCR, MCR, and ECR elevations are set to allow
drainage from the centerline to the curbline
8
1
Y~ JQ
ROAD PLANS ( cont' d)
18f .
18f .
BCR, MCR, and ECR elevations are set so that the
superelevation between the intersection and the
curbline is banked properly for right-hand turns
into and out of the intersection roads (the road
slopes from the intersection down to the
f lowline)
BCR, MCR, and ECR elevations at intersections
without stop sign control are set so that the
superelevation between the intersection and the
curbline does not exceed: (ref. AASHTO)
10% (flat terrain)
8t (rolling terrain)
6% (mountainous terrain)
19. CUL-DE-SACS
19a. The cul-de-sac grades (top of curb) meet county
cul-de-sac standards (lo min.)
19b. The cul-de-sac curb is shown in profile
20.
INTERSECTIONS
20a.
Do the intersections meet the 20 grade
requirements?
20b.
Wheelchair ramps are provided at intersections
with sidewalks
20c.
If there is a change of direction at the
1/
wheelchair ramps, are the ramps oriented so that:-
?
f the ram
h
t
`
p
op o
e
a 51x5' pad is provided at t
the required 51x5' landing zone at the bottom
of the ramp is located inside of a line drawn 1'
inside a line extended between the curb faces of
the adjoining street at intersections?
any drainage structures are located outside of
the landing zone?
X 20d. The intersection horizontal sight distance
analysis shows that sight triangle encroachment
on private property is 2' or less
21. Is there a need for slope easements?
22. Is there a need for erosion protection?
ck1iatv3.0/Au993
9
ROAD PLANS (cont' d)
23. DRIVEWAYS
23a. Can a driveway slope of 8% or less be maintained
between the edge of pavement and the right-of-
way?
V
23b. Can a driveway slope of 120 or less be maintained
between the right-of-way and the building setback
line?
10
cklintv3.0/Au993
y~ ~ NSA
2.
NJ o' 3.
4.
5.
v
g
DRAINAGE PLANS
Has a plat map been submitted which shows lot
dimensions, street widths, etc.?
Was a map with contours spot
elevations submitted to properly determine
drainage basins?
Were all existing drainage courses shown?
Were all the proposed drainage courses shown?
Were Hydrologic calculations submitted for each
basin? (Bowstring if area s 10 acres, SCS TR-55
if area > 10 acres)
Offsite (50-yr storm if undeveloped, 10-yr
storm if developed)
Onsite (10-yr storm)
Q for entire area
Q for roads only
INFILTRATION POND
Actual pond volume provided
DETENTION POND
Release to pipe system:
contain 50-yr developed
release at 50-yr pre-developed
secondary overflow to pipe in control
structure for 100-yr developed
emergency overflow weir for 100-yr developed
sump prior to outlet to control structure
11 min. freeboard
grassed sides/floor for publicly-maintained
ponds
sprinkler system for publicly-maintained ponds
Retained on site, no drywell:
contain 100-yr developed
emergency overflow for 100-yr developed
208 SWALES
208 swale floor area, volume requirements
208 swale floor area provided
208 swale volume provided
cklistv3.0/Au993
11
DRAINAGE PLANS (cont'd)
UNDERGROUND GRAVEL GALLERIES
1. .3 void ratio for gravel free space volume is
used
2. Perc rate from field test is used to develop
outflow rate -
3. 10-yr event volume is contained entirely
underground
i
4. 100-yr event volume is contained by a combination
of underground storage and above ground storage
up to 811 depth
i
5. 100-yr event volume is contained by a combination
of underground storage and above ground storage
i exceeding 8" depth
i
5a. Soil mixture is specified for water depth in pond
exceeding 8"
i
6. Entire gallery is wrapped in filter fabric
CONVEYANCE
Conveyance -
pipes
ditches
gutter flow depth is less than gutter height
Backwater - pipes, ditches
Headwater - culverts -
Curb drop/curb inlets
on grade (fig 16), sump (fig 17)
Grates - sump (fig 15), continuous grade (fig
16)
Riprap - stone gradation, pad dimensions
7. Soils type is "pre-approved" (Garrison, etc.,)
for drywells without percolation tests
8. Does the drainage report identify the SCS soil
groups for the project area and for the proposed
roads to be built in the project area?
9. The drainage design maintains sheet flow patterns
i
in natural watercourses
i
i
i
10. The drainage design maintains existing sheet flow
patterns without concentrating flows
12
cklistv7.0/Aug93
DRAINAGE PLANS (cont' d)
11. Does the entire plat lie outside of designated
100-year Flood Plain Area?
12. Does the entire plat lie outside of Zone "B" of
the designated Flood Plain Area?
13. -Is the max. street ponding in any part of a Zone
"B" less than 1'?
14. Does the plat contain appropriate language
limiting the* lowermost opening in a structure
located in a Zone "B" to not less than 1' above
the lowest road elevation?
15. The drainage concept is compatible with planning
commission requirements.
16. The difference between present and future flows
is retained on the site.
INLETS
1. The inlets shown are within the stream flow.
2. Inlets are shown on the low side of a road or at
the low point of a vertical curve
3. Curb type inlets are shown at sags and are
properly sized.
Perimeter does not include the side of the
- grate against the curb face (all grate types).
Perimeter is divided by 2 for calculations
where no curb opening (Type 1) is provided.
Area = clear area _ 2 for Type 1 grates)
4. There are no long curves with flat grades
which pose a problem.
5. The centerline road stations, offsets, and invert
elevations for all inlets are shown on:
plans
profile.
6. Grate type is shown on the plan and is
acceptable. (Spokane County Standard inlets in
county ROW, on private property other inlet type
may be specified) (Type 1: D-2; Type 2: D-4)
7. A detail drawing of the grate/curb installation
is shown on the plans and includes the 2"
depression and transitions as per county
standards for grates that are located within
county ROW, or referenced to SCRS std. detail D-S
13
cklistv3.0/Aug93
DRAINAGE PLANS ( cont' d)
8. A curb cut detail is shown on the plans with the
new county back drop with transitions and a 2"
depression for curb cuts inside county ROW, or
referenced to SCRS std. detail B-15
9. The plans shows acceptable curb cut details and
grate details for installations which lie within
private road easements.
10. If inlets are in a gravel road or a dirt ditch a
6' x 6' A.C. apron is shown around the inlet.
11. Catch basin or special manhole details are shown
or a standard drawing is specified.
12. Critical low points in the drainage system have
been provided with overflow easements.
208 SWALE SYSTEMS
1. Is the swale located outside a future set aside
area? See Findings and Order for where setasides
are required.
2. The swale bottom and sides have sod or grass turf
specified.
3. Swale side slopes do not exceed a 3:1 side slope.
(A 2:1 side slope is allowed if swale depth is
less than 12" deep. Should only be allowed where
constrained by obstacles)
4. If depth of water from bottom to drywell rim is
between 6 and 8 inches, soil mixture has been
specified which meets Spokane County Guidelines.
i 5. Drywell is:
located within 8 feet of the curb line, or
a maintenance access route and easement are
provided
6. Drywell stationing is staggered from the inlet by
at least 4'
7. Multiple drywells are located more than 30'
(center-center) apart
14
ck1iatv3.0/Au993
DRAINAGE PLANS (cont' d)
8. Soil type is appropriate for drywells (perc rate
a 72"/hr)
if not :
8a. overflow from a swale at a low point will be
directed away from building pads by
an identified easement over improved ground
an existing natural drainage channel covered by
an easement
9. Drywell location does not conflict with
underground utilities.
10. Drywell type is specified.
11. Drywell grate type is specified (Type 3 -std.
detail D-7)
12. Drywell grate elevation is:
below the invert at the curb inlet
between 6" and 8" above the swale floor
elevation
13. Does the note: "Wrap the drywell with a filter
fabric (Amoco 4545 or equivalent)" appear on the
plans?
14. Swale floor elevation is:
specified
between 6" and 8" below the drywell grate
elevation
at least 6" below the normal gutter flowline at
the curb inlet for swale without a drywell
at least 8" below the normal gutter flowline at
the curb inlet for swale with a drywell
15. Swale floor
i dimensions are shown
minimum area is shown
the area matches the required area from the 208
calculation for impervious areas.
16. Easements for the 208:
are shown on the drainage plans
are shown on the subdivision plat
are of adequate size to contain at least 6"
freeboard above the max. water surface elevation
for the design storm
are tied to the lot corners.
17. The side of the swale that is the furthest
distance from the street should have a top of
swale elevation that is higher than the highest
water level of the swale.
15
6:1intv3.0/Auy93
DRAINAGE PLANS ( cont' d)
18. The invert at the curb inlet is at or above the
max. water surface elevation for the design storm
19. Filter fabric
is specified for the gravel envelope around the
drywell 41
- is specified between the drywell and the gravel
envelope
installation specification is adequate.
20. Irrigation plan for County-maintained 208 swales
Lot plans submitted on M kr'
208 LOT PLANS
1. Lot plans are required; submitted on
2. The 208 lot plans show:
the lot number, block number, subdivision name,
date drawn, scale, and north arrow.
dimensions to lot corners
drainage easements
setback requirements
swale floor elevation
swale floor dimensions
rim elevation if drywells are present
curb cut station, offset, invert and length
any drainage ditches
shows depth from the top of the curb
an attached cross section of the swale or ditch
3. Lot plans have been stamped by a professional
engineer on all pages
4. Lot plans are of sufficient scale to maximize
the lot size to the 8 1/2" x 11" paper size.
(Drawings may be on plain white paper)
5. 208 lot plans were approved on
CULVERTS AND PIPE SYSTEMS
1. The road culverts are at the low points of stream
flow.
2. The headwater was calculated for culvert
entrances and is under 2 diameters for culverts
under 18" in diameter and 1.5 diameters for
culverts greater than 18".
