25485 PE-1206E SUMMERFIELD EAST
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As Bu1it flA~ ~~~ivea Plats File PF- i I 206JE -78
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Technical lteview: ❑ 14arvard Rd Plan ❑ ~ SpWW Fees
gaclWaary Review; `T'YAG: ❑ T.arge Lot B1ft. 5qt~ Pea
Da~ ~eceindm 02t15t2003 Tiv. Lots: 19 No, Aem' 5.7$
Project ~ame SUNUVIE1tF1'LLD EA5T STH ADD
Site sLddrm W. SCJI~~, & CA-LVIN, S. rOR£CER, N. QLYWTC,
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Ken,feih JToppc€ Eirc Dist oC Rac►ge-Townsnip-Section: 44 - 26 - 33 PARCEL(S): (ficsc 20)
Ffvr FHW LLC V1Fater Source Aublic 46353.9074 45354.9050
122 N. Raynio-ad . 3 Sexvcr Sourcc
S1'OKAIQ~ WA 99246-
rbaiae (509) 217.1052
Fax (509) 924-1211
Owner
Kenneth J llippar Surveyor
FTVE FIFTY GLC Sara Sue Mub
322 N. [3ntiPersity WYti'f't' EN~'r fi.r U]C
1339 N, T3awflrt1 St
SPOKANE, WA 99206- SP4Kr1NE, WA 99201
Phanc (509) 9814355 Phone (509) 32$-5i39 '
Fax (569) 32$-0423 wwn+. ' aeftaom
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BEFORE SPOKANE COUNTY DIVISION OF PLANNING
IN THE MATTER OF AN EXTENSION )
OF TIME REQUEST FOR PE-1206-78, ) FINDINGS OF FACT,
SUMMERFIELD EAST, AN ) CONCLUSIONS AND
APPROVED PRELIMINARY PLAT ) DECISION
THIS MATTER, a request for an extension of time from Five Fifty, LLC, c/o Ken Tupper, has
been received and decided upon, pursuant to Spokane County Subdivision regulations (Section
12.100.118) and RCW 58.17.140.
FINDINGS OF FACT
1. The individual signing below has been properly delegated the responsibility for rendering
this decision by the Director of the Spokane County Division of Planning.
2. The original proposal was to subdivide approximately 91 acres into 2681ots for single
family dwellings with a Zone Reclassification from Agricultural (A) to Single Family
Residential (R-1).
3. The subject preliminary plat was approved by the Hearing Examiner Committee on
January 30, 1979.
4. The proposal is generally located north of Wellesley Avenue, south of Forker Road and
west of Progress Road in Section 35, Township 26 North, Range 44 EWM, Spokane
County, Washington.
5. The existing zoning of the property described in the application is Urban Residential-3.5
(LTR-3.5), previously established as Agricultural (A) zoning in 1961 and re-designated to
Urban Residential-3.5 (iJR-3.5) on January 1, 1991 consistent with the Program to
Implement the Spokane County Zoning Code, and remains unchanged by adoption of the
Phase I Development Regulations on January 15, 2002. Pursuant to RCW 58.17.195 the
proposal does conform to the requirements of the existing UR-3.5 zone.
6. The Comprehensive Plan designated the area of the preliminary plat as Urban at the time
of application acceptance. On August 24, 2001, the Board of County Commissioners
(BOCC) adopted a new Spokane County Comprehensive Plan (see Resolution #1-0799).
The new Comprehensive Plan designates the subject property as Low Density Residential.
7. The subject property is located inside of the Urban Growth Area (UGA).
8. Spokane County has established specific criteria for considering the extension of time for
the expiradon of preliminary subdivisions, specifically for regulaz subdivisions, and -
department policy for short subdivisions. These criteria are found in Section 12.100.118
(Eactensions of Time) of the Spokane County Subdivision Ordinance and have been used
as a basis for this decision.
Section 12.100.118 states that "The Director may administratively approve an extension
provided there are no significant changed conditions which would render filing of the plat
or binding site plan contrary to the public health, safety or general welfaze, and further
provided one or more of the follownng circumstances is found to apply."
a3
Extension of Time Findings File No. PE-1206-78 Page 2
1) That some portion of the existing preliminary plat has been finalized since the last
extension was granted and the remaining lots would form a unifred development
consistent with the original approval;
RESPONSE: Five (5) phases of the original preliminary plat have been finalized for a
total of 1591ots with 1091ots remaining to be finalized. The most recent phase,
consisting of 251ots, was finalized in October, 2002.
2) That the preliminary subdivision, short subdivision, or binding site plan remains
generally consistent with the original plat or binding site plan that was approved, and
the sponsor has taken substantial steps towards finalizing the plat or binding site plan,
which shall include one, but is not limited to, the following:
a. surveying the lots within the development;
b. arranging for public services to the site;
c. obtaining necessary financing for all or a portion of the preliminary subdivision,
short subdivision, or binding site plan;
d. the completion of studies or other reguirements which were part of preliminary
subdivision, short subdivision, or binding site plan approval.
RESPONSE: The preliminary subdivision remains consistent with the original plat that
was approved. In addition, the applicant has finalized 159 originally approved lots,
with 1091ots remaining.
3) That at the time the preliminary plat approval was granted, development of the
proposal was conditioned upon the extension of public services which are not yet
available; This provision shall not apply to public utility extension which the project
sponsor would normally fund.
RESPONSE: Not applicable.
4) That administrative delays have caused the inabiliry of the applicant to frnalize the
plat within the frve (S) year time period.
RESPONSE: Not applicable.
9. This is the eleventh request for a time extension. The total life of the preliminary plat has
been approximately 24 yeazs.
10. The proposal has been circulated to all affected agencies and departments for comment.
Additional and/or revised conditions of approval have been recommended by the Spokane
County Division of Engineering and Roads. These recommended conditions of approval
aze included below.
11. The applicandowner should show substantially greater progress toward complying with
Section 12.100.18 of the Spokane County Subdivision Ordinance before requesting an
additional extension of time.
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Extension of Time Findings File No. PE-1206-78 , Page 3
CONCLUSIONS
BASED UPON A REVIEW of (a) the criteria for approving an extension of time of the
expiration date for a preliminary plat and (b) the above Findings of Fact, the following
conclusion is made:
The proponent has demonstrated progress toward completing the preliminary plat as
evidenced in the above Findings of Fact and there aze no significant changed conditions
which would render filing of the plat contrary to the public health, safety or general
welfaze. Therefore, a one (1) year extension of time is warranted.
DECISION
BASED UPON THE ABOVE Findings of Fact and Conclusions, an extension of time request
for application PE-1206-78 is hereby approved until February 1, 2004, and subject to those
conditions specified by the Division of Planning Findings of Fact, Conclusion and Decision
dated January 11, 1996, updated as follows: New conditions are illustrated in bold text and
revised conditions aze illustrated as s#ike thfough or underlines.
CONDITIONS OF APPROVAL
SPOKANE COUNTY DIVISION OF PLANNING
1. The preliminary plat is given conditional approval for one (1) yeaz, specifically to
February 1, 2004. The applicant may request an extension of time by submitting a written
request no later than thirty (30) days prior to the above expiration date.
2. The proposal shall comply with the Urban Residential-3.5 (LTR-3.5) zone, as amended.
3. The final plat shall be designed substantially in conforniance with the preliminary plat of
record. No increase of density or number of lots shall occur without a change of condition
application submittal and approval.
4. A final plat name/number shall be indicated before the final plat is filed, such
name/number to be approved by the Planning Director/designee.
5. Appropriate road name(s) shall be indicated.
6. The Planning Director/designee shall review any proposed final plat to ensure compliance
with these Findings and Conditions of approval.
7. Appropriate utility easements shall be indicated on copies of the proposed final plat.
Written approval of utility easements by appropriate utility companies shall be received
with the submittal of the final plat. '
8. The final plat map shall indicate by a clear, dashed line the required yard setbacks from all
private or public roads. The dedication shall contain the following statement:
/ i JExtension of Time Findings File No. PE-1206-78 Page 4
"Side yard and rear yard setbacks shall be determined at the time building permits aze
requested unless these setbacks aze specifically drafted on this final plat"
9. Four (4) current certificates of title shall be furnished to the Planning Department prior to
filing the final plat.
10. Prior to filing all or a portion of a final plat, the applicant's surveyor shall submit one or
more maps outlined in red of the area being finalized. The scale shall match the
appropriate assessor's map scale.
11. A survey is required prior to the filing of a final plat.
12. The final plat shall indicate yazd setbacks azc lengths on cul-de-sac lots which meet or
exceed the minimum frontage of the underlying zone of the final plat.
13. The Spokane County Planning Department shall prepaze and record with the County
Auditor a Title Notice specifying a future land acquisition azea for road right-of-way and
utilities. The reserved future acquisition area Title Notice shall be released, in full or in
part, by the Planning Department. The notice should be recorded within the same time
frame as an appeal and shall provide the following:
a. At least 20 feet of reserved future acquisition area for road right-of-way and utilities, in
addition to the existing and/or newly dedicated right-of-way along Forker Road.
b. Future building and other setbacks required by the Spokane County Zoning Code shall
be measured from the reserved future acquisition azea.
c. No required landscaping, parking, `208' areas, drainfield or allowed signs should be
located within the future acquisition area for road right-of-way and utilities. If any of
the above improvements aze made within this area, they shall be relocated at the
applicant's expense when roadway improvements are made.
d. The future acquisition azea, until acquired, shall be private property and may be used
as allowed in the zone, except that any improvements (such as landscaping, parking,
surface drainage, drainfield, sign or others) shall be considered interim uses.
- 14. The plat dedication shall contain the following statement for those lots located on a stub
road or temporary cul-de-sac:
"Lot(s) Block(s) aze located on a temporary cul-de-sac/stub road. This
temporary cul-de-sac /stub street may be extended to provide access to adjacent
property and/or connect to eacisting roads or new roads as development and/or
circulation needs dictate."
15. The conditions of approval apply to the preliminary subdivision of record. ,
16. Subsequent extensions of time will only be considered upon a fmding of substantial
compliance with Section 12.100.118, of the Spokane County Subdivision Ordinance.
17. That the sponsor constructs a 6 foot high chainlink fence azound the entire periphe -ry of the
retainage basin in the storm drainage plan.
Extension of Time Findings File No. PE-1206-78 Page 5
18. That all construction will be monitored by the Spokane County Air Pollution Control
Authority to insure compliance with air pollution requirements and control techniques.
19. That the sponsor limits the construction activities from 7:00 a.m. to 6:00 p.m.
20. That the sponsor provides and constructs 6-foot sidewalks excluding curbs (in addition to
hose required along the pathways) and bike paths along the plat boundaries of Progress
Road, and Wellesley Avenue as required and approved by the Spokane County Engineer.
21. That the sponsor construct a 6-foot chainlink fence along the approximately 900 feet
common lot line shazed by this proposal and property owned by Tony Danelo, prior to
finalizing of any phase of this project. Mr. Danelo's property is legally defined as West
Farms Irrigated Tracts Plat #4, Blocks 113 and 112.
SPOKANE COUNTY DIVISION OF ENGINEERING AND ROADS
Prior to release of a building permit or use of property as proposed:
l. The conditional approval of the plat is given by the County Engineer subject to dedication
of right-of-way and approval of the road system as indicated in the preliminary plat of
record.
2. A Professional Engineer, licensed in the State of Washington, shall submit final road and
drainage plans, a drainage report and calculations that conform to the 2001 Spokane
County Standazds for Road and Sewer Construction, the 1998 of the
Spokane County Guidelines for Stormwater Management, and all other applicable
standards. The plans and report shall receive the County Engineer's acceptance prior to
release of a construction or building permit or approval of the final plat.
3. Construcrion within the proposed public streets and easements shall be performed under
-the direct supervision of a licensed engineer/surveyor, who shall fumish the County
Engineer with "As Built" plans and a certificate in writing that all improvements were
installed to the lines and grades shown on the approved construction plans and that all
disturbed monuments have been replaced.
4. No construction work is to be performed within the existing or proposed Public right-of-
way until a pernut has been issued by the County Engineer. All work is subject to
inspection and approval by the County Engineer.
5. All construction within the existing or proposed Public right-of-way is to be completed
prior to filing the fmal plat or a bond in the amount estimated by the County Engineer to
cover the cost of construction of improvements. Construction certification, "As Built"
plans and monumenting the street centerlines shall be filed with the County Engineer.
6. No direct access from lots to stub road connections until such roads are constructed to
County standazds and established as county roads.
7. Road design, construction, and drainage control for one-half (1/2) rights-of-way and stub
road connections are the responsibility of the owner, developer or applicant.
Extension of Time Findings File No. PE-1206-78 Page 6
8. The proposed subdivision shall be improved to the standazds set forth in Spokane County
Boazd of Commissioners Resolution No. 1-0298, as amended, which establishes
regulations for roads, approaches, drainage and fees in new construction.
9. A statement shall be placed in plat dedication that no direct access be allowed from lots to
Wellington Avenue, Forker Road and Progress Road.
10. Dedication of 20 feet of additional right-of-way along Progress Road is required.
11. That the sponsor allocate and redesign north access road intersection at Progress Road.
r esie~n s~darids~fo_r~nei~~hbor:ho.o_d~col~l~~tio_n arterinl souldObe''~Tu's'e`d!~
12. That the sponsor provide 50 foot radius cul-de-sac rights-of-way.
13. That the sponsor provide and construct 6 foot sidewalks excluding curb along pathway
routes as designated by the County Engineer, and shown on the preliminary plat of record,
and along Wellesley Avenue.
14. That the sponsor provide stub road connections, to the west, to access center of Tract 103
and south line of Tract 113 in West Farms Irrigated Tracts.
15. That the sponsor assume responsibility for reconstruction of Progress Road should
flooding, caused through activities of the plat, cause damage to the road.
16. T'hat the stub roads to the west be barricaded, by the sponsor, in a fashion acceptable to the
Spokane County Engineers.
17. There shall be no further finalization of phases, atl or a portion of which is within the
Zone-A Floodplain, until engineering work is completed to evaluate the impact of storm
water runoff from Forker Draw as predicted in newly released FEMA maps and reports.
Storm water management plans shall be developed prior to finalization of any further
phases. 18. A bond for the anticipated engineering inspection and certification portion of the project
shall be posted with the County Engineer prior to plan acceptance.
19. Condition No. 18 in Spokane County's Finding of Fact and Conclusions for PE-1206-78,
Sumerfield East are hereby amended as follows:
a. Within the development all lots shall be required to have site plan showing lowest adjacent
grade and lowest opening at least 2 feet above curb elevation for residence and concrete
garage slab at lease 18 inches above curb elevation.
b. Each lot will require a floodplain development permit prior to any development (to include
- grading, filling, excavating, paving, construction and other development activities).
c. Plat shall~ contain language identifying the azea as a flood hazard area, alerting
homeowners of the requirements for developing within the floodplain.
d. No further plat encroachment or finalization of phases may occur within the Zone A
Floodplain without a CLOMR.
Extension of Time Findings File No. PE-1206-78 Page 7
20. The County Engineer has examined this development proposal and has determined that the
impact of this proposal upon the existing County Road System warrants the dedication of
additional R.ight of Way and the roadway improvements herein specified.
21. "The applicant is advised that there may exist utilities either underground or overhead
effecting the applicant's property, including property to be dedicated or set aside future
acquisition. Spokane County will assume no financial obligation for adjustments or
relocation regazding these utilities." "The applicant should contact the applicable utilities
regazding responsibility for adjustment or relocation costs and to make arrangements for
any necessary work."
22. Erosion Control: A Temporary Erosion and Sedimentation Control (TESC) plan shall be
prepared by a WA State licensed Professional Engineer and implemented throughout the
duration of construction. The TESC plan is to be prepared using best management
practices (BNIP's) currently accepted within the Civil Engineering profession. The TESC
plan is to include, at a minimum, a grading plan, location and details of silt control
structures, and street cleaning program. Runoff from exposed azeas shall be filtered prior
to discharging into a detention pond, swale, infiltration facility, or natural drainageway.
The TESC plan is to be included in the road and drainage plans. The applicant's Engineer
is to submit the TESC plan and supporting calculations to Spokane County prior to site
disturbance. T'he TESC major structures (such as silt ponds, silt traps) aze to be installed
prior to other site work and the TESC measures are to be implemented and maintained
throughout the duration of construction, including house construcrion.
23. Any part of the drainage system that lies outside of the public right-of-way will neither be
maintained nor operated by Spokane County forces. Prior to plan acceptance by the
County Engineer, the Sponsor shall provide a mechanism, acceptable to the County
Engineer, for the perpetual maintenance of the stormwater drainage system. This
mechanism shall also provide for the funding of routine maintenance and the replacement
of the various components of the drainage system at the end of the service life of the
respective components, and any other improvements that may be legally required in the
future. An Operations and Maintenance Manual for the stormwater management system
shall be prepazed by the Sponsor's Engineer, and included in the project documents
submitted to the County Engineer for acceptance, along with a discussion of the design life
of the various components, a calculated annual cost for repair and maintenance, and a
calculated replacement cost. Homeowners Associations aze accepted by the Spokane
County Engineer for carrying out the required maintenance functions and responsibilities.
24. Appropriate provision shall be made that the following described property be held in trust
until the continuation of the streets be dedicated or deeded: A one (1)-foot strip at the
ends or edges of all streets that terminate or border the plat boundary. (Temporary cul-de-
sacs aze required when streets terminate at the plat boundazies of the final plat.)
25. Individual driveway access permits aze required prior to issuance of a building permit for
driveway approaches to the county road system.
26. All public roads within the plat shall be designed and constructed to Spokane County
standazds.
,
Extension of Time Findings File No. PE-1206-78 Page 8
27. The County Engineer has determined that this project permit is exempt under the
Phase I Development Regulations - Section IV (B) (2b). Future time extensions will
require review by the Spokane County Division of Engineering for concurrency with
the Spokane County Comprehensive Plan.
SPOKANE COUNTY DIVISION OF UTILITES
1. Pursuant to the Board of County Commissioners Resolution No. 80-0418, the use of on-
site sewer disposal systems is hereby authorized. This authorization is conditioned on
compliance with all rules and regulations of the Spokane County Health District and is
further conditioned and subject to specific application approval and issuance of permits by
the Health District.
2. Any water service for this project shall be provided in accordance with the Coordinated
Water System Plan for Spokane County, as amended.
3. Each new dwelling unit shall be double-plumbed for connection to future area wide
collection systems.
SPOKANE REGIONAL HEALTH DISTRICT
1. The final plat shall be designed as indicated on the preliminary plat of record and/or any
attached sheets as noted.
2. Appropriate utility easements shall be indicated on copies of the preliminary plat of record
for distribution by the Planning Department to the utility companies, Spokane County
Engineer and the Spokane Regional Health District. Written approval of the easements by
the utility companies must be received prior to the submittal of the final plat.
3. Sewage disposal method shall be as authorized by the Director of Utilities, Spokane
County. 4. Water service shall be coordinated through the Director of Utilities, Spokane County.
5. Water service shall be by an existing public water supply when approved by the Regional
Engineer (Spokane), State Department of Health.
6. Prior to filing the final plat, the sponsor shall demonstrate to the satisfaction of the
Spokane County Health District that an adequate and potable water supply is available to
each lot of the plat.
7. Prior to filing the final plat, the sponsor shall present evidence that the plat lies within the
recorded service azea of the water system proposed to serve the plat. 8. A plan for water facilities adequate for domestic use, domestic irrigation use and fire
protection use shall be approved by the water purveyor. Said water plan must have been
approved by the fire protection district and the appropriate health authorities. The health
authorities, water supplier (puryeyor) and the fire protection district will certify, prior to
filing of the final plat, on the face of said water plan that the plan is in conformance with
Extension of Time Findings File No. PE-1206-78 Page 9
their requirements and will adequately satisfy their respective needs. Said water plan and
certification will be drafted on a transpazency suitable for reproduction.
9. The purveyor will also certify prior to filing the final plat on a copy of said water plan hat
appropriate contractual anangements have been made with the plat sponsor for
construction of the water system, in accordance with the approved plan and time schedule.
The time schedule will provide, in any case, for completion of the water system and
inspection by the appropriate health authorities prior to application for building permits
within the plat.
10. Prior to filing the final plat, the sponsor shall demonstrate to the satisfaction of the
Spokane Regional Health District that suitable sites for on-site sewage disposal systems
are available on all lots within the approved preliminary plat not already finalized.
11. Subject to specific application approval and issuance of permits by the Health Officer, the
use of on-site sewage systems may be authorized.
12. The dedicatory language on the plat shall state:
"Subject to specific application approval and issuance of permits by the health officer, the
use of on-site sewage systems may be authorized."
13. T'he dedicatory language on the plat shall state:
"Use of private wells and water systems is prohibited."
14. The plat dedication will contain a statement to the effect that:
"The public water system, as approved by county and state health authorities, the local fire
district and purveyor, will be installed within this plat, and the subdivider will provide for
- individual domestic water service as well as fue protection to each lot prior to sale of each
lot."
DATED THIS 17T" DAY OF JANUARY, 2003
~
Tammy n
Associate Planner
Under state law and county ordinance, you have the right to appeal this decision to the Spokane
County Hearing Examiner. Upon receipt of an appeal, a public hearing will be scheduled. To
file such an appeal, you must submit a letter along with a processing fee, payable to the Spokane
County Division of Planning, within ten (14) calendar days from the date this decision is signed.
If you have any questions, please call the Spokane County Division of Planning at 477-7200.
Extension of Time Findings File No. PE-1206-78 Page 10
c: Spokane County Division of Engineering and Roads; Scott Engelhard
Spokane County Division of Utilities; Jim Red
Spokane Regional Health District; Steve Holderby
Spokane County Division of Building and Code Enforcement
Ken Tupper, Five Fifty, LLC, 322 N. University Rd., Spokane, WA 99206
i
i S P O K A N E C O U N T Y
A DMSION OF THE PUBLIC WORKS DEPARTMENT
DMSION OF PLANNIIVG R EC E IVE D
F E B 2 5 2003
SPOKANE COUMY ENGINEER
MEMORANDUM
TO: Division of Engineering and Roads, Transportation Engineering, Scott
Engelhard, c/o Sandy Kimball
Division of Engineering and Roads, Development Services, John Hohman
Division of Utilities, Information Services, Jim Red
Division of Utilities, Stormwater Utility, Brenda Sims
Spokane Regional Health District, Steve Holderby
Spokane County Auditor, Recording - Tom Perkins
Spokane County Fire District No. 1
Trentwood Irrigation District
Spokane County Division of Building and Code Enforcement - Jeff Forry
FROM: John Pederson, Planning Supervisor
DATE February 25, 2003
SUBJECT: Proposed Final Plat of Summerfield, East 5`'' Addition, PE-1206-78
Parcel No. 46354.9022
Attached are copies of the above referenced fmal plat. Please review and forward any
comments to me by March 11, 2003. If you have -any questions you may contact me at
477-7200. ' ~ • Attachment: Final Plat
cc: Ken Tupper, 122 N Raymond, Spokane, WA 99206
Wyatt Engineering, Inc., 1220 NfIoward, Spokane, WA 99201
MAIL S'[OP PWK-1 • 1116 W. BROADWAY AVENUE • SPOKAIVE, WASHIIVGTON 99260-0220
PHONE: (509) 477-7200 • FAX: (509) 477-2243'•-TDD: (509) 477-7133
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COUNTY
SPOKA91F
DIVISION OF ENGINEERING }~ND ROADS A DMSION OF TIffi PUBLIC WORKS DEPARTIvIENT
_ AGREE NT TO PAY FEES RECEIVED
E 2,5 2=
ENGINEER'S # / FILE NUMBER PE ( 20b"~
_SKANE COUNTY ENGIIVEER
This agreement between Spokane County and _ KEN TvPPF=EL
kriarnr u. person)
whose interest in the project is K,T~N~~srnn~TS . L LC ~
ow~e , age ~
is entered into this 2y_ day of FemvAR.y , 20DI.This agreement is applicable to the project
h A
lrnown as: Su MMCfLF1.F ~D Rlha'.e d2.r1~N r i me or or
That the individuals and parties named herein as having an interest in the above described properry or project
agree to the following:
1. Reimburse Spokane County for project review and inspection fees as specified in Chapter 9.14
of the Spokane County Code. T'he fees will be based on actual salary costs incuned by
Spokane County for project reviews and / or inspections plus a ten percent administrative
charge, and will be billed monthly as. accrued. Any billing amounts due, including any
expenses incurred in the collection of an overdue account, must be paid prior to the County's
acceptance of the project for filing. If a project is approved and/or filed with a balance still
owing, the unpaid balance shall be paid within 30 days of the invoice date.
' 2. The undersigned agrees that these fees are due and payable upon receipt of the billing as
specified above.
3. Any invoices not paid within 30 days of the invoice date will be considered delinquent. If any
outstanding balance on the account for this project is not paid within 30 days of the invoice
date, no further reviews of the project documents will be conducted until the entire account
balance is paid. Any balance on the account for this project not paid within 65 days of the
invoice date may result in legal action or the initiation of other collection procedures, including
,referral to a collection agency. The Sponsor will be liable for any and all expenses incurred by
the County for the collection of overdue accounts.
4. The monthly billing should be sent to: '
NAME / Attention: Kcl.i T-'v?PEQ •
COMPANY: _K_J'J" I,►,& E~;tm EAaS LLL' .
ADDRESS: f 2 2 tJ ~ Ra-1 MorJ 0 •
CITY, STATE: S •
ZIP CODE: q~l 2D(p •
PHONE#: 5"2y-1211 PHONE#2:5q-2f-7 -1052
.
Fax#: a7-92Z- Dlqq- .
E-Mail •
I understand that failure to pay these fees may result in delay in completion or approval of the project or other
possible sanctions.
)K If this fee agreement is completed by someone other than the Sponsor (i.e., the project owner or a
principal in the firm sponsoring the project), such as the Engineer designing the project, then
written authorization from the Sponsor speciGcally authorizing the Agent to execute this Fee
Agreement is attached to this Fee A eement.
SIGNATURE By:
7UPPE2 •
(PRtrrr rraME)
RETURN YELLOW COPY TO:
SPOKANE COUNTY ENGINEERS
1026 W Broadway
Spokane WA 99260-0170 (509) 477-3600 - FAX: (569) 477-2243 - TDD: (509) 3243166
kV\agrcefee.doc 1/2003
Project Number: 03001020 Inv. 1 Application Date. 2/21/03 Page 1 of 1
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Proiect Information: .
_ . _ .
Permit Use: PE-1206-78 1, _;_~,......~~,...:.rF,.~~.~:..a~.s~=: . . , . ..e+ . . _ . ; . . . ,
9-LOT FINAL PLAT / Contact: TUPPER, KEN
L, Address: 122 N RAYMOND, STE 3
l
C- S- Z: SPOKANE WA 99206
Setbacks: Front Left: Right: Rear• Phone: (509) 217-1052
Group Name:
Site Information: Project Name: SUMMERFIELD STH ADD
. ,.._.,,~,_............~......._......_.._.._~_~__._e~..., . , ..~~..~n,_....,.,.,..... ....._..s.~s
Plat Key: Name: District: H
Parcel Number: 46354.9022 ~T Block: Lot:
SiteAddress: 0 E ADDRESS UNKNOWN RD Owner: Name: FIVE FIFTY, LLC
SPOKANE, WA USA 00000 Address: 322 N Ur1IVERSITY
Location:: SPO SPOKANE, WA 99206
Zoning: UR Urban Reserve
Water District Hold: ❑
Area: .15 Acres Width: 0 Depth: 0 Right Of Way (ft): 0
Nbr of Bldgs: 0 Nbr of Dwellings: 0
Review Information:
Permits:
Long Plat .
Fum:
Phone:
Item Descrivtion Units Unit Desc Fee Amount
ENGINEER F1NAL MAP & PLAN 1 SELECT $100.00
FINAL 19 # OF LOTS $1,052.00
Permit Total Fees: $1,152.00
Notes:
Pavment Summarv:
Permit Twe Fee Amount Invoice Amount Amount Paid Amount Owine,
LongPlat $1,152.00 $1,152.00 $1,152.00 $0.00
$1,152.00 $1,152.00 $1,152.00 $0.00 Disclaimer:
Submittal of this application certifies the owner (or person(s) authorized by the owner) has both examined and finds the information
contained within to be true and correct, and agrees that all provisions of laws and/or regulations governing this type of work will be
complied with. Subsequent issuance of a permit shall not be construed to be a permit for, or an approval of, any violation of any of
the provisions of the code or of any other state or local laws or ordinances. Signature:
Operator: MB Printed By: GMW Print Date: 2/21/03
. Spokane County
Puhlic Works Department
Diwisra►n pf Building & Cade Enfvrceraent
Receipt
Receipt Numrylier: 1 D01 Custamer lYumber
P ro i ects
• Ful!
Project N6r Inv Nbr Fee Amf Inu Amt dwiniZ F.AID Pmt
. 03001019 i $1,18200 $1,182.00 $1,182.00 $1,182.o0
03001020 1 $1,15200 $1,152.00 $1,152.00 $9,152.00
Totaf: $2,334:00 $2,334 00' $2,334.00 $2,334 00
IVliscellareeous Items
Tatal PAID: --$2,334 L10
Tender
T
y,ve Check Accl Balarece CC N6r &p Date TENDERED
lAlSA xxxxxxxxxxxx2355 01F2006 2,33400
Payer•
Tutal T'E1VDERED: . . -2,334 00
Over I (Shor~} $0.00
_ Clrange $000
NQtes:
. Tran Aale / Time: 2121103 9 51 5£ AN6
. By: GWendel
Logon User: gwende!
Statlv►r: GWENpEL
Overrrde By:
Prirtted: 2I2I103 9:51:59 AM Puge 1 of 1
~
SC17pdKane
,;,o*W1ey 11707 E Sprague Ave Suite 106 * Spokane Valley WA 99206
509.921.1000 ♦ Fax: 509.921.1008 0 cityhall@spokanevalley.org
Mazch 23, 2004
IS v v
~
Mr. Ken Tupper Vi A.' 2 3 2U0 4
8225 North Division Street PD
Spokane, Washington 99204 WOn ~8
MOM
RE: Notice of Decision for Eztension of Time for Preliminary Plat Approval for
Summerfield East Preliminary Plat
Dear Mr. Tupper:
The Current Planning Division received your Extension of Time ApplicaNon on
December 22, 2003 for a proposed one yeaz time extension for Summerfield East 6I'
Addition Fina1 Plat (City of Spokane Valley Reference No. PE-1206-78) located west of
Burns Road, north of Olympic Avenue, approximately 250 feet east of Bannen Road, and
approximately 500 feet south of Forker Avenue in the South Half of Section 35,
Township 26 North, Range 44 East Willamette Meridian, Spokane County, Washington,
tax pazcel numbers 46354.9050, 46353.9074, 46352.9052, 46352.9066, and 46351.9049.
Preliminary plat approval for PE 1206-78 (Summerfield East) was originally granted on
January 30, 1979. This current request represents the twelfth extension request by you
for the previously approved preliminary plat. In your current extension request
application, you specify that the basis for your request is due to the fact the fifth phase
(Summerfield East 5h Addition) was recorded on January 30, 2004 and additional time is
needed to pmceed with fmal platting for the sixth phase (Summerfield East 6th Addition)
consisting of twenty-two (22)-lots.
T'he City of Spokane Valley has completed a substantive review of your proposal
pursuant to the applicable regulations of Chapter 12.100.118 (Extensions of Time) of the
City of Spokane Valley Interim Subdivision Ordinance, and has also routed the request to
appropriate intemal and external review bodies. Pursuant to the submitted information, it
is determined that the applicant meets the criteria for allowance of an eutension of time
according to 12.100.118(2)(b). You are hereby notified that your request for an elctension
of time is APPROVED subject to the following conditions of approval:
1. This letter grants a maximum one (1) yeaz time extension from the date of this letter.
The prelim.inary plat approval for PE-1206-78 (Summerfield East Preliminary Plat)
shall therefore expire on Mazch 23, 2005.
2. For additional extensions of time an application form and supporting data for time
extension must be submitted at least thirty (30) calendar days prior to the expiration
of the preliminary plat approval extension request.
Please be advised that all conditions of approval from the original preliminary plat
approval and all previously authorized time extensions are still applicable.
Pursuant to Section 12.100.126 (Appeals) of the City's adopted "Subdivision Ordinance,
a written appeal of this Notice of Decision shall be filed with the City of Spokane Va11ey
Community Development Department within fourteen (14) calendar days after the date
the notice of the decision is mailed. The appeal deadline is at 5:00 pm on April 6th,
2004.
Pursuant to Section 7 of Ordinance No. 57, the Hearings Examiner shall conduct a public
hearing on appeals of administrative decisions made by the Current Planning Division.
Pursuant to Section 11 of Ordinance 03-081, the Hearings Examiner's decision on the
appeal shall be final and conclusive and shall have the effect of a final decision of the
City Council.
Please contact me at (509) 688-0046 or hkauer@spokanevalley.org if you have any
questions or need additional information.
Sincerely,
Heather Kauer
Planning Technician
CC: USKH, Lisa Frey
City of Spokane Valley Engineering Department
■ John Hohman, P.E. Senior Engineer
■ Sandra Raskell, P.E., Assistant Engineer
• ■ Don Ramsey, Traffic Engineer
City of Spokane Va11ey Building Department - Tom Scholtens
Spokane County Division of Utilities - Information Services; Jim Red
Spokane County Air Pollution Control Authority - Ron Edgaz
Spokane County Transit Authority - Gordon Howell
Spokane County Fire District No. 1
Spokane Regional Health District - Steve Holderby
Trentwood Irrigation District
East Va11ey School District
Encl: 12th Extension of Time for Preliminary Approval letter dated March 23, 2004.
~
~ UNWIN SCHEBEN KORYNTA HUETTL, INC~ ARCHITECTURE o Eh-.NEERING o LAND SURVEYING o PLANNING
I LETTER OF TRANSMITTAL
S
DATE August 19, 2003 I JOB NO 788000
To: City of Spokane Valley ArrENrIoN: John Homan, P.E./Sandra Raskeil
Engineering Department
11707 E. Sprague Ave. PROJECT: Summerfield East 5th Addition I
Suite 106
Spokane Valley, WA 99206 sus~ecT Driveways ~
(509) 921-1000 0 Hand Deliver .
❑ By U.S. nrtaii
❑ Overnight Courier
13Rckup Received
By:
WE ARE SENDING YOU X Attached Under separate cover via the following items
COPIES I DATE I NO I DESCRIPTION
1 I 08/19/03 I 1 I Drainage/Swale Calculations verifying driveway revisions
I I I
I I I
I I I
I I I
THESE ARE TRANSMITTED as chedced below
[3For your approvel [3 Approved as submrtted OResubmd Copies forapproval
Q For your use Approved es noted Submd Copies for distnbution
[3Aa requested 13 Retumed for cortection a Retum CorreCted pfints
[3For review and comment [3
For bids due [3 Pr(nts retumed after loan to USKH
REMARKS'
If you have any questions, please feel free to contact me at 328-5139.
If enclosures are not as noted, kfndly notify us at once.
Copy To: Randy Stronks - ValleylSpokane County Inspector, File Signed, Lisa L. Frey, Civil Engmeering, E.1 T.
❑ 2515 A Street • Anchorage, Alaska 99503 • Phone (907) 276-4245 • Fax (907) 2584653
❑ 544 4th Avenue Suite 102 • Fairbanks, Alaska 99701 • Phone (807) 452-2128 • Fax (907) 4524225
0 3031 Clinton Dnve Swte 200 • Juneau, Alaska 99801 • Phone (907) 790-2901 • Fax (907) 790-3901
❑ 290 North Willow Street • Wasdla, Alaska 89854 • Phane (907) 376-7815 • Fax (907) 378-7819
• 1220 North Howard • Spokane, Washington 99201 • Phone (509) 328-5139 • Fax (509) 328-0423
0 101 Thain Road • Lewiston, Idaho 83501 • Phone (208) 746-2681 • Fax (208) 746-6825
0 1920 Main Street Swte 14 • Femdale, Washington 98248 • Phone (360) 312-1815 • Fax (360) 312-0124
lA7 II Q'
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DRAINAGE AREAS (DA): F ~
w ~ ~ A
DRAINAGE AREA (DA-1); aRAINAGE AREA (RA-3): DRAINAGE ARER (DA-5): DRAfNAGE AREA (DA-7);
TOTAC. AREA=56,355SF TQFAL AREA=10,665SF TOTAL ARE4=49,063SF TOTAL AREA=48,710SF ~ p
I M P E R V l OUS T R E A T M E N T A R E A_ - 8, i 5 3 S F Ih l P E R U I Ol J S 1'RE 4 T M E N T A R E A= 8, 4 5 4 S F f M P E R V I O U S T R E A T M E N T A R E A= 8, 5 1 2 S F I M P ERV I O U S T R F A T M E N T A R E A= 9, 2 7 2 S F
' SWALE VOLUME REQUIRED=340CF SWALE VOLUME REQUfRED=352CF SWALE VOLUME REQUdRED=355CF 5WALE V4LUME REQUfRED=386CF
SWALE VOLUME PR(7VIDED=460CF SWALE VOLUME PROVlDED=264CF SWALE VQLUME PROVIDEp=5574Cf S4VALE UOLUME PRaVIDED=527CF
(COMBINED W/DA-i TO MEEf VOLUME) (COMBlNED WfDA-4) (CdMB1NED W/QA-fi) ~►n+'er, aKaB er, '
LLF JNl
DRAINAGE AREA (DA-2): DRAINAGE AREA (pA-4): DRAlNAGE AREA (DA-6); DRAINAGE AREA (DA-2&3, 4TH ADD.); oesan er: UY
TOTAL AREA=3,555SF TOTA1 AREA=36,875SF TQTAL AREA=46,4525F TOTAL AREA= 1 2,415SF ME' 1"-80,
IMPERVIOUS TREATMENT ARE'A=4,376SF fMPERVIOUS TREATMENT AREA=8,134SF IMPERVI(?US TREATMENT AREA=9,272SF lMPERVfOUS TREATMENT AREA=4,970SF DAM' 08_14-03(REV)
SWALE VOLUME REQtlIRED=57CF SWALE VOLUME REQtJlRED=339CF SWALE VflLUME RFQUIRED-386CF SWALE VOLUME REQUIRED=207CF
SWALE V01UhIE PRf}VrDED=124CF SWALE VOLLJME PROVIDED=599CF SWALE VOLUME PRQVIDED=502CF SWALE Vt?LUME PROYIDEa=336CF °RO'ECT N°': 679302
SHEEi ~ OF 1
Summerfield East 5th Addition Storm Water Design - Drainage Study Report Calculations
Drainage Area Summary
,
DRAINAGE AREA (DA) DA1 DA2 DA3 DA4 DA5 DA6 DA7
SUBDIVISION ADDITION / PHASE ~ 5 5 I 5 5 5 I 5 14 (DA283) Combined 5
# OF DWELINGS IN AREA ~ 4 ~ 0 ~ 0.5 1 3 ~ 35 ~ 4 ~ 0.5 ~ 4.5 4 .
ROOF (SF) ~ 7,840 ~ 0 ~ 980 1 5,880 ~ 6,860 ~ 7,840 ~ 980 ~ 8820 1 7,840
SIDEWALK AREA (SF) ~ 1,591 ~ 335 700 1 1,838 ~ 1,825 ~ 1,694 ~ 1,170 ~ 2864 1,756
DRIVEWAY AREA (SF) ~ 3,024 ~ 0 0 ~ 2,268 ~ 2,646 ~ 3,024 378 ~ 3402 3,024
CURB & STREET PAVEMENTAREA (SF) 5,129 ~ 1,376 1 8,454 ~ 5,866 ~ 5,866 ~ 6,248 4,700 ~ 10948 ~ 6,248
TOTAL IMPERVIOUS AREA (SF) 17,585 1 1,711 ~ 10,134 ~ 15,852 ~ 17,197 ~ 18,806 ~ 7,228 ~ 26034 ~ 18,868
OPEN LAND / PERVIOUS AREA (SF) 38,771 1,844 531 21,023 31,866 27,645 5,187 32832 29,841
TOTALAREA (SF) 56,355 3,555 10,665 36,875 49,063 46,452 12,415 5886r7 48,710
IMPERV. TREATMENT AREA (SF) 8,153 1,376 8,454 8,134 8,512 9,272 5,078 14350 9,272
MIN SWALE VOLUME (CF) ~ 340 ~ 57 ~ 352 ~ 339 ~ 355 ~ 386 ~ 212 ~ 598 ~ 386
MIN SWALE LENGTH (LF) ~ 170 ~ 29 ~ 176 ~ 169 ~ 177 ~ 193 ~ 106 ~ 299 ~ 193
ACTUAL SWALE LENGTH (LF) ~ 310 ~ 59 ~ 132 ~ 360 ~ 357 ~ 331 ~ 174 ~ 505 ~ 343
DRIVEWAY IN SWALE (LF) ~ 80 ~ 0 ~ 0 ~ 60 ~ 70 ~ 80 ( 9 ~ 89 ~ 80
NET SWALE LENGTH (LF) ~ 230 ~ 59 ~ 132 ~ 300 ~ 287 ~ 251 ~ 165 ~ 416 ~ 263 NET SWALE VOLUME (CF) ~ 460 ~ 118 ~ 264 ~ 599 ~ 574 ~ 502 ~ 330 ~ 832 ~ 527
DIFFERENCE (CF) ~ 121 ~ 61 ~ -88 ~ 260 ~ 219 ~ 115 ~ 118 1 234 ~ 140
USKH / Wyatt Engineering, Inc.
I:\679302-Tupper Summerfield 5th Add PSE\679302AreaCalcs-5thAdd-FieldRev1.xls-Area Page 1 of 1
Summerfield East 5th Addition
Storm Water Design - Drainage Study Report Calculations
Date: August 14, 2003
Name: Summerfield East 5th Addihon
Basin Nam DA-1&3 Design Frequency: 10 YR
1. Determine Time of Concentration
Segment 1- Overland Fiow OVERLAND FLOW
Length L= 120 ft (Length) MAX LENGTH = 300 ft.
Slope S= 0 01 ft/ft (Slope)
n = 0.016 Roughness Coefficient (Asphalt)
Ct = 0.15 From Figure 3, Page 6-5 of
"Guidelines for Storm Water Management".
Tc1 = Ct'(L'n/(S^0.5))^(0.6); From "Guidelines for Storm Water Management".
Tc1 = 0 88 min.
Segment 2- Shallow Concentrated Flow CURB GUTTER
Length L = 0 ft
Slope S = 0.005 fUft
n= 0.014 Roughness Coefficient (Concrete Gutters)
Depth, y= 0.09 ft. (Assumed depth of flow)
Cross s = 0.02 ff/ft
Z = 50.00 ft/ft (Z=1/s)
Area, A= 0.20 ft. (A = 1/2•z*(y^2))
Q gutter = 0.21 cfs (Manning's equation flow)
Velocity, V= 1 05 fps (V = Q/A)
Tc2 = LengthNelocity
Tc2 = 0.00 min.
Segment 3- Channel Flow PIPE
Length L = 0.00 ft
Slope S = 1.000 fUk
n= 0.012 Manning's Roughness Coefficient (Concrete)
Diameter = 0 inches
Area, A = 0
R= D/4 = 0 ft.
Velocity, V= (1.49/n)'(R^2/3)'(So^1/2) (Mannings Equation)
Velocity, V= 43 62 ff/sec
Tc3 = Length/Velocity
Tc3 = 0 min
Total Tc = 0.88 min.
USKH / Wyatt Engineenng, Inc.
I.\679302-Tupper Summerfield 5th Add PSE\679302AreaCalcs-SthAdd-FieldRevl xls-DA1&3 Page 1 of 3
Summerfield East 5th Addition
Storm Water Design - Drainage Study Report Calculations
Date Auqust 14, 2003
Name Summerfield East Sth Addition
Basin Nam DA-1&3 Design Frequency: 10 YR
2. Determine Weighted Runoff Coefficient (C ) and Area:
Area
Surface Type (sfl (acres) C. CA
Open Land (2% - 10% slope) 39302 0 90 0.3 0.2707
Roof & Sidewalk 71111 0.26 0.9 02296
Asphalt, Curb & Dnveway 16608 0.38 0.9 0.3431
From Bypass DAx 0 0.00 09 0.0000
Total Drainage Area 67021 1.54 Sum CA = 0.8434
Total Impervious Treated Area 16608 0.38
" From Table 1, Page 6-2, "Guidelines for Stortn Water ManagemenP"
Weighted C=(Sum CA)/(Sum A) = 0.5482
3 Determine Peak Runoff (Q = CIA):
Based On- Total Impervious Area
Duration (Tc) = 0.88
Weighted C = 0.5482
Intensity (I) = 3.18 in/hr from IDF Curve for Spokane, WA
Area (A) = 1.54
Peak 10-year discharge = 2.68 cfs
4. Determine Volume of Biofiltration Swale/Drainage Area:
Total Impervious Treated Area = 16607 75 sf
Required Biofiltration Swale Volume = Impervious Treated Area x 0.6712 in/ft
Reqwred Biofiltration Swate Volume = 691.99 CF
"208" Btofiltration Swale Bottom Width = 2.00 ft
"208" Biofiltration Swale Bottom Length = 362 23 k
°208" Biofiltration Swale Depth = 0.5 R
"208" Biofiltration Swale Side Slopes (X - 1) = 4 .
"208" Biofiltration Swale Bottom Area = 724 sf
"208" Biofiltration Swale Top Area = 2197 sf
"208" Biofiltration Swale Volume = 730 cf POND SIZE CHECKS
5 Determine the Maximum Outflow:
Sod Type: Gamson Gravelly Loam (GgA) From Spokane County Soil Survey, SCS
Based on the soif type and "Guidelines for Storm Water Management", Page 4-15, the allowable
design drywell flows are as shown below:
Number of Type A(0 3 cfs) Drywells Required: 0
Number of Type B(1.0 cfs) Drywells Required: 1
Total Outflow (Qo) = 1 cfs
USKH / Wyatt Engineenng, Inc.
I:\679302-Tupper Summerfield 5th Add PSE\679302AreaCalcs-SthAdd-FieldRevl.xls-DA183 Page 2 of 3
Summerfield East 5th Addition
Storm Water Design - Drainage Study Report Calculations
Date: August 14, 2003
Name. Summerfield East 5th Addition
Basin Nam DA-183 Design Frequency: 10 YR
6. Determine Required Detention Storage Using Bowstnng Method
Time Increment = 5 min.
Elapsed Time Intens. Q in Vol. In Vol. Out Storage'
(min.) (sec ) (in/hr) (cfs) (cu.ft.) (cu.ft.) (cu ft.)
0 SS 53 3.18 2 68 190 53 137
0 0 3.18 2.68 0 0 0
5 300 3.18 2.68 853 28 825
10 600 2.24 1.89 1168 213 954
15 900 1.77 1.49 1370 411 960
20 1200 1.45 122 1490 603 887
25 1500 1.21 102 1549 784 765
30 1800 1 04 0 88 1595 967 627
35 2100 0 91 0 77 1626 1148 477
40 2400 0.82 0.69 1672 1344 328
45 2700 0.74 0.62 1696 1530 167
50 3000 0.68 0 57 1731 1726 5
55 3300 0.64 0 54 1791 1947 -156
60 3600 0.61 0 51 1861 2180 -319
65 3900 0.61 0.51 2016 2480 -464
70 4200 0.61 0.51 2170 2780 -610
75 4500 0.61 0.51 2324 3080 -756
80 4800 0.61 0.51 2479 3380 -901
85 5100 0 61 0.51 2633 3680 -1047
90 5400 0.61 0.51 2787 3980 -1193
' Storage = (Vol in. - Vol. out)
7. Determine the Minimum Required Depth above Biofiltration Swale:
Required Detention Storage 959.7 CF (See Bowstring Method, maximum value)
Calculated "208" Biofiltration Swale Volume: 730.5 CF
Required Storage Above "208" Swale: 229.3 CF NEEDS ADDITIONAL SWALE VOLUME
"208" Swale Top Width• 6 0 ft (See "208" Swale Volume Calculations)
"208" Swale Top Length. 366.2 ft (See "208" Swale Volume CalculaGons)
"208" Swale Top Area: 2197 4 SF (See "208" Swale Volume CalculaGons)
"208" BiofiltraUon Swale Side Slopes (X 1) = 4.0 (See "208" Swale Volume CalculaUons)
Depth Above "208" BiofiitraGon Swale 01 ft
Detention Pond Top Width• 6.8 ft
Detention Pond Top Length: 367.0 ft
Top of Detention Pond Area: 2495.8 SF
Volume above "208" Biofiltration Swale* 234.7 CF POND SIZE CHECKS
USKH / Wyatt Engineering, Inc.
I•\679302-Tupper Summerfield 5th Add PSE\679302AreaCalcs-5thAdd-FieldRev1 xls-DA1&3 Page 3 of 3
Summerfield East 5th Addition
Storm Water Design - Drainage Study Report Calculations
Date August 14, 2003
Name. Summerfield East Sth Addition
Basm Nam DA-2 Design Frequency: 10 YR
1. Determine Time of Concentration
Segment 1- Overland Flow OVERLAND FLOW
Length L= 40 ft(Length) MAX LENGTH = 300 ft
Slope S= 0 01 ff/ft (Slope)
n = 0.016 Roughness Coefficient (Asphalt)
Ct = 0.15 From Figure 3, Page 6-5 of
"Guidelines for Storm Water Management".
Tc1 = Ct'(L'n/(S^0 5))^(0.6); From "Gwdelines for Stortn Water Management"
Tc1 = 0.46 min.
Segment 2- Shallow Concentrated Flow CURB GUTTER
Length L = 0 ft
Slope S = 0.005 fUft
n= 0.014 Roughness Coefficient (Concrete Gutters)
Depth, y= 0.09 ft(Assumed depth of flow)
Cross s = 0.02 ft/ft
Z = 50.00 ft/R (Z=1/s)
Area, A= 0 20 ft. (A = 1/2'Z'(y^2))
Q gutter = 0.21 cfs (Manning's equation flow)
Velocity, V= 1.05 fps (V = Q/A)
Tc2 = LengthNelociiy
Tc2 = 0.00 min.
Segment 3- Channel Flow PIPE
Length L= 0 00 ft
Slope S = 1.000 ff/ft
n= 0.012 Manning's Roughness Coeffiaent (Concrete)
Diameter = 0 inches
Area, A = 0
R= D/4 = 0 ft.
Velocity, V= (1.49/n)'(R^213)'(So^1/2) (Mannings Equation)
Velocity, V= 43.62 ff/sec
Tc3 = LengthNelociry
Tc3 = 0 min.
Total Tc = 0.46 min.
USKH / Wyatt Engineenng, Inc.
