24862 PE-1414I
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FORMERLY October 29 1999 ~AM~f ~I ~c•n~~~
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CLC #99176
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Spokane County Engineers
1026 W. Broadway Ave.
~,~5 ok~ane, WA 99204
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Spokane, WA 99260-0170.
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Spo ne, W A Pnver, C O~ A t t n: E d P a rry RE
~ Re: Riverwalk 10' Addition (P1414-I) 91999
S tree t an d S torm Drainage, 3rd su bmi t t a l r Vt COU p ~ NTY ENGINEER -
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Dear Ed:
,i
The following items have been revised per the comments in your letter dated
`i October 26, 1999 and are included for the 3rd submittal for review of the above
referenced project:
■ A completed submittal checklist, signed and dated by Todd R.
- Whipple, P. E.
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2
x.~ ■ Two bond and two mylar copies of the plan set, signed by the
sponsor, Tom Andrel, and stamped, signed and dated by the
Project Engineer, Todd Whipple, P.E.
;
. ;
, ■ A copy of the lot plans and typical pond sections for each
residential lot pond with revisions from your letter dated10/26/99.
~
' £~f ■ All the Spokane County stamped Original documents from -the 1 S'
and 2"d submittals.
~
Please call if you have any questions or concerns regarding this submittal.
Sincerely,
CLC ASSOCIATES INC.
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~ Nelson W. Ogren, E.I.T.
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Submittal Checklist
for Road & Drainage Projects in Spokane County - Plats/Short Plats
This Submittal Checklist is to be completecl and signed by the Sponsor's Engineer, and included with each plan
submittal into the Spokune County Engineers Office. If this form is not fully completed and signed, do not
submit plans and calculations to Spokane County for review and acceptance. Incomplete submittals will be
returned and will cause unnecessary delays for your client.
Project Name: ~~v61eAA.-3 At ~c;ro A`ton ►TibJ
Spokane County Project No. 14' m Date:
Project Engineer: ~0Q0 R ~ ~ ~IPPL-F, Phone:
Project Sponsor: wt~m C25:" Phone:
A. Preliminary Process
Prior to Submittal of Road and Drainage Plans, the following events are to have already occurred:
(By checking each item offshown below, you are stating that you have verified these events/items have been completed.)
Adoption of a Hearing Examiner's Report for this long plat, or a Planning Report for this short plat.
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.
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 below, you are verifying that these items have been completed and are included in
this submittal. For any box checked "n/a a written justification of any omissions at the end of this section is required.)
Itcm Description
Road and drainage plans, two print sets. (Certification statement on cover of plans)
n/a One set of plans on 24" x 36" mylar media, or CAD electronic file --.DWG or.DXF format
I ~e_s Each Plan Sheet of record is signed and dated by the project sponsor.
Pes ~ 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.
fts ~ The plans, Drainage Report, basin map(s), and any other calculations are stamped, signed
and dated by an engineer licensed in the State of Washington.
y e 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.
es n/a Geotechnical Report, one set. (Include all soil test pitlboring logs.) rju
yes n/a Sxructural Pavement Calculations, one set sj~~ LTT*p I Q-Z 1 -97
yes (_nla) Cross-slope grade calculations for road widening projects.
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Item Description '
yes Cnla~ Maintenance Manual and Sinking Fund calculations for drainage facilities located outside
of County road right-of-way.
~yes n/a Written explanatio❑ 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. 41~X-Agi1 ~TTC-o ct -Zj~)
yes (iTra Channelization Plan, or signing and striping information provided in the road plans. To be
included in road and drainage plan set.
es n/a 1 have read the Hearing EYaminer's Report (long plat), or Planning Dept. Findings and
Conditions (short plat), for this project. The design meets the conditions in the report.
yes 6/ Copy of Approved Design Deviations.
ryes) n/a Fire District Approval, for private roads. .5c..lf5rr11TTV-co /t) -ZI-~
ryes) 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 ~ 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 are included in the plan
submittal.
aes ) n/a Inspection Agreement between the sponsor and its engineer. 5uISyh I TTZFd
yes ('n/ For off-site easements to be granted to Spokane County, the following items shall be
included: legal description, exhibit, and proof of ownership.
yes n/a Erosion Control Plan, required for "Major Land-Disturbing Activity." To be included in
the road and drainap plan set.
Explanation for any items listed above which are not included in this submittal:
(Note: an insufficient justification of why an item was not included in the submitted, or incomplete documents, may result in
the submittal being 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 St dardm ad & Sewer Construction, and the Guidelines for Stormwater
otherwise.
Manugement, except where a approvDev' ti4alls
~
eer's Signatu~~ Date: ~Q ~ Z~
Engin
Engineer's Name:
(please print) ~
If there are any questions about this form or appropriate procedures, please call Development Services,
Spokane County Public Works, at (509) 456-3600.
For Spokane County Use Only
Submittal No: County Plan Reviewer:
Accepted in for Review or Construction
Retunied to the engineer without review and/or acceptance, See attached letter of explanation.
Processing Date:
Submittal Checklist 2
Spokane County Public Works; Apri129, 1998
I
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CLC AsSoCIATES, IIVC.
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~ SROKANE, VIIA • DENVER, CO
Memorandum
Date: January 31, 2000
To: P1414I File
From: Spokane County Engineer's Office ~
Development Services (Ed Parry, P.
Subject: P1414I - Rivenwalk 10`n
Plan Acceptance
Plans for this project were accepted on 31 Jan 2000. Originals were provided to Nelson Ogren
@ CLC for their Record Drawing package. "COPY" set to County Files
11/10/99 10:32 TRIAWENBOLZ&ROFU2 5099266314 N0.282 P003/034
RECII'ROCAL ACCESS INGRESS AND EGRESS
EASEMENTS
Known all men by the9e premts that the undersigned Grantor, who is the Owner
of the roal property legally described on Exhibit "A" attached hereto (To be known as
Riverwalk lOth Addition) and who is als4 the party in voting control of the Hameowtteaa
Associaiion for the real properiy consistinng of the F'mal Plat of Riverwalk 8th Addition,
r8corded in Book 25, Page 86, r+ecords of Spokane County, State of Washington, does
hereby gram perpetual, non-exclusive easements for access, ingre8s and egnesa, ower all
sireets or roadways, shown on the plat of Riverwalk 8th Addition, to the owaera of lots in
Riverwallc lOth Addition, and the streets and roedways shown ott the plat to be filed (now ,
preliminary plat) of Riverwalk 10th Addidon to the owners of all lots in Rivervvalk 8th
Add'rtion.
This grant of re,ciprocal easemems shall bind and inure to the heira, assigns atd
tcansferees of each homeowners associntion and all lots shown on the plats for Riverwallc
8th and l Oth Additions.
In Witness whereof, the undersigned Grantor has executed this Reciprocal Accesa.
Ingress and Egress Easemerrte on this 9T'H day of NOVEMBER. 1999,
GRANTOR: SHOREWOOD HOMES, INC.
BY: THOMAS G. ANDERL, President
STATE OF WASHIIVG'FON )
) COUNTY OF SPOKANE )
On this daY PerwnaUY ePPeared before m THOMAS 0. ANDERL
to me lrnovm to be the Pres'sdent of SHOREWOOD HOMES, INC., the vorpararion who
eacecuted the within and forvgo'in8 instrurret, and ac:lcnowledgad the seid 'uotunert to be the
free and voluntary aa and dacd of seid caiporation, for the uses end purposes theein
msntioned and an oatit siated that he wa9 mtthoriaed to ececarta tho said insuumeni.
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V~, 03 My Cflnumssion FacAires:
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11/10r99 10:33 TRLNKENBOLZ8R0!-iR 5099266314 M0.282 P0@4/084
EJ►AIBIT "A" LEGAL DESCRIPTION
That portian of Govcrnment Lot 6 of Sectian 8, T. 25 N., R. 45 E., W.M., County of
Spokane, State of Washington, more particularly dcscritsed as followvs:
Deg~inning at the Northeast corner of Tract "B" of RIVERWALK EIGHTH ADDITiON
avcotding to the plat recorded in Book 25 of Plats, Page 86, the TRUE POINt' OF
DEGINMNG for thia doscripiion; thence S.67°36'33W. along ft Notth line of said
Tract "I3" a distance of 140.18 feet to a point on the Basterly margim of Hodges Lano,
said private road being 35 feet in width as it exists today, thence S.49°20'06'W, a
distance of 37.40 fect to a point on the Wesierty margin of said Hodges Lano, said point
also bEing tlje Northeast corner of Tract "A" said RIVERWALK EIGHTH ADDITION;
thence 5.56°21' 18"W. along the North lina of said Tract "A" and the Northwestern line
of Lot 14, Rlock 2, said RIVERWALX ElCH173 ADDiTION a distance of 145.02 feet tn
the most Northwesterly corner af said Lot 14,; thence proceed'mg along the West artd
North lines of said Block 2, R[VERWALK EIGH'TH AUDITrON the fallowing three (3)
courses:
1. S.21 ° 19' 17"E. a distance oF 51.6 t feet; thence
2. S.01°31'46"E. a distance of 506.09 feet; the,K;o
3. S.89148'00"W. a distance of 294.71 feet to an angfe point in tite Easterly line of
Traci "D" of RIVERWALK FOURTH ADDITION according to the ptat recorded in
Aoofc 24, Nages 74 and 75; thence proce.eding aiong the F.asterly boundary of said
RIVGRWALK FOUR'TH ADD[TION tho following six (6) courses:
1. N.0 1 931'31 "W. a distance of 348.09 feet; thence '
2. N.33038'27"W, a distance of 21,65 feet; thencc
3. N.56°21'33"E. a distance of 74.00 feet; thence
Q. N.33038'27"W. a distance of 145.00 feet; thence
S. S.56°21'33"W. a distance of 37.48 fcet; thence
6. N.33°38'27"W. a distance of 265.20 feet to the most Nartherly corner of Tract ,
"E" said RIVERWALK FOURTH ADD11'IQN, said point also being on the Southerly
line oPParcel "A", as described in a Statutory Warranty Deed recorded under Auditor's
Document No. 9405120394; thence N.63°13'23"E. aiong said Southeriy 1[ne of Parce!
"A"(Rec. S.63°49W.) a distance of 127.10 feet; thencs N.56°21'32"E. a distanoe of '
763.72 feel (Rec. N.55052'E., 782.20 feet) to the Eaet line of CroWernment Lot 6; thence
S.0 1132'54"E. along said East line a distance of 425.52 feet to tho Center Quarter Corner
of said Section 8; thence S.01 °31'46"E, along said East line a distance of 67.39 feet (Rec.
67.56 feet) to the TRIIE POINT QF BEGIMNING. '
Cotitaining 10.04 actes, cnpre or lesa.
11/10/99 10:31 TRUNKENBDLZ&ROHR 5899265314 ND.282 P001/004
JRRRY L. TRUNK6NBOLZ ♦ ~ •
m 12704 B. NORA AVg.
PAMBi.A lt. EtOIiR l SPOKAM& WA 99116
9384100
CARY P. DRISK844 • ~ (FAX 926-6] l4
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Q 1400 NORTItW00D
. CSNT1iK CT., SUITH C
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♦ ~U~~ Wp~~~~~~~ ~''runhenbol,~ L~ .Rohr PL LC (~"~)`.J°'3",
+ Admiited In washtn~+oe~ PAX 769•7Z00
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FACSIMILE COVER SHEET
DATE: November 10, 1999 T0: Mr. Bill Hemmings CITY/STATE: Spokane, WA FAX NUMBER: (509) 477-7655 N[JNBER OF PAGES (INCLUDING COVER SHEET 4
FROM: JERRY L. TRUNKENBOLZ By: Shawn Lynn Cronquist
RE: Riverwalk lOth Addition •
MESSAGE/SPECIAL INSTRUCTIONS:
Dear Mr. Hemmings :
Enclosed please find a copy of the signed Reciprocal Access,
Ingress and Egress easement for Riverwalk lOth Addition. I am
having it recorded today. As soon as I receive the recorded copy
I will fax it to you. _ Thank you.
THIB FACSDdILE CONTArN$ CQNFIDENTIAL, BRZVILE{i]ED =Ld!'ORM1►TION INTMWED 02dLY a'OR
TIM INDtVIDVAI. OR ENTITY T0 MUCM IT IS ADDAUBED. DO NOT REl1D, COp7C OR
DISSBKINATE THIS INP'OMQTION UNyEgS YOU li1M THX ADDRESBZZ OA 3'RZ PBSRSON
R38PON$IS?.Z irOR DELIVzRIN3 IT. I8 YOU R71VE RECEIVB.D T8I8 CcmmZCATZCiN IN ERAOR,
BI.a'.KSa Cl►Y.L II8 (COLLECT) DMDI71Y'3tiI;Y 71T (509) 928-4100 MlD RBTiTIiN T= QRIGINAL .
MZ8$ACiZ TO: TRVNKLNBOLB ' i ROHR, PLLC. ,EUT 12704 N4RA, SPO1V1Na, MA8H3NOTON
99216 VIA THE POSQAI. SzRVIC1c, THANR YOII.
11~10~99 10:32 TRUNKENBOLZ&ROHR 5099266314 N0.282 P002/004
WHEN RECORDED RETURN TO:
TRiJNICEN80LZ 8t ROHR, PLLC
12704 EAST NORA AVENUE
SPOK:ANE, WA 99216
RECIPROCAL ACCESS
INGRESS AND EGRESS
EASEMENTS
GRANTOR: SHOREWOOD HOMES, IATC.
I.EGAL: A portion of Government Lot 6, Section 8, Township 25 North, Rmge 45
East, W.M., County of Spokane, State of Vltashington. (For fuii iegal description see page
3 of this document)
TAX PARCEL NO. 55085.9072
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DRAINAGE TECHNICAL REPORT
RECE VED for the
~ ocT 2 1 igSRIVERWALK 10TH
~
,
~SPOKANE COUNTY ENGINADDITION PUD
CLC No. 99176
' OCTOBER 1999
~ Prepared for:
- SHOREWOOD HOMES
3901 Schreiber Way
Coeur d'Alene, ID 83814
Prepared By:
C.L. C. Associates, Inc.
707 W. 7th Avenue
Suite 200
Spokane, WA 99204
(509)458-6840 ~
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~o CONSI'HUC'I'IU14 F jA
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PROJECT
DATE ACCEPTED: ~
ACCEPTMICE DMRES: 3+~~ 0 2
PRQIECT UWE MILES PUBUC•
~ PROJECT tANE MILES PRNATF•
CONSTRUCTION OOCUMENTAT{ON AND CERTIFlED
- RECORD DRAWINGS, 'AS-BUILTS' ARE REQUIRED PRIOR
TO CM lNTY ACCEPTANCE AND r-STABLISHMENT OF Tf-1E
FiOAD;; AND DAAINAGE FAC11_1i'iE5 fOR MAiNi ENANCE.
.
,•V ,%411T REQU#RET)' (5,09)4"7."600
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A R~~~'ORT~. ~
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for the Oqzw CQLWTY p}IW
a RI~
Riverwalk 10th Additlo
Plat - ~
0 ~E~R~t ~QCO~IN~ l~IE~A+~
Spokane County, Washington
October 1999
~
; The design improvements shown in this set of plans and calculations conform to the applicable
~editions of the Spokane County Standards for Road and Sewer Construction and the Spokane
County Guidelines for Stormwater Management. All design deviations have been approved by the
Spokane County Engineer. I approve these plans (calculations) for construction.
This report has been prepared by Nelson W. Ogren of CLC Associates, Inc. under the direction of
the undersigned professional engineer whose seal and signature appear hereon.
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^ EXPIRES 9/24/
o~-- Todd R. Whipple, P.E.
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Riverwalk IOth Addition PUD
Drainage Narrative
G.LNERAL
The Riverwalk l Oth Addition PUD Plat is a 10.04 acre development of 30 single family
residential lots located north and east of the intersection of Indiana Avenue and Barker Road,
. within Spokane County, Washington. The site is currently vacant with field grass, alfalfa and
> fallow fields as the predominant land cover and vegetation. Single family residential
developments lie directly adjacent to the south and west. A 1" to 400' scale vicinity and location
map have been included within the technical section of this document.
, PURPOSE
The purpose of this report is to determine the extent of storm drainage facilities which will be
required to dispose of the increase in stormwater runoff created by the development of the ~
Riverwalk lOth Addition plat. The storm drainage facilities on this project have been designed to
dispose of runoff from a ten-year design storm, as required by the Spokane County Guidelines for
Stormwater Manap-ement. Calculations are also included to illustrate the extent of containment
~ for the 50-year storm event.
~ .
This development is within the Aquifer Sensitive Area of Spokane County and is therefore
~ subject to'208' requirements. For this project, the 10 and 50-year intensity curves from the
Spokane, Medical Lake, Reardon, Cheney and Rockford areas were used, as well as the SCS iso-
pluvial rainfall curves. Per direction from Spokane County, the SCS curves have been further
refined with the NOA.A iso-pluvial curves.
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~ANALYSIS METHODOLOGY
D
~ Per the Spokane County Guidelines for Stormwater Manaizement, the Rational Method, which is
recommended for basins less than ten acres in size, was used to determine the peak discharges
and runoff volumes for all onsite basins.
< PROJECT DESCRIPTION
This phase of the Riverwalk plat comprises 30 of the 393 lots in the approved preliminary plat
and SEPA documents. The Riverwalk l Oth Addition subdivision is located in the NE 1/4 of the
tl SW 1/4 of Section 8, T. 25 N., R. 45 E., W.M. within Spokane County, Washington.
CLC Associates, Inc. D 1 Riverrvalk lOth Addition Plat
~
TOPOGRAPHY
~-3
The existing site naturally drains to the north, sloping gently towards the Spokane River from
~ Tndiana Avenue. Within the plat the natural topography was used as much as possible to route
storm drainage. However, due to the flat slopes and the County's minimum requirements for
slope, the roadway profiles have been forced to facilitate drainage by localizing low spots for
° pond placement. Due to the flat slopes encountered, no concentrated pre-existing flows were
observed nor were there any signs that anything other than sheet flow and ground absorption
~
? have occurred on this site.
The general slopes within this plat vary from flat to nearly flat with the maximum existing slope
of 2.5%. Generally, the area within this platted portion of the overall preliminary plat would be
characterized as flat. For development purposes as stated the natural sloping was used for design
and is maintained as possible throughout the project. ~ SOILS
As can be seen from the accompanying soils map from the Spokane County Soils Survey as
performed by the SCS, the site consists of one type of soils within the Class B type. This soil
type is described as follows.
~
CgA - Garrison gravelly loam, 0 to 5 percent slopes: Soils within this soil type are somewhat
-J. excessively drained soils formed in gravelly glacial outwash material from a variety of igneous
rock. Surface runoff is slow, and the hazard of erosion is slight. Spokane County Guidelines for
Stormwater Manaizement indicate this to be a Soil Group Type B and pre-approved for drywell
installation.
D.RAINAGE NARRATIVE
' Offsite
^ Based upon the general geographic tendencies surrounding this site, no offsite flows are expected
for this phase.
Onsite
All runoff within the drainage basin will be collected and treated using the'208' runoff inethod as
described in the Spokane County Guidelines for Stormwater ManaQement. From high points in
the proposed road improvements, designed inlet locations and the assumed lot grading, the
~ proposed Riverwalk lOth Addition was divided into 9 basins (A through I). These basins have
been combined where practical to utilize the same drainage faci]ities. Table No. 1 lists the basins
and pond combinations for reference.
CLC Associates, Inc. D2 Riverwalk IOth Addition Plat
S
o~
~ The contributing runoff from the impervious street area is designed to flow to downstream ponds
by placement of curb inlets, which divert runoff into the grassy '208' ponds for treatment. The
runoff from each basin is directed to ponds within the basin. When the intermediate ponds in
basins A, C, G, H and I reach their capacity, the stormwater flows back into the gutter, to the next
downstream pond, then into the drywell for final disposal. The drainage basins and ponds are
shown on the basin map at the back of this report.
= r DRAINAGE CALCULATIONS SUMMARY
Bowstring calculations have been included for individual basins to determine the extent of storm
~ drainage facilities required for the 10-year storm event. Weighted "C" Runoff Coefficients were
calculated for each basin of less than 10 acres as required by the Spokane County Guidelines for
Stormwater ManaRement. Table No. 1 includes the basin size, street and total impervious areas,
and runoff coefficients. The storage volumes of adjacent basins A, B& C, D& G, and E, H& I
{
were combined for efficient use of drainage facilities. The basin characteristics are summarized
below with the remaining calculations in the appendix.
Table No. 1- Basin Summary ,
Basin Total Total Street Imp. : Total- Runoff
= Area Acreage Area Impervious Coefficient -
. , . (SF) (CF) _ (SF) (SF) . "C"
~
A 8,318 0.191 2,322 4,822 0.56
B 13,931 0.320 3,961 8,961 0.61
C 15,915 0.365 5,437 10,437 0.62
~
D 36,451 0.837- 6,914 12,914 - 0.38
E 46,239 1.062 8,764 16,764 0.39
° F 273,627 0.634 5,637 9,637 0.38
G 51,033 1.172 7,012 15,012 0.34
H 17,801 0.409 21170 6,170 0.38
- I 42,054 0.965 4,544 12,544 0.34
A, B& C 381,164 0.876 11,720 24,220 0.61
' D& G 87,484 2.008 13,926 27,926 0.36
E, H& I 106,094 2.436 153,478 35,478 0.37
~
CLC Associates, Inc. D3 Riverwalk 10th Addition Plat
Provided storage volumes shown in the bowstring calculations were determined using the pond
bottom areas, 6 inch depths in intermediate ponds (A, C, G, H& X) and 0.9 foot depths for ponds
with structures at the end of the flows (B, D, E& F).
~ 1208' Calculations
_ The '208' storage volume for each basin was designed to adequately contain the runoff created by
the first half-inch of rainfall upon the street impervious areas within the basin it serves. The
provided pond bottom areas show the water quality treatment to a depth of 6 inches with no side
- slopes. Within basins A. B& C, D& G, and E, H& I, preliminary upstream ponds were
`_J° designed to provide water quality treatment to 6 inches, then overflow back into the gutter and to
the next downstream pond. Table No. 2 summarizes the requirements and designs of the ponds
~ by basin.
~ Table No. 2- Pond Requirement Summary
~ ~ e-
0
08
e3 sm ' eq c
~ A 194 200 250 100 -
~ B 330 400 -49 360 1-Type B
_j C 453 400 598 200 -
D 576 _ 580 110 522 1-Type B
E 730 750 229 675 1-Type B
F 470 500 237 450 1-Type A
~ G 584 600 1072 300 -
--H 181 330 384 165 -
~ I 379 330 882 165 -
~ A, B& C 977 1,000 384 660 1-Type B
D& G 19161 19180 681 822 1-Type B
. E, H& I 1,290 19410 985 1000 1-Type B
° BOLD - Final basin combinations
Type A is a Spokane County Standard Drywell - Single Depth, Capacity 0.3 cfs
Type B is a Spokane County Standard Drywell - Double Depth, Capacity 1.0 cfs ~
~ CLC Associates, Inc. D4 Rivenvalk lOth Addition Ptat
Inlet Calculations
Inlet calculations are provided for all inlets within the basin. The calculation worksheets for the
~ 10 and 50-year storm events for inlets on continuous grades and in sump conditions are provided
in the appendix. By-pass flows were calculated for each inlet on a continuous grade, and added to .
J the following inlet.
~ CONCL ZISION
~
~ As demonstrated by the calculations and body of this report the storm drainage facilities provided
in this design will adequately remove from the streets, store and dispose of the stormwater from
the site for the ] 0-year design storm as required by Spokane County. Calculation worksheets for
' the 50-year storm event have been provided to evaluate the performance of the designed drainage
m facilities. Additionally, the required '208' treatment area is provided for the runoff from the street
o impervious areas.
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~ CLC Associates, Inc. DS Rivenvalk lOth Addition Plat
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APPENDIX .
Q
. MAPS
VICINITY MAP
SOILS MAP
DEVELOPED BOWSTRING CALCULATIONS
' 10-Year Design Storm . .
SO-Year Storm Event
~ Inlet Calculations
~
BASIN MAP
~
.
~
~ NIAPS
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VICINITY MAP
~
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`J
~T BOWSTRING CALC"ULATIONS
~
10-Year Storm Event
50-Year Storrn Event
L
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PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT; RIVERWALK tOth
10-Yr Design Storm BASIN: A DETENTION BASIN DESIGN BASIN: A
OESIGNER: NWO
Tot, Area 0,19 Acres 8318 SF DATE: 10120199
Imp. Area 4822 SF
C = 0,56
Lawns - 0.10 Time Increment (min) 5
Impervious - 0.90 Time of Conc. (min) 5.60
CASE 1 dutflow (cfs) 0.01
Design Year Flow 10
40 ft, Overland Flow Area (acres) 0.19
Imperoious Area (sq fl) 4822
Ct = 0.15 'C' Factor 0.56
L= 40 ft. Area ' C 0.11
n= 0.40 Street Area 2322
S = 0.010
Tc = 3,15 min„ by Equation 3-2 of Guidelines Time Time Inc. Intens. Q Devel, Vol.ln Vol.Out Storage
(min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
140 ft.Gutterflow - -
-
5.00 300 3.18 0.34 138 3 135
Z1= 50.0 For Z2
7-2 = 3.5 Type A=1.0 5 300 3,18 0,34 138 3 135
n= 0.016 Rolled = 3.5 10 600 2,24 0.24 145 6 139
S= 0.0130 15 900 1,77 0.19 172 9 163
20 1200 1.45 0.16 188 12 176
d= 0,095 ft. 25 1500 1.21 0.13 196 15 181
30 1800 1.04 0.11 202 18 184
A R Q Tc Tc total I Qc 35 2100 0.91 0.10 206 21 185
40 2400 0.82 0.09 212 24 188
0.24 0.05 0.34 1.68 5.00 3.18 0.34 45 2700 0.74 0.08 215 27 188
50 3000 0.68 0.07 220 30 190
Qpeak for Case 1= 0.34 cfs 55 3300 0.64 0.07 227 33 194
60 3600 0,61 0.07 237 36 201 '
65 3900 0.60 0.06 252 39 213
CASE 2 70 4200 0.58 0.06 262 42 220
75 4500 0.56 0.06 271 45 226
Case 2 assumes a Time of Cancentration less than 5 minutes so that 80 4800 0.53 0,06 274 48 226
the peak flow =.90(3.18)(Imp. Area) ~ 0.32 cfs 85 5100 0.52 0.06 286 51 235
90 5400 0.50 0,05 291 54 237
95 5700 0.49 0,05 301 57 244
So, the Peak flow for the Basin is the greater of the twa flows, 100 6000 0.48 0.05 310 60 250
0.34 cfs
208' DRAINAGE POND CALCULATIONS
Provided'208' Area 200 sq ft
Required '208'Area 194 sq ft
DRYWELL REQUIREMENTS -10 YR DESIGN STORM
Provided Storage Volume 100 cu ft@ 0,50' depth
Maximum Storage Required by Bowstring 250 cu ft
Number and Type a( Drywells Required 0 Single
ERR Double
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
10•Yr Design Storm BASIN: B DETENTION BASIN OESIGN BASIN; B
DESIGNER; NWO
Tot. Area 0.32 Acres 13931 SF DATE: 10120199
Imp. Area 8961 SF
C = 0.61
Lawns • 0.10 Time Increment (min) 5
Impervious • 0.90 Time of Conc. (min) 5.00
CASE 1 Outflow (cfs) 1.0
Design Year Flow 10
40 ft. Overland Flow Area (acres) 0.32
Impervious Area (sq ft) 8961
Ct = 0.15 'C' Factor 0.61
L= 40 ft. Area' C 0.20
n= 0.40 Slreet Area 3961 '
S = 0.010
Tc = 3.15 min., by Equation 3-2 of Guidelines Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
(min) (sec) (inlhr) (cfs) (cu ft) (cu 8) (cu ft)
100 ft. Gutter flow
5.00 300 3.18 0,63 251 300 -49
Z1= 50.0 For Z2
Z2 = 3,5 Type A=1.0 5 300 3.18 0.63 251 300 -49
n= 0.016 Rolled = 3.5 10 600 2.24 0.44 265 600 -335
S= 0.0130 15 900 1.77 0.35 314 900 -586
20 1200 1.45 0.29 342 1200 -858
d= 0.120 A, 25 1500 1.21 0.24 357 1500 -1143
30 1800 1.04 0.20 368 1800 -1432
A R Q Tc Tc total I oc 35 2100 0,91 0.18 376 2100 -1724
- - - 40 2400 0.82 0.16 387 2400 •2013
0.39 0.06 0.63 1.03 5.00 3,18 0.63 45 2700 0,74 0.15 393 2700 •2307
50 3000 0,68 0,13 401 3000 •2599
Qpeak for Case 1 = 0.63 cfs 55 3300 0.64 0,13 415 3300 -2885
60 3600 0.61 0.12 432 3600 -3168
' 65 3900 0.60 0.12 460 3900 -3440
CASE 2 70 4200 0,58 0.11 479 4200 -3721
75 4500 0.56 0.11 496 4500 -4004
Case 2 assumes a Time of Concentration less than 5 minutes so that 80 4800 0.53 0.10 500 4800 -4300 .
lhe peak flow =.90(3.18)(Imp. Area) = 0.59 cis 85 5100 0.52 0.10 521 5100 4579
90 5400 0.50 0.10 531 5400 4869
95 5700 0.49 0.10 549 5700 •5151
So, the Peak Bow for the Basin is the greater of the lwo flaws, 100 6000 0.48 0.09 566 6000 -5434
0.63 cfs
208' DRAINAGE POND CALCULATIONS
Provided'208' Area 400 sq ft
Required'208' Area 330 sq ft
ORYWELL REQUIREMENTS -10 YR DESIGN STORM
Provided Storage Volume 360 cu ft@ 0.90' depth
Maximum Storage Required by Bowstring -49 cu ft
Number and Type of Drywells Required U Single
1 Double
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
10-Yr Design Storm BASIN; C DETENTION BASIN OESIGN BASIN: C
DESIGNER: NWO
Tot. Area 0.37 Acres 15915 SF DATE; 10120199
Imp, Area 10437 SF
C = 0.62
Lawns - 0.10 Time Increment (min) 5
Imperoious - 0.90 Time of Conc. (min) 6.59
CASE 1 Outflow (cfs) 0.01
Design Year Flow 10
40 ft. Overland Flow Area (acres) 0.37
Imperoious Area (sq ft) 10437
Ct = 0.15 'C Factor 0.62
L= 40 ft. Area' C 0.23
n= 0.40 Street Area 5437
S = 0,010
Tc = 3.15 min., by Equation 3•2 of Guidelines Time Time Inc, Intens, Q Devel, Vol.ln Vol.Out Storage
(min) (sec) (inmr) (cis) (cu ft) (cu ft) (cu ft)
280 ft. Gutter flow
6.59 395 2.75 0.63 333 4 329
Z1= 50,0 For Z2
Z2 = 3.5 Type A=1.0 5 300 3.18 0.73 292 3 289
n= 0.016 Ralled = 3.5 10 600 2.24 0.51 308 6 302
S= 0.0080 15 900 1.77 0.40 364 9 355
20 1200 1.45 0.33 398 12 386
d= 0.132 ft. 25 1500 1.21 0.28 415 15 400
30 1800 1.04 024 428 18 410
A R Q Tc Tc total I Qc 35 2100 0.91 0.21 437 21 416
40 2400 0,82 0.19 450 24 426
0.47 0.07 0.63 3.44 6.59 2.75 0,63 45 2700 0.74 0.17 456 27 429
50 3000 0.68 0.16 466 30 436
Qpeak for Case 1= 0.63 cfs 55 3300 0.64 0,15 482 33 449
60 3600 0,61 0.14 501 36 465
65 3900 0.60 0.14 534 39 495
CASE 2 70 4200 0.58 0.13 556 42 514
75 4500 0.56 0.13 575 45 530
Case 2 assumes a Time of Concentratian less than 5 minutes so that 80 4800 0.53 0.12 581 48 533
the peak flaw =.90(3.18)(Imp, Area) = 0.69 cfs 85 5100 0.52 0.12 605 51 554
90 5400 0.50 0.11 616 54 562
95 5700 0.49 0.11 638 57 581
So, the Peak flow for the Basin is the greater of the two flows, 100 6000 0.48 0.11 658 60 598
0.69 cfs
208' ORAINAGE POND CALCULATIONS
Provided'208' Area 400 sq ft
Required'208' Area 453 sq ft
DRYWELL REQUIREMENTS -10 YR DESIGN STORM
Provided Sforage Volume 200 cu ft@ 0,50' depth
Mazimum Storage Required by Bowstnng 598 cu ft
Number and Type of Orywells Required 0 Single
ERR Double
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
10-Yr Design Storm BASIN: D OETENTION BASIN DESIGN BASIN: D
DESIGNER: NWO
Tot. Area 0.84 Acres 36451 SF DATE: 10120199
Imp. Area 12914 SF
C = 0.38
Lawns - 0.10 Time Increment (min) 5
Impervious - 0,90 Time of Conc, (min) 8.86
CASE 1 Outflaw (cfs) 1.0
Design Year Flow 10
160 ft. Overland Flow Area (acres) 0.84
Impervious Area (sq fl) 12914
Ct = 0.15 'C' Factor 0.38
L= 160 ft. Area' C 0.32
n= 0.40 SUeet Area 6914
S = 0.010
Tc = 7.24 min., by Equation 3-2 of Guidelines Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
(min) (sec) (inJhr) (cfs) (cu Ft) (cu ft) (cxr ft)
180 ft,Gutterflow
8.86 532 2.39 0.77 546 532 15
Z1= 50,0 Fot Z2
Z2 = 3,5 Type A=1.0 5 300 3.18 1.02 410 300 110
n= 0.016 Rolled = 3.5 10 600 2.24 0.72 433 600 -167
S= 0.0160 15 900 1,77 0.57 513 900 •387
20 1200 1.45 0.47 560 1200 •640
d= 0.125 fl. 25 1500 1.21 0.39 584 1500 -916
30 1800 1.04 0,33 602 1800 -1198
A R Q Tc Tc total I Qc 35 2100 0.91 0,29 614 2100 -1486
40 2400 0.82 0.26 632 2400 -1768
0.42 0.06 0.77 1.62 8.86 2.39 0.77 45 2700 0.74 0,24 642 2700 -2058
50 3000 0.68 0.22 655 3000 -2345
Qpeak far Case 1= 0.77 cfs 55 3300 0.64 0.21 678 3300 -2622
60 3600 0.61 0.20 705 3600 -2895
' 65 3900 0.60 0.19 751 3900 -3149
CASE 2 70 4200 0,58 0.19 782 4200 -3418
75 4500 0,56 0.18 809 4500 -3691
Case 2 assumes a Time of ConcentraGon less than 5 minutes so that 80 4800 0.53 0,17 817 4800 -3983
the peak flow =.90(3.18)(Imp. Area) = 0.85 cfs 85 5100 0,52 0.17 851 5100 -4249
90 5400 0.50 0.16 867 5400 -4533
95 5700 0.49 0.16 897 5700 -4803
So, the Peak flow for the Basin is the greater of the lwo flows, 100 6000 0.48 0.15 925 6000 -5075
0.85 cfs
208' ORAINAGE POND CALCULATIONS
Provided'208' Area 580 sq ft
Required '208'Area 576 sq ft
DRYWELL REQUIREMENTS -10 YR DESIGN STORM
Provided Storage Volume 522 cu ft@ 0.90' depth
Maximum 5torage Required by Bowstring 110 cu ft
Number and Type of Drywells Required 0 Single
1 Double
L~.~J ~ i l) I 7 7 ( 1 f~~ I1 i e) l l( l~ I I~ I ~ I
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
10-Yr Design Storm BASIN: E DETENTION BASIN DESIGN BASIN: E
DESIGNER: NWO
Tot. Area 1.06 Acres 46239 SF DATE: 10120199
Imp, Area 16764 SF
C = 0.39
Lawns - 0.10 Time Increment (min) 5
Impervious - 0.90 Time of Conc. (min) 7.82
CASE 1 Oufflow (cfs) 1.0
Design Year Fluw 10
115 ft. Overland Flow Area (acres) 1.06 Impervious Area (sq ft) 16764
Ct = 0.15 'C' Factor 0,39
L= 115 ft. Area' C 0,41
n= 0.40 Street Area 8764
S = 0.010
Tc = 5.94 min., by Equation 3-2 oi Guidelines Time Time Inc, Intens. o Devel, Val.ln Vol.Out Storage
(min) (sec) (inmr) (cfs) (cu ft) (cu ft) (cu ft)
220 ft, Gutter flow -
7.82 469 2.54 1.05 662 469 193
Z1= 50.0 ForZ2
72 = 3.5 Type A=1,0 5 300 3.18 1,32 529 300 229
n= 0.016 Rolled = 3.5 10 600 2.24 0.93 559 600 -41
S= 0.0150 15 900 1.77 0,73 662 900 -238
20 1200 1,45 0,60 722 1200 -478
d= 0.142 ft. 25 1500 1.21 0,50 753 1500 -747
30 1800 1,04 0.43 776 1800 -1024
A R Q Tc Tc total I Qc 35 2100 0,91 0.38 792 2100 -1308
40 2400 0,82 0.34 816 2400 -1584
0.54 0.07 1.05 1.88 7.82 2.54 1.05 45 2700 0.74 0.31 828 2700 -1872
50 3000 0.68 0,28 845 3000 -2155
Qpeak far Case 1= 1.05 cfs 55 3300 0.64 0,26 875 3300 -2425
60 3600 0,61 0.25 910 3600 -2690
65 3900 0,60 0.25 969 3900 -2931
CASE 2 70 4200 0.58 0.24 1009 4200 -3191
75 4500 0.56 0.23 1044 4500 -3456
Case 2 assumes a Time of ConcenVafion less than 5 minutes so thal 80 4800 0,53 0.22 1054 4800 •3746
the peak flow =.90(3.18)(Imp. Area) = 1.10 cfs 85 5100 0.52 0.22 1099 5100 -4601
90 5400 0.50 0.21 1,118 5400 -4282
95 5700 0.49 020 1157 5700 -4543
So, the Peak flow for the Basin is the greater of the two flows, 100 6000 0.48 0.20 1193 6000 -4807
1.10 cfs
208' DRAINAGE POND CALCULATIONS
Provided'208' Area 750 sq ft
Required '208'Area 730 sq ft
DRYWELL REQUIREMENTS -10 YR DESIGN STORM
Provided Storage Volume 675 cu fl@ 0,90' deplh
Maximum Storage Required by Bowstring 229 cu ft
Number and Type of Drywells Required 0 Single
1 Double
F~l
PEAK FLOW CALCULATION PROJECT: RIVERWALK 1 Oth BOWSTRING METHQD PROJECT: RIVERWALK 10th
10-Yr Design Storm BASIN: F DETENTION BASIN DESIGN BASIN: F
DESIGNER: NWO
Tot. Area 0.63 Acres 27627 SF OATE; 10120199
Imp. Area 9637 SF
C = 0.38
Lawns - 0.10 Time Increment (min) 5
Impervious - 0,90 Time of Canc. (min) 7.01
CASE 1 Outflow (cfs) 0.3
Design Year Flow 10
130 ft. Overland Flow Area (acres) 0.63
Impervious Area (sq ft) 9637
Ct = 0.15 'C' Factor 0.38
L= 130 ft. Area' C 0.24
n= 0.40 Street Area 5637
S = 0.010
Tc = 6.39 min., by Equation 3-2 of Guidelines Time Time Inc. Intens, Q Devel. Vol,ln Vol.Out Storage
(min) (sec) (inJhr) (cfs) (cu ft) (cu ft) (cu fl)
50 ft.Gutterflow
7.01 420 2.68 0.64 363 126 237
Z1= 50.0 For Z2
Z2 = 3.5 Type A=1.0 5 300 3,18 0.76 307 90 217
n= 0.016 Rolled = 3.5 10 600 224 0.54 324 180 144
S= 0,0080 15 900 1.77 0.43 384 270 114
20 1200 1.45 0,35 419 360 59
d= 0.133 ft. 25 1500 1.21 0.29 437 450 -13
30 1800 1.04 0.25 451 540 •89
A R Q Tc Tc total I Qc 35 2100 0.91 0,22 460 630 -170
=======Z 40 2400 0.82 0.20 474 720 -246
0.41 0.07 0.64 0.61 7.01 2,68 0.64 45 2700 0.74 0.18 481 810 -329
50 3000 0.68 0.16 491 900 409
Qpeak for Case 1= 0.64 cfs 55 3300 0.64 0.15 508 990 482
60 3600 0,61 0.15 528 1080 -552
65 3900 0.60 0.14 563 1170 -607
CASE 2 70 4200 0.58 0.14 586 1260 -674
75 4500 0,56 0.13 606 1350 -744
Case 2 assumes a Time of Concentration less than 5 minutes so that 80 4800 0.53 0,13 612 1440 •828
the peak flow =.90(3.18)(Imp. Area) = 0.63 cfs 85 5100 0.52 0,13 638 1530 -892
90 5400 0,50 0.12 649 1620 •971
95 5700 0.49 0.12 672 1710 -1038
So, the Peak flow for the Basin is the greater of the twa flows, 100 6000 0.48 0.12 693 1800 -1107
0,64 cfs
208' DRAINAGE PONO CALCULATIONS
Provided'208' Area 500 sq ft
Required'208' Area 470 sq ft
DRYWELL REQUIREMENTS -10 YR DESIGN STORM
Provided Storage Volume 450 cu ft@ 0.90' depth
Maximum Storage Required by Bowstring 237 cu ft
Number and Type of Orywells Required 1 Single
0 Double
d I~ f~1 f 1 E e~ i 1~ I C~ f1I~O L-~j I J 1 fJ ~ I I
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 101h
10-Yr Design Storm BASIN: G DETENTION BASIN DESIGN BASIN: G ,
dESIGNER; NWO
Tot. Area 1.17 Acres 51033 SF OATE: 10120199
Imp. Area 15012 SF
C = 0,34
Lawns - 0.10 Time Increment (min) 5
Impervious - 0.90 Time of Conc. (min) 8.94
CASE 1 Outflow (cis) 0.01
Design Year Flow 10
140 ft. Overland Flow Area (acres) 1.17
Impervious Area (sq ft) 15012
Ct = 0.15 'C Factor 0.34
L= 140 ft. Area' C 0.39
n= 0.40 Street Area 7012
5 = 0.010
Tc = 6.68 min., by Equation 3-2 of Guidelines Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
(min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
250 ft Gutter flow
8,94 536 2,38 0.93 672 5 666
Z1= 50.0 For Z2
Z2 = 3.5 Type A=1.0 5 300 3.18 1.25 502 3 499
n= 0.016 Rolled = 3.5 10 600 2,24 0.88 531 6 525
S= 0,0140 15 900 1,77 0.70 628 9 619
20 1200 1,45 0.57 685 12 673
d= 0.138 ft, 25 1500 1,21 0.48 714 15 699
30 1800 1,04 0.41 737 18 719
A R Q Tc Tc total I Qc 35 2100 0,91 0.36 752 21 731
40 2400 0,82 0.32 774 24 750
0.51 0.07 0.93 2.26 8.94 2.38 0.93 45 2700 0.74 0.29 786 27 759
50 3000 0,68 0.27 802 30 772
Qpeak for Case 1= 0.93 cfs 55 3300 0.64 0.25 830 33 797
60 3600 0.61 024 863 36 827 .
65 3900 0.60 024 920 39 881
CASE 2 70 4200 0.58 023 958 42 916
75 4500 0.56 0.22 991 45 946
Case 2 assumes a Time of Concentration less than 5 minutes so that 80 4800 0.53 021 1000 48 952
the peak flow =.90(3.18)(Imp. Area) = 0.99 cfs 85 5100 0.52 0.20 1042 51 991
90 5400 0.50 0.20 1061 54 1007
95 5100 0.49 0.19 1098 57 1041
So, the Peak Flow for the Basin is the greater of the two flows, 100 6000 0.48 0.19 1132 60 1072
0.99 cfs
208' DRAINAGE POND CALCULATIONS
Provided'208' Area 600 sq ft
Required'208' Area 584 sq ft
DRYWELL REQUIREMENTS -10 YR DESIGN STORM
Provided Storage Volume 300 cu ft Q 0,50' depth
Maximum Storage Required by Bowstring 1072 cu R
' Number and Type of Drywells Required U Single
ERR Double
~f I ~ ~ 1 ~ ~ I 1 ~ 1 f 1 ~ ! ( ) ( 1 f ) I 1 f 1 ~ ~ ~ i i l ( ' I I I
PEAK FLOW CALCULATION PROJECT; RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK tOth
10-Yr Design Storm BASIN: H DETENTION BASIN DESIGN • BASIN: H
DESIGNER; NWO
Tot. Area 0.41 Acres 17801 SF DATE: 10/20/99
Imp. Area 6170 SF
C = 0.38
Lawns - 0.10 Time Increment (min) 5
Imperoiaus - 0.90 Time of Conc. (min) 7.15 '
CASE 1 Outflow (cfs) 0.01
Design Year Flow 10
115 ft, Overland Flow Area (acres) 0.41
Impervious Area (sq ft) 6170
Ct = 0.15 'C' Factor 0.38
L= 115 ft. Area " C 0.15
n= 0.40 Street Area 2170
S = 0.010
Tc = 5.94 min., by Equa6on 3-2 of Guidelines Time Time Inc. Intens. Q Devel. Vol,ln Vol.Out Storage
(min) (sec) (inlhr) (cfs) (cu ft) (cu fl) (cu ft)
115 ft. Gutter Flow
7,15 429 2.66 0.41 235 4 231
Z1= 50,0 For Z2 -
Z2 = 3,5 Type A=1,0 5 300 3.18 0.49 197 3 194
n= 0.016 Rolled = 3,5 10 600 2.24 0.35 208 6 202
S= 0.0160 15 900 1.77 0.27 246 9 237
20 1200 1.45 0.22 269 12 257
d= 0.099 ft. ~ 25 1500 121 0.19 280 15 265
30 1800 1.04 0.16 289 18 271
A R Q Tc Tc tolal I oc 35 2100 0,91 0.14 295 21 274
- - 40 2400 0.82 0.13 304 24 280
026 0.05 4.41 1,21 7,15 2.66 0,41 45 2700 0 74 0.11 308 27 281
50 3000 0,68 0.10 315 30 285
Qpeak for Case 1= 0.41 cfs 55 3300 0.64 0.10 326 33 293
60 3600 0.61 0.09 339 36 303
65 3900 0.60 0.09 361 39 322
CASE 2 70 4200 0,58 0,09 376 42 334
75 4500 0.56 0,09 389 45 344
Case 2 assumes a Time of Concentration less than 5 minutes so that 80 4800 0.53 0,08 392 48 344
the peak flow =.90(3,18)(Imp. Area) = 0.41 cfs 85 5100 0.52 0.08 409 51 358
90 5400 0.50 0.08 416 54 362
95 5700 0.49 0.08 431 57 374
So, the Peak flow for the Basin is the greater of the lwo Flows, 100 6000 0.48 0.07 444 60 384
0.41 cfs
208' DRAINAGE POND CALCULATIONS
Provided'208' Area 330 sq ft
Required'208' Area 181 sq ft
ORYWELL REQUIREMENTS -10 YR DESIGN STORM
Provided Storage Volume 165 cu ft aQ 0.50' depth
Maximum Storage Required by Bowstring 384 cu ft
Number and Type of Drywells Required 0 Single
ERR Doubte
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
10•Yr Design Storm BASIN: I DETENTION BASIN DESIGN BASIN: I
DESIGNER; NWO
Tot. Area 0.97 Acres 42054 SF DATE: 10l20I99
Imp, Area 12544 SF
C = 0.34
Lawns - 0.10 Time Increment (min) 5
Impervious - 0.90 Time of Conc. (min) 8.94
CASE 1 Outflow (cfs) 0.01
Design Year Flow 10
165 ft, Overland Flow Area (acres) 0.97
impervious Area (sq fl) 12544
Ct = 0.15 'C Factor 0.34
L= 165 k. Area' C 0.33
n= 0.40 Street Area 4544
S = 0.010
Tc = 1.38 min., by Equabon 3-2 of Guidelines Time Time Inc. Intens. Q Devel. Vol,ln Vol.Out Storage ,
(min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
170 ft. Gutter flaw
8.94 536 2,38 0,78 559 5 554
Z1= 50,0 For Z2 Z2 = 3,5 Type A=1.0 5 300 3.18 1,04 418 3 415
n= 0.016 Rolled = 3.5 10 . 600 2.24 0,73 442 6 436
S= 0.0150 15 900 1,77 0.58 523 9 514
20 1200 1.45 0.47 570 12 558
d= 0.127 ft. 25 1500 1.21 0.40 595 15 580
30 1800 1.04 0.34 613 18 595
A R Q Tc Tc total I Qc 35 2100 0.91 0.30 626 21 605
40 2400 0.82 0.27 644 24 620
0.43 0,06 0.78 1.56 8,94 2.38 0,78 45 2700 0.74 0.24 654 27 627
50 3000 0.68 0.22 668 30 638
Qpeak for Case 1= 0.78 cfs 55 3300 0.64 0.21 691 33 658
60 3600 0.61 0.20 719 36 683
65 3900 0.60 0.20 766 39 727
CASE 2 70 4200 0.58 4.19 797 42 755
75 4500 0.56 0.18 824 45 779
Case 2 assumes a Time of Concentration less than 5 minutes so that 80 4800 0.53 0.17 832 48 784
fhe peak flow =.90(3.18)(Imp. Area) = 0.82 cfs 85 5100 0.52 0.17 868 51 817
90 5400 0.50 0.16 883 54 829
95 5700 0.49 0.16 914 57 857
So, the Peak flow for the Basin is the greater of the two flows, 100 6000 0.48 0.16 942 60 882
0.82 cfs
208' DRAINAGE POND CAICULATIONS
Provided'208' Area 330 sq ft
Required'208' Area 379 sq ft
ORYWELL REQUIREMENTS • 10 YR DESIGN STORM
Provided Storage Volume 165 cu ft@ 0.50' depth
Maximum Starage Required by BowsUing 882 cu ft
Number and Type of Drywells Required 0 Single
ERR Double
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT; RIVERWALK 10th
10-Yr Design Storm BASINS: A, B& C DETENTION BASIN DESIGN BASINS: A. B& C
DESIGNER; NWO
Tot. Area 0.88 Acres 38164 SF DATE; 10l20199
Imp. Area 24220 SF
C = 0.61
Lawns - 0.10 Time Increment (min) 5
Impervious - 0.90 Time of Canc. (min) 5.90
CASE 1 Outflow (cfs) 1,0
Oesign Year Flow 10
40 ft. Overland Flow Area (acres) 0.88
Impervious Area (sq ft) 24220
Ct = 0.15 'C Factor 0.61
L= 40 ft. Area' C 0.53
n= 0.40 Street Area 11720
S = 0.010
Tc = 3.15 min,, by Equation 3-2 of Guidelines Time Time Inc. Intens. Q Devel. Vol.ln Val,Out Storage
(min) (sec) (inmr) (cfs) (cu ft) (cu ft) (cu ft)
280 ft. Gutter flow
5.90 354 2.92 1.56 738 354 384
Z1= 50.0 For ZZ
Z2 = 3.5 Type A=1.0 5 300 3.18 1.69 681 300 381
n= 0.016 Rolled = 3.5 10 600 224 1,19 718 600 118
S= 0.0080 15 900 1.77 0,94 850 900 -50
20 1200 1.45 0.77 928 1200 -272
d= 0.185 ft. 25 1500 1.21 0.64 968 1500 •532
30 1800 1.04 0.55 998 1800 -802
A R Q Tc Tc total I Qc 35 2100 0,91 0.48 1018 2100 -1082
40 2400 0,82 0.44 1049 2400 -1351
0.92 0.09 1,56 2.74 5,90 1.92 1.56 45 2700 0.74 0.39 1065 2700 -1635
50 3000 0.68 0.36 1067 3000 -1913
Qpeak for Case 1= 1.56 cfs 55 3300 0.64 0,34 1125 3300 -2175 ,
60 3600 0.61 0.32 1170 3600 •2430
65 3900 0.60 0.32 1247 3900 •2653
CASE 2 70 4200 0.58 0.31 1298 4200 -2902
75 4500 0.56 0.30 1342 4500 -3158
Case 2 assumes a Time of Cancentration less than 5 minutes so that 80 4800 0.53 0,28 1355 4800 -3445
the peak flaw =.90(3.18)(Imp. Area) = 1.59 cfs 85 5100 0.52 0.28 1413 5100 -3687
90 5400 0.50 0.27 1438 5400 -3962
95 5700 0.49 0.26 1488 5700 -4212
So, the Peak flow for the Basin is the greater of the two flows, 100 6000 0.48 0.26 1534 6000 -4466
1,59 cfs
208' DRAINAGE POND CALCULATIONS
Pravided'208' Area 1000 sq ft
Required '208'Area 977 sq R
DRYWELL REQUIREMENTS -10 YR DESIGN STORM
Provided Storage Valume 660 cu ft@ varying depth
Maximum Starage Required by Bowstring 384 cu ft
Number and Type of Drywells Required 0 Single
1 Double
PEAK FLOW CALCULATION PROJECT: RIVERWALK 101h BOWSTRING METHOD PROJECT: RIVERWALK 10th •
10-Yr Design Storm BASINS: D& G OETENTION BASIN DESIGN BASIN: D& G
DESIGNER; NWO
Tot. Area 2,01 Acres 87484 SF DATE: 10120l99
Imp. Area 27926 SF
C = 0,36
Lawns - 0.10 Time Increment (min) 5
Impenrious - 0.90 Time of Conc. (min) 8.57
CASE 1 Outflaw (cfs) 1.0
Design Year Flow 10
160 ft Overland Flow Area (acres) 2.01
Impervious Area (sq ft) 27926
Ct = 0.15 'C Factor 0.36
L= 160 ft. Area' C 0,71
n= 0.40 SUeet Area 13926
S = 0.010
Tc = 7.24 min., by Equation 3•2 of Guidelines Time Time Inc. Intens. 0 Oevel. Val.ln Vol.Out Storage
(min) (sec) (inmr) (cfs) (cu ft) (cu ft) (cu ft)
180 ft.Gutterflow
8•.57 514 2.43 1.73 1195 514 681
Z1= 50,0 For Z2
Z2 = 3,5 Type A=1,0 5 300 3.18 2,27 912 300 612
n= 0.016 Rolled = 3.5 14 600 2.24 1,60 964 600 364 ,
S= 0.0160 15 900 1.77 1,26 1141 900 241
20 1200 1,45 1,03 1245 1200 45
d= 0.169 ft. 25 1500 1.21 0,86 1298 1500 -202 .
30 1800 1.04 0,74 1338 1800 -462
A R Q Tc Tc total I Qc 35 2100 0.91 0,65 1366 2100 -734
40 2400 0.82 0,59 1406 2400 -994
0.76 0.08 1.73 1.33 8,57 2,43 1,73 45 2700 0.74 0 53 1428 2700 -1272
50 3000 0.68 0.49 1457 3000 -1543
Qpeak for Case 1= 1,73 cfs 55 3300 0.64 0,46 1509 3340 -1791
60 3600 0,61 0.44 1569 3600 -2031
65 3900 0.60 0.43 1671 3900 -2229
CASE 2 70 4200 0.58 0.41 1740 4200 -2460
75 4500 0.56 0.40 1800 4500 -2700
Case 2 assumes a Time of Concentration less than 5 minutes so that 80 4800 0.53 0.38 1817 4800 -2983
the peak Flow =.90(3.18)(Imp. Area) = 1.83 cfs 85 5100 0.52 0.37 1894 5100 -3206
90 5400 0.50 0.36 1928 5400 •3472
95 5700 0.49 0,35 1994 5700 -3706
So, the Peak fiow for the Basin is the.greater of the lwo flovus, 100 6000 0,48 0,34 2056 6000 -3944
1.83 cfs
208' DRAINAGE POND CALCULATIONS
Provided'208' Area 1180 sq ft Required'208' Area 1161 sq ft
DRYWELL REQUIREMENTS -10 YR DESIGN STORM
Provided Storage Volume 822 cu ft@ varying depth
Maximum Storage Required by Bowstring 681 cu ft
Number and Type af Drywells Required 0 Single
1 Double
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RNERWALK 10th
10-Yr Design Storm BASINS: E, H& I DETENTION BASIN DESIGN BASIN: E, H 8 I
DESIGNER: NWO
Tot, Area 2,44 Acres 106494 SF DATE; 10120199
Imp, Area 35478 SF
C = 0.37
Lawns - 0.10 Time Increment (min) 5
Impervious • 0.90 Time of Canc, (min) 8,59
CASE 1 Outflow (cfs) 1.0
Design Year Flow 10
165 ft. Overland Flow Area (acres) 2.44
Impervious Area (sq ft) 35478
Ct = 0.15 'C Factor 0.37
L= 165 ft. Area' C 0.90
n= 0.40 Street Area 15478
S = 0,010
Tc = 7.38 min., by Equaaon 3-2 of Guidelines Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
(min) (sec) (inmr) (cfs) (cu k) (cu ft) (cu ft)
170 ft. Gutter flow
8.59 515 2.43 2.17 1500 515 985
Z1= 50,0 For Z2
Z2 = 3.5 Type A=1,0 5 300 3.18 2.85 1144 300 844
n= 0.016 Rolled = 3.5 10 600 2.24 2.01 1209 600 609
S= 0.0150 15 900 1.77 1.58 1431 900 531
20 1200 1.45 1.30 1561 1200 361
d= 0.186 ft. 25 1500 1.21 1.08 1628 1500 128
30 1800 1.04 0.93 1678 1800 -122
A R Q Tc Tc total I Qc 35 2100 0,91 0.81 1113 2100 387
40 2400 0,82 0.73 1764 2400 -636
0,93 0.09 2.17 1.21 8.59 2.43 2.11 45 2700 0,74 0.66 1790 2700 -910
SU 3000 0.68 0.61 1828 3000 -1112
Qpeak for Case 1= 2.17 cis 55 3300 0.64 0.57 1892 3300 •1408
60 3600 0,61 0.55 1967 3600 -1633
65 3900 0,60 0.54 2096 3900 -1804
CASE 2 70 4200 0.58 0.52 2182 4200 -2018
75 4500 0.56 0.50 2257 4500 -2243
Case 2 assumes a Time of Cancentration less than 5 minutes so that 80 4800 0.53 0.47 2279 4800 -2521
the peak flow =,94(3.18)(Imp. Area) = 2.33 cfs 85 5100 0.52 0.47 2375 5100 -2725
90 5400 0.50 0.45 2418 5400 •2982
95 5700 0.49 0.44 2501 5700 -3199
Sa, fhe Peak flaw for the Basin is Ihe greater of the two flows, 100 6000 0.48 0,43 2579 6000 •3421
2.33 cfs
1 208' DRAINAGE POND CALCULATIONS
Provided'208' Area 1410 sq fl
Required'208' Area 1290 sq ft
DRYWELL REQUIREMENTS -10 YR DESIGN STORM
Provided Storage Volume 1000 cu ft@ varying depth
Maximum Storage Required by Bowstring 985 cu ft
Number and Type of Drywells Required 0 Single
1 Double
~I I l~~ I ? (-~1 17-
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
50•yr STORM EVENT BASIN; A DETENTION BASIN DESIGN BASIN: A
DESIGNER: NWO
Tot. Area 0,19 Acres 8318 SF DATE; 10l20l99
Imp, Area 4822 SF
C = 0.56
Lawns - 0.10 Time Increment (min) 5
Pavement • 0.90 Time of Conc. (min) 5.00
Oulflow (cfs) 0.01
CASE 1 Design Year Flow 50
Area (acres) 0.19
40 ft. Overland Flow Impervious Area (sq ft) 4822
'C Factor 0.56
Ct = 0.15 Area " C 0.11
L= 40 ft. Total Asphaitic Area 2322
n = 0.40 •
S = 0.010
Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
Tc = 3,15 min., by Equation 3-2 of Guidelines (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft)
140 ft. Gutfer flaw • 5.00 300 4,58 0.49 198 3 195
Z1= 50,0 5 300 4,58 0.49 198 3 195
Z2 = 3.5 10 600 3.20 0.34 242 6 236
n= 0,016 15 900 2.45 0.26 264 9 255
S= 0.0130 20 1200 1,95 0.21 273 12 261
25 1500 1.62 0.17 279 15 264
d= 0.110 ft. 30 1800 1,56 0.17 319 18 301
35 2100 1,28 0.14 303 21 282
A R Q Tc Tc total I Qc 40 2400 1.19 0.13 319 24 295
- - - 45 2700 1,08 0.12 326 27 299
-
0.32 0.05 0.49 1.53 5.00 4,58 0.49 50 3000 0.99 0.11 331 30 301
55 3300 0.92 0.10 337 33 304
Qpeak for Case 1= 0.49 cfs 60 3600 0.87 0,09 347 36 311
65 3900 0.82 0.09 353 39 314
70 4200 0,80 0.09 371 42 329
CASE 2 75 4500 0.77 0.08 381 45 336
80 4800 0.75 0,08 396 48 348
Case 2 assumes a Time of Concentration less than 5 minutes so 85 5100 0.72 0,08 403 51 352
that the peak Flow =.90(4,58)(Imp. Area) = 0.46 cfs 90 5400 0.71 0,08 421 54 367
95 5700 0.69 0.07 431 57 374
100 6000 0.67 0,07 440 60 380
So, the Peak flow for the Basin is the greater of the two flaws,
0.49 cfs
208' ORAINAGE POND CALCULATIONS
Provided'208' Area 200 sq ft
Required'208' Area 194 sq R
DRYWELL REQUIREMENTS - 50 YR DESIGN STORM
Provided Storage Volume 100 cu ft@ 0.50' deplh
Maximum Storage Required by Bowstring 380 cu ft
Number and Type of Drywells Required 0 Single
ERR Double
L-J
PEAK FLOW CALCULATION PROJECT; RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
50•yr STORM EVENT BASIN: B DETENTION BASIN DESIGN BASIN: B
DESIGNER: NWO
ToL Area 0,32 Acres 13931 SF DATE: 10I20l99
Imp. Area 8961 SF
C = 0.61
Lawns - 0.10 Time Increment (min) 5
Pavement - 0.90 Time of Conc. (min) 5.00
Outflow (cfs) 1.0
CASE 1 Design Year Flow 50
Area (acres) 0.32
40 ft. Overland Flow Impervious Area (sq fl) 8961
'C Factor 0.61
Ct = 0.15 Area ' C 0.20
L= 40 ft. Total Asphaltic Area 3961
n = 0.40
S = 0.010
Time Time Inc. Intens, Q Devel, Val,ln Vol.Out Storage
Tc = 3.15 min., by Equation 3-2 of Guidelines (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
100 ft. Gutter flaw 5.00 300 4.58 0.90 362 300 62
Z1= 50,0 5 300 4.58 0.90 362 300 62
Z2 = 3,5 10 600 3.20 0.63 442 600 •158
n= 0.016 15 900 2,45 0.48 483 900 417
S= 0.0130 20 1200 1.95 0.38 499 1200 -701
25 1500 1.62 0,32 510 1500 -990
d= 0.138 ft. 30 1800 1,56 0,31 583 1800 -1217
35 2100 1,28 0.25 554 2100 -1546
A R Q Tc Tc total I ac 40 2400 1.19 0.23 583 2400 -1817
===r 45 2700 1.08 0.21 595 2700 -2105
0.51 0.07 0.90 0.94 5.00 4.58 0,90 50 3000 0.99 0.19 604 3000 -2396
55 3300 0.92 0.18 615 3300 -2685
Qpeak for Case 1= 0.90 cfs 60 3600 0.87 0.17 633 3600 -2967
65 3900 0.82 0.16 645 3900 -3255
70 4200 0.80 0.16 676 4200 -3524
CASE 2 75 4500 0,77 0.15 696 4500 -3804
80 4800 0,75 0.15 723 4800 -4077
Case 2 assumes a Time of Cancentra6on less than 5 minutes so 85 5100 0.72 0.14 736 5100 -4364
that the peak flow =.90(4.58)(Imp. Area) = 0.85 cfs 90 5400 0.71 0.14 768 5400 -4632
95 5700 0.69 0.14 787 5700 -4913
100 6000 0.67 0.13 804 6000 -5196
So, the Peak flow for the Basin is the greater of the two flows,
0.90 cfs
208' DRAINAGE POND CALCUlATIONS
Provided '208' Area 400 sq ft
Required'208' Area 330 sq ft
ORYWELL REQUIREMENTS - 50 YR DESIGN STORM
Provided Storage Volume 360 cu ft Q 0.96' depth
Maximum Storage Required by Bovustring 62 cu ft
Number and Type of Drywells Required 0 Singie
1 Double
~ f ) I ~r I j ~ , ) r a
PEAK FLOW CALCULATION PROJECT; RIVERWALK 10th BOWSTRING METHOD PROJECT; RIVERWALK 10th
50•yr STORM EVENT BASIN: C DETENTION BASIN DESIGN BASIN: C
DESIGNER: NWO
Tot. Area 0,37 Acres 15915 SF DATE: 10120l99
Imp. Area 10437 SF
C = 0.62
Lawns - 0.10 Time Increment (min) 5
Pavement - 0.90 Time of Conc. (min) 6.25
Outflow (cfs) 0.01
CASE 1 Design Year Flow 50
Area (acres) 0,37
40 ft. Overland Flow Imperoious Area (sq ft) 10437
'C' Factor 0,62
Ct= 0.15 Area'C 0.23
L= 40 ft. Total Asphaltic Area 5437
n = 0.40
S = 0,010
Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
Tc = 3.15 min,, by Equation 3-2 of Guidelines (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
280 ft. Gutter flow 6.25 375 4.15 0.95 476 4 472
Z1= 50.0 5 300 4.58 1.05 420 3 417
Z2 = 3.5 10 600 3.20 0.73 531 6 525
n= 0.016 15 900 2.45 0.56 575 9 566
S= 0.0080 20 1200 1.95 0.45 591 12 579
25 1500 1,62 0.37 602 15 587
d= 0,154 ft. 30 1800 1.56 0.36 686 18 668
35 2100 1.28 0,29 651 21 630
A R Q Tc Tc total I Qc 40 2400 1.19 027 684 24 660
45 2700 1.08 0.25 697 27 670
0.63 0.08 0.95 3.10 6.25 4.15 0.95 50 3000 0,99 023 707 30 677
55 3300 0,92 0.21 720 33 687
Qpeak for Case 1= 0.95 cfs 60 3600 0.87 0.20 740 36 704
65 3900 0.82 0.19 754 39 715
' 10 4200 0.80 0.18 790 42 748
CASE 2 75 4500 0.77 0.18 813 45 768
80 4800 0.75 0.17 843 48 795
Case 2 assumes a Time of Concentration less than 5 minutes so 85 5100 0.72 0.16 859 51 808
that the peak flow =.90(4.58)(Imp. Area) = 0.99 cis 90 5400 0.71 0.16 896 54 842
95 5700 0,69 0.16 918 57 861
100 6000 0,67 0.15 937 60 877
So, the Peak flow for the Basin is the greater of the iwo flows,
0.99 cfs
208' DRAINAGE POND CALCULATIONS
Provided '208'Area 400 sq ft
Required'208' Area 453 sq ft
DRYWELL REQUIREMENTS - 50 YR DESIGN STORM
Provided Storage Volume 200 cu ft@ 0.50' depth
Maximum Storage Required by Bowstring 877 cu ft
Number and Type af Drywells Required 0 Single
ERR Double
4 J L_---l ! 1~ 1 f lf~O I- I L'i f f~ 'i I1' F-~ ( 1 I 1 l, " ) 'f ( 1 I
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
50•yr STORM EVENT BASIN: D DETENTION BASIN DESIGN BASIN: D
DESIGNER; NWO
Tot. Area 0.84 Acres 36451 SF DATE: 10120l99
Imp, Area 12914 SF
C = 0,38
Lawns - 0.10 Time Increment (min) 5
Pavement - 0.90 Time of Conc. (min) 8.74
Oufflow (cfs) 1,0
CASE 1 Design Year Flow 50
Area (acres) 0.84
160 R. Overland Flow Imperviaus Area (sq N) 12914
'C' Factor 0.35
Ct = 0.15 Area' C 0,32
L= 160 ft. Total Asphal6c Area 6914
n = 0.40
S = 0.010
Time Time Inc. Intens. Q Devel, Vol.ln Vol.Ouf Storage
Tc = 7,24 min., by Equation 3-2 of Guidelines (min) (sec) (inlhr) (cfs) (cu it) (cu ft) (cu ft)
180 ft. Gutter flow 8.74 524 3,29 1,06 742 524 217
Z1= 50.0 5 300 4,58 1.47 591 300 291
Z2 = 3.5 10 600 3,20 1.03 799 600 199
n= 0.016 15 900 2.45 0.79 848 900 -52
S= 0.0160 20 1200 1.95 0.63 862 1200 -338
25 1500 1.62 0.52 872 1500 •628
d= 0.141 ft. 30 1800 1.56 0.50 990 1800 -810
35 2100 1.28 0.41 936 2100 -1164
A R Q Tc Tc total I Qc 40 2400 1.19 0.38 980 2400 •1420
- - - 45 2700 1.08 0.35 997 2700 -1703
0.53 0.07 1.06 1,50 8.74 3.29 1.06 50 3000 0.99 0.32 1010 3000 -1990
55 3300 0.92 0.30 1027 3300 -2273
Qpeak for Case 1= 1.06 cfs 60 3600 0.87 0.28 1055 3600 -2545
65 3900 0,82 0.26 1073 3900 -2827
70 4200 0.80 0.26 1124 4200 -3076
CASE 2 75 4500 0.77 0,25 1156 4500 -3344
80 4800 0,75 0,24 1198 4800 -3602
Case 2 assumes a Time of ConcenVation less than 5 minutes so 85 5100 0.72 0.23 1219 5100 -3851
that the peak flow =.90(4.58)(Imp. Area) = 1.22 cfs 90 5400 0.71 0,23 1271 5400 -4129
95 5700 0,69 0,22 1301 5700 -4399
100 6000 0.67 0,21 1328 6000 -4672
So, the Peak flow for the Basin is the greater af the lwo 8ows,
1.22 cfs ,
208' DRAINAGE POND CALCULATIONS
Provided'208' Area 580 sq ft
Required'208' Area 576 sq ft
DRYWELL REQUIREMENTS • 50 YR DESIGN STORM
Provided Storage Volume 522 cu ft@ 0.90' depth
Maximum Storage Required by Bawstring 291 cu ft
Number and Type of Drywells Required 0 Single
1 Double
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
50•yr STORM EVENT BASIN: E DETENTION BASIN DESIGN BASIN; E
DESIGNER: NWO
Tot. Area 1.06 Acres 46239 SF DATE: 10120199
Imp. Area 16764 SF
C = 0.39
Lawns - 0.10 Time Increment (min) 5
Pavement - 0.90 Time of Conc. (min) 7.65
Outflow (cfs) 1,0
CASE 1 Design Year Flow 50
Area (acres) 1.06
115 ft. Overland Flow Impervious Area (sq ft) 16764
'C Factor 0.39
Ct = 0.15 Area ` C 0.41 .
