27251 PE-1708
• ~ ~ r/ I
1 •
I
ADDENDA T0 SUTTER' S 2nd ADDITION
~ for
(HD, INC.
October 14, 1996
! Revised .ruly 6, 1498
~ CURB CITTS AND CATCH BASIN
FREE BOARDS
CULVERT
ENGINEER' S CERTIFICATE
THE DESIGN IMPROVEMENTS SHOWN IN THIS SET OF PLANS AND CALCULATIDNS
CONFORMS TO THE APPLICABLE EDITIDNS DF THE SPOKANE CDUNTY
• STANDARDS DF RDAD AND SEWER CONSTRUCTION AND THE SPDKANE
COUNTY GUIDELINES FOR STORMWATER MANAGEMENT. ALL DESIGN
DEVIATIONS HAVE BEEN APPROVED BY TNE SPOKANE COUNTY
ENGINEER. IAPPRDVE THESE PLANS FOR CONSTRUCTIDN,
C. ~ c
~ ~--~Ao
S~4NAL
~CPIRES 06/27/0~
•
MELVIN TAGGART
TAGGART ENGINEERING b SURVEYING
2128 NORTH PINES ROAD
SPOKANE, WASHINGTON 99206
~
- ~ ' i
~ •
i ADDENDA TO SUTTER'S 2nd ADDITION
~ foY ,
. CHD, INC.
October 14, 1996 • R,evised July 6, 1998 , CURB CUTS AND CATCH BASIN •
w- . - FREE BOARDS
CULVERT
~ ENGINEER' S CERTIFICATE
. TME DESIGN IMPROVEMENTS SHOWN IN THIS SET OF PLANS AND CALCULATIONS
CDNFORMS TO THE APPLICABLE EDITIDNS OF THE SPOKANE CDUNTY
~ STANDARDS OF ROAD AND, SEWER CONSTRUCTION AND THE SPOKANE
COUNTY GUIDELINES FOR STORMWATER MANAGEMENT. ALL DESIGN
DEVIATIDNS HAVE BEEN. APPROVED BY THE SPDKANE CDUNTY ENGINEER. I APPROVE THESE PLANS FOR CONSTRUCTIDN. .
. . AS G~ .
. 9~
• c'''
O.n
4NAL
OPIRES- 06r27~00~
~ MELVIN TAGGART
TAGGART ENGINEERING b SURVEYING
2128 NORTH PINES ROAD ,
SPOKANE, WASHINGTON 99206 0
.
~
2
~
CULVERT DESIGN
From Guidelines for Stormwater Management
for Spokane County (GSMSC), p. 4-3
~
Design Review in December 1996 allowed a minimum velocity
in culverts with catch basins of 3 ft. per second in lieu
of 4 ft. per second.
From Plan Review in 1996, minimum cover over culverts = 1 ft.
•
Culverts shall be designed to carry the design runoff with
a headwater depth not greater than two (2) times the cul- vert diameter for culverts 18" in diameter and under.
Using the Manning equation, the water velocity can be deter-
~ mined in a culvert not flowing full.
V ` 1.49 R(.666) 5
n S'
Where R is the hydraulic radius
~ R= A= WP - area of cross sectional*
flow divided by wetter perimeter
S- slope of total head line
~ n = Maaning Roughness Coefficient
Discharge = Q = AV
Catch basin at Station 5+ 35.91
2057.661 .
~ .75' Minimum Freeboard
2056.57 ~
T 1L 59' ToF, of pipe 2055. 93
~
2055. 57' 12" I•iaximum pool elevation 2055. 3 2'
2054.93' Bottom. outlet
2054.8a T '
4 Swale bottom
1 ~ .
2
~2 o.11►
11 igh
\ 2 ~ 3 ~ .391 'Alpha - .159° 15' 33" Pool
~ Y Cross sectional Flou ~ elevation
: 91 ' ~
S~
R- .S' . 39'
~
~ -
~
3
~
Normal depth (dn) for concrete pipe flowing 0.87 CFS with a
slope of 1.67. is 0.321. Critical depth (dcr) is 0.38'.
.85 diameter = 0.85'.
+ dn = 0.32' < 0.85'.
Therefore, open channel flow occurs.
dn < dcr (0. 32' < 0 .38' )
• T'herefore flow is super critical.
dn < tW (0.32' < 0.39') .
Therefore inlet control exists.
High pool elevation is set at 2055.32' from the elevation of the
~ drywell rim. High pool elevation is 0.39' above outlet invert
of culvert.
See page 1:
2 'o
~ A 7T4 360 - Area of triangle 1, 2 b 3
A_ 7TD2 54° 34' 0911 _ (.11) (.975)
360 2
A = .337 - .0536 = 0.284 sq. ft.
~
Q = AV
V= g=0'87 = 3.06' per second
A 0.284
3. 06' > 3 f t. p-er second OK
r
Using Manning Equation:
V = 1'n9 (R).66 (s).5
~
WP _ 7TD (154*360, 09"~ - 1.349 ft.
~ R WP ~ 1.349 ` 0.211 ft.
v O1 0.49 14 (0.211)'667 (.016)5 - 4.77 f t. per second
4.77 > 3 ft. per second. OK
•
~
~ . 4
For 9" of free board below catch basin grate:
V = velocity
~ d = diameter of pipe (ft. )
Y = kinematic viscosity
Reynolds No. Yd - (3.77)(.975)
Y 1.217(10)-5
, Re = 3.020336 x 105
Re = 302,033 > 2000
Flow is turbulent at outlet.
~
Friction factor for average commercial pipes = 0.015 =(f),
from GSMSC, Fig. 19.
Lost head = f ( D )(22
~
~ g
From Hydraulics, by Ranald Giles, Schaum Publication,
1956, p. 245. ,
f = 0.015
+
Lost head = (0.015) ~40~ (3.06) 2
1 2(32.4)
Lost head in pipe = 0.867 ft. or 1.04 inches
Total lost head, 0.0867 f t., or 1 inch of water.
~
Total head at 9" free board, (2057.65 -.75) - 2055.32 = 1.58 ft.
. of water (18.96" of water).
Pipe sfze is sufficient to maintain 9" free board
below catch basin cover.
~
Next, using GSriSC, Fig. 20, p. 1 of w, flow for a full 12" pipe
is expected to be 4.8 CFS with a head of 1.58 ft.
~
~
~
• S
Using "U.S. Bureau of Public Roads" for Jan. 1963:
A 12" concrete pipe with a head of 1.58 ft. could be
expected to flow 3.2 CFS.
~ In both cases 0.87 CFS < 4.8 CFS, or 3.2 CFS.
Using Fig. 38 (Sheet 2 of 4) for head wate-.- ciep :h fro-n "U . S. Bureau
Of ?Lhli.c Roads", rlay 1964, (obtained by N.B. Stds Tests), witr, a
square edge inlet (having a coefficient of 0.5). The culve=t could
be expected to discharge 3.2 CFS with a 1.58 ft. head.
~
The drywell elevation will allow the depth at the outlet of the
pipe to reach 0.39 ft. .
From the GSMSC chart, p. 6-449 Fig. 19, (pg. 1 of 6), the maximum
normal depth-of flow for 0.87 CFS in a 12" concrete pipe would be
~ .33 ft.
The 12" concrete pipe is more than adequate for a flow of 0.87 CFS.
Use SWMSC, Pg. 4-1:
~
Q= CPH1'S - Weir formula for depth less than 0.4 ft.
P= perimeter of grate opening, ignoring bars,
[2' +(1' 8") x 2] = 5.33 f t
r H- depth of water (f rom Nomagram, p. 6-42), = 1.32 f t. deep
C= 3.0 (may be used). Omit side against curb in perimeter.
See p. 4-6, Spokane County Road Standards, Aug. 1987.
Grate capacity SQ = (3)(5.33)(.132)
•
Q = 2.11 CFS
Half clogged g= 2'21 = 1.05 CFS
Grate design required .S CFS. OK < 2.11 CFS
r
~
~
~
6
~ . Curb cut calculation south of 12th Ave.:
.6
Tc = C_,/S~~
Ct = 0.9 for pavement. (See pg. 6-2 of Spokane County Streamwater t•Ianual.)
~
~
Tc = .9 (90).14
V7 =
Tc = 3.896 minutes
~ Reference: pg. 6-3, Fig. 2, from Graph I= 3.2 in./hr.
Q = CIA
Q = (.25)(3,2) (164x18) + (18x60)
43560
~ Q = (.25)(3.2) 2952 + 1080
43560 .
Q = 0.7405 CFS
• Curb cut opening on south of 12th Avenue:
L = Q
1.5
H (3.087)
0.07405
L =
~ (0.06) 1-5 (3.087)
L= 1.632 Use 2 f t. cut.
West curb cut of 1 ft. added to obtain a grade in gutter. Width is suffi-
~ cient for 25' of pavement 18' to centerlune (intuitive).
~
s
~
7
. Curb cut as weir approximately 60' south of centerline of 12th on Bolivar's
west curb line at Station S+ 56.91.
c~ expected = C1;249 501.54391 a.64476 CFS
• Equation from Spokane County Stonawater rfanual, pg. 4-1.
Length of weir = ~
H1.5c .
Q = CFS f lowing
~ H = Depth of water
C = coefficient•use 3.087
L _ 0.64476 3.116
~ 1
• W (0.165)1' S 3.087
Use 3.5 foot curb cut.
~ ~N G
µa h,C-9
3•~ ~ ~
Ls .
• ~ difi
r
NAI.
EXPIRES 06/27/ 2-40 p
~ • ~
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•
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~
INDEX
APPENDIX FOR DRAINAGE CALCULATIONS
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,
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•
1
~
1
INDEX .
l. Bowstring print-out for Basins "A" and "B" (in envelope pocket).
2. Curb and gutter data.
3. Nomagraph for 12" concrete pipe flow, Fig. 19, p. 6-44 of GSMSC.
4. Head for concrete pipe culverts flowing full, Fig. 20, p. 6-50 ~
o f csrisc . 5. Culvert design tabulation sheet, Fig. 22, p. 6-53 of GSMSC.
6. Headwater depth of concrete pipe culverts with inlet control,
Fig. 38, p. 6-72 of GSMSC.
7a. Nomagraph for triangular channels, Fig. 18, p. 6-42, GSMSC, for ~
12th Street curb cut. 7b. Nomagraph for triangular channels, Fig. 18, p. 6-42, GSMSC, for
Station 5+ 86.91 on Bolivar Court.
8. Rainfall intensity curation and frequency graph, Fig. 2, p. 6-3, ~
GSMSC.
9. SCS souls map.
10. Basin "A" and "B" impervious areas and total areas.
11. Basin map. Scale: 1" = 40' In envelope pocket )
12. Table 1, p. 6-2, GSMSC. Family residential dwelling units/gross ~
acres. •
1
•
•
•
~ • , ' ~ ' '
+ NO V,
..o..
03:31 PTA ~
'lic. ~ .
Spok~~'^ 'Y ~ 36~U
N a11 Jeftetsot~ A54' ' .
, oa~D
gpo'Kane,'~VA
SEcTtG►J [)ATA ~ eNTER--> ,.1, A
`.(YPICAL wi ENjER.y
tli~~
dvv~ pave.
Roaay hatt ~ drH} ENtER..> , ' ~ . ~ ~ ~ MuM ~ Edge
~oad Name ~t it,~, -c (s ~M1r1tM~t~1 ~ 1
9
l.ett or R~9 ' R~ Curb E~ r f~. to G~er ToP Curb
s rp ~ E N?ER_~ Curb EL;~tr'~ t 200 ~,pesign
curb SYPe .5% + S L E C T• o R A D E lO Grade
OI v I (,q F M ~ ~ , f° ~ ~
T 1 i r' ~ p1S T F R E D EI.E
Staiion InteNa l ED~E ~from ~p + NG r L. ..I
,
T. °lo S~-OPE ppVEA~EN ED~ URB j CURa N~t ~Ra ~ I
PA,~ o/o SLOPE To C
' J~ f, SL4PE EDGE N~ ~CIL T~
lTER CtLG~
flCEN~ paVEIAE ~ ED ~ , ~ r.; ~ ~ ~ . ~ ~ ~ ,
.
` cet ~ ~ ~ a.n~
~ ER" ELEVATION ~F ~ r~•.5'(~ N
~ LIN` N
ELEVATtO , . ~ -a~1~.. ~ ~7~
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~ J 111Y • M# 11e-1SO
~
800 - 120 for orow~ cro.* aot Wbn~ersed. ~rure Mv av .6
MaIbds dMC►iMd M fM asHem poeedwe
600 - 108
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~ 500 - 96
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- 16
120
I/
10
e '
~ s 12
'
14 s
C FS, 4
HEAD FOR -
• CONCRETE PIPE CULVERTS
FLOWING FULL
suRtau of •uALc Ro.os Jw. nss f1 = 0.0 12
Figure 20
~ , 6-50 Sheet 1 of 2
• • • , ` . , • ~ ~ ~
PROJECTt ~5~~ 2~~ ~N ~ D~• DESIGNEA
~
~ T'ff • 5~4' Erg • ~I . DATE s
NYDAOLOGIC AND CHANNEI. INFOAMATION • SKETCN
8TA11oN . f , s
O-c
EL.
~ na
AHWIz I ' -L ' .
,
o,: TW, =003~ ~ Tw .
a $7 . , ,
. ~ .
EL. EL. f
(0, = DE91GN DISCHARGE, SAY 010 OR 050 ~
r CULVERT DESCRIPTION NEADWATER COMPUTATION
p g11E OPEN FLOW SURE FLO S~
_ CO~II~ENTS
(ENTAANCE TYPE) 4 V d Y W11•Oulbt 2HW d d' 3
Nw
Ke: c o n n Conlrol ~ Vag° , -
w
C0 0,3 0.~~, / I ~E
w 1'' ' ' • • ~ ~ ~
) ;iv~' , ' i ~ ' • .
, I
I I ~
~ SUMMARY 8i RECOMMENOATIONSt : I I
~
~ S CU S ' 1Y1 f)K
m . ~
3. .
1, AHW = ALLOWA6LE HEADWATER 2. HW = d4 2? ( I+ K.) 3. HW : N i ha - L9o dc ~►an = inlel Conlrol, use Ac, Vc, .
2 D O R L E S S F O R D~ 1 6'. 0 ( U i G F l q u r ea 0 1 o dn y dc = O u t l et C o n l r o l. use dn, Vn.
1.50 OR LESS FOR D>19so • obtoln "N",)
c rc...5 eG ,4 D~ t'T"' I o tJ
• ~
STA 5+ 86tf1 ~ ~ZCoA) C.
Pt
Ieo 10.000
ii* •.pop EXAMPLE (1) (2) (3)
4,000 o..t i+e... t33 1.n1 r i.
ISS
F
5,000 0•~!0 et•
~ a,ooo s.
s
3,000 11) :.5 s• 4.
120
,
12.000 M13) 2.2 7.7
~ Oe 3.
• o i. a.+ 3.
3.
9s 1,000
eoo e. ~ 600 / ~ ~ 2. - 27-
r ~ S00 ~
~ I- 72 400
~
~ = r 300 ~ 1.5 1.5
z L 1
= ap v ~ 200 I.S ~ ~
~
o ,4
Q 100
°
~ J-4j/ ~ eo =r r 'r
a ~
v/ v 80 4 I.0 1.0
s2 W
~ -50 Mp SCALE ENTR PE CE
40 ~ 1.0
' 9 .9
r - 36 30 u~ ues +wt~ ~ <
W
~~~~.~n •9
a Y~ 33 ~ a L
• 0 LC (tf OrMw* *N
so m.....ll _ •e _ .e
r» c..... ~ .e
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6 To n* sao►e 121 or ti1 Mot+st y
• - 2~ s be►i:estNly t• 64014 (1), tRes
wo st►e1ool1 iat11oN 11es fnrw"k
poN 0 tsgies, w rwssoo p -.6
3,2 ~ 3 ;«..,,.,e.. I .6
- ~e L
2 _ .
- - ss '.s
.3
~ 11.0 s
~s HEAOWATER DEPTH FOR
CONCRETE PIPE CULYERTS
ocwsm y• Aa. WiTH INLET CONTROL
. ~waw,ar wwue .a.os ~s
Culvert Flow Characteristics ~
~ With Inlet Control
Guidelines for Stormwater Management
' 111(
Addendum
F'~gure 38 Sheet 2 of 4 , February 1998
Pg. 6-72 cowY
• '
~
~Z T~ A- VF
L v~3 c,~ y2.0
S lJ 77 iF~-'S Z~ D
D ~ . ,
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gov...o.. o . o.s. (A) 0
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9000 /OArK• •M*O►Il&t( IO rJIt[O1AL 18
8000 00110r OI CM411M11CI
7`000 ~ 1 ,s ota+ooc•t, or c•o» s4.0rc .08. 1.0
6000 •c1tmtru - N. & • MOG4I04111611 wat. .07
• 5000 rMel Ise. tewtiow twi .80
.06
• ' .TO
14000 ExAMPLE t+tc oas«io Lo•tst .OS
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1• 24 con TO . \
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OE►r« d I 00tuW 0 a Ias -
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~ .01
~
NOMOGRAPH FOR FLOW
6N TRIANGULAR CHANNELS '
~ . ' . - ;
6-a2 .
,
•
~F I GURE 18
`2 (J
•
~
A-rF Q- X-P~-c. c
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10000 A ~f 00N00696 C~~►~~tK~♦ r~~~~~~ .IC
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7000 t I• .cco•••a.L « a.~+• s.~rc .Oe •
6000 ~tr~~tsc,c ~ w. It •••sacte.es 0006. .07
~ • 0411419 no. townoa 114) .SO
5000 .06
14000 F-: .70
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' too U. -.03 .60
3000 9 • 6.011 to
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2000 o.e• C~ 30 ~ - ~
• ~ o • 9.0 c•• =0 t ~ .40
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1000 3
.02 ~
900
800
v
700
~
~ 600 = .20
~ SOO IZ
2
soo ~ W Z , i ~t
~ INfTRUCTIONS
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SUTTER'S 2nd ADDITION
CHD, Inc.
~ February 28, 1996
Revised Jan. 26, 1997
•
AREAS OF PAVING TO BE TREATED BY 208 ORDINANCE
" A8 = 12th Avenue south of the centerline
C to curb line, 3,619 sq. f t.
A b= Solivar Court south of curb line
on 12th, including cul-de-sac,
• 22,985 sq. f t.
Total area • 26,676 eq. ft.
~
. Melvin Taggart
. Engineering and Surveying '
N. 2128 Pines Rd. Suite 17•-15,
C ' Spokane, WA 99206
~ •
~
~
1
BASIN "A"
~ PE 1708 Sutter's 2nd Addition
Wes crosby
Area with light green perimeter (SE area):
~ Grass Area
A1 = 154 x 130 2 145 = 19,937 sq. ft.
A2 = 117 X 145 2 168 _ 26,793 sq. ft.
~ A3 _ 168 ~ 208 _ 17,472 sq. ft.
A7 _ 135 ~ 160 _ 10,800 sq. ft.
A _ 107 x 280 = 19,350 sq. ft.
8 - 2 .
Total . . . 94,352 sq. ft.
Use . . . . 2.16 acres
~ Impervious area = 11,880 sq. ft.
Combined area = 106,232 sq. ft.
Total combined = 2.439 acres
~ BASIN "B"
Area with light yellow highlighter (western and northern area):
Perimeter
Grass Area
~ A4 = 55 x 110 = 6050 sq. ft.
AS _ 40 +237.5 x 240± = 9300 sq, ft,
A6 _ 40 +2150 x 235 = 22,325 sq. f t.
~ Total . . . 37,675 sq. ft.
Use . . . 0.865 acres
Impervious area = 26,676 = 11,880 = 14,796 sq. ft.
Combined area = 679825 + 14,796 - 52,471 sq. ft.
~ or total acres: 1.21.
~
~
2
~
208 Ponds in Basin "A"
Impervious area = 11,880 sq. f t.
~ Required area of pond bottoms: 111280 = 990 sq. ft.
Re uired volume of onds: 11,880
9 p 24 = 495 cu. f t. .
Bottom Areas and Volumes:
Pond #1 at Station 1+ 99 to 2+ 01
Area ~ 19' x 19' = 361 sq. ft.
Volume = (19' x 19')(.5) + 1.5(.5)(2)(19)
~ Volume - 209 cu. f t.
Pond #2 at Station 3+ 25 to 3+ 27
Area - 14' x 14' = 196 sq. ft.
~ Volume = 196(.5) + (1.5)(.5)(2)(14)
Volume = 119 cu. ft.
. Pond #1 and #2 are designed to treat 6361 sq. f t. of hard area
in Basin "A".
As Basin "A" has 11,880 sq. ft., the difference (11,880 - 6361
= 5519) will be treated in Pond #3. Pond #3 will also treat a
portion of the hard area in Basin "B".
V
Bottom Areas and Volumes:
Pond #3 at Station 5+ 80 to S+ 86.91
Area = 41' x 12' = 492 sq. ft.
~ Volume = 492(.5) + 41(.5) (1.5) + 12(.5) (1.5)
Volume = 286 cu. f t.
~
~
~
3
~
Bottom Areas and Volumes (cont.)