I\679302-Tupper Summerfield 5th Add PSE1679302AreaCalcs-SthAdd-FieldRevl x1s-DA2 Page 1 of 3
Summefield East 5th Addition
Storm Water Design - Drainage Study Report Calculations
Date. August 14, 2003
Name Summerfield East 5th Addition
Basin Nam DA-2 Design Frequency 10 YR
2. Determine Weighted Runoff Coefficient (C ) and Area:
Area
Surface Type (sf) (acres) C. CA
Open Land (2% - 10% slope) 1844 0.04 03 0.0127
Roof & Sidewalk 335 0.01 0.9 0.0069
Asphalt, Curb & Dnveway 1376 0.03 0.9 0.0284
From Bypass DAx 0 0.00 0.9 00000
Total Drainage Area 3555 0.08 Sum CA = 0.0481
Total Impervious Treated Area 1376 0.03
' From Table 1, Page 6-2, "Guidelines for Storm Water Management"
Weighted C=(Sum CA)/(Sum A) = 0.5888
3. Determine Peak Runoff (Q = CIA)
Based On Total Impervious Area
Duration (Tc) = 0 46
Weighted C = 0.5888
Intensity (I) = 3 18 in/hr from IDF Curve for Spokane, WA
Area (A) = 0.08
Peak 10-year discharge = 0.15 cfs
4. Determine Volume of Biofiltration Swale/Drainage Area:
Total Impervious Treated Area = 1376.32 sf
Reqwred Biofiltration Swale Volume = Impervious Treated Area x 0.5"!12 in/fl
Required Biofiltration Swale Volume = 57.35 cf
"208" Biofiltration Swale Bottom Width = 2.00 ft
"208" BiofilUation Swale Bottom Length = 59.00 ft
"208" Biofiltration Swale Depth = 0.5 ft
"208" Biofiltration Swale Side Slopes (X • 1) = 4
"208" Biofiltration Swale Bottom Area = 118 sf
"208" Biofiltration Swale Top Area = 378 sf
"208" Biofiltration Swale Volume = 124 cf POND SI2E CHECKS
5. Determine the Maximum Outflow:
Soil Type: Gartison Gravelly Loam (GgA) From Spokane County Sotl Survey, SCS
Based on the sod type and "Guidelines for Storm Water Management", Page 4-15, the allowable
design drywell flows are as shown below:
Number of Type A(0.3 cfs) Drywells Required 1
Number of Type B(1.0 cfs) Drywells Reqwred• 0
Total Outflow (Qo) = 0.3 cfs
USKH / Wyatt Engineering, Inc.
I•1679302-Tupper Summerfield 5th Add PSE1679302AreaCalcs-5thAdd-FieldRev1 xls-DA2 Page 2 of 3
Summerfield East 5th Addition
Storm Water Design - Drainage Study Report Calculations
Date: August 14, 2003
Name: Summerfield East 5th Addition
Basin Nam DA-2 Design Frequency 10 YR
6. Determine Required Detention Storage Using Bowstnng Method
Time Increment = 5 min. Elapsed Time Intens. Q in Vol In Vol. Out Storage'
(min.) (sec.) (in/hr) (cfs) (cu.ft.) (cu.ft.) (cu ft.)
0 46 27 318 0.15 6 8 -3
0 0 3.18 015 0 0 0
5 300 3.18 0.15 47 0 47
10 600 2.24 0.11 66 0 66
15 900 1.77 0.09 77 0 77
20 1200 1.45 0 07 84 0 84
25 1500 1.21 0.06 88 0 88
30 1800 1.04 0 05 90 0 90
35 2100 0.91 0.04 92 0 92
40 2400 0.82 0 04 95 0 95
45 2700 0.74 004 96 0 96
50 3000 0 68 0.03 98 0 98
55 3300 0 64 0.03 102 0 102
60 3600 0 61 0.03 106 0 106
65 3900 0 61 0.03 115 0 115
70 4200 0 61 0 03 123 0 123
75 4500 0.61 0 03 132 81 51
80 4800 0 61 0.03 141 171 -30
85 5100 0.61 0.03 150 261 -111
90 5400 0 61 0.03 159 351 -192
' Storage = (Vol in. - Vol. out)
7. Determine the Minimum Required Depth above Biofiltration Swale:
Required Detention Storage 123.4 CF (See Bowstnng Method, maximum value)
Calculated "208" Biofiltra6on Swale Volume: 124.0 CF
Required Storage Above "208" Swale: -0.6 CF EFFICIENT CAPACITY
"208" Swale Top Width• 60 ft (See "208" Swale Volume Calculations)
"208" Swale Top Length: 63.0 k (See "208" Swale Volume Calculations)
"208" Swate Top Area: 378.0 SF (See "208" Swale Volume CalculaUons)
"208" Biofiltration Swale Side Slopes (X : 1) = 4.0 (See "208" Swale Volume Caiculations)
Depth Above "208" Biofiltra6on Swale. 0.1 ft
Detention Pond Top Width: 6.8 ft
Detention Pond Top Length• 63.8 ft
Top of Detention Pond Area: 433.8 SF
Volume above "208" Biofiltrabon Swale: 40.6 CF POND SIZE CHECKS
USKH / Wyatt Engineering, Inc.
I\679302-Tupper Summerfield Sth Add PSE1679302AreaCalcs-5thAdd-FieldRevl.xls-DA2 Page 3 of 3
Summerfield East 5th Addition
Storm Water Design - Drainage Study Report Calculations
Date August 14, 2003
Name• Summerfield East 5th Addition
Basin Nam DA-4&5 Design Frequency. 10 YR
1. Determine Time of ConcentraUon
Segment 1- Overland Flow OVERLAND FLOW Length L= 145 ft(Length) MAX LENGTH = 300 ft.
Slope S = 0.01 ft/ft (Slope)
n = 0.016 Roughness Coefficient (Asphalt)
Ct = 0.15 From Figure 3, Page 6-5 of
"Gwdelines for Storm Water Management".
Tc1 = CY(L'n/(S^0.5))"(0.6); From "Guidelmes for Storm Water Management"
Tc1 = 0 99 min.
Segment 2- Shallow Concentrated Flow CURB G,UnEg
Length L = 0 ft
Slope S = 0.005 fUft
n= 0.014 Roughness Coefficient (Concrete Gutters)
Depth, y= 0.09 ft. (Assumed depth of flow)
Cross s = 0.02 ft/ft
Z = 50.00 ft/ft (Z=1/s)
Area, A= 0.20 ft(A = 1/2'Z'(y^2))
Q gutter = 0.21 cfs (Manning's equa6on flow)
Velocity, V= 1.05 fps (V = Q/A)
Tc2 = Length/Velocity
Tc2 = 0.00 min.
Segment 3- Channel Flow PIPE
Length L = 0.00 ft
Slope S = 1.000 fUft
, n= 0 012 Manning's Roughness Coefficient (Concrete)
Diameter = 0 inches
Area. A = 0
R= D/4 = 0 ft
Velocity, V= (1 49/n)"(R^2/3)'(So^1/2) (Mannings Equation)
Velocity, V= 4362 ft/sec
Tc3 = LengthNelocity
Tc3 = 0 min
Total Tc = 0.99 min.
USKH / Wyatt Engineenng, Inc.
I\679302-Tupper Summerfiled 5th Add PSE1679302AreaCalcs-SthAdd-FieldRev1.xls-DA4&5 Page 1 of 3
Summefield East Sth Addition
Storm Water Design - Drainage Study Report Calculations
Date- August 14, 2003
Name: Summerfield East 5th Addition
Basin Nam DA-485 Design Frequency: 10 YR
2. Determine Weighted Runoff Coeffiaent (C ) and Area.
Area
Surface Type (sfl (acres) C' CA
Open Land (2% - 10% slope) 52889 1.21 03 0.3642
Roof & Sidewalk 16402 0.38 09 0.3389
Asphalt, Curb & Dnveway 16647 0.38 09 0.3439
From Bypass DAx 0 0.00 09 0.0000
Total Drainage Area 85938 1.97 Sum CA = 1.0471
Total Impervious Treated Area 16647 0.38
' From Table 1, Page 6-2, "Guidelines for Storm Water Management"
Weighted C=(Sum CA)/(Sum A) = 0.5307
3. Determme Peak Runoff (Q = CIA)
Based On. Total Impervious Area
Duration (Tc) = 0.99
Weighted C = 0.5307
Intensity (I) = 3.18 in/hr from IDF Curve for Spokane, WA
Area (A) = 1 97
Peak 10-year discharge = 3.33 cfs
4. Determine Volume of Biofiltration Swale/Drainage Area:
Total Impervious Treated Area = 16646 72 sf
Required Biofiltrahon Swale Volume = Impervious Treated Area x 0 5"/12 m/ft
Required Biofiltration Swale Volume = 693.61 cf
"208" Biofiltration Swale Bottom Width = 2 00 ft
"208" Biofiltration Swale Bottom Length = 58649 ft
"208" Biofiltration Swale Depth = 0.5 ft
"208" Biofiltration Swale Side Slopes (X : 1) = 4
"208" Biofiltration Swale Bottom Area = 1173 sf
"208" Biofiltration Swale Top Area = 3543 sf
"208" Biofiltration Swale Volume = 1179 cf POND SIZE CHECKS
5 Determine the Maximum Outflow
Soil Type: Garrison Gravelly Loam (GgA) From Spokane County Sod Survey, SCS
Based on the soil type and °Guidelines for Storm Water Management", Page 4-15, the allowable
design drywell Flows are as shown below:
Number of Type A(0.3 cfs) Drywells Reqwred 0
Number of Type B(1.0 cfs) Drywells Required: 1
Total OutFlow (Qo) = 1 cfs
USKH / Wyatt Engineering, Inc.
I\679302-Tupper Summerfiled 5th Add PSE\679302AreaCalcs-5thAdd-FieldRevl.xls-DA4&5 Page 2 of 3
Summerfield East 5th Addition
Storm Water Design - Drainage Study Report Calculations
Date: August14,2003
Name: Summerfield East 5th Addition
Basin Nam DA-4&5 Design Frequency 10 YR
6. Determine Required Detention Storage Using Bowstring Method
Time Increment = 5 min.
Elapsed Time Intens Q in Vol. In Vol. Out Storage'
(min ) (sec ) (in/hr) (cfs) (cu.ft.) (cu.ft.) (cu.ft.)
0.99 59 3 18 3 33 265 59 206
0 0 3.18 3.33 0 0 0
5 300 3.18 3 33 1066 0 1066
10 600 2 24 2 35 1455 97 1357
15 900 1.77 1.85 1705 264 1442
20 1200 1.45 1.52 1853 423 1429
25 1500 121 127 1926 569 1357
30 1800 1.04 109 1982 717 1265
35 2100 0.91 0.95 2020 863 1158
40 2400 0.82 0.86 2078 1027 1051
45 2700 0 74 0.77 2108 1178 929
50 3000 0 68 0 71 2150 1344 806
55 3300 0.64 0.67 2225 1541 684
60 3600 0.61 0.64 2312 1754 558
65 3900 0.61 0.64 2504 2054 450
70 4200 0 61 0.64 2696 2354 341
75 4500 0 61 0.64 2887 2654 233
80 4800 0.61 0 64 3079 2954 125
85 5100 0.61 0.64 3270 3254 16
90 5400 0.61 0.64 3462 3554 -92
' Storage = (Vol in. - Vol. out)
7. Determine the Minimum Required Depth above Biofiltration Swale•
Required Detention Storage 1441 5 CF (See Bowstnng Method, maximum value)
Calculated "208" Biofiltration Swale Volume. 1179.0 CF
Required Storage Above "208" Swale 262.6 CF NEEDS ADDITIONAL SWALE VOLUME
"208" Swale Top Width• 6.0 ft (See "208" Swale Volume Calculations)
"208" Swale Top Length 590.5 ft (See "208" Swale Volume Calcula6ons)
"208" Swale Top Area: 3542.9 SF (See "208" Swale Volume Calculabons)
"208" BiofilUation Swale Side Slopes (X 1) = 40 (See "208" Swale Volume CalculaUons)
Depth Above "208" Biofiltration Swale: 01 ft
Detention Pond Top Width: 6.8 ft
Detention Pond Top Length: 591 3 ft
Top of Detention Pond Area: 4020.8 SF
Volume above "208" Biofiltration Swale: 378.2 CF POND SIZE CHECKS
USKH / Wyatt Engineenng, Inc.
1:1679302-Tupper Summerfiled Sth Add PSE1679302AreaCalcs-5thAdd-FieldRev1.xls-DA485 Page 3 of 3
Summerfield East 5th Addition
Storm Water Design - Drainage Study Report Calculahons
Date• August 14, 2003
Name: Summefield East Sth Addition
Basin Narr DA-6&7 (Includes DA283 from Summerfield East 4th Addition) Design Frequency 10 YR
1. Determine Time of Concentration
Segment 1- Overland Flow QVLRLAND FLOW
Length L= 145 ft(Length) MAX LENGTH = 300 ft
Slope S = 0.01 ft/ft (Slope)
n = 0.016 Roughness Coefficient (Asphalt)
Ct = 0.15 From Figure 3, Page 6-5 of
"Guidelmes for Storm Water ManagemenP".
Tc1 = CC(L'N(S^0.5))^(0.6); From "Guidelines for Storm Water Management".
Tc1 = 0.99 min.
Segment 2- Shailow Concentrated Flow CURB GUTTER
Length L = 0 ft
Slope S= 0 005 ft/ft
n= 0 014 Roughness Coefficient (Concrete Gutters)
Depth, y= 0.09 ft(Assumed depth of flow)
Cross s = 0.02 ft/R
Z = 50.00 fUft (Z=1/s)
Area, A= 0 20 ft. (A = 1/2'Z'(y^2))
Q gutter = 0.21 cfs (Manning's equation flow)
Velocity, V= 1.05 fps (V = Q/A)
Tc2 = LengthNeloaty
Tc2 = 0.00 min.
Segment 3- Channel Flow pIPE
Length L = 0.00 ft
Slope S = 1.000 ft/ft
n= 0.012 Manning's Roughness Coefficient (Concrete)
Diameter = 0 inches
Area, A = 0
R= D/4 = 0 ft.
Velocity, V= (1 49/n)"(R^2/3)'(So^112) (Mannings Equation)
Velocity, V= 43.62 ft/sec
Tc3 = Length/Velocity
Tc3 = 0 min
Total Tc = 0.99 min.
USKH / Wyatt Engineenng, Inc.
I•\679302-Tupper Summefield 5th Add PSE\679302AreaCalcs-5thAdd-FieldRevi.xls-DA687 Page 1 of 3
Summerfield East Sth Addition
Stortn Water Design - Drainage Study RepoR Calculations
Date: August 14, 2003
Name: Summerfield East 5th Addition
Basin Nam DA-6&7 (Includes DA283 from Summerfield East 4th Addition) Design Frequency: 10 YR
2 Detertnine Weighted Runoff Coeffiuent (C ) and Area:
Area
Surface Type (sn (acres) C. CA
Open Land (2% -10% slope) 57487 1.32 0.3 03959
Roof 8 Sidewalk 19131 0.44 0.9 0.3953
Asphalt, Curb & Driveway 18544 0.43 0.9 03831
From Bypass 4th add 5187 0.12 0.3 00357
From Bypass 4th add 2150 0.05 09 0.0444
From Bypass DAx 5078 0.12 09 0.1049
Total Dramage Area 100348 2.30 Sum CA = 0.1851
Total Drainage Area 107576 2 47 Sum CA = 1 1743
Total Impervious Treated Area 18544 0.43
' From Table 1, Page 6-2, "Guidelines for Storm Water Management"
Weighted C=(Sum CAY(Sum A) = 0.4755
3. Detertnine Peak Runoff (Q = CIA).
Based On• Total Impervious Area
Duration (Tc) = 0.99
Weighted C = 04755
Intensity (I) = 3.18 in/hr from IDF Curve for Spokane, WA
Area (A) = 2.47
Peak 10-year discharge = 3.73 cfs DA6&7 only
0.5885 cfs from 4th Addition -
4. Detertnine Volume of Biofiltration Swale/Drainage Area
Total Impervious Treated Area = 18544.02 s(
Required Biofiltration Swale Volume = Impervious Treated Area x 0 5"/12 in/ft
Required BtofilVation Swate Volume = 772.67 cf
"208" Biofiltration Swale Bottom Width = 2.00 ft
"208" Biofiltration Swale Bottom Length = 679.14 ft
"208" BiofilUation Swale Depth = 0 5 ft
"208" Biofiltration Swale Side Slopes (X : 1) = 4
"208" Biofiitration Swale Bottom Area = 1358 si
"208" Biofiltration Swale Top Area = 4099 sf
"208" Biofiltration Swale Voiume = 1364 cf POND SIZE CHECKS
5. Detertnine the Maximum Outflow:
Sod Type, Garrison Gravelly Loam (GgA) From Spokane County Soil Survey, SCS
Based on the soil type and "Guidelines for Stortn Water Management", Page 4-15, the allowable
design drywell flows are as shown below:
Number of Type A(0.3 cfs) Drywells Required• 0
Number of Type B(1 0 cfs) Drywells Reqwred 2
Total Outflow (Qo) = 2 cfs
USKH / Wyatt Engineering, Inc.
I 1679302-Tupper Summefield Sth Add PSE\679302AreaCalcs-SthAdd-FieldRevl.xls-DA687 Page 2 of 3
Summerfield East 5th Addition
Storm Water Design - Drainage Study Report Calculations
Date. August 14, 2003
Name• Summefield East Sth Addition
Basin Nam DA-687 (Includes DA2&3 from Summerfield East 4th Addition) Design Frequency 10 YR
6. Detertnine Required Detention Storage Using BowsUing Method
Time Increment = 5 min.
Elapsed Time Intens. Q in Vol. In Vol. Out Storage'
(min.) (sec.) (in/hr) (cfs) (cu.ft.) (cu.ft ) (cu ft.)
0.99 59 3.18 3.73 297 119 178
0 0 3.18 373 0 0 0
5 300 3.18 3 73 1196 0 1196
10 600 2.24 2.63 1631 163 1469
15 900 1.77 2.08 1913 487 1425
20 1200 145 1.70 2078 798 1280
25 1500 121 1.42 2160 1080 1080
30 1800 104 1 22 2223 1366 857
35 2100 0.91 107 2266 1647 619
40 2400 0.82 0 96 2330 1966 364
45 2700 0.74 0.87 2364 2260 104
50 3000 0.68 0.80 2412 2583 -171
55 3300 0.64 0.75 2495 2969 -474
60 3600 0.61 0.72 2593 3391 -798
65 3900 0 61 0.72 2808 3991 -1183
70 4200 0.61 0.72 3023 4591 -1568
75 4500 061 0.72 3238 5191 -1953
80 4800 0.61 0 72 3453 5791 -2338
85 5100 0.61 0 72 3668 6391 -2723
90 5400 0.61 0.72 3883 6991 -3108
' Storage = (Vol in. - Vol. out)
7. Detertnme the Minimum Required Depth above Biofiltration Swale:
Required DetenUon Storage 1468.7 CF (See BowsUing Method, maximum value)
Calculated "208" Biofiltration Swale Volume: 1364.3 CF
Reqwred Storage Above "208" Swale: 104.4 CF NEEDS ADDITIONAL SWALE VOLUME
"208" Swale Top Width: 6.0 ft (See "208" Swale Volume CalculaUons)
"208" Swale Top Length 683.1 ft (See "208" Swale Volume Calculations)
"208" Swale Top Area: 4098 8 SF (See "208" Swale Volume Calculations)
"208" Biofiltration Swale Side Slopes (X : 1) = 40 (See "208" Swale Volume Calculations)
Depth Above "208" Biofiltration Swale• 0.1 ft
Detenbon Pond Top Width: 6.8 ft
Detenhon Pond Top Length 683.9 ft .
Top of Detention Pond Area• 4650.8 SF
Volume above "208" BiofilVaUon Swale: 437.5 CF POND SIZE CHECKS
USKH / Wyatt Engineenng, Inc
I:\679302-Tupper Summerfield Sth Add PSE\679302AreaCalcs-5thAdd-FieldRevl.xls-DA687 Page 3 of 3
~ - ' ENGINEERING • LAND SURVEYING PLANNING • MATERIALS TESTING
a subWdLW cd
March 26, 2003
Colleen S. Little, P.E. and John Hohman, P.E.
Spokane County Engineers
1026 W. Broadway Ave
Spokane, WA 99260-0170
(509) 477-3600 PH
(509) 477-7655 FX
RE: Pl 206F Summerfield East - 5'h Addition
Resubmittal No. 2 Comments
Dear Colleen S. Little, P.E. and John Hohman, P.E.:
Attached to this letter are plans, calculations and/or attachments related to your March 17,
2003 email and March 24, 2003 comment letter regarding our Summerfield 5"' Addition project
submitted on February 24'h. The first comments from the County for Summerfield 5"' Addition
were received by our office on February 28, 2003 (from Gloria Mantz) and returned to the
County on March 12, 2003.
Following are responses to County comments pending:
4. The landing at Queen Avenue has been cerified and is consistenr with the cross-slope of
Calvin Road
6. The site preparation and compaction recommendations are listed on the cross-section
details. Refer to detail 1 on sheet 4.
10. The TOC routes and distances have all been reviewed and verified. They all are under
5 minutes time of concentration.
11. Attached are the non-flooded width calculations for the sump conditions.
14. Sight distance analysis are attached.
Also, the stamped and signed lot plans are attached.
Hopefully we have addressed the outstanding items contained in your March 24, 2003 letter
and will allow approval of the roadway and drainage plans. We understand that there are
remaining recommendations contained in several e-mail transmittals to our office which you
have allowed us not to address as part of this re-submittal and that these items will not affect
the ability of the County to approve these plans
Sincerely,
WYATf ENGINEERING, INC.
a subsJdiary of USKH, Inc.
(JLxtM \
. Logan, P.E.
Project Manager
iloaanCgwvatt.uskh.com
Project # 679302 WYATT ENGINEERING, INC. nrrairwww.usxn.com
❑ 101 Thain Road Lewiston, ID 83501 phone (208) 746-2661 fax: (208) 746-6825
0 1220 North Howard Spokarie, WA 99201 phone: (509) 326-5139 fau: (509) 328-0423
Little, Colleen
From: Little, Colleen
Sent: Tuesday, March 25, 2003 10:13 AM
To: 'Lisa Frey'
Subject: RE: P1206E Submittal No. 2
Hey Lisa. I think in this case, you're right. I think if you just provide the sheets as
an attachment, that will be fine. Normally, we want a new (complete) report, but since it
is just the one minor change, I don't think it's necessary.
Thanks Lisa.
Colleen
-----Original Message-----
From: Lisa Frey (mailto:lfrey@uskh.com)
Sent: Monday, March 24, 2003 12:13 PM
To: Little, Colleen
Subject: RE: P1206E Submittal No. 2
Hi Colleen,
I have verified the TOC lengths and they do not change the overall result of our design.
In looking at the TOC routes, there are only a few that vary with additional length. Can
I just submit these sheets or do you want the complete report reproduced. In my opinion,
the additional lengths do not change the result only change the time of concentration, so
I do not feel this is a major item now that I have verified it.
What do you think?
Lisa Lozano Frey, Civil Engineer, E.I.T.
USKH/WYATT Engineering, Inc.
A Subsidiary of USKH, Inc.
1220 North Howard
Spokane, WA 99201
Phone: (509) 328-5139
Fax: (509) 328-0423
E-mail: <mailto:lfrey@uskh.com>
Web site: www.uskh.com
UNWIN*SCHEBEN*KORYNTA*HUETTTL
This electronic communication (including all attachments) is intended only for the named
addressee(s) and may contain confidential information. It has not passed through our
standard review process. Design data and recommendations included herein are provided as
a matter of convenience and should not be used for final design. RELY ONLY ON THE FINAL
HARD COPY MATERIALS BEARING THE CONSULTANT'S ORIGINAL SIGNATURE AND SEAL. If you are not
the named addressee(s), any use dissemination, distribution or copying of this
communication is prohibited. If you have received this communication in error, please
notify the sender by return e-mail and delete the original communication from your system.
-----Original Message-----
From: Little, Colleen [mailto:CLittle@spokanecounty.org]
Sent: Monday, March 17, 2003 3:29 PM
To: Lisa Frey
Subject: P1206E Submittal No. 2
1
03-17-03- n: Summerfield st - 5th Addn
Hello Lisa,
I wanted to give you a quick list of the items still outstanding. John Hohman
suggested that maybe we could meet quickly tomorrow (at your convenience), so
that we could go over it together. Hopefully then we could authorize you to
submit mylars, assuming that the changes would be made per our conversation.
The following items (referencing the item number from our comment letter of
2/28/03) need to be addressed:
4) The landing at Queen Avenue is inconsistent with the cross-slope of Calvin
Road.
6) Indicate how (where) the site prep and compaction recommendations found in
the Geotechnical Report are represented in the construction documents. 10) The TOC routes are not located where expected. The flow path should start
at the hydraulically furthest point. Revising this may change some
calculations.
11) Non-flooded road width calculations are required at any sump location;
calculations provided are for Calvin Road which is on a continuous grade.
14) Sight distance calculations are inconsistent with the AASHTO method
typically utilized; in addition, both a plan view and elevation view analysis
is required.
Also, I happened to notice on the Queen Avenue plan sheet that the pipe
diameter noted for the pipe located at station 15+55 indicates 10 inches in one
location and 12 inches in another; this should be corrected.
With regard to 208 treatment area, I remember questioning why there were no
swale dimensions shown and you responded that a lineal distance times a fixed
width, less a typical driveway area was used to determine the treatment area.
While this is acceptable, somewhere on the plans, it needs to be noted how much
208 area is expected to be found on each lot. Since the lots vary in size, I
am not sure how this would be accomplished. The reason that I mention this is
because there is no way for the inspector to certify if the treatment area has
been correctly accounted for without some frame of reference (i.e. pond bottom
areas) to proceed from.
And last, with regard to lot plans, they may need to be "generic" in nature
(with respect to driveway location) and the amount of 208 area that is required
will need to be noted from lot plan to lot plan, per the reasoning above.
We can discuss the treatment area/lot plan dilemma when we meet; it will
probably make more sense when we are looking at the plans. I am open all day
tomorrow if you would like to pick a time to meet, just give me a call. Thanks
Lisa.
Colleen S. Little
Colleen S. Little, P.E.
Plan Review Engineer
Spokane County
Division of Engineering & Roads
(509) 477-7241
2
Little, Colleen
From: Lisa Frey [Ifrey@uskh.com] ,
Sent: Monday, March 24, 2003 12:13 PM
To: Little, Colleen
Subject: RE: P1206E Submittal No. 2
Hi Colleen,
I have verified the TOC lengths and they do not change the overall result of our design.
In looking at the TOC routes, there are only a few that vary with additional length. Can
I just submit these sheets or do you want the complete report reproduced. In my opinion,
the additional lengt-hs do not change the result only change the time of concentration, so
I do not feel this is a major item now that I have verified it.
What do you think?
Lisa Lozano Frey, Civil Engineer, E.I.T.
USIQi/WYATT Engineering, Inc.
A Subsidiary of USKH, Inc.
1220 North Howard
Spokane, WA 99201
Phone: (509) 328-5139
Fax: (509) 328-0423
E-mail: <mailto:lfreyQuskh.com>
Web site: www.uskh.com
UNWIN*SCHEBEN*KORYNTA*HUETTTL
This electronic communication (including all attachments) is intended only for the named
addressee(s) and may contain confidential information. It has not passed through our
standard review process. Design data and recommendations included herein are provided as
a matter of convenience and should not be used for final design. RELY ONLY ON THE FINAL
HARD COPY MATERIALS BEARING THE CONSULTANT'S ORIGINAL SIGNATURE AND SEAL. If you are not
the named addressee(s), any use dissemination, distribution or copying of this
communication is prohibited. If you have received this communication in error, please
notify the sender by return e-mail and delete the original communication from your system.
-----Original Message-----
From: Little, Colleen [mailto:CLittle@spokanecounty.org]
Sent: Monday, March 17, 2003 3:29 PM
To: Lisa Frey
Subject: P1206E Submittal No. 2
03-17-03 RE: Summerfield East - 5th Addn
Hello Lisa,
I wanted to give you a quick list of the items still outstanding. John Hohman
suggested that maybe we could meet quickly tomorrow (at your convenience), so
that we could go over it together. Hopefully then we could authorize you to
submit mylars, assuming that the changes would be made per our conversation.
The following items (referencing the item number from our comment letter of
2/28/03) need to be addressed:
4) The landing at Queen Avenue is inconsistent with the cross-slope of Calvin
Road.
6) Indicate how (where) the site prep and compaction recommendations found in
the Geotechnical Report are represented in the construction documents.
1
16) ThF~ TOC routes are not 1. ted where expected. The flow r__h should start
at the hydraulically furthest point. Revising this may change some
calculations.
11) Non-flooded road width calculations are required at any sump location;
calculations provided are for Calvin Road which is on a continuous grade.
14) Sight distance calculations are inconsistent with the AASHTO method
typically utilized; in addition, both a plan view and elevation view analysis
is required.
Also, I happened to notice on the Queen Avenue plan sheet that the pipe
diameter noted for the pipe located at station 15+55 indicates 10 inches in one
location and 12 inches in another; this should be corrected.
With regard to 208 treatment area, I remember questioning why there were no
swale dimensions shown and you responded that a lineal distance times a fixed
width, less a typical driveway area was used to determine the treatment area.
while this is acceptable, somewhere on the plans, it needs to be noted how much
208 area is expected to be found on each lot. Since the lots vary in size, I
am not sure how this would be accomplished. The reason that I mention this is
because there is no way for the inspector to certify if the treatment area has
been correctly accounted for without some frame of reference (i.e. pond bottom
areas) to proceed from.
And last, with regard to lot plans, they may need to be "generic" in nature
(with respect to driveway location) and the amount of 208 area that is required
will need to be noted from lot plan to lot plan, per the reasoning above.
We can discuss the treatment area/lot plan dilemma when we meet; it will
probably make more sense when we are looking at the plans. I am open all day
tomorrow if you would like to pick a time to meet, just give me a call. Thanks
Lisa.
Colleen S. Little
Colleen S. Little, P.E.
Plan Review Engineer
Spokane County
Division of Engineering & Roads
(509) 477-7241
2
Little, Colleen
From: Little, Colleen
Sent: Friday, March 21, 2003 12:46 PM
To: Lisa Frey (E-mail)
Subject: P1206E Street Name Sign
03-21-03 RE: Summerfield East - 5th Addition
Hi Lisa. In discussing, 5th/6th Additions with our traffic department, it was noted that no street name sign was proposed
during the 4th Addition for the intersection of Queen Ave and Burns Road I am told that sometimes that happens at a
stub road, and the subsequent addition picks up the cost of the sign when the road is extended. Since Queen Ave is
extended in the 5th Addition, it would be the responsibility of this plat to include a sign at the corner in question It may
also be possible that this was caught during construction of the 4th Addition, and was installed despite not being on the
plans. Can you verify if a street name sign has been placed at that intersection? Thanks Lisa.
CofCeen S. Litt(e
Colleen S. Little, P.E.
Plan Review Engineer
Spokane County
Division of Engineering & Roads
(509) 477-7241
1
Little, Colleen
From: Little, Colleen
Sent: Wednesday, March 19, 2003 3:05 PM
To: Lisa Frey (E-mail)
Subject: P1206E & P1206F Lot Plans
03-19-03 RE- Summerfield East - 5th and 6th Additions
Hello Lisa. I think you may have already mentioned this in passing, but I just wanted to reiterate that as part of the lot
plans, please attach all three details (3, 4 and 5, on Sheet 4/5 of the 6th Addn plans) to each lot plan. I just finished
discussing with our inspector how he determines whether or not the driveway and continuous swales are constructed
properly, so I thought I would quickly pass the message along. Call me if you have any questions. Thank you.
Coffeen S. Little
Colleen S. Little, P.E.
Plan Review Engineer
Spokane County
Division of Engineering & Roads
(509) 477-7241
1
Little, Colleen
From: Little, Colleen
Sent: Friday, March 21, 2003 8:40 AM
To: Brueggeman, Bob
Subject: RE: P1206E & P1206F Signage
Thanks Bob
-----Original Message-----
From: Brueggeman, Bob
Sent: Thursday, March 20, 2003 7:42 AM
To: Little, Colleen
Subject: RE: P1206E & P1206F Signage
You can proceed with your comments as we discussed if there exists a stop sign at this location, we wdl handle it thru
the new City's administration rather that with the developer.
-----Original Message-----
From: Little, Colleen
Sent: Wednesday, March 19, 2003 3:59 PM
To: Brueggeman, Bob
Subject: RE: P1206E & P1206F Signage
OK. That sounds fine. Just let me know what you find. Thanks.
-----Onginal Message-----
From: Brueggeman, Bob
Sent: Wednesday, March 19, 2003 3:37 PM
To: Little, Colleen
Subjed: RE: P1206E & P1206F Signage
I can check if a stop sign was actually installed. We sometimes catch these instances when the contractor is
performing the work.
-----Onginal Message-----
From: Uttle, Colleen
Sent: Wednesday, March 19, 2003 3:22 PM
To: Brueggeman, Bob
Subject: P1206E & P1206F Signage
03-19-03 RE: Summerfield East
Hi Bob. I checked the previous Addition (4th) to see if street signs were proposed. One intersection will
need a street sign and the other intersection (Burns Road and Crown Avenue) shows both a street sign
and a stop sign. These plans were reviewed and accepted in March of 2002. According to our
conversation today, there shouldn't be a stop sign there. How should I address this? Thanks Bob.
Colleen S. Little
Colleen S. Little, P.E.
Plan Review Engineer
Spokane County
Division of Engineering & Roads
(509) 477-7241
1 ,
Little, Colleen
From: Little, Colleen
Sent: Tuesday, March 18, 2003 1:32 PM
To: Lisa Frey (E-mail)
Subject: P1206E Developer
03-18-03 RE: Summerfield East - 5th Addn
Hi Lisa. Hey, I was noticing that our fee agreement for 6th Addn is signed by Ken Tupper and 5th Addn is signed by
Johnny Humphreys. Is this correct? I know that Gloria had Johnny Humphreys name on the first review letter of 5th Addn.
Thanks for clarifying this for me...the accounting dept flips cart-wheels if we are working on a project and charging it to the
wrong person'
Also, I did double check with John Hohman with regard to the cul-de-sac/turnaround requirement at the end of Calvin
Road. He said that at the meeting, it was determmed that a turnaround was required, but whether or not it could be
located within the floodplain was to be decided by Tammy Williams after she had time to review the floodplain elevations in
that vicinity It was his recollection that eventually she did OK the placement, but specified certain parameters for this
proposal. Also, I noted that you mentioned a hammerhead as being an alternative, and I just wanted to point out that the
only time a hammerhead (versus a cul-de-sac) is allowed is when the terrain is so steep that a cul-de-sac is impractical to
build; and to get approval for a hammerhead, a Design Deviation is required. Let me know if you have any questions
about this. Thanks Lisa.
Coffeen S. Littfe
Colleen S. L.ittle, P.E.
Plan Review Engineer
Spokane County
Division of Engineering & Roads
(509) 477-7241
1
a
Little, Colleen
From: Little, Colleen
Sent: Monday, March 17, 2003 3.29 PM
To: Lisa Frey (E-mail)
Subject: P1206E Submittal No. 2
03-17-03 RE: Summerfield East - 5th Addn
Hello Lisa,
I wanted to give you a quick list of the items still outstanding. John Hohman suggested that maybe we could meet quickly
tomorrow (at your convenience), so that we could go over it together. Hopefully then we could authorize you to submit
mylars, assuming that the changes would be made per our conversation. The following items (referencing the item
num er from our comment letter of 2/28/03) need to be addressed: ~211 ~~~~~•pn ~
~I `~1o~l To aVoid P a,l~.~.a~ %
he landing at Queen Avenue is inconsistent with the cross-slope of Calvin Road. 9~~w~5 O~L ~ •
ndicate how (where) the site prep and compaction recommendations fo nd in the Geo echnic I~eport Prerrepresented
'
in the construction documents. SkioWn &n road c,yox-sec+irnn deAaU
1 The TOC routes are not located where expected. The flo path sh uld start at the hydraulically furthest oint.
evising this may change some calculations. W i 11 re -e~~ ~ 1'2U%-k Q7t1,GS a./J rwiP.oj •
,1 yYfVon-flooded road width c@Iculations are required at any sump location; calculations provided are for Calvin Road which
Yl continuousgrade. r~ ~ Yt 51.11u1^'~ ht distance calculations are inconsistent with t e AASHTO method typically utdized; in addition, both a plan view
evation viewalysis is required. Wili POV►
Also, I happened to notice on the Queen Avenue plan sheet that the pipe diameter noted for the pipe located at station 15+
55 indicates 10 inches in one location and 12 inches in another; this should be corrected.
With regard to 208 treatment area, I remember questioning why there were no swale dimensions shown and you AMA: -}p
responded that a lineal distance times a fixed width, less a typical driveway area was used to determine the treatment ~~s .
rea. While this is acceptable, somewhere on the plans, it needs to be noted how much 208 area is expected to be fo~d
~n each lot. Since the lots vary in size, I am not sure how this would be accomplished. The reason that I mention this is
because there is no way for the inspector to certify if the treatment area has been correctly accounted for without some
frame of reference (i.e. pond bottom areas) to proceed from.
6pt last, with regard to lot plans, they may need to be "generic" in nature (with respect to driveway location) and the
amount of 208 area that is required will need to be noted from lot plan to lot plan, per the reasoning above.
We can discuss the treatment area/lot plan dilemma when we meet; it will probably make more sense when we are looking
at the plans. I am open all day tomorrow if you would like to pick a time to meet, just give me a call Thanks Lisa.
Coffeen S. Littfe
Colleen S. Little, P.E.
Plan Review Engineer
Spokane County
Division of Engineering & Roads
(509) 477-7241
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March I-7, a,DO3
FlIblualy 2~, 2eo3-~
Jeff Logan, P.E.
Wyatt Engineering, Inc.
1220 N. Howard Street
Spokane, WA 99201
Re: P1206E Summerfield East, 5`h Addition _
Plan Submittal - istRo*w1A, 3,nd RevdeV✓
Dear Jeff, Mavch ►z,
We revtewed your FebFaiwy A 2003 submittal of the road and drainage design documents for this
project. The followmg items need to be addressed or resolved prior to acceptance of the plans:
c
,)'W1VW la. t appears that the proposed design utilizes several low pomts along Queen Avenue which does not
9~Cj •~~0 provide an overflow route. Sloping the road to provide an overflow route may reduce the potential
for floodmg m the event of a significant storm. NO C.f'1"05 f110t& -tO PI "S •
V"Provide a"dead end" sign and a barricade at the terminus of Calvin Road.
rovide street name signs at the intersection of Calvin Road and Queen Avenue.
4. lease verify the landing far Queen Avenue as rt does not appear to be consistent with the cross
slope of Calvin Road. on t~e
5. Specify the pipe mverts an s e the plans. Fl )C OY) lGl~f'$ ; 10~~ OY /a~~ DP&
~~ve .
6. Incorporate the site preparati nd compaction recommendations of the Geotechnical report.
. he pavement calculations need to be stamped by a professional engineer.
~!Please provide a vertical curve at the locations with grade break difference of 1 percent or greater.
~It appears that the basin boundaries are not consistent with the high points of the road. Please verify
the basin boundaries and revise the calculations accordingly, if necessary.
9Pprovide rovide a north arrow anctime of concentratio~n,r~ou~tes ~ the basm map. IJO'f'1'n a~•prop n~ lOCA:h,~,
rov~de non-flooded width calculations. IaE~E;Q U.L ~L~'1~J Q.'fQs .
lease submit the lot plans for the project with the mylars.
rovide a copy of the mspection agreement. ~~yf~, b,,~t no~
a sight distance analysis for the intersection of Queen Avenue and Calvin Road. C1eV• V►P•IN
Thank you for your attention to these issues. If you have any questions about this review, please contact
Gloria Mantz at 477-3600.
Smcerely,
John V. Hohman, P.E.
Development Services Engineer/Manager
Gloria M. Mantz, P.E.
Plan Review Engineer
cc: Ken Tupper
Project file
y y ENGINEERING • LAND SURVEYING PLANNING • MATERIALS TESTING
a suDSimery ot
LETTER OF TRANSMITTAL
DATE : M8fCF1 11, 2003 IJos No :679302
ATTENTION : Mr. John Hohman
ro Mr. John Hohman susJecr : Summerfiled 50" Addition
Spokane County Engineers X IHand Deliver
1026 West Broadway Avenue
Spokane, WA 99260 IBy U S. Mail
IBy Ovemight Couner
IPidcup
Received 8y:
WE ARE SENDING YOU X Attached Under separate cover via the folbwinq items
COPIES I DATE I NO f DESCRIPTION
I I ISummefield 5'" Addition, PE1206-78E:
1 I 03/11/03 I 1 ISubmittal Checklist - Submittal #02
1 I 03/11103 I 2 IRevised Set of Roads and Drainage Drawings
1 I 03/11/03 I 3 IRevised Storm Water Design - Drainage Study Report
1 I 03/11/03 I 4 ISpecial Inspection Agreement - Signed by Owner, Contractor, and Engineer
1 I 03/11103 I 5 IPavement Design Analysis - Stamped and Signed by Engineer
1 I 03/11103 I 6 ISite Analysis - Stamped and Signed by Engineer
1 I 03/11/03 I 7 lCurb Flow Analysis - Stamped and Sipned by Enqineer
THESE ARE TRANSMITTED es checked below
O For approval 0 Approved as submitted ❑ Resubmit coP+es for epproval
❑ For your use ❑ Approved as noted ❑ Submit coPles for dlstribution
❑ As requested ❑ ReWmed for correcUon ❑ Retum °0rrected P~nts
0 For review and comment 0
❑ For Bids Due ❑ Prints Retumed efter Loan to USKH
RECEIVED
REMARKS.
Hi John, MAR 1'' 2003
Attached are the revised Roads and Drainage p►ans for Summerfield 5°i Addition. F"
If you have any questions, please feel free to contact me at 328-5139. SPOKANE COUNTY ENGINEER
Thank you.
Lisa
COPY TO File SIGNED Lisa Lozano Frey, Civd Engineer, E.I.T.
If enclosures are not as noted, ktndly noWy us at once.
I 1679302-Tupper Summerrield Sth Add PSE1CoRespondarxelTransmiUe11679302TRN08-COS wpd
■ 1220 North Hwvard • Spokane, WA 99201 ❑ 101 Thain Road 0 Le+nnston, ID 83501
S P O K A N E C O U N T Y
DNLSION OF ENGINEERING AND ROADS A DNISION OF THE PUBLIC WORKS DEPARTMENT
February 28, 2003
Jeff Logan, P.E.
Wyatt Engineering, Inc.
1220 N. Howard Street
Spokane, WA 99201
Re: P1206E Summerfield East, 5`h Addition
Plan Submittal - lst Review
Dear Jeff,
We reviewed your February 25, 2003 submittal of the road and drainage design documents for this
project. The following items need to be addressed or resolved prior to acceptance of the plans:
l. It appears that the proposed design utilizes several low points along Queen Avenue which does not
provide an overflow route. Sloping the road to provide an overflow route may reduce the potential
for flooding in the event of a signiticant storm.
2. Provide a"dead end" sign and a barricade at the temunus of Calvin Road.
3. Provide street name signs at the intersection of Calvin Road and Queen Avenue.
4. Please verify the landing for Queen Avenue as it does not appear to be consistent with the cross
slope of Calvin Road.
5'. Specify the pipe inverts and slope in the plans.
6. Incorporate the site preparation and compaction recommendations of the Geotechnical report.
7. The pavement calculations need to be stamped by a professional engineer.
8. Please provide a vertical curve at the locations with grade break difference of 1 percent or greater.
9. It appears that the basin boundaries are not consistent with the high points of the road. Please verify
the basin boundaries and revise the calculations accordingly, if necessary.
10. Provide a north arrow and time of concentration routes in the basin map.
11. Provide non-flooded width calculations.
12. Please submit the lot plans for the project with the mylars.
13. Provide a copy of the inspection agreement.
14. Provide a sight distance analysis for the intersection of Queen Avenue and Calvin Road.
Thank you for your attention to these issues. If you have any questions about this review, please contact
Gloria Mantz at 477-3600.
Sincerely,
John V. Hohman, P.E.
Development Services Engineer/Manager
~i J ICcv~ /
~
Gloria M. Mantz, P.E.
Plan Review Engineer
cc: Ken Tupper
Project file
1026 W. Broadway Ave. • Spokane, Wp 99260-0170 •(509) 477-3600 FAX (509) 477-7655 (2nd Floor) 477-7478 (3rd Floor) • TDD. (509) 477-7133
ENGINEERING • LAND SURVEYING , PLANNING • MATERIALS TESTING
= a,. T~J
LETTER OF TRANSMITTAL
oATe : February 12, 2003 IJos No. :679302
nrreNTioN : Mr. John Hohman
To Mr. John Hohman sus.iECT : Summerfiled 5' Addition
Spokane County Engineers X IHand Deliver
1026 West Broadway Avenue Isy u s nneii
Spokane, WA 99260
IBy Ovemight Couner
IPickup
Recerved By:
WE ARE SENDING YOU x Attached Under separam cover via the folbwing rtems
COPIES I DATE I NO I DESCRIPTION ~
I I lSummefield 5"' Addition:
1 I 02/24103 I 1 ISubmittal Checklist and Supplement
2 ( 02/24/03 I 2 IPreliminary Set of Roads and Drainage Drawings
2 I 02l24/03 I 3 IStorm Water Design - Drainage Study Report
2 I 02/24/03 I 4 IPavement Design Analysis
2 ( 02/24103 I 5 IGeotechnical Report
I ~ (
THESE ARE TRANSMITTED as checked bebw:
❑ For approval O Approved as submitted O Resubmit coPies for epproval
O For your use O qpproved as noled 0 Submit coPies for distribution
❑ As requested ❑ Retumed for corredion ❑ Retum coffected Rnnts
0 For review and comment ❑
❑ For Bids Due O pnnLs Retumed after Loan to USKH
REMARKS
Hi John,
Attached are the roads and drainage plans for Summefield 5'" Addition. I will submit the 6" Addition, along with all pertinent
documents / information on Friday.
If you have any questions, please feel free to contact me at 328-5139.
Thank you.
Lisa
coPV To: File SIGNED Lisa Lozano Frey, Civil Engineer, E.I.T.
If enclosurea are not as noted, klndly notify us at once.
I1679302-Tupper Summerfield 5tli Add PSEICorrespondancelTrensmdta11679302TRN02-COS wpd
■ 1220 North Howard 9 Spokerte, WA 99201 ❑ 101 Thain Road 9 Lewiston, ID 83501
ENGINEERING • LAND SURVEYING PLANNING • MATERIALS TESTING
'
a
" e subsiNery of
xr~
PF-'D LETTER OF TRANSMITTAL
oAre : February 26, 2003 IJos No .679302
St ._,.,,iNEER ATTENTION : MS. Gloria Mantz, P.E.
To Ms. Gloria Mantz, P.E. sus.iecT : Summerfiled 5"' Addition
Spokane County Engineers X IHand Delner
1026 West Broadway Avenue
Spokane, WA 99260 IBy U.S Mail
IBy Ovemight Courier
IPickup
Recerved By.
WE ARE SENDING YOU X Attached Under separate cover via the following items
COPIES I DATE I NO I DESCRIPTION ~
I I ISummefield 5t' Addition:
1 I 02/26/03 I 1 ICover Sheet with Owner's and Engineer's Signature
I ( I
I I I
I I I
I I I
THESE ARE TRANSMITTED as checked below
❑ Resubmd ooPies for approval
❑ for approvaf ❑ Approved as submitted
❑ For your use 0 Approved as noted 0 Submit coPies for distnbution
O qg requested 13 Returned for correction 0 Retum oorrected pnnts
0 For review and comment 0
❑ For Bids Due 0 Pnnts Retumed after Loan to USKH
REMARKS
Hi Gloria,
If you have any questions, please feel free to contact me at 328-5139.
Thank you.
Lisa
coPV ro File siG"EO. Lisa Lozano Frey, Civil Engineer, E.I.T.
If enelosures are not as noted, klndly notify ua at once.
IW9302-Tupper Summerfield SM Add PSEICorrespondancelTransrtuttan679302TRN06-COS wpd
■ 1220 North Howard • Spokane, WA 99201 ❑ 101 Thain Road • Lewiston, ID 83501
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When Recorded, 2ewrn to
ST,,,,NLF-,o n
Withersp Ke ley, Davenport . 1 '
.
& Toole, P•S-
1 t00 U.S BankBuilding .
422 W. Itiverstde
Spokane, WA 99201
(509) 624-5265
Tac parcel Number(s). Addition to Summerfie?d East
attached hereto
Abbreviated Legal Descriphon:
dditional Legal- Description on Page. See Exhibit "A"
A `
DECLA.RATrQN
OF
COVENANTS, CONDITIONS AIND RF-STRICTIONS
FOR
5`h ADDITION TO SU1\I1viEp~FIELD EAST
~
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'Ar' i rr,t,lq~jh~, ~i~:'"'1:~1~~':,:°^"~:-',~.v.. ',r•`r;~11~~.s-1 ' - ` • '
~ TABLE OF CONTENTS
Paee
ARTICLE 1 - DEFINITIONS • . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2, 3
ARTiCLE 2- DESCIZIPTTON OT' PROJECT, DIVISION 0F
PROPERTY AND CREATION OI' PROPERTY RIGHTS AND
OBLIGATZONS . . . . . . ..........3
2.1 Description of the Developmen! . . . . . . . . . . . . . . . . . . . . . ;
2.2 Conimon Property . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3, 4
ARTICLE 3 - ASSOCIATION, ADMINISTRATION, ~
3viEMBERSHIP AND VOTING RIGHTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
~ 3.1 Association to Enforce Covenants . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
3.2 Nfembership .4
3.3 Transferred ivlembership . . . . . . . . . . . . . . . . . : . . . . . . . . . . . . . . . . . 4,5
~
~ 3.4 Classes of Membership . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
3.5 Voting Requixements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 ~
4=
3.6 Commencement of Voting Rights . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
3.7 Membership Meetings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
3.8 Board of Directors . . . . . . . , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5,6
ARTICLE 4 - NLALNTENANCE AND ASSESSMENTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
4.1 Creatzan of tlze Lien and Personal
Obligation of Assessments . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
~ 4,2 Purpose of Assessments . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . b
' 4.3 General Annual Assessment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
4.4 Special Assessments . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
. .......7
4.5 Allocation of Assessments . . . . . .
4.6 Date of Commencement of Assessment:
t Due Dates ..........................................7
4.7 Tzansfer of Lot by S aIe or
. ....7
Foreciosure
4.8 Enforcement of Assessment Obligations;
. . . . .
Priorities, Discipline . . . . . . . . . 7, 8
, ..........3
ARTICLE 5- DUTTES AND POWERS OF THE ASSOCJATION
r
w`
• 5.1 Duties and Powers . . . . . . . . . . . : . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
~
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w~ ii 4J, '-'iy,y `'~Ti ~~'~4 ` ~~l;hi~~,~ •t.' _ i',~ . ~ , . • , ,
r~3; +:.ti:~ . ~ f. > ,va; ;,.i•~~s:r; ' *t4\ ,q•".,~ ' ~ .
,~t,~`;~1,' •bl,t `~.k,...N,y ~ , r _ t' af`: h u.;,irt ~vt~,, ~ h,
~h,~ ~:~`~:t~:4'i. ''.,t .';A,7~'c;'':` +A•` :''',S": ;~S~~~lr' 't;~~~ :i;rc', '
. _ • • :152+1.~`a_,t•~~dh": `~Cti~_':s~i.....~....r.+: ~..4'.~.. .~'.i,~ u . ~~:r,;'~`S;~z' ~7Y ss~~~...i3l:c 1; '~`r__~u:~v~. ~~iC;'- __~i'_~ ` _ . . . _ i ~ '•k=7~71:.F ~~..__;.r..~ _ . " .