L= 115 ft. Total Asphaliic Area 8764
n = 0.40
S = 0.010
Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
Tc = 5.94 min., by Equation 3-2 of Guidelines (min) (sec) (inlhr) (cfs) (cu fl) {cu ft) (cu ft)
220 ft. Gutter flow 7.65 459 3.66 1.52 934 459 474
Z1= 50.0 5 300 4.58 1.90 762 300 462
Z2 = 3.5 10 600 3.20 1,32 1002 600 402
n= 0.016 15 900 2,45 1.01 1071 900 171
S= 0,0150 20 1200 1,95 0.81 1095 1200 -105
25 1500 1,62 0.67 1111 1500 -389
d= 0.163 ft. 30 1800 1.56 0.65 1263 1800 -531
35 2100 1.28 0.53 1196 2100 -904
A R Q Tc Tc total I Qc 40 2400 1.19 0,49 1254 2400 -1146
45 2700 1.08 0.45 1277 2700 -1423
0.71 0.08 1,52 1.71 7.65 3.66 1.52 50 3000 0,99 0.41 1294 3000 •1706
55 3300 0,92 0.38 1316 3300 -1984
Qpeak for Case 1= 1.52 cfs 60 3600 0.87 0.36 1353 3600 •2247
65 3900 0.82 0.34 1377 3900 •2523
70 4200 0.80 0.33 1443 4200 -2757
CASE 2 75 4500 0.77 0,32 1484 4500 -3016
80 4800 0.75 0.31 1539 4800 -3261
Case 2 assumes a Time of Concentration less than 5 minutes so 85 5100 0,72 0.30 1567 5100 -3533
Ihal the peak flaw =.90(4.58)(Imp. Area) = 1.59 cfs 90 5400 0.71 0.29 1633 5400 -3761
95 5700 0.69 0.29 1673 5700 -4027
100 6000 0.67 028 1708 6000 -4292
So, the Peak flow for the Basin is the greater of the two flows,
1.59 cfs
208' DRAINAGE POND CALCULATIONS
Provided'208' Area 750 sq ft
Required '208'Area 730 sq ft
DRYWELL REQUIREMENTS - 50 YR DESIGN STORM
Provided Storage Volume 675 cu ft@ 0.90' depth
Maximum Storage Required by Bowstring 474 cu ft
• Number and Type of Drywells Required 0 Single
1 Double
F'7
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METH00 PROJECT: RIVERWALK 10th
50-yr STORM EVENT BASIN: F DETENTION BASIN DESIGN BASIN: F
DESIGNER; NWO
Tot. Area 0.63 Acres 27627 SF QATE: 10/20199
Imp. Area 9637 SF
C = 0.38
Lawns - 0.10 Time Increment (min) 5
Pavement - 0.90 Time of Conc. (min) 6.95
Outflow (cfs) 0,3
CASE 1 Design Year Flow 50
Area (acres) 0.63
130 ft. Overland Flow Impervious Area (sq ft) 9637
'C Factor 0.38
Ct = 0.15 Area' C 0.24
L= 130 ft. Total Asphaltic Area 5637
n = 0.40
S = 0.010
Time Time Inc. Intens. Q Devel. Vol,ln Vol.Out Storage
Tc = 6,39 min., by Equation 3-2 of Guidelines (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
50 ft. Gutter flow 6.95 417 3.91 0.94 525 125 400
21= 50.0 5 300 4.58 1.10 443 90 353
Z2 = 3.5 10 600 3,20 0.77 571 180 391
n= 0.016 15 900 2.45 0.59 614 270 344
S= 0.0080 20 1200 1.95 0.47 629 360 269
25 1500 1.62 0.39 639 450 189
d= 0.153 ft. 30 1800 1.56 0.38 728 540 188
35 2100 1,28 0.31 690 630 60
A R Q Tc Tc total I Qc 40 2400 1.19 0.28 724 720 4
- - 45 2700 1,08 026 738 810 -72
0.63 0.08 0,94 0.56 6.95 3.91 0,94 50 3000 0.99 024 748 900 -152
55 3300 0.92 0.22 761 990 -229
Qpeak for Case 1= 0.94 cfs 60 3600 0.87 0,21 783 1080 -297
65 3900 0.82 0.20 797 1170 -373 70 4200 0.80 0.19 835 1260 425
CASE 2 75 4500 0.77 0.19 859 1350 491
80 4800 0.75 0.18 891 1440 -549
Case 2 assumes a Time af Concentration less than 5 minutes so 85 5100 0.72 0,17 907 1530 -623
that the peak flow =.90(4.58)(Imp. Area) = 0.91 cfs 90 5400 0.11 0.17 946 1620 -674
95 5700 0.69 0.17 969 1710 -741
100 6000 0.67 0.16 989 1800 -811
So, the Peak 8ow for the Basin is the greater of the two flows,
0.94 cfs
208' ORAINAGE POND CALCULATIONS
Provided'208' Area 500 sq ft
Required'208' Area 470 sq ft
DRYWELL REQUIREMENTS - 50 YR DESIGN STORM
Provided Storage Volume 450 cu ft@ 0.90' depth
Maxrimum Storage Required by Bowstnng 400 cu ft
Number and Type of Drywells Required 1 Single
0 Double
( ~ l ! ~ 1 f ~ ( ~ ( ) ( ~ i~ J ~ ~ ( 1 ~ ~ ) ( } ( l ~ 1 l l E~~ ~ I ( ? I
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT; RIVERWALK 10th
50-yr STORM EVENT BASIN: G DETENTION BASIN DESIGN BASIN: G
DESIGNER: NWO
Tot. Area 1,17 Acres 51033 SF DATE: 10120199 •
Imp, Area 15012 SF
C = 0,34
Lawns - 0.10 Time Increment (min) 5
Pavement - 0.90 Time of Conc. (min) 8.76
OutAow (cfs) 0.01
CASE 1 Design Year Flow 50
Area (acres) 1.17
140 ft. Overland Flow Impervious Area (sq ft) 15012
'C Factor 0.34
Ct = 0.15 Area' C 0.39
L= 140 fl. Total Asphaltic Area 7012
n = 0.40
S = 0.010
Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
Tc = 6,68 min., by Equation 3-2 af Guidelines (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
250 ft. Gutter flow 8.76 526 3.28 1.29 908 5 903
Z1= 50.0 5 300 4.58 1.80 723 3 720
72 = 3.5 10 600 3,20 1.26 979 6 973
n= 0.016 15 900 2.45 0.96 1038 9 1029
S= 0,0140 20 1200 1.95 0.77 1056 12 1044
25 1500 1.62 0.64 1068 15 1053
d= 0.155 ft. 30 1800 1,56 0.61 1213 18 1195
35 2100 1,28 0.50 1146 21 1125
A R Q Tc Tctotal I Qc 40 2400 1,19 0.47 1201 24 1177 45 2700 1,08 0.42 1221 27 1194
0,65 0.08 129 2.08 8.76 3.28 1.29 50 3000 0.99 0.39 1236 30 1206
55 3300 0.92 0.36 1257 33 1224
Qpeak for Case 1= 1.29 cfs 60 3600 0.87 0,34 1292 36 1256
65 3900 0.82 0.32 1314 39 1275
70 4200 0.80 0,31 1376 42 1334
' CASE 2 75 4500 0.77 0.30 1415 45 1370
80 4800 0.75 0.29 1467 48 1419
Case 2 assumes a Time of Concentration less lfian 5 minutes so 85 5100 0.72 0.28 1493 51 1442
that the peak Flow =,90(4.58)(Imp. Area) = 1.42 cfs 90 5400 0.71 0.28 1556 54 1502
95 5700 0,69 0Z7 1594 51 1537
100 6000 0.67 0.26 1626 60 1566
So, the Peak flaw tor the Basin is the greater of the iwo flows,
1.42 cfs
208' ORAINAGE POND CALCUlATIONS
Provided'208' Area 600 sq ft
Required'208' Area 584 sq ft
• DRYWELL REQUIREMENTS - 50 YR DESIGN STORM ,
Provided Storage Volume 300 cu ft@ 0.54' depth
Maximum Storage Required by BowsVing 1566 cu ft
Number and Type of Drywells Required 0 Single
ERR Double
~ i!~~ i 1 f 1 4►~ 1( 1 i 1~ I 1 i) C~ ~,r.,.J I l~~ ~ I i 1 I
PEAK FLOW CALCULATION PROJECT; RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 101h
50•yr STORM EVENT BASIN: H DETENTION BASIN OESIGN BASIN: H
DESIGNER; NWO
Tot. Area 0.41 Acres 17801 SF DATE: 10120l99
Imp, Area 6170 SF
C = 0.38
Lawns - 0.10 Time Increment (min) 5
Pavemenl - 0.90 Time at Conc. (min) 7.04
' Outflow (cfs) 0.01
CASE 1 Design Year Flow 50
Area (acres) 0.41
115 ft. Ovedand Flow Imperviaus Area (sq ft) 6170
'C' Factor 0.38
Ct = 0.15 Area' C 0.15
L= 115 ft Total Asphaltic Area 2170
n = 0.40
S = 0,010
Time Time Inc, Intens. Q Devel. Vol.ln Vol.Out Storage
Tc = 5,94 min., by Equabion 3•2 of Guidelines (min) (sec) (iNhr) (cfs) (cu ft) (cu ft) (cu ft)
115 ft. Gutter flow •7.04 423 3.88 0.60 338 4 334
Z1= 50,0 5 300 4.58 0.71 284 3 281
Z2 = 3,5 10 600 3.20 0.49 367 6 361
n= 0.016 15 900 2.45 0.38 394 9 385
S= 0,0160 20 1200 1.95 0.30 404 12 392
25 1500 1,62 0.25 411 15 396
d= 0.114 ft. 30 1800 1.56 0.24 467 18 449
35 2100 1.28 0,20 443 21 422
A R Q Tc Tc total I Qc 40 2400 1.19 0,18 465 24 441
45 2700 1.08 0.17 474 27 447
0.34 0.06 0.60 1.10 7.04 3.88 0.60 50 3000 0.99 0.15 480 30 450
55 3300 0.92 0.14 488 33 455
Qpeak for Case 1= 0.60 cfs 60 3600 0.87 0.13 502 36 466
65 3900 0.82 0,13 511 39 472
70 4200 0.80 0,12 536 42 494
CASE 2 75 4500 0.77 0,12 551 45 506
80 4800 0.75 0,12 572 48 524
Case 2 assumes a Time of Concentration less than 5 minutes so 85 5100 0.72 0.11 582 51 531
that the peak Flow =.90(4.58)(Imp. Area) = 0.58 cfs 90 5400 0,71 0.11 607 54 553
95 5700 0.69 0.11 622 57 565
100 6000 0,67 0.10 635 60 575
So, the Peak flow for the Basin is the greater of the two nows,
0.60 cfs
208' DRAINAGE POND CALCULATIONS
Provided'208' Area 330 sq R
Required'208' Area 181 sq ft
DRYWELL REQUIREMENTS - 50 YR DESIGN STORM
Provided Storage Volume 165 cu ft Q 0.50' depth
Maximum Storage Required by Bowstring 575 cu ft
Number and Type of Dryweils Required 0 Single
ERR Double
( ; l . J ~ ~ ~ 1 ~ 1 f 1 ! ~ ( ~ ~ ( ~ 1 f ) E 1 ~ ~ l ( 1 ~ o l I
PEAK FLOW CALCULATION PROJECT; RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
50•yr STORM EVENT BASIN: I DETENTION BASIN DESIGN BASIN: I
DESIGNER; NWO
Tat. Area 0.97 Acres 42054 SF DATE; 10l20199
Imp. Area 12544 SF
C = 0.34
Lawns - 0.10 Time Increment (min) 5
Pavement - 0.90 Time of Conc. (min) 8.82
OutFlow (cfs) 0,01
CASE 1 Design Year Flow 50
Area (acres) 0.97
165 ft. Overland Flow Imperoious Area (sq R) 12544
'C Factor 0,34
Ct = 0.15 Area " C 0,33
L= 165 ft. Total Asphaltic Area 4544
n = 0.40
S = 0.010
Time Time Inc. Intens, Q Oevel. Val.ln Vol.Out Storage
Tc = 7,38 min., by Equatian 3•2 of Guidelines (min) (sec) (inlFir) (cfs) (cu ft) (cu ft) (cu ft)
170 ft. Gutter flow -8.82 529 3.26 1.07 756 5 751
Z1= 50.0 5 300 4.58 1,50 602 3 599
Z2 = 3.5 10 600 3.20 1.05 816 6 810
n= 0.016 15 900 2.45 0.80 865 9 856
S= 0.0150 20 1200 1.95 0.64 880 12 868
25 1500 1.62 0.53 890 15 875
d= 0.143 ft. 30 1800 1.56 0.51 1010 18 992 '
35 2100 1.28 0.42 954 21 933
A R Q Tc Tc total I Qc 40 2400 1.19 0,39 999 24 975
45 2700 1.08 0,35 1017 27 990
0.55 0.07 1,01 1.44 8,82 3,26 1.07 50 3000 0.99 0.32 1029 30 999
55 3300 0,92 0.30 1047 33 1014
Qpeak for Case 1= 1,07 cfs 60 3600 0.87 0.28 1075 36 1039
65 3900 0,82 0.27 1094 39 1055
70 4200 0.80 0.26 1146 42 1104
CASE 2 75 4500 0,77 0.25 1178 45 1133
80 4800 0,75 0.25 1221 48 1173
Case 2 assumes a Time af Concentration less than 5 minutes so 85 5100 0.72 0,24 1243 51 1192
that the peak flow =,90(4,58)(Imp. Area) = 1,19 cfs 90 5400 0.71 0.23 1295 54 1241 '
95 5700 0.69 0.23 1326 57 1269
100 6000 0.67 0.22 1354 60 1294
So, the Peak flow for the Basin is the greater of the lwo flows,
1.19 cfs
208' DRAINAGE POND CALCULATIONS
Provided'20B' Area 330 sq ft
Required'208' Area 379 sq ft
DRYWELL REQUIREMENTS - 50 YR DESIGN STORM
Provided Storage Volume 165 cu ft Q 0.50' depth
Maximum Storage Required by Bowstring 1294 cu ft
Number and Type of Drywells Required 0 Single
ERR Double
F-7 )
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK tOth
50-yr STORM EVENT BASINS: A, B& C DETENTION BASIN DESIGN BASIN: A, B& C
DESIGNER; NWO
Tat. Area 0.88 Acres 38164 SF DATE: 10l20199
Imp. Area 24220 SF
C = 0.61
Lawns - 0.10 Time Increment (min) 5
Pavement - 0.90 Time o( Conc. (min) 5.63
Outflow (cfs) 1,0
CASE 1 Design Year Flow 50
Area (acres) 0.88
40 ft. Overland Flow Impervious Area (sq ft) 24220
'C Factor 0.61
Ct = 0,15 Area " C 0.53
L= 40 ft, Total Asphaltic Area 11720
n = 0.40
S = 0.010
Time Time Inc. Intens. 0 Devel, Vol.ln Vol.Out Storage
Tc = 3,15 min., by Equation 3-2 of Guidelines (min) (sec) (iNhr) (cfs) (cu ft) (cu ft) (cu ft)
280 ft. Gutter flow .5.63 338 4.36 2.32 1052 338 714
Z1= 50.0 5 300 4.58 2.44 980 300 680
ZZ = 3.5 10 600 3.20 1.70 1218 600 618
n= 0.016 15 900 2.45 1.30 1324 900 424
S= 0.0080 20 1200 1.95 1.04 1365 1200 165
25 1500 1.62 0.86 1393 1500 -107
d= 0.215 ft. 30 1800 1.56 0.83 1591 1800 -209
35 2100 128 0,68 1509 2100 -591
A R Q Tc Tc total I Qc 40 2400 1.19 0.63 1587 2400 -813
45 2700 1,08 0,58 1619 2700 -1081
1.24 0.11 2.32 2.48 5.63 4.36 2.32 50 3000 0.99 0.53 1642 3000 -1358
55 3300 0.92 0.49 1673 3300 -1627
Qpeak for Case 1= 2.32 cfs 60 3600 0.87 0.46 1721 3600 -1879
65 3900 0.82 0.44 1753 3900 -2147
70 4200 0,80 0,43 1838 4200 -2362
CASE 2 75 4500 0.77 0.41 1892 4500 -2608
80 4800 0,75 0.40 1963 4800 -2837
Case 2 assumes a Tme of ConcenUaGon less than 5 minutes so 85 5100 0,72 0.38 1999 5100 -3101
that the peak flow =.90(4.58)(Imp. Area) = 229 cfs 90 5400 0,71 0.38 2085 5400 -3315
95 5700 0.69 0.37 2136 5700 -3564
100 6000 0.67 0.36 2181 6000 -3819
So, the Peak flow for the Basin is the greater of the two flows,
2.32 cfs
208' DRAINAGE POND CALCULATIONS
Provided'208' Area 1000 sq ft
Required'208' Area 977 sq ft
DRYWELL REDUIREMENTS - 50 YR DESIGN STORM
Provided Storage Volume 660 cu ft@ varying depth
Maximum Slorage Required by Bowstring 714 cu fl
Number and Type of Drywells Required 0 Single
1 Double
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
50-yr STORM EVENT BASINS: D& G DETENTION BASIN DESIGN BASIN: D& G
DESIGNER: NWO
Tot. Area 2.01 Acres 87484 SF DATE: 10120199
Imp, Area 27926 SF
C = 0.36
Lawns - 0,10 Time Increment (min) 5
Pavement • 0,90 Time of Conc. (min) 8.46
OutFlow (cfs) 1.0
CASE 1 Design Year Flow 50
Area (acres) 2.01
160 ft. Overland Flow Impervious Area (sq fl) 27926
'C Factor 0.36
Ct = 0.15 Area' C 0.71
L= 160 ft. Total Asphaltic Area 13926
n = 0.40
S = 0.010
Time Time Inc. intens. Q Devel. Vol,ln Vol.Out Storage
Tc = 7.24 min., by Equation 3-2 of Guidelines (min) (sec) (inlhr) (cfs) (cu ft) (cu fl) (cu 8)
180 ft. Gutter flow . 8,46 508 3.39 2.42 1644 508 1136
Z1= 50.0 5 300 4.58 327 1314 300 1014
Z2 = 3.5 10 600 3.20 2.28 1764 600 1164
n= 0.016 15 900 2.45 1.75 1875 904 975
S= 0.0160 20 1200 1.95 1,39 1910 1204 710
25 1500 1.62 1.16 1934 1500 434
d= 0.192 ft. 30 1800 1.56 1,11 2196 1800 396
35 2100 1.28 0.91 2076 2100 -24
A R Q Tc Tc total I Qc 40 2400 1.19 0.85 2176 2400 -224
45 2700 1.08 0,77 2214 2700 486
0.98 0.10 2.42 122 8.46 3.39 2.42 50 3000 0.99 0.71 2242 3000 -758
55 3300 0.92 0,66 2280 3300 -1020 opeak for Case 1= 2.42 cfs 60 3600 0.87 0,62 2342 3600 -1258
65 3900 0.82 0.59 2383 3900 -1517
TO 4200 0.80 0.57 2497 4200 -1703
CASE 2 75 4500 0.77 0.55 2568 4500 •1932
. 80 4800 0.75 0.54 2662 4800 -2138
Case 2 assumes a Time of Concentration less than 5 minutes so 85 5100 0.72 0.51 2709 5100 -2391
that the peak Flow =.90(4.58)(Imp. Area) = 2.64 cfs 90 5400 0.71 0.51 2824 5400 -2576
95 5700 0.69 0,49 2892 5700 -2808
100 6000 0.67 0.48 2952 6000 -3048
So, the Peak flow for the Basin is the greater of the two flows,
2.64 Cf5
208' DRAINAGE POND CALCUlATIONS
Provided'208' Area 1180 sq ft
Required'208' Area 1161 sq ft
DRYWELL REQUIREMENTS - 50 YR DESIGN STORM
Provided Storage Volume 822 cu ft@ varying depth
Maximum Storage Required by Bowstring 1164 cu ft
Number and Type of Drywells Required 0 Single
t Double
PEAK FLOW CALCULATION PROJECT; RIVERWALK 10th BOWSTRING METHOd PROJECT: RIVERWALK 10th
50-yr STORM EVENT BASINS: E, H& I DETENTION BASIN DESIGN BASIN: E, H& I
DESIGNER: NWO
Tot Area 2.44 Acres 106094 SF DATE: 10120199
Imp. Area 35478 SF
, C = 0.37
Lawns • 0.10 Time Increment (min) 5
Pavement • 0.90 Time of Conc, (min) 8.46
Outllow (cfs) 1,0
CASE 1 Design Year Flow 50
Area (acres) 2.44
165 ft. Overland Flow Impervious Area (sq ft) 35478
'C' Factor 0.37
Ct = 0.15 Area' C 0.90
L= 165 ft. Totai Asphal6c Area 15478
n = 0,40
S = 0.010
Time Time Inc. Intens. Q Devel. Vai.ln Val.Out Storage
Tc = 7.38 min., by Equation 3-2 uf Guidelines (min) (sec) (inmr) (cfs) (cu ft) (cu ft) (cu ft)
170 ft. Gutter flow -8,46 508 3.38 3.03 2062 508 1554
Z1= 50.0 5 300 4,58 4.10 1648 300 1348
Z2 = 3.5 10 600 3.20 2.86 2213 600 1613
n= 0.016 15 900 2.45 2.19 2352 900 1452
S= 0.0160 20 1200 1.95 1.75 2396 1200 1196
25 1500 1.62 1,45 2426 1500 926
d= 0,209 ft. 30 1800 1.56 1.40 2755 1800 955
35 2100 1.28 1.15 2604 2100 504
A R Q Tc Tc total I Qc 40 2400 1.19 1.06 2729 2400 329
45 2700 1.08 0.97 2177 2700 77
-
1.16 0.10 3.03 1.09 8.46 3.38 3.03 50 3000 0,99 0.89 2812 3000 •188
55 3300 0,92 0.82 2860 3300 -440
Qpeak for Case 1= 3,03 cfs 60 3600 0,87 0.78 2938 3600 -662
65 3900 0,82 0.73 2989 3900 -911
70 4200 0.80 0.72 3131 4200 •1069
CASE 2 75 4500 0,77 0,69 3221 4500 -1279
80 4800 0,75 0.67 3338 4800 -1462
Case 2 assumes a Time of Concentration less than 5 minutes so 85 5100 0.72 0,64 3398 5100 -1702
that the peak flow =,90(4.58)(Imp. Area) = 3.36 ds 90 5400 0.71 0.64 3542 5400 -1858
95 5700 0.69 0.62 3627 5100 -2073
100 6000 0.67 0.60 3702 6000 -2298
So, the Peak flaw for the Basin is the greater of the lwo flows,
3.36 c#s
208' DRAINAGE POND CALCULATIONS
Provided'2Q8' Area 1410 sq ft
Required '208'Area 1290 sq ft
DRYWELL REQUIREMENTS • 50 YR DESIGN STORM
Provided Storage Volume 1000 cu ft@ varying depth
Maximum Storage Required by Bawstring 1613 cu ft
Number and Type of Drywells Required 0 Single
1 Double
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{J ( 1. ~~p J I ) L, n I I J C~ C 1~____) ( l~ } I} ~ l~I U I I~ J I~( l I
RIVERWALK 10th ADDITION 99176
Spokane County, Washington 09/15/99
Engineer; NWO
DRAINAGE INLET SUMMARY
.Street~, _ r Curb Iniet _Impervious' Flow;,: i Gutter .M~; ~ ° Basin ~ a ~i~ Sump or ~
,•,m~a r ' ~ ~!ai,~'^
Basin -Str t nd Are Length . Slo• p • • e
a e ,f,,y~ Peak Flow Continuo.u~s ;F .{.Inlet Typ r ; f' i'` . N~ L. r?~ ' q ~ F j~ ~ a f^ J x , ~ ' +r• " ' . ni
S 'C^fc1 l. i
ir,..u.+u~v"~. .~,.u~r~N Station .f. ) ft. ) " - ~ i vl J / • r `h~~:?,~itldtliSElklf r/..r. ~i',uil~i.
A Riverwalk 53+94 Lt 4,822- 140 0.0130 0.34 Cont. Type 1 Curb
B Riverwalk 55+18 Lt 8,961 100 0.0130 0.63 Sump Type 1 Curb
C Riverwalk 56+47 Lt 10,437 280 0.0080 0.69 Cont. Type 1 Curb
D ~ Grady 14+00 Lt ~ 12,914 ~ 180 ~ 0.0160 ~ 0.85 ~ Sump ~ Type 2 Curb
E Riverwalk 55+18 Rt 16,764 220 0.0150 ~ 1.10 Sump Type 2 Curb
F Hodges 21 +20 Rt 9,637 50 0.0080 0.64 Sump Type 1 Curb
G ~ Grady 11+98 Lt ~ 15,012 ~ 250 ~ 0.0140 ~ 0.99 ~ Cont. ~ Type 2 Curb
H Grady 12+80 Rt 6,170 115 0.0160 0.41 Cont. Type 1 Curb
I Grady 11+40 Rt 12,544 170 0.0150 0.82 Cont. Type 1 Curb
NOTE: Maximum Flow Capacities in Sump Conditions and
By-Pass Flow Calculations for inlets on a continuous grade
are provided in the following sheets.
RIVERWALK 10th ADDITION 99176
Spokane County, Washington 09115199
Engineer; NWO
CURB INLET CALCULATIONS
on Continuous Grade
, ss
" ~Ctiu~r~b Inlet~ Basin Ba~si~n + 9@11,111 ss~~ Di~sc~arge,n ByP
r,
By~.Pass pe,r Lengt~Flow . fi,~
M. ,
, ~
ri
i.• ,ql dklu.. , q. r._ ~Kw.b, ~ i.
~l,a~.!0,t''n?,ia»!t-~~
A Riverwalk 53+94 Lt 0.34 0.34 0.0130 0.0202 0.0160 3094 0.09 0.063 4 0.09
C Riverwalk 56+47 Lt 0,69 0.69 0.0080 0.0202 0.0160 3094 0.13 0.091 6 0.15
G Grady 11+98 Lt 0.99 0.99 0.0160 0.0202 0.0160 3094 0.13 0.091 4 0.63
I
H Grady 12+80 Rt 0.41 0.72 0.0160 0.0202 0,0160 3094 0.12 0.081 6 0.24
I Grady 11+40 Rt 0.82 0.82 0.0160 0.0202 0.0160 3094 0.12 0.085 6 0.31
NOTE: TYPES 1& 2 CURB INLETS
Curb Inlet Depression = 2 in,
Calculated per Figure 18 of the Spokane County Guidelines
for Stormwater Management
Calculated per Figure 16 of the Spokane County Guidelines
for Stormwater Management •
L-j
RIVERWALK 10th ADDITION 99176
Spokane County, Washington 09115l99
Engineer NWO
CURB INLET FLOW CAPACITIES
in Sump Conditions
_L.- ~ ~9•1~.'Si 1L': W~
.Yr~r~ . -;Curbinl~et•M1~nr, ,yT~~~.~~~~`~ v,~ Basin ,~°~Basin+.,;,,r Inlet ~~'~`'Max~'~~~;Maximum~:, : ~6~'y'~-Pass
_11 ,,Flow t
E ~
, ~ , Street and., Inlet Type ~~`7~ Peak Flow By-Fass"':- y' Length . ~~II~~' r).ow Depth. ~h~~; Discharge~=, ~ y ~n a,:';. ~;}1 ;4~~,"•,., ~'t~ n
} , ,,^;r' •i^ R :.N.,1 i1}"^'~• ~''x V.;~,;' S ` 'I• ' • . AV(~~4~ dr' ,'-<'i
...~..~tafii.o.n ~ (cfs Q ~(Lftil „ . :.~.~~,~.w.,~ w,
y A&C
B Riverwalk 55+18 Lt Tvpe 1 Curb 0.63 0.97 4,00 0.50 4.37 -3.40
G
D Grady 14+00 Lt Tvpe 2 Curb 0.85 1,48 4,00 0,33 2.34 -0.86
H E Riverwalk 55+18 Rt Tvpe 2 Curb 1.10 1.34 4,00 0.33 2.34 -1.00
F Hodqes 21+20 Rt Tvpe 1 Curb 0,64 0.64 4.00 0.50 4.37 -3.73
NOTE; TYPE 1 CURB INLET TYPE 2 CURB INLET Qa = 3.087 * L` H^ 1.5
Curb Inlet Depression = 2 in. Curb Inlet Depression = 2 in. Where L= Length of Curb Drop, H= Flow Depth
Maximum Inlet Height = 6 in, Curb Inlet Length = 4 ft.
Maximum Inlet Height = 4 in.
" By-Pass flows from upstream inlets on continuous grades.
Maximum Flow Depth is based on Inlet height
Calculated per Section 4-1 of the Spokane County Guidelines
for Stormwater Management
RIVERWALK 10th ADDITION 99176
Spokane County, Washington 09115199
50-Year Storm Engineer: NUVO
DRAINAGE INLETSUMMARY
Street Curb Inlet Impervious Flow- .Gutter Basin Sump,or .Basin . Street and Area . Length Slope Peak Flow Continuous Inlet Type
. . Station, (s:f.) (cfs) . ~ A Riverwalk 53+94 Lt 4,822 140 0.0130 0.49 Cont. Type 1 Curb
6 Riverwalk 55+18 Lt 8,961 100 0.0130 0.90 ~ Sump Type 1 Curb
C Riverwalk 56+47 Lt 10,437 280 ~ 0.0080 0.99 Cont. Type 1 Curb
D ~ Grady 14+00 Lt ~ 12,914 180 ~ 0.0160 ~ 1.22 Sump ~ Type 2 Curb
E Riverwalk 55+18 Rt 16,764 220 0.0150 1.59 Sump Type 2 Curb
F Hodges 21+20 Rt 9,637 50 0.0080 0.94 Sump Type 1 Curb
G ~ Grady 11 +98 Lt ~ 15,012 ~ 250 ~ 0.0140 ~ 1.42 ~ Cont. ~ Type 2 Curb
H Grady 12+80 Rt 6,170 115 0.0160 0.60 ~ Cont. Type 1 Curb
I Grady 11+40 Rt 12,544 170 0.0150 1.19 Cont. Type 1 Curb
NOTE: Maximum Flow Capacities in Sump Conditions and
By-Pass Flow Calculations for inlets on a continuous grade
are provided in the following sheets.
( ~ ~ ; 1 l ( J ~ ~ ( i t J ( 1 ( S I a I ( ) ~ - ~ L__j ( . . ~ ~ ) f 1 ~ ) I
RIVERWALK 10th ADDITION 99176
Spokane County, Washington 09115199
50-Year Storm Engineer; NUVO
CURB INLET CALCULATIONS
on Continuous Grade
Curb Inlet Basin Basin + Gutter Roughness Depth Discharge Inlet By-Pass
Inlet Street and Peak Flow By-Pass Slope Cross slope Coeff. Z of Flow per Length Length Flow
Station (cfs) Q S 11Z . n n dQalLa"" La Q- Qa
A Riverwalk 53+94 Lt 0.49 0.49 0.0130 0.0202 0.0160 3094 0.11 0.073 4 0.20
C Riverwalk 56+47 Lt 0.99 0.99 0.0080 0.0202 0.0160 3094 0.15 0.104 6 0.37
G Grady 11 +98 Lt 1.42 1.42 0.0160 0.0202 0.0160 3094 0.15 0.104 4 1.00
I
H Grady 12+80 Rt 0.60 1.20 0.0160 0.0202 0.0160 3094 0.14 0.098 6 0.62
I Grady 11+40 Rt 1.19 1.19 0.0160 0.0202 0.0160 3094 0.14 0.098 6 0.60
NOTE; TYPES 1& 2 CURB INLETS
Curb Inlet Depression = 2 in,
* Calculated per Figure 18 of the Spokane County Guidelines
for Stormwater Management
Calculated per Figure 16 of the Spokane County Guidelines
for Stormwater Management
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RIVERWALK 10th ADDITION 99176
Spokane County, Washington 09115199
50•Year Storm , Engineer: NWO
CURB INLET FLOW CAPACITIES
in Sump Conditions
. - - -
` Curb inlet ' Basin Basin + Inlet Maximum Maximum . By-Pass , ' Inlet Street and Inlet Type- Peak Flow By-Pass* Length Flow Depth** Discharge`'`* Flow
Station (cfs) Q .1. (ft)I-1 , . - H Qa , - Q - Qa
A&C
B Riverwalk 55+18 Lt Tvpe 1 Curb 0.90 1.47 4.00 0.50 4.37 -2.90
G
D Grady 14+00 Lt Type 2 Curb 1.22 2.22 4.00 0.33 2.34 -0.12
H E Riverwalk 55+18 Rt Type 2 Curb 1.59 2.21 4.00 0.33 2.34 -0.13
F Hodges 21+20 Rt Type 1 Curb 0.94 0.94 ,4.00 0.50 4.37 -3.43
NOTE: TYPE 1 CURB INLET TYPE 2 CURB INLET Qa = 3.087 * L* H^ 1.5
Curb Inlet Depression = 2 in. Curb Inlet Depression = 2 in. Where L= Length of Curb Drop, H= Flow Depth
Maximum Inlet Height = 6 in. Curb Inlet Length = 4 ft.
Maximum Inlet Height = 4 in.
' By-Pass flows from upstream inlets on continuous grades.
" Maximum Flow Depth is based on Inlet height
Calculated per Section 4-1 of the Spokane County Guidelines
for Stormwater Management
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BASIN MAP
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INC.
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Q&TECHNICAL REPORT
- - ~ Dg4
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~ SpWNE COUNTY ENGINEER'S OFfM
OF l for the RE (',~EIVED
~A , PlnOJECT 2 8 1999
SUgMITTAL ~ RIV-ERWALK 10
TUR~t TO COUN E NE COUNTY ENGINEER
~ ~ ~ ION P
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CLC No. 99176
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! SEPTEMBER 1999
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Prepared for:
SHOREWOOD HOMES
~ -3901 Schreiber Way
i Coeur d'Alene, ID 83814
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Prepared By :
~ . C.L. C. Associates, Inc.
707 W. 7th Avenue
Suite 200
Spokane, WA 99204
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~ (509)458-6840
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- DRAINAGE REPORT
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` - for the
rl Riverwalk 10th Addition PUD
Plat
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~ Spokane County, Washington
~ September 1999
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The design improvements shown in this set of plans and calculations conform to-the applicable
- editions of the Spokane County Standards for Road and Sewer Construction and the Spokane
County Guidelines for Stormwater Management. All design deviations have been approved by the
Y Spokane County-Engineer. I approve these plans (calculations) for construction.
;
_ This report has been prepared by Nelson W. Ogren of CLC Associates, Inc. under the direction of
the undersigned professional engineer whose seal and signature appear hereon.
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_m . ~5462~
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~ EXPIRES 9/24/
~ Todd R. Whipple, P.E.
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Riverwalk IOth Addition PUD
Drainage Narrative
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- GENERAL
~ .
' The Riverwalk l Oth Addition PUD Plat is a] 0.04 acre development of 30 single family
residential lots located north and east of the intersection of Indiana Avenue and Barker Road,
within Spokane Counry, Washington. The site is currently vacant with field grass, alfalfa and
~ fallow fields as the predominant land cover and vegetation. Single family residential
developments lie directly adjacent to the south and west. A 1" to 400' scale vicinity and location
map have been included within the technical section of this document.
a j PURPOSE
L) t
_ The purpose of this report is to determine the extent of storm drainage facilities which will be
required to dispose of the increase in stormwater runoff created by the development of the
Riverwalk l Oth Addition plat. The storm drainage facilities on this project have been designed to
. ~ dispose of runoff from a ten-year design storm, as required by the Spokane County Guidelines for
; Stormwater ManaRement. Calculations are also included to illustrate the extent of containment
for the 50-year storm event.
This development is within the Aquifer Sensitive Area of Spokane County and is therefore
subject to'208' requirements. For this project, the 10 and 50-year intensity curves from the
~ Spokane, Medical Lake, Reardon, Cheney and Rockford areas were used, as well as the SCS iso-
~ pluvial rainfall curves. Per direction from Spokane County, the SCS curves have been further
~ refined with the NQAA iso-pluvial curves.
ANALYSIS METHODOLOGY
~ Per the SPokane CountY Guidelines for Stormwater Mana2ement, the Rational Method, which is
recommended for basins less than ten acres in size, was used to determine the peak discharges
and runoff volumes for all onsite basins.
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i j PROJ.ECT DESCRIPTION
This phase of the Riverwalk plat comprises 30 of the 393 lots in the approved preliminary plat
I and SEPA documents. The Riverwalk l Oth Addition subdivision is located in the NE 1/4 of the
SW 1/4 of Section 8, T. 25 N., R. 45 E., W.M. within Spokane County, Washington.
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7 CLC Associates, Inc. D 1 Riverwalk IOth Addition Plat Drainage Report
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, TOPOGRAPHY
r~ The existing site naturally drains to the north, sloping gently towards the Spokane River from
I Indiana Avenue. Within the plat the natural topography was useci as much as possible to route
storm drainage. However, due to the flat slopes and the County's minimum requirements for
~ slope, the roadway profiles have been forced to facilitate drainagE by localizing low spots for
~ pond placement. Due to the flat slopes encountered, no concentrated pre-existing flows were
observed nor were there any signs that anything other than sheet flow and ground absorption
have occurred on this site.
{ The general slopes within this plat vary from flat to nearly flat with the maximum existing slope
~ of 2.5%. Generally, the area within this platted portion of the overall preliminary plat would be
characterized as flat. For development purposes as stated the natural sloping was used for design
and is maintained as possible throughout the project.
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SOILS
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As can be seen from the accompanying soils map from the Spokane County Soils Survey as
~ performed by the SCS, the site consists of one type of soils within the Class B type. This soil
_ type is described as follows.
~ GgA - Garrison gravelly loam, 0 to 5 percent slopes: Soils within this soil type are somewhat
excessively drained soils formed in gravelly glacial outwash material from a variety of igneous
rock. Surface runoff is slow, and the hazard of erosion is slight. Spokane County Guidelines for
~ Stormwater Manaizement indicate this to be a Soil Group Type B and pre-approved for drywell
installation.
DRAINAGE NARRATIYE
~ Offsite
Based upon the general geographic tendencies surrounding this site, no offsite flows are expected
for this phase.
Onsite
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All runoff within the drainage basin will be collected and treated using the '208' runoff inethod as
described in the Spokane County Guidelines for Stormwater Management. From high points in
the proposed road im rovements, desi ed inlet locations and the assumed lot grading, the
~ P gn
Y proposed Riverwalk I Oth Addition was divided into 9 basins (A through I). These basins have
- been combined where practical to utilize the same drainage facilities. Table No. 1 lists the basins
~ and pond combinations for reference.
l CLC Associates, Inc. D2 Rivenvalk IOth Addition Plat Drainage Report
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The contributing runoff from the impervious street area is designed to flow to downstream ponds
by placement of curb inlets, which divert runoff into the grassy'208' ponds for treatment. The
runoff from each basin is directed to ponds within the basin. When the intermediate ponds in
L- basins A, C, G, H and I reach their capacity, the stormwater flows back into the gutter, to the-next
downstream pond, then into the drywell for final disposal. The drainage basins and ponds are
shown on the basin map at the back of this report.
a~
~ DRAINA GE CAL CULA TIONS SUMMAR Y
Bowstring calculations have been included for individual basins to determine the extent of storm
~
i~ drainage facilities required for the 10-year storm event. Weighted "C" Runoff Coefficients were
J calculated for each basin of less than 10 acres as required by the Spokane County Guidelines for
~Stormwater Manaaement. Table No. 1 includes the basin size, street and total impervious areas,
~ and runoff coefficients. The storage volumes of adjacent basins A, B& C, D& G, and E, H& I
were combined for efficient use of drainage facilities. The basin characteristics are summarized
~ below with the remaining calculations in the appendix.
Table No. 1- Basin Summary
Basin Total Total Street Imp. Total Runoff
Area Acreage Area Ympervious Coefficient
~ (SF) (CF) (SF) (SF) "C"
~ A 8,318 0.191 2,322 4,822 0.56
^ B 13,931 0.320 3,961 8,961 0.61
C 15,915 0.365 5,437 101437 0.62
D 36,451 0.837 6,914 12,914 0.38
^ E 461239 1.062 8,764 16,764 0.39
F 27,627 0.634 _ 5,637 9,637 0.38
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~ G 51,033 1.172 7,012 152012 0.34
H 17,801 0.409 2,170 6,170 0.38
I 42,054 0.965 4,544 12,544 0.34 '
Ll A,B& C 38,164 0.876 11,
720 24X0 0.61
D& G 87,484 2.008 13,926 27,926 0.36
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~E, H& I 106,094 2.436 151478 35,478 0.37
~ CLC Associates, Inc. D3 Rivertivalk IOtli Addition Plat Drainage Report
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~ Provided storage volumes shown in the bowstring calculations were determined using the pond
bottom areas, 6 inch depths in intermediate ponds (A, C, & I) and 0.9 foot depths for
' intermediate ponds with structures (G & H) and at the end of the flows (B, D, E& F).
' '208' Calculations
The '208' storage volume for each basin was designed to adequately contain the runoff created by
' the first half-inch of rainfall upon the street impervious areas within the basin it serves. The
provided pond bottom areas show the water quality treatment to a depth of 6 inches with no side
slopes. Within basins A, B& C, D& G, and E, H& I, preliminary upstream ponds were
designed to provide water quality treatment to 6 inches, then overflow back into the gutter and to
the next downstream pond. Table No. 2 summarizes the requirements and designs of the ponds
by basin.
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Table No. 2- Pond Requirement Summary
~ asi~n 208 re- 208 re-a 0- 0-Y ~ rywe i s
~ ' e u'~ ed ' rovide ~ wstring ` o s ~ ' ' equ~ie - SE,~ (s4 ' ec~ cy ro cl(c~ *
~ A 194 • 200 48 100 -
B 330 400 161 360 1-Type B
C 453 400 214 200 -
D 576 580 110 522 1-Type B
E 730 750 229 675 1-Type B
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_ F 470 500 237 450 1-Type A
~ G .584 600 511 540 1-Type A
H 181 280 107 252 1-Type A
~ I 379 280 398 140 -
v A, B& C 977 1,000 384 660 1-Type B
_ D& G 1,161 19180 527 19062 1-Type A
1-Type B
~ E, H& I 1,290 19310 831 19067 1-Type A
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1-Type B
~i BOLD - Final basin combinations
* Type A is a Spokane County Standard Drywell - Single Depth, Capacity 0.3 cfs
-Type B is a Spokane County Standard Drywell - Double Depth, Capacity 1.0 cfs
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CLC Associates, Inc. D4 Rivenvalk IOth Addition Plat Drainage Report
Inlet Calculations
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Inlet calculations are provided for all inlets within the basin. The calculation worksheets for the
10 and 50-year storm events for inlets on continuous grades and in sump conditions are provided
; in the appendix. By-pass flows were calculated for each inlet on a continuous grade, and added to
the following inlet.
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CONCL IISION
_As demonstrated by the calculations and body of this report the storm drainage facilities provided
in this design will adequately remove from the streets, store and dispose of the stormwater from
F; the site for the 10-year design storm as required by Spokane County. Additionally, the required
`J '208' treatment area is provided for the runoff from the street impervious areas.
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APPENDIX
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MAPS
VICINITY MAP
SOILS MAP
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DEVELOPED BOWSTRING CALCULATIONS
10-Year Design Storm
50-Year Storm Event
Inlet Calculations
BASIN MAP
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Scale
BOWSTRING CALCULATIONS
10-Year Storm Event
50-Year Starm Evcnt
PEAK FLOW CALCULATION PROJECT; RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10fh
10•Yr Design Storm BASIN; A DETENTION BASIN DESIGN BASIN: A
DESIGNER: NWO
Tot. Area 0,19 Acres 8318 SF DATE: 09l13/99
Imp. Area 4822 SF
C = 0.56
Lawns - 010 Time Increment (min) 5
Impervious - 0.90 Time of Canc. (min) 5,00
CASE 1 Outflow (cfs) 0.3
Design Year Flow 10
40 ft, Ovedand Flow Area (acres) 0.19
Impervious Area (sq ft) 4822
Ct = 0.15 'C Factor 0,56
L= 40 ft. Area " C 0,11
n= 0.40 Street Area 2322
S = 0,010 Tc = 3.15 min., by Equation 3-2 of Guidelines Time Time Inc. Intens, Q Devel. Vol.ln Vol,Out Storage
(min) (sec) (inltir) (cfs) (cu A) (cu ft) (cu ft)
140 ft. Gutter flaw
5.00 300 3.18 0,34 138 90 48
Z1 = 50,0 Far Z2
Z2 = 3.5 Type A=1,0 5 300 3.18 0.34 138 90 48
n= 0.016 Rolled = 3,5 10 600 2.24 024 145 180 -35
S= 0.0130 15 900 1.71 0.19 172 270 -98
20 1200 1.45 0.16 188 360 -172
d= 0.095 ft. 25 1500 1,21 0.13 196 450 -254
30 1800 1,04 0.11 202 540 -338 _
A R Q Tc Tctotal I Qc 35 2100 0,91 0.10 206 630 -424
40 2400 0.82 0.09 212 720 -508
0.24 0.05 0.34 1.68 5.00 3.18 0,34 45 2700 0.74 0.08 215 810 -595
50 3000 0.68 0.07 220 900 -680
Qpeak for Case 1= 0.34 cfs 55 3300 0.64 0.01 227 990 -763
60 3600 0.61 0.07 237 1080 -843
65 3900 0.60 0.06 252 1170 -918
CASE 2 70 4200 0.58 0.06 262 1260 -998
75 4500 0.56 0.06 271 1350 -1079
Case 2 assumes a Time of Concentration less than 5 minutes so that 80 4800 0.53 0.06 274 1440 -1166
the peak flow =.90(3,18)(Imp. Area) = 0.32 cfs 85 5100 0.52 0.06 286 1530 -1244
90 5400 0.50 0.05 291 1620 -1329
95 5700 0.49 0.05 301 1710 -1409
So, the Peak flow for the Basin is the greater of the two flows, 100 6000 0.48 0.05 310 1800 -1490
0.34 cfs
208' DRAINAGE POND CALCULATIONS
' Provided'208' Area 200 sq ft
Required'208' Area 194 sq ft
DRYWELL REQUIREMENTS -10 YR DESIGN STORM
Provided Storage Volume 100 cu ft@ 0,50' depth
Maximum Storage Required by Bowstring 48 cu ft
Number and Type of Orywells Required 1 Single
0 Double
PEAK FLOW CALCULATION PROJECT; RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 101h
10•Yr Design Storm BASIN: B DETENTION BASIN DESIGN BASIN: B
DESIGNER: NWO
Tat. Area 0.32 Acres 13931 SF DATE: 09113199
Imp. Area 8961 SF
C = 0.61
Lawns - 0,10 Time Increment (min) 5
Imperoious - 0.90 Time of Conc. (min) 5.00
CASE 1 Outflow (cfs) 0.3
Design Year Flow 10
40 ft. Overland Flow Area (acres) 0,32
Impervious Area (sq fi) 8961
Ct = 0.15 'C' Factar 0,61
L= 40 ft. Area " C 020
n= 0.40 Street Area 3961
S = 0.010 '
Tc = 3.15 min., by Equation 3-2 of Guidelines Time Time Inc. Intens Q Devel. Vol.ln Vol.Out Storage
(min) (sec) (inlhr) (cfs) (cu fi) (cu ft) (cu ft)
100 ft. Guner flow
5.00 300 3.18 0.63 251 90 161
Z1 = 50,0 For Z2 .
Z2 = 3.5 Type A=1.0 5 300 3.18 0.63 251 90 161
n= 0.016 Rolled = 3,5 10 600 2.24 0,44 265 180 85
S= 0.0130 15 900 1.77 0.35 314 270 44
20 1200 1.45 0.29 342 360 -18
d= 0,120 ft. 25 1500 1.21 0.24 357 450 -93
30 1800 1.04 0.20 368 540 -172
A R Q Tc Tc total I Qc 35 2100 0.91 0.18 376 630 -254
40 2400 0.82 0.16 387 720 -333
0.39 0.06 0,63 1,03 5.00 3.18 0.63 45 2700 0.74 0.15 393 810 -417
50 3000 0.68 0.13 401 900 -499
Qpeak for Case 1= 0,63 cfs 55 3300 0.64 0.13 415 990 -575
60 3600 0.61 0.12 432 1080 -648
65 3900 0.60 0.12 460 1170 •710
CASE 2 70 4200 0.58 0.11 479 1260 •781
75 4500 0.56 0.11 496 1350 -854
Case 2 assumes a Time of Concentration less than 5 minutes so that 80 4800 0.53 0.10 500 1440 -940
the peak flow =.90(3,18)(Imp, Area) = 0.59 cfs 85 5100 0.52 0.10 521 1530 -1009
• 90 5400 0.50 0.10 531 1620 -1089 •
95 5700 0.49 0.10 549 1710 -1161
So, the Peak flow far the Basin is the greater of the two flows, 100 6000 0.48 0.09 566 1800 -1234
0,63 cfs 208' DRAINAGE POND CALCULATIONS
Provided'208' Area 400 sq ft
Required '208' Area 330 sq ft
DRYWELL REQUIREMENTS -10 YR DESIGN STORM Provided Storage Volume 360 cu ft@ 0,90' depth
Maximum Storage Required by Bowstring 161 cu ft
Number and Type of Drywells Required 1 Single
0 Dauble
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
10-Yr Qesign Storm BASIN: C DETENTION BASIN DESIGN BASIN: C
DESIGNER: NWO
Tot. Area 0.37 Acres 15915 SF . DATE: 09113l99
Imp. Area 10437 SF
C = 0.62
Lawns - 0.10 Time Increment (min) 5
Impervious • 0.90 Time of Conc. (min) 6.59
CASE 1 Outflow (cfs) 0.3
Design Year Flaw 10
40 it, Overland Flow Area (acres) 0.37
Impervious Area (sq ft) 10437
Ct = 0.15 'C Factor 0.62
L= 40 ft. Area' C 0.23
n= 0,40 Street Area 5437 S = 0,010 '
Tc = 3.15 min,, by Equation 3-2 of Guidelines Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
. (min) (sec) (inlFir) (cts) (cu ft) (cu ft) (cu ft)
280 ft. Gutter flow
6,59 395 2.75 0.63 333 119 214
Z1= 50.0 For Z2 '
Z2 = 3.5 Type A=1.0 5 300 3.18 0.73 292 90 202
n= 0,016 Rolled = 3.5 10 600 2.24 0.51 308 180 128
S= 0.0080 15 900 1.77 0.40 364 270 94
20 1200 1.45 0.33 398 360 38
d= 0.132 ft. 25 1500 1.21 0.28 415 450 -35
30 1800 1.04 0.24 428 540 •112
A R Q Tc Tc total I Qc 35 2100 0.91 0.21 437 630 •193
40 2400 0.82 0.19 450 720 -270
0.47 0.07 0.63 3,44 6.59 2.75 0.63 45 2700 0.74 0.17 456 810 -354
50 3000 0.68 0.16 466 900 -434
Qpeak for Case 1= 0.63 cfs 55 3300 0.64 0.15 482 990 •508
60 3600 0.61 0.14 501 1080 -579
65 3900 0.60 0.14 534 1170 -636
CASE 2 70 4200 0,58 0.13 556 1260 •704
75 4500 0,56 0,13 575 1350 •775
Case 2 assumes a Time of CancenUation less than 5 minutes so fhat 80 4800 0,53 0.12 581 1440 -859
the peak flow =,90(3.18)(Imp. Area) = 0.69 cis 85 5100 0.52 0.12 605 1530 •925
- 90 5400 0,50 0,11 616 1620 •1004
95 5700 0,49 0,11 638 1710 -1072
So, the Peak Flow for the Basin is the greater of the two flows, 100 6000 0.48 0,11 658 1800 •1142
0.69 cfs
208' DRAINAGE POND CALCULATIONS
Provided'208' Area 400 sq ft
, Required'208' Area 453 sq ft
DRYWELL REQUIREMENTS -10 YR DESIGN STORM
Provided Storage Volume 200 cu ft@ 0.50' depth
Maximum Storage Required by Bowstring 214 cu ft
Number and Type of Drywells Required 1 Single
0 Double
F1 II i 1 I_ ! I I I l~ I! I i I~ ~ J f l l ~ 1~. J~~ i_~ I I I l
PEAK FLOW CALCULATION PROJECT; RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
10-Yr Design Storm BASIN: D DETENTION BASIN DESIGN BASIN: D
DESIGNER: NWO
Tot. Area 0.84 Acres 36451 SF DATE: 09113199
Imp. Area 12914 SF
C = 0.38
Lawns - 0.10 Time Increment (min) 5
ImpeNious • 0.90 Time of Conc. (min) 8.86
CASE 1 Outflow (cfs) 1.0
Design Year Flow 10
160 ft, Overland Flow Area (acres) 0.84
Impervious Area (sq ft) 12914
Ct = 0.15 'C Factor 0.38
L= 160 ft, , Area' C 0.32
n= 0.40 Street Area 6914
S = 0.010
Tc = 7.24 min,, by Equa6on 3-2 of Guidelines Time Time Inc. Intens. Q Devel. Vol,ln Vol,Out Storage
(min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
180 ft. Gutter flow
8.86 532 2.39 0,77 546 532 15
Z1 = 50.0 For Z2 -
Z2 = 3.5 Type A=1.0 5 300 3.18 1,02 410 300 110
n= 0,016 Rolled = 3.5 10 600 2.24 0.72 433 600 -167
S= 0.0160 15 900 1.77 0,57 513 900 -387
20 1200 1,45 0,47 560 1200 -640
d= 0,125 ft. 25 1500 1.21 0.39 584 1500 -916
30 1800 1.04 0.33 602 1800 -1198
A R Q Tc Tc total I Qc 35 2100 0.91 0,29 614 2100 -1486
40 2400 0.82 0,26 - 632 2400 -1768
0.42 0.06 0.77 1.62 8.86 2.39 0.77 45 2700 0.74 0.24 642 2700 •2058
50 3000 0.68 0.22 655 3000 -2345
Qpeak for Case 1= 0.77 cfs 55 3300 0.64 0.21 678 3300 -2622
60 3600 0.61 0.20 705 3600 -2895
65 3900 0.60 0.19 751 3900 -3149
CASE 2 70 4200 0.58 0.19 782 4200 -3418
75 4500 0.56 0.18 809 4500 -3691
Case 2 assumes a Time of Concentration less than 5 minutes so that 80 4800 0.53 0.17 817 4800 -3983
the peak flow =.90(3.18)(Imp. Area) = 0,85 cfs 85 5100 0.52 0.17 851 5100 -4249
90 5400 0.50 0.16 867 5400 -4533
95 5700 0.49 0.16 897 5700 -4803
So, the Peak flow for the Basin is the greater of the two flows, 100 6000 0.48 0.15 925 6000 -5075
0.85 cfs
208' DRAINAGE POND CALCULATIONS
Provided'208' Area 580 sq ft
Required'208' Area 576 sq ft
DRYWELL REQUIREMENTS -10 YR DESIGN STORM
Provided Storage Volume 522 cu ft@ 0.90' depth
Maximum Storage Required by Bowstring 110 cu ft
Number and Type of Drywells Required 0 Single
1 Double
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
10•Yr Design Storm BASIN: E DETENTION BASIN DESIGN BASIN: E
DESIGNER; NWO
Tat, Area 1.06 Acres 46239 SF DATE: 09113199
Imp. Area 16764 SF
C = 0.39
Lawns - 0.10 Time Inaement (min) 5
Impervious - 0.90 Tfine of Conc. (min) 7.82
CASE 1 Outflow (cfs) 1.0
Oesign Year Flow 10
115 ft, Overland Flow Area (acres) 1.06
Impervious Area (sq ft) 16764
Ct = 0.15 'C Factor 0.39
L= 115 ft. Area ` C 0.41
n= 0.40 Street Area 8764
S = 0.010 '
Tc = 5.94 min., by Equation 3-2 of Guidelines Time Time Inc. Intens. Q Devel. Vol.ln VaI,0u1 Storage
(min) (sec) (inmr) (cis) (cu ft) (cu ft) (cu ft)
220 ft. Gutter flow
7.82 469 2,54 1.05 662 469 193
Z1 = 50.0 For Z2
Z2 = 3.5 Type A=1.0 5 300 3.18 1.32 529 300 229
n= 0,016 Rolled = 3.5 10 600 2.24 0.93 559 600 -41
S= 0,0150 15 900 1.77 0,73 662 900 -238
20 1200 1.45 0.60 722 1200 -478
d= 0.142 ft. 25 1500 121 0.50 753 1500 -747
30 1800 1,04 0.43 776 1800 -1024
A R Q Tc Tc total I Qc 35 2100 0,91 0.38 792 2100 -1308
40 2400 0,82 0.34 816 2400 •1584
0.54 0.07 1.05 1.88 7.82 2.54 1.05 45 2700 0.74 0.31 828 2700 -1872
50 3000 0.68 0,28 845 3000 •2155
Qpeak For Case 1= 1.05 cfs 55 3300 0.64 026 875 3300 -2425
60 3600 0.61 0,25 910 3600 •2690
65 3900 0.60 0.25 969 3900 -2931
CASE 2 70 4200 0.58 0.24 1009 4200 -3191
75 4500 0.56 0.23 1044 4500 -3456
Case 2 assumes a Time of Concentration less than 5 minuies so that 80 4800 0.53 0.22 1054 4800 -3746
ihe peak flow =.90(3.18)(Imp, Area) = 1.10 cfs 85 5100 0.52 0.22 1099 5100 -4001
- 90 5400 0.50 0.21 1118 5400 -4282
95 5700 0.49 0.20 1157 5700 4543
So, lhe Peak flow for the Basin is the greater of the two flows, 100 6000 0.48 0.20 1193 6000 -4807
1.10 cfs ,
208' DRAINAGE POND CALCULATIONS
Provided'208' Area 750 sq ft
Required '208' Area 730 sq ft
DRYWELL REQUIREMENTS -10 YR DESIGN STORM
Provided Storage Votume 675 cu ft@ 0.90' depth
Maximum Storage Required by Bowstring 229 cu ft
Number and Type of Drywells Required 0 Single
' 1 Double
t~J ~ ~ s ► ~
PEAK FLOW CALCULATION PROJECT: RIVERWALK 1 Oth BOWSTRING METHOD PROJECT: RIVERWALK 10th
10-Yr Design Storm BASIN: F DETENTION BASIN DESIGN BASIN: F
DESIGNER; NWO
Tot. Area 0,63 Acres 27627 SF DATE: 09113/99
Imp. Area 9637 SF
C = 0.38
Lawns - 0,10 Time Increment (min) 5
Imperoious - 0,90 Time of Conc. (min) 7.01
CASE 1 Outflaw (cfs) 0.3
Design Year Flow 10
130 ft. Overland Flow Area (acres) 0.63
Impervious Area (sq ft) 9637
Ct = 0.15 'C Factor 0.35
L= 130 ft. Area ` C 0.24
n= 0.40 Street Area 5637
S = 0.010
Tc = 6.39 min,, by Equation 3-2 of Guidelines Time Time Inc. Intens. Q Devel, Vol.ln Vol.Out Storage
(min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu fl)
50 ft, Gutter flow
7.01 420 2,68 0.64 363 126 237
Z1 = 50.0 For Z2 -
Z2 = 3.5 Type A=1.0 5 300 3.18 0.76 307 90 217
n= 0.016 . Rolled = 3.5 10 600 2.24 0.54 324 180 144
S= 0.0080 15 900 1.77 0,43 384 270 114
20 1200 1.45 0,35 419 360 59
d= 0.133 ft. 25 1500 1.21 0,29 437 450 -13
30 1800 1.04 0,25 451 540 -89
A R Q Tc Tc total I Qc 35 2100 0.91 0,22 460 630 -170
40 2400 0.82 0.20 474 720 -246
0.47 0.07 0.64 0.61 7.01 2.68 0.64 45 2700 0.74 0.18 481 810 -329
50 3000 0.68 0.16 491 900 -409
Qpeak for Case 1= 0.64 cfs 55 3300 0.64 0,15 508 990 -482
60 3600 0.61 0.15 528 1080 -552 •
65 3900 0.60 0.14 563 1170 -607
CASE 2 70 4200 0.58 0,14 586 1260 •674
75 4500 0.56 0,13 606 1350 •744
Case 2 assumes a Time of Concentration less than 5 minutes so that 80 4800 0.53 0.13 612 1440 -828
the peak flow =,90(3.18)(Imp. Area) = 0.63 cfs 85 5100 0,52 0.13 638 1530 -892
•90 5400 0.50 0.12 649 1620 -971
95 5700 0.49 0.12 672 1710 -1038
So, the Peak flow for the Basin is the greater of the lwo Flows, 100 6000 0,48 0.12 693 1800 •1107
0,64 cfs
. 208' ORAINAGE POND CALCULATIONS
Provided '208' Area 500 sq ft
Required'208' Area 470 sq ft
ORYWELL REQUIREMENTS -10 YR DESIGN STORM
Provided Storage Volume 450 cu ft@ 0.90' depth
Maximum Storage Required by Bowstring 237 cu ft
Number and Type of Drywells Required 1 Single
0 Double
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
10-Yr Design Storm BASIN: G DETENTION BASIN DESIGN BASIN: G
DESIGNER: NWO
Tot, Area 1.17 Acres 51033 SF DATE: 09115199
Imp. Area 15412 SF
C = 0.34
Lawns - 0.10 Time Increment (min) 5
Impervious - 0.90 Time of Conc. (mm) 8.94
CASE 1 Outflow (cfs) 0,3
Design Year Flow 10
140 ft. Overland Flow Area (acres) 1.17
Impervious Area (sq ft) 15012
Ct = 0.15 'C' Factor 0.34
L= 140 ft. Area ' C 0.39
n= 0.40 Street Area 7012
S = 0.010
Tc = 6.68 min., by Equation 3-2 of Guidelines Time Time Inc, Intens. Q Devel. Vol.ln VoLOut Storage
(min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft)
250 ft. Gutter flow
8.94 536 2.38 0.93 672 161 511
Z1 = 50,0 For Z2
Z2 = 3.5 Type A=1.0 5 300 3,18 1.25 502 90 412
n= 0.016 Rolled = 3.5 10 600 2,24 0.88 531 180 351
S= 0.0140 15 900 1.77 0.70 628 210 356
20 1200 1.45 0.57 685 360 325
d= 0.138 ft, 25 1500 1.21 0,48 714 450 264
30 1800 1.04 0.41 737 540 197
A R Q Tc Tc total . I Qc 35 2100 0,91 0.36 152 630 122
40 2400 0.82 0.32 774 720 54 ,
0,51 0.07 0,93 2.26 8.94 2.38 0.93 45 2100 0.74 0,29 786 810 -24
50 3000 0,68 0,27 802 900 -98
Qpeak for Case 1= 0,93 cfs 55 3300 0,64 0,25 830 990 -160
60 3600 0,61 0.24 863 1080 -217
65 3900 0.60 0.24 920 1170 -250
CASE 2 70 4200 0.58 0.23 958 1260 -302
75 4500 0.56 0.22 991 1350 -359
Case 2 assumes a Time of Concentration less than 5 minutes so that 80 4800 0.53 0.21 1000 1440 -440
the peak flow =.90(3.18)(Imp. Area) = 0.99 cfs 85 5100 0.52 0.20 1042 1530 -488
90 5400 0.50 0.20 1061 1620 -559
95 5700 0.49 0.19 1098 1710 -612
So, the Peak flow for the Basin is the greater of the two flows, 100 6000 0.48 0.19 1132 1800 -668
0.99 cfs
206' DRAINAGE POND CALCUlATIONS
Provided '208' Area 600 sq fl
Required'208' Area 584 sq ft
DRYWELL REQUIREMENTS -10 YR DESIGN STORM Provided Storage Volume 540 cu ft@ 0.90' depth
Maximum Storage Required by Bowstring 511 cu ft
Number and Type of Drywells Required 1 Single
0 Double
PEAK FLOW CALCULATION PROJECT; RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
10-Yr Design Storm BASIN: H DETENTION BASIN DESIGN BASIN: H
DESIGNER: NWO
Tot, Area 0.41 Acres 17801 SF DATE; 09J15/99
Imp. Area 6170 SF
C = 0.38
Lawns - 0.14 Time Increment (min) 5
Impervious - 0.94 Time of Conc. (min) 7.15
CASE 1 Oulflow {cfs} 0.3
Design Year Flow 10
115 ft. Overland Flow Area (acres) 0.41
Impervious Area (sq ft) 6170
Ct = 0.15 'C Factor 0.38
L= 115 ft. • Area ` C 0.15
n= 0.40 Street Area 2170
S = 0.010
Tc = 5.94 min., by Equation 3-2 of Guidelines Time Time Inc. Intens. Q Devel, Vol.ln Vol.Out Storage
(min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
115 ft. Gutter flow
7.15 429 2.66 0.41 235 129 107
Z1 = 50.0 For Z2 _.....a..~.
Z2 = 3,5 Type A=1.0 5 300 3.18 0.49 197 90 107
n= 0.016 Rolled = 3.5 10 600 2.24 0.35 208 180 28
S= 0.0160 15 900 1.77 0.27 246 270 -24
20 1200 1.45 0.22 269 360 -91
d= 0.099 ft. 25 1500 1,21 0.19 280 450 -170
30 1800 1,04 0.16 289 540 -251
A R Q Tc Tc total I Qc 35 2100 0,91 0.14 295 630 -335
40 2400 0,82 0,13 304 720 -016
0.26 0.05 0.41 1.21 7.15 2.66 0.41 45 2700 0.74 0.11 306 810 -502
50 3000 0,68 0.10 315 900 -585
Qpeak for Case 1= 0.41 cfs 55 3300 0,64 0.10 326 990 -664
60 3600 0.61 0.09 339 1080 -741
65 3900 0.60 0.09 361 1170 -809
CASE 2 • 70 4200 0.58 0.09 376 1260 -884
75 4500 0.56 0.09 389 1350 -961
Case 2 assumes a Time of Concentration less than 5 minutes so that 80 4800 0.53 0.08 392 1440 -1048
the peak flow =.90(3.18)(Imp. Area) = 0.41 cfs 85 5100 0.52 0.08 409 1530 -1121
90 5400 0.50 0.08 416 1620 -1204
95 5700 0.49 0.08 431 1710 -1219
So, the Peak flow for the Basin is the greater of the two flows, 100 6000 0.48 0.07 444 1800 -1356
0.41 cfs
208' DRAINAGE POND CALCULATIONS
Provided'208' Area 280 sq ft
Required '208'Area 181 sq ft
DRYWELL REQUIREMENTS -10 YR DESIGN STORM ,
Provided Storage Volume 252 cu ft@ 0.90' depth
Maximum Storage Required by Bowstring 107 cu ft
Number and Type of Drywells Required 1 Single
0 Double
PEAK FLOW CALCULATION PROJECT; RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
10•Yr Oesign Storm BASIN: I aETENTION BASIN DESIGN BASIN; I
DESIGNER; NWO
Tot. Area 0,97 Acres 42054 SF DATE: 09113199
Imp. Area 12544 SF
C = 0.34
Lawns - 0.10 Time Increment (min) 5
Impervious • 0,90 Time of Conc. (min) 8.94
CASE 1 Outflow (cfs) 0,3
Design Year Flow 10
165 ft. Overland Flow Area (acres) 0.97
Impervious Area (sq ft) 12544
Ct= 0,15 'C'Factor 0.34
L= 165 ft. Area' C 0.33
n= 0.40 Street Area 4544
S = 0.010 •
Tc = 1.38 min., by EquaGon 3-2 of Guidelines Time Time Inc. Intens. Q Devel. Vol.in Vol.Out Srorage
(min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
170 ft. Gutter flow
8.94 536 2.38 0.78 559 161 398
Z1 = 50.0 Far Z2
Z2 = 3.5 Type A=1.0 5 300 3.18 1.04 418 90 328
n= 0.016 Rolled = 3.5 10 600 2.24 0.73 442 180 262
S= 0.0150 15 900 1.77 0.58 523 270 253
20 1200 1.45 0.47 570 360 210
d= 0.127 ft. 25 1500 1,21 0.40 595 450 145
30 1800 1.04 0.34 613 540 73
A R Q Tc Tc tatal I Qc 35 2100 0.91 0.30 626 630 -4
ao zaoo 0.82 0.27 saa 720 -76
0.43 0,06 0.78 1.56 8,94 2.38 0,78 45 2700 0.74 0.24 654 810 -156
50 3000 0.68 0.22 668 900 -232
Qpeak for Case 1= 0.78 cfs 55 3300 0.64 0.21 691 990 -299
60 3600 0.61 0.20 719 1080 -361
65 3900 0.60 0,20 766 1170 -404
CASE 2 70 4200 0,58 0.19 797 1260 -463
75 4500 0.56 0.18 824 1350 •526
Case 2 assumes a Time of Concentration less than 5 minutes so that 80 4800 0.53 0.17 832 1440 -608
the peak flow =.90(3.18)(Imp. Area) = 0.82 cfs 85 5100 0.52 0.17 668 1530 -662
- 90 5400 0.50 0.16 683 1620 •737
95 5700 0.49 0.16 914 1710 -796
So, the Peak Flow for the Basin is the greater of the two flows, 100 6000 0,48 0.16 942 1600 -858
0,82 cfs
208' DRAINAGE POND CALCULATIONS
Provided '208' Area 280 sq ft
Required'208' Area 379 sq ft
DRYWELL REQUIREMENTS -10 YR DESIGN STORM
Provided Storage Volume 140 cu ft@ 0,50' depth
Maximum Storage Required by Bowstring 398 cu ft
Number and Type of Drywells Required 1 Singie
0 Oouble
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT; RIVERWALK 10th
10-Yr Design Storm BASINS: A, B& C DETENTION BASIN DESIGN BASINS: A, B& C
DESIGNER: NWO
Tot. Area 0.88 Acres 38164 SF DATE: 09113199
Imp. Area 24220 SF
C = 0.61
Lawns • 0,10 Time Increment (min) 5
Impervious - 0,90 Time of Conc. (min) 5,90
CASE 1 Outflow (cfs) 1.0
Design Year Flow 10
40 fl. Overland Flow Area (acres) 0,88
Impervious Area (sq ft) 24220
Ct = 0,15 'C Factor 0.61
L= 40 ft, Area ' C 0.53
n= 0.40 Street Area 11720
S = 0.010 '
Tc = 3.15 min., by Equation 3•2 of Guidelines Time Time Inc, Intens. Q Devel. Vol,ln Vol.Out Storage
(min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu h)
280 ft,Gutterflow
5.90 354 2.92 1.56 738 354 384
Z1= 50,0 Far 72
Z2 = 3.5 Type A=1.0 5 300 3.18 1.69 681 300 381
n= 0.016 Rolled = 3,5 10 600 224 1.19 718 600 118
S= 0.0080 15 900 1.77 0.94 850 900 -50
20 1200 1.45 0.77 928 1200 -272
d= 0.185 ft. 25 1500 1.21 0.64 968 1500 -532
30 1800 1.04 0,55 998 1800 -802
A R Q Tc Tc total I Qc 35 2100 0.91 0.48 1018 2100 •1082
40 2400 0.82 0.44 1049 2400 •1351
0.92 0.09 1.56 2,74 5.90 2.92 1.56 45 2700 0.74 0.39 1065 2700 -1635
50 3000 0.68 0.36 1087 3000 -1913
Qpeak for Case 1= 1.56 cfs 55 3300 0.64 0.34 1125 3300 -2175
60 3600 0.61 0.32 1170 3600 •2430
65 3900 0,60 0.32 1247 3900 -2653
CASE 2 70 4200 0,58 0,31 1298 4200 •2902
75 4500 0.56 0.30 1342 4500 •3158
Case 2 assumes a Time of Concentration less than 5 minutes so Ihat 80 4800 0.53 0,28 1355 4800 -3445
the peak flow =.90(3.18)(Imp. Area) = 1.59 cfs 85 5100 0.52 0,28 1413 5100 -3687
• 90 5400 0.50 0Z7 1438 5400 -3962
95 5700 0.49 0.26 1488 5700 4212
So, the Peak flow for the Basin is the greater of the lwo flows, 100 6000 0.48 0.26 1534 6000 4466
1.59 cfs
208' DRAINAGE POND CALCULATIONS
Provided '208' Area 1000 sq ft
Required'208' Area 977 sq ft
DRYWELL REQUIREMENTS -14 YR DESIGN STORM
Provided Storage Volume 660 cu ft@ varying depth
Maximum Starage Required by Bowstring 384 cu ft
Number and Type of Drywells Required 0 Single
1 Double
~ ~ ! 1 ! J E7~
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
10-Yr Design Storm BASINS: D& G DETENTION BASIN DESIGN BASIN; D 8 G
DESIGNER: NWO
Tot. Area 2.01 Acres 87484 SF DATE: 09115199
Imp. Area 27926 SF
C = 0,36
Lawns - 0.10 Time Increment (min) 5
Impervious - 0.90 Time of Conc, (min) 8.57
CASE 1 Oufflow (cfs) 1,3
Design Year Flow 10
160 ft. Overland Flow Area (acres) 2.01
Imperoious Area (sq ft) 27926
Ct = 0.15 'C Factor 0.36
L= 160 ft. . Area' C 0.71
n= 0.40 Street Area 13926
S = 0.010
Tc = 7.24 min., by Equation 3•2 of Guidelines Time Time Inc, Intens. Q Devel. Vol,ln Vol.Out Storage (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft)
180 ft. Gutter flow
8.57 514 2.43 1.73 1195 668 527
Z1 = 50,0 For Z2 - _..--w-
Z2 = 3,5 Type A=1.0 5 300 3,18 2.27 912 390 522
n= 0.016 Rolled = 3.5 10 600 2,24 1.60 964 780 184
S= 0,0160 15 900 1.77 1.26 1141 1170 -29
20 1200 1.45 1,03 1245 1560 -315
d= 0.169 ft, 25 1500 1.21 0,86 1298 1950 -652
30 1800 1,04 0.74 1338 2340 -1002
A R Q Tc Tc total I Qc 35 2100 0.91 0,65 1366 2730 -1364
40 2400 0.82 0.59 1406 3120 -1714
0.76 0.08 1.73 1.33 8.57 2.43 1.73 45 2700 0.74 0,53 1428 3510 -2082
50 3000 0.68 0,49 1457 3900 -2443
Qpeak for Case 1= 1.73 cfs 55 3300 0.64 0,46 1509 4290 -2781
60 3600 0.61 0.44 1569 4680 -3111
65 3900 0.60 0.43 1671 5070 -3399
CASE 2 • 70 4200 0.58 0.41 1740 5460 -3720
75 4500 0.56 0.40 1800 5850 -4050
Case 2 assumes a Time of Concentration less than 5 minutes so that 80 4800 0.53 0,38 1817 6240 -4423
the peak flow =.90(3.18)(Imp. Area) = 1.63 cfs 85 5100 0.52 0.37 1894 6630 -4736
90 5400 0,50 0.36 1928 7020 -5092
95 5700 0.49 0.35 1994 7410 -5416
So, the Peak flow for the Basin is the greater of the two flows, 100 6000 0.48 0.34 2056 7800 -5744
1,83 cfs
208' DRAINAGE POND CALCULATIONS
Provided '208'Area 1180 sq ft
Required'208' Area 1161 sq ft
DRYWELL REQUIREMENTS -10 YR DESIGN STORM
, Provided Storage Volume 1062 cu ft@ varying depth
Maximum Storage Required by Bowstring 527 cu ft
Number and Type of Orywells Required 1 Single
1 Double
D
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
10-Yr Design Storm BASINS: E, H& I DETENTION BASIN DESIGN BASIN; E, H& I
DESIGNER; NWO
Tot, Area 2,44 Acres 106094 SF DATE: 09115I99
Imp. Area 35478 SF
C = 0.37
Lawns - 0.10 Time Increment (min) 5
Impervious - 0.90 Time of Conc. (min) 8.59
CASE 1 Outflow (cfs) 1.3
Design Year Flow 10
165 ft. Overland Flow Area (acres) 2.44
Impervious Area (sq ft) 35478
Ct = 0.15 'C' Factor 0.37
L= 165 ft. . Area ` C 0.90
n= 0.40 Street Area 15478
S = 0.010
Tc = 7.38 min., by Equation 3-2 of Guidelines Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
(min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft)
170 ft. Gutter flow
8.59 515 2,43 2.17 1500 670 831
Z1 = 50.0 For Z2
Z2 = 3.5 Type A=1,0 5 300 3.18 2.85 1144 390 754
n= 0.016 Rolled = 3.5 10 600 2.24 2,01 1209 780 429
S= 0,0150 15 900 1.77 1,58 1431 1170 261
20 1200 1.45 1,30 1561 1560 1
d= 0.186 ft, 25 1500 1.21 1,08 1628 1950 -322
30 1800 1.04 0.93 1678 2340 -662
' A R Q Tc Tctotal I Qc 35 2100 0,91 0.81 1713 2730 -1017
40 2400 0.82 0.73 1764 3120 -1356
0,93 0.09 2.17 1.21 8,59 2,43 2,17 45 2700 0.74 0.66 1790 3510 -1720
50 3000 0.68 0,61 1828 3900 -2072
Qpeak for Case 1= 2.17 cfs 55 3300 0.64 0,57 1892 4290 -2398
60 3600 0.61 0,55 1967 4680 -2713
65 3900 0.60 0,54 2096 5070 •2974
CASE 2 70 4200 0.58 0,52 2182 5460 -3278
75 4500 0.56 0,50 2257 5850 -3593
Case 2 assumes a Time of Concentration less than 5 minutes so that 80 4800 0,53 0,47 2279 6240 -3961
the peak flow =.90(3.18)(Imp, Area) = 2,33 cfs 85 5100 0.52 0,47 2375 6630 -4255
90 5400 0,50 0,45 2418 7020 -4602
95 5700 0.49 0,44 2501 7410 -4909
So, the Peak flow for the Basin is the greater of the two flows, 100 6000 0.48 0,43 2579 7500 -5221
2,33 cfs
208' ORAINAGE POND CALCULATIONS
Provided'208' Area 1310 sq ft
Required'208' Area 1290 sq ft
DRYWELL REQUIREMENTS -10 YR DESIGN STORM .
Provided Storage Volume 1067 cu ft@ varying deplh
Maximum Storage Required by Bowstring 831 cu ft
Number and Type of Drywells Required 1 Single
1 Double
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th 80WSTRING METHaD PROJECT: RIVERWALK 10th
50•yr STORM EVENT BASIN; A DETENTION BASIN DESIGN BASIN: A
DESIGNER: NWO
Tot. Area 0.19 Acres 8318 SF DATE: 09113199
Imp. Area 4822 SF
C = 0.56
Lawns - 0.10 Time Increment (min) 5
Pavement - 0,90 Time of Conc, (min) 5.00
OutAow (cfs) 0.3
CASE i Design Year Flow 50
Area (acres) 0.19
40 ft, Overland Flow Impervious Area (sq ft) 4822
'C Factor 0.56
Ct = 0.15 Area' C 0,11
L= 40 ft. Total Asphaltic Area 2322 ,
n = 0.40 '
S = 0,010
Time Time Inc. Intens. Q Devel, Vol.ln Vol.Oui Storage
Tc = 3.15 min., by Equation 3-2 of Guidelines (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
140 ft. Gutter Flow 5.00 300 4.58 0.49 198 90 108
Z1 = 50.0 5 300 4.58 0.49 198 90 108
Z2 = 3.5 10 600 3.20 0.34 242 180 62
n= 0.016 15 900 2.45 0,26 264 270 -6
S= 0.0130 20 1200 1,95 0.21 273 360 -87
25 1500 1.62 0.17 279 450 •171
d= 0.110 ft, 30 1800 1.56 0.17 319 540 -221
35 2100 1.28 0.14 303 630 -327
A R Q Tc Tc total I Qc 40 2400 1.19 0,13 319 720 -401
45 2700 1.08 0.12 326 810 -484
0.32 0.05 0,49 1.53 5,00 4.58. 0.49 50 3000 0.99 0.11 331 900 -569
55 3300 0.92 0.10 337 990 -653
Qpeak for Case 1= 0.49 cfs 60 3600 0.87 0,09 347 1080 -733
65 3900 0.82 0,09 353 1170 -817
70 4200 0.80 0,09 371 1260 -889 •
CASE 2 75 4500 0.77 0,08 381 1350 •969
80 4800 0.75 0.08 396 1440 -1044
Case 2 assumes a Time of ConcentraGon less lhan 5 minutes so 85 5100 0.72 0,08 403 1530 -1127
that the peak flaw =.90(4.58)(Imp. Area) _ 0.46 cfs 90 5400 0.71 0.08 421 1620 -1199
95 5700 0.69 0.07 431 1710 •1279
100 6000 0.67 0.07 440 1800 •1360
So, the Peak flow for the Basin is the greater of the two flows, •
0,49 cfs
208' DRAINAGE POND CALCULATIONS .