Pond #4 at Station 2+ 26 to 2+ 28
Area = 20' x 20' = 400 sq. ft.
♦ Volume = (20' x 20')(•5) + (1.5)(.5) 20 (2)
Volume = 230 cu. ft.
Pond #5 at Station 3+ 96 to 3+ 99
` Area = 16.5' x 16.5' = 272.25 sq. ft.
Volume = (16.5' x 16.5').5 + (1.5)(.5)(2)(16.5)
Volume ~ 161 cu. ft.
Pond #6 at station 5+ 55.41 to 5+ 58.41
~ Area =(15.5' x 15.51) = 240.5 sq. ft.
Volume = (15.5' x 15.5' ) (.5) + (1.5)(.5)(2)(15.5)
Volume = 143.38 cu. ft.
Pond #7 at Station 6+ 75 to 6+ 77
See calculations f or Pond #S : 161 cu. f t.
Pond #8 at Station 6+ 22 to 6+ 25
Area = 8.5' x 8.5' = 72.25 sq. f t.
Volume = (8.5' x 8.51) (.5) + 1.5(.5)(2)(8.5)
Volume = 48.88 cu. ft.
~
TAB LE 1
RUNOFF COEFFICIENTS FOR STORM SEWERS
ROLLING HILLY
~ FLAT 22 - lUX OVER lUX
Pavement and Roofs . . . . . . . . . . . . . . 0.90 0.90 0.90
Earth Shoulders . . . . . . . . . . . . . . . 0.50 0.50 0.50
Drives and Walks . . . . . . . . . . . . . . 0.75 0.80 0.85
~ Gravel Pavement . . . . . . . . . . . . . . . 0.50 0.55 0.60
City Business Areas . . . . . . . . . . . . . 0980 0.85 0.85
Lawns, Sandy Soil . . . . . . . . . . . . . . 0.10 0.15 0.20
Lawn, Heavy Soil . . . . . . . . . . . . . . . 0.17 0.22 0.35
~ Grass Shoulders . . . . . . . . . . . . . . . 0.25 0. 25 , ~ 0.25
Side Slopes, Earth . . . . . . . . . . . . . . 0.60 0.60 0.60
Side Slopes, Turf . . . . . . . . . . . . . . 0.30 0.30 0.30 •
. Median Areas, Turf . . . . . . . . . . . . . . 0.25 0.30 0.30
~ Cultivated Land, Clay and Loam 0.50 0.55 0.60
Cultivated Land, Sand and Gravel . 0.25 0.3U 0.35
Industrial Areas, Light . . . . . . . . . . . 0.50 0.70 0.80
• Industrial Areas, Heavy . . . . . . . . . . . 0.60 0.80 U.90
Parks and Cemetaries . . . . . . . . . . . . . U. 10 0.15 0.25
Playgrounds . . . . . ~ . . . . . . . . . . . . 0. 20 0.25 0.30
Woodland and Forests . . . . . . . . . . . . . 0.10 0.15 0.20
. I
Meadows and Pasture Land . . . . . . . . . . . 0925 0.30 0.35
* ~ * *
*SINGLE FAMILY RESIDENTIAL
. (Dwelling Unit/Gross Acre)
(Sandy and Gravelly Soil)
' 0-1. U DU/GA . . . . . . . . . . 0.15
~ . ~ 1.0-1.5 DU/GA . . . . . . . . . . 0.20
1.5-3.0 DU/GA . . . . . . . . . . 0.25
3.0-3.5 DU/GA . . . . . . . . . . 0.30 .
3. S-4. U DU/GA . . . . . . . . . . 0.35
~ 4. U-6. U DU/GA . . . . . . . . . . 0.40
' 6. U-9. U DU/ GA . . . . . . . . . . 0.60
! . 9.0-15• U DU/GA . . . . . . . . . . 0.70
,
~
Assumea flat lot plus one-half width of abutting street. Other configurations
' should be checked by combining individual runoff factore for each various surfaci
Date 4/4/84
TAB LE 1
6-2
~ .
i
n
TABLE 13 MANNING'S ROUGHNESS COEFFZCIENTS (n)
1. Open Channels, lined:
A. Concrete 0.014
B. Gravel 0.030
C. Asphalt 0.016 -
2. Open Channels, excavated:
A. Earth, fairly uniform section:
1. No vegetation 0.025
2. Grass, some weeds 0.030
B. Rock 0.035
Street Gutters ,
A. Concrete gutter, trowled 0.014
B. Asphalt pavement 0.016
C. Concrete pavement 0.016
3. Closed conduits
A. Concrete pipe 0.012
B. Vetrified clay pipe 0.013
C. Plastic pipe 0.010
D. Steel pipe . 0.011
E. CMP (annular) or helical, part full 0.024 F. CMP (helical, 243 x 1/2", flowing full:
~
diameter n diameter n
12 0.011 42 0.019
« 15 0.013 48 0.020
18 0.014 54 0.021
21 0.015 60 0.022
• 24 0.016 66 0.022
~
30 . 0.017 72 0.023
1 ~ 36 0.018 - 78 and over 0.024
•
6- 34
~
~
• :
TABLE 13
.
• ~ ~ .
~ . REQLTEST FOR DESIGN DEVIATION ~ ~ '
s30.00 . - - ~ - ~ . : _ . . - _ _ - ~ _ - ~ ~ DATE ta.. 19 9 6
ROAD NAME . . CRp/RID # - - -
NAME OFPLAT Sutter's 2nd Addition ; plat # 1708-93~ ~
ADDRE,SS OF BLDG 1-II 7 r17 un 1 i i~a rrr~ti rt
. . .
NAME OF BLDG PROJEGT BLDG# 89 S T ~ R
FEDE;FtALJSTATE PROJECT # PROJECT L,IIVIITS
. . . ~ EXISIING CONDITIONS: . PROPOSED IlWRO .
ROAD WIDTH 0 50 R/ W ~
ROAD SURFAG~ ~ . 36 Curb and paving
AVG. DA.II,,Y TTtAFFIC n . . . . ~
Current Traffic Count S De,sign Year Traffic Count ~
PROJEGT DESCRIPT'ION Culverts underBol ivar~ Crt : were requested to be 12" Di a. Due
to the small amount of flow, grade is excessive causing large holes for 206
drainage--ponds. - . . . . , . ~
PROPOSED DESIGN DEVIATION Ai*row:"a--- velocity"-of -3=--ft/sec. ..in 'lieu 'of'4 ft/sec min.
' ._T
Enrougn.tTle he_ basin below _the-.-pipe._i-nlet -should catch_ all.-.broken.-stones- passing L19153
•
.
n; nf• Mer_iman and Victcrins *American' civil Engr.~ Handbook th -Add•.- by 'John-.~Wi•ley
and sons
NSTIFTCATION: • ~ _ ~
Th 08 drainacfe-bonds are too deep to match the ctlvert invert at the outlets
~ causes a large hole in-yards:- . ~ .
. - ~ . .
~
. w - , ~ n.t - ' . . . • ~ - ~ . ,
SUBNtT=BY Mp ivi n TaaQa rt PE & PLS DATE 12/ 10/ 1996 ~
ADDRESS
547.2 uJighuay Q5: Ant 1 a~n1i . Tdaho , ZIp (`,pDE 83855
PHONE # _ , W%ju ~6 17 -4 74 .
. . . .
.~sNass TIVENARIANCE FEE OF-, $30.00 PAID TO SPOKANE COiJNTY •sassa
•REQUEST WILL NOT BE REVI O S-
~t ' . • .
CASH/CHE # RECEIVED BY ~ 4 ~ DATE
4..o.,~
~
~ DESIGN DEVIATION .
SfAFF RECOh+IlVONDATIONS ~
Approved Appraved w/condidons Not Approved
ZE~~
. . . • . _ Project Maaager Date.
. .
. ~
. ~ ~ .
ApPrca'ed Approved w/conditia _ Not Appraved . . .
- . . . ~
~ ~ ~ • ~ ~ - Planning & Traffic Engineer' Date
. - ~ ~ /.~~~cpmvn,~~Ia~ ~a•~ - . . , . . ~ ,
: . . . . . . . . ; - ~ . . . . _ . : . . _ . , -
. . . _ . _ . . . .
APP ed APPraved w/oonditions - ~ Not Appravui
. _ • . ~ . . . ~I .
~ Project agemeat Engineer Date
Approved Approved w/conditions Not Approved ~
(.44 . ' ~ Qperations F.ngineer . Date
SPOKANE COUNTY ENGINEER'S . ~
DE'I'ERMINATION: ~ ~ - ~ - ~ . ~ . : . . • _ ~ . . . - : . . . . . - - ,
raved w/no oonditions ~ . APProM1►ed as reoommended above - Not Approved . _ : _ _ . . _ ~ . . . .
t . . . ~ . ~ ~ _ . : . - . . ~ _ . . . - . . . -
. . ~ ~ .
• ' ~ . . ~ ' ' ' ' • ' ' • • 'Y • ' ' ' • • -
- . . . S . . .
Spor.aae County eer Date
8/q3
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SEE SWALE DETAIL :~~,m,m, N~,~„~~,~„~„~,~ ri~~,,~
1AL1N Ildl 16IIm I OUENSIDNS IftiMNE FEEt ~IpIC fEET I ISYWRE fECT IWBIC FLET-DESIGN SVAU BOiTOM dRD tUi STA HRIREIEV. WtY M ELfV, SVAIE DOTTON 0.N, 'YDI1Wl THIS PAGE I~ ~I~ I~~~~ I I I I~`~. I E I 1 I 1!' k 1Y I 361 I tt0 I ~1E0 I ~1B I ~ . _
1 P I 1 I l7 % 19' I N99 TO HW I 2069~E I Q069d2 I E06&12 I MpNC A 1 I P I 11' X 1~' I t% I IPO I tt11 I lAE I 2B9 'N A I I 2 I N' % U' I ~2S TO NZ7 I ~ I 2066-05 I EOW6S I 206S3S
SD I~ I Il' X lE' I~'N1A~l ~ I~T~OTM ~ I ~ I 4~ I~~Ni1LI~ 650 !0 3 Il' X l2, FEPE INLET S~B691 PIPE iNLF'f RLV~ E059S7 2~181 20'S~.SO I I IYiPE WRE~ S~BO I PflE WTIET 0.EV. 20~.97 I I
. 12th AVENUE , , x g, . ~ I I I I I I I , , , _ ~ ~ ~ er en ~ re m z•z~ ~ zo~9m ~ eobae~ ~ ns ~
9 I s I Sb9 R l63' I 27E I 162 I 7092 I ~ I 1~ ~ ~ icx x iss ~ a•% m~s ~ ~ow.n zoe~ ~ zo~ta~ ~ ~ocze~ ~ . 30' / r_.~ ~ ~o ~ s ~ iss x►ss~ ~ z,o ~ i.~ ~ ~ I eu I uz r
2058 ~ _ ~ ~ ~o ~ 6 ~ x j ~ ~ ~ z~a~ ~ ~ ~ ~ a T i~ r icr e~e i~e ~ z6o me I I I I I l0 7 W7! TD 6~71 AE IaK \ I y I I 16~' X 169 I I ~ ~ 205~EP I ~ I
/ lo ~ v x es ~e ~e~~e s~ v~ I • I I I I I ~o e s•zt m 6.es msr~o 2os6oo ensso Q I " l ' I I aY z as~ I I zos~2o
2~5 7~~'~ . ~ ~ ~ TDTK I E70~ I W63A I t6bTt ~ ?,P21 I 3t62 _ ~ ~ ~ ~ .
' ~ ~n s~ ~ ~ , J Y~,• ~
~ ~ ~ . . - ' $ ~ , I Nm-vnn~r ncv, ~za, ~wa,e n~ 2060 ~ . . , ~ ~I ~ ~ roi aavE n su ~•s.m • ~ ~ . ~ ~ pI ~y F fDl MVOU TMERS !Q AQT ~ 2038.t0 T~L SiA 6•16.9f ~i
' ~ - e .~,.,~.:,Y' ~ " a~'~..._ ~ , ~ Nt . STA ~ - ' ' , - + " U ~e ' ~ ~ earv cr
- • , . ~ ~i;~ ~ u~ r aa ia i , ~ ~r , ~ i~ I muos v~u a~' i 2061 , , ~ ~ ,
~ / . --f_ . ~ _ - --0. - ~ - - ~ ~ ~ , ~ ~ ~ . 4 ~ ~ r MINIMUM iDP pF I ~ i
, / ~ DIKE ELEVAT10N g PACE r ~ t 206~ - ~ . . ` ,2' ABOVE CURB CUT ~ /C~ " t~
• • • pR TbP OF CURB ' ~ =k= , / CURB CUT / 6wo ` / ~J YITH6UT CURB CUT • I , ~ ~ ~ . ~ V ~ •,L
, ; / ASPHALT PAVEitEENT TOP OF plRB , ~ ~6. / ~ ~ d STA 3~66,91 ~ uTa e~su~ ~ ~ r / ~ . E031.9~ -
. , 2063 , ~ . ~ ; ~ N~ _ - ~ . I O /J / Wrrui ,u„n, ' a'~ -q~ ~vcaT tos~.s . H~a ^ ~ • ~ ~ / - - mrmh ~ ~ ~ui~t a~ M ir ~ e~ wac 7'. ~ / - - / ~ ~
, i I , ' ~ ~ I o I (t , uN. tCSUI ~ ~ ~--mt[E'i, S1ov ~ D[AD [M 1 ~ / i ~ ~ ~ i SEE TABLE FOR ELEV, ~ ~ ; ,~~/~I.% r nr. ' ` ef,_ J nGNS rn+ Saocu+E tltr
' i ~ 2059/ . ` X t~11 ST~NDMDS 2064 ~ . . , ~ j ~ ~ \ ~ .i ~ ~ • ' . ~sidt'~- -~r--Y-1- wr v~n ' I ~
J. / / / . ~ u e ms9~ r ae nr . i aa ~ ~ ~ ~ ~ ~ / TYPICAL 208 POND . , • i , / ~ ~ ~r ~ ~r ,
/ g ~ ~ / ~ w~`ocaver d nnmmj ~t~attu~mr~~ t4 1~ _ , : ~ ~ WITHOUT DRAINAGE STRUCTURE , ~ ~ _ ~ ~ , n ~xA 2065 , i ~ , ~ ,
~ ~ SECTIONAL VIEW ~ ! _ / ! / ~ i ° _ ~ I • NO SCALE ~ mu~N mumwi uF toe \ d P~
I ~ / / / J~ ~ / / wiwn ~ ~ ~ / ' ~ ~ ~ / . 2066 / ~ ~ ~ ~ .
. . U- ~ ~ i ~ , ~ . ~ , ~ i / / V j I / / / TOTAL HARD AREA 26,667 S0, FT~ . ~ 1-
~ ~ ( • . ~ i ' ~ ~ / I ~ SYALE AREA REOUIRED 2b~1+67 ~ I I ` vvt ~ wC ' ~ W..L ~
2 ~~j 7~ ~ ~ 12 '2'z23 Sa R. • KM fO~Mwa'r ov . I Q . / i~ eoe sva.t tnst~[~t ~ V
/ ~ ~ ' . ~n`~ vYi' . ~ ~ r ~ vnllME ~ svr~ES 2~23 N,~ swo , / ~ z ■L1U CU. FT,
c ~ . svuue ~ ~nao a an arts . I .+r _ ~ Q 2Oo8- Gg~-GaR~tTOn G~AVELLY LDaM 1S LOCATED ON SITE~ • , ~ ~ ~ ~ , - / ~ ~ THESE SOILS ARE EYCESStVELY DRAINED GRAVELLY SOILS V1TN , J • .~t~
~ / ~ MDDERATE TO H1GH PERMEa81UTY, SLDV SURFACE RUN~F`F, AND / O SLIGNT NAZARD OF ERQSIDN. AUR1Ct1lTURE C4PABiL]TY 1S (n
` / ~ IIIs-2 ~OR 6pA SOlI MDST CROPS CAN BE GkOVN @I IT, PERK ,i 2069 I , 7ESTS IN IQILS Of THIS TYPE IN SPmCANE COUNTY EXCEED ~ I AS'/HR, THEREFORE NO PERK TESTS ARf REOUIRED IN ' ~ ~ ~ -
/ ~ 208 SVALE HOTT011S. ~ I ~ I I 2~7~ _ r r / ~ ~ ~ ~ ~ r~
i~ ~ ~ • taru ~ . , / ~ ~ FOR CONSTRUCTION DF DRriELLS, INSTALL ~ILTER ~ABR[C ~ I ` - .
/ O C I fANOCO 1543 OR APPRDVED E~U1VAlENT) BETVEEN THE ; 2071 U 1. ~ DRYWELL BAfIREL AND THE'Wt$HEO DRAINApCK, AND BETVEEN ~ ~ ~ ~ ~ ~ I 1HE VASHED DRAINROLK AND TNE NATIVE SpFLS, s - ~
. ~i . ~ I , ~ ~J . LOT 10 SWALE DETAIL ~ Q ~ ~I . - . 1d,
> / I . , / , sca~, ~ ea J \ I T~P 0~ BERM . ~
0/~ . ~ I ~ W I ~ ~ I , ~~7G ~ _ _ ~ I - 7~ MA7L
~ TDP ~P Cl1RB . 1 CERTIFICATION ~ I 1~ I ~ iHE DRAINAGE PIANS MEET SPOKANE GOUNTY
~ ~ I 208 ORDINANCE R£~U1RfM£NTS. , - - ~ 2073 ~ ~ , - , , ,~E ~ ~ ~ ~ i a~ear--- - 4
~ MIIL ~ AIHA R W ~ ` ~ QR CE ;TRUCN C I _ ~ p~ ~ 1~ CRA iE EIEVAl1011 ~ ~ ~ ~ ' ~ , ; -3o p ~
2074 ~ , ~ /a L VIN TAGGART, P.E OHTE ~
. A r,=;W ~XPIRES O6/27/0(~ ~ _ 1
~ -7 ~ ~ TA , ~O/ S ~ KE1'S10NE BLOCKS MAY BE INSTALLED SEE BLE i'OR ELEV. i C, . _ _ 1~
~ ~ ~ ~ 3~SL~PE. SVALES IN PLACE ~oNE TOPOGRAPHIC MAP AND 5WALE DETAI ~ S ~ ' 207~ ~ ~ _ ~(t 7 SUTTER S 2nd ADDITION
'Ti e / II CERTIFICATI~N . ~ w~~N ~s
• L WES CR~SBY, PRESIDENT OF CHD, INC, HAVE . - - - - ~ - - - - - - - - - - - REVIEIJED THESE PLANS AND APPRDVED THEM,
70POGRAPHIC MAP „ y • TACGART SCU.E~ 1' ~ 47 _~9 TYPICAL ZOB POND ENGINEERING dc SURVEYING
I ! 5 .um ~r-~~ r ~~u r.o % .o..rc ~a Ni.. / r~at t~7 ~a.-Mn / ~ n-~ • DATE WITH DRAINAGE STRUCTURE
SECTIONAL VIEW ~ - _ ~ ~w„ ~ ~ ~ ~-r~u - . - ~ ~ oa ~s o~ - -
+D 20 0 ~o g WES SB ESIDeIVT, C.H,D~ INC. tn, hifN ; Fo-n P.T. 6BAPHIfS I 0 12D A 9 N o' I L D ~ n i r+-~ .~-~-p g C. T. o' f 1 S T T R M P O ~ 6 pn, ee-n
SEE SWALE DETAIL
TH P II~SIN Ldf 14I14I II~NSIDNS ISOWAC FELT ~AICUDICYFEUE[Tt9~AiIWAD AAEA , ILOIMRC f'EET~ ~WIIC F[LT-~S1GN SY/!lC BQROM CUitl M tTA QDOR1dM: CURD M ELEY~ NAI.E BOTiDI ELfV 11R'Mi1VF11 IS AGE ~~I~I~~~~~ I I I 1~~• P~,+ ~q x ~ ~ i eio ~ ,~eo ~ ~~a ~ ~e~ ~,4
A l 2 14' X 11' f 196 ~ ~ 2 I 1 I 19' % 19' I H99 TO C~O1 C06932 I C069.12 f066fE I Np~1C ' I I ~ ~ 1 ~ I I ~ 1 1 ~ yqsA~ l I 2 I 11' JI IY I 9~23 TO ~+ft C066RS I EOfi6A5 I 206~95 I 206135 ~
, t0 I 7 /l' % IP' I ~T4T~~ ~ ~~~1.~ ~ ( ABE I /!t BAS~N •D'~ I NT~L 650 !0 ! /1' ~ 1~' PI~C IIlR 3~86.91 PIP[ MEl E1FV~ 295557 Qpy~.81 E97S30 , 12th AVENUE ~ ~P1~ ~ P~ ~ ~ i
~ I~I I ~ ' I ~ I ~ I ~ I ~ _ 7 I 1 I E7 k 20' I ~1 i9 2•PT I 2069df I 206883 I C067b7 I IQE 9 I~ I IW X 1G3' I 27E I 162 I ~9@ I Q~B I 3BB ~
. 30' io s ~ x ~sv e~o ta ~ ~ ~ tcy x ~~.v ~ ays ~o rv~ I eo~sr ~ zow.si ~ ~ ~ ~ ~ - ~ t I I ~ I I~ I ~ ~ ~ ~ ~o s tss~ x s~ss.~i m s~se.+t to~ezf eona9 nro~t 2058 I I ~ I I~ I I
~ I~ I css~ x~ss~ I e~e I ~se I ai~z I ~ I m~ c.n ro 6•n roc I I I ~w~ x ~ss~ I e I ~zz I ~ I
/ ~o o ~x . I. I I ar x w I +a~ e~a s~ s~ I I ~o e ~•x2 ro w2~ xus~~o zos~so ~ I ev~m 4 . ~x~ II I I I I l_
2059 ~ . ~ ~ i ,~K ~ ~ ~ I I ~ ( I I , ~ / . ~
~CD CWCRRC SPIASw U.OC% , ~ ~ J T~~
. [ ' ~ ' - . p 2000 . _ ~ r:, ~ I C y j ~ NI6POIN1 ELEV~ A 12th AVEMIE STA ~ I d ~j~ Y~ 101D IUt 'A' QRVE IS ~ I ~ , ~ STA 7~6A0) . ~ . ~ b IOt f1VOG TAIQ! fII SH[i f YOS8A0 TIIL STA 6H691 '
• . . ~ g':- . ~ I mrvu~ c►, sr~ 1 • ~ N e I , - - - ' g~~y ~ e ~ Ul b iUl N1 ~ i
2 ~ 61 - ~ ' ' ~ , ~ ~ ~1~ ~ ~~ias vu Q ~ ~ ~ . R - ~ Ila ~ amoc ,ros ~ I / ' / ' . s - ~ - - --tl ~1
~ li ` lea+ ~vFHU[ 1 ~ / ~Y , MINIMUM 10P ~f ~ I T i / ~ ~ I . I~ ~ ~ ~ + - -
~06~ / ~ . DIKE EIEVAiIDN ~pe PACB g ~ ' ~ . • 2' ABOVE CURB WT ~ / ~ t~ ~ ~ I ~
\ OR T~P OF CURB ~ . i cu~s cur vn~ou~ cu~a cur ~ ~~C /Gf'/// ~ b•ao . ~ ~ , ~ ~ ASPNAL! PAVEKENT TOV OF WRB / 16~ ~ f / ~ tt St~ s~66.91
' ~ ~ . ~1 ~ 1NVD[~ 2063 _ ~ . ~ eM ~ - G,~ ~ \ ' , I , N~ N~ ~ % / , ~ POS1.9~ ~V. 2~3763
' , \ ~ ~ ' ~ I NaIE O ~ ' OI1DI 12' CD~ -q~ IN1~[R? 20S7Si ~ ~ i 1 wnan ~ ~ rr~ur ' a. K~ ~ e~ wac 7'.