3. There is a minimum of 12" of cover for all
culverts and storm sewer pipes
16
ck1istv3.0/Aug93
DRAINAGE PLANS ( cont' d)
4. The designer has provided a letter from the pipe
manufacturer certifying that the intended pipe is
suitable for cover less than 3' (PVC), 2' (CMP,
RCP), 1' (HDPE/ADS ) or the engineer has provided
trench details for upgraded pipe bedding for
these areas
5. The minimum velocity within the pipe system is
4 feet per second at design flow in a backwater
condition. (Note: The County Engineer may permit
lower velocities)
6. The backwater calculations show a minimum
freeboard of 0.75 feet for each catch basin or
manhole.
7. The minimum culvert and pipe slope is 0.5o and
all pipes meet or exceed this standard.
8. All angle points in the storm sewer system have
suitable access such as a manhole for cleaning.
9. At locations where two different pipe sizes enter
the same manhole the 0.8 diameter points of each
pipe are at the same elevation. (Note: Exception
allowed for drop manholes)
10. Is there any downsizing of pipes in a systems of
pipes that are 18" in diameter and smaller.
11. There is a downsizing of pipes in the amount of
- 3" for a minimum of 100 feet in a pipe system
that contains pipes that over 18" in diameter.
12. All pipes in the pipe system are 12" and larger
as per Spokane County Standards; (10" pipe that
is allowed for connection of inlets to catch
basins or drywells, if the length does not exceed
44 LF and the velocity is at least 4 fps).
13. All storm sewer pipes are located a minimum of 5
feet from a rear or side property line and have
adequate easements for maintenance.
14. Inlets on the same slope are located so that the
maximum width of spread for the gutter flow does
not exceed 6' (f rom curb f ace f or Type "A" or
from back of curb for Type "R")
15. The plans and profiles show all culvert pipe
types, stations, offsets, lengths, and inverts
17
ck1i9tv3.0/Aug93
DRAINAGE PLANS ( cont' d)
16. Pipe materials meet county standards for systems
that lie within county ROW. (Note: The type of
pipe in private systems may be as specified by
the design engineer)
17. The culverts shown are properly stationed from
centerline stationing. _
18. Does the drainage system configuration avoid
conflicts with underground utilities?
19. Is there a need for energy dissipation on any of
the culvert outlets shown on the plans?
20. Is there a need for rip rap around the culvert
outlet at any of the culverts as proposed on the
drainage plans.
21. The rip rap that is shown for the drainage plans
is adequate for the culverts where erosion is a
concern and the engineer has submitted
acceptable rip rap design calculations.
22. Pipe anchors are shown for pipe grades greater
than 150.
23. There are no instances where water is trapped
against a fill with no culvert shown.
24. Profiles and cross sections are shown on the
plans for all proposed channels and ditches.
25. Ditches with eroding velocities have a propef'
lining for erosion protection.
26. Water will properly flow from an existing or
proposed ditch on to the pavement as proposed on
the drainage plans.
27. Where the ditch profile passes from cut to fill
the flow has been properly disposed of.
18
ckliotv].0/Aug9)
EASEMENTS
1. Adequate drainage easements are shown for
maintenance of drainage ditches or pipe systems.
2. There are easements proposed or existing for
natural channels which cross the property.
3. An easement was provided wherd street drainage
was diverted onto private property.
4. The perpetual maintenance of private systems has
properly been provided for.
5. The maintenance of drainage systems hin
Spokane County ROW has been properly prov
for.
6. Appropriate drainage language has been provided
by the reviewing engineer to the surveyor and/or
engineer who is involved with the platting work.
7. Pre-existing drainage easements on this parcel
are not affected by this plat
8. Overflow easements are provided from swales/ponds
located in low points
MISCELLANEOUS
1. QC check of review completed
(date) (init-. )
2. Bond quantities for drainage item calculated
(date) (init.)
3. vertical curve sight distance worksheets done
(date) (init.)
4. vertical curve geometry worksheets done
(date) (init.)
5. Drainage volume worksheets done
(date) (init.)
6. Stamped road mylars to Permit Tech.
(Sylvia/Suzanne)
7. Stamped lot plans to Admin. Asst. (Sandy)
19
Cklintv3.0/Au993
FIELD REVIEW
1. Field investigation trip made on
2. Report completed and put into file on
3. Are there any existing utilities on the project
site? (Overhead power, fire hydrants, etc.) If
yes, describe.
4. Are the drainage basins on the ground the same as
those that are presented in the drainage report?
5. Are there any drainage channels directed toward
property?
6. Are there any drainage channels directing water
through the property?
7. Do County roads cut off drainage as per drainage
calculations?
8. If there are culverts under county roads, does
the flow go away from or toward the project?
9. What kind of ground cover exists?
10. Describe any existing channel conditions:
11. Describe channel cross section:
12. Existing Curb Type:
1 ~
LENNOX SUBDIVISION
Located in: NW 41 SE4, Sec. 13, T25N, R44E, WM.
INDEX
1. Summary
2. Soils Map
3. Basin 1 Drainage Calculations
4. Basin 2 Drainage Calculations
5. Broadway Curb Calculations
6. Plat Map
OFFIC
SPOKANE C():;~NTY ENGINEER'S 011FPCE
Oh'""IGINAL
PROJECT,,,, .._P
SUM 17AL
RETURN TO CO!'N'7 ENC!'N-PER
d EXPIRES 5112/ f
-Z3~ q4-
SUMMARY
SOILS: Map symbol GgA - garrison gravelly loam,
0-5 percent slopes.
Gravelly, medium textured, somewhat excessivly
drained soils in gravelly glacial out wash
material.
BASIN 1: Area = 0.83 acres.
Area hard surface = .1527 AC.
The west 65 feet to be graded, s = .0031
west to Lennox lane. The rear 100 feet to
remain undisturbed.
Q = .66 CF.
Curb opening = 4 ft.
11208" storage = 420 CF
Type "All drywell.
BASIN 2: Area = 0.67 acres.
Area hard surface = 0.1978 AC.
The west 65 feet to be graded, s = .0031
west to Lennox lane. The rear 100 feet to
remain undisturbed.
Q = 0.63 CF.
Curb opening = 4 ft.
11208" storage = 294 CF.
Type "A" drywell.
S P O I A N E MOM C O U N T Y
OFFICE OF THE COUNTY ENGINEER 0 A DIVISION OF THE PUBLIC WORKS DEPARTMENT
Ronald C. Hormann, P.E., County Engineer Dennis M. Scott, P.E., Director
20 April 93
Gene Fisher, P.E.
N. 3422 Kenney Road
Otis Orchards, WA 99027
SUBJECT: Soils Testing Requirements
P1667 - Lennox Subdivision
Dear Mr. Fisher:
Additional information with respect to the subsurface soils
conditions on this project is required to complete the plans review
process. Specifically, representative values for soil percolation
rates and soil-subgrade "R"values are necessary to evaluate the
proposed storm drainage disposal system and road pavement section.
The Spokane County Materials Laboratory has reviewed the proposed
development plan,and has determined that a minimum of 1
Stabilometer "R" value tests is required.
The information may be supplied by any qualified soils firm. The
tests and methods must meet Spokane County standards, and be
inspected by Spokane County personnel. Spokane County (Mr. Jim
Radke; 456-3600, ext. 436) should be notified at least 24 hours in
advance of all sampling and testing.
Please call me at 456-3600 if you should have any questions.
Sincerely,
Edward J. Parry, Jr., P.E.
Plan Review Engineer
cc: Project file
W. 1026 Broadway Ave. Spokane, WA 99260-0170 (509) 456-3600 FAX (509) 456-4715
1 34 sou, SURVEY
TABLE 6.-Brief desc ' lions of soils and Wir
Nlatp
symbol
DsC
DsD
DvD
EkB
Etfs
EID
Ern
fiaB
EaB3
FaG3
Em
GaC3
4
Gg
GgB
GmB
GnS
GaA
GRl3
GpC
GpD
f
Soil name
Dragoon stony silt loam, 0 to 30 percent
slopes.
17ragoon stony silt loam, 30 t4 55 per-
cent slopes.
Dragoon Very rocky complex, 20 to 55
percent slopes.
Eloika silt loam, 0 to 20 percent slopes.
Eloika very stony silt loam, 0 tO 34 per-
cent slopes.
Eloika very stony silt loam, 30 to 55
percent slopes.
Emdent silt loam.
Freeman silt loam, 5 to 20 percetrt
slopes.
Freeman silt loam, 5 to 20 percent
slopes, severely eroded.
Freernan silt loam, 20 to 30 percent
slopes, severely eroded.
Fresh water marsh.
Garfield silty clay loam, 0 to 30 percent
slopes, severely eroded.
garrison gravelly loam, 0 to 5 percent
slopes.
Garrison gravelly loam, 5 to 20 percent
slopes.
Garrison very gravelly loam, 0 to 8
percent slopes.
Garrison very stony loam, 0 to 2(
percent slopes.
Glenrose silt loarn, 0 to 5 percent slopes
Glenrose silt barn, 5 to 20 percent slopes
GleDrose silt loam, 24 to 30 percen
slopes.
Glenrose silt loners, 30 to 55 percen
slope:.
Description of soil and site
Similar to Dragoon silt loam, 0 to 30 percent
slopes, except that the surface layer is stony.
Dragoon part similar to Dragoon silt loam, 0 to
30 percent slopes, except that depth to bed-
rock ranges from 10 to 20 ikxches. stock olLt-
prop included in this compicx.
1VIedium-textured, well drained soil formed from
glacial till containing a large amount of vol-
canic ash in the surface layer; underlain by
gravel at depth of 30 to 60 inches; occupies
undulating, morainelike topography.
Similar to EloikaLsAt loam, 0 to 20 percent slopes, I
except that they are very stony throughout.
Medium-textured, somewhat poorly drained,
alkaline soil formed in alluvium from calcar-
eous Silt, volcanic ash, and diatonite; depth
to water table fluctuates from near the surf ace
to about 6 feet.
'Very deep, moderately 3vell drained upland soils
with medium-textured surface layer and medi-
umor moderately fine textured su bs oil; formed
from silt on rolling to hilly uplands.
Shallow, swarm y, intermittent ponds and
fringes around lakes that have a fluctuating
water table. Engineeringg data is not given,
as land type is too variable.