Provided'208' Area 200 sq ft
Required'208' Area 184 sq ft
ORYWELL REQUIREMENTS - 50 YR DESIGN STORM
Provided Storage Volume 100 cu ft Q 0.50' depth
Maximum Storage Required by Bowstring 108 cu ft
, Number and Type of Drywelis Required 1 Single
0 Double
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK tOth
50•yr STaRM EVENT BASIN: B DETENTION BASIN DESIGN BASIN; 8
DESIGNER: NWO
Tot. Area 0.32 Acres 13931 SF DATE: 09113/99
Imp. Area 8961 SF
C = 0.61
Lawns- 0,10 Time Increment (min) 5
Pavement - 0,90 Time of Conc. (min) 5.00
Outflow (cfs) 0.3
CASE 1 Design Year Flow 50
Area (acres) 0.32
40 ft, Over9and Flow Impervious Area (sq ft) 8961
'C Factor 0.61
Ct= 0,15 Area'C 0.20
L= 40 ft, Total Asphal6c Area 3961
n = 0.40 '
S = 0.010
Time Time Inc. Intens, Q Devel. Vol.in Vol,Out Storage
Tc = 3.15 min„ by Equation 3-2 of Guidelines (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
100 ft. Gutter flow 5.00 300 4,58 0.90 362 90 272
Z1 = 50.0 5 300 4.58 0.90 362 90 272
Z2 = 3.5 10 600 3.20 0.63 442 180 262 ,
n= 0.016 15 900 2,45 0.48 483 270 213
S= 0,0130 20 1200 1.95 0.38 499 360 139
25 1500 1.62 0.32 510 450 60
d= 0.138 ft. 30 1800 1.56 0,31 583 540 43
35 2100 1.28 0.25 554 630 -76
A R Q Tc Tc total I oc 40 2400 1.19 0,23 583 720 •137
45 2700 1.08 0.21 595 810 •215
4,51 0.07 0.90 0.94 5.00 4.58 0,90 50 3000 0.99 0.19 604 900 -296
55 3300 0.92 0,18 615 990 -375
Qpeak for Case 1= 0.90 cfs 60 3600 0,87 0.17 633 1080 -447
65 3900 0,82 0,16 645 1170 •525
70 4200 0.80 0,16 676 1260 -584
CASE 2 75 4500 0.77 0,15 696 1350 -654
80 4800 0.75 0.15 723 1440 •711
Case 2 assumes a Time of Concentration less than 5 minutes so 85 5100 0.72 0.14 736 1530 •794
that ihe peak flow =.90(4.58)(Imp. Area) _ 0,85 cfs 90 5400 0.71 0.14 768 1620 -852
95 5700 0.69 0.14 787 1710 -923
100 6000 0.67 0.13 804 1800 •996
So, the Peak flow for the Basin is the greater of the hvo flows,
0,90 cfs
208' DRAINAGE POND CALCULATIONS
Provided '208' Area 400 sq ft
Required'208' Area 330 sq ft
' ORYWELL REQUIREMENTS - 50 YR DESIGN STORM
Provided Storage Volume 360 cu ft@ 0.90' depth
Maximum Storage Required by Bowstring 272 cu ft
Number and Type of Drywells Required 1 Single
0 Double
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
50-yr STORM EVENT BASIN: C DETENTION BASIN DESIGN BASIN: C
DESIGNER; NWO
Tot. Area 0.37 Acres 15915 SF DATE: 09113199
Imp, Area 10437 SF
C = 0.62
Lawns- 0.10 Time Incremenf (min) 5
Pavement - 0.90 Time of Conc. (min) 625
Outflow (cfs) 0.3
CASE 1 Design Year Flow 50
Area (acres) 0,37
40 ft. Overland Flow Impervious Area (sq ft) 10437
'C' Factor 0.62
Ct = 0.15 Area " C 0.23
L= 40 ft. Total Asphaltic Area 5437
n = 0.40 '
S = 0.010
Time Time Inc. Intens. Q Devel, Vol.ln Vol.Out Starage
Tc = 3.15 min., by Equation 3-2 of Guidelines (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
280 ft. Gutter flaw 6,25 375 4.15 0.95 476 113 363
Z1 = 50.0 5 300 4.58 1.05 420 90 330
Z2 = 3.5 10 600 3.20 0.73 531 180 351
n= 0.016 15 900 2.45 0.56 575 270 305
S= 0.0080 20 1200 1.95 0.45 591 360 231
25 1500 1.62 0.37 602 450 152
d= 0,154 ft. 30 1800 1.56 0.36 686 540 146
35 2100 1.28 0.29 651 630 21
A R Q Tc Tc total I Qc 40 2400 1.19 0.27 684 720 -36
45 2700 1.08 0.25 697 810 -113
0.63 0.06 0.95 3.10 6.25 4.15 0.95 50 3000 0.99 0.23 707 900 -193
55 3300 0,92 0.21 720 990 •210
opeak for Case 1= 0.95 tfs 60 3600 0.87 0.20 740 1080 -340
65 3900 0.82 0.19 754 1170 -416
70 4200 0.80 0.18 790 1260 -470
CASE 2 75 4500 0.77 0,18 813 1350 -537
80 4800 0.75 0.17 843 1440 -597
Case 2 assumes a Time of Concentration less than 5 minutes so 85 5100 0.72 0.16 859 1530 •671
that the peak flaw =.90(4,58)(Imp, Area) = • 0.99 cfs 90 5400 0 71 0.16 896 1620 -724
95 5700 0.69 0.16 918 1710 -792
100 6000 0.67 0.15 937 1800 -863
So, the Peak flow for the Basin is the greater oF the lwo flows,
0.99 cfs
208' DRAINAGE PONO CALCULATIONS
Pravided'208' Area 400 sq ft
Required'208' Area 453 sq ft
DRYWELL REQUIREMENTS - 50 YR DESIGN STORM
Provided Starage Volume 200 cu ft@ 0.50' depth
Maximum Starage Required by Bowstring 363 cu ft
Number and Type of Orywells Required 1 Single
0 Double
L J
PEAK FLOW CALCULATION PROJECT; RIVERUUALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
50•yr STORM EVENT BASIN: 0 DETENTION BASIN DESIGN BASIN: D
DESIGNER: NWO
Tot. Area 0.84 Acres 36451 SF DATE: 09l13I99
Imp. Area 12914 SF
C = 0,38
Lawns - 0.10 Time Increment (min) 5
Pavement - 0.90 Time of Conc. (min) 8.74
Outflow (cfs) 1.0
CASE 1 Design Year Flow 50 ,
Area (acres) 0.84
160 ft, Overland Flow Impervious Area (sq ft) 12914
'C Factor 0.38
Ct = 0.15 . Area " C 0.32
L= 160 ft. Total Asphaltic Area 6914
n = 0.40
S = 0.010
Time Time Inc, Intens. Q Devel. Vol,ln Vol.Out Storage
Tc = 7.24 min., by Equation 3-2 of Guidelines (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
180 ft, Gutter flow 8.74 524 3.29 1.06 742 524 217
Z1 = 50.0 5 300 4.58 1.47 591 300 291
Z2 = 3.5 10 600 3.20 1.03 799 600 199
n= 0.016 15 900 2.45 0.79 848 900 -52
S= 0.0160 20 1200 1,95 0.63 862 1200 -338
25 1500 1.62 0.52 872 1500 -628
d= 0.141 ft, 30 1800 1,56 0.50 990 1800 -810
35 2100 1.28 0.41 936 2100 -1164
A R Q Tc Tc total I Qc 40 2400 1.19 0.38 980 2400 -1420
45 2700 1.06 0,35 997 2700 -1103
0.53 0,07 1.06 1.50 8,74 3.29 1.06 50 3000 0,99 0.32 1010 3000 -1990 55 3300 0,92 0,30 1027 3300 -2213
Qpeak for Case 1= 1.06 cfs 60 3600 0,87 0.28 1055 3600 -2545
65 3900 0.82 0.26 1073 3900 -2827
70 4200 0.80 0.26 1124 4200 -3076
CASE 2 75 4500 0.77 0.25 1156 4500 -3344
80 4800 0,75 0.24 1198 4800 -3602
Case 2 assumes a Time of Concentration less than 5 minutes so 85 5100 0.72 0,23 1219 5100 -3881
that the peak flow =.90(4.58)(Imp. Area) = 1.22 cfs 90 5400 0.71 0.23 1271 5400 -4129
95 5700 0.69 0,22 1301 5700 -4399
100 6000 0.67 0.21 1328 6000 -4672
So, the Peak flow for the Basin is the greater of the two flows,
1.22 cfs
208' DRAINAGE POND CALCULATIONS
Provided'208' Area 580 sq ft
Required'208' Area 576 sq ft
DRYWELL REQUIREMENTS - 50 YR DESIGN STORM
Provided Storage Volume 522 cu ft@ 0.90' depth
Maximum Storage Required by Bowstring 291 cu ft
Number and Type of Drywells Required 0 Single
1 Double
L-J L-J __j L 1
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
50-yr STORM EVENT BASIN: E DETENTION BASIN DESIGN BASIN: E
DESIGNER: NWO
Tot. Area 1,06 Acres 46239 SF DATE: 09113199
Imp. Area 16764 SF
C = 0,39
Lawns - 0.10 Time Increment (min) 5
Pavemenl - 0,90 Time of Conc. (min) 7,65
Outflaw (cfs) 1.0
CASE 1 Design Year Flow 50
Area (acres) 1,06
115 ft, Overland Flow Impervious Area (sq ft) 16764
'C Factor 0,39
Ct = 0.15 . Area' C 0.41
L= 115 ft, Total Asphaltic Area 8764
n = 0.40
S = 0.010
, Time Time Inc. Intens, Q Devel. Vol.ln Vol.Out Storage
Tc = 5.94 min., by Equation 3•2 of Guidelines (min) (sec) (infhr) (cfs) (cu ft) (cu ft) (cu ft)
220 ft. Gutter flow 7,65 459 3,66 1.52 934 459 474
Z1 = 50.0 5 300 4.58 1.90 762 300 462
Z2 = 3.5 10 600 3.20 1.32 1002 600 402
n= 0.016 15 900 2.45 1.01 1071 900 171
S= 0.0150 20 1200 1.95 0,81 1095 1200 -105
25 1500 1.62 0.67 1111 1500 -389
d= 0.163 ft, 30 1800 1.56 0.65 1263 1800 -537
35 2100 1.28 0.53 1196 2100 -904
A R Q Tc Tc total I Qc 40 2400 1.19 0.49 1254 2400 -1146
45 2700 1.06 0.45 1277 2700 -1423
0.71 0.08 1.52 1,71 7.65 3.66 1.52 50 3000 0.99 0,41 1294 3000 -1706
55 3300 0.92 0.38 1316 3300 -1964
Qpeak for Case 1= 1.52 cfs 60 3600 0.67 0.36 1353 3600 -2247
65 3900 0.82 0.34 1377 3900 -2523
70 4200 0.80 0.33 1443 4200 -2757
CASE 2 75 4500 0.77 0.32 1484 4500 -3016
80 4800 0.75 0.31 1539 4800 -3261
Case 2 assumes a Time of Concentration less than 5 minutes so 85 5100 0,72 0,30 1567 5100 -3533
that the peak flow =,90(4.58)(Imp. Area) = 1,59 cfs 90 5400 0.71 0,29 1633 5400 -3767
95 5700 0.69 0,29 1673 5700 -4027
100 6000 0.67 0,28 1708 6000 -4292
So, the Peak flow for the Basin is the greater of the two flows,
1.59 cfs
208' DRAINAGE POND CALCULATIONS
Provided'208'Area 750 sqft
Required'208' Area 730 sq k
• DRYWELL REQUIREMENTS - 50 YR DESIGN STORM
Provided Storage Volume 675 cu ft@ 0.90' depth
Maximum Storage Required by Bowstring 474 cu ft
Number and Type of Drywells Required 0 Single
1 Double
__j
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METH4D PROJECT; RIVERWALK 10th
50•yr STORM EVENT BASIN: F DETENTION BASIN OESIGN BASIN; F
DESIGNER: NWO
Tot. Area 0.63 Acres 27627 SF , DATE: 09113199
Imp. Area 9637 SF
C = 0.38
Lawns - 0.10 Time Increment (min) 5
Pavement - 0.90 Time of Conc. (min) 6,95
Oufflow (cfs) 0.3
CASE t Design Year Flow 50
Area (acres) 0.63
130 ft. Overland Flow Impervious Area (sq ft) 9637
'C Factor 0.38
Ct= 0,15 Area'C 0.24
L= 130 ft. Total Asphaltic Area 5637
n = 0.40 '
S = 0.010
Time Time Inc. Intens, Q Devel. Vol.ln Vol.Out Storage
Tc = 6.39 min., by Equation 3-2 of Guidelines (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
50 ft, Gutter flow 6,95 M 417 3,91 0,94 525 125 400
Z1= 50.0 5 300 4,58 1.10 443 90 353
Z2 = 3.5 10 600 3,20 0.77 571 180 391
n= 0.016 15 900 2,45 0.59 614 270 344
S= 0.0080 20 1200 1,95 0.47 629 360 269
25 1500 1,62 0.39 639 450 189
d= 0.153 ft. 30 1800 1.56 0,38 728 540 188
35 2100 1.28 0.31 690 630 60
A R Q Tc Tc total I Qc 40 2400 1.19 0.28 724 720 4
45 2700 1.08 0.26 138 810 -72
0,63 0.08 0,94 0.56 6.95 3.91 0.94 50 3000 0.99 0.24 748 900 -152
55 3300 0.92 0,22 761 990 -229
Qpeak for Case 1= 0.34 cfs 60 3600 0.87 0.21 783 1080 -297
65 3900 0.82 0,20 797 1170 -373
70 4200 0.80 0.19 835 1260 -425
CASE 2 75 4500 0.77 0.19 859 1350 491
80 4800 0.75 0.18 891 1440 •549
Case 2 assumes a Time of Concentration less than 5 minutes so 85 5100 0J2 0.17 907 1530 •623
that the peak flow -.90(4,58)(Imp. Area) = ••0.91 cfs 90 5400 0.71 0.11 946 1620 •674
95 5700 0.69 0.17 969 1710 -741
100 6000 0,67 0.16 989 1800 •811
So, the Peak flow for the Basin is the greater of the iwo flows,
0.94 cfs
208' DRAINAGE POND CALCULATIONS
Provided'208' Area 500 sq ft
Required '208' Area 470 sq ft
ORYWELL REQUIREMENTS - 50 YR DESIGN STORM
Provided Storage Volume 450 cu ft@ 0.90' depth
Maximum Starage Required by Bawstring 400 cu ft
Number and Type of Drywells Required 1 Single
0 Dauble
_J
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
50•yr STORM EVENT BASIN: G DETENTION BASIN DESIGN BASIN: G
DESIGNER: NWO
Tot. Area 1.17 Acres 51033 SF DATE: 09115199
Imp. Area 15012 SF
C = 0.34
Lawns - 0.10 Time Increment (min) 5
Pavement - 0.90 Time of Conc. (min) 8.76
Outflow (cfs) 0,3
CASE 1 Design Year Flow 50
Area (acres) 1,17
140 ft. Overland Flow ImpeNious Area (sq ft) 15012
'C Factor 0.34
Ct = 0.15 Area " C 0.39
L= 140 ft. ' Total Asphaltic Area 7012
n = 0,40
S = 0.010
Time Time Inc. Intens. Q Devel, Vol.ln Vol.Out Storage
Tc = 6,68 min., by Equation 3-2 of Guidelines (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
250 ft. Gutter flow 8.76 526 3.28 1.29 908 158 751
Z1= 50.0 5 300 4.58 1.80 723 90 633
Z2 = 3.5 10 600 3.20 1.26 979 180 799
n= 0.016 15 900 2.45 0.96 1038 270 766
S= 0,0140 20 1200 1,95 0.77 1056 360 696
25 1500 1.62 0.64 1068 450 618
d= 0.155 ft. 30 1800 1.56 0,61 1213 540 673
35 2100 1.28 0,50 1146 630 516
A R Q Tc Tc total I Qc 40 2400 1.19 0,47 1201 720 481
45 2700 1.08 0.42 1221 810 411
0.65 0.08 1,29 2,08 8.76 3.28 1.29 50 3000 0.99 0.39 1236 900 336
55 3300 0,92 0.36 1257 990 267
Opeak for Case 1= 1.29 cfs 60 3600 • 0.87 0.34 1292 1080 212
65 3900 0.82 0,32 1314 1170 144
10 4200 0.80 0,31 1376 1260 116
CASE 2 75 4500 0.77 0,30 1415 1350 65
80 4800 0.75 0,29 1467 1440 27
Case 2 assumes a Time of Concentration less than 5 minutes so 85 5100 0.72 0.28 1493 1530 -37
that the peak flow =.90(4.58)(Imp. Area) = 1.42 cfs 90 5400 0.71 0,28 1556 1620 -64
95 5700 0.69 0.27 1594 1710 •116
100 6000 0.67 0.26 1626 1800 -174
So, the Peak flow for the Basin is the greater of the two flows,
1.42 cfs
' 208' DRAINAGE POND CALCULATIONS
Provided '208' Area 600 sq ft
Required'208' Area 584 sq ft
DRYWELL REQUIREMENTS - 50 YR DESIGN STORM
Provided Storage Volume 540 cu ft@ 0.90' depth
Maximum Storage Required by Bowstring 799 cu ft
Number and Type of Drywells Required 1 Single -
0 Double
PEAK FLOW CALCULATION PROJECT: 'RIVERWALK 10th BOWSTRING METHOD PROJECT; RIVERWALK 10th
50-yr STORM EVENT BASIN: H DETENTION BASIN DESIGN BASIN: H
DESIGNER; NWO
Tot. Area 0.41 Acres 17801 SF DATE; 09115199
Imp. Area 6170 SF
C = 0.38
Lawns - 0.10 Time Increment (min) . 5
Pavement - 0,90 Time of Conc. (min) 7.04
Outflow (cfs) 0,3
CASE 1 Design Year Flow 50
Area (acres) 0.41
115 ft. Overland Flow Imperoious Area (sq ft) 6170
'C' Factor 0.38
Ct = 0.15 Area' C 0.15
L= 115 ft. Total Asphaltic Area 2170
n = 0.40
S = 0.010
Time Time Inc. Intens. Q Devel. Vol,ln Vol.Out Storage
Tc = 5.94 min., by Equation 3-2 of Guidelines (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft)
115 ft, Gutterflow 7.04 423 3.88 0,60 338 127 212
Z1= 500 5 300 4.58 0.71 284 90 194
Z2 = 3.5 10 600 3.20 0.49 367 180 187
n= 0.016 15 900 2.45 0.38 394 270 124
S= 0.0160 20 1200 1.95 0.30 404 360 44
25 1500 1.62 0,25 411 450 -39
d= 0114 ft. 30 1800 1.56 0,24 467 540 -73
35 2100 1.28 0,20 443 630 -187
A R Q Tc Tctotal I Qc 40 2400 1.19 0,18 465 720 -255
45 2700 1,08 0.17 474 810 -336
0.34 0.06 0.60 1.10 7.04 3.86 0,60 50 3000 0.99 0,15 480 900 -420
55 3300 0.92 0.14 488 990 -502
Qpeak for Case 1= 0.60 cfs 60 3600 0,87 0.13 502 1080 -578
65 3900 0,82 0.13 511 1170 -659
70 4200 0.80 0,12 536 1260 -724
CASE 2 75 4500 0,77 0.12 551 1350 -799 80 4800 0,75 0.12 572 1440 -868
Case 2 assumes a Time of Concentration less than 5 minutes so 85 5100 0.72 0,11 582 1530 -948
that the peak flow =.90(4.58)(Imp. Area) = 0,58 cfs 90 5400 0,71 0,11 607 1620 -1013
95 5700 0.69 0.11 622 1710 -1088
100 6000 0.67 0.10 635 1800 -1165
So, the Peak flow for ihe Basin is the greater of the two flaws,
0.60 cfs
208' DRAINAGE POND CALCULATIONS
Provided'208' Area 280 sq fl
Required'208' Area 181 sq ft
DRYWELL REQUIREMENTS - 50 YR DESIGN STORM
Provided Storage Valume 252 cu ft @ 0.90' depth
Maximum Storage Required by Bowstring 212 cu ft
Number and Type of Drywells Required 1 Single .
0 Double
r-
~ L
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
50•yr STORM EVENT BASIN; I DETENTION BASIN DESIGN BASIN; I
DESIGNER: NWO
Tot, Area 0.97 Acres 42054 SF DATE: 09113199
Imp, Area 12544 SF
C = 0.34
Lawns - 6,10 Time Increment (min) 5
Pavement - 0,90 Time af Conc. (min) 8.82
OutAaw (cfs) 0.3
CASE 1 Design Year Flow 50
Area (acres) 0.97
165 ft, Overland Flow Impervious Area (sq ft) 12544
'C' Factor 0.34
Ct= 0.15 Area'C 0.33
L= 165 ft. Tatal Asphaltic Area 4544
n = 0.40 '
S = 0,010
Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
Tc = 7.38 min„ by Equation 3-2 of Guidelines (min) (sec) (inmr) (cfs) (cu ft) (cu ft) (cu ft)
170 ft, Gutter flow 8.82 529 3.26 1.07 756 159 591
Z1= 50.0 5 300 4,58 1.50 662 90 512
Z2= 3.5 10 600 3.20 1,05 816 180 636
n= 0,016 15 900 2.45 0.80 865 270 595
S= 0.0150 20 1200 1.95 0.64 880 360 520
25 1500 1.62 0.53 890 450 440
d= 0.143 ft. 30 1800 1.56 0.51 1010 540 470
35 2100 1,28 0.42 954 630 324
A R Q Tc Tc total I Qc 40 2400 1.19 0.39 999 720 279
------------45 2700 1.08 0.35 1017 810 207
0.55 0.07 1.07 1.44 8,82 326 1.07 50 3000 0.99 0.32 1029 900 129
55 3300 0.92 0.30 1047 990 57
dpeak for Case 1= 1,07 cfs 60 3600 0.87 0,28 1075 1080 -5
65 3900 0.82 0Z7 1094 1170 -76
TO 4200 0.80 026 1146 1260 -114
CASE 2 75 4500 0.77 025 1178 1350 -172
80 4800 0.75 0,25 1221 1440 -219
Case 2 assumes a Time of Concentration less than 5 minutes so 85 5100 0.72 0.24 1243 1530 -287
that the peak flow =.90(4.58)(Imp. Area) = 1.19 cfs 90 5400 0.71 0.23 1295 1620 -325
95 5700 0.69 0.23 1326 1710 -384
100 6000 0.67 0.22 1354 1800 -446
So, the Peak flow for the Basin is the greater of the lwo flows,
1.19 cfs
208' DRAINAGE PONd CALCULATIONS
Provided'208' Area 380 sq ft
Required '208'Area 379 sq ft
DRYWELL REDUIREMENTS - 50 YR DESIGN STORM
Provided Storage Volume 190 cu fl @ 0,50' depth
Maximum Storage Required by Bowstring 636 cu ft
Number and Type of Drywells Required 1 Single
0 Double
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
50-yr STORM EVENT BASINS: A, B& C DETENTION BASIN OESIGN BASIN: A. B& C
DESIGNER: NWO
Tot. Area 0,88 Acres 38164 SF DATE; 09113/99
Imp. Area 24220 SF '
C = 0,61
Lawns - 0,10 Time Increment (min) 5
Pavement - 0.90 Time of Conc. (min) 5.63
OutHow (cfs) 1.0
CASE 1 , Design Year Flow 50
Area (acres) 0.88
40 ft. Overland Flow Impervious Area (sq ft) 24220
'C Factar 0.61
. Ct = 0.15 Area' C 0.53
L= 40 ft. Total AsphalGc Area 11720
n = 0.40
'
S = 0.010
Time Time Inc. intens. Q Devel. Vol,ln Vol.Out Storage
Tc = 3.15 min,, by Equation 3-2 of Guidelines (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
280 ft. Gutter flow 5,63 338 4.36 2.32 1052 338 714
Z1= 50.0 5 300 4.58 2.44 980 300 680
7-2 = 3,5 10 600 3.20 1,70 1218 600 618
n= 0.016 15 900 2.45 1.30 1324 900 424
S= 0.0080 20 1200 1.95 1.04 1365 1200 165
25 1500 1,62 0.86 1393 1500 -107
d= 0.215 ft. 30 1800 1.56 0.83 1591 1800 -209
35 2100 1.28 0.68 1509 2100 -591
A R Q Tc Tc total I Qc 40 2400 1.19 0,63 1587 2400 -813
45 2700 1.08 0,56 1619 2700 -1081
1.24 0.11 2.32 2.48 5.63 4.36 2.32 50 3000 0.99 0.53 1642 3000 -1358
55 3300 0.92 0.49 1673 3300 -1627
Qpeak for Case 1= 2.32 cfs 60 3600 0.87 0.46 1721 3600 -1879
65 3900 0.82 0.44 1753 3900 •2147
10 4200 0.80 0.43 1838 4200 -2362
CASE 2 75 4500 0,77 0.41 1892 4500 •2608
80 4800 0,75 0.40 1963 4800 -2837
Case 2 assumes a Time of Concentrabon less than 5 minutes so 85 5100 0.72 0.38 1999 5100 •3101
Ihat the peak flow =.90(4.58)(Imp. Area) = 2.29 cfs 90 5400 0.71 0.38 2085 5400 -3315
95 5700 0.69 0.37 2136 5700 •3564
100 6000 0.67 0.36 2181 6000 •3819
So, the Peak Flow for the Basin is the greater of the lwo flows,
2,32 cfs
208' DRAINAGE POND CALCULATIONS
Provided'208' Area 1000 sq ft
Required'208' Area 977 sq ft
DRYWELL REQUIREMENTS - 50 YR DESIGN STORM
Provided Storage Volume 660 cu ft@ varying depih
Maximum Storage Required by Bowstring 714 cu ft
Number and Type of Drywells Required 0 Single
1 Double
.
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
50•yr STORM EVENT BASINS: D 8 G DETENTION BASIN DESIGN BASIN: D& G
DESIGNER: NWO
Tot. Area 2.01 Acres 87484 SF DATE; 09115l99
Imp. Area 27926 SF
C = 0.36
Lawns - 0.10 Time Increment (min) 5
Pavement - 0.90 Time of Conc. (min) 8.46
Outflow (cfs) 1.3
CASE 1 Design Year Flow 50
Area (acres) 2.01 160 ft. Overland Flow Impenrious Area (sq ft) 27926
'C' Factor 0.36
Ct = 0.15 Area " C 0.71
L= 160 ft. ' Total Asphaltic Area 13926
n = 0.40
S = 0.010 Time Time Inc. Intens. Q Devel, Vol,ln Vol.Out Storage
Tc = 7,24 min., by Equation 3-2 of Guidelines (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu f1)
180 ft. Gutter flow 8,46 508 3.39 2.42 1644 660 984
Z1 = 50.0 5 300 4,58 3.27 1314 390 924
Z2 = 3.5 10 600 3.20 228, 1764 780 984
n= 0.016 15 900 2.45 1,75 1875 1170 705
S= 0,0160 20 1200 1.95 1.39 1910 1560 350
25 1500 1.62 1.16 1934 1950 -16
d= 0,192 ft. 30 1800 1,56 1.11 2196 2340 -144
35 2100 128 0.91 2076 2730 -654
A R Q Tc Tctotal i Qc 40 2400 1,19 0.85 2176 3120 -944
45 2700 1,08 0.77 2214 3510 -1296
0.98 0.10 2.42 1.22 8,46 3.39 2.42 50 3000 0.99 0,71 2242 3900 -1658
55 3300 0.92 0.66 2280 4290 -2010
Qpeak for Case 1= 2.42 cfs 60 3600 0.87 0.62 2342 4680 •2338
65 3900 0.82 0.59 2383 5070 -2687
70 4200 0.80 0.57 2497 5460 •2963
CASE 2 . 75 4500 0.77 0.55 2568 5850 -3282
80 4800 0.75 0.54 2662 6240 -3578
Case 2 assumes a Time of Concentration less than 5 minutes so 85 5100 0.72 0.51 2709 6630 -3921
that the peak flow =.90(4,58)(Imp. Area) = 2.64 cfs 90 5400 0.71 0 51 2824 7020 -4196
95 5700 0.69 0,49 2892 7410 -4518
100 6000 0.67 0.48 2952 7800 -4848
So, the Peak flow for the Basin is the greater of the two flows,
2,64 cfs
' 208' DRAINAGE POND CALCULATIONS
Provided '208' Area 1180 sq ft
Requ(red'208' Area 1161 sq ft
DRYWELL REQUIREMENTS - 50 YR DESIGN STORM
Provided Storage Volume 1062 cu ft@ varying depth
Maximum Storage Required by Bowstring 984 cu ft
Number and Type of Drywells Required 1 Single
1 Double
PEAK FLOW CALCULATION PROJECT; RIVERWALK 10th BOWSTRING METHOD PROJECT; RIVERWALK 10th
50•yr STORM EVENT BASINS: E, H& I DETENTION BASIN DESIGN BASIN; E, H& I
DESIGNER; NWO
Tot. Area 2.44 Acres 106094 SF DATE: 09115199
Imp. Area 35478 SF
C = 0.37
Lawns - 0,10 Time Increment (min) 5
Pavement - 0,90 Time ot Conc, (min) 8.46
Outflow (cfs) 1.3
CASE 1 Design Year Flow 50
Area (acres) 2.44
165 fl. Overland Flow Impervious Area (sq ft) 35418
'C Factor 0,37
Ct = 0.15 Area " C 0.90
L= 165 ft, ' Total Asphaltic Area 15478
n = 0.40
S = 0.010
Time Time Inc. Intens, Q Devel. Vol.in Vol.Out Starage
Tc = 7.38 min., by Equation 3-2 of Guidelines (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
170 ft. Gutterflow 8.46 508 3,38 3.03 2062 660 1402
Z1= 50.0 5 300 4,58 4.10 1648 390 1258
Z2 = 3.5 10 600 3,20 2,86 2213 780 1433
n= 0.016 15 900 2,45 2.19 2352 1170 1182
S= 0.0160 20 1200 1.95 1.75 2396 1560 836
25 1500 1.62 1.45 2426 1950 476
d= 0.209 fl. 30 1800 1.56 1.40 2755 2340 415
35 2100 1.28 1,15 2604 2730 -126
A R Q Tc Tc total I Qc 40 2400 1.19 1,06 2729 3120 -391
------------45 2700 1.08 0,97 2777 3510 -733
1,16 0.10 3.03 1,09 8.46 3.38 3.03 50 3000 0.99 0,89 2812 3900 -1088
55 3300 0.92 0.82 2860 4290 -1430
Qpeak for Case 1= 3.03 cfs 60 3600 0.87 0.78 2938 4680 -1742
65 3900 0.82 0.73 2989 5070 -2081
. 70 4200 0.80 0,72 3131 5460 -2329
CASE 2 . 75 4500 0.77 0.69 3221 5850 •2629
80 4800 0.75 0.67 3338 6240 -2902
Case 2 assumes a Time of Concentration less than 5 minutes so 85 5100 0.72 0.64 3398 6630 -3232
that the peak flow =.90(4.58)(Imp. Area) = 3.36 cfs 90 5400 0.71 0.64 3542 7020 •3478
95 5700 0,69 0.62 3627 7410 •3783
100 6000 0.67 0.60 3702 7800 -4098
So, the Peak flow for the Basin is the greater of the tvuo flows,
3.36 cfs
208' DRAINAGE POND CALCULATIONS
Provided'208' Area 1310 sq ft
Required '208' Area 1290 sq ft
DRYWELL REQUIREMENTS • 50 YR DESIGN STORM
Provided Storage Volume 1067 cu ft@ varying depth
Maximum Storage Required by Bowstring 1433 cu ft
Number and Type of Orywells Required 1 Single 1 Double
~ -
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RIVERWALK 10th ADDITION 99176
Spokane County, Washington 09115/99
Engineer: NWO
DRAINAGE INLET SUMMARY
`Syt'r`e t~~~ Curb Inlet~~~;~:':,'~Impervious Flo ~w =:~Gut~ter.,'~~~;:,;;.:~Basrn~':.=i' '~p~,~rrpppX_~ ' .A~
4 _ +F J~~~~ " , . „n _ :.IhX' ~ . d ' j - wr ~'F~.• al l d ~P7 r ' '
~ Basin .~Street and,;;:r~t;~y,., Area J~ Length,:Slo,pe,'~. . ` ~Peak Flow~~.ti Continuo~u;s,~'~y:~! "I~n~,let~Type
y~`,' t ~:y1` ' ' G fr"v~ }r{7 n{J ~r Sr '-'d ' C ' - ' rt ,~,r~~1a~,~rfs y~
. g tation ~rC ;N 1/ 1y[;,,,: p'. , , (cfs) . :t ; y~~: ,t~) . `i:i1flCfWµA•tlW iYwf.il: « 1"•~• ~ 1~• /.~i, ;-k1d'~i,:ynil:ai'w"'~5.,'.,.4••t~ I~7+ .nr, r+i1R;v4.~Nin 1J`A..rt.: wi i~d.• + 1• ;ti.w Mi~13R'irdv::4
A Riverwalk 53+94 Lt 4,822- 140 0.0130 0.34 Cont. Type 1 Curb
B Riverwalk 55+18 Lt 8,961 ~ 100 0.0130 0.63 Sump ~ Type 1 Curb
C Riverwalk 56+47 Lt 10,437 280 0.0080 0.69 Cont. Type 1 Curb
D ~ Grady 14+00 Lt ~ 12,914 180 0.0160 ~ 0,85 Sump ~ Type 2 Curb
E Riverwalk 55+18 Rt ~ 16,764 220 0.0150 1,10 Sump Type 2 Curb
F Hodges 21+20 Rt ~ 9,637 ~ 50 ~ 0.0080 ~ 0.64 Sump Type 1 Curb
G ~ Grady 11+98 Lt ~ 15,012 ~ 250 ~ 0.0140 ~ 0.99 ~ Cont. ~ Type 2 Curb
H Grady 12+80 Rt 6,170 115 0.0160 0.41 Cont. Type 1 Curb
I Grady 11+40 Rt 12,544 170 0.0150 0.82 Cont. Type 1 Curb
NOTE: Maximum Flow Capacities in Sump Conditions and
By-Pass Flow Calculations for inlets on a continuous grade
are provided in the following sheets.
[ 1 f l L ~
RIVERWALK 10th ADDITION 99176
Spokane County, Washington 09115199
Engineer: NWO
CURB INLET CALCULATIONS
on Continuous Grade
Curb Inlet Basin Basin + Gutter Roughness . Depth Discharge Inlet By-Pass'
Inlet Street and Peak Flow By-Pass Slope Cross slope Coeff. Z of Flow, per Length Length Flow
Station (cfs), Q S 11Z n n d* QalLa** La . Q- Qa .A Riverwalk 53+94 Lt 0.34 0.34 0.0130 0.0202 0.0160 3094 0.09 0.063 4 0.09
C Riverwalk 56+47 Lt 0,69 0.69 0,0080 0.0202 0.0160 3094 0.13 0.091 6 0.15
G Grady 11+98 Lt 0.99 0.99 0.0160 0.0202 0.0160 3094 0.13 0.091 4 0.63
I
H Grady 12+80 Rt 0,41 0.72 0.0160 0.0202 0.0160 3094 0.12 0.081 6 0.24
I Grady 11+40 Rt 0.82 0.82 0.0160 0.0202 0.0160 3094 0.12 0.085 6 0.31
NOTE: TYPES 1& 2 CURB INLETS
Curb Inlet Depression = 2 in.
* Calculated per Figure 18 of the Spokane County Guidelines
for Stormwater Management
Calculated per Figure 16 of the Spokane County Guidelines
for Stormwater Management
L~_ ~ i 1 3 ~ 1 ~ 1 _._i
RIVERWALK 10th ADDITION 99176
Spokane County, Washington 09115199
Engineer: NWO
CURB INLET FLOW CAPACITIES
in Sump Conditions
Curb Inlet Basin Basin + Inlet Maximum Maximum By-Pass
Inlet Street and Inlet Type Peak Flow By-Pass* Length Flow Depth" Discharge*** Flow
Station (cfs) Q (ft) H Qa Q- Qa
A&C
B Riverwalk 55+18 Lt Type 1 Curb 0.63 0.97 4.00 0.50 4.37 -3.40
G
D Grady 14+00 Lt Type 2 Curb 0.85 1,48 4.00 0.33 2.34 -0.86
H
E Riverwalk 55+18 Rt Type 2 Curb 1.10 1.34 4.00 0.33 2.34 -1.00
F Hodges 21+20 Rt Type 1 Curb 0.64 0,64 4.00 0.50 4.37 -3.73
NOTE: TYPE 1 CURB INLET TYPE 2 CURB INLET Qa = 3.087 * L* H" 1.5
Curb Inlet Depression = 2 in, Curb Inlet Depression = 2 in. Where L= Length of Curb Drop, H= Flow Depth
Maximum Inlet Height = 6 in. Curb Inlet Length = 4 ft.
Maximum Inlet Height = 4 in.
` By-Pass flows from upstream inlets on continuous grades.
Maximum Flow Depth is based on Inlet height
Calculated per Section 4-1 of the Spokane County Guidelines
for Stormwater Management
RIVERWALK 10th ADDITION 99176
Spokane County, Washington 09115199
50-Year Storm Engineer: NWO
DRAINAGE INLETSUMMARY
S~t~reet~ 'Curb Inlhe,t~" T~'~ Impervious W11-111 ~~°k S~ump,~~r~ ;p
~ ~ ~rh~,. . S.l1o~~e~~P,eak Flow~., .C,o .n~,u,ou~s., . I et , .yp,
. i~`,M "k~• ~St►at+;n...t.~ ►ai.::~;
A Riverwalk 53+94 Lt 4,822 140 0.0130 0.49 Cont. Type 1 Curb
B Riverwalk 55+18 Lt 8,961 100 0.0130 0.90 Sump Type 1 Curb
C Riverwalk 56+47 Lt 10,437 280 0.0080 0.99 Cont. Type 1 Curb
D ~ Grady 14+00 Lt ~ 12,914 ~ 180 ~ 0.0160 ~ 1.22 ~ Sump ~ Type 2 Curb
E Riverwalk 55+18 Rt 16,764 220 0.0150 1.59 ~ Sump Type 2 Curb
F Hodges 21+20 Rt 9,637 50 0.0080 0.94 Sump Type 1 Curb
G Grady 11+98 Lt ~ 15,012 ~ 250 ~ 0.0140 ~ 1.42 ~ Cont. ~ Type 2 Curb
H Grady 12+80 Rt 6,170 115 0.0160 0.60 Cont. Type 1 Curb
I Grady 11+40 Rt 12,544 170 0.0150 1.19 Cont. Type 1 Curb
1
NOTE: Maximum Flow Capacities in Sump Conditions and
By-Pass Flow Calculations for inlets on a continuous grade
are provided in the following sheets.
RIVERWALK 10th ADDITION 99176
Spokane County, Washington 09115199
50•Year Storm Engineer: NWO
CURB INLET CALCULATIONS
on Continuous Grade
~ }}e ' ' ~ vH~ r.;Y . rt .,T - ;Curb~ln~letBasin;,: Basin+ ,;Gutter~~' „~~p►t~hF,. ±Discha;Pmle;t-TM~ FB~y~ ,r ~a•{.w - er.v' ~'i Yt ~ t s~.
Inl,e't Str"e`et~a~n'd ~P}eak Flo,w B~ P'ass Slo ex• ~Cros`s'~slo P45, a.o:f Flow er Len th, ~~a L e n,~ ~th,~. w Flows , .~_,g . ~ ~
, S y; t ' 'C,r'•: A' 1S;tat~i,on ,.d'.
A Riverwalk 53+94 Lt 0.49 0.49 0.0130 0.0202 0.0160 3094 0.11 0.073 4 0.20
C Riverwalk 56+47 Lt 0.99 0.99 0.0080 0.0202 0.0160 3094 0.15 0.104 6 0.37
G Grady 11 +98 Lt 1.42 1.42 0.0160 0.0202 0.0160 3094 0.15 0.104 4 1.00
I
H Grady 12+80 Rt 0.60 1.20 0.0160 0.0202 0.0160 3094 0.14 0,098 6 0.62
I Grady 11+40 Rt 1.19 1.19 0.0160 0.0202 0.0160 3094 0.14 0,098 6 0.60
NOTE: TYPES 1& 2 CURB INLETS
Curb Inlet Depression = 2 in.
* Calculated per Figure 18 of the Spokane County Guidelines
for Stormwater Management
Calculated per Figure 16 of the Spokane County Guidelines
for Stormwater Management
( ~ I 1 ( ) f ~ C ! ~ ! I
RIVERWALK 10th ADDITION 99176
Spokane County, Washington 09115199
50•Year Storm . Engineer: NWO
CURB INLET FLOW CAPACITIES
in Sump Conditions
curb Inlet~` ~ BWn.,;~Pal im`~umW70ss-, IpFea1F .pthl'4;`Disc~harg~ e~~,1ft r J?ti ' LQ .
. vi,o'Yi' Ik ` .-Y' 1 R n... •,r.
~ A&C
B Riverwalk 55+18 Lt Type 1 Curb 0.90 1.47 4.00 0.50 4.37 -2.90
G
D Grady 14+00 Lt Type 2 Curb 1.22 2.22 4.00 0.33 2.34 -0,12
H
E Riverwalk 55+18 Rt Type 2 Curb 1.59 2.21 4.00 0.33 2.34 -0.13
F Hodges 21+20 Rt Type 1 Curb 0.94 0.94 4.00 0.50 4.37 -3,43
NOTE: TYPE 1 CURB INLET TYPE 2 CURB INLET Qa = 3.087 * L* H^ 1.5
Curb Inlet Depression = 2 in. Curb Inlet Depression = 2 in. Where L= Length of Curb Drop, H= Flow Depth
Maximum Inlet Height = 6 in. Curb Inlet Length = 4 ft.
Maximum Inlet Height = 4 in.
" By-Pass flows from upstream inlets on continuous grades,
Maximum Flow Depth is based on Inlet height
Calculated per Section 4-1 of the Spokane County Guidelines
for Stormwater Management
BASIN -MAP
RIGHT OF WAY
TYPE 'R' CURB ~
~
. ~
~ ~ ~ ~ ~ ~
~ ~ i
P ~ i ~ • PG , ~ ''(0
/ • 5~ ~ / '0 / ' ti
i~ `1 / ` w .
~C. ~ ~ ~P~~~
• P~' . , 5 "p 6 ~
Q 1~~J ~ . ~ J ,~J / ,
, . ~ N . e~ ~ ^ ~i ? ~
~ . ' ~ ~t i d'.
p J ~ i~
STA=21+20.00, RT. \ ; , ~ 4 TYPE 1 CURB INLET
PROPERTY BOUNDARY ~ PER SPOKANE COUNTY STANDARD
AN 8-8 ~ PL , _ 2pl _ ~ ~ ~
TOC ELEV.-2019.05 9 _ 5 - , \
\ ~o \
\ 0 ' ~
0 G~ ~ ~ - 1 20
. ~ ~ STA=21+04.00 21.50 LT. t~ ~ a s \
ff q .A Q~ 0 INSTALL TYPE A DRYWELL ~ so:. ~
~ ~ 0 WITH TYPE 4 METAL FRAME C, 9 - ASEMENT ~ I
& GRA P R P KANE COUNn \ DRAINAGE E , „ TE E SO ~ _ - ~ , SCALE 1 -2 STANaARD PLAN B-1 a ~ . . N
, RIM ELEV.=2018.15 ~ sw
~ 5' ~ 4 ~ i ~ ~
' , / ~ ~
~ BOUNDARY OF FLAT, . _J~ \ I ~ ~
TTOM , \ i .a , / POND F LEVEL POND 60 , . o. ~,5 % ~ ~ 0 F S ~ = AREA ~.i\~ ~ 994 . O
FINISHED POND BOTTOM ELEV. 2017.65 a, ~ MIN. BERM ELEV. = 2019.25 i~~Q /
~ •.9 , o a~. . ~ ~ ~ ~ ~ ~ ~
~1~ ~ 4s -o ~ , RIGHT OF WAY . 2~ ~ ~
. ~ ~ i ~ ~ NOTE. ~ ~ ~ O~, 9 25462 p i
, i F ~ BUILDER TO ADD IRRIGATION , ~ F sTF.~ ~ S ~
. S ~ AND TURF GRASS TO POND, / ONAL R CURB PLAT 80UNDARY TYPE
~ ~f~~,~ ~ . ~ , , i!&. ►G Ik) , ;
~P.~~ EXPIRES 9 74 c0Uv1^, ~ . ~ ~GMJErh~ " r
. ~ SQf~ ~
- ''~~~~`~~.~4 , ` ' ~.rX,L { ~ ` `
~ ;w. ( ~ ~ t~~~R~ ~ . ~ Z,
, , ~ '
~ ~.~I~ l~ ~,.~i~„~~f`'~~ 1 1 f i{I'~ r•y, ~ ~o~~~i~f~~.r~ ~c
r
SPOKANE COUNTY ENGINEER
707 West 7th • Suite 200 509 458-6840 - DATE: 9-25-99 wa 99204 - 99176. LOT PLN.DING Spokane, FAX. 509 458 6844
~
_ , ~
1
EASEMENT
OR R.O.W. ~ DRAINAGE EASEMENT AS SPECIFIED ON PLAN ~
G - MIN. BERM ELEV.= ~ ~ f _
FINISH GRADE ELEV. + 1.2 OR GUTTER O , ~y I INLET FLOWLINE ELEV. + 0.5 FLOWLINE ~ ~ ,
~ ~ WHICHEVER IS GREATEST CURB INLET _ 'Z ~ i ~
• I 2° SOD ON TOPSOIL, SOD ROLLED • ~
INSTALLED CONCURRENT WITH CURB & I 2" DEPRESSION- GUTTER OCCUPANCY OF ADJACENT HOUS z5462
~ r' ~ ~r9 NORMAL GUTTER LINE \ ~ t
3:1 (TYP) , . _ ~ S . ~N I ~
. ~ 3:1 (TYP) . 5
• ~ ~ - EXPIRES 9 24 CONCRETE APRON ~ ~ ~ - .
4" 1}iICK P.GC. r /
GRADED POND BOTTOM 12" p BELOW NORMAL GUTTER FLOWLINE 2 MIN. TOPSOIL ON
GRADED POND BOTTOM i ~
SECTIONAL VIEW L ~ I
~ ~ - r
NOT TO SCALE EASEMENT
- OR R.o.w.
ORAINAGE EASEMENT AS SPECIFIED ON PLAN ~
_ ~ MIN. BERM ELEV. GUTTEI ~ FINISH GRADE ELEV. + 1.2~ OR ~ FL0INLI i! ~
INLET FLOWLINE ELEV. + 0.5' CURB i
NOTE: • I I WARNING. WHICHEVER IS GR A T E TES
BUILDER TO ADD IRRIGATION THE USE OF SILTY LOAM IS PROHIBITED AS 2" so~ N ~ ROLLEf 0 TOPSOIL, SOD CURB ~ AND TURF GRASS TO POND. A POND BOTTOM MATERIAL. INSTALLED CONCURRENT WITH 2" OEPRESSION- GUTTEI
~ OCCUPANCY OF ADJACENT HOUSE ~ 3 ~1AX. ~ ~ ~ ~
NORMAL GUTTER LINE - ~ , ; ~ li
.33' ~IIN. 3:1 TYP GRATE ELEVATION ~ ) , ' , ~ :t
3. .5 :.r•~ RAINAGE 1 MqX CONCRElE APF
STRUCn1RE 4" THICK P.C.(
. 1 NOTE.
PROVIDE FILIER FABRIC AMOCO 4545 OR EQUAL BETWEEN ' 2° MIN. TOPSOIL ON ~ ) THE NATIVE SOlL AND THE WASHED DRAIN ROCK AND BETWEEN GRADED POND BOTTOM
TNE WASHED DRAIN ROCK AND TNE DRYWELL BARREL. GRADED POND BOTTOM 16"
BELOW NORMAL GUTTER FLOWLINE ENT
sEC~oNa~ wEw W.
~ ~ . ,
NOT TO SCALE GUTTER
FLOWLINE @ CURB INLET
ROLLED
~ ~Ffl~l~ ~L~ BLtC ~~C11~R n 0 B & TER
• 5~'OKAf~kE C N ~ , OU TY ~ . r.
~ ~3'°~1r"~la : ~A ~ r r~ ~ ~
~l f V/~ > > '~''ROJ~CT # f . f4~
~ ~ )BI~M17'R L l#~
i-i ~ - ;i `J L : ~ mb..r
~ ~ i ' G ~d , ~tJ .iY F ~G'1~~:r i LJHICK P.C.C.
SPOKANE COUNTY ENGINEER 707 West 7th • Suite 200 509 458-6840
S okane, WA 99204 FAX: - 99176: LOT- . WG 5 45 6844 PLN D p o9 s DATE. 9 25 99
,
TYPE 'R' CURB
BOUNDARY OF FLAT, ~ LEVEL POND BOTTOM
AREA
~ , ~ --RIGHT OF WAY
STA=55+18.00, RT. ~ , / 4 TYPE 2 CURB INLET ~
i . PER SPOKANE COUNTY STANDARD ~
i PLAN B-9 r
TOC ELEV.=2017.79 ; ~ ,x
~ ,
~ I ~ ~ i
~,~i 0 ~ ~P~~,/
~ P ~ N i , 5~~ ~ ~ ~ P~ , ~ i i 6 'C~/ '(0
, .~J S~. N ~ J ~ , , 'o ~
y ~ ~ `L ~ h P ~ ~ ~ ,
~ ~ ~ ~ ~ ~ f ,
P , ~
~ ~ , ~ o i s~. . > > .
ti / 5~ ! O ~ ~ ~ ~
~ ~ , ~ I ~9. ~ ~ ) ! , i 1
0 I 2.• 1 ~
~ h , ! ~ . , , , ti 5 DRAINAGE EASEMEN
~ ~ 5 ~ ~ i
~ i ~ \ / , ~ ~ /
\ ~ 5 i~ ~ ~ 11`. I I ~ • I ~i !
u'~.~ J i ~ ,y PROPERTY~ OUNDARY
~ ' ~
, ~ ~ ~ SCALE - 1 -20 ~ , , 1 "=20'
> > o~ r . i
o. ~ ~
► PLAT BOUNDARY ~ W
POND E ~ N , /
_ ~ 0 o aSh FINISHED POND BOTTOM ELEV. 2016.39 O ~J Sy
MIN. BERM ELEV. = 2017.99 O Q ~ . ~ ~ , ~
i~ 1~ ~ t~ -
' ~ ~ NOTE: ~o ~ i
O ~ 25462 ~v BUILDER TO ADD IRRIGATION , ~ F ~ ~ . ~ F sTE~ ~ t
S ~ AND TURF GRASS TO POND. ~ S ~1 ~ / ~NAL Tr'?
G- . - Il~is
EXPIRES 9 24
O~fICl11t FU~i. . K ilOCl,"~t~~1~ ~
~ , trv~rtu~i'-~~ ICE ~ - ~
~ ;r
PR'OJ~T # ~ 4~!¢ }
, , , au~trr~~ ~ z
. ~ ~ 1 TO (;G~N ~ y
, ~~~~~.ri SPOKANE COUNTY ENGINEER
707 West 7th • Suite 200 509 458-6840 S okane WA 99~204 - 991 ~6: LOT-PLN.DWG DATE: 9-25-99
p , FAX. 509 458 6844
~
EASEMENT ~
OR R.O. W. ' DRAINAGE EASEMENT AS SPECIFlED ON PLAN ~
~ MIN. BERM ELEV.=
~ FINISH GRADE ELEV. + 1.2 OR GUTTER O I INL T FL0INUNE ELEV. + ' ~ E 0.5 ~ FLOWUNE ~ T~
WHICHEVER IS GREATEST I I CUR6INLET
O ~ I 2 SOD ON TOPS4IL, S00 ~ ROLLED •
~ INSTALLED CONCURRENT WITH . CURB & ~ 2 DEPR i - OCCUPANCY OF ADJACENT HOUS ESS ON GUTTER ~ I
i 254b2 ~ NORMA ~ ~ l GUTTER LINE ~ j 1
3:1 (TYP) . . +►,~'r" ~ :.i.
. ~ • '.r,. .5 3:1 (TYP)
~ ~ . - ` °.:f~; . _ CONCRETE APRON EXPiRES 9/24/ ~ ~
~ 4" THICK P.C.C. u e
GRADED POND BOTTOM 12" q BELOW NORMAL GUTTER FLOWLINE 2 MIN. TOPSOIL ON
GRADEO POND BOTTOM ~ T
SEC110NAL VIEW ~ J ~ l `
~ ~
aot ro sca~ ~ EASEMENT J
OR R.O.W. - i
DRAINAGE EASEMENT AS SPECIFlED ON PLAN ~ t
_ ~ MIN. BERM ELEV. GUTTER / r1w "s- a _
~ FINISH GRADE ELEV. + 1.2' OR ~ ~Oyyup - - _ L~
NOTE: . INLET FLOWLINE ELEV. + 0.5' CURB II WARNING. I I WHICHEVER IS GREATEST n
BUILDER TO ADD IRRIGATION THE USE OF SILTY l.OAM IS PROHI6ITED AS ~ ROLLED I ~ soo oN I TOPSOIL, SOD CURB d AND TURF GRASS TO PONO. A POND BOTTOM MATERIAL. . , INSTALLED CONCURRENT WITH 2" DEPRESSION- GUTTER
~ ~ OCCUPANCY OF ADJACENT HOUSE .
3 ~IAX. ~ ~ NORMAL GUTTER UNE - ~ ' '
r ~T GRAlE EI.EVATION .33 MIN. 3:1 (TYP) r ~ . ~ j
~ ~ . .5 i
RAINAGE 3~ 1 Mq CONCRETE APR~ X w STRUCTURE 4 T}iICK P.C.C,
• ~ NOTE. ~ I
PROVIDE FILTER FABRIC (AMOCO 4545 OR EQUAL) BETWEEN ' 2" MIN. TOPSOIL ON
THE NATIVE SOIL AND THE WASHED DRAIN ROCK AND BETIMEEN GRADED POND BOTfOM THE WASHED DRAIN ROCK AND THE DRYWELL BARREL. GRADED POAID BOTTOM 16°
' BELOW NQRMAI GUTTER FLOWLJNE
SECTIONAL VIEW ~
~ ,
NOT TO SCALE l
. W.
GUTTER
~ fAl FUal1C f10WUNE 0 CURB INLET
~ EI~t~EER'S OFFiCE , ROLLED
. CURB & GU TTER
> > • ~"KI~fE~C1 ~ I¢~ ~
~ ~1~+M1TR z l~ ` ~ . `
~ ~ TO ~OUNTY ENGi )NCRETE APRON
` SPOKANE COUNTY ENGINEER 707 West 7th • Suite 200 509 458-6840 THICK P.C.C.
Spokane, WA 99204 FAX: 509 - 9917 ' - 458 6844 6. LOT _ _ PLN.DWG
DATE: 9 25 99
STA=54+93.00 28.5' LT. INSTA ~ "
LL TYPE B DRYYVELL BOUNDARY OF FLAT, WITH TYPE 4 METAL FRAME
LEVEL POND BOTTOM . & GRATE PER SPOKANE COUNTY
AREA STANDARD PLAN B-1o
RIM ELEV.=2016.89 55
- -I - - ; -
TYPE ~R' CURB , ~
RIVERWALK ANE RIGHT OF WAY ,
. . I
.a.. ' , E
~ . ~ ~ i
6 ~ ti I !
/ I ' . I ~ v 16' SIDEWALK & ~ 3%~ 20' ~
~ L~J U11UTY EASEMENT~ ~ Z ~ ~~--r~ u~ i~
20 / M ~ . ~ ~ r~ 1 . .
- / .i. ~ - _ _ __l ~ _ ~ 5' ~
~ - ~ 30 20 - - _,_,.,'I • • - I
: ~ ? 5' S' ~ 0 ~ - --_J
Q - 35' - 25, - ~ ~
~ ~ 1
I : BOUNDARY OF FLAT,- Y: LEVEL POND BOTTOM
I Q: AREA
1 . ~ ~ ~ : 1 =20'
0 5' DRAINAGE EASEMENT f o:
h c~ , o ~ / ~
~ oi n r p / p _ _ TYPE R CURB ~ SCALE 1-20
~ / / DS(~'
• /
RIGHT OF WAY v~ . ~ n• ~ 2/ n . W } - -
a / ae E AS
POND E ~ 0 , o O
FINISHED POND BOTTOM ELEV. = 2016.39 PROPERTY BO ~ ~ 0~ / UNDARY MIN. BERM ELEV. = 2017.99 T~(p " o
~ ) / . . ~ . /
~ ~ / ~0 4~ __i - -
O 25462 ~ • ~f ~ NOTE: , ~ c ~ ~ -202 F isTE • ,~r
0 - s C~ ~ S ~ BUILDER TO ADD IRRIGATION a / . 0 l . ~ ~a . ~ i
S TO PON ~ AND TURF GRAS D. . ~
. 1 ' OFF~GII~I FU , ~ r_ i 08.87 i BI.IC f k,~,. ~ / EXPIRES 9 24
~°~K~'+~IE COUNT`r • ~ ~~NEEA S QF~iCE s~• '
, ~ I l~ ~ ~ w ~ ~
. p~'~ w~ n~'~illf~ 1 ~ ► ~L~ # (`s ~
~~R~. ~ Z . r
~ , , ,
` Tlr .rr1~ A(~ ~1~rfi U ~11 ~a , i
SPOKANE COUNTY ENGfNEER J - ~
707 West 7th • Suite 200 509 458-6840 S okane, WA 99204 FA ~ - 99176: LOT- !
x. 5 4 8 6 44 P LN . D WG p o9 5$ DATE. 9 25 99
~4/ ~
~
EASEMENT
OR R.O.W. ' DRAINAGE EASEMENT AS SPEqFIED ON PLAN ~
. -r - MIN. BERM ELEV.= ~ ~
FlNISH GRADE ELEV. + 1.2 OR GUTTER O. . I INLET FLONNNE ELEV. + 0.5' ~1►
~ FLOWUNE ~ ~ WHICHEVER IS GREATEST ~ CURB INLET ~ . ~ ~ °irL :
I 2" SOD ON TOPS01 SOD ~ R ED . ~ L, ~ OLL .
INSTALLEO CONCURRENT WITH „ CURB & ~ 2 OCCUPANCY OF ADJACENT HOUSE DEPRESSION~ GUTTER . { 7
i , 25452 ~ ' NORMAL GUTTER IN ~ ~ ~ 1
3:1 (TYP) L E . ~ _ : ~ ~ . .
~ 3:1 TYP 'i •r; .5 { ) . lir~ ~
. ~ :,~j~'fA~"" ~ _ CONCRETE APRON EXPIRES 9/24 . / ~
' 4" THICK P.C.C. _ j
GRADED POND BaTTOM 12° o BfLOW NORMAL GUTTER FLOWLINE 2 MIN. TOPS0IL ON
GRADED POND BOTTOM
SECTIONAL VIEW ~ i - ~ ;
, ~
NOT TO SCALE ' EASEMENT
' OR R.O.W. ~
DRAINAGE EASEMENT AS SPECIFlED ON PLAN ~
- ~ MIN. BERM ELEV.- GUTTER r
~ FINISH GRADE ELEV. + 1.2' OR ~ FLOWLI~ i
NOTE: . INLET FLOWLINE ELEV. + 0.5' CURB II WARNING. I I WHICHEVER IS GREATEST
BUILDER TO ADD IRRIGATION THE USE OF SILTY LOAM IS PROHIBITED AS ~ ROLLED 2 SOD ON T P I 0 SOIL, SOD CURB d ~ AND TURF GRASS TO POND. A POND BOTTOM M AL. INSTALLED CONCURRENT Wlhl 2" DEPRESSION-
( cur~R OCCUPANCY OF ADJACENT HOUSE ~ ,y-
3 MAX. ~ ~ ~1 NORMAL GUTTER UNE - ::.•r ; ~ ~
~ .33 MIN. 3:1 TYP : GRATE ELEVATION ~ ) U, _ , '
. ~ .5
RAINAGE 3~ 1 CONCRETE APRi MqX ~ SIRUCTURE 4 THICK P.C.C, • ~
NOTE. i
PROVIDE FILTER FABRIC (AM4C0 4545 OR EQUAL BETWEEN ' 2" MIN. TOPSOIL ON ) r
THE NATIVE SOIL AND TNE WASHED DRAIN ROCK AND BEPNEEN GRADED POND BOTTOM THE WASHED DRAIN ROCK AND THE ORYWELL BARREL. GRADED PONO OTTOM 16°
B ' BELOW NORMAL GUTTER FLOWUNE GUTTER
SECTIONAL VIEW FLOWLINE 0 CURB INLET
, ~ ROLLED
NOT TO SCALE CURB &
GUTTER . \
4F~~CU~ P~ ~p,~Et~ u vrr~ 'v~i-ur Ls~ ~
c G ~
> > (4 PROJbCT ~t P I ~ ' THICK P.C.C.
~ S1181~M1TAl ~ Z - ♦ ~
~ , A~d TO CUUNTY ENGIi~~~~
SPOKANE COUNTY ENGINEER 707 West 7th • Suite 200 509 458-6840
r Spokane, WA 99204 FAX: 50 - 9917 ' - _ _ 9 458 6844 6. LOT PLN.DWG
DATE: 9 25 99
,
POND H
FINISHED POND BOTTOM ELEV. = 2020.06
MIN. BERM ELEV. = 2021.66
NOTE:
BUILDER TO ADD IRRIGATION
AND TURF GRASS TO POND.
~
' PROPERTY BOUNDARY 'a~
~o .
„ TYPE R CURB I
~ • PLAT BOUNDARY
i
STA=12+90.0 ' . 0, 21.5 RT ~ ,
INSTALL TYPE "A" DRYWELL ~ ZI WITH TYPE 4 METAL FRAME ~ ~Y
WI •U & GRATE PER SPOKANE COUNTY ~Q
Q ~ _ STANDARD PLAN B-1a w .w ~
RIM ELEV.=2020.56 2 ~ ~2 - ;o 1
-~I .N F r ] . ~
tD I Q M O ~ ~ i+j t0 ~ I ~ I~
STA=12+80.00, RT. ~ ,
4' TYPE 1 CURB INLET : , BOUNDARY OF FLAT, „
PER SPOKANE COUNTY STANDARD I ~ ' - - SCALE 1 -2 , , LEVEL POND BOTTOM 20'
PLAN B-8 M _ 9~-'~- AREA TOC ELEV.=2021.46 = ' ~ ~ _ w ~ 5 i.
~ i' , Z ~0 5 DRAINAGE EASEMENT
Q PROPERTY BOUNDARY r .W W
J , i - i~ / 4 Q aS , ~ i: o as
~ ~ I: 109.65~ ~ Q ~ h` 5 O ~
I , p ti n ~ ~ ,
Q ~ ~ . ~ ' V ~ ~ 4 ~ ~ ~D Reu~
C~ I ~ 4 , _ : , O 25462 ~ ~
~ i p 5~ 9f' E.~ ~ ~ ' i ~~STE~ ~
. s ~ RIGHT OF WAY- ~ ~ ~ 5 S/ E 0 Al N ig,
~ -
EXPIRES 9 24 ~ ,
~~C~V. P ' U~.I~ a~~~+1T #
~ ' O~FICE i ~
~CT N ~ ~
~MTT , ~ , Al ~ , ` ~ a
~ ' ~ TO
~(~~C h ~ ~.~,`t t
~~OK~NE COUNTY ENGINEER % l
707 West 7th • S,uite 200 509 458-6840 S okane WA 99204 _ - , - 5-gg
99176. LO DATE 9 2 , FAX. T P N. D WG P 844 ~ 509 458 6
~ 1-
/
~
EASE~ENT A
OR R.O.W. ~ DRAINAGE EASEMENT AS SPEGFlED ON PLAN ~ T ti
, . -I--- MIN. BERM ELEV.= ' I
FINISH GRADE ELEV. + 1.2 OR , G~TTER o, . I INLET FLOWLINE ELEV. + 0.5' ~ " ~ FLOWLINE ~ /
~ NMICHEVER IS GREATEST R IN T ~ CU B LE x . ~ ~
I 2" S00 ON TOPS01 SOD i ROLLED . ~ ~ I E
I INSTALLED CONCURRENT WITH p CURB & OCCi1PANCY OF ADJACENT H4U 2 DEPRESSION- GUTTER
254fi2 ~ , NORMAL GU ~ ~ 3: ~ ~ TTER LINE ~ /
~ ) . ; ~ J. ~ ! ~ . i: , " i !
~ 3:1 TYP , „ • . .5 ~ ) ,
~ ~ ~ • Y.; = - _ . . . . EXPIRES 9 4 CONCRETE APRON /2 /
' ~ 4" THICK P.C.C.
GRADED PONO 80TTOM 12' p BELOW NORMAL GUTTER FLOWLINE 2 MIN. TOPSOIL ON
GRADED POND BOTTOM J
SECTIONAL VIEW ~ f
~ ~ "L
NOT TO SCALE ~ EASEMENT
~ OR R.o.w. ir
ORAINAGE EASEMENT AS SPECIFlEO ON PLAN ~ J
- ~ MIN. BERM ELEV.- GUTIEF
~ FlNISFI GRADE ELEV. + 1.2' OR . ( FLOWUI i .
NOTE: . INLET FLOWLINE ELEV. + 0.5' CURB I WARNING. I I WHICHEVER IS GREATEST s ~ ~ i
BUILDER TO ADD IRRIGATION THE USE OF StLTY LOAM IS PROHIBITED AS • Ro~~t 2 SOD ON TOP I I SO L, SOD CURB ~ ~ AND TURF GRASS TO POND. A POND BOTTOM M IAL. INSTALLED CONCURRENT WITH 2" DEPRESSION- .e.~ ~ ■
~ cur~F OCCUPANCY OF ADJACENT HOUSE .
3 MAX. ~ ~1 ' NORMAL GUTTER UNE - • ~ .,•.:t ~t
.33' MIN. 3:1 1YP , . GRATE ELEVATION ~ ) , , <
~ . ~ 3, .5 a,-. ~ i
RAINAGE • 1 MAX CONCRETE APR STRUCTURE 4" THICK P.C,C
. ~ NOTE. il
PR4VIDE FlLTER FABRIC (AMOCO 4545 OR EQUAL) BETWEEN ' 2" MIN. TOPSOIL ON
TNE NAl1VE SO1L AND TNE WASHED DRAIN ROCK AND BETWEEIJ GRADED POND BOTTOM THE WASHED DRAIN ROCK AND THE DRYWELL BARREL. GRADED POND OTT M 16"
B 0 ~ BELOW NORMAL GUTTER FLOWLINE
s~c~oN~ v~Ew
, , TL~
NOT TO SCALE
GUTTER
FLOVYUNE 0 CURB INLET
' ~ ~ ROLLED
~~~n ~ • NEER'S 4FF1Cf CURB & GU TTER
, ~ ~
1 ~ ~ ~ ~ ~ t4 ( /////i . , .
~1k~4t1Tr ~1l 2
ONCRETE APRON
~ Tp C4UNYY ~ ~ . ~ boTFiICK P.C.C.
SPOKANE COUNTY ENGINEER 707 West 7th • Suite 200 509 458-6840
Spokane, WA 99204 FAx: 50 - 99176: - . _ _ 9 458 6844 LOT P N. W L D G
DATE, 9 25 99
19'__'__ ~ ~
202 - 5' s i ~
~o' r ' PROPERTY 80UNDARY
~ 4' ~ tD•
f W : ~ , . Z~
5 ' 149.65' Q r ~ J
~ ~ I; ~ a
~ ~ ~ - ~ _ 4 ( 5 DRAINAGE EASEMEN _ 0 ~
. ~ • ~1 ~r'~ -2p2~ Q 14 ~
_ PLAT BOUNDARY STA-12+80.00, RT. ~ \ , . , 51 -
4 TYPE 1 CURB INLET C~ , , , PER SPOKANE COUIdTY STANDARD ~ ts .
PLAN B-8 I "
- I BOUNDARY OF FLAT, TOC ELEV.-2021.46 . ~ LEVEL POND BOTTOM
_ • - ~ , o AREA
o , r . ~ ~ . ~
z
WI :Y ~ ~ ~ ;U
-~J W .Q ~I ,m i ~ a . F-
TYPE R CURB ~ w .W ~ • u~ F " r
~ :o - ~ ALE ~ SC F 'N PROPERTY BOUNDARY
RIGHT OF WAY ~ ~I .
~I . ~
I ~ ~ 109.65 . ~ R• ~ / - 1 20'
~ wa A 0 oF , , ON D H P o 1
~ FINISHED POND BOTTOM ELEV. = 2020.06 0
~ ~MIN. BERM ELEV. = 2021.66
, ~ ~ ~a /.,o
~ O 25462 ~ . '~f ~ i ay aaL ~ e
NOTE. C, STE~ \ F ~ S ~1
ADD IRRIGATION ~ s BUILDER TO /Q ~a~ J
AND TURF GRASS TO POND. .
pU~C ~ EXPIRES 9 24 C~UN~Y ~1GINtE
A'~ QFF'~CE ~
Tg ~ ~t r
Z ,
, , , ro
E!~ r
~ SP4KAN~ COUNTY ENGINEER
00 509 458-6840 9 9 uite 2 25 ~tn s TE. 9 707 West D A
- .DWG T PLN 76. LO 991 S oktine WA 99204 FAX: 509 458-6844 P .
i
17-
~
EASEMENT
OR R.O.W. ~ DRAINAGE EASEMENT AS SPEGFIED ON PLAN
. . -f-- MIIN. BERM ELEV.= ' ( rT~ - i I irL
FINISH GRADE ELEV. + 1.2 OR GUTTER O. . I INLET FLOYVLINE ELEV. + 0.5' ~ 3.-
! FLOWL.INE ~ ~ WHICHEVER IS GREATEST ~ CURB INLET x . ~ .
I 2" SOD ON TOPS01 SOD + ROLLED . ~ ~ I
I INSTALLED CONCURRENT WITH . CURB & OCCUPANCY OF ADJACENT HOU 2 DEPRESSION- GUTTER ~
~~_~~~l,~ i , 254fi2 ~ •~h NORMAL GU ~ ~ 3: TTER LINE V
~ ~ ~~f ~ ~ :r,• ~
~ 3:1 TYP . ..f., .5 ~ )
~ ~ ~ EXPI ~ . CONCRETE APRON RES 9/24/ _
' 4" THICK P.C.C. ~
GRADED PONO BOTTOM 12° p BELOW NORMA~ GUTTER FIOWLINE 2 MIN. TOPSOIL ON ;
GRADED POND BOTTOM ~
SECTIONAL VIEW
~ ~ ~ s~
NoT ro scn~ ~ EASEMENT i
OR R.O.W.
ORAINAGE EASEMENT AS SPECIFlED ON PLAN ~ i i
- ~ MIN. BERM ELEV.- GUTIEF ~
~ FINISH GRADE ELEV. + 1.2' OR ~ FLOWLII f r T
NOTE: . INLET FLOWIINE ELEV. + 0.5' CURB I WARNING. I I WHICHEVER IS GREATEST ii r
BUILDER TO ADD IRRIGATION THE USE OF SILTY LOAM IS PROHIBITED AS • Rou~c 2 SOD ON TOP I SOIL, SOD CURB i ~ AND TURF GRASS TO POND. A POND BOTTOM MATERIAL. INSTALLEO CONCURRENT WITH 2" DEPRESSION- ~ -
( cu~F OCCUPANCY QF ADJACENT HOUSE . a
3 MAX. ~ ~ ~1 N MAL GU UNE - : ; • ~ i',~.~~
, GRATE ELEVATION .33 MIN. 3:1 (TYP) , ~i,
~ ~ _.f: .5 ~ _ r ~r_ _
RAINAGE 3~ 1 M CONCRElE APR AX. ~ STRUCTURE 4 THICK P.C.C
• ~ 1 NOTE.
PROVIDE FlLTER FABRIC (AMOCO 4545 OR EQUAL) BETWEEN ~ 2° MIN. TOPSOIL ON _ NI
1HE NATIVE SOIL AND THE WASHED DRAIN ROCK AND BETWEEN GRADEO POND BOTTOM THE WASHED DRAIN ROCK AND TFIE ORYWELL BARREL. GRADED POND 80TTOM 16" I.W
BELOW NORMAL GUTTER FLOWLINE
SECTIONAL VIEW ~ FLOWLINE 0
, , CURB INLET
NOT TO SCAIE RO~LED CURB &
, GUTTER
OFFI~I,~I, pU ~ ~~NT
~ ~°i4K~E C OUN1Y FNGl~I ~EA'S O~F1C~ .
~ ~l ~
i i 1 ~ ~ ' DR1~ 4C/~* n l r~f , „ , DNCRETE APRON ~
~ ~ ~'NTl'~!l ~ > > 2
;
~ ~ , ~ . ~ M~~ ` ~ ~ 1
. •
SPOKANE COUNTY ENGINEER 707 West 7th • Suite 200 509 458-6840
S okane, WA 99204 _ _ ~ p FAX. 509 458 44 99176. _ _ sa LOT PLN.DWG
DATE: 9 25 99
PROPERTY BOUNDARY
TYPE 'R' CURB . ~ ~ 109.65 ~ .
~
~ ~ N^. ~i
~ / ~ ~Y
RIGHT OF WAY ; ( T BOUNDARY , . Q PLA
~ ~ ~ . Z1 . W .W ~ ~ u~
. w~ 2~ ' ~ :O
23..__,,~' a .N ~ W~
= RT. STA 11+40.00, } OUNDARY OF FLAT I , 6 , . 4' TYPE 1 CURB INLET ~ . °
- . LEVEL POND BOTTOM _ ~I PER SPOKANE COUNTY STANDARD 'o ~ , n AREA
~ PLAN 6-8 0
TOC ELEV.=2023.70 r~ i~ /~i
/ ~ ~
W _ - / Z 5' PROPERTY BOUNDARY
~ Q / , , , i:
202 - : ~a , ~ i: ~ / J ~r ' INAGE EASEMENT , 5 DRA
- ~ I~ 4 - r.. ~ ; 0 ~ ( ,
Q ~ 109.65 , , 5 ALE - SC - 1 20'
~ ~ ~ ~ ►
i ► ~ ~
4~ _ co i
5'~= W ~ 10' s ~ N , t ~ W - _ - ~i
, ~ Q 0 WAS OND I 5 P ~ ~ ' , _ a
TTOM ELEV. = 2022.70 Y~ 9' - 0 FINISHED POND BO ~ ,
MIN. BERM ELEV. = 2023.90 ' . .