, v ~ , ~ ~fi-_ J ~ ' I t9 ~ u ~~i 2Y Zb'R : / 1 1~ . IIS~ i ~ aiY.iflltl ~fTREET~ SiD 1 OCA➢ E! . l" - ~ SEE TAHIE F~R ELEV, ~ ~ , ~ ~ ` ✓ stoa v[a SPaurE trc~ ` a
2~64 / ~ i , ~ ~ rs~xbwKU ~ ~sv,~z . ~ \ m X eaw sturouios. ~ / ~ i , ~t ~p~ " ~ r--Y-1- ~ ' ~ - i ~ / ~ Id1SfDI ~ E059A - _ _ - ~ i vVi iVT t
/ , n n . r w+ ar ww ~ au , i ~ . ~ - ee.v ~ ~ Q ma~ , ~ , TYPICAL 208 POND , ; -r- ~ / ~ , r -~-"m~crt a~a,ivxr ~ mx ? ~
~ ~ . J / W ~au os aa r va ~ ~ ~ 2065 - r ~ / WITHOUT DRAINAGE STRUCTURE „ ~ ~ _ ~ ~ , rt \ ~ / , _ . edP nwx ~vuc iortd ~ ~n:~ur ~ ~
~ ' ~ SECTIONAL VIEW ~ P= ; I / / ~ ~ ~ ~ ~s ~ua~ imea ~ I ~ v~i - i i ~ i / ~►m ~cn~e Q ~e ~ ~ . i _ ~ / ~ ~ / ~
2066 ~ ~ ' ~ ~ / . ~ , . , / i / , ~ ~ n, ' - ~
i / / ~v i ~ / / / TOTAL HARD AREA 26,667 SG, FT~ H ~ .r I
~ ~ ( . ~ i ~ ~ 1 . ~ ~ ~ ~ I ~ pV( ~ PVC ~ / ~ I SVALE AREA REOUIRED 2G667 J ~ 2 ~ 6 / , ' •2223 50. R. ~ v[sr emamarr ar ; I Q
, ~ ~z . / ~ xoe sveu caxiaMr ~ U / / ~ rtae ~s m m ~ ,
. I~ ~ ~ VOLUIIE OF SVALES 2,223 ~ ~t~svn~VATi ~ y~~ / ~ ~ ■Ll!! CU, PT, I ~ _ / z ~ "tt' ~ Q cry
2068 _-1 . s~KCS ~c co~m~ a an ars ~ > ~ THESEASOILS~ARE E%~CESSI ELY ~DRAi ED EGRAVELLY~SOILS VITH ~ sa~uu~s i~k~~i.6~ ~ J
' / ~ MO~ERATE TO NlCdl PERMEABILITY, SlOY SURFALE RU#lOFF, AND ' j O ~ ~ S L I f d I T H A Z A R D ~ F E R D S I O K A C d t I C U L 1 U R E C A? A B I I I T Y I S • m
2 0 6 9 ~ ~ I T~ES S IN srn~ s o~ r►a° s Sn ~~ir~i sP"rnca~~ c~" ~ t, PERK I I ~ A5'/HR. THEREFORE f~ PEin( ?ESTS ARE RECUIRED IN~~ • ~ I ~ - _ _ _ _ _ _
/ ~ zoe svn~ eonoMS. ~ . ~ . ~ 1 ~ ~ I 2070 _ _ - ~ " ~ , , i ~ I / ~ ~ -
~ I ~ ~m ~ • . ~ 1 I F'OOt CONSTRUCTIUN ~f ORYVELLS, INSTlt~L FILTER ~ABRIC ~ I . ~ C I fAMOCO ~545 ~R APPR~VED E~UIVALEM~ BET1iEEN T1~
2071 U 4 ~ DRTVEU. BARREI. AND THE VASNED ORAINRDCK, AND BETVEEN ~ ~ ~ / I THE VASHED DRAINROCK AND THE NATIVE SOILS. - ~ (
Q..' ~ ~ J - LOT 10 SWALE DETAIL , Q ~ ~ > ~ ~ . f
. ~ , ~ scµ.e~ i • 2a . J \ I TOP ~ BERN ~ ~ 0 . ~
/ m ~ ~ ' , ( , ~07~ ~ _ _ I ~ , 7 MAX, ~
` ~ I/ T~ Oi CURB I ' I ~ t,~, CERTIFICATION I C T11~ DRAINAGE PLANS NEET SPm(ANE CAUNTY . _ ,
I ' 208 ORDINANCE REOU[R£NENTS. ~ 2073 - ~ - - ~ ~ ' ~ ~ ' ~ ~ ~ I ~ ` q1R8 CUT-_ ~ ,0 2
~ ~ 2' MUL ~ DAAINAt~ STAUC1UaE 1 3 9 ` : ' dlAiE ELi.VAiION ~ j ~ - ~ ~ S, Q _~o_
~ ~ i , ~:',c~ ~ ~ ~ , ~074 i ~ r; • I ' , I '''ti '~',~,,'y,1 ` MEIV[N TAGGART, 6 DATE ~ ~ ~ , ~;`:.a
J ~ -,y ~7(PIRES O6/2T/O() . -7 i ~
' ~O / S~'°~' ~ K~YST K MAY N T D SEE TABIE FQt ELEV, _ , ~ E ONE BLDC S B£ ( S AILE ~ . W ANY AND ALL SVALES IN PLACE . s a~i s~o~, ~NE ~ TOPOGRAPHIC MAP AND S~PAI.E DETA
~ ~t, ti S , 207~- . SUTTER S 2nd ADDITION
~ . ~ ~ ~ ~ , ees ts~ossv ~ CERTIFICATION sraaurc, w►se~+cmt+ os~os
: L wES CROSBY, PRESIDENT OF CHD, INC, HAVE - - T~POGRAPHIC MAP REVIEVED THESE PLANS AND APPROVED THEM. „ n , TAGGART
TYPICAL ZOB POND ENGINEERING dc SURVEYING srx~r•,r 'I-l
f MI~ It-1~ K~IN MMO ~0. t~A41R Y NIW / NpIK (~I ~~MMI / 1~~W DATE WITH DRAINAGE STRUCTURE
SECTIONAL VIEW .o,,, a„ ~ ~ . - _ . - - WES Q Y,, P IDENT, `,D. INC, '~;FM :,.a-~~~"~ I p,T. c~uvata" ~M~~ i6 0~ J 2~ 0 8~ ~EO L4 H0~ IIII. 10-r-N . htYN 0.~.1. •i~~0 C
tA1~ l-b-fl Y
% f;
■ ~ ~ ~ ~ ~ ~
~ B❑ L IVA R C 0 U R T CURB cuT 3+25 T❑ 3+27 ~
. + < ELEV, 2066,05
L= 5.161--- f--- 75.39' 8' M A X,
~
S' TYPICAL -i O ~ SWALE BOTTOM ELEV,
IUN . ~ 2064,85
~ 10: UTILITY EASEMENT T~.14' ~
24, SPOKANE C0, STANDARD
I IF 15'
_ _ TYPE 'A' DRYWELL
TYPE 3 FRAME & GRATE
RIM ELEV, 2065.35
25' 208 DRAINAGE EASEMENT STA, 3+26 - 251R
.
30' BUILDING SETBACK
~
~
~
v
0
-
v
W
I
. F
~
80-551
~ 10,046 SQ,FT, 00 o AS ~ c
-q
04
. ~C/) 2~
ctc
SCALE: 1" = 20' 446 ~kl-j
DATE: 9/22/98
~ S
N LDT 1, BLOCK 1 4NAL
.
SUTTER'S 2ncl ADDITION ~XPIRES 06/27/00
CURB CUT 1+99 TO 2+01 R ~QURT .
ELEV. 2069,12 BpLI~/ A 04 .
- , L = 65.g1' ,
l-
' 51 TYP,
` . t
UTILITY EASEMENT
~
SWALE BOTTOM ELEV,
1 2068.12
J
`
- ~ - NT
~ - ~ ~ 25 208 , ' UILDING SE1 BACK
30 B
~
~
~
.A w
60 ~
v
83.53'
10,119 SQ,FT.
t \ E A SH CG~
_ - ~
o ~
SCALE: 1" = 20' 0--
DATE: 9/22/98 ~44
~~NA ~
LaT 2) BLocK 1
SUTTER'S 2nc ADDITI❑N ~XPIRES 06/27/00
2$ 3a,
208 DRAINAGE EASEMENT
~ L= 5 0,4 0' ~ SOUTH BOUNDARY
/
/ , , • 25' 208 DRAINAGE EASEMENT
~ .
i .
~ .
10' UTILITY EASEMENT ~ ~ ~ • 20 , • ' -
30' BUILDING SETBACK , . , , , • co
153,50'
~f
10,024 SQ.FT,
~
C. rq
~1~ J~ oF w a sy/
~ ~ tn z
SCALE: 1° = 30' ck:
DATE: 9/22/98
~STER
SS~~NAL
LOT 3, BLDCK 1
SUTTER'S 2nc ADDITION ~XPIRES 06/27/01
. 86.00'
~
~
o Ln
io ~
i4-
i c~
30' BUILDING SETBACK
' • , . , . ~-25' 208 DRAINAGE EASEMENT
208 DRAINAGE EASEMENT
f SqUTH BOUNDARY
10' UTILITY EASE.MENT
~ I
3 , ~ 31.54'
9, ~
0 `
BQL
RT
~
13,012 SQ,FT.
;
wASti c~
~ o-/o
cn z ~
SCALE= la = 30' o J Qj
DATE: 9/22/98
LaT 6. BLocK 1 SNA
SUTTER'S 2nol ADDITION ~XPIRES 06/27/01
86,00' '
~
.A
cn N
r-- fU
.A 00
. O
~
/
~
SWALE BOTTOM ELEV,
2067.83
30' BUILDIN~ SETBACK
, ~ ~ ' ~ - - - - 25' 208 DRAINAGE EASEMENT ~ -r 34'. ~ ~ .
' N
0 10' UTILITY EASEMENT
-1 _ - ~
5/ TYP'
I~
_ 77,33'
9 8~ ~
CURB CUT STA. BOLIVAR CC7URT
2+24 TO 2+27 '
ELEV, 2068.83
12,507 SQFT,
AS c
_ _
toe)
SCALE: la = 30'
DATE: 9/22/98
J ssI4 N A L
LOT 7, BLOCK 1 ~
SUTTER'S 2ncl ADDITID ~ ~XPIRES 06/27/001
~ 86.00' . .
00
cu ~
~ N
~ N
~
~
~
30' BUILDING SETBACK
25' 208 DRAINAGE EASEMENT
~ 10' UTILITY EASEMENT
L= 2.8 6' -t-- 83,14' .
BOLIVAR COURT
12,234 SQ,FT,
~
100 Sy/
- c►~ ~
~
SCALE: lp = 30' 446
DATE: 9/22/98
~ s ~~NA ~
LOT 8, BL❑CK 1
SUTTER'S 2nd ADDITInN ~XPIRES 06/27/01
86.00'
~
.A
rv
rv R'
w ~
30' BUILDING SETBACK
- - - - - - - - - - - - - - - - 25' 208 DRAINAGE EASEMENT
SPOKANE C0, STANDARD in~ 26,5' ~
TYPE 'A' DRYWELL ___►I ~ 16,5'~--~ S' TYP_ _
TYPE 3 FRAME & GRATE I'n 10' UTILITY EASEMENT
RIM ELEV. 2062.81 20' nO I~
STA, 3+97.5 - 251 111 86,00'
\-CURB CUT STA.
SWALE BOTTOM ELEV, 3+96 TO 3+99
2062.31 ELEV, 2063.51
BEILIVAR COURT
12,230 SQ.FT.
~ ~ ~N ~Tq
wA sy,
' o
" J
SCALE: 1" = 30' ~°o $4 s
DATE; 9/22/98
LOT 9, BLOCK 1 NA
SUTTER'S 2nd ADDITIDN ~XPIRES 06/27/00~
O
SPDKANE C0. STANDARD '
TYPE 'A' DRYWELL 12th AVENUE F- L = 31.42'
TYPE 3 FRAME & GRATE
RIM ELEV, 2056,50 ,
STA, 6+26 - 371' ~PL 142.12'
SWALE BOTTOM 16 ~ p O .
8.5' X 8,5' --cn
ELEV. 2056.00 1g5, ~ 0 fg,
CURB CUT STA, ?SWALE 26.5 i BERM 0,7' HIGH MAX,
1
6+22 TO 6+25 ~c'.j 1....
ELEV, 2057,20 BUILDING SETBACK 44~
. 2 & 208 DRAINAGE S BNDRY. . ~clu I~
SWALE BOTTOM . I '
16,5' X 16,5' . 22'
ELEV. 2056.52 : I Q
~
CURB CUT STA, W-z
:D 3 I ~
6+ 7 5 T O 6+77 ~ ¢Li_ Q
ELEV, 2057,22 ~ a- ~ c~
z ~
Q IW ~I Q
SPOKANE C0. STANDARD LD. I 3 Li I ~ >
T Y P E ' A' D R Y W E L L Q.~co
TYPE 3 FRAME & GRATE J. o o
RIM ELEV. 2055,50 I N
STA, 5+90.91 - 381R
In-' ~I
SWALE BOTTOM
41'X12'
2054.61
PIPE INLET 5+86,91
PIPE OUTLET 5+80 . I I
PIPE INLET ELEV, 2055,57 - I I
PIPE OUTLET ELEV, 2054,93 142.19' - I I
~
SWALE BOTTOM
15 . 5' X 15 , 5'
ELEV, 2057,39
CURB CUT STA, '
5+55.41 TO 5+58,41 2 0, 3 8 8 S Q.FT,
ELEV, 2058.09
~\A Crq
WAS/
,
- - ~
SCALE:1" = 30'
DATE: 9/22/98 s
~ ~
ss~ONAI.
LOT 10, BLOCK 1
SUTTER'S 2ncl ADDITIDN ~XPIRES 06/27/00~
. O
SPOKANE C0, STANDARD TYPE 'A' DRYWELL 12th AVENUE , ~L = 31,42'
TYPE 3 FRAME & GRATE
RIM ELEV, 2056.50
STA, 6+28 - 371 PL 142.12'
SWALE BOTTOM 16 -
8,5' X 8.5' -
ELEV, 2056.00 18.5,
CURB CUT STA, SWALE 26~5' cr~ BERM 0.7' HIGH MAX,
6+22 TO 6+25 1
1~.
ELE~/, 2057,20 BUILDING SETBACK 44~
2 & 208 DRAINAGE S BNDRY. . I~
0 ,
SWALE BOTTOM . I ;
16 . 5' X 16 , 5' _ 22'
ELEV. 2056.52 _ Q L,
Q J
3 I ~
CURB CUT STA. W : Iz
I
6+ 7 5 T O 6+77 o
Q
z I o
ELEV, 2057,22 ~ ~<r._ M
I ~ I
Q ~
v I w YI
SPOKANE C0, STANDARD Z. I 3 vWi I~ >
T Y P E A D R Y W E L L A. l00 W ~ `lu J
TYPE 3 FRAME & GRATE C:) °
RIM ELEV, 2055,50
STA, 5+90.91 - 381R "q - IEn ~ I
SWALE BOTTOM IU
41'X12'
2054.61 _ ~ o (
PIPE INLET 5+86.91
PIPE OUTLET 5+80 _ I I
PIPE INLET ELEV, 2055,57 - I I
PIPE OUTLET ELEV, 2054,93 142,19' - I I
;
~
SWALE BDTTOM
15.5' X 15.5'
ELEV, 2057,39
CURB CUT STA,
5+55,41 TO 5+58.41 20,388 SQFT, ELEV, 2058,09
I N ~ N C' Tq
o A Sy
~ o
~
SCALE: 1" = 30'
DATE: 9/22/98 446
L❑T 10l BLEICK 1 ONAL
SUTTER'S 2nol ADDITION ~XPIRES 06/27/00
` ~ ■ ' . ~ ' ~
, B OL I V A R C 0 U R T CURB CUT 3+25 TD 3+27
. . + < ELEV. 2066,05
L= 5.16'--w- rlo-- 75,39' 8' MAX, - S' TYPICAL r QJ--4T
I SWALE BOTTOM ELEV,
2064.85 I
~ 10: UTILITY EASEMENT T~ 14' ~&J
I , I--- 15' ~ SPOKANE CO, STANDARD
24
TYPE 'A' DRYWELL
~ TYPE 3 FRAME & GRATE
___RIM ELEV, 2065.35
~ 25' 208 DRAINAGE EASEMENT STA. 3+26 - 25'R
~
30' BUILDING SETBACK _
~
~
~
~
0
-
~ ru ~
v
w
~
80.55' ,
~10,046 SQFT,
•T
F Asti
- ~ ~
SCALEi la = 20'
~ DATE: 9/22/98
~4NA
LDT 1, BLOCK 1 .
SUTTER'S 2ncl ADDITIDN ~XPIRE.S 06/27/00
~
.
CURB CUT 1+99 TO 2+01 v AR CQURT
. ELEV, 2069.12 B~LI .
. • - ~ .
, L = 65.81'
Ig,43' 11 51 , i
. lp' UTILITY EASEMENT
SWALE BOTTOM ELEV,
1 ~ . 2068,12
1 29 ~ ~ , EASEMEN~
~RAINAGE
25, , . NG SE.~BA~K , . 30' BUI~DI
~
N
~
~J
V ,
~ w
W
v
83,53'
10,119 SQ,FT.
C T,4
E A ~C
0000 A ~
~
SCALE= 1" = 20' ~ Q--
DATE: 9/22/98 ~4
/s
s ~4N ~
LaT 2) BLacK 1
SUTTER'S 2nol ADDITION ~XPIRES 06/27/00
P~ 2a"3
208 DRAINAGE EASEMENT
~ L = 50,40' ~ SOUTH BOUNDARY
, ~ , . . • ~25' 208 DRAINAGE EASEMENT
~ . i .
~ .
10' UTILITY EASEMENT ~ ~ ~ • 2~0 , • ' -
30' BUILDING SETBACK , , • ' o
. , . , . ~
153.50'
J
/
10,024 SQFT,
J \ \ T,40
) o w A s,y G,
, . ,
;o
SCALE; 1" = 30' DATE: 9/22/98
Fss~ ~ s T ~
LOT 3, BLOCK 1 ONAL
SUTTER'S 2ncl ADDITIDN ~XPIRES 06/27/00
,
86,00' ~
.A
ro
o Ul
io ~
:,h.
. 30' BUILDING SETBACK
' • , , 25' 208 DRAINAGE EASEMENT
208 DRAINAGE EASEMENT
SDUTH BOUNDARY
~ I
10' UTILITY EASEMENT
~ I
39 ' 37 54
3 ,
0
Bo~r.~,
AR CD 136~,
UR T
f
13,012 SQ,F T.