'Very deep, well-drained soil developed in loess
on ridgetops and knobs on the rolling to hilly
uplands in the Palouse soil area.
Gravelly, mediurn-textured, somewhat exces-
sively drained soils formed in gravelly glacial.
outwash material from a variety of acid,
igneous parent rock- on nearly level to mod-
erately sloping terraces; depth to mixture of
sand, gravel, and cobblestones ranges from
2;4 to 5 feet.
Similar to Garrisons gravelly loam, except that
the surface layer is very gravelly.
M Similar to Garrison gravelly loam, except thal
tho surface layer is very stony.
Very deep, medium-textured, well-drained soil:
fanned from acid igneous glacial till; surface
f; layer influenced by loess nrncl volcanic ash; or
gently rolling to steep uplands.
C
Classification
Depth
f rorn
surface
1JSDA texture
0 to 24
24 to 44
44 to 53
53 to 60
0 to 26
26 to 41
41 to 60
0 to 22
1 22 to 72
0 to 8
8to23
23 to 60
0 to 15
15 to 44
44 to 60
0to15
15 to 44
44 to 60
0 to 72
Silt loam------
Gravelly loam-------
Very gravelly sandy
loam.
Gravel
Silt loam
Very fine sandy
loam.
Sandy clay 10 am- - _ -
'Silt loam----•------
ilty clay loam__ _ - _ _
silty clay loann_
Silty
Silty clay loam-----,
Gravelly loans---_-_.
Very gravelly loam-
Sand, gravel, and
Col b tones.
Very gravelly loam-
Very gravelly haul-
Sand, ggr~aavel, and
cobblestones.
. .
Silt loam
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REVIEW COMMENTS
SPOKANE COUNTY
DIVISION OF ENGINEERING & ROADS
1026 W BROADWAY, SPOKANE WA 99260-0710
PHONE (509)456-3600 FAX (509)324-3478
REVIEW 2
PROJECT P-1667
PROJECT NAME: Lennox Subdivision
REVIEWER: Dean Franz, P.E.
DATE: 28 December 1994
These comments are to be used in conjunction with the road and drainage
plan redline markups, which are attached. Address all comments by
revising the plans and drainage calculations, unless otherwise noted.
General Comments
Provide a Developer's signature block for approval on each plan
sheet. The Developer will need to sign and date the plans by the
time the final set of plans are submitted.
~j In the Hearing Examiner's Conditions of Approval the project name
is "Lennox Subdivision." The plans show the name of "Lennox
Addition." The revised name of the project needs to be approved
by the County Planning Dept. Otherwise, change the listed name to
match the originally approved plat name.
Examiner's Planning Condition #17 reads "Prior to approval of the
CG:3::)l road and drainage plans, you are required to coordinate with the
United States Postal Service to determine the type and location of
mail delivery facilities..." Provide evidence this has been
accomplished and coordinated with the Planning Dept.
l.,4) Revise the private road name to read "Shamrock Lane" in the road
plans.
t~ The sheet numbers are listed on ink over the plan sheets submitted.
Place this numbering on the original reproducible plan set.
Road and Storm Plans
Lennox Lane Plan/Profile
sheet 1
✓.L) List the bearing of the roadway.
List the station where the turn-around centerline will intersection
the private road stationing line.
'e
e
REVIEW COMMENTS Page 2 of 6
28 December 1994
REVIEW # 2
PROJECT P-1667
PROJECT NAME Lennox Subdivision
3), The plan indicates the stationing line to be located approximately
3' west of the easterly curb. The prof ile indicates the stationing
line to be located along the "west pavement line." This is an
apparent discrepancy. Please make the stationing line location
clear, and have it match the stationing line in.the profile.
4) Provide a station equation for the street intersection.
Provide a 20' radius paved curve return for the southwest quadrant
of the intersection on Broadway & Lennox Ln (Shamrock Ln). Locate
the pavement within the existing Broadway right-of-way. Also list
the curve return elevations, including beginning return (BCR),
middle curve return (MCR) and end curve return (ECR).
The road plan shows the asphalt beginning 1' from the west property
line. The typical road cross-section shows the asphalt beginning
2' for this same dimension. The road cross-section is correct.
Revise plan view dimension.
Provide a 12" long nose down where the curb will terminate.
The turn-around shows a gravel thickness of 411. Provide a minimum
of 8" of gravel material.
9 Two separate drainage ditches are indicated to be f lowing westerly,
one in lot 3, the other in lot 7. Please label. If it is, provid
and reference a typical cross-section, place within an easement a
demarcate with a fence, show 'topography, define ditch slope a d
bottom elevations.
10) Turn-around
a; Provide and reference a typical cross-section.
Place it within an easement and show in the plans.
Define the pavement elevation at the easterly terminus of the turn-
around.
Define the location of the easterly terminus by station and offset
from private road centerline.
1.) lpt-
The 1208' swales are horizontally defined in the north-south
direction. Please also define their locations in the east-west 7
direction. 5 L c iL ,
What is the 2' dimension defining around the pond perimeter.
t-2) Label each 1208' swale to readily correlate with the swale table.
REVIEW COMMENTS Page 3 of 6
28 December 1994
REVIEW # 2
PROJECT # P-1667
PROJECT NAME Lennox Subdivision
1;') The curb drop elevation ("invert") needs to be set at Top of curb
(TC).- (0.330,+ 0.17'). Please revise curb drop elevations.
The bottom of pond elevations need to be set at (TC) -.(0.33' +
0.80'). Please revise pond elevations. This will also require the
revision of the top of drywell grate elevation.
'4Y List the type of frame and grate to be used with the drywell.
Normally when it is within a 1208' swale a Type 4 frame and grate
is used.
,,je Add a note that the drywell and gravel envelope is to wrapped with
a geotextile fabric (AMOCO 4545 or approved equivalent). Refence
this note at the drywell callouts.
Street signs: Add a callout requiring the'Contractor to construct
and install the signs per MUTCD and Spokane County standards.
Broadway Ave is classified as a Minor Arterial. (Per Examiner's
v Engineering Condition #15. Therefore the half-street width is to
be set at 22 ft. The plans show a half-street width of 20 ft.
Revise.
1208' Swale & Drywell Table:
a;;-Label the next to last column to read "curb opening length";
✓V.- Add a note to the table to read "W & L are bottom of pond
dimensions";
r c: Revise bottom of pond and drywell elevations per previous comments.
19) The top of the 1208' swale needs to have sand instead of gravel to
accomodate a sod covering. Revise.
Typical Private Road Cross-Section:
' Label the plat boundary line in the detail;
/Show the tract 'x' width;
",:;`-What is the 2f and 2' dimension on the right side of the detail?
✓2) Curb Opening detail: In the detail reference the table.
For the grade of 0.8% shown in the profile, the elevation listed
at the located indicated in the plan redline is incorrect., .Please
revise.
For the "east curb line" profile, label the profile as "top of
curb."
REVIEW COMMENTS Page 4 of 6
28 December 1994
REVIEW # 2
PROJECT # P-1667
PROJECT NAME Lennox Subdivision
~2) The "west pavement line" profile indicates that the Type 'C' curb
is to begin at •STA 6+23.69. However the typical road cross-section
shows no curb along this side of the roadway. Address discrepancy.
Extend and show the private road profile to the centerline
..._vp intersection of Broadway Ave along the stationing line. Also
coordinate with the intersection equation.
Along the stationing profile, list the station and elevation where
the existing road is to match into the new road.
Broaway Ave Plan/Profile
Sheet 2
2.7) Clearly define the curb return elevations. List the BCR, MCR and
41 ECR~elevations.,y Also list the BCR. and EC stationing at their
respective streets. N;
28) There is a discrepancy in existing pavement elevations, as listed
vfor the curb calculations versus what is shown in the plans as
shown for Broadway Ave. For example, at STA 1+68.42 the plans list
and edge of exist. pavement elevation = 29.46. The curb
calculations provided list an edge of pavement elevation = 291.31,
at this station the calculations list the centerline elevation =
29.46. Similarly, the same problem is also shown at STA 0+00.
This brings into question all of the curb calculations.
In the Broadway Ave profile labeled 11•Exi-sting - CL pavement" the
elevations do not agree with the curb calculations nor the
elevations listed in plan view. Please address discrepancies.
In the typical road cross-section for Broadway Ave show the
dimensions _for -the,,s:i.dewalk, edge of exisiting right-of-way, label
centerline' and proposed right-of-way-"line, .and set-aside.
wrr-0) Where the. pavement will be widened, indicate that the edge of
existing .asphalt is to be sawcut,. and the new pavement: is to match.
:Y) Indicate the existing, approximate 1/2 street pavement width.
Delete the percentage of asphalt for the roadway. WSDOT Class B
✓ asphalt addresses indirectly by stating percentages stability
requirements in the mix design requirements. See WSDOT Std.
Specifications Section 5-04.3.
33)j As mentioned in the first review, an R-value test is to be
performed and the results provided. This is used to determined e_x
structural pavement requirements.
REVIEW COMMENTS Page 5 of 6
28 December 1994
REVIEW # 2
PROJECT # P-1667
PROJECT NAME Lennox Subdivision
j, The minimum outgoing taper length is = WS = (111)(45 mph) = 4951.
Identify at what station the taper is to begin revise the toper
length, and in the plan view reference note #1.
Notes
,t Revise Note #1 to make it clear that the 4" white stripe is to
painted along the entire length of the tapers.
r Add a note requiring the Contractor to relocate any conflicting
utilities prior to construction.
Add a note to read "The Contractor shall employ a licensed Surveyor
to verify that curb form grades are in conformance with the plans,
prior to pouring of curbs."
At STA 0+00 the centerline profile lists a pavement elevation =
27.39. The road plan lists an elevation = 29.39 for the same'
location. Address discrepancy.
At STA 1+68.42 the centerline profile lists a pavement elevation
29.46. The road plan lists an elevation = 29.24 for the same
location. Address discrepancy.