~
~ ~ . O 25462 ~ ~ ~F ~
N OTE: c, ER ~ F si S ~
R TO AQD IRRIGATION S BUILDE /Q NAI. AND TURF GRASS TO POND. I I
1
EXPIRES 9 24 ~(C~Al. PU~t~' D~Op,1~NT • 1
r
-
WtQ,tECT ~ ( l ~ ~t~14fITTAI ~
~ ~ ,
` - ~~~M T~ COUNt1( ~tGi1d~ER
~ $PQKANE C4UN~Y ENGINE -
• ite 200 509 458-6840 - -g9 7 n su 9 25 west t DATE. 707 i
- .DWG T PLN 99176. LO S okane, WA 99204 FAX: 509 458-6844 P ~ _l
t
~ imr
~
EASEMENT
OR R.O.W. DRAINAGE EASEMENT AS SPECIFlED ON PLAN '
~ MIN. BERM ELEV.= ~ } -
' ~ FlNISH GRADE ELEV. + 1.2 OR . GUTTER O~ I INLET FLONILINE ELEV. + 0.5'
~ FLOVVI..INE ~ ~ WHICHEVER IS GREATEST T CURB INLE x - ~ • ( f 1
I 2' S4D ON TOPSQI SOD R . ~ L, I OLLED j .
( INSTALLED CONCURRENT WITH A CURB & . OCCUPANCY OF ADJACENT HOUS 2 DEPRESSION- GUTTER
i , 25452 ~'"~'~''G° NORMAL GUTIER N ~ ~ ~ i
3:1 ~ ~ u E r ~ ) . • ~ 1.,.., - i
.5' 3.1 (TYP) ~ ~
~ ~ - EXPIRES 9 24 CONCRETE APRON / / - ~ ~
~ 4" THICK P.C.C. ~ ~
GRADED POND 80TTOM 12" q BELOW NORMAL GUTTER FLOWLINE 2 MIN. TOPSOIL ON ~
GRADED POND BOTfOM _f .
SECTIONAL VIEW ~
~ ~ ~ i r~
NoT To sca~ ~ EASEMENT
~ OR R.O.W. L
DRAINAGE EASEMENT AS SPECIFlED ON PLAN ~ " i
- ~ MIN. BERM ELEV.- GUTTER
~ FINISH GRADE ELEV. + 1.2~ OR ~ ~Oyyu~
NOTE: . INLET FLOWLINE ELEV. + 0.5' CURB P WARNING. I I 1MHICHEVER IS GREAiEST l '
BUILDER TO ADD IRRIGATION TNE USE OF SILTY LOAM IS PROHIBITED AS p ROLLED 2 SOD ON TOP I SOIL, S00 CURB ! AND TURF GRASS TO POND. A POND BOTTOM MATERIAL. INSTALLED CONCURRENT WITH 2" DEPRESSION~
~ cur~F ~ OCCUPANCY OF ADJACENT HOUSE 1-
~ 3 I~AX. ~ ~ ~ 1 ~ NORMAL GUTTER UNE - ~~•i • ~ , - i
, •A GRATE ELEVATION .33 MIN. 3:1 (TYP) ,
• y - e.' ~ ✓ .5 ~
RAINAGE 3~ 1 M CONCRETE APR AX. „ STRUCTURE 4 THICK P.C.C
~ • 1 NOTE.
PROVIDE FILTER FABRIC (AMOCO 4545 OR EQUAL) BETWEEN ~ 2" MIN. TOPSOIL ON
1HE NATIVE SOIL AND THE WASHED DRAIN ROCK AND BETIMEEN GRADED POND BOTTOM THE WASHED DRAIN ROCK AND THE DRYWELL BARREL. GRADED POND 80TTOM 16" A?
~ BELOW NORMAL GUTTER FLOW~INE i.
sECt~o~a~ v~Ew r~~ ~ rr s
► , FLOWUNE 0 CURB iNLET
NOT TO SCALE ROLLED
CURB & GU TTER
~ i • . JNCRETE APRON
OFFt~~ql PUBt . . If ~Oq~~T
o rn,~ ~ , p{ , . ' THICK P.C.C.
~ ~ ~ OJ~CT ~ P (
, s~rr~~ ~ ~ ` ~ ~ .
~ COIJ NTY
, ~1ifGiIdEE R
SPOKANE COUNTY ENGINEER 707 West 7th • Suite 200 509 458-6840
Spokane, WA 99204 FAX: 5 - - 09 458 6 44 9 917 6. s LOT PLN.DWG _ _
DATE: 9 25 99
W __~s~_'~._ , ti- ~ r
Z ~
Q , , i 20 - J ~ , o,, ► ~ 2~ ,
PROPERTY BOUNDARY , ' ~ ~
~ p ~ i _
Q ~ 5~ ~ ~ ~ ~ ~ i. 1p9.65~ .
~ ~ / d ,
~ d' ~ ~ , ~
--t ` ~ 4 I: , . . ~ 5~ 1~.-
~o 60UNDARY OF FLAT, ~ LEVEL POND BOTTOM SI ,
~ _ _ _ A 2025 ARE
~ LAT BOUNDARY - . , P - ~ ;
STA=11+40.00, RT. I , , , ~ ~ • 5 DRAINAGE EASEMENT a
4 TYPE 1 CURB INLET n ~
PER SPOKANE COUNTY STANDARD , r PLAN B-S a
n TOC ELEV.=2023.70 ~
~ F- :Y xl .V . W :Q
~I ~ .41
Q) ~N » , , W _ ~ _2 20'
B ALE R cu~ SC TYPE •o I :N ~ ~ ~
~ P OPERTY BOUNDARY FI . R
RIGHT OF WAY ~ , I . o .
~I ~ ~ N , ~ Os.65 A 'Y,o
~ • O pF A Sy ~ - ~
ON D I a P o.~ f FINISHED POND BOTTOM ELEV. = 2022.70 ti o ~
MIN. BERM ELEV. = 2023.90 i 1
. . < O 25462 p ~
. FC \ NOTE. , F ~ sTE G S ~ , S/ 1 ~
ADD IRRI~ATION ONAI. BUILDER TO
AND TURF GRASS TO POND.
~ f ~ EXPIRES 9 24 ~ ~Ul FUBUC aocx~rrr ~1P0~(MI~ CalJN1Y
. , El~tc~E~S,O~~ ~f A
t ~ i. ~ . .
, ~ ~~w r . ~ 1 ~
$U8M1TYltl ~ L ~ i
~ ~ ~ ~ ~ I~AN T 0 9 1 C{)UNTY EN GINEER ~
~ SPOKANE COUNTY ENGINf ~ -
- - 5-99 . 4 6840 g 2 00 509 5s ATE. uite 2 D 707 West 7th S , r
- N.DWG . OT PL 9176 L - 9 okane WA 99204 FAX: 509 458 6844 Sp >
. sz, _
~
EASEMENT
OR R.O.W. I DRAINAGE EASEMIENT AS SPECIFlED ON PLAN
. MIN. BERM ELEV.= ~ - -
~ FlNISH GRADE ELEV. + 1.2 OR GUTTER 0. . I INLET FLOWLINE ELEV. + ~.5' ~1► " ~ FLOWLINE ~
~ WHICHEVER IS GREATEST CURB INLET ~ . ~ .
I 2° SOD ON TOPS01 SOD ROLLED . ~ ~ I iz
I INSTALLED CONCURRENT WITH A CURB & OCCUPANCY OF ADJACENT HOUS 2 DEPRESSION- GUTTER
25452 ~h~h ' r' ~ NORMAL GUTTER LINE ' ~ ~ ;
3:1 (TYP) , ,,,r,:.;. ~ ~ 1:~.•3. ~
~ 3:1 Tl'P .5 ~ ) . .f ; . ~
' ~ . _ CONCRETE APRON EXPIRES 9 4 . i
4° TFIICK P.C.C. =i ■ ~
q2ADED POND BOTTOM 12° q BELOW NORMAL GUTTER FLONlLINE 2 MIN. TOPSOIL ON
GRADED POND BOTTOM r ~ 1.
SEC110NAL YIEW ~
~ ~ ~
kOT TO SCALE ~ EAS`EMENT
~ OR R.O.W. l~
DRAINAGE EASEMENT AS SPECIFIED ON PLAN ~
- ~ MIN. BERM ELEV.- GUTTEA
~ FINISH GRADE ELEV. + 1.2' OR FLOWLIP ~ F ~
NOTE: . INLET FLOWLINE ELEV. + 0.5' CURB II WARNING. I v~+i H I C EVER IS GREATEST
BUILDER TO ADD fRRIGATION THE USE OF SILTY LOAM IS PROHIBITED AS - Ro~o I z so I D ON TOPSOIL, SOD CURB 2 AND TURF GRASS TO POND. A POND BOTTOM MATERIAL. INSTALLED CONCURRENT Y41TH 2" DEPRESSlON- ~ ~ -
~ currER OCCUPANCY OF ADJACENT HOUSE ,
3 MAX. ~ ~ 1 NORMAL GUTTER UNE - ~ : ~ , ~ ~ .
.33' MIN. 3:1 TYP , , . GRATE ELEVATION ~ ) , ~;;;,;'a: - ( LL ~
~ , ~ .f: , , 3. .5
RAINAGE • 1 MAX CONCRETE APR STRUCTURE ' 4" THICK P.C.C
• ~ ~ NOTE. ~
PROVIDE FILTER FABRIC (AMOCO 4545 OR EQUAL) BET4YEEN ' 2" MIN. TOPSOIL ON
THE NATIVE SOfL AND THE WASHED DRAIN ROCK AND BETWEEN GRADED POND BOTTOM THE WA~IEO ORAIN ROCK AND THE ORYINELL BARREL. GRA P N OTT M " FLOWLINE @
DED 0 D 8 0 16 ' BELOW NORMAL GUTTER FLOWLINE CURB INLET
sEC~oN~ v~Ew ~ ROLLED
, ~ CURB & GU TTER
NOT TO SCALE
.
~ -
~ OPACIAL p~.IC ~OG~EIVT )NS;RFTF APB(1N
~'OKIIHE COUNTY FNGlNEEA'S OFFICE ' THICK P.C.C.
, . ,
~ ~NOJ~CT 1 4~ > >
f ~
~ ~'IG~ ~~~y ~ ~ WVi~ 1 1 E:I~~
SPOKANE COlNdT1' Etd~lN~ 707 West 7th • Suite 200 509 458-6840
Spokane, WA 99204 FAX: 50 - 991 - . 9 458 6844 ~6. LOT P . LN DWG _ _
DATE. 9 25 99
1
i I
~ . i
' M POND G . ~ .I
FINISHED POND BOTTOM ELEV. = 2021.37 _ PROPERTY BOUNDARY
MIN. BERM ELEV. - 2022.97 . {
• ~
. ~ . NOTE.
- TYPE 'R' CURB Y: I BUILDER TO ADD IRRIGATION ~
AND TURF GRASS TO PON Q: Iasz I D. m w
W: IYW Vl : Q N
b~ I3w RIGHT OF WAY N: 0
~ I-~ 69 ~ ~
g0' . 1
~
~
. ~ BOUNDARY OF FLAT, , 1 WI ,
LEVEL POND BOTTOM : ~ ~ / Z ,
AREA . ~ ~ , PLAT BOUNDARY i . Q ' . J ~ , ~
2 _ _ 022 .
- . l ~ - - ~ o ~ "1"
5 DRAINAGE EASEMENT , Q ♦ ~
i - ~ ~ :301
I . ~ 5' _ "
SCALE 1 , , , , i - 1 20'
ST = 7. 5 : i~' ' A 12+13.00, 2 5 LT. t INSTALL TYPE "A" DRYVYELL - STA=11+98.00 LT.
WITH TYPE 4 METAL FRAME o ' ~ .N . I 4 TYPE 1 CURB INLET ~ ~ PROPERTY BOUNDARY N y~ ~
& GRATE PER SPOKANE COUI~TY PER SPOKANE COUNTY STANDARD W s. . N _ ~ . o ~ -t .
STANDARD PLAN 6 la , PLAN B- 8 qS A . ~ 0 H , - . ~ -
RIM ELEV.-2021.87 ~ , ^ TOC ELEV.-2022.77 O~. 150A2 • I ~ O ,
_i _ I ~ ° s' _ Z ~
2023----------- 10' ~ - ~ -o ~ ,
~ o----- O 25462 ~v
N - N N : ~ ~ /f ~ ~PF ~f.~ ~ i c ~ E~ ~ . F sT i ~ S
S ~ , / ~ ~NAL 15 f ,
I 5' EXPIRES 9 24
3Q' ~ ~
O~F`,~G'•A► ~'tlB~lG f~`C1.~t~PIY ~
~'~.~JU'dt ~t~Jl~ ~ r ~rvuur~tv~ ~ w ,
i + 1 ~ ♦ ■ ~ i ~
a ~ ~d~i ~I ~ ~ ~ ~
~ ~ ~ ~U NN1TRk ~ L 6 . ~ ~
r ~
T ' ~01 idYY ~MG'(~~~~~ , G ~
SPOKANE COUNTY ENGIN 707 West 7th • Suite 200 509 458-6840 ~ Z
S okane, WA 99204 FAX: 50 - 44 99176: LOT-PLN.DWG P 9 458 68 DATE. 9 25 99
-
~i~__ _
~
EASEMENT
OR R.O.W. ~ DRAINAGE EASEMENT AS SPEGFlED ON PLAN ~
, . --~--MIN. BERM ELEV.= ' ~
FlNISH GRADE ELEV. + 1.2 OR GUTTER O I INLET FLOWLINE ELEV. + 0.5'
~ FLOWUNE ~ WHICHEVER IS GREATEST I CURB INLET . ~ •
( 2" S00 ON TOPSOIL SOD ROLLED . ~ ' I - ~
I INSTALLED CONCURRENT WITH . CUR6 & OCCUPANCY OF ADJACENT HOU 2 DEPRESSION- I GUTTER
i 25462 ~'"r'~`'~ NORMAL GU R I ~ ~ TTE L NE ~ ~
3:1 (TYP) /////i ~r ~ - ~ ~ i .r. r t~
~ 3:1 TYP .5 ~ ) _ ■
. ~ ~ ,;,r:,: - xP a CONCRETE APRON E IRES 9/2 /
~ 4" 1HICK P.C.C.
GRADED POND BOTTOM 12" b BELOW NORMAI. GUTTER FLOWLINE 2 MIN. TOPSOIL ON ;
GRADED POND BOTTOM 6e=
SECTIONAL VIEW ~ . ,
~ ~
NoT To sca~ EASEMENT ~
~ OR R.O.W. .
DRAINAGE EASEMENT AS SPECIFIED ON PLAN ~
- ~ MIN. BERM ELEV.- GUTTER
~ FINISH GRADE ELEV. + 1.2~ OR ~ FLOWLI~ ~
NOTE: . INLET FLOYVLINE ELEV. + 0.5' CURB II WARNING. I I WHICHEVER IS GREATEST ~
SUILDER TO ADD IRRIGATION THE USE OF SILTY LOAM IS PROHIBITED AS » ROLLED 2 soo ~ I 0 TOPSOIL, SOD CURB d ~ AND TURF GRASS TO POND. A POND BOTTOM MATERIAL. INSTALLED CONCURRENT WITH 2" DEPRESSION- U R ; . ~
( G TTE OCCUPANCY OF ADJACENT HOUSE ,
~ 3 MAX. ~ ~ ~1 NORMAL GUTTER UNE - ~ i
. , ~a ~~~.••s~.:~.;~. GRATE ELEVAl10N .33~ MIN. 3:1 (TYP) ~ ` _ ~ rlRl.;,
~ ✓ .5
RAINAGE 3~ J CONCRETE APR~ MqX ~ STRUCTURE 4 THICK P.C.C, ~ . 1t.
. i ~ NOTE.
PROVIOE FILTER FABRIC (AMOCO 4545 OR EQUAL) BETWEEN ~ 2" MIN. TOPSOIL ON
THE NATIVE SOIL AND THE WASHEO DRAIN ROCK AND BETWEEN GRADED POND BOTTOM THE WASHED DRAIN ROCK AND 1HE DRYWELL BARREL. GRADED POND 80TTOM 16" GUTTER FLOWLINE @
~ BELOW NORMAL GUTTER FLOWLINE CURB INLET
SECT10NAl VIEW ROLLED
, ~ CURB & GU TTER
NOT TO SCALE • \ ~
)NCRETE APRON 'MFFiICK P.C.C.
. o~,c~: ~~s,.~C ~rn
~ V 1
~
~ ~ ~
~ ~11BMl1TAl ~
~
~ ~~UA1d T4 C Y(Y ~dG1t~A ~ pU
~ SPOKANE COUNTY ENGINE 707 West 7th • Suite 200 509 458-6840
Spokane, WA 99204 FAX: - g - _ 509 458 6844 9176. LOT P . V1( - LN D G
DATE: 9 25 99
POND G
FINISHED POND BOTTOM ELEV. = 2021.37 MIN. BERM ELEV. = 2022.97
NOTE:
BUILDER TO ADD IRRIGATION _____3a' v____ r
AND TURF GRASS TO POND. I 5'
f 5, . ~ 15 c a o' STA=11 +98.00, LT. .
. 4' TYPE 1 CURB INLET
cv ~ ~ N ~r. ~ E PER SPOKANE COUNTY STANDARD PROPERTY BOUNDARY a
~ ~ PLAN B-8 i - I
, ~ - TOC ELEV.=2022.77
. " . ~ 150.02
~ 2023-------
. -
' ~ ' 5 DRAINAGE EASEMENT N N: I N• ' ~ W
. ~ I Z
BOUNDARY OF FLAT, ~ ` , Q LEVEL PONQ BOTTOM ~ 5 J
- --:-1- ~ AREA : 30'
PLAT BOUNDARY . ~ . o
I Q 2024 - _ .
M . I ~ ~ - - c~ ~
I Y: ~ - _ U~ Z ~ I~W
Q: ~ ~ » YW - - 1 - 2C SCALE IJ~
N; Q Q ~ . I3w ~ ,
• w TYPE R CURB o• o} N; - F- ( _ NJ - 1 20'
~ I~tO
. . 11 PROPERTY BOUNDARY . ( H R• . _ ~
. RIGHT OF WAY E W S . O H I /A ~ ~ -
0 ,~F ~ ~ ~ o~ 149.97 mr 1
~
W ~ O 254 2 ~v
'~F ~ F cf SjER ~ , S ~ . ~ ( a
S ~0 NAl
1
. EXPIRES 9 24
OF~'~CIJI~ Pi1~.IC DOa11f~NT
~ ~au~tt~ ~r~~~~s o~F~ , JJ ~
.
~ ~ (d~ tq~ lN~OJECT N 5 ~
' ~ ' ~Ml~TIll.~
~
i~ TO C EIdGI~EEA 1'~id QUNT`( ~ - SPOKANE COUNTY ENGINE
-
707 West 7th • Suite 200 509 458-6840 .
- DATE: 9-25-99 kane WA 99204 - ~ ~ PLN.DWG s o 99 6.LOT p > FAX. 509 458 6844
I i
~
EASEMENT
OR R.O.W. DRAINAGE EASEMENT AS SPEGFlED ON PLAN ~ ~
~ MIN. BERM ELEV.= ' (
FINISH GRADE ELEV. + 1.2 OR GUTTER O. I INLET FLOWLINE ELEV. + 0.5' ~ FLOWl1NE ~ ~
~ WHICHEVER IS GREATEST ~ CURB iNLET Z s • ~
~ ~ I 2° SOD ON TOPS01 SOD R D . ~ L, J ( 4LLE
I INSTALLED CONCURRENT WITH „ CURB & OCCUPANCY OF ADJACENT HOU 2 DEPRESSION- GUTTER • ,
i , 25462 NORMAL GU R ~ ~ 3: T1E LINE v ,
.~.r ~ ) . : ; ~ /////i ~ ~ ~ . ia - - s
~ 3:1 TYP . .5 ~ ) . ` '
✓ ~r~r:i; ~ ~ EXPIRES 9 4 CONCRETE APRON I2 I
' 4" THICK P.C.C. . _ ~ ■ t - ~i
GRADED POND BOTTOM 12A p BELOW NORMAL GUTTER FLOWLINE 2 MIN. TOPSOIL ON
GRADED POND BOTTOM 1 I ~
SECTIONAL VIEW ~ = j
~ ~
NoT To SC~E ~ EASEMENT
OR R.O.W.
DRAINAGE EASEMENT AS SPECIFIED ON PLAN ~ ~
- ~ MIN. BERM ELEV.- GUTTER i
~ FINISH GRADE ELEV. + 1.2' OR FLOWLIP ~
NOTE: . INLET FLOWLINE ELEV. + 0.5' CURB II WARNING. I I WHICHEVER IS GREATEST
BUILDER TO ADD IRRIGATION THE USE OF SILTY LOAM IS PRONI8ITED AS ~ ROLLED 2 SOD ON T P I 0 SOIL, SOD CURB d AND TURF GRASS TO POND. A POND BOTTOM IAL. INSTALLED CONCURRENT WITH 2' DEPRESSION-
~ cu~R OCCUPANCY OF ADJACENT HOUSE ~ ~
3 ~lAX. ~ ~ ~1 NORMAL GUTTER UNE - ~ ,
. GRATE ELEVATION .33 MIN. 3:1 (TYP) - ~ , , a:
, ~ f' 3. .5 ;r~,-
RAINAGE • 1 MAx CONCRETE APR~ STRUCTURE 4° THICK P.C.C,
' • ~ NOTE. . W.
PROVIDE FlLTER FABRIC (AMOCO 4545 OR EQUAL) BETWEEN ' 2" MIN. TOPSOfL ON
THE NATIVE SOIL AND THE WASHED DRAIN ROCK AND BETWEEN GRADEO POND 80TTOM THE WAS'~iEO DRAIN ROCK AND THE DRYWELL BARREL. GRADED POND BOTTOM 16° GUTTER
~ BELOW NORMAL GUTTER FLOWUNE FLOWLINE 0
sEC~oNa~ v~Ew CURB INLET
, ~ ROLLED CURB &
NOT TO SCALE ~ GU TTER
/////i
. • .
~ o~~~~!u p , ~s~~ ~c ~ s~ ~~r
~ ~ C r~ . ~11. TY FN . G1NE~A'S OFFK'~
~ - . ~ a ~ t ~ ~ )NCRETE APRON ' THICK P.C.C.
~cr ~ > > , ~ ~~f
sus~rrA~ ~ 2
, ~ ,.,Q~ r g
~f ♦ ~ ~ ~[y 1 0 . ~ . ~
~ ~ SP01(~NE COUNTY ENGINE E
707 West 7th • Suite 200 509 458-6840
Spokane, WA 99204 FAX: 5 - - 09 458 44 99176. 6$ LOT PLN.DWG _ _
DATE: 9 25 99
1
~ ~ , p RIGHT OF WAY
i ~ 9
E R CURB ~ ~ . ~
` RIVER LANE ~ WALK _ ~ _ - - - ~ -
~ ,
. . .
w
~ Z ` Q
c,~ 9 J
~ ~p. ~ ~ ~
. ~j• ~ I Q
16' SIDEWALK & N~ S~ ~ • ~ , _ _ U71UTY EASEMENT _ _ _ , ~ I o ( ` ` ~
- - Tn~ ~ 3~, \ •
. `~rn, _ 20' SE~BACK ~ ~ ~
C ~ \ , ~ BOUNDARY OF FLAT, 5.17 .
. • ~ LEVEL POND BOTTO~I ~ ~
0 AREA f ~
~ s•~ O , ~ , 1
~ ~ ' ~ ~ _ ~ o, 5 DRAINAGE EASEMENT ~ n I STA 14+00.00, LT. fr i . i
. ~ 1~! ;ti ~ ~ v~ ~w .c~ 0 4 TYPE 2 CURB INLET o !v . 1 ~ ~I - fi
~n, ~ ~ PER SPOKANE COUNTY STANDARD ~ ~ . / o
~ PLAN B-9 . ~ ~ ~ TOC ELEV.=2019.24 - - ~ _ _
/ , ~ . .
i ` < o- ~ ! 1 ~ 9
~ :'s• » > * SCALE - 1 = 20 [ fI
i . ~ ~S^~ - ~ u ~
STA-13+90.00, 27 LT. , INSTALL TYPE "B" DRY4VELL < ~
WITH TYPE 4 METAL FRAM . W E y
POND D . / & GRATE PER SPOKANE COUNTY WAS A 0 0
N BOTTOM = ~ ' O ~ti FINISHED PO D ELEV. 2017.84 STANDARO PLAN B-1a PROPERTY BOUNDARY : p MIN. BERM ELEV. = 2019.44 RIM ELEV.=2018.34 ~ ~
(TYP) • ~ ~ a~
. ~ ~ ~ a'
. ~P~ ~ . ~ , Q - _ N 0~. ~v c~ O O~ ~ 254 2 ~ t~
P: IGHT OF WAY F ~ BUILDER TO ADD IRRIGATION ~l STf.R ~ . ~ S ~ . ~
~ S ~ AND TURF GRASS TO POND. / ~ 0 ~I. . N o: , , f
ry• / TYPE R CURB
~.ss' / OFFIGGtI PUi~. . ~ ~O~htFNY EXPIRES 9 24 . SPOKAM~ COt1NTY ENGlN '
E~R S OFFIC~ ~
~ ' s. . ,
PflOJECT' ~ ~~t4 s ~ .
~ SU8tu111TR1;~ ~ t\
, ~ , . w ~~~~~~T/ 1~~;' ~ ~O~~V~~1 1 ~ -
. ,.V1~~
a SPOKANE COUNTY ENGINE 1--
707 West 7th ~ Suite 200 509 458-6840 i~
S okane, WA 99204 FA ~ - 99176: LOT-PLN.DWG P x. 509 458 6844 DATE. 9 25 99 ~r
~
f
! f
I
~
EASEMENT
OR R.O.W. ~ DRAINAGE EASEMENT AS SPECIFlED ON PLAN ~
~ -t - MIIN. BERM ELEV.= ' I
FlNISH GRAOE ELEV. + 1.2 OR , GUTTER O. I INLET FLOWUNE ELEV. + 0.5' ~
~ FLOWLINE ~ ~ WHICHEVER IS GREATEST ~ CURB INLET ~
~ ~ I 2" S00 ON TOPSOIL, SOD R D . ~ ~ OLLE t
I INSTALLED CONCURRENT WITH . CURB & OCCUPANCY OF ADJACENT HOU 2 DEPRESSION~ GUTTER , - ~
i ~ 25462 ~ NORMAL GUTTER LIN ~ ~
3:1 TYP E ~ ~ ) ~ ~ . ~ :
~ 3:1 TYP .5 ~ ) . . ' ~ ' -
CONCR AP EXPIRES 9 24 ETE RON I /
' 4" THICK P.C.C. i _ ~ F
GRADED POND BOTT4M 12p p BELOW NORMAL GUTIER FLOWLINE 2 MIN. TOPSOIL ON
GRADED POND BOTfOM i ~
SEC110NAL VIEYV $ ~
, , i i
NOr To sca~ ~ EASEMENT y
' OR R.O.W.
DRAINAGE EASEMENT AS SPECIFlEO ON PLAN ~ ! S
- ~ MIN. BERM ELEV.- GUTfER s
~ FlNISH GRADE ELEV. + 1.2' OR ~ FL04Yl.IP
NOTE: . INLET FLOWLINE ELEV. + 0.5' CURB II WARNING. I ~ I WH CHEVER IS GREATEST ; L
BUILDER TO ADD IRRIGATION THE USE OF SILTY LOAM IS PROHIBITED AS ~ RouF~ I z soo I ON TOPSOIL, SOD CURB ~ . AND TURF GRASS TO POND. A POND BOTTOM MATERIAL. 1NSTALLED CONCURRENT WITH 2" DEPRESSION-
( GUTTER OCCUPANCY OF ADJACENT HOUSE ~
~ 3 ~IAX. ~ _ ~ ~1 NORMAL GUTTER UNE ~ t~~~.,~
.33' MIN. 3:1 TYP , GRATE ELEVATION ~ ) 1+. . , ,
• ~ ~ ~ . .5 ;Y~~ - ~ • i
RAINAGE 3~ 1 CONCRETE APR~ MaX, p STRUCTURE 4 THICK P.C.C
. - 1 NOTE.
PROVIDE FILTER FABRIC (AMOCO 4545 OR EQUAL BETWEEN ~ 2" MIN. TOPSOfL ON )
THE NATIVE SOIL AND THE WASHED DRAIN ROGK AND BETW~EN GRADED POND BOTTOM THE WASHED DRAIN ROCK AND THE DRYWELL BARREL. GRAD P ND BOTTOM 16"
ED 0 ' BELOW NORMAL GUTTER FLOWLINE
SECTIONAL VIEW :NT
, ~ . W.
NOT TO SCALE
GUTTER
OFfICtu. Ptl9l~C DOaI~NT FLOWLINE 0 CURB INLET
~NE Co1JN1Y ENGJt~E~i`S OFf1CE ROLLED
CURB &
GU TTER
~ ~ ~ - \ \ • ~ 7,.
~
> > TO C~)UNIt1~ E~tG1I~EA
. ~ ~ )NCRETE APRON 'MFFiICK P.C.C.
- ~ ~ ~ SPOKANE COUNTY ENGINEE
707 West 7th • Suite 200 509 458-6840
Spokane, WA 99204 FAX: 50 - 9 - _ 9 458 6844 9176. ~ T 0 PLN.DWG _
DATE: 9 25 99
~ I
EASEMENT
OR R.O.W. ~ DRAINAGE EASEMENT AS SPECIFlED ON PLAN -
~ MIN. BERM ELEV.= ~ ' I ~
FlNISH GRADE ELEV. + 1.2 OR GUTTER O • I INLET FLOWLINE ELEV. + 0.5' ~1► ~
I fLOWUNE ~ ~ WHICHEVER IS GREATEST T ~ I CURB INLE x
2" ~ ~ I SOD ON TOPS0IL, SOD . ~ r- ROLLED i
I INSTALLED CONCURRENT WITH . CURB & OCCUPANCY OF ADJACENT HOUS 2 OEPRESSION- GUTTER i`
i ~ 25462 ~ •~R NORMAL GU ~ ~ ~ 3. ~ ~ TTER LINE ~r i ~
( ) . ..;.;1 ~ ~ ~
~ 3:1 TYP .5 ~ ) . , ~ ~ ~ _ _ . j _ ~
a;:, EXPlRES 9 4 _ CONCREIE APRON I2 I
' 4" THICK P.C.C. ~
GRADED POND BOTTOM 12" ~ BELOW NORMAL GUTTER FLOWLINE 2 MIN. TOPSOIL ON
GRADED POND BOTTOM
SECTIONAL VIEW
~ ~ i
NoT To SCUE ~ EASEMENT i
~ OR R.O.W. J
DRAINAGE EASEMENT AS SPECIFlED ON PLAN ~ J
- ~ MIN. BERM ELEV.- GUTTEA s
~ FlNISH GRADE ELEV. + 1.2' OR FLOWLIP ~
NOTE: . INLET FLOWUNE ELEV. + 0.5' CURB II WARNING. I I WHICHEVER IS GREATEST
SUILDER TO ADD IRRIGATION THE USE OF SILTY LOAM IS PROHIBITED AS ~ ROLLED 2 SOD ON TOP I SOIL, SOD CURB ~ AND TURF GRASS TO POND. A POND BOTTOM MATERIAL. iNSTALLED CONCURRENT WITH 2" DEPRESSlON-
~ cur~F OCCUPANCY OF ADJACENT HOUSE . 1
3 MAX. ~ ~ \ ~1 ~ NORMAL GUTIER LJNE - ~
f ? s ~1~~~ \ .GRATE ELEVAl10N .33 MIN. 3:S (TYP) . l/
.5' U,;,~; ~,•f i
RAINAGE 3~ 1 M CONCRETE APR AX. „ STRUCTURE 4 THICK P.C.C F
. 1 NOTE.
PROVIDE FlLTER FABRIC (AMOCO 4545 OR EQUAL) BETYYEEN ~ 2p MIN. TOPSOIL ON
THE NA~1VE SOIL AND THE WASHED DRAIN ROCK AND BETWEEN GRADED POND BOTTOM 1HE WASHED DRAIN ROCK AND THE DRYWELL BARREL. GRADED POND 80TTOM 16" :NT
~ BEL4W NORMAL GUTTER FLOWLINE ► W.
SECTIONAL V1EW ~
, ~ GUTTER
NOT TO SCALE FLOVI►UNE 0 CURB INLET
ROLLED
CURB & GU TTER
• ~OG~PtT
. ~ ~!'~OKA~iE COtMiY p~G~EA'S Of~ •
-
• Paa ° 1- ~
~UBi~TTAI ~ > > 'AI/'`.DC1'C ADOl~AI ~'lm \ ~ f i!
~Q~ ~ ° THICK P.C.C.
~ , ? E~f~~A ilE~iN 0 . ,
~ ~ SPaKANE CAUNTY ENGIIvEEf
707 West 7th • Suite 200 509 458-6840
Spokane, WA 99204 FAX: 509 - 991 - 458 6844 76. LOT P N.DWG L
DATE: 9 25 99
~
0 6
PROPERTY BOUNDARY
~
o.
~ ~
0 ~ ,
~ 0 , 2 ,
~ ~ ' 1
' ~ , 2
~ ~ , ~ , ~
~ O. ~ ~ . ' . 0 r ~
~ ~ Y ~ ~ q~,. 5 DRAINAGE EA~MENT- ~0. , . ~0
. , , - , y,., 1 , , 0 . . o 2 , ,
, ~ ~ , • 5~,,~- 0
, , 2 , , , ~i , - - ,
~ ~c . J~,~
' o i ~ . ~ . 1 , - , Q ~ 0 , - , . ~ ~ . -2 , , ~ , . ,
. , s ~ . o . . , . ~ , ~ ~ ~ .
5 y~ 6~ ~ `s SCALE - 1 -20 = 20'
- RIGHT OF WAY ~ , ~ 4, ~
~ 5 ' ~ . . 0 ~ ~ ~ , ~ ~ • ► ~ ~ . 5, TYPE R CURB
2,~ . W~/ i , ~ ~ 7
♦ ~ i , : o o: O pE y ~
, , ti 2 , ~ . O ~ ~
POND A ` P• BOUNDARY OF FLAT, o _ ~ 5 , IL
FINISHED POND BOTTOM ELEV. - 2018.40 s LEVEL POND BOTTOM MIN. B RM ELEV. = 1 's~ ~ AREA E 20 9.60 .o ~
~ ~ P
O q 25462 p ~ STA=53+94.00 LT. F ~ ~ ~ F ~issE~ ~
• ~ 4' ~ ~ S ~ NOTE. ~ TYPE 1 CURB INLET S ~ / ~ Al N
BUILDER TO ADD IRRIGATION PER SPOKANE COUNTY STANDARD AND TURF GRASS TO POND. PLAN B-8
TOC ELEV.=2019.40 Of~~C~At F~' ~-X RES 9 24 ` . . Y
. ~,I ~ ~ ~~~KIrA;~ , ~ ''VU C~ll~~'v~~A'C l1C,C'inr i ~
• _ ~1 ~ ~g ~ ~ ~ - , . a R
~i~~ , I ~ ~ ~ °R0,l~C~ ~t
_ . ( f 4~~ ~ua~~~rr,~~ ~ _ ~ , 2 ~
~ ~ ~ ~ ~ ~ + ~ ►
~ , n ~t 0 C 1~ . OU i Y t- .~v~n~r~ , SPOKANE COUNTY ENGIP
htaf:r~~
707 West 7th • Suite 200 - ~ 509 458 6840 AIF f
Spokane, WA 99204 FAX: 509 - 4 99176: LOT- 458 684 PLN.DWG
DATE. 9 2 99 ~
I
2 1 ~q.qg
~
EASEMENT
OR R.O.W. ' DRAINAGE EASEMENT AS SPECIFlED ON PLAN S ~ t.~
. MIN. BERM ELEV.= ' ~ ti
FINISH GRADE ELEV. + 1.2 OR GUTTER ~ ( INI.ET FL04VL.INE ELEV. + 0.5' g1r - i~
~ FLOWLINE ~ ~ WHICHEVER IS GREATEST CURB INLET x . ~ .
• 2° S00 ON TOPSOIL, SOD ROLLEO . ~
~ I INSTALLEp CONCURRENT Wl~li . CURB & OCCUPANCY OF ADJACENT HOUS 2 DEPRESSION- GUTTER - ;
i 254b2 '4"~'~'~ NORMAL GUTTER LIN ~ E ~
3:1 (TYP) /////i ~ ~ ' 1
.5 3:1 (TYP) . • „ _ ~
~ •dil~llw~ ~ . CONCRETE APRON EXPIRES 9 4 ~ ~ ~
' 4" THICK P.C.C.
GRADED POND BOTTOM 12" p BELOW NORMAL GUTIER FLOWLINE 2 MIN. TOPSOIL ON
GRADED POND BOTTOM
S'ECTIONAL VIEW
, , 1 ~
No1 To scn~ ~ EASEMENT
OR R.O.W.
ORAINAt~ EASEMENT AS SPECIFlEO ON PLAN ~
- ~ MIN. BERM ELEV.- GUTTEF ~ L
~ FINISH GRADE ELEV. + 1.2' OR ~ FLOYVI.II % ~ y
NOTE: . INLET FLOWLINE ELEV. + 0.5' CURB I WARNING. I w~icH I EVER IS GREATEST Z
BUILDER TO ADD IRRIGATION THE USE OF SILTY LOAM IS PROHIBITED AS • Ro~~c 2 SOD ON TOPS01 I L, SOD CURB ~ ~ AND TURF GRASS TO POND. A POND BOTTOM MATERIAL. INSTALLED CONCURRENT WITH 2" DEPRESSION- !
~ currEF OCCUPANCY OF ADJACENT HOUSE ,
~ 3 MAX. ~ ~1 ~ NORMAL GUTTER UNE - . ~ ,::,~.r :i ~
. GRATE ELEVAl10N .33 MIN. 3:1 (TYP) - , U . i
~ - 3. .5 erv ~:i. ~ ~ f
RAINAGE ~ 1 Mqx CONCRETE APR STRUCTURE 4" THICK P.C.C :j ~ y
• NOTE.
PROVIDE FILTER FABRIC {AMOCO 4545 OR EQUAL) BETWEEN ~ 2" MIN. TOPSOIL ON e ~
THE NATIVE SOIL AND THE WASHED DRAIN ROCK ANO BETWEEN GRADEO PQND BOTTOM THE WASHED DRAIN ROCK AND THE DRYWELL BARREL. GRA D P N TT 1° - - - i
DE 0 D BO OM 6 ~ BELOW NORMAL GUTTER FLOWIJNE
SECTIONAL VIEW ~
, ,
NOT TO SCALE
=NT
. OFFiC!~ F , Wr
. ~~tdT ~aOK~ ~ COlJ~J1Y E~} . J„ . .
, ~NEEA S OFFI (aE ~ P'+ • ~ . ~ FLOWUN 0 CURB INLET
f 1~ , _ ROLLED
~v~rt~l.l p > > SU8~1?TA CURB & GU TTER
~x, , .
, ~ ~'0~ t. . . ~ NTY ~ ,
~ . zA
~ ~ SPOKANE COUNTY ENGINEE
707 West 7th • Suite 200 509 458-6840 ONCRETE APRON "~~Irn,i I. r S.
Spokane, WA 99204 FAX: 509 4- 991 - 58 6844 76. LOT P. W LN D G _ _
DATE: 9 25 99
. ~ p~9
6~' ~
PROPERTY BOUNDARY
, , ~
. .
o. , . ~ . ,
. . ~ , , ~
. . ~
' ' ~ ~
~ , , ~ ~ BOUNDARY ~F FLAT ' ~ Y . ~v~
LEVEL PO~JD BOTT ~I ~5' ` , p . . , ~ ~
i i ~ i . . ARE~ ~ . . , o . , ~ ~
~ ' i ' ~ i ~ \ i' i~ ~ ~ ~ ~ i / / , ! / ~
~ ~ ~ i~ ' % 5 ♦ ~ 5 D~AINAGE A~EMENT , ~ 5~ ~ . a , J
o. ~ , , . ~,o: 2 i . .
~ . ~ ~ ~ i ~ ~ ' ~ ~ i~ ~ ~ /
~ ~ .r~ i i i ~ ~ i ••r ~ i ~ i / ~ i~ •,i~ ~ 5' ~ / i~ /
. , , , : , , STA=55+18.00, LT. ~ ~ ,5~ ~ ~ ~ , , , ; ~ , 4 TYPE 1 CURB INLET
Q , , p,G. i~ ~ ~ i ~ , ~o~ , PER SPOKANE COUNTY STANDARD
' . , 5~.• . ~ ~ ~ , P ~ . o ~ ~ PLAN B-8 ~ . ~ ~ ~ ~
~ . ti• ' ~ . Q , ~ P`~ . ~ . TOC ELEV.=2017.79 SCALE - 1=2( , i ~ .
~ ' . ~ ~ ~ ~ ~ , , P ~ ~ ~~i. , ~ ,
~ ~ o~~ ~ STA=55+03.00 22.5 LT. , • ~ y ►
. POND B ~ ~ ~ ~ n , , INSTALL TYRE B DRYWELL ~ . . ~ . iN ~ if
FINISHED POND BOTTOM ELEV. = 2016.39 ~ , ~ ~ WITH TYPE 4 METAL FRAME ~ ~ ~ ' E AS MIN. BERM ELEV. = 2017.99 ~ ' & GRATE PER SPOKANE COUNTY ~ o ~ - f
. , 0 (D , , - ~ , STANDARD PLAN B 1a O ~
c , , o 2 ~ RIM ELEV,=2016.89 ~ , ~ ~
~1 . ~ .
Q TYPE R CURB c~ N~TE: ~ ~ O 254 2 ~
~ ~F ~ BUILDER TO ADD IRRIGATION ~ ~1gTE~ ~ O RIGHT OF WAY s C~ . ~
TURF GRASS TO POND. 2 S AND ~A~
` O~F~ c►u 1 } 1
~ ~ NT EXPIRES 9 24 . ~~',lY. e s,
~ 3
a ,
~ ~f ~
t1'I!l ~ ~
~ ~ i ~ ♦
` 1
SPOKANE COUNTY ENGINEE
~t
707 West 7th ~ Suite 200 509 458-6840
kane wA 99204 _ - DATE: 9-25-99 s o 99176. LOT PLN.DWG p , FAX. 509 458 6844
c-
~
I
~
EASEMENT A
OR R.O.W. I DRAINAGE EASEMENT AS SPECIFlEO ON PLAN
~ • -r-- ~IIN. BERM ELEV.=
N ' I FI ISH GRADE ELEV. + 1.2 OR . I INLET FLOWLiNE ELEV. + 0.5' _ t
~ FLOWUNE ~ ~ WHICHEVER IS GREATEST CURB INLET ~ . ~ •
• 2" SOD ON TOPSOIL, SOD ~ r- ROLLED • ~
~ I INSTALLED CONCURRENT WITH . CURB & OCCUPANCY OF ADJACENT HOUSE 2 OEPRESSION- GUTTER ~
i 25462 NORMAL GU ~ ~ TTER LINE ~
3: ~1 (TYP) ~ ~ ~ - , ~
~ 3:1 TYP ; • ~ ..j•, .5 ~ ) • l/ • ~ . -
EXPIRES 9 4 CONCRETE APRON I7 I
' 4" 1HICK P.C.C. ~ - ~
GRADED POND BOTTOM 12" o BELOW NORMAL GUTTER FLOWLINE 2 MIN. TOPSOIL ON
GRADEO POND BOTTOM
s~c~o~A~ v~Ew ~
~ ~ ~
NoT To SC~E ~ EASEMENT =s
' OR R.O.W.
DRAINA('E EASEMENT AS ~ECIFIED ON PLAN ~ ~
- ~ MIN. BERM ELEV.- GUTTEF ~ - ;
~ FlNISH GRADE ELEV. + 1.2~ OR ~ FLOYVI.II ~
NOTE: . INLET FLOWUNE ELEV. + 0.5' CURB I WARNING. I I WHICHEVER IS GREATEST
BUILDER TO ADD IRRIGATION THE USE OF SILTY LOAM IS PROHIBITED AS • Ro~~c 2 S00 ON T I OPSOIL, SOD CURB ~ ~ AND TURF GRASS TO POND. A POND BOTTOM MATERIAL. INSTALLED CONCURRENT WITH 2" DEPRESSION-
~ cur~F OCCUPANCY OF ADJACENT HOUSE ~
~ 3 MAX. ~ ~1 NORMAL GUTTER LINE -
. , > GRATE ELEVATION .33 MIN. 3:1 (TYP) u, t:V:
, I~~' .5 ~~.~a,~::.• ll ri . ~.V9
RAINAGE 3~ 1 Mq CONCRETE APR X. ~ STRUCTURE 4 THICK P.C.C
. NOTE.
PROVIDE FILTER FABRIC (AMOCO 4545 OR EQUAL BETWEEN ~ 2° MIN. TOPSOfL ON ) GUTTER
THE NATiVE SOIL AND THE WASHE~ DRAIN ROCK AND BETWEEN GRAOED POND BOTTOM . ' THE WASHED ORAIN ROCK AND TNE DRYWELL BARREL P N n FLOWL.INE @ CURB INLET
GRADED 0 D BOTTOM 16 ~ BELOW NORMAL GUTTER FLOWUNE ROLLED
s~c~oNa~ wEw CURB & GU TTER
~ ,
NOT TO SCALE
ONCRETE APRON
" THICK P.C.C.
t ~
. ~?Ff~;lA~. ~!'~.~E 11t~,~y~r~~1
l ~ 9F~ ' 1V~' ' OK~hI~ t~,1 r .f~E.~'S t~'~,
' ~~f !7Y~~1 , ~ bl NP i ' ~ ~ ~ ~ ~ ~
~ ~~►I~%~ ~ < < TY NGIN'
, - SPOKANE COUN E r ~ ~ ~ 1tW1M~'1'Aa ~
707 West 7th • Suite 200 509 458-6840 ~
~,~PM i ~ ~ . '(~U3~ i ~ ~'~'~GiR`~=~`. Spokane, WA 99204 FAX: 50 - g 917 ' - _ _ 9 458 6844 6. LOT PLN.DWG
ATE: 9 25 99
r.
.
1'~ 6ti'
PROPERTY BOUNDARY
o. \ 0
,2 , ~ , ~ n
' 0 , ry , ,
' ' ~ UN ARY OF ~i4T ~ BO D ~ ,
, 0 rroM ~ LEVEL POND ~0
~ ~ . . . \ AREA , , ~ ~
. ~ . ~ 2 ' ~i ~ ~ . ~
Q 5 DRA~NAGE E,A~MENT, ~ , • 0 ,2 , ~
~ , ~ ~ , ~ ~ , , , ~ ~ , , , , , 0
o. . , , , q,G . . , ~ ~ 4~ ~-l
~ , , 5~•' ~ ~ ~ ~ ' ~ ~0.•' / i Q
~ ~ 5 ~ ~i i~ i~ ~ , i P~ ~ ~ ~i ~ ~ ~ ~ i
/ ~ . ~ i ~ ~ , , , ~ i i . J/, i
i~ ~ i~ i ~~/i~ ~ i r►
.J ~ ~ i ~ / ~ i~ , , _ ~ ~ ~ tih~ ~ ~ ~ ~ SCALE 1 =2( . . . . 5 ~ ~ . , . TYPE R CURB
~ ~ ~ ~ , i , , p ~ / 0 ~ ~ 1 ~ 2 , ~ i i ~ 5, . / o, , 6 ~ - 1 20'
~ i , i i ~
' - 5 ~ ~ RIGHT OF WAY i ~ ~i' / ' ~ 5~ ~ / . ~
,~i~ r~0: 'L • i / , W ~ ~ N
i' . r 1 A , , ~ ~ ~ pE $H POND B , . . P ~ Al ~ ~ ; - - -
< , , o _ ~ i ~ O ci~ FINISHED POND BOTTOM ELEV. 2016.39 ti, / Q
V. = 2017.99 ~ ~ MIN. BERM ELE ~ / ~ ~ . ~ ~ .
~ i~ i~ ~ , ~O ~ 3
\ i~ / / ~ ~ ~ll ~ i _ O 25462 ~v
, STA-55+18.00 lT. ~ ~f ~ • . i ~ ' F ~JSTER \ NOTE. ~ , ~ 4 TYPE 1 CURB INLET s . r . ~
, s / oNa~ BUILDER TO ADD IRRIGATION ~ i ~ PER SPOKANE COUNTY STANDARD i
AND TURF GRASS TO POND. i P N B- FF►'ft~! PJBUC UO`~:~1~ LA 8 t~ ~ r~
h~ ~ - ~ ' NE~'S a~FlCE , TOC ELEV.-2017.79 S~pt(~Ne COUr~TY Ek~! EXPIRES 9 24 r . ,
. , ~ ~ , . ~ ~ - t~
, ~ ~ , , ~
~ su~rrR~ x ~ ~ ~ fl
ro~couNrr ~ , ~ ~ ~
~ 1 s
, SROKANE COUNTY ENG(NEI I. L
707 West 7th • Suite 200 509 458-6840 7 '
S okane WA 99204 - 99176: T-P N.DWG DATE: 9-25-99 LO L p , FAX. 509 458 6844
- ~
- ~ `
r.
~
EASEMENT
OR R.O.W. ~ DRAINAGE EASEMENT AS SPECIFIED ON PLAN
. MIN. BERM ELEV.= . W - - -
~ FINISH GRADE ELEV. + 1.2 OR , GUTTER o I INLET FLOWUNE ELEV. + 0.5' ~1r
~ FLOWLINE ~ ~ WHICHEVER IS GREATEST ~ CURB INLET • I •
I 2" S00 ON TOPSOIL, SOD ~ . ` I ROLLED :
I INSTALLED CONCi1RRENT WITH . CURB & OCCUPANCY OF ADJACENT HOUS 2 DEPRESSION- ;
i ~ 25462 NORMAL GUTTER LINE ~ ~ ~
3:1 (TYP) ` . , . _ ' ////l ~ . -
.5' 3.1 (TYP) . ~
. _ _ . :a ~ i ,a i:+.: ' CONCRETE APRON EXPIRES 9/24/
' ~ 4" THICK P.C.C. ~
GRADED PONO BOTTOM 12' , BELOW NORMAL GUTTER FLOWUNE 2 MIN. TOPSOIL ON - Z _
GRADED POND BOTTOM
SECTIO~VAL VIEW ~ e
, ~ ;
No7 7o scn~ ~ EASEMENT ° t
~ OR R.O.W.
ORAINAGE EASEMENT AS SPECIFlED ON PLAN ~ ~
- ~ MIN. BERM ELEV.- 6UTTEF r
~ FINISH GRADE ELEV. + 1.2' OR ~ FLOWLII .
NOTE: . INLET FLOWLINE ELEV. + 0.5' CURB I WARNING. I I WHICHEVER IS GREATEST r• ,
BUILDER TO ADD IRRIGATION THE USE OF SILTY LOAM IS PROH181TED AS ~ ROLLED 2 SOD ON TOP I I SO L, S00 CURB ~ - AND TURF GRASS TO POND. A POND BOTTOM MATERIAL. INSTALLED CONCURRENT WITH 2° OEPRESSION- ~
~ cur~F OCCUPANCY OF ADJACENT HOUSE ~ ~
• ' 3 MAX. ~ ~ ~1 NORMAL GUTTER L1NE ~ ; ; , 1 ~
. i',•.~'~ .33' MIN. 3: t TYP , , ~ GRATE ELEVAl10N ~ ) ,
~ ~ ~ , : 3. .5
RAINAGE 1 MqX CONCRETE APR STRUCTURE 4° TNICK P.C.C
' • NOTE.
PROVIDE FILTER FABRIC (AMOCO 4545 OR EQUAL) BETVYEEN ~ 2" MIN. TOPSOIL ON
THE NATIVE SOIL AND TNE WASHED DRAIN ROCK AND BETWEEN GRADED PONO BOTTOM THE WASHED ORAIN ROCK AND THE DRYINELL BARREL. ~
GRADED POND BOTTOM i6 ~ BELOW NORMAL GUTTER FLOWL.INE
SECTIONAL VIEW ~
, ,
NOT TO SCALE :N T Lw_
I GUTTER
P ~1T p~F~CU1i lt~t.~C DO'~E FLOWLINE 0
BPOKAt~E COlNJ1Y ENC3lt~EEA'S OFFICE CURB INLET
ROLLED CURB &
. ~ 1 GUTTER .
1 , ~ ' ~i~i,►+~crt ~ . ,
- ~ 1iN(':RFTF APRCIN_
> > EMGS Q~nJF~d 1't~G~EJIYIY
~ w
' niicK P.C.C. R
~ ~ SPOltANE COUNTY ENGINE
707 West 7th • Suite 20~ 509 458-6840
Spokane, WA 99204 FAX: 509 45 - 9917 : - _ 8 6844 6 LOT PLN.DWG _
DATE: 9 25 99
0
6
PROPERTY 60UNDARY
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~ ~ ~ i 0 ~ . i 2 , ~ ~ . , , ,
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BOUNDARY OE'~LAT, ' ` ~ , ~
LEVEL P01~6 BOTTO , ~ ~ , ~ ~ ~ , i ~o.
AREA , . , ~ . ~ . ~ 5, 2. ~9, x . ,
i ~i ~ 6 ~ , ' ~ ~ . 5 i /
~ 5 D AGE E~~EMENT ' % ' ' ~ RA~1 , ~o, , , ~ D. / ~ , / ,~p ~ ~
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i' i~ / ,.l ~ ~ ~ W~ ~i ~ ~i ~ i ~ 0
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0 ~ ~ ~o~ , ~ STA=56+47.00 LT. - - ~ ~ , ~ f ~ ~ , SCALE 1 -2 r . , , 5/ ~ 4 ► - 1 20'
p~ ~ ~yo 4 TYPE 1 CURB INLET ~ , r / _
. ~i ~o ~ PER SPOKANE COUNTY STANDARD 0 , _ _ , .r 6~' ~ ~ , - `-RLAN B-8
~ i , ~ / ♦ ~ / ~ ~ ~ ~ TOC ELEV.=2018.82 /~Q , ~i ,
~l~ i' ~ ' i W , N ~D , ~ . RIGHT OF WAY W
\ , , . qS A , 0 o ti 0 ~ . , ~ ~ ~ . P ~ - 0~ asy W,40
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POND C ` ~ ° 0 ~ ~ ~ , ~ ~ - -
FINISHED POND BOTTOM ELEV. = 2017.82 Q~ , y6 ~ X ~ . ~ MIN. BERM ELEV. = 2019.02 O . . 4,
~ . ~ ~ O 25462 ~v ~ ~ 9f ~
~ ~ISTER \ ~ s ~ ~ s ~
~ ~ ~ 4NAl . TYPE R CURB NOTE.
r BUILDER TO ADD IRRIGATION ~
p~~C ~(,+~l~1~~lT EXPIRES 9 24 AND TURF GRASS TO POND. 0~
GflINSt~If E~Gl~f EAS ' ~lptAN~ .F~. ~
l4 'pp~tbCT ~ Tr 1 ~ •
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f a~ru~~a SPOKANE COUNTY El~~i!d~~
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707 West 7th ~ Suite 200 509 458-6840 s
S okane WA 99204 - 917 • - .DWG A:- 5-99 , 9 6. LOT PLN D TE 9 2 p FAX. 509 458 6844
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EASEMENT
OR R.O.W. ~ DRAINAGE EASEMENT AS SPECIFlED ON PLAN ~
G -r-- MIN. BERM ELEV.= ' (
FINISH GRADE ELEV. + 1.2 OR . GUTTER O I I T FLOWLINE ELEV. + 0.5'
N~ ~ FLOWIJNE ~ WHICHEVER IS 6REATEST I CURB INLET 'Z . ~ •
I 2" SOD ON TOPSOIL, SOD ' r- ROLLED • ~ t -rr -i~r .r~fi - i 77~5 ■ -
~ INSTALLED CONCURRENT WITH . CURB & . I 2 DEPRESSION- OCCUPANCY OF ADJACENT HOUSE, I GUTTER i
~ i 25462 ~ !~F NORMAL GUTTER LINE ~ ~ ~ ~ ~ 7 7
3:1 (TYP) • ~ , L
~ 3:1 TYP • .5 ~ ) ) . _ /
• ~ ; • - . ~ EXPIRES 9 4 CONCRETE APRON I2 I
' ~ 4" THICK P.C.C.
GRADED POND BOTTOM 12" p BELOW NORMA~ GUTTER FLOWLINE 2 MIN. TOPSOIL ON
GRADED POND BOTfOM
SECTI~IAL YIEW ~ ~
~ ~
NoT To sca~ EASEMENT
~ OR R.O.W.
~ DRAINAGE EASEMENT AS SPECIFIED ON PLAN ~ T I ~
- ~ MIN. BERM ELEV.- GUTTE 0. W.
~ FINISH GRADE ELEV. + 1.2' OR ~ FLOWL INLET FLOWLINE ELEV. + 0.5' CURB
NOTE: • I WARNING. I WHICHEVER IS GREAIEST GU TTER
BUILDER TO ADD IRRIGATION THE USE OF SILTY LOAM IS PROH181TED AS • ROLLE 2 SOD ON TOPSOIL S D I , 0 CURB ~ AND TURF GRASS TO POND. A POND BOTTOM MATERIAL. INSTALLED CONCURRENT WITH 2" DEPRESSION- GU FLOWLINE ~
~ ~ OCCUPANCY OF ADJACENT HOUSE ~ CURB INLET
3 MAX. ~ ~ ~1 ~ NORMAL GUTTER LINE ` i; . ROLLED CURB &
GRA .33' MIN. 3:1 (TYP) . - ~ TE ELEVATION p, t.: GUTTER
~ ~ ~ .5 ,.,~r ~
RAINAGE 3~ 1 M CONCRETE API AX, p STRUC7URE 4 THICK P.C.I i:.. - t'.
. NOTE.
PROVIDE FILTER FABRIC (AMOCO 4545 OR EQUAL BETYVEEN ' 2" MIN. TOPSOIL ON ) ;ONCRETE APRON E" THICK P.C.C.
1HE NAl1VE SOIL AND THE WASHED DRAIN ROCK AND BETWEEN GRADEO POND BOTTOM THE WASHED DRAIN ROCK AND THE DRYWELL BARREL. GRAOED POND BOTTOM 16"
' BELOW NORMIAL GUTTER FLOWUNE
SECTIONAL VIEW
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NOT TO SCALE
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SPOKANE COUNTY ENGIN EI
~
707 West 7th • Suite 200 509 458-6840
Spokane, WA 99204 FAX: 509 458- 44 99176: L T-P . VU~ - _ ss 0 LN D ~ ~
DATE. 9 25 99
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~~T:~~~ES
T~
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: 3628 East Feiry ~ . ~ _ ~ ~ ~ _ ~ . . - . - - - ' . . . . : , . . ' - : ° . ; • ` . _ - _ • . , - _ . . . ' _ . ~ .
~ Spok'ane; Washington .99207.
~ . : , . - ' . - - ~ . - . - ~ " _ - . . . _ ~ ~ ' ' ' - ' - - ° , ' - - . - . •
~ (509)53.4-9711 . ' : ~ . • ' ~ . . • • ~ ~ ' ~ ~ . - . ~ ~ ~ ~ . . ~ ~ ~ ~ ~ ' . ~ . .
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Please review this ~ information 'carefulty'• to' verify - the mutual : understanding , a~nd- . tetms .of this- Work;:'Authonzation.
~ Attachments applicable to this-Work.Authorization are checked:. Provisions of appiicaWe attachments.are_ h~ereby~,made.a
~ pact of this Work Authorization_ Please refum a signed -original V11ork Authorization to STl Northwest= to authorize.,the
work.to begin. ~ - ~ : ~ . . ~ . ; - . . . . - • . . - , - . . . . ~ ; . . . = . ~ : ° ~ ~
- T. PROJECT INFORMATION - . . . . . . - ~ ~ ~ . . - • : - . ; . ~ ' . ~ ~ . . .
• Ctienf Name: 3horewood, Homes 'Inc . Phone:. ~ . . ' (208) 6b5-9400 ~ ~ .
• Billing Address: 3901 Schreiber iTay; • Coeur' d' Alene, Idaho 83814'
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• - Ctient's Representatie:. ~ - Tom 'Andiel Phone: (208)665-9400 : - : .
. ~ Representative'S Adtlress:, ~Same as ab-ove= . ~ ~ : ~ . . • ~ . - . . ~ - ~ ~ . , : .
~ Work Descriptiorv: Construction. insvection and material -testing for=*Riverwalk lOth:_Additian-.` •
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~ Location -of Wor1c: ' ~ . Rivervalk-lOth. Addition: ~ ~ . - ~ ~ - ~ . . . ~ . . - . • ' , - . ~ : ~ -
• Client Wiil Provide: AQproved planspermits~,_processing fees;~ landscape -and irrigation plaris.
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~ 2: ' APPLiCABLE~ATTACHMENT ~ ~ . . - - - , ~ . _ ~ - , - . , . " • ; . ~ . ~ . '
Attachments which appty to this.Work-AuthoriZation;= must tie checked: - ~ - , . : ' , • ~ " ~ . ' _ ~ ~ . • r _ ~ . . ~
~ DETAILED DESCRIPTtON OF. WORK: SEE ATfACHMENT :°Aj N., . ~ . - ~ - • • - ~ , . ~ .
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NOTI_CE 'TO OWNER: . SEE ATTACt-IMENT~ aC R.
~ . 3. PROPOSED FEE: - ~ ~ - , . ~ . ~ , . ~ - : ~ , . ~ • ' ~ ~ ~ : . ~ ' . .
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BASIC':SERIEICES. F~E: - ~ . . $9,860-'.00 :'-per Attachident
SPECIAL ~~ER~/ICES Recommended Budget:~;'~- . - : ~ ~ ~ . . -N~~;- , ~ ~ . ~ . ~ ~ ~ ~ ~ : ~ . . ~ - _ . ' - . : : ~
PROCESSlNG=.FEES RecommendeclBudget: - ~ • ' ~ . . ~ : ~ NIA ~ _ . . . - . ~ . ~ . . ' . , - , ~ . . ~
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• ' ~ 4. EXECUTI04OF V1[t)RkAUTHORQATi0'IV-~ = ~ ~ - - - . ~ - : , ~ . . ~ - : . ~ .
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The CUENT confirts'ttiat he has~ receivec1, copies of all--a~ticabie. attachments a'scated abave._arid -all~ fnie pages ,
of thisr-Work,AuthQrization fomn<and that alf`infoFination included in tiie-Work Authorizat'ion•rs.true and coizect.:
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~ . ~ • ~ " . CLIENT: Sliore`sood .:Homes,* ~ Inc:.
By: ~ . - ; - ~ : ~ ~ . : - - ~ : : _ ~ - . . . • - , ~Date:~:~: _ ~ . ~ ~ . ~ . . -
~ ' - - ' ENGINEER: ST!-NORTHIIVEST
` . ~ ' ' ' • ~ ~ : ' ♦ y V ~ . . . - . ; . ; } : . ~ , . . ~ . • -1' • , 7
By: . . ~ - : . . . - ~ . . . . ~ . - . Tttte: Vice -.Pres-ident-- - Dafe: ~ . . { . . . . ~ - -
• ' ~ ' • - ' ' - ~ ~ . • ~ ' . . . . ~ P •
~ _ ` . ~ • D"ate~W:A. Received ~from-Ct1ENT:-. Date,V1~:A:..Proposed:~-~~-~~.
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Job Name: ~ . ~ . 'Rivei-4alk 10th Inspection ~ . ' . . • Job:No_
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ST1 WORK AUI'HOR77.AT10N ' ~ . • ~ - + - . ~ ~ ~ - • ; • ~
. - - ~ ~ _ . . - • . . , ~ . PAGE l OFS ~ . . : ~ . . . ' _ - . . ~ , .
. . ~ . • . • - • , . , . . . . ~ ~ . . , ' - , - . . . • ' ' REV 6f9/99- : .
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reproduction of said _documents; = provided that th~e- CLIENT is in compliance with- other* terms of• the WORK .
. - ~ AUTHORIZATION.. The cost of reproduction of'said additional documents-shall be in addition to.the BASIC` FEE:: -
.'Electronic ' files &eated by the ENGINEER iri the production of the CtIENT'S • work contains . proprietary
information which is.the soieproperty'of the. ENGItVEER: Electronic fles shall be the sole property of:the
' ENGINEER and will be released to the CLIENT.or the CLIENT'S agent solely at'the discretion of the ENGINEER. -
. G. ~ In the everit that.' the CLIENT provides erroneous information * to the ENGINEER. ' or revises information' ,
~ previously Provided, creating'a situation where ihe ENGINEER has performed work that must be corrected by the ENGINEER, then all such work will be billed to the CLIENT as a SPECIAL SERVICE. tt is further understood
that ihe CLIENT shall hold the ENGINEER HARMLESS from all liabilities which may accrue -to the ENGINEER
as a result of said-erroneous or revised information. . . . - _ • . -
' 12... ENGINEER RESPONSIBILITIES . - , - , ' . . .
A. The ENGINEER inrill act as ,the-.CLIENT'S -agent with respect to those phases of the-project to which-this WORK
. AUTHORIZATION applies. - . - . . ;
B. The ENGINEER wil{ perform his work in- a timely manner, but it is, agreed upon between the parties to. this :
WORK AUTHORIZATION ttiat the ENGIIVEER is not responsible for delays caused by Jactors beyond his
control, or by factors whicti could not reasonably have been foreseen at the time this WORK AUTHORIZATION
was executed. - It is agreed `that "timely manner" shall mean a time frame roughly equal to that taken by other -engineers on similar projects under similar conditions, requiring similar approvals from similar agencies.
. C. The ENGINEER will. perform his work in accordance with generally. .accepted. professional practices and in.
;accordance with: available published standards-of approving agencies and makes no other wa'rranty. _
D. tt is understood that the ENGINEER'shall be responsible for services provided by personnel_ in his direct employ_
and that the ENGINEER does nof guatantee ttie performance of any other contractor associated with this project. .
E. It is 'understood itiat the ENGtNEER is.not responsible for directing the. CLIENT'S contractor or for scheduling
..construction acfivities.
' F. It. is understood that the ENGtNEER shall not be responsible to-coordinate with utility companies for the design.-. -and° installation _ of .electrical- service, telephone service, cable TV service, street lighting or other utilities -which -
; the.CLIENT'may require. . , . . " . _ , . , . .
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, -13. CLIENT RESPONSIBILITIES k TheCLIENT will provide.all criteria:and~.fuil informatiori'as to his requirements for=the'Project:-The,CLIENT will. .
- . assis~fthe ENGINEER sby_ptacing~ at tiis :disposaVall, available"written.-data p'ertinent'to the 'site -of'the- project.- .
- • . . - . including:-previous reports, correspondence with public or_ private .agencies or,individuals,• topographic maps of::. :
the. project area, pertinent.boUndary-surveys and right-of:way. surveys, soils=~eports, protective.covenants, 'and
- : any other. inaferial "of.a'techriical nature-pertinent.to the ptoject site which may be -reqtjired:
. B. Ttie: CLIEN7' will: examine `all-.studies,=. reports, . sketches;.:specifcations,'-drav+rings, agreements' and;=other .
' documents',presented by -tfie •ENGINEE:R` to..the CLIENT: - Tfie- CLIENT.will~ give- prdmpt. :written: no.tice= to the -
EfVGINEER whenever he observes: or -ottierwiset3e.corimes -aiivareof ~d'efects pertaining to the ENGINEER'S work
. _ - . . , on the' project. . . - _ . . . . . : - - - ; - . - , . - . _ , . . .
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._-Wrthin 30 days aftec'ihe invoice date-of. any_.invoice `sent- bytheENGINEER to the CLIENT pursuant to= this 1IVORK~AUTHORIZ~TION~, the: CLIENT: shall. give.written 'notice .to. the ENGINEER of; any claimed- defcienciesl, ,
defec#s, :or. lack. of, performance- witti - respect- to, services covered by said inVoice;. .otherwise, payment, for* saici,
serjiices.shall=be-due according.to~tfie. temns of. the WORK AUTH4RIZATION.:The purp'ose'of,these -proVisions; . .
._--.•.:are- to:-proVide• a means' of pro'mpt notice to1he.,tNGINEER.:so- that he= will, not. be._prejudiced -and can- act_ .
: . • expeditiously.to` resblve any.:claimed defects, defciencies, or lack* of per#o~ance.
.-:C: - The CLIENT will desigriate_ in-_writing a' person to act as.h'is- representative witti- tespect to the ENGINEER'S services. to be perforrYied under. this WORK AUTHbRIZATION. Such person - shall have authority to .transmit- -..instructions, receive. infomnation for the CLIENT, receive' and review the ENGINEER;S: invoices, and interpret .
.•arid define the *CLIENT'S. -policies-and decisions:with respect -to the ENGINEER'S` services covered tiythis
WORK AUTHORIZATION.
STI WORK'AU'I'HORIZATION • . . .
: , . , • . , " . . - - ' • PAGE' 4 OF 5 ' . • - ' -
_ ; . . • - - - . . . . - ' ' . . : . REV 12/29/98 -
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' 9-. MOiNTHLY- BILLING PROCEDURE AND FORMAT~ ~ ~ - : : ' ~ - ' ; - : . . • : . • : - . ~ . - : ~ ; ' ~ • .
: -The ENGINEER- wiil _ pres6nt the -CLIENT witK~ an .invoice ~eacti `rrionth: with .BASIC FEES itemized separatety from
SPECtAL SERVICES 'FEES. and. EXPENSES. . Charges, will , be itemized -by category of work pe"rfo'rmed.'by , alt
ernptoyees collectively,: Ibut will NOT- tie itemized showing each,employee's bilCing..,rate.`and- number of ho6rs worked-
~ on the project. Information detai{ing~'employee 6illing rates, arid tfie exact. number of hours wo'rked.on the.C.LIENT'S
~ project.will~be made~ available to the CLIENT if requested: Gharges #or.EXPENS~S will be itemiied',monthly.on each
-.invoice.
. _ . .
Monthly invoices are Aue arid 'payable upon _presentatian - and are past. due' -30 • ~days- following ~ the. invoice date.
Cntere'st at the rate of 1%% per month will tie chairged on all ~past' due -accounts with interest being calculated from. the-
~ invoice date:'. Iriterest rnrill be compounded monthly,. The CLIENT a grees:to'pay all- reasbnable- attorriey's fees and/or
collection cosfs incurred to collec# past due- amounts.- WORK MAY BE SUSPENDED ON ANY PROJECT THAT ~
BECOMES 60 DRYS PAST DUE. WORK WILL NOT RESUME UNTIL-THE ACCOUNT- IS PAID70_': A* CURRENT,-
.STATUS. • _ . . . ~ ~ ~ _ , - ' . . . . ~ ~ . . - . ~ ~ . . . . . . . ' . , . '
. - Within= 30 days after the invoice date of any invoice sent by the ENGINEER to.the CLIENT pursuant-to this project,
. the .CLIENT, shall ~give written 'notice for any claimed deficiericies; defects, or lack of pertortnance with respect to-
senrices covered by said invoice; otherwise, said services: shall be due according to its terrTis- as an account -stated. .
~ • Ttie.purpose of this provision* is to provide*a means-of prompt:notice~so.that.the ENGINEER will,'not be,prejudiced
and:can act expeditiously to resolve. any claimed defects, deficiencies, or-lack of performance.,
~ 10. AUTHORITY.
~ In the-case of conflicts between ttie.WORK AUTHORIZATION_form arid:its ATTACFiMENTS or AMENbMENTS,' the
- folldwing or9der shall prevail with ttie higher document taking; precedence.over; a document ~listed und'emeatti:-
• ~ ~ ~ A: AMENDMENT.to ihe.WORK AUTHORIZATION ~ ~ ; _ ~ • _ ~ . ~ ` ~ ; : ~ ~ _ . ~ ~ ~ . - ~ . ~ - '
~ ~ . B. SPECIAL PROVISIONS to the WORK AUTHORIZATION~(Att~achment~."B'~. - _ • . ~ . ~ ~ - ~
C: ~ DETAILED DESCRIPTION OF WORK (Attachment "A'). _ ~ • , . ~ . - • . ~ ~ ~ , ~ _ . , , . - . ~ ~ ~
. ~ D: ExecutedWORK'AUTHORIZATION form ~ ~ ' ~ ~ ~ ~ • ~ . ~ ^ ~ . ~ _ ~ . ~ .
- ~ 11-:. GENERAL PERFORMANCE PROVISIONS _ . . ~ ~ . ~ : - ' . . : : - • ~ . . . - : . ~ ~ ~
A.STi-NORTNWEST, herein referred to as ENGINEER,: agrees ~,to,~perform~ professional services~-as described 'in
this~ WORK AUTHORIZATION, including applicable attachments; for the CLIENT;- and' the- CLtEIVT- agiees. Co,
efnploy. and compensate the ENGINEER in accordance witti'the terxns of the VNORK~AUTHORIZATION:.
During the'performance~-of services ~coyered by this WORK-AUTHORIZATION; _tfie:scope of~ the .ENGINEER'S
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services and'compensatio'ri thereon may 6e- adjusteci bymutually:agreed, upori amendments;
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WORK-AUTHORIZATIONrsti:alikie. govemedby=the taws~ of the. jurisdiction,of ttie projeefi. for. wfiich the work
~-is being~ perforrried.or. when there is no"pfoject~ site~, ther~`the,iurisdiction~~wtiere the~work is perforrried
. . . _ . ~ ; . - . . . - . : ~ : . . . - . _ - - ~ ~ ~ - ~ . ~ • - . . - . :
D,~.: If; through no fault• of.the ENGINEER;: work 'contemplated ilnd~~ 'th~e ~IVORK ~AUTHORIZATtOWextends=longer,-~ .
tharr twelve montfis•from .the~'date of-.execution-of.:said'WORK~AUORI7x1TION;,,th6:`un=bilfed~ BASI,C,•~FEE~._(if -
applicabte),.SPECIAL~:S~ERVICES ~billing ~rates,=and/or expense ~-items-may.::be;,iricreased:-as~mutually~:agreed~:for._~
. ~ . . . . . . .
eachyear the~ WORK..AUTHORIZATION~ temains.in. . effect~ past •the:.first:-.~earto. re(lect':the `increased.; cost of-': :
• - : doing=business and/or.~ctianged conditions.
E:This,-WORK AUTHORIZATION"may be terminated- tiy the_;CLIENY.~or-~ihe -ENGINEER:~by~ giving,written notice"--••~
~..severi days in-advance- of ttie* terminatron'.date; tiy~ mutua~'agiee.rtient;, or.as a- :resulf.:of=subsYantial~-#ait.ure• td~• .
~ • . . ~ perform in aecordance with ihe 'Cerms of the WORK AUTHO~RIZATION ~6y~the -other party. ttirough~~no~ ~auit. of -the:* - ~
terminating-.party. - If, for any'ireason this WORK AUTFI.ORIZATION- is.~terminated;.the-ENGINEEF~,-"shall-;be paid:.
for.tht e~ctent of services _peiformed by him to tkie termination, date_ including :reimbursable expenses then due..