A.RTICLE 6 - UTTLITIES . . . . . _ _ . . . . . . : . . . . . . . . . . . . . . . . . ~
6.1 Owners' Rights and Duties . . . . . . . . . . . . . . . . . . . . . . . 8,9
62 Sewer . ....9
63 Easernents for Utiiities and
tilaintenance . . . 9
ARTTCLE 7 - COVENAiITS rOR MAINTENANCE . . . . . . . . . . . . . . . . . . . . . . . . . 9
7_ I -Lots to be Kept in Good Repair _ . . . _ . . . . . . . . . . . . . 9, 10
7_2 Coinniencement and Completion
of Construction . . . . . . . . . . . . . . . . . . . . . . . ZO
AR.TICLE 8 - USE RESTRICTIONS: GENERAL COVENANTS . . . . . . . . . . . . . . . . . . . . . 10
8.1 TJeclaration of Government Regulation;
Strictest Standards Control . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14
• 8.2 Restriction Against Manufactv.ring or
Commerczal Enterprise . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
$.3 ~ Land Use and Building Type . . . . . . . . .r . . . . . . . . . . . . . . . . . . . . . . . . 10, 11
8.4 Tem.pozary Structure . . . _ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11, 12
8.5 Restriction Agai.nst Subdividing . . . . . " . : . . . . . . . . . . . . . . . . . . . . 12
8.6 Disposable Items . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12
8.7 Signs . . . 12
' 8.8 Sight Distance at Intersections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12
8.9 Animals . .........12
~ 8.10 Nuisances . . ........13 .
8.11 Recreational Vehicles and Equipment . . . . . . . . . . . . . . . . . . . . . . . . 13
8.12 External Lights . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13
3.13 Antennae ....13
. 8.14 Energy Devices . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13
8.15 Firearms ......13
ARTICLE 9 - GEIVERAL PROVISIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13
9.1 Enforcement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13
9.2 Severability . . . . . . . . . . . . . . . . . . . . . - . . . . . . . . . . . 13
9.3 Ainendment ...14
94 Gonveyance ....14
9.5 Exceptions 14
. . . . . . . . . . . . . . . .
ti~ 9.6 Calendar Year . . . . . . . . . . .
. .............14
9.7 Lunitation of Restrictions on Decla.rant . . . . . . . . . . . . . . . . . . . . . . 14, 15
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DECLaP.aTTOV oF
t,
COVENANTS, CONDITIONS AND IZE-STRICTIONS
OF 4'h ADDITION TO SUMMERS'IELD EAST .
. ~
This Declaration of Covenants, Cond,tions and Restrictions, made on the date hei-einaftel- set
forth by K.J.T., L.L.C., a Waslzington Limited Liability Company (hereinafter refen-ed to as -"Declarant"). .
WITNESSETH-
W
.3
_ WHEREAS, Declarant is the owizer of ce2-tain property in the County of Spokane, State of
Washington, whzch is specifically described and identified as 5`h Addition to Sumzrlerfield East, f
deseribed in Exhibit "A" attached hereto and zncorporated herein by tlus reference, hereinafter 1
referred to as the "Development", and ;
- ~
WHEREAS, Declarant has subdivided the Development into sepaxate Iots and streets, and
has constr-ucted or will construcfi thezeon certain comm~a.nity improvements and, thereafter, the lots
wilt be sold tQ the generai public (or to builders) for the construction of residentaal Dwellings
establishing a residential community, and '
WHEREAS, each owner shall receive fee or eqwitable title to an individual lot (with the right
and obligatxon to construct a Dwelling thereon) a.nd a membership m the Summerfield 5" Addition
East Homeawners Association, which shall be a Washington nonprofit cozporation and whieh have
certain adni.inistrative and maintenance responsibilities in the Development, and
VVI-MREAS, Declarant intends by this document to impose upon the 1'roperty mutually
beneficial restrictions under a general plan of improvement for the benefit of alI of the said lots aiid
the owners thereof.
NOW, THER.EFORE, Declarant herEby declares that the Development sha.tl be held,
eonveyed, rnortgaged, encuznbered, leased, rented, used, oecupied, sold and improved, subject to the
following declarations,l.im.itations, covenants, conditions, restrictions, and easements, all of which
are foz the purpose of enhancing and protecting the value and attractiveness ofthe Development, and
evezypart thereof, in accordance with the plan for the improvements ofthe Properry and the division
thereof into a residentiai subdivision. All of the limitations, covenants, conditions, restrictions, and
easements sha11 constifute covenants which shall run with the land and shail be perpetually binding
upon Declazant and its successors-in-interest and assigns, and all parties having or acquiring any
nghts, title, or interest i.n or to any part of the Development.
SUMitiLERFIELD EAST 5m ADDITION CC&R Page I
G.i1lTupper Ken 856061Summerfield 2\Summerfietd East 4th CC&ft 09-05-02 wpd
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w.,`.:,~• Fc q;r,t~ti. 'ti: ,y•ly~.,`. - - -
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_~_....y'•.~~~.:,.~.c.:i':e:..t_...~_u.^._.:...,:~.ia:_~...4...."~'..:.~_"-"___.~.._'..~':~~'~_...~_.:r.a:_~
_ 1~:..:.i..~e.......~
• ARTICLE 1 • . DLFNITIONS
1.1 "Assessment" sliail mean that portion of the cost of maintainiiid, improvi3lg,
repairing, operatina, and managina the Common Property which is to be paid by each Lot Owner as
determined by the Association under tlzis Declaration.
1.2 "Association" shal l mean and refer to ihe Stunmerfield East Addition Homeowners
Association, a Washington nonprofit corporatioii, the members of which shall be owners oi the lots
in the Project.
1.3 "Board" or "$oard of Directors" shall mean and refer to the goverrung body of
the Association.
- 1.4 "Bylaws" shall mean and refer to the Bylaws of the Association as amended from
time to time.
, 1.5 "Common Expenses" means and includes the actual and estirnated expenses of
admuustration of the Association, and of the maintenance, repair, or replacement of those parts of
the Common Properiy for which the Association is responsible, and aay reasonable reserve for such
purposes as found and determined by the Board. 1.6 "Common Property" shall mean and refer to the la.nd or easements, together with
any improvements constructed or tQ be constructed thereon, described as such on E.Yhibit "B"
attached hereto and incorporated herein by tlus reference.
1.7 "Declarant" shall mean and refer to K.J.T., L.L.C., and its successors-in-interest and
assigns with respect to the Development, but shall not include members of the public purchasing
Lots in the Development.
1.8 "Declaration" shall mean and refer to this Declaration of Covenants, Conditions
and Resrrictions, as it may be amended from time to time. .
19 "Dwelling" shall mean and refer to a.ny residentaal structu.re (and appurtenant
improvements) consuucted or to be constructed upon any individually owned Lot in the
Development.
1.10 The "Development" shall mean and refer to the entire property described in Exhibit
"A", incluciing all structures and improvements erected or to be erected thereon, and including all
phases annexed thereto.
1.11 "Lat" sha11 mean and refer to any particular and sepazately designated parcel of
SUIvLMERFiELD EASTSc° ADDITTON CC&R Pa~e 2
G:1'I~Tuppcr Kcn 85oo61Summe~cld 21Summerfeld East 4rh CC&R 09-05-02.wpd y
,Ai;'
•.4`i r.:;f`,`','~"n~~:f•ry;d};`J:~*''^•`'t:X,:,
y; +5,Ca.: ' K-'* ^
`~b ~ x M~ • n~`~,';,,:+w~ : ,ti: 'ti* ; S. t.i::.;~ ~h ~.r.:4i` :~1. 4.,~J;~' •t i. ; ' •
~.:i~'l.'. ,d,~1:;41..r," ~,~.:;1a.a: `~`,,~~J `J..r~n`-~tln y.. `t..
_...i.4.....t..._._..a._.u._ ,u:?n:v".t`.i._ ~•i_.1n.,_ ....__~..s"'...'.L.^~..._Lr'..__..._]a....~__tui.~:~r:i_..ir'h:.>u_..~~v:.'JL..v' ' . iwi.i
Iand resulting fronz Che subdivisian of the Development according to the Su6division Plat, and sold :
or held by saIe to members of the general public. The term Lot Shal l not, Ilowever, include property
'
owned by the Association, Common Property, or dedicated streets.
1.12 "Meiilber" si1?I1 mean and refer to a person entitied to membership in the -
Association as provided herein.
1.13 "Owner" or "Owners" shall-niean and refer to the' rec-ord owner or holder of fee or
equitable title to a Lot in the Project. This shall include any person Izaving a fee simple title to any
Lot, but shall exclude persoiis or entities having any interest merely as security for the perfornzance of aily obligation. Furdier, if a Lot is sold under a coniract of sale (which contract or notice thereof ~
is recorded), the contract purchaser, rather than tlze fee owner, shall be considered the "Owner".
1.14 "Phase" shall mean and refer to a particular parcel of property wluch is or shall
become part of the Project pursuant to the recordation of an appropriate Declasation of Annexation.
The properry described in Exhibrt "A" to this Declaration shall be deemed to be a subsequent phase
of the Project.
1.15 "Property" or "Properties" means and includes the real property covered by this
. Declaration, and all improvements erected thereon and aIl property, real, personal or mixed, intended
for or used in cannectron with the Development_
,
ARTrCLE 2
DESCRIPTION OF DEVELOPMENT. DNISION OF PR01'ERTY AND
CREATION OF PROPERTY RTGHTS AND OBLIGATIONS
2.1 DescriDtian of the Development. The Development consists of the underlying -
Property witli the residential Dwellings md alZ other improvements and systems located or to be
located thereon, regardless of the oumership thereof, and includes a11 Phases anr.Zexed to tlze Property.
2.2 Common. Pronertv The Common Properry shall conszst of property described as
follows:
Apzivate sewage puznp statzon a.nd private force main located on properiy descnbed
and depicted on Exh.ibit "B" attached hereto.
The Declarant shall construct all improvements on and to the Common Properry. Title
to said improvements and the property on or under which said improvements are located shall remain
in the Declarant.
The Associatzon shall nave the obligation to operate, mai.ntain, restore and/or replace said
SLTMiti1ERFTELD EASTnj'' ADDITION CC&R Page 3.
G.\1lTupper Kcn 85606LSummerfield 2\Summerfuld East 4th CC&R 09-05-02.wpd
il` \4w~'~i`. .1" :C; :~:`t ~t ' h .~i i~.1.5Ci.1 „l~ti•^ ~tN _ FN,, .
.Y" Ch,.1l .1t.r` •y•'.]\'`•4..♦ ' •"1 1'1 C.. •t^'n. w`.1•4:t. ' -i - .S:p•.,'r5.+ ~ ,1:~.~
i :r .a)~.1•~;J hT - .y
,•l. ~T` `14i<'.!• 1l i'1 5M `iP'i nl~lf.~~t:`i~ 1.
t•ri'[~ ...a: .w~:J::_ yi`^,:'''„_,.;~.;' • .-L`' St:':' .w,~ t•:r'.s.
~h'' .C.^: i~ E"w.ti~. 4'.' l:'r'v` - . ,
~lL• i•- 'lrn,x .qa.,'hrcS:~F '.k.d•:,`.;t;,;'. j'. •;•~..:4, ' •r'a.
_ ,?•rl- 'a- .a ',c^ «,h'~t, r~,:~r; ,~2;.,, ~r`:~i':~;'in` _ "~t.
e~~__.._y.~:.ti.e_~_..~~_l~ ~_~a..,u.-, - ._W...=i•~',-:`_- ._:~tn^.zY...~•..-.ci'~. ^,i~~..L.?%~ai~1_,"_°:.`i_„r.~s._.=~=:~;ri..ti~;~`;~s.,. _l trJ^.~ ' . . _ ' - `^G"
sewage pLunp station and sewage force main. A competent person, holding a WWCPA certification~y
as a Wastewater Collection Specialist 1 or a WSDOE certification as a Group 1 Wastewater
Treltment Plant Operator, w)ll be retained under contract to provide routine maintenance on the
pump station aiid force main, aiid to respond to emer~eucy situations relative lo tl~ose faciiities
Routine maintenance of the facilities shall include visits to the site every two (2) 4veeks to
verify proper operation of the puinping and control systerns, aiid scheduled maintenance of system
components in accordance with the manufacturer's recommendations. Resporise to emergency
situations shall be accommodated tlu-ouah the installation of an autoniated telephone dialer
integrated with the pump station control systeni to alert the contracted operator in the event of a
system malfiinction. Name aiid contract infornzation for the contracted operator shall be provided
to Spokane County Division of Utilities, as well as any updates to that information.
Spokane County and the Declarant intend the sewage pump station and sewage force mai.n
to be an intezim facility unti] Spokane County installs extensions to the sewage interceptor line
serving the Development and surrounding area. Existence of the sewage interceptor will allow the
Development to be served by "gravity" sewer lines, therefore making the sewage pump station and
sewage force main unnecessary. Upon abandonment of the sewage pump station and sewage force
main after extension of the sewage interceptor ]ines, the Association's obligation to operate,
maintain, repair and/or replace the sewage pump station and sewage force main shall terminate and
the private easement or Iicense, if any, which were necessary for the sewage pump station shall be -
. extinguished.
ARTICLE 3
ASSOCIATION. ADNIlNISTRATION. MEMBERSHIP
AND VOTING RIGHTS
3 1 Association to Eniorce Covenants. The Owners of all the Lots covenant and agree
that the administration of the Development shall be in accordance with the provisions of tlus
Declaration and the Bylaws of the Association, subject to the standards set forih in this Declaration
and all applicable laws, regulations and ordinances of any governmental or quasi-govemmental body or agency having jurisdiction over the Development_ Notwithstanding the generality of the
foregoing, the primary function of the Association shall be the enforcement of therestrictions set
forth in this Declarahon.
3.2 Membershin. The Owner of a Lot shall automatically, upon becoming an Owner, be
a Member of the Association, and shall remain a Member thereof until such time as his ownership
ceases for any reason, at which time his membership in the Association shall automatically cease.
Membership shall be in accordance with the Bylaws of the Association.
3.3 Transferred Membership. Ivlembership in the Association shall not be transferred,
pledged, or alienated in any way, except upon the transfer of ownezship of the Lot to which it is
appurtenant, and then only to the new Owner. Any attempt to make a prohibited transfer is void.
SUMIYIERFIELD EAST 5" ADDITION CC&R Page 4
G 111Tupper Kcn 856061Summcrfiela Mummerfield East 4th CC&R 09-05-02.wpd
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~1^,„l.'.hA.t,ci;~:~1`~~:'~ 'cs~~•';,;:,3' >,~n}•.,a;+,`•s" , - . , . . . ` .
' t'1'`- f .~~J . ~ ti ~ :`::ti . ~ 'i DJ Y` +1,,,y'_' i `:-0: • `?'J '`Y` _ 'M.:' N: t - . .
t'p ~ 1Z
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.,s~!. -';a' ~4j:f• ;;~v, ;t,,o`.,.'y`'i"<P~ _t~ ,t '~d:
4;~~'Y, a :c;`••hi`a1.~~ ..7nti,~~.'' _A" :~r -
ht,-' .e.~:.~.:2^`.:"~:e~'.::~-'Giv~i.~'u':.x,''..
~~.~~i~:.-.:~•y~::`!`~~'n.._. M'f.:.•.l9~Y.`..:'.* `~-•.,..4.~:...:_ V~ , F•,,
In the eventti`thi.e O:~vner.~. of any Lot~'a:silo~iuid fait or refuse to hansfer the membership registered in his
name to the ptuctlaser of his Lot, the Association shall have the right tQ record the transfer upon its
books and thereupon the old membership outstandin- in the name of the seller ve null or void.
3.4 Classes of Membershio Thc Association sliall have t,,\ro (2) ciasses of voting
membership established according to the followiua prov+sioils,
;.4.1 Class A Ivlembershio Class A ivlembership sliall be tllai held by eaclz
Owner of a Lot other than Declarazit, and each Class A Ulember shall ve entitled to one (1)
vote for each Lot owned upon expiration of Class B Membership. If a Lot is owned by more
than oize (I) person, each such person shall be a Member of the Association, but there sha11
be not more than one (1) vote for each Loc
3.4.2 Class B Membership. Class B Membership shall be dlat held by Deciarant
(or its successors-in-interest) who shall be entitled to three (3) votes foz each Lot owned by Declarant; provided, that Class B Membersh.ip shall be converted to Class A Membership
and shall forever cease to exist on the occurrence of whichever of the following is first in
time
3.4.2.1 When the last lot is sold by Decfarant. Once Class B Membership is
converted, it shall forever cease to exist zegardless of the annexation of additional '
Phases wnth.in the Estates; or ; 4.2.2 On the tenth (I Oth) anniversary of the recordation of this Declaration.
3.5 V oting Requirements Except where otherwise expressly provided in this Declaration
or the Bylaws, any action by the Association whicn must have the approval of the Association
membership before heing undertaken shatl requue the vote or wntten assent of tb.e prescribed
percentage of the total voting power (both classes) of the Association.
3.6 Cammencement of Votina RiQhts. Voting nghts attributable to any Lot in a Phase,
other than the first Phase, shall not vest unfiil that Lot shall also be subject to assessment obligations
, to the Associarion, pursuant to Article 4 beiow
3.7 Membershin MeetinLys. Regular and special meetings of tilembezs of the Association
shall be held with the frequency, at the trme and place, and in accordance with the provisions of the
'i Bylaws of the Assaciation.
= 3.8 Board of Dixectors. The aifairs of the Association shall be managed by a Board of
, Directors, which shall be established, and which shall conduct regula.r and special meetizigs
- according to the provisions of the Bylaws of the Associauon. The irurial Board of Directors sha11
be Kenneth J Tupper, Bruce Butler, and Willard Hewson, who shall serve for a term of five (5) years
SUNL.AERFIELD EAST 5`'' ADDITION CC&R Pa-e 5
- G.1"I1Tupper Kcn 85606\Summerficld 21Summerfeid EasI 4th CC&R 09-05-02.wpd
:K .
:
,;~,~t~'t, .'.'1,•,~.;lt',~`+„'.t'', . _,`:5:; .~~;r''. •;,.ti:^~ :.i2~,ti~~?l;ir'i,~^ ,
Ox,
d , .;1 ~,1i- y; b• ..~',4~ k' cti,~. ~ ,~u. 5•.`~~',i~ r~'-,.y', d~,.,ti,~•^; ha.'' _
f, f i~,. - ,:1?:a.^~'',.,.~.i"A,P 1``+n,..,,~y' `k1:,1, p~^: 'i;'.;•
1~~, • .:J ' .1,s
.•;'1 ~i C:.;~`. ~h a '1`^,..wl~ ~ti ` a;i~. + ti~2.'R~ =7.
y,. N
;l i •
.1,: w.~; i . a, ~ Z` , " t_ _~w
:
a.', . ",2? ,SM~ c, ' "4
conunencing on the date of recording of these Covenants
ARTICLT 4
MATNTENANCL AND ASSLSSMENTS
4 l Creation of the Lien and 1'ersonal Ovl12aCion of Assessments T11e Declarant, for
each Lot oNvmed within the Developrnent, hereby covenants, and eacli Owmer of any Lot by accep-
tance of a deed or contract therefor, whether or iiot it shal I be so expi-essed in such deed or contract,
is deeined to coverlant and agree to pay to tlie Association (1) general annual assessments or
charges, and (2) special assessments for capital iinprovements and unexpected expenses, such
assessments to be established and collected as provided he,rein and in the Bylaws of the Association
The regular and special assessments, together with interest, costs, and actual attorneys' fees, sha11 be
a cllarge and a continuing lien upon the Lot against which eac11 assessment is made, the lien to
become effective upon levy of the assessment. Each such assessment, together with interest, costs,
and actual attameys' fees, shall also be the personal obligation of the person who was the Owner of
such Lot at the time when the assessment fell due. No Owner of a Lot may exempt himself from
liability for the contribution toward the common expenses by waiver of the use or enjoyment of any
part of the Development or by the abandonment of his Lot.
42 Puroose of Assessments. The assessments:"levied by the Association shall be used
e:cclusively to promote the health, safety and welfare of all the residents of.the Development, and
shall include (as part of the regular periodic assessments) an adequate reserve for maintenance,
repairs and replacement of those areas and facilities owned or managed by the Association, and
which must be rep 1_aced on a periodic basis. Specifically, and without limiting the generality of the
foregoing, the assessments shall be used to cover expenses of administering the Associarion, of
enforcing the covenants, conditions, and restrictions of Declaration, of providing for the insurance
for the Association, arzd of providing for the maintenance of Common Property.
4.3 General Annual Assessment. Commencing the first day of iMARCx 1, 200 3.
the regular annual assessment per Lot shall be $10 . 00 Dollars 12000) per year.
Each Lot's share of the first Association fiscal year shall be prorated based on the number of months
remaining in that fiscal year. Thereafter, the Board shall determule and fix the amount of the annual
assessment against each Lot at least sixty (60) days in advance of the beginning of each fiscal year.
4.4 SDecial Assessments. In addition to the regular assessments authorized above, the
Board may levy, in any fiscal year, a special assessment applicable to that year only for the purpose
of defraying, in whole or in part, the cost of any construction, reconstruction, repai.r or replacement
or a capital improvement within the Development, including fixtures and personal property related
thereto, or to defray any una.nticipated or underestimated regular assessment. Special assessments
may also be levied against an individual Lot and its Owner to reimburse the Association for costs
incurred in bringing that Owner and his Lot into compliance with the provisions of this Declaration
• and the Bylaws, including attorneys` fees and costs.
SUlvii~LERFIELD EAST S" ADDITION CC&R Page 6
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le. -~''..M+``; +;'ii ^ r ;ia t4l.'`;;'r, ,;j' ' k.';, ~.~~i. _~tie.'ttc •..:n=r:,;;~=a;;.,i , , .w., ,~iv~
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~ 4.5 Allocation of Assessments.. Each Lot, includin~ Lots owned by Declarant, slzall be~-
. an eqiial share of each regular and special assessment (except for specia1 assessments zmposed
agaiizsi an it~dividual Lot and its O~~ner under Lhe precedinb subparagraph} ~
4.6 Date of Commencement of Assessment, Due Dates,. The general amlual assessments ;
i)rovided for herein shall conunence as to each Lot in the Development or any Phase thereof on the ;f rst day of the month followina closing of the sale of the firsl Lot in the Development or Phase ~
tliereof, but no earlier than March_ 2003 . Due dates of the assessments shall be establislied ~
by the Board of Directors and be set forcli in an annual notice, along with the aniount of the general f
aruiual assessment ~r
_ n
4.7 Transfer of Lot bv Sale or Forec}osure. Sale or transfer of any Lot shall not affect the
assessment lien However, the sale or transfer of any Lot pursuant to mort gace foreclosure shall J extinguish the liability for and lien of such assessments as to payments which become due prior to
such sale or transfer (except for assessment liens recorded prior to the mortgage). Such unpaid dues _ R
or charges shall be deemed to be common expenses collectible from all of the Lots includzng such ~
mortgagee. In a voluntary conveyance of a Lot, the grantee of the same shatl be joiritly and sevezally ~
liable with the gxa.ntor fox all unpaid assessznents by the Association against the latter for his share
of the common expenses up to the time of the grant or conveyance, without prejudzce to the grarztee's
nght to recover from the gzantor the amounts paid by the grantee therefor. However, any such
grantee shall be entitled to a statement from the Association setting forth the amount of the wnpaid
assessments due the Association, and such grantee shall not be Iiable for, nor shall the Lot conveyed
be subject to a lien for, any excess of the amount set forth in the statement; provided, however, the
grantee shall be eligible for any such assessment becoming due after the date of any such statement.
4.8 Enforcement of Assessment Oblip-ations; priorities. Discinline. Ii any part of any
assessment is not paid and received by the Association or its designated agent wrthin thirty (30) days
after the due date, an automatic late charge of Ten Dollars l 0.00) sha11 be assessed and additional
Ten Dotlar ($10.00) sums shall be assessed for each month or fraction thereof from the due date until
the assessment and all late charges are paid. Each assessment shail constitute a lien on each
respective Lot prioz- and superior to all other liens except (1) a11 taxes, bonds, assessments and other
Ievies which, by law, would be superior thereto, and (2) the lien or charge of any mortgage or deed
of trust o£record made in good faith and for value Such lien, when delinquent, may be enforced by
sale by the Association, its attomey, or other person authorized by this Declaration, or by law to
malce the sate, after failure of the Owner to pay such assessment, in accordance with the provisions
of Washington 1aw applicable to the exercise of powers of sale in deeds of trust, or by judicial
foreclosure as a mortgage, or in any other mazw.er permitted by law. The Association, acting on
behalf of the Lot Owners, shall have the power to bid far the Lot at the foreclosure saie, and to
acquire and hold, lease, mortgage and convey the same. Suit to recover a money judgment for
unpaid common expenses, rent and attomeys' fees shall be maintainable without foreclosing or
waiving the iien securing the same. The Board may impose reasonable monetary penaliies, including
SUIvfiMERFIELD EASTS`b ADDITION CC&R • Pabe 7
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nK ~Sti .``r.Y':,: Gx• ;1, ti{,
t:., e`~.~,~ ,t: ',`~.:i=i~'.,•,,~
.t' ~:h. ``n'' h• ih.. ` ~`~t4....;;, ~1~. C j=.~ ^a` .ti. `
1"~:L` .v1i , y;` ~''r 'l' ,_v. _:..-~r:_,.,._•ti~__.3_-1'~:"1.._..n.:.`--,'==n^'^"..S.~S._.~it:.'suL':=`;:,..,....i....s.`_... `i»...,._`x~...`4'1_',~-•`;i_.._._..~:L_.m
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actual ariorneys' fees and costs, and may temporarily suspend the Association meinberslup zights of
a Lot Owner who is in default in payiizent of any assessment, after notice and hearing according to
y the By1aws.
ARTICI E 5
DUTIES AND POWERS OF THE ASSOCIATTON
5 1 Duties and Powers. In addition to the duties and powers enumerated in the Bylaws
or elsewhere provided for herein, and wtthout liiniting tlie generality thereof, the Association shall.
S. 1.1 Expend Association funds to maintain, repair, replace and manage all
_ Common T'roperry, and all property that may be acquired by t11e Association.
5.1.2 Enforce the provisions of this Declaration by appropriate means, inclucling
without limitation, the expenditures of funds of the Association, the employment of legal
counsel, and the commencement of actions.
5.1.3 Maintain such policy or policies of insurance as are required by this
Declaration or as the Board deems necessary or desirable in fizi-thering the purposes of and
protecting the intezests of the Association and rts Niembers.
5_ 1.4 Have the authozity to employ a manager or other persons and to contract
with independent contractors or managing agents to perfozm all or any part of the duties and
responsibilities of the Association, subject to the Bylaws and restrictions imposed by any
govemmental or quasi-governmental body or agency having jurisdiction over the
Development. Kenneth J. Tupper shall be the Manager for a term of five (5) years,
, commencing on the date of recording of these Covenants
5. ]_5 Adopt reasonable rules not inconsistent with this Declaration, or the Bylaws
relating to tlie use of particular areas within the Devetopment, and the conduct of Owners
and theu tenants and guests with respect to the Property and other Owners.
5.1.6 Establish one or more checkiAg or savings accounts in the name of the
Association with any bank, savings association or credit union doing busmess in Spokane
County, Washington and designate signatories thereon.
ARTTCLE 6
UTILITLES
6.1 Owners' Ri2hts and Duties. The rights and duties of the Owners of Lots within the
Development with respect to uulities sha11 be as follows:
SUMM..ERF'CELD EAST 5" ADDITION CC&R Page 8
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`i~ "C. "t~ ~ ~t %X;p'':i•' b, ~ t4,ti,,,!..~ ;;l.E:'' ta, ,i:, ,a.. 7q= r,,. ~Y~' ,,:5'~, `v - `t :.4~t ~'t'~1
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6.1.1 Vlhenever sanitary sewer, water, electric, gas, television receiving, or
- telephone lines or coruZections are located or installed within the Development, which
connections, or any portion thereof, is in or upon Lots owned by other than the Owizer of a
Lot served by said connections, the Owners of aiiy Lots served by said connections shall have
the right, aizd are hereby aranted an easement to (he full extent necessaiy therefor, to enier
upon the Lots or to have the utility companies enter upon the Lots in or upon which said
connections, or any portion thereof lie, to repaii-, replace and generaily maintain said
connections as and when necessary
6.12 Whenever sanitary sewer, water, electric, gas, television receivin;, or
telephone lines or connections are located or installed within tlie DeveIopment, which
connections serve more than one Lot, the Owner of each Lot served by said connection shall
be entitled to the full use and enjoyment of such portions of said connections as service his
Lot.
6.1.3 In the event of a dispute between Owners with respect to the repair or
rebuilding of said connections, or with respect to the sharing of the cost thereof, then, upon
written request of one of such Owners addressed to the Association, the matter shall be
subrrutted to the Board, which shall decide the dispute, and the decision of the Board shall
be final and conclusive on the parties. •
6.2 Sewer The Owners, their heirs and successors, shall join and participate in any
petition or resolution, the purpose of which is the formation of a utility local improvement district
(ULID) pursuant to RCW, Chapter 26.94, as amended. The Owners, their heirs and successors,
reserve the right to oppose or protest any assessment for any ULID established.
6.3 Easements for Utilities and Maintenance. Easements over and under the Properry for
the installation, repair, and maintenance of sa.nitary sewer, water, electric, gas, and telephone luzes
and facilities, such as may be hereafter reasonably required to service the Property, are hereby reserved by Declarant and its successors-in-interest and assigns, including the Association, togethez
with the right to grant and transfez the same; provided; however, that no such reservation or grant
of an easement shall unreasonably interfere wzth the use or occupation of any Lot by its Ow,ners, or
the construction of a Dwelling on any Lot. '
ARTICLE 7
COVENANTS FOR tiiAINTENANCE AND CONSTRUCTION
7.1 Lots to be KeDt in Good Renair. Each Owner shall keep aIl Lots owned by hun, Gnd
all improvements thereon, in good order and repair, includi.ng, but not limited to, the seeding,
watering and mowing of ali lawns, the prLning and cutting of all trees and shrubbery, and the
painting (or other appropriate extemal care) of all buildings and othe: unprovements, and in the case
of undeveloped lots, weeding, mowuig and keeping free of debns or refuse all in a manner and with
SUIv1IvIERFIELD EAST 5" ADDITION CC3cR Page 9
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•v, _ `y. % - .a; :ti ~h~_Li . `,~..'~i . j i:~: t'r , , i ul}_, . --.....-.ti.ti.~ _
.;\i~ i.x,,:ir,ti^~._ ,lC,,.>> :'+.~•,`'•2~. ~i~ ...u._.~.ti`~~_y .,..._,...:.v2d.t:~_e.::v....i~._:...~...+.v. ....L,.__..__=~~tiw_.,±' -__`e..i::,__~..w._.._
.il~L,~.'.a...~.i_41..i.n...... ..:...i1`,n...~4^~....i._..[.n.s.. '1~......-v...._i... such frequency as is consistent with good property management. Garage interiors must be
maintained in a clean and orderly manner, so as to avoid the danger of fire
7.2 Comrnencement and .Comi)letion of Con"struclion,. The Owner of a iot shall
commence construction of a dwelling on the lot not lazer than 18 months aftei- closin~ of tl~e Iot. All
construction sizall be completed withu7 12 months from the date of commencement of construction.
ARTICLE S
USE 1ZE-STR.ICTIONS: GENERAL COVENANTS
8.1 Declaration of Governmental RegulaCion: Sirictest Siandards Control. Restrictions
contained herein shall not be construed as permitting any action or thing prohibited by the applicable
zoning laws, or the laws, rules or regulations of any governmental autl-lonty, or by specific
restnctions imposed by any deed or lease. In the event of any conflict, tl-ie most restrictave provision
of such laws, rules, regulations,' deeds, leases or the Development sha11 be taken to govern and
control.
8.2 Restnction Aaainst Manufacturing or Commercial Enterorise. No trade, crafr,
business, profession, commercial or manufacturing enterpnse or business or commercial activity of
any kind shall be conducted or cazried on upon any Lot, or wrthin any btulding located on a Lot. No
goods, equipment, materiais, supplies or vehicles (including buses, trucks and trailers of any
description) used in connection with any trade, service, ;or business wherever the same may be
. conducted, shall be kept, parked, stored, dismantied or repaired outdoors on a.ny residential Lot or
on any street within the Development. Nofihing shall be done on any Lot which may be or became
a public or private nursance. This restriction shall not be construed, however, as preventing the
maintenance of a home office such as, but not limited to, insurance, accounting or real estate.
83 Land Use and Building Tvne. No Lot shall be used except for residential purposes.
Except as provided herein, no building shall be erected, altered, placed or permitted to rernain on any
Lot other than one single-family Dwelling not to exceed two stories in height and a private atLached
garage for not less than two cars. The iwo story height limzt herein shall not include a basement or
daylight basement.
3 3.1 Restriction Aaainst RaisinQ Heiizht of Grade. Neither the buyer nor any
person or persons clai.m.i.ng under him shall or will at any tune raise the grade of any Lot or
Lots herein conveyed above the grade established or to be established by Declarant.
8.3 2 Restriction Against Excavation and Gradina. No excavation for stone,
b avel, or earth sha11 be made on any Lot except for walls, ba.sements, or cellars of
Dwellings; provided, however, that Declarant reserves the right at any time prior to sale of
any Lot to excavate and grade on the conveyed Lot, and to remove materzal from or deposit
material on such Lot in connection with the work of laying out and improving; provided;
SUMIlyLERFIELD EAST 5" ADDITION CC&R Page 10
G.\T1Tupper Kcn 85606\Summerficld 21Summc.-ficld East 4th CC&R 09-05-02.wod
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•'h~., 'd'; '+1., :.i,;4`;a.: t ~;,•'1,:` :i^ •:.~:•n 1, l:~j:: ti ~ ~lr . ~.1..... . . ' . . . . . ,
\;';`y.. t,„t't;t~5 ;r,l;( i,'ti„-:~.. ;~~..t.<<`C.r ',i.: ''+"r^,• r, t.w:° .w.r
i.._»~~...._.~~'~_-;=-:.+'=...>:~I~_c,.:.:..._'~: .J.1i._.........._1.,..~..,_ _...'_;'`".`i'j~j,,.`p.:~ii`i:f`~'i::.~"'+~ia.:.:';LL4 :n1:...``.,..... _...i:i.~:
i1u-ther, `that Declarant inay waive dlis privilege as to any Lot on which a buyer may desire
to erect a building before that date.
833
Restrictions as to IIuildingMaterials - Coverint Outside Walls No residence
or structure of ariy ICllld bidt 1S Q01111710C1ly I:ilOWII 3S "boxed" or "sheet metal" COI1SCIllCt1012
shall be built. Aluminum siding is allowed.
8.3.4 Restrictions as to Roof Material. Roofs shall be covered witii fire resisLant
matenals such as composition roofing or similar product all of which must have a 20-year
warran.h'-
8 3.5 Restriction as to Fences - Heieht and Stvle. No fences sliall be perinitted in
the fi ont yards of any Lot. Fences in rear yards and sideyards shall not exceed six (6) feet
in height. Tzees, hedging and natural vegetation may be used as a border line.
1
83.6 Reauirements as to Seedine and PlantinQ. Withul sixty (60) days of
occupancy, front yard landscaping must be completed, weather pernutting, and back yard
completian must take place within twelve (12) months after occupancy. Back yard area shall
be considered fifty (50) feet behi.nd the Dwelling. All rernai.ning property shall be
maintained in a reasonable state of repair, cleanliness and neatness. Undesirable weeds
havi.ng a tendency to spread across property lines shall be kept under control. Weeds shall
not be allowed to grow over one (1) foot in height.
v
8.3.7 Construction Comoletion ReQUirements. Any Dwelling or other struciure
erected or placed on any Lot shall be completed as to external appearance, including finished
painting and front yard landscaping, pursuant to approved plans and specifications, aIl within
one (1) year from the date of commencement of construction.
8.3.8 Ivlandatorv Reconstruction. All buildings must have adequate insurance to
fu11y rebuild in case of fire or other disaster, and the Owner shall immediately rebuild or
repair. 83 ).9 Entrv for Insi)ection. Any agent, officer or member of the Board, Committee,
or the DecIarant may, at any reasonable predetermined hour, upon twenty-four (24) hours'
notice during construction or exterior remodeling, enter and inspect the structure to
determine if there has been compliance with the provisions of this Declaration_ The above-
recited individuals shall not be deemed guilty of trespass for such entry or inspection. There
is created an easemenL over, upon, and across the residential Lots for the purpose of making
and carryi.ng out such inspections.
8.4 Temi)orarv Structuzes. No structure of a Cempozary character, trailer, basement, tent,
shack, garage, barn, or other outbuilding shall be used on any Lot at any time as a residence either
SUMi'vfERFIELD EAST 5" A.DDITION CC&R Page 11
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.~___...._.:1"~-_'-_1-__.,...__..:4'~..,.'nc,e,_,._._,.._._,.w_ia~;'.__.~.~siM..a"._-•___~_,._.,-, _W.,_ti_._,._~:~.'-,.~4K:°i.=r,-,~' `.iY~.~_~___.__..__..,~,~._`_~
temporarily or pei-n-lanently.
8 5 Restrzction Aeainst Subdividina No Lot sha11 be split, divided, or subdivided for
sale, resale, or gift for the purpose of creatin~ another building site
3.6 Disposable Items No trash, garbage, i-ubbish, i-efuse, orothersolid waste ofany kind,
Lncluding, particulariy, inoperable automobiles, appliailces and furniture, shall be thrown, dumped,
stored, disposed of, or otherwise placed on any part of the real property. Garbage and siriilar solid
waste shall be kept in sanitary containers well suited for the purpose.
8 7 Siizns. No sign of any kind shall be displayed to the public view on any Lot except
one professional sign of not more than one square foot or one sign of not more than five square feet
advertising the property for sale or rent, and two large signs used by the Declarant to advertise the
properry during the construction and sales period. Monument signs designating the entrance to the
Development are expressly pernurfed.
8.8 SiLxht Distance at Intersections. 'No fence, wall, hedge oz shrub planting wluch
obstructs sight lines at elevations between 2 and 6 feet above the roadways sha11 be placed or
permitted to remain within the triangular area formed by the street property lules a.nd a line
connecting them at points twenry-five (25) feet from the intersection of the street lines, or in the case
of a rounded pxoperty comer, from the intersection of a street property line extended. The same
sight-line limitations shall apply on any Lot within ten (1~0) feet :&om the intezsection of a street
property line with the edge of a ciriveway or alley pavement. No tree sha11 be pernzitted to remain
within such distances of such intersections unless the foliage Iine is maintained at sufficient height
to prevent obstruction of such sight lines.
8.9 Animals.
8.9.1 No aiumals, livestack or poultry of any kind may be raised, bred or kept on any
Lot. However, cats, dogs, birds or other household pets may be kept in any lawful maruner
if they are not kept, bred, or maintained for any commercial purpose.
8.9 2 Any animals not restricted shall be properly sheltered and cared for. The
Homeowners Association-retains the right to limit the number of non-restricted animals, by
a majority vote, should it become apparent the number of anunais has become an annoyance
or nuisance.
8.93 Dogs shall be leashed or penned, and not allowed to nun 1QOSe. Dog kennels
or runs must be approved by the Association. No dogs wrth Pit Bu11 or Wolf breeding may
. be kept within the Development.
SLTNLMERFIELD EASTS' ADDITION CC&R Page 12
G.\I17upper Ken 856061Summefietd Mummerfield East 4th CC&R 09-05-02.wpd
• t' , ' , • , ,:1,,;, :c`•~; ; - . v ":~Y;`r~
a_,, '.ta•t a r,~,. ..~;j~.`:> :`f: ;r.r•'1. ;i ` _ ~•~~L ' ~
t.`
<:Z.'; 1,. ,.1: .a,.•:i•: :'1`' . ..,..r..,h;i~:::y~u a'.,_.._._.__.._..~.__.,. .s..:is_.• ..1C=~~_
_,~;.:_at,~:_;rl• ~.tiSJ;~~at'•??a}=--- -'.~.~~._;_~1?:~_--'----- ~n-,', __..._.,.e.~.._,.`..R:...~,.y.+.-....__~n__u, . , -
8.10 Nuisances. No noxious or offensive activity shall be carried on upon any Lot, nor
shall anytliing be done thereon which may be or may becoine an annoyance or nuisance to the
neighborhood
8.11 Extemal Liahts. All eatemal lighting shall be non-glare aiZd approved by the
Architectural Committee prior to installation.
8 12 Vehicles No vehicle in excess of 6,000 pounds gross weight (including campers,
motor homes, boats, trucks and trailers of any description) used for private purposes may be kept,
parked, stoced, disinantled or repaired outdoors on any residential Lot or on any street widiin the
Development. No Owner shall perniit any vehicle owned by him or any member of his family oz by
an acquaintance which is in an extreme state of disrepa.ir to ren-iain parked upon his Lot or upon any
street within the Development for a penod in excess of 48 hours.
8.13 Antennae. No external radio or television anten.nae, or transmitters sha1l be
permitted. Parabolic reflectors (satellite dish antennae and wueless cable receivers) less than 20
inches in diameter may be pernutted with prior written approval of the Assoczation and obtained in
the manner descnbed in Section 9.1.
8.14 Enerav Devices. Energy generating and storage facilities; including, but not limrted to, solar panels and theu appurtenances, fuel tanks, auxiliary generators, heat pumps and air
conditiorung compressors, shall be designed and placed in aesthetic harmony with the other
improvements to wh.zch fihey are appurtenant, as detemuned by the Assoczatron, and shall be
insulated so as not to produce an unreasonable level of noise.
8.1 S Firearms. The use of firearms or explosives is pzoYubited, except as required for
construction work duly authorized by the Association.
ARTICLE 9
GENERAL PROVTSIONS
9.1 Enforcement. The Associatlon, or an Owner, shall have the right to entorce, by any
proceeding at law or in eqiuty, all restrictions, conditions, covenants, reservations, [iens and charges
now or hereafter ?mposed by the provisions of tYus Declaration, against any person or persons
violating or attempting to violate any covenant, either to restram violation or to recover damages.
The prevailing party in any such proceeding shall be entitled to an award of attorneys' fees and costs.
Failure by the Association or by any Owner to enforce any covena.nt or restriction herein contained
shall iu no event be deemed a waiver of the right to do so thereafter.
9.2 Severabilitv. Invalidation of any one of these covenants or restnctions byjudgment
or court order shall in no way affect any other provisions which shall remain in fu11 foree and efzect.
SUNIIvLERFIELD EAST 5~' A.DDITION CC&R Page I3
G 1"I1Tuoper Kca 35606\Summerfield 21Summerfield Easi 4th CG&R 09-05-02.wpd
, . : , • • ` . ~ . , . _ - . ~
'r" ti ' i ; d~t.,i?:~,•a'; ' •NF ,.ic~~' : 1}y ^ ~ Y '.r"::~`,i : J~71 LC:7. - ~.l(.~: : Y..: R '°1t;:ti
4:~ an.l, i:~, ~.w.•: :w. .(ti:ti:•;;`i+ ' ~,'p,. :,4, .:k. :.1. ~ e.. , ~i. ,a.
a,~U,,.w `;~~>',t.,1, .s.: _ :•4~:'.1. - b :t•y.^~`rS~~2=a:C.ti•L~_..`_.....St~__ .'<"tV."~-`a,,._,..__.~~.~.~.s",L_.s..~~«..._ _.~ik.!..s,........
.~._~'~;:~,i,`.: _y`~J:'~'`:~s;.....,.~._4.._..~'~~~.:4:a:!''i'.`.,._ :s,i=..r.4"'•.;.~.,=i~~....,.^eu..___-• -
9.3 Aiizendment. 1 he covenants and restrictions of this Declaration shall run with and
bind the land, for a term of ten 0) years from tlle date this DecIaration is recorded, after whi ch tiine
they shall be automatically extended for successive periods of ten (10) years. "'his Declaration may
be ainended at any time by a seventy-five per cent (75%) affirmative vote of Association Members
as provided fn Aiticle III. No such waiver, termination, or modification shaIl be effective tintil a
proper instrun-ient in wz-iting shall be executed by the Association and recorded in the office of the
Auditor for the County of Spokane, State of Washina on Notwi thstand ina tlie forgoing, hoN-vever
no amendinent shall be made whicli has the effect of modifyiiaa or eliminating tlie responsibility of
the Association to maintain, repair or replace Common Property or levy assessnients necessary
therefor.
9.4 Convevance Each Owner acceptulg a deed, lease or Qther instrument conveying any
interest in a.ny Lot, whether or not the same incorporates or refezs to these restsictions, covenants for
himseLf, his heirs, successors and assigns, to observe, perform and be bound by these restrictions and
to incorporate the same by reference in any deed or other conveyance of a1_1 or any portion of his
interest in any real property subject hereto.
_ 95 Exceptions. Exceptions to any of the above-listed covenants and restrictions shall
be granted by the Board of Directors when and only when two-thirds (2/3) of the Board determine
such exception is in the best interest of the Association and the purposes of these covenants and
restricfiions.
9.6 Calendar Year The year for record keeping and other business and related
transactions of the Homeowners Association sha11 be a calendar year.
97 Limitation of Restrictions on Declaran.t. Declarant is performing certain work in
connection with the subdivision of the Property and the construction of community improvement
thereon. The completion of that work and sale of Lots is essential to tl.ie establzshznent of welfare
of the Property as a residential comm.unity. In order that said work may be completed and said
Property be established as a fully occupied residential commuiuty as rapidly as possible, notlung in
th.is Declaratiou shall be understood or construed to:
9.7.1 Prevent Declarant, its contractors or subcontractors, from doing on the
Property or any Lot whatever is reasonably necessary or advisable in connection with the
completion of the work; or
9.7.2 Prevent Declarant or its repzesentahves from erectzng, constructing or
maintaining on any part or parts of the Property such structures as m.ay be reasonable and
necessary for the conduct of its business of completing said work and establishing said
Property as a residential community and disposi.ng of the same in parcels by sale, lease or
otherwise; or
SUI&VI'ERFIELD EAST 5d' ADDITION CC&R Page 14
G.\1lTupper i:en 85606\Sutnmer*~eld 2\.Summerfield East 4th CC&R 0945-02.wpd
;,.i;, y La. . _ ,,~:J~'y`,~tt-.' ;t:l. ~i'-,',: '.1ya .`,t w~~•'
•~ti' r, ok'+ ;t" ,a~` c.. s;a;y..,ia„ Fa'••,^''
•2V;~: ~~R r•l. `.ail~jr'~','o :1 ~:5p.~`~='a .dl.. ...r•. Y~. ~i;,:~'~ , t.}, 'a CM~,
~._~~:~~~a~~.~~~~....~ i~~~~.._~___...~~~.~vt~~'.'rirS~.-~~~~.F.-~ ..~~.~~~..u~~.•.~~]i_ ~~4.~J:t\~.•e... ~.__~:}:.Yi`.- w~:~:~~ . , :~.w, ~
~ _ _ - - _ y~_
9.7 3 Prevent Declarant from maintainirig such sign or signs on any of the 1'roperty
as may be necessary for the sale, lease or disposihon thereof.
DECLARf1NT: ~
K J T., L.L.C
By: KENNETH J. TUPPER ~
Its: Ma.nager
STATE OF WASHTNGTON )
) ss.
~ County of Spokane )
I certify that I know or have satisfactory evidence that Kenneth J. Tupper signed this
instrument, on oath stated that he was authorized to execute the instrizment and acknowledged it, as
the Manager of K.J T, L.L. C.; to be the free and voluntary act of such Limited Liability Company,
for the uses and purposes mentioned in the instrument.
~
DATED: 2002. ~
F~:,L
J
G p, CQ
; : o~~~?-~,~Y NOTARY PUBLIC in and for the ~tate
of Washington, residing at Spokane
~
'SL;G : My appointznent expires:
, •
fr
`'G
i;.~•.-'G n;> _ r
't QC`~•...•' ~y~
}
, _
SUMMERFIELD EAST 5d' ADDITION CC&R Page 15
G 11lTupper Ken 85606XSumme~cld 21Summcr6cEd East 4th CC&R 09-05-02.wpd
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Pro'ect Title
W.O.# Date n;kl 2-te ¢1)3 By Li- F CheckedBy
Paae I of i
~
. L= V (y+d) 112 2: The same problem as in Example 1 ex- - 2 cept the facility considered is a curb
opening with no grate. The opening is
Where L= minimum length of slot in 4' long and 3" in height. The opening
feet is depressed 2" from the gutter grade.
V= mean velocity of flow in the From Figure 16 using the depression (a)
approach gutter of 2"
y= depth of water at curb in ap-
proach gutter Qa = 0.08 cfs/ft
d= thickness of grate at down- La
stream end of the slot •
Q= 0.08 cfs/ft x 4 ft = 0.32 cfs
Figure.16 (page 6-37) may be used to de-
termine the capacity of a curb or side The amount bypassing equals 1.5 cfs -
opening on a continuous grade. . 0.32 cfs = 1.18 cfs. A curb opening on
this grade would not be economical nor
4-1.3 Examples - 1: A proposed paved desirable.
street is to be constructed with 6"
curbs. The cross slope is 2.5%. The 4-2 Culverts and closed s.ystems - Cul-
street grade is 4% and flow of 1.5 cfs verts shall be sized for the design
will flow in the gutter and must be storm,rby determining the maximum allow-
intercepted by a grate. A grate 1.5' x able headwater elevation at the entrance
1.7' is being considered. First calcu- to wh-ich water may rise without damage
1 ate the depth and wi dth of fl ow i n the to pri vate property or the publ ic road.
gutter. From Figure 18, depth = 0.121, Headwatar elevations shall be shown in-
width 4.8'. the computation. Pipes in closed sys-
tems similarly will be sized by calcu-
We can check the length of the grate by lating the headwater in each catch basin
112 or manhole. A minimum of 0.75' free-
t he formula L= V(y + d) d= 0.145' board will be allowed between the water
Z surface in a catch basin or manhole and
the top of grate or cover. Except as
The velocity = Q = 1.5 cfs = 5.2 fps hereinafter allowed, the minimum dia-
A 4.8' x 0.12' meter culvert under a public road shall
2 be 18". Culverts shall be designed to
112 carry the design runoff with a headwater
L=(1/2)(5.2 f ps)(0.145'+.12') = 1.34' depth not greater than 2.0 times the
required 1.34' < 1.7' The grate is culvert diameter for culverts 18 inches
long enough. and under, or 1.5 times the culvert
diameter for culverts greater than 18
The percentage of width covered by the inches.
grate is 1.5' = 0.31 From Figure 15
4,8' Minimum velocities in pipe systems and
the percentage of Q intercepted is 64%. culverts shall be 4 feet per second at
Q intercepted = 0.64 x 1.5 cfs = 0.96 design flows to prevent silting unless
cfs. Say 1 cfs otherwise permitted by the County Engin-
eer.
The amount bypassing the grate is 1.5
cfs - 1.0 cfs = 0.5 cfs. An additional Min.imum cover over culverts and pipes
f acility will be required downstream to within a public roadbed shall be 1 foot.
intercept the remainder.
4-3
Minimum culvert and pipe slopes shall be crit,ical slope to less than critical .•--0.5%. slope causing a loss of energy and re- ;
sulting in a possible deposit of silt -Horizontal angle points shall not be al- just downstream from the jump. Angle _
lowed in a storm system unless a manhole points in ditch profiles shall be placed
or other suitable access is provided for so as to prevent a jump from occurring
cleaning. at the entrance to culverts.