C. T"4
~ wAS c
01000
0)o
z~
SCALE: lp = 30' 46 DATE: 9/22/98
~
LDT 6, BLOCK 1 NA
SUTTER'S 2ncl ADDITI❑N ~XPIRES 06/27/01
86,00' '
~
~
~ . o?
. o f
~
SWALE BOTTOM ELEV,
2067,83
30' BUILDING SETBACK . , ,
' ' - - - - - 25' 208 DRAINAGE EASEMENT
-
~ 3~. I
,
10' UTILITY EASEMENT
Ln~
1 TYP.
I5 -
,
1? 9.~ L = 77,33'
CURB cuT sTa. BOLIUAR CCIURT
2+24 TO 2+27 ELEV, 2068.83
12,507 SQ.FT,
wA~,y~ c6'
ZE
SCALE: 1" = 30' oo ~ ciz
DATE; 9/22/98
ss~ON AL
LOT 7, BLOCK 1 SUTTER'S 2nd ADDITION rXPIRES 06/27/00
86.00' . .
00
cLi ~
~
~
30' BUILDING SETBACK
25' 208 DRAINAGE EASEMENT
~ 10' UTILITY EASEMENT
' .
L=- 2.8 6' -f 83.14
BOLIVAR COURT
12,2 34 SQ,F T,
. .
~
S c
- ~N z--r
a
~
SCALE: 1 - 3 0'
DATE: 9/22/98 446
S~4NAL
LOT 8, BLOCK 1
SUTTER'S 2ncl ADDITION rXPIRES 06/27/00{
86.00'
~
rv N
w ~
30' BUILDING SETBACK
- - - - - - - - - - - - - - - - 25' 208 DRAINAGE EASEMENT
SPOKANE C0, STANDARD in~ 265' -I
TYPE 'A' DRYWELL v I S' T Y P__
T Y P E 3 F R A M E & G R A T E IU-' 10' UTILITY EASEMENT
RIM ELEV, 2062.81 ZO' I~ FU IN
STA, 3+97.5 - 251 III 86.00'
. \-CURB CUT STA,
SWALE BOTTOM ELEV, 3+96 TO 3+99
2062.31 ELEV. 2063.51
BOLIVAR COURT
12,230 SQ,F T.
~
~j AS ~c
c►
SCALE: 1" = 30' oo 144
DATE: 9/22/98 F~/S
S~4NAt
LOT 9, BLOCK 1
SUTTER'S 2nc ADDITIFI~ ~XPIRES 06/27/00
\ •
. ~ . Pi 708'/
, .
SUTTER'S 211d ADDITION , - . •
~ CH]), Inc.
February 28, 1996 . ~ ~
AREAS OF PAVING T0-BE 'rP.EATED BY 208 ORDINANCE ~
~ A ~ 12th Avenue south of the centerline
a
to curb line, 3,,619 s q. t t.
~ A.b - Bolivar - Court south -of cutb' line ~
on 12th, including cul-de-sac, ~ -
, 22,985 sq. ft. .
Total area 26,676 sq. ft:
~ . .
Melvin Taggart , ~~~~:;~,,~~•9~~?y'~~~;~'i~~~ d';:;:~~~''~~~~ti~~;
Engineering and Surveying
. N. 2128 Pines Rd. Suite 17-15,
Spokane, WA 99206
, • . , ~ ~ ~ ~-~1~,A~~~ l~ ~U~S~a~t_L ~ • "
~ - RECEIVED
~ MM 0 4 W
~ SP0lUiiE COUNTY ENGtNEER ~ .
.
~
r . .
_Page 2 of 3
, SUTTElt' S 2nd ADDITION
.
Swale areas: .
A1 10' avg . x 3()' .300 sq. f t-. . AZ =-70-' x 15' ~ 1050 .sq . f t. . A3 = 2 5' x 1•5' = 3 7-S~ s q. f t.
. A4 = ,72 x 12' = 864 sq. ft. . .
Total swale area = 2589_sq. ft.
Total swale area reqiiired: • . .
Hard acre 26,676 _
12 1.2 2223 sq. ft. . .
, . . .
• - ~2589 > 2223 .
.
This leaves contractor approximately 300 ft. in
. which'to reduce the swale area in A3. _ Scaale volume = 262676 = 1111.5cu. ft. Depth of swale area 1111.5 5 ft. ^ 2222.3
_ See_Spokane County Storm Water Management Manual for , definition of symbols. .
. _ ~ ~ ! • C~ .
Tc C t Ln 1/ s . .
. , - -•6 --.6 -
_ Tc 0.15 600(.4)
_ = 0-.15 1549 - V .024 '
Tc - 12.3 min. Gutter flow, ass-ume depth .1,6-5'ft. .
~ . .
~ Page 3 of 3
Area gutter flow cross section:
. n ~6 • ' ,
.165 x 4.7 = .7755 sq. ft. . ,
. . Z inverse cross slope: •
S lope avg.. 035' per f t. to . 03' per f t: . 1 =
-Z 28.5' to 33.3' • .
- Z = 2380' .
n
r ~ .
From Fig. 18, Q= 1.75 C'FS - ^ ~ - V= q = 1.75 2. 25f t., per sec.
A . : 7 7 55- ~ . .
600 • , -
T 2-.2~5 (60) = 4.43 miri. .
Tota'1' time = 12. 3+ 4.43 =-16: 73• min.
~ . -
T10 yr - 1:~58, per hour, from chart . Q10 = CIA = 0: 25 (1..58)A = .'395A ,
~
Q10 - 395(3.69 ac•res) = 1.46 CFS,
. =y-
.
1..46. < 1,75 , -
From Spokane County Storm Water Management, pp. 4-15. . -2-eF-U'
1.3 CFS < 1. 46 CFS Use 2 type "B" dry well.
.
i
~ - . . '
y
' 2.6 / • ~ I •
. a
cau•-or. o- o.eG (A) s1 a% - • '
IOOOO n 1S 110UYNMC7• LOCIIICI(M1 IM YAMMIYO .IO ;
~
9000 ros«UL• urRorRiAIt f0 YAt(4IAI '41h
8000 •orTor or CNAYM(l ' . ~
7000 + Is ■tGl►ROGAt. or c•oes a4.orc .08 . 1.0
6000 • acrc.cNU ~ M. 11. •110G[~O~M~! 46. .07
:
5000 MOL N0, [OUATIOM (NI .06 .80
• ~
• 4000 • ~ .TO • ~ ~
EXAMPLE fscs o•aNCO LOMtst ~ ~ 1.05
' ~ ?A S
3000 slvtr 1 t• 0.03 IOO •sO
~ x
~ TO
• • 14 ~o ~ .04 .50
~ ~i:oo
. os
2000 ~ ~ ~ xo V• ~
~ .
o eps . .40
io • _
- - - ~ ~ •
3 _ .30 , .
~
1000 ~
900 .02 .rt , ~ ti9
8o0 z ~I • ,+~f
C 700 ~
, ~
soo /i~`J
^
pf,~ • _ .2 0
500 w
~ 400
INSTRUCTtONS -.01
Q 300
0. corrtcT a/n SArw +nM sLort Isl
♦MO CONM[CT 0IfG144469 (01 rITM .008
~ [.03
200 dtrrM lQ rNtt~ rro LiMCS ruSi 0t Q .00~~'A ' t
trT[afLCT Af TuwMIM• LiM[ /0n .
v♦ ~ v+ ~•'O
. GOrK[T[ •oavrIo+O, .oi V .006 \ •08 • ~r
• :.io~ iM.iLoW : T i ' LL .005 W 07
1 100 Y./NA/l0 GNAMit[L . e 7
Q 1
90 O
•NOfM Yf( 11101004010M
80 .004 .06
70 .~tN ~ • Z W cl: .
ti
60 - ' . a. C) .OS
' SO 3. ro oclcalsoac ~ .003 rP
in
40 o~se~+►~~e o, iM . ~ ~s~'~
.04 `
IoATIor o► cNAMrtl
• MAVIMi MIOfN f: ~~~l~~J ~ '
-30
0[TCII449099 OIPTM 10 000 TOTAI OIfCNAROC iM .OOZ
(MT1ft( •CCTIOY TM(M 4f( MOMOSPAPM TO •O~ ~
0(LCRYIM[ 0, 1• {[CiIOM ~!O4 OC►TN Q
20
~ a• ;
4. ro OtrcoriMC 01uNnR44
~ O2
a
coU.osSrc SccrIor .
Ll.!
IOIIOt~ 1Nff11YGT10M 1. f
.L.. •
(O TO OO~MM OISGM~A{L IM 1,..~~t ~ •001
~ ~ • ✓F'p..
' ltCT10M • AT A11Y1t(0 • ~~1~ •I 1 . •
c{4r~~nr~',
• p1#rN d~ o0tAir 0b F04
fl0►[ 11AT10 as •MO OevtN 4'. TM(M O' • O. o, 0,, - •
R ~
L.oi
NCJ4V10GRAPH FOR FLOW ! IN TRIANGULAR CNANNELS
. =~;•~R
. 6-42 - , Al,
.
, . - . . ,
-FIGURE 18
• t u
TABLE 13 MANNING'S ROUGHNESS COErF?:CICNTS (n)
.
.~en Channels, lined : . A. Concrete 0.014 0
. B. Gravel 0.030
: G-. Asphalt 1" 0.016 . j2. 4pen Channels, excavated:
d •
' A. Earth, fairly uniform section : . 1. No vegetation - '0.025
2. Grass, some weeds . . 0.030
B. Rock . 0.035
,
Street Gutters .
A. Concrete gutter, trowled 0.014 B. Asphalt pavement ` 16 ,
C. Concrete pavemenC 0.016 - -
3. Closed conduits . A. Concrete pipe
B. Vetrified clay pipe 0.013 C. Plastic pipe 0.010 D. Steel pipe . 0.011
E. CMP (annular) or helical, part full 0.024 F. CMP (helical, 243" x 1/2", flowing full: ' diarneter - n diameter n
~O e9 .
12 0.011 42 0.019
15 0.013 48 0.020 '
18 0.014 54 0.021 21 0.015 60 0.022
24 0.016 66 0.022
30 . 0.017- 72 0.023
36 0.018 78 and over . 0.024
,
;
~
. . . ~
6- 34 -
- , TABLE- 13 .
. : • ':'_'~~~R:•t t, ► y ~ )
`~~j Zs ♦ r. a. a
' ' ~ ' . ~ i4 Y' +.~,i~'s~~
• ' ~ i'~ ~;yf,~ r ~
' tip.:~• ~~71teaP' a
. . ~i 4~ f • ; :y }
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1S ~
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• _ 'S ~ ..3 1 4• 41~ t ,Y
` ' ~ r ~ ~s y~~ `i./ l~+•~l' ,y.
` 'x ~ a •i ! S X. ~ 1 ! f~
- fr ~ ♦ ~ ; ` ~d . ~ l~..i . ~ ,
~ t•- ' ~ , trd ~ • t .i=
♦ ~ ~ -t ~
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- ' . i • r ~ ' , ~t`s'a~
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" ; ► ~ ~ . ~ ~ -
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- ~ ~ . . - . . L
t' 1~ ♦ 'i C+ ~
~ •R ~ w ~ei~;i Y ~;r' >
~ i. `I •y ,~'~"f'+• ~ ~i
o 't .i . , Y~.
.S~r~~ , \7F1F•ii
` • . ' '.."',,'~.E~; ;
e •t~. •Wa "~terc`1~~~?'I~
_ S S_ ~ :1 , •
t ~b •"tI
~ ~}i,•'
~ : j ~ a: " ,'n•~
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; Y; ~v~•
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. 7 - y r
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l
1
t ~
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6..3
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v . • ' • • ' • , ' y~ til •
• 'y4
~ . • ' ' ~ . }t~'S' i . ~
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. • ' : .r.' . ~ , : - ` 'l.7. •.TABLE 1 ~ ; = . : ' . , , ~ ; ..i f.~}`
. . . : t , r~ ~ ''y: • : . , . ' . , ' : ; ~ ` /!z..t6
. ~K~ °t~ '!M . ~ ~ . ~~~aS,~ ~ RUNOFF..• %COEF•. ~IC~ENTS ~FOR STORM~ SEWBRS' ~ - `'r~•
. ~ . . : `
^'`"N';~'u' , , 3 : n. a .a` ~'t•~••rt~~' '~a . . . ' . ; ~ _ t.~. ,i .
. :a~ . . , •f.~,E,,l: ";~,:~,ys'. - ROI:LING • . , _ .TtLY;
~ `i.~~~ . ~ t;~; • • . . . f' - • ~ ~FLAT 2X.4- 40X- {Oil$R lOX~; •.~.~,y~
. . . . ' ' _ • . - . . . ~ ~
~ Paveirie'nt ~ a ~lid'"t;~oof s :Y:;`: : . . . . U.,9U ' 'o. 90- 9U .
,I ..If t/. . J-~ ' ~ _.~y l• ~ . ' '1~ ~a/~~I~ iV;:~ a r)f,.•.~
~ . • 3~ ~t',~'e,; i.~ , ~•a-~ , ~i:~e.~.t' f`~r•_ : : . . • e
i i
" r ,~1,~ . ~f.
~ Ear th~ .8tiou,ers ~ t ° . ~ . . . . . U. 50 ~ . '0. 50
~ . , -v~ : . ~ _ • . . • . ~ a' • ' •
. , t~J 1'~li~~ :L,~ ~ i I'I:i.~!• ~ ~ ~ • ..'C'~ ~1 Y~t~ Y•. ~5
~ ' `T v ~ ~ ~ ~ • , je." ' . . . ~ L Y • I a t r, ~ ~ u t
~ Drives~ and'TWa.~ks.~i~~: . . . . . 0.75 ;0:80 . ~ . S~~
•i • ' .t ~h;, a.~ ,~15~'~:1j_v ~ ..t~.' ~ j , z ~.1. ~ . , . .~'':Fj' ~v
~ l . • , , ` ..`r,, j~k ' - . • . : ; 'y' . ri ' •i ' . . . f~' .L + ' , r.• ' . _ o~
- SS . p..• b~ ,
~ • - . Gravel; .~'av ~e~eiit'~~r. . e ~ f~; . ~ ~ ~ . . ~0.50
Y . • . . . . . , •:r-~~ ~
~:.s r ' r,.,,• . . . , . , . , , ° `
„ / .'r,'M.j,~.: s~~~~Jr• q~ • ?~t:~ c'p•~- ~ • ~ ! S ~ • , ~ .}.~Z~:s_~.~' . . +•j t~rM'. . '+R4 s
• •f•~ a:-.•\i ~ . ~ . r f F' 't~ , . ~i: • ^ , ` . • . , '~r..; f•~ ~ {R' ' ~ 7 • b!1"
City ~Busipesa Areas:=~ :'..y 0080 :0: $5';. 85' ~ ~:~t~ '
f , ~ • • ' ~ : • ~ ~ '3 . • ' •d ' ~ , • ' . . f' : . . 4:_ ; ~;pa •~;,p ~ 7 ~ `ya.r y ,yl~ ' ' f; ~r
:4 , • ' C:4j" r a'.::~ , • t ' , '.S';;i' . F•. , : ~ ' y . . . ~~'.ry:,.`,.r~~ _ • . r: a ` : , •~~`•r~,~ ' iii•, 'a. 1YrZj Ni«
LawaB„'~ ~ SanSoil~ . . . ~ 0.10,,' •~~k;~ ~0:~15':`-°~. G,~.:.• ~.~.20
''~'-F~.. . ~'h ~'~".ri+.4 s~~~„~ ~ . . r \`'c~~•I~. _ •:~~~~•1A` ;i.. ~ '•t .'4'~+`~~ ~ • •
,r j . I . ~ „ • . ..Y/ if,d~~t 1
'.i: ~a' °~j1 • • • • ~ ~ • • • '•i~ i: 'V. 17 ' ;~~,~~;r ui 22% 35,
j ' ~ . .{r~1, .t.S`~ ~~t~ ~rjJ~u ;a"• t , . , , ' ~ , . !.j~"~~: ;cl, ~ . ,.,.p y:,r:«,
~ I.. . s~ . . ` ' . ^ • ' " ~ ' .
~ ~w p'r!t:tS'~;~, F .~r. `.k.'
Gt8 ould98: " ~ . . . . . . . . . ~-;.;i.. ; • : ' .
. , ers.~ . . . . ~0:~25 0:25:,• ~~0:25a
` ' ~t. . :y; ~ • - i • z. r.. ; • ~ . ; , ` ( : „ , . ; .;l;.
~ pJ` •.!s :.'f~a~ -c
5~ry_9:•'• .J! L.1 ~a.:~.;" ' ~ ~ . i . ' . •~`L~~~"'~1'~' "i'~l~if•~`Yy .i,~' w-;' • r..y .T '
I~' L c(~ • : 1• ~ ' ~ .
~~.1 ~ • ' . . 'SideSlopes~~~r~lj. • • ~~14.,•~•r•~• • `i • ~ .O~ VV.. O~~VY, ~r',~•C, O•,vV ~ °'*£5
. ' . .C ~ : i,. • . ;-4 . ~ ~ - ' .-~Yt~+ .~'i ti'' . . . ,:d~ ;i ,',,h °1
i. . ' . ' . . y ~..t ~ ; r.~, : ~ • , ~ y~' • '..f' : 'r.' F ' . ~:}jL~.
' • c~'' Side ~7l0~.i':. 1Yta•~ • ~ ~j ••~:z~',•~~, •1~' • ~ • • • • • ! V1 3V ~ ~~.0• 36 • . ' 01 JO . ' „~1~!" •
,r :r . . 7 . ' • ,F~~ • • . . . : : 'y%~ .
vC ~ Vi . ~ . . . ~ . . . ~ ~ ~ ..r. ~ ,i . d a 5 y
't ' ` . • ' e . { it{•:C • ' ! • • • ' ' . ~ ~j .~y; ~ar~' • },i_, , , Ty'~• r•
, , . t~edian. Are ca
. . '.;1.: 0.25 A~.Q.30 . 4~30~.~s'
. . •'r . . . . ~ . ~ , ;~?'{~~C
~ , ~r,. • . . ' ~~,'4 ~r~ ~;r,, ~ • ,r . r ' • • ~ ; :t,f~Si~, • • . , I
~ •~,,p,•~:
~t /1~t1*A♦Q~ T ~ .t• i, ~t QO OC
C''K ~IVPi.GRi',~Q~,' "QaY. 8~~, /~78Q~~ • • •r • ' ~ O• .7 ~ ~ .7 , .O~ + r-••J~~:%7i
~ . . . ~ ( ~
. . .f~ ~ j ~ • . . . , 1... „S' . ~ . : , ~ ' , ~ ~~~iin: 'f . . ~ ...~F<S'~~T.~
Cultiv8ted;:Land' aiid ~and Gravel : *i;,: (J: 25 30 ~ 0.35 r
;~~~..'~i~ - ~ ' , t~•'i~ ~~ci ~ - ~ s ..~,i£f~'~ ~-•r~'ii~. ~~..♦.~~i~~~ r j ~-t. , • +r~~~''
s Industrial Aireas4 e.~ght . . . . . : . , 0.50 4.70 . 0.80
y - . ,~t ~ ';.'r ~ . • . ~
. . ' ' ~r1 . , • • .~~'a.:Y~.a,` . ;:y ~ . j t~' tr
' ~ • ~ Induetrial Areas',''r, ~~eavy . . . . . t. ~d . ' '':U. 60. ..0.80 , ''U: 9U
;
; • ' . . + . . . yo.r . " •07 ' ' • t '
t ~ "~1 . : ' . ' - . . ~ : ' • . • . ' _ : ,Y ~ • . . .
1 , ' , ' ' , • , ' ~ ` l , ~
. 0.10 0:15 25.
, Parics ~and Cemetariee' . . . . . . .
~r = • • . • , ~ . - y • ~ ~:'•j.~~ = , ~ . ~ :
. ' C.,'~' f . ' tr •.1•. ~ • ~ i ~ r+ ~ • ' ~ ~
Playgrounda . ~ . . . . r~. . ..4.20
. ~0:30
~ • y, • . . ~ ~ _ . :Y^ . • d',; ' ..Y~i . " ' r , . !~,~:v:..r_~~~ • .7~~ 4•s ~ ' : 1., i~~ ~
' ` • . , , ; , j• ~=};:.F'
-Woodlaiid~ aridf Foreats . 0.10 'O.IS 20
1 . • ' . :~9 • '•-v • • w• s"'• : ' • _ : - ~r , , :y a.~ A7't
~ ~ ~ Meadows and ":Pae ture I:and ~ 0- . . : . . U. 25. U. 30 :~'0, 35''
, ' , . 'e, f • . C i ' e: fF.' •,a' , .:}II.;~ • d' • ' ` • , L' ~ ' A•~~ ~~tti`~t ~~t
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, - . . • . . J~ ~ , • , . ~ a `r-
.I*SlINGLB.:7A~iILY. RESIDENTIAI.
~7 ~ i ~ • , •::0~• 'Z.