F. ~'he`drawing. originals, electronic'fles, specifcations, Yeports,' and gene~al. project fles'p[oduced in=pursuit of the.~
' work contemplated under~~this WORK AUTHORIZATIOfV' shalt: rennain~ in ` the property of the,. ENGINEER. The ~
CLIENT. shall be entitled to -one set of approved: bli,eline, printss. specifcations;, reports, etc.;-~ applicable to j his
particular WORK AUTHORIZATION, as- part'of the._BASIE FEE * The 'CLIENT -stiall _be'-entitled -to~additional
copies and/or second 'originals'of drawings, specifcatioris,' repoits- and project _fles..fo.r- the. cost_ of handling and
. . ~ . : , . ~ ~ - STI WORK AUTfI0iZ1ZA'I']ON . ' - _ . ~ . ~ ~ " , • ~ ~ • : " . ~ " ~ ' . •
~ • ' ~ ~ ' ~ - ~ . ~ PAGE 3 QF S . ~ • ~ ~ ~ ~ ~ . . ~ ~ ~ ' . ' • ~ • . ' - -
, . ' : ` • : . • . • . . - - , ' ' ' . ~ . . . , . _ REV l ZI29/98
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. . ' S. BASIC SERVICES AND SPECIAL.SERVICES
-Engineering BASIC SERVICES shall• be those services which are well defined- at the- time of. execution'_of the WORK,
_ AUTHORIZATION and for which STl Northinrest;, tiereinafter•. referred to. as the ENGINEER, 'can establish a fixed-fee.. •maximum- budget to perform BASIC 'SERVICES. 'Unl'ess otfterwise. noteci;: ttie. BASIC FEE shall : represent: full. " compensation- for performance*of the BASIC-SERVICES on a one time onlybasis. The ENGINEER may.p~rform::
- additional services in addition to the BASIC -SERVICES when the scope of the wotk required exceeds the BASIC: "
" SERVICES outlined in this Work* Authorization; when applicable, and Attachment "A°. 'These. additional services, -
shall_be referred to 'as SPECIAL SERVICES and shall be performed as needed.or as requested' by the CLIENT-or his .
agent on a tiKne and expense basis. SPECIAL SERVICES FEES based-on time and-expense shall mean that the fee
charged is.computed based,on the total number of hours required by each employee to. accomplish the required work
plus an. allowance. for overhead and- profit, ptus expenses directly attributable.to the job as outlined below. Fees
charged for SPECIAL SERVICES shall- be'in -addition to the BASIC FEE: . . - . . . - , . • • 6. FEES FOR BASIC SERVICES . • _ _ . . - ' . - - . _ . .
The ENGINEER will present the CLIENT with an itemized invoice each month for BASIC SERVICES. performed' the
-
previous month. The amount,of the BASIC SERVICES,FEE charged.each_ month shall be based on amount of time.
and expenses expended each month but ttie 'aggregate'of all. BASIC SERVICES FEES charged'on monthly invoices.~shall not exceed the totat BASIC SERVICES FEE authorized herein.
7. FEES FORSPECIAL SERVICES . - • , ' , . . . . . -
When 'the "services provided by the ENGINEER are not included in the BASIC' SERVICES description• of' work, .then the work will be billed to the -CLIENT as SPECIAL SERICES based on the amount of time and expenses expended ,
. : each month to perform:the SPECIAL SERVICES. 8:. COMPUTATION OF TIME AND EXPENSE" ' - - . ' • , . _ ~ . . -
. To compute the TIME portion of the fee, the- total 'number of hours- required by -each employee to accomplish the =_required work shalF be muttiplied by each.employee`s job classification houily billing rate. The hourly billing rate shall include"the cost of wages, payroll taxes; personal -property taxes, employee benefits, office-rerit,.telephone charges; .
routine postage expenses, check prints anddocument size.~copies used intemally- to_ produce the work, •depreciation of.equipment, rriiscelfaneous office and- drafting.supplies;* computer's, plotters, sur'vey. equipment;. softwate, vehicular. expenses incurred~within metropolitan'Spokane or,Coeur-d'Alene-area, administrativ,e overtiead,.and profit; • - = The maximum hourly billingrates by job, classification are as ;follows: • : : . : . . • . : : . . ' • .
~ Job. Classifrcation' • -Hourly Billina Rate-',• . . : Job'Classiftation _ ' .'Hourlv'$illin4-Ratc Principal Engineer = . . - $95.00_' , : . Survey. CoordinatoNDesigner . 64:00
. Project E-ngin~er - , . 90.00. , , . . . _ Draftsman/Inspector .:50.06 . . .
. ` . . Desigri Engineet- ,2-Man Survey,Crew,w/Equipment..
' , : • 'Junior Engineer- ; ; . ~ ' : . . 60:00- Clerical_ _ . . , . , . _ ° . _ ...:32:00. . - . - ,
Tlie EXPENSE_:portion of Ihe fee .vrrill. be.for aut of pocket -EXFENSES -dire"ctly chargeable* to, the, pro}ect:: Ex~mples
. . , . of _EXPENSES whicti will'be charged in:addition-to*chatgesforfime:are as-follorivs: • . - • . - - : . :
: . . ; : . . . . - . , . - : . -
=~A:' Use"of equipment rented•especially for.the: projectin.questiomwill.be ctiargeat~invoice cost PIus.1'S°lo:: : - . : • B.. . Travel-related to the project. outside the *metropolitan Spoka'ne'or, Coeur' d'fllene- area will`be'charged `at-$0.50,
per.
~ . - - mile.. . _ . - - . _ - . . , . . . . . - .
C:. Per diem EXPENSES for:fravel; lodgir~g or meals-for. STf Northwestemployees when,pr.esence of. employee=is, required outside the metropolitan Spokane. or Coeur d'Alene~~area will:be charged, at cost plus 15%. . ' • • - .
_:--D. .Prints or docuriient-size copies, produced for.ttie- use of.CLIENT or_ his -agents willbe char.ged:atthe followirig _
. . ' • • raCes: , Blueline' Prints (24X36). $4:00/stieet; Sepia:2nd -Originals (24X36) - -;$10.00/sheet; Document Size, copy' .
. (8.5X11 or 8.5X14) , $0.15/sheet.. . - ; . _ . _ _ . , . . . • . . . . _ . ,
E. M'aterial directly attributed to the project such -as.: maps, survey sfake's, survey monuments;.* monument, cases,
. . ~ etc:, will be charged at cost plus 15%.' ` - ' - • '
- F: Fees_ or EXPEIVSES- paid- by STI Northwest on behalf of the CLIENT will be-charged at cost plus 15%.
STI WORK AUTHORIZATION. - ' , -
. . . • . ' - : - - - . •PAGE 2 OF 5 . - . . • ' .
• . - . ; - . . . . , REV-12/29/98
, . • . - • ' - - • -
• ~ ' , . _ , ' • . . ' ' , ' - ' ' - - ' - ' ' . , , • ' - , t . ' ' ' ' ,
D.. The CLIENT will be responsible'to make provisions for the E[VGINEER'S Aegal. access to`private laincis as. maybe required W. perform required services.under thisWORK AUTHORIZATION.: : . . • , .
E., The CLIENT will be responsible for the' Preparat'ion and/or legal. review of any.contracts-or other legal docurrierits•- . . • which .may be _required in pursuit of- work contemplated by this WORK AUTHORIZATION..
. ; F. The CLtENT witl- advise his'contractor- of the contractor's responsibility fo protect a1F survey stakes,, monuments,
markers, and reference points. The CLIENT-or his contractor,shall be responsitile- to notify the ENGINEER three
working days in advance of the requirement. for the placement of construction stakes, as-buitt* surveys andlor , inspeclions: While it is understood- kiy the ENGINEER and_ the CIIENT that situations,may arise where. three .
working days advance notice, may not be practical, tFie . notice provision is'established to aid _in the determination .
of whether overtime charges are justified by the ENGINEER. It 'is furttier'understood that in the cases where
. proper -notice- is, not practical,_ the ENGINEER* will make every reasonable effort, including over-time hours, to , accomrriodate the CLIENT'S schedule. . . .
G. The CLIENT wil[ execute on a timely basis all appropriate documents required pursuant to the fulfillment of the
. ENGINEER'S and CL{ENT'S-responsibilities-under this WORK AUTHORIZATION. H. The CLIENT will provide further. information . or fees on* a timety basis, as required. This information and/or fee.:
- may include, _but, is not limited'to, the'following: 1. Sewer T.V. fees._ _ . . - - . . . - . . ' . . - - - .
. ' 2. Application and processing fees. • , . , :
3. Agency desigri 'review fees - . . _ . •
4. Cost-of pnnting and mailing documents and_reports. . . - . . . _ ' .
. 5. Other fees not specifically discussed etsewhere in this WORK AUTHORIZATION. - :
' I. It shatl be the CLIENT'S responsibility to make arrangement with appropriate utility companies for.the design and .
installation of utilities which may be. required -to. be installed concurrent witFi street, storm drainage. -sewer, water .
or othe'r facility. being designed arid/or inspected- by ttie ENGiNEER. . Said utilities may include, but are- not lirinited to, e{ectrical power service, telephone service, cabte TV service, or street lighting. J. it is specifically, understood thaf ihe CLIENT has not refained ihe. ENGtNEEF2 as a construetion manager . . responsible for directing the CLIENT'S contractor-and/or scheduling construetion. activities: The CLIENT shall be . responsible-to provide his. contractors'withcurrent-approved paans and specifcations:_ .13. 'WORKING NOURS AND OVERTIME._' • - - . , . - ~ . , , . . . - . . . . .
. It is- understood that the ENGINEER'S_ regular working- tiours:foc. allof-his ernployees is- eight hours per day and_ forty hours per week;- less paid holiday -hours wtiicmay` occuF, ina`particular week. ='Regular-work• days ~ar.e Monday, =
-through Friday:•. '-The ENGINEER'S -established ~ paid". holidays are• as_ follows: New Year's Day. Washington's,
. Birthday, Memorial Day, the Fourth. of Juty. Labor Day;-Ttianksgiving, and:Christmas:, - _ , , - - . . . . - . .
. : . _ . . . . . . , . .
- , , : : . - : . . . _ . . . . • . = . ; . . - . . • . . - . .
When;- at;'the discretion of,tfie. ENGINEER; ttie=ENGINEER'S, office-wide:work- load'reaches. a level;where :more than': .
regular working hours are ~equired Ya=accomplish the work_on a timely basis; and:when- the, CLIENT.has given proper_ _
notice' of work: to -tie performed; the ENGINEER:may,.elect to. rsquire his,employees=to work :in:excess :of the. regular :
, working hours and charge for all work,at the regular,working hour billmg .rate;..- -
If ; however; ttie CLIENT: fails.to give .proper notice'of.work fo-be perfocmed'.o~r thq volu, rrie. of work io.be perfomied .is : .
obviously in;excess of. wtiat-can be.- ~erformed'-during, the regular;work'ing'hours'available giventhe ENGINEER'S;. .
normal:"manpower level,'~then the ENGINEER'may.require.his:employees'to,w4rk. iri excess of the regufar:wbrlcing.:.. _
hours and charge the CLIENT,for the exces`s ho.urs_,at:an overtime rate of~4:5'timesthe- regular billing rate: It is uriderstood that ttie ENGINEER'S FEE for BASIC-SERVICES: and the hourly rates foe SPECIAL- SERVICES is= :
based on beirig able to-perform nearly all; work proposed in full. shifts of eight hours .or more.. If foc reasons bey,bnd.• ' -
the control of -the . ENGINEER,his employees cannot petform the proposed- work*substantially in 'eight hout'shifts. then'
the ENGINEER'S FEE may be renegotiated to-altow for overtiMe,pay.Fates. : : . . - . : - . , . • .STI WORK AUTHORIZATION , - _ _ : " . ' • - . • . . .
. . " :-_PAGE5 OF3'
= - . , . ' r _ - - - • • REV • l 2/29/98 .
' EN
• ~ ~ ~ ~
NORT HWEST Y ~
SOILS, TESTING & INSPECTION
WORK AUTHORIZATION AMENDMENT TO ATTACHMENT "A" '
DETAILED DESCRIPTION OF WORK (9/24/99)
Riverwalk 10th Addition Construction Inspection
(30 Residential Lots with 1,280 I.f. of Private Road Improvements, and Public Sewer)
STI Northwest W.O. #
STI Northwest will perform Construction Inspection and Material Testing services as outlined
below and charge for said services on the basis of time and expense. -
A. ROAD and SEWER CONSTRUCTION INSPECTION OF:
1. Earthwork and subgrade preparation.
2. Placement and compaction of all base material, and pavement.
3. Placement and compaction of sewer backfill.
4. Verification of Side Services, and marker posts.
5. Curb and sidewalk installation.
6. Drywells, inlets, and general facilities.
7. Temporary drainage facilities.
8. Erosion control.
9. Coordination with Spokane County.
10. Preparation and submittal of street and drainage "Record Drawings", prepare and
submit sewer "Record Drawings".
11. Soil and material testing for compaction and backfill for items 1 thru 5.
B. Direct Expense
1. Mileage at $0.30 per mile.
2. Reproduction.
An AtfilIate of CL.C Associates Inc.
3628 E. Ferry 9 Spokane, WA 99202 • Phone (509) 534-9711 0 Fax (509) 534-9755
Inspection
page 2
2. DESCRIPTION OF WORK Inspection by STI Northwest personnel or other agency personnel shail not relieve the
contractor of his responsibility to construct the facilities covered by this agreement to the line
and grade shown on the approved plans or as staked by the engineer. This contract
agreement does not include construction management, scheduling activities, or preparation of
irrigation "Record Drawings" as required by Spokane County for final acceptance of the street
and drainage plans.
1. The scope of these construction engineering services includes:
A) Periodic observation and reporting of specific construction activities on this
project which include; Sewer, Subgrade, Bases, Pavement, Concrete Curb and
Gutter, Sidewalks, Storm Drainage, and Material Testing;
B) Maintenance of all construction records related to construction activities outlined
in paragraph "A" above, which may include; daily inspection reports,
manufacturers' certifications, material test reports, and correspondence;
C) Assurance that the construction of the roads is according to the approved plans
accepted by the Spokane County Engineer and Utility Departments, Spokane
County General Provisions, the Standard Specifications, and applicable portions
of the WSDOT Construction Manual;
D) Development of Post Construction Record Drawings for Sewer, Street and Storm
Drainage Facilities; it is understood the facilities inspected by firms other than
STf Northwest will be certified by those firms in a form acceptable to Spokane
County;
5. Coordination of the testing of construction materials for compliance to the plans
accepted by the Spokane County Engineer, Spokane County General Provisions,
the Standard Specifications, and applicable portions of the WSDOT Construction
Manual.
2. Prior to acceptance of the sewer, roads and drainage facilities by Spokane County, the
Engineer shall submit all construction records and the Record Drawing to the Spokane
County Engineer.
3. The effort to complete inspection and certifications in accordance with Spokane County
requirements varies widely and is closely related to how well your contractor plans his
activities, communicates with our inspection staff, and the quality of his work. A pre-
construction meeting with the contractor, project sponsor, and STI staff is strongly
recommended prior to commencement of any construction activity. This meeting will be
held to determine the schedule, client contact, owners representative, and payment
responsibility for re-inspection charges for incomplete or inadequate work.
Inspection
page 3
The soil and material testing is billed on a time and expense basis. A monthly invoice will be
prepared and sent to you for the inspection and materials testing. The amount of testing is
impossible to anticipate, and will require your contractor and construction manager to
coordinate with our inspection department. As you know, there are some soil and material
testing guidelines required by Spokane County, but the requirements are only the minimum
and additional testing may be required.
The services described herein will be performed as needed and billed on the basis of time and
expense as outlined in the maximum hourly billing rates by job classification included in the
Work Authorization. We estimate the cost of inspection services as outlined above to be
approximately $9,860.00. Shorewood Homes, Inc. agrees to provide certifications to STI, or
arrange for appropriate certifications from other firms. Shorewood Homes, Inc. shall also
include provisions in their construction contracts to back charge their contractor for the cost of
STI services which may be required for re-inspection or re-testing of facilities which failed to
meet the required standards. Billings for said re-inspections will be carefully identified on STI's
billing to Shorewood Homes, Inc.. Shorewood Homes, Inc. will be responsible to back charge
their contractor.
It is also understood that no work shall commence within any portion of the proposed Spokane
County Right of Way without first obtaining a written permit and approved plans from the
County Engineer. It is afso understood that any project facilities constructed without adequate
inspection and documentation by STI Northwest will be removed and reconstructed in
accordance with approved project plans and Spokane County Specifications, or STI will not be
responsible for project certification or submission of record drawings to the County Engineer.
NCJRTHVI/EST r
SOILS, TESTING & INSPECTION
WORK AUTHORIZATION AMENDMENT TO ATTACHMENT "A" DETAILED DESCRIPTION OF WORK (9/24/99)
Riverwalk 10t" Addition Construction Inspection
(30 Residential Lots with 1,280 I.f. of Private Road Improvements, and Public Sewer)
STI Northwest W.O. #
STI Northwest will perform Construction Inspection and Material Testing services as outlined
below and charge for said services on the basis of time and expense.
A. ROAD and SEWER CONSTRUCTION INSPECTION OF:
1. Earthwork and subgrade preparation.
2. Placement and compaction of all base material, and pavement.
3. Placement and compaction of sewer backfill.
4. Verification of Side Services, and marker posts.
5. Curb and sidewalk installation.
6. Drywells, inlets, and general facilities.
7. Temporary drainage facilities.
8. Erosion control.
9. Coordination with Spokane County. _
10. Preparation and submittal of street and drainage "Record Drawings", prepare and
submit sewer "Record Drawings". 11. Soil and material testing for compaction and backfill for items 1- thru 5.
B. Direct Expense
1. Mileage at- $0.30 per mile.
2. Reproduction.
An Affiliate of CLC Atsmiates lnc. •
3628 E. Ferry 9 Spokane, Wa 99202 * Phone (509) 534-9711 • Fax (509) 534-9755
Inspection
page 2
2. DESCRIPTION OF WORK -
Inspection by STI Northwest personnef or other agency personnel shall not relieve the
contractor of his responsibility to construct the facilities covered by this agreement to the line
and grade shown on the approved plans or as staked by the engineer. This contract
agreement does not include construction management, scheduling activities, or preparation of
irrigation "Record Drawings" as required by Spokane County for final acceptance of the street
and drainage plans.
1. The scope of these construction engineering services includes:
A) Periodic observation and reporting of specific construction activities on this
project which include; Sewer, Subgrade, Bases, Pavement, Concrete Curb and
. Gutter, Sidewalks, Storm Drainage, and Material Testing;
B) Maintenance of all construction records related to construction activities outlined
in paragraph "A" above, which may include; daily inspection reports,
manufacturers' certifications, material test reports, and correspondence;
C) Assurance that the construction of the roads is according to the approved plans
accepted by the Spokane County Engineer and Utility Departments, Spokane
County General Provisions, the Standard Specifications, and applicable portions
of the WSDOT Construction Manual;
D) Development of Post Construction Record Drawings for Sewer, Street and Storm
Drainage Facilities; it is understood the facilities inspected by firms other than
STI Northwest will be certified by those firms in a form acceptable to Spokane
County; 5. Coordination of the testing of construction materials for compliance to the plans
accepted by the Spokane County Engineer, Spokane County General Provisions,
. the Standard Specifications, and applicable portions of the WSDOT Construction
Manual.
2. Prior to acceptance of the sewer, roads and drainage facilities by Spokane County, the
Engineer shall submit all construction records and the Record Drawing to the Spokane
County Engineer.
3. The effort to complete inspection and certifications in accordance with Spokane County
requirements varies widely and is closely related to how well your contractor plans his
activities, communicates with our inspection staff, and the quality of his work. A pre-
construction meeting with the contractor, project sponsor, and STI staff is strongly
recommended prior to commencement of any construction activity. This meeting will be
held to determine the schedule, client contact, owners representative, and payment
responsibility for re-inspection charges for incomplete or inadequate work.
Inspection
page 3
The soil and material testing is billed on a time and expense basis. A monthly invoice will be
prepared and sent to you for the inspection and materials testing. The amount of testing is
impossible to anticipate, and will require your contractor and construction manager to
coordinate with our inspection department. As you know, there are some soil and material
testing guidelines required by Spokane County, but the requirements are only the minimum
and additional testing may be required. The services described herein will be performed as needed and billed on the basis of time and
expense as outlined in the maximum hourly billing rates by job classification included in the
Work Authorization. We estimate the cost of inspection services as outlined above to be
approximately $9,860.00. Shorewood Homes, Inc. agrees to provide certifications to STI, or
arrange for appropriate certifications from other firms. Shorewood Homes, Inc. shall also
include provisions in their construction contracts to back charge their contractor for the cost of
STI services which may be required for re-inspection or re-testing of facilities which failed to
meet the required standards. Billings for said re-inspections will be carefully identified on STI's
billing to Shorewood Homes, Inc.. Shorewood Homes, Inc. will be responsible to back charge
their contractor.
It is also understood that no work shall commence within any portion of the proposed Spokane ,
County Right of Way without first obtaining a written permit and approved plans from the
County Engineer. It is also understood that any project facilities constructed without adequate
inspection and documentation by STI Northwest will be removed and reconstructed in
accordance with approved project plans and Spokane County Specifications, or STI will not be
responsible for project certification or submission of record drawings to the County Engineer.
WORK AUTHOR1ZATION
ATTACHMENT "C"
NOTICE TO OWNER OF RIGHTTO CLAIAIt A LtEN -
IMPORTANT: READ BOTN PAGES OF THIS NOTICE CAREFULLY
T0: Shorewood Homes,, Inc. TO: Tom Andrel
Owner Agent/Contractor
FROM: STI NORTHWEST
DATE: 9/27/99
PROJECT: Riverwalk lOth - Inspection PROJECT THIS IS NOT A LIEN: This notice is sent to you to tell you who is providing professional
services, materials, or equipment for the improvement of your property and to advise you of
the rights of these persons and your responsibilities. Also take note that laborers on your
project may claim a lien without sending you a notice.
OWNER/OCCUPIER OF EXISTING RESIDENTIAL PROPERTY: Under Washington law,
those who fumish labor, professional services, materials or equipment for the
repair, remodel, or alteration of your ov►mer-occupied principal residence and who are not
paid, have a right to enforce their claim for payment against your property. This claim is
known as a construction lien. .
The law limits the amount that a lien claimant can claim against your property. Claims may
only be made against that portion of the contract price you have not yet paid to your prime
contractor as of the time this notice was given to you or three days after this notice was
mailed to you. Review the second page of this notice for more information and ways to
avoid lien claims. COMMERCIAL ANDIOR NEW RESIDENTIAL PROPERTY: We have or will be providing
professional services, materials, or equipment for the improvement of.your commercial or
new residential project. In the event you or your contractor fail to pay us, we may file a lien
against your property. A lien may be claimed for all professional services, materials or
equipment fumished after a date that is sixty days before this notice was given to you or
mailed to you, unless the improvement to your property is the construction of a new single-
family residence, then ten days before this notice was given to you or mailed to you.
IMPORTANT INFORMATION ON NEXT PAGE
STI ATTACHMENT C
PAGE 1 OF 2
ti
.
SENDER: STf h1ORTHWEST
ADDRESS: 707 W. 7TH A1lENUE, SUITE 200
.7POKANE, WA 99204
TELEPHONE: {509} 458fi840
Brief description of professional servic.esT materials, or equipment provtded or to be provided: Professional engineering and related senrices.
IMPDRTANT 1NFORMATION FOR YOUR PROTECT~ON: This notice is sent to inform
yau that v+re have or vviEl provide prafessianal services, materials or equipmenf for #he
improvement af your property. 11Ve expect t❑ be paici by the petson who vrdered our
services, but if we are not paidr we have the right to enforce aur clairn by f~ling a
construction lien against your property.
LEr4RN more about the fien laws and the meaning vf this notice by discussEng them wMh
your contrac#vr, suppliers, Department of Labor and Indus#ries, the firr-n sending you this
nvtNce, yrvur lender, or }rour aftvmey.
CC]MMON METHODS TO AVDID CDNSTRUCT1Oh1 LIENS; There are several r~ethvds
available ta protect yvur propert}r from construction liens. The fol9vwing are tnro of the mare
cvmnnonly used me#hods.
DUAL PAYCHECK (Joint Checks); When paying your contrac#or for servires or
materials, you may rnake checks payab1e to the contractvr and the firms furnishing you this
nv#ice.
LIEN RELEASES: Yow rnay require your con~actar to prov`rde IEen releases signed by► all
the supFliers and subcvntractors from whom you have received this no#ice. If they c,anno#
ob#ain Iien Teleases because you have not paid them, you rnay use the dual payee check
methad to protect yvurself. -
YOU SHOULD TAKE APPROPRIATE STEPS TO PROTECT YOUR PRDPERTY FROM
LlENS. ,
YOUR PRIME CONTRACTOR AND YOUR CO[VSTF~UCTION LENDER ARE REQUIRED
BY LAW TO GIVE YOU WRITTEIV 11VFORMATfQN A6OUT LIEN Cl`AIIUIS. IF YOU
HAVE hl€]T RECElVED IT, ASK THEM FOR IT.
STI ATFAcHMENT C
PAGE 2 DF2
`
e ~
S P O K AT-I' E C O U N T Y
DNISION OF ENGINEERING AND ROADS A DIVISION OE THE PUBLIC WORKS DEPARTMENT
William A. Johns: P.E., County Engineer
October 26, 1999
Todd Whipple, P.E.
CLC Associates, Inc.
707 West 7`h Avenue, Suite 200
Spokane, WA 99204
SUBJECT: 4I -Riverwalk 10`h Addition
2°a Submittal
Gentlemen:
We have conducted a cursory review of your October 21, 1999 submittal of Design Documents
for this project, and we have found that the submittal generally does not conform to the
requirements of the Spokane County Standards for Road and Sewer Construction or the
Guidelines for Stormwater Management. We are, therefore, unable to accept your submittal for
review at this time. -
The attached comment list contains the items of concern which we discovered, and it is not to be
construed as being comprehensive. If you have any questions about this review, please contact Ed
Parry at 486-3600. Thank you.
¢71
Sincerely,
William A. Johns, P. E.
Spokane County Engineer .
iw2 EJ. P , P.E.
Plan Review Engineer
encl.: Design Docurrtents - plans
Comments (1 page)
cc: project file
ceviewer (comrrients only)
Sponsor: Shorewood Hornes
1026 W. Broadway Ave. • Spokane, WA 99260-0170 •(509) 477-3600 FAX: (509) 324-3478 TDD: (509) 324-3166
1 ti
Todd W hipple, P.E.
P1414I - Riverwalk 10'h Addition
1" Submittal
October 26, 1999
Page 2 of 2 Items needed:
Remaining from 1 'submittal:
1) Does this plat have the right of ingress and egress over previous phases, out to Indiana and Barkef?
From ihis submittal
I) 208 Lot plans need to be coordinated with the Road and Drainage Plans. General items: coordinate floor
and easement dimensions, show dimension on property line where irregularly-shaped swale floor
straddles the property line, coordinate sidewalk
2) 208 swale details: need to coordinate with Lot Plans. Pond G: coordinate swale floor and easement
dimensions. Pond D: Show easement dimension on leg parallel to Grady Lane
3) "10' Utility Easement" across lot frontages should be modified to allow drainage, also
4) Need to indicate a dimension from a property corner to the drainage easement where easements do not
straddle the property line - affects ponds on comer lots
5) Please provide a fresh Submittal Checklist with each submittal
6) Please return all documents with the "OFFICIAL PUBLIC I?OCUMENT - SPOKANE COUNTY ENGINEER' S
OFnCE - OItIGINAL - RETURN TO COUNTY ENGINEER" stamp. We did not receive the plans and
calculations from the 1' submittal. We will need the plans, calculations and 208 Lot Plans from this
submittal to be returned with the next submittal.
. .
-
, . ---.;s • v
.
RECEIVED
Submittal Checklist
9
for Road & Drainage Projects in Spokane County - P1at~~h~~Tas
SPOKANE COUNTY ENGINEER
This Submittal Checklist is to be completed and signed by the Sponsor's Engineer, and included with each plan
submittal into the Spokane County Engineers Office. If this form is rzot fully completed and signed, do not
submit plans and calculutions to Spokane Courrty for review and acceptance. Incomplete submittals will be
returned and will cause unnecessary delays for your client. pECC VED
r-1 i~.
Project Name: ~ ►vervvz~* ''V.' I OT* Ao'? $T-1°0A
o-C-i-2-1 1999
SPokane CountY Project No. P1414 T Date: 47 Z~~~~TY ENGINEER
Project Engineer: -r&b.Q LVIkLPPLE Phone: ~SEb -40O40
Project Sponsor: 5~~~00~ ~m85 Phone: ~'4~
A. Preliminary Process
Prior to Submittal of Road and Drainage Plans, the following events are to have already occurr.ed:
(By checking each item ofrshown below, you are stating that you have verified these events/items hr,ve been completed.)
x ~ Adoption of a Hearing Examiner's Report for this long plat, or a Planning Report for this short plat.
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.
A Channelization Plan (e.g. signing and striping plan) of public roadway improvements, has been
coordinated and discussed witti 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 below, you are verifying that these items have been completed and are included in
this submittal. For arry box checked "rr/a", a written justification of any omissions at the end of this section is required.)
Item Descriptiun
✓ e•~ ~ Road and drainage plans, two print sets. (Certification statement on cover of plans) ✓
yes n/a ~One set of plans on 24" x 36" mylar media, or CAD electronic file --.DWG or.DXF format NA-
Each Plan Sheet of record is signed and dated by the project sponsor. ✓
("yes j 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.
~yes ~ The plans, Drainage Report, basin map(s), and any other calculations are stamped, signed ~
and dated by an engineer licensed in the State of Washington.
0 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.
es _ n/a Geotechnical Report, one set. (Include all soil test pit/boring logs.) sV~jTTE-Q3 '2$.171
<--yes n/a Structural Pavement Calculations, one set CovE9, L&rMe-
yes n a Cross-slope grade calculations for road widening projects.
L f ~
• ~ +~'f .i
. •
Item Description
yes n a Maintenance Manual and Sinking Fund calculations for drainage facilities located outside
of County road right-of-way.
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. /#4* ' mA60 Z~ ,%;2*f G*~ v""__
yes ~ Channelization Plan, or signing and striping information provided in the road plans. To be ~
~ included in road and drainage plan set.
des ~ n/a I have read the Hearing Examiner's Report (long plat), or Planriing Dept. Findings and
Conditions (short plat), for this project. The design meets the conditions in the report.
yes n/ Copy of Approved Design Deviations. Or~
_Cye;Or, n/a Fire District Approval, for private roads.
es~~ nla 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 ripht-of-way.
yes 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 are included in the plan
submittal.
_,'ves n/a InspectionAgreement between the sponsor and its engineer. ScJBrr1 aTE~p 9-7,J~A~ ~
yes n a For off-site easements to be granted to Spokane County, the following items shall be
included: legal description, exhibit, and proof of ownership.
Erosion Control Plan, required for "Major Land-Disturbing Activity." To be included in
yes (In/a
f
the road and drainage plan set. t~,l 07-e5 4 0.0 CZ
Explanation for any items listed above which are not included in this submittal:
(Note: an insufficient justification of why an item was not included in the submitted, or incomplete documents, may result in
the submitta] being 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 Stan ards for d& Sewer Construction, and the Guidelines for Stormwater
Management, except where an proved e' Deviation allo s otherwise.
Engineer's Signature• _ • Date: ~j • ' ~ ~
.
Engineer's Name:
(please print) .
If there are any questions about this form or appropriate procedures, please call Developmertt Services,
Spokane County Public Works, at (509) 456-3600.
For Spokane County Use Only
Submittal No: z Coun~ Plan Reviewer:
~ PAM
n
Returned to the engineer withoutiiso acceptance, See attached letter of explanation.
Processing Date:
~
Submittal Checklist 2
Spokane County Public Works; Apri129, 1998
* )
~O
Todd Whipple, P.E.
P1414I - Riverwalk 10dAddition
1" Submitia!
October 18; 1999 .
- Page 2 of 2 Items needed:
1) as the Fire District approved the hammerhead turnaround? The approval provided on the water plan
addresses the water plan s ificall , and does not address the road layout. A letter from the Fire District
will be acceptable. ~/i~ Does this plat have the right of ingress and egress over previous phases, out to Indiana and Barker?
~f The Pavement Section Design did not bear a signed, dated P.E. stamp, as indicated on the Submittal Checklist
4} Additional information is needed about the hammerhead turnaround at the easterly end of the project:
~ype of surface north of the curbline, distance to end of surfacing, radii, etc. It appears that the Fire
istnct will be running up some type of mountable curb to make the turning movement
6~A section plan sheet is typically provided for each of the "208" Lot Plans
6) PAsin Map: Needs to bear a note identifying the small berm from farnung operations on the east end of
the ProJ'ect as discussed during the J'oint site visit; this berm cuts off the flows from the offsite Parcel to
the east.
7) Drainage calculations:
a} The basins that drain to a common drywell are part of a larger overall basin. These subbasins
enerally have a swale that is sized for the "208" requirement of that subbasin, and any add.itional
flows would reach the ternlinal swale containing the dryweli(s). The time of concentration is based
on the tofal flow path for the basin. For example: The swale serving Basin I contains a drywell, so
that swale is a terminal swale, and should be sized to contain the peak volume from that basin. If the
concept intends to have some overflow reach the swale in Basin H, then some sort of hydrograph
routing is needed to demonstrate the peak volume to that swale, and that the Basin H swale can
contain the peak volume. The calculations provided generally indicate that the tenninal swale of the
group may not be adequately sized for the overflows from the upper swales serving the subbasins.
V4 The design storm event needs to be clarified - why are the swales evaluated at the 50-year event?
8) Need to include the Standard Notes indicated on the attached extract from the Guidelines for Stormwater
Management
9) Does the construction line shown lie outside of any required shorelines setbacks? r sk'lro 4c' /vm-
~
L ,
T ~
• ~ ~ ~ ~ ~
Appendix B
Standard Notes for Constructioa Ptans
The fotlowing standard notes are to be included in a road and drainage plan set, for privately sponsored
developments. These notes are app[icable to both public and private roads.
1) All work aad materials shall be in conformance with the "SPOK:ANE COUNTY STANDARDS
FOR ROAD AND SEWER CONSTRUCTION" 1995, and as amended. .2) ocations of existing utilities shown in the plans are approximate. Tbe Contractor shalt be
responsible for locating all underground utilities. Any conflicting utilities shall be relocated prior
to construction of road and drainage facilities.
3) .T'he Contractor is required to have a complete set of the ~appn~ road and drainage plans on the
job site whenever constructioa is in progress.
4) If the Contractor discovers any discrepancies between the pIans and existing conditions
✓encounte~red, the Cr,1777 ll inunediately notify the Design Engineer and the Spokane County
Engineer's O~c .
5) For construction of drywells, install filter fabric (Amoco 4545 or approved equivalent) between the
✓drywell harrel and the washed drainrock, and beiween the washed drauuock and the native soils.
~ 6 ~ior to site construction, the Contractor is responsible for Iocating underground utilities. Call the
.~~underground utility location service at 456-8000 before you dig.
Suppiemental Notes, When Annlicabie
7} For any curb grades Iess than 0.5% (0.005 ftJft), a Washington State-licensed Professional Land
Surveyor shall verify that the curb forms are at the grades noted on the approved plans, prior to
placeinent of curb material. The Contractor is responsible for arranging and coordinatuig work
with the Professional Land Swveyor.
- 8) The Contractor s6all emp[oy a licensed surveyor to verify that the cross-gutter forms are at the
correct plan grade prior to concrete placement. The cross•gutters shall be constructed prior to
paving, and the pavement shall then match the edge of concrete gutter.
Use note #9 wherever GPA swales are used:
9) The floor of a Grassed Percolarion Area (GPA) swale includes the level portion of the floor of the
~ swale, and the side slopes of the swale up to the GPA overflow elevation or top of drywell. The
soil located in the floor of the GPA swate shall be a medium to well-draining material, with a
mitimum infittration rate of 0.5 inches per hour. The Engineer shatl provide a written statement
which verifies that all GPA swales conform to thi.s requirement. This written statemern shall be
submitted to the Spokane County Engineec's Oifice prior to installing finished land.scaping/sod and
prior to final acceptance. The swale floor material shall be installed to a native soil stratum which
also meets or exceeds this minimum percolation rate of 0.5 inches per hour.
i'Votes ERI through ER4 are to be included in the plan set when erosion control facilities are required or
incorporated into the plans.
ER1) An Erosion/Sedimentation Controt (ESC) plan is required for this project. Implemeniation of the
_ ESC p(an, and construction, maintenance, and upgrading of the ESC facilities are the responsibility
of the Developer until all construction is completed and accepted by Spokane County, or until
vegetation is estabiished throughout the site, and accepted by Spokane County, whichever is later.
(
ER2) Approval of the ESC plan does not constitute approval of any of the proposed road, storm
drainage, grading or utility design eiements shown on the ESC plan.
ER3) The erosion/sedimentation control measures shown are the minimum requirements for the
anticipated site coaditiotis. The Contractor shall inspect and maiatain these ESC measures daily,
and shall maintain and upgrade these measures as necessary to prevent sediment-laden water frvm
either flowing off the site, or into new/existing storm drain.age facilities, such as drywells, culverts,
or gravel galleries.
ER4) The Contractor/Developer is responsible for installing Rock Construction Entries at any aad all
locations used to enter or exit the project site.
ERS) Geotextile fabric is to be placed on the iiim of drywelis, catch basins and inlets until such time the
vegetation oa the site is established and the threat of sediment deposition into the drainage system
is mitigated.
-erir -
. `c
Associates {nc. ` - -
_
F,ORMER Y ~A•AMUM~~~~C-N..ft I-
October 21, 1999
CLC #99176
. S._oy R x
'2 00 Spokane County Engineers REC-EIVED
77. 1Nn 7 F~ S u l l}~
s~k~►rn V~/A 992;04 1026 W. Broadway Ave.
~ 5~09; 4s 6840 ; Spokane, WA 99260-0170 0 C 1 2 1 1999
Spak Attn: Ed Parry ~~~M ~ER
an~;~ WAr~ D~~ver, CO
Re: Rivenrvalk 10th Addition (P1414-I)
Street and Storm Drainage, 2"d submittal
1 . G ' t . ~tv
„r,• y -
I ~ : yy I
Dear Ed:
,.}r
The following items have been revised per the comments in your letter dated
! Y . i w nd
.f, October 18, 1999 and are included for the 2 submittal for review of the above
referenced project:
~ . y~~~! ■ A completed submittal checklist, signed and dated by Todd R.
Whipple, P. E.
. - .
; .
.
' ■ Two bond copies of the plan set, signed by Susan Murphy for the
sponsor, and stamped, signed and dated by the Project Engineer,
- - Todd Whipple, P.E. ;
r ~
: i~~~~"~.~¢ ~f °;~~t A copy of the lot plans and typical pond sections for each (
. ,
` residential lot pond.
r, 'r' :e t •'Y~
~=~~Y~' ~~:;1 ■ The Pavement Design cover letter signed, stamped and dated by
. ,
~ the Project Engineer, Todd Whipple, P.E., as requested.
:
~
- ■ Two copies of the Drainage report, with revisions to the report and
~ .
Basin Map, as requested.
~
r
~
~ r-~d~ ■ A copy of the approval letter from Fire District #1.
~ P~~~ , . •~~,Y<s.-` ~
, , • ~~~~r ' r,
}44~~~`~ As this is the end of the paving season, we respectfully request a prompt review
of this project. We would like to submit mylars by the middle of next week. We
would also request the bond amount for our client, Shorewood Homes. Please
' call if you have any questions or concerns regarding this submittal.
,
) Mh.,
~ p f
Sincerely, .
CLC ASSOCIATES INC.
i I _ Vy~~: ~ •
\ / ~1~"a ` ~si\~
1~~ II I s , •
Nelson W. Ogren, E.I.T.
~~'Planning °-@t1C.
'~lrchi ur `x-; '
S
L nds~p Archit • ur~e-A~ 'L nd Surveying J.- lDocuments1991761sttb2
L~~
~ 'n~~ -
Wrtinko Ergimer+ny. uontsetun, Larosm" mdrmcnw, Lrie &uwWny
CLC ASSOCIATESr INC.
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SPOKANE{ WA • DENVER, CO
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~ DRAINAGE TECHNICAL REPORT
for the
' RECEIVED
OCT 2 1 1999 FJVERWALK 10TH
-
SPOKANECOUNTYENGINEEADDIr--1ION PUD
9
CLC No. 99176
~
^ OCTOBER 1999
j~ Prepared for:
j SHOREWOOD HOMES
3901 Schreiber Way
~ Coeur d'Alene, ID 83814
Prepared By :
M-- C.L. C. Associates, Inc.
707 W. 7th Avenue
~ Suite 200
~ Spokane, WA 99204
~ (509)458-6840
~
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DRAINAGE REPORT
~ for the
Riverwalk l Oth Addition PUD Y
Plat
~
- ~
Spokane County, Washington
~
21 svo/
October 1999
^ The design improvements shown in this set of plans and calculations conform to the applicable
__j editions of the Spokane County Standards for Road and Sewer Construction and the Spokane
County Guidelines for Stormwater Management. All design deviations have been approved by the
~ Spokane County Engineer. I approve these plans (calculations) for construction.
This report has been prepared by Nelson W. Ogren of CLC Associates, Inc. under the direction of
the undersigned professional engineer whose seal and signature appear hereon.
C02 ~o
- ~
0 25V
IQN,~
~ EXPIRES 9/24/
Todd R. Whipple, P.E.
~
Riverwalk lOth Addition PUD
Drainage Narrative
~
~
~
GENERAL
The Riverwalk lOth Addition PUD Plat is a 10.04 acre development of 30 single family
residential lots located north and east of the intersection of Indiana Avenue and Barker Road,
~ within Spokane County, Washington. The site is currently vacant with field grass, alfalfa and
fallow fields as the predominant land cover and vegetation. Single family residential
` developments lie directly adjacent to the south and west. A 1" to 400' scale vicinity and location
~ map have been included within the technical section of this document.
~ PURPOSE
The purpose of this report is to determine the extent of storm drainage facilities which will be
~ required to dispose of the increase in stormwater runoff created by the development of the
- Riverwalk lOth Addition plat. The storm drainage facilities on this project have been designed to
_ dispose of runoff from a ten-year design storm, as required by the Spokane County Guidelines for
Stormwater Manaizement. Calculations are also included to illustrate the extent of containment
for the 50-year storm event.
This development is within the Aquifer Sensitive Area of Spokane County and is therefore
~ subject to'208' reyuirements. For this project, the 10 and 50-year intensity curves from the
r--h Spokane, Medical Lake, Reardon, Cheney and Rockford areas were used, as well as the SCS iso-
° pluvial rainfall curves. Per direction from Spokane County, the SCS curves have been further
refined with the NOAA iso-pluvial curves.
Y ANAL YSIS METHODOLOGY
Per the Spokane County Guidelines for Stormwater Manaizement, the Rational Method, which is
recommended for basins less than ten acres in size, was used to determine the peak discharges
~ and runoff volumes for all onsite basins.
~ PROJECT DESCRIPTION
This phase of the Riverwalk plat comprises 30 of the 393 lots in the approved preliminary plat
^and SEPA documents. The Riverwalk l Oth Addition subdivision is located in the NE 1/4 of the
SW 1/4 of Section 8, T. 25 N., R. 45 E., W.M. within Spokane County, Washington.
>
,
- CLC Associates, Inc. D 1 Riverwalk 10th Addition Plat
~
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~
° TOPOG.RAPHY
The existing site naturally drains to the north, sloping gently towards the Spokane River from
Indiana Avenue. Within the Plat the natural topo aPhY was used as much as Possible to route
~
storm drainage. However, due to the flat slopes and the County's minimum requirements for
~ slope, the roadway profiles have been forced to facilitate drainage by localizing low spots for
pond placement. Due to the flat slopes encountered, no concentrated pre-existing flows were
observed nor were there any signs that anything other than sheet flow and ground absorption
~have occurred on this site.
r The general slopes within this plat vary from flat to nearly flat with the maximum existing slope .
of 2.5%. Generally, the area within this platted portion of the overall preliminary plat would be
characterized as flat. For development purposes as stated the natural sloping was used for design
and is maintained as possible throughout the project.
J
Y- SOILS
- As can be seen from the accompanying soils map from the Spokane County Soils Survey as
performed by the SCS, the site consists of one type of soils within the Class B type. This soil
type is described as follows.
~ GgA - Garrison gravelly loam, 0 to 5 percent slopes: Soils within this soil type are somewhat
„-J excessively drained soils formed in gravelly glacial outwash material from a variety of igneous
rock. Surface runoff is slow, and the hazard of erosion is slight. Spokane County Guidelines for
Stormwater Manap-ement indicate this to be a Soil Group Type B and pre-approved for drywell
installation.
- DRAINAGE NARRATIVE
~
` Offsite
Based upon the general geographic tendencies surrounding,this site, no offsite flows are expected
for this phase.
~
- , Onsite
All runoff within the dxainage basin will be collected and treated using the '208' runoff method as
described in the Spokane County Guidelines for Stormwater ManaQement. From high points in
3 the proposed road improvements, designed inlet locations and the assumed lot grading, the
proposed Riverwalk lOth Addition was divided into 9 basins (A through I). These basins have
been combined where practical to utilize the same drainage facilities. Table No. 1 lists the basins
and pond combinations for reference.
CLCAssociates, Inc. D2 Rivenvalk lOth Addition Plat
r-
i
l
a~
The contributing runoff from the impervious street area is designed to flow to downstream ponds
~ by placement of curb inlets, which divert runoff into the grassy '208' ponds for treatment. The
~ runoff from each basin is directed to ponds within the basin. When the intermediate ponds in
w= basins A, C, G, H and I reach their capacity, the stormwater flows back into the gutter, to the next
downstream pond, then into the drywell for final disposal. The drainage basi_ns and ponds are
shown on the basin map at the back of this report.
~ DRAINAGE CALCULATIONS SUMMARY
Bowstring calculations have been included for individual basins to determine the extent of storm
drainage facilities required for the 10-year storm event. Weighted "C" Runoff Coefficients were
calculated for each basin of less than 10 acres as required by the Spokane County Guidelines for
Stormwater Manaizement. Table No. 1 includes the basin size, street and total impervious areas,
and runoff coefficients. The storage volumes of adjacent basins A, B& C, D& G, and E, H& I
~ were combined for efficient use of drainage facilities. The basin characteristics are summarized
below with the remaining calculations in the appendix.
3
Table No. 1- Basin Summary ,
.
~ . Basin Total Total Street Imp. Total. : - - Runoff.
Area Acreage Area Impervious . Coefficient .
~ . . (SF) (CF) (SF) (SF) . "C"
~ i
A 8,318 0.191 2,322 4,822 0.56
B 13,931 0.320 32961 8,961 0.61
C 15,915 0.365 5,437 1030437 0.62
D 361451 0.837' 6,914 123,914 0.38
E 46,239 1.062 8,764 161,764 0.39
~F 27,627 0.634 5,637 9,637 0.38
a
G 51,033 1.172 7,012 15,012 0.34
H 17,801 0.409 21170 6,170 0.38
I 42,054 0.965 41544 12,544 0.34
~ A, B& C 38)164 0.876 11,720 24,220 0.61
~ D& G 87,484 2.008 13,926 271926 0.36 E, H& I 106,094 2.436 15,478 351,478 0.37
CLC Associates, Inc. D3 Riverwalk lOth Addition Plat
~
Provided storage volumes shown in the bowstring calculations were determined using the pond
bottom areas, 6 inch depths in intermediate ponds (A, C, G, H& I) and 0.9 foot depths for ponds
with structures at the end of the flows (B, D, E& F).
~ '208' Calculations
The '208' storage volume for each basin was designed to adequately contain the runoff created by
the first half-inch of rainfall upon the street impervious areas within the basin it serves. The
provided pond bottom areas show the water quality treatment to a depth of 6 inches with no side
slopes. Within basins A, B& C, D& G, and E, H& I, preliminary upstream ponds were
designed to provide water quality treatment to 6 inches, then overflow back into the gutter and to
W the next downstream pond. Table No. 2 summarizes the requirements and designs of the ponds
-~by basin.
~ Table No. 2- Pond Requirement Summary
0 I 8 e- 0 0- ~ . il
'in S. ' e e ov c
A 194 200 250 100 -
~ B 330 400 -49 360 1-Type B
v C 453 400 598 200 -
D 576 _ 580 110 522 1-Type B
_j
~ E 730 750 229 675 1-Type B
~ F 470 500 237 450 1-Type A
~ G 584 600 1072 300 -
~ H 181 330 384 165 -
I 379 330 882 165 -
A, B& C 977 1,000 384 660 1-Type B
D& G 19161 19180 681 822 1-Type B
E, H& I 11290 19410 985 1000 I-Type B
BOLD - Final basin combinations
Y * Type A is a Spokane County Standard Drywell - Single Depth, Capacity 0.3 cfs
Type B is a Spokane County Standard Drywell - Double Depth, Capacity 1.0 cfs
~
~
CLC Associates, Inc. D4 Riverwalk lOth Addition Plat
~
Inlet Calculations
\ Inlet calculations are provided for all inlets within the basin. The calculation worksheets for the
10 and 50-year storm events for inlets on continuous grades and in sump conditions are provided
~ in the appendix. By-pass flows were calculated for each inlet on a continuous grade, and added to
the following inlet.
~
__j CONCL USION
As demonstrated by the calculations and body of this report the storm drainage facilities provided
V in this design will adequately remove from the streets, store and dispose of the stormwater from
the site for the 10-year design storm as required by Spokane County. Calculation worksheets for
the 50-year storm event have been provided to evaluate the performance of the designed drainage
~ facilities. Additionally, the required '208' treatment area is provided for the runoff from the street
~ impervious areas.
~
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~
. ~
CLCAssociates, Inc. DS Riverwalk lOth Addition Plat
d
~
~ APPENDIX
MAPS
VICINITY MAP
~ SOILS MAP
~
DEVELOPED BOWSTRING CALCULATIONS
10-Year Design Storm
50-Year Storm Event
Inlet Calculations
D
BASIN MA►P
~
NIAPS
: VICINITY MAP
J S OIL S MAP -
~
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BOWSTRING CALCULATIONS.
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PERK FLQW CA!„CLILATdQN PROJECT: RIVERWALI( 10th BOWSTRING METNOD PROJECT: RIIIERWALK 10th
10-Yr [7esign Storm 6ASIN; R DE7ENTION BASIN D€SIGN BASIN: A
pESIGNER: NWD
Tof. Area 0.19 Acres 8318 SF QATE: 1D12019$
Imp. Area 4822 SF
c = 0.56
Lawns - 0.10 Time Inerement (min) 5
Impervious - 0.90 Time of C4nc. (minJ 5.00
CASE 1 Outtlow (cfs) 0.01
De5ign Year Flaw 10
40 ft. Overland Flow Area ~acresJ 4.19
Impervious Area (sq ft) 4822
Ct = 0,15 'G' Factar 0.56
l, = 40 ft. Area' C 0.11
n= 0.40 Street Area 2322
S = 0.010
Tc = 3.15 min., by Equatian 3-2 af Guidelinea TIfiB Time Inc, Intens. Q Devel. VQl.ln Val.(3uf Storage
(min) (sec) [inthr) (cfO (cu ft) (cu ft) (cu ft)
144 ft. Guttar ffow ____w=== _-===:wr
5.44 300 3,18 0.34 138 3 335
Zi = 54.0 For Z2
Z2~ 15 TypeA=l.a 5 300 3,78 0.94 938 3 935
n= 0A16 RaiJed=3.5 10 sao 224 4.24 145 5 139
5= 4,0130 15 900 1,77 4.19 172 9 163
ZO 1206 1,45 0.18 l98 12 176
d= 0.095 ft. 25 1500 1.21 0.13 196 15 181
30 1800 1.04 0,11 202 18 184
R R Q Tc Tctatal I 4c 35 2100 0.81 6.10 266 21 185
40 2400 0.82 0.09 292 24 1$9
0,24 0,05 0.34 1.68 SAO 118 0.34 45 2700 0.74 0.08 315 27 185
50 3000 0.58 0.07 220 30 190
Qpeak for Case 1~ 0 34 cfs 55 3300 0.64 0,67 227 33 194
60 3600 0,61 0.47 237 36 201
65 3900 060 0.06 252 39 213
CASE 2 70 4244 0.58 0.06 262 47 220
=W===== 15 4540 4655 4,05 271 45 226
Ca5e 2 a5sume& a Time cf Gancentratian 3ass #harl 5 m IrlsJfeS S4 that 80 4800 O.53 0.06 274 48 226
tha peak flow =.90(3.18){Imp. Area} ~ 0,32 cfs 85 5100 0.52 0.06 296 51 235
94 5400 0.60 0.05 299 54 237
95 5700 0.49 4.05 301 57 244
50, the Peak flaw for the Basin is the greater of the two flaws, 100 6000 0.48 0.05 310 60 254
0.34 cfs
248' QRAINAGE POND GA,LCUEATIONS
Provided'208' Area 200 sq f#
Required'2Q8',4rea 194 sqft
ORYWELL REAUIRENiENTS -1D YR DESIGN ST4RM
Provided 5torage Volume 100 cu ft@ 0.54' depth
Maximum 5torage Required by Bowstring 250 cu ft
hiumber and Type of Orywelfs Required 0 Single
ERR Double
~L--J
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METH00 PROJECT; RIVERWALK tOth
10-Yr Design Storm BASIN: B DETENTION BASIN DESIGN BASIN: B
DESIGNER: NWO
Tot. Area 0.32 Acres 13931 SF DATE: 10/20199
Imp. Area 8961 SF
c = 0.61
Lawns • 0.10 Time Increment (min) 5
Impervious - 0.90 Time of Conc, (min) 5.00
CASE 1 Outflow (cfs) 1.0
Qesign Year Flow 10
46 ft. Overland Flow Area (acres) 0.32
Imperoious Area (sq ft) 8961
Ct= 0,15 'C Factor 0.61
L= 40 ft. Area ' C 0.20
n= 0.40 SUeet Area 3961
S = 0.010
Tc = 3.15 min., by Equation 3-2 of Guidelines Time Time Inc. Intens. Q Devel, Vol.ln Vol.Out Storage
(min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
100 ft. Gutter Flow
• 5.00 300 3.18 0.63 251 300 -49
Z1= 50,0 Far Z2
Z2 = 3.5 Type A=1.0 5 300 3.18 0.63 251 300 -49
n= 0.016 Rolled = 3.5 10 600 2.24 0.44 265 600 -335
S= 0.0130 15 900 1.77 0,35 314 900 -586
20 1200 1.45 0.29 342 1200 -858
d= 0.120 ft. 25 1500 1.21 0.24 357 1500 -1143
30 1800 1.04 0.20 368 1800 -1432
A R Q Tc Tc total I Qc 35 2100 0.91 0.18 376 2100 -1724
40 2400 0.82 0.16 387 2400 -2013
0,39 0.06 0.63 1.03 5.00 3.18 0.63 45 2700 0.74 0.15 393 2700 -2307
50 3000 0.68 0.13 401 3000 -2599
Qpeak for Case 1= 0.63 c#s 55 3300 0.64 0.13 415 3300 -2885
60 3600 0.61 0.12 432 3600 -3168
65 3900 0.60 0.12 460 3900 •3440
CASE 2 70 4200 0.58 0.11 479 4200 -3721
75 4500 0.56 0.11 496 4500 -4004
Case 2 assumes a Time of Concentratian less than 5 minutes so that 80 4800 0.53 0.10 500 4800 -4300
the peak flow =.90(3,18)(Imp. Area) = 0.59 cfs 85 5100 0.52 0.10 521 5100 -4579
90 5400 0,50 0.10 531 5400 -4869
95 5700 0.49 0.10 549 5700 •5151
So, the Peak flow for the Basin is the greater of the lwo flows, 100 6000 0,48 0,09 566 6000 •5434
0.63 cfs
208' DRAINAGE POND CALCULATIONS
Provided'208' Area 400 sq ft
Required'208' Area 330 sq ft
ORYWELL REQUIREMENTS -10 YR DESIGN STORM
Provided Storage Volume 360 cu ft Q 0.90' depth
Maximum Storage Required by Bowstring -49 cu ft
Number and Type of Drywells Required 0 Single
1 Double
0
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK tOth
10•Yr Design Storm BASIN; C DETENTION BASIN DESIGN BASIN: C
OESIGNER; NWO
Tot. Area 0.37 Acres 15915 SF DATE: 10120/99
Imp. Area 10437 SF
C = 0.62
Lawns - 0.10 Time Increment (min) 5
Imperoious - 0.90 Time af Conc. (min) 6.59
CASE 1 Outflow (cfs) 0.01
Design Year Flow 10
40 ft. Overland Flow Area (acres) 0.37
Imperoiaus Area (sq ft) 10437
Ct = 0.15 'C' Factor 0.62
L= 40 fi, Area' C 4.23
n= 0.40 Street Area 5437
S = 0,010
Tc = 3.15 min., by Equation 3-2 af Guidelines Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
(min) (sec) (inmr) (cfs) (cu ft) (cu ft) (cu ft)
280 ft. Gutter flow _
6,59 395 2.75 0.63 333 4 329
Z1= 50.0 For Z2
72 = 3.5 Type A=1.0 5 300 3.18 0.73 292 3 289
n= 0.016 Rolled = 3.5 10 600 2,24 0.51 308 6 302
S= 0.0080 15 900 1.77 0.40 364 9 355
20 1200 1.45 0.33 398 12 386
d= 0.132 ft. 25 1500 1.21 0.28 415 15 400
30 1800 1.04 0.24 428 18 410
A R Q Tc Tc total I Qc 35 2100 0.91 0.21 437 21 416
40 2406 0.82 0.19 450 24 426
0.47 0.07 0.63 3,44 6.59 2.75 0.63 45 2706 0.74 0.17 456 27 429
50 3000 0.68 0.16 466 30 436
Qpeak for Case 1= 0.63 cfs 55 3300 0,64 0,15 482 33 449
60 3600 0.61 0.14 501 36 465
65 3900 0.60 0.14 534 39 495
CASE 2 70 4200 0.58 0.13 556 42 514
75 4500 0.56 0.13 575 45 530
Case 2 assumes a Time of Concentration less than 5 minutes so that 80 4800 0.53 0.12 581 48 533
the peak Flow =.90(3.18)(Imp. Area) = 0.69 cfs 85 5100 0.52 0.12 605 51 554
90 5400 0.50 0.11 616 54 562
95 5700 0.49 0.11 638 57 581
So, the Peak flow for the Basin is the greater of the two flows, 100 6000 0.48 0.11 658 60 598
0.69 cfs .
208' ORAINAGE POND CALCULATIONS
Provided'208' Area 400 sq ft
Required'208' Area 453 sq ft
DRYWELL REQUIREMENTS • 10 YR DESIGN STORM
Provided Storage Volume 200 cu ft@ 0.50' depth
Maximum Storage Required by Bowstnng 598 cu ft
Number and Type of Drywells Required 0 Single
ERR Dauble
~ i ; ( 1 f ~ ~ f I 1 L-J L 1 I 1 L ~ t l L ~ J E ? [ l ~ 1 f f ~ 3 ! 1 I
PEAK FLOW CALCULATION PROJECT' RIVERfIIrALK 10th BOWSTRING METHOD PROJECT; RIVERWALK 1Oth
10-Yr Design StQrm BASIN: D DETENTION BASIAI OESIGN BASIN: D
DESIGNER; NWO
7at. Rrea 0.84 Acres 36451 SF DATE: 10/20/99
Imp. Area 12914 5F
C = 0.38
Lawns- 0.10 Time Increment (min) 5
Impervious - 0.90 Time of G4nc, (min) 9,86
CABF-1 Outflow (cfs) 1.0
Qesign Year Flow 10
160 ft, Ouerland Flaw Area (acres) 014
Imperviaus Area (sq f#) 12914
Ct = O.15 'C' Factor 0.38
L= 1s0 ft. Area ` C 0.32
n= 0.44 Street Atea 6914
5 = U.014
Tc = 7.24 min., by Equation 3-2 of Guidelines Time Time Inc. Intens. 0 L}evel. 1laLln Vol,4ut Storage
(min) (sec) {inlhr} ~Cfs) (cu fl) (cu ft) (cu tk)
180 ft. Gutter flow mr==;===-
a.ss 532 2,39 0.77 546 532 15
Z1 = 50,0 Far Z2
Z2 ~ 3.5 Type A= 1,0 5 300 3,18 1.02 410 304 114
n= 0,416 Ralled = 3,5 10 BOa 2,24 0.72 433 600 -167
5= 0.4160 15 900 1,77 0.57 513 900 -397
zo 1200 145 0,47 560 1204 -sao
d= 0,125 ft. 25 1500 1,21 0.39 584 1544 -916
30 1500 1,04 0.33 602 1aoa -1198
A R Q 7c Tctotal I Qc 35 2100 0,91 0.29 614 2140 -1486
44 2404 0.82 0.26 632 2490 -176$
0,42 0.06 0,77 1.62 a.as 239 0,77 45 2700 0.74 0,24 saz 2700 -2058
50 3000 0.68 0,22 555 aoao r2345
OpE8IC fOf C38B j= 0.77 Gf5 55 3300 0.64 0,21 678 3300 -2622
so 3600 0.61 0.20 705 3600 -28e5
ss 3900 0.60 0.19 751 3900 -3149
CASE 2 74 4200 0.58 0.19 792 4200 -341B
W==--== 75 4500 0.56 0.18 809 450p -3891
CaSe 2 assumes a Time of Concentration less than 5 minules so thak aa 4800 0,53 0.17 817 4500 -3983
fhe peak flow -,90(3,1$)(Imp. Ares) = 0.85 cfs 85 5100 0.52 0.17 B59 5100 -4249
90 5400 0.50 0.16 867 5400 -4533
95 574D 0,49 0.16 897 5100 -4803
So, the Peak flqw far the Basin is the greater of the twa flows, 100 6004 4,48 0.13 925 6000 -5075
4.85 cfs
ao$' ORAINAGE PDNQ CALGULATIONS
Pravided '208' Area 580 sq ft
Required'209"Area 576 5qft
DRYWELL REQUIREME NTS -14 YR DESIGN STORM
Prouided Starage Volurne 522 cu ft @ 0.90' depth
Maximum 8tarage Required by Bawstring 110 cu ft
' Number aRd'fype of Drywells Required 0 3ingle
. 1 Double
PEAK FLOW CALCULATION PROJECT; RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
10-Yr Design Stortn BASIN; E DETENTION BASIN DESIGN BASIN: E
DESIGNER: NWO
Tot, Area 1.06 Acres 46239 SF DATE: 10f20l99
Imp. Area 16764 SF
C = 0.39
Lawns - 0.10 Time Increment (min) 5
Imperoious • 0.90 Time of Canc. (min) 7.82
CASE 1 Outflow (cfs) 1.0
Design Year Flow 10
115 ft, Overland Flow Area (acres) 1.06
Impervious Area (sq ft) 16764
Ct = 0.15 'C' Factor 0.39
L= 115 ft. Area' C 0.41
n= 0.40 Street Area 8764
S = 0,010
Tc = 5.94 min., by Equation 3-2 of Guidelines Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
(min) (sec) (in1hr) (cfs) (cu ft) (cu ft) (cu ft)
220 ft, Gutter flow
7.82 469 2,54 1.05 662 469 193
Z1= 50.0 For Z2
Z2 = 3.5 Type A=1.0 5 300 3,18 1.32 529 300 229
n= 0.016 Rolled = 3.5 10 600 2.24 0.93 559 600 -01
S= 0.0150 15 900 1.77 0.73 662 900 -238
20 1200 1.45 0,60 722 1200 478
d= 0,142 ft. 25 1500 1.21 0.50 753 1500 -747
30 1800 1.04 0.43 776 1800 -1024
A R Q Tc Tc total I Qc 35 2100 0.91 0.38 792 2100 -1308
40 2400 0.82 0.34 816 2400 -1584
0.54 0.07 1,05 1,88 7.82 2.54 1.05 45 2700 0.74 0.31 828 2700 -1872
50 3000 0.68 0.28 845 3000 -2155
Qpeak for Case 1= 1.05 cfs 55 3300 0,64 026 875 3300 -2425
60 3600 0.61 0,25 910 3600 -2690
65 3900 0.60 0.25 969 3900 -2931
CASE 2 70 4200 0.58 0,24 1009 4200 -3191
75 4500 0.56 0.23 1044 4500 -3456
Case 2 assumes a Time of ConcQntration less than 5 minutes so that 80 4840 0.53 0.22 1054 4800 -3746
the peak Flow =.90(3.18)(Imp. Area) = 1.10 cfs 85 5100 0.52 0.22 1099 5100 -4001
90 5400 0.50 0.21 1118 5400 4282
95 5700 0.49 0.20 1157 5700 -4543
So, the Peak flow for the Basin is the greater af the hvo flows, 100 6000 0.48 0.20 1193 6000 -4807
1.10 cfs
208' DRAINAGE POND CALCULATIONS
Provided'208' Area 750 sq ft
Required'208' Area 730 sq ft
DRYWELL REQUIREMENTS -10 YR DESIGN STORM
Provided Storage Volume 675 cu f1 @ 0,90' depth
Maximum Storage Required by Bowstring 229 cu fl
Number and Type of Drywells Required 0 Single
1 Double
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th 80WSTRING METHOD PROJECT; RIVERWALK 10th
10-Yr Design Storm BASIN; F OETENTION BASIN DESIGN BASIN: F
OESIGNER: NWO
Tot. Area 0.63 Acres 27627 SF DATE: 10f20l99
Imp. Area 9637 SF
C = 0.38
Lawns - 0,10 Time Increment (min) 5
Impervious - 0.90 Time of Conc. (min) 7.01
CASE 1 Outflow (cfs) 0.3
Design Year Flow 10
130 ft, Overland Flow Area (acres) 0.63
Impervious Area (sq fi) 9637
Ct = 0.15 'C Factor 0.38
L= 130 ft. Area' C 0.24
n= 0.40 Street Area 5637
S = 0.010
Tc = 6,39 min., by Equation 3-2 of Guidelines Time Time Inc. Intens. Q Devel, Vol.ln Vol.Out Storage
(min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
50 ft,Gutterflow
7.01 420 2.68 0.64 363 126 237
Z1= 50.0 For Z2
Z2 = 3.5 Type A=1,0 5 300 3.18 0.76 307 90 217
n= 0.016 Rolled = 3,5 10 600 2.24 0.54 324 180 144
S= 0.0080 15 900 1.77 0.43 384 270 114
20 1200 1.45 0.35 419 360 59
d= 0.133 ft. 25 1500 1.21 0.29 437 450 -13
30 1800 1.04 0.25 451 540 -89
A R Q Tc Tc total I Qc 35 2100 0,91 0.22 460 630 -170
40 2400 0,82 0.20 474 720 -246
0.47 0.07 0.64 0.61 7.01 2.68 0.64 45 2700 0.74 0.18 481 810 -329
50 3000 0.68 0.16 491 900 -409
Qpeak for Case 1= 0.64 cfs 55 3300 0.64 0,15 508 990 -482
60 3600 0.61 0.15 528 1080 •552
65 3900 0.60 0,14 563 1170 -607
CASE 2 70 4200 0.58 0.14 586 1260 -674
75 4500 0.56 0.13 606 1350 -744
Case 2 assumes a Time of ConcenVation less than 5 minutes so that 80 4800 0.53 0.13 612 1440 -828
the peak flow =,90(3,1 S)(Imp. Area) = 0.63 cfs 85 5100 0.52 0.13 638 1530 -892
90 5400 0.50 0.12 649 1620 -971
95 5700 0,49 0.12 672 1710 -1038
So, the Peak flow far the Basin is the greater af the two flows, 100 6000 0.48 0.12 693 1800 -1107
0.64 cfs
208' DRAINAGE POND CALCULATIONS
Provided '208' Area 500 sq ft
Required '208'Area 470 sq ft
DRYWELL REQUIREMENTS -10 YR DESIGN STORM
Provided Storage Volume , 450 cu ft@ 0.90' depth
Maximum Storage Required by Bowstring 237 cu ft
Number and Type of Drywells Required 1 Single
0 Doubie
L-J L
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT; RIVERWALK 101h
10-Yr Design Storm BASIN: G DETENTION BASIN DESIGN BASIN; G ,
DESIGNER: NWO ,
Tot. Area 1.11 Acres 51033 SF DATE: 10120199
Imp. Area 15012 SF
, c = 0.34
Lawns - 0.10 Time Increment (min) 5
Impervious - 0,90 Time of Conc. (min) 5.94
CASE 1 Outflow (cfs) 0.01
Design Year Flow 10
140 ft. Overland Flow Area (acres) 1,17
Impervious Area (sq ft) 15012
Ct = 0.15 'C Factor 0.34
L= 140 ft. Area ' C 0.39
n= 0.40 Street Area 7012
S = 0.010
Tc = 6.68 min., by Equation 3•2 of Guidelines Time Time Inc. Intens, 0 Devel. Vol,ln Val.Out Storage
(min) (sec) (inlhr) (cfs) (cu ft) (cu it) (cu ft)
250 ft. Gutter flow
8,94 536 2,38 0.93 672 5 666
Z1= 50.0 For Z2
Z2 = 3.5 Type A=1.0 5 300 3,18 125 502 3 499
n= 0.016 Rolled = 3.5 10 600 2,24 0.88 531 6 525
S= 0.0140 15 900 1,77 0.70 628 9 619
20 1200 1,45 0,57 685 12 673
d= 0.138 ft. 25 1500 1,21 0.48 714 15 699
30 1800 1,04 0,41 737 18 719
A R Q Tc Tc total I Qc 35 2100 0.91 0.36 752 21 731
40 2400 0.82 0,32 774 24 750
0.51 0.07 0.93 2.26 8.94 2,38 0.93 45 2700 0.74 0.29 786 27 759
50 3000 0.68 0.27 802 30 712
Qpeak for Case 1= 0.93 cfs 55 3300 0.64 0,25 830 33 797
60 3600 0.61 0.24 863 36 827
65 3900 0.60 0.24 920 39 881
CASE 2 70 4200 0.58 0.23 958 42 916
75 4500 0,56 0.22 991 45 946
Case 2 assumes a Time of Concentrabon less than 5 minutes so that 80 4800 0.53 0.21 1000 48 952
the peak flow =.90(3.18)(Imp. Area) = 0.99 cfs 85 5100 0,52 0.20 1042 51 991
90 5400 0.50 0.20 1061 54 1007
95 5700 0.49 0.19 1098 57 1041
So, the Peak flow for the Basin is the greater of the two flows, 100 6000 0.48 0.19 1132 60 1072
0.99 cfs
208' ORAINAGE POND CALCULATIONS
Provided'208' Area 600 sq ft
Required'208' Area 584 sq ft
DRYWELL REQUIREMENTS -10 YR DESIGN STORM
Provided Storage Volume 300 cu ft@ 0.50' depth
Maximum Storage Required by Bowstring 1072 cu ft
Number and Type of Drywells Required 0 Single
ERR Double
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT; RIVERWALK 10th
10-Yr Design Storm BASIN: H DETENTION BASIN DESIGN BASIN: H
DESIGNER: NWO
Tot. Area 0.41 Acres 17801 SF DATE: 10120199
Imp. Area 6170 SF
C = 0.38
Lawns - 0.10 Time increment (min) 5
Impervious - 0.90 Time af Conc. (min) 7.15
CASE 1 Oufflow (cfs) 0.01
Design Year Flow 10
115 ft, Overland Flow Area (acres) 0.41
Impervious Area (sq ft) 6170
Ct = 0.15 'C' Factor 0.38
L= 115 ft. Area " C 0,15
n= 0,40 Strest Area 2170
S = 0.010
Tc = 5.94 min., by Equatlon 3-2 of Guidelines Time Time Inc. Intens. Q Devel, Vol.ln Vol.Out Storage
(min) (sec) (inmr) (cfs) (cu ft) (cu ft) (cu ft)
115 ft. Gutter flow
7.15 429 2.66 0.41 235 4 231
Z1= 50.0 ForZ2
Z2 = 3.5 Type A=1.0 5 300 3.18 0.49 197 3 194
n= 0.016 Rolled = 3.5 10 600 2.24 0.35 208 6 202
S= 0.0160 15 900 1.77 0.27 246 9 231
20 1200 1.45 0.22 269 12 257
d= 0.099 ft. ~ 25 1500 121 0.19 280 15 265
30 1800 1.04 0.16 289 18 271
A R Q Tc Tc total I ac 35 2100 0.91 0,14 295 21 274
- - - - 40 2400 0.82 0,13 304 24 280
-
026 0.05 0.41 1,21 7.15 2.66 0.41 45 2700 0,74 0,11 308 27 281
50 3000 0,68 0.10 315 30 285
Qpeak for Case 1= 0.41 cfs 55 3300 0.64 0.10 326 33 293
60 3600 0.61 0.09 339 36 303
65 3900 0.60 0.09 361 39 322
CASE 2 70 4200 0.58 0.09 376 42 334
75 4500 0.56 0.09 389 45 344
Case 2 assumes a Time of Concentration less than 5 minutes so that 80 4800 0.53 0.08 392 48 344
the peak flow =.90(3.18)(Imp. Area) = 0,41 cfs 85 5100 0.52 0.08 409 51 358
90 5400 0.50 0.08 416 54 362
95 5700 0.49 0.08 431 57 374 •
So, the Peak 8ow for the Basin is the greater af the two flows, 100 6000 0.48 0.07 444 60 384
0.41 cfs
208' DRAINAGE PONO CALCULATIONS
Pravided '208' Area 330 sq ft
Required '208'Area 181 sq ft
DRYWELL REQUIREMENTS -10 YR DESIGN STORM
Provided Storage Volume 165 cu ft@ 0.50' depth
Maximum Storage Required by Bowstring 384 cu ft
Number and Type af Drywells Required 0 Single
ERR Double
-
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
10-Yr Design Storm BASIN: I DETENTION BASIN DESIGN BASIN; I
DESIGNER: NWO
Tot, Area 0.97 Acres 42054 SF DATE: 10120199
Imp. Area 12544 SF
C = 0.34
Lawns - 0.10 Time Increment (min) 5
Impervious - 0.90 Time of Conc. (min) 8.94
CASE 1 OuMow (cfs) 0,01
Design Year Flow 10
165 ft. Overland Flow Area (acres) 0.97
ImpeNious Area (sq ft) 12544
Ct = 0.15 'C Factor 0,34
L= 165 ft. Area' C 0.33
n= 0.40 Street Area 4544
S = 0.010
Tc = 7.38 min., by EquaGon 3-2 of Guidelines Time Time Inc, Intens. Q Devel, Vol.ln Vol.Out Storage
(min) (sec) (inmr) (cfs) (cu ft) (cu ft) (cu ft)
110 ft. Gutter flow -
8.94 536 2,38 0.78 559 5 554
Z1= 50,0 For Z2
Z2 = 3,5 Type A=1.0 5 300 3.18 1.04 418 3 415
n= 0.016 Rolled = 3.5 10 . 600 2.24 0,73 442 6 436
S= 0.0150 15 900 1,77 0.58 523 9 514
20 1200 1.45 0.47 570 12 558
d= 0.127 ft. 25 1500 121 0.40 595 15 580
30 1800 1,04 0.34 613 18 595
A R Q Tc Tc tatal I Qc 35 2100 0,91 0,30 626 21 605
- - 40 2400 0.82 0,27 644 24 620
0,43 0.06 0.78 1.56 8,94 2.38 0.78 45 2700 0.74 0,24 654 27 627
50 3000 0.68 022 668 30 638
Qpeak for Case 1= 0.78 cfs 55 3300 0.64 0,21 691 33 658
60 3600 0.61 0.20 719 36 683
65 3900 0.60 0.20 766 39 727
CASE 2 70 4200 0.58 0.19 797 42 755
75 4500 0.56 0.18 824 45 779
Case 2 assumes a rme of Concentration less than 5 minutes so that 80 4800 0.53 0.17 832 48 784
the peak flow =,90(3.18)(Imp. Area) = 0.82 cfs 85 5100 0.52 0.17 868 51 817
90 5400 0.50 0.16 883 54 829
95 5700 0.49 0.16 914 57 857
So, the Peak flow for the Basin is the greater of the lwo Flows, 100 6000 0.48 0.16 942 60 882
0.82 cfs
208' DRAINAGE POND CALCULATIONS
Provided'208' Area 330 sq ft
Required'208' Area 379 sq ft
DRYWELL REQUIREMENTS -10 YR DESIGN STORM
Provided Storage Volume 165 cu ft Q 0.50' depth
Maximum Storage Required by Bowstring 882 cu ft
Number and Type of Drywells Required 0 Single
ERR Double
PEAK FLOW CALCULATION PROJECT; RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
10-Yr Design Storm BASINS: A, B& C DETENTION BASIN DESIGN BASINS: A, 8& C
DESIGNER; NWO
Tat. Area 0.88 Acres 38164 SF DATE: 10l20199
Imp, Area 24220 SF
C = 0.61
Lawns - 0.10 Time Inaement (min) 5
Impervious - 0.90 Time of Conc. (min) 5,90
CASE 1 Oufflow (cfs) 1,0
Design Year Flow 10
40 ft. Overland Flow Area (acres) 0.88
ImpeNious Area (sq ft) 24220
Ct = 0.15 'C' Factor 0,61
L= 40 ft. Area ' C 0,53
n= 0.40 Street Area 11720
S = 0,010
Tc = 3.15 min., by Equation 3-2 of Guidelines Time Time Inc. Intens. Q Devel. Val.ln Vol,Out Storage
(min) (sec) (inlhr) (cfs) (cu fi) (cu ft) (cu ft)
280 ft. Gutter flow
5.90 354 2.92 1.56 738 354 384
Z1= 50.0 For Z2
Z2 = 3.5 Type A=1.0 5 300 3.18 1.69 681 300 381
n= 0.016 Ralled = 3.5 10 600 2.24 1.19 718 600 118
S= 0.0080 15 900 1,77 0.94 850 900 -50
20 1200 1.45 0,77 928 1200 -272
d= 0.185 ft. 25 1500 1.21 0,64 968 1500 -532
30 1800 1,04 0,55 998 1800 -802
A R a Tc Tctotal I Qc 35 2100 0,91 0,48 1015 2100 -1082
40 2400 0.82 0.44 1049 2400 -1351
0.92 0.09 1,56 2,74 5.90 2,92 1.56 45 2700 0.74 0.39 1065 2700 -1635
50 3000 0.68 0,36 1087 3000 -1913
Qpeak for Case 1= 1,56 cfs 55 3300 0,64 0.34 1125 3300 -2175 .