When two different sizes of pipes are
joined at the same manhole or catch ba- 4-2.1 Types of flow. Flow in open
sins, place the 0.8 diameter point of channels is classified as uniform or
each pipe at the same elevation. The nonuniform. The flow is said to be uni-
exception to this rule would be at drop form when the rate of discharge is not
m anholes. varying with time. In these guidelines,
the flow will be assuned to be uniform
Downsizing of culverts within a closed at the discharge rate for which the
system with culverts less than 18 inches channel is to be designed. Uniform flow
in diameter, is not permitted. Culverts occurs when the channel cross section,
larger than 18 inches in diameter may be roughness, and slope are constant; and
downsized 3 inches, if the culvert capa- as nonuniform or varied when the channel
city is adequate and a minimum 100 foot properties vary from section to sec-
run of pipe is proposed to be down- tion. s i ied.
Depth of flow and the mean velocity will
Except as hereinafter ailowed, no pipe be constant for uniform flow in a uni-
within a storm sewer system shall be form channel.
smaller than 12 inch diameter. Storm
sewer systems shall conform to the fol- '
lowing manhole spacing: 4-2.2 Uniform flow. With a given depth
of flow d in a uniform channel, the mean
PiDe Size velocity V may be computed by the
Maximum Distance Between Manholes Manning equation: ' .
12"-15" 18"-42" Above 42" V= 1.49 R2/3S112
200' 300' 500'
n
A 10-inch pipe with a minimum velocity in which:
of 4 fps may be used to connect a con- R= Hydraulic radius = A/WP = area of
crete inlet to a catch basin or drywell cross section of flow divided by
if the design flows are accommodated and Wetted perimeter.
- if the length of the pipe does not ex- S= Slope of total head line.
c eed 44 feet. n= Manning rougfiness coefficient.
No storm sewer pipe in a drainage ease- ' The discharge Q is then•
•
ment shall have its centerline closer
than 5 feet to a private rear or side Q= AV
property lines.
- The Manning equation will give a reli-
A hydraulic jump occurs when the slope able estimate of velocity only if the
of the channel changes from greater than discharge, channel cross section, rough-
4-4
~
,A ,
~ QUI~rL-J ly ,
. I,
/
/
~ - - ---ti 32+00 33+00 l;~,'•~~
0
31 k0 r w+ CALVIN ROAD.
o
~
' L 1U' ' " ~
i
r
i ~
N~L i
wAs
• ~ o~ ~
li y 2
. d= 130, C 3° mP~')I
' ~J= wZDtH oc POAV(L) R~isEC~~~ C~ . o~ j
17 = 10' C 10' BEYDUD EDUti
C1FVkjlg~NT~ I()l + ID'
~EwtRES 6l22/0
~
~
t=v 1= t~iX.~'r7~DN ~ F I ' ~ . ~ ~u-~ = I c),
j ~ ' ~ ~ ~ ~ ~ RUuU S~~s'
4 .
r L D
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C-ALIr- ~Xrt~-~Yr 1-A
~
741
.
: - .
.
_~.,rude Intersecno~
At
''t: t v ' 1 ±tfi3
7R►ANG~~ ~j ~ ~ b ~ ~
Obsfiru~~'lo~
~ , ~ b• .~'t
A
! ~ / ~ ~ t,.~,.~"'~~ i~~~,
6
11 e MtN~R ROAD
T''
y~, ~ 1 e • i~`t&' +t
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~-1 ~ . } ~ ~ ~ /-~n0 •r~~~.
d2
~;i.. *14~~~~'
z~s=
CASE Ill M1NOR ROAD
S( pP ~CON'~ROI. ON • utn 519ht ~ri- t r+~~~A.'~
ans, sr,in►m `:~.4-;~.
tancQ at i~,terse~t~ i~,~~ ~ .
,';t,_ F~~ure ►132• an91e, dis
*
a:
odM
.
}
Xr '
tj~~, Iil'~, • '
~
742 AASHTO-Geometric Design of Highivays and Streets
III. Stop Control where traffic on the minor roadway musi stop prior to entering the major roadway. ' N Signal Control where all legs of the intersecting roadways are Y! required to stop by either a stop sign or where the intersection is con-
, • ~ trolled by traffic signals. _ .1
Eacb of these cases is discussed in the following pazagraphs.
Case I-No Control, but Allowing Vehicles to Adjust Speed
~1► . ~ j . :
Where a crossing is not controlled by yield signs, stop signs, or traffic sig- .
~
nals, the operator of a vehicle approaciung an intersection must be able to per- -
.~~~s .a .
ceive a hazard in sufficient time to alter the* veMcle's speed as necessary before reaching the intersection. The amount of time necessary to start decel- ,
eration is the driver's perception and reaction time, which for intersection ,
• i .
design, can be assumed to be 2.0 sec. In addition, the driver should begin ;
actual braking some distance from the intersection to accomplish deceleration
and avoid collision. A]ower limit for the distance from an intersection, where
t'"( a driver can first see a vehicle approaching on the intersectmg road, is that
which is traversed during 2.0 sec. for perception and reaction pius an addi-
tional 1.0 sec. to actuate braking or to accelerate to regulate speed. The aver-
age distances traveled by a vehicle in 3.0 sec. are the following: '
~ -
+,1 ~ Speed (mph) Distance (ft)
:Id
10 45 J. ~
- ,
15 90 70
20
~ E~ 25 110 " -
j ; L
30 130
35 155 - '
40 180
i ! = [ 50 220 _
60 260
310 ,~•.r '
s.-. .
70 - ik ~
Under Case I, in Figure IX-32A, for the given speeds, the sight triangle is .11. .
determined by the above rrunimum distances along the road.
Referring to Figure iX-32A, highway A with a 50 mph speed and highway
! B with a 30 mph speed, require an unobstructed sight triangle between points
Fa on highways A and B with legs extending at least 220 ft and 130 ft, respec-
f4.'.i
i~'.
~ ~i~~ : k> v„
Y?~~ '
~~0 AASHTO-Geometric Design of Highways and Streets - , _
ditions for a given distance S in ft. In Figures 35 and 35A, Case IIIA, the dis_
v~~;:=•'
tance 5 that the crossing vehicle must travel to ciear the major highway is the -
sum of three distances (in feet):
<<
S = D + W + L ~ , . .
where: D= distance from near edge of pavement to the front of a
s „5 . - . .
stopped vehicle, ft;
y~
W= pavement width along path of crossing vehicle, ft; and
"1 iL- overall length of vehicle, ft. ~
; • •
70 •
I 1, /I I i I 1
60 ` 4+4++ :
.;;-;lz' 50 I ~ .
'~j ';~r•`• _ ~ 40
a
~
a. 30 rrlf `
~ ACCELERATION OF
- I , I I PASSENGER CARS ~
Fi~j 20 (NORMAL RATE FOR ~ ~
W I I ~ I LEVEL CONDITfONS ' ' .
~
10
FI 1 I 1 .
FTL L
0 qp 50 • ~ .
~ =1;1 20 - 3 -
TIME (SECONDS) -
Figure IX-34A. Acceleration curve time-speed relationship for ~
passenger vehic{es.
, f3;'4 , •t
j .
~fly._
.at~,r~rll X f
= t;
reels^ , _ "I At-Grade Intersections , 75I
~n.' ,SjV Fg.
4djs-1 CASE III STOP CONTROL ~;L~~
~ the H
MAJOR ~ - - - - ~FY ,
)f d ~1`~• HIGHWAY --I------ '~i;
F'-- d ~ d 2 I ,Nj;: ~
Al1NOR IHIGHWAY i ~
r M ~
, CASE IIIA - STOPPED VEHICLE CROSSiNG
- A MAJOR HIGHWAY
k: m
1 ~
MAJOR \ I \
T ~
NIGHWAY ~ ----y-~
dI d2
o-
L&-
. MINOR HIGHWAY
i
~CASE IIIB - STOPPEO VEHICLE TURNING LfFT INTO
TWO-LANE MAJOR HIGHWAY
MAJOR I
HIGHWAY (~---_----i-~----------~ ,y~~~
• d ~ f f Ni
MINOR iHIGHWAY
" CASE IIIC - STdPPED VEHICLE TURNING RIGHT INTO
TWO-LANE MAJOR HIGHWAY OR RIGHT TURN ON A RED SIGNAL
` Figure IX-35. Intersection sight distance at at-grade interseo-
ttions. ~
5 .5
; t'•,~
`.j
. d~.
• f~ ~ . .a
752 AASHTO-Geometric Design of Highways and Streets 4
~ ' 3 f<
,i'
'
MaJOR HIGHWAY
-1 ~ - ~ S
ff ~ 5:~~ et7a at rnAvatv vir or. aras
~-{mcc cF sHoin.o~rs
tI ER
. ! (I + !i E A 1 ' _ I • 1•
`y I
C, Or2 d2 . KfERSECifON StGtrt 9751v+CE REOURtED if ~ , ( _ ~••I~'
a, oe oZ . w-r v~.~.ros, nExe -AI-UNDiVIDED HIGNWAY
OE9f7M SPEED tM.V.n.i i-
y y J= PERCFPTION/REARlON TNE, &SSINE 2 SECONDS ~ I I
to = TlIE FON ALCQFJGTION tSEE FIGURE U-77e Z =.I :
MEEOEO TO 9EYFi,OP
, 4 ! ~ S • D-q+l. bHE.4G
~ 5= QtnANC£ ~W.YFIED BY YF7lCl,E TO CROS$
-aox HanAr IrEcn. FOR VktUES OF d OR d
Ot57wCE FRW wF,~9 mCE OF OkYEMEHS TO ~ 2
FROrrt 0! A S7oPPED Vi}eCIL 4SATdE 10 iEE7 i
t= v,vEMErt rmnr .La+c r.Tx oc rnosswc SEE FIGURE IX-39
vVBuu.E rfrcn . - r
L= OVERnLL LEMGSH OF CR055M v011,CLE o• 9 DE9CW WYEDIAN WIDTH CROSSlNG r+ANElNER
SI! = 3ff, b8-50 a SS' ' VF3E4E S GEES ) N0. OPERATIONS
A ndM norrsre sIar asruia < ss.u itxcEms , P o-z~• ~
} 7}iE RRfRSECTION 4QfT DSTAuitf t Li0.t USE TIE :
y3 } S.S.B. P <24' 2 ' 0-35, 1
THE FRdR K vE}ECIf dl.l NORMALLY I a I ~ A1 C3b6 2
FLLC AT EDGE OF 9101ADfN. Tiff
9tDUL➢ER YID7H WY 8E lESS I ; t 1 g8-50 0'60` 1
[ {4 7II" M FEET. KB-50 <60' 2 i
-_J~
n nmLn~
T+ • - - - - - - T` - . 'J.' .
MAJOR HIGHWAY
~ ~,F .t f'►7'TS3 _ Ti ~ S
y:~; ~ ~ / i~p:~p~ ~--E~GE OF TR~V0.ED 71~Y aR NRB
f` - i -
r' ~~'.DGE OF 4i0ULDER
~ , . EYE76CA~ I . , . .
,--a
T.P. = TRAYFI.ED WAY PAYFjtENT
S r 4= MEQIAN IfIDTii ¢ •
p ~7p 12 1 ~y I ~ I 1 I -A2-DIVIDED NIGHWAY , -
TO MAME A0.lUSTMFIJTS FOR CRADES. SEE T48LE IX-e
70 d.OJUST 7qDTM f M ) FOR SKEM pNCI£ CROSSING, SEE •
FICURE lX-44 x'-
~,a
Figure IX-35A. (A1 and A2)-lntersection sight distance (case ~:i~~•
IItA-level-90 degree crossings). - - i4:,
~1', i F, _•i~•^ F
+is
~ I ~1+1 • ''~`r .
.~g( 4 ' x'{+~•' a E.',
{J ;
.r'a, •;5{y ~
t'
i„ j 'r,i'„ °•,c
c
~Y f., ' ' ' ~ ;F;~~~ii{{ u~j➢
At-Grade Intersecrions 753
- Most drivers stop their velucles as close to the edge of the intersection ~-pavement as convenient; however, many leave severa] feet. For general design 111~3;'
i - Ikr ~
purpose, a D value of 10 ft is assumed (measured from pavement edge to
, front of vehicle) for the Case III conditions.
• T h e v a l u e o f W i s m e a s u r e d a l o n g t h e p a t h o f t h e a c c e l e r a t i n g v e t u cle. The 5~ '
pnncipal variation in W is the number of lanes on the major highway. Lane
widths of 12 ft are used.
' The values of L, as shown in Chapter II, are 19, 30, 50, and 55 ft for the P; SU, WB-40, and WB-50 vehicles, respectively. Figure IX-39 shows the sight distance d necessary for safe crossing from a
stopped position with pavements of 12-ft lanes at nearly nght-angle intersec-
tions. The sets of sloping lines give the values for the three types of crossing
; vehicles, each with a reference to two, four, and six-lane widths. Values for
other pavement widths can be calculated readily by the use of proper as ~
=7;:f
• determined from Figure IX-33. These values are for level conditions. For
grade adjustments, refer to Chapter III.
' In testing whether a sight distance along a major highway is adequate at an
mtersection as given iu Figure IX-39, the distance should be measured from a
' height of eye of 3.50 ft (for passenger cars) to the top of an object, 4.25 ft
above the pavement. Stopping sight distaoce values for each design speed as
given in Chapter III, in the Section "Stopping Sight Distance", is also shown if
;
on Figure IX-39. Comparing the d values contauied in Chapter III, indicates •
. that in certain instances for `P' design vehicles above 50 mph, the stopping
, sight distance will exceed the intersechon sight distance (d). Where tlus '
;.,`i
_ occurs, to pertrvt a crossing from a stopped posrtion, the stopping sight dis-
tance will govern.
. Divided highways, where the median width is equal to or greater than the
. vehicle length, allow the crossmg to be made in two steps. The velucle crosses
- , the first pavement, stops within the protected area of the median opening,
• i. ~ <
aod there awaits an opportunity to complete the second crossing step. For
~ divided highways with median widths less than L, the length of the design
vehicle (Figures IX-32 and IX-35A), the median width should be included as :''R~ `
` part of the W value. Figure IX-35A, the divided highway, shows each design
, vehicle and the median width that determines the number of steps for each
crossing maneuver.
, Where the stopping sight distance along a major lughway is less than the
Case IIIA distance at an intersection, vehicles on the major highway may have
to adjust their speeds. Intersection warcung signs indicating the appropriate
- approach speed may be provided. When the sight distance along the major
highway and the pavement width along the path of the crossing vehicle are
known, the appropriate approach speed can be computed or obtained directly ~from Figure IX-39.
. ~
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. (DUEEN
~
2044.- - - -
- ~ - - - -
. . ~
-
2042
Nl c.~ . . ~ ~ ~ + . ~ ~ ~ - - -
2040 Z ~ . . . . , .
~
~'~'j5 rx' • • ~ `u ~ ~ °,~tj , -
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~
a
a
2036
„ . . . ~ - - • . . :1, Sn~'
y~ 2034
~ _ - • . . . : . . . . .
2 ~6 - - ~ ~ ~
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.i-• ~~y ~ 1 ~ ~
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a ~ E~E-v. 203~ , 33 ~ ~~~v~d v~A- 33~'~S, ~ 1 - _ . 4_~ , - ~ - _ ~ , - ~ - - • -
2030 . . AV ~r~~~ - r ~ '
'
w~r~.H i.s C~'lcr~ D ; u~r Ors~-A~
~
At^/~, n ~r~yr,1>~
,J A. ' _ . - _ - " - ' " ' - ~ . _
~ 2028 ~ ' • . . •
- - _ ~ ~ - . .
PVI STA = 30+85.79
PVi ELEV = 2033.57
- - - A.D. = -1:2500 _ _ . . ~ . . _ . _ _ .
~ K. = 80.0000
' _100.00' _ VC
. . , _ _
O
0) 00 CC~ 1
.00
'F-
. .
_ . . ; - • - - Ao - ~ <
~ M M ~ M ~ O 29403 ~
~ N
+ n ~)NAL ~
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. ~ C-'W~ . . . . . . ~ ~ . j j : . . ~ EXPIRES 6/22/ O•~j ~ . . .
. j. > _ . . . - - • CL• ~ ' - ~ - - • - - •
co m ' .
. `
Q.6$/o
0.50%
, , .
- ~ - - ~ ~ - ~
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• ~ . ~
- . , : . ~ . . ; . . 1 . .
Summerfield East 5th Addition
Storm Water Design - Drainage Study Report Calculations
Date: March 26, 2003
Name. Summefield East 5th Addition
Basin Nam DA-1 Design Frequency: 10 YR
8. Determine Adequacy of Drainage Structures
West Side, from North
Driveway Inlets:
Q = 0.56'(ZJn)'(S^0.5)'(d^(8/3))
No. 1
Flow, proportional to the linear footage of curb to total basin curb faotage: ~
Curb footage upstream of first driveway ~ 45 ft.
Total Curb footage, 240 ft.
Flow, Q= 1.97 cfs, From Peak Runoff Section
Flow, Q= 0.37 cfs, proporLonal to upstream curb footage
Flow from Offsite 0.05 cfs
total Q = 0.42 cfs
Slope S= 0 005 ft/ft
n= 0 014 Roughness Coefficient
Cross Slope, s= 0 02 N/ft .
Z=1/s= 50
depth of flow = 0.113 ft. ~
Driveway Curb on continuous grade• (see page 6-38, "Guidelmes for Storm Water Management")
interception per foot of inlet opening if the inlet were interceptmg 100% of the gutter flow.
Qa/La = 0 025 cfs/Lf
Curb height = 0.5 ft.
Discharge Qn = 0.42 cfs
La, Linear feet• 16.75 ft.
Length of Opening: 20 ft
(Length of opening consists of 1 driveway, 20.0' wide at each opening)
ULa = 1.19
Q/Qa= 1.00
Flow carried to the next inlet:
0.00 cfs
'Use 20 ft. of Total Curb Opening ~
West Side, from North
No. 2
Flow, proportional to the linear footage of curb to total basin curb footage:
Curb footage upstream of second drrveway
80 ft.
Total Curb footage: 240 ft.
Flow, Q= 1.97 cfs, From Peak Runoff Section
Flow, Q= 0.66 cfs, proportional to upsVeam curb footage
Slope S = 0.005 ft/ft
n= 0 014 Roughness Coefficient
Cross Slope, s= 0.02 ft/ft
Z = 1 /s = 50
depth of flow = 0.133 ft.
Driveway Curb on continuous grade: (see page 6-38, "Guidelines for Storm Water Management")
interception per foot of inlet opening if the inlet were intercepting 100°k of the gutter flow.
USKH / Wyatt Engineerinf, Inc.
I:\679302-Tupper Summerfield 5th Add PSE1679302AreaCalcs-5thAdd xls-DA1 Page 4 of 6
Summerfield East 5th Addition
Storm Water Design - Drainage Study Report Calculations
Date• March 26, 2003
Name: Summerfield East 5th Addi6on
Basin Nam DA-1 Design Frequency: 10 YR
Qa/La = 0.033 cfs/Lf
Curb height = 0.5 ft.
Discharge Qn = 0.66 cfs
La, Linear feet: 19.86 ft
Length of Opening: 20 ft.
(Length of opening consists of 1 driveway, 20.0' wide at each opening)
ULa = 1 01
Q/Qa= 1 00
Flow carried to the next inlet:
0 cfs
'Use 20 ft. of Total Curb Opernng ~
WestSide, from South
No. 3
Flow, proportional to the linear footage of curb to total basin curb footage:
Curb footage upstream of first driveway
15 ft.
Total Curb footage: 240 ft.
Flow, Q= 1.97 cfs, From Peak Runoff Section
Flow, Q= 0.12 cfs, proportional to upstream curb footage
Flow from Offsite 0.00 cfs
total Q = 0.12 cfs
Slope S = 0.005 ft/ft
n= 0 014 Roughness Coefficient
Cross Slope, s= 0.02 fUft
Z=1/s= 50
depth of flow = 0.071 ft.
Driveway Curb on continuous grade (see page 6-38, "Guidelines for Storm Water Management")
interception per foot of inlet opening if the inlet were intercepting 100% of the gutter flow.
Qa/La = 0 013 cfs/Lf
Curb height = 0 5 ft
Discharge Qn = 0.12 cfs
La, Linear feet: 9.45 ft.
Length of Opening: 20 ft.
(Length of opemng consists of 1 driveway, 20 0' wide at each opening)
ULa = 2.12
Q/Qa= 1.00
Flow carried to the next inlet:
0.00 cfs
'Use 20 ft. of Total Curb Opening ~
Curb Opening.
Q = 0.56'(Z/n)`(S^0.5)'(d^(8/3))
Flow, proportional to the linear footage of curb to total basin curb footage:
Curb footage upstream of mlet, down from dnveways
100 ft
Total Curb footage: 240 ft
Flow, Q= 1.97 cfs, From Peak Runoff Section
Flow, Q= 0 82 cfs, proportional to upsVeam curb footage
Flow from Upgradient 0.00 cfs
total Q = 0.82 cfs
Slope S = 0.018 ft/R
n = 0.014 Roughness Coefficient
Cross Slope, s= 0.02 R/ft
Z = 1 /s = 50 ft/ft
USKH / Wyatt Engineerinf, Inc.
I:\679302-Tupper Summerfield 5th Add PSE1679302AreaCalcs-5thAdd xls-DA1 Page 5 of 6
Summerfleld East 5th Addition
Storm Water Design - Drainage Study Report Calculations
Date: March 26, 2003
Name: Summerfield East 5th Addition
Basin Nam DA-1 Design Frequency: 10 YR
Flow Depth, d= 0.380 ft. WITHIN 10% OF ASSUMED DEPTH FOR SHALLOW
CONCENTRATED FLOW (CHECK)
Curb Opening at Low Point: (see page 6-40, "Guidelines for Storm Water Management")
Curb Height (h) = 0.5 ft(Type 1 Cufi Inlet)
Discharge Qn = 0.82 cfs
Flow Depth, d= 0.380 ft.
Length of Opening: 10 ft.
(Length of opening consists of 1 drainage area, 2 0' wide at each opening)
Use Q= 3.087(L)(H^3/2), Solve for H
Depth, H = 0.09 feet
H/h = 0.18 OK - H/h<=1
'Use 10 ft. of Total Curb Opening ~
Maximum pond width at sump: 4.45 ft.
Maximum dry lane width at sump: 12.05 ft.
USKH / Wyatt Engineerinf, Inc.
1:1679302-Tupper Summerfield 5th Add PSE1679302AreaCalcs-5thAdd.xls-DA1 Page 6 of 6
Summefield East 5th Addidon
Storm Water Design - Drainage Study Report Calculations
Date: March 26, 2003
Name: Summerfield East 5th Addition
Basin Nam DA-3 Design Frequency: 10 YR
8. Determine Adequacy of Drainage Structures-
Curb Opening:
Q = 0.56'(ZJn)'(S"0 5)'(d"(8/3))
Flow, Q= 0.68 cfs, From Peak Runoff Section
Slope S = 0.009 fUft
n = 0.014 Roughness Coefficient
Cross Slope, s= - 0.02 ft/ft
Z = 1 /s = 50 fUft
Flow Depth, d= 0.121 ft. WITHIN 10% OF ASSUMED DEPTH FOR SHALLOW
CONCENTRATED FLOW (CHECK)
Curb Opening at Low Point: (see page 6-40, "Guidelines for Stortn Water Management")
Curb Height (h) = 0 5 R(Type 1 Curb Inlet)
Discharge Qn = 0.68 cfs
Flow Depth, d= 0.121 ft.
Length of Opening: 8 ft.
(Length of opening consists of 1 drainage area, 4.0' wnde at each opernng)
Use Q= 3.087(L)(H"3/2); Solve for H
Depth, H = 0.09 feet
H/h = 0.18 OK - H/h<=1
~ Use 8 ft of Total Curb Opening '
Maximum pond vAdth at sump: 4.55 ft.
Maximum dry lane width at sump: 11.95 ft.
USKH / Wyatt Engineering, Inc.
1:1679302-Tupper Summerrield 5th Add PSE1679302AreaCalcs-5thAdd.xls-DA1&3 Page 4 of 4
Date: March 26, 2003
Name: Summerfield East 5th Addition
Basin Name: DA-2&11 Design Frequency: 10 YR
1. Determine Time of Concentration
Segment 1- Overland Flow OVERLAND FLOW
Length L= 120 ft(Length) MAX LENGTH = 300 ft.
Slope S = 0.01 ft/ft (Slope)
n = 0.016 Roughness Coefficient (Asphalt)
Ct = 0.15 From Figure 3, Page 6-5 of
"Guidelines for Storm Water ManagemenY'.
Tc1 = Ct'(L'n/(S"0.5))"(0.6); From "Gwdelines for Storm Water Management".
Tc1 = 0.88 min.
Segment 2- Shallow Concentrated Flow CURB GUTfER
Length L = 198 ft
Slope S = 0.007 ft/ft
n= 0.014 Roughness Coefficient (Concrete Gutters)
Depth, y= 0.09 ft. (Assumed depth of flow)
Cross s = 0.02 ft/ft
Z = 50.00 ft/ft (Z=1/s)
Area, A= 0.20 ft. (A = 1/2*Z*(y^2))
Q gutter = 0.25 cfs (Manning's equation flow)
Velocity, V= 1.22 fps (V = Q/A)
Tc2 = Length/Velocity
Tc2 = 2.70 min.
Segment 3- Channel Flow PIPE
Length L = 0.00 ft
Slope S = 1.000 ft/ft
n= 0.012 Manning's Roughness Coefficient (Concrete)
Diameter = 0 inches
Area, A = 0
R= D/4 = 0 ft.
Velocity, V= (1.49/n)'(R^2/3)'(So^1/2) (Mannings Equation)
Velociry, V= 43.62 ft/sec
Tc3 = LengthNelocity
Tc3 = 0 min.
Total Tc = 3.58 min.
2. Determine Weighted Runoff Coefficient (C ) and Area:
Area
SurFace Type (sf) (acres) C` CA
Open Land (2% - 10% slope) 1844 0.04 0.3 0.0127
Roof & Sidewalk 335 0.01 0.9 0.0069
Asphalt, Curb & Driveway 1376 0.03 0.9 0.0284
From Bypass DA11-Open Land 28728 0.66 0.3 0.1979
From Bypass DA11-Roof& Sidewalk 7640 0.18 0.9 0.1579
From Bypass DA11-Asphalt, Curb SDrivei 8644 0.20 0.9 0.1786
Total Drainage Area 48567 1.11 Sum CA = 0.5824
Total Impervious Treated Area 1376 0.03
` From Table 1, Page 6-2, "Guidelines for Storm Water Management"
Weighted C=(Sum CA)/(Sum A) = 0.5223
3. Determine Peak Runoff (Q = CIA):
Based On: Total Impervious Area
Duration (Tc) = 3.58
Weighted C = 0.5223
Intensity (I) = 3.18 in/hr from IDF Curve for Spokane, WA
Area (A) = 1.11
Peak 10-year discharge = 1.85 cfs
4. Determine Volume of Biofiltration Swale/Drainage Area:
Total Impervious Treated Area = 10020.32 sf
Required Biofiltration Swale Volume = Impervious Treated Area x 0.5712 iNft
Required Biofiltration Swale Volume = 417.51 cf
"208" Biofiltration Swale Bottom Width = 2.00 ft
"208" Biofiltration Swale Bottom Length = 351.00 ft
"208" Biofiltration Swale Depth = 0.5 ft
"208" Biofiltration Swale Side Slopes (X : 1) = 4
"208" Biofiltration Swale Bottom Area = 702 sf
"208" Biofiltration Swale Top Area = 2130 sf
"208" Biofiltration Swale Volume = 708 cf POND SIZE CHECKS
5. Determine the Maximum Outflow:
Soil Type: Ganison Gravelly Loam (GgA) From Spokane County Soil Survey, SCS
Based on the soil type and "Guidelines for Storm Water ManagemenY", Page 4-15, the allowable
design drywell flows are as shown below:
Number of Type A(0.3 cfs) Drywells Required: 0
Number of Type B(1.0 cfs) Drywells Required: 1
Total Outflow (Qo 1 cfs ,
6. Determine Required Detention Storage Using Bowstring Method
Time Increment = 5 min.
Elapsed Time Intens. Q in Vol. In Vol. Out Storage `
(min.) (sec.) (in/hr) (cfs) (cu.ft.) (cu.ft.) (cu.ft.)
3.58 215 3.18 1.85 533 215 318
0 0 3.18 1.85 0 0 0
5 300 3.18 1.85 744 -82 827
10 600 2.24 1.30 1049 57 992
15 900 1.77 1.03 1243 213 1030
20 1200 1.45 0.84 1358 362 996
25 1500 1.21 0.70 1416 495 921
30 1800 1.04 0.61 1461 631 830
35 2100 0.91 0.53 1491 764 727
40 2400 0.82 0.48 1536 917 618
45 2700 0.74 0.43 1559 1057 502
50 3000 0.68 0.40 1592 1212 380
55 3300 0.64 0.37 1648 1400 248
60 3600 0.61 0.36 1714 1607 107
65 3900 0.61 0.36 1856 1907 -50
70 4200 0.61 0.36 1999 2207 -208
75 4500 0.61 0.36 2142 2507 -365
80 4800 0.61 0.36 2285 2807 -522
85 5100 0.61 0.36 2428 3107 -679
90 5400 0.61 0.36 2570 3407 -836
' Storage = (Vol in. - Vol. out)
7. Determine the Minimum Required Depth above Biofiltration Swale:
Required Detention Storage 1030.0 CF (See Bowstring Method, ma)timum value)
Calculated "208" Biofiltration Swale Volurr 708.0 CF
Required Storage Above "208" Swale: 322.0 CF NEEDS ADDITIONAL SWALE VOLUME
"208" Swale Top Width: 6.0 ft (See "208" Swale Volume Calculations)
"208" Swale Top Length: 355.0 ft (See "208" Swale Volume Calculations)
"208" Swale Top Area: 2130.0 SF (See "208" Swale Volume Calculations)
"208" Biofiltration Swale Side Slopes (X :4.0 (See "208" Swale Volume Calculations)
Depth Above "208" Biofiltration Swale: 0.2 ft
Detention Pond Top Width: 7.2 ft
Detention Pond Top Length: 356.2 ft
Top of Detention Pond Area: 2564.6 SF
Volume above "208" Biofiltration Swale: 352.1 CF POND SIZE CHECKS
~
~
8. Determine Adequacy of Drainage Structures:
West Side
Driveway Inlets:
Q = 0.56'(ZJn)'(S"0.5)'(d^(8/3))
No. 1
Flow, proportional to the linear footage of curb to total basin curb footage:
Curb footage upstream of first driveway
83 ft.
Total Curb footage: 387 ft.
Flow, Q= 1.85 cfs, From Peak Runoff Section
Flow, Q= 0.40 cfs, proportional to upstream curfi footage
Slope S = 0.007 ff/ft
n = 0.014 Roughness Coefficient
Cross Slope, s= 0.02 ft/ft
Z = 1 /s = 50
depth of flow = 0.104 ft.
Driveway Curb on continuous grade: (see page 6-38, "Guidelines for Storm Water ManagemenY")
interception per foot of inlet opening if the inlet were intercepting 100% of the gutter flow.
Qa/La = 0.022 cfs/Lf
Curb height = 0.5 ft.
Discharge Qn = 0.40 cfs
La, Linear feet: 18.05 ft.
Length of Opening: 20 ft.
(Length of opening consists of 1 driveway, 20.0' wide at each opening)
ULa = 1.11
Q/Qa= 1.00
Flow carried to the next inlet:
0 cfs
'Use 20 ft. of Total Curb Opening ~
No. 2
Flow, proportional to the linear footage of curb to total basin curb footage:
Curb footage upstream of second dnveway
80 ft.
Total Curb footage 387 ft.
Flow, Q= 1.85 cfs, From Peak Runoff Section
Flow left from (1)= 0.00 cfs
Flow, Q= 0.38 cfs, proportional to upstream curb footage
Slope S = 0.007 ft/ft
n = 0.014 Roughness Coefficient
Cross Slope, s= 0.02 ft/ft
Z = 1 /s = 50
depth of flow = 0.103 ft.
Driveway Curb on continuous grade: (see page 6-38, "Guidelines for Storm Water ManagemenY")
interception per foot of inlet opening if the inlet were intercepting 100% of the gutter flow.
Qa/La = 0.022 cfs/Lf
Curb height = 0.5 ft.
Discharge Qn = 0.38 cfs
La, Linear feet: 17.40 ft.
Length of Opening: 20 ft.
(Length of opening consists of 1 driveway, 20.0' wide at each opening)
ULa = 1.15
Q/Qa= 1.00
Flow carried to the next inlet:
0 cfs
~Use 20 ft. of Total Curb Opening '
East Side
No. 3
Flow, proportional to the linear footage of curb to total basin curb footage:
Curb footage upstream of second driveway
161.5 ft.
Total Curb footage- 387 ft.
Flow, Q= 1.85 cfs, From Peak Runoff Section
Flow left from (0)= 0.00 cfs
Flow, Q = 0.77 cfs, proportional to upstream curb footage
Slope S = 0.007 ft/ft
n = 0.014 Roughness Coefficient
Cross Slope, s= 0.02 ft/ft
Z=1/s= 50
depth of flow = 0.134 ft.
Driveway Curb on continuous grade: (see page 6-38, "Guidelines for Storm Water ManagemenY")
interception per foot of inlet opening if the inlet were intercepting 100% of the gutter flow.
Qa/La = 0.032 cfs/Lf
Curb height = 0.5 ft.
Discharge Qn = 0.77 cfs
La, Linear feet: 24.15 ft.
Length of Opening: 20 ft.
(Length of opening consists of 1 driveway, 20.0' wide at each opening)
ULa = 0.83
Q/Qa= 0.95
Flow carried to the next inlet:
0.04 cfs
~Use 20 ft. of Total Curb Opening ~
West Side Curb Inlet
Flow, proportional to the linear footage of curb to total basin curb footage:
Curb footage upstream of second driveway
35 ft.
Total Curb footage 387 ft.
Flow, Q= 1.85 cfs, From Peak Runoff Section
Flow left from (2)= 0.00 cfs
Flow, Q= 0.17 cfs, proportional to upstream curb footage
1/2 of Basin DA2 = 0.08 cfs
Total Q = 0.24 cfs
Slope S = 0.018 ft/ft
n = 0.014 Roughness Coefficient
Cross Slope, s= 0.02 Wft
Z = 1 /s = 50
depth of flow = 0.073 ft.
Driveway Curb on continuous grade: (see page 6-38, "Guidelines for Storm Water Management")
interception per foot of inlet opening if the inlet were intercepting 100% of the gutter flow.
Qa/La = 0.014 cfs/Lf
Curb height = 0.5 ft.
Discharge Qn = 0.24 cfs "
La, Linear feet: 17.42 ft.
Length of Opening. 8 ft.
(Length of opening is curb cut)
ULa = 0.46
Q/Qa= 0.80
Flow carried to the next inlet:
0.05 cfs
~Use 8 ft. of Total Curb Opening ~
East Side Curb Inlet
Flow, proportional to the linear footage of curb to total basin curb footage:
Curb footage upstream of second driveway
27.5 ft.
Total Curb footage 387 ft.
Flow, Q= 1.85 cfs, From Peak Runoff Section
Flow left from (3)= 0.04 cfs
Flow, Q= 0.17 cfs, proportional to upstream curb footage
1/2 of Basin DA2 = 0.08 cfs
Total Q = 0.25 cfs
Slope S = 0.018 ft/ft
n = 0.014 Roughness Coefficient
Cross Slope, s= 0.02 ft/ft
Z = 1 /s = 50
depth of flow = 0.073 ft.
Driveway Curb on continuous grade: (see page 6-38, "Guidelines for Storm Water ManagemenY")
interception per foot of inlet opening if the inlet were intercepting 100% of the gutter flow.
Qa/La = 0.014 cfs/Lf
Curb height = 0.5 ft.
Discharge Qn = 0.25 cfs
La, Linear feet: 17.62 ft.
Length of Opening: 8 ft.
(Length of opening is curb cut)
ULa = 0.45
Q/Qa= 0.80
Flow carned to the next inlet:
0.05 cfs
~Use 8 ft. of Total Curb Oqening ~
.
Summerfield East Sth Addition -
Storm Water Design - Drainage Study Report Calculations
Date: March 26, 2003
Name: Summerfield East 5th Addition
Basin Nam DA-4&5 Design Frequency: 10 YR
8. Determine Adequacy of Drainage Structures:
North Side, from East, DA-4
Driveway Inlets:
Q = 0 56'(ZJn)'(S^0.5)'(d"(8/3))
No. 1
Flow, proportional to the linear footage of curb to total basin curb footage-
Curb footage upstream of first dnveway
50 ft.
Total Curb footage: 770 ft.
Flow, Q= 3 27 cfs, From Peak Runoff Sechon
Flow, Q= 0 21 cfs, proportional to upstream curb footage
Flow from Offsite 0.00 cfs
total Q = 0.21 cfs
Slope S= 0 005 ft/ft
n = 0.014 Roughness Coefficient
Cross Slope, s= 0.02 fUft
Z=1/s= 50
depth of flow = 0.087 ft.
Driveway Curb on conUnuous grade: (see page 6-38, "Guidelines for Storm Water Management")
intercepUon per foot of inlet opening if the inlet were intercepting 100% of the gutter flow.
Qa/La = 0.018 cfs/Lf
Curb height = 0.5 ft.
Discharge Qn = 0.21 cfs
La, Linear feet: 11.79 ft.
Length of Opening: 20 ft
(Length of opening consists of 1 driveway, 20.0' wide at each opening)
ULa = 1.70
Q/Qa= 1.00
Flow carried to the next inlet:
0.00 cfs
'Use 20 ft of Totat Curb Opening ~
North Side, from East
No. 2
Flow, proportional to the linear footage of curb to total basin curb footage:
Curb footage upstream of second driveway
95 k
Total Curb footage: 770 ft.
Flow, Q= 3.27 cfs, From Peak Runoff Section
Flow, Q= 0.40 cfs, proportional to upstream curb footage
Slope S = 0.005 ft/ft
n = 0.014 Roughness Coefficient
Cross Slope, s= 0.02 ft/ft
Z = 1 /s = 50
depth of flow = 0.111 ft.
Driveway Curb on continuous grade: (see page 6-38, "Guidelines for Storm Water Management")
interception per foot of inlet opening if the inlet were intercepting 100% of the gutter flow.
USKH I Wyatt Engineering, Inc
I•\679302-Tupper Summefiled 5th Add PSE1679302AreaCalcs-5thAdd xls-DA485 Page 4 of 10
~ Summerfield East 5th Addition -
Storm Water Design - Drainage Study Report Calculations
Date. March 26, 2003
Name: Summerfield East 5th Addition
Basin Nam DA-4&5 Design Frequency: 10 YR
QalLa = 0.025 cfs/Lf
Cufi height = 0.5 ft.
Discharge Qn = 0.40 cfs
La, Linear feet: 16.13 ft.
Length of Opening: 20 ft.
(Length of opening consists of 1 dnveway, 20.0' wide at each opening)
ULa = 1.24
Q/Qa= 1.00
Flow carried to the next inlet.
0 cfs
'Use 20 ft. of Total Curb Openmg '
North Side Inlet, Sump condition, DA-4 (east)
No. 3
Fiow, proportional to the linear footage of curb to total basin curb footage.
Curb footage upstream of second driveway
110 ft.
Total Curb footage: 770 ft.
Flow, Q= 3.27 cfs, From Peak Runoff Section
Flow left from (1,2)= 0.00 cfs
Flow, Q= 0.47 cfs, proportional to upstream curb footage
Slope S = 0.005 H/ft
n = 0.014 Roughness Coefficient
Cross Slope, s= 0.02 ft!ft
Z=1/s= 50
depth of flow = 0.117 ft.
Curb Opening at Low Point: (see page 6-40, "Guidelines for Storm Water ManagemenY")
Curb Height (h) = 0.5 ft(Type 1 Curb Inlet)
Discharge Qn = 0.47 cfs
Flow Depth, d= 0.117 ft.
Length of Opening: 3 ft.
(Length of opening consists of 1 drainage areas, _ feet wide at each opening)
Use Q= 3.087(L)(H^3/2); Solve for H
Depth, H = 0.14 feet
H/h = 0.27 OK - H/h<=1
'Use 3 ft. of Total Curb Opening '
Maximum pond width at sump. 6 82 ft
Maximum dry lane width at sump: 13.18 ft.
North Side, from East (west end of DA-4)
No. 4
Flow, proportional to the linear footage of curb to total basin curb footage:
Curb footage upsUeam of second driveway
15 ft.
Total Curb footage: 770 ft.
Flow, Q= 3.27 cfs, From Peak Runoff Section
Flow, Q= 0.06 cfs, proportional to upstream curb footage
Slope S = 0.005 fUft
n = 0.014 Roughness Coeffiaent
Cross Slope, s= 0.02 Nft
Z=1/s= 50
USKH / Wyatt Engineering, Inc.
1:\679302-Tupper Summerriled 5th Add PSE\679302AreaCalcs-5thAdd.xls-DA485 Page 5 of 10
' Summerfield East Sth Addition ~
Storm Water Design - Drainage Study Report Catculations
Date. March 26, 2003
Name: Summerfield East 5th Addition
Basin Nam DA-485 Design Frequency: 10 YR
depth of flow = 0 056 ft
Driveway Curb on contmuous grade: (see page 6-38, "Guidetines for Storm Water ManagemenY')
interception per foot of inlet opening if the inlet were intercepting 100% of the gutter flow.
Qa/La = 0.01 cfs/Lf
Curb height = 0.5 ft.
Discharge Qn = 0.06 cfs
La, Linear feet: 6.37 ft.
Length of Opening: 20 ft.
(Length of opening consists of 1 driveway, 20.0' wide at each opening)
ULa = 3.14
Q/Qa= 1.00
Flow carried to the next inlet:
0 cfs
~Use 20 ft. of Total Curb Opening ~
North Side Inlet, Sump condition, DA-4 (west)
No. 5
Flow, proportional to the linear footage of curb to total basin curb footage,
Curb footage upstream of second driveway
115 ft.
Total Curb footage: 770 ft.
Flow, Q= 3 27 cfs, From Peak Runoff Section
Flow left from (1,2)= 0.00 cfs
Flow, Q= 0.49 cfs, proportional to upstream curb footage
Slope S= 0 005 ft/ft
n = 0.014 Roughness Coefficient
Cross Slope, s= 0.02 ft/ft
Z=1/s= 50
depth of flow = 0.119 ft.
Curb Opening at Low Point: (see page 6-40, "Guidelines for Storm Water Management")
Curb Height (h) = 0.5 ft(Type 1 Curb Inlet)
Discharge Qn = 0.49 cfs
Flow Depth, d= 0.119 ft.
Length of Opening: 3 ft.
(Length of opening consists of 1 drainage areas, _ feet wide at each openmg)
Use Q= 3.087(L)(H^3/2); Solve for H
Depth, H = 0.14 feet
H/h = 0.28 OK - H/h<=1
~Use 3 ft of Total Curb Opening '
Maximum pond width at sump: 7.03 fl
Maxfmum dry lane wldth at sump: 12.97 ft.
South Side, from East, DA-5
Driveway Inlets:
Q = 0 56'(ZJn)'(S^0.5)'(d"(8/3))
No. 1
Flow, proportional to the linear footage of curb to total basin curb footage
Curb footage upstream of first driveway
USKH / Wyatt Engineering, Inc
I\679302-Tupper Summerfiled 5th Add PSE\679302AreaCatcs-5thAdd.xls-DA4&5 Page 6 of 10
' Summerrield East 5th Addition
Storm Water Design - Drainage Study Report Calculations
Date: March 26, 2003
Name- Summerfield East 5th AddiUon
Basin Nam DA4&5 Design Frequency: 10 YR
5 ft.
Total Curb footage: 770 ft.
Flow, Q= 3.27 cfs, From Peak Runoff Section
Flow, Q= 0 02 cfs, proportional to upstream curb footage
Flow from Offsite 0.00 cfs
total Q= 0 02 cfs
Slope S = 0.005 ft/ft
n = 0.014 Roughness Coefficient
Cross Slope, s= 0.02 fl/ft
Z = 1 /s = 50
depth of Flow = 0 037 ft
Driveway Curb on continuous grade. (see page 6-38, "Guidelines for Storm Water Management")
interception per foot of mlet opernng if the inlet were intercepting 100% of the gutter flow.
Qa/La = 0.01 cfs/Lf
Curb height = 0.5 ft
Discharge Qn = 0.02 cfs
La, Linear feet. 2.12 ft.
Length of Opening• 20 ft.
(Length of opening consists of 1 driveway, 20.0' wide at each opening)
ULa = 9.42
Q/Qa= 1.00
Flow carried to the next inlet:
0.00 cfs
~Use 20 ft. of Total Curb Openinq ~
South Side, from East
No. 2
Flow, proportional to the linear footage of curb to total basin curb footage.
Curb footage upstream of second driveway
80 ft.
Total Curb footage 770 ft.
Flow, Q= 3.27 cfs, From Peak Runoff Section
Flow, Q= 0.34 cfs, proportional to upstream curb footage
Slope S = 0.005 ft/ft
n = 0.014 Roughness Coefficient
Cross Slope, s= 0.02 ft/ft
Z=1/s= 50
depth of flow = 0 104 ft
Driveway Curb on continuous grade: (see page 6-38, "Guidelines for Storm Water ManagemenY)
interception per foot of inlet opening if the inlet were interceptmg 100% of the gutter flow.
Qa/La = 0.023 cfs/Lf
Curb height = 0.5 ft
Discharge Qn = 0.34 cfs
La, Linear feet: 14.76 ft
Length of Opening: 20 ft.
(Length of opening consists of 1 dnveway, 20.0' wide at each opening)
ULa = 1.35
Q/Qa= 1.00
Flow camed to the next inlet:
0 cfs
'Use 20 ft. of Total Curb Opening ~
USKH / Wyatt Engineering, Inc.
1:1679302-Tupper Summerfiled 5th Add PSE1679302AreaCalcs-5thAdd.xls-DA4&5 Page 7 of 10
Summerrield East 5th Addition
Storm Water Design - Drainage Study Report Catculations
Date• March 26. 2003
Name: Summerfield East Sth Addition
Basin Nam DA4&5 Design Frequency: 10 YR
South Side, from East
No. 3
Flow, proportional to the linear footage of curb to total basin curb footage:
Curb footage upstream of second driveway
80 ft.
Total Curb footage: 770 ft
Flow, Q= 3.27 cfs, From Peak Runoff Section
Flow, Q= 0.34 cfs, proportional to upsVeam curb footage
Slope S = 0.005 fUft
n = 0.014 Roughness Coefficient
Cross Slope, s= 0.02 fUft
Z=1/s= 50
depth of flow = 0.104 ft.
Driveway Curb on continuous grade: (see page 6-38, "Guidelines for Storm Water ManagemenY')
interception per foot of inlet opening if the inlet were intercepting 100% of the gutter flow.
Qa/La = 0.023 cfs/Lf
Curb height = 0.5 ft.
Discharge Qn = 0.34 cfs
la, Linear feet 14.76 ft.
Length of Opening• 20 ft
(Length of opening consists of 1 driveway, 20.0' wide at each opening)
ULa = 1.35
Q/Qa= 1.00
Flow carried to the next inlet
0 cfs
lUse 20 ft. of Total Curb Opening '
South Side Inlet, Sump condition, DA-5 (east)
No. 4
Flow, proportionat to the linear footage of curb to total basin curb footage*
Curb footage upstream of second driveway
100 ft.
Total Curb footage: 770 ft.
Flow, Q= 3.27 cfs, From Peak Runoff Section
Flow left from (1,2)= 0.00 cfs
Flow, Q= 0 42 cfs, proportional to upstream curb footage
Slope S = 0.005 ft/ft
n = 0.014 Roughness Coefficient
Cross Slope, s= 0.02 ft/ft
Z=1/s= 50
depth of flow = 0.113 ft
Curb Opening at Low Point: (see page 640, "Guidelines for Storm Water ManagemenY')
Curb Height (h) = 0.5 ft(Type 1 Curb Inlet)
Discharge Qn = 0.42 cfs
Flow Depth, d= 0.113 ft.
Length of Opening: 3 ft.
(Length of openmg consists of 1 drainage areas, _ feet wide at each opening)
Use Q= 3.087(L)(H"3/2); Solve for H
Depth, H = 0.13 feet
USKH / Wyatt Engineering, Inc.
1:1679302-Tupper Summerfiled 5th Add PSE1679302AreaCalcs-5thAdd.xls-DA4&5 Page 8 of 10
Summerfield East 5th AddiUon
Stortn Water Design - Drainage Study Report Calculations
Date: March 26. 2003
Name: Summerfield East 5th Addition
Basin Nam DA-4&5 Design Frequency: 10 YR
H!h = 0.26 OK - H/h<=1
~Use 3 ft. of Total Curb Opernng '
Maximum pond width at sump: 6.40 ft.
Maximum dry lane width at sump: 13.60 ft.
South Side, from East (west end of DA-5)
No. 5
Flow, proportional to the linear footage of curb to total basin curb footage:
Curb footage upstream of second dnveway
Oft
Total Curb footage. 770 ft
Flow, Q= 3.27 cfs, From Peak Runoff Section
Flow, Q= 0 00 cfs, proportional to upstream curb footage
Slope S = 0.005 ft/ft
n = 0.014 Roughness Coefficient
Cross Slope, s= 0.02 ft/ft
Z = 1 /s = 50
depth of flow = 0.000 ft.
Driveway Curb on continuous grade: (see page 6-38, "Guidelines for Storm Water Management")
interception per foot of inlet opening if the inlet were intercepting 100% of the gutter flow.
Qa/La = 0 01 cfs/Lf
Curb height = 0.5 ft.
Discharge Qn = 0.00 cFs
La, Linear feet: 0.00 ft
Length of Opening. 20 ft.
(Length of opernng consists of 1 driveway, 20.0' wide at each opening)
ULa = #DIV/O!
Q/Qa= 1.00
Flow carried to the next inlet:
0 cfs
'Use 20 ft. of Total Curb ODening ~
South Side Inlet, Sump condition, DA-5 (west)
No. 6
Flow, proportional to the linear footage of curb to total basin curb footage
Curb footage upstream of second driveway
120 ft.
Total Curb footage. 770 ft.
Flow, Q= 3.27 cfs, From Peak Runoff Section
Flow left from (1,2)= 0.00 cfs
Flow, Q= 0.51 cfs, proportional to upstream curb footage
Slope S = 0.005 fUft
n = 0.014 Roughness Coefficient
Cross Slope, s= 0.02 fUft
Z=1/s= 50
depth of flow = 0.121 ft.
Curb Opernng at Low Point: (see page 6-40, "Guidelines for Storm Water Management")
Curb Height (h) = 0.5 ft(Type 1 Curb Intet)
Discharge Qn = 0.51 cfs
Flow Depth, d= 0.121 ft.
USKH / Wyatt Engineering, Inc.
I:\679302-Tupper Summerfiled 5th Add PSE1679302AreaCalcs-5thAdd.xls-DA4&5 Page 9 of 10
Summefiield East 5th Addition
Storm Water Design - Drainage Study Report Calculations
Date: March 26, 2003
Name: Summerfleld East 5th Addition
Basin Nam DA4&5 Design Frequency: 10 YR
Length of Opening: 3 ft
(Length of opening consists of 1 drainage areas, _ feet wide at each opening)
Use Q= 3 087(L)(H^3/2); Solve for H
Depth, H = 0.14 feet
H/h = 0.29 OK - H/h<=1
~ Use 3 ft. of Total Curb Opening '
Maximum pond width at sump 7.23 ft.