~ • • •f c•• ,'I . •J• •t ',r.~< <7;fi,.Ctiy~4Y~Gii~~g ~t~~8",AK.Le,
~ ' ' ^ . . • ~ . .4 . P
; , . . ~ . . • . : . . sgnay:.~8~aGravelly,-Soi1)
j. , ~ . . y . : . . • . . . • • . . , _ , . ti ~ _ , , ^
,
• . • • ~ ' . e ' . •t. ; .j' . ~ , ~ . ' . i• , k - : , y.S , `5 ,:::+~'rr7'
U ; - . , , . . • . :~>r~.
0 :15 • K , ~ ~,9~ ~ ~
U 1
- ~ . .'i: . • . ' , • ' • . . • , , , . Y,; . . .
, , • _ , _ • ' . ~ . ~ • , , - . :t~~'~ .
~ - . ~ ~ - . ~ :a-i:s'~ DU/GA';..: 0:120;..~ . . . P
. . 3~~•>. DVI~, ~ • • A• , i • 0 Q`.ZS.j:t . . . • . ~ . .L'~±,•
. - . ~ f. . DU GA . . . . . . . . . 0.~30
3: 0--3. 5 /
' . . . . . . • . . :c. - . • . , . r'~::. 'e ,
' ` . . . ' , , r• -0 ` , . , . .
3.5-4.0 DU/GA . . . . . . . . . 0.~35
• • ' • • ' ' ' t: c';;:. . . , . • , , =,~%a, ..'~''i,~,~'-'~~'+ ~7'
,
. • 0~l-6•-U • 1, . ~ ,LV/~TL~ ~ . 0040
.4
. ~ , • - ~ . , . • . - , j . . ~ ~ ~ ; j.~+~i ; '-r~`
. . . . ~ . . - 6. U-9. U . ~ ' . ~ . . ~
DU/GA . . . . . . . . . . 0.60 . . . . .t
~ • , • • f , . Gv .
` / . 0-15 . V V U/ W - 0.70 . , '•q,•' ' . '~c
• ' . . • • . • . - • • jd ~
~ • . . , • • y ~ ~'i • "d
' ' • ~,.h .
* Assumes flat lot plus one-half Width of abuttic~g street. Other configurations::=:
should be checked by combining individutil runo,ff factors for each various gurfaee~: i
, . . . ' ; n ` , • S
Date 4I4/84
~ . TABLE 1 ~
. ~ ~ . 6...2 ~ . ►
\ -
, . .
~
. 7
~ SUTTER'S 2nd ADDITION
CHD, Inc.
February 28, 1996
AREAS OF PAVING TO BE TREATED BY 208 ORDINANCE
A - 12th Avenue south of the centerline
a
to curb line, 3,619 sq. ft.
A.b = Bolivar Court south of curb line
on 12th, including cul-de-sac,
22,985 sq. f t.
RECEIVED
Total area = 26,676 sq. ft. QCT 2 1 1996
SPOKANE COUNTY ENGINEER
~
Melvin Taggart • ~~~~~~t=: ~ Engineering and Surveying wA;7
N. 2128 Pines Rd. Suite 17-15,
Spokane, WA 99206 ~1 v `
.
~ z s..
.C` 4
~~SfpP1AL .
MJBLC r',''dr
C~K~~ '~i~~l~'►~~'~ ~ S~tPl~3ES 08/27/ ~fo
s~'t~'~ 1 it.
~ _
N
~~I'~'!• ~..r ' _ . _ _
1- e- t4-r~
~
-
TY ~E14
o ~ Zr~ ~ p~-•~F- 7--
.
. ~I .
J • / Page 2 of 3
Y
SUTTER'S 2nd ADDITION
Swale areas:
A1 = 10'avg. x 30' = 300 sq. ft. /
~
A2 = 70' x 15' = 1050 sq. ft.
A3 = 25' x 15' = 375 sq. ft.
A4 = 72' x 12' = 864 sq. ft.
Total swale area = 2589 sq. ft.
Total swale area required:
Hard acre 26,676 _
12 - 12 - 2223 sq. f t.
2589 > 2223
This leaves contractor approximately 300 f t. in
which to reduce the swale area in A3.
Swale volume = 262476 = 1111.5 cu. ft.
Depth of swale area = 1111.5 _,S ft.
2222.3
See Spokane County Storm Water Management `'Ianual for
def inition of symbols.
_.6 Tc Ct Ln
Vs
- --.6 - -.6
Tc 0 .15 600(.4) = 0.15 1549 _
, .024 s~
,
" T ;I '+•``l'' r~
Tc - 12.3 min.
Gutter flow, assume depth .165 ft.
~ ~OisT~'~~
1~~~AL`.~~,~'G~3 v
EXPIRCS C6127I j
I/
. • •
• ~o
~ , . + .
Page 3 of 3
Area gutter flow cross section:
.165 x 4.7 = .7755 sq. ft.
Z inverse cross slope:
Slope avg. .035' per ft. to .03' per ft.
1 = 28.5' to 33.3'
Z Z = 2380'
n
From Fig. 18, Q= 1.75 CFS
v_ Q _ 1.75 _ 2.25 ft. per sec.
A .7755
T 2.25600 (60) - 4.43 min.
Total time = 12.3 + 4.43 = 16.73 min.
T10 yr - 1.58 " per hour, from chart
Q10 CIA = 0.25(1.58)A = .395A
Q10 - •395(3.69 acres) - 1.46 CFS
1.46 < 1.75
From Spokane County Storm Water Management, pp. 4-15.
2 CFS > 1.75 CFS
. `
1.3 CFS < 1.46 CFS "~\N TA' ~=n
,
N r
r~ l,
\ ' ' • 1 ~ -
Use 2 type "B" dry well.
' r,
; EdPIREs 06127/
~6
. y
ADDENDA TO SUTTER'S 2nd ADDITION
for
CHD, INC.
October 14, 1996
CURB CUTS AND CATCH BASIN
FREE BOARDS
~
, ~A ~
MELVIN TAGGART ~ G
TAGGART EZIGINEERING & SURVEYING
4
N 2128 Pines P.oad,
Spokane, WA 99206 SjONAL~
EXPIRES 06127/ ~ ~
~ .
CATCH BEsSIIi AT STlaTIOiv 4+ 31.91
2052.36'
. ...-.y
r
, 75 FB ?'1in. 12" 2061. 61'
24" 3"
15" ~ 20%51.16'
~ II.W. ~ 2060.*~W
20601211 ,'10ool elevat--on
2060.16'
~
2059.96'
40' .20
~ ~
r
~ _..98 h = 0.14
0. 4 `
2000.4.6' High pool
12T level
0 6 ' !
r ~ . 5 2060.16' _ r
Estimated nozzle radius: -Au'L' +.98' : 2= 0.~<; average radius.
V = Velocity, f t/sec. '
0 = vubic ft/sec.
- A= Cross sectional area (sq. f t)
Co = Nozzle coef f icient
Catch basin at Station S f 36.91
2057.60'
3
t
zop of pine 205E.40
2055.G0 i•iaximum pooi elevation 2055.30
• . 2055.40
20.5 7.M
S~l~ Swale b ttom
~C .
1 ~
f 4
Pool
elevation
Sf~NAL
~
EXPIRES 061271
5t 0.04'
~
.4
l ,
Z
Flow using Beroulli Equation for pressure head, using area above maximum
pool elevation as a nozzle with contraction of .93 and coeff icient of ve-
locity of .95.
. 2
p/w + V4 + 0 1 _ 1 V2jet _ V2jet
29 (.95) 2 2g 2g
See pg. 1 for f igure.
Area of segment of circle: A= Tr D2 (156° 55' 34") (4) 360 - 0.34235 sq. ft.
Area of triangle ~ bh: A2 _ - (0.98) 2 (0.1) = 0.049 sq. f t.
Area of nozzle (A3) = 0.34235 = 0.049 - 0.293 sq. f t.
Q at centerline station 31.91 = distance of 375.52` along east curb
to c.b.
Q _ 375.52' (1.46) _ 0.5048 CFS
543.00 2
Q = AV4 (Co = coeff icient)
V_ Q_ 0.5048 _ 1.72 ft/sec.
4 A 0.293
Q = A Vjet (Co.)
0.5048 `
Vjet = A (Co) .293(0.93) - 1.85 ft/sec. A(a~
S'~~ti q9
From Beroulli equation:
2 r _ 2 .y
p/w=V jet-V2+ 1 -1 Vjet
2g 4 ( .95) 2 2g 8 e
- 1 (1.85) 2_ (1.93) 2 SfONAL _
/W _(l. 72) Z+T 1
p 202.4) (.95) 2 2(32.4) 2(32.4) EXpiRES 06127/
- . . . . . . . . , -
2 . _ (1.85) 2
V ~et 2(32.4) 0.0529617
/W _ (1.85)2 _ 1.722 + 0.052962 _ 0.0529
P 2(32.4) 2(32.4)
2
~ (.95) . ~
.
o •
. ' •
. ,y
rr
p/w = 0.052816 - 0.045654 + 0.00578
p/w = 0.0129434 feet of water .
p/w = .15532 inches of water
For 9" of free board below catch basin grate:
V = velocity
d= diameter of pipe (f t. ) \14 A l~
AS
~~Q'~ •ti '~C~~
y _ kinematic viscosity
Vd _ (1.72) (.69)
Reynolds No. Y S
1.217(10) ~ 8446~~ /
~
Re = 0.97513488 x 105 SJ'NAL
Re = 97 , 513 > 2000 EXPIRES 06/27/ tK ~
~
Flow is turbulent at outlet.
Friction factor for average commercial pipes = 0.021 =(f), from Schaum's
Publication, 1956:
Lost head = f L VD~ 22)
g
From Hydraulics, by Ranald Giles, Schaum Publication, 1956, p. 245, f= 0.021
Lost head = (0.021) 40 (1.72)2
( 1) 2(32.4)
Lost head in pipe = 0.0383 ft. or .46 inches
Add p/w from nozzle
Total lost head 0.4602 +.15532 = 0.6155 inches of water
Total head at 9" free board, 2061.61 - 2060.76' _.85'' of water (10.2 "
of water) > 0.615 inches.
Pipe size is suff icient to maintain 9" free board below catch basin cover.
, • P
4
Catch basin grate sump capacity 166.09 ft. south of curbs on 12th Avenue. (From Spokane' Cbunty Stormwater'tianual, pg. 4-1).
Q = CPH1'S - weir formula for depth less than 0.4 ft. '
P= perimeter of grate opening, ignoring bars
H = depth of water
C= 3.0 (may be used). Omit side against curb in length of perimeter.
(See pg. 0-6 of Spokane County Road Standards, Aug. 13, 1987.)
Grate capacity = Q=(3)(6.50) (.165)1'5 = 1.306 CFS
Q expected, 0.5048 CFS < 1.~06 CFS
Grate size is all right even when SO% clogged.
Catch basin grate at Station 5+ 86.91.
Length of hard surface 586.91' - 431.91` = 155 ft.
TAG~
1.46 155 * _ AS.9
(2) ~9$-5) 0.208 CFS
o
~ . tZ
For adding from 12th Ave. runoff, 0.05 CFS
~
Total: 0.258 CFS
Grate capacity Z clogged, 0.653 CFS fONAL
0.653 > 0.258 Grate is all ri ht. ~
$ EXPIRES 06127/
See pg. 1 for figure.
Using calculations for catch basin at Station 4+ 31.91, it can be determined
from less flow that there is more than 9" of free board (intuitive).
S
Curb cut calculation south of 12th Ave.:
/ .6
Tc = C'( s~
Ct = 0.9 for pavement. (See pg. 6-2 of Spokane County Streamwater Manual.)
Tc = .9 ~g0).14
! . U=
Tc = 3.896 minutes
Reference: pg. 6-3, Fig. 2, from Graph I= 3.2 in./hr.
Q = CIA
Q = (.25)(3.2) (164x18) + (18x60)
• 43560
Q = (.25)(3.2) 2952 + 1080
43560 .
Q = 0.7405 CFS
Curb cut opening on south of 12th Avenue:
L = Q
1.5
H (3.087)
0.07405
L =
(0.06) 1.5 (3.087)
L= 1.632 Use 2 ft. cut.
West curb cut of 1 ft. added to obtain a grade in gutter. Width is suffi-
cient for 25' of pavement 18' to centerlune (intuitive).
~TA G
- ns
y O
~
8446
Sf4NAL
. ~
EXPIAES 06/27l
~ `
1 - .
APPENDI-X
RAINFALL INTENSITY: DURATION AND FREQUENCY
for -
Spokane, Medical Lake
Reardan, Cheney
Ro ckf ord
~
Nomograph for Flows
, in
Triangular-Channels
st
Bas in l-iap
~
Nomograph for Sizing
Culverts *
SCS Soils Map
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INSTRUCTIONS ~
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NOMOGRAPH FOR FLOW ,N TRIANGULAR CHANNELS '
P . ~
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t- d ~ i,Cc ~ a o 6-42
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. 6r5o .
~ SPOILANE COUNTY, WASHINGTON - '
~ (Joins sheet 6?')
~ ~1£E~ I~UMB~R 75
~
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f i~. S. ~~~ARTMENT ~F A~RI~~ILTLIR~ . . ~
•~Il. G(]NSE~VAT~f1N S~Rxll~~ SP~ISANE C~E~I~~ Y~ WA~Sh~~NGTQI~ , WASHIlVGTO1V AGRICULTf1RA~ IXP~RI~l~I ML acPERIMENz ~TATIaN. ~ ~ .
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501~ L.EGEf~b ~ ~ . i ; i ~ . ;
, _ . , , ~ f he :ai I i rt Thr fitst cc ~fal ie~t¢r is the initial v~ o t I name~ A secand tepita e er, ~ -
f' i . A 6 p , r s mbols~wil Ief1Br PrC Tfip9E I~ pA,or E, shom rhe ~lope. 5am Y I ho~r a sl~e i ~ qI n~q~I CVEI pf [~~R1Ix Sl~plll~ 501I5 , IOT1~ 1YpC'~~ 6ur eeme ore far spils ar lond ,
~ types t ot he~a eensideroble range [n sl ~~Re. A Finol number, 2 or 3, in o symbal , '
' meena ~ho1 a soil i9 eradad ar severely I i ~ }
I ~ . ~ SYMB~L 'iVAME SYMBQL HA~E , . SYMBQL i~AM~ , . , i ~
! ~ , : AeA Atheno silr io~m, ~ im 5~ertem slapes Gn[3 Garfield sifry eley laemy , ~ ~6 ~ Pertenr slapes, PoC F'alouse sflt Ioom~ maderarely shollow,
~ , Ao[ A~hene eiH lotim, ~J ip PEfC~R! $I0~5 severel eraded r ~ Y ~ 2Q To 3b p~reenr siepes Aap Arheno siH loam, 34 tn .S pe~rcenr slQpes G A Gonison revell loom to enT slo es ~ P 9 9 Y ~ P P6C2 PePo~se s~lt ioom, 5 to 34 percent sl~es, eroded
' AvE Aihen4 siH Ioom, ~5 to T4 percent sYopea GgB Gurcison gravelly Ioom, 5 to 2D Pqrcenr si~aes ~ P~~ Pola~s~ very ratky carr~plex, 0 to 30 ercem slo rs AIC klheno-Lance aill loarns, 0 t~ 3C7 pereant slopes Gm$ Garcisan veiy grr~velly 40~+~ ~ T~~per~ siapes PcE ~'olause re ratk ra lex ~ te 7LI crctnr sia ps
ry Y ^~A , P p , AIQ A~heno-Lance sll~ loams, ~C1 te 55 perter~t ~lop~s GnB Gnrrison rery s~ony Ivo n, R ro ~C1~p~cen~ slapes PeA Peane siit lenm Q ro 5 rtenf s1 as ~ ' G A Gienro~ siit iaom, a t 5 rcanti slo as ~ ~ ~ t_
~ BqB 6~mh111 silt I~am, ~ to ~J petcant alopea P ~ ~ P PoA Peane silt loom, drnlnbd, 4 fc 5 persenT slupes GpB ~ienrpse siEf faom, 5 ~~~s= r slapes „ ~.PsA Phne6Q 4ondy Ivom, b t4 5 percenr slcpes ~ Bq~ ~aml~ill $iYt lanm, 201n00percent slapes ~ .