60 3600 0.61 0.32 1170 3600 -2430
65 3900 0,60 0.32 1247 3900 -2653
CASE 2 70 4200 0,58 0.31 1298 4200 •2902
75 4500 0,56 0.30 1342 4500 -3158
Case 2 assumes a Time of Concentra6on less than 5 minutes so that 80 4800 0.53 0.28 1355 4800 -3445
the peak flow =.90(3.18)(Imp. Area) = 1.59 cfs 85 5100 0.52 0.28 1413 5100 -3687
90 5400 0.50 0.27 1438 5400 -3962
95 5700 0.49 0,26 1488 5700 4212
So, the Peak flow for the Basin is the greater of the iwo flows, 100 6000 0,48 0.26 1534 6000 4466
1.59 cfs
208' DRAINAGE POND CALCULATIONS
Provided'208' Area 1000 sq ft
Required'208' Area 977 sq ft
ORYWELL REQUIREMENTS -10 YR DESIGN STORM
Provided Storage Volume 660 cu ft@ varying depth
Maximum Storage Required by BowsUing 384 cu ft
Number and Type of Orywells Required 0 Single
1 Oouble
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT; RIVERWALK 10fh -
10-Yr Design Storm BASINS: D& G OETENTION BASIN DESIGN BASIN: D& G
DESIGNER: NWO
Tot. Area 2.01 Acres 87484 SF OATE; 10120199
Imp, Area 27926 SF
C = 0,36
Lawns - 0.10 Time Increment (min) 5
Impervious - 0.90 Time of Conc. (min) 8 57
CASE 1 Outflow (cfs) 1,0
Design Year Flow 10
160 ft. Overland Flow Area (acres) 2.01
Impervious Area (sq ft) 27926
Ct = 0.15 'C' Factor 0.36
L= 160 ft. Area' C 0.71
n= 0.40 SUeet Area 13926
S = 0.010
Tc = 724 min., by EquaGon 3-2 of Guidelines Time Time Inc. Intens. Q Devel. Vol.ln Voi.Out Storage
(min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
180 ft. Gutter flow =
8.57 514 2.43 1.73 1195 514 681
Z1= 50.0 For Z2
Z2 = 3.5 Type A=1.0 5 300 3.18 2.27 912 300 612
n= 0.016 Rolled = 3,5 10 600 2.24 1,60 964 600 364
S= 0.0160 15 900 1,71 126 1141 900 241
20 1200 1,45 1.03 1245 1200 45
d= 0.169 ft, 25 1500 121 0.86 1298 1500 -202
30 1800 1,04 0.74 1338 1800 -462
A R Q Tc Tc tolal I Qc 35 2100 0.91 0,65 1366 2100 -734
40 2400 0.82 0,59 1406 2400 -994
0.76 0.08 1.73 1.33 8.57 2.43 1.73 45 2700 0.74 0.53 1428 2700 -1272
50 3000 0.68 0.49 1457 3000 -1543
Qpeak far Cass 1= 1.73 cfs 55 3300 0.64 0.46 1509 3300 -1791
60 3600 0,61 0.44 1569 3600 -2031
65 3900 0.60 0.43 1671 3900 -2229
CASE 2 70 4200 0.58 0.41 1740 4200 •2460
75 4500 0.56 0.40 1800 4500 •2700
Case 2 assumes a Time of Concentratian less than 5 minutes so that 80 4800 0.53 0,38 1817 4800 -2983
the peak flow =.90(3.18)(Imp. Area) = 1.83 cfs 85 5100 0.52 0.37 1894 5100 -3206
90 5400 0.50 0.36 1928 5400 -3472
95 5700 0.49 0.35 1994 5700 -3706
So, the Peak flow for the Basin is tlhe greater of the lwo flows, 100 6000 0.48 0.34 2056 6000 -3944
1.83 cfs
208' ORAINAGE POND CALCULATIONS
Provided'208' Area 1180 sq ft
Required '208' Area 1161 sq ft
DRYWEIL REQUIREMENTS -10 YR DESIGN STORM
Provided Storage Volume 822 cu fl@ varying depth
Maximum Storage Required by Bowstring 681 cu fl
Number and Type of Drywells Required 0 Single
1 Double
4 1~ o I l 1 l 1 I 1F"1 L~D( IL 1~ l l ~ l 1! 1~ I~ l( 1~ t I
PE,AK FI.OW CALCULATION PRDJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT; RIV£RWAI.K 10th
10-Yr Desfgn 6Corm BASIN5: E, H& I DETENTION BA51N DESIGN BAS1N; E, H & I
DESIGNER; NW(7
Toi. Area 2.44 Acres 106094 SF QA7E: 1012Qf99
Imp, Area 3~78 SF C= 037 LawnS • 0.10 7ime Incrament (min) 5 Impervious - 0.90 Tima of Cane, (min) 5.59
CASE 1 Outflaw(cfs) 1.0
Design'Year Flow 10
165 ft. Overland Flpw Rrea (acre5) 2.44
Impar+rious Area (sq R) 35478
Ct = 0.15 'C FaCtpr 4.37
L= 165 ft, Area"C 0.90
n = 0.40 Slreei Area 15478
S = 0.010
Tc = 7,39 min„ by Equakion 3-2 of Guidelines Time Time Inc. fntens, QCaval, Val.In llol.buk Storage
(min) (sec) (inlhr) {cfs) (cu ft) {cu ft} (cu f#)
170 ft. Gutter flow ---__....t r~,----~ w______ M..=..=_W=
8.59 515 2,43 2.17 I50O 515 985
ZI = 50.0 Fo r l,2, .
22 = 3.5 Type A=1.4 5 340 3,18 2.56 1144 344 844
n= 0.015 Ralled = 3.5 10 600 2,24 2.01 1249 804 609
S= 0.0150 15 900 177 1.58 1431 800 531
20 1200 4,45 9.30 1561 1200 361
d= 4.186 ft. 75 1500 1,21 1.08 1628 1500 128
30 1800 1,04 0.93 1678 1800 -122
A R Q Ta Tctotal I ac 35 2100 4.91 0.81 1713 2100 -387
44 2400 0.82 4,73 1764 2400 -636
0.83 0109 2.17 1,21 8,59 2.43 2.17 45 2740 0.74 0,86 1790 2700 -910
50 3000 0.98 0,61 1829 3404 •1172
Qpeak for Case 1= 2.17 cfs 55 3300 0.64 0,57 1892 3300 -1408
64 3600 6.61 0.55 1967 3600 -1533
65 3900 0.60 0.54 2096 3900 -1804
CASE2 70 4200 0,58 0.52 2182 4240 -2018
75 4504 0,56 0.50 2257 4544 -2243
Gase 2 assumes a Time at Cancenlratian less then 5 minutes so that SO 4900 0,53 6.47 2279 4800 -2521
the peak flaw=.90(3,18)(Imp. Area) = 2.33 cfs 8s 5140 0.52 0.47 2375 5100 -2725
90 5440 0.50 0.45 2418 5444 -2982
95 5100 4.48 0.44 2501 5740 -3199
50, the Peak ffow fqr }he Basin is the greater af the lava flows, 100 6000 0.48 0.43 2579 6004 -3421
2.33 efs
~ 20$' DRAINAGE POND GA~GULATIdNS
Provided'Z08' Area 1410 sq ft
Required 208' Area 1290 sq ft
0 RYINELL REOLIIREMEPffS - 10 YR 0 E51GN ST4RM
Provitled Storage Volume 1004 CIJ R@ Y21')f1110 d9RtFk
Maximum Storage Raquired by Bowstring 985 cu R
Number and Typa af Qrywells Required 0 Single
1 Double
4 I 1 1 L_„~} I 1 I 1( ~ t 1( ~ l t~ i~.~J r~ 1( ~ J i
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
50•yr STORM EVENT BASIN; A DETENTION BASIN DESIGN BASIN: A
DESIGNER; NWO
Tot. Area 0.19 Acres 8318 SF DATE: 10120l99
Imp, Area 4822 SF
C = 0,56
Lawns - 0,10 Time Increment (min) 5
Pavement • 0.90 Time of Canc. (min) 5.00
Outflow (cfs) 0.01
CASE 1 Design Year Flow 50
Area (acres) 0.19
40 ft. Overland Flow Impervious Area (sq ft) 4822
'C' Factar 0.56
Ct = 0.15 Area ' C 0.11
L= 40 ft. Total Asphaltic Area 2322
n = 0.40 '
S = 0.010
Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
Tc = 3.15 min., by Equation 3-2 of Guidelines (min) (sec) (inJhr) (cfs) (cu ft) (cu ft) (cu N)
140 ft. Gutter flow .5.00 300 4.58 0.49 198 3 195
Z1= 50.0 5 300 4.58 0.49 198 3 195
Z2 = 3.5 10 600 3.20 0.34 242 6 236
n= 0.016 15 900 2.45 0.26 264 9 255
S= 0.0130 20 1200 1.95 0.21 273 12 261
25 1500 1.62 0.17 279 15 264
d= 0.110 ft. 30 1800 1.56 0.17 319 18 301
35 2100 1.28 0.14 303 21 282
A R Q Tc Tctotal I Qc 40 2400 1.19 0,13 319 24 295
45 2700 1.08 0.12 326 27 299
0.32 0.05 0.49 1.53 5.00 4.58 0.49 50 3000 0.99 0,11 331 30 301
55 3300 0.92 0.10 337 33 304
opeak for Case 1= 0.49 cfs 60 3600 0,87 0.09 347 36 311
65 3900 0,82 0.09 353 39 314
70 4200 0.80 0.09 371 42 329
CASE 2 75 4500 0.77 0.08 381 45 336
80 4800 0.75 0.08 396 48 348
Case 2 assumes a Time of Concentration less than 5 minutes so 85 5100 0.72 0A8 403 51 352
that the peak flow =.90(4.58)(Imp. Area) = 0.46 cfs 90 5400 0.71 0.08 421 54 367
95 5700 0.69 0.07 431 57 374
100 6000 0.67 0,07 440 60 380
So, the Peak Bow far the Basin is the greater of the two flows,
0,49 cfs
208' DRAINAGE POND CALCULATiONS
Provided'208' Area 200 sq ft
Required '20 8' Area 194 sq ft
ORYWELL REQUIREMENTS • 50 YR DESIGN STORM
Provided Storage Volume 100 cu ft@ 0.50' depth
Maximum Slorage Required by Bowstring 380 cu ft
Number and Type of Orywells Required 0 Single
ERR Double
L ~ t ~ ~ ? i i ~ J f ) f 1 ~ ~ J f J f i ( ) I ) l J ~ ? ~ I ~ ~ ~ ~ I
PF-AK FLOIN CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METH4D PROJECT; RIVERWALIt 10th
54-yr STORM EVEHT 8A5IN; B QETEIVTIQN 6ASIN DE61GN BASIN' B
aE51GNER: NWO
Tot, Area 0.32 Acres 13931 SF DATE; 10120199
Imp, Area 8961 5F
C = 0.61
Lawns - 0.90 Time Increment (min) 5
Pavement - 0.90 Time 6f Canc. (miri) 5100
autflow (cfs) 1.a
CASE i Design Year Flow 50
Area tacrresy 0.32
40 ft. dveHand'Flow Impervious Area (sq ft) 8981
' 'G' Factor 0,61
Gt - 0.15 Area " C 0.20
L= 40 tt. Total Asphaltic Area 3964
n = 0.40
S = 0.010
Tims Tima inc, Inlens, 4Devel. Vol.ln VoI Out 5turage
Tc ~ 3.15 min., by Equatlon 3-2 of Guidelines (min) (sec) (inlhr), (cfs) (cu ft) {eu ft} (cu tt) '
104 ft. Gutter flaw T 5.00 300 4.58 0.90 362 340 82 ~-Y
Z1 = 60.4 5 304 4.58 0,90 382 340 62
Z2= 9,5 10 600 3.20 0.63 442 600 -158
n» 0.016 15 900 2.45 0.48 483 940 -417
S= 0.4130 20 1204 1.95 0,38 499 1260 -701
25 1540 1.62 0.32 514 1500 -990
d- 0.139 ft. 30 1800 1.56 0.31 583 1800 -1217
35 2100 9.28 425 554 2140 -154$
A R Q Tc Tcto#al I Qc 40 2440 1.19 6,23 583 2400 -1817
_===:=wy - 45 2704 1,4$ 0.21 595 2740 -2105
4.51 0.07 0.90 0,94 5,00 ~ 4.58 0.90 50 3000 0.99 0_19 604 3040 -2396
55 3300 0.92 0.18 615 3300 -2685
Qpeak far Case 1= 0.90 cfs 60 3600 4.87 4.17 633 3604 -2961
65 3900 0.92 0.18 645 3904 -3255
74 4200 0,80 0.16 676 4204 -3524
cAsE z 75 4500 0,77 0.15 sss 4500 -3804
80 4800 0.75 0.15 723 4800 -4077
Casa 2 assumes a Time of Concentrakion le5s than 5 minutes so 85 5100 0.72 0.14 736 5100 -4364
that khe peak flaw =.90(4.58)(Imp. Area) = 0.85 cfs 90 5400 0.71 0.14 75a 54aO -4632
95 5100 0.69 0.14 787 5700 -4913
100 6000 0.61 0.13 804 6000 -5198
Sa, the Peak flow for the 6asin is #he g reater at fhe two flows,
4,9D cfs
208'DRA~NAGE PoNo cALCuLA7iONs
Provided'2fl8' Area 400 sq ft
Required'208' Area 330 sq ft
DRYINELL REQ411REMENTS - 50 YR DESIGN STORM
Provided S#orage Valume 3E0 fiu ft @ 0.90' depih
Maximum S#orage Required by Bowstring 62 cu ft
Number and Type o( Orywells Required 0 Bingle
1 Double
L,J 1 ( 1O(~ f l( ~ I11L--j I 1 4 J E 1 ~1~_ 1~~_~ I~__j ( l I
PEAK FLOW CALCULATION PROJECT; RIVERWALK 10th BOWSTRING METH00 PROJECT; RIVERWALK 10th
SO-yr STORM EVENT BASIN; C DETENTION BASIN DESIGN BASIN: C
DESIGNER: NWO
Tot. Area 0.37 Acres 15915 SF DATE; 10120199
Imp, Area 10437 SF
C = 0.62
Lawns - 0. 10 Time Increment (min) 5
Pavement - 0.90 Time of Conc. (min) 6.25
Oulflow (cfs) 0.01
CASE 1 Design Year Flow 50
Area (acres) 0.37
40 ft. Overiand Flow Impervious Area (sq ft) 10437
'C Factor 0.62
Ct = 0,15 Area ' C 0,23
L= 40 ft. Total Asphalfic Area 5437
n = 0.40
S = 0.010 '
Time Time Inc. Intens. Q Devel. Vol,ln Vol.Out Storage
Tc = 3.15 min„ by Equation 3•2 of Guidelines (min) (sec) (infhr) (cfs) (cu ft) (cu A) (cu fl)
280 ft. Gutter flow 6.25 375 4.15 0.95 476 4 472
Z1 = 50.0 ~~M 5 300 4.58 1.05 420 3 417
Z2 = 3.5 10 600 3.20 0.73 531 6 525
n= 0.016 15 900 2.45 0.56 575 9 566
S= 0.0080 20 1200 1.95 0.45 591 12 579
25 1500 1.62 0.31 602 15 587
d= 0.154 R. 30 1800 1.56 0.36 686 18 668
35 2100 1.28 0.29 651 21 630
A R Q Tc Tc tatal I Qc 40 2400 1.19 027 684 24 660
45 2700 1.08 025 697 27 670
0.63 0,08 0.95 3.10 625 4.15 0.95 50 3000 0.99 0.23 707 30 677
55 3300 0.92 021 720 33 687
Qpeak for Case 1= 0.95 cfs 60 3600 0.87 0.20 740 36 704
65 3900 0.82 0.19 754 39 715
70 4200 0.80 0.18 790 42 748
CASE 2 75 4500 0.77 0.18 813 45 768
80 4800 0.75 0.17 843 48 795
Case 2 assumes a Time of ConcenVation less than 5 minutes so 85 5100 0.72 0.16 859 51 808
that the peak flow =.90(4.58)(Imp. Area) = 0.99 cfs 90 5400 0.71 0.16 896 54 842
95 5700 0.69 0.16 918 57 861
100 6000 0.67 0.15 937 60 877
So, the Peak flow for the Basin is the greater of the two flows,
0.99 cfs
208' DRAINAGE POND CALCULATIONS
Provided '208'Area 400 sq ft
Required'208' Area 453 sq ft
DRYWELL REQUIREMENTS - 50 YR OESIGN STORM
Provided Storage Valume 200 cu ft@ 0.50' depth
Maximum Storage Required by Bowstring 677 cu ft
Number and Type of Orywells Required 0 Single
ERR Double
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METH00 PROJECT: RIVERWALK 10th
50•yr STORM EVENT BASIN; D DETENTION BASIN DESIGN BASIN: D
DESIGNER; NWO
Tot. Area 0.84 Acres 36451 SF DATE: 10120199
Imp. Area 12914 SF
C = 0.38
Lawns - 0,10 Time Increment (min) 5
Pavement - 0.90 Time of Conc. (min) 8.74
Outflow (cis) 1,0
CASE 1 Design Year Flow 50
Area (acres) 0.84
160 ft. Ovedand Flow Impervious Area (sq ft) 12914
'C Factor 0.38
Ct = 0.15 Area " C 0.32
L= 160 ft. Total Asphaltic Area 6914
n = 0,40
S = 0,010
Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
Tc = 7.24 min,, by Equation 3-2 of Guidelines (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
180 ft. Gutter flow 8,74 524 3.29 1.06 742 524 217
Z1= 50,0 5 300 4.58 1.41 591 300 291
Z2 = 3.5 10 600 3.20 1.03 799 600 199
n= 0.016 15 900 2.45 0.79 848 900 -52
S= 0.0160 20 1200 1.95 0.63 862 1200 -338
25 1500 1.62 0.52 872 1500 -628
d= 0.141 ft. 30 1800 1,56 0.50 990 1800 -810
35 2100 1.28 0.41 936 2100 -1164
A R Q Tc Tc total I Qc 40 2400 1.19 0.38 980 2400 -1420
45 2700 1,08 0.35 997 2700 -1703
0,53 0.07 1.06 1.50 8.74 3.29 1.06 50 3000 0.99 0.32 1010 3000 -1990
55 3300 0,92 0,30 1027 3300 -2273
Qpeak for Case 1= 1,06 cfs 60 3600 0,87 0.28 1055 3600 •2545
65 3900 0.82 0,26 1073 3900 -2827
70 4200 0.80 0,26 1124 4200 -3076
CASE 2 75 4500 0.77 0.25 1156 4500 -3344
80 4800 0.75 0.24 1198 4800 -3602
Case 2 assumes a Time of Concentratian less than 5 minutes so 85 5100 0.72 0.13 1219 5100 -3881
that the peak Flow =.90(4.58)(Imp. Area) = 122 cfs 90 5400 0.71 0.23 1271 5400 -4129
95 5700 0.69 0,22 1301 5700 4399
100 6000 0.67 0.21 1328 6000 -4672
So, tfie Peak flow for lhe Basin is the greater of the two flows,
1.22 cfs
208' DRAINAGE POND CALCULATIONS
Provided'2Q8' Area 580 sq ft
Required'208' Area 576 sq ft
DRYWELL REQUIREMENTS - 50 YR DESIGN STORM
Provided Storage Volume 522 cu ft Q 0.90' depth
Maximum Storage Required by Bowstring 291 cu ft
Number and Type of Drywells Required 0 Single
1 Double
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
50-yr STORM EVENT BASIN: E OETENTION BASIN DESIGN BASIN: E
DESIGNER; NWO
Tot, Area 1.06 Acres 46239 SF DATE: 10120l99
Imp, Area 16764 SF
C = 0.39
Lawns - 0.10 Time Increment (min) 5
Pavement - 0.90 Time of Conc. (min) 7.65
Outflow (cfs) 1.0
CASE 1 Design Year Flaw 50
Area (acres) 1.06
115 ft. Overland Flaw Imperoious Area (sq ft) 16764 .
'C' Factor 0.39
Ct = 0,15 Area ' C 0.41
L= 115 ft. Total Asphaltic Area 8764
n = 0.40
S = 0.010
Time Time Inc, Intens. Q Devel. Val.ln Vol.Out Storage
Tc = 5.94 min,, by Equation 3-2 of Guidelines (min) (sec) (irdhr) (cfs) (cu ft) (cu ft) (cu ft)
210 ft. Gutter flow 7.65 459 3,66 1.52 934 459 474
Z1= 50.0 5 300 4.58 1,90 762 300 462
Z2 = 3.5 10 600 3.20 1,32 1002 600 402
n= 0.016 15 900 2.45 1,01 1071 900 171
S= 0.0150 20 1200 1.95 0,81 1095 1200 -105
25 1500 1,62 0,67 1111 1500 -389
d= 0.163 ft. 30 1800 1.56 0.65 1263 1800 -537
35 2100 1,28 0,53 1196 2100 -904
A R Q TC Tc total I Qc 40 2400 1,19 0.49 1254 2400 -1146
45 2700 1.08 0.45 1217 2700 -1423
0,71 0,08 1.52 1,71 7.65 3.66 1.52 50 3000 0.99 0.41 1294 3000 -1706
55 3300 0.92 0.38 1316 3300 -1984
Qpeak for Case 1= 1.52 c(s 60 3600 0.87 0.36 1353 3600 -2247
65 3900 0.82 0.34 1377 3900 •2523
70 4200 0.80 0.33 1443 4200 -2757
CASE 2 75 4500 0,77 0.32 1484 4500 •3016
SO 4800 0.75 0.31 1539 4800 -3261
Case 2 assumes a Time of Concentration less than 5 minutes so 85 5100 0.72 0.30 1567 5100 -3533
that the peak flow =.90(4.58)(Imp. Area) = 1.59 cfs 90 5400 0.71 029 1633 5400 -3761
95 5700 0.69 0.29 1673 5700 -4027
100 6000 0,67 0.28 1708 6000 -4292
So, the Peak flow for the Basin is the greater of the iwo flows,
1.59 cfs
208' DRAINAGE POND CALCULATIONS
Provided '2 08' Area 750 sq ft
Required'208' Area 730 sq ft
DRWVELL REQUIREMENTS - 50 YR DESIGN STORM
Provided Starage Volume 675 cu ft@ 0.90' depth
Maximum Storage Required by Bowstring 474 cu ft
Number and Type of Drywells Required 0 Single
1 Oouble
~ ~I I I _j I - I [ - j j I j C~~ ~L ~c 1L ~I a~-j I
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METH00 PROJECT; RIVERWALK tOth
50•yr STORM EVENT BASIN: F DETENTION BASIN DESIGN BASIN: F
DESIGNER: NWO
Tot, Area 0,63 Aaes 27627 SF DATE: 10120199
Imp. Area 9637 SF
C = 0.38
Lawns - 0,10 Time Increment (min) 5
Pavement • 0,90 Time of Conc. (min) 6.95
Outflow (cfs) 0.3
CASE 1 Design Year Flow 50
Area (acres) 0.63
130 ft, Overland Flow Imperoious Area (sq ft) 9637
'C' Factor 0.38
Ct = 4.15 Area' C 0.24
L= 130 ft. Total Asphaltic Area 5637
n = 0.40
S = 0.010
Time Time Inc, Intens. Q Devel. Vol,in VoI,0u1 Storage
Tc = 6.39 min., by Equation 3-2 of Guidelines (min) (sec) (inmr) (cfs) (cu fl) (cu ft) (cu (t)
50 fi. Gutter flow 6,95 417 3,91 0,94 525 125 400
Z1= 50.0 5 300 4.58 1.10 443 90 353
Z2 = 3,5 10 600 3,20 0.77 571 180 391
n= 0.016 15 900 2.45 0.59 614 270 344
S= 0.0080 20 1200 1,95 0.47 629 360 269
25 1500 1,62 0,39 639 450 189
d= 0.153 ft. 30 1600 1.56 0,38 728 540 188
35 2100 1.28 0,31 690 630 60
A R Q Tc Tc total I Qc 40 2400 1.19 0.28 724 720 4
45 2700 1.08 0,26 738 810 -72
0.63 0.08 0.94 0,56 6.95 3.91 0.94 50 3000 0.99 0,24 748 900 -152
55 3300 0.92 0.22 761 990 -229
Qpeak for Case 1= 0.94 cfs 60 3600 0.87 0,21 783 1080 -297
65 3900 0.82 0,20 797 1170 -373 70 4200 0.80 0,19 835 1260 •425
CASE 2 75 4500 0.77 019 859 1350 491
SO 4800 0.75 0.18 891 1440 -549
Case 2 assumes a Time af Concentrabon less than 5 minutes so 85 5100 0.72 0,11 907 1530 -623
that the peak flow =.90(4.58)(Imp. Area) = 0.91 cfs 90 5400 0.71 0,17 946 1620 -674
95 5700 0.69 0.17 969 1710 -741
100 6000 0.67 0.16 989 1800 -811
So, the Peak flow for the Basin is the greater at the two 8aws,
0.94 cis
208' DRAINAGE POND CALCULATIONS
Pravided'208' Area 500 sq ft
Required '208'Area 470 sq ft
DRYWELL REQUIREMENTS - 50 YR DESIGN STORM
Pravided Storage Volume 450 cu ft Q 0.90' depth
Maximum Storage Required by Bowsiring 400 cu ft
Number and Type af Drywells Required 1 Single
0 Double
L 'J L-J ~ ~ l ~ ( 1 I ~1 ( _ ~ ! ) ( 1 ! J ' ~ f ~ I
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
50-yr STORM EVENT BASIN; G DETENTION BASIN DESIGN BASIN: G
DESIGNER: NWO
Tot. Area 1.17 Acres 51033 SF DATE, 10120199 Imp. Area 15012 SF
C = 0.34
Lawns - 0,10 Time Increment (min) 5
Pavement - 0,90 Time of Conc. (min) 8.76
Outflaw (cfs) 0.01
CASE 1 Design Year Flow 50
Area (acres) 1.17
140 H. Overland Flow Impervious Area (sq ft) 15012
'C Factor 0.34
Ct = 0.15 Area ` C 0.39
L= 140 ft. Total Asphaltic Area 7012
n = 0,40
S = 0.010
Time Time Inc. Inlens. Q Devel. Vol.ln Vol.Out Storage
Tc = 6,68 min., by Equation 3-2 of Guidelines (min) (sec) (inmr) (cfs) (cu ft) (cu ft) (cu ft)
250 ft. Gutter flow 8.76 526 3.28 1.29 908 5 903
Z1= 50.0 5 300 4,58 1.80 723 3 720
Z2 = 3.5 10 600 3.20 1.26 979 6 973
n= 0.016 15 900 2,45 0.96 1038 9 1029
S= 0.0140 20 1200 1,95 0.77 1056 12 1044
25 1500 1,62 0.64 1068 15 -1053
d= 0.155 ft. 30 1800 1,56 0.61 1213 18 1195
35 2100 1,28 0.50 1146 21 1125
A R Q Tc Tc total I Qc 40 2400 1.19 0.47 1201 24 1177
45 2700 1,08 0.42 1221 27 1194
0.65 0.08 1.29 2.08 8,76 3.28 1.29 50 3000 0.99 0.39 1236 30 1206
55 3300 0.92 0.36 1257 33 1224
Qpeak for Case 1= 1.29 cfs 60 3600 0.87 0.34 1292 36 1256
65 3900 0,82 0.32 1314 39 1275
70 4200 0.80 0.31 1376 42 1334
' CASE 2 75 4500 0.77 0,30 1415 45 1370
SO 4800 0,75 0.29 1467 48 1419
Case 2 assumes a Time of Concentration less than 5 minutes so 85 5100 0,72 0,28 1493 51 1442
that the peak flow =.90(4,58)(Imp, Area) = 1.42 cfs 90 5400 0.71 0.28 1556 54 1502
95 5700 0,69 0.27 1594 51 1537
100 6000 0,67 0.26 1626 60 1566
So, the Peak flow for the Basin is the greater of the two flows,
1.42 cfs
208' DRAINAGE POND CALCULATIONS
Provided '208'Area 600 sq ft
Required '208' Area 584 sq ft
• DRYWELL REQUIREMENTS - 50 YR DESIGN STORM ,
Provided Storage Volume 300 cu ft@ 0.50' depth
Maximum Storage Required by Bowstring 1566 cu k
Number and Type of Drywells Required 0 Single
ERR Double
II l a 1( l~ II l J~t ~ I~ 1 l 1 I~!_ ) i l() I )~~l ( e 1 ~~I
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
50•yr STORM EVENT BASIN: H DETENTION BASIN DESIGN BASIN: H
DE5IGNER: NWO
Tot. Area 0.41 Acres 17801 SF DATE: 10120199
Imp. Area 6170 SF
C = 0.38
Lawns - 0.10 Time Increment (min) 5
Pavement - 0.90 Time of Conc. (min) 7.04
Outflow (cfs) 0.01
CASE 1 Design Year Flow 50
Area (acres) 0,41
115 ft. Overland Flow Impervious Area (sq ft) 6170
'C Factor 0,38
Ct = 0.15 Area " C 0.15
L= 115 ft. Total Asphaltic P,rea 2170
n = 0.40
S = 0.010
Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
Tc = 5,94 min., by Equation 3•2 of Guidelines (min) (sec) (inmr) (cfs) (cu ft) (cu ft) (cu ft)
115 ft. Gutter flow N 7,04 423 3.88 0,60 338 4 334
Z1= 50.0 5 300 4.58 0.71 284 3 281
Z2 = 3,5 10 600 3,20 0.49 367 6 361
n= 0.016 15 900 2,45 0,38 394 9 385
S= 0,0160 20 1200 1.95 0.30 404 12 392
25 1500 1.62 0.25 411 15 396
d= 0,114 ft. 30 1800 1.56 0.24 467 18 449
35 2100 1,28 0.20 443 21 422
A R Q Tc Tc total I Qc 40 2400 1.19 0.18 465 24 441
45 2700 1.08 0.17 474 27 447
0,34 0,06 0.60 1.10 7.04 3.88 0.60 50 3000 0.99 0.15 480 30 450
55 3300 0,92 0.14 488 33 455
Qpeak for Case 1= 0.60 cfs 60 3600 0.87 0.13 502 36 466
65 3900 0.82 0.13 511 39 412
70 4200 0,80 0.12 536 42 494
CASE 2 75 4500 0.77 0.12 551 45 506
80 4800 0.75 0.12 572 48 524
Case 2 assumes a Time of Cancentration less than 5 minutes so 85 5100 0.72 0.11 582 51 531
that the peak flow =.90(4.58)(Imp. Area) = 0.58 cfs 90 5400 0.71 0.11 607 54 553 95 5700 0,69 0.11 622 57 565
100 6000 0,67 0.10 635 60 575
So, the Peak flow for the Basin is the greater of the two flows,
0.60 cfs
208' DRAINAGE POND CALCULATIONS
Provided'208' Area 330 sq ft
Required'208' Area 181 sq fi
DRYWELL REQUIREMENTS - 50 YR DESIGN STORM
Provided Storage Volume 165 cu ft@ 0,50' depth
. Maximum Storage Required by BowsUing 515 cu fl
Number and Type of Orywells Required 0 Single
ERR Double
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PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
50•y► STORM EVENT BASIN: I DETENTION BASIN DESIGN BASIN: I
DESIGNER: NWO
Tot. Area 0,97 Acres 42054 SF DATE: 10/20/99
Imp. Area 12544 SF
C = 0.34
Lawns - 0.10 Time Increment (min) 5
Pavement - 0.90 Time oi Canc. (min) 8,82
Outflow (cfs) 0,01
CASE t Design Year Flow 50
Area (acres) 0.97
165 ft. Overland Flow Impervious Area (sq ft) 12544
'C Factor 0.34
Ct = 0.15 Area' C 0.33
L= 165 ft. Total Asphaltic Area 4544
n = 0,40
S = 0,010
Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
Tc = 7.38 min., by Equation 3-2 of Guidelines (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu fi)
170 ft. Gutter flow 8.82 529 3.26 1.07 756 5 751
Z1= 50.4 5 300 4.58 1.50 602 3 599
Z2 = 3.5 10 600 3.20 1.05 816 6 810
n= 0.016 15 900 2.45 0.80 865 9 856
S= 0.0150 20 1200 1.95 0.64 880 12 868
25 1500 1.62 0.53 890 15 875
d= 0,143 ft. 30 1800 1.56 0.51 1010 18 992
35 2100 1.28 0.42 954 21 933
A R Q Tc Tctotal I Qc 40 2400 1,19 0.39 999 24 975
45 2700 1.08 0.35 1017 27 990
0,55 0.07 1,07 1.44 8.82 3.26 1.07 50 3000 0.99 0.32 1029 30 999
55 3300 0.92 0.30 1047 33 1014
Qpeak for Case 1= 1,07 cfs 60 3600 0.87 0.28 1075 36 1039
65 3900 0.82 027 1094 39 1055 ~
10 4200 0,80 0.26 1146 42 1104
CASE 2 75 4500 0.77 025 1178 45 1133
80 4800 0,75 0.25 1221 48 1173
Case 2 assumes a Time of Concentratlon less than 5 minutes so 85 5100 0,72 0,24 1243 51 1192
that the peak flow =.90(4.58)(Imp. Area) = 1.19 cfs 90 5400 0,71 0.23 1295 54 1241 95 5700 0,69 0.23 1326 57 1269
100 6000 0,67 0.22 1354 60 1294
So, the Peak flow for the Basin is the greater of the hvo flows,
1.19 cfs
208' DRAINAGE POND CALCULATIONS
Provided '208' Area 330 sq ft
Required'208' Area 379 sq ft
DRYWELL REQUIREMENTS - 50 YR DESIGN STORM
Provided Storage Volume 165 cu ft@ 0.50' depth
Maximum Storage Required by Bowstring 1294 cu ft
Number and Type of Drywells Required 0 Single
ERR Oouble
~ l 1 IL -J I 1 I 1 ~ v} I 1 C; I
aa
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
50•yr STORM EVENT BASINS: A, B& C DETENTION BASIN DESIGN BASIN: A, B& C
DESIGNER: NWO
Tot Area 0.88 Acres 38164 SF DATE: 10l20199
Imp. Area 24220 SF
C = 0.61
Lawns • 0.10 Time Increment (min) 5
Pavement - 0.90 Time of Conc. (min) 5.63
Outflow (cfs) 1.0
CASE 1 Design Year Flow 50
Area (acres) 0,85
40 ft. Overland Flow Impenrious Area (sq ft) 24220
'C' Factor 0.61
Ct= 0,15 Area `C 0,53
L= 40 ft. Total Asphaltic Area 11720
n = 0.40
S = 0,010
Time Time Inc. Intens. Q Devel. Vol.ln Vol.dut Storage
Tc = 3.15 min., by Equa6on 3-2 of Guidelines (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
280 ft. Gutterflow -5,63 338 4,36 2.32 1052 338 714
Zi = 50,0 5 300 4.58 2,44 980 300 680
Z2 = 3.5 10 600 3.20 1,70 1218 600 618
n= 0.016 15 900 2.45 1,30 1324 900 424
S= 0.0080 20 1200 1.95 1.04 1365 1200 165
25 1500 1.62 0,86 1393 1500 -107
d= 0.215 ft. 30 1800 1.56 0,83 1591 1800 -209
35 2100 1.28 0.68 1509 2100 -591
A R Q Tc Tc total I oc 40 2400 1.19 0.63 1587 2400 -813
45 2700 1,08 0.58 1619 2700 •1081
1.24 0,11 2.32 2.48 5.63 4,36 2.32 50 3000 0.99 0.53 1642 3000 -1358
55 3300 0.92 0.49 1673 3300 -1627
Qpeak for Case 1= 2,32 cts 60 3600 0.87 0.46 1721 3600 -1879
65 3900 0.82 0.44 1753 3900 -2147
70 4200 0,80 0.43 1838 4200 -2362
CASE 2 75 4500 0,77 0.41 1892 4500 -2608
80 4800 0.75 0.40 1963 4800 -2837
Case 2 assumes a Time of Concentration less than 5 minutes so 85 5100 0.72 0.38 1999 5100 •3101
that the peak flow =,90(4.58)(Imp. Area) = 2.29 cfs 90 5400 0.71 0.38 2085 5400 •3315
95 5700 0.69 0.37 2136 5700 -3564
100 6000 0.61 0.36 2181 6000 -3819
So, the Peak flow for the Basin is the grealer of the twa flows,
2.32 cfs
208' DRAINAGE POND CALCULATIONS
Provided '208' Area 1000 sq ft
Required'208' Area 977 sq ft
DRYWELL REQUIREMENTS - 50 YR DESIGN STORM
Provided Storage Volume 660 cu ft@ varying depth
Maximum Storage Required by Bowstring 714 cu ft
Number and Type of Drywells Required 0 Single
1 Double
t)(~ I ( I f IL-J f_l I l~ I I~ I I( i C!~-~ i ~ I I f I L~ ~ I I
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 101h
50•yr STORM EVENT BASINS; D 8 G DETENTION BASIN DESIGN BASIN: 0& G
DESIGNER: NWO
Tot Area 2.01 Acres 87484 SF DATE: 10f20199
Imp. Area 27926 SF
C = 0.36
Lawns - 0.10 Time Increment (min) 5
Pavement • 0,90 Time of Conc. (min) 8.46
OutAow (cfs) 1.0
CASE 1 Design Year Flow 50
Area (acres) 2.01
160 ft. Overland Flow Impervious Area (sq ft) 27926
'C Factar 0.36
Ct = 0.15 Area' C 0.71
L= 160 ft. Total Asphaltic Area 13926
n = 0.40
S = 0.010
Time Time Inc. Intens. Q Devel. Val.ln Vol.Out Starage
Tc = 7.24 min., by Equation 3-2 of Guidelines (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
180 ft. Gutter flow 8,46 508 3.39 2.42 1644 508 1136
Z1= 50,0 5 300 4.58 3.27 1314 300 1014
Z2 = 3.5 10 600 3.20 2.28 1764 600 1164
n= 0.016 15 900 2.45 1.75 1875 900 975
S= 0,0160 20 1200 1.95 1.39 1910 1200 710
25 1500 1.62 1,16 1934 1500 434
d= 0.192 ft. 30 1800 1.56 1,11 2196 1800 396
35 2100 1.28 0,91 2076 2100 -24
A R Q Tc Tc total I Qc 40 2400 1.19 0.85 2176 2440 •224
45 2700 1.08 0.77 2214 2700 486
0.98 0.10 2.42 1.22 8.46 3.39 2.42 50 3000 0.99 0.71 2242 3000 -758
55 3300 0.92 0.66 2280 3300 -1020 Qpeak for Case 1= 2.42 cfs 60 3600 0.87 0,62 2342 3600 -1258
65 3900 0.82 0.59 2383 3900 -1517
70 4200 0.80 0.57 2497 4200 •1703
CASE 2 75 4500 0.77 0.55 2568 4500 •1932
80 4800 0.75 0.54 2662 4800 -2135
Case 2 assumes a Time of Concentration less than 5 minutes so 85 5100 0.72 0.51 2709 5100 -2391
that the peak flow =.90(4.58)(Imp. Area) = 2.64 cfs 90 5400 0.71 0.51 2824 5400 -2576
95 5700 0.69 0.49 2892 5700 -2808
100 6000 0.67 0.48 2952 6000 -3048
So, fhe Peak Flow for the Basin is the greater of the two flows,
2.64 cfs
208' DRAINAGE POND CALCULATIONS
Provided'208' Area 1180 sq ft
Required'208' Area 1161 sq ft
DRYWELL REQUIREMENTS - 50 YR DESIGN STORM
Provided Storage Volume 822 cu ft@ varying depth
Maximum Storage Required by Bowstring 1164 cu ft
Number and Type of Drywells Required 0 Single
1 Double
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT; RIVERWALK 10th
50•yr STORM EVENT BASINS: E, H 8 I DETENTION BASIN DESIGN BASIN; E, H & I
DESIGNER: NWO
Tot. Area 2,44 Acres 106094 SF DATE; 10120199
Imp, Area 35478 SF
, C = 0,37
Lawns - 0.10 Time Increment (min) 5
Pavement - 0.90 Time of Conc, (min) 8,46
OutAow (cfs) 1,0
CASE 1 Design Year Flow 50
Area (acres) 2.44
165 ft. Overland Flow Impervious Area (sq ft) 35478
'C' Factor 0,37
Ct = 0.15 Area' C 0.90
L= 165 ft. Total Asphaltic Area 15478
n = 0.40
S = 0.010
Time Time Inc. Intens. Q Devel. Vol.in Val,Out Storage
Tc = 7.38 min., by Equa6on 3-2 of Guidelines (min) (sec) (inlhr) (cfs) (cu ft) (cu it) (cu ft)
170 ft. Gutter flaw 8.46 508 3.38 3,03 2062 508 1554
Z1= 50,0 5 300 4.58 4,10 1648 300 1348
Z2 = 3,5 10 600 3.20 2.86 2213 600 1613
n= 0.016 15 900 2.45 2.19 2352 960 1452
S= 0.0160 20 1200 1.95 1,75 2396 1200 1196
25 1500 1.62 1,45 2426 1500 926
d= 0.209 ft, 30 1800 1.56 1.40 2755 1800 955 '
35 2100 1.28 1,15 2604 2100 504
A R Q Tc Tc total I Qc 40 2400 1.19 1.06 2729 2400 329
=====r-====_•_____=__ 45 2700 1.08 0,97 2777 2700 77
1.16 0.10 3.03 1.09 8.46 3.38 3.03 50 3000 0.99 0.89 2812 3000 •188
55 3300 0.92 0,82 2860 3300 -440
Qpeak for Case 1= 3.03 cfs 60 3600 0.87 0,78 2938 3600 -662
65 3900 0.82 0.73 2989 3900 -911
TO 4200 0,80 0,12 3131 4200 •1069
CASE 2 75 4500 0.77 0.69 3221 4500 -1279
80 4800 0.75 0.61 3338 4800 -1462
Case 2 assumes a Time of Concentraiion less than 5 minutes so 85 5100 0,72 0,64 3398 5100 •1702
that the peak flow =.90(4,58)(Imp. Area) = 3.36 cfs 90 5400 0J1 0.64 3542 5400 -1858
95 5700 0.69 0.62 3627 5700 -2073
100 6000 0.67 0.60 3702 6000 •2298
So, the Peak flow (or the Basin is the greater of ~e lwo flows,
3.36 cfs
208' DRAINAGE POND CALCULATIONS
Provided'208' Area 1410 sq ft
Required'208' Area 1290 sq ft
DRYWELL REQUIREMENTS • 50 YR DESIGN STORM
Provided Storage Volume 1000 cu ft@ varying depth
Maximum Storage Required by Bowstring 1613 cu ft
Number and Type of Drywells Required 0 Single
1 Double
~ INLET CALCULATIONS
~
,
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RIVERWALK 10th ADDITION 99176
Spokane County, Washington 09115199
Engineer: NWO
DRAINAGE INLET SUMMARY
Street , Curb Inlet . Impervious Flow , Gutter Basim,. . '.Sump,or ; Basin Street and Area Length Slope Peak Flo\k :l Continuous . Inl,et-Ty.pe
' Station , (s.f.) (cfs) . A Riverwalk 53+94 Lt 4,822- 140 0.0130 0.34 Cont. Type 1 Curb
B Riverwalk 55+18 Lt 8,961 100 0.0130 0.63 Sump Type 1 Curb
C Riverwalk 56+47 Lt 10,437 280 0.0080 0.69 Cont, Type 1 Curb
D ~ Grady 14+00 Lt ~ 12,914 ( 180 ~ 0.0160 ~ 0.85 ~ Sump ~ Type 2 Curb
- E Riverwalk 55+18 Rt 16,764 220 0.0150 1.10 Sump Type 2 Curb
F ~ Hodges 21+20 Rt 9,637 50 0.0080 0.64 Sump Type 1 Curb
G ~ Grady 11+98 Lt ~ 15,012 ~ 250 ~ 0.0140 ~ 0.99 ~ Cont. ~ Type 2 Curb
H Grady 12+80 Rt 6,170 115 0.0160 0.41 Cont. Type 1 Curb
I Grady 11+40 Rt 12,544 170 0.0150 0.82 Cont. Type 1 Curb
NOTE: Maximum Flow Capacities in Sump Conditions and
By-Pass Flow Calculations for inlets on a continuous grade
are provided in the following sheets.
~ l 4 1 Il f i ~.~._J t l I~ 1 1~ 1 1~ I 1 f i~ 1~ 1~~1 ( 1 I
RIVERWALK 10th ADDITION 99176
Spokane County, Washington 09115I99
Engineer: NWO
CURB INLET CALCULATIONS
on Continuous Grade
fu . ~~Cu~b~l~~ etr.Ba~~in G
utt er - p~R}oghnef,, °De pt~h*- Discharge~, Pa~;sts
_ " r
per~Len,gth Length
By~ ~eet aPa~ss s~slop~ ,<aoe~ff, of Flow ~
~.sr• ,~,.r ~
. ,..~!!r rt; r4~; 7" A, -
•,•~~w ,1~r A vbY~1i. irls~ 7.~1.
. , . o~n S /Z'. ,n n~.
A Riverwalk 53+94 Lt 0.34 0.34 0,0130 0,0202 0.0160 3094 0.09 0.063 4 0.09
C Riverwalk 56+47 Lt 0.69 0.69 0.0080 0.0202 0.0160 3094 0.13 0.091 6 0.15
G Grady 11+98 Lt 0.99 0.99 0.0160 0.0202 0,0160 3094 0.13 0.091 4 0.63
I
H Grady 12+80 Rt 0.41 0.72 0.0160 0.0202 0.0160 3094 0.12 0.081 6 0.24
I Grady 11+40 Rt 0.82 0.82 0.0160 0.0202 0.0160 3094 0.12 0.085 6 0.31
NOTE; TYPES 1& 2 CURB INLETS
Curb Inlet Depression = 2 in.
* Calculated per Figure 18 of the Spokane County Guidelines
for Stormwater Management
Calculated per Figure 16 of the Spokane County Guidelines
for Stormwater Management
~ 1 ( ~ ! ) f l I C~ ~ ~ I i ~ l ~ 1 E 1 l ) ~ I E ) (.vJ ( 1 i,__J ! ) ( e1 I
RIVERWALK 10th ADDITION 99176
Spokane County, Washington 09115199
Engineer; NWO
CURB INLET FLOW CAPACITIES in Sump Conditions
. . y R . . - ~ : ,t ~.i LYa~ 5. ~ i ~ 3 ~R- . rr,:,~ • ^n r+ .
'Curbinlet~`;,'.,~ ~Inlet4Mam~?;°~'f~ M~~axm~um~: .`f .~,B,y'~-P'ass~~~ ~
Inl'et . ~ 'S;tree'~ nN. a~lnlet T , e ~ Fea Fl,ow. ~ B -Pass"~~: 3 Le ~ x,FI_o.w De th~*'~~' - ~e,~**
.~,p ~ . , . _ . , - . . ~S~t~atio~~ ~;(!_1 H~..
A&C
B Riverwalk 55+18 Lt Type 1 Curb 0.63 0.97 4.00 0.50 4.37 -3.40
G
D Grady 14+00 Lt Type 2 Curb 0.85 1.48 4.00 0.33 2.34 -0.86
H E Riverwalk 55+18 Rt Type 2 Curb 1.10 1.34 4.00 0.33 2.34 -1.00
F Hodges 21+20 Rt Type 1 Curb 0.64 0.64 4.00 0.50 4.37 -3.73
NOTE: TYPE 1 CURB INLET TYPE 2 CURB INLET Qa = 3,087 * L* H^ 1.5
Curb Inlet Depression = 2 in. Curb Inlet Depression = 2 in. Where L= Length of Curb Drop, H= Flow Depth
Maximum Inlet Height = 6 in. Curb Inlet Length = 4 ft,
Maximum Inlet Height = 4 in.
" By-Pass flows from upstream inlets on continuous grades.
Maximum Flow Depth is based on Inlet height
Calculated per Section 4-1 of the Spokane County Guidelines
for Stormwater Management
L-J
RIVERWALK 10th ADDITION 99176
Spokane County, Washington 09/15199
50-Year Storm Engineer: NWO
DRAINAGE INLET SUMMARY
S~t~ree~;t~ '~Cur~b'Inl~ • ;k'~;~t I pervious N~~"`A- Flowr-: ~Gutte~r;''B~a"s~i~n~ S'u~'pYor , . ,
,
s~in~'. Steet an,tl~ ' f Area ' ~~~Length' Slope~{P'e~a..~tk~F}I'oj'wCo~n~ti'nuous~ hn!f',e,t ~p°e~
~ .J . t vj . .VI•'f' . r t't . . . . r ' , . .
k `f~f~)-
A Riverwalk 53+94 Lt 4,822 140 0.0130 0.49 Cont. Type 1 Curb
B Riverwalk 55+18 Lt 8,961 100 0,0130 0.90 Sump Type 1 Curb
C Riverwalk 56+47 Lt 10,437 280 0.0080 0.99 Cont. Type 1 Curb
D ~ Grady 14+00 Lt 12,914 ~ 180 ~ 0.0160 ~ 1.22 ~ Sump ~ Type 2 Curb
E Riverwalk 55+18 Rt 16,764 220 0.0150 1.59 Sump ~ Type 2 Curb
F ~ Hodges 21+20 Rt 9,637 50 0.0080 0,94 Sump ~ Type 1 Curb
G ~ Grady 11+98 Lt ~ 15,012 ~ 250 ~ 0.0140 ~ 1.42 Cont. ~ Type 2 Curb
H ~ Grady 12+80 Rt 6,170 115 0.0160 0.60 Cont. Type 1 Curb
I Grady 11+40 Rt 12,544 170 0.0150 1.19 Cont. Type 1 Curb
NOTE: Maximum Flow Capacities in Sump Conditions and
By-Pass Flow Calculations for inlets on a continuous grade
are provided in the following sheets.
RIVERVUALK 10th ADDITION 99176
Spokane County, Washington 09115199
50-Year Storm Engineer: NWO
CURB INLET CALCULATIONS
on Continuous Grade
Curb Inlet Basin Basin + Gutter Roughness Depth Discharge Inlet By-Pass
Inlet Street and Peak Flow By-Pass Slope .Cross slope Coeff. Z of Flow per Length Length Flow
Station (cfs) Q S 11Z n n d' QalLa'`* La Q--Qa
A Riverwalk 53+94 Lt 0.49 0.49 0.0130 0.0202 0.0160 3094 0.11 0.073 4 0,20
C Riverwalk 56+47 Lt 0.99 0.99 0.0080 0,0202 0.0160 3094 0.15 0,104 6 0.37
G Grady 11 +98 Lt 1.42 1.42 0.0160 0.0202 0.0160 3094 0.15 0.104 4 1.00
I
H Grady 12+80 Rt 0.60 1.20 0.0160 0.0202 0.0160 3094 0.14 0.098 6 0.62
I Grady 11 +40 Rt 1.19 1,19 0.0160 0.0202 0.0160 3094 0.14 0.098 6 0.60
NOTE: TYPES 1& 2 CURB INLETS
Curb Inlet Depression = 2 in.
* Calculated per Figure 18 of the Spokane County Guidelines
for Stormwater Management
Calculated per Figure 16 of the Spokane County Guidelines
for Stormwater Management
~ ) f-) f 1 I~(~ L)~ ~ I J f l i 1~ l I ~ 1 ~ E l t 1 4 I
RIVERWALK 10th ADDITION 99176
Spokane County, Washington 09115199
50•Year Storm . Engineer: NWO
CURB INLET FLOW CAPACITIES
in Sump Conditions
~ v°'T!+x arY~ Rt~,''S'' • ' , ~ • ~`r`"!' s' r~t; ~''P '74•'', E:'"'{~ ~
1Curb I Basin let M~ai« , x Ma~m`• ' '~~4d~' ' ~ ~ ~1 . -/~~t![f~N'~**
; I;n'le,ty ~ ~Street and Pea Flow,~ By~y-~P,~~a~~sCs*~:
c4yI~4O :a • I "'Ki ' ~F ~ • ~ ~ n
yyy~ 1
, . . , , Y~J`~~y ..~U`V '}.r~i~iYi1 ~ " o!7:Y~.~a ~ , ,~f~ ~ •.rh~~t 'p• n, , N(~:3nVi~ ~
A&C
B Riverwalk 55+18 Lt Type 1 Curb 0.90 1.47 4.00 0.50 4.37 -2.90
G
D Grady 14+00 Lt Type 2 Curb 122 2.22 4.00 0.33 2.34 -0.12
H
E Riverwalk 55+18 Rt Type 2 Curb 1.59 2.21 4.00 0.33 2,34 -0.13
F Hodaes 21+20 Rt Tvpe 1 Curb 0.94 0.94 4.00 0.50 4.37 -3.43
NOTE: TYPE 1 CURB INLET TYPE 2 CURB INLET Qa = 3.087 ~ L' H" 1.5
Curb Inlet Depression = 2 in. Curb Inlet Depression = 2 in. Where L= Length of Curb Drop, H= Flow Depth
Maximum Inlet Height = 6 in. Curb Inlet Length = 4 ft.
Maximum Inlet Height = 4 in.
* By-Pass flows from upstream inlets on continuous grades.
" Maximum Flow Depth is based on Inlet height
Calculated per Section 4-1 of the Spokane County Guidelines
for Stormwater Management
A
-
~
B
~
~
~
~
~
~
~
~
~
~
~
. . •
S P O K A N E C O U N T Y
DNISION OF ENGINEERINC AND ROADS A DIVISION OF TNE PUBLIC WORKS DEPAKTMENT
William A. Johns, P.E., County Engineer
l~ --1,-ed
~
October 18, 1999
Todd Whipple, P.E.
CLC Associates, Inc.
707 West 7h Avenue, Suite 200
Spokane, WA 99204
SUBJECT: ANW-Riverwalk 10`b Addition
ls` Submittal
Gentlemen:
We have conducted a cursory review of your September 28, 1999 submittal of Design Documents
for this project, and we have found that the submittal generally does not conform to the
requirements of the Spokane County Standards for Roud and S'ewer Construction or the
Guidelines for Stormwater Management. We are, therefore, unable to accept your submittal for
review at this time.
The attached comment list contains the items of concern which we discovered, and it is not to be
construed as being comprehensive. If you have any questions about this review, please contact Ed
Parry at 456-3600. Thank you.
Sincerely, ro; M1~5'*J OGAsm /far
aw
William A. Johns, P. E. i711
Spokane County Engineer
~Za~t % Fn A!"A.&
~ 4z~ •3r.~.~
Edward J. P , .E.
Plan Review Engineer ~
p~t ~p G ~t
enct.: Design Docurrrents - plans
c«wwnts (i page) 7~ei~ ~ sc~fl 7hcs ycs~r", gAT
cowfilc
reviewa (oomrrents only) ~
Sponsor: Shorewood Hmios
1026 W. Broadway Ave. 9 Spokane, WA 99260-0170 •(509) 477-3600 FAX: (509) 324-3478 TDD: (509) 324-3166
Todd Whipple, P.E.
P1414I - Riverwalk 10'b Addition
1" Submittal
October 18, 1999
Page ? of 2 -
Items needed:
1) Has the Fire District approved the hammerhead turnaround? The approval provided on the water plan
addresses the water plan specifically, and does not address the road layout. A letter from the Fire District
will be acceptable
2) Does this plat have the right of ingress and egress over previous phases, out to Indiana and Barker?
3) The Pavement Section Design did not bear a signed, dated P.E. stamp, as indicated on the Submittal
Checklist
4) Additional information is needed about the hammerhead turnaround at the easterly end of the project:
type of surface north of the curbline, distance to end of surfacing, radii, etc. It appears that the Fire
District will be running up some type of mountable curb to make the turning movement
5) A section plan sheet is typically provided for each of the "208" Lot Plans
6) Basin Map: Needs to bear a note identifying the smali berm from farming operations on the east end of
the project as discussed during the joint site visit; this berm cuts off the flows from the offsite parcel to
the east.
7) Drainage calculations:
a} The basins that drain to a common drywe[I are part of a larger overalt basin. These subbasins
generally have a swale that is sized for the "208" requirement of that subbasin, and any additional
flows would reach the terminal swale containing the drywell(s). The time of concentration is based
on the total flow path for the basin. For example: The swale serving Basin I contains a drywell, so
that swale is a tenninal swale, and should be sized to contain the peak volume frorn that basin. If the
concept intends to have some overflow reach the swale in Basin H, then some sort of hydrograph
routing is needed to demonstrate the peak volume to that swale, and that the Basin H swale can
contain the peak volume. The catculations provided generally indicate that the ternunal swale of the
group may not be adequately sized for the overflows from the upper swales serving the subbasins.
b) The design storm event needs to be clarified - why are the swales evaluated at the 50-year event?
S) Need to include the Standard Notes indicated on the attached extract from the Guidelines for Stormwater
Management
9) Does the construction line shown lie outside of any required shorelines setbacks?
A{+~
Appendix B
~
Standard Notes for Consttvction Plaas
The following standard notes are to be included in a road and drainage plan set, for privately sponsored
developments. These notes are applicable to both public and private roads.
I} All work and materials shall be in conformance with the "SFOKANE C4LTNTY STANDARDS
FOR ROAD AND SEWER C4NSTRUCTION" 1995, and as amended.
2) ocaiions of existing utilities shown in the plans are approximate. The Contractor shall bc
responsible for locating all underground uti[ities. Any conflicting utilities shall be relocated prior
to construction of road and drainage facilities.
3) ~T'he Contractor is required to have a conaplete set of the +~pprerved road and drainage plans on the
job site whenever construction is in progress.
4) If the Contractor discovers any discrepancies between the plans and existing canditions
encoutrtered, the Co 11 immediately notify the Design Engineer and the Spokane County
Engineer's Oifi . Z X►°e
S) For con.struction of drywells, install filter fabric (A,moco 4545 or approved equivalent) between the
✓drywell Uarrel and the washed drainrock, and between the washed drainrock and the native soils.
6 ~?n*or ta site construction, the Contractor is responsible for locating underground utilities. Call the
nderSound utilitY location service at 456-8000 before You di8.
S unnlemental Notes. When Applicable
7) For any curb grades less than 0.5% (0.005 ft/ft), a Washington State-licensed Professional Land
IjA Surveyor shall verify that the curb forms are at the grades noted on the approved plans, prior to
placement of curb mterial. The Contractor is responsible for arranging and coordinating work
with the Professional Land Surveyor.
8) The Contractor shaU employ a licensed surveyor to verify that the cross-gutter forms are at the
~ conect plan grade prior to concrete ptacement. The cross-gutters shall be construrted prior to
paving, and the pavement shall then match the edge of coacrete gutter.
Use note 99 wherever GPA swales are used:
9) The floor of a Grassed Percolation Area (GPA) swale inciudes the levei portion of the floor of the
~ swale, and the side slopes of the swale up to the GPA overflaw elevation or top of drywell. The
soil located in the floor of the GPA swale shall be a medium to well-draining material, with a
minimum infihration rate of 0.5 inches per hour. T'he Engineer shalt provide a written statement
which verifies that all GPA swales canform to this requirement. This written statetnent shall be
submitted to the Spokane Courny Engineer's 4ffice prior to insialling finished landscaping/sod and
prior to final acceptance. The swale floor material shall be installed to a native soil stratum wh.ich
also meets or exceeds this minimum percolatioa rate of 0.5 inches per hour.
. , • ~
Notes ERl through ER4 are to be included i» the plan set wherr erosion control facilities are required ar
i»corporated into the plans.
ER1) An Erosion/Sedimentation Control (ESC) plan is required for this project. Implementation of the
ESC plan, and construction, maintenance, and upgrading of the ESC facilities are the responsibility
of the Developer until atl construction is compteted and accepted by Spokane County, or until
vegetation is estab[ished throughout the site, and accepted by Spokane Couety, whichever is later.
~
ER2) Approval of the ESC plan does not constitute approval of any of the proposed road, storm
drainage, grading or utility design elements shown on the ESC plan.
ER3) The erosion/sedimentation control measures showa are the crunimum requirements for the
anticipated site conditions. The Contractor shail inspect and maintain these ESC measures daily,
and shall maintein and upgrade these measures as necessary to prevent sediment-laden water from
either flowing off the site, or into new/existing storm drainage facilities, such as drywells, culverts,
or gravel galleries.
ER4) The Contractor/Developer is responsible for instailing Rock Construction Entries at any and all
locations used to enier or exit the project site.
~,~,A ERS) Geotextile fabric is to be placed on the rims of drywells, cateh basins and inlets until such time the
:~J a-P vegetation on the site is established and the threat of sedimern dePosition into the drainage sYstem
is mitigated.
, • f
Submittal Checklist RECEIVED for Road & Drainage Projects in SPokane County - P1aAUhT9
"af's
gpQKANE COUNTY ENGINEER
This Submittal Checklist is to be completed and signed by the Sponsor's Engineer, and included with each plan
submittal into the Spokpne County E'ngineers Office. If this form is not fully completed and sigrred, do nvt
submit plans und calculatioris to Spokane County for revietiv and accepturlce. Irrcomplete submrttnls will be
returned arrd will cause unnecessary delay.s for your client.
Project Name: K t V~-~"`'~- Ap''~ srio3
SPokane CountY ProJ'ect No. ~i" T Date: 4f Z~1 cjq
Pro}ect Engineer: -r&tQ UV1klPPLE Phone: 'ets-12) _(00-4 0
Project Sponsor: 54"C9RZU:)C20__1> Phone: f-2P0)&4;Z;- ~160
A. Pretiminary Process
Prior to Submittal of Road and Drainage Plans, the following events are to have already occurred:
(By checking each item off shown below, you are statrng that you have verifced these events/items hcrve beerr completed.)
Adoption of a Hearing Examiner's Report for this long plat, or a Planning Report for this short plat.
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.
A Channelization Plan (e.g. signing and striping plan) of public roadway improvements, has been I
~ 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 I
information may be required to demonstrate that the plans meet all applicable standards.
(By checking "yes " for each item shown below, you are verifying that these items have been completed and are included in
this subrnittal. For arry box checked "n/a a written justiftcation of arry omissions at the end of this section is required.)
I#em Description
IS`v ~ Road and drainage plans, two print sets. (Certification statement on cover of plans)
yes n/a ")One set of plans on 24" x 36" mylar media, or CAD electronic file .DWG or.DXF format
ve~ ~ Each Plan Sheet of record is signed and dated by the project sponsor.
~yes ~ The road and drainage design meets the requirements of State Iaw, Wf1C 196-27 regarding
" "conformity with accepted standards"; that is, the design reflects the "state of the practice"
for the proposed concept.
<00yes ~ The plans, Drainage Report, basin map(s), and any other calculations are stamped, signed
and dated by an enpineer licensed in the State of Washington.
es 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.
n/a Geotechnical Report, one set. (Include all soil test pit/boring logs.)
eo've(, n/a Structural Pavement Calculations, one set
yes n a Cross-slope gade calculations for road widening projects.
. ,
a
Item Description
yes en7a-) Maintenance Manual and Sinking Fund calculations for drainage facilities located outside
of County road right-of-way.
es n/a Written explanation of who/what entity will be responsible for maintaining drainage
facjlities which are located outside of public road rig,ht-of-way, and that the plan is
acceptable to the County Engineers Office. Z~ ~~fV (fr,/
yes (2,5D Channelization Plan, or signing and striping information provided in the road plans. To be
included in road and drainage plan set.
des, 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 (~W Copy of Approved Design Deviations.
e n/a Fire District Approval, for private roads.
es 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 riot-of-way.
yes 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 are included in the plan
submittal.
es n/a Inspection Agreement between the sponsor and its engineer.
yes r a For off=site easements to be granted to Spokane County, the following items shall be
included: legal description, exhibit, and proof of ownership.
yes n!a Erosion Control Plan, required for "Major Land-Disturbing Activity." To be included in
~ the road and draina Eplan set. 4 oQC~
Explanation for any items listed above which are not included in this submittal:
(Note: an insufficient justification of why an item was not included in the submitted, or incomplete documents, may result in
the submittal being 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 Stan ards for d& Sewer Construction, and the Guidelines for Stormwater
Managemenl, except where an proved e' Deviation all s otherwise.
Engineer's Signature• . Date: ~f • /
~
Engineer's Name:
(please print)
If there are crrty questions about this form or appropriate procedures, please call Development Services,
Spokane County Public Works, at (509) 456-3600.
~ For Spokane County Use Only
Submittal No: ~ County Plan Reviewer: PAAP
Accepted in for Review or Construction
Returned to the engineer without review and/or acceptance, See attached letter of explanation.
Processing Date:
Submittal Checklist 2
Spokane County Public Works; Apri129, 1998
,
Owner: STANTON DEVELOPMENT COMPANY
CoOwner: .
Owner Address ~
1fi720 NE 116TH ST REDMOND WA 98052-2254 I ~ ~
~ i x'~,~ ~ ol~
'f~ i ~
Site Address • ~ ~ " •4 x1~. r r. t ~
VACA Q . V , y NT LAND . SPO x.~'• .r •~r ._..r_._.-.
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' t. . ~',r`~ Le ~ ~ ~ ::1~. gal Description ~ j~ :~f. M. " '_ti ~ J '4-~
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- =-i_ ys'~' ~ ~ SD SEC 8; TH N 06DEG 35MIN 03SDS W ALG THE W LN OF SD - 1,- ;.s~.
958.93 fr 0
~ FT• N 89DEG 24MIN 57SDS E 30. ~ , OOFT, TH N 89DEG 23MIN ;
ti 06SDS E ~ ~ ,
, ~ ~ ~ ~ I 369.86FT; TH N OODEG 34MIN 05SDS W 16.81 FT TO THE BEG =
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NON-TANGENT CURVE CONCAVE TO THE NW HAVING A RAD ~ .
OF 672.00 1 ~
FT F ~ - _ ( ROM WHICH A RAD LN BEARS N 09DEG 54MIN 02SDS W; ~ ) ~ ~ ~ , ,
TH ~ i ; , ~
NE Y Y L ALG SD CURVE THROUGH A GA OF 20DEG 05MIN 55SDS ~
AN ARC ~ ~
{ DIST OF 235.73FT; TH N 60DEG OOMIN 02SDS E 508.04FT• TH S
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~ ~ 29DEG 59MIN 58SDS E 159.08FT; TH N 60DEG OOMIN 02SDS E
~ l ~ 269.96FT TO THE TRUE POB; TH S 29DEG 59MIN 58SDS E
27.OOFT; j
TN N 68DEG OOMIN 58SDS E 61.93FT; TH N 75DEG 40MIN
58SDS E ►
63.30FT; TH N 89DEG 48MIN OOSDS E 331.53FT; N OODEG 12MIN
OOSDS W; TH N 02DEG 41MIN 03SDS E 60.08FT; TH N OODEG ~M K ~
~ b 12MIN
r OOSDS W 120.OOFT; TH N 89DEG 48MIN OOSDS E 144.50FT; TH N ~t p~
. 7
OODEG 12MIN OOSDS Wa10.00~T; TH N 04DEG 02MIN 52SDS E ' ~w ~ Mr ~ /r' It~ • ~rM~
17.55 ~i0 ~
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OOSDS ~ ~
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►
Hemmings, Bill From: Hemmings, Bill
Sent: Monday, November 01, 1999 2:08 PM
To: 'Todd Whipple, PE'
Cc: Parry, Ed; Johns, Bill
Subject: Riverwalk 10th
11-1-99
Todd,
I am the person who put the hold on the acceptance of these plans. The plans have been reviewed and except
for the access issue, I believe they are ready for acceptance. We can not, however, accept the plans because
there is only one legal access at this point in time. The standards call for two access points for this many lots. I
brought up this issue at the predesign so it should have been taken care of by now. You can not approved plans
that do not meet the standards. Please resolve the issue as soon as possible so it does not hold up your client
any further. Thanks
Bill Hemmings, PE
~
Page 1
10/28/99 09:55 FAX 509 458 6844 Inland Pacific EnB. ~ COUNTY ENGTNEERS ~j001
~
' • _ ~ . _ ~ , -
~7~J.. - iJ.. ~~r~'~'~~•~ - - •
. ~ ~ ~'.'I . •
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~~f. - ,;"'~7S"v,°,Lt;~,~i "~!'Ij,~~n'I.hill~l;a~i=~`:.i i'• . ~
~ ~:,•.n~~F_:.r ~,~i~~L~:!:. ~ ~ ~
r> ~~.'t t•~ , li~.~n~ ~,7~~'~•~ir ~ i
FAX TRANSM ITTAL
. . . ,
DATE: ' Qctober 29, 1999 :.PAGES: :*Zoo,' INCLUDING COWER.SHEET
T4: : Bill )ohns, P.E. fAX: ~ 324.7655
. _ . . . . . . . . . . , . ; .
COMPANY: ~ Spokane County PHONE: ~ 477.3600
FROM: , Todd R. Whipple, P.E. ° 108: ; 99176
_ . ? . _ r_. _ . . . . , . .
PRQ)ECT ~ Riverwaik 10th
aRIGINAL IN MAIL: O YES NO
NOTES:
611l,
Enclosed is a copy of an e-mail that I received from Nelson Ogren of our office. At this time we are ready to
subrmit final pians and rnylars to Ed Parry for acceptance, but as you can see he won't accept them without the
ingress and egress easements. At this time, Rivervwaik 10'" gets CONSTRUCTION access frorn Rivervvaik e,
a plat constructed by Ton Andrel. The purpose of the constnaction plans is for construction, we are, not asking ~
for residential access. Mr. Andrel as the Sponsor of Riverwalk 8'h can g'rve himself access until he dedicates
to the Homeowners Assoc.
Therefore, white we appreciate the good job that Ed is doing now that he's back in Development S+:rvices, R's
this kind of additional and NEW requirement that put Ed at odds with all the developers the first time. I am
trying to avoid this since it rnakes bath of our lives difficuit. Please advise Ed to continue to accapt the plans
as alvvays without this easement as it will be provided to PLANNlNG at the time the finai plat is submitted,
sinoe it is a planning issue NOT AN engineering issue.
Thank you and please advise.
Sincerety,
CLC A acaate n
~
. ~
Todd R. Whipple, P. E.
Vice President
cc: Tom Andrel, Sponsor
Nelson Ogren, ClC - Spokane
Confrdentiality Nodce
This document(s) acoompanying this fax transmisaion coritein(s) information, which is oanfidentfal and prtvileged. Thls Infortnation is interded to be for
the individual or entity set forth above. If you are not tha intended reclpient, please De aware thai eny disclosure, copying, distributaon or use of the
conteMs ot this information is Qrohibited. Yhank yau.
10/29/99 09:56 FAX 509 458 6844 Inland Pacific Eng. ~ COUNTY ENGTNEERS ~1002
~
,
Todd Whipple
From: Nelson Ogren
Sent: Friday, October 29, 1999 9:51 AM
To: Todd Whipple
Subject: Rivervvalk 10th
TRW
Ed Parry called and said that Tom Andrel needs to get the reciproCal ingresslegress easements for his plat prior to having
the street plans aocepted by Spokane County. This used to be a condition fvr fnal plat approval. What c2m we do about
this?
Tom wili be in this moming to sign the mylars.
Nelson
1
NOV-02-99 14=01 FROM= SHOREWOOD.HOMES.INC. ID: 2096659405 PAGE i
IECEIVED - - N, D'Ta a 1999
• - SP(?KANE COUNTY ENGINEER
Riverwalk 8i° Homeowners Associatiun
3901 Sch,reiber Way . .
Coeur d'Alene, tdaho 8381.5
November 2,1999 . . Attn: Ciary Ahberg Spokane Count,y
1026 W. 8roadway .
Spakane, Washington
Kiverwalk 8~' Eiomeowners Assot;iation docs hereby resolvc to lirant reciprocal access to
. Riverwalk I0'h Addition.
Tom Anderl President
~
'7S ~ :Y y..7 ;f- 2 ~1:.'sj'~~ ~~a~'~y n~`~ :~h;'•' : ~ " ~ a~ ~ „~'{:h`. . •.~y ti:,~+.'•x`' , 1' ;
Pa~ Ed
ryf - - - - ~ a r~=~"-, .V~_ . ~.~"`?:l `'=~t;- _s.'t~2~~.~s.: . _ c:'0.~~.~~.'"~- F , ' _ . :`%k•~~' , .
From: Parry, Ed Sent: Tuesday, Navember 02, 1999 10:58 AM
To: Jones, Tammy
Cc: Hemmings, Bill
Subject: P14141- Rivervvalk 10th; Final Plat
Tammy:
The road & drainage plans for this project are nat yet accepted for oonstruction by the
County Engineer's Office. We still rteed to provide drainage language, and a bond amourrt
Please call if you have any questions
--Ed
4s
! ~`p I
14,
S P O K A N E . ' C O U N T Y
BUILDING AND Pt.ANNING A DMSION OF THE PUBLIC WORKS DEPARTNtENT
James L. Manson, C.B.O., Director Gary Oberg, Director
MEMORANDUM
DATE: October 29, 1999
~ TO: Division of Engineering and Roads, Pat Harper, c/o Sandy Kimball
on of~Eng•i~neenng ~ ~ ,d Road~s?;~D.e-+v~lop ~ en~ ServAice~ ~1i11s1~e ~ ~ ~ ~ ~ i~ng~s
Division of Utilities, Jim Red
Stormwater Utility, Brenda Sims
Spokane Regional Health District, Steve Holderby
Spokane County Fire District No. 1
Consolidated Irrigation District
FROM: Tammy Jones, Associate Planner
VV
SUBJECT: Proposed Final Plat of Riverwalk 10`h Addition, PE-1414-81.