Maximum dry lane width at sump: 12.77 ft.
USKH / Wyatt Engineering, Inc.
I:\679302-Tupper Summerfiled 5th Add PSE\679302AreaCalcs-5thAdd xls-DA4&5 Page 10 of 10
Summerfield East 5th Addition
Storm Water Design - Drainage Study Report Calculations
Date: March 26, 2003
Name Summerfield East 5th Addition
Basin Nam DA-6&7 (Includes DA283 from Summerf'ield East 4th Addition) Design Frequency: 10 YR
8. Determine Adequacy of Drainage Structures:
NoRh Side, from west, DA-6
Driveway Inlets:
Q = 0 56'(ZJn)'(S^0.5)'(d^(813))
No. 1
Flow, proportional to the linear footage of curb to total basin curb footage:
Curb footage upstream of first driveway
60 ft.
Total Curb footage: 700 ft.
Flow, Q= 3.66 cfs, From Peak Runoff Section
Flow, Q= 0 31 cfs, proportional to upstream curb footage
Flow from Offsite 0.00 cfs
total Q= 0 31 cfs
Slope S = 0.005 ft/R
n = 0.014 Roughness Coefficient
Cross Slope, s= 0.02 ft/ft
Z = 1 /s = 50
depth of flow = 0.101 ft.
Driveway Curb on continuous grade: (see page 6-38, "Guidelines for Storm Water ManagemenY")
interception per foot of inlet opening if the inlet were intercepting 100% of the gutter flow.
Qa/La = 0.022 cfs/Lf
Curb height = 0.5 ft.
Discharge Qn = 0.31 cfs
La, Linear feet: 14.25 ft.
Length of Opening: 20 ft.
(Length of opening consists of 1 driveway, 20.0' wide at each opening)
L/La = 1.40
Q/Qa= 0.99
Flow carried to the next inlet:
0.00 cfs
'Use 20 ft of Total Curb Opening ~
North Side Inlet, Sump condition, DA-2 4th Addition(east)
No. 2
Flow, proportional to the linear footage of curb to total basin curb footage:
Curb footage upstream of second driveway
25 ft
Total Curb footage: 700 ft.
Flow, Q= 3.66 cfs, From Peak Runoff Section
Flow left from (1)= 0.00 cfs
Flow from 4th Add: 0.58 cfs
Flow, Q= 0.72 cfs, proportional to upstream curb footage
Slope S = 0.005 ft/ft
n = 0.014 Roughness Coefficient
Cross Slope, s= 0.02 ft/ft
Z = 1 /s = 50
depth of flow = 0.138 ft.
USKH / Wyatt Engineering, Inc.
1:1679302-Tupper Summerfield 5th Add PSE\679302AreaCalcs-5thAdd.xls-DA6&7 Page 5 of 11
Summerf9eld East 5th Addition
Storm Water Design - Drainage Study Report Calculations
Date: March 26, 2003
Name. Summerfield East 5th Addition
Basin Nam DA-6&7 (Includes DA2&3 from Summefield East 4th Addition) Design Frequency: 10 YR
Curb Opening at Low Point: (see page 6-40, "Guidelines for Storm Water Management")
Curb Height (h) = 0.5 ft(Type 1 Curb Inlet)
Discharge Qn = 0.72 cfs
Flow Depth, d= 0.138 fl.
Length of Opening• 9 ft.
(Length of opening consists of 1 drainage areas, _ feet wide at each opening)
Use Q= 3.087(L)(H^3/2); Solve for H
Depth, H = 0.09 feet
H/h = 0.17 OK - H/h<=1
'Use 9 ft. of Total Curb Ooernng ~
Maximum pond width at sump: 4.37 ft.
Maximum dry lane width at sump: 12.13 ft.
North Side, from East (center of DA-6)
No 3
Flow, proportional to the linear footage of curb to total basin curb footage:
Curb footage upstream of second driveway
0 ft.
Total Curb footage 700 ft.
Flow, Q= 3.66 cfs, From Peak Runoff Section
Flow, Q= 0.00 cfs, proportional to upstream curb footage
Slope S = 0.005 ft/ft
n = 0.014 Roughness Coefficient
Cross Slope, s= 0.02 fUft
Z=1/s= 50
depth of flow = 0.000 R.
Dnveway Curb on continuous grade: (see page 6-38, "Guidelines for Storm Water Management")
interception per foot of intet opening if the inlet were intercep6ng 100% of the gutter flow.
Qa/La = 0.01 cfs/Lf
Curb height = 0.5 ft.
Discharge Qn = 0.00 cfs
La, Linear feet: 0.00 ft.
Length of Opening: 20 ft.
(Length of opening consists of 1 dnveway, 20 0' wide at each opening)
ULa = #DIV/O!
Q/Qa= 1.00
Flow carned to the next inlet•
0 cfs
'Use 20 ft. of Total Curb Opening ,
North Side, from west (center of DA-6)
No. 4
Flow, proportional to the linear footage of curb to total basin curb footage:
Curb footage upstream of second driveway
40 ft
Total Curb footage: 700 ft
Flow, Q= 3.66 cfs, From Peak Runoff Section
Flow, Q= 0 21 cfs, proportional to upsVeam curb footage
Slope S = 0.005 ft/ft
n = 0.014 Roughness Coeffiaent
Cross Slope, s= 0.02 fUft
USKH / Wyatt Engineering, Inc.
I•\679302-Tupper Summerfield 5th Add PSE\679302AreaCalcs-5thAdd.xls-DA6&7 Page 6 of 11
Summerfield East 5th Addition
Storm Water Design - Drainage Study Report Calculations
Date: March 26, 2003
Name: Summerfield East 5th Addition
Basin Nam DA-687 (Includes DA2&3 from Summerfield East 4th Addition) Design Frequency: 10 YR
Z = 1 /s = 50
depth of flow = 0 087 ft.
Driveway Curb on conUnuous grade• (see page 6-38, "Guidelines for Storm Water Management")
intercephon per foot of inlet opening if the inlet were interceptmg 100% of the gutter flow.
Qa/La = 0.018 cfs/Lf
Cufi height = 0.5 k.
Discharge Qn = 0.21 cfs
La, Linear feet: 11.61 ft.
Length of Opening: 20 ft.
(Length of opening consists of 1 driveway, 20.0' wide at each opening)
ULa = 1.72
Q/C1a= 1.00
Flow camed to the next inlet:
0 cfs
'Use 20 ft. of Total Cufi Ooening '
North Side, from East (center of DA-6)
No. 5
Flow, proportional to the Imear footage of curb to total basin curb footage:
Curb footage upstream of second driveway
50 ft.
Total Curb footage. 700 ft
Flow, Q= 3.66 cfs, From Peak Runoff SecUon
Flow, Q= 0.26 cfs, proportional to upstream curb footage
Slope S = 0.005 fUft
n = 0.014 Roughness Coefficient
Cross Slope, s= 0.02 fUft
Z=1/s= 50
depth of flow = 0.094 ft.
Driveway Curb on continuous grade: (see page 6-38, "Guidelines for Storm Water Management")
interception per foot of inlet opening if the inlet were intercepting 100% of the gutter flow.
Qa/La = 0.02 cfs/Lf
Curb height = 0.5 ft.
Discharge Qn = 0.26 cfs
La, Linear feet. 13 07 ft.
Length of Opening: 20 ft.
(Length of opening consists of 1 dnveway, 20.0' wide at each opening)
ULa = 1.53
Q/Qa= 1 00
Flow carried to the next inlet•
0 cfs
'Use 20 ft. of Total Curb Opening '
North Side Inlet, Sump condition, DA-6 (central)
No. 6
Flow, proportional to the linear footage of curb to total basin curb footage:
Curb footage upstream of second dnveway
150 ft
Total Curb footage: 770 ft
Flow, Q= 3.66 cfs, From Peak Runoff SecUOn
Flow left from (1,2)= 0.00 cfs
Flow, Q= 0.71 cfs, proportional to upstream curb footage
USKH / Wyatt Engineering, Inc.
I•1679302-Tupper Summefield 5th Add PSE1679302AreaCalcs-5thAdd xls-DA6&7 Page 7 of 11
Summerfield East Sth Addition
Storm Water Design - Drainage Study Report Calcuiations
Date: March 26, 2003
Name: Summefield East Sth Addition
Basin Nam DA-6&7 (Includes DA283 from Summerfield East 4th Addition) Design Frequency- 10 YR
Slope S = 0.005 fUft
n = 0.014 Roughness Coefficient .
Cross Slope, s= 0.02 fUft
Z = 1/s = 50
depth of flow = 0.138 ft.
Curb Opening at Low Point: (see page 640, "Guidelines for Storm Water ManagemenY")
Curb Height (h) = 0.5 ft(Type 1 Curb Inlet)
Discharge Qn = 0.71 cfs
Flow Depth, d= 0.138 ft.
Length of Opening: 9 fi.
(Length of opernng consists of 1 drainage areas, _ feet wide at each opening)
Use Q= 3.087(L)(H^3/2), Solve for H
Depth, H = 0.09 feet
H/h = 0.17 OK - HRi<=1
~Use 9 ft. of Total Curb Opening ~
Maximum pond width at sump: 4.35 ft
Maximum dry lane width at sump: 12.15 ft.
South Side, from East, DA-7
Driveway Inlets.
Q = 0.56'(Z1n)'(S^0 5)'(d^(8/3))
No. 1
Flow, proportional to the linear footage of curb to total basin curb footage
Curb footage upstream of first driveway
60 ft.
Total Curb footage: 700 ft.
Flow, Q= 3.66 cfs, From Peak Runoff Section
Flow, Q= 0.31 cfs, proportional to upstream curb footage
Flow from Offsite 0.00 cfs
total Q = 0.31 cfs
Slope S = 0.005 Nft
n = 0.014 Roughness Coefficient
Cross Slope, s= 0.02 fuft
Z = 1/s = 50
depth of flow = 0.101 ft.
Driveway Curb on continuous grade: (see page 6-38, "Guidelines for Storm Water Management")
interception per foot of inlet openmg if the inlet were intercepting 100% of the gutter flow.
Qa/La = 0.022 cfs/Lf
Curb height = 05 ft.
Discharge Qn = 0.31 cfs
La, Linear feet: 14.25 ft.
Length of Opening: 20 ft.
(Length of opening consists of 1 driveway, 20.0' wide at each opening)
ULa = 1.40
Q/Qa= 1.00
Flow carried to the next intet:
0 00 cfs
'Use 20 ft. of Total Curb Opening ~
USKH / Wyatt Engineering, Inc.
1:1679302-Tupper Summerfield 5th Add PSE1679302AreaCalcs-5thAdd.xls-DA687 Page 8 of 11
Summerfield East 5th Addition
Storm Water Design - Drainage Study Report CalculaGons
Date: March 26, 2003
Name: Summerfield East 5th AddiUOn
Basin Nam DA-687 (Includes DA283 from Summefield East 4th Addition) Design Frequency: 10 YR
South Side Inlet, Sump condition, DA-7 (easU)
No. 2
Flow, proportional to the linear footage of curb to total basin curb footage:
Curb footage upstream of second driveway
25 ft.
Total Curb footage: 770 ft.
Flow, Q= 3.66 cfs, From Peak Runoff Section
Flow left from (1)= 0.00 cfs
Flow, Q= 0.12 cfs, proportional to upstream curb footage
Slope S= 0 005 ft/ft
n = 0.014 Roughness Coefficient
Cross Slope, s= 0.02 fUft
Z = 1 /s = 50
depth of flow = 0.070 ft.
Curb Opening at Low Point: (see page 6-40, "Guidelines for Storm Water Management")
Curb Height (h) = 0.5 ft(Type 1 Curb Inlet)
Discharge Qn = 0.12 cfs
Flow Depth, d= 0.070 ft.
Length of Opening: 2 ft.
(Length of opening consists of 1 dramage areas, _ feet wide at each opening)
Use Q= 3.087(L)(H^3/2); Solve for H
Depth, H = 0.07 feet
H/h = 0.14 OK - H/h<=1
' Use 2 ft. of Total Curb Opening I
Maximum pond width at sump: 3.59 k.
Maximum dry lane width at sump: 12.91 ft.
South Side, from East (center of DA-7)
No. 3
Flow, proportional to the linear footage of curb to total basin curb footage.
Curb footage upsVeam of second driveway
0 ft.
Total Curb footage. 700 ft.
Flow, Q= 3.66 cfs, From Peak Runoff Section
Flow, Q= 0.00 cfs, proportional to upstream curb footage
Slope S = 0.005 fUft
n= 0 014 Roughness Coefficient
Cross Slope, s= 0.02 ft/ft
Z=1/s= 50
depth of flow = 0.000 ft.
Driveway Curb on continuous grade. (see page 6-38, "Guidelines for Storm Water ManagemenY)
interception per foot of inlet opening if the inlet were intercepting 100% of the gutter flow.
Qa/La = 0 01 cfs/Lf
Curb height = 05 ft.
Discharge Qn = 0.00 cfs
La, Linear feet: 0.00 ft.
Length of Opening• 20 ft.
USKH / Wyatt Engineering, Inc
1:1679302-Tupper Summefield 5th Add PSE1679302AreaCalcs-5thAdd.xls-DA687 Page 9 of 11
Summerfield East 5th Addition
Storm Water Design - Drainage Study Report Calculations
Date March 26, 2003
Name: Summerfield East 5th Addition
Basin Nam DA-6&7 (Includes DA283 from Summerfield East 4th Addition) Design Frequency: 10 YR
(Length of opening consists of 1 driveway, 20.0' wide at each opening)
ULa = #DIV/0!
Q/Qa= 1 00
Flow carried to the next intet:
0 cfs
~Use 20 ft. of Total Curb Opening ~
South Side, from west (center of DA-7)
No. 4
Flow, proportional to the linear footage of curb to total basin curb footage:
Curb footage upstream of second driveway
55 ft.
Total Curb footage: 700 ft.
Flow, Q= 3 66 cfs, From Peak Runoff Section
Flow, Q= 0.29 cfs, proportional to upsUeam curb footage
Slope S = 0.005 ft/ft
n = 0.014 Roughness Coefficient
Cross Slope, s= 0.02 ft/ft
Z = 1 /s = 50
depth of flow = 0.098 ft.
Driveway Curb on continuous grade: (see page 6-38, "Guidelines for Storm Water Management")
interception per foot of inlet opening if the inlet were intercepting 100% of the gutter flow.
Qa/La = 0.022 cfs/Lf
Curb height = 0.5 ft.
Discharge Qn = 0 29 cfs
La, Linear feet: 13.07 ft.
Length of Opening: 20 ft.
(Length of opening consists of 1 driveway, 20.0' wide at each opening)
ULa = 1.53
Q/Qa= 1.00
Flow carried to the next inlet:
0 cfs
NUse 20 ft. of Total Curb Ooening ,
South Side, from East (center of DA-7)
No. 5
Flow, propoRional to the linear footage of cufi to total basin curb footage:
Curb footage upstream of second driveway
50 ft.
Total Curb footage: 700 ft.
Flow, Q= 3.66 cfs, From Peak Runoff Section
Flow, Q= 0.26 cfs, proportional to upstream curb footage
Slope S= 0 005 ft/ft
n = 0.014 Roughness Coeffiaent
Cross Slope, s= 0.02 Nft
Z = 1 /s = 50
depth of flow = 0.094 ft.
Driveway Curb on continuous grade: (see page 6-38, "Guidelines for Storm Water ManagemenY')
interception per foot of inlet opening if the inlet were intercepting 100% of the gutter flow
Qa/La = 0.02 cfs/Lf
Curb height = 0.5 ft.
Discharge Qn = 0 26 cfs
USKH / Wyatt Engineering, Inc.
I:\679302-Tupper Summerfield 5th Add PSE1679302AreaCalcs-5thAdd.xls-DA6&7 Page 10 of 11
Summerfield East 5th Addition
Storm Water Design - Drainage Study Report Calculahons
Date March 26, 2003
Name. Summerfield East 5th Addition
Basin Nam DA-687 (Includes DA2&3 from Summerfield East 4th Addition) Design Frequency: 10 YR
La, Linear feet. 13.07 ft.
Length of Opening: 20 ft.
(Length of opening consists of 1 driveway, 20.0' wide at each opening)
ULa = 1.53
Q/Qa= 1.00
Flow carried to the next inlet:
0 cfs
~Use 20 ft. of Total Curb Ooening '
South Side Inlet, Sump conddion, DA-7 (central)
No. 6
Flow, proportional to the linear footage of curb to total basin curb footage:
Curb footage upstream of second driveway
145 ft.
Total Curb footage: 770 ft.
Flow, Q= 3.66 cfs, From Peak Runoff Section
Flow left from (1,2)= 0.00 cfs
Flow, Q= 0.69 cfs, proportional to upstream curb footage
Slope S = 0.005 ft/ft
n = 0.014 Roughness Coefficient
Cross Slope, s= 0 02 R/ft
Z=1/s= 50
depth of flow = 0.136 ft.
Curb Opening at Low Point: (see page 6-40, "Guidelines for StoRn Water Management")
Curb Height (h) = 0.5 ft(Type 1 Curb Inlet)
Discharge Qn = 0.69 cfs
Flow Depth, d= 0 136 ft.
Length of Opening: 9 ft.
(Length of opening consists of 1 drainage areas, _ feet wide at each opening)
Use Q= 3 087(L)(H^3/2); Solve for H
Depth, H = 0.09 feet
H/h = 0.17 OK - H/h<=1
~Use 9 ft. of Total Curb Ooening ,
Maximum pond width at sump• 4.25 ft.
Maximum dry lane width at sump: 12.25 ft.
USKH / Wyatt Engineering, Inc.
1:1679302-Tupper Summerfield 5th Add PSE1679302AreaCalcs-5thAdd.xls-DA687 Page 11 of 11
i
\
Submittal Checklist - Submittal #OZ
for Road & Drainage Projects in Spokane County - Plats/Short Plats
This form needs lo be included with each plan submittal to the Spokane County Engineer's Office.
Project Name: Summerle/d East Fil:li Addition
Spokane County Project No.: PE1206-78E Date: March 12. 2003
Project Engineer: UsKH /wvanEnQineerine. /nc Phone: 509-328-5139
Project Applicant: xen Tunner Phone: 509-981-4335
A. Preliminary Process
Prior to submittal of road and drainage plans, the following events are to have already occurred:
0 An "Agreement to Pay Fees" has been submitted.
11 At least one Pre-Design Meeting has been held with County staff at the Engineer's Office.
B. Road and Drainage Plan Submittal
The items listed below need to be provided as a minimum with each road and drainage plan submittal.
Item Description
• Yes Road and drainage plans, one set.
• Yes Each plan sheet of record is signed and dated by the project applicant.
• Yes Drainage report, one copy.
• Yes The plans, drainage report, basin maps, and any other calculations are
stamped, signed and dated by an engineer licensed in Washington.
• Yes 0 Prev* 0 N/A Inspection agreement between the project applicant and its engineer.
0 Yes o Prev 0 N/A Geotechnical report, one copy (Include a11 soil test pit/boring logs).
o Yes 0 Prev 0 N/A Structural pavement calculations, one set.
0 Yes 0 Prev o N/A Cross-slope grade calculations - for road widening projects.
0 Yes 0 Prev o N/A Fire district approval for private roads.
0 Yes 0 Prev o N/A Lot Plans (required for every lot with drainage easements).
0 Yes D Prev o N/A Any applicable State and Federal permits were obtained (i.e. HPA,
JARPA, etc.) and a copy of the conditions is included in the plan
submittal.
0 Yes 0 Prev o N/A Maintenance manual and sinking fund calculations for privately
maintained facilities.
0 Yes 0 Prev o N/A A draft copy of the Homeowner's Association CC&R's.
0 Yes 0 Prev 0 N/A Draft easement document for any easements.
og Yes 0 N/A Erosion Control Plan to be included with each road & drainage plan
submittal.
o Yes 0 Prev 0 N/A Sight distance analysis.
*Prev = Previously accepted by the County Engineer R EC E I V E a
MAR 12 2003
SPOKANE COUNTY ENGINEER
1 jrA 1 / ~ O
Project Title `,umrnE2FiEc.D &S-r 5~q-01"ApplTiaN -PAsr- 1.
•r~~l . S 35 Ta& R4L
Pro ject Address,6POLN-_ ('ot:~7
Pro j ect Owner 4A I U D Dor
i I
Project NumberTE tao6--73E a'PC 13et.--79r
Pursuant to the conditions of the approved Design Deviation, the above-referenced project
requires special inspection of
{Insert bnef descripnon of drainage facility. i.e. type, size, etc.}
ao8 'a001 C.s ; cA,& I n I e4-s ; cA-e.k basi As , y~-
The stormwater system is being built on this site to control stornzwater runoff resulting from the
development of this parcel. The purpose of this special inspection is to insure that the drainage
facilities are constructed in substantial conformance with the Accepted plans, and that the
facilities will function as intended. Unless noted ofiherwise, this Agreement does not cover
construction taking place within the County R/W. +
PART 1. GENERAL CONDITIONS ~
Definitions:
Special Inspector: A Professional Engineer licensed in the State of Washington, and his
authorized agents, hired by the Owner, to provide quality control testing and inspection services.
Owner: 'I'he person or company sponsoring the project
Contractor: The person or company hired by the Owner to construct the facilities.
Accepted Plans: Civil plans for the above referenced project, prepared, stamped, and approved
by a Washington Licensed Engineer, which have been reviewed by the Division of Engineering
and Roads and accepted for construction.
RECEIVE(~
MAR 12, 200:
Special Inspection Agreement !TPRNE COUIV1IY ENGINEER
Spokane Couniy Project No. PE 1 Z.(No 78
Design Engineer: The Engineer of Record for the design of the stormwater control plans. This
Engineer must be a Professlonal Engineer licensed in the State of Washington.
General Conditions
The Owner, Contractor; and Special Inspector are to perform their respectzve duties in a
cooperative manner, to insure that the drainage facilities are constructed in accordance with the
Accepted Plans.
This Agreement shall be signed by the responsible parties, the Contractor, Owner and Special
Inspector, prior to issuance of a building permit.
RECEIVED
. t1AR 12 2003
SPOKANE COUNZY ENGINEER
Special Inspection Agreement page: 2
Spokane County Project No. jDE 1 2 0 g
PAItT 2. SPE, CIFIC 1tEQUItC1V1ENTS
FOR THE CONTRACTOR: 1. The Contractor shall provide the Special Inspector two working days notice prior to performing
any construction activity that will require inspection by the Special Inspector.
2. Achvities that will require inspection include, but will not be limited to:
a) Excavation of drainage pond areas, conveyance ditches, berms, and any other earthwork.
b) Placement of fill for drainage areas.
c) Placement of manholes, catch basins, gravity or pressure-line storm drainage piping,
poured-in-place drainage structures, gravel dramfields, pumping systems, stormwater
ponds and disposal facilities, etc.
d) Finish grading; installation of sodding, seeding, landscaping, and irrigation systems;
final cleanup.
e) Other items, as listed in "Exhibit A."
3. The Contractor is responsible for reviewing the approved plans for additional activities that
require inspection by the Special Inspector.
4. The Contractor shall correct any deficiencies in the work, as noted by the Special Inspector, in a
timely fashion.
5. The Contractor shall notify the Owner, the Special lnspector, Spokane County Development
Services (a representative of the County Engineer), and the Design Engineer immediately of any
unexpected site conditions. UneYpected site conditions are those that would prevent the
construction of the improvements as designed, or which would adversely affect the performance
of the drainage facilities. Spokane County Development Services can be reached at 456-3600.
6. The Contractor shall read and understand the Owner's and Special Inspector's portions of this
Agreement.
CONTRACTOR: E NQ1- l nr DOf'C~.TIOYI
I
ADDitESS: "?o 13ox 11*1 . Nf,a:mn n 1nleo-~- '(JA G90a~
PHONE NUMBER: 5O9 - aa (o -033 3 DATE:
BY:
(T'rint Name) (Authorized Signature) -
Please copy and retaui for your records RECEI~ED'
MAR 12 ?Q0:
SPOKANE COUNIY ENGINEER
Special Inspection Agreement . page: 3
Spokane County Project No. PE I~(o g
ELLER CORPORATION PAGE 01
03f07j2003 16:37_. 226-133`2„J WYHTT ENGIh1EkRlb" i PAGE 02
'J! I .
' ~ART 2. SPXCZFIC REQ~MMENT5
Fv~ THE carrTRAcToR:
1, T}ze Co=ac2ar sball piavidc the Specisl ItLversor two woriabag days ztoticc pr,iox'zo perfor.miag ,
any coaatriatmboo acCivity tbat wili t+eq,►vzc m.apectioai by the Speci$1 Inspector,
2. Actsvities Thw wi1l requise inspecsion imriude, hut witll nvL be Iimited co: ,
.
a) Excavati(n of 3rmi)age pand ateas, camveyance ditcbts, bcxxw, and any other eatthwork
b) flacmueat o£fill for drsi,aege areag. '
c) Plaecneut dFmsnbales, cztch bwms, gavitY oz prasauurc~ storm dmiaage piPinB, ~
paurcd-iA-p2aca drai~ge structures, gr" draa.nfialds, pumPtttg y3'sta;ns, storrnwaier I
ponda and diaposal t►cilitivs, etC, ~
I
c) F'iciyls Vading; imstal,latzan of sodd"usg, eoedizg, latudsaapiaad,rrigation sys=m; fzua.i ~
cte3tlup. •
c} Oftx iamns, as IisDed in "F,zhibii A,"
3. 13e Contsactt,X is rosponsible #'oY ravnowing the approved pt-m fbr udd.itioaal acdviue9 thac cequiro I,
ia~ by the spemW hap«w. ,
4. 'Ibo Coatractor sW comct aay dtdczeacios 'sn the wvric, as no2ed by tbe Special Inspcctoz, io a'
axneiy fasl+ioct.
S. Tha CoutraGiar sball aotfy the Ownar, the 3pamt Zrs~ator, Spokauc Ce=ry Devclaprn=t ,
Servicss (a xaprasentativo of the Couniy Eugaieax~ md ttte Deyip Ea&eer ia=cdaatWy of any
uaaxpctocd sito ccndicivua. L$expeetrd soite canditio;as mro thom -dsat would praveitt tbr
coastiuctioat of tha iapmvpnaeats u des4ued, or at$i:eb would advezsely affacx the eezforzanoe of
the &aitage beilirias, Spokwa Co=ty Devalnpmem Servicrs e:m bv reaehe+d as 4363600.
6. Tha Coutarsor sW nmd =d =dmstand thiD Uwpes and Speeial Zuspector'a posm=.s afthis
Agmmnmc.
CONTRACTOR
ADDRESS: &.I evVeM LA t6 tre.JA. 9 9 0 ~
PHONENUMBfiR a/I - 0=...,~,
BY: !ea t „1.5Qa ) .
( ' ame) (Aurhwti=d e) Plew cogy utd rt= for yaar ner,mds sp=ial 1LVecdoa A~m~~ 3 I flt~
5pokana Co~P ~ZO]ect No. i$ ECE~
MAR 12 ?QO:',
I SPOKANE COUNTY ENGINEEI
PA12T 2. SI'ECMC I2EQUIRETVIENTS (Cont.) ~
FOR THE OWNER:
1. The Owner agrees to employ a Professional Engineer, licensed in the State of Washmgton, prior to
construction, for the purpose of being a Special Inspector of the construction activities for the
stormwater dramage accepted for construction.
2. For coordination purposes, the Owner shall provide the Contractor the name and phone number of
the Special Inspector; and the Owner shall provide the Special Inspector the name and phone number
of the Contractor.
3. The Owner shall aid the Special Inspector m being present on the site when required. The Owner
shall also aid the Special Inspector in submitting f_mal reports, testmg data, and Record Drawmgs to
the Spokane County Division of Engineering and Roads.
4. The Owner shall help to facilitate the conection of any deficient aspects of the stormwater drwnage
system.
5. The Owner shall read and understand the Contractor's and Special Inspector's porttons of this
Agreement.
6. The Owner acknowledges that he/she will net recetve a Certificate of Occupancy until deficient
aspects of the construction are corrected, and the Record Drawings are accepted by the Spokane
County Division of Engineering and Roads.
owrrEx: L LC
aDDREss. I ~ N Rajjm0 ~1
,
PHONE NUMBER: 509 •Q II ` I05o2 DATE:
BY: k~i.fl 0 Doe_r BY:
(Print Name) (Authonzed Signature)
Please copy and retain for your records
RECEIVEr,
MAR 12 2Q0;;
SPOKANE COUNTY ENGINEER
Special Inspection Agreement page: 4
Spokane County Project No. PE 1 ZOIo '-/Ig
MAR-10-2003 01:14P FROM: T0:3280423 P:8/8
03/07!2063 12:01 569328( WYA~ ~INEEKlNb
. -PART 2. SPECF'~C REQU~.F:tvIENTS (CQQt)
~
FOR '1'HE OWNER: .
1. ne Owner agrom to cmploy aPre6ssicnaI &agm=, lic=esed ia t~he Stata ofWa9biaxt=, pruor to
mst7slCtioq 'Fnr the patpose 8f b=9 a Spncibl Inspeetor of tle congnucticm acflvzdes fCxt the
st~vmwabar dz`amaga acccpted fAC r.oasitnctit~tI.
2. For coordinztian purpose,9, the Owaer sb3.ll prO%m do the C=tr'actar the =me aad phme nu=bcr a,f tiie
Spccia7 hmpmedm, azd tie Ownar shall providxthe S,pctcia2 TWpector ti,a nazae anid pbane ntu,ctber of tbe
Ca~ado.r.
Thc Owncx sW aid the SpCcisI Inspecior isl bcang przsedaat thc s~e wheu ~qtr,ixed. Thc pwnr.t sball
aldv aid tbuE Spr~c~al I~ps~ecbor ~ s,xbmimn8 fi~E nParts, trs~ dtta, and RCCOrd Dravaiags to tto
Spokaae Co=y Aivisian dEagineeriu$ and 16ds. -
4. The Owner shaII halp no $cilitate tfre earrecticr: ofany de6,cir.at asna7s of tbe stflra,awxfer dxama,Qe
sys=,
5. The Qwner sbsll read and nuderstan+d the CmtaLtnr's aad Speoal InspectQr's patnom af thi.S
AX=tttieut
6. 71t OwnEr aslmvwledges fhat helslm ws7I not receive a Cartificafle of Occ.ugancy smtil dcfieiem 4specis
of'the cowUucbam are carvuc~ and thc Recor~ Drawxu$s az~ 3cc..gtod by ihe Spab= Cmty
Divison afEogia='img and Rnads. .
ADnF,=:
C
FHONE NtTKB£R DA'T.E:
BX: j~
(pitat r(~e) ~ {Anu~ouad Si~n~v)
. ~
Plem wgy aad rusain tr your reconU
RECEivE.1,
MA~ 1 z :
SPOKANE COUNN ENGINEEF
Spedal I=qmCdtm A,pr5==1 SQnkaax C=(qPmj=Wa_ -
PAGE: 3
„-,r.s r-rit a 0. a GOM Tltii
~~.~'~C ~(~~~~M~~~'~ ~~[7T1~.~ ~
'T~~ ~~~~~A~L ~N~P~C'T~R:
1 The 5pecial Inspectar shall perform job sa~e iztspecfion, materi~.ls testing and quaiity cQntrol
ser~l~~s to an extent that the draza~~~e Fac~litae~ associated wxth the project w~~l functian a} 1n
accardance with tkae applxcab~e Sp~kanc C~u~iy Cc~cies an~l regulaiaons, b) ~s i~l~ended ~za k}~e
desi~, c} i~ ~anformanc~ with the Desi~;n Le~i~tzvn Cand~tcons ass~caated w1t~ this pro~ect, i~
any; and d) as sho~vn in t~e Acceptcd ~'lans.
2. The Specia~ Inspec~tar must be licensed as a Prt~fess~onal ~ng~neer in ~e State of Washii~gtoci
3 Th~ ~peci~l Inspector has k~Z~ aresponsi~iility of being present on ~h~ site when he]she is notif ed
Uy t1a~ Contrackor t~zat woz-k w~Il ~e performed tl-ia~t requires inspe~ti~n.
~ k~e Special £raspectar sha111oa iuto the I~spect~on l~ecord Card each time ~~a~ helshe perfarms
i~spection work an the site.
5 `I~~ Special Inspector shaFl use the Accepted ~lans, as defned abe~ve, for ~Verseein~; the
cor►struction of the drai~age facxl~tzcs.
5. Examples of inspecti~n duties inc~ude, but are not lunateci ta'
a) Duruig exca~~ation and eanstructic~n of pond areas, dit~hes, berms, ~tc -
t) ~Tote s~gntfa~~fi changes i~ soil or presence of grQU~d~vater
u} Con~inm•
a} Elevatapns o~' ponds, berms, canveyanee drCc~es
b~ Side siapes. grades and emt~ankment st~blli[y
c} Dimensions of po~zds, ~erms, ~nd dikches.
d} Horizantal locatzons af nn{~r~~ements.
e) Pand luzer rnatenals and ~nsta~lation procedures, Ff used.
S~il compact~on. F~i~'L I,~ ~ ~J
g) E1~vatzQns and diznensions o~ drainage structures. ~
~A~ 1 ~
u~) P~rform testing of ~i17 ma~era~l £or ,gradat~on and co~npacfiloa~.
SP(}!{~WE Ct]~ltJ1Y E~IGkNE~R
b} Perf'orm testin~ nf cemen~ cancrete far cor~apressi~~ stren~fih, slump, and air entra~aeni.
c} Ins~ect the placement ~f rei~forcing stee~ ~r~ cemenk c~n~r~Ce stru~tures.
d} Inspectaan of the plac~menl aF gra~ity t~r pressure-pi~ae skormwater luaes. ~ns~ect p~pe
r~aat~nal, szze, 1~ngth, grade, canstructian ~nethods.
e} ~bserue the placement of sod. seed, laxadscap~~, and un~ati~n systems. 3~usure that
these ~tems meefi speclfc~tians, and that they da not interfere with ar harm the
5tc~rnmx+ater control sys#e~'n.
Special laaspecnon Agreea~ent page 5
Spokane Councy Pra3 ect l~ra. ~ E~~~-~d
~ See Exhibit `A', which is allached.
7. Often, the Special Inspector will need to perform inspection duties beyond the minimum
requirements set forth on thc plans or listed herein. It is recommended that WSDOT
Specifications be used where specifications are not expressly given.
8. The Special Inspector shall notify the Contractor, Owner, the Design Engineer, Spokaue County
Drvision of Building and Planning, and Spokane County Development Engineering Services (a
representative of the County Engineer) immediately, if uneapected conditions are encountered
that «ould prevent the proper construction of the improvements, or that would negatively affect
the operation of the drainage facililies.
9. Any modifications to the Accepted Plans must be submittecl to the Design Engineer for approval,
pnor to constniction of the modifications.
10. Copies of all routine reports shall be submitted by the Special Inspector to both Spokane County
Development Engineenng Services (a representative of the County Enaineer) and the Division of
Building and Plann.mg as mspections are performed.
11 Prior to the issuance of a Certificale of Occupancy for this project:
a) The Special Inspector shall submit inspection reports, lab reports, and Record Drawings.
The Record Drawmgs shall be stamped and signed by the Special Inspector, with a
statement on the plans that the constructed improvements are in substantial conformance
with the Accepted Plans.
b) The Owner, Contractor and Special Inspector shall acquire written acceptance of the
Record Drawings and inspection reports from the County Engmeer.
12. Tlae Special Inspector shall read and understand the Contractor's and Owner's portions of this
. Agreement.
SPECIAL I1;SPEC"1'ION FIRM: ~,J j;g~} ~~~~cr► ~ d ~u~5»~ Arzir o~- '05K0
ADDRESS. I 220 ~1 No(,)n 9n . Annh~nrv. . U~a qGZo I
PHONE NUMBER: 509 - 3a9 -5 13 cJ DATE: ~3 %i n/o <
SPECIAL INSPECTOR: ~~rF e4--t-n,I _ ( d ..1,'
(Print Name) ` .
SPECIAL INSPECTO R
N'Autho=slgnature)'
WASHINGTON PROFESSIONAL ENGINEERS LICENSE N0. :
Please copy and retain for your records RELEIVE.C
MAR 12 ~
SPOKANE COUNTY ENGINEER
Special Inspection Agreement page: 6
Spokane County Project No. pE I2DIo `73
PAR`I' 2. SPECgFIC REQTJIRCMLNTS (Cvnt)
Exhibit `A'
Additional requirements for this proaect a;re lrsted below:
l. As conditioilec€ on the Desrga3 Deviation approved lay the County Engineer on
~~~~~VET
~~R I ~
SPoKp'lE COl1HT1' ENGINEER
Special Inspecton Agreement page; 7
5pakane County Pro] ect No. 'PE
. • \ `}^1{i,' ,tiy i
SPOKANE COUNTY PAVEMENT DEStGN ANALYSIS
Designed in conformance with the Spokane County,lntenm Pavement Design, May 19 i
o W~L ~O
Prepared by
USKH / Wyatt Engineering, inc. 'Z~
February 11, 2003
~2•~~
29403
0
Pavement Design F ~G~~•ERE ~G~
Project: PE - Summerfield East 5th Addition
Location: Spokane County, North of Wellesley, West of Progress
~ EXPiRES 6/22/ o3 ~
1. Design Assumptions:
`From Spokane County Design Parameters
Design Life = 20 years
Level of Reliability (R) = 90 percent
Standard Deviation (So) = 0.45
Pavement Serviceabdity - Inibal = 4.2
Pavement Serviceability - Terminal = 2 25
PSI Change 1 95
Structural Layer Coefificients.
Asphalt Concrete Pavement (a,):
ACP Class A& E= 0 42
Granular Base Course Matenals (a2)
CSTC & CSBC = 0.14 Drainage Coeficients (ml):
CSTC & CSBC = 0.95
2. Traffic Data:
Data from traffic report prepared by The Transpo Group on October 10, 2001
Titled "Summefield Tnp Generation and Traffic Assignments"
'Assume tota/ buildout for analysis.
Total Buildout Dady Trips (Crown) = 1500 ADT Total
Estimated Truck Tnps @ 2°/a = 30 ADT Tnidcs
Traffic Distribution Factor = 0 5
Structural Number (SN) = 2 Assumed
Cumulative 18-kip Equivalent Axle Loads (ESAL) -
Fi E VE I V
MAR 12 "W:
. SPOKANE COUNIY ENGIivEER
-~j+
1 Cars/Light Trucks -(Total ADT - ADT Trucks) = 1470
4000 Ibs Total (AASHTO Figure 52 - Vehicle 2.1)
. 18K EQ( Table D.1)
Front Single 20001b 0.0002
Rear Single 2000 lb 00002
Design Factor 0.0004 per car
ESAL, = ADT x 365 x 20 x Design Factor = 4292 ESAL,
2 Lightly Loaded Trucks -(75°/a ADT Trucks) = 23
28000 Ibs Total (AASHTO Figure 5 2- Vehicle 3 1)
18K EQ(Table D 1)
Front Single 4000 lb 0 003
Mid Single 120001b 0177
Rear Single 120001b 0177
Design Factor ' 0 357 per truck
ESALZ = ADT x 365 x 20 x Design Factor = 58637 ESALZ
3 Heavy Loaded Trucks -(25% ADT Trucfcs) = 8
69000 Ibs Total (AASHTO Figure 5.2 - Vehicle 6 1) .
18K EQ(Table D 1& D2)
Front Single 90001b 0.06
Mid Tandem 30000 lb 0 623
Rear Tandem 300001b 0.623
Design Factor 1.306 per truck
ESAL3 = ADT x 365 x 20 x Design Factor = 71504 ESAL3
Design ESAL = Distnbution Factor x(ESAL, + ESALZ + ESAL3)
IlDesign ESAL = 67217 ESAL ~I
. - ;
3. Soil Data:
Data from geotechrncal report by Strata on October 30, 2001
for Summerfield East, 4th Addition
Sod Type (per USC System:) GM and SM
Road Bed Sal / Subgrade / Base / Subbase:
(CBR = 36 to 66 per Strata Report)
Eqwvalent to Resilient Modulus, psi = 18,000 psi
33,000 psi
4. Calculations:
Asphalt Layer Coefficient (a,) = 0.42
Gravel Layer Coefficient (aZ) = 0 14
Dramage Coefficient (ml) = 0.95
Elastic (Resilient) Modulus.
. Moduli for Asphalt Concrete (EAc) = 400,000 Psi (AASHTO Nomograph - Fig 2.5)
Moduli for Base (EBS) = 30,000 Psi (AASHTO Nomograph - Fig 2 6)
Moduli for Subbse (for drainage) (Eso) = 18,000 Psi (From Strata Report)
SN, = 1 30 (AASHTO Nomograph- Fig 3 1)
SNZ = 1.60 (AASHTO Nomograph - Fg 3 1)
Asphalt Section•
D, = SNj/aj = 3.10 inches
*D, = Use 3 00 inches
*SN, _ *Djxa, = 126
Gravei Section:
DZ =(SNZ 'SN,)/(a2 x m,)= 2 56 inches
*D2 = Use 6.00 inches
"SNZ = `D2xa2 = 0.80
Summary of SN's (SN, + SN2) = 2.06
Assumed SN = 2.00 o k.
~ .
5. Design Section:
A section consisting of 3" A.C. Pavement and 6" Base Course are required for the AASHTO calculations
According to the Department of Public Works, Spokane County Standards for Road and Sewer Construction,
2001 Edition, Section 3 16.
A minimum thickness of 3" A.C Pavement and 6" Base Course are required for Residential Streets.
Therefore, the design pavement section will consist of:
3 inches
Gravel 6 inches
0 inches
Sub-base (as needed for fill or
removal of organic poclcets)
i~sy py .
t `-1 . . " ^
f;~ ••a'' •
esign Reg:cirements • ~ - i; • II-19
~ , .
r.~r~ .
'r-
'~""~'`d"s
iS05 /
0.4
~ _ -
co ~
0
C V
°c' 03
U ~
~ 7 .
O (n
U y - -
T U
m C ~
m U 02
~ ~ • i '
D a _ ~ -
. U) < ~
~
01
~
0.0 1
0 100,000 • 200.000 300,000 400,000 500,000
Elastic Modulus, EAC (psi), of
Asphalt Concrete (at 68°F)
Figure 2.5. Chart for estimating siructural layer coefficient of dense-graded asphalt concrete
based on the elastic (resilient) modulus (3). •
~ ~r~~,y} o • -~k:. fi a.r.:. .f ' , _ .
ign oi Pavement Structures
i'4
i . _ .
-
0.20
-
0.18
40 '
0.16 -
o.~4J- -
u-- r
- -
N ,
70 - ago - G
0 12 - - 60 0
0
d 50 - 25 -
40 - cc 70 - ~ 2.5 - ` cn
070--U---- 30 ~--------.X----20- ~
~ cc '0
~ - 0
008 - ' 60
Z; 3-5 - y
cc
20 - °
~ 15 -
~ H
0.06 ------50----------
' 40 -
0.04 -
0.02 -
0 ~ r
(1) Scale derrved by averaging correiations obtained from Illinois.
!21 Scale derived by averaging correlacions obtained from California, New Mexico and Wyoming.
(3) Scale denved by averaging correlations obtained from Texas
(4) Scale derived on NCHRP project (3).
Figure 2.6. Variation in granular base layer coefficient ia 2) with
various base strengrh parameters (3).
.t_,.~ ~ ,
R ~
,..;r~x~ . ~ -
~ NO~10Gf21+PlI SOLVES: A PSI
1
og1 o
4.2 - 1.5 - " r: • ~ r.;
s>
1og1 W 0 18 = ZR*So 9.36*1og10(SN+1) - 0.20 + ~ H 2.32*1og10t1R - 6.07
1094 _
0.40 + cb ~
(SN+1)5.19 ~
~
~
TL o TL ~
50 = q
E ~zaesfQra~ec.ulr,aa.bGla.ty ~~.SI ~ ~ b
>co
y i
• 10
- 99.9 , 50 w c~ •N .
0 ~ ~
U
O~ pp [1 ti 2 0
~ I I I ~
17 o-9
9 o o~ 10 I
p o 2 ~
Q
~ I I I
~ O O / 5 h o ~ 0 5. CC b v J I~ 1 I I
- ~ ~ - -
x U C I
E a
= - 1 I- --I
- - -
o~ ~ 90 .6 ~ j a~ W
y .OS m
~
- eo 05
-70 - so
-so Example: 1'i.o
30
W =~J % ~ ~ 6 Is'O OC7 9 8 T' 6 -5-r , I-r-I -
18 4 3 N,
R = 95 % 1 .
Design Slruciural Number, SN
9UYU o.4~
So = 0 35 ,
M[saL MR = 5000 psi '
APS\= i.`1G
OPSI = 1.9
Soluhon: SN = 50
Figure 3,1. Design chart for floxible pavements baced on using mean volues for eocll input, ZZ
~
th
Ct~/
l'
N c (A c) Z'r x-~ 1-1 - ~
~
i
. ~
f ' I
~
~ - -
~ ~
~ 32+00 33+00
. 31+00
o ~ CALVIN ROAD.
' 130 ' ~ ~~p' ~ ~ _
1wbal
~ ~ z-- I ~
NEt i -
L
wAs i
cl = 17J' 0 (3ovnPh,I ~ y
~
~
Q
29403 0 ~
=w~►- AV'g, 1nf.~D7n t~ Fc~srEC~~
cn
EXPIRES 6/221L'> `l ~ .
Q~ m S ~ 25' ~ ► 1
r~'.
m
<
R-± S RO'W Srr gacV- i
r" L O k
m
-JD
SITE
~
. ~XH-3t3~.r
Typical Calvin Road Cross Section
Cross Section for Irregular Channel
Project Description ~ NEL
Project File i:1679302-11calcs\5thadd-11679302cr.fm2 oF Wnsx~tpC
Worksheet Summefield East Addition Flows
Flow Element Irregular Channel y~ ,
Method Manning's Formula
Solve For Water Elevation .o
O~ R 29403 O ~
c~ FcrsTEC~~ G
Section Data ~~ONAL ~
Wtd. Mannings Coefficient 0.016 ~ EXpIRES 6/22/ D'3 ~
Channel Slope 0.005000 ft/ft
Water Surface Elevation 99.66 ft
Discharqe 0.19 ft3/s
100.Oc-
99.95
99.9
99.85 ~
~ 99.8 ~
v \
.299.75
> \
a~
W 99.7
NJ
\ 77
99.65 N. '
~ -
99.6 REGE-IVEC
MAR 1 4' ?Q0:
99.55 `
SPC KANE COUNTIY ENGINEER
99.5
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0
Station (ft)
Mar 7, 2003 Wyatt-Jaykim Engineers FlowMaster v4.1c
13:17:54 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Calvin Road Curb Flow Worksheet
Worksheet for Irregular Channel
Project Description
Project File i.1679302-11caIcsl5thadd-1\679302cr.fm2
Worksheet Summerfield East Addition Flows
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation
Input Data
Channel Slope 0.005000 ft/ft
Elevation range: 99.50 ft to 100.00 ft.
Station (ft) Elevation (ft) Start Station End Station Roughness
0.00 100.00 0 00 16.50 0 016
15.00 99.61
16.42 99.50
16.50 100.00
Discharge 0.19 ft'/s
Results
Wtd. Mannings Coefficient 0.016
Water Surface Elevation 99.66 ft
Flow Area 019 ft2
Wetted Perimeter 3.46 ft
Top Width 3.32 ft
Depth 0.16 ft
Critical Water Elev. 99.64 ft
Critical Slope 0.010495 ft/ft
Velocity 0.97 ft/s
Velocity Head 0.01 ft
Specific Energy 99.67 ft
Froude Number 0.70
Full Flow Capacity 8.33 ft'/s
Flow is subcritical.
Mar 7, 2003 Wyatt-Jaykim Engineers FlowMaster v4 1 c
13 1737 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Su6mittal Checklist
for Road & Drainage Projects in Spokane County - Plats/Short Plats
Additional Information Sheet
Project Name:
Spokane County Project No. PE1206-78 SummerTeld East Fifth Addition Date: Februarv 11, 2001
Project Engineer: USKH/Wvatt EnQineerine. InG Phone: 509-328-5139
Project Sponsor: Ken Tunaer Phone: 509-981-4335
B. Road and Drainage Plan Submittal
1. Signed and stamped plans will be submitted once the review has been received and accepted by
Spokane County.
2. Maintenance Manual and Sinking Fund calculations are not required for this project.
3. There are no facilities which are located outside of the public right-of-way.
4. Channelization Plan, or signing and striping information, is not required for this project.
5. There aze no design deviations for this project.
6. Lot Plans are currently being prepared and will be submitted early next week.
7. No state or federal permits are been anticipated for this project.
8. Legal description, exhibit and proof of ownership for off-site easements will be forwarded to Spokane
County from the Title Company and owner as soon as they are available.
'
'
'
'
' LETTER REPORT
GEOTECHNICAL CONSULTING SERVICES
' SUBGRADE EVALUATION
SUNMERFIELD 5.. & 6"' ADDITIONS
' SPOKANE, WASHINGTON
'
' OFFlCIAL PUBLIC DOCUMENT
SPOKANE COUNTY ENGINEER'S OFFlCE
O~ IGINAL
PR(IJECT #F~
SUBMfTTAL # _1. Z
RETURN TO COUMY ENGINEER
' RECEIVED
February 13, 2003 FEB 2 z) ?nn3
' SPOKANE COUMYENGIA[EER
1
'
~ s ~ FR a 7 a GEOTECHNICAL ENGINEERING & MATERIALS TESTING
1 BOISE COEUR D'ALENE MOSCOW IDAHO FALLS POCATELLO SPOKANE
'
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~ s T R a T a
GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING February 13, 2003
' 509 ~2esi-~isoa i FyAveriue, x Spg gg~t20200, Spokane, WA 99206-4748 Client: TLIPKEN S03006A
Mr. Ken Tupper
, KJT Investments, LLC
112 N. Raymond Road
Spokane, Washington, 99206
' RE: LETTER REPORT
Geotechnical Consulting Services
' Subgrade Evaluation
Summerfield 5~' & 6`h Additions
PP Spokane, Washineton
Dear Mr. Tu er:
'
' Strata Geotechnical Engineering and Materials Testing, Inc. (STRATA) has
completed the authorized geotechnical consultation services for the Summerfield 5`h & 6cn
t Additions project. STRATA has previously provided geotechnical consultation and
materials testing services related to the 4hAddition of this project in a letter report titled,
"Geotechrucal Consultation Services, Resilient Modulus Subgrade Testing, Summerfield
East, 4`h Addition, Phase I, Spokane, Washington", dated October 30, 2001. The
' approximate location of the property is shown on Plate 1, Vicinity Map.
~
PROJECT DESCRIPTION
' The project is located between Evergreen and Sullivan Roads north of Trentwood
in Spokane County, Washington. We understand proposed improvements include
' constructing/extending new and existing streets into the Sth and 6th Additions of the
project north and east of the existing 4th Addition. Streets to be improved/constructed
include Crown Avenue, Calvin Street, and Queen Avenue. We understand that site
' gading to achieve pavement subgrades will be minimal.