~ 6oD Bern#~III silt IoQm, 3d 1a S5 perCenr sJ~pes ~+P~ Glenrosa silf kpvm~ 2b o~ per~~nf slQpes p5g Phoebe sar~dy loom~ 5 ro 24 pertens slopes ~bB Bemhlll siht loam maderorel shell w G~D Glenrose silf lepm, 3(} ~0 55 pe+~ nr $iopes
' ~ GrQ Glrnres~ reveN tit I~m 5 r~~ZO er~enr aVa es RdA Reardan 9ilt {anm 0 ~o`~J 6ft~~T SVPpBS 0 tp 2Q pert~nt SI~(~$4 . I 9 r g ~omr 74~ fd 55p ereenr sh p Es Rd~ Reerdon 5ik loom, 5 ta 2[I p¢rtent blopes ~hi~ &emfiill si[r faom, maderorely sholiowa D G enrc9e grnvelly siit I i ~ p ep
~ ~G to rcent sl es ~sD Gienrose atony s91f lo ,~~•i~ Rercent slopes RdB2 Reordan siH Ip4m, 5 ta 2U percent slapes+ eroded ~ ~ GtA Green Bluff silt loom, tff ~ P~<enF slopes RdC2 R~ordun silr Iocm, ~Q to 30 perrenr slopes, eroded
~ Be8 BernhF11 grovalfy grlr lop:n, 0 ie'ZO per~ent 5lppes GtB Grc~n 61ufi si~i loom, .~a ~ percenr slopes Rh R~verwosh BfB 6ernh111 very srany sif~ ieem, {7 ~a 24 ptrc~nf slape~ : Re Rock auTerap
. Bfp 6arnh;ll ~r~ry stony sllr lacm, 20 ~Q 55 percen~ sloRQg ~+fC Hp ~ loom {ine sQri~ ro~ F4rtent ~~opffs I ~hp Bernhill sa'wds, ~ ta persent sie es H !d ~ Y erce' sl s 5aB Sch~macher silt i~m, 0 to ~OpertenT ~I es P gd ogen sondy locmi Q fo , p ~pe aP
I Bk[ BemFill very racky tmmgleu, O ~e 30 pertem ~lapes ?ihA HprdesT siir lnom U' S A~rctnt slepes ~aSZ $t~sum~cher silT daam, 0 tn ~1 pereenr siepes, eraded Y ~ SaC 5chumacher slh laom 24 re 36 ' r Bk~ 6emhlll rery roeky romplrK, 3f} to 55 p$rcent slope~ #~mA Hnrdesty silf loam, ~rufely shollow, Q te 5 , Prrcant s{opes
SaC~ 5chumecher silt loum, 2(1 Pa ~0 Aercerir slapes, eroded • 8oB 8ong caar9e aondy laam, ~D to $ percent slopes percent slopea i 6pB ~ung and ~Faebe fine ~andy I~ams, Q ro 8~ereent slope9 HnB HesSeltine silt lo~m, ~ ~e ~fl ~r.~~t sVap¢s SoD 5ch~mochpr sils Ivom, 3R ta .55 pertent slopes
i ~ - Br8 Bffng ar~d Phoehe eaarse sondy loams, 0 ra ~f1 percem HeB Fiesselr}ne sllt loam, :~d~~$~Y ~~ep~ 4 ta B 5eC Scf~um~cher ~roveldy salt loam, S sa 30 per~knt slopes ~ ' glepas ~ percent eiapts ~ ~ ~c~2 SchumQ[her gr~velly siit loam, 5 30 pcrc¢nt sl4pes,
~ 6rC Bong ond Phae6a caorsa sandy 14~ms, ~0 tn 30 perceni HrB liesselfine graxelly sii laam, Q+o lp percent siqpes eroded ' _ ~~ffP$5 ' Fis~ kesselting t 'k 1~ 0 ta ercent slo rs .ScD 5chumacher gravelly sllt loam 30 to 55 ercrnT sV as
B O~y 31 r 7 R P r P 4P " , ~ 8aB 6ong and Phoe6~ ~aartry s~nds, ~ to e^4 ~erce~t ~~o(ies h{t8 Hesseltine aton 'silt ! Sm, 1TiWfl1la, Q f4 ~ percent 5cD2 5chumocher grarelly silT lo¢m~ 34 fo 55 pefcent s~opes,
. Bt6 Bonner allt lavm~ ~ tn 6 percent slo~es slopes ';y ef4ded - , • E, ~1 6u~ Banner grnve~ly aflt leem, 0 ro ~ percent slape~ FI~C l~esseltine ve ~rotkp: mplex,~4~iFp 3U vercent sVopes 5e 5emia~moo mutk
, ' ~v~ ,~Dhn~~ I~pm, 0 ta ?0 percan~ siope~ kivD Hesgaltine va~-poek ~ ~ex, ~1 tn 55 peresnr sk es 5k $emiahmon mutk, droinad ~'3.. y . QP '9vr~ $ann~r ~kne ~pndy laar~, Gto ~f] perct~t si~pea MxC Hesseltine ex~y+~ •~r C0~1CX~ O T~ 3O ~¢rCC~t Sm 5emiahmoo muck, rtroderntely sh411aw~ drained ~
' ~$xb $rickel s~arry loam 2L1 ~ 55 areem al 9 sl es ~k':~' r ' ' ~A 5now sf~~ lanm, 0 rv $ percent slo es . . ~~s; ~ P ~ . a,,. °p r~z :n e~.. , p , ~ „ - ~ r By $ri~gsson silt IQmn , + - ' r' ' . 5nC 5npw silt loam~ 5 ta 3(7 percmt slopa~ ' . - - • . ,
~ ` $x Bridgeaon s~l~ lamn, dreine~ Kc - Konner sktty, cy;~oo~ ~ SoE Speig4e rery stony sih leem, 30 to 7{1 pmar~t s4 5' ~ - p . ~ ~ Kd ~ ~ Konn~r silfy drpined ~ , ,.•r, , , . r . I , 5pC 5poken~ iodm, A to ~ percenl slpp¢g ,
~ ~o Caldw~ll s91t Ea4m ~ i~ •.~~s,~i . ~ 5pD Sao~ane (aom, 30 t~ 55 petcerrr slcpas . - ~e.4 Cedonia ~i11 k~om, ~ te ~ percent slopes Lo$ Lokesol silT loem,~} te ~ percenS slqpes . ~ ~C 5pakon~ stqr,y laum, ~1 to 30 pertenr siopes
Ce@ CedanF4 s11t IgQm~ 5 to ~3 percent al~pes Lap Lakrsol silt laam, 2Q ~.5 per~it sl~pes $rE , 5pakone sran la~n 3a m 7Q rtem slo s LeR Luketon siG IoOm,~,Otd ~~eenf slo es Y ' ~ ~ CeC3 Geaonla sik lovm, 20 ta.3+}pertent sloprs, ' ti~ ' i p 5sC 5pokane eamplex a s~ 3~ rcent :lo e~
L~B L~keton sih loom 5 t ~I erter, sEa es ~ p ~ soverely e~aded . + ~ p P Ss~ SpakQne campierc~ 34 to 74 ercent ato as LfA Laketon f~ne sCr+dy Va Q to 5.~.rGenr slrrpes + R p ~g6 Chenop grovel~y silt ip~m, ~3 ta 6 pertenr sloRea StC Spnkane very racky camplex 4 tv 30 ercenv sie es
LmC ~anse silr loom, ~ to vere~nT f~,cpes ~ ~ ~ Ch~ Cheney ~r4ny silt loom, Q+o 2(] pereenr alopeg StE 5pokone very roeky eomplnx, 30 ~0 70 percent slop~~ , CkC Gi~sney v~ry rctky complex, U ra 30 percent 9lopes LmC3 Lan[e silt loom, q m percmt };opes, sevcre~q 5uE 5peker~e exrremely rock com~iex 2l7 to 10 ercrnt
eroded Y , P CmC Cfneney ~xiremely racky c~+mplex, ~ ta 3D persent slopes slapes Cn~i Cheney and Uhlig ~ilt Ipam9 0 to $ ercenr s~o ~s LnA2 Ldrkin sflt loom, 0 Ty 5 aercent a}~pes, ~rvded
, ~ p P i, ~wB 5prin dale arorelly sond koom Q ta 26 rt~nr sl i~n62 Larkin silT iaam, 5 to ~ peresnt aFes, eroded 4 - Y ^ ~ [c.B CheRCy-1}hl~g camplek, 0 ~a 8 perteni sJdpes SxB 5pringdole grmrel ly sandy ldam, deep, d ta~'i1 p~rcent
CsA Cloytvn flne sandy lopm, 0 io 5 percenr slopes Lnb2 ~crkin s€i~ kopm, ~(1 tp '<5 perrerr~{siopes, aroded . r Lf LflTah silt lvom I~ ~IaR¢s > CsB Claytan f;ne sQr,~y loam, _ 1~ ~O percani slope~ , , ~ ~ 5yB Springdol~ ~a6bly 5andy kaam, 0 Te 2Q ereenT sic o-s
- CtA CMaytan lovm, 0 ro 3 persen~ slaRes • ~ p J~aC Morbin loamy yand, 0 T 3d perce~ siopes $~f SQringdole 4rovelky loomy sar~d, 34 tm 7{i per~enr slopes. l - ~r13 Cloy►ar~ Ivom, $ to Z4 pereent slepas ~hhC Marble loomy caatss s j, 0 Tv ,'persem slapes
'Cul3 Claytan snnd loom 0 ro 6 r~cen' sl 7rB Tekee rp~ell silt loom, 5 ro 2Q ersent sl es ~ Y 1 PQ °Pe$ hM1~$ Marbl~ San~y loam+ b t ~ percrn ulppes • ~ ~ P 4P , Cw Coee~elle gflty cldy loam • W1~ hlor~dori silt Ieem ~ ' T~C fEkDD 9fav~IlY Si~! IOQRY~ 20 ►v 3p percent sVoaes
Cy Coralalla ailty clay I¢qm, drehned MmC hho-scow sflr laem, R ro.f1 percen :,Eapes TeD Tekom gravally silr loam, ~Q to 55 perccnt slopes I ' ~kQ ZekoQ very racky ~pr~p~ex, ZJ 16 SS ~$PC~hS SVp~fq$
~ DvA ~eo ~vn silr iaam G t 5 n I~mD ItM1oataw s#It lonm, 3p ~ 95 percc~ i slaues ry r d perce r slapes • ' QaE deor tQn silr leom 5 ~o ~IJ MoC Mnscaw silt I~m shni ^w 4 to percrnt slopes UhR Uhli silt leem ~ sa 5 ercent slp es Y , Parc9nf s~oRe~ W I " ' _ 9 ' P p
C~a~ pearyton ~ilt loem, ~0 to 40 pertent ~lppes MoR f~lascQ si t loam, shQll w, 3U to ] percent slopes Uhg Uhlig silr laom, 5 ta 2C} percent slopea pe9 Qseryton sili laam, Ihin solum vorioni, q 1a 2[I MsC Nbseow very roeky cm jex, 0 to J pQr~en~ sla~ts ~ 11mC Uhlig s~it loam, moderotely 5haliow, 5 to 3d per[em
paecenr slaaes MsE N~pSCOw vEry rocky com i~, 3p ~ j10 perc~nr siapes sVapes DrG Drflgoon 911t lanm, O ro 3a {s~reent slepes NeA Noff silt ioom 4 ta 5 ti irer~s sl ~ ~
, VQC Vflssar s11i leem, 0 r~ 3~ ~erc~nt slopes bsC Drag~on stony aiH loem, 0 ~a 3p ~ercent.slap~s ~~q2 Na~f sil} locm, Q te 5 p rt,ent sl s, emdnd Vea Vasser sili loam, 30 ta 55 percent slo es DsQ . Drag~en $tany sika loam, 3C' ~455 percent slopss ~ p
No~ Nflff silr loam, 5 3~1 :rc~r,t s; -5 V§D Vassar very rocky silr Iqam, 24 ro$S parcent sldpes ' ~D ' brvgoan very r~yy complex, 2(1 ro 55 percent slepes Na~2 N4~ sifr faem, 5 ta 3p trcen~ sf es, eraded
t NpC3 Naff sllf Ioom 0 tn 3U creenr sl~as se~eral we Nfethey ioomy sand ' EkB ~~'f [cI~Ik4 6~I1 I~Bm~ U ~0 aO pCiCBnf ~Sy,IryOpC9 ~~4dE+~ P' Y Wh WCY~Say I~Omy SOnd, drained E~~ C~~Ik~ YBfr 51~nY 51~1 ~401Y1i D Y4 ,W pEfCCllf SYOPBff N 2 ~Of{ SI~# 009f11 ~D w4~fE50~ v~T ~inQ•^~qnd ioam
~ID Elaika very stany sii~ Joam~ 3~ ra 55 percent slapes aD , so 45 rcenf s u.~es, erodad Y r Em Emdenr silr laam McA J+lorcisse elll ~aam, ~ ~ percen s:opes ,
. NpA ~ea Perce silf.loomt Q 5 pere it s~opes - FoB ~reemon sllt lopm, 5 tn ~4 percent slopes NpB Naz Perce silr Foam, 5~ 20 peec .f s4upes
Fc63 ~ Froernen silr loom, 5 ro 24 ~~ercenr slflpss, sever~ly N~B3 ~ez Peree siir ioam, 5^ 2[l pcrc~rl slapes, severely s , ~ - ~ erQded eroded
FaC3 I, ~reer~on sili ~aam, 2R ►a 3U ppr~enr $lape~, sev~r~lx ~ ' eroded PaB Raleuse silt loam, modErotciy sfioli~w, ' .
' " ~q to 24 percenr ~,lopea • Fm Freshwalrrmarsh c' ~ .~pi~ mqp C4n5}f4ClCd I~~YS ~y CQ!lO~P~phIC I i i by Car#agrophic Divi sion,
. 5oi E Conservasi~n 5er~ice, US[lA, fram 195C 4~ ~ j phatagraphs. Controlied mosoit bosed an ri r USp+4r frem 1450 eerifll
~ ~ ~ ~ plone eeerdinore syssem, narth xpne, Lombe ' , cen#ermel tanic preje~Tinn, 1427 North Ame~
. . . t aar~~,. ~ S ~~lT
~ . , ~ ~ • ' ` ~ '
~ . ' . . . _ . ' ' , - ' , , " - ~ - - - - ~ , I I
i ~
~
,
. s'
_
5 P O K A N E O U N T Y
,
DNISION OF ENGINEERING AND ROADS ~ A DIVISION OF THE PUBLIC WORKS DEPARTMENT
William A. Johns, P.E., County Engineer Dennis M. Scott, P.E., Director
July l, 1996
Mel Taggart, P.E.
Taggart Engineering and Surveying
Wes Crosby
CHD, Inc.
P.O. Box 13717
Spokane, WA 99213
. SUBJECT: P1708 - Sutter's 2nd Addition
2nd Review
Gentlemen:
A review of the road and drainage plans for this project has been accomplished. Areas of concern to us
are indicated in red on the attached prints. Given the impact these items will have on the project design,
we have conducted only a cursory review; further comments may be developer pending resolution of
these items. Please make the corrections and resubmit them to this office in order that the review process
may proceed. When the nlans are resubmitted, please mark all changes on the revised orint in color.
Please ensure also that the redlined plan set from this submittal is returned with the next submittal.
If you have any questions about this review, please contact Ed Pany at 456-3600. Thank you.
Very truly yours, '
William A. Johns, P. E.
Spokaae County Engineer
?004 42f~(!~ r~
~
Edward J. Parry, Jr., P.E.
Plans Review Engineer
encls: Plans (1 set)
Commeats (3 pages)
cc: project file
reviewer (comments only)
Sponsor (wlo checklist)
1026 W. Broadway Ave. • Spokane, WA 99260-0170 •(509) 456-3600 FAX: (549) 324-3478 TDD: (509) 324-3166
.
J
REVIEW COMMENTS
SPOKANE COUNTY
DIVISION OF fiNGINEERING & ROADS
1026 W BROADWAY, SPOKANE WA 99260-0710
PHONE (509)456-3600 FAX (509)324-3478
REVIEW 2 REVIEWER: Ed Parrv
PROJECT P1708 DATE: 1 Julv 96
PROJECT NAME: Sutter's 2nd Addition -
CONIIVMNTS NOT YET RESOLVED FROM PREVIOUS REVIOEWS:
lst Review:
GENERAL
Based on the impact these items have on the overall design, only a cursory review of this submittal was
conducted. Further comments may be developed pending resolution of these items.
2. The Conditions of Approval require 12th Ave to be widened. Provide a Plan and Profile of 12th
along with grade sheet calculations. The half width of 12th Ave will be 18' to the face of the curb,
measured from road CL. (Some of the cross-slopes on the grade sheet provided exceed the 4.5 %
maximum allowed. Stations were not indicated (usually calc'd at SO' stanons). Curb grades were not
indicated. Grade breaks > 1% usually have a vertical curve)
5. Minimum pipe slope for storm sewer pipes are 0.5 Minimum cover over the pipe should follow
the manufacturer's recommendations, considering type of bedding and construction traffic loads. (Pipe
sizing cal.cs (open channel flow for preliminary si,zing, and backwater/energy gradeline analysis to
confzrm sizing) were not received with this submittal
COMAONTS BASED ON REVISED PLANS AND CALCULATIONS IN THLS SUBNIITrAL:
GENERAL
1. Plans were not signed by the Developer
2. As required by the edition of the Spokane County Road Standards governing this project:
a. Curb profiles did not indicate the existing ground elevations
b. Profiles need to indicate elevations at 100' stations, as a minimum
c. Elevations at the middle of curb return were not indicated
d. Profile for the West curbline needs to be stationed from south to north, reading left to right
e. Drainage structures need to be shown in the profiles
3. Curb stationing needs to be coordinated with the CL stationing
REVIIEW COMNENTS Page 2 of 3
1 July 96
PROJECT # P1708
REVIEW # 2
PLANS
Sheet 1
1. Need to indicate erosion control measures indicated in the notes
Sheet 2
1. Curb profiles are typically shown on the same page as the CL profile. The curb profiles may be
indicated on other sheets if the curb stationing is coordinated with the CL stationing
2. A stationing equation is needed to locate the Bolivar Court intersection. Stationing equations usually
take to form of "Station xx+yy (Street 1) = Station mm+nn (Street 2)"; the location of the stationing
origin is also typically noted.
3. A street name sign location needs to be indicated
4. The minimum CL grade typically accepted by the County Engineer is 0.5
5. CL bearings and distances were not shown
Sbeet 3
1. Need to indicate property lines
'2. Need to avoid negative stations: either revise stationing origin or use a large enough station at the
(0+00) point to provide positive stationing downstation of that point
Sheet 5
1, Minimum cul-de-sac curb grade is 1%
Sheet 6
l. Bolivar Court Detail:
a. The Type B curb shown needs to be coordinated with the callout for rolled curb on sheets 4
& 5. Transitions to the Type B curb for 12th need to occur outside of the curb return; minimum
transition length should be 10'
2. 12th Ave detail: The cross-slope of the new paving should be indicated as varying between 2% and
4.5 %
REVIEW COIVIlVIENTS - Page 3 of 3
i Ju1y 96
PROJECT # P1708
REVTEW # 2
%.aAq
. Pond detail:
a. Curb inlets and catch basins need to be located at the low points in the curbs
b. A curb inlet needs to be provided at the north end of the small pond on Lot 10, so that
volume in excess of the pond capacity can overflow to the street and reach the drywells
c. CL stations and offsets need to be shown for the pipe inverts indicated
CALCULATIONS
1. As required by the Guidelines for Stormwater Management, the following items need to be included
in the drainage calculations:
a. A basin map, with the Tc path components indicated
b. An extract of the SCS soils map showing the project site
c. Pipe sizing calculations
SUTTER'S 2nd ADDITION
CHID , Inc.
February 28, 1996
AREAS OF PAVING TO BE TREATED BY 208 ORDINANCE
A = lZth Avenue south of the centerline
a
to curb line, 3,619 s q. f t.
Ab - Bolivar Court south of curb line
on 12th, including cul-de-sac,
22,985 sq. f t.
Total area = 26,676 sq. ft.
Melvin Taggart
Engineering and Surveying
N. 2128 Pines Rd. Suite 17-15, ,~T~J'f •,j;,
Spokane, WA 99206
J, jOP•jAL
~ EXPIREj .riJ/27/
_
\
J
~
Page 2 of 3
SUTTER'S 2nd ADDITION
Swale areas:
A1 = 10'avg. x 30' = 300 sq. ft.
A2 = 70' x 15' = 1050 sq. ft.
A3 = 25' x 15' = 375 sq. ft.
A4 = 72' x 12' = 864 sq. f t.
Total swale area = 2589 sq. ft.
Total swale area required:
Hard acre 26,676 _ 2223 sq. ft.
12 12
2589 > 2223
This leaves contractor approximately 300 ft. in
which to reduce the swale area in A 3.
Swale volume = 262476 = 1111.5 cu. ft.
Depth of swale area - 1111.5 _,S ft. 2222.3
See Spokane County Storm Water Management Manual for
def inition of symbols.
- -.6
Tc C t Ln
~s
- .6 ~ -6
.
Tc 0.15 600(.4) = 0.15 1549 iT~'
, .024 Sy~ ,
~ _ ^ • ~
Tc 12.3 min. .y ~
. •''r ~
~ _ ~
Gutter flow, assume depth .165 ft. ~s
' Ca~, ~~CISTG41~
~
+ ~r%ICrdAZ..
ExPiPrzs 06/27/
~G ~
~
✓
Page 3 of 3
Area gutter flow cross section:
.165 x 4.7 = .7755 sq. ft.
Z inverse cross slope:
Slope avg. .035' per ft. to .03' per f t.
1 = 28.5' to 33.3'
Z
Z = 2380'
n
From Fig. 18, Q= 1.75 CFS
V _ Q _ 1.75 = 2.25 ft. per sec.
. A .7755
T 2.25(60) - 4.43 min.
Total time = 12.3 + 4.43 = 16.73 min.
T10 yr - 1.58." per hour, from chart
Q10 CIA = 0.25(1.58)A = .395A
Q10 - •395(3.69 acres) - 1.46 CFS
1.46 < 1.75
From Spokane County Storm Water Management, pp. 4-15.
2 CFS > 1.75 CFS
r
.
1.3 CFS < 1.46 CFS f1S'Y
I
.
Use 2 type "B" dry well. ~~~r`_ o\~~
~l ' y ~ ~
~ I .
.
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~ AL
06 /G71
~
REvIIEw coMAIErrrs
SPOKANE COUNTY
DIVISION OF ENGINEERING & ROADS ~
1026 W BROADWAY, SPOKANE WA 99260-0710
PHONE (509)456-3600 FAX (509)324-3478 .
REVfEW 2 REVIEWER: Ed Parry
,
PROJECT P 1708 DAT'E: June 25, 1996
•
PROJECT NAME: Sutters 2nd Addition
~
Sheet 2
1. Minimum centerline grade is .8%. Plans show a 0% grade at the end of the cul de sac. Sheet 3
1. Provide grade sheet calculation form to verify that cross slope is betw n 2% and 4. o.
AW
2. Maximum change of grade which does not require a vertical curve is 1%. The grade changes on 12th are above tbis maximum. Sheet 4
1. The minimum curb grade on a cul de sac is 1%. 2. Coordinate the curb stationing with the centerline stadoning. ~
Sheet 5
1. The minimum curb grade on a cul de sac is 1%.
2. Coordinate the curb stationing with the centerline stationing.
~1~►r ~''1 ~
sheet 6 (
If a rolled curb is used on Bolivar Ct.~then the detail will need to reflect the change.
(ji lp & th
2. Provide the soils tests results that dete ' value.
3. Indicate that the cross slope on 12th varies between 2% to 4.5%. -
Sheet 7
1. Pro ' e a curb cuJat all low ints on 12th and on Bolivar. `
,
2. Provide a curb cut at the north end of swale number 4 for the water to flow back out to the street when the swale fills up. ~ ~ .
Calculations z ~ ~
1. P plan of the time of concentradon route to verify the lengths used in the calculati
ons.
2. Provide backwater calculations on the pipes and catch basins to verify that the pipe sizes are
adequate. .
~
4set P to* ~
~T" JL
h
SUTTER'S 2nd ADDITION
CHD, Inc.
February 28, 1996
AREAS OF PAVING TO BE TREATED BY 208 ORDINANCE
A - 12th Avenue south of the centerline
a
to curb line, 3,619 sq. ft.
' Ab = Bolivar Court south of curb line
on 12th, including cul-de-sac,
22,985 sq. f t.
Total area = 26,676 sq. ft.
~
Melvin Taggart To'~~
Engineering and Surveying
OFF►CIAL PUBLIC DOCUMENT
N. 2128 Pines Rd. Suite 17-15,
SPOKANE COUNTY 'Spokane, WA 99206 aF
ENGINEER$ FIC
0 %7G _ q
tt, L
- ' ~ ,PROJECT ~
SUBMiTTAL #
,
,
~
,pNAt\URN TO COUIVT~r EI~GIN
RET EEF
~ EXPl~~S C0127/
RECEIVED
J U N 1 1 19% , SPOKANE COUNTY ENGINEER
< <,t •1S c. Q*%
{n~~
~ Page 2 of 3
SUTTER'S 2nd ADDITION
Swale areas:
A1 = 10'avg. x 30' = 300 sq. ft.
AZ = 70' x 15' = 1050 sq, ft.
A3 = 25' x 15' = 375 sq. ft.
A4 = 72' x 12' = 864 sq. f t.
Total swale area = 2589 sq. ft.
Total swale area required:
Hard acre 26,676 = 2223 sq. f t. '
12 12
2589 > 2223
This leaves cflntractor approximately 300 ft. in
which to reduce the swale area in A3.
Swale volume = 262476 = 1111.5 cu. ft.
Depth of swale area = 1111.5 _,5 ft. 2222.3
See Spokane County Storm Water DZanagement Manual for
definition of symbols.
- - - . 6
Tc C t Ln
~s
-.6 - -,.6
Tc 0.15 6~ ('4) = 0.15 1549 ~.T~
, .024 sy~
Tc = 12.3 min.
z ~
~ ,•,'e
Gutter flow, assume depth .165 f t. s
, -7 NAL
ExPIRES CG/27/
~G
'i
~
Page 3 of 3
Area gutter flow cross section:
.165 x 4.7 = .7755 sq. ft.