At STA 1+68.42, the listed south curb line elevation = 29.46. From
` the listed road grade the computed elevation = 29.71. Address
discrepancy. G k~,-~-- iJ J
3,9,) At STA 0+00 the cross grade is shown to be flat. At least for the
new pavement widening area, the minimum cross slope is 2.0%, max.
is 4.50. Please revise. 'E. P, MFV.- Z" ; z°N.%5
40.) For each 12081 swale, list the minimum berm elevation. The elev.
= TC + 0.21. Please provide.
y41~) Define the beginning/ending station of the incoming taper.
42',) In the road plan show the existing right-of-way (r/w) width, )e
proposed r/w width, and set-aside width.
Ll. Show the location of existing utilities in construction area. Show
overhead power, location of power poles (if in construction area).
Also show location of barb-wire fence. Indicate where the fence
will need to be removed.
A
REVIEW COMMENTS Page 6 of 6
28 December 1"4
REVIEW # 2
PROTECT # P-1667
PROJECT NAME Lennox Subdivision
Dr image Calculations
D1) Provide a separate drainage basin map to correspond with the
calculations. The map is to show, as a minimum:
subbasin limits of area flowing to each 1208' swale;
label subbasins and correlate with calculations;
time of concentration route used in the calculations; and
contours or ground shots
No meaningful review of the drainage calculations can occur without a
drainage basin map. Therefore the calculations are being returned
without reviw.
S P O K A N E C O U N T -
e-OFFICE OF THE COUNTY ENGINEER •
Ronald C. Hormann, P.E., County Engineer
A DIVISION OF THE PUBLIC WORKS DEPARTMENT
Dennis M. Scott, P.E., Director
March 8, 1995
Eugene F. Fisher, P.E.
N. 3422 Kennedy Rd.
Otis Orchards, WA 99027
Subject: Lennox Subdivision
Review #3
Spokane County No. P-1667
Dear Eugene:
A review of the road and drainage plans for this project has been accomplished. Areas of
concern to us are indicated in red on the attached prints and calculations. Please make the
corrections and resubmit them to this office in order that the review process may proceed.
Please provide 2 copies of plans and calculations for the project with each submittal.
If you have any questions about this review, please contact myself or Paul Lennemann at 456-
3600. Thank you.
Sincerely,
Spokane County Engineers
20 -4A
Dean Franz, P.E.
Plans Review Engineer
encls: Plans (1 set)
Calculations (1 copy)
Comments (1 pages)
Basin Map
cc: project file
1026W Broadway Ave. - Spokane, WA 99260-0170 - (509) 456-3600 FAX: (509) 324-3478 TDD: (509) 324-3166
O-P
s
REVIEW COMMENTS
SPOKANE COUNTY
DIVISION OF ENGINEERING & ROADS
1026 W BROADWAY, SPOKANE WA 99260-0710
PHONE (509)456-3600 FAX (509)324-3478
REVIEW 3
PROJECT P-1667
PROJECT NAME: Lennox Subdivision
REVIEWER: Paul Lennemann, E.I.T
DATE: 8 March 1995
These comments are to be used in conjunction with the road and drainage
plan redline markups, which are attached. Address all comments by
revising the plans and drainage calculations, unless otherwise noted.
General Comments
G1. Examiner's Planning Condition #17 reads, "Prior to approval of the
road and drainage plans, you are required to coordinate with the United
States Postal Service to determine the type and location of mail
delivery facilities...". Provide evidence this has been accomplished
and coordinate with the Planning Department.
Road and Storm Plans
1. Provide a station equation for the street intersection.
2. Define the location of the easterly terminus of the turn-around by
station and offset.
3. The -208' swales are horizontally defined in the north-south
direction. Please also define their location in the east-west
direction.
4. Show the tract X width on the road cross section.
5. As mentioned in the previous reviews, an R-value test is to be
performed and the results provided.
6. Address the centerline profile and plan elevation discrepancy at
STA 0+00.
7. Label the existing, proposed and future right-of-way.
8. Review the type "B" curb detail.
REVIEW COMMENTS Page 2 of 2
8 March 1995
REVIEW # 3
PROJECT # P-1667
PROJECT NAME Lennox Subdivision
Drainage Calculations
D1. Provide enough spot elevations on your basin map to clearly
identify basins.
D2. Show Tc routes on the basin map.
D3. Include the east half of the plat in your calculations or provide
calculations which verify the reduced offsite flow.
D4. Provide offsite spot elevations and include in your drainage
calculations all areas which drain into the plat.
D5. Review the Tc calculations in the drainage report. County computed
numbers do not correspond to your values.
D6. 1208' volumes are calculated from the bottom area and the volume
along the slope perimeter. Check your calculations and verify your
volumes.
D7. Calculate Q for the road runoff and Q for the entire basin. Use
the larger Q for your curb cut calculations.
BOWSTRING METHOD (TEN YEAR STORM DESIGN)
PROJECT: P-1667
DETENTION BASIN DESIGN
BASIN:
2
REVIEWER: Lennemann
NUMBER OF DRYWELLS PROPOSED
DATE: 07-Mar-95
1 Single (type A
0 Double (type B)
Total Area (calc.) (see Ht)
1.12
Time of Conc. (calc.) (see H1)
7.37
Composite "C" (calc.) (see H1)
0.30
Time of Conc. (min)
7.37
Area (Acres)
1.1184573
C' Factor
0.30
Impervious Area (sq. ft.)
8614
Volume Provided
208:
316
storm:
255
Outflow (cfs)
0.3
Area' C" Factor
0.33
#1 #2
#3
#4
#5
#6 #7
Time Time
Intensity
0 dev.
Vin
V out Storage
Inc. Inc.
(min.) (sec.)
(in./hr.)
(cfs) (cu. ft.)
(cu. ft.) (cu. ft.)
(91'60)
aaa=aaa
(A'C'#3)
a
a
a
(Outf.'#2) (#s 6)
-----------aa3=aGaa
7.37 442.02
2.74
-
0.91
-
542
132.61
409
5 300
3.18
1.06
428
90
338
10 600
2.24
0.75
562
180
382
15 900
1.77
0.59
622
270
352
20 1200
1.45
0.49
655
360
295
25 1500
1.21
0.40
668
450
218
30 1800
1.04
0.35
678
540
138
35 2100
0.91
0.30
685
630
55
40 2400
0.82
0.27
700
720
-20
45 2700
0.74
0.25
706
810
-104
50 3000
0.68
0.23
717
900
-183
55 3300
0.64
0.21
739
990
-251
60 3600
0.61
0.20
765
1080
-315
65 3900
0.60
0.20
813
1170
-357
70 4200
0.58
0.19
844
1260
416
75 4500
0.56
0.19
871
1350
479
80 4800
0.53
0.18
878
1440
-562
85 5100
0.52
0.17
913
1530
-617
90 5400
0.50
0.17
928
1620
-692
95 5700
0.49
0.16
959
1710
-751
100 6000
0.48
0.16
987
18w
-813
DRAINAGE POND CALCULATIONS
Required grassy swale pond
storage volume
= Impervious Area x.5 inJ 12 inA. =
359 cu. ft.
provided:
316 cu. ft.
No Good
DRYWELL REQUIREMENTS -10 YEAR D
ESIGN STORM
Maximum storage required by Bowstring =
409 cu. ft.
provided:
255 cu. ft.
No Good
Number and type of Drywells Required =
1 Single
TIME OF CONCENTRATION (minutes)
Tc (overland) Tc (gutter) Areas "C" A'C
Ct = 0.15 L2 =
133
8614 020
0.90
0.177975
Z1 =
50
40106 0.92
0.17
0.15652
L1 (A) = 65 Z2 =
4.5
0.00
0.00
0
N(A) = 0.4 B=
0.1
0.00
0.00
0
S(A) = 0.0031 n =
0.016
0.00
0.00
0
S =
0.008
0.00
0.00
0
Tc (A) = 5.99 d =
0.17
0.00
0.00
0
Total A
Comp "C"
LI(B) = 0 Tc (gu) =
1.37
1.12
0.30
N(B) = 0 Tc(A+B) =
5.99
S(B) = 0
Q--C'I'A=
0.91
Tc(tot.) =
7.37
Q(est.) =
1.30
Tc (B) = 0.0 Intensity =
2.74
A =
0.804525
WP =
9.3854
R =
0.0857
V =
1.61
Tc (total) = Tc (overland) + Tc (gutter)
Tc(gu) =
1.37
Tc (overland) = Ct'(L1'N/S"0.5)"O.6)
Q(est) =
1.30
Ct = 0.15
L1= Length of Overland Flow
Holding =
4.29
N = friction factor of overland flow (A for average g
rass cover)
S = average slope of overland flow
Tc (gutter) = Length (ft.)Nelocity (ftlsec.)/60
B = Bottom width of gutter or ditch
Z1= inverse of cross slope one of ditch
Z2 = inverse of cross slope two of ditch
d = depth of flow in gutter (estimate, check estimate with Flow)
Area = d'B+d"2/2'(Z1+Z2)
Wetted perimeter= B•d+(1lsin(atn(11Z1))+11sin(atn(1fZ2)))
Hydraulic Radius = R = Area/Wetted Perimeter
Velocity =1.486/n'RA.667's".5
Flow = Velocily'Area
n = 0.016 for asphalt
s = longitudinal slope of gutter
0 Double
•
BOWSTRING METHOD (TEN YEAR STORM DESIGN)
PROJECT: P-1667
DETENTION BASIN DESIGN
BASIN:
1
R
EVIEWER: Lennemann
NUMBER OF DRYWELLS PRO
POSED
DATE:
07-Mar-95
1 Single (type A
0 Double (type B)
Total Area (calc.) (see Ht)
1.47
Time of Conc. (calc.) (see HI)
8.78
Composite 'C" (talc.) (see H1)
0.25
Time of Conc. (min)
8.78
Area (Acres)
1.4655647
C Factor
0.25
Impervious Area (sq. ft.)
6650
Volume Provided
208:
300
storm:
300
Outflow (cfs)
0.3
Area' C" Factor
0.36
N #1 92
#3
#4
#5
#6
#7
Time Time
Intensity
Q dev.
Vin
V out
Storage
Inc. Inc.
(min.) (sec.)