' SCOPE OF SERVICES
' The current phase of STR.ATA's evaluation was performed in accordance with the
authorized scope of services and general conditions as described in our proposal dated
January 14, 2003. Specifically, we conducted subsurface explorations at locations
' requested by Wyatt Engineering: 1) intersection of Calvin Street and Crown Avenue; 2)
intersection of Calvin Street and Queen Avenue; 3) Queen Avenue mid-way between
Calvin Street and Burns Road, and 4) Crown Avenue mid-way between Calvin Street and
' Burns Road. Our scope of services for this project is summarized below:
' IDANO • WASHINGTON • OREGON • WYOMING • MONTANA • UTAH • NEVADA
' Summerfield 51" & 6'" Additions
Project No TUPKEN S03006A
, Page 2
' l. Conducted subsurface exploration by observing the excavation of
test pits with a rubber tired backhoe provided by Eller Corporation
at locations selected by Wyatt Engineering within the proposed
' street sections.
2. Performed laboratory testing required to classify the soil types
' encountered, as well as two California Bearing Ratio tests.
3. Prepare three copies of a summary letter report of our findings
' including laboratory test data, logs of test pits, and our conclusions
and recommendations regarding subgrade preparation for pavement
subgrades.
' STRATA's scope of services did not include an evaluation of the property for
geotechnical conditions related to the design or construction of residential building
' foundations, pavement structural section design, utility construction, overall slope stability,
environmental concerns, or stormwater disposal.
1
FIELD EXPLORATIONS
' STRAT'A evaluated subsurface conditions along the proposed roadways at selected
locations by excavating four exploratory test pits (TP-1 through TP-4). An engineer from
' our office conducted the field investigation on January 28, 2003. The test pits were
excavated to depths of between 5'/2 and 8'/z beet beneath the present site grades using a
track mounted CAT 3251 track-mounted excavator equipped with a 3-foot wide bucket.
' Test pit locations were staked by Wyatt Engineering prior to our field activities.
Approximate test pit locations aze shown on Plate 2, Site Schematic. Elevations shown on
the logs are provided by Wyatt Engineering.
' STRATA visually classified and logged the soils exposed by the test pits. A
summary of the Unified Soil Classification System is provided as Plate 3. This summary
' should be used to interpret the descriptions used on the test pit logs and throughout this
letter. Detailed descriptions of the subsurface conditions in the fow test pits are presented
in Appendix A, Plates 4 through 7, Exploratory Test Pit Logs.
' STRATA collected samPles of the subsurface soils from selected depths within
each of the test pits and preserved samples for transport to our Spokane laboratory for
' further evaluation and testing. Our sampling included two bulk samples taken from the
upper foot of soil immediately beneath the topsoil layer for CBR testing.
' At the conclusion of our exploration, test pits were backfilled with the excavated
spoils. Backfill placed within the test pits was not compacted to the requirements of
' structural fill. Because all fo ur test pits were excavated near the centerline of the proposed
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' ' 6EOTECHNICAL ENGINEERING 6 MATERIALS TESTING
, Summerfield 5`h c@ 6'" Addiuons
Project No. TUPKEN 503006A
' Page 3
streets, we recommend they be re-ercavated and back-filled with structural fill placed in
' accordance with the recommendations presented in this report. Replacing loosely back-
filled test pits with structural fill will reduce the potential for excessive settlement in these
areas.
' -
' SITE CONDITIONS
In general, site conditions appear to be somewhat different from those STRATA
encountered at the site of the 4`h Addition project (east of this site). Topsoil at the 5`h and
' 6`h Addition site appears to be thicker (1 to 1'/z feet thick), and the depth to the gravelly
soils is greater. In general, the site soil conditions appeared to be generally consistent with
' the Natural Resource Conservation Service (NCRS) soil mapping for the area.
The NCRS (formerly the Soil Conservation Service) has mapped the soil at the
, project site as Garrison Gravelly Loam (GgA), (Soil Survey of Spokane County,
Washington, 1968). The Garrison series consists of very deep soils formed in glacial
outwash with a mantle of volcanic ash and loess on level to gently sloping terraces. The
' typical NCRS soil classifications from the surface downward are silty SAND, silty
GRAVEL, and Poorly Graded Gravels. It is characterized as having a moderate surface
permeability, moderate potential for frost action and low shrink-swell potential. The pH is
reported to range from 5.6 to 7.8. The risk of corrosion is considered moderate for
uncoated steel and low for concrete. The soil is characterized by 12 to 20 percent clay
content from 0 to 44 inches.
, At the time of our field explorations, the surface of the site was covered with grass
and weeds. Some debris piles (concrete, wood) were observed. The topsoil at the site
' consists of a dazk brown SILT with organics, and extended to depths of 1 to 1'/z feet
beneath present site grades at the test pit locations. Beneath the topsoil is a medium dense
to dense sandy SILT and silty SAND extending to depths of 4 to 6 feet beneath present site
' grades. Beneath the sandy SILT and silty SAND in Test Pits 1 and 4 we encountered a
dense silty, sandy GRAVEL. At Test Pit TP-2, clayey SILT (from 6 to 7`/z feet) overlies
clayey GRAVEL that exterids to the malcimum depth explored of 8'h feet.
' Groundwater was not observed in the four test pits excavated for this study. It
should be noted that groundwater and soil moisture conditions within the area will vary
' depending on rainfall, irrigation practices, and/or runoff conditions not appazent at the time
of our field investigation.
'
' LABORATORY TESTING
Laboratory testing for moisture content was conducted in general accordance with
, ASTM Test Method D 2216. isieve analyses was performed in accordance with ASTM
s iR a -1 a
' ' GEOTECHMCAL ENGINEERING 6 MATERIALS TESTIN6
1 " Summerfield 5`" & 6t6 Additions
Project No • TUPKEN 503006A
' Page 4
Test Method D 422. We also conducted compaction tests on near-surface bulk soil
' samples to evaluate maximum dry density and optimum moisture content. Test procedures
were in general accordance with ASTM Test Method D 1557. Two Califomia Bearing
Ratio (CBR) tests were conducted on neaz-surface bulk soil samples to evaluate pavement
' support characteristics in general accordance with ASTM D 1883. The CBR tests were
conducted on samples compacted to 95 percent of ASTM D 1557 and loaded with a
surchazge of 75 pounds per square foot. Results of water content tests are presented on the
' test pit logs; other test results are presented in Appendix B, Laboratory Test Results.
' OPINIONS AND RECOMMENDATIONS
' General. It is ST'RATA's opinion the site is suitable for the proposed street
development, provided the recommendations presented in this report are incorporated into
design and construction. T'he following opinions and recommendations have been prepazed
' based on the conditions observed during site exploration and our current understanding of
the project development plans. If different conditions are encountered or if the plans
change from those described in this report, we should be notified so that we may revise our
, opinions and recommendations.
Site Prenaration. We recommend all topsoil be excavated from proposed pavement
' areas. T'he thickness of topsoil observed in the test pits ranged from 12 to 18 inches. We
recommend a nominal stripping depth of 12 inches be adopted for estimating purposes.
However, deeper stripping may be required where thicker sections of topsoil exist at the
' site, or where concentrations of organic material or debris fill may be encountered. The
topsoil may be re-used for landscaping or removed from the site. Topsoil should not be
reused as structural fill due to the relatively high percentage of fine-grained soil and the
' presence of organic material.
Once topsoil is removed from pavement areas, the exposed native sandy SILT and
' silty SAND soil should be proof rolled to identify soft or unstable areas. The proof rolling
should consist of at least four passes with a fully loaded full front-end loader or 10-cubic
yard dump truck, or similar equipment. Note that proof rolling should not be conducted
' during wet weather conditions, as described under "Construction Scheduling" paragraphs
below. STR.ATA should observe and document the proof rolling process. If any soft or
unstable soil is encountered, it should be over-excavated to firm native material. Structural
' fill should be used to replace any soft or unstable soil removed, if required to achieve
desired grades.
, Following proof-compaction we recommend the upper 12 inches of subgrade
underlying the pavement section be moisture conditioned and compacted to at least 95
percent of the maximum density as determined by ASTM D-1557.
'
Excavation Conditions. The soil encountered during exploration was excavated
' with little difficulty using a track mounted excavator to depths of 5'/z to 8'/Z feet beneath
s -1 R a -1 a
' ' OEOTECHNICAL ENGINEERING 8 MATERIALS 7ESTING
' Summerfield S'° 8c 6`h Additions
Project No.: TUPKEN S03006A
' Page 5
present site grades. We anticipate the proposed construction can be accomplished with
' conventional soil excavation equipment, such as backhoes, excavators and bulldozers. For
temporary excavations deeper than four feet deep, we recommend the sidewalls be sloped
no steeper than 1.5:1 (horizontal to vertical) in conjunction with OSHA regulations and
' local codes
Construction Scheduline. Because wet weather construction can add significant
costs to a project, we recommend site clearing, preparation, and earthwork, be completed
, during periods of dry weather. If earthwork construction must take place during wet
weather, we recommend that the following information be incorporated into the design and
' specifications of the project. -
[f construction occurs during very cold weather, we recommend protecting any
, exposed subgrade soil from freezing. If the subgrade becomes frozen during construction,
it should be thawed and then compacted, or removed. Compacting &ozen soil, or placing
fills over frozen subgrade shall not be allowed.
' During or subsequent to wet weather (spring and eazly summer), it is very difficult
to dry (to optimum moisture) and compact near-surface site soils, and it will be necessazy
' to import granular fill materials for structural fill uses. Delays in site earthwork activities
should be anticipated during heavy downpours. In addition, site cleazing and stripping
activities will expose very "tender" subgrades which are subject to disturbance (severe
' pumping and loss of equipment support).
For equipment support during wet weather construction, we recommend the use of
, a granular working base to protect subgrades in site areas sustaining construction traffic.
The working base should consist of a minimum of 18 inches of 3-inch minus crushed rock
or ballast containing no more than 5 percent by dry weight passing the No. 200 sieve. A
, geotextile fabric (AMMOCO 4545 or equivalent) should be placed beneath the working
blanket to prevent the intrusion of fines into the rock. As a general rule, pavement section
base rock thickness must be increased to account for poor subgrade conditions and support
' pavement laydown equipment.
During wet weather conditions we recommend that site stripping and excavation be
' performed with an excavator and straight-edged bucket without traversing the subgrade.
The topsoil acts as a protective layer to surficial erosion and should be removed only
where and when necessary. Poof rolling procedures can disturb sensitive soil, and should
, not be used to test subgade suitability during periods of wet weather. Instead, we
recommend systematic probing by a STRATA representative be conducted to evaluate the
suitability of the subgrade before placement of fills.
' Work should not be attem ted i
p mmediately after heavy rainfall. Operating heavy
' equipment or attempting to use dynamic compaction on wet soil will likely result in
pumping. If wet soil is disturbed by construction equipment, it should be removed and
replaced with structural fill. Fill placed on wet but undisturbed soil should be cazefully
' compacted to prevent pumpingi
s T R a T a
' ' GEOTECMNICAL ENGINEERING 6 MATERIALS TESTING
' Summerfield 5`" & 6`h Addrtions
Project No.: T'UPKEN S03006A
' Page 6
Structural Fill. Fill that witl underlie or be within five feet of pavement limits is
' considered structural fill. Structural fill should consist of GW, GP, GM, SW, SP, or SM
soil as designated by the Unified Soil Classification System, Plate 3. Prior to placing
' structural fill on native soil, the native soil should be proof-compacted to identify soft or
unstable areas. Structural fill should not be placed on topsoil, non-structural fill,
uncontrolled fill or other unsuitable materials.
1 Structural fill beneath pavements should be moisture conditioned and placed in
loose horizontal lifts no thicker than twelve inches. Each lift of structural fill should be
' compacted to at least 95 percent of the maximum density as determined by ASTM D-1557
(Modified Proctor).
, The native sandy SILT and silty SAND soils appeaz to be suitable for reuse as
structural fill, but only during dry weather conditions, when such soils can be adequately
moisture conditioned and compacted. The Contractor should use compaction equipment
, suitable to the material being compacted. Depending on the moisture content at the time of
construction, it may be necessary to moisture condition structural fill in order to achieve
efficient compaction. We recommend STRATA conduct in-place density testing and
' documentation to verify compaction of all fill placed.
Pavement Sunnort Characteristics. Our laboratory test results indicate that the
, CBR for the two types of near surface soil tested range from 36 to 66. STRATA
completed laboratory resilient modulus testing for the Summerfield 4`~ Addition and
obtained a result in similar soils of 18,000 psi. This suggests a local correlation between
t the CBR and M, tests of M, (psi) = 500 x CBR. As such, design values of M, in the range
of 18,000 to 33,000 psi may be used. If wet weather construction is contemplated, we
recommend the lower value be used for pavement structural section design.
' Site Drainaee. Development will alter the run-off and infiltration characteristics of
the site. We recommend that run-off from the proposed development be collected and
, directed away from pavements. Site grading should be designed for positive drainage of
surface water away from these structures. Irrigation and subsurface stormwater disposal
should be avoided adjacent to pavements.
,
' LIMITATIONS
This report has been prepared for the exclusive use of Mr. Ken Tupper and his
' designated agents to assist the planning and design of the proposed street sections for the
Summerfield 5`h & 6`h Additions project in Spokane County, Washington. Our services
' consisted of professional opinions and recommendations made in accordance with
generally accepted geotechnical engineering principles and practices. This
acknowledgement is in lieu of all warranties either express or implied. Our services did
' not include an evaluation of thle property for geotechnical conditions related to the design
.
s ~ R a ~ a
' ' GEOTECHMCAL ENGINEEHING d MATERI/LL.S TESTING
' Summeriicld S" & 6'" Additions
Project No : TUPKEN S03006A
Page 7
' or construction of residential building foundations, pavement structural section design,
utility construction, overall slope stability, environmental concerns, or stormwater
' disposal.
STRATA. [nc. appreciates the opportunity to assist you with this project. Please
, call if you have any questions regarding this letter.
Sincerely,
' T R. IN,q STRATA, Inc.
COG F ~ti 9O , ` .
~o
r y
rian W. Binsfield, E.
r'
31698 PWEineer
ALEXPIRES. Senior Engineer
, SRW:srw
, The following plates and appendices accompany and complete this report:
Plate 1 - Vicinity Map
, Plate 2 - Site Schematic
Plate 3- Unified Soil Classification System
Appendix A- Exploratory Test Pit Logs
' Appendix B- Laboratory Test Results
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s Te ~ a T a
~ ' GEOTECHNICAL ENGINEEi71NCa 6 MAtER1ALS TESTING
'
' S~ill' 15
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' - ; •
' Vicinity Map
Summerfield 5th & 6th Additions
' Spokane, Washington
Project No. TUPKEN S03006A
1 ~
No Scale Intended
' GEOTECHNICAI ENGINEERING 8 MATERIALS TESTING
' J
Plate 1
'
'
_ TP-3 ~ -
Crown TP - 4 ~
~
cd
V
~
TP 2 ~
Queen TP -1
/ ~ .
N
~ TP-1 SITE SCHEMATIC
Test Prt Number and Approximate Locatlon 5 T R a T a
NO SCALE INTENDED aWMcMwIcu WwiweeaMO a w►nRw.s TEanNC+
, (For Reference Only) File: TIJPKEN 503006A
PLATE 2
' •
UNIFIED SOIL CLASSIFICATION SYSTEM
, MAJOR DIVI3ION3 SYMBOL SYMBOL TYPICAL NAMSS
. Well-Graded Grgvel,
~ ~ ow Gravel-Saad Kodum.
CLBAN GRAVELS
b o GP Poorly-Graded Gravel,
Gtavel-Saad Mixdu+es.
,
CiM Silty Gravel, Cravel-
38ad-Sitt Mi7cttu~e8.
ciw+vE[.s wrr~ FavFS ~yey Cravel, Gravel-
oo,~ ~ Sand-Clay Mixdum.
, °R^u,r8° I o,o i o' a i oC weu-c~adea sana,
SORS oIooIao c}ravelly Saad.
! o o i o o! a k
Q.~N S/~Ds
' , • • • • • • • • SP poorly-0raded Sand,
• • • • • • • • •
SANDS dravelly Sand.
Silty Sand,
• • • • • sM
sAvns wrrR FwM Saad Silt Mixdu+ea.
, • • • • •
sc ClaYe'Y &v4
. . . smid-My MLxhm.
~ hmganic silc, sanay
' or clayey sitc
sII.TS tND cLAYs Inorpnic clay of L,ow
i,[QuID LuWT Ca. to Medium Plesticity,
' LBS3 THArt so% Saady or Silty Clay.
Orgaaic Silt and Clay
~L of L,ow Plssticity.
t FM Inorganic S114 Mica-
GRAENM NH ceoas Silt, Plestic
SoII.s Silt
' sII.TS nND cLnYS CH Inorsanic Clay of High
Plasticity, Fat Clay.
LIQiJm LDA'P
a~►'rE[t'r[~►x so~ oR ~~c Clay of Medium
to Ii'igh Plssticity.
I Peat,M~~~
~~~c Scias.
' - _ SOIL CLASSII7IGATION GHART
Steadazd 2 Inch OD -(kound Water BG Baggie Sample
Split Spoon Semple Afoer 24 Hours
' Y Califoinia Modified 3 Inch U Ground Water
' OD Split Spoon Sample ffi Time °f DfiUing BK Bulk Smmple
, NX Rock Core RG RinS SmmPle
~
SheIby Tube 3 Inch OD
Undi.4turbed Sample
BORING LOO SYMBOLS GROUND WATER SYMBOLS TEST PTT LOC3 SYMBOL3
5 i rZ ~ ? a
' GME"icu MOMEMno a wW+w.s ~enrrc~
PLATE 3 ~
1
1
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APPENDIX A
t
EXPLORATORY TEST PIT LOGS
1
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' ' GEOTECHNICAL ENGINEERING 8 MATERIALS TESTIN6
Egploratory Test Pit a « ~ ~ ~ a m h t
Description Q
' ~ m V1 ~ q ~o
SILT with Orgmcs. Dark brown, moist ~ Tilled Zone?
' to vvet, with some finE to coatse saad aud ~
tsoe rnundsd gravel, so8 to medium stiff
(T°Pao'1)• 1 ~ 18.5
Saudy SII.T. Brown, moist, with f:ace -*isM
, fine gravel in upper 12", low PlasttcitY, i i
etiffto verY stA $tedes ooarser with 2- 2.5 At 2 FL: TV = 0.35 tsf
dePth (Alluvtum)• • • ~
BG 25S
-
' 3- 2.5 At 3 Ft: TV = 0.45 tsf
.e
3M
, Sitty 3AND. Brown, moist, with some
Sne muaded gcavel, lensea of clean sand, 4-
medium dense to dense (Altuvium). • • • • !
BG 4.9
' _ ~
s~
•
' -
•
Ic
, Silty GRAVEI.. Brnam, moist, muaded, GI1~
with some Sne saad, dease to very den.ge
(Altuvium). /
' 7-
Explorstoty test pit terminated 6.0 feet
' below adsting pmnd surfam
t
9-
'
1 '
C►,.nt No.: TUPKEN IT*a1 Pil Mumber. TP-i EXPLORATORY TEST PIT LOGS
' ProJecf No.: 503006A I Qcte Excavafed: 01/28/03
Surtac* ElwaHon: t2037' ~ Excavator. CAT 3251
Logged By: SRW I OtpM to Ground Wafer. N/A ~ ' R a ' ~
' GEOTEaD[tCAL EN6HIEERpiO A YATERIAl.B 7EOTT1p0
PLATE,' ~
'
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Ezploratory Test Pit REMAM
Description A ~ rn
SILT with Gravel aad Sand. I)ark ML At 10"; 2" thick lense
broR+4 abundant o~~ (rocft), bow, af silty gcaveL Frnm
' ~~,~T~~)• 1_ 1' to 1.51 is old tapsoil
layer.
,
Sihy SAND with Some Fine CnaveL SM
Brown, loose, moist (Alluvium). 2 - • • • • ~
BG 8.1
'
~
"
SILT with Tiace Fine to Coazse Sand. 4.5 At 2.5 FL: TV = 0.4
Bmwn, low PlasticitY. gades coarser 9 tsf
' wit!► dePtb, verY sm moist (Alluvium).
-
. i i BO 24.0
4- 4.5 At 4 Ft: TV = 0.41sf
.
' i
'
Sihy SAND with Trsce Fine GraveL SM
Brown, dense, moist (Alluvium). s - • • • • -
: BG 9.3
' _ i
, G7aYeY SILT with Trace Fiae Sand. f IVII.
BroW4 modiim PlaWckY, soft to sM
moist (Alluvium). - - 0.5 At 6.5 Ft: TV = 0.4
' BG tsf
7-
' Clayey GRAVEL widi Trece Cobblea. GC
Bmwn' mtmded to suk+o'mded' dease' 8- ° BG
moist (Alluvium).
' o oa ~
F.aplazatory test pit termineLed 8.5 feet
' belaw eaisdng gtrnmd sarface. g-
' 10- ~
'
cli„,, No.: TUPKEN ITes1 Pit Number. TP-2 EXPLORATORY TEST PIT LOGS
ProJscf No.: S03006A ~ oar. Excovar.d: 01/28/03
' Surface Elsvation: t2035' I Excavalor. CAT 3251
Loggsd Bp: SRW I DepM fo Ground Wattr: N/A ~ ' ~ ~ ' ~
, oEMsucu aiMEEnnro a w►TERuus TEernai
PLATE ~
'
1 ~ •
Esploratory Test Pit ~ g y~ a m ~
y~~
Description A v 5S u ~ ~ ~ •o~ A Q
SII..T with Abnndant Qtgmca. Darlc NII. At 1': lesa vislle
brown, trace to same fine sand, soft to organice but colar still
, medium sti$ moist (Topsoi)• dadc brown.
~},p 1.0 At 1 Ft: TV = 0.4 faf
'
~
Sandy SILT with Tisoe Fiae G~avel. rx p z~ MI' u
Bmwn, law plasticity, medium stiff W
, veay aM moiat (Attuvium).
BG 21.5
t a~
Silty SAND with Trece Fine GraveL SM
Bmwn, with lenses of sead aad fine
gravel, moist (Alluvium). • • • •
'
1~
~
' _ -
• • • • BCi 8,5
•
s~
,
Exploratary teat pit teaninsted 5.5 feet
, below e~usang grouad surfaoe• 6~
' 7 -
' S~
'
' 10 -
'
Cli.nt No.: TUPKEN ITest PR Number. TP-3 EXPLORATORY TEST PIT LOGS
' Projeet No.: 503006A I Date E... .hd: 01/28/03
Sur(ace Elwation: t2036' I Exeavotor. CNT 3251
Loggad By: SRW I DapM fo Ground Water. N/A ~ , ~ ~ , ~
' GECTEpD11Cl11 ENBIMEERINO t YA7EAIALB TEQTINO
PLATE ~
1
r
Egploratory Test Pit a ~ ~ A a REMARKS
Description rA
' A" ~ m
$8IIdy $II.T Wlth AbUIIdBIIt Dig8II1C8. 11L
Darc brown, tcace Sne gravel, soft, moist -
, (Topsoil), i BO 22.1
~
~ SM
' Silty SAND. Brown, medium dense to !
dense, with lensea of clean sand, moist
(A1tuvlum). 2 ~ • • • •
HK
, - -
BO ?3.2
' 3~ -
-
'
A
Sihy Sandy GRAVEL. Bnnwq 3" mim~s am
rounded gravel, dense, moist (Alluvium). _
BO 4.0
s~ • :
•
t
' •
Facploratory te.at pit teaninated 5.5 fcet 6-
' below ransting gound sarfiLce.
' 7 -
' 8~
,
9-
'
' 10-
'
Cli.n, No.: TUPKM ITesI Pit Number. TP-4 EXPLORATORY TEST PIT -LOGS
' P~jee Ko.: s03oosn ~ oots Excororod: 01/2e/03
Surfaae Elwotion: t2037' I E, .}or. CAT 3251
Lo99ed By: SRW I Depfh to Ground WaNr. N/A ~ ' ~ ~ , ~
' GE07EOI1I1011L dIGNMRINO a MA7ERW.8 TES'f1110
PLATE ~
'
'
'
'
1
1
'
1
'
' APPENDIX B
LABORATORY TEST RESULTS
'
'
'
,
'
1
'
'
s R a ~ a
, ' GEOTECHNICAL ENGINEERING 8 MATERIALS TESTING
~ CALSORNIA BEARING r(ATIO
ASTM D-1883
, Project: Summerfield 5th 8 6th Additions
Client: KJT Investments, LLC Lab Number: SL1204
' File Name: TUPKEN S03006A Date Sampled: January 28, 2003
Sample Location: Test Pit TP-3 @ 1' - 2' Date Received: January 28, 2003
Sample Description: Dark Brown Silty SAND w/Trace Gravel Sampled By: S. Ward
, SOIL CONSTANTS
CBR = 36
Liquid Limit:
, Plasticity Index:
Sand Equivalent:
Texture Classification:
' Fines Classification:
Test Dry Density 97.9 Pcf (95% max.)
Test Specimem Molded @ 17.5% Moisture
' Test Performed @ 18.2% Moisture
Percent Swell = 0.4
Surcharge (pso - 75
' CBR CURVE
1000 MOISTURE-DENSITY CURVE
' soo ASTM D-1557
Method: A
soo Maximum Dry Density, Pcf: 103.0
' 120 Optimum Moisture Content, 17.5 ,
700
L
' o soo 110
a
d
500 v
, P CL1 o0
~
S 400 - c
0
soo z, so
0
' 200
so
ioo
, o 70
00 0.1 0.2 0.3 0.4 0.5 12 16 20 24
, Penetration, Inches Percent Moisture
' Reviewed by:
s ~ - FR a ~ a
' OEOTECMNICAL ENOINEERING 8 YATERIAL$ TESTINO
'
I CALSORNIA BEARING itATIO
ASTM D-1883
' Project: Summerfield 5th & 6th Additions
Client: KJT Investments, LLC Lab Number: SL1204
' File Name: TUPKEN S03006A Date Sampled: January 28, 2003
Sample Location: Test Pit TP-4 @ 15to 2.5' Date Received: January 28, 2003
Sample Description: Dark Brown Silty SAND w/Trace Gravel Sampled By: S. Ward
, SOIL CONSTANTS
CBR = 66
Liquid Limit:
, Plasticity Index:
Sand Equivalent:
Texture Classification:
, Fines Classification:
Test Dry Density 113.1 Pcf (95% max.)
Test Specimem Molded @ 11.5% Moisture
' Test Performed @ 12.8% Moisture
Percent Swell = 0.00
Surcharge (pso 75
' CBR CURVE
15M MOISTURE-DENSITY CURVE
1400 ASTM D-1557
Method: A
1200 Maximum Dry Density, Pcf: 119.0
, Optimum Moisture Content, 11.5
11oo
L1000
, 140
0 900
a
d soo
w
' P 700 _ a
S s°° ~120
, soo
0
aoo 0
' soo
zoo 100
' 1oo
0
0.0 0.1 02 0.3 04 0.5 6 8 10 12 14 16
, Penetration, Inches Percent Moisture
' Reviewed by:.s ~ - iR -
a ~ a
GEOTECMNICAI ENOINEERINQ s MATERIAL3 TESTINO
'
' • R~ .
b
GRADATION ANALYSIS
, ASTM D422
1 Project: Summerfield 5th & 6th Additions
Client: DJ'I' Investments, LLC
Fi1e: TUPKEIV 503006A
, Sanple NQ. ; SL 1204
5ample Location: Test Pit TP-3, Y` - 2'
~ Description: Brown Silty SAND with Trace GraVel (SM)
Date Tested: Tanuary 29, 2003
(D Gravel Sand Fines
~
~
~ v
~ C13ai5s Fme Fbarse MeOhAm Fine ~t CleY
~
Inchsa Scemen Slass cFz ~risser E
E n r' ~ ~ N T
ioa~,
so i ~
~ I
so
~ \ .
~ 70 I ~
i ~
z 6°I
Q ~
~ 5° `
' ~40
~ ~
a ~
~ 30 ~
20 ~
1 ~
10 ~
~ Q~
~
' RSViSWBd by: ~1 a
_ 5 T R -
a r
CiEflTECH!!lCAL ENi31NEERING d k1ATERIR1.$ 7ES71N13
~
r
r
' ~
,
~
'
,
'
,
,
,
,
,
SPOKANE COUNTY PAVEMENT DESIGN ANALYSIS
Designed in conformance with the Spokane County Intenm Pavement Design, May 1995 Edition
Prepared by
USKH / Wyatt Engineering, Inc.
February 11, 2003
Pavement Design
Project: PE - Summerf'ield East 5th Addition
Location: Spokane County, NoRh of Wellesley, West of Progress
1. Design Assumptions:
•From Spokane County Design Parameters
Design Life = 20 years
Level of Reliability (R) = 90 percent
Standard Deviation (So) = 0.45
Pavement Serviceability - Irntial = 4•2
Pavement Serviceability - Terminal = 2 25
PSI Change 1.95
Structural Layer Coefficients
Asphalt Concrete Pavement (a,).
ACP Class A& E= 0 42
Granular Base Course Matenals (aZ)
CSTC 8 CSBC = 0 14
Drainage Coeficients (mi)
CSTC & CSBC = 0.95
2. Traffic Data:
Data from traffic report prepared by The Transpo Group on October 10, 2001
Titled "Summerfield Tnp Generation and Traffic Assignments"
*Assume tota/ bulldout for analysis. ,
Total Buildout Daily Trips (Crown) = 1500 ADT Total •
Estimated Truck Trips @ 2% = 30 ADT Trudcs
Traffic Distribution Factor = 0.5
Structural Number (SN) = 2 Assumed
Cumulative 18-kip Eqwvalent Axle Loads (ESAL) :
~a 2a 2M3 SPo
KANE CGUtyiy EFdSI e"c"
~ r.~ .
PpE C01JWENGINEER PROJECTO ~L
E SUBMI1TqL.~#
IWUAN TQ COUIyTy ENC1Plr
~ER
r
1 Cars/Light Trudcs -(Total ADT - ADT Trucks) = 1470
4000 Ibs Total (AASHTO Figure 5 2- Vehicle 2 1)
18K EQ(Table D 1)
Front Single 2000 Ib 00002
Rear Single 20001b 0.0002
Design Factor 0.0004 per car
ESAL, = ADT x 365 x 20 x Design Factor = 4292 ESAL,
2 Lightly Loaded Trucks -(75% ADT Trucks) = 23
28000 Ibs Total (AASHTO Figure 5.2 - Vehicle 3 1)
1 SK EQ(Table D.1)
Front Single 4000 Ib 0 003
Mid Single 12000 Ib 0177
Rear Single 120001b 0.177
Design Factor 0.357 per truck
ESALZ = ADT x 365 x 20 x Design Factor = 58637 ESALZ
3 Heavy Loaded Trucks -(25% ADT Trucks) = 8
69000 Ibs Total (AASHTO Figure 5 2- Vehicle 6 1)
18K EQS Table D.1 & D 2)
Front Single 90001b 0.06
Mid Tandem 30000 Ib 0 623
Rear Tandem 30000 Ib 0 623
Design Factor 1,306 per truck
ESAL3 = ADT x 365 x 20 x Design Factor = 71504 ESAL3
Design ESAL = Distrrbution Factor x(ESAL, + ESAL2 + ESAL3)
I'Desiqn ESAL = 67217 ESAL
~ .
3. Soil Data:
- Data from geotechnical report by Strata on October 30, 2001
for Summerfield East, 4th Addition
Soil Type (per USC System.) GM and SM
Road Bed Soil / Subgrade / Base / Subbase-
(CBR = 36 to 66 per Strata Report)
Equivalent to Resilient Modulus, psi = 18,000 psi
33,000 psi
4. Calculations:
Asphalt Layer Coeffiaent (a,) = 0 42
Gravel Layer Coefficient (a2) = 0.14
Drainage Coeffiaent (mi) = 0.95
Elastic (Resdient) Modulus:
Moduli for Asphalt Concrete (E,,c) = 400,000 Psi (AASHTO Nomograph - Fig 2 5)
Moduli for Base (Ess) = 30,000 Psi (AASHTO Nomograph - Fig 2 8)
Moduli for Subbse (for dramage) (ESB) = 18,000 Psi (From SVata Report)
SN, = 1.30 (AASHTO Nomograph - Fig 3 1)
SNp = 1.60 (AASHTO Nomograph - fig 3 1)
Asphalt Section
D, = SNI/a, = 3 10 inches
"D, = Use 3.00 inches
'SNI _ `D,xa, = 1 26
Gravel Section•
DZ =(SNZ "SN,)!(a2 x m,)= 2.56 inches
'DZ = Use 6.00 mches
'SNZ ='DZxa2 = 0.80
Summary of SN's (SN, + SNZ) = 2 06
Assumed SN = 2 00 o k
S. Design Section:
A section consisting of 3" A.C Pavement and 6" Base Course are required for the AASHTO calculations
According to the Department of Public Works, Spokane County Standards for Road and Sewer Construction,
2001 Edition, Section 3 16*
A minimum thickness of 3" A.C Pavement and 6" Base Course are required for Residential Streets.
Therefore, the design pavement section will consist of:
3 inches
Gravel 6 inches
0 inches
Sub-base (as needed for fill or
removal of orgarnc podcets)
pppp-
UBKH
aeautECrM • MINEERu•,c • uw wRVE,M • PuwraM
Project Meeting Minutes
Date: Aupust 4, 2008 Project: Summerfield 5'h & 6`h Add
Project
J
Attendees: Jeff Logan, P.E, - USKH; Rod Pegram, City of Spokane Valley
We met on-site to review the warrantee items on the two referenced projects. Rod and I walked the
sidewalk and curblines. Following were the items noted that needed correction:
~ Summerfield Sth Addition:
1. 14614 Queen - 3 sidewalk panels are cracked and need replaced. (Sth Addition)
~ Summerfield 6t' Addition: .
1. Intersection of Calvin & Crown
d~. NW Corner-fill in gap between ramp and curbline.
~ NE Corner - Replace 6 sidewalk panels that are cracked .
~ SE Corner- replaced 7 cracked sidewalk panels.
O~W Corner- Replace one (1) ramp panel.
0~'.5461 Calvin - Grout spalling concrete at driveway.
C,~21 3. 21460 Crown - swale -standing water and no landscaping. The existing topsoil should be
n removed and replaced with a sandy topsoil to ensure drainage. The swale should be re-seeded.
(Note - it doesn't appear that anyone is maintaining the swale so not sure how well seeding will
work if it's not being watered and mowed.)
066y_&3&7 Calvin - 2 panels on the sidewalk and one on the driveway are damaged and need to be
' replaced.
During our walkthrough, a resident named Angela Milla stopped to talk to us. Apparently she has been
trying to find out who is in charge of the Home Owners Association. She wants to pay her bill for snow
plowing, lift station, etc. but can't find who to talk to about it. She asked that I pass her name and
number on to someone who can help. Her Phone # is 927-0494.
There were also several areas that had new curb that had been poured on top of old curb returns. I was
told that these were not the developer's problem so have not been included in this list. As a note, these
areas were at 5404 Calvin and 14710 Crown (2 location).
, Page 1 of 6
Rodney Pegram
From: Jeffrey N. Logan [JLogan@uskh.com]
Sent: Monday, September 15, 2008 9:23 AM
To: Rodney Pegram
Cc: John Hohman
Subject: RE: Summerfield '
Rod - ~
Ken Tupper just called me. The items outlined in our punchlist have been completed by Winkler.
There is one item that is not done and that is the swale. Ken is going to work with the City to figure out
what will be required to bond that item. His concern as I understand it, is that if nobody is maintaining
the swale, fixing it and seeding it won't do any good at this point and iYs late in the season so what
would the chance of getting the seed germinated. Anyway, the rest is done. Ken would like to have
you go out and take a look at the items discussed to see if they meet your satisfaction. I can be
available to meet with you if it would be beneficial. Just let me know.
If this is something we can schedule, please let me know so that I can keep Ken informed about the
timing.
Thanks Rod!
Jeff
From: Rodney Pegram [mailto:rpegram@spokanevalley.org]
Sent: Friday, August 01, 2008 8:36 AM
To: Jeffrey N. Logan
Subject: RE: Summerfield
see you at 2:00 PM Monday
From: Jeffrey N. Logan [mailto:JLogan@uskh.com]
Sent: Friday, August 01, 2008 8:33 AM
To: Rodney Pegram
Subject: RE: Summerfield
It would. A bit more control on time. Monday afternoon, say 2:00 pm?
From: Rodney Pegram [mailto:rpegram@spokanevalley.org]
Sent: Friday, August 01, 2008 7:09 AM
To: ]effrey N. Logan
Subject: RE: Summefield
John has been on vacation off and on the last few weeks. He will be in today and next week. If this is tight we can
schedule for Monday. Is that better for you? I will make it work on my end. Thanks
From: ]effrey N. Logan [mailto:JLogan@uskh.com]
Sent: Friday, August 01, 2008 7:05 AM
To: Rodney Pegram
Subject: RE: Summerfield
I'll give you a call when I'm done. If it works out, it works out. If not, we'll schedule next week. Sorry
9/15/2008
, Page 2 of 6
for getting my moming booked, I just wasn't sure if you were able to get John scheduled or not.
Jeff
From: Rodney Pegram [mailto:rpegram@spokanevalley.org]
Sent: Friday, August 01, 2008 7:03 AM
To: ]effrey N. Logan
Subject: RE: Summerfield
I can also work it in for 3:00 if that works better
From: ]effrey N. Logan [mailto:]Logan@uskh.com]
Sent: Friday, August 01, 2008 7:00 AM
To: Rodney Pegram
Subject: RE: Summerfield
Possibly. My meeting may not be done by then but should be close. Not sure how tight your Friday is,
but I could try and call you when I'm done and see if it still works for both of us to meet on site. My
guess would be later than 2:00 but I just don't know how much later. I'm leaving in an hour if you can
get back to me before then. If not, I'll probably call you anyway when I'm done just in case.
Jeff
From: Rodney Pegram [ma ilto: rpeg ram @spokaneval ley.org]
Sent: Friday, August 01, 2008 6:58 AM
To: Jeffrey N. Logan
Subject: RE: Summefield
Jeff,
I apologize for not getting back to you. Would 2:00 PM be acceptable?
Rod
From: Jeffrey N. Logan [mailto:JLogan@uskh.com]
Sent: Friday, August Ol, 2008 6:17 AM
To: Jeffrey N. Logan; Rodney Pegram
Subject: RE: Summerfield
I hadn't heard back on a time. I'm scheduled this morning but still may be able to do it in the later
afternoon if today is still a possibility. If not, next week Monday afternoon would also work. Let me
know.
Jeff
From: Jeffrey N. Logan
Sent: Monday, July 28, 2008 10:00 AM
To: 'Rodney Pegram'
Subject: RE: Summerfield
Great. Just let me know time.
From: Rodney Pegram [mailto:rpegram@spokanevalley.org]
Sent: Monday, ]uly 28, 2008 9:55 AM
To: ]effrey N. Logan
Subject: RE: Summerfield
We can make that work.
From: ]effrey N. Logan [mailto:]Logan@uskh.com]
Sent: Monday, July 28, 2008 9:46 AM
To: Rodney Pegram
Subject: RE: Summerfield
Rod - unfortunately, after my email I got booked for Wednesday. Is Friday still a possibility?
From: Rodney Pegram [mailto:rpegram@spokanevalley.org]
Sent: Monday, July 28, 2008 9:17 AM
To: Jeffrey N. Logan
9/15/2008
, Page 3 of 6
Cc: John Hohman
Subject: RE: Summerfield
Jeff,
John is off un61 Wednesday. I will see if he wants to be present. Lets try to schedule a meeting for Wednesday
PM.
Thanks,
Rod
From: Jeffrey N. Logan (mailto:]Logan@uskh.com]
Sent: Friday, July 25, 2008 9:25 AM
To: Rodney Pegram
Subject: Summerfield
Ken Tupper asked that I schedule a meeting with you to go over the punchlist for Summerfield 5th and
6th Addition. M, W, or Friday of next week could work for me.
Could you look at your calendar and let me know what would work for you and then we can schedule.
I think we have already met on this last year but Ken wanted to be sure what is needed before he had
Winkler complete the work. I understand that Ken met with John Hohman regarding some of the
driveway issues that may be the builders to resolve and not Ken's.
Since a year has passed, iYs probably just a good to just walk the project and mark down everything
from a fresh perspective. What do you think?
Jeff Logan, P.E., Principal
USKH
91,~ N9C►l IMFlID AP3%UB0.CIi
621 W. Mallon Ave., Ste. 309
Spokane, WA 99201
t: 509.328.5139
f: 509.328.0423
www.uskh.cam
~
Ul- Please conslder the
envlmnmeni before prlnUng.
This electronic communication (including all attachments) is intended only for the named addressee(s)
and may contain confidential information. It has not passed through our standard review process. Design
data and recommendations included herein are provided as a matter of convenience and should not be
used for final design. RELY ONLY ON THE FINAL HARDCOPY MATERIALS BEARING THE
CONSULTANT'S ORIGINAL SIGNATLTRE AND SEAL. If you are not the named addressee(s), any
use, dissemination, distribution or copying of this communication is prohibited. If you have received this
communication in error, please notify the sender immediately by return e-mail and delete the original
communication from your system.
This e-mail and all other electronic (including voice) communications from the sender's firm are not
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conduct a transaction by electronic means. Any such intention or agreement is hereby expressly
disclaimed unless otherwise specifically indicated.
9/15/2008
. Page 4 of 6
T'his electronic communication (including all attachments) is intende4 only for the named addressee(s)
and may contain confidential information. It has not passed through our standard review process. Design
data and recommendations included herein are provided as a matter of convenience and should not be
used for fmal design. RELY ONLY ON THE FINAL HARDCOPY MATERIALS BEARING THE
CONSULTANT'S ORIGINAL SIGNATURE AND SEAL. If you are not the named addressee(s), any
use, dissemination, distribution or copying of this communication is prohibited. If you have received this
communication in enor, please notify the sender immediately by return e-mail and delete the original
communication from your system.
This e-mail and all other electronic (including voice) communications from the sender's firm are not
intended by the sender to constitute an electronic record, an electronic signature or any agreement to
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disclaimed unless otherwise specifically indicated.
*******s*********************
This electronic communication (including all attachments) is intended only for the named addressee(s)
and may contain confidential information. It has not passed through our standard review process. Design
data and recommendations included herein are provided as a matter of convenience and should not be
used for final design. RELY ONLY ON THE FINAL HARDCOPY MATERIALS BEARING THE
CONSULTANT'S ORIGINAL SIGNATURE AND SEAL. If you are not the named addressee(s), any
use, dissemination, distribution or copying of this communication is prohibited. If you have received this
communication in error, please notify the sender immediately by return e-mail and delete the original
communication from your system.
This e-mail and all other electronic (including voice) communications from the sender's firm are not
intended by the sender to constitute an electronic record, an electronic signature or any agreement to
conduct a transaction by electronic means. Any such intention or agreement is hereby expressly
disclaimed unless otherwise specifically indicated.
This electronic communication (including all attachments) is intended only for the named addressee(s)
and may contain confidential information. It has not passed through our standard review process. Design
data and recommendations included herein aze provided as a matter of convenience and should not be
used for final design. RELY ONLY ON THE FINAL HARDCOPY MATERIALS BEARING THE
CONSULTANT'S ORIGINAL SIGNATLIRE AND SEAL. If you are not the named addressee(s), any
use, dissemination, distribution or copying of this communication is prohibited. If you have received this
communication in error, please notify the sender immediately by return e-mail and delete the original
communication from your system.
This e-mail and all other electronic (including voice) communications from the sender's firm are not
intended by the sender to constitute an electronic record, an electronic signature or any agreement to
conduct a transaction by electronic means. Any such intention or agreement is hereby expressly
9/15/2008
, Page 5 of 6
disclaimed unless otherwise specifically indicated.
This electronic communication (including all attachments) is intended only for the named addressee(s)
and may contain confidential information. It has not passed through our standard review process. Design
data and recommendations included herein are provided as a matter of convenience and should not be
used for final design. RELY ONLY ON THE FINAL HARDCOPY MATERIALS BEARING THE
CONSULTANT'S ORIGINAL SIGNATURE AND SEAL. If you are not the named addressee(s), any
use, dissemination, distribution or copying of this communication is prohibited. If you have received this
communication in error, please notify the sender immediately by return e-mail and delete the original
communication from your system.
This e-mail and all other electronic (including voice) communications from the sender's firm aze not
intended by the sender to constitute an electronic record, an electronic signature ar any agreement to
conduct a transaction by electronic means. Any such intention or agreement is hereby expressly
disclaimed unless otherwise specifically indicated.
*****a********************~**
This electronic communication (including all attachments) is intended only for the named addressee(s)
and may contain confidential information. It has not passed through our standard review process. Design
data and recommendations included herein aze provided as a matter of convenience and should not be
used for final design. RELY ONLY ON THE FINAL HARDCOPY MATERIALS BEARING THE
CONSULTANT'S ORIGINAL SIGNAT'LTRE AND SEAL. If you are not the named addressee(s), any
use, dissemination, distribution or copying of this communication is prohibited. If you have received this
communication in error, please notify the sender immediately by return e-mail and delete the original
communication from your system.
This e-mail and all other electronic (including voice) communications from the sender's firm aze not
intended by the sender to constitute an electronic record, an electronic signature or any agreement to
conduct a transaction by electronic means. Any such intention or agreement is hereby expressly
disclaimed unless otherwise specifically indicated.
This electronic communication (including all attachments) is intended only for the named addressee(s)
and may contain confidential information. It has not passed through our standard review process. Design
data and recommendations included herein are provided as a matter of convenience and should not be
used for final design. RELY ONLY ON THE FINAL HARDCOPY MATERIALS BEARING THE
CONSULTANT'S ORIGINAL SIGNATURE AND SEAL. If you are not the named addressee(s), any
use, dissemination, distribution or copying of this communication is prohibited. If you have received this
communication in error, please notify the sender immediately by retum e-mail and delete the original
communication from your system.
9/15/2008
, Page 6 of 6
This e-mail and all other electronic (including voice) communications from the sender's firm are not
intended by the sender to constitute an electronic record, an electronic signature or any agreement to
conduct a transaction by electronic means. Any such intention or agreement is hereby expressly
disclaimed unless otherwise specifically indicated.
9/15/2008
,
~
Little, Colleen , .
From: Little, Colleen
Sent: Monday, March 17, 2003 3:29 PM
To: Lisa Frey (E-mail)
Subject: P1206E Submittal No. 2
03-17-03 RE: Summerfield East - 5th Addn
Hello Lisa,
I wanted to give you a quick list of the items still outstanding. John Hohman suggested that maybe we could meet quickly
tomorrow (at your convenience), so that we could go over it together. Hopefuliy then we could authorize you to submit
mylars, assuming that the changes would be made per our conversation. The followmg items (referencing the item
number from our comment letter of 2/28/03) need to be addressed:
4) The landing at Queen Avenue is inconsistent with the cross-slope of Calvin Road.
6) Indicate how (where) the site prep and compaction recommendations found in the Geotechnical Report are represented
in the construction documents.
10) The TOC routes are not located where expected. The flow path should start at the hydraulically furthest point.
Revising this may change some calculations.
11) Non-flooded road width calculations are required at any sump location; calculations provided are for Calvin Road which
is on a continuous grade.
14) Sight distance calculations are inconsistent with the AASHTO method typically utilized; in addition, both a plan view
and elevation view analysis is required.
Also, I happened to notice on the Queen Avenue plan sheet that the pipe diameter noted for the pipe located at station 15+
55 indicates 10 inches in one location and 12 inches in another; this should be corrected.
With regard to 208 treatment area, I remember questioning why there were no swale dimensions shown and you
responded that a lineal distance times a fixed width, less a typical driveway area was used to determine the treatment
area. While this is acceptable, somewhere on the plans, it needs to be noted how much 208 area is expected to be found
on each lot. Since the lots vary in size, I am not sure how this would be accomplished. The reason that I mention this is
because there is no way for the inspector to certify if the treatment area has been correctly accounted for without some
frame of reference (i.e. pond bottom areas) to proceed from.
And last, with regard to lot plans, they may need to be "generic" in nature (with respect to driveway location) and the
amount of 208 area that is required wdl need to be noted from lot plan to lot plan, per the reasoning above.
We can discuss the treatment area/lot plan dilemma when we meet; it will probably make more sense when we are looking
at the plans. I am open all day tomorrow if you would like to pick a time to meet, just give me a call. Thanks Lisa.
Colleen S. Littfe
Colleen S. Little, P.E.
Plan Review Engineer
Spokane County
Division of Engineering & Roads
(509) 477-7241
1
. PLAN REVIEW CHECKLIST
PROJECT REVIEW ~ DATE: _2,129D3
PROJECTNAME: SI.IVYlYY1K~di& :!'i''l
PROJECT ENGINEER: ~ LOUn~n
' J
PROJECT APPLICANT: KCIrt I Vnn/r
COUNTY REVIEWER: v IOr-krl. AA 1\ Sc
COUNTY STANDARDS (circle one): 1981 1995 1999 2001
Road Standards (RS), Guidelines for Stormwater Management (GSM), Standard Plan (SP).
~ ADMINISTRATIVE REQUIREMENTS ~
vbONo11ia❑ 1. A signed fee agreement is in the file.
,rn~55►^~
vuWr,XIwA❑ 2. A completed Submittal Checklist has been included with the road and drainage plan subnuttal.
v.1]No1TN1A❑ 3. The project is located outside the Aquifer Sensrtive Area.
vUONa❑wn❑ 4. The plat hes outside designated 100-year Flood Plam Area
vM.o❑N/A❑ 5. The project is located outside of an idenUfied Stormwater Management Problem Area.
va0no❑niaE[ 6. Any design deviations are approved.
v~sffno0N/A❑ 7. Locate the F►ndings and Order for the project and read the Conditions.
v.❑no❑vME] 8. Copy road design element table from Pre-design Meeting Notes and attach.
v.❑No❑wn❑ 9. A srte visit was performed. Date:
~
~ PLAN REQUIREMENTS (RS, Sec. 5.04) I
vcs❑N'o0;vin❑ 1. First plan sheet has a project title, a vicinrty map, an index of plan sheets and th engineer s certification statement)
vo)@no11111 2. The plans are signed by the developer. ~1C5A- Faq?_ Cll`i y
Ycs0vo❑MA❑ 3. The plans are stamped signed and dated by a Wastungton P.E
v~~no❑vn❑ 4. Road alignment mcludes 100 ft stationing; stahons increase west to east and south to north; station equations shoHm.
Ves0no11stn❑ 5. Section, Township and Range are provided.
veSNo~v/n❑ 6. Bearings on the road centerhne are provided.
ve5 •o❑.rn❑ 7. Curve data (radius, delta, arc length and serru-tangent) is shown for all road centerl►nes and curb returns.
v~, •o❑.rn❑ 8. Existing unlities are shown on the plans.
v.,14,No❑./n❑ 9. Proposed uhlihes are shown on the plans.
veAna❑nIn❑ 10. Intersecting and adjacent roads are identified and shown, as are any adjacent subdivisions. •
v"laXo11r./n❑ 11. North arrow and scale (rrun linch = 50 ft; = 100 ft OK for large lots; = 20 ft for cluttered plan) are sliro:.4,wn.
ves IM rvo❑wn❑ 12. A benchmark is called out on the plans (RS, Sec 5.06).