Z inverse cross slope:
Slope avg. .035' per f t. to .03' per f t.
1 = 28.5' to 33.3'
Z
Z = 2380'
n
From Fig. 18, Q= 1.75 CFS
V _ Q = 1.75 _ 2.25 f t. per sec.
. A .7755 600 T = 2.25(60) - 4.43 min.
Total time ~ 12.3 + 4.43 = 16.73 min.
T10 yr 1.58 " per hour, from chart
Q10 ` CIA = 0.25(1.58)A = .395A
Q10 - •395(3.69 acres) = 1.46 CFS
1.46 < 1.75
From Spokane County Storm Water Management, pp. 4-15.
2 CFS > 1.75 CFS
t
1.3 CFS < 1.46 CFS
Use 2 tYPe"B" drY well. r:~.p~~i
~
lo,~~
; c`:PEREs 06/27/
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. IOOOO n iS AOUQNMCS! CO(triCsCMT ly YAMNIMO 'O
1
, 9000 iORYYLA APIIIOIIIIl/C f0 YAO'[R/Al fM •
8000 sorror OI CNAMMLL ' .
7000 eis MccI►ROCAL oF cRoss sLovC .08 • 1.0
6000 ■Ci(A(MGE- N.11.& MOG[COIMY3 1144. .07
SOOO MOl 1l0, [OVATIOM 4141 .06 .SO
•
4000 . ~ ~ .TO '
- ExAMPIE iscc o•sMco uwcsI
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y
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2000 0•== ~ • `rr V ~ 20
V- - •
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-
1000 a _ .30 900 , s ` .02 M
800
- ..r • k
\ 700
o /V
~ 600 = ,a .20
500 ' ~
. ~ 0 400 W Z -
~ ' • INSTAUGTIOMS . J .OI ~
W
Q 300 IX .o7
1. GOMN[CT i/A IIATIp •ITM {lOK (f) Q .Ob z ~
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V .oa ~
200 oc•rN lef •Mt+t «o LINcs wusr
~ •o: Q .007 (n .10
IMT[AUCT Af T1MM1M0 LIM[ (0R GOtrlltfc fOIYTfOM. Q .0) .QQS W . ~
.08
~ :.fall sN.«o. . -T U- .005 W r
~ IOO V-SNAP[0 CNAIINLL •OT
90 AS {MOWM Yt( 000YO44400 O ci •
80 ~ • .004 .06 ' - ~
70 .~rN ~ • ~ W cl:
60 . G,. 0 A5 • ;
' 50 ~ TO Ot«tY1M( ,r-o-~ r-a' 0 .003
J Qo
o,~comeot o, in .04
4O ►QRTIOM OI CMAMM(l
30 MAYIMi MIOTN
~
OLi(RMiM( OCPTN 4 f011 T01a1 OIfCM1R0( IM .002 ~
ErTIRt fLC1IGM a. TNtM Y!L MOMOGRA►M TO ` '03 •
Q .
20 OLZ(wMIM[ 0' IN fCCf1pN b !0R 09411701
d* '
. F-,. ~
TO OET(IIYIMC OIECMAIIQg . 02
10 CO~r►0S1iC lLC110N~- d O ~ n.
10 raLLo. IMSIAYGTION s. ~ .001 Q "
TO OSTMM 01lCNAROC /M ; ; ' ='Q• ~
SCCTIOM o AT •f1VY(O • a.(d -~l
ot►*w a~ oOtAir o6 roe .
fL01[ RA110 io •YO OC►fN d'. iMtM 0, • Q~ ~ Q~ ,
L ol
- N'nMOGRAPH FOR FLOW
' 1N TRIANGULAR GHANNELS
-
. ~6-42
'
,
. . , ,
F IGURE 1$ . " "
. ,
• ' , • ' .
~
.
TABLEI3 MANNING'S ROUGIiNESS COEFFICIENTS (n) 1. Open Channels, lined : . A. Concrete - 0.014 p B. Gravel . 0.030
. Asphalt 1-0. 016 ,
- 2. Open Channels, excavated:
A. Earth, fairly uniform section :
1. No vegetation ' - 0.0252. Grass, some weeds . , 0.030 B. Rock , ,0.035 . .
. - . . ,
Street Gutters . , .
A. Concrete gutter, trowled . 0.014 ~
B. Asphalt pavement ' 16 .
C. Concrete pavement 0.016 .
• 3.' Closed conduits . ~ .
A. Conc 'rete pipe r.013
trified clay pipe .
B. Ve
C. Plastic pipe 0.010 :
D. Steel pipe . 0.021
E.. CMP (annular) or helical, part full 0.024 F. CMP (helical, 243" x 1/2", flowing full: - 4
diameter n diameter n ~
12 0.011 42 0_.019
15 0.013 48 - 0.020 '
. ,
18 - 0.014 54 0.021
21 0.015 60 0.022
24 0.016 66 0.022 .
30 . 0.017 • 72 - 0.023 36 0.018 78 and over 0.024
. . _ . ~
- 6-34 ' TABLE• 13
. ~
• ~y • JEAr'~.M .
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• RUNOFF ~COEFFI~CIFNTS FOR STORM' SEWBRS'~ , . ~
~ , 7 = ~ _ ~ ~ ' ~V~ M ` . - ~ , f - ; ' ' : ' ~ ' ~ ~ ' ` , ,
:"I~ pa-i_ ROLL~ING'. . y, FLAT GI7s'" •~ol~ k
~ ~i ' ~ .1 ,,.°jkl1MF'~S~ ' . . - -.3`i ~ ' ..7. ~ : • Q ~J. ~
N. . ^~d[- ~ . ~ ~ tr` , 4.
~ , U 9U ~
Pavement-ua~n~d~fiRoofs ~ j:. : . . : . . . . . U.,9U 'U:~9
~ytt . , '/~e~+~~`N (•,'~1'~r!~L~,vit,E~~•, •,1~. , ' k~.~'Y~~'i,~ f"~t . , ` , . • , , • ~~t~: .
- Earth~L:Should'er}~s,¢,:r•:::~: •.R ~:h"<: . ~ . . . . . U: SO 0.50 . 0. SO '~~:;:s
~6~_~jf!l'~i~,~..' .i, ~yj~~ttl ~'~S~ ~~S'Y~'k'*` `~ye t, ~ y ~ v'.•~(it'~(~d~ T , ~ . . • ~'r' ~ _ - .
Drives6'and aWl~ks . : . . . ,0.75
I~ r M j; i~~ i~.' ~ 1t ~•I?~ , ' 4' ' o
.t.
'
~~U:~S S , • ~!y j. '0: 60
' `Gravel ~a 'veme t}~ ; h : ~:2~ . . ':R:~~::> . . . 0.50
j*' f~►~,,~~C~, `tyy~~ 't. 4F y "5,.. ~ . + . • . ~ :1, ~ •~t~.~' 't'3~' X id^' . ~t'!f fi'~ M ~.~j` i .
~ ~ • „c~c~C t _ - '#f" ; i > , . . ' ` " ~
Citq )8usiness'Areas~ 0.80 85.'s;Y~
~w, .~Jp _ . , . ` - , • { ~ ~~~~~'s ~.~"~'.JiJ Y. }t.i~ t.'
l ~n ~ .1 f sFA~• . . e ~ 9`O~•1S~t_'
. • wns~, S~n y-1Soi1 . . . . 0 . . •
0.10 ~ ~ , t~ ! l 3
~ h.~ . _ . , . . ~,.'ryt~ . ~3 •w' j ~ '~y~,,',,~~ ti ` .v
~ i•~, ; ' j ,•~1.~s ♦ _ . ~t .'e. ,~Rr ~ +..`tl~~•~. i • - ~ ~1i~i, dt%~1•~~1%
• i I V, ~ 4f~
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O
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. ~ ~ ~ • I Y~,f . ~,_t . w. ~ ~r E ^ w '++C
• ~ • • ; O~ ir.li . F~ x~ r 1FO;~ir./1 1•+~} ~ •
• .V18~'s oulders 1 0. • ~ • •9,. •
% ~t . , - • . .j ! ~ , . , • . '~1~ f, RL ~.+,.+Jr . ~ i~~r ~ . ~
fa ~ -_'s ~ }~y 1 >,i~ ' ~ , •r}~~t'~ y,2~_.. . ~~y~ ~~,~r . : ;t` 1'•~'f{
Slopes ~.Ai• ':N:.~ . . . 0:60_., , 0~:,♦60_.4,. pw:6U:~
f~~ , ~ 4 - ; ~~~,~.r lM~' 1' ' . .s~1d~; • ~ ' y ' . - C~{a ~ ;5,~ >i• - ,
, f ; ,S,ide Slopes, ~ Ttit'f.~ . : . . . . . 0.30 ~•'~',~~.0: 30`.- 0. 30,~:
a{~"N~^" ~A • ~f ♦ ~;1~` ;•t
'''~`~°R~• . , ~ ~,~M,edian~; Aie1~r~ . . l .f I: ~ . r.. . • . 0.25 7.~,,.0 .30 30<';~
~l~tie y ~ k •S~`~. . . - :s~ ~~l~ .i ~1
Cu1tiv~stediriLand~; ' Qay: and'. ~I.oam4 .L '•r • • • • :50;`;~ `i ~v,0..55 :'6U" ,
~ ~ i • i 1~''•.. ~ ti i "~1.~ ' ; t . ~ j~xy~~ y.'~ ~ ° ~ Jy . ` s~
~ • t ~i i ~ ~ a ~i. . " .
Cultiivay,ted,~Land;,,Sand and'.Gravel: •~y ~e0:25" U.3U , . U.35
`1 .l• y ~ ~pt . ~ 'ti. J~ • ~ - ' : ~E~ ~ r `r~. ~ N~ ~+~i ~ 1 4 ' S.~ ~ J , 4~'~, ~''s~.~1(
# ! ~ r ' • S ~ ~ - . . ~ ' , , : , , . /t: , • .
. Industrial -.Aie s-I.ight , . . .1 • r 0•50 ~ 0.70 , . '4:80~..;-
' ~ r ' ' : • . t. : ° _ ~~v ~1~'~'i^:;
~ . • .
~ ~ ~'t-l+.~ t ~ •'r :~'.Z~11~.
al~~AreHeavy . . . . j;0.60. =.~U.80, . r ~U.9U
~Industri
' . y . 'a , ' . . !~L,} . ' • , ~ • ,,II„ r . ~ ~ ~ [%~6:
~L~~~'1 ' t ' , • F ~4, • * . S
V•10 0:15 . ~.25~.
• • • • • • << • ~ „ ~ • • ~'t '
Parks ~ -aad~.Cemetaries'
• . ' i . . ~ ; i .f ',4 • y t' ~ti -t' , ~ . ~ p.- ' ~ ~ ~ : sr~ . . ; .
t . ~ ~ . y . . -;i` ~ , ' ~ w ~ ` {'_4~. , ••i.''~v~.~ •t ~i 'r• r~ . 1'-.:♦ ,'n'
S ~ ~ '4 p1SygY'o11Adg • i ~ • i_ -•~,~~irs~~:. Y• ;r~~ ' : ~ ,
0. 2U U: 30
c ~ • x . r.; un.- . ; . . _ ;~.r a~ y, $
4, • - x+ ~Y~ ~s;~~~~ 'i ^ . .,b.•, :t'•~" •..•y~! - - `iy ~ . • °iY,~ ~ . ,..f: .•;r-~~Iy '3'~ . ~ t Y{G',~~,,•, Y•. .,YY'L~~! ¢'JS~,~♦
w~ai~aM~~a, Forests .o. io 0.15 0.:.20 ~ . . . ~ .r ~ , -Meado s' ~ andPas ture ` Iarid~ _ . . . . . , - : . ~ ~
. . . . . . 0.25~ ~ - ~ . "0.'30'" _ • 0.3
~ ti.1~{r i ' . , ~ ; ~~,.5. , J s}r- . . . ;Y` . ' ~,i C
~ ~ C ~ ~t ' ~.iy ti~~~ ~ 1 • ~1 . . ~ ~ 4 *y:. 7i , , " ~;~i • . . C• ' -dr
• l
, 'i
; ' • ~ t f~.Y rLi• • ~ti ,_J } ' i r4"'r . ~'~{11~' )~.~~~1-'~ Y."~i. . . . • •cf . , ~ ' ' • ~r
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`.~Yt° i ^r _ i , " 4 : ~ • •
~'*.SINGI.B` •`~F'AMILY;-RESIDENTIAL'
i~ti/p , , ~ `,r,;
• - : . i ' i • " . .~.ry. ~ , N~ t . . , , . ~ . : ' . ~a ;.i , . : ~
; . ' • . . ' ti.~~ . ~ ..~t 1~' - . ~ . .
:r►~(tLDwelling~UnGross;.;,Acre)
'r' ~c r t~ • • . , , ~ ,
,-i Gravellr y: ~-Soil
~ ~ • ` ~ - . ' : Sandyk and {
~ F. ~ .1 • ~ ,~,i~.t• ~ . ar ' r ' ' t . • .il ~ ~ r:^ ~ "Q' ~ ~y ! . J'~1;
Y- • ' • ^ - • ' { ''r• . ' . '~i;+~, yy,,;' 4 .~~t ' w..a ~ •,J~~ ~ i , `i~ ,
. . . . ~ 0-1.0 i , s . ~ • . • - . . - . " i• ~ . w- _ i~, .r
i~• ~ 't~~• •w •~j i> ; ` ' 'y ~ f ~ •~.t . ' j~','
~1:0-1:5 DU/GA : ~ . . . o:;Z
5-3. ~ k_ ~ ~ M}~• , . _
, . . ~ ! . + , , ~ ~s r~ - : ` , . - ~ ~ ' , . ~ . ' ' .E - . ~ • , ~ , • , ~ {
y ~F^` • ~ • . ~ ~,~'4 , ~ DU/GA' .x . . . • 0.1~25
~ t•,~ '~y , ~ ' , _ ~ . , ~ "r~'L~
, y. 1: 0 ~ • : . . . ° . .
. ~ ~ , ° • . s ' ' - '
I~ ~ . ~ ~ ' ' ~ ' , - . , . ~ ''s a~i, . , , r`~`"~ ~ s•
. . . . . . . . . 0.3~0^ y - ~ : > , ,
. ~ . ' r"y 3.0-3. S . DU/GA '
S- ~ • . ~ , , i' "`~"r ' . • ~ . ~ . • ~ • ' " • ~ J
1~' b
3. 5-4. U ;5,_ . DU/GA . . . . . . . . . . U:~35
DU/GA~ t :0 ~ . . . ~ 0:+40.
y i . . . ~ . i• • • ' , - . j b„L:
q='•, t~ - ' , . •f .
. • . . . .6.U-9.U .'DU/GA . . . . . . . . U.60
~ ~F ` r • ~ y ~ • ' _ ~ , # ' ~Fi~ *~~i~`y~
9: 0-1 S. U DU%GA . . . . . . . . . . 0. 70 -
t °
' ~ Y ` ' . . . ' . ~ . . LC •h~~ ' 4
!`r , . . • . , ' ~ ' ' , _ , . ' r ~~tV~~"'~''i~i'~
~ r . wx . ~ . ' - ~ ~ .AF~ ~ ~ " _
Assumes flat lot "plus one-half width" of abutting street. Other confi=guratioae~ :
i' should be checked by combining individual runoff factors for each vari'ous surf
- - Date 4/4/84
- TABLE T
6-2
` . . . . , • . : , . '
•
. ~
S P O K A N E U N T Y
DIVISION OF ENGINEERING AND ROADS • A DIVISION OF THE PUBLIC WORKS DEPARTMENT
William A. Johns, P.E., County Engineer Dennis M. Scott, P.E., Director
November 5, 1996
Mel Taggart, P. E.
Taggart Engineering and Surveying
Wes Crosby
CHD, Inc.
P.O. Box 13717
Spokane, WA 99213
SUBJECT: P1708 - Sutter's 2nd Addition
3rd Review
Gentlemen:
A review of the road and drainage plans for this project has been accomplished. Areas of
concern to us are indicated in red on the attached prints. Please make the corrections and
resubmit them to this office in order that the review process may proceed. When the nlans are
resubmitted, alease mark all changes on the cevised vrint in color. In addition, please provide
an information copy of any utility plans for this project.
If you have any questions about this review, please contact Ed Parry at 456-3600. Thank you.
Very truly yours,
William A. Johns, P. E.
Spokane County Engineer
Edward Jr., P.E.
Plans Review Engineer
encls: Plans (1 set)
Comments (3 pages)
cc: project file
reviewer (comments only)
1026 W. Broadway Ave. • Spokane, WA 99260-0170 •(509) 456-3600 FAX: (509) 324-3478 TDD: (509) 324-3166
. ~
REVIEW C OMMENTS
SPOKANE COUNTY ENGINEER
ENGINEERING SERVICES
PROJECT PE 1708 REVIEWER: Ed Parrv
PROJECT NAME: Sutter's Znd Addition DATE: 11/5/96
REVIEW 3
PLANS
General
1.,Re e and location of the bench ark needs to e indicated on the plans.
C~ ' -
Sheet 2 (Bolivar Court)
1. The and signs on the Bolivar profile grades need to be coordinated with the direction
of the slope run; grades rising in the direction of increasing stations are typically indicated as
grades descending in the direction of increasing stations are typically indicated as
2. The east invert elevation of the pipe under the driveway needs to be coordinated with the
pond details
3. Stop sign placement at the intersection of two local access streets needs to be coordinated
with the County Traffic Engineer (Bob Bruggeman, P.E.).
4. The text "Stationing per Co. Engineer Request" needs to be deleted
Sheet 3 (12th Avenue)
1. Profiles of curbed streets are typically indicated as "Top of Curb", as opposed to edge of
asphalt.
~ ~ve -plarrs~neud--to-shov~-the- sidewalk in the plan-view_ Wt~ee~-chair ramps-are-needed
.-~inter-sections--witli si'dev~ialks.
w\~ .
~
Sheet 4 (Road Details)
1. The cross section for 12' Avenue needs to show existing R/W, proposed R/W and any future
setaside.
• "v
11l'iVEEW CONVY1ri1\ 1►7
PrOject #P1708
Review #3
November 5, 1996
Page 2 of 3
2. The typical cross section of Bolivar Ct. needs to indicate that the cross slope varied between
2% and 4.5 Curb grade worksheets need to indicate longitudinal grade along the curb. Any
longitudinal curb grades less than .5 % will need to be approved through the design deviation
process prior to the next plan submittal. Also, the `selected elevation' should be the top of curb
elevations for the proposed curb.
Sheet 5 (Swale Details)
1. Pond Detail:
a. The type of drywell needs to be indicated on the pond detail.
b. The berm elevation needs to be indicated on the pond detail.
c. 12" pipe is the minimum pipe diameter allowed for pipe run lengths greater than 44' on
a County-maintained facility.
d. The elevation of the westerly drywell rim should be coordinated with that of the easterly
drywell. If the rim elevation is lower than the other drywell rim, then the `208' storage volume
will be smaller in the easterly pond.
2. Pipe system profiles were not received with this submittal
3. A structure of some type (depending on the pipe size) is required at every location where an
angle point exists in a pipe system.
CALCULATIONS
1. Pipe system conveyance and backwater/energy gradeline calculations in accordance with the
Guidelines for Stormwater Management were not received with this submittal. Preliminary pipe
sizing is usually conducted at the peak flow from the design storm event using Manning's
equation; pipe sizing is then confirmed using either backwater calculations (sub-critical flow) or
energy gradeline calculations(super-critical flow)
2. Culvert calculations need to show that the Headwater/Diameter ratio is within county
standards. This is typically accomplished by calculating the head needed for the design flow
under both inlet and outlet control conditions, and using the larger of the two as the controlling
value
3. Dimensions used for swale area calculations need to be coordinated with the plans
4. Basin Map: County Standards require that topo contours be provided to such a point as to
indicate the basin limits. Where topo is not of sufficient relief, or where topo cannot be
. ~
REVIIEW COMIVENTS
Project #P1708 Review #3
November 5, 1996
Page 3 of 3 .
reasonably surveyed, the County has allowed a statement to the effect that the basin limits were
field-verified to be placed on the basin map, accompanied by a signed, dated P.E. stamp.
208 LOT PLANS: Not received with this submittal; these are required each lot with drainage
easements. .
/
l \
~ - ~ • A4,r
.
SUTTER'S 2nd ADDITION
CHD, Inc.
February 28, 1996
AREAS OF PAVING TO BE TREATED BY 208 ORDINANCE
A - 12th Avenue south of the centerline
a
to curb line, 3,619 sq. f t.
Ab = Bolivar Court south of curb line
~
on lZth, including cul-de-sac, ~
22,985 sq. ft.
RECEIVEi]
Total area = 26,676 sq. ft. OCT 21
SppKANE CDUNN ENGINEER
. ~
Melvin Taggart - \
Engineering and Surveying 4 'WAs,;,~ N. 2128 Pines Rd. Suite 17-15, r.
Spokane, WA 99206 o\
u 5
. ~r 1• y } q ,r
4
~
~
f ~ ~$'OIVAL ~
w ~ ~
~ ( EXQIRES 03127/ ~
~
w ~
A- lZ eX O A/
'e__7
l 5 6 L- / e-_1
T-f4- He- a'l,?--
T` t* A- T'.