(inJhr.)
(cfs)
(cu. ft.)
(cu. ft.)
(cu. ft.)
(#1'60)
(A*C*#3)
-
(Outf.*#2)
(#546)
-8.78 =====526.92 ~
===2,41 -
-----0.89
629
158.08
471
5 300
3.18
1.15
461
90
371
10 600
2.24
0.81
629
180
449
15 900
1.77
0.64
689
270
419
20 1200
1.45
0.52
721
360
361
25 1500
1.21
0.44
733
450
283
30 1800
1.04
0.38
742
540
202
35 2100
0.91
0.33
748
630
118
40 2400
0.82
0.30
763
720
43
45 2700
0.74
0.27
768
810
42
50 3000
0.68
0.25
780
900
-120
55 3300
0.64
0.23
803
990
-187
60 3600
0.61
0.22
831
1080
-249
65 3900
0.60
0.22
883
1170
-287
70 4200
0.58
0.21
916
1260
-344
75 4500
0.56
0.20
945
1350
-405
So 4800
0.53
0.19
952
1440
-488
85 5100
0.52
0.19
990
1530
-540
90 5400
0.50
0.16
1006
1620
-614
95 5700
0.49
0.18
1039
1710
-671
100 6000
0.48
0.17
1070
1800
-730
DRAINAGE POND CALCULATIONS
Required grassy swale pond storage volume
= Impervious Area x.5 in./ 12 inJft. = 277 cu. ft.
provided: 300 cu. ft.
DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM
Maximum storage required by Bowstring =
provided
Number and type of Drywells Required =
OKI
471 cu. ft.
300 cu. ft. No Good
1 Single
TIME OF CONCENTRATION (minutes)
Tc (overland) Tc (gutter)
Ct =
0.15
L2 =
Z1 =
L1 (A) =
65
Z2 =
N(A) =
0.4
B=
S(A) =
0.0031
n -
s=
Tc (A)
=
5.99
d
LI(B) =
Tc (gu) _
N(B) =
0
Tc(A+B) _
S(B) _
0
Tc(tot.) _
Tc (B)
=
0.0
Intensity
=
270
50
4.5
0.1
0.016
0.008
0.17
2.79
5.99
8.78
2.47
Tc (total) = Tc (overland) + Tc (gutter)
Tc (overland) = Ct*(LI*N/S"0.5)"0.6)
Ct = 0.15
L1= Length of Overland Flow
N E friction factor of overland flow (A for average grass cover)
S = average slope of overland flow
Tc (gutter) = Length (ft.)Nelocity (ftJsec.)160
B = Bottom width of gutter or ditch
Z1= inverse of cross slope one of ditch
Z2 = inverse of cross slope two of ditch
d = depth of flow in gutter (estimate, check estimate with Flow)
Area = d*B+d"212*(Z1+Z2)
Wetted perimeter = B*d+(11sin(atn(121))+11sin(atn(I/Z2)))
Hydraulic Radius = R = ArealWetted Perimeter
Velocity =1.4861n*R".667*s".5
Flow = Velocity*Area
n = 0.016 for asphalt
s = longitudinal slope of gutter
0 Double
0.00 0.00 0
Areas
A*C
6650 0.15
0.90
0.137391
57190 1.31
0.17
0.223193
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
0.00
0.00
0
Total A
Comp "C
1.47
0.25
Q=C'I'A=
0.89
Q(est.) =
1.30
A =
0.804525
WP =
9.3854
R =
0.0857
V =
1.61
Tc(gu) =
2.79
Q(est) =
1.30
Holding =
8.71
. ` (509) 927-0120
J
EUGENE F. FISHER, P.E.
Civil Engineering
N. 3422 Kenney Road Otis Orchards, WA 99027
February 8, 1995
Mr. Dean Franz, P.E.
Spokane County
Division of Engineering and Roads
1026 W. Broadway
Spokane, WA 99260-0710
Re: Lennox Subdivision
Project No: P-1667
Dear Mr. Franz:
Please find attached the third submittal for Lennox
Subdivision.
Item G-3: Mail delivery facilities are being discussed with
the Post Office at this time. We will be
submitting this information on or about February
15, 1995.
Item 33: R-Value tests will be performed the week of
February 15, 1995.•
Eugene F. Fisher, P.E.
C y
LENNOX SUBDIVISION
Located in: NW a, SE4, Sec. 13, T25N, R44E, WM.
INDEX
1. Summary
2. Soils Map
3. Basin 1 Drainage Calculations
4. Basin 2 Drainage Calculations
5. Broadway Curb Calculations*
6. Plat Map
41
i EXwRES 5/12/ ?
SUMMARY
Map symbol GgA - garrison gravelly
loam,
SOILS:
0-5 percent slopes.
somewhat
textured
excessivly
,
Gravelly, medium
drained soils in gravelly glacial o
ut wash
material.
BASIN 1: Area = 0.83 acres.
hard surface = .1527 AC.
Area
graded,
The west 65 feet to be
l
rear 100
The
west to Lennox lane.
to
feet
remain undisturbed.
Q = .66 CF.
Curb opening = 4 ft.
,,208" storage = 420 CF
Type "All drywell.
BASIN 2: Area = 0.67 acres.
hard surface
Area
The west 65 fto be graded, s =
.0031
west to Lennox lane. The rear 100
feet to
remain undisturbed.
Q = 0.63 CF.
Curb opening = 4 ft.
"208 1' storage = 294 CF.
Type "All drywell.
S P O 1< A N E
OFFICE OF THE COUNTY ENGINEER a
Ronald C. Hormann, P.E., County Engineer
20 April 93
Gene Fisher, P.E.
N. 3422 Kenney Road
Otis Orchards, WA 99027
C O U N T Y
A DIVISION OF THE PUBLIC WORKS DEPARTMENT
Dennis M. SCOtt, P.E., Director
SUBJECT: Soils Testing Requirements
P1667 - Lennox Subdivision
Dear Mr. Fisher:
Additional information with respect to the subsurface soils
conditions on this project is required to complete the plans review
process. Specifically, representative values for soil percolation
rates and soil-subgrade "R"values are necessary to evaluate the
proposed storm drainage disposal system and road pavement section.
The Spokane County Materials Laboratory has reviewed the proposed
development plan,and has determined that a minimum of 1
Stabilometer "R" value tests is required.
The information may be supplied by any qualified soils firm. The
tests and methods must meet Spokane County standards, and be
inspected by Spokane County personnel. Spokane County (Mr. Jim
Radke; 456-3600, ext. 436) should be notified at least 24 hours in
advance of all sampling and testing.
Please call me at 456-3600 if you should have any questions.
Sincerely,
Edward J. Parry, Jr., P.E.
Plan Review Engineer
cc: Project file
W. 1026 Broadway Ave. Spokane, WA 99260-0170 (509) 456-3600 FAX (509) 456-4715
.
74
Wlap
symbol
DsC
DsD
DvD
EkB
EIC
EID
Em
SOIL SURVEY
TABLE 6.--Briej descriptions of soils and their
Fa B
FaB3
FaC3
Fm
GaC3
o -f
(:EgA
GgB
GmB
GnB
GpA
GpB
GpC
GpD
Soil name
Description of soil and site
k
)ragoon stony silt loam, 0 to 30 percent
slopes. r
)ragoon stony silt loam, 30 to 55 per-
cent slopes.
Dragoon very rocky complex, 20 to 55
percent slopes.
l.loika silt loam, 0 to 20 percent slopes.
Eloika very stony silt loam, 0 to 30 per-
cent slopes. r
Eloika very stony silt loam, 30 to 55
percent slopes.
E- indent silt loam.
Freeman silt loam, 5 to 20 percent
slopes.
Freeman silt loam, 5 to 20 percent
slopes, severely eroded.
Freeman silt loam, 20 to 30 percent
slopes, severely eroded.
Fresh water marsh.
Garfield silty clay loam, 0 to 30 percent
slopes, severely eroded.
Qarrison gravelly loam, 0 to 5 percent
slopes.
Garrison gravelly loam, 5 to 20 percent
slopes.
Garrison very gravelly loam, 0 to f
percent slopes.
Garrison very stony loam, 0 to 21
percent slopes.
Clenrosc silt loam, 0 to 5 percent slope!
Glenrose s t 0
Glenrose silt loam, 20tox 301 perr c r
slope.
Glenrose silt loam, 30 to 55 percer
tilupe-s.
imilar to Dragoon silt loam, 0 to 30 percent
slopes, except that the surface layer is stony.
Dragoon part similar to Dragoon silt loam, 0 to
30 percent slopes, except that depth to bed-
rock ranges from 10 to 20 inches. Rock out-
crop included in this complex.
Medium-textured, well-drained soil formed from
glacial till containing a large amount of vol-
canic ash in the surface layer; underlain by
gravel at depth of 30 to 60 inches; occupies
undulating, morainclike topography.
Similar to Eloika silt loam, 0 to 20 percent slopes, I
except that they are very stony throughout.
Medium-textured, somewhat poorly drained,
alkaline soil formed in alluvium from calcar-
eous silt, volcanic ash, and diatonite; depth
to water table fluctuates from near the surface
to about 6 feet.
Very deep, moderately well drained upland soils
with medium-textured surface layer and medi-
um or moderately fine textured subsoil; formed
from silt on rolling to hilly uplands.
p, intermittent ponds and
Shallow, swam y
fringes around lakes that have a fluctuating
water table. Engineering data is not given,
as land type is too variable.
Very deep, well-drained soil developed in loess
on ridgetops and knobs on the rolling to hilly
uplands in the Palouse area
Gravelly, medium-textured, somewhat exces-
sively drained soils formed in gravelly glacial
outwash material from a variety of acid,
igneous parent rock; on nearly level to mod-
crately gravelsloping n rrcobblestonest ranges mixture
2~j to 5 feet.
Similar to Garrison gravelly loam, except that
the surface layer is very gravelly.
1 Similar to Garrison gravelly loam, except tha
the surface layer is very stony.