Please review the attached final plat map for Riverwalk 10' Addition, PE-1414-81, and forward
your comments to me by November 11, 1999. If you have any questions regarding this matter,
please contact me at 477-3675.
Enclosure(s)
copy without enclosures to: CLC Associates, Inc., 707 W. 7`h Ave.#200, Spokane, WA 99204
Shorewood Homes, Inc., 3901 Schreiber Way, Couer D'Alene, ID.
83815
1026 W. BROADWAY • SPOKANE, WASHINGTON 99264-0050
PHONE: (509) 477-3675 9 FAX: (509) 477-4703 • TDD: (509) 477-7133
1
A N E C O U N T Y
A-
PUBUC WORKS DEPARTMENT
ISION OF ENGINEERING & ROADS
326 W. BROADWAY, SPOKANE, WA 99260-0170
Tom Anderl
Shorewood Homes
3901 Schreiber Way
Coeur d'Alene, ID 83814
" • . . ^ , _ • . . . . _ v' - . • _ . • u ♦
t
Parry, Ed
From: Parry, Ed
Sent: Tuesday, November 02, 1999 9:44 AM
Ta: 'Todd Whipple, P.E.'
Cc: Hemmings, Bill; Johns, Biil; Oberg, Gary
Subject: P14141 - Riverwalk 10th Addn.; Acc;ess Easements
Todd:
Biil Hemmings forwarded your latest email on this subject to me for response.
We have reviewed the Plat map for Riverwalk 8th Addition. We are assuming a
best case condition in which
* Lot 1, Block 1 accesses Indiana directly, and
* Access easements have been granted to Riverwalk 8th and Riverwalk
10th for access over the private roads in Riverwalk 4th, so that Lots 1, 2,
and 3 of both Blocks 2 and 3 access Indiana via Flat Rock Lane west
over Fiat Rock Lane and Snake River Lane, which are private roads in
Riverwatk 4th.-
Lvts 5 through 14 of Block 1 and Lots 7 through 14 of Block 2(a total of 18
lots) front on Hodges north of Flat Rock. We have discussed traffic flow with both
Pat Harper and Steve Stairs of our office, and it is reasonable to expect Lots 2
through 4 of Block 1, Lots 4 through 6 of Block 2 and Lots 4 through 6 of Block 3
in Riverwalk 80' to also access Indiana via Hodges. .
Given these assumptions, there are befinreen 21 and 27 lots accessing
Hodges Lane in addition to the 30 lots in Riverwalk 10th, for a total of between 51
and 57 lots. If easements over the private roads in Riverwalk 4t' are not
available, then there are as many 33 lots in Riverwalk 8th (for a total of 63 lots)
that would have to access indiana via Hodges.
I discussed the access issue with Nelson Ogren on October 19th and
again on October 29t'. I also discussed this matter with Tom Anderl as recentiy as October 28t'. Tom stated to me that he would get working on the necessary
access easements right away so that this issue could be resolved.
We will place the latest submittal in the queue for review. However, we will
only release comments when the necessary Reciproca( Ingress/Egress
easements showing access through other phases of the overal! Plat out to
lndiana and Barker have been received.
Cc: Tom Andert (via surface mail)
. ~
Parry, Ed
From: Hemmings, Bill
Sent: Tuesday, November 02, 1999 7:50 AM
To: Parry, Ed
Subject: FW: Riverwalk 10th
• Please check Todd's number and formulate a response. Thanks
From: Todd R. whippiefSMTP:toddwCcDiQe-sti.coml
Sent: Monday, November 01, 1999 5:40 PM
To: Hemmirtgs, Bill; Johns, BiN; Nelson Ogren; Oberg, Gary
SubjecL• RE: Riv+etwalk 10th
Bill,
It is my understanding that this project is being de,signed under the curnent
copy of the Spokane Gounty Road Standards. It is also my understanding that
the table on Page 5 of the March 1999 Road Standards approved by Resoluton
99-0265 is to be considered a vaiid and appropriate standard. To insure
that we were using the cornect standards we reviewed the Findings and Fact
and Conclusions for the Riverwatk Time Extension, on page 8, Condition No.
7, states that the plans must be consistent with the Standards appticable at
this time, therefore, my reference is oorrect.
If this true, the Table-on Page 5 af ihese standards clearly states that for
a UR3.5 plat or 3.5 ula we are a!lowed 50 units with one acc,ess point.
Therefore, you should no longer hold the appraval for this plat in relation
to access as you are clearly in error. If yau count the number oi lots
within Riverwalk 10th you wiA find that there are 30 building lots total.
Along Hodges Lane north from Indiana there is an addifionai 17 lots.
Therefore, our total number is 47 and we clearty are a(lowed 50., therefore '
in relation to an access issue you can cleariy accept these plans.
Lastly, yau are aware that we are not even proposing to construc# homes at this dme and vr proceed beyond the platting process to even begin to build
homes without a final plat and the requirements deariy indicate that fire
departmerrt acxess is the main issue in limfting #he number of lots, not
CONSTRUCT(ON. As you know,-we are still trying to pave this faN, unless I
read the Road Standards wrong, it is my opinion and as such I wiN farward
to my client that you are at this time causing a time delay due to an
inaccurate understanding of your awn road standards and therefore may be liable for delay.
Based upon this irrformatlon w+e again request that you accept the road plans
for this project as noted in your previous correspondence.
Thank You,
CLC Associates, Inc.
, Todd R. Whipple, P. E.
Vice President
Original MessagE
From: Hemmings, Bill fmailto:BHemminasD-sr)okanec4untv.oral
Sent: Monday, November 01, 1999 2:08 PM
To: Todcf Whippfe, PE'
Cc: Parry, Ed; Johns, BiH
Subject: Riverwatk 10th
. a
11-1-99
Todd,
- I am the person who put the hold on the acceptance of these plans. The
p{ans have been reviewed and except for the access issue, I believe they are
ready for acceptance. We can not, however, accept the plans because there
is only one legal access at this point in time. The standards call for tvw
access paints for this many lots. I brought up this issue at the predesign
so it should have been taken care of by now. You can not approved plans that
do not meet the standards. Please resoive the issue as soon as possible so
it does not hold up your clierrt any further, Thanks
Bill Hemmings, PE
C.L, "r#„'d
Asso.c~atesr Inc.
FQRMER~LY`- [ OCtOb@r ZO 1999 nowM~arcm«moi.ne
~
IPE W.O. #99176
Spokane County Public Works Department
~Q~ west ~~h~ su~re zoo Development Engineering Services
Spoka~n~, ~.,A~ 992oa 1026 W. Broadway Avenue
509-458-6$'40 '
, ,s09-458-6844 FaX Spokane, Washington 99260-0170 RE-C EIVED
, Spokane, "`~A Denver, CO'
, Attn: Bill Hemmings, P.E. OCT Z 1 1999
,
~ . Re: Riverwalk 10' (P1414-I) Pavement Design SPOKANE COUNTY ENGINEER
Dear Bill:
This letter and attached soil classifications and pavement design matrix provide
` ^ ' ~ '~~~'~•'~•:1~~',.•' i; ' -
- the documentation for the pavement design for the above referenced project.
The attached letter documents that the samples were obtained at the stated
, . ~ " . . -
.
. ~{-~w- ! locations and soil classifications done on the samples under the direct
supervision of Jay Logan, P.E., geotechnical engineer. The resulting pavement
,
n• ca , d •y.• ,
design is derived from the local access matrix provided by Spokane County at
~~le a{r S"'1 ^ ~ Xja ~ ,
the pre-design meeting.
r ~ E' I
~a`- ' ■ The section for all three private roads, Riverwalk Lane, Hodges
A.' < ACP on 7" CSTC, based on the soil
Lane and Grady Lane, is 2"
classification and an ADT of 200-600.
.
Should you have any questions regarding this design, please call Nelson Ogren
at 458-6840.
Sincerely,
CLC ASSOCIATES INC.
0
Todd R. Whipple, P.E.
Vice President
TRW/skm St~NqLk~'
..6..~ R
IEXPI'RES /2
enclosures 9 4 _
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cc: file
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f~CC•h~i ecrurc ~ J. IDxument199176~pvmtttr
Landsc•-ap Ar hi ur
Land Surv yin _ ,
-
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~ CLC
Associates Inc.
, _ -
FORMERLY ! September 26, 1999 - ^°^"'~°`~l-ft
IPE W.O. #99176
~ .
Spokane County Public Works Department
707 we5ti 7th suite 200 Development Engineering Services ~~CE~~~Q
Spokane, WA 99204 1026 W. Broadway Avenue
, 509-45$-6840 Spokane, Washington 99260-0170 SEP 2 8 1999
509-458-6844 Fax
} Spokane, WA Denver, CO
, Attn: Bill Hemmings, P.E. gppKpNE COUNTY ENGINEER
i ~
i
Re: Riverwalk 10th (P1414-I) Pavement Design
i
~ Dear Bill:
;
This letter and attached soil classifications and pavement design matrix provide
~ the documentation for the pavement design for the above referenced project.
The attached letter documents that the samples were obtained at the stated
locations and soil classifications done on the samples under the direct
; supervision of Jay Logan, P.E., geotechnical engineer. The resulting pavement
design is derived from the local access matrix provided by Spokane County at
~ the pre-design meeting.
■ The section for all three private roads, Riverwalk Lane, Hodges
~ Lane and Grady Lane, is 2" ACP on 7" CSTC, based on the soil
~ classification and an ADT of 200-600.
I
i
i
Should you have any questions regarding this design, please call Nelson Ogren
' at 458-6840.
~
Sincerely,
CLC A SOCIA INC.
i
i ~
! , • -
X4
I '
I
Todd R. Whipple, P.E.
' Vice President
~
I
I ~ TRW/skm
enclosures
~
~ cc: file
Planning '
Engineering
~ Architecture J:1Document199f761pvmtftr
~ Landscape Architecture i
I Land Surveying j
/
NORTHWEST
- _ • AMER~~P
August 24, 1999 SOILS, TESTlNG & INSPECTION
.
STI W.O. #99176
CLC/Inland Pacific Engineering
707 W. 7'h Avenue, Suite 200
Spokane, Washington 99204
Attn: Nelson Ogren
Re: Limited Soil Study
River-walk 10`h Addition
Spokane County, Washington
Dear Nelson:
_ STI Northwest is pleased to submit this report describing our limited soil study for the above
--mentioned project. The purpose of this study is to determine the soil classifications for the purpose
of pavement design on the site. We understand that the site will likely be developed for residential
use and will include extension of two streets and the construction of a new street.
Our scope of work for this report comprised of a field exploration, limited analyses, and report
preparation. This report has been prepared for the exclusive use of Shorewood Homes and their
consultants, for specific application to this project, in accordance with- generally accepted
geotechnical engineering practice.
FIELD EXPLORATION . .
We explored surface.and subsurface conditions at the project site during September 22, 1999. Our
exploration and testing program comprised of a visual surface reconnaissance of the site and three
exploratory test pits within the proposed roadway prism. The test pits were excavated to depths of
1 to 5 feet below existing grade on the site. A rough map showing the approximate locations of the
test pits is attached.
It should be realized that the explorations performed for this evaluation reveal subsurface conditions
only at discrete locations across the project site and that actual conditions in other areas could vary.
Furthermore, the nature and extent of any such variations would not become evident until additional
explorations are performed or until construction activities have begun. If significant variations are
observed at that time, we may need to modify our conclusions and recommendations contained in
this report to reflect the actual site conditions. -
• An Affiliate of CLC Associates Inc.
3628 E. Ferry 9 Spokane, WA 99202 • Phone (509) 534-9711 • Fax (509) 534-9755
CLC/Inland Pacific Engineering . STI W.O. #199176
' Rivenvalk 101 Addition Limited Soil Study August 24, 1999
STI Northwcst _ Page 2
SITE SOIL CUNDITIONS .
Our understanding of the site soil and groundwater conditions are based on our site exploration
conducted September 22, 1999 and our general knowledge of the area.
The soils in the area typically consist of Garrison gravels, well drained sands and gravels that are
generally silty near the surface. Our explorations revealed 2.5 feet of dense, dry, very silty gravel
with occasional cobbles overlying dense, dry, slightly silty, sandy gravel and cobbles to the depth of
. the explorations. These soils were classified as Garrison Gravels. The enclosed exploration logs
provide a detailed description of the soil strata encountered in our subsurface explorations.
Gradation analyses were performed per ASTM D-422 on a representative sample from each of the
test pits. The samples from test pits TP-1 and TP-2 represent the upper very silty gravel. The sample
from TP-3 represents the lower sandy gravel and cobbles. Based on the gradation curves, the
samples from test pits TP-1 and TP-2 were classified as GM (Silty Gravel) and test pit TP-3 as GW
(Well Graded Gravel) in accordance with the Unified Soil Classification System (see attached sheet).
CLOSURE
We appreciate the opportunity to be of service on this project. If you have any questions regarding
L this letter or any aspects of the project, please feel free to contact our office.
Sincerely,
STI Northwest
-
~''~,04
~o • y
~
0 33472
. .
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~
EXPIRES 06/9 4i 61
Jay W. Logan, P.E.
Geotechnical Engineer
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TEST PIT LOGS
STI W.O. # 99176 Riverwalk 10t° Addition
(Test pits excavated on September 22, 1999) TP-1 (Intersection of Riverwalk Lane and Hodges Lane)
Depth Interval (feet) Description
0.0 to 2.5 feet Dense, dry, grayish brown, very silty Gravel with occasional cobbles - GM
(Fluvial Deposits/Garrison Gravels)
Sample #1 at 1.5 feet - 2.5 to 4.5 feet Dense, dry, light brown, Sandy Gravel and cobbles - GW (Fluvial
Deposits/Garrison Gravels)
Bottom of Test Pit at 4.5 feet. No groundwater seepage, slight caving below 2.5 feet.
. . TP-2 (Intersection of Riverwalk Lane and Grady Lane)
t..
= .
t,_. ~ Depth Interval (feet) Description . , .
0.0 to 1.5 feet, Dense, dry, grayish brown, very silty Gravel with occasional cobbles - GM
(Fluvial Deposits/Garrison Gravets) .
Sample # I at 1.0 feet
Bottom of Test Pit at 1.5 feet. No groundwater seepage or caving
TP-3 (Between lots 6 and 14 on Grady Lane)
. Depth IDterval (feet) Description
. 0.0 to 2.5 feet Dense, dry, grayish brown, very silty Gravel with occasional cobbles - GM
(Fluvial Deposits/Ganison Gravels) _
2.5 to 5.0 feet Dense, dry, light brown, Sandy Gravel and cobbles - GW (Fluviai
Deposits/Garrison Gravels)
Sample # 1 at 4.5 feet
Bottom of Test Pit at 5.0 feet. No goundwater seepage, slight caving below 2.5 feet.
~
' UNiFIED SO1L CLA►SSIFICA►TIOh1 SY~~EM
GROUP NAME " GROLTP SU7L 13ESC.`RIPTION Comments
SYMB4L ;
Pea# ~ Ft Highiy organtc sails _ Fat Clay p CH C1a}+ - Liquid limit > 50°fQ * 50% nr more is
- Elastic 5i1t ~ NE ' Silt - L.iquid limit > 50% * srna]Ier than
L,ears CIay ~ CL Cla}+ - Liquid Iirnit < 50°l0 * No. 204 sieve
Silt ~ NIL Silt - Lfquid limit < 50% *
Silty Clay ~ CL-ML Stlty Clay * ,
Clayey Sand ~ 5C sands with 12 #0 50 percent
Silty Sand ~ Sm smaller than No. 200 sieve *
Poarly-graded Sand with Clay ~ 5F-Sc Mvre than 501a is
P4UTly-Vaded Sand with Silt ~ SP-sNi Sands with 5 to 12 perce-nf 1a.rger than
We11-graded Sand with Cla}r ~ Sw-Sc smaller than No. 200 sieve * No. 200 sievt: and
Wel1-graded Sand with 5ilt . ~ Sw-SM °/fl sand > °/d gravel
Pvorly-graded Sand ~ SP Sands with less thari 5 percen#
We11-graded Sand sw smaller than No. 200 sieve *
Clayey Gravet ~ GC Gravels with 12 to 50 percent
Silty Gravel . - ~ (iIVi . srnaller than No. 200 sieve *
Poorly-graded Gravel with Clay GP-GC More than 50°la is
Poorly-graded Gravel with Silt GP-GM Gravels with 5 to 12 percent larger than
Well-graded Gravel with Clay ~ GW-GC smaller than No. 204 sieve ~ Nb. 200 sicve arrd
Well-graded Gravel with Si1t ~ GW-G1Vf - % gravel > °/4 sand
Ponrl}r Graded Gravel ~ GF' Gravels with less than 5 percent
Well-graded Gsavel ~ GW smaller than No. 200 sieve *
* See Plasticity Chart for definitian of sii#s and clays.
See definition for well graded.
LEGEND OF TERMS
SAMP'LE IDENTIFICA'Y'IOIY
p 60 PLASTICITY CHART U - Undisturbed (shelby tube)
I r~ S - Split barreUSPT {disturbed}
a R - Ring Sampler
S so ~ - A - Augef cuttings (sack sample)
~ i CI~ arj~7H TS - Bulk sample (test pitfopen hole)
40 ~
c -1VIQISTURE CONDITIONS
i Dry, 5lightiy Moist, Moist, Very Moist,
I 30 et (Saturated)
y ' C.L v~ ~ M'H o (]H
2a °r 5OIL ~CONSISTEIVCY .
1 Fine Grained Sails
1 , Very Saft, Soft, Medium Stiff, Stiff; Ver}r 5tiff, Hard
n ~ .
d ~ ar OL Coarse Grained Soi1s e0 ~ I . ~ . Very Loose, Loose, Niedium Dense, Dense,
x o 14 20 30 ao 50 so 70 80 90 100 ~Ter}+ I]ense
~.iqe~id LiYt~it . - .
~
- CLASSIF~CATION CRITEF~IA FOR SANDS AND GRAVELS
~Vell gra~ded sarrds (SV~) C, = D6010 ~ b and C~= (D30~I~1D x D6o) ~ 3 and ? 1
Well graded ,gravels (GW) C, - D69/Djo ~ 4 anci Cc= (133o)~I(Div x D6o) :5 3 and ? 1
Coaxse Fine Coarse ~ Mediurn Fine FINE9
Boulders Cobbles
- Grave] ~ Gravel Sand Sand Sand (silt or c]ay)
• S1eVe 51ZeS ~ 10" ~ 3 '1 1 3/4" 44 , 410 #40 ~ #200
jW,T20',ff NORTHWEST
. ~
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~ 3" . 3!4" #4 #10 #20 #40 #100 #200
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~ GRAIN SIZE (mm)
uNiFiEO soiL COARSE , FINE coARSE MEDIUM FINE FINES
CLASSIFICATION GRqVEL 'GRAVEL SAND SAND SAND
SYSTEM
~ • , , .
~ Sample Identification: ~ Sample Description: Lab 298 ~
TP-1, TS-1 @ 1,5 feet . Grayish Brown, Silfij Gravel No,
.
Project: . ~
iverwalk 10th Addition
R
G RAI N SIZE
lacation:
` Spokane County, WA
REPORT Job No.: Date:
,~O'R~~.~,; 99176 ~ 9124199
r f
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3" 314" #4 #10 #20 #40 #100 #200
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100
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~ GRAIN SIZE (mm) ~
UNIFIED SO1L COARSE ~ FINE COARSE MEDIUM FINE FINES
CLASSIFICATION GRAVEL GRAVEL SAND SAND SAND
SYSTEM
/ `
Sample Description: Lab 299
~ Sample Identification:
TP-2, TS-1 @ 1.0 feet Grayish Brown, Silty Gravel No.
' Project:
: ' ~-•2 ~ RiveN+ralk 10th Addition
G MIN SIZE Location: '
Spokane County, WA
~ REPORT Job No.. Date:
99176 ~ 9124l99 j
1~~~ ;E:~... . ~ ~ . ~
3" 3/4" #4 #10 #20 #40 #100 #200
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GRAIN SIZE (mm)
UNIFIED SOIL COARSE ' FINE COARSE MEDIUM FINE FINES
CLASSIFICATION GRqVEL GRAVEL SAND SAND SAND
SYSTEM • ~
~ . ~
~ Sample Identification: Sample Description: Lab
TP-3, TS-1 @ 4.5 feet Grayish Brown, Sandy Gravet and Cobbles No 300
Project:
G-RAIN SIZE Riverwalk 10th Addition
• Location: Spokane County, WA
, Job No.: Date:
REPORT
l►;~,~ N~~R~'~~1A~~~~' ~ 99176 . 9124199
~ ~
. . •
. , r .
L4CAL ACCESS PAVEMENT STRUCTURES
.
AVERAGE DAILY TRAFFIC
SOILTYPE 0•2-00' 600+
y, 2"l6,l
--u~•.
GP .21761# 2~11701
~ 212/g0' .
GC 2177" 2$1/$1' W/6"
SW 2#1/61' 2~@~71@ 211/71#
SP. 21'16" 2"17" 2fl/81'
. ,
SM 2IOn„ 21118" 311/611
SC Pavement Design ML 3176" 3178" 416"
CL Pavement Design
OL 4~1/71, . 517711 511/8"
MH Pavement Design _
OH Pavement Design
. ,
PT Pavement Design
1) Soil type is ciassified by the Unified Soii Ctassification System.
2) Required thickness is given as incties of asphalt concrete pavement over
inches of crushed surfacing:
SPOKANE C4UNTY ALTERNATE PAVEMENT DESIGN
(INTERIM) -
J -
10/21/99 Z'HL1 12:17 FA% 509 892 4125 SPORANE VALLEY FIRE DEPT Ca 001
. SPOKANE VALLEY FIRE DEPARTMENT
Spokane County Fite District 1
10319 E. Sprague Ave. • Spolsaae, WA 99206 3676 •(509) 928-1700 • fax (509) 892-4125
WO-Ole
Jo 2C~
list Inilials
GC:
DATE: October 21, 1999
TO: Ed Perry
Spokane County Public Works
SUBJECT: Approval ofRivervvalk Tenth Road Plan
I have reviewed the road plan for Riverwalk lane for Fire Department access with Nelson
Ogren of CLC Association and find the proposed hammerhead to meet our needs for a
turn-around.
Please call if you have any questions.
Yours truly,
. RECE VED
U/0 C T 2 1 1999
Normart Lofti
Fire Inspector SPOKANE COUNTY ENGINEER
cc &x co xalsm ogrm asa-sga.a
10/21/99 THU 12:16 [TX/RX NO 67811
SEP-27-99 09:49 FROM: SHOREWOOD.HOMES.INC. ID: 20A6659405 PAGE 3
. r v~►.
.
. w~ripr~►~sd.y~ ~ _
Svptcxnber 27, t ("9
W.O. " 176 . RECEIVED
Shorcwow HomeB . SEP
3901 schreiber way - 2 8 1999
(=ocwr d'Alenc, Idaho 83814 SPOKANE COUNTY ENGINEER
Arro: Tom Anarei
By yaur eignawre below, we have youc pctmission to sign the DBVeloper's A4ipn,val
for you on the bond copics of ihe strec;t and biorrn drai~c pldns to be snbmittod
Wd8y to SpOkaRC Gounty EngjriCer's office f4r tevieW, l will be signing for you.
SlfiCC~ly,
CL(' A►S50CYATk:S YiVC:.
Susan Murphy /';'7
1'roj~t A~aitager
sm Developec's approvai Date
M. . ftte
09/27/99 MON 10:52 [T%/RX NO 64691
' _ . '
CLC RECEIVED
Associates Inc~ pokane County
.~eptember 26, 1999 SEP Ld 1q99 - -
' FORAAERLY • 4oAM- dca'.." L.aC-WW.~.
~ ' •
~ . JKANE COUNTY ENGINEER : .
707 West 7th Suite 200 - '
Spokane, WA 99204 509-458-6840 . .
509-45£3-6844 Fax - spoi<<,ne, wA Denver, co, September 28, 1999 . ; CLC #99176 Spokane County Engineers
Engineering Development Services
1026 W. Broadway Ave. :
Spokane, WA 99260-0170
Attn: Bill Hemmings, P.E.
Re: Riverwalk 10`h Addition (P1414-I)
, Sewer Permit
~
Dear Bill:
; Given the time of year, the "private road" status of Riverwalk 10I' and the
completed street submittal package attached, we would like to request the
~ release of the sewer permit for the above mentioned project.
Please call me at 458-6840 with questions, comments or approval.
Thank you.
~ - Sincerely,
CLC ASSOCIATES INC.
~
Nelson W. Ogren, E.I.T. ~
enc. ~
~
cc: file
; .
,
;
Planning Engineering .
Arch itecru re
; Landscape Architecture
Ldtld $UrveYing J; lUocuments1991761SewPerrnit
~ .
~
~
INLA►ND PACIFIC ENGINEERING, 1NC.
~
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SI '4JKANL ~ C►JEUR D'ALENE
V , • ,'E ~ T,, ' • ' • •
.Itl1 Y. . ' . .
~FORMERLY . ' A. Amih"otc.be.~c.e.mum.,i:
< ~ tl i • -
707-_WgsU7th~5"u1ite, 200 .
S b'k`~a~n WA 2,~4
a4o~~September 28, 1999 - Fa
0~'-458~ 6~x • ,
~ CLC #99176
I 5'pokane~;:~!A~;:trDDc3,n~v~er,,. CO , - ~D
Spokane County Engineers F~EC
Engineering Development Services 1999
1026 W. Broadway Ave._ SEP Z 8
Spokane, WA 99260-0170 .br~
-
.
SPOKANE COUNTY ENGINEER
Attn: Bill Hemmings, P. E.
-ci~.? y ~ C'~,t ~,~r
• .
Re: Riverwalk 10t'' Addition (P1414-I)
^r
- Street and Storm Drainage submittal
Dear Bill:
The following items have been included in the submittal package presented for
"your acceptance for review of the above referenced project:
w!~~~" I
~
g~.k:~.:-- ■ A completed submittal checklist, signed and dated by Todd R.
Whipple' P.E.
I
' yE ; ■ Two bond copies of the plan set, signed by Susan Murphy for the
sponsor, and stamped, signed and dated by the Project Engineer,
Todd WhiPPle, P.E.
~ •
~
,~~~v■ A copy of the authorization letter for Susan Murphy to sign for
s tf'
Tom Andrel, sponsor.
I .\R i
5
II `I ya'.
2 copies of lot plans for all residential lot ponds. -
■ Pavement Design information signed, am~ and dated by the
F I
Project Engineer, Todd Whipple, P.E., along with soil
~
a•'.-~ t~,':;: classification information obtained by Jay Logan, P. E..
A~•tu ~ ~
-'"-c`..? ~ 43.~ . ~S~v~' ' I ■ Two copies of the Drainage report, which includes a Basin Map
with topographic data, proposed drainage features, basin
boundaries and Time of Concentration routes clearly marked.
4~~~~r Ay i~ y f 1~
~g~c~ ~ ~~u♦ ~~c' ''R~'. .
~ WN~~.~. , ■ A copy of the signed water plan signifying the Fire District's
approval. .
;;'•.;Sc.~7 , -
rb
I~4~ ■ A copy of the cover sheet of the inspection agreement signed by
our firm and the sPonsor, with a coPY of the a9reement document ~ F'lanning ,
ngin ~rin: w~; attached. .
Archit cture '~nds p Architecure s,,
L nd Surveying 1~ J: LDocuments1991761subl -
-
4 ►
Spokane County
September 26, 1999
The maintenance of the drainage facilities will be the responsibility of the Homeowners'
Association which will be formed prior to final platting of the project. Shorewood Homes
is also the developer/owner of Riverwalk 8th Addition adjacent to Riverwalk 10`n
Addition, so the Homeowners' Associations will be combined.
If you have any questions or concerns regarding this submittal, please call our office at
458-6840. Thank you.
Sincerely,
CLC ASSOCIATES INC.
KU UJ •
0~~-
Nelson W. Ogren, E.I.T.
sm
enc.
cc: file
J:IDocumentsl991761su61 Page 2 Of 2
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DRAINAGE TECHNICAL qRT
for the R C v ED
~
SEP281999
~ RIVERWALK 1 COUNTY EyGINEER W
ADDITION PUD
~ CLC No. 99176
7~--
SEPTEMBER 1999
Frepared for:
V- SHOREWOOD HOMES
-l 3901 Schreiber Way
; Coeur d'Alene, ID 83814
~
~
~ Prepared By:
. C.L. C. Associates, Inc.
, I 707 W. 7th Avenue
Suite 200
~r Spokane, WA 99204
(509)458-6840
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! I
- D-R-A-INAGE REPORT
for the
Riverwalk lOth Addition PUD
Plat
Spokane County, Washington
' September 1999
~ .
The design improvements shown in this sef of plans and calculations conform to the applicable
~ editions of the -Spokane County Standards for Road and Sewer Construction and the Spokane
County Guidelinesfor Stormwater Management. All design deviations'have been approved by the
~ Spokane County Engineer. I approve these plans (calculations) for construction.
~ _ . . .
^ This report has been prepared by Nelson W. Ogren of CLC Associates, Inc. under the direction of
the undersigned professional engineer whose seal and signature appear hereon.
,
.
541 2~
--EXPiRES 9/24/
Todd R. Whipple, P.E.
~
I
' Riverwalk IOth Addition PUD
, Drainage Narrative
GENERAL
.
The Riverwalk l Oth Addition PUD Plat is a 10.04 acre development of 30 single family
residential lots located north and east of the intersection of Tndiana Avenue and Barker Road,
within Spokane County, Washington. The site is currently vacant with field grass, alfalfa and
fallow fields as the predominant land cover and vegetation. Single family residential
developments lie directly adjacent to the south and west. A 1" to 400' scale vicinity and location
map have been included within the technical section of this document.
~ PURPOSE
The purpose of this report is to determine the extent of storm drainage facilities which will be
required to dispose of the increase in stormwater runoff created by the development of the
- Riverwalk l Oth Addition plat. The storm drainage facilities on this project have been designed to
~ dispose of runoff from a ten-year design storm, as required by the Spokane County Guidelines for
Stormwater Mana2ement. Calculations are also included to illustrate the extent of containment
J for the 50-year storm event.
This development is within the Aquifer Sensitive Area of Spokane County and is therefore
subject to'208' requirements. For this project, the 10 and 50-year intensity curves from the
- Spokane, Medical Lake, Reardon, Cheney and Rockford areas were used, as well as the SCS iso-
pluvial rainfall curves. Per direction from Spokane County, the SCS curves have been further
~ refined with the NOAA iso-pluvial curves.
ANAL YSIS METHODOL OGY
Per the Spokane County Guidelines for Stormwater Manaeement, the Rational Method, which is
recommended for basins less than ten acres in size, was used to determine the peak discharges
^ and runoff volumes for all onsite basins.
~ PROJECT DESCRIPTION
~
_ This phase of the Riverwalk plat comprises 30 of the 393 lots in the approved preliminary plat
~ and SEPA documents. The Riverwalk l Oth Addition subdivision is located in the NE 1/4 of the
SW 1/4 of Section 8, T. 25 N., R. 45 E., W.M. within Spokane County, Washington.
CLC Assoeiates, Inc. D 1 Ri venvalk IOth Addition Plat Drainage Report
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TOPOGRAPtIY
The existing site naturally drains to the north, sloping gently towards the Spokane River from
_ Indiana Avenue. Within the plat the natural topography was used as much as possible to route
storm drainage. However, due to the flat slopes and the County's minimum requirements for
^ slope, the roadway profiles have been forced to facilitate drainage by localizing low spots for
pond placement. Due to the flat slopes encountered, no concentrated pre-existing flows were
~ observed nor were there any signs that anything other than sheet flow and ground absorption
have occurred on this site.
The general slopes within this plat vary from flat to nearly flat with the maximum existing slope
of 2.5%. Generally, the area within this platted portion of the overall preliminary plat would be
~ characterized as flat. For development purposes as stated the natural sloping was used for design
and is maintained as possible throughout the project.
~
SOILS
~ As can be seen from the accompanying soils map from the Spokane County Soils Survey as
-performed by the SCS, the site consists of one type of soils within the Class B type. This soil
Y type is described as follows.
` GgA - Garrison gravelly loam, 0 to 5 percent slopes: Soils within this soil type are somewhat
_ excessively drained soils formed in gravelly glacial outwash material from a variety of igneous
rock. Surface runoff is slow, and the hazard of erosion is slight. Spokane County Guidelines for
~
Stormwater Manaizement indicate this to be a Soil Group Type B and pre-approved for drywell
~ installation.
- DRAINA GE NARRA TI VE
Offsite
Based upon the general geographic tendencies surrounding this site, no offsite flows are expected
~ for this phase.
- Onsite
All runoff within the drainage basin will be collected and treated using the '208' runoff inethod as
- described in the Spokane County Guidelines for Stormwater Mannement. From high points in
the proposed road improvements, designed inlet locations and the assumed lot grading, the
proposed Riverwalk l Oth Addition was divided into 9 basins (A through I). These basins have
been combined where practical to utilize the same drainage facilities. Table No. 1 lists the basins
and pond combinations for reference.
CLC Associates, Inc. D2 Rivenvalk lOth Addition Plat Drainage Report
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. The contributing runoff from the impervious street area is designed to flow to downstream ponds
by placement of curb inlets, which divert runoff into the grassy '208' ponds for treatment. The
runoff from each basin is directed to ponds within the basin. When the intermediate ponds in
~ basins A, C, G, H and I reach their capacity, the stormwater flows back into the gutter, to the- next
_ downstream pond, then into the drywell for final disposal. The drainage basins and ponds are
' shown on the basin map at the back of this report.
' DRAINAGE CALCULATIONS SUMMARY
, Bowstring calculations have been included for individual basins to determine the extent of storm
~
drainage facilities required for the 10-year storm event. Weighted "C" Runoff Coefficients were
calculated for each basin of less than 10 acres as required by the Spokane County Guidelines for
, Stormwater Manap-ement. Table No. 1 includes the basin size, street and total impervious areas,
and runoff coefficients. The storage volumes of adjacent basins A, B& C, D& G, and E, H& I
\ J were combined for efficient use of drainage facilities. The basin characteristics are summarized
~ below with the remaining calculations in the appendix.
` Table No. 1- Basin Summary
Basin Total Total Street Imp. Total Runoff
Area Acreage Area Impervious Coefficient
~ (SF) (CF) (SF) (SF) "C"
~ A 8,318 0.191 2,322 41822 0.56
^ B 13,931 0.320 3,961 8,961 0.61
Y C 15,915 0.365 5,437 10,437 0.62
D 36,451 0.837 6,914 12,914 0.38
E 46,239 1.062 8,764 16,764 0.39
F 273627 0.634 51637 9,637 0.38
G 51,033 1.172 7,012 15,012 0.34
~
~H 17,801 0.409 2,170 6,170 0.38
-4 I 425,054 0.965 4,544 123,544 0.34 ~
A, B& C 38,164 0.876 11,720 24,220 0.61
D& G 87,484 2.008 13,926 27,926 0.36
I
~ E, H& I 106,094 2.436 15,478 35,478 0.37
~
CLC Associates, Inc. D3 Rivenvalk 10th Addition Plat Drainage Report
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Provided storage volumes shown in the bowstring calculations were determined using the pond
bottom areas, 6 inch depths in intermediate ponds (A, C, & I) and 0.9 foot depths for
intermediate ponds with structures (G & H) and at the end of the flows (B, D, E& F).
'208' Calculations
The '208' storage volume for each basin was designed to adEquately contain the runoff created by
~ the first half-inch of rainfall upon the street impervious areas within the basin it serves. The
provided pond bottom areas show the water quality treatment to a depth of 6 inches with no side
slopes. Within basins A, B& C, D& G, and E, H& I, preliminary upstream ponds were
designed to provide water quality treatment to 6 inches, then overflow back into the gutter and to
the next downstream pond. Table No. 2 summarizes the requirements and designs of the ponds
~ by basin.
~
_ Table No. 2- Pond Requirement Summary
~ as~ ~ ►40 Ild ea 0r I ' ro ie~ o sri~n, o sw.r' g ` equiil s, s' ep , cfiffi, ov d c~~ ~
~ A 194 • 200 48 100 -
B 330 400 161 360 1-Type B
C 453 400 214 200 -
D 576 580 110 522 1-Type B
E 730 750 229 675 1-Type B
~ F 470 500 237 450 1-Type A
~ G .584 600 511 540 1-Type A
~ H 181 280 107 252 1-Type A
~
I 379 280 398 140 -
A, B& C 977 1,000 384 660 1-Type B
D& G 1,161 19180 527 . 19062 1-Type A
1-Type B
E, H& I 19290 11,310 831 19067 1-Type A
1-Type B
^ BOLD - Final basin combinations
* Type A is a Spokane County Standard Drywell - Single Depth, Capacity 0.3 cfs
Type B is a Spokane County Standard Drywell - Double Depth, Capacity 1.0 cfs
~
CLC Associates, Inc. D4 Riverrvalk IOth Addition Plat Drainage Report
I
~r-Inlet Calculations
~i
-Inlet calculations are provided for all inlets within the basin. The calculation worksheets for the
~ 10 and 50-year storm events for inlets on continuous grades and in sump conditions are provided
in the appendix. By-pass flows were calculated for each inlet on a continuous grade, and added to
the following inlet.
,
CONCL USION
,
As demonstrated by the calculations and body of this report the storm drainage facilities provided
~
in this design will adequately remove from the streets, store and dispose of the stormwater from
~ the site for the 10-year design storm as required by Spokane County. Additionally, the required
~ '208' treatment area is provided for the runoff from the street impervious areas.
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CLC Associates, Inc. DS Rivenvalk IOth Addition Plat Drainage Report
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APPENDIX
MAPS
VICINITY MAP
S4ILS MAP
DEVELOPED BaWSTRING CALCULATIQNS
10-Year Design Storm
50-Year Storm Event
Inlet Calculations
BASIN MAF
MAPS
VICINITY MAP
SOILS MAP
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BOWSTRING CALC-ULATIONS
1 Q-Ycar Storm Event
50-Year Storm Event
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BoWSTRING METHOD PROJECT: RIVERWALK 10th
10-Yr Design Storm BASIN: A DETENTION BASIN DESIGN BASIN; A
DESIGNER: NWO
Tot. Area 0.19 Acres 8318 SF DATE: 09113199
Imp. Area 4822 SF
C = 0.56
Lawns - 0.10 Time Increment (min) 5
Impervious • 0.90 Time of Canc. (min) 5.00
CASE 1 Outflow (cfs) 0.3
Design Year Flow 10
40 ft. Overland Flow Area (acres) 0.19
Impervious Area (sq ft) 4822
Ct= 0,15 'C'Factor 0.56
L= 40 fl. Area " C 0.11
n= 0.40 Street Area 2322
S = 0.010
Tc = 3.15 min,, by Equation 3•2 0( Guidelines Time Time Inc. Intens, Q Devel. Vol.ln Vol.Out Storage
(min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
140 ft. Gutter flow =--==uos
5.00 300 3.18 0.34 138 90 48
Z1= 50.0 For Z2
Z2 = 3,5 Type A=1,0 5 300 3.18 0.34 138 90 48
n= 0.016 Rolled = 3.5 10 600 2.24 0.24 145 180 -35
S= 0.0130 15 900 1.77 0.19 172 270 •96
20 1200 1.45 0.16 188 360 •172
d= 0.495 ft. 25 1500 1.21 0.13 196 450 -254
30 1800 1.04 0.11 202 540 •338
A R Q Tc Tctotal I oc 35 2100 0.91 0.10 206 630 424
================zn=z 40 2400 0.82 0.09 212 720 -508
0.24 0.05 0.34 1.68 5.00 3.18 0.34 45 2700 0.74 0.08 215 810 -595
54 3000 0.68 0.07 220 900 -680
Qpeak for Case 1= 0.34 cis 55 3300 0.64 0.07 227 990 -763
60 3600 0.61 0.07 237 1080 -843
65 3900 0.60 0.06 252 1170 -918
CASE 2 70 4200 0.58 0.06 262 1260 -998
75 4500 0,56 0.06 271 1350 •1079
Case 2 assumes a Time of Concentration leas than 5 minutes so that 80 4800 0.53 0.06 274 1440 -1166
the peak flow =.90(3.18)(Imp. Area) = 0.32 cis 85 5100 0.52 0.06 286 1530 -1244
90 5400 0.50 0,05 291 1620 -1329
95 5700 0.49 0.05 301 1710 -1409
So, the Peak flow for the Basin is the greater of the two flows, 100 6000 0.48 0.05 310 1800 -1490
0.34 cfs
208' DRAINAGE POND CALCULATIONS
Provided '208' Area 200 sq ft
Required'2Q8' Atea 194 sq ft
DRYWELL REQUIREMENTS • 10 YR DESIGN STORM
Provided Storage Volume 100 cu it @ 0.50' depth
Maximum Storage Required by Bowstring 48 cu ft
Number and Type of Drywells Required 1 Single
0 Double
PEAK FLOW CALCULATION PROJECT: RIVERWALK tOth BOwSTRI►vG METHOD PROJECT: RIVERWALK 10th
10•Yr Design Slorm BASIN: B DETENTION BASIN DESIGN BASIN: 8
DESIGNER: NWO
Tot. Area 0.32 Acres 13931 SF DATE: 09113199
Imp. Area 8961 SF
C = 0.61
Lawns • 0.10 Time Increment (min) 5
Imperoious- 0.90 Time of Conc. (min) 5.00
CASE 1 Outflow (cis) 0,3
Design Year Flow 10
40 ft. Overland Flow Area (acres) 0.32
Impervious Area (sq A) 8961
Ct = 0.15 'C Factor 0.61
L= 40 rt. Area ' C 0.20
n= 0.40 Street Area 3961
S = 0.010
y
Tc = 3.15 min., by Equation 3-2 0( Guidelines Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
(min) (sec) (inlhr) (cis) (cu ft) (cu ft) (cu it)
100 fl.Gutterfiow =
5.00 300 3.18 0,63 251 90 161
Z1= 50.0 For Z2
Z2 = 3.5 Type A=1.0 5 300 3.18 0,63 251 90 161
n= 0.016 Rolled = 3.5 10 600 2.24 0.44 265 180 85
S= 0.0130 15 900 1.77 0,35 314 270 44
20 1200 1.45 0.29 342 360 •18
d= 0.120 fl. 25 1500 1,21 0.24 357 450 -93
30 1800 1,04 0.20 368 540 -112
A R Q Tc Tc total I Oc 35 2100 0.91 0.18 376 630 •254
40 2400 0.82 0.16 387 720 •333
0.39 0.06 0,63 1.03 5,00 3.16 0.63 45 2700 0.74 0.15 393 810 -417
50 3000 0.68 0.13 401 900 -499
Qpeak tor Case 1= 0 63 cfs 55 3300 0.64 0.13 415 990 -575
60 3600 0.61 0.12 432 1080 -648
65 3900 0.60 0.12 460 1170 -710
CASE 2 70 4200 0.58 0.11 479 1260 -781
75 4500 0.56 0.11 498 1350 -854
Case 2 assumes a Time of ConcenVation less than 5 minutes sa that 80 4800 0.53 0.10 500 1440 -940
the peak flow =.90(3.18)(Imp. Area) = 0.59 cfs 85 5100 0.52 0.10 521 1530 -1009
90 5400 0.50 0.10 531 1620 -1089
95 5700 0.49 0.10 549 1710 -1161
So, the Peak flow for the Basin is the greater of the two flows, 100 6000 0.48 0.09 566 1800 -1234
0.63 cfs
208' DRAINAGE POND CALCULATIONS
Provided'208' Area 400 sq ft
Required'208' Area 330 sq ft
ORYWELL REQUIREMENTS -10 YR DESIGN STORM
Provided Storage Volume 360 cu ft@ 0,90' depth
Maximum Storage Required by Bowstring 161 cu it
Number and Typa of Orywelis Required t Single
0 Double
PEAK FLOW CALCULATION PROJECT, RIVERWALIC 1 Qlh aCw5TRiNG METHUa PROJECT: RIVERWALK 10th
10-Yrpesign Starm BA51N: C L1ETENTIC11J BASIN pESIGN BASaN G
DE51Gh#ER; NWO
Tat. Area 4,37 Acres 15915 SF R~ pATE: 09113189
Imp. Area 14437 5F
C = 0,62
Lawns- 0.10 Time Inorernent (rnin) 5
Impervious - 4.90 Time of Conc, (min) 6.59
cASE 1 outnow (cfs) 0.3
- Qesign Year Flaw 10
40 ft Overland Finw Area (a~cres) 0 37
Impenrious A,rea (sq ft) 10437
C# = 41$ 'C' Factar 0.62
L= 40 ft. Area " C 0.23
n = 4.40 5treet Area 54437
S = 4.010 °TG = 3.15 min., hy EquaCion 3-2 af Guidellnes Time Time Inc, Infens. Q [}evel. V41 In Val.Out $lorage
(min) (sac) (inlhr) (cft) (cu fl) (cv fll) (Cu tt)
280 fk. Gutter flvw a=m===== W----------------- ----m~,.~
6.59 395 3.75 0.63 333 119 214
Z1 = 50.0 FarZ2
Z2 = 3.5 Type A=1.0 5 340 316 0.73 292 90 2Q2
n= 0.016 Ralled = 3,5 10 600 2.24 0.51 308 180 128
s= 0.00e0 15 900 177 040 364 270 94
20 1240 1.45 0.33 398 36Q 38
d = 0.132 ft. 25 1540 1.21 0.2e 415 450 -35
30 1900 1.04 0.24 428 540 -112
A R a Tc Tc ko#a1 G Qc. ` 35 2100 4.91 0,21 437 630 -193
- = - 40 2400 012 0.19 450 720 -270
0.47 0.07 0.63 3.44 6.59 2.75 0.63 45 2740 0.74 0.17 456 810 -354
i 50 3000 0.6e 0.16 466 900 -434
Opeak far Case 1 Y Q 63 c#s 55 3304 0.64 0.15 482 990 -5O8
64 3600 061 0.14 501 1080 -579
" 65 3900 0.80 0.14 534 1174 -636
CASE 2 70 4200 4.58 0.13 556 1260 -704
75 4504 0.56 0.13 575 1350 -715
Case 2 assumes a Time af Concenlrativn less than 5 mkna,tessa that ; 80 4800 0,59 0,12 5a1 1440 -859
the peak Flaw =.90(3 t8)(Imp Area) = 0 69 cts 85 5100 0.52 0.12 605 1530 -925
90 5400 0.50 0.11 616 1620 -1004
95 5700 0.49 aA1 638 1710 -1072
Sa, the Peak flow for the Basin is the grealer aE the twa flaws, 100 6000 0.4$ 0.11 658 1800 -1 1q2
4.69 cfs
20e"aRAINAGE pOND CALCULATIONS
Providad'248' Area 400 sq ft
Required'20$' Arsa 453 sq ft
DRYWELL REQUIREMENTS -14 YR DESIGN SfiORM
Providad 8torage Volume 200 cu ft~ 0.50' depth
MaxiMLm 5tarage Required by Bawstring 214 cu fk
Number and Type of Dsywell& Required 1 8ingle
0 Double
- ~ .
PEAK FLOW CALCULATION PROJECT; RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
10-Yr Design Storm BASIN: D DETENTION BASIN DESIGN BASIN: D
DESIGNER; NWO
Tot. Area 0.84 Acres 36451 SF DATE 09113/99
Imp. Area 12914 SF . •
C = 0.38 ~~"'~•j~
Lawns - 0.10 Time Increment (min) 5
ImpeNious - 0.90 Time of Conc. (min) 8.86
CASE 1 Outflow (cis) 1.0
~ Design Year Flow 10
160 ft. Overland Flow a Area (acres) 0.84
" Impervious Area (sq ft) 12914
Ct = 0.15 'C Factor 0.38
L= 160 fl. Area' C 0,32
n= 0.40 Street Area 6914
S = 0.010
Tc = 7.24 min., by Equation 3-2 af Guidelines Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
(min) (sec) (iNhr) (cfs) (cu ft) (cu ft) (cu ft)
186 ft. Gutter flow
8.86 532 2.39 0.77 546 532 15
Z1= 50.0 For Z2
Z2 = 3.5 Type A= 1.0 5 300 3.18 1.02 410 300 110
n= 0.016 Rolled = 3.5 ' 10 600 2.24 0.72 433 600 -167
S= 0.0160 15 900 1.77 0.57 513 900 -387
20 1200 1.45 0.47 560 1200 -640
d= 0.125 ft. 25 1500 1.21 0.39 584 1500 -916
30 1800 1.04 0.33 602 1800 -1198
A R Q Tc Tc total I Qc 35 2100 0.91 0,29 614 2100 -1486
40 2400 0,82 0,26 632 2400 -1768
0.42 0.06 0.77 1,62 8.86 2.39 0.77 45 2700 0,74 0,24 642 2700 -2058
50 3000 0.68 0.22 655 3000 -2345
Qpeak for Case 1= 0.77 cfs 55 3300 0,64 0,21 678 3300 -2622
60 3600 0.61 0,20 705 3600 -2895
65 3900 0.60 0,19 751 3900 -3149
CASE 2 70 4200 0.58 0,19 782 4200 -3418
75 4500 0.56 0,18 809 4500 -3691
Case 2 assumes a Time of Concentration less than 5 minules so that ~ 80 4800 0.53 0.17 817 4800 -3983
the peak flow =.90(3.18)(Imp. Area) = 0.85 cfs r85 5100 0.52 0.11 851 5100 -4249
90 5400 0.50 0.16 867 5400 -4533
5195 5700 0.49 0.16 897 5700 -4803
~
So, the Peak flow for the Basin is the greater of the hvo flows, ` 100 6000 0.48 0.15 925 6000 -5075
0.85 cfs '
208' DRAINAGE POND CALCULATIONS
Provided '208' Area 580 sq ft
Required '208'Area 576 sq ft
r
i,
DRYWELL REQUIREMENTS -10 YR DESIGN STORM
Provided Storage Volume 522 cu ft@ 0,90' depth
Maximum Storage Required by Bowstring 110 cu ft
Number and Type oi Drywells Required 0 Single
1 Double
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th ' BOWSTRING METHOD PROJECT: RIVERWALK 10th
10•Yr Design Starm BASIN: E DETENTION BASIN DESIGN BASIN; E
DESIGNER: NWO
Toc Area 1.06 Acres 46239 SF DATE: 09113/99
Imp. Area 16764 SF
C = 0.39
Lawns - 0.10 Time Increment (min) 5
ImpeNious - 0.90 Time of Conc. (mm) 7,82
CASE t Oumow (cfs) 1.6
Design Year Flow 10
115 ft Overland Flow Area (acres) 1.06
Imperoious Area (sq ft) 16764
Ct = 0.15 'C' Factor 0.39
L= 115 ft. Area ' C 0.41
n= 0.40 Street Area 8764
S = 0,010
Tc = 5.94 min., by Equation 3-2 oi Guidelines Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
(mm) (sec) (inJhr) (cfs) (cu ft) (cu ft) (cu tt)
220 ft. Gutter flow
7.82 469 2.54 1.05 662 469 193
Z1 = 50.0 ForZ2
Z2 = 3.5 Type A=1.0 5 300 3.18 1.32 529 300 229
n= 0.016 Ralled = 3.5 10 600 2.24 0.93 559 600 -41
S= 0.0150 15 900 1.77 0.73 662 900 •238
20 1200 1.45 0.60 722 1200 -478
d= 0.142 ft. 25 1500 1.21 0.50 753 1500 -747
30 1800 1.04 0.43 776 1800 -1024
A R o Tc Tc total I Qc 35 2100 0.91 0.38 792 2100 -1308
40 2400 0.82 0.34 816 2400 -1584
0.54 0.07 1.05 1.88 7.82 2.54 1.05 45 2760 0.74 0.31 828 2700 -1872
50 3000 0.68 0.28 845 3000 -2155
Qpeak for Case 1= 1.05 cfs 55 3300 0.64 0,26 875 3300 -2425
60 3600 4.61 0.25 910 3600 •2690
65 3900 0.60 0.25 969 3900 •2931
CASE 2 70 4200 0.58 0.24 1009 4200 -3191
75 4500 0.56 0.23 1044 4500 •3456
Case 2 assumes a Time of Concentration less than 5 minutes so ihat 80 4800 0.53 0.22 1054 4800 •3746
the peak flow =.90(3.18)(Imp. Area) = 1.10 cfs 85 5100 0.52 0.22 1099 5100 -4001
90 5400 0.50 0.21 1118 5400 -4282
95 5700 0 49 0.20 1157 5700 -4543
So, the Peak flow for the Basin is the greater of the two flows, 100 6000 0.48 0.20 1193 6000 -4807
1.10 cfs
208' DRAINAGE PONO CALCULATIONS
Provided'208' Area 750 sq ft
Required '208'Area 730 sq ft
DRYWELL REQUIREMENTS -10 YR DESIGN STORM
Provided Storage Valume 675 cu ft@ 0.90' depth
Maximum Storage Required by Bowstring 229 cu ft
Number and Type a( Drywells Required 0 Single
10ouble -
F I~ J
~
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
10-Yr Design Storm BASIN: F DETENTION BASIN DESIGN BASIN; F
DESIGNER: NWO
Tot. Area 0.63 Acres 27627 SF DATE: 09113199
Imp. Area 9637 SF
C = 0.38
Lawns - 0.10 Time Increment (min) 5
Impervious - 0.90 Time of Conc. (min) 7,01
CASE 1 Oufflow (cfs) 0.3
Design Year Flow 10
130 ft. Overland Flow Area (acres) 0.63
Impervious Area (sq n) 9637
Ct = 0.15 'C Factor 0.38
L= 130 ft. Area ' C 024
n= 0.40 Street Area 5637
S = 0.010
Tc = 6.39 min., by Equation 3•2 oi Guidelines Time Time Inc. Intens, Q Devel. Vol.ln Vol.Out Storage
(min) (sec) (inlhr) (cis) (cu ft) (cu tt) (cu ft)
50 ft. Gutter flow zz:=s:=s :
7.01 420 2.68 0.64 363 126 237
Z1= 50.0 For Z2
Z2 = 3.5 Type A=1.0 5 300 3.18 0.76 307 90 217
n= 0.016 Rolled = 3.5 10 600 2.24 0.54 324 180 144
S= 0.0080 15 900 1.77 0.43 384 270 114
20 1200 1.45 0.35 419 360 59
d= 0.133 fl, 25 1500 1.21 0.29 437 450 •13
30 1800 1,04 0.25 451 540 -89
A R Q Tc Tc total I Qc 35 2100 0.91 0.22 460 630 -110
40 2400 0.82 0.20 474 720 -246
0.47 0.07 0.64 0.61 7.01 2.68 0,64 45 2100 0.14 0.18 481 810 •329
50 3000 0.68 0.16 491 900 -409
flpeak for Case 1= 0.64 cfs 55 3300 0.64 0.15 508 990 -482
60 3600 0.61 0.15 528 1080 -552 •
65 3900 0.60 0.14 563 1110 -607
CASE 2 70 4200 0.58 0.14 586 1260 -674
75 4500 0.56 0.13 606 1350 -744
Case 2 assumes a Time of Concentration less Ihan 5 minutes so that 80 4800 0.53 0.13 612 1440 -828
the peak flow =.90(3.18)(Imp. Area) = 0.63 cfs 85 5100 0,52 0,13 638 1530 -892
90 5400 0.50 0,12 649 1620 -971
95 5760 0.49 0.12 672 1716 -1038
50. ihe Peak flow for the Basin is the greater of the two flows, 100 6000 0.48 0.12 693 1806 •1107
0.64 cfs T
'r 206' ORAINAGE POND CALCULATIONS
Provided '208' Area 500 sq it
Required'208' Area 470 sq ft
DRYWELL REQUIREMENTS • 10 YR DESIGN STORM
Pravided Storage Volume 450 cu ft@ 0.90' depth
Maximum Storage Required by Bowstring 237 cu ft
r, Number and Type oi Drywells Required 1 Singie
0 Double
PEAK FLOW CALCULATION PROJECT: RIVERWALK 1 Oth BOWSTRING METHOD PROJECT: RIVERWALK 10th
10-Yr Design Storm BASIN: G DETENTION BASIN DESIGN BASIN: G
DESIGNER: NWO
Tot. Area 1.17 Acres 51033 SF DATE: 09/15199
Imp. Area 15012 SF
C = 0.34
Lawns - 0.10 Time Increment (min) 5
Impervious - 0.90 Time of Conc. (min) 8,94
CASE 1 l 0utilow (cfs) 0.3
° Design Year Flow 10
140 ft. Overland Flow Area (acres) 1 17
Impervious Area (sq ft) 15012
Ct = 0.15 ~ C' Facior 0.34
L= 140 ft. Area' C 0.39
n= 0.40 Street Area 7012
S = 0.010
X'tdl-
Tc = 6.68 min., by Equation 3-2 of Guidelines Time Time Inc. Intens, Q Devel. Vol.ln VoLOut Storage
(min) (sec) (iNhr) (cfs) (cu ft) (cu ft) (cu fl)
250 ft. Gutter flow
>8.94 536 2.38 0.93 672 161 511
Z1 = 50.0 For Z2
Z2 = 3.5 Type A=1.0 5 300 3.18 1,25 502 90 412
n= 0.016 Rolled = 3.5 10 600 2.24 0,88 531 180 351
S= 0.0140 15 900 1.77 0.70 628 270 358
20 1200 1.45 0.57 685 360 325
d= 0.138 ft 25 1500 1.21 0.48 714 450 264
30 1800 1.04 0.41 737 540 197
A R Q Tc Tc total I Qc 35 2100 0.91 0.36 752 630 122
40 2400 0.82 0.32 774 720 54
0.51 0.07 0.93 2.26 8.94 2.38 0 93 o~.Y 45 2700 0.74 0,29 786 810 -24
50 3000 0.68 0,27 802 900 •98
Qpeak for Case 1= 0.93 cfs 55 3300 0.64 0,25 830 990 -160
60 3600 0.61 0,24 863 1080 -217
65 3900 0.60 0.24 920 1170 -250
CASE 2 70 4200 0,58 0.23 958 1260 -302
75 4500 0.56 0,22 991 1350 -359
Case 2 assumes a Time of Concentration less than 5 minutes so that 80 4800 0.53 0.21 1000 1440 -440
the peak flow =.90(3.18)(Imp. Area) = 0.99 cfs 85 5100 0.52 0.20 1042 1530 -488
90 5400 0.50 0.20 1061 1620 -559
95 5700 0.49 0.19 1098 1710 -612
So, the Peak flow for the Basin is the greafer of the two flows, 100 6000 0.48 0.19 1132 1800 -668
0.99 cfs
208' DRAINAGE POND CALCULATIONS
Provided '208' Area 600 sq ft
Required '208' Area 584 sqft
i
DRYWELL REQUIREMENTS -10 YR DESIGN STORM
Provided Storage Volume 540 cu fl@ 0.90' depth
Maximum Storage Required by Bowstring 511 cu ft
Number and Type of Drywells Required 1 Single
0 Double
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th 'BOWSTRING METHOD PROJECT: RIVERWALK 10th
10-Yr Design Storm BASIN; H DETENTION BASIN DESIGN BASIN: H
DESIGNER; NWO
Tot. Area 0.41 Acres 17801 SF DATE; 09115199
Imp. Area 6170 SF
C = 0.38
Lawns - 0.10 Time Increment (min) 5
Impervious • 0.90 Time of Conc. (min) 7.15
CASE 1 Outflow (cfs) 0.3
Design Year Flow 10
115 ft. Overland Flow Area (acres) 0,41
Impervious Area (sq ft) 6170
Ct = 0.15 'C' Factor 0.38
L= 115 ft. Area' C 0.15
n= 0.40 Street Area 2110
S = 0,010
Tc = 5.94 min., by Equation 3-2 of Guidelines Time Time Inc. Intens. Q Devel. Vol,ln Vol.Out Storage
(min) (sec) (inmr) (cfs) (cu ft) (cu ft) (cu ft)
115 ft. Gutter flow
7.15 429 2.66 0.41 235 129 107
Z1 = 50.0 For Z2
Z2 = 3.5 Type A=1.0 5 300 3.18 0.49 197 90 107
n= 0,016 Rolled = 3.5 10 600 224 0,35 208 180 28
S= 0.0160 15 900 1.77 0.27 246 270 -24
20 1200 1.45 0.22 269 360 -91
d= 0.099 ft. 25 1540 1.21 0,19 280 450 -170
30 1800 1.04 0.16 289 540 -251
A R Q Tc Tc total I Qc 35 2100 0.91 0.14 295 630 -335
40 2404 0.82 0.13 304 720 -416
0,26 0,05 0.41 1.21 7.15 2.66 0.41 45 2700 0.74 0.11 308 810 -502
50 3000 0.68 0.10 315 900 -585
Qpeak for Case 1= 0.41 cfs 55 3300 0.64 0.10 326 990 -664
60 3600 0.61 0.09 339 1080 -741
65 3940 0.60 0.09 361 1170 •809
CASE 2 70 4200 0,58 0.09 376 1260 -884
75 4500 0,56 0.09 389 1350 -961
Case 2 assumes a Time of Concentration less than 5 minutes so that 80 4800 0,53 0.08 392 1440 •1048
the peak flow =.90(3.18)(Imp. Area) = 0.41 cfs 85 5100 0.52 0.08 409 1530 -1121
90 5400 0.50 0.08 416 1620 -1204
95 5700 0.49 0.08 431 1710 -1279
So, the Peak flow for the Basin is the greater of the two flows, 100 6000 0.46 0.07 444 1800 -1356
0,41 cfs
i 206' DRAINAGE POND CALCULATIONS
Provided '208' Area 280 sq ft
Required'208' Area 181 sq ft
ORYWELL REQUIREMENTS -10 YR DESIGN STORM
Provided Storage Volume 252 cu ft@ 0.90' depth
r Maximum Storage Required by Bowstring 107 cu ft
Number and Type of Drywells Required 1 Single
Q Double
~G5 `r ~
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
10•Yr Design Storm BASIN: I DETENTION BASIN DESIGN BASIN: I
DESIGNER: NWO
Tot Area 0.97 Acres 42054 SF DATE: 09I13199
Imp. Area 12544 SF
C = 0.34
Lawns - 0.10 Time Increment (min) 5
Impervious • 0.90 Time of Conc. (min) 8.94
CASE 1 Outflow (c(s) 0,3
Design Year Flow 10
165 ft. Overland Flow Area (acres) 0.97
Impervious Area (sq fi) 12544
Ct = 015 'C Factor 0.34
L= 165 R. Area ' C 0.33
n= 0.40 Street Area 4544
S = 0.010
Tc = 7.38 min., by Equation 3-2 of Guidelines Time Time Inc. Intena. Q Devel. Vol.ln Vol,Out Storage
(min) (sec) (inlhr) (cfs) (cu ft) (cu n) (cu fl)
170 ft. Gutter flow
8.94 536 2.38 0.78 559 161 398
Z1 = 50.0 For Z2
Z2 = 3.5 Type A=1.0 5 300 118 1.04 418 90 328
n= 0.016 Rolled = 3.5 10 600 224 0.73 442 180 262
S= 0.0150 15 900 1.77 0.58 523 270 253
20 1200 1.45 0.47 570 360 210
d= 0.127 n, 25 1500 121 0.40 595 450 145
30 1800 1,04 0.34 613 540 73
A R a Tc Tc total I Qc 35 2100 0,91 0.30 626 630 -4
==u=== 40 2400 0.82 0.27 644 720 -76
0.43 0.06 0.78 1.56 8.94 2.38 0.78 45 2700 0,74 024 654 810 •156
50 3000 0.68 0,22 668 900 -232
Qpeak for Case 1= 0.78 cfs 55 3300 0.64 0,21 691 990 -299
60 3600 0.61 0.20 719 1080 -361
65 3900 0.60 0.20 766 1170 -104
CASE 2 70 4200 0.58 0.19 797 1260 -463
75 4500 0.56 0.18 824 1350 -526
Case 2 assumes a Time of ConcenVahon less than 5 minutes sa that 80 4800 0,53 0.17 832 1440 -608
the peak flow =.90(3.18)(Imp. Area) = 0.82 cis 85 5100 0.52 0.17 868 1530 •662
90 5400 0,50 0.16 883 1620 •737
95 5700 0.49 0.16 914 1710 -796
So, the Peak flow for the Basin is the greater ot the lwo flows, 100 6000 0.48 0,16 942 1800 -858
0.82 cfs
208' DRAINAGE POND CALCULATIONS
Provided'208' Area 280 sq ft
Required'208' Area 379 sq ft
DRYWELL REQUIREMENTS -10 YR DESIGN STORM
Provided Storage Volume 140 cu ft@ 0.50' depth
Maximum Storage Required by Bowstring 398 cu tt t~
Number and Type o( Drywells Required 1 Single
0 Double
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BowsTRiNG METHOO PROJECT: RIVERWALK 10th
1 0-Yr Design Storm BASINS: A, B& C OETENTION BASIN DESIGN BASINS: A, B& C
DESIGNER: NWO
Tot. Area 0.88 Acres 38164 SF DATE: 09113/99
Imp. Area 24220 SF
C = 0.61
Lawns - 0.10 Time Increment (min) 5
Impervious - 0.90 Time of Conc, (min) 5,90 CASE 1 Outflow (cfs) 1.0
Design Year Flow 10
40 ft. Overland Flow Area (acres) 0.88
Impervious Area (sq A) 24220
Ct = 0,15 'C Factor 0.61
L= 40 ft. Area' C 0.53
n= 0.40 Street Area 11720
S = 0.010
Tc = 3.15 min., by Equatlon 3-2 of Guidelines Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
(min) (sec) (inmr) (cfs) (cu ft) (cu ft) (cu ft)
280 d.Gutterflow
5.90 354 2.92 1,56 738 354 384
Z1= 50.0 For ZZ
Z2 = 3.5 Type A=1.0 5 300 3.18 1,69 681 300 381
n= 0,016 Rolled = 3.5 10 600 2.24 1.19 718 600 118
S= 0.0080 15 900 1.77 0.94 850 900 •50
20 1200 1.45 0.77 928 1200 -272
d= 0.185 ft. 25 1500 1,21 0.64 968 1500 •532
30 1800 1.04 0.55 998 1800 -802
A R Q Tc Tc total I Qc 35 2160 0.91 0.48 1018 2100 -1082
" 40 2400 0.82 0.44 1049 2400 -1351
0.92 0.09 1.56 2.74 5.90 2.92 1.56 45 2700 0.74 0,39 1065 2700 -1635
50 3000 0.68 0.36 1087 3000 -1913
opeak (or Case 1 = 1.56 cfs 55 3300 0.64 0.34 1125 3300 -2175
60 3600 0.61 0.32 1170 3600 -2430
65 3900 0.60 0.32 1247 3900 •2653
CASE 2 70 4200 0,58 0.31 1298 4200 -2902
75 4500 0.56 0.30 1342 4500 -3158
Case 2 assumes a Time af Concentration less than 5 minutes so that 80 4800 0,53 0.28 1355 4800 -3445
the peak flaw =.90(3.18)(Imp. Area) = 1,59 cfs 85 5100 0.52 0.28 1413 5100 -3687
90 5400 0.50 0.27 1438 5400 -3962
95 5700 0.49 0.26 1488 5700 -4212
So, the Peak flow for the Basin is the greater of the lwo flows, 100 6000 0.48 0.26 1534 6000 -4466
1.59 cfs
208' DRAINAGE POND CAICULATIONS
Provided'208' Area 1000 sq ft
Required'208' Area 977 sq ft
DRYWELL REQUIREMENTS • 10 YR DESIGN STORM
Provided Storage Volume 660 cu ft@ varying depth
Maximum Storage Required by Bowstring 384 cu fl
Number and Type of Drywells Required 0 Single
1 Double
PEAK FLOW CALCULATION PROJECT; RIUERWALK 10th xY ~BOWS7RING METHOD PROJECT; RIVERWALK 10th
10-Yr Design Storm BASINS: D & G DETENTION BASIN DESIGN BASIN; D& G
DESIGNER: NWO
Toi. Area 2.01 Acres 87484 SF DATE: 09/15199
Imp. Area 27926 SF
C = 0.36
Lawns - 0,10 Time Increment (min) 5
Impervious - 0.90 Time of Conc. (min) 8.57
CASE 1 Outflow (cfs) 1,3
Design Year Flow 10
160 ft. Overland Flow Area (acres) 2.01
Impervious Area (sq ft) 27926
Ct = 0.15 'C' Factor 0.36
L= 160 K. Area " C 0.11
n= 0.40 Street Area 13926
s = 0.010
Tc = 7.24 min„ by Equation 3-2 of Guidelines Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
, (min) (sec) (inmr) (cfs) (cu ft) (cu tt) (cu ft)
180 ft. Gutterflow =
8.57 514 2.43 1.73 1195 668 527
Z1 = 50.0 Far Z2
Z2 = 3.5 Type A=1.0 5 300 3.18 2.27 912 390 522
n= 0.016 Rolled = 3,5 10 600 2,24 1.60 964 780 184
S= 0,0160 15 900 1.77 1.26 1141 1170 -29
20 1200 1.45 1.03 1245 1560 -315
d= 0.169 ft. 25 1500 1.21 0.86 1298 1950 -652
30 1800 1.04 0.74 1338 2340 -1002
A R Q Tc Tc total I Qc 35 2100 0.91 0.65 1366 2730 -1364
40 2400 0.82 0.59 1406 3120 -1714
0.76 0.08 1.73 1,33 8.57 2,43 1,73 45 2700 0.74 0.53 1428 3510 -2082
50 3040 0.68 0.49 1451 3900 •2443
Qpeak for Case 1= 1.73 cfs 55 3300 0.64 0.46 1509 4290 -2781
60 3600 0.61 0.44 1569 4680 -3111
65 3900 0.60 0.43 1671 5070 -3399
CASE 2 70 4200 0.58 0.41 1740 5460 -3720
75 4500 0.56 0.40 1800 5850 -4050
Case 2 assumes a Time of Concentralion less than 5 minutes so that 80 4800 0,53 0.38 1817 6240 -4423
the peak Flow =.90(3,18)(Imp, Area) = 1.83 cfs 85 5100 0.52 0.37 1894 6630 4736
90 5400 0.50 0.36 1928 7020 -5092
95 5100 0.49 0.35 1994 7410 -5416
So, the Peak flow for the Basin is the greater of the two flows, 100 6000 0.48 0.34 2056 7800 -5744
1.83 cfs
208' DRAINAGE POND CALCULATIONS
Provided '208' Area 1180 sq ft
Required '208' Area 1161 sq ft
DRYWELL REQUIREMENTS -10 YR DESIGN STORM
Provided Storage Volume 1062 cu ft@ varying depth
Maximum Storage Required by Bowstring 527 cu ft
Number and Type of Drywelis Required 1 Single
1 Double
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
10-Yr Design Storm BASINS: E, H 8 I DETENTION BASIN DESIGN BASIN: E. H 8 I
DESIGNER: NWO
Tot. Area 2.44 Acres 106094 SF DATE: 09115199
Imp. Area 35478 SF
C = 0.37
Lawns • 0,10 Time Increment (min) 5
ImpeNious - 0.90 Time of Conc, (min) 8.59
CASE 1 Outflow (cfs) 1.3
Design Year Flow 10
165 ft. Overland Flow <Area (acres) 2.44
~ a Impervious Area (sq ft) 35478
Ct = 0.15 'C Factor 0,37
L= 165 ft. -Area ' C 0.90
n= 0.40 ` Street Area 15478
S = 0,010
Tc = 7.38 min., by Equation 3•2 of Guidelines Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
(min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
170 ft. Gutter flow
8.59 515 2,43 2.17 1500 670 831
Z1 = 50,0 For Z2
Z2 = 3.5 Type A=1,4 5 300 3.18 2.85 1144 390 754
n= 0.016 Rolled = 3.5 ~ 10 600 2.24 2.01 1209 780 429
,
S= 0.0150 15 900 1.77 1,56 1431 1170 261
20 1200 1.45 1.30 1561 1560 1
d= 0.186 ft. 25 1500 1.21 1.08 1628 1950 -322
30 1800 1.04 0.93 1678 2340 -662
A R Q Tc Tc total I Qc 35 2100 0.91 0.81 1113 2730 -1017
40 2400 0.82 0.73 1764 3120 -1356
0.93 0,09 2,17 1.21 8.59 2,43 2.17 45 2700 0.74 0.66 1790 3510 -1720
50 3000 0,68 0.61 1828 3900 -2072
Qpeak for Case 1= 2.17 cfs 55 3300 0.64 0.57 1892 4290 -2398
60 3600 0.61 0.55 1967 4680 -2713
65 3900 0.60 0.54 2096 5070 -2974
CASE 2 70 4200 0.58 0.52 2182 5460 -3278
75 4500 0.56 0.50 2257 5850 -3593
Case 2 assumes a Time of Concentration less than 5 minutes so that 80 4800 0.53 0.47 2279 6240 -3961
the peak flow =.90(3.18)(Imp. Area) = 2.33 cis 85 5100 0.52 0.47 2375 6630 -4255
90 5400 0.50 0.45 2418 7020 -4602
95 5700 0.49 0.44 2501 7410 -4909
So, the Peak Flow for the Basin is the greater of lhe two flows, 100 6000 0.48 0.43 2579 7800 -5221
2.33 cfs
208' DRAINAGE POND CALCULATIONS
Provided '208' Area 1310 sq ft
Required'208' Area 1290 sq ft
~
,
DRYWELL REQUIREMENTS -10 YR DESIGN STORM
Provided Storage Volume 1067 cu ft@ varying depth
Maximum Storage Required by Bowstring 831 cu it
` Number and Type of Drywells Required 1 Single
. 1 Double
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
50•yr STORM EVENT BASIN: A DETENTION BASIN DESIGN BASIN: A
DESIGNER: NWO
Tot. Area 0.19 Acres 8318 SF DATE: 09113199
Imp. Area 4822 SF
C = 0.56
Lawns - 0.10 Time Increment (min) 5
Pavement - 0.90 Time of Conc. (min) 5.00
Outflow (cfs) 0,3
CASE t Design Year Flow 50
Area (acres) 0.19
40 ft. Overland Flow Impervious Area (sq (t) 4822
'C' Factor 0.56
Ct = 0.15 Area' C 0.11
L= 40 ft. Total Asphaltic Area 2322
n = 0.40 ~
S = 0,010
f Time Time Inc. Intens Q Devel. Vol ln VoI 0ut Storage
Tc = 3.15 min„ by EquaUon 3•2 oi Guidelines (min) (sec) (iNhr) (cfs) (cu ft) (cu ft) (cu ft)
140 h Gutterflow 5.00 300 4.58 0.49 198 90 108
Z1= 50.0 5 300 4.58 0.49 199 90 108
Z2 = 3.5 10 600 3.20 0.34 242 180 62
n= 0.016 15 900 2.45 0.26 264 270 -6
S= 0.0130 20 1200 1.95 0.21 273 360 •87
25 1500 1.62 0.17 279 450 -171
d= 0.110 ft. 30 1800 1.56 0.17 319 540 -221
35 2100 1.28 0.14 303 630 -327
A R Q Tc Tc total I flc 40 2400 1.19 0.13 319 720 -401
- - 45 2700 1.08 0.12 326 810 484
0.32 0.05 0.49 1.53 5.00 4.58 0.49 50 3000 0.99 0,11 331 900 -569
` 55 3300 0.92 0.10 337 990 -653
Qpeak for Case 1= 0.49 cfs 64 3600 0.87 0,09 347 1080 -733
65 3900 0.82 0.09 353 1170 -817
70 4200 0.80 0.09 371 1260 -889
CASE 2 75 4500 0.77 0.08 381 1350 •969
80 4800 0.75 0,08 396 1440 -1044
Case 2 assumes a Time of Concentra6on less than 5 minutes so 85 5100 0.72 0.08 403 1530 -1127
that the peak flow =.90(4.58)(Imp. Area) = 0.46 cfs 90 5400 0.71 0,08 421 1620 •1199
95 5700 0.69 0.07 431 1710 -1279
100 6000 0.67 0,07 440 1800 -1360
So, the Peak flow for the Basin is the greater a( the two flows,
0.49 cfs
208' DRAINAGE POND CALCULATIONS
Provided'208' Area 200 sq ft
Required '208' Area 194 sq ft
r
DRYWELL REOUIREMENTS - 50 YR DESIGN STORM
Provided Storage Volume 100 cu ft@ 0,50' depth
Maxlmum Storage Required by Bowstring 108 cu ft b
Number and Type of Drywells Required 1 Single ~wj ~►o
0 Double
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECL RIVERWALK 10th
50-yrSTORM EVENT BASIN: 8 DETENTION BASIN DESIGN BASIN: B
DESIGNER: NWO
Tot. Area 0.32 Acres 13931 SF OATE: 09l13199
Imp. Area 8961 SF
C = 0,61
Lawns - 0.10 Time Increment (min) 5
Pavement - 0.90 Time of Conc, (min) 5.00
Outflow (cfs) 0,3
CASE 1 Oesign Year Flow 50
Area (acres) 0.32
40 ft Overland Flow Impervious Area (sq R) 8961
'C' Factor 0.61
Ct = 0.15 Area' C 0,20
L= 40 R. Total Asphaltic Area 3961
n = 0.40
S = 0.010
Time Time Inc. Intens. 0 Devel. Vol.ln Vol.Out Storage
Tc = 3.15 min„ by Equation 3-2 ot Guidelines (min) (sec) (iNhr) (cfs) (cu ft) (cu ft) (cu ft)
=
100 ft. Gutter flow 5.00 300 4.58 0,90 362 90 272
Z1= 50.0 5 300 4.58 0.90 362 90 272
Z2 = 3.5 10 600 320 0.63 442 180 262
n= 0.016 15 900 2.45 0.48 483 270 213
S= 0.0130 20 1200 1,95 0.38 499 360 139
25 1500 1,62 0.32 510 450 60
d= 0.138 ft. 30 1800 1.56 0.31 583 540 43
35 2100 1.28 0.25 554 630 -76
A R Q Tc Tc total I Qc 40 2400 1.19 0.23 583 720 -137
' 45 2700 1.08 0.21 595 810 •215
0.51 0.07 0.90 0.94 5.00 4.58 0.90 50 3000 0.99 0.19 644 904 -296
55 3300 0.92 0.18 615 990 -375
opeak for Case 1= 0.90 cfs 60 3600 0.87 0,17 633 1080 -447
65 3900 0.82 0.16 645 1170 -525
70 4200 0.80 0.16 676 1260 -584
CASE 2 75 4500 0.77 0.15 696 1350 -654
80 4800 0.75 0.15 723 1440 -717
Case 2 assumes a Time of ConcenVation less than 5 minutes so 85 5100 0.72 0.14 736 1530 -794
that the peak flow =.90(4,58)(Imp. Area) = 0.85 cfs 90 5400 0.71 0,14 768 1620 -852
95 5700 0.69 0.14 787 1710 -923
" 100 6000 0 67 0.13 804 1800 -996
So, the Peak flaw for the Basin is the greater of the lwo flows,
0.90 cfs r
' 208' DRAINAGE POND CALCULATIONS
Provided'208' Area 400 sq ft
Required'208' Area 330 sq fl
DRYWELL REQUIREMENTS - 50 YR DESIGN STORM
Provided Storage Volume 360 cu ft @ 0 90' depth
+ Maximum Storage Required by BowsVing 272 cu ft
Number and Type oi Orywells Required 1 Single
0 Oouble
.