3~r
W5❑r,o❑nIn❑ 13. Title Block to include: project name, sheet number, road name and road lirruts (by station)
ves No❑Mn❑ 14. Section and lot lines are shown on the plans.
ve, ivXIwn❑ 15. The Standard Plan Notes & symbols are mcluded on the plans.
V.
.ro❑n/n❑ 16. Eacisting and fimsh contours are shown on road plans.
ENG All Forms & Programs/Plan Review Checklut doc Page i of 9
Revised•02/28/02
~
v~5Ono❑wn❑NEW STREETS
ve5o❑wn❑ 1. The plans show a typical road cross-sechon~jtS, Sect. 5.08). ~
y' e5 No❑nIn❑ a. If v s, cross-Vcrion sl~ws• Exishng R/W, proposed R/W, proposed width, future setaside, edge of pavement,
curbs, sidewalks, swales, and any other required improvements (RS, Sect. 3.03 and 5.08).
ves 4 o0NIn❑ b. If yes, cross-sechon on the plans shows the cross slope between 2% to 4.5% (SP A-1 for 2% rrun).
vesNoON/n❑ c. If yes, the cross-slope is conect when checked on the profile drawings. °
vnInnrXIrr/a❑ 2. The proposed new width matches the width required in the Conditions and Road Standards (Table 3.01 and 3.03 .
YAno❑nIa❑ 3. Centerline grades are witlun minimum and maximum (RS, Sec 5.06,5 & Tables 3.02 & 3.03). ~
Y.50NaM/n❑ 4. Vertical curve lengths are adequate (use spreadsheet) (RS Table 3.01 & 3.03). 'no " 1i-e-Al A!e r1D~ ~
ves❑No❑N/n❑ 5 Horizontal curve radius values are adequate (RS Table 3.01 & 3.03).
WAvo❑nia❑ 6. The carb type is Type B for public roads and Type R for private (SP A-1)
ves&e❑n/a❑ 7. The curb grades are _ 0.5% and 8% for Public and 12% for Private Roads (RS, Table 3.03)
ves❑rro❑N/a❑ a. If no, there is an approved design deviarion in the file.
WADrro❑n/a❑ 8. Soil borings have been taken and soil has been classified as per USC system.
ves0r,o❑n/n1D a. County matrix in Road Standards was utilized for pavement section design (RS Table 3.16).
v.Mo11,a❑ b. Pavement design method and proposed section(s) are adequate (RS, Sect. 5.08, 4).
vAvo❑n/n❑ 9. Maximum number of units from single roadway meets standards (RS, Sect. 1.03).
Yes❑No❑N/A❑ CURB RF.TURNS
ve5ilo❑n/n❑ 1. BCR, MCR, and ECR stations/elevations on curb retums are shown in the plan view (RS, Sect. 5.04,21).
v~~xo❑n/n❑ 2. Curb return radius values are adequate (RS, Sect. 3.04).
vu❑rro❑,in❑ LNTERSECTIONS
vaNr,a❑.rn❑ 1. Intersection separahon is _ 150' on local access and Collectors and 300' on artenals (RS, Sect. 3.04).
vaCi[No❑wA❑ 2. The intersections meet the landing requirements (2% 1995 Stds; 2% downgrade/4% upgrade 1999/2001 Stds) (RS,
Sect. 3.04). r1~ ~ I C-voCS bCCScl,n
v.191rro11.in0 3 Wheelchair ramps are provided at mtersections with sidewalks (RS, Sect. 3.20).
vXIr,A,AI 4. Sight distance is addressed for each intersect►on, analysis (plan and profile) is provided where appropriate (RS,
Table 3.01).
Yes❑.o❑v/A CUL-DE-SACS
v«❑.oEI;v,n 1. The center of cul-de-sac station is shown (RS, Sect. 3.04, could be interpreted as SI).
Y.13N.11NIA11 2 The cul-de-sac curb is shown in profile (RS, Sect. 5.06).
v.❑vo❑,vIn 3. 1'he cul-de-sac radius is 45'/50' diameter (RS, Sect 3.17 and SP A-10).
ves[I.o❑,v,n 4. The cul-de-sac grades (top of curb) are 1% rrLnimum (SP A-10).
ti•p❑no0vIn❑ TRAFFIC CONTROL SIGNAGE PLAN
va❑,oON/n❑ 1. Street name signs are shown at all intersections (RS, Sect. 3.12 & 5.04,11).
vM,rXINAI 2. Stop signs are shown for all streets that intersect an arterial (RS, Sect. 3.12).
va❑NoOr,/A❑ 3. Barriers are shown at the end of dead end streets (when necessary) (RS, Sect. 3.14).
v.❑No❑nia❑ 4. Special signing issues are addressed (Check with the County Traffic Engineer) (RS, Sect 3 12)
ENG All Forms & Programs/Plan Review Checklist.doc Page 2 of 9
Revised 02/28/02
Yes❑Yo❑NIn❑ CHANTTELIZATION PLAN
YaONo❑x/n❑ 1. A striping and/or channelization plan has been subnutted (RS, Sect. 3.12).
vZI.XIr,/n❑ 2. Channelization Plan has been reviewed and OK'd by Bob Brueggeman m Traffic Engineermg.
vesOno❑NIa STREET WIDENING
Yes❑No❑,rn 1. A street cross-section is shown for widening existuig streets (RS, Sect. 5.08).
Y.111.11,1111 a. If yes, cross-secnon shows: Existing R/W, proposed R/W, proposed width, future setaside, edge of pavement,
curbs, sidewalks, swales, and any other requued improvements (RS, Sect. 3.03 and 5.08)
v.11o0.,n 3. The proposed new width matches the width required in the Conditions and Road Standards (Table 3.01 and 3.03).
vu❑no❑.ra 4 The curb type is Type B for public roads and Type R for private (RS, Table 3.03)
v.0Na11,. 5. Curb section cross slope is between 2% and 4.5% (SP A-1 for 2% rrun).
WsEIno❑./n 6. Curb grades are _ 0.5% (RS, Table 3.03)..
Yes~no~.rn 7. Length of pavement taper out of project = WS2 -60 for 40 mph; WS for > 45 mph (AASHTO).
vu0no❑.Ia 8. Transition from end of curb to existing paving is shown (curb should nose dovvn in 12") (AASHTO).
ves❑no❑n". 9. 100' (min.) pavement taper into project is shown (AASHTO) (consider R/W).
vXIno❑./a 10. Widening spreadsheet has been provided; new cross-slopes and gutter grade are appropriate (AASHTO).
ve:Otvo[],rn DITCHES
v"❑no❑.in 1. Ditches are identified in plans, details provided, and have a minimum grade of 0.5% (GSM Page 4-14).
ves EINoEInIA 11 2. Profiles and cross-sections are shown on the plans for all proposed channels and ditches (GSM Page 4-27).
ve,❑no❑nIn 3. Ditches with eroding velocities have lining for erosion protection (GSM Page 4-14).
Ws❑Ho❑nfn 4. Min. Freeboard = 0.33*Flow Depth (GSM Page 4-28).
vXIreo❑wn 4. Man-made ditches are not located within residential lots (GSM Page 1-5).
ve,❑noDun❑ CULVERTS AND PIPE SYSTEMS
or~y or%G SQo~m¢,,~~
v~❑noO.u0 1. All culverts and pipes are shown m profile (types, statitins, offsets, lengths, and mverts) (GSM Page 2-1 & RS Sect. 5.06).
v.sgNo[I.in❑ 2. All pipes are _ 12' ; 10" is allowed between catch basins or drywells, if the length 44 LF (GSM Page 4-4).
vcs❑nol]./nI4 3. The mimmum culvert and pipe slope shown is 0.5% (GSM Page 4-4).
ve,❑no❑wn ❑ 4. There is > 12" of cover for all culverts / storm sewer pipes {2 5' (PVC), 1 5' (CMP), 1'(RCP) (HDPE/ADS)} (GSM Page 4-
3) tAVNv)aJ n)
vc,❑no❑wn❑ 5. The culverts are stationed from centerhne stationing (GSM Page 2-1).
YesMno❑nr/AJ❑ 6. Pipe anchors are shown for pipe grades >20% (GSM Page 4-27).
v.❑voEINinE] 7. Energy dissipation is provided (i.e. nprap around culvert outlet).
v«EINo❑Nin❑ 8. All angle points in the pipe system have suttable access such as a catchbasm for cleanmg (GSM Page 4-4).
vc9t4NoOnin❑ 9. All pipes arc locatcd a mmimum of 5 fect from a rear or side property Imc (GSM Page 4-4)
Ws❑No❑Nrn19 10. When two different sizes of pipes arejomed at the same manhole, the 0.8 rule is applied (GSM Page 4-4). ,
ve,11 vo❑N/A13 11. Trash Racks are provided when pipe diameter ? 18" m urban areas (GSM Page 4-27).
Yal]ho[]V/n RIP RAP
ves ❑no❑N/A 1 Material gradation, np rap thickness and area are specified (GSM Page 4-29)
v.EIvo❑N/A 2. The minimum thickness of the np rap layer is or whichever is greater of 12", D,oo or 1.5D50 (GSM Page 4-29). ~
vpElnol]N/n 3. The gravel/sand filter conforms with Table 4-15 (GSM Page 4-15). ,
ENG All Fornis & Programs/Plan Review Checkhst doc Page 3 of 9
Revised 02/28/02
~ REPORT REQUIREMENTS I
v~21,oON/A❑ 1. The calculations are stamped, signed and dated by a Washington P.E (GSM Page 2-3).
v~sUfno❑nin❑ 2. A SCS soils map is included (GSM Page 4-15).
d'i
5
v~.C2,o0vin❑ 3. The perpetual _mamtenance of dramage systems is provided for (GSM Pagc 1-3). CAc.tankL
( -Or"I( 5
' , x,.4~Trr~:>':~i`rV~',~~~Q~"~^„~: , . ~
~o~ia❑ 4. The pre-developed CN valuc matches~the~recenttland~use (p'asturel~ange grazed liy'N. liVestoc c,~agmculture =farmed).
v.❑no❑vn❑ ROADS
v.11noKvin❑ 1. Gutter flow depth and non-flooded road width evaluated for compliance (see GSM Figure 37, Page 6-70)
Yes❑No tn❑ 2 A site distance analysis has been provided for each intersection (RS Table 3.01 and 3.03).
v~Ervo nIn❑ a. A sight distance easement has been provided for encroachment >2 ft.
vcs❑no❑vin❑ BASIN MAPS (GSM Page 2-3)
Yea❑No~n/n❑ 1. A pre-developed basin map is provided.
vesoNo❑nIn❑ 2. A post-dcvclopcd basm map Is providcd.
veAna❑wa❑ 3. (North arrov) and scale are shown. l1PX.& A'O _410'D
v.Mo11N/A❑ 4. Sub-basms are labeled and correlate with calculations.
vI&o❑nIn❑ 5 Contours/spot elevations are shown.
v,.❑rvo19wn❑ 6. Labeled Tc routes are shown. ggQa, }0 S~w
ve5[INX]nIn19 7. Existing dramage courses are shown.
ve9❑No❑MnE) 8. Proposed drainage courses are shown
vZvo❑n/n❑ 9. The dramage design mamtams existing sheet flow patterns wrthout concentrating flows.
v..❑rro0nIn19 10. The centerlme of all ditches and the direction of flow are shown (Page 2-3 and 4-28).
vaNrro❑,in❑ 11. Existmg drainage facihties and water bodies are shown.
v.E@rro❑nin❑ 12. Footpnnt of proposed drainage facilities are shown.
vcs❑no❑Nrn❑ BASINS
Yn0no❑.In❑ l. Nydrologic calculations are provided for each basin. (Rational Formula if 10 acres, SCS TR-55 if area > 10 acres)
(GSM Page 3-5).
YMxo❑Nin❑ 2. On-site = 10 year design storm and off-site= 50 year design storm (GSM Page 3-1).
v.11o❑nin❑ 3 Runoff rate is compared between entire basm and road area; larger rate controls (GSM Page 3-I).
ves❑NXIVn❑ DITCHES
vcs❑no0N/nM 1. Ditch calculahons have been provided (50 year storm, plus 30% freeboard) (GSM Page 1-5)
w9❑no11in❑ CULVERTS AND PIPE SYSTEMS
WsONo❑N/AI" 70'jt 1. Backwater analysis for any pipe and/or ditch is included (GSM Page 4-26).
v.11o❑N/AS 2. Headwater calculations for culverts are provided (CSM Page 4-27).
vu❑No❑n1n9] 3. The headwater for culvert entrances is under 2~ for <18" in 0 and 1.5 ~ for culverts greater than 18" in ~
vp❑No❑wa 4. The rrummum velocity within each pipe of the pipe system is 4 fps (GSM Page 4-3).
v"❑no❑N/A 5. There is a minimum freeboard of 0 75 feet m each catchbasin and top of grate (GSM Page 4-3)
vnOvo❑N/A 6. Riprap design calculahons are provided (GSM Page 4-29).
ENG All Forms & Programs/Plan Review Checklist doc Page G of 9
Revised• 02l28/02
ves❑No❑N/n❑ INLETS
v. Orro11nin❑ 1. Curb mlet capacity calculations are mcluded (GSM Page 4-1).
vZ❑VXIwnIZI 2. Perimeter calculation does not include the side of the grate agamst the curb face (GSM Page 4-1).
ves0No0na24 3. Perimeter of grate is - 2 for calculations where there is no curb opening (GSM Page 4-1).
vesEloONia❑ 4. Curb mlet length does not excced 6 fcct (GSM Page 5-19).
vZIno❑nin❑ 208 SWALE & DRYWELL SYSTEMS
vesgroa❑N/A❑ 1. Soils type is "pre-approved" for drywells wrthout percolation tests (see page 4-15, GSM).
ves❑no❑N/n❑ a. If no, a geotechnical report is mcluded and recommendations are accounted for.
ve5IDxa❑Nin❑ 2. Swale area is _ required area from `208' calculations for impervious areas (GSM Page 5-1)
vJAnXIn/a❑ 3. 208 swale floor arca, volumc rcquirements sized properly to treat impervious surface areas (GSM Page 5-1).
ve90no0NiA DETENTION POND
v,,❑no❑n/a l. Contams the difference behween the 50-yr developed and the 50-year pre-developed (GSM Page 3-5).
ve,❑no❑N/A 2. Releases at 50-yr pre-developed (GSM Page 4-20).
ve.50no101naA 3. Control structure is designed to release rates specified in the Conditions (GSM Page 4-I5).
1,901o❑nI 4. Downstream channel or pipe system can handle proposed flows (GSM, Page 3-7).
ves~no❑n/A 5. Emergency overflow weir for 100-year post-developed flow rate (GSM Page 3-6).
ves❑rroONiA 6. Sump prior to outlet to control structure (GSM Figure 4-3).
v.s11xo0n/A 7. 1' min. freeboard at 50-year design storm is provided (GSM Figure 4-3).
vu❑NoOrr/A 8. SCS method used in routing analysis for detenrion pond sizmg (GSM Page 4-20).
vcs❑noOn/a a. If yes, basins with CN values that differ by 20 points or more have been evaluated separately, and then added
(GSM Page 3-8)
vC50no0n,n 9. Qpost <_Qpre (GSM Page 3-6).
v. ❑No❑Hia 10. Vpost <_Vpre, if in Conditions or deemed necessary due decision of County Engineer (GSM Page 3-6).
v.❑no❑rr/A 11. Berm compaction and lift requirements are specified (GSM Page 4-30).
V. ❑No❑nIA 12. Bypass flows towards a natural discharge point (GSM Page 3-6).
ves0No0Nia EVAPORATIVE POND
vc50nor-Inin 1. "Condition A" - no surface discharge: hold all post-developed volume, begin 2 yr cycle with 100 yr storm in pond
(GSM Page 3-10).
vn 1:1 No❑nIa 2. "Condinon B" - existmg surface discharge: post rrunus pre-development volume, with 1.2 safery factor; 2 yr cycle
(GSM Page 3-9).
v"❑rroOn/n a. If yes, in addition, a separate detention storage system is provided to attenuate peak flows during design events.
ve,❑NoO,/n 11 3. Detention system is designed in accordance with SW Guidelmes (see checklist above).
Y. ❑rroOwn 11 4. Water budget cycle iterations have been provided: starting at several different months (typically Oct through Feb)
(GSM Page 3-10).
v. ❑no❑NI a If yes, the month that nets the greatest overall (total at end of cycle) storage volume is used for final design.
ves❑.o❑un 11 5. Average annual precipitation rate has been adjusted for location (Fig 29) (GSM Page 3-11)
vu0.o❑N/A 11 6 Runoff volumes are determined by the SCS hydrograph method (GSM Page 3-11).
v.01o❑wn a. If yes, runoff volumes have calculated separately for permeable and impervious area, and then added together.
vcs❑no❑nIn b. If yes, antecedent moisture conditions have been taken mto account for frozen and saturated ground conditions
vpONoOxIn 7. The potential of mounding, downstream unpacts, etc were mvestigated and discussed (GSM Page 3-11).
ENG All Forms & Programs/Plan Review Checklisl doc Page 7 of 9
Revised 02/28/02
vpO,ro❑N/A 1NLETS
vpOno❑N/A l. The centerlme road stations, offscts, and invert elevations for all inlets are shown in the plan views (GSM Page 2-1).
voONo❑nin 2. inlet grate type is shown (GSM Page 2-1).
ves❑no❑nIn 3. Catch basm, inlet, or special manhole details are shown or a standard drawing is referenced (GSM Page 2-1).
v~❑No❑N/A 4. Trash Racks are provided when pipe diameter z 18" in urban areas and _ 12" in rural areas (GSM Pagc 4-27)
vJ❑N'oONin❑ 208 SWALE & DRYWELL SYSTEMS
veso.oON/n❑ 1 The swale is located outside a future set aside area (GSM Page 5-18)
ve9❑No❑Nin❑ 2. Swale floor and berm elevation is shown on the drawing (GSM Page 5-18).
ve90,No❑un❑ 3. Dimensions are shown for bottom of swale (GSM Page 5-18). ~-%Jp
vuOno❑./A❑ 4. Stahomng and offsets are provided for each pond comer (GSM Page 5-18). ~o
vesEgno❑lvn❑ 5. Swalc floor is 6" below drywell grate elevation (8" if soil mixture is specified or CEC testmg requvement is noted) (GSYI
Page 5-18). ~
Yes❑no❑nIn❑ 6. Sod/turfi(hydroseedlandCprmkler system) is specified for publicly maintained ponds (GSM Page 4-20).
vISrrXIVn❑ 7. The total storage depth is 5 1' for GPA with drywells and 0.5' for GPA with no drywells (GSM Page 5-18).
vesEloOn/A❑ 8. Dryland grasses specified for ponds mamtained by homeowner's associations (GSM Page 4-20).
vuMvoEIn/n❑ 9. Swale side slopes do not exceed a 3:1 side slopc. (2:1 sidc slope is allowed if swale depth is <12") (GSM Page 5-18)
ves[&Oun❑ 10. Swale floor> 6" below normal gutter flowline at curb inlet without drywell; > 12" wrth dr}nvell (GSM Page 5-18).
v,s9rro❑nin❑ 11. Swale must have 3" freeboard above the max. water surface elevation for thc dcsign storm (GSM Figure 48)
vesCno❑n/n❑ 12. A cross-section of the pond is shown (GSM Page 3-5).
v.5❑no❑n/nIZ 13. A gradmg plan has been provided for the pond; at a mimmum, finish contours have been provided (GSM Page 3-5).
vC91Ino❑n/n54 14. A 6 ft visible through fence is provided if the swale is deep, sideslopcs excecd 5:1 and cannot dram m 72 hrs (GSM
Page 3-5).
v.5❑No❑nIn❑ 15. Overflow from a swale at a low pomt is directed away from structures (GSM Page 2-1).
ti•~s1gxo❑n/n❑ 16 Drywell type is specified (GSM Page 2-1).
VesO,rANin❑ 17. Drywcll grate typc is specified (GSM Page 2-1).
~ ~ , k'; "3 `'',"t~.: ;~i p•.a-~~FC <; - ° . x . . _ . ,
v~s vo roa 18. a,r~ ebl "s~h~ou,ld0be:offset fr,om:the~c~urbinlet.
.
v~5~rro0wn~ 19:.. ltiple,dry~vell's are locate`d more;2han 30y apart; `c_entcr to center,
vesQvo❑n/n❑ 20. Drywell is located within 8' of the curb line, or a maintenance access route and easement are provided (GSM Page 1-4).
vo❑rro❑.91 21. A 12' maintenance access drive to the bottom of pond is provided, if necessary (GSM Page 1-3).
ves❑Ho❑N/A❑ a. If yes, an all-weather surface (6 in gravel), min 12 ft. wide, min 20 ft. easement or tract, with < 20% slope.
ve,O.rXInIa❑ 22. Bottom of drywell has a 4 ft mmimum clearance from any limitmg layer (ie, bedrock, clay, or high groundwater) (GSM
Page 4-26).
ve5Oroo❑Mn❑ 23. Min. berm elevation is specified (GSM Page 5-18).
v.❑no0"' ia DETENTION POND
v~,❑no❑xIn 1. The pond bottom and berm elevafion is shown on the drawing (GSM Page 5-18).
ve,❑nXI.tn 2. Dunensions are shown for the pond bottom (GSM Page 5-18).
vcs❑Nollwn 3. Starioning and offsets are provided for each pond comer (GSM Page 5-18).
YA1N.GN/A13 4. Sod/turf/hydroseed and spnnkler system is specified for publicly mamtained ponds (GSM Page 4-20).
v,s❑.o0NIn 5. Dryland grasses specified for ponds mamtamed by homeowner's associahons (GSM Page 4-20).
v.❑.o❑NIA 6. Pond side slopes do not exceed a 3:1 (GSM Page 5-18).
YesONAINIA11 7. A cross-section of the pond is shown (GSM Page 3-5).
ves❑no❑n/n 8. A grading plan has been provided for the pond; at a mmimum, fimsh contours have been provided (GSM Page 3-5).
vulla❑N/A 9. A 12' maintenance access drive to the bottom of pond is provided, if necessary (GSM Page 1-3)
ENG All Fortns & Programs/Plan Review Checklist.doc Page 4 of 9
Revised. 02/28/02
ves❑No❑N/A a. If yes, an all-weather surface (6 in gravel), min 12 ft. wide, min 20 ft. easement or tract, with < 20% slope.
ves❑No❑;vin 10. A 6 ft visible through fence is provided if the swale is > 1' deep and sideslopes exceed 5:1 and cannot drain m 72 hours
(GSM Page 3-5).
vu0no❑./A 11. Berm height is greater than 4 ft in height (GSM Page 4-30).
vu❑NoO.1 If yes, design includes a keyway, clay or geotextile liner and is in accordance with Fig 47 of SW Guidelines.
ves❑r,a❑.~n 12. Berm height is greater than 12 ft in height (GSM Page 4-30).
v~❑roo❑./n a. If yes, geotectuucal report and subsurface inveshgahon has been prepared and submitted for review.
veg❑no❑nin EVAPORATIVE POND
ves❑r,o❑N/n 1. A cross-secUon of the evaporarive pond is shown (GSM Page 3-5).
ve9❑No❑n/n 2. The pond bottom and berm elevation is shown on the drawing (GSM Page 5-18).
ves❑rroOnIn 3. Dimensions are shown for the pond bottom (GSM Page 5-18).
Yes❑rroE]n/n 11 4. Stariomng and offsets are provided for each pond corner (GSM Page 5-18).
ves❑rro0nIn 11 5. A gradmg plan has been provided for the pond; at a minimum, finish contours have been provided (GSM Page 3-5).
ve,0No0n/n 6. Sod/turf/hydroseed and sprinkler system is specified for publicly maintained ponds (GSM Page 4-20).
vcs❑rro❑N/A 7 Impermeable liner of compacted clay, bentorute soil rrux, or plashc, with seepage rate 51 x 10-' cm/s (GSM Page 3-
5).
Ves[Irro❑NIa 8. Dryland grasses specified for ponds mamtained by homeowner's associations (GSM Page 4-20).
v,9❑no[:InIn 9. Berm height is greater than 4 ft in height (GSM Page 4-30).
vcsOrro❑rr/a If yes, design includes a keyway, clay or geotexhle liner and is in accordance wikh Fig 47 of SW Guidelines.
vcs❑no0 r,"" 10. Berm height is greater than 12 ft in height (GSM Page 4-30).
v"❑NoON/a a. If yes, geotechmcal report and subsurface investigation has been prepared and submitted for review.
va11roo0nin 11. A 12' mamtenance access dnve to the bottom of ponds is provided, if necessary (GSM Page 1-3).
vcs❑No❑rrIa a. If yes, an all-weather surface (6 m gravel), mui 12 ft. v~nde, min 20 ft. easement or tract, with < 20% slope
va❑reo0rua 12. A 6 ft visible through fence is provided if the swale is > 1' deep and sideslopes excecd 5: I(GSM Page 4-20).
va❑No❑rna 13. At least 6" of top soil over the liner is included (GSM Page 3-5).
wONo❑N/A❑ EASEMENTS
WAHo0Nin❑ l. All drainage facilities have adequate drainage easements for maintenance (GSM Page 1-5).
ve90,ro11 n/n❑ 2. A min. 5' easement is provided for 208 swales (GSM Page 5-18).
ves❑VO❑n/nt4 3. There are existmg or proposed easements for natural channels (GSM Page 1-5).
ve5❑no❑N/alg 4. Eascments for natural channcls are adequate to pass the 50-year storm plus a 30°/a(GSM Page 1-5).
Yes❑Ko❑niaQ 5. A public drainage easement is provlded where public street drainage is drverted onto pnvate property (GSM Page 1-5).
ves❑Ho❑nin❑ 6 Overflow easements are provided from swalcs/ponds located m low points, where necessary and possible (GSM Page 2-
1).
v.OrroLQn/n❑ 7 Sight distance easements are identified.
v.❑.o11WA❑ EROSION & SEDiMENTATION CONTROL REQUIItEMENTS
YaANo❑N/n❑ L The basic elements are on the plan (silt fence, rock construction entry, checkdams, etc.) (GSM App K Page 30)
v~s9J.o❑ar,n❑ 2. Standard Notes have been included (GSM Appendix B)
v. 12No11Nrn11 3. The ESC plan includes the information listed in Section 4.5.20 (GSM Page 4-33)
ENG All Forms & Programs/Plan Review Checklist doc Page 5 of 9
Revised. 02/28/02
vu0vo❑N,n❑ 208 LOT PLANS CHECKLIST N~ p rz)\j
vCs❑.o❑N,n❑ 1. Lot plans are on 8%2" x 11" paper or legal size (GSM App. F, Addendum to Sect. 4).
v.❑.o❑n,in❑ 2. The lot number, block number, subdivision name, date drawn, scale, north arrow and street name (GSM App C-2)
Yes❑no❑,';/A❑ 3. Easement dimensions are in relation to property lines or corners (GSM App. C-2).
vc9❑no❑N/a❑ 4. Swale floor dunensions are m relation to property lines or corners (GSM App C-2)
v.❑no0N/n❑ 5. Swale floor elevation shown (GSM App. C-2).
ve,❑no❑NIn❑ 6 Location of curb and sidewalk (or edge of asphalt) are shown.
Yes❑no❑v/A ❑ 7. Depth from the normal flowline to bottom of swale is mdicated.
ve,12No11.,a%0 8. Rim elevarion drywell type, frame and grate type, centerline offset and station are shown (GSM App. C-2).
v.Ono❑NAO 9. Any drainage ditches, or other related easements are shown (GSM App. C-2).
v.Ono❑vra❑ 10. Existing easements, buildmgs, future set asides, and required buildmg setback lmes are shown (GSM App. G2).
v.❑na❑Mn❑ 11. A P.E. stamped and dated all pages of the Lot Plans (GSM App. C-2).
ves❑na❑wa❑ 11. A cross section of the drainage faclhhes (ie, swale, drywell, catch basu►, ditch) is on a second sheet (GSM App. G2).
vZINa❑vta❑ 13. The cross section shows the concrete apron, R.O.W line, curb, sidewalk, grate, normal flow Iine of the curb or edge
of asphalt and specifies sod or seed rrux (GSM App. C-2).
ENG All Forms & Programs/Plan Review Checklist.doc Page 8 of 9
Revised. 02/28102
A A
I CONDITIONS OF APPROVAL
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ENG All Forms & Programs/Plan Revicw Chccklist.doc Page 9 of 9
Revised 02/28/02
Submittal Checklist
for Road & Drainage Projects in Spokane County - Plats/Short Plats
Thrs Submitta! Checklist is to be completed and srgned by the Sponsor's Engineer, artd included wrth each
plan submittal into 1he Spokane County Engineers Office. Ij this form is not fully completed and signe,~ do
not submit plans and calculations to Spokane County jor review and acceptance. Incomplete submitta/s ivill
be returned and wrll cause unnecessary delays for your client.
Project Name:
Spokane County Project No. PE1206-78 Summerfield East FiRh Addition Date: Fehruarv 24. 2003
Project Engineer: USKH/Wvatt Eneineering. /nG Phone: 509-328-5139
Project Sponsor: Ken Tuoner Phone: 509-981-4335
A. Preliminary Process
Prior to Submittal of Road and Drainage Plans, the following events are to have already occurred:
(By checking each ttem offshawn below, yoa are stattng that you have verified these events/items have been completed)
0 I Adoption of a Hearing Examiner's Report for this long plat, or a Planning Report for this short plat.
0 At least one Pre-Design Meeting has been held with County staff at the Engineers Office.
❑ An "Agreement to Pay Fees" has been signed by the project sponsor, and submitted to the County
Engineers Office.
o A Channelization Plan (e.g. signing and striping plan) of public roadway improvements, has been
coordinated and discussed with the County Engineers Office.
B. Road and Drainage Plan Submittal
The items listed below are to be provided as a minimum with a road and drainage plan submittal. Additional
information may be required to demonstrate that the plans meet all applicable standards.
(By checking "yes" for each item shown helaw, you are verifying that these items have been completed and are rncluded in
this submitla! For any baY checked "n/a", a written justrficapon of any omiss►ons a1 !he end of lhis sectron rs required)
Item DescripNou
* yes ❑ Na Road and drainage plans, two print sets. (Certification statement on cover of plans)
❑ yes 0 o/a One set of plans on 24' x 36" myl ar media, or CAD electronic file --.DWG or.DXF format
❑ yes 0 n/a Each Plan Sheet of record is signed and dated by the project sponsor.
* yes ❑ n/a The road and drainage design meets the requirements of State law, WAC 196-27 regarding
"conformity with accepted standards"; that is, the design reflects the "state of the practice"
for the proposed concept.
* ycs ❑ n/a The plans, Drainage Report, basin map(s), and any other calculations are stamped, signed
and dated by an engineer licensed m the State of Washington.
* yes o n/a Drainage Report, two sets. To include: basin map(s), time of concentration routes in basin
map, and Certification statement on cover of report and basin map.
* yes ❑ u/a Geotechnical Report, one set. (Include all soil test pit/boring logs.)
* yes o n/a Structural Pavement Calculadons, one set
❑ yes s 0 n/a Cross-slope grade calculations for road widening projects.
Item Description
❑ ycs Z n/a Maintenance Manual and Sinking Fund calculations for drainage facilities located outside
of County road right-of-way.
❑ yes Cg n/a Written explanation of who/what entity will be responsible for maintaining drainage
facilities which are located outside of public road right-of-way, and that the plan is
acceptable to the County Engineers Office.
❑ yes 0 n/a Channelization Plan, or signing and striping information provided in the road plans. To be
included in road and drainage plan set.
• yes ❑ n/a I have read the Hearing Examiner's Report (long plat), or Planning Dept. Findings and
Conditions (short plat), for this project. The design meets the conditions in the report.
❑ yes 10 u/a Copy of Approved Design Deviations.
O yes 0 yes Fire District Approval, for private roads.
o yes 0 n/a Lot Plans. Required for any lots with drainage easements and which front a public road,
or for lots which receive and treat runoff from a public right-of-way.
❑ yes 0 n/a Any applicable State and Federal permits have been obtained. (i.e. HPA, JARPA, etc.).
For Permits with conditions, a copy of the permit and conditions aze included in the plan
submittal.
❑ yes 0 n/a Inspection Agreement between the sponsor and its engineer.
❑ yes 0 n/a For off-site easements to be granted to Spokane County, the following items shall be
inctuded: legal description, exhibit, and proof of ownership.
• yes ❑ o/a Erosion Control Plan, required for "Major Land-Disturbing Activity." To be included in
the road and drainage plan set.
Explanation for any items listed above which are not included in this submittal:
See Attached Sheet
(Note: an insufficient justification of why an item was oot included in the submitted, or incomplete documents, may result
in the submittal bemg returned without review or without acceptance. Provide attachments if necessary.)
By signing below, the engineer is stating that the information provided in the submittal is complete, that the
information provided in the Submittal Checklist is accurate, and the plans and calculations are in accordance
with the Spokane County Standards for Road & Sewer Construction, and the Guide[ines for Storrmvater
Management, except where an approved Design Deviation allows otherwise.
Engineer's Signa~he: Date: a `a`IIa~
Engineer's Name: JF.ff Q ° IJ • Lo 6 otLo. ~ ~ -
(please print) I
If there are arry questions about this form or appropriate procedures, please call Development Services,
Spokane County Public Works, at (509) 456-3600.
For Spokane County Use Only
Submitta( No: County Plan Reviewer:
❑ Accepted in for Review or Construction
❑ Returned to the engineer without review and/or acceptance, See attached letter of explanation.
Processing Date:
Submittal Checklist
Spokane County Public Works; Apn129, 1998
/ -
BEFORE SPOKANE COUNTY DIVISION OF PLANNING
~ 07Y
IN THE MATTER OF AN EXTENSION
OF TIME REQUEST FOR PE-1206-78, ) FINDINGS OF FACT,
SUMMERFIELD EAST, AN ) CONCLUSIONS AND
APPROVED PRELIMINARY PLAT ) DECISION
THIS MATTER, a request for an extension of time from Five Fifty, LLC, c/o Ken Tupper, has
been received and decided upon, pursuant to Spokane County Subdivision regulations (Section
12.100.118) and RCW 58.17.140.
FINDINGS OF FACT
1. The individual signing below has been properly delegated the responsibility for rendering
this decision by the Director of the Spokane County Division of Planning.
2. The original proposal was to subdivide approximately 91 acres into 268 lots for single
family dwellings with a Zone Reclassification from Agricultural (A) to Single Family
Residential (R-1).
3. The subject preliminary plat was approved by the Hearing Examiner Committee on
January 30, 1979.
4. The proposal is generally located north of Wellesley Avenue, south of Forker Road and
west of Progress Road in Section 35, Township 26 North, Range 44 EWM, Spokane
County, Washington.
5. The existing zoning of the property described in the application is Urban Residential-3.5
(UR-3.5), previously established as Agricultural (A) zoning in 1961 and re-designated to
Urban Residential-3.5 (UR-3.5) on January 1, 1991 consistent with the Program to
Implement the Spokane County Zoning Code, and remains unchanged by adoption of the
Phase I Development Regulations on January 15, 2002. Pursuant to RCW 58.17.195 the
proposal does conform to the requirements of the existing UR-3.5 zone.
6. The Comprehensive Plan designated the azea of the preliminary plat as Urban at the time
of application acceptance. On August 24, 2001, the Boazd of County Commissioners
(BOCC) adopted a new Spokane County Comprehensive Plan (see Resolution # 1-0799).
The new Comprehensive Plan designates the subject property as Low Density Residential.
7. The subject property is located inside of the Urban Growth Area (LJGA).
8. Spokane County has established specific criteria for considering the extension of time for
the expiration of preliminary subdivisions, specifically for regulaz subdivisions, and
depaztment policy for short subdivisions. These criteria ar6 found in Section 12.100.118
(Extensions of Time) of the Spokane County Subdivision Ordinance and have been used
as a basis for this decision.
Section 12.100.118 states that "The Director may administratively approve an extension
provided there aze no significant changed conditions wluch would render filing of the plat
or binding site plan contrary to the public health, safety or general welfare, and further
provided one or more of the following circumstances is found to apply."
Extension of Time Findings File No. PE-1206-78 Page 2
1) That some portion of the existing preliminary plat has been frnalized since the last
extension was granted and the remaining lots would form a unifred development
consistent with the original approval;
RESPONSE: Five (5) phases of the original preliminary plat have been finalized for a
total of 1591ots with 109 lots remaining to be finalized. The most recent phase,
consisting of 251ots, was finalized in October, 2002.
2) That the preliminary subdivision, short subdivision, or binding site plan remains
generally consistent with the original plat or binding site plan that was approved, and
the sponsor has taken substantial steps towards finalizing the plat or binding site plan,
which shall include one, but is not limited to, the following:
a. surveying the lots within the development;
b. arranging for public services to the site;
c. obtaining necessary financing for all or a portion of the preliminary subdivision,
short subdivision, or binding site plan;
d. the completion of studies or other requirements which were part of preliminary
subdivision, short subdivision, or binding site plan approval.
RESPONSE: The preliminary subdivision remains consistent with the original plat that
was approved. In addition, the applicant has finalized 159 originally approved lots,
with 1091ots remaining.
3) That at the time the preliminary plat approval was granted, development of the
proposal was conditioned upon the extension of public services which are not yet
available. 7'his provision shall not apply to public utility extension which the project
sponsor would normally fund.
RESPONSE: Not applicable. 4) That administrative delays have caused the inability of the applicant to finalize the
plat within the five (S) year time period.
RESPONSE: Not applicable.
9. This is the eleventh request for a time extension. The total life of the preliminary plat has
been approximately 24 yeazs.
10. The proposal has been circulated to all affected agencies and deparnnents for comment.
Additional and/or revised conditions of approval have been recommended by the Spokane
County Division of Engineering and Roads. These recommended conditions of approval
aze included below. -
11. The applicandowner should show substantially greater progress towazd complying with
Section 12.100.18 of the Spokane County Subdivision Ordinance before requesting an
additional extension of time.
,
Extension of Time Findings File No. PE-1206-78 / Page 3
CONCLUSIONS
BASED UPON A REVIEW of (a) the criteria for approving an extension of time of the
expiration date for a preliminary plat and (b) the above Findings of Fact, the following
conclusion is made:
The proponent has demonstrated progress towazd completing the preliminary plat as
evidenced in the above Findings of Fact and there are no significant changed conditions
which would render filing of the plat contrary to the public health, safety or general
welfaze. Therefore, a one (1) year extension of time is warranted.
DECISION
BASED UPON THE ABOVE Findings of Fact and Conclusions, an extension of time request
for application PE-1206-78 is hereby approved until February 1, 2004, and subject to those
conditions specified by the Division of Planning Findings of Fact, Conclusion and Decision
dated January 11, 1996, updated as follows: New conditions aze illustrated in bold text and
revised conditions are illustrated as s#ike th,-eugh or underlines.
CONDITIONS OF APPROVAL
SPOKANE COUNTY DIVISION OF PLANNING
1. The preliminary plat is given conditional approval for one (1) yeaz, specifically to
February l, 2004. The applicant may request an extension of time by submitting a written
request no later than thirty (30) days prior to the above expiration date.
2. The proposal shall comply with the Urban Residential-3.5 (LJR-3.5) zone, as amended.
3. The final plat shall be designed substantially in conformance with the preliminary plat of
record. No increase of density or number of lots shall occur without a change of condition
application submittal and approval.
4. A fmal plat name/number shall be indicated before the final plat is filed, such
name/number to be approved by the Planning Director/designee.
5. Appropriate road name(s) shall be indicated.
6. The Planning Director/designee shall review any proposed final plat to ensure compliance
with these Findings and Conditions of approval.
. 7. Appropriate utility easements shall be indicated on copies of the proposed final plat. _
. Written approval of utility easements by appropriate utility companies shall be received
with the submittal of the final plat.
8. The final plat map shall indicate by a clear, dashed line the required yard setbacks from all
private or public roads. The dedication shall contain the following statement:
~
'
Extension of Time Findings File No. PE-1206-78 Page 4
"Side yazd and reaz yard setbacks shall be determined at the time building permits aze
requested unless these setbacks are specifically drafted on this final plat"
9. Four (4) current certificates of title shall be furnished to the Planning Department prior to
filing the final plat.
10. Prior to filing all or a portion of a final plat, the applicant's surveyor shall submit one or
more maps outlined in red of the area being finalized. The scale shall match the
appropriate assessor's map scale.
11. A survey is required prior to the filing of a final plat.
12. The final plat shall indicate yard setbacks azc lengths on cul-de-sac lots which meet or
exceed the minimum frontage of the underlying zone of the final plat.
13. The Spokane County Planning Department shall prepare and record with the County
Auditor a Title Notice specifying a future land acquisition area for road right-of-way and
utilities. The reserved future acquisition azea Title Notice shall be released, in full or in
part, by the Planning Depaztment. The notice should be recorded within the same time
frame as an appeal and shall provide the following:
a. At least 20 feet of reserved future acquisition area for road right-of-way and utilities, in
addition to the existing and/or newly dedicated right-of-way along Forker Road.
b. Future building and other setbacks required by the Spokane County Zoning Code shall
be measured from the reserved future acquisition area.
c. No required landscaping, parking, `208' areas, drainfield or allowed signs should be
located within the future acquisition area for road right-of-way and utilities. If any of
the above improvements are made within this area, they shall be relocated at the
applicant's expense when roadway improvements are made.
d. The future acquisition azea, until acquired, shall be private property and may be used
as allowed in the zone, except that any improvements (such as landscaping, pazking,
surface drainage, drainfield, sign or others) shall be considered interim uses.
14. The plat dedication shall contain the following statement for those lots located on a stub
road or temporary cul-de-sac:
"Lot(s) Block(s) are located on a temporary cul-de-sac/stub road. This
temporary cul-de-sac /stub street may be extended to provide access to adjacent
property and/or connect to existing roads or new roads as development and/or
circulation needs dictate."
- 15. The conditions of approval apply to the preliminary subdivision of record.
16. Subsequent extensions of time will only be considered upon a finding of substantial
compliance with Section 12.100.118, of the Spokane County Subdivision Ordinance.
17. That the sponsnr constructs a 6 foot high chainlink fence around the entire periphery of the
retainage basin in the storm drainage plan.
~
Extension of Time Findings File No. PE-1206-78 Page 5
18. That all construction will be monitored by the Spokane County Air Pollution Control
Authority to insure compliance with air pollution requirements and control techniques.
19. That the sponsor limits the construction activities from 7:00 a.m. to 6:00 p.m.
20. That the sponsor provides and constructs 6-foot sidewalks excluding curbs (in addition to
hose required along the pathways) and bike paths along the plat boundaries of Progress
Road, and Wellesley Avenue as required and approved by the Spokane County Engineer.
21. That the sponsor construct a 6-foot chainlink fence along the approximately 900 feet
common lot line shared by this proposal and property owned by Tony Danelo, prior to
finalizing of any phase of this project. Mr. Danelo's property is legally defined as West
Farms Irrigated Tracts Plat #4, Blocks 113 and 112.
SPOKANE COUNTY DIVISION OF ENGINEERING AND ROADS
Prior to release of a building permit or use of property as proposed:
1. The conditional approval of the plat is given by the County Engineer subject to dedication
of right-of-way and approval of the road system as indicated in the preliminary plat of
record.
2. A Professional Engineer, licensed in the State of Washington, shall submit fmal road and
drainage plans, a drainage report and calculations that conform to the 2001 Spokane
County Standards for Road and Sewer Construction, the ed-i 1998 of the
Spokane County Guidelines for Stormwater Management, and all other applicable
standazds. The plans and report shall receive the County Engineer's acceptance prior to
release of a construction or building pernut or approval of the fmal plat.
3. Construction within the proposed public streets and easements shall be performed under
the direct supervision of a licensed engineer/surveyor, who shall furnish the County
Engineer with "As Built" plans and a certificate in writing that all improvements were
installed to the lines and grades shown on the approved construction plans and that all
disturbed monuments have been replaced.
4. No construction work is to be performed within the existing or proposed Public right-of-
way until a pemut has been issued by the County Engineer. All work is subject to inspection and approval by the County Engineer.
5. All construction within the existing or proposed Public right-of-way is to be completed
prior to filing the final plat or a bond in the amount estimated by the County Engineer to
cover the cost of construction of improvements. Construction certification, "As Built"
plans and monumenting the street centerlines shall be filed with the County Engineer.
6. No direct access from lots to stub road connections until such roads aze constructed to
County standards and established as county roads.
7. Road design, construction, and drainage control for one-half (1/2) rights-of-way and stub
road connections aze the responsibility of the owner, developer or applicant.
. ~ -
Extension of Time Findings File No. PE-1206-78 Page 6
8. The proposed subdivision shall be improved to the standards set forth in Spokane County
Board of Commissioners Resolution No. 1-0298, as amended, which establishes
regulations for roads, approaches, drainage and fees in new construction.
9. A statement shall be placed in plat dedication that no direct access be allowed from lots to
Wellington Avenue, Forker Road and Progress Road.
10. Dedication of 20 feet of additional right-of-way along Progress Road is required.
11. That the sponsor allocate and redesign north access road intersection at Progress Road.
Design standards for neighborhood collection arterial should be used.
12. That the sponsor provide 50 foot radius cul-de-sac rights-of-way.
13. That the sponsor provide and construct 6 foot sidewalks excluding curb along pathway
routes as designated by the County Engineer, and shown on the preliminary plat of record,
and along Wellesley Avenue.
14. That the sponsor provide stub road connections, to the west, to access center of Tract 103
and south line of Tract 113 in West Farms Irrigated Tracts.
15. That the sponsor assume responsibility for reconstruction of Progress Road should
flooding, caused through activities of the plat, cause damage to the road.
16. That the stub roads to the west be bazricaded, by the sponsor, in a fashion acceptable to the
Spokane County Engineers.
17. There shall be no further finalization of phases, all or a portion of which is within the
Zone-A Floodplain, until engineering work is completed to evaluate the impact of storm
water runoff from Forker Draw as predicted in newly released FEMA maps and reports.
Storm water management plans shall be developed prior to finalization of any further .
phases. 18. A bond for the anticipated engineering inspection and certification portion of the project
shall be posted with the County Engineer prior to plan acceptance.
19. Condition No. 18 in Spokane County's Finding of Fact and Conclusions for PE-1206-78,
Sumerfield East aze hereby amended as follows:
a. Within the development all lots shall be required to have site plan showing lowest adjacent
grade and lowest opening at least 2 feet above curb elevation for residence and concrete
gazage slab at lease 18 inches above curb elevation.
b. Each lot will require a floodplain development permit prior to any development (to include
grading, filling, excavating, paving, construction and other development activities). -
c. Plat shall contain language identifying the area as a flood hazard area, alerting -
homeowners of the requirements for developing within the floodplain.
d. No further plat encroachment or finalization of phases may occur within the Zone A
Floodplain without a CLOMR.
Extension of Time Findings File No. PE-1206-78 Page 7
20. The County Engineer has examined this development proposal and has determined that the
impact of this proposal upon the existing County Road System warrants the dedication of
additional R.ight of Way and the roadway improvements herein specified.
21. "The applicant is advised that there may exist utilities either underground or overhead
effecting the applicant's property, including property to be dedicated or set aside future
acquisition. Spokane County will assume no financial obligation for adjustments or
relocation regazding these utilities." "The applicant should contact the applicable utilities
regazding responsibility for adjustment or relocation costs and to make arrangements for
any necessary work."
22. Erosion Control: A Temporary Erosion and Sedimentation Control (T'ESC) plan shall be
prepared by a WA State licensed Professional Engineer and implemented throughout the
duration of construction. The TESC plan is to be prepared using best management
practices (BMP's) currently accepted within the Civil Engineering profession. T'he TESC
plan is to include, at a minimum, a grading plan, location and details of silt control
shuctures, and street cleaning program. Runoff from exposed areas shall be filtered prior
to discharging into a detention pond, swale, infiltration facility, or natural drainageway.
The TESC plan is to be included in the road and drainage plans. The applicant's Engineer
is to submit the TESC plan and supporting calculations to Spokane County prior to site
disturbance. The TESC major structures (such as silt ponds, silt traps) are to be installed
prior to other site work and the TESC measures are to be implemented and maintained
throughout the duration of construction, including house construction.
23. Any part of the drainage system that lies outside of the public right-of-way will neither be
maintained nor operated by Spokane County forces. Prior to plan acceptance by the
County Engineer, the Sponsor shall provide a mechanism, acceptable to the County
Engineer, for the perpetual maintenance of the stormwater drainage system. This
mechanism shall also provide for the funding of routine maintenance and the replacement
of the various components of the drainage system at the end of the service life of the
respective components, and any other improvements that may be legally required in the
' future. An Operations and Maintenance Manual for the stormwater management system
shall be prepared by the Sponsor's Engineer, and included in the project documents
submitted to the County Engineer for acceptance, along with a discussion of the design life
of the various components, a calculated annual cost for repair and maintenance, and a
calculated replacement cost. Homeowners Associations aze accepted by the Spokane
County Engineer for carrying out the required maintenance functions and responsibilities.
24. Appropriate provision shall be made that the following described property be held in trust
until the continuation of the streets be dedicated or deeded: A one (1)-foot strip at the
ends or edges of all streets that terrninate or border the plat boundary. (Temporary cul-de-
sacs are required when streets terminate at the plat boundaries of the final plat.)
- 25. Individual driveway access permits are required prior to issuance of a building permit for .
driveway approaches to the county road system.
26. All public roads within the plat shall be designed and constructed to Spokane County
standards.
t `1 ~ )
Extension of Time Findings File No. PE-1206-78 Page 8
27. The County Engineer has determined that this project permit is exempt under the
Phase I Development Regulations - Section IV (B) (2b). Future time extensions will
require review by the Spokane County Division of Engineering for concurrency wit6
the Spokane County Comprehensive Plan.
SPOKANE COUNTY DIVISION OF UTILITES
1. Pursuant to the Boazd of County Commissioners Resolution No. 80-0418, the use of on-
site sewer disposal systems is hereby authorized. This authorization is conditioned on
compliance with all rules and regulations of the Spokane County Health District and is
further conditioned and subject to specific application approval and issuance of permits by
the Health District.
2. Any water service for this project shall be provided in accordance with the Coordinated
Water System Plan for Spokane County, as amended.
3. Each new dwelling unit shall be double-plumbed for connection to future area wide
collection systems.
SPOKANE REGIONAL HEALTH DISTRICT
1. The final plat shall be designed as indicated on the preliminary plat of record and/or any
attached sheets as noted.
2. Appropriate utility easements shall be indicated on copies of the preliminary plat of record
for distribution by the Planning Department to the utility companies, Spokane County
Engineer and the Spokane Regional Health District. Written approval of the easements by
the utility companies must be received prior to the submittal of the fmal plat.
3. Sewage disposal method shall be as authorized by the Director of Utilities, Spokane
County. 4. Water service shall be coordinated through the Director of Utilities, Spokane County.
5. Water service shall be by an existing public water supply when approved by the Regional
Engineer (Spokane), State Department of Health.
6. Prior to filing the final plat, the sponsor shall demonstrate to the satisfaction of the
Spokane County Health District that an adequate and potable water supply is available to
each lot of the plat.
7. Prior to filing the final plat, the sponsor shall present evidence that the plat lies within the
_ recorded service azea of the water system proposed to serve the plat.