Very deep, medium-textured, well-drained soil
formed from acid igneous glacial till; surfac
t layer influenced by loess and volcanic ash; o
gently rolling to steep uplands.
t
Classification
Depth
from
surface
USDA texture
Jn.
0 to 24
24 to 44
44 to 53
53 to 60
0 to 26
26 to 41
41 to 60
0 to 22
22 to 72
0 to 8
8 to 23
23 to 60
0 to 15
15 to 44
44 to 60
0 to 15
15 to 44
44 to 60
0 to 72
e
i
Silt loam----
Gravelly loam -
Very gravelly sandy
loam.
Gravel-------------
Silt loam
Very fine sandy
loam.
Sandy clay loam----
Silt loam
silty clay loam------
silty clay loam
Silty clay---_------
Silty clay loam-_---
Gravelly loam--_---
Very gravelly loam-
Sand, gravel, and
cobblestones.
Very gravelly loam.
Very gravelly loam.
Sand, gravel, and
cobblestones.
Silt loam
,p e
V
j I
u
OD
Q
O
C
E
0
o ~
N ~
N d
'e
u O.
N
E Z
N
C N Ln 4 L N
N w
C
d O
N .
C ~
V ;
O t
N .n
N
C
O
u
~ O
u
a ^
N N
° co_ c ~O
4= w
N p
'D E c c
~ ~ S N
n O C_
c_
O
no
o ; c
u u
d a0
N Q
4 ~
~ O
O ~
V C
O ~
N 4
D
1tl V
E~
N v
c c
1~ 4
.`^Eptj o~
~I w l14 l4 Sc c 13 T25 ~ IZ
i•
N`f 4e
.MCA
Ggj,
0
• OUNTY, WASHINGTON - SHEET NUMBER 67 - -
4'1 L (loins sheer 58)
SRA N?
y., .3 290 • P
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44
CANAL
Vic
AN f i N,
(loins sheet 76)
1 Mile 0 5000 Feel
Scale 1: 20 000 t t
i
- - t ~ 1a'4tiF'r.
--W
S P O K A N E C O U N T Y
F.oM
OFFICE OF THE COUNTY ENGINEER • A DIVISION OF THE PUBLIC WORKS DEPARTMENT
Ronald C. Hormann, P.E., County Engineer Dennis M. Scott, P.E., Director
20 April 93
Gene Fisher, P.E.
N. 3422 Kenney Road
Otis Orchards, WA 99027
SUBJECT: Soils Testing Requirements
P1667 - Lennox Subdivision
Dear Mr. Fisher:
Additional information with respect to the subsurface soils
conditions on this project is required to complete the plans review
process. Specifically, representative values for soil percolation
'rates and soil-subgrade "R"values are necessary to evaluate the
proposed storm drainage disposal system and road pavement section.
The Spokane County Materials Laboratory has reviewed the proposed
development plan,and has determined that a minimum of 1
Stabilometer "R" value tests is required.
The information may be supplied by any qualified soils firm. The
tests and methods must meet Spokane County standards, and be
inspected by Spokane County personnel. Spokane County (Mr. Jim
Radke; 456-3600, ext. 436) should be notified at least 24 hours in
advance of all sampling and testing.
Please call me at 456-3600 if you should have any questions.
Sincerely,
Edward J. Parry, Jr., P.E.
Plan Review Engineer
cc: Project file
W. 1026 Broadway Ave. Spokane, WA 99260-0170 (509) 456-3600 FAX (509) 456-4715
►-rC_. /y N V
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FIELD INFORMATTON CALCULATTONS AND [)ESIGN
#2 113 11-4 -(1 - - t,._ __---ll "I 11 ti „ if 9
t,
-11M MIAXIMUM
p WI ST. FROM Iii ST. CURB I:I.rv. SI• I LC•1'I:I) Z GRADF
STA. ELEV. ELLV. CU L. P. FIt0M E. I'. ; '1 . ~Z SLOPE, '2% SLOPL LLLV.
TO CURB !.F. I". + FROM 1'. P. +
CURB HE-I Il T) CURB IILICHT)
7-L Z~.39 2~,~5 i ~ 9
6 t3 9 •',S
29.23 4 e L~ •3~ 3, o b'
z
?,1.3~' 2.14
Vt5 ~
2`►. ZCl .4L 3.45
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2 q,3~ Zvi , cwt;
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2 S
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LMAR a 19 9 5
TO it, ~ x y•
-Y- DATE ~r
log& 4) ~ er
lxnz26-k :!~U&uvie'loil
SIGNED {C J 7 SIGNED -
~ Redid Irm 9 4S 473 SEND PARTS I AND 3 WITH CARBON INTACT _ PAR2 3 WILL BE RETURNEE) WITH REPLY,
Poky Pak {SID xul 4P473
REVIEW COMMENTS
SPOKANE COUNTY
DIVISION OF ENGINEERING & ROADS
1026 W BROADWAY, SPOKANE WA 99260-0710
PHONE (509)456-3600 FAX (509)324-3478
REVIEW 4
PROJECT P-1667
PROJECT NAME: Lennox Subdivision
REVIEWER: Paul Lennemann, E.I.T
DATE: 29 March 1995
These comments are to be used in conjunction with the road and drainage
plan redline markups, which are attached. Address all comments by
revising the plans and drainage.calculations, unless otherwise noted.
General Comments
G1. Examiner's Planning Condition #17 reads, "Prior to approval of the
road and drainage plans, you are required to coordinate with the United
States Postal Service to determine the type and location of mail
delivery facilities...". Provide evidence this has been accomplished
and coordinate with the Planning Department.
Road and Storm Plans
1. Check the a station equation for the street intersection.
1. As mentioned in the previous reviews, an R-value test is to be
performed and the results provided.
Drainage Calculations
D1. Provide enough spot elevations on your basin map to clearly
identify basins.
D2. Show Tc routes on the basin map.
D3. Include the east half of the plat in your calculations or provide
calculations which verify the reduced offsite flow.
D4. Provide offsite spot elevations and include in your drainage
calculations all areas which drain into the plat.
D5. Review the Tc calculations in the drainage report. County computed
numbers do not correspond to your values.
D6. 1208' volumes are calculated from the bottom area and the volume
REVIEW COMMENTS Page 2 of 2
29 March 1995
REVIEW # 3
PROJECT # P-1667
PROJECT NAME Lennox Subdivision
along the slope perimeter. Check your calculations and verify your
volumes.
D7. Calculate Q for the road runoff and Q for the entire basin. Use
the larger Q for your curb cut calculations.
F'ETULEUM ^,C _T ENCE 4892401 F' _ 0 1
n
fthuleum Sciencesa Inc,
Asphalt Technology + Asphalt Emulsions • Polvmer Ashpalts Rheology
x•81.7 N. Freya $t., 4, P.U. Btyv, 63U4 $r3t7k<1,[lC:, tiVA 99207
,$094,59-1758 159-2401.
Eugene Fisher, Q . E
N . 3 2 2 Kenney Road
Ot 1s Orchards, 10A 99027
t•4,irch 77 , 1994
Project t12852
Re: VJI1 1 Qy HOMIeS, R.-vta 1 iao
.r he i csrfip 1 E was ca 1 ped on the -.t/4- -sieve an s<-xeened on other.
sieve, si ms to rn ake ad jUstments as t'OgUi i red by the test method.
SV^I0 1 1 va 1 uea were obta i nt~d which calculate to 40 1 bcs . /sq . ft. at
the oo i nt the F1'-valueis reported, VISDOT test rOethod 611 regal r es
the P--va 1 ire to be reported at AOU os i exudat i oii rwessur^e .
San-i r) 1 e R-Va1 Ue
9, 0--47C /-4
€t~ar)ectf u 1 1 y br(Ii tA.'.0d ,
Kont Henderson, N 1 Cc r ! r
LENNOX SUBDIVISION
Located in: NW 4, SE4, Sec. 13, T25N, R44E, WM.
INDEX
1. Summary
2. Soils Map
3. Basin 1 Drainage Calculations
4. Basin 2 Drainage Calculations
5. Broadway Curb Calculations
6. Plat Map
ti
~G~~ F fill
JG of WASI-
T
i
cl
11592
S~ONALG
1 EXPIRES 5/12/ 5 T
RECEIVED
MAR 2 4 1995
SPOKARE COUNTY ENGINEER
Lc;~1~07C ~~r~~T~Jvs.~ o~J
(p -7
\a-) t L L M r3 U N Si J R.2 E;L
o
FID -j r-~ r>
L c~
N. D T!-1 a ~J i'
SUMMARY
SOILS: Map symbol GgA - garrison gravelly loam,
0-5 percent slopes.
Gravelly, medium textured, somewhat excessivly
drained'soils in gravelly glacial out wash
material.
BASIN 1: Area = 0.83 acres.
Area hard surface = •1527 AC' _ ,0031
The west 65 feet beThegraded,
rear 100 feet to
west to Lennox lane.
remain undisturbed.
Q = .66 CF.
Curb opening = 4 ft.
11208" storage = 420 CF
Type "All drywell.
BASIN 2: Area = 0.67 acres.
Area hard surface = 0.1978 AC. _ .0031
The west 65 feet to beThearear 100 feet to
west to Lennox la
remain undisturbed.
Q = 0.63 CF.
Curb opening = 4 ft.
11208" storage = 294 CF.
Type "All drywell.
I
S P O K A N E M C O U N T Y
MIN-
OFFICE OF THE COUNTY ENGINEER • A DIVISION OF THE PUBLIC WORKS DEPARTMENT
Ronald C. Hormann, P.E., County Engineer Dennis M. Scott, P.E., Director
20 April 93
Gene Fisher, P.E.
N. 3422 Kenney Road
Otis Orchards, WA 99027
SUBJECT: Soils Testing Requirements
P1667 - Lennox Subdivision
Dear Mr. Fisher:
Additional information with respect to the subsurface soils
conditions on this project is required to complete the plans review
process. Specifically, representative values for soil percolation
rates and soil-subgrade "R"values are necessary to evaluate the
proposed storm drainage disposal system and road pavement section.
The Spokane County Materials Laboratory has reviewed the proposed
development plan,and has determined that a minimum of 1
Stabilometer "R" value tests is required.