41-
'tq'3 3&o
PEAK FLOW CALCULATION PROJECT, RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK tOth
50-yr STORM EVENT BASIN: C DETENTION BASIN DESIGN BASIN: C
OESIGNER; NWO
Tot. Area 0.37 Acres 15915 SF DATE: 09113199
Imp. Area 10437 SF
C = 0.62
Lawns - 0.10 Time Increment (min) 5
Pavement - 0.90 Time of Conc. (min) 6.25
Outflow (cfs) 0.3
CASE t Design Year Flow 50
Area(acres) 0.37
40 ft. Overland Flow Impervious Area (sq R) 10437
'C' Factor 0.62
Ct= 0.15 Area'C 0.23
L= 40 tt. Total Asphaltic Area 5437
n = 0.40
S = 0.010
Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
Tc = 3.15 min„ by Equation 3•2 of Guidelines (min) (sec) (inlhr) (cis) (cu ft) (cu ft) (cu ft)
-21-
280 ft. Guder flow 6.25 375 4.15 0,95 476 113 363
Z1 = 50.0 5 300 4.58 1.05 420 90 330
Z2 = 3.5 10 600 3.20 0.73 531 180 351
n= 0.016 15 900 2.45 0.56 575 270 305
S= 0.0080 20 1200 1.95 0.45 591 360 231
25 1500 1,62 0.37 602 450 152
d= 0.154 ft. 30 1800 1.56 0.36 686 540 146
35 2100 1.28 0,29 651 630 11
A R Q Tc Tc lotal I Qc 40 2400 1.19 027 684 720 •36
45 2700 1.08 0.25 697 810 •113
0.63 0.08 0.95 3.10 6.25 4.15 0.95 50 3000 0.99 0.23 707 900 -193
55 3300 0.92 0.21 720 990 -270
opeak for Case 1= 0.95 cfs 60 3600 0.87 0.20 740 1080 -340
65 3900 0,82 0.19 754 1170 -416
10 4200 0,80 0,18 790 1260 -470
CASE 2 75 4500 0,77 0,18 813 1350 -537
80 4800 0,75 0,17 843 1440 -597
Case 2 assumes a Time of CancentraGon less than 5 minutes so 85 5100 0.72 0.16 859 1530 •611
that the peak flow =,90(4.58)(Imp. Area) = 0.99 cfs 90 5400 011 6.16 896 1620 -724
95 5700 0.69 0.16 918 1710 -792
100 6000 0,67 0.15 937 1800 -863
So, the Peak flow for the Basin is the greater of the two Flows,
0.99 cis
208' DRAINAGE POND CALCULATIONS
Provided'208' Area 400 sq it
Required'208' Area 453 sq ft
a
~ ORYWELL REQUIREMENTS - 50 YR DESIGN STORM
Provided Storage Volume 200 cu fi Q 0.50' depth
Maximum Storage Requlred by Bowstring 363 cu fl
Number and Type oi Drywells Required 1 Single I
0 Double
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
50•yr STORM EVENT BASIN: D DETENTION BASIN DESIGN BASIN: D
DESIGNER: NWO
Tot, Area 0.84 Acres 36451 SF DATE; 09113199
Imp. Area 12914 SF
C = 0.38
Lawns - 0.10 Time Increment (min) 5
Pavement - 0.90 Time af Conc. (min) 8.74
Outflow (cfs) 1.0
CASE 1 Design Year Flow 50
Area (acres) 0.84
160 ft. Overland Flow Impervious Area (sq ft) 12914
'C Factor 0,38
Ct = 0,15 Area ' C 0.32
L= 160 ft. Total Asphaltic Area 6914
n = 0.40
S = 0.010
Time Time Inc. Intens. Q Devel. Vol,ln Vol.Out Sforage
Tc = 7.24 min., by Equation 3-2 of Guidelines (min) (sec) (infir) (cfs) (cu ft) (cu ft) (cu ft)
180 ft. Gutter flow 6.74 524 3.29 1.06 742 524 217
Z1 = 50.0 5 300 4.58 1.47 591 300 291
Z2 = 3.5 10 600 3.20 1.03 799 600 199
n= 0.016 15 900 2.45 0.79 848 900 -52
S= 0.0160 20 1204 1.95 0,63 862 1200 -338
25 1500 1,62 0.52 872 1500 -628
d= 0.141 ft. 30 1800 1.56 0.50 990 1800 -810
35 2100 1,28 0.41 936 2100 -1164
A R Q Tc Tc total I Qc 40 2400 1.19 0.38 980 2400 -1420
45 2700 1.08 0.35 997 2700 -1743
0.53 0.07 1,06 1.50 8.74 3,29 1.06 50 3000 0.99 0.32 1010 3000 -1990
55 3300 0.92 0,30 1027 3300 -2273
Qpeak for Case 1= 1.06 cis 60 3600 0.87 0.28 1055 3600 -2545
65 3900 0.82 0.26 1073 3900 -2827
70 4200 0.80 0.26 1124 4200 -3076
CASE 2 75 4500 0.77 0.25 1156 4500 -3344
80 4800 0.75 024 1198 4800 -3602
Case 2 assumes a Time of Concentration less than 5 minutes so 85 5100 0.72 0,23 1219 5100 -3881
that the peak flow =.90(4.58)(Imp. Area) = 1.22 cfs 90 5400 0.71 0.23 1271 5400 -4129
95 5700 0,69 0.22 1301 5700 -4399
100 6000 0.67 0.21 1328 6000 -4672
So, the Peak flow for the Basin is the greater of lhe two Flows,
1,22 cfs
~ 208' DRAINAGE POND CALCULATIONS
Provided '208' Area 580 sq ft
Required'208' Area 576 sq ft
Y
DRYWELL REQUIREMENTS - 50 YR DESIGN STORM
Provided Storage Volume 522 cu ft@ 0.90' depth
Maximum Storage Required by Bowsiring 291 cu ft
Number and Type of Drywells Required 0 Single
1 Double
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
50-yr STORM EVENT BASIN: E DETENTION BASIN DESIGN BASIN: E
DESIGNER: NWO
Tot. Area 1.06 Acres 46239 SF DATE: 09113199
Imp. Area 16764 SF
C = 0.39
Lawns - 0.10 Time Increment (min) 5
Pavement - 0.90 Time of Conc. (min) 7.65
Outflow (cfs) 1,0
CASE 1 Design Year Flow 50
Area (acres) 1,06
115 ft. Overland Flow Impervious Area (sq ft) 16764
'C Factor 0.39
Ct = 0.15 Area ` C 0.41
L= 115 ft. Total Asphaltic Area 8764
n = 0.40
S = 0.010
. Time Time Inc. Intens, Q Devel. Vol.ln Vol.Out Storage
Tc = 5.94 min., by Equation 3-2 of Guidelines (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
220 ft. Gutter flow 7.65 459 3,66 1.52 934 459 474
Z1 = 50.0 5 300 4.58 1,90 762 300 462
Z2 = 3.5 10 600 320 1.32 1002 600 402
n= 0.016 15 900 2.45 1.01 1071 900 171
S= 0.0150 20 1200 1.95 0.81 1095 1200 -105
25 1500 1.62 0.67 1111 1500 -389
d= 0.163 ft, 30 1800 1.56 0.65 1263 1800 -537
35 2100 1.28 0.53 1196 2100 -904
A R Q Tc Tc total I Qc 40 2400 1.19 0.49 1254 2400 -1146
45 2700 1.08 0.45 1277 2700 -1423
0.71 0.08 1.52 1.71 7.65 3.66 1.52 50 3000 0.99 0.41 1294 3000 -1706
55 3300 0.92 0.38 1316 3300 -1984
Qpeak for Case 1= 1.52 cfs 60 3600 0,87 0.36 1353 3600 -2247
65 3940 0,82 0.34 1377 3900 -2523
70 4200 0.80 0.33 1443 4200 -2757
CASE 2 75 4500 0.77 0.32 1484 4500 -3016
80 4800 0.75 0,31 1539 4800 -3261
Case 2 assumes a Time of Conceniration less than 5 minutes so 65 5100 0.72 0.30 1567 5100 -3533
that the peak flow =.90(4.56)(Imp. Area) = 1.59 cfs 90 5400 0.71 0.29 1633 5400 -3767
95 5700 0.69 0.29 1673 5700 -4027
100 6000 0.67 0.28 1708 6000 -4292
So, the Peak flow for the Basin is the greater of the two flows,
1.59 cfs
208' DRAINAGE POND CALCULATIONS
Provided'206' Area 750 sq ft
Required'208' Area 730 sq ft
. .
~ .
DRYWELL REQUIREMENTS - 50 YR DESIGN STORM
Provided Storage Volume 675 cu ft@ 0.90' depth
Maximum Storage Required by Bowstring 474 cu ft
Number and Type of Drywells Required 0 Single
1 Double
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOwSTRING METHOD PROJECT: RIVERWALK 10th
50-yr STORM EVENT BASIN: F DETENTION BASIN DESIGN BASIN: F
DESIGNER; NWO
Tot. Area 0.63 Acres 27627 SF DATE: 09113I99
Imp Area 9637 SF
C = 0.38
Lawns - 0.10 Time Increment (min) 5
Pavement - 0.90 Time oi Conc, (min) 6,95
Outflow (cfs) 0.3
CASE 1 Design Year Flow 50
Area (acres) 0.63
130 ft. Overland Flow ImpeNious Area (sq ft) 9637
'C' Fador 0.38
Ct = 0.15 Area ' C 0.24
L= 130 ft. Total AsphalGc Area 5637
n = 0.40
S = 0.010
Time Time Inc, Intens, Q Devel. Vol.ln Vol,Out Storage
Tc = 6,39 min., by Equatian 3-2 of Guidelines (min) (sec) (inlhr) (cfs) (cu fl) (cu ft) (cu fl)
50 tt. Gutter flow 6.95 417 3.91 0.94 525 125 400
Z1 = 50.0 5 300 4.58 1.10 443 90 353
Z2 = 3.5 10 600 3.20 0.77 571 180 391
n= 0.016 15 900 2.45 0.59 614 270 344
S= 0.0080 20 1200 1.95 0.47 629 360 269
25 1500 1.62 0,39 639 450 189
d= 0.153 ft. 30 1800 1.56 0.38 728 540 188
35 2100 1,28 0.31 690 630 60
A R Q Tc Tc total I Qc 40 2400 1.19 0.28 724 720 4
==~==n " 45 2700 1.08 0.26 738 810 -72
0.63 0.08 0.94 0,56 6.95 3.91 0.94 50 3000 0.99 0.24 748 900 •152
55 3360 0.92 0,22 761 990 •229
Qpeak for Case 1= 0.94 cfs 60 3600 0.87 0.21 783 1080 -297 I
65 3900 0.82 0.20 797 1170 -373
70 4200 0.80 0.19 835 1260 -425
CASE 2 75 4500 0.77 0.19 859 1350 -491
80 4800 0.75 0.18 891 1440 •549
Case 2 assumes a Time of Concentration less than 5 minutes so 85 5100 0.72 0,17 907 1530 -623
that the peak 8ow =.90(4.58)(Imp. Area) = 0.91 cfs 90 5400 0.71 0,17 946 1620 -674
95 5700 0.69 0.17 969 1710 •741
100 6000 0.67 016 989 1800 -811
So, the Peak Oow for the 6asin is the greater of the two flows,
0.94 cfs
~208' DRAINAGE POND CALCULATIONS
Provided '208' Area 500 sq ft
Required'208' Area 470 sq fl
DRYWELL REQUIREMENTS • 50 YR DESIGN STORM
Provided Storage Volume 450 cu ft aQ 0.90' depth
Maximum Storage Required by Bawstring 400 cu ft
Number and Type of Drywells Required 1 Single
0 Double
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METH00 PROJECT: RIVERWALK 10th
50-yr STORM EVENT BASIN: G DETENTION BASIN DESIGN BASIN: G
DESIGNER; NWO
Tot. Area 1.17 Acres 51033 SF DATE: 09115199
Imp. Area 15412 SF
C = 0.34
Lawns - 0.10 Time Increment (min) 5
Pavement - 0.90 Time of Conc. (min) 8,76
Outflow (cfs) 0.3
CASE 1 Design Year Flow 50
Area (acres) 1.17
140 ft. Overland Flow Impervious Area (sq ft) 15012
'C Factor 0.34
Ct = 0.15 Area' C 0.39
L= 140 ft, Total Asphaltic Area 7012
n = 0.40
S = 0.010
Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
Tc = 6.68 min., by Equatian 3-2 of Guidelines (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft)
250 fl. Gutterflow 8.76 526 3,28 1,29 908 158 751
Z1 = 50.0 5 300 4.58 1.80 723 90 633
Z2 = 3.5 10 600 3.20 1.26 979 180 799
n= 0.016 15 900 2.45 0.96 1038 270 768
S= 0.0140 20 1200 1.95 0.77 1056 360 696
25 1500 1.62 0.64 1068 450 618
d= 0.155 ft. 30 1800 1.56 0.61 1213 540 673
35 2100 1.28 0,50 1146 630 516
A R Q Tc Tc total I Qc 40 2400 1,19 0.47 1201 720 481
45 2700 1.08 0.42 1221 810 411
0.65 0.08 1,29 2.08 8.76 3.28 1.29 50 3000 0.99 0.39 1236 900 336
55 3300 0.92 0.36 1257 990 267
Clpeak for Case 1= 1.29 cfs 60 3600 0.87 0.34 1292 1080 212
65 3900 0.82 0.32 1314 1170 144
70 4200 0.80 0.31 1376 1260 116
CASE 2 75 4500 0.77 0,30 1415 1350 65
80 4800 0.75 0.29 1467 1440 27
Case 1 assumes a Time of Concentration less than 5 minutes so 85 5100 0.72 0,28 1493 1530 -37
that the peak flow =.90(4.58)(Imp. Area) = 142 cfs y 90 5400 0.71 0.28 1556 1620 -64
95 5700 0.69 0.27 1594 1710 -116
100 6000 0.67 0.26 1626 1800 -174
So, the Peak flow for the Basin is the greater of the two flaws,
1.42 cfs
208' DRAINAGE POND CALCULATIONS
Provided '208'Area 600 sq ft
Reyuired'208' Area 584 sq ftv'
. •a,
DRYWELL REQUIREMENTS - 50 YR DESIGN STORM
Provided Stora9e Volume 540 cu ft @ 0.90' depth
Maximum Storage Required by Bowstnng 799 cu ft t` Number and Type of Drywelis Required 1 Single
0 Double
i
_ ,
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BowSTRING METHOD PROJECT: RIVERWALK 10th
50-yr STORM EVENT BASIN: H DETENTION BASIN DESIGN BASIN: H
DESIGNER; NWO
Tot. Area 0.41 Acres 17801 SF DATE: 09115199
Imp. Area 6170 SF
C = 0.38
Lawns - 0.10 Time Increment (mm) 5
Pavement - 0.90 Time of Conc. (min) 7.04
Oumaw (cfs) 0.3
CASE 1 Design Year Flow 50
Area (acres) 0.41
115 ft. Overland Flow Impervious Area (sq ft) 6170
'C Factar 0.38
Ct = 0.15 Area ' C 0.15
L= 115 ft. Total Asphaltic Area 2170
n = 0,40
S = 0.010
Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage
Tc = 5.94 min., by Equation 3-2 of Guidelines (min) (sec) (iNhr) (cfs) (cu ft) (cu ft) (cu ft)
115 ft. Gutter flow 7.04 423 3.88 0.60 338 127 212
Z1 = 50,0 5 300 4,58 0.71 284 90 194
Z2 = 3.5 10 600 3.20 0.49 367 180 187
n= 0.016 15 900 2.45 0.38 394 270 124
S= 0.0160 20 1200 1.95 0.30 404 360 44
25 1500 1.62 0.25 411 450 -39
d= 0.114 ft, 30 1800 1.56 0.24 467 540 •73
35 2100 1.28 0.20 443 630 -1 B7
A R Q Tc Tc total I Qc 40 2400 1.19 018 465 720 -255
- - - 45 2700 1.08 0.17 474 810 -336
0.34 0.06 0.60 1.10 7.04 3.88 0,60 50 3000 0.99 0.15 480 900 -420
55 3300 0.92 0.14 488 990 -502
Qpeak for Case 1= 0.60 cfs 60 3600 0.87 0.13 502 1080 -578
65 3900 0.82 0,13 511 1170 -659
~;i;n~ 70 4200 0.80 0.12 536 1260 -724
.a..
CASE 2 75 4500 0.77 0,12 551 1350 -799
80 4800 0,75 0.12 572 1440 -868
Case 2 assumes a Time of Concentration less than 5 minutes so 85 5100 0.72 0.11 582 1530 -948
that the peak flow =.90(4.58)(Imp. Area) = 0.58 cfs 90 5400 0.71 0.11 607 1620 -1013
95 5700 0.69 0.11 622 1710 -1088
100 6000 0.67 0.10 635 1800 -1165
So, ihe Peak flow for the Basin is the greater of the two flows,
0.60 cfs
; 208' DRAINAGE PONO CALCULATIONS
Provided '208' Area 280 sq ft
Required'208' Area 181 sq ft
DRYWELL REQUIREMENTS - 50 YR DESIGN STORM
Provided Storage Volume 252 cu ft@ 0.90' depth
Maximum Storage Required by Bowstnng 212 cu A
Number and Type oi Drywells Required 1 Single
0 Double
4 +1f4e
~~~yL
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th 80WSTRING METHOD PROJECT: RIVERWALK 10th
50-yr STORM EVENT BASIN; I DETENTION BASIN DESIGN BASIN: I
DESIGNER: NWO
Tot. Area 0.97 Acres 42054 SF DATE: 09113199
imp. Area 12544 SF
C = 0.34
Lawns - 0.10 Time Increment (min) 5
Pavement - 0.90 Time o( Conc. (min) 8.82
Outflow (cfs) 0.3
CASE 1 Design Year Flow 50
Area (acres) 0,97
165 A. Overland Flow Impervious Area (sq ft) 12544
'C' Faclor 0,34
Ct = 0.15 Area' C 0,33
L= 165 ft. Total Asphal6c Area 4544
n = 0.40
S = 0.010
Time Time Inc. Intens, Q Devel. Vol.ln Vol,Out Storage
Tc = 7.38 min., by EquaGon 3-2 of Guidelinea (min) (sec) (in/hr) (cis) (cu ft) (cu ft) (cu ft)
_
170 h Gutter flow 8,82 529 3.26 1.07 756 159 597
Zt = 50.0 5 300 4.58 1.50 602 90 512
Z2 = 3.5 10 600 3.20 1.05 816 180 636
n= 0.016 15 900 2.45 0,80 865 210 595
S= 0.0150 20 1260 1.95 0.64 880 360 520
25 1560 1.62 0,53 890 450 446
d= 0.143 ft. 30 1800 1,56 0.51 1010 540 470
35 2104 1.28 0.42 954 630 324
A R o Tc Tc total I Qc 40 2400 119 0.39 999 720 279
= 45 2700 1.08 0.35 1017 810 207
0.55 0,07 1.07 1.44 8.82 3.26 1.07 50 3000 0.99 0.32 1029 900 129
55 3300 0.92 0.30 1047 990 57
Qpeak for Case 1= 1,07 cfs 60 3600 0.87 028 1075 1080 -5
65 3900 0.82 0.27 1094 1170 -76
70 4200 0.80 0.26 1146 1260 •114
CASE 2 75 4500 0.77 025 1178 1350 -172
80 4800 0.75 0.25 1221 1440 -219
Case 2 assumes a Time of Concentration less than 5 minutes so 85 5100 0.72 0.24 1243 1530 -281
that the peak flow = 90(4.58)(Imp Area) = 1.19 cfs 90 5400 0.71 0.23 1295 1620 •325
95 5700 0.69 0.23 1326 1110 -384
100 6000 0.67 0.22 1354 1800 -446
So, the Peak ilow for the Basin is the greater of the two flows ;
1. 19 cfs ~
~ 208' DRAINAGE POND CALCULATIONS
Provided'208' Area 380 sq ft
Required '208' Area 379 sq ft
dRYWELL REDUIREMENTS • 50 YR DESIGN STORM
Provided Storage Volume 190 cu ft@ 0.50' depth
Maximum Storage Required by Bowstring 636 cu ft
Number and Type a( Drywells Required 1 Single
0 Double
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th Y BOWSTRING METHOD PROJECT: RIVERWALK 10th
50•yr STORM EVENT BASINS: A, 8 8 C DETENTION BASIN DESIGN BASIN: A, B b C
DESIGNER: NWO
Tot. Area 0.88 Acres 38164 SF DATE: 09113199
Imp.Area 24220 SF
C = 0.61
Lawns - 0.10 Time Inuement (min) 5
Pavement - 0,90 Time of Conc. (min) 5.63
Outflow (cfs) 1.0
CASE 1 Design Year Flow 50
Area (acres) 0.88
40 ft. Overland Flow Impervious Area (sq ft) 24220
'C' Factor 0.61
Ct = 0.15 Area ' C 0.53
L= 40 R, Total Asphaltic Area 11720
n = 0.40
S = 0.010
Time Time Inc. Intens. Q Devel. Vol.ln VoI 0ut Storage
Tc = 3.15 min„ by Equation 3-2 0l Guidelines (min) (sec) (inmr) (cfs) (cu ft) (cu R) (cu R)
280 ft. Gurier Aow 5.63 338 4.36 2.32 1052 338 714
Z1 = 50,0 5 300 4.58 2.44 980 300 680
Z2 = 3.5 10 600 3.20 1.70 1218 600 618
n= 0.016 15 900 2,45 1.30 1324 900 424
S= 0.0080 20 1200 1.95 1.04 1365 1200 165
25 1500 1,62 0.86 1393 1500 -107
d= 0.215 ft. 30 1800 1.56 0.83 1591 1800 -209
35 2100 1.28 0.68 1509 2100 -591
A R Q Tc Tc total I Qc 40 2400 1.19 0.63 1587 2400 -813
- 45 2700 1.08 0.58 1619 2700 -1081
124 0.11 2.32 2.48 5.63 4.36 2.32 50 3000 0.99 0.53 1642 3000 -1358
55 3300 0.92 0.49 1673 3300 -1627
Opeak for Case 1= 2.32 cfs 60 3600 0.87 0.46 1721 3600 -1879
65 3900 0.82 0,44 1753 3900 -2147
70 4200 0.80 0.43 1838 4200 •2362
CASE 2 75 4500 037 0.41 1892 4500 -2608
80 4800 0.75 0.40 1963 4600 -2837
Case 2 assumes a Time of Concentration less than 5 minutes so 85 5100 0.72 0.38 1999 5100 -3101
that the peak tlow =.90(4.58)(Imp. Area) = 2.29 cfs 90 5400 0.71 0.38 2085 5400 •3315
95 5700 0.69 0.37 2136 5700 •3564
100 6000 0.67 0.36 2181 6000 -3619
So. the Peak Flow for the Basin is the greater of the two flows,
2.32 cfs
208' DRAINAGE POND CALCULATIONS
Provided'208' Area 1000 sq ft
Required'208' Area 977 sq ft
<<.
DRYWELL REQUIREMENTS - 50 YR DESIGN STORM
Provided Storage Volume 660 cu ft@ varymg depth
Maximum Storage Required by Bowstnng 714 cu ft
Number and Type of Drywells Required 0 Single
1 Double
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th `BOwSTRING METHOD PROJECT. RIVERWALK 10th
50-yr STORM EVENT BASINS: D & G DETENTION BASIN DESIGN BASIN: D& G
DESIGNER: NWO
Tol. Area 2,01 Acres 87484 SF DATE: 09115199
Imp. Area 27926 SF
C = 0.36
Lawns - 0.10 Time Increment (min) 5
Pavement - 0.90 Time of Conc, (min) 8.46
Outflow (cfs) 1.3
CASE 1 Design Year Flow 50
Area(acres) 2.01
160 ft. Overland Flow Impervious Area (sq tt) 27926
'C' Factor 0,36
Ct = 0.15 Area ' C 0.71
L= 160 ft. Total Asphaltic Area 13926
n = 0.40
S = 0.010
Time Time Inc. Intens. Q Devel. Vol,ln Vol,Out Storage
Tc = 7.24 min., by Equation 3-2 of Guidelines ~ (min) (sec) (inmr) (cfs) (cu R) (cu ft) (cu ft)
180 ft Gutter flow 8.46 508 3.39 2.42 1644 660 984
Z1 = 50.0 5 300 4.58 3.27 1314 390 924
Z2 = 3.5 10 600 3.20 2.28 1764 780 984
n= 0.016 15 900 2,45 1.75 1875 1170 705
S= 0.0160 20 1200 1,95 1.39 1910 1560 350
25 1500 1.62 1.16 1934 1950 -16
d= 0.192 ft. 30 1800 1.56 1.11 2196 2340 -144
35 2100 1.28 0.91 2076 2730 -654
A R Q Tc Tc total I Qc 40 2400 1.19 0.85 2176 3120 -944
45 2700 1.08 0.77 2214 3510 -1296
0.98 0.10 2.42 1.22 8,46 3.39 2.42 50 3000 0,99 0.71 2242 3900 •1658
55 3300 0.92 0.66 2280 4290 -2010
Qpeak for Case 1= 2.42 cfs 60 3600 0,87 0.62 2342 4680 •2338
65 3900 0.82 0.59 2383 5670 -2687
70 4200 0.80 0.57 2497 5460 -2963
CASE 2 75 4500 0.77 0.55 2568 5850 •3282
80 4800 0.75 0.54 2662 6240 -3578
Case 2 assumes a Time of Concentration less than 5 minutes so 85 5100 0.72 0.51 2709 6630 -3921
that the peak flow =.90(4.58)(Imp. Area) = 2.64 cis 90 5400 0J1 0.51 2824 7020 -4196
y~ .
95 5700 0.69 0.49 2892 7410 -4518
100 6000 0.67 0.48 2952 7800 -4848
So, the Peak flow for the Basin is the greater of the two flows,
2.64 cfs 33
208' DRAINAGE POND CALCULATIONS
Provided '208' Area 1180 sq ft
Required '208' Area 1161 sq ft
DRYWELL REQUIREMENTS - 50 YR DESIGN STORM
Provided Storage Volume 1062 cu ft@ varying depth
Maximum S►orage Required by Bowstring 984 cu ft
Number and Type ot Drywells Required 1 Single
1 Double
PEAK FLOW CALCULATION PROJECT: RIVERWALK 10th BOWSTRING METHOD PROJECT: RIVERWALK 10th
50•yr STORM EVENT BASINS: E, H 8 I DETENTION BASIN DESIGN BASIN: E, H & I
OESIGNER: NWO
Tot. Area 2,44 Acres 106094 SF OATE: 09115199
Imp. Area 35478 SF
C = 0.37
Lawns - 0.10 Time Increment (min) 5
Pavement - 0,90 Time of Conc. (min) 8.46
Outflow (cfs) 1.3
CASE 1 Design Year Flow 50
Area (acres) 2.44
165 ft. Overland Flow ImpeNious Area (sq ft) 35478
'C' Factor 0.37
Ct = 0.15 Area' C 0.90
L= 165 ft. Total Asphaltic Area 15478
n = 0.40
S = 0,010
Time Time Inc. Intens, Q Devel. Vol.ln Vol.Out Storage
Tc = 7.38 min., by Equation 3-2 of Guidelines (min) (sec) (iNhr) (cfs) (cu ft) (cu ft) (cu ft)
170 ft, Gutler flow 8.46 508 3.38 3.03 2062 660 1402
Z1 = 50.0 5 300 4.58 4.10 1648 390 1258
Z2 = 3.5 10 600 3.20 2.86 2213 780 1433
n= 0.016 15 900 2.45 2,19 2352 1170 1182
S= 0.0160 20 1200 1.95 1.75 2396 1560 836
25 1500 1.62 1.45 2426 1950 476
d= 0.209 ft. 30 1800 1.56 1.40 2755 2340 415
35 2100 1.28 1.15 2604 2730 -126
A R Q Tc Tc total I Qc 40 2400 1.19 1.06 2729 3120 -391
- - - - 45 2700 1.06 0.97 2777 3510 -733
1.16 0.10 3.03 1,09 8.46 3.38 3.03 50 3000 0.99 0.89 2812 3900 -1088
55 3300 0.92 0.82 2860 4290 -1430
Qpeak for Case 1= 3.03 cfs 60 3600 0.87 0,78 2938 4680 -1742
65 3900 0.82 0.73 2989 5070 -2081
70 4200 0.80 0,72 3131 5460 -2329
CASE 2 75 4500 0.77 0,69 3221 5850 -2629
80 4800 0.75 0,67 3338 6240 -2902
Case 2 assumes a Time of Concentration less than 5 minutes so 85 5100 0.72 0.64 3398 6630 -3232
that the peak flow =,90(4.58)(Imp Area) = 3.36 cfs 90 5400 0.71 0.64 3542 7020 -3478
95 5700 0.69 0.62 3627 7410 •3783
100 6000 0.67 0.60 3702 7800 -4098
So, lhe Peak flow for the Basin is the greater of the two flows,
3.36 cfs
208' DRAINAGE POND CALCULATIONS
Provided '208'Area 1310 sq fl
Required '208' Area 1290 sq ft
: ".i • i,.;.~r
w•~ +~'1•`.
DRYWELL REQUIREMENTS • 50 YR DESIGN STORM
' Provided Storage Volume 1067 cu ft @ varymg depth
Maximum Storage Required by Bowstring 1433 cu ft
Number and Type of Drywells Required 1 Single
1 Double
INLET CALCULATIONS
i
RIVERWALK 10th ADDITION 99176
Spokane County, Washington 09115199
Engineer: NWO
DRAINAGE INLETSUMMARY
Street Curb Inlet Impervious Flow Gutter Basin Sump or
Basin Street and Area Length Slope Peak Flow Continuous Inlet Type
Station s.f,
A Riverwalk 53+94 Lt ,4,822 140 0.0130 0.34 ~ Cont. Type 1 Curb
B ~ Riverwalk 55+18 Lt 8,961 100 0.0130 0.63 Sump Type 1 Curb
C Riverwalk 56+47 Lt 10,437 280 ~ 0.0080 0.69 Cont. Type 1 Curb
D Grady 14+00 Lt { 12,914 ~ 180 ~ 0.0160 ~ 0.85 ~ Sump ~ Type 2 Curb
E Riverwalk 55+18 Rt 16,764 220 ~ 0.0150 ~ 1.10 Sump ~ Type 2 Curb
F Hodges 21 +20 Rt 9,637 50 0.0080 ~ 0.64 ~ Sump ~ Type 1 Curb
G Grady 11+98 Lt ~ 15,012 250 0,0140 ~ 0.99 ~ Cont. Type 2 Curb
H Grady 12+80 Rt 6,170 115 0.0160 0.41 Cont. Type 1 Curb
I Grady 11+40 Rt 12,544 170 0.0150 0.82 Cont. Type 1 Curb
NOTE: Maximum Flow Capacities in Sump Conditions and
By-Pass Flow Calculations for inlets on a continuous grade
are provided in the following sheets.
RIVERWALK 10th ADDITION 99176
Spokane County, Washington 09115199
Engineer: NWO
CURB INLET CALCULATIONS
on Continuous Grade
. _ . . ~
Curb Inlet Basin Basin + Gutter Roughness Depth Discharge Inlet By-Pass
Inlet Street and Peak Flow By-Pass Slope Cross slope Coeff. Z of Flow per Length Length Flow
Station _;;~cfs) Q S 11Z nW nd* QalLa"* La Q„- Qa
A Riverwalk 53+94 Lt 0.34 0.34 0,0130 0.0202 0.0160 3094 0.09 0.063 4 0.09
C Riverwalk 56+47 Lt 0.69 0.69 0.0080 0.0202 0.0160 3094 0,13 0.091 6 0.15
G Grady 11+98 Lt 0,99 0.99 0,0160 0.0202 0.0160 3094 0.13 0.091 4 0.63
I
H Grady 12+80 Rt 0,41 0.72 0.0160 0.0202 0.0160 3094 0.12 0.081 6 0.24
I Grady.11+40 Rt 0.82 _ 0.82 0.01600_0202 0_0160 _ 3094 0.12~ 0_085 6 0,31
NOTE: TYPES 1& 2 CURB INLETS
Curb Inlet Depression = 2 in.
* Calculated per Figure 18 of the Spokane County Guidelines
for Stormwater Management
Calculated per Figure 16 of the Spokane County Guidelines
for Stormwater Management
RIVERWALK 10th ADDITION 99176
Spokane County, Washington 09l15199
Engineer; NWO
CURB INLET FL01N CAPACITIES
in Sump Conditions
Curb Inlet ^ Basin! Basin + Inlet Maximum Maximum By-Pass
Inlet Street and Inlet Type Peak Flow By-Pass' Length Flow Depth*" Discharge'** Flow
~ Station (cfs) Q (ft) , H Qa Q_ Qa
~ . q&C .
B RivenNalk 55+18 Lt Type 1 Curb 0.63 0.97 4,00 0.50 4.37 3.40
G
D GradY 14+00 Lt Type 2 Curb 0.85 1.48 4,00 0.33 2.34 -0.86
H
E Riverwalk 55+18 Rt Type 2 Curb 1.10 1,34 4.00 0.33 2.34 -1.00
F _ Hodges 21+20 Rt Type 1 Curb 0.64 0,64 4,00 . 0.50 4.37 -3.73
NOTE: TYPE 1 CURB INLET TYPE 2 CURB INLET Qa = 3.087 ~ L' H" 1.5
Curb Inlet Depression = 2 in. Curb Inlet Depression = 2 in. Where L= Length of Curb Drop, H= Flow Depth
Maximum Inlet Height = 6 in. Curb Inlet Length = 4 ft.
Maximum Inlet Height = 4 in.
' By-Pass Flows from upstream inlets on continuous grades.
Maximum Flow Depth is based on Inlet height
Calculated per Section 4-1 of the Spokane County Guidelines
for Stormwater Management
RIVERWALK 10th ADDITION 99176
Spokane County, Washington 09115199
50-Year Storm Engineer; NWO
DRAINAGE INLET SUMMARY
Street Curb Inlet Impervious Flow Gutter Basin Sump or Basin Street and Area Length Slope Peak Flow Continuaus Inlet Type
Station (s.f.) (ft.) (cfs)
A Riverwalk 53+94 Lt 4,822 140 0.0130 0.49 Cont. Type 1 Curb
B Riverwalk 55+18 Lt 5,961 100 0.0130 0.90 Sump Type 1 Curb
C Riverwalk 56+47 Lt 10,437 280 0.0080 0.99 Cont. Type 1 Curb
D ~ Grady 14+00 Lt ~ 12,914 ~ 180 ~ 0.0160 ~ 1.22 ~ Sump ~ Type 2 Curb
E ~ Riverwalk 55+18 Rt 16,764 220 0,0150 ~ 1.59 Sump Type 2 Curb
F Hodges 21+20 Rt 9,637 50 0,0080 0.94 Sump Type 1 Curb
G Grady 11+9$ Lt ~ 15,012 ~ 250 ~ 0.0140 ~ 1.42 ~ Cont. Type 2 Curb
H Grady 12+80 Rt ~ 6,110 115 ~ 0.0160 0.60 ~ Cant. Type 1 Curb
I Grady 11+40 Rt 12,544 170 0.0150 1.19 Cont. Type 1 Curb
NOTE: Maximum Flow Capacities in Sump Conditions and
By-Pass Flow Calculations for inlets an a continuous grade
are provided in the following sheets.
RIVERVIIALK 10th ADDITION 99176
Spokane County, Washington 09115199
54-Year Storm Engineer: NWO
CURB INLETCALCULATIONS
on Continuous Grade
. .
Curb Inlet Basin Basin + Gu#er Roughness Depth Discharge Inlet By-Pass ~
~ Inlet Street and Peak Flow By-Pass Slope Cross slope Coeff. Z of Flaw per Length Length Flow
Station cfs Q S 1IZ n n d* Qa1La`* La Q- Qa
A Riverwalk 53+94 Lt 0.49 0.49 0.0130 0.0202 0.0160 3094 0.11 0,073 4 0,20 '
C Riverwalk 56+47 Lt 0.99 0.99 0.0084 0.0202 0.0160 3094 0.15 0.104 6 0.37
, G Grady 11+98 Lt 1.42 1.42 0.0160 0.0202 0.0160 3094 0.15 0.104 4 1.00
I
I H Grady 12+80 Rt 0.60 1.20 0.0160 0.0202 0.0160 3094 0.14 0.098 6 0.62
I -
I GradY 11+40 Rt 1.19 1.19 . 0,0160 0.0202 0.0160 3094 0.14 0.098 _ 6 0.60
NOTE: TYPES 1& 2 CURB INLETS
Curb Inlet Depression = 2 in.
* Calculated per Figure 18 of the Spokane County Guidelines
for Stormwater Management
Calculated per Figure 16 of the Spokane County Guidelines
for Stormwater Management
RIVERWALK 10th ADDITION 99176
Spokane County, Washington 09115199
50•Year Storm Engineer: NWO
CURB INLET FLOW CAPACITIES
in Sump Conditions
Curb Inlet Basin Basin + Inlet Maxim.um Maximum ByPass
I Inlet Street and Inlet Type Peak Flow By-Pass* Length Flow Depth*" Discharge*** Flow
; Station (cfs) Q (ft) H Qa Q- Qa i:A&C
B Riverwalk 55+18 Lt Type 1 Curb 0.90 1.47 4,00 0.50 4,37 -2.90
G
D Grady 14+00 Lt Type 2 Curb 1.22 2.22 4.00 0.33 2,34 -0.12 .
H ~
E Riverwalk 55+18 Rt Type 2 Curb 1.59 2.21 4.00 0.33 2,34 -0.13
F _Hodges 21+20 Rt TYpe 1 Curb ....0.94 0.94 4.00 0.50 4. 37 -3.43
NOTE: TYPE 1 CURB INLET TYPE 2 CURB INLET Qa = 3.087 L' H^ 1.5
Curb Inlet Depression = 2 in. Curb Inlet Depression = 2 in. Where L= Length of Curb Drop, H= Flow Depth
Maximum Inlet Height = 6 in. Curb Inlet Length = 4 ft.
Maximum Inlet Height = 4 in.
* By-Pass flows from upstream inlets on continuous grades.
Maximum Flow Depth is based on Inlet height
Calculated per Section 4-1 of the Spokane County Guidelines
for Stormwater Management
BASIN
Page 1 of 2
L
.
Allan Jackson
From: John Hohman
Sent: Wednesday, February 15, 2006 2:38 PM , To: Sandra Raskell; Allan Jackson
Cc: Alysa Wiyrick
Subject: RE: Results of project review
This looks very good to me. I agree with the direction and recommendations.
-----Original Message-----
From: Sandra Raskell
Sent: Wednesday, February 15, 2006 9:35 AM
To: Allan Jackson
Cc: Alysa Wiyrick; John Hohman
Subject: RE: Results of project review
y411an,
I thintc the format worKs well. John, are you ok with the resulrs't
ThanKS, Sandra
From: Allan )ackson
Sent: Wednesday, February 15, 2006 9:00 AM
To: Sandra Raskell
Cc: Alysa Wiyrick; ]ohn Hohman
Subject: Results of project review
Sandra,
We have started reviewing those 94 projects that may have been completed but for one reason or
another have not yet been finalized. The following three projects have been reviewed and
recommended for acceptance: SR 707 - UR 22 Multi Residence Office The last unresolved item on county punch list dated 8/31/01 was the installation of reflector signs
at the end of the cul-de-sac on Cherry Court. Field review verified that the signs have not been
installed. Travelers Casualty and Surety Company was called and their records indicate the
County had authorized closure of the project on 9/5/03 and the bond was cancelled on 6/5/04.
Recommendation - The cul-de-sac has changed since being constructed in 1996. There are now
approaches on both the east and west side of the cul-de-sac and guardrail across the north curb
drop where the signs should have been installed. We recommend considering this project closed
without any further action si.nce the warranty bond has been cancelled. The City of Spokane
Valley could consider installing the signs themselves if there are still safety concerns.
irk I I
.
2/16/2006
Page 2 of 2
r ~The project punch list dated 6/18/03 regarding inadequate drainage of the 208 swales has been
reviewed and we have field verified that sloping problems in the swales no longer exists. I
verified with Washington Trust Bank that both Letters of Credit have been closed.
Recommendation - This project be considered closed without fizrtber action.
PE 1644A - Meadowview Ranch Estates P6ase II
The punch list dated 10/18/05 noted clogged inlets, debris and weed.s in planting strip and
improperly constructed swales that need correction. There is debris trapped in the inlets and
these could be cleaned out. There are weeds instead of grass growing in the planting strip. The
swa.les appear to have been constructed correctly but have since been landscaped by property
owners since they were located behind the property fence line. Even with the landscaping the
swales are likely performing as intended. I am not sure if these are cleanup items that should be
done wader warranty since construction was accepted and the warranty period initiated in 1998.
Bob Hepton, developer, is waiting till spring to look at what work they will do. There is no
warranty bond but an amount equal to the warranty is being held in a savings account. _
Paperwork verifying this is not available but I assume the information is correct since the
Hepton's have formally requested a release of surety through Landworks Development.
Recommendation - Cleani,ng t}ae inlets and weeding the planter strip are the only construction
items, if any, that should be pursued. However, the inlets are still functioning and the planting
strip does not appear to be irrigated and maintained so any temporary weed removal will not
solve the ongoing weed problem. The swales lie behind property owner fencing and restoring
them to a condition that existed at the time of acceptance will most likely upset the property
owners, be expensive and difficult to accomplish, could possibly result in damage to existing
sidewalk and curb, and be of questionable benefit. We recommend irnmediate release of surety
unless it is decided that it is the responsibility of the developer to weed and clean the inlets prior
to final acceptance.
Please contact me if you have any questions. If you agree with our recommendations, please let
me know by e-mail or a copy of the bond release letter so there is documentation for closing out
the projects.
Allan Jackson
2/16/2006 .
Page 1 of 2
~
Allan Jackson
From: Allan Jackson '
Sent: Wednesday, February 15, 2006 9:00 AM
To: Sandra Raskell
Cc: Alysa Wiyrick; John Hohman
Subject: Results of project review Sandra,
We have started reviewing those 94 projects that may have been completed but for one reason or another
have not yet been fwalized. The following three projects have been reviewed and recommended for
acceptance:
SR 707 - UR 22 Multi Residence Office
The last unresolved item on county punch list dated 8/31/01 was the installation of reflector signs at the
end of the cul-de-sac on Cherry Court. Field review verified that the signs have not been installed.
Travelers Casualty and Surety Company was called and their records indicate the County had authorized
closure of the project on 9/5/03 and the bond was cancelled on 6/5/04.
Recommendation - The cul-de-sac has changed since being constructed in 1996. There are now
approaches on both the east and west side of the cul-de-sac and guardrail across the north curb drop
where the signs should bave been installed. We recommend considering this project closed without any
further action since the warranty bond has been cancelled. The City of Spokane Valley could consider
installing the signs themselves if there are still safety concerns.
. . ,
The project punch list dated 6/18/03 regarding inadequate drainage of the 208 swales has been reviewed
and we have field verified that sloping problems in the swales no longer exists. I verified with
Washington Trust Bank that both Letters of Credit have been closed.
Recommendation - This project be considered closed without further action.
PE 1644A - Meadowview Ranch Estates Phase II
The punch list dated 10/18/05 noted clogged inlets, debris and weeds in planting strip and improperly
constructed swales that need correction. There is debris trapped in the inlets and these could be cleaned
out. There are weeds instead of grass growing in the planting strip. The swales appear to have been
constructed correctly but have since been landscaped by property owners since they were located behind
the property fence line. Even with the landscaping the swales are likely performing as intended. I am
not sure if these are cleanup items that should be done under warranty since construction was accepted
and the warranty period initiated in 1998.
Bob Hepton, developer, is waiting till spring to look at what work they will do. There is no warranty
bond but an amount equal to the warranty is being held in a savings account. Paperwork verifying this
is not available but I assume the information is correct since the Hepton's have formally requested a
release of surety thxough Landworks Development.
Recommendation - Cleaning the inlets and weeding the planter strip are the only construction items, if
any, that should be pursued. However, the inlets are still functioning and the planti.ng strip does not
2/15/2006
, Page 2 of 2
appear to be irrigated and maintained so any temporary weed removal will not solve the ongoing weed
problem. The swales lie behind property owner fencing and restoring them to a condition that existed at
the tune of acceptance will most likely upset the property owners, be expensive and difficult to
accomplish, could possibly result in damage to existing sidewalk and curb, and be of questionable
benef t. We recomrnend im.mediate release of surety unless it is decided that it is the responsibility of
the developer to weed and clean the inlets prior to final acceptance.
Please contact me if you have any questions. If you agree with our recommendations; please let me
know by e-mail or a copy of the bond release letter so there is documentation for closing out the
proj ects.
Allan Jackson
2/15/2006
T1'
o n~ : I . DEPARTMENT
ae -
June 18, 2003
Condron Construction
802 W Rosewood
Spokane, WA 99208
Attn: Corey Condron
Subj: Lot 3 Block 3 Riverwalk 10th Addition
Permit #02FNA 91 19231 Riverwalk Lane
~ ~ -
~
Dear Mr. Condron,
Your request for a bond release on the subject property is not approved for the
following reason(s):
1. The swale bottom is not flat in accordance w/ approved plans (copy attached),
and Spokane Valley Standards.
The sloping bottom of the existing swale does not provide adequate drainage
area for storm water, and may contribute to standing water in the lower areas of
the swale due to saturation of the soil in those areas.
In order for the bond to be released, the swale must be brought into compliance
with approved plans, or revised plans and calculations reflecting existing
conditions must be submitted to the City of Spokane Valley for review and
approval.
Please feel free to give me a call at 921-1000 if you have any further questions.
Sincerely,
Robert A. McDonald
Public Works Supt.
City of Spokane Valley 91707 E Sprague Avenue Spokane Valley, WA 99206
Phone (509) 921-1000 Fax (509) 921-1008 911612003
~
~f- 97SS srt
,S.~
S P O K A N E C O U N"I' Y
At-
DIVISION OF EIJGINEERING AND ROADS A DNISIO[v OF THE PUBLIC WORKS DEPARTMENT
William A. Johns, P.E., County Engineer
April 20, 2000 .
Jay Logan, P.E.
STI Northwest
3628 E. Ferry
Spokane, WA 99202
Re: Construction Certification - Acceptance
Riverwalk lOth Adciition (P-1414I)
Jay,
The County Engineers have accepted your submitted inspection documents and record drawings
for this plat. In related matters, Bill Hemmings has also today,. authorized Washington Trust
Bank to release the remaining performance surety amount for this plat.
Sincerely,
400011;;I~r
Gary W. Nyberg
Plan Review Engineer
pc: Todd Whipple, CLC
'I 'c Bill Hemmings, Development Services Engineer
Randy Stronks, Inspection .
~►l~i~~gwn\g:lplats\P-1414I: certification.doc
1026 W. Broadway Ave. • Spokane, WA 99260-0170 ~(509) 477-3600 FAX: (509) 477-7655 (2nd Floor) 477-7478 (3rd Floor) • TDD: (509) 477-7133
,
3
S P O K A N E , C O U N T
DNISION OF ENGWEERING AND ROADS A DMSIOIV OF THE PUBLIC WORKS DEPARTMENT
William A. Johns, P.E., County Engineer
April 20, 2000
Washington Trust Bank
Washington Trust Financial Center
P.O. Box 2127 Spokane WA 99210-2127
RE: Letter Of Credits #20172 & 20173 Residential Construction '
Riverwalk 10'hAdd PE-14141
Dear Sir or Madam:
Please be advised that the Letter of Credit #20172 dated January 13, 2000 issued by
your company as surety for construction and Letter of Credit #20173 dated January 13,
2000 issued as surety for inspection may now be released in full effective immediately.
This final release should close out the above referenced savings certificates.
If you have any questions, please call me.
Sincerely,
~
~ .
>
Bill Hemmings, P.E.
Development Services Engineer Manager
cc: Sandy
Randy
File
1026 W. Broadway Ave. • Spokane, WA 99260-0170 •(509) 477-3600 FAX: (509) 477-7655 (2nd Floor) 477-7478 (3rd Floor) • TDD: (509) 477-7133
r \ ~
OFFICE OF THE COUNTY ENGINEER SPOKANE COUN'!'Y, WASHINGTON .
T0: BILL HEMMINGS
FROM: DAVE BERTO
DATE: January 21, 2000
SUBJECT: BOND ITEMS P1414I RIVERWALK 10TH ADD
The bond for the above mentioned project• is for the
following items:
1) Al1 the items on the approved road and drainage plans.
r . w
- ~ RECEIVED
111 ~
Washington Trust Bank J A N 19 2000
International Banking Department SPOKANE COU~'r~ ENGlNEER
IRREVOCABLE STANDBY
LETTER OF CREDIT NO. 20173
- DATE: JANUARY 13, 2000
AMOUNT: $10,100. 00
Spokane County Engineers
1026 W. Broadway
Spokane, WA 99260-0170
Attn: Ed Pany
Gentlemen:
We hereby establish our Irrevocable Standby Letter of Credit No. 20173 in your favor for the
account of SHOREWOOD HOMES, INC., 3901 Schreiber Way, Coeur d'Alene, ID 83815-8395,
up to the aggregate amount of TEN THOUSAND ONE HUNDRED AND NO/ 100 --------Dollars
($10,100.00) U.S.. cunency, available by your draft(s) drawn at sight on us and presented to
Washington Trust Bank on or before JANUARY 13, 2001 or any extended date covering-Road and
drainage construction inspection for Riverwalk 10" Addition and accompanied by the following:
. 1. A signed statement from Spokane County Engineer's Office reading exactly
as follows:
"I, the undersigned duly authorized representative of the Spokane County
Engineer's Office, hereby certify that the draft drawn under this letter of
credit represents the amount of money required to complete the construction
inspection of roadway improvements including grading, gravel, paving,
- curbs, sidewalks, storm drainage, drainage swales, monuments, street signs
andJor other work as is incidental and related thereto in accordance with the
drawings and specifications as submitted to and approved by the Spokane
County Engineer's Off'ice."
2. The original of this Letter of Credit.
It is a condition of this Letter of Credit that it shall be automatically extended, without amendment,
for an additional period of one year from the present expiration date or each future expiration date,
unless we have notified you in writi.ng not less than thirty (30) days before such expiration date,
that we elect not to renew this Letter of Credit. All written notification shall be sent via registered
mail.
All drafts presented under the credit must contain the clause "Drawn under Washixigton Trust Bank
Letter of Credit No. 20173".
Washington Trust Financial Center P. O. Box 2127, Spokane, Washington 99210-2127 (509) 353-4109 Fax (509) 353-3905
.
Spokane County Engineer
Irrevocable Standby Letter of Credit No. 20173
January 13, 2000
Page Two of Two
Any and all banking charges, other than those of the issuing bank, are for the account of the
beneficiary.
We hereby engage with the drawers and bona fide holders of drafts drawn under and in compliance
with the terms of this Letter of Credit that the drafts will be duly honored upon presentation and
delivery of documents, as specified, to Washington Trust Bank, International Department, 717 W.
Sprague Ave., lOth Floor, P.O. Box 2127, Spokane, Washi.ngton 99210, on or before
JANUARY 13, 2001 or any extended date.
All drawings under this credit will be governed by the Uniform Customs & Practice for
Documentary Credits (1993 Revision) International Chamber of Commerce Publication No. 500.
Sincerely,
6enneth J. Hill
Vice President
KJH: rr
~
1~~1
WashingtonTrus# Bank RFC
International Banking Department S~ ~~?O
IRREVOCABLE STAND$Yr i;,
LETTER OF CREDIT NO. 20 ftJEEq
DATE: JANLTARY 13, 2000
AMOUNT: $141,000.00
Spokane County Engineers
1026 W. Broadway
Spokane, WA 99260-0170
Attn: Ed Parry
Gentlemen:
We hereby establish our Irrevocable Standby Letter of Credit No. 20172 in your favor for the
account of SHOREWOOD HOMFS, INC., 3901 Schreiber Way, Coeur d'Alene, ID 83815-8395,
up to the aggregate amount of ONE HUNDRED FORTY-ONE THOUSAND AND NO/ 100
--Dollars ($141,000.00) U.S. currency, available by your draft(s) drawn at sight on us and
presented to Washington Trust Bank on or before JANUARY 13, 2001 or any extended date
covering Road and drainage construction for Riverwalk 10' Addition and accompanied by the
following:
1. A signed statement from Spokane County Engineer's Off'ice reading exactly
as follows:
"I, the undersigned duly authorized representative of the Spokane Counry
Engineer's Office, hereby certify that the draft drawn under this letter of
credit represents the amount of money required to complete the installation
of roadway improvements including gradi.ng, gravel, paving, curbs,
sidewalks, storm drainage, drainage swales, monuments, street signs and/or
other work as is incidental and related thereto in accordance with the
drawings and specifications as submitted to and approved by the Spokane
County Engineer's Office. "
2. The original of this Letter of Credit.
It is a condition of this Letter of Credit that it shall be automatically extended, without amendment,
for an additional period of one year from the present expiration date or each future expiration date,
unless we have notified you in writing not less than thirty (30) days before such expiration date,
that we elect not to renew this Letter of Credit. All written notification shall be sent via registered
mail.
All drafts presented under the credit must contain the clause "Drawn under Washington Trust Bank
Letter of Credit No. 20172".
Washington Trust Financial Center P. 0. Box 2127, Spokane, Washington 99210-2127 (509) 3534109 Fax (509) 353-3905
Spokane County Engineer
Irrevocable Standby Letter of Credit No. 20172
January 13, 2000
Page Two of Two
Any and all banking charges, other than those of the issuing bank, are for the account of the
beneficiary.
We hereby engage with the drawers and bona fide holders of drafts drawn under and in compliance
with the terms of this Letter of Credit that the drafts will be duly honored upon presentation and
delivery of documents, as specified, to Washi.ngton Trust Bank, International Departrnent, 717 W.
Sprague Ave., lOth Floor, P.O. Box 2127, Spokane, Washington 99210, on or before
JANUARY 13, 2001 or any extended date.
All drawings under this credit will be governed by the Uniform Customs & Practice for
Documentary Credits (1993 Revision) Intemational Chamber of Commerce Publication No. 500.
Sincerely,
Kenneth J. Hill
V ice President
KJH:rr -
l ~
'7 - - ' /
i .
i S P O K A N E C O U N T Y
DMSION OF ENGINEERING AND ROADS A DNISION OF THE PUBLIC WORKS DEPARTMENT
William A. Johns, P.E., Counry Engineer '
October 5, 1999
Rene Ditton
Washi.ngton Trust Bank
International Banking Department
P.O. Box 2127 Spokane, WA 99210-2127 SUBJECT: (9;5?- Riverwalk 10'b Addition
WTB Letter of Credit No. 20151
Rene:
As we discussed this morning, we are unable to accept this Letter of Credit at this tune.
This letter of credit is premature, as we have not yet accepted the Road and Drainage
Plans for this project. We are therefore returning the original Letter of Credit to you.
We did recently receive a submittal of the Road and Drainage Plans. When we have
-accepted the plans, we will be able to determine the required surety amount. We will
provide that amount to Shorewood Homes, as well as the format for the Letter of Credit.
Please call Ed Parry (477-3600) if there are any further questions.
Sincerely,
William A. Johns, P.E.
Spokane County Engineer
&a4 P-1
.
'9_1 Ed Parry, P. .
Plan Review Engineer
Cc: Reviewer
.Ple
.
1026 W. Broadway Ave. • Spokane, WA 99260-0170 •(509).477-3600 FAX: (509) 324-3478 TDD: (509) 324-3166
RE
111 ~ oc Ea
rQs
Washington Trust Bank S'tk44~6 1999
covN~F~`~Glly
International Banking Department EER
IRREVOCABLE STANDBY
LETTER OF CREDIT NO. 20151
DATE: SEPTEMBER 30, 1999
AMOUNT: $36,000.00
Spokane Counry Engineers
1026 W. Broadway
Spokane, WA 99260-0170
Attn: Ed Parry
Gentlemen:
We hereby establish our Irrevocable Standby Letter of Credit No. 20151 in your favor for the
account of SHOREWOOD HOMFS, INC., 3901 Schreiber Way, Coeur d'Alene, ID 83815-8395,
up to the aggregate amount of THIRTY-SIX THOUSAND AND NO/ 100 --------Dollars
($36,0{)0.00) U.S. currency, available by your draft(s) drawn at sight on us and presented to
Washington Trust Bank on or before SEPTEMBER 30, 2000 or any extended date coveri.ng
Riverwalk 10" Addition and accompanied by the following:
1. A signed statement from Spokane County Engineer's Office reading exactly
as follows:
"I, the undersigned duly authorized representative of Spokane County
Engineer's Office, hereby certify that the draft drawn under this Letter of
Credit represents the amount of money required to complete the private
. roads includi.ng grading, gravel, paving, curbs, sidewalks, storm drainage,
drainage swales, monuments, street signs and/or other work as is incidental
and related thereto in accordance with the drawings and specifications as
submitted to and approved by the Spokane County Engineer's Office on
September 28, 1999".
2. The original of this Letter of Credit.
It is a condition of this Letter of Credit that it shall be automatically extended, without amendment,
for an additional period of one year from the present expiration date or each future expiration date,
unless we have notified you in writing not less than thirty (30) days before such expiration date,
that we elect not to renew this Letter of Credit. All written notification shall be sent via registered
mail. All drafts presented under the credit must contain the clause "Drawn under Washington Trust Bank
Letter of Credit No. 20151".
Washington Trust Financia! Center P. O. Box 2127, Spokane, Washington 99210-2127 (509) 353-4109 Fax (509) 353-3905
; \1
Spokane County Engineer
Irrevocable Standby Letter of Credit No. 20151
September 30, 1999
Page Two of Two
Any and all baaking charges, other than those of the issuing bank, are for the account of the
beneficiary.
We hereby engage with the drawers and bona fide holders of drafts drawn under and in compliance
with the terms of this Letter of Credit that the drafts will be duly honored upon presentation and
delivery of documents, as specified, to Washington Trust Bank, Intemational Department, 717 W.
Sprague Ave., lOth Floor, P.O. Box 2127, Spokane; Washington 99210, on or before
SEPTEMBER 30, 2000 or any extended date.
All drawings under this credit will be governed by the Uniform Customs & Practice for
Documentary Credits (1993 Revision) International Chamber of Commerce Publication No. 500.
Sincerely,
Kenne J. Hill
V ice President
KJH:dr .
• • t , ~
6 - -
P14141- Riverwalk 10th- Bond Summary
Hodges Lane construction $17,400
inspection $1,100
Riverwalk Lane construction $66,500
inspection $5,800
Grady Lane construction $57,100
inspection $3,200
tota I $151,100
construction $141, 000 C~
inspection $10,100 ~
~
AV
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'
BOND ESTIMATE
PROJECT P14141 - Hodges Lane by Ed Perry, P.E. OATE 04-Jan-00
ORA[NAGE ITEMS UNRS QUANTITY PRICE COST
1) Drywell - Type A EA 1.00 1500.00 1500.00
2) Orywell - Type B EA 0.00
3) Grate - Type 5 EA 0.00
4) Grate Type 2 EA 0.00
5) Grate - Type 4 EA 1.00 300.00 300.00
6) Backfill For DW CY 30.00 17.25 517.50
7) Drainage Structures, installed
0.00 EA 0.00
0.00 EA 0.00
0.00 EA 0.00
7) Concrete 6nEet Box, Type I EA 800.00 0.00
la) SldewaJk Inlet, Type I EA 0.00
Tb) WSDOT Inlet Box & Grate EA 0.00
8) CPEP Pipe 10' Dia. LF 0.00
9a) ADS n-12 Pipe 1T' Dla. LF 0.00
10a) CMP Pipe 18" Dia. LF 0.00 27.00 0.00
10a) CMP Pipe 24" Dla. LF 0.00 36.00 0.00
10) CPEP Pipe 15' Dia. (ADS n-12) LF 0.00
11) CPEP Pipe 18" Dfa. LF 000
12) Precast Manhole EA 0.00
13) Solid lid EA • 325.00 0.00
14) Ditch and Pond Excavation CY 20.61 12.00 247.33
15) Sod SF 500.00 0.70 350.00
16) Ripap ougall pad LS 500.00 0.00
NON STANDARD DRAINAGE ITEMS
1) WilDert Vautt Curb Inlet EA 0.00 250.00 0.00
2) Erosfon Protection - silt fence LS 1.00 500.00 500.00
3) Erosion Protection - Rodc entry LS 0.00 2000.00 0.00
4) Curb Cut infet EA 1.00 250.00 250.00
5) 0.00
g) 0.00
DRAINAGE SUBTOTAL 3664.83
16) Monumenb EA 1.00 165.00 165.00
17) Bamicade LF 35.00 0.00
18) Street Signs EA 1.00 90.00 90.00
OTHER SUBTOTAL 275.00
GRADING, SURFACING, CURB, AND SIDEWALK
19) Rough Grade CY 382.05 10.00 3820.46
20) Top Course CY 15.50 0.00
21) Base Course CY 81.04 15.50 1256.12
21) Asphait Concrete Tons 31.26 46.00 1437.89
23) Curb Type A lF 7.50 0.00
24) Curfl Type B LF 8.50 2246.04
25) Curb Type R LF 264.24 8.50 1015.69
26) Sidewalk SQ YD 119.49 17.50 2091.13
NON-STANDARD ROAD ITEMS
1) Cross gutter . SQ YO 0.00 17.50 0.00
y) 0.00
3) 0.00
4) 0.00
• GRADING AND SURFACING 11867.33
$15,807.17
CONSTRUCTION TOTAL, INCLUDING MULTIPLIER OF 1.10 817,387.89
use $17,400.00
note: STI total quote =$9900 for proJed
for Hodges lene parUon 1055.00
Inspeclion $605.00
use $1,100.00
I -
Hodges Lane Quantities
Grading
top floor avg depth Volume
Pond F 825.00 500.00 0.84 556.50
556.50 cubic ft
20.61 cubic yards
sod/seed 500.00 sf sod
55.56 sy
stop start width
Road 2166.00 2045.00 31.00
Hodges Lane 121.00 3751.00 sf
tangent inches feet
ex 0.75 2.00 10315.25 cF 382.05 cy
base 7.00 0.58 2188.08 cf 81.04 cy
acp 2.00 0.17 625.17 cf 31.26 tons
cul-de-sac radius area
0.00 0.00 sf
ex 0.75 1.00 0.00 cf 0.00 cy
base 0.50 0.00 cf 0.00 cy
acp 0.00 cf 0.00 tons
curb length Type R # sides
tangent 85.00 2.00 170.00
retums 47.12 2.00 94.24
Cul-de-sac
total 264.24
sidewalk tangent 85.00
retum 94.24
cul-de-sac 0.00
6.00 179.24 1075.44 sf
119.49 sy
inspection 1.21 stations 500.00 per station 605.00
\ - -
BOND ESTIMATE
PROJECT P14141- Riverwalk Lane by Ed Parry, P.E. DATE 04-Jan-00
DRAINAGE ITEMS UNITS QUANTITY PRICE COST
1) Drywefl - Type A EA 0.00 0.00
2) Drywell - Type B EA 1.00 1900.00 1900.00
3) Grate - Type 5 EA 0.00 0.00
4) Grate Type 2 EA 345.00 0.00
5) Grate - Type 4 EA 1.00 300.00 300.00
6) Backfill For DW CY 40.00 17.25 690.00
7) Drainage Structures, installed
7) Cflncrete Inlei Box, Type I EA 800.00 0.00
7a) Sidewalk Inlet, Type I EA
7b) WSDOT lnlet Box 8 Grate . EA 0.00 1300.00 0.00
8) CPEP Pipe 10" Dia. LF 0.00
9) ADS n-12 Pipe 24" Dia. LF 32.00 0.00
9a) CMP Pipe 12" Dia. LF 20.00 0.00
10) CMP 18" Dia. LF 28.00 0.00
11) CPEP Pipe 18" Dia. LF 0.00
12) Precast Manhole EA 0.00
13) Solid lid EA 325.00 0.00
14) Ditch and Pond Excavation CY 91.00 12.00 1082.00
15) Sod SF 1750.00 0.70 1225.00
18) Ripap ditch CY 35.00 0.00
NON STANDARD DRAINAGE ITEMS
1) Wilbert Vautt Curb Inlet EA 1.00 250.00 250.00
2) Erosion Protection LS 1.00 1000.00 1000.00
3) Erosion Protection - Rodc entry LS 1.00 0.00 0.00
4) Pipe outlet end grates EA 0.00 150.00 0.00
5) Curb Cut inlets EA 3.00 250.00 750.00
6) 0.00
DRAINAGE SUBTOTAL 7207.00
16) Monuments EA 3.00 185.00 555.00
17) Barricade LF 0.00 35.00 0.00
18) Street Signs EA 0.00 90.00 0.00
OTHER SUBTOTAL 555.00
GRADING, SURFACING, CURB, AND SIDEWALK
19) Rough Grade CY 2162.82 10.00 21628.24
20) Top Course CY 15.50 0.00
21) Base Course CY 458.78 15.50 7111.10
22) Asphalt Cancxete Tons 176,96 46.00 8140.08
23) Curb Type A LF 7.50 0.00
, 24) Curb Type B LF 8.50 0.00
25) Curb Type R LF 1180.00 8.50 10030.00
28) Sidewalk SQ YD 330.00 17.50 5775.00
NON-STANDARD ROAD ITEMS
1) Cross-gutters S(1 YD 17.50 0.00
2)
3) 0.00
4) 0.00
GRADING AND SURFACING 52684.43
$60,448.43
COAISTRUCTION TOTAL, INCLUDING MULTIPLIER OF 1.10 $66,491.07
use S68,500.00
note: STI total quote =$9900 for project lnspecUon $3,425.00
Fof Riverwalk Lane 5710.00 lse $5,800.00
• ` Rivervvalk Lane Quantities J
Grading
top floor avg depth Votume
Pond A 450.00 200.00 0.83 269.75 average widths
pond B 675.00 400.00 0.83 446.13
Pond C 675.00 400.00 0.83 446.13
Pond E 1100.00 750.00 1.40 1295.00
2457.00 cf
91.00 cy
Sod 1750.00 sf
194.44 sy
stop start width
Road 5927.00 5242.00 31.00
Rlverwalk Lane 685.00 21235.00 sf
tangent
ex 0.75 2.00 58396.25 cf eac 2162.82 cy
aase 7.00 0.58 12387.08 cf base 458.78 cy
acp 2.00 0.17 3539.17 cf acp 176.96 tons
curb length Type R
tangent 685.00 2.00 1370.00
retums -95.00 2.00 -190.00
Cul-de-sac
total 1180.00
sidewalk tangent 685.00
(part of roadway) retum -190.00
cu I-de-sac 0.00
6.00 495.00 2970.00 sf
330.00 sy
Inspecbon 6.85 stations 500.00 per station 3425.00
, i '
+
~ • ~ , . ' "
BOND ESTIMATE
PROJECT P14141- Grady Lane by Ed Parry, P.E. DATE 04-Jan-00
DRAINAGE ITEMS UNITS QUANTiTY PRICE COST
1) Drywell - Type A EA 0.00 0.00
2) Drywell- Type B EA 1.00 1900.00 1900.00
3) Grate - Type 5 EA 0.00 0.00
4) Grate Type 2 EA 345.00 0.00
5) Grate - Type 4 EA 1.00 300.00 300.00
6) Badcfill For DW CY 40.00 17.25 690.00
7) Drainage Structures, instailed
7) Concrete Inlet Box, Type I EA 800.00 0.00
7a) Sidewalk tnlet, Type I EA
7b) WSDOT Inlet Box & Grate EA 4.00 1300.00 5200.00
8) CPEP Pipe 10" Dia. LF 0.00
9) ADS n-12 Pipe 24" Dia. LF 32.00 0.00
9a) CMP Pipe 12" Oia. LF 20.00 0.00
10) CMP 18" Dia. LF 28.00 0.00
11) CPEP Pipe 18" Dia. LF 0.00
12) Precasi Manhole EA 0.00
13) Solid lid EA 325.00 0.00
14) Ditch and Pond Excavation CY 97.69 12.00 1172.27
15) Seed SF 1840.00 0.70 1288.00
16) Ripap ditch CY 35.00 0.00
NON STANDARD DRAINAGE REMS
1) Wilbert Vault Curb Inlet EA 2.00 250.00 500.00
2) Erosion Protection LS 1.00 1000.00 1000.00
3) Erosion Protedion - Rodc entry LS 2000.00 0.00
4) Pipe outlet end grates EA 150.00 0.00
5) curb cut inlets EA 2.00 250.00 500.00
g) 0.00
DRAINAGE SUBTOTAL 12550.27
16) Monuments EA 3.00 185.00 555.00
17) Barricade LF 0.00 35.00 0.00
18) Street Signs EA 1.00 90.00 90.00
OTHER SUBTOTAL 645.00
GRADING, SURFACING, CURB, AND SIDEWALK
19) Rough Grade CY 1431.85 10.00 14318.47
20) Top Course CY 15.50 0.00
21) Base Course CY 438.01 15.50 6789.19
22) Asphalt Concxete Tons 168.95 46.00 7771.59
23) Curb Type A LF 7.50 0.00
24) Curb Type B LF 8.50 0.00
25) Curb Type R LF 848.93 8.50 7215.91
26) Sidewalk SO YD 149.33 17.50 2613.33
NON-STANDARD ROAD ITEMS
1) Cross-gutters , Sa YD 17.50 0.00
2) Mass Earthwork CY 6.50
3) 0.00
q) 0.00
GRADING AND SURFACING 38708.50
$51,903.77
CONSTRUCTION TOTAL, INCLUDING MULTIPLIER OF 1.10 $57,094.15
use $57,100.00
naie: STI totall quate =$9900 for project Inspection $1,880.00
for Grady Lane portlon 3135.00 use $3,200.00
i ' • ,
Grady Lane Quantities Grading
top floor avg depth Volume
Pond D 1220.00 580.00 1.40 1260.00
Pond G 900.00 600.00 0.84 630.00
Pond H 560.00 330.00 0.84 373.80
Pond I 560.00 330.00 0.84 373.80
2637.60 cf
97.69 cy
Seeding 1840.00 sf
204.44 sy
stop start widtfi
Road 1451.00 1075.00 37.00
Grady Lane 376.00 13912.00 sf
tangent
ex 0.75 1.00 24346.00 c# ex 901.70 cy
base 7.00 0.58 8115.33 cf base 300.57 cy
acp 2.00 0.17 2318.67 cf acp 115.93 tons
cul-de-sac radius area '
45.00 6361.73 sf SUM
ex 0.75 1.50 14313.88 cf 530.14 cy ex
base 0.58 3711.01 cfi 137.44 cy base
acp 0.17 1060.29 cfi 53.01 tons acp
curb tength Type R
tangent 376.00 2.00 752.00
retums 96.93 1.00 36.93
Cul-de-sac ' .
total 848.93
sidewalk tangent 188.00
(part of roadway) retum 36.00
cul-ce-sac 0.00
6.00 224.00 1344.00 sf
149.33 sy
Inspection 3.76 starions 500.00 per station 1880.00
SEP-27-99 09:41B FROM: SHOREWOOD.HOMES.INC. ID: 2066659405 PAGE 2
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RECEIVED
SEP 2 81999
SPOKANE COUNTY ENGINEER
09/27/99 hiON 10:52 [TX/RX NO 64691