8. A plan for water facilities adequate for domestic use, domestic irrigation use and fire
protection use shall be approved by the water purveyor. Said water plan must have been
approved by the fire protection district and the appropriate health authorities. The health
authorities, water supplier (puryeyor) and the fire protection district will certify, prior to
filing of the final plat, on the face of said water plan that the plan is in conformance with
t ) ~ )
Extension of Time Findings File No. PE-1206-78 Page 9
their requirements and will adequately satisfy their respective needs. Said water plan and
certification will be drafted on a transparency suitable for reproduction.
9. T'he purveyor will also certify prior to filing the final plat on a copy of said water plan hat
appropriate contractual arrangements have been made with the plat sponsor for
construction of the water system, in accordance with the approved plan and time schedule.
The time schedule will provide, in any case, for completion of the water system and
inspection by the appropriate health authorities prior to application for building permits
within the plat.
10. Prior to filing the final plat, the sponsor shall demonstrate to the satisfaction of the
Spokane Regional Health District that suitable sites for on-site sewage disposal systems
aze available on all lots within the approved preliminary plat not already finalized.
11. Subject to specific application approval and issuance of permits by the Health Officer, the
use of on-site sewage systems may be authorized.
12. The dedicatory language on the plat shall state:
"Subject to specific application approval and issuance of permits by the health officer, the
use of on-site sewage systems may be authorized."
13. The dedicatory language on the plat shall state:
"Use of private wells and water systems is prohibited."
14. The plat dedication will contain a statement to the effect that:
"The public water system, as approved by county and state health authorities, the local fire
district and purveyor, will be installed within this plat, and the subdivider will provide for
individual domestic water service as well as fire protection to each lot prior to sale of each
lot." '
DATED THIS 17m DAY OF JANUARY, 2003
Tammy n
Associate Planner
Under state law and county ordinance, you have the right to appeal this decision to the Spokane
County Hearing Examiner. Upon receipt of an appeal, a public heazing will be scheduled. To
file such an appeal, you must submit a letter along with a processing fee, payable to the Spokane
County Division of Planning, within ten (14) calendar days from the date this decision is signed.
If you have any questions, please call the Spokane County Division of Planning at 477-7200.
Extension of Time Findings File No. PE-1206-78 Page 10
c: Spokane County Division of Engineering and Roads; Scott Engelhard
Spokane County Division of Utilities; Jim Red
Spokane Regional Health District; Steve Holderby
Spokane County Division of Building and Code Enforcement
Ken Tupper, Five Fifty, LLC, 322 N. University Rd., Spokane, WA 99206
PRE-SUBMITTAL CHECKLIST
PROJEC'1' I~IZOcO ~ PROJECT NAME: SumWIPA-4_41ll.. 5_~K Ada REVIEW I DATE: ~LI LA I~.~
COUN'I'Y 12EViEWER: GMi✓1 PROJECT ENGINEER: LI Sa, FirA,u REVIEW STDS:LOO t
O
Review the Pre-Design Meeting Notes arid check for unique desigrr criteria; copy notes rf applicable.
ROAD AND DRAINAGE PLAN - BASIC ELEMENTS
vlYo '/A❑ 1. All of the plan sheets must be stamped/signed by a licensed PE and include the developer's signature.
ve5 oOnin❑ 2. The fust sheet of the plans has the project title, vicimty map, STR, standard notes, index, and certification statement.
v,5 No❑N/n❑ 3. North arrow, scale, benchmark, and station equahons are shoNvn.
v- o[Inin❑ 4. Existing and proposed utilihes are shown S-afCt (Zi.~ S~N~ S
v~, o❑.In❑ 5. Curb return elevaUons (BCR, MCR, ECR) are shown.
ves no0wa❑ 6. Curb grades are ? 0.5
ve5 no❑N/n~ 7. Cul-de-sac curb is shown in profile.
ves ,o❑va 8. A typical cross section is identified for each individual road, public or private.
v"❑noEIunI~: 9. All ditches are shown m profile (or spot elevs are provided at 50 ft intervals) and cross-sechon, & have a min 0.5% grade.
v,5 .o❑NIn❑ 10. Pipes and culverts are shown in profile (types, stahons, offsets, lengths and mverts).
v~ No0wn❑ 11. Locahons
\AA of Curb nle ;~,al , dr }nvells (hard structures) are referenced by stahons and offsets. rG~~.St~e a❑N/n❑ 12. Swale floorAs Tms th floor elevation, sideslopes and depth indicated in the plan view and cross sechon.
v Na❑nIn❑ 13. Dryland grass seed mix is proposed where applicable, or hydroseed, sod or turf is specified.
Ves❑no0nIn 14. Mamtenance access is provided to all ponds, swales and structures.
i
v❑n101NIa 15. Random check indicates that pipe profile information correlates with general notes and plan view information.
v~na❑N/A❑ 16. Erosion and Sedunentation Control plans are provided as part of the submittal package.
DRAINAGE REPORT - BASIC REQUIREMENTS
v;0No❑N/A❑ l. Separate pre-developed and post-developed basin maps, with contours, are provided
ve5❑.ro❑N/A~ 2. Existing natural drainage courses, floodplains and wetlands are shown on the basin maps (and plans, where necessary).
v~ ,vo❑N/A 3. Existing sheet flow patterns are mamtamed; no drainage is concentrated into a point discharge.
o0N/a❑ 4. Hydrologic calcs utilize the appropriate method: Rational Method for_ 10 acres and SCS Method for z 10 acres.
vo❑;v / , 5. Post-dev. basins with CN values that differ by 20 pt have separate hydrographs for permeable & impervious areas.
vo❑N/a❑ 6. Hydrologic calcs: onsite 10 yr, offsite 50 yr event (swales); 50-yr dev volume for deten. ponds, or meet conditions.
vIN
vo❑nI,~❑ 7
. 208 calculations include driveways and sidewalks, if directly adjacent to roads.
vu ❑Na❑nIA 8. Evaporahve pond design utilizes a water balance cycle, 100-year srorm in pond (Condrtion A).
v.❑na❑."n 9. Freeboard in detention, retention and evaporatrve ponds is a minimum of 1 ft.
Yes0No DN/n 10. Fencing is provided for all evaporative ponds, any other pond whose ponded depth > 1 ft or takes > 72 hrs to dram, and for
detenhon ponds whose sideslopes are steeper than 5:1.
v~,ONo vnl 11. Berm design is provided for detention ponds in fll areas, particularly if adjacent to developed property.
vr,❑na •~n❑ 12. Calculations for clear passmg width are 12 ft for local access, 16 ft for collector arterials and 24 ft for rrunor arterials.
ves0va N/a❑ 13. Runoffrates for each separate basin are compared; looking at entire basin versus road area only.
v,5~Na❑nl ~ 14. Ditch calculations are provided and are designed for the 50-year storm plus 30% freeboard.
ves❑cvo •/A ❑ 15. Pipe nerivork analysis indicates minimum pipe velocities of4 ft/s and a freeboard of0 75 ft m catchbasins and manholes
ves)4No v/a❑ 16. Curb and grate mlet capacities are calculated and mcluded.
v.0n vm, ❑ 17. Sight distance analyses are included.
CUpdated. 02-06-03 Page I of I
SOMZnoe\~
Valley 11707 E S ra ue Ave Suite 106 ♦ S okane Vatle WA 99206
P g P Y
509.921.1000 ♦ Fax: 509.921.1008 ♦ cityhall@spokanevalley.org
November 19, 2008
Attn: Kathy Gurley
Wells Fargo Bank
601 W. Main St., Suite 1400
Spokane, WA 99201
Re: Release of Roadway Improvement Bon 6a4N.4
Slurimerfield East, 5th Add., PE-1206-E
Dear Ms. Gurley:
Construction of the above referenced project has been accepted by the City of Spokane
Valley. Therefore, the Roadway Improvement Bond #6194424, in the amount of
$31,951.90, may be released in full.
If you have any questions, please contact me at 688-0025.
Sincere ,
~
Ro D. Pegram ~
Development Engineering Inspector
City of Spokane Valley
Cc: Eller Corporation, PO Box 117, Newman Lake, WA 99025
Ken Tupper, 122 N Raymond Ct., Ste 3, Spokane Valley, WA 99204
Jeff Logan, USKH, 621 W. Mallon Ave., Suite 309, Spokane, WA 99201
Development Engineering Project File
S°T'a
pllane
Valley 11707 E 5Prague Ave Suite 106 ♦ 5Pokane Valley WA 99206
509.921.1000 ♦ Fax: 509.921.1008 * cityhall@spokanevalley.org
October 23, 2008
Attn: Safeco Insurance Company of America
PO Box 2151
Spokane, WA 99210
Re: Release of Roadway Improvement Bond #6194424
Summerfield East, 5`h Add., PE-1206-E
To Whom It May Concem:
Construction of the above referenced project has been accepted by the City of Spokane
Valley. Therefore, the Roadway Improvement Bond #6194424, in the amount of
$31,951.90, may be released in full.
If you have any questions, please contact me at 688-0025.
Sincerely,
eodne5;?Pegr am
Development Engineering Inspector
City of Spokane Valley
Cc: Eller Corporation, PO Box 117, Newman Lake, WA 99025
Ken Tupper, 122 N Raymond Ct., Ste 3, Spokane Valley, WA 99204
Jeff Logan, USKH, 621 W. Mallon Ave., Suite 309, Spokane, WA 99201
Development Engineering Project File
SUBAIVISION ROADWAY iMPPOVEMENT WARRANTY SOND - CITY SPOKANE VAL,LEY
• , , Bond No. 6194424
{ Spokane Vallcy Enginccr File #
KNOW ALL BY THESE I'RESENtS. that Eller Corporation (contractor). as "pfUrtcipnL" and Safeco insurance
Company of America (bonding company), a corporation organiud and exisiing under the laws of the State of Wasliington, and
authorized to transact aqircly bvsiness in the Statc af Wachington, as "SvRE'rY," 2re held and firmly bound unto Tlie City of
Spokanc Valtcy, a politrcal subdivision of the State of Waslungton, as "OBLIGEE," in the penai sum of Thirty-one tbousand nine
hundred fifty-onc dollars and ninety ccnta (531,951.90) ];iwful money of the Unitcd Statcs of America, far the payir►ent of wliich
the Pnncipal and Svrcty bind thcroselves, their lieirs, executors, administrators, successors and assigns, jointly and scvcrslly, firmly
by these presents.
WHEREAS. said PRN.ctpat, is the deveioper of a tract of land in the City of Spokane Valley divided and platted into lots
and known as SummerFeld Eas! Fifty Addition and being Iocatcd in Section 35, Townstup 26 Nortli, Range 44 E,W,M., in
SpakAnc County, Waslungton, and the City of Spokanc Vallcy has required tliat a WnKKANTY BOND be furnished in an amount
sufficient to guarantcc against all defects in workmanship and materials in public roads and drainege faeilitiek wWch may become
Tppatent during a pcriod of two (2) years afler the CTTY's establishment of the said improvements constructed under tl►is project as
public ficilities.
NOW, THEREFORE, said WaRR,aN-i•Y BONn is liereby provided as surety for the fiill and faillil'ul performance by the
PRtNCiPAI, of a guarantee against all defccts in workmansIup and inatcrials which m1y become apparent during a pcriod of two (2)
yeirs after the CtTY's establishment of the icnprovements construrted under this project as public facilities.
If defects such as tmsatisfactory workmamhip or defective materials are revealed during the warranty period, the City of Spokane
Valley shall isnie a written notice for correction of said defects to the PtttNetpnl,. If tlle PxiNCtpnL fails to correct the defects noted
within the time period indicated in said notice, (hc City of Spokane Valley sha1l provide written notice to tlic SuttETY, and slilll
require tlie SURLTY 10 pCrfOf1T1, or causc to perforni, any aiid all work necessary to remedy ssid defects in aecordance with the
approved and accepted pians and speeircations for this development. The St►ttL'rY, es an alternative and with the express written
agreemcnt of Uie Cily of Spokane Va11cy, m-iy reimburse tlic City of Spokane Yalley far afl a-cpcr►scs incurred for the remedy of the
seid dcfects.
Tf defects arc noi revealed during the said warranty period, the City of Spokane Valley will teleasc the w2rranty bond upon written
request of thc PRnvctrnl.to the Ci ,ry of Spokane Valley.
The obSigation of this 8ond shall bc kcpt in full force and efCcct until. m the opinion of the Obligco, ttic rcquirements herein
statcd have been 6atisfied, in which event written rclcase will bc given by the Obliga, the Obligee having sole riglit to grant sucl►
rc2eiise. Surery licrcby waivcs a11 riglus to release from the obligacion cxccpt as tterein stated.
SIGNED AND SEALED this 26th day of Nevember, 2003,
SURE't'Y: PRINCiPAL
Safeco Insurance Company of America Fl1er Comnration
Address; P• 0. Box 2151 ?,ddress: P.O. Box 117
Citv.State: Spokane, Wa. Citv, State• NewmAn Lake_ WA
Z[n Code: 99210 Zio rode; 99025
Phonc A509 ) 35t~-;3900 phnnc # 509-226-0333
By: Bw ~LO
`Tame/ Title: Lois Stewart,Attorney-in-Fact Name, Title: Kathrvn Wilson. Ass't Corp ScclLtarv
Z00/TOOQJ hIOI,Ld2I0d2I0D 2I3'I'I3 Z££T 93Z 609 Xd3 89 :OT Q3M COOZ/83/iT
. { (
~
~ Safeco Insurance Company of America
(Name of Surety)
ey:`~w
Its:Lois Ste;,Attorney-in-Fact
Statc of Wastington )
)ss
Counry of Spokane ) •
I certify that I know or have sati9tactory cvidence that Lois Stewart is the person who appcarcd before me, and
said pcrson acknowledgcd that (he/she) signed this insVument, on oath statcd that (helshe) was authorized to exccute the
instrument and aclrnowledged it as the Attorney-in-Fact of
The Surety to be the frcc and voluntary act of such party for the uses and purposcs mentioned in the instiuuient.
Dated November 26, 2003
( '.~l.( .i~l / ,~2%~Y✓
Notary Public in EL-4
for the State of Washington.
My Appointment Expires; 10/22/05
K -
Eller Corporation
By: Kathryn A Wilson
Its: Ass't Corp. Secretary
State of Washington )
)ss
County of SnOkane )
i ccrcify ttiat I know or have satisfactory evidence Ihat KAthryn Wilson is the person who appeared before me, and said
pcrson acknowledged that she signed ttiis instrument, on oath sta#ed that she was authorized to execute the instrument and
acknowledged it as tbc Assistanf Corporate SecretAry_of Eller Corporation to be the free and voluntary act of suCh party
for thc uses and purposes mCntioncd in the instrumcnt.
Datcd -B' '4-dl
%,%11iii1i/1~' Ivotary Public in and '
SUli~ ii~ for thc Statc of Washington.
\G~Pyston EXp~;Lq My Appointment Expires: S' -7• d4
W1lydwxy~ub.r5~ ` Q' tP 9~:7/ ~
~ %r';c° OIAR V :
= a ~~G ~ o ~
~ P~g
M4Y7~N
~ ~ ~h 1111N X`
:00/Z00 e NOI.Ld?I0d2I03 2i3'I'I3 Z£CT 9ZZ 609 Xd3 00 :TT Q3M £OOZ/9Z/TT
t ~ 'ECO INSURANCE COMPANY OP AMERICA
S A F E C Q POWER „cNERAL INSURANCE COMPANY OF AMERICA
• ~ OF ATTORNEY HOME OFFICE: SAFECO PLAZA
~ • SEATTLE, WASHINGTON 98185
~
No. 946
KNOW ALL BY THESE PRESENTS:
That SAFECO INSURANCE COMPANY OF AMERICA and GENERAL INSURANCE COMPANY OF AMERICA, each a Washington corporation, dces each
hereby appoint
••••WM. DINNEEN; CHRIS LARSON; GEORGE C. SCHROEDER; LOIS STEWART;IOANNE TONANI; W. W. WELLER; ERIN L. WEBER; Spakane, Washington•'•'
its Vue artd lawful attomey(s)win-fact, with full authority to execute on its behalf fidelity and surety bonds or undertakings and other documents of a similar
character issued in the course of ils business, and to bind the respective company thereby.
IN WITNESS WHEREOF, SAFECO INSURANCE COMPANY OF AMERICA and GENERAL INSURANCE COMPANY OF AMERICA have each executed and
attested these presents
fhis 1 st day of October , 2003 .
. CHRISTINE MEAD, SECRETARY MIKE MCGAVICK, PRESIDENT
• CERTIFICATE
ExUact from the By-Laws of SAFECO INSURANCE COMPANY OF AMERICA
and of GENERAL INSURANCE COMPANY OF AMERICA:
'Artide V. Section 13. - FIDELITY AND SURETY BONDS the President, any Vice President, the Secretary, and any Assistant Vice President appointed for that
purpose by the officer in charge of surety operations, shall each have autharity to appotnt individuals as attomeys-in-fact or under other appropriate tiUes with
authority to execute on behalf of the company fidelity and surety bonds and other documents of simdar character issued by the company in the course of its
business... On any instrument making or evidendng such appointment, the signatures may be affixed by facsimile. On any instrument conferring such authority
or on any bond or undertaking of the company, the seal, or a facsimile thereoi, may be impressed or affixed or in any other manner reproduced; provided.
however, thal the seal shall not be necessary to the validity of any such instrument or undeRaking.'
Extract from a Resolution of the Board of Directors of SAFECO INSURANCE COMPANY OF AMERICA
and of GENERAL INSURANCE COMPANY OF AMERICA adopted July 28, 1970.
"On any certificate executed by the Secretary or an assistant secretary of the Company setting out,
(i) The provisions of Artide V, SecUon 13 of the By-Laws, and
(ii) A copy of the power-of-attomey appointment, executed pursuant thereto, and
(iii) CerUfying that said powerof-attomey appointment is in full force and effect,
the signature of the certifying officer may be by facsimile, and the seal of the Company may be a facsimile thereof.'
I, ChrisGne Mead, Secretary of SAFECO INSURANCE COMPANY OF AMERICA and of GENERAL INSURANCE COMPANY OF AMERICA, do hereby certify
that the foregoing extracts of the By-Laws and of a ResoluGon of the Board of Directors of these corporations, and of a Power of Attomey issued pursuanl thereto,
are Vue and correct, and that both lhe By-Laws, the Resolution and the Power of Attomey are still in full force and eHect
IN WITNESS WHEREOF, I have hereunto set my hand and affixed the facsimile seal of said corpora6on
tnis 26th dayo{ November , 2003 •
~ CQlp~ / E COMp
/4F~1~~ ~C
~ 5EAL ~ qc SEAL T
d,~~ 1953~ i~
pfCHRISTINE MEAD, SECRETARY
S-0974/SAEF 2/01 0 A registered trademark of SAFECO Corporatlon
1010112003 PDF
. { .
,y
1
IMPORTANT NOTICE TO SURETY BOND CUSTOMERS REGARDING
THE TERRORISM RISK INSURANCE ACT OF 2002
As a surety bond customer of one of the SAFECO insurance companies (SAFECO Insurance Company of
America, General Insurance Company of America, First National Insurance Company, American States Insur-
ance Company or American Economy Insurance Company), it is our duty to notify you that the Terrorism Risk
Insurance Act of 2002 extends to "surety insurance". This means that under certain circumstances we may be
eligible for reimbursement of certain surety bond losses by the United States government under a formula
estabtished by this Act.
Under this formula, the United States government pays 909'0 of losses caused by certified acts of terrorism that
exceed a statutorily established deductible to be paid by the insurance company providing the bond. The Act
also-establishes a$100 billion cap for the total of all losses to be paid by all insurers for certified acts of
terrorism. Losses on some or all of your bonds may be subject to this cap.
This notice does not modify any of the existing terms and conditions of this bond, the underlying agreement
guaranteed by this bond, any statutes governing the terms of this bond or any generally applicable rules of law.
At this time there is no premium change resulting from this Act.
56248 2/D3
i
S P O K A N E , C O U N T Y
UTILITIES DIVISIOIV A DIVISION OF THE PUBLIC WORKS DEPART'MENT
N. Bruce Rawls, P.E., Utilihes Director
June 23, 2004
KJT Investments, Inc.
Attn: Ken Tupper
122 N Raymond Road, Suite 3
Spokane, WA 99206
Re: Summerfield East 5~' Addition Sewer System
Dear Ken:
The Summerfield East 5`h Addition Sewer System is hereby accepted for operation and
maintenance subject to a one-year warranty period effective Apri127, 2004.
Your sewer construction security is already set at the warranty amount and is therefore not
eligible for further reduction at this time. It will be eligible for release on Apri127, 2005.
If you have any questions concerning this matter, please contact Gene Repp at 477-3604.
Sincerely,
~ ~
Kevin R. Cooke, P.E.
~ Sewer Planning and Design Manager o
cc: Spokane Valley A~~i•l 2 5 20~4 ,
Attn: Sandra Raskell D
Vern Jarvis
Roger Rivers USLI(-~' Wag~s
Located at: 1026 W. Broadway, 4th Floor
Mailing Address: PWK-4 • 1116 W. Broadway • Spokane, WA 99260-0430
(509) 477-3604 • FAX: (509) 477-4715 • TDD: (509) 477-7133
Message Page 1 of 3
Wayne McGavran
From: Wayne McGavran
Sent: Thursday, August 03, 2006 8:16 AM
To: 'Karin Rinaldi'
Subject: RE: Roadway Improvement Bonds
Karin,
The following is our review and recommendations for three of the projects you enquired about:
PE-1206E Summerfield East Std Addition
Allan and I visited this site on 3/22/06 and offer the following list of concerns:
1. The swales at Queen and Calvin have not been completed and contain construction debris.
2. The swales were not completed at E. 14611 and E. 14614 Queen.
3. Completed swales have sod but sod is higher than adjacent driveway causing ponding in
driveways.
4. E. 14614 Queen has 2 cracked panels in sidewalk.
5. E. 14720 Queen has 1 cracked sidewalk panel and swales were not completed.
6. E. 14617 Queen has 2 cracked panels in sidewalk.
7. The N/E corner of Queen and Calvin has crack in handicap ramp flare.
8. E. 14706 and E. 14712 each have 1 cracked panel in sidewalk.
9. E. 14720 has 2 cracked panels in sidewalk.
10. There are several extra curb drops along Queen for driveways but none constructed. Not sure why
they are there.
11. All drywells and inlets still have fabric in place at the frame and grates.
T'he file contains a warranty bond in the amount of $31,951.90 dated 11/26/03 held by Safeco Insurance
Company of America. The bond was for a period of 2 years and was to expire on 11/26/05. John
Hohman's e-mail dated 12/08/05 required a final walkthrough before bond can be released. Safeco was
contacted and verified that this bond was renewed and will not expire until 11/26/06.
As faz as the swales are concerned, it appears that completion of them may be responsibility of the
individual property owners or the developer. I'm not sure Eller has any control here.
Recommendation: Have John or Alysa conduct a walkthrough with contractor to verify replacement of
cracked sidewalk panels and deternune necessary swale improvements. Have developer remove fabric
from drywells and inlets. Once this has been done and corrections made, release bond and consider the
project closed.
PE-1206D - Summerfield East.4th Addition
Karen Renaldi, Eller Corporation, asked if the warranty replacement surety bond issued 2/7/03 in the
amount of $60,100 be released on this project.
We conducted an on-site review on 2/24/06 and identified the following deficiencies:
8/3/2006
Message Page 2 of 3
"
Crown Road
1. E. 149] 5 Swales not completed, crack in gutter and bad joint in curb, east of driveway.
2. E. 14903 Swales not completed and crack in curb and gutter.
3. E. 14821 Trees planted in swale by properly owner.
4. E. 14815 Large rocks and drain rock in swale (result of owner landscaping).
5. N/E comer of Crown and Burns handicap ramp has cracks in it.
6. E. 14809 Swale not completed along west side of lot.
7. E. 14803 Swale has large rocks and drain rock (result of owner landscaping).
8. E. 14810 Swale not completed and crack in curb and gutter.
9. E. 14822 to E.14906 Swale not built correctly and crack in curb and gutter.
10. E. 14912 Sidewalk spalled and crack in one sidewalk panel by utility box.
Oueen Avenue
1. E. 14806 Crack in curb and gutter.
Burns Road
1. N.5223 Cracks in curb and gutter and in 3 sidewalk panels.
2. N. 5215 Spalled gutter and curb and crack in 1 sidewalk panel (replace curb).
3. N. 5207 Cracked curb and gutter near mail box, 3 sidewalk panels cracked and nails
protruding from face of curb at driveway approach.
4. N. 5124 Swale not completed and existing drywell may not function as intended.
5. N. 5214 Crack in curb and gutter.
6. Burns and Crown swale not completed on the southeast corner and cracked and chipped curb
and gutter.
Most driveway approaches have cracking in the gutter section, ranging from 1 or 2 to several that were
not individually noted on our review. Also it appears for the most part that 208 swales were not
constructed in accordance with the plans.
Recommendation - A walk-through (with Eller?) conducted to determine items that should be conected
under warranty.
Please let me know if you need more information.
Allan Jackson
PE-1899 Aleffi Addition
I visited this site on 4/28/06 and found the following items of concern:
1. The swales along Wilbur Court and 7th in front of the residence located on the S/E corner are not
complete and the fabric is still in place on the drywells.
2. The swale located west of Wilbur Ct, along 8th Ave., has not been completed and contains debri.
3. The drywell located in front of 704 S. Wilbur Ct. appears to still have fabric under the grate.
T'his project was constructed between December 2002 and June 2003 by Eller Corporation. The file
contains a Savings Assignment for Construction Performance in the amount of $149,800.00, issued by
Sterling Savings Bank, No. 39990383713. There is a letter from John Hohman, releasing this bond after
it was replaced with a warranty bond. This letter is dated 10/8/03. The warranty bond, in the file, is for
8/3/2006
Message Page 3 of 3
.
$29,000.00 and was issued by Safeco Insurance Company of America, dated 10/6/03. There is no
release in the file for the warranty bond. The warranty period was to expire on 10/6/05. I called Safeco
and was told that the warranty bond was still active.
There are two sidewalk panels that have hairline cracks, but should not be a tripping hazard.
The file contains a Certification Package and Record Drawings.
Recommendation: Since the swale completion is probably tied to the new homes that were built, notify
Eller to complete the swale along 8t' and remove fabric from drywells. Once this is done consider this
project closed and write letter releasing the warranty bond #6194417.
These recommendations were sent to John Hohman and I am waiting on his acceptance or comments. If
you have any questions please let me know.
Wayne
From: Karin Rinaldi [mailto:karin@ellercorporation.com]
Sent: Tuesday, July 18, 2006 9:44 AM
To: Wayne McGavran
Subject: Roadway Improvement Bonds
Wayne,
I show that we are still maintaining the following Roadway Improvement Bonds which I think have reached their 2
year mark. Can you tell me what the status is of their final inspection and if these bonds could be released?
1. Aleffi Addition - Bond #6194417
2. Summerfield East 5th Addition - Bond #6194424
3. Summefield East 4th Addition - Bond #6194360
4. Summerfield East 6th Addition - Bond #6275044
Thanks!!
Karin Rinaldi
Eller Corporation
(509) 999-5979
8/3/2006
Page 1 of 1
Merrijean Gadd
From: Karin Rinaldi [karin@ellercorporation.com]
Sent: Thursday, December 08, 2005 4:48 PM ~a0(Q
To: Sandra Raskell (o
Subject: Re: Subdivision Roadway Improvement Bond for Summerfield East 5th Addition
i can do that - Thanks!
- Original Message -
From: Sandra Raskell
To: Karin Rinaldi
Sent: Thursday, December 08, 2005 4:30 PM
Subject: RE: Subdivision Roadway Improvement Bond for SummerField East 5th Addition
Karin,
It looks like the bond did expire in November. However, we will have to wait to do the walk-thru until weather
allows.
Let me know if you have any questions. Call me when the weather is more cooperative.
Thanks,
Sandra
----0riginal Message-----
From: Karin Rinaldi [mailto:karin@ellercorporation.oom]
Sent: Tuesday, December 06, 2005 11:22 AM
To: Sandra Raskell
Subject: Subdivision Roadway Improvement Bond for Summefield East 5th Addition
Sandra,
Can you check on this bond for Summerfield East Sth Addition & let me Irnow if it can be released yet? If not can
you please give me the date it can be so i won't bug you every time I get a invoice for it? The bond # is 6194424.
nanks!
Karin Rinaldi
12/13/2005
Page l of 2
~ - ~
Wayne McGavran
From: Wayne McGavran
Sent: Thursday, March 23, 2006 10:10 AM
To: Alysa Wiynck
Cc: Henry Allen; John Hohman
Subject: Recommendations for PE 1414K, PE 1751 B, & PE 1206E
Alysa,
We reviewed the following three projects and listed below are our recommendations.
PE-1414K Riverwalk Commercial
Allan and I visited this site on 3/22/06 and have the following list of concerns:
1. The driveway off Mission Avenue was not constructed according to plan.
2. No pipe placed under driveway as shown on plan.
3. Drywell in swale along Mission Avenue not located according to plan.
4. Frame and grate for drywell not according to County Standards.
5. Fabric still in place at drywell frame and grate.
There were no `Record Drawings' in the file and so can not confum whether these changes were
approved in advance.
The file contains a Letter of Credit in the amount of $61,000.00 which is held by Washington Trust
Bank and was dated 3/12/03. No release was found in the files. WTB was contacted and the Letter of
Credit is still in force.
Recommendation: Request `Record Drawings' and project Certification be submitted. Have developer
remove fabric and replace frame and grate on drywell with one meeting County Standards. Upon
completion of these items, release bond and close project with no further action needed.
PE-1751-B Midilome East 2"d Addition
Allan and I visited this site on 3/22/06 and checked to see if corrections, as per John Hohman's letter
dated 12/17/03 had been made. We noted that each item listed on the letter had indeed been done. We
further field reviewed the project and found no other obvious areas of concern.
A Letter of Credit, in the amount of $23,000.00 dated 1/21/03 with Washington Trust Bank was in the
file. No release was found in the files. WTB was contacted and their records show that the Letter of
Credit was no longer in force.
Recommendation: Consider this project closed.
3/23/2006
Page 2 of 2
•
PE-1206D Summerfield East Sth Addition
Allan and I visited this site on 3/22/06 and offer the following list of concerns:
1. The swales at Queen and Calvin have not been completed and contain construction debris.
2. The swales were not completed at E. 14611 and E. 14614 Queen.
3. Completed swales have sod but sod is higher than adjacent driveway causing ponding in
driveways.
4. E. 14614 Queen has 2 cracked panels in sidewallc.
5. E. 14720 Queen has 1 cracked sidewalk panel and swales were not completed.
6. E. 14617 Queen has 2 cracked panels in sidewalk.
7. The N/E corner of Queen and Calvin has crack in handicap ramp flare.
8. E. 14706 and E. 14712 each have 1 cracked panel in sidewalk.
9. E. 14720 has 2 cracked panels in sidewalk.
10. There are several extra curb drops along Queen for driveways but none constructed. Not sure why
they are there.
11. All drywells and inlets still have fabric in place at the frame and grates.
The file contains a warranty bond in the amount of $31,951.90 dated 11/26/03 held by Safeco Insurance
Company of America. The bond was for a period of 2 years and was to expire on 1 l/26/O5. John
Hohman's e-mail dated 12/08/05 required a final walkthrough before bond can be released. Safeco was
contacted and verified that this bond was renewed and will not expire until 11/26/06.
As far as the swales are concerned, it appears that completion of them may be responsibility of the
individual property owners or the developer. I'm not sure Eller has any control here.
Recommendation: Have John or Alysa conduct a walkthrough with contractor to verify replacement of
cracked sidewalk panels and determine necessary swale improvements. Have developer remove fabric
from drywells and inlets. Once this has been done and corrections made, release bond and consider the
project closed.
Please let us know if you have any questions and if you agree with the recommendations.
Wayne
3/23/2006
Page 1 of 1
Merrijean Gadd
From: Sandra Raskell
Sent: Thursday, December 08, 2005 4:31 PM
To: 'Karin Rinaldi'
Subject: RE: Subdivision Roadway Improvement Bond for Summeffield East 5th Addition
Karin,
It looks like the bond did expire in November However, we will have to wait to do the walk-thru until weather
allows.
Let me know if you have any questions. Call me when the weather is more cooperative.
Thanks,
Sandra
-----Original Message---
From: Karin Rinaldi [mailto:karin@ellercorporation.com]
Sent: Tuesday, December 06, 2005 11:22 AM
To: Sandra Raskell
Subject: Subdivision Roadway Improvement Bond for Summefield East Sth Addition
Sandra,
Can you check on this bond for Summerfield East Sth Addition & let me know if it can be released yet? if not can
you please give me the date it can be so I won't bug you every time I get a invoice for it? The bond # is 6194424.
'Ihanks!
Karin Rinaldi
12/9/2005
, Page 1 of 1
Merrijean Gadd
From: John Hohman
Sent: Thursday, December 08, 2005 4:20 PM
To: Sandra Raskell
Subject: RE: Subdivision Roadway Improvement Bond for Summerfield East 5th Addition
You will not be able to do a walkthrough in these weather conditions. They need to wait until the weather
improves.
-----Original Message-----
• From: Sandra Raskell
Sent: Thursday, December 08, 2005 4:17 PM
To: ]ohn Hohman
Subject: FW: Subdivision Roadway Improvement Bond for Summerfield East Sth Addition
How do you want me to handle this one? I sent you an email previousfy.
-----Original Message----
From: Karin Rinaldi [mailto:karin@ellercorporation.com]
Sent: Tuesday, Deoember 06, 2005 11:22 AM
To: Sandra Raskell
Subject: Subdivision Roadway Improvement Bond for Summerfield East Sth Addition
Sandra,
Can you check on this bond for Summerfield East Sth Addition 8c let me know if it can be released yet? If not can
you please give me the date it can be so I won't bug you every time I get a invoice for it? The bond # is 6194424.
Tlianks!
Karin Rinaldi
12/9/2005
Page 1 of 1
Merrijean Gadd
From: Sandra Raskell
Sent: Tuesday, December 06, 2005 11:40 AM
To: John Hohman
Subject: FW: Subdivision Roadway Improvement Bond for Summerfield East 5th Addition
Tracking: Recipient Read
John Hohman Read: 12/6/2005 1:23 PM
It looks like this bond expired in November po you want me to set up a final walk-thru?
-----0riginal Message-----
From: Karin Rinaldi [mailto:karin@ellercorporation.com]
Sent: Tuesday, December 06, 2005 11:22 AM
To: Sandra Raskell
Subject: Subdivision Roadway Improvement Bond for Summerfield East 5th Addition
Sandra,
Can you check on this bond for Summerfield East Sth Addition & let me know if it can be released yet? lf not can you please
give me the date it can be so I won't bug you every rime I get a invoice for it? The bond # is 6194424.
Thanks!
Karin Rinaldi
12/9/2005
Page 1 of 1
Merrijean Gadd
From: Sandra Raskell
Sent: Friday, November 04, 2005 4:20 PM
To: John Hohman
Subject: FW. Summerfield East 5th Addition
Tracking: Recipient Read
John Hohman Read: 11/7/2005 7:38 AM
Did you ever call her on this?
-----Original Message----
From: Karin Rinaldi [mailto:karin@ellercorporation.com]
Sent: Monday, October 10, 2005 2:21 PM
To: Sandra Raskell Subject: Summefield East 5th Addition
Sandra,
Can you release the roadway improvement bond for Summefield East Sth Addition yet? It is bond #6194424.
'Ilianks!
Karin Rinaldi
Eller Corporation
11/16/2005
Page 1 of 1
Merrijean Gadd
From: Sandra Raskell
Sent: Monday, October 10, 2005 4:18 PM
To: John Hohman Subject: FW: Summerfield East 5th Addition
Tracking: Recipient Read
John Hohman Read: 10/11/2005 11:39 AM
Do you know anything about the 5th Addition?
-----0riginal Message-----
From: Karin Rinaldi [mailto:karin@ellercorporation.com]
Sent: Monday, October 10, 2005 2:21 PM
To: Sandra Raskell
Subject: Summerfield East 5th Addition
Sandra,
Can you release the roadway improvement bond for Summerfield East Sth Addition yet? It is bond #6194424.
Thanks!
Karin Rinaldi
Eller Corporation
11/16/2005
Page 1 of 1
Merrijean Gadd
From: Karin Rinaldi [karin@ellercorporation com]
Sent: Monday, October 10, 2005 2:21 PM
To: Sandra Raskell
Subject: Summerfield East 5th Addition
Sandra,
Can you release the roadway improvement bond for Summerfield East Sth Addition yet? It is bond #6194424.
Th3IIICS ! -
Karin Rinaldi
Eller Corporation
11 /22/2005
~13-2003 02:57P FROM: . ~V Tn:9211008 P:2/2
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ESTiMATED QUAN?ITIES & GOSTS
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~ 12 A9ptwR COW" Pavartwtt (2' U►iak) 0 S`f 7.00 0.00
C 13 aeDlak Cdncroto Pouetrrens (3" m~) 3AS3 SY 10.gD 30,367.30
tA Coru~ete Cu►b aa+d Gu1lm T.090 LF 1O.QO ?D,e$5.60
15 4" 51dtwlk S80 $1' 28A0 13,349.97
L 16 8' OflveYVaY ARRfoedt 12 LA l75~.00 900.00
17 'fyae I curb vaet
1B Slop a Strvat ntwne sip 1 EA 800.00 SWGP
19 Raad Motnanenb ( 1 appvx. wvay 3AQ R) 3 FJA 200.00 800A0
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29 72- FiDPE SEOfITi 176 LP 71.00 3,8+9&00
21 CetiCh Baoin, Ty091(mot badcflll. irane &grabe) 0 E!1 QQd.CO oAD
71 7yye "4 lCented 1►det (br,d, baddrll,fit0ar tabtc. freme & giete) 4 EA 600.00 Z400.00
C n ~ 23 type "A" tlryumi (aed. b.pddl. (rfte.r faDrk, frmne & gmte) 1 EA 2.900.00 20100.00
~n1~vY~d 24 Type "B" DM.ll (trncl. baelffl. RHerNbric. hrRre 8 pate) J EA 2.100.M 8,700A0
25 RWap Pad Y EA 500.00 1,0w.40
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28 9' F'VG 5aritary sewer (6rawty rraw) 250 LF ~i-- $$~5•LO
27 lo°M sarumrvsewar(cmvlly ROU) rds LR Wo li,182.40
28 48"blanhob 5 EA 1,800.00 1D,800A0
29 Gaiepeolbo Ene1it9 Ma►d101¢ 1 EA Z,700.a0 2,7100.00
30 nFcpnola LbnrscSon O EA 860.00 0.00
91 Clsanouis 1 EA 800.00 300.00
82 4' &lrvM Sarvices 30d LF 12.Sa 3.eD0.00
33 4' NPFB 6anlfary Seaw (Fvrw"in) 0 LF 91.do 0.00
.34 UR Skftn Q EA 50,000 Ob 0.00
33 Ganerater 9 FA 20.G00.00 AOD0.00
Vhftr fk1119:
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37 Ffre riyftnt nssenby (ma. Tea, vans, P+. d►'tA +an•) 2 Ea 2.10ao.do A,Wb_d0
38 BWw*ff asmmbfy t FA 650.00 850.00
32 ,r w4tu p,,,.,1 ~~~a 22 ~A 6M00 14,~.~
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a1 Furtw& lA fnwa1 Sand Boedhsg 1400 lF 3.OQ 2,000M
AZ Fum19h b IItm Cqnf-kA 10M lF Zu0 2,tloo.oo
TOTAL &259.*7&7
Oee&wew 10 % 525.844.76
TOTAL %284.8&1.37
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AW-13-2003 THU 02:01Rh1 ID: PAGE:3
~-13-2003 02:57P FROM: ,r TD:9211008 P:1/2
K.YT Jtivestments LLC
(SOy) 924•1211 ufflicc #
(509) 922-0195 fax #
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Number of Lots I ~ 6 I 10
Road Miles (New) I ~ a 26
Totai Area I 5-7 Yj p~ `-7 ~
MAP ~
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Procedures & Equiprnent I I rp
Basis of Bearings
Plat Location By Tide ~ N 11Z
Official Signature Blocks
S~uveyors Certificate
Road Names
Road Widths
Adjacent Area I L--E`,Ar-, &n 1 n Rr"~, ~,GP WP J
Lot & Block Numbers I ' ~ I~~ I
R/W Dedication b
designated
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3 RPS on GLO Comers
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DEDICATION ~
I Description (To Map) I I~~ I
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~ Certif cate to Plat I ! f Z~ ~ 0 -2, (~J66a
1 FootStrips I L(I+ 5Z- L~
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208 Bonds -$1,000.00 ea I 208 PLANS APPROVED
Private Road Doc. #'s I I N
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FROM ANGLE DIST NORrH EAST TO
F'1206E SUMMEftFIELD EAST 5fH ADD 1='LAT POUNDKY J-KJ7-X.1W D. RERTO
AUTO INVERSE
START 5000. 00000 5000. 00000 1
1 INV N 62 21 09.0 E 192. 9400 5089. 53006 5170. 90995 2
2 INV N 40 31 59.0 E 48.0100 5126. 01915 5202.11101 3
3 INV N 65 56 49.0 E 128. 0000 51 78. 18970 5.318. 99E57 4
4 I IVV S 46 13 24.0 E 114.3100 5099. 10442 5401 . 53320 5
5 INV N 90 00 00.0 E 469. 1Vt00 S099. 1044.2 6870. 633`0 6
E INV N 79 35 56.0 E 20.1700 5102.74588 589rc►. 47176 7
7 I NV N 0 00 00.0 E 122.3600 5225.10588 5$90. 471 76 8
8 TNV IV 15 25 37.0 W 39.4200 5263.10559 5879. 98567 9
9 I NV N 0Q15 14-10. 0 W 1`5. 1400 5388. `4546 6879. 80366 10
--1o I NV N 90 00 00.0 W 159.8200 5388. 2454E+ 5719.98366 11
11 INV S 71 11 32.0 W 98.1400 t53tj6. 60569 5627. 08380 12
12 INV N 87 55 06.0 W I05. 3-100 JJ60. 43.jiJ JJ21. 1833.:i 1.~'_+
13 INV iV 82 48 02.0 W 111.1500 :5374. 36287 6411. `JO96:J 14
14 I NV N 72 52 00.0 W 112.5600 5407. 52263 5303. 94486 15
15 INV S 0 00 ~c~0. 0 E 18.8300 5388. 69263 5303. 94486 16
16 INV N 90 00 00.0 W 140.5200 5388. 69cE+,.3 5]63. 4::486 17
17 TNV N 0 00 00.0 E 1E.3000 5404.99263 5163.42486 18
18 INV N 90 00 00.0 W 164. 1400 5404.99263 4999.28486 19
19 INV S 0 k6 02.0 E 405. 0000 4999. 9932Z5 4999.99565 20
LAT & DEF, 0.00675 0.00435
-0 HCLOSE IV 32 50 10.3 E 0.0080 5000. 00VIO0 50@0. 00000 1
PREC = 1 70 322669 Area = 251807.14 sq •rt 5.78071 ac
FROM ANGLE DTS'f NURI"H ERST l'0
RLOCK 24 SIDELINES
AUTO INVERSE
START 5000. 00000 5000. 00000 1
1 INV N 62 21 09.0 E 192. 9400 5kti89. 5,s'00E 51 70. 90995 2
-z' INV N 40 31 59.0 E 3.2100 5091. 9E976 517:. 9yFQ►9 ;F'1
RAD I AL 5 62 56 50.0 W
DELTA 27 03 10.0 Rl
RADIUS 434. 7500
TnN 104. 586@
L-ARC 205.2716
RADIAL N 90 00 00.0 4J
RP 5289. E9886 5560. 17920 22
21 CHORD N 13 31 35.0 W 2@3. 3701 5289. 69886 5125. 42920 23
TANCdPT N 0 00 00.0 E
23 IIVV N 0 00 00.0 E 115. ?,000 5404. 99886 5125. 42920 24
24 INV N 90 00 00.0 W 126. 14ktik ,:i42►4. 9989E 4999. `8920 25
25 INV S 006 02.0 E 405. 00O@ 4999.99949 4999. 99999 26
LAT & DEP 0.00051 0.00001
26 HCLOSE N 1 17 09.4 E 0.0005 5000. 000@0 5000. 000k 0 1
F'REC = 1 TG 2042039 Area = 50540.37 sq ft 1.16025 ac
FROM ANGLE DTST NUR'fH ERST "f0
BLOCii 22 SIDELINES
AUTO INVERSE
STAkT 512E.01915 5202.11101 3
3 INV N 65 56 49.0 E 128. 0000 5178.18970 5318. 99657 4
4 I NV S 46 13 24.0 E 114.3100 5099. 10442 5401. 53320 5
5 INV N 90 00 00.0 E 46y. 1Q►00 50y9e 1~.~44` t5870. 63320 6
6 I NV N 79 35 56.0 E 20.1700 5102. 74588 5890.47176 7
7 INV N 0 00 00.0 E 122.3600 J226. 10588 .:,89~.~. 471 76 8
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TAN 79.2668
L-ARC 1 57. 3218
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RP 5%44. 10588 5554.9917E 218
27 CHORD N 81 18 58.0 W 156. 7~~2 ~j248. 76794 S400. fc1b814 29
TAN@PT N 72 37 56.0 W
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7AN 73.4649
L-ARC 145.8031
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RP 4789.69752 5256.48767 30
29 CHORD N 81 18 58.0 W 145.2455 .:1`70. 69752 52J6. 48767 31
TANCdF'T N 90 00 00.0 W
31 INV N 90 00 00.0 W 71.0400 5270. E975? 5285. 44767 32
RAD T AL N 000 00.0 E
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TAN 22.1895
L-ARC 33.4900
RAD I AL S 84 @:; 30.0 W
RP 5250.69752 5185.44767 33
32 CHORD S 42 01 45.0 W 29.7122 b248. 6`7`1 5165.55511 34
TAN@PT S 5 56 30.0 E
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DELTA 15 49 41.0 LT
RAD I US 396.7500
TAN 65.7813
L-ARC 130.3766
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34 CHORD S 15 21 20.5 E 129. 791'4)8 5123. 46987 5199. 92508 36
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36 INV N 40 31 59.0 E 3.3600 5126.02357 52:02. 10870 37
LAT & DEP, -0. 0044c 0.00231
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F'REC = 1 7(7 347245 Ar^ea = 90043. 51 sq ft 2.06711 ac
FROM AIJGLE U TST Nl7ftTH EAsf T(7
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FRqM ANGLE D1ST NGRTH EAST TCt
RLOCK 23 SIDELINtS
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START 52E3.10559 5879.98567 9
9 I NV N 005 00.0 W 1`5. 1400 5388.24546 5f379. A0,.~66 1 Qi
10 INV N 90 00 00.0 W 1b9. 82@0 5388.24546 5719. 9836E 11
11 INV S 71 11 32.0 W 98.1400 6356.60569 66a70 08..?80 12
12 IPJV N 87 JJ 06.0 W I05. .SI00 J3C?0. 433iJ J521. 16..i.?J 13
13 INV IV 82 48 02.0 W 111. 1500 :5374. 36287 5411. J09C?J 14
14 I NV N 72 52 00.0 W 1 12. 5600 5407. 5`263 530:a. 9446E 15
15 INV S 0 00 00.0 E 18.8300 5388. 69263 5303. 944+36 16
1E+ TNV N 90 00 00.0 W 140.5200 5388. 692b.•; 5163. 4c:48E+ 17
17 TNV a 0 00 00.0 E 60.0000 5328. 6926,3 5163. 424136 38
RADIAL N 90 00 00.0 W
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TANCdF'T N 90 00 00,47, E
40 INV N 90 00 E 73.0600 5:508 );?E3 5256. 48486 41
RAD I AL N 0 00 00a: I6 E
DELTA 17 22 04.0 RT
RAD I US 519 . 0k k O
TAN 79.2688
L-ARC 157. 3218
RAD I AL N 17 22 04.0 E
RP 4769.69263 5::56. 48486 42
41 CHORD 5 81 18 b8. 0 E 166. 7202 5285. 03066 4.;411. -40849 43
TAN@PT S 72 37 56.0 E
RpDTAL S 17 LIJ 04.0 W
DELTA 17 22 04.0 LT
RAD I US 481.0000
TAN 73.4649
L-ARC 14`,. B031
RAD I AL S 0 00 00.0 E
RP 5744. 10098 5554.98896 44
43 CHORD S Si 18 58.0 E 145. 24:JJ S263. 1"4)098 55Z54. 9889G 45
TAN@RT N 90 00 00.0 E
45 INV N 90 00 00.0 E. 325.0000 5263.10098 5A79. 9E1a96 46
LAT & DEF' 0.00461 -0. 00.?,29
46 HCI_OSE N 35 `y 59.5 W 0.0057 5263. 10659 t7j879. 98JE+7 9
F'REG = 1 TO 293970 Area = 71895.41 sq ft 1.6b049 ac
FROM ANGLE DIST NURI-H EASI' TG
CENTERLINE QUECN AVE THENCE NORTH t]N CALVIN
AUTO INVERSE
S7ART 5225.10588 5890.471%6 8
8 I N V N 15 25 37.0 W 19 . 71 00 ~244. l05'73 J885e;2872 47
47 INV N 90 00 00.0 W 32:0. `400 5244. 10513 55;4, y8872 48
RAD I AL S 0 00 00.0 E
DELTA 17 24 04.0 Rl
RAD I US 500. 1c~0QiO
TAN 7E..3669
L-AHC 151.5625
RAD I AL S 17 22 04.0 W
RF, 5744. 1 057.i 5554. 9R8%2 49
48 CHORD N 81 18 68.0 W 150. 9829 t526E. 90156 J'40J. 73667 50
TAN@PT N 72 37 56.0 W
RAD I AL N 17 22 04.0 E
DELTA 17 04.0 Ll"
RAD I US 500. 00~.~0
7AN 76.3669
L-ARC 1 51 . 5625
RADT AL N 0 00 00.0 E
RP 4789.69738 525E+.48464 51
50 CHORD N 81 18 58.0 W 150.9829 5289.69738 5256.48462 52
TAN@RT N 90 00 00.0 W
52 INV N 90 00 00.0 W 112. 0600 5289. 69738 5144. 42462 53
53 ItVV N 0 00 00.0 E 115.3000 5404.99738 6144.424E2 54
54 INV N 90 00 00.0 E 19.0000 `,404. 99738 5163. 4LrFE+2 55
LRT & DEP -0. 004%5 0.00024
55 HCLOSF S 2 53 54.0 E 0.0048 b404. y9263 Z5163. 42486 18
PREC = 1 TCl 189043 Na A•r,ea
FROM AIV6LE D I 5T NUR !'H F_A5T TO
CENTERLINE CALVlN ROAD
AUTO INVERSE
START ,.ic:89. 6t3738 S1G4. 4:::46:: 53
RpD I AL N 90 00 00.0 W
DELTA 25 58 06.0 LT
OlYT T 1 lo e4 ~c.7.rn
raN 95. e6`4
L-ARC 188. 4316 '
RAD I AL S E4 01 54.0 W
RF' 5289.69738 5560.17462 56
53 CHORD S 12 59 03e 0 E 186. 8229 5107.65113 5186.40032 57
TANCdPT S 25 58 06.0 E
57 I NV N 40 31 59.0 E 24.1700 5126.02108 5202. i0Es0B 58
LAT & DEF' -0. 00193 0.00293
58 HCLOSE S 56 37 54.8 E 0.0035 5126.01915 5; 02. "1 1 101 3
F'REC = 1 TU 60E35 No Ar,ea
- ti,.,,. ■ _ .