The information may be supplied by any qualified soils firm. The
tests and methods must meet Spokane County standards, and be
inspected by Spokane County personnel. Spokane County (Mr. Jim
Radke; 456-3600, ext. 436) should be notified at least 24 hours in
advance of all sampling and-testing.
Please call me at 456-3600 if you should have any questions.
Sincerely,
Edward J. Parry, Jr., P.E.
Plan Review Engineer
cc: Project file
W.1026 Broadway Ave. Spokane, WA 99260-0170 (509) 456-3600 FAX (509) 4564715
X74
lklap
symbol
DsC
DsD
DvD
EkB
EIC
EID
Em
Fa B
FaB3
FaC3
Fm
GaC3
GgA
GgB
Soil name
)ragoon stony silt loam, 0 to 30 percent
slopes.
dragoon stony silt loam, 30 to 55 per-
cent slopes.
Dragoon very rocky complex, 20 to 55
percent slopes.
E,loika silt loath, 0 to 20 percent slopes.
Floika very stony silt loam, 0 to 30 per-
cent slopes.
Floika very stony silt loam, 30 to 55
percent slopes.
Lmdent silt loam.
Freeman silt loam, 5 to 20 percent
slopes. t
Freeman silt loam, 5 to 20 percent
slopes, severely eroded. percent
Freeman silt loam, 20 to 30 pc
slopes, severely eroded.
Fresh water marsh.
Garfield silty clay loam, 0 to 30 percent
slopes, severely eroded.
Garrison gravelly loam, 0 to 5 percent
slopes.
Garrison gravelly loam, 5 to 20 percent
slopes.
GmB
Garrison very gravelly loath, 0 to f
percent slopes.
GnB
Garrison very stony loam, 0 to 21
percent slopes.
GpA
Clenrose silt loam, 0 to 5 percent slop
percent
ilt
0
GpB
GpC
GClenrose lcnrose s
percer
loam, 20
to
GpD
slopes.
Glenrose silt loam, 30 to 55 percer
:duper.
SOIL SURVEY
TABLE 6.-Brief descriptions of soils and their
Description of soil and site
,imilar to Dragoon silt loam, 0 to 30 percent
slopes, except that the surface layer is stony.
Dragoon part similar to Dragoon silt loam, 0 to
30 percent slopes, except that depth to bed-
rock ranges from 10 to 20 inches. Rock out-
crop included in this complex.
Medium-textured, well-drained soil formed from
glacial till containing a large amount ofn vol-
canic ash in the surface layer; by
gravel at depth of 30 to 60 inches; occupies
undulating, morainclike topography.
Similar to Eloika silt loam, 0 to 20 percent slopes,
except that they are very stony throughout.
Medium-textured, somewhat poorly drained,
alkaline soil formed in alluvium from calca h
eous silt volcanic ash, and diatonite; de
to water'table fluctuates from near the surface
to -about 6 feet.
Very deep, moderately well drained upland soils
with medium-textured surface layer and medi-
um or moderately fine textured subsoil; formed
from silt on rolling to hilly uplands.
Shallow, swampy, intermittent ponds and
fringes around lakes that have a fluctuating
water table. Fngincering data is not given,
as land type is too variable.
Very deep, well-dmined soil developed in loess
on ridgetops and kno s soil the oiling to hilly
uplands in the Palouse area.
Gravelly, medium-textured, somewhat exces-
sively drained soils formed in gravelly glacial
outwash material from a variety of acid,
igneous parent rock; on nearly level to mod-
onest rangesmixture
erately Rloping ndrrcobtil c tdept
from
and
sand, gravel,
2,4 to 5 feet.
Similar to Garrison gravelly loam, except tha
the surface layer is very gravelly.
Similar to Garrison gravelly loam, except thn
the surface layer is very stony.
Very deep, medium-textured, well-drained soil
formed from acid igneous glacial till; surfac
t layer influenced by logs and volcanic ash; o
gently rolling to step uplands.
t
classification
Depth
from
surface
USDA texture
I rt.
0 to 24
Silt loam
24 to 44
Gravelly loam-_-_-__
44 to 53
Very gravelly sandy
loam.
53 to 60
Gravel-------------
0 to 2G
Silt loam-----------
26 to 41
Very fine sandy
loam.
41 to 60
Sandy clay loam - - - -
0 to 22
Silt loam
22 to 72
Silty clay loam------
0 to g
Silty clay loam-----
y
23 to 60
loam-----
Silty cla
0 to 15
Gravelly loans------
15 to 44
Vcry gi6elly 10am-
,
44 to 60
Sand, gravel, and
cobblestones.
t 0 to 15
Very gravelly loam-
15 to 44
loam.
Very gr
y
44 to 60
nd
a
avell
Sand, gravel# and
co
t
y 0 72
.
Silt loam
c
tt
V
V
m
t
C
Y
E
0
Y
_Y
9
Y
C
Y
V
Y
Vl
C
O
w
V
C
U
0
N
i
w
w
•
00
o=
w N
~ E
rn~
c $
V O
O. j
u v
x
• t
. O
O m
C ~
C ,c
M i
V
E~
c c
Q!
C
61
C '
A
n
A
Z
C
N
Ull
_
L_
N
C
~
O
G
O
L
N
W
G
O
u
C
O
u
d
N
Q!
L
~
~
Y.
~
v
~
a
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-OUNTY, WASHINGTON - SHEET NUMBER 67 - ~v _
1 1 Mile Scale 1:20 000 O 5000 feel
J
JVL/IC 1-- 1f- (loins sheet 76)
S P O K A N E
OFFICE OF THE COUNTY ENGINEER. •
Ronald C. Hormann, P.E., County Engineer
20 April 93
Gene Fisher, P.E.
N. 3422 Kenney Road
Otis Orchards, WA 99027
'C O U N T Y
A DIVISION OF THE PUBLIC WORKS DEPARTMENT
Dennis M. Scott, P.E., Director
SUBJECT: Soils Testing Requirements
P1667 - Lennox Subdivision
Dear Mr. Fisher:
Additional information with respect to the subsurface soils
conditions on this project is required to complete the plans review
process. Specifically, representative values for soil percolation
rates and soil-subgrade "R"values are necessary to evaluate the
proposed storm drainage disposal system and road pavement section.
The Spokane County Materials Laboratory has reviewed the proposed
development plan,, and has determined that a minimum of 1
Stabilometer "R" value tests is required.
The information may be supplied by any qualified soils firm. The
tests and methods must meet Spokane County standards, and be
inspected by Spokane County personnel. Spokane County (Mr. Jim
Radke; 456-3600, ext. 436) should be notified at least 24 hours in
advance of all sampling and testing.
Please call me at 456-3600 if you should have any questions.
Sincerely,
Edward J. Parry, Jr., P.E.
Plan Review Engineer
cc: Project file
W.1026 Broadway Ave. Spokane, WA 99260-0170 (509) 456-3600 TAX (509) 456-4715
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BOUSTRINC MF1'11OD
DETENTION BASIN UE.SICN
Time laccemetit (mill) S
'time of Concentration (min)
Outflow (c.f.s.) I.t Ntti~'''
~ J
Ueslkn year flow (yr.) IO
Area (acres) •%J Developed "C" factor O , 4o
Area x "C" • 337-
U1 p2 t 13
T1me- Inc. Time Inc. Intensity
(min.) (sec.) (in:/hr. )
(A1 * 60)
• J • • V
IO 600 2.24
15 900 1 *707
14 U5
#6
Q dev.
V in
V out
(c.f.s.)
(Cu. ft.)
(cu. ft.)
(AAC*#3)
(see below)
(uutf1Uw*U2)
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5 c~ 8
~ `c U
G3c.
21(.
r
U 7• -
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(cu. ft.)
-(O5-U6)
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20
c L
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s G
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DETENTION BASIN UE:S [ CN
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Time bicrer,c„t (mill)
'rime of Culic:entratlon 5
' (min)
Outfluw (c,f.s.)
Design year flow
(yr.)
Area (acres) (07 Oevelo ed
Area x "C•' P ..C'. factor 0.40
U1 ~z t 1.3
-
Time Inc. Time Inc, Intensity t<4 US t16
(min.) (sec.) (in:/hr.) (cQ dev. .f .s.) y In v out
. (A1 * 6U (Cu. ft.)
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Storage
(cu. ft.)
7 5
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)
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L
FIELD INFORMATION OFFICE CALCULATIONS AND DESIGN
Sta
Elev.
EP
LIST FROM
DIST
Min curb elev
Max curb
eLev
to
from ~
4.5 slope
elev 2%
,
EP
EP to
*rom EP +
slope from
C- rc.e
curb ht
EP + curb ht
d-ro v
2°►.5K
2ft.38
+
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4- 3 8 -?5
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9
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REVIEW COMMENTS
SPOKANE COUNTY
DIVISION OF ENGINEERING & ROADS
1026 W BROADWAY, SPOKANE WA 99260-0710
PHONE (509)456-3600 FAX (509)324-3478
REVIEW 4
PROJECT P-1667
PROJECT NAME: Lennox Subdivision
REVIEWER: Paul Lennemann, E.I.T
DATE: 27 March 1995
These comments are to be used in conjunction with the road and drainage
plan redline markups, which are attached. Address all comments by
revising the plans and drainage calculations, unless otherwise noted.
General Comments
G1. Examiner's Planning Condition #17 reads, "Prior to approval of the
road and drainage plans, you are required to coordinate with the United
States Postal Service to determine the type and location of mail
delivery facilities...". Provide evidence this has been accomplished
and coordinate with the Planning Department.
Road and Storm Plans
A.~ Check the a station equation for the street intersection.
Sheet 2
A p*erf As mentioned in the previous reviews, an R-value test is to be
orm ed and the results provided. 2
N~o~~ iNe.~~~ 04
~~c.1►~,
Drainage Calculations
AV& Provide enough spot elevations on your basin map to clearly
07dentify basins.
4.1
1
Show Tc routes on the basin map.
w_ .
AP&ft. Include the east half of the plat in your calculations or provide
calculations which verify the reduced offsite flow.
~•Di4. Provide offsite spot elevations and include in your drainage
calculations all areas which drain into the plat.
1-1411'. Review the Tc calculations in the drainage report. County computed
numbers do not correspond to your values.
%4b6. 1208' volumes are calculated from bo a
rne
a frro'the-volume
APR i95 ASR
t, .:6R
1
Or,
REVIEW COMMENTS Page 2 of 2
27 March 1995
REVIEW # 3
PROJECT # P-1667
PROJECT NAME Lennox Subdivision
along the slope perimeter. Check your calculations and verify your
volumes.
*7 Calculate Q for the road runoff and Q for the entire basin. Use
t e larger Q for your curb cut calculations.
LENNOX SUBDIVISION
Located in: NW 4, SE4, Sec. 13, T25N, R44E, WM.
I ND"E X
1. Summary
2. Soils Map
3. Basin 1 Drainage Calculations
4. Basin 2 Drainage Calculations
5. Broadway Curb Calculations
6. Plat Map
91
~it~i Gam/ t~
/ EXPIRES 5/12/ ?
n
SUMMARY
SOILS: Map symbol GgA - garrison gravelly loam,
0-5 percent slopes.
Gravelly, medium textured, somewhat excessivly
drained soils in gravelly glacial out wash
material.
BASIN 1: Area = 0.83 acres.
Area hard surface = .1527 AC.
The west 65 feet to be graded, s = .0031
west to Lennox lane. The rear-14-0 feet to
remain undisturbed.
Q = .80 CF.
Curb opening = ~,5 ft .
"208" storage = 400 CF
Type "All drywell.
BASIN 2: Area = 0.67 acres.
Area hard surface = 0.1978 AC.
The west 65 feet to be graded, s = .0031
west to Lennox lane. The rear-160 feet to
remain undisturbed.
Q = 0.118 CF.
Curb opening = ft.
208" storage = 3gq CF.
Type "A" drywell.
v
74
Map
symbol
DsC
DsD
DvD
EkB
EIC
EID
Em
Fa B
FaB3
FaC3
Fm
SOIL SURVEY
TABLE 6.-Brief descriptions of soils and their
Soil name
Dragoon stony silt loam, 0 to 30 percent
slopes.
Dragoon stony silt loam, 30 to 55 per-
cent slopes.
Dragoon very rocky complex, 20 to 55
percent slopes.
Eloika silt loam, 0 to 20 percent slopes.
Description of soil and site
Similar to Dragoon silt loam, 0 to 30 percent
slopes, except that the surface layer is stony.
Dragoon part similar to Dragoon silt loam, 0 to
30 percent slopes, except that depth to bed-
rock ranges from 10 to 20 inches. Rock out-
crop included in this complex.
Medium-textured, well-drained soil formed from
glacial till containing a large amount of vol-
canic ash in the surface layer; underlain by
gravel at depth of 30 to 60 inches; occupies
undulating, morainelike topography.
Eloika very stony silt loam, 0 to 30 per-
cent slopes.
Eloika very stony silt loam, 30 to 55
percent slopes.
Emdent silt loam.
Freeman silt loam, 5 to 20 percent
slopes.
Freeman silt loam, 5 to 20 percent
slopes, severely eroded.
Freeman silt loam, 20 to 30 percent
slopes, severely eroded.
Fresh water marsh.
GaC3
GgB
GmB
GnB
GpA
GpB
GpC
GpD
Garfield silty clay loam, 0 to 30 percent
slopes, severely eroded.
Garrison gravelly loam, 0 to 5 percent
slopes.
Garnson gravelly loam, 5 to 20 percent
slopes.
Garrison very gravelly loam, 0 to 8
percent slopes.
Garrison very stony loam, 0 to 2(
percent slopes.
Clenrose silt loam, 0 to 5 percent slopes
Glenrose silt loam, 5 to 20 percent slopes
Glenrose silt loam, 20 to 30 percen
slopes.
Glenrose silt loam, 30 to 55 percen
slopes.
Similar to Eloika silt loam, 0 to 20 percent slopes,
except that they.are very stony throughout.
Medium-textured, somewhat poorly drained,
alkaline soil formed in alluvium from calcar-
eous silt, volcanic ash, and diatonite; depth
to water table fluctuates from near the surface
to about 6 feet. .
Very deep, moderately well drained upland soils
with medium-textured surface layer and medi-
um or moderately fine textured subsoil; formed
from silt on rolling to hilly uplands.
Shallow, swampy, intermittent ponds and
fringes around lakes that have a fluctuating
water table. Engineering data is not given,
as land type is too variable.
Very deep, well-drained soil developed in loess
on ridgetops and knobs on the rolling to hilly
uplands in the Palouse soil area.
Gravelly, medium-textured, somewhat exces-
sively drained soils formed in gravelly glacial
out%vash material from a variety of acid,
igneous parent rock; on nearly level to mod-
erately sloping terraces; depth to mixture of
sand, gravel, and cobblestones ranges from
234 to 5 feet.
Similar to Garrison gravelly loam, except that
the surface layer is very gravelly.
Similar to Garrison gravelly loam, except that
the surface layer is very stony.
Very deep, medium-textured, well-drained soil:
formed from acid igneous glacial till; surfac(
layer influenced by loess and volcanic ash; of
gently rolling to steep uplands.
Classification
Depth
from
surface
USDA texture
in.
0 to 24
24 to 44
44 to 53
53 to 60
0 to 26
26 to 41
41 to 60
0 to 22
22 to 72
0to8
8to23
23 to 60
0to15
15 to 44
44 to 60
0 to 15
15 to 44
44 to 60
0to72
Silt loam
Gravelly loam
Very gravelly sandy
loam.
Gravel_____________
Silt loam
Very fine sandy
loam.
Sandy clay loam----
Silt loam
Silty clay loam------
silty clay loam----_.
Silty clay---------
Silty clay loam-----
Gravelly loam
Very gravelly loam-
Sand, gravel, and
cobblestones.
Very gravelly loam-
Very gravelly loam-
Sand, gravel, and
cobblestones.
Silt loam
f
r~
LE nb 0 0-4- I &k. S I h7 Z
54. S) t~j -f
9-3 kc-
tea. f~3 = 5, 2.t = m,~- fl
40
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~
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.
o
35
d = :13S
Q = a c. ~ 5 .
IIA
j rj-
7c-
r
Tc
'IV
r
lip
SQ L` O-L S
a
55 -3 L
ti
16
_p - S S~
LLZ
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t-i / S. Al (9 1 )~omva=l
BO WS'rR [J~~' rjr7
I1'!it)D
DETENTLON BAS 114 DFS tCif
Time lncrenent (min)
TimC of Concentration 5
Outflow (c.f.s.)
Design year flow
? Area (acres)
` Area x "C" Developed "C" factor 0,4-o
'
,AW
U1 02 t 1.3
Time Inc. ir4 4'5
Time Inc. Intensity Q dev. V In U6 trr
T--
(min.) • (sec.) (in:/hr,) - V out Storage
arm (A1 60) (C.f.S.) (cu. ft.) (cu. ft.) (cu. ft.)
_ (sce below) (outflo *U2) (05-f16)
10 600 3 R
2.24 57 58. o S M
15-
900 ! ~v vJ
1.77
(37
20 1200
1 .45 s.15
` 25 1500 1.21 x(02 3GvOZ
30 1800 1.04 I 4 s
35
2[00 .91
40 2 .8
j__ @ 8
45 2740 .74 I I
SO 3000- . 68
. ~ 1 SS 33(?0-
'64 I
6~) 3600• .61 I
5__L' 3900 .50
70 4200 .58
7s 4500 1 ,Aw
.56
$0 4800 .53
'wow $ 5 5100 .52
2
ink 90 S4()0 .50
9 S L_j 5100 .49
6060 .48
Vin - 1.34 Q dev * t for t < Tc
Vin -(Q dev * C)+(.34 * Q dev * Tc) for-,t > Tc
J
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J DETEt1T[Uu BASJU DESIGN
Time Increment (miff)
Timc of Concentcatlon 5
(min) 7.S ►~"J..
Outflow (c.E.s.)
Design year flow
(yr.)
Area (acres) (07 De elo ecl
Area x P ••C.• factor. D. 0
al o2 t 13
Time Inc.4 ~S t16
Time Inc. Intensity
Q dev. U7 -
i (min.) V in
V
(sec.) (in:/hr.) out (c.E.s.) (cu. ft. Storage
(A1 * 60) * ) (cu. ft.) (cu. f
(A C 03) (see below
(outfloc~ U2) US-p
IO 600 2.24 . o ° Z 2
4S~ t~ x.8.5.
15 900 v
1.77
20 1200 1 . G S ¢q 5 Z-7 Z-25
39 Lg 3 ~o u,8
25 1500 1.21
- Z.
sZq 450
30 1800 1.04 I , Z 8 5 `t',. 7q
35 2100 I .91
40 q!'00 .82 I
` 45 2700
.74
50 3r)c)0 68
IL 55 3300 .6 4
6q 3600 .61 I
I 6S 3900 .60
I
70 42 0 0
. 58
75 4500 ' ,S6
80 4800 .53
,.,,saw 85 5100 .52
90 5400 SO
95 5100
.49
I ~lU 6000
Vin 1-34 * dev
- Q c for c < Tc
Vin - (Q dev * t)+(.34 * Q dev * Tc for..•t > Tc
. 306/6
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law,
FIELD INFORMATTON _ OFFI C 17 CALCULATIONS AND DESIGN _
#1 11 ~ 113 #4 11 I if 8 - ~l
YIMufl1 MAXIMUM
E.P. nI ST. FROM Ul ST. ':,lilt I•: 'FV. (:Intl; I:I,F,V. SFLECTE D % GRAM".
STA. ELEV. ELEV. Z; to E. 1'. FROM E. 11 . _),z `LOPE' (2% SLOPE ELLV.
TO CURB F110+1E E. P. + FROM I:. P. +
CURL' )IEIGHT) CURB HEIGHT) (t,~
v
6400
21.39
09,15
t1
9
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