0 -Zf ~
fk-,.P :
' • ~ 4
•
Page 2 of 3
SUTTER'S 2nd ADDITION
Swale areas:
4q e- A1 = 10' avg . x 30' = 300 sq. f t.
ft~
A2 - 70' x 15' -
- 1050 sq. ft.
A3 = 25' x 15' = 375 sq. ft.
A4 = 72' x 12' = 864 sq. ft.
C---~Total swale area = 2589 sq. ft.
Total swale area required:
Hard acre 26,676 = 2223 sq. f t.
12 12
2589 > 2223
This leaves contractor approximately 300 ft. in
which to reduce the swale area in A3.
Swale volume = 262476 = 1111.5 cu. ft.
Depth of swale area = 1111.5 _,S ft.
2222.3
See Spokane County S torm tiJater Management yianual f or
def inition of symbols.
- - . 6
Tc C t Ln
Vs
- -.6 - --.6 -
600(.4)
Tc 0.15 = 0.15 1549 C
V.024 'IV
Tc - 12.3 min.
ff t
Gutter flow, assume depth .165 ft.
/y1
' VAL
~
EXPIRGS
. . ' ' .S
Page 3 of 3
Area gutter flow cross section:
.165 x 4.7 = .7755 sq. ft.
Z inverse cross slope:
Slope avg. .035' per f t. to .03' per ft.
1 = 28.5' to 33.3'
Z
Z = 2380'
n
From Fig. 18, Q= 1.75 CFS
V= Q = 1'75 - ^ 2.25 f t. per sec.
A .7755
T 2.25600 (60) - 4.43 min.
Total time = 12.3 + 4.43 = 16.73 min.
T10 yr - 1.58 " per hour, from chart
Q10 - CIA = 0. 25 (1. 58) A. 395A
Q10 - •395(3.69 acres) = 1.46 CFS
1.46 < 1.75
From Spokane County Storm Water Management, pp. 4-15.
2 CFS > 1.75 CFS
1.3 CFS < 1.46 CFS
Asy
Use 2 type "B" dry well.
} ~
~ '-`~P!RCS ~tL~i27/
. r '
' . ,
ADDENDA TO SUTTER'S 2nd ADDITION
for CHD, INC.
October 14, 1996
CURB CUTS AND CATCH BASIN
FREE BOARDS
4 •
~TAG
'N~oF wASy,~
MELVIN TAGGART o ~
~ D►~;- a
TAGGART Et1GINEERING & SURVEYING ~-r
N 2128 Pines P.oad ~ aaJ
Spokane, WA 99206 ~'O '~CCtSTEa~
~
~SIONAL,G
EXPIRES 06127/ ~
_ • ',1 • . • ^ _ ~ •
C~~TC~I BEiSIN Al ST!'.TIOIv 4+ 31.91
' 2052.36'
, 75 FB Min. 12 2061. 51'
24" 3"
~
15~ 2061.16' 2060.76'
II.W. ~ -
~ J 12" ,"Oo01 elevation
.2060.16'
~
2059.96'
40' ~ .20
..98 h=0.1'
~ „ 2060.76' High poo].
1211 level
0.6' ` J r r .5 2060.16'
Estimated nozzle radius: .40' +.98' = 2= 0.69'; average radius.
V _ Velocity, ft/sPC. = uubic ft/sec.
- A = Cross sectional area (sq.ft')
Co = iIozzle coef~icient
Catch basin at Station 5+ 36.91
2057.60'
F
~
Top of pine 2056.40
. 2055.60 Uaximum pooi elevation2055.30
2055.40
TA ~ ~ ,
pF WAS~,►~~ -9 Swale bottom
~
POOZ 8446 •
~Relevation
SfONAt 1 _
~ ' .
EXPIRES 06/27/
. Sr
0.04' .
~
i
Z
Flow using Beroulli Equation for pressure head, using area above maximum
pool elevation as a nozzle with contraction of .93 and coeff icient of ve-
iocity of .95.
2
p/w + V4 + 0= 1 _ 1 V2jet _ V2jet
29 (.95)2 2g 2g
See pg. 1 for f igure.
Area of segment of circle: A= 7r D2 (156° 55' 3411) (4) 360 - 0.34235 sq. ft.
Area of triangle z bh: A2 = (0.98) 2 (0.1) _ 0.049 sq. ft.
Area of nozzle (A3) = 0.34235 = 0.049 - 0.293 sq. ft.
Q at centerline station 3+ 31.91 = distance of 375.52' along east curb
to c.b.
Q _ 375.52' (1.46) _ 0.5048 CFS
543.00 2
Q = AV4 (Co = coefficient)
v _ Q _ 0.5048 _ 1.72 ft/sec.
4 A 0.293
Q = A Vjet (Co.)
0.5048
Vjet = A~(Co) .293(0.93) - 1.85 f t/sec.
~ y .
From Beroulli equation: TA Ca
oF wAS~, f -9
V2jet 2 r 1 _ V2jet
p/W _ _ v 4 + 2 1 2 h a
2g (.95) g
2 ~ T - ~ 2 2
(1.72) 1 (1.85) _ (1.93) soas
p/w = 2(32.4) + 2- 1 2(32.4) 2(32.4) ~ R~ISTER~
(.95) ~SjONAL
2
V2 j et = 2~ 3254) = 0.0529617 EXPIRES 06127/ _
w
/W _ (1.85) 2 _ 1.722 + 0.052962 _ 0.0529
p 2(32.4) 2(32.4) 2
y W (.95) ..r
3
p/w = 0.052816 - 0.045654 + 0.00578
p/w = 0.0129434 feet of water
p/w = .15532 inches of water
For 9" of free board below catch basin grate:
V = velocity
d = diameter of pipe (ft. ) TA GO
y= kinematic viscosity lV ~~OF WAS
~
Vd p
Reynolds No. _(1. 7 2)(. 6 9)
~
Y 1.217(10)_5
~t
8446
Re = 0.97513488 x 105 '~C1s1E~~
~slONAL
Re = 97,513 > 2000
EXPIRES 05/27I 1
Flow is turbulent at outlet.
Friction factor for average commercial pipes = 0.021 -(f), from Schaum's
Publication, 1956:
Lost head = f (L) D22)
g
From Hydraulics, by Ranald Giles, Schaum Publication, 1956, p. 245, f= 0.021
2
Lost head =(0.021) (A,-) 0 (1.72) 2(32.4)
Lost head in pipe = 0.0383 ft. or .46 inches
Add p/w from nozzle
Total lost head 0.4602 +.15532 = 0.6155 inches of water
Total head at 9" free board, 2061.61 - 2060.76' _.85'' of water (10.2"
of water) > 0.615 inches.
Pipe size is sufficient to maintain 9" free board below catch basin cover.
..4
Catch basin grate sump capacity 166.09 ft. south of curbs on 12th Avenue.
(From Spokane*County'Stormwater Manual, pg. 4-1).
Q= CPH1'S - weir formula for depth less than 0.4 ft.
P= perimeter of grate opening, ignoring bars
H = depth of water
C= 3.0 (may be used). Omit side against curb in length of perimeter.
(See pg. 0-6 of Spokane County Road Standards, Aug. 13, 1987.)
Grate capacity = Q=(3)(6.50) (.165)1'5 = 1.306 CFS
Q expected, 0.5048 CFS < 1.~06 CFS
Grate size is all right even when 50% clogged.
Catch basin grate at Station 5+ 86.91.
Length of hard surface 586.91' - 431.91' = 155 ft.
1.46 155 * C2) ~98-5~ = 0.208 CFS T,QC~i
was~,~ -9
For adding from 12th Ave. runof, f, 0-.05 CFS v~ •Y c~+~~
O\
~
Total: 0.258 CFS `
~r, ~
Grate capacity ~ clogged, 0.653 CFS 8446
0.653 > 0.258 Grate is all right. A~-
EXPIRES 06/27l j
See pg. 1 for figure.
Using calculations for catch basin at Station 4+ 31.91, it can be determined
from less flow that there is more than 9" of free board (intuitive).
S
Curb cut calculation south of 12th Ave.:
Tc=C-T.n
S %
Ct = 0.9 for pavement. (See pg. 6-2 of Spokane County Streamwater t•Ianual.)
Tc = ,9 (90).14
1 . U=
Tc = 3.896 minutes
Reference: pg. 6-3, Fig. 2, from Graph I= 3.2 in./hr.
Q = CIA
Q = (.25)(3.2) (164x18) + (13x60)
- 43560
~ TA
2952 + 1080 ~~N wASy ~-9
Q = ( . 25) (3.2) 43560 ~L fw~~
~
Q = 0.7405 CFS y
Curb cut opening on south o f 12 th Avenue : R saas ~
o ~tst~
Q SJONAL
L
H ~
l. 5 (3.087) EXPIRES 061271
0.07405
L =
(0.06)1.5(3.087)
L= 1.632 Use 2 f t. cut.
West curb cut of 1 ft. added to obtain a grade in gutter. width is suffi-
cient for 25' of pavement 18' to centerlune (intuitive).
APPENDIX
RAINFALL INTENSITY: DURATION AND FREQUENCY
' for Spokane, Medical Lake
Reardan, Cheney .
Ro ckf ord
~
Nomograph for Flows
in
Triangular - Channels
~
Bas in iiap
~
Nomograph for Sizing
Culverts -
*
SCS Soils Map
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5, DEFART~lEhl~T 0~ RG~I~CU~'tUR~
~ i~ cQr~s~~vA~ior~ s€~rncE wASHINGT~N S~ R~ ~ SPO~AH~ ~4U~11, = WASHiNGTQI~ AGRlC~1LTURAL IXP~RfMEA LJLI ryarD1xeM-rsrATtnw ■ raa ■r~r- rrt
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, • The 1'~rst co ifal I~tter is the iniTiol w+e v~ rhe soi ~ome. A sseond t~kal letter, P ~ ~ A, B, C, D~,+~r E~ shnws t~+a slppe. SQm~~ sym6uls~vrirheuf a slope let~er flre m~se
- vf newl ~evel or gently ~loping Bails lond ~ype~, hut gvme ur¢ foi soils vr iend r es t~~~ heve te~nsidera6l ~ in sl ~P+~• fina4 num6er 2 ar 3, in o~ymbol , YP e rang ~ ,
' f}1EOf16 Shq} Q SOII IS MCf~Cd 9f SEV4ICIY roded• , `
, , ~1'MBUL 'NAME SY~@OL HANlE ~ ° . ~ SYMBOL NAhf E
, AqA Arhena sll~ loam, {J ~e 5 aertent slop$s Gfl~3 Garfield silry cloy IooR ra :4 percer+r slapes, PflC PQlause si~r lupm, maderereky ~hallow,
qaG pthenq siltl#oma 5 ro 3d,perren~ slppes sererely eroded ~ i 2(1 to 34 nr s14 es P~~P P
AoD Atheno silt foam, 30 ip ~ p~reenl slapes GgA Gerrfsen grevelly loom~ a to 5 pe~Cent 5lvpes PhC2 Paieuae afit loom, 5 ta 3fl percent slopes, eroded AeE lrThena aih loom~ 55 to 7~ pertent ~lepea ~ig8 Gorrison grawelly 3oem,+~5 t4 ZO R4rcent slapes ~ PcC Polquse +rery rocky eomplex, 6 ta 3fl perce~t slepes
Al[ Atheno-Lenee s~Jt loams, O ~e 3a~ercanf slopes ~im9 Gqrrison very grovellyi~ocm, {~-so~per~ slopes Pc~ Palpus€ ver ~ock cornplex 34 ra 7Q ercenr 3laprs ' AID Athe~a-Lance s'~It ippm9, 3O ~a ~3S p¢r{~ni alopea ~+nB Garcison Yery starry loa:n, U rtr,~ pc~~enr slop~s FeA ~eonr sfEr loom 0 tv 5 pereent slo es~ . i ~ . ~ , R .
Be8 Bertsh711 s[l~ laarn 0 oa ~ rcen~ sia es GPA C+lenro5e silt Ie~n, U to Rercens;slopas PoA Peane ailt loQm, droined, Rro 5 perten~ slepes ' ~ ~ GpS G~enrose silt loom, 5 r ~ perc t slopes ~ ~,PsA Pheebe aendy doem, 0 to 5 percerrt slopes II
~ BaC 6ernhill SEIt Inarsr~ 10to ~0 pereenr slppes Bo6 Hern6111 9ili laam 34to 55 rcent sla e. ~p~ Gl~rosa silt loom, 4 3R Per`c nt slopes ,Psg Phoe~e sandy daam, 5 ta ?f} percan~ slayas ' ~ ~ Gaf~ Glenrose silt loam, ~0 c 5S perc nt alepes
~ Bb8 ~ernhlll g~~~ loam, ~nod~r~oly ~h~llaw, ~ t 20 rc ~ sl es Gr6 Glenrflse ~rsvelly silt J>~m, 5 Io percens slapes RdA Reordon s31r loom, ~ ra 5 percent s9epes ° p~ ~ ' Gr~ GlenrQge groye~ly ~il! 1~m, 34' `15 percem sVapes Rd8 ~$eardan silr loam, 5 ta 20 percent slapes
• , BbD 8emhill slll IaamR moderolely shelldw, 30 te 55 ercenr sY~ es UsE7 G~enrase sTany 8ih I i~ ~ ro~ Percent slapes Rd82 Reardon sik laem, 5 tp ~ per[2nt slopes, erqded
p ~ GtA Green $luFf siit 1oom, Tp ~ Pc'tent ~lopas RdC2 i~cerdmn sikr kqam, 2U ro 3p p~FCenr slapes, eroded ~e8 Barnhill grovel ly s~ft ~odrn, 0 ka $(1 p$rcen~ s~op~s ~ir~ Green BluFf silt lcam, to 2D psrcent 514pes Rh RiverwQSh 6F6 Bemhqll v~ry $fany sill loam, ~ rq 2p percent slopes ~'I Rv Rotk ouTCr~y
. BfL1 @ernfiill vtry stany sfl~ laam~ 2A to SS perc~n~ slopes FEfC Hogen Voamy fine earid 0~~p4rtent slopes , BhD Bemhii~ aolls, 2U to 5~ pertent slapes FfgB Fiag~n yandy kom~, L1 t~ pe ` slapes 5e$ 5chumoeher ~f Ir leom, ~ Ta percanr sVo~es
. ' 8~C 6ernhiCl very mcky corrlplex, ~ ta 3O p~rtenl slopa~ HhA Nardest si#t laom 4 Ptre slopas 5a82 5ehumecher s;lt ~odm, ~0 ta 26 percant slapos, eroded ' Y ~ 5aC Schuma~her silt ~oam 2(1 ta 30 ' 8kp 6emhil I v~y rocky camplex, ~ to 55 perce~r s9oprs F4mA Hordesty slit laem, ma era~ely ahaliowF 4 ra 5 , percent slopes
~ BoB ~nng eaoree sandy leam, 01o B percen~ slopes per~ent slopes ~ 5aC2 Schuma~h~r silr loamr ~ to 341 percent slopes, eroded
~ ~p8 B~ng ond Pbae6e 6ine smrdy 9aems, a 1q v p2fCCn! SIq~~5 Neaseltine silt ioam, d~Q ~a REffl211! S~bp~S 59~ 5chumacher silt ieem, 34 ro 55 percant sl~es I . gfg o4R~ Ond Phqp~~ C4WSC 90If~}I ~O~m3~ O TQ ~G ~ef~~fY► HQa HesseVtine siif laam~ m',dererelp ~aepr f} }Q ~ ~4~ 5chumecher grneel~y sHt 146m, 5 to 34 percenf sloPes
' ScC2 $chumacher ra~eell silt loom 5 to 3R errent sle e~ - S~apes ~er[enr s3apes 9 Y : P P~ - ~rC ~ang and PFwa4e coer~e eandy ~aems~ e"[] to 3~ percent Hr8 ~esseltin~ greyelly sii ~4pm~ 41 ]0 percer+r slopes ~r°ded ,
- , siapes t Hs~ He5seltine stcmy silT i m, R tq pereent slepes 5e~ 5rhumoeher graveliy sllt lnam, 30 ro 55 p~rcenr sfepei 8s8 $ang ond Pho~be loamx aands, ~ re 24 pereen~ slaprs HtB Hessrltln~ gfpny silt I~m, m ~ d~ 0 tv 8 pereent 5~D2 5chumocher gravelly silt Inom, 3Q ra 55 pereent slep~s,
~r , BfB Banner s31r 1eam, D ta B perGenr sio~os slopas erod~d - ~ BuB Ban~er grawelly s~~~ Inam, 4 ro ~0 percenr slrpe~ HvC Hasseitine rery~roeky,= Tplex, ~Q e 3[} percent slnpes 5e SemVahm~o muck .
: ~vB BQ~,ner IQ~m, b to ~~percent sIQ es Nv~ Hesseltine ve~ 'ratk ~ mple~, ta 55 ~ercant alapes , 5k 5emiohmoa mv~k, dr~ined P rY; Y i - ~6w8 6onn~r fine spnd Ivom 4 te ~fJ ertent el~ es HxC Hesseltine ex~tri~rn~ ~kY ercent , 5m ~mi¢hmpp myCIK, madermely shallawr drained ~ y Y ,
~ ~6x~ Briekel aron leam ^~4 td 55 ercent sla s al es_ ~ ~g ~ 5nA 5naw silt I~am, O ta 5 pertent slflpeas _ '~f Y r P Pe °A ~ ~'.~~~y ~ . , . . ':s~ `B~ 6ridgeson slk loam' ~ ' , . , ~ 5nC 5now silt loorq, 5 ra 30 percent sl~ea ` ' . ~ . • . , ~~f~~~9~ 1~~~ ~ ' ~ ,1 4 J
:,r~. 8x Bridgesan sl4t Inom, droEned' Kc ' onner sflry oy:~ ~ ~E 5peigla very stony sikf 1cam, ~ ta 70 pertent siop¢~ . , t l Kd ~ , KQnner si I~y o~ojr ~aa~; d~ned ' . . SpL 5pokane ]oom, 4 ta ~ uer~erkT slapes , ~ . ~ . . . ~ ~
~o Goldwe4l 5i11 Ipcrn ' ' j .°~,P;M9 • . . ~ ~-w 5pD 5p4k~ne laom, 30 ta 55 pertent slopes ` CeA Gedania silt loQm, Q to 5 percan~ slogeg Lo8 ~Qkesol sikt Ioom~;U tC psrcan slap~s 5rC Spakone ston loum 4 to ~U ercen~ s! s ~ '
Lq~ Lqkesoi si3t loam 24 ~55 pe " t sip es Y ~ P ~ Ce~ Cedonia sih imom, 5 ro 24 pettenr slapas , ~ , ni r - LQA Loke~an silt loarn,.~ td y percent slapes 5rE 5pokona steny lacm, 3U fQ 7Q percent siopes CeC3 Ceda a s11 ~aom, ~ ra 3~pertent slapas, ~ ~ h ~ $,sC Spokone campiek, ~ta 3U pertent sla~es
- severel e LaB Lok~ren silt 184m,.51a ~1 perr~ sfapeu y~~ded . , SsE Sp6lapn~ ~pmpVESS~ 3Q to 70 prrcent siapas
Chene ravell silt loam d to B~reent sle LfA Laketor+ fine s~dy lo~~ s; ~ m 5 ~,~rcenr slopes , 4 Y 9 't ~ $iC 5aakone very rn~ky complex, U to 34 pereenr slapas - ChB Cfnene sron siir laero 9 t,~ ~ ercent sla aa~ ~mC Lance silv kpam, Q ro petcenf'lopes x ~ ~ p p LmC3 L.ance all4 Iornn Q h7 ~rtent i es sevarel 5fE 5pokane very racky tomplex, 30 fo 7Q percent slopes
- CkC Cheney ~ery rotky cornplex, ~ to 3i1 per~enr slnpss + Y $~E 5pokana exsr~mel rock cample~. ~ ta ~0 er~ent ercded y Y ` p CmC Ch~ney extremeJy rQeky complerr O ro ~d percen~ slope9 slqpes
Crs6 Cheney an~ Uhiig sih Ipvms, 0 ~a S pert~nt ~Iq~es LnA2 ~L~F~CI~ SiI1 I~bm~ Q ta 5 7Cf[~M1! S.OP99~ fl~QdQd 5Wg 5prin dole r~vell sond loam 0 te 24) rcerp slo es Ln82 Lqrkin siit kaom, 5tq 'rpercenT'~lopes, eroded ~ 4 y Y ' p Ce~6 Cnenay-Uhlig enm~lek, 0~o- B~erc~n~ slQpes . $KB rir, dale rweli sond loam de R ~0~10 ~rc~nt
CaA C~~ ton fi~e sand {aam Q t LnD2 ~arkin siiT laom, 2Q ~o percen+ slo~es, eroded . ~P 9' 9 Y Y ~ ~r p ' Y 1~ , a 5 oereent slopes slape, c Lr Lotah silr loom ,:ry~,;,~: ~~8 CEayfan flne san~y Ivam ~ 1~ ~ peecenr slo es I I _ ~ P . 5y6 $pringda e cob4 y sondy loam, 4 sn 20 perter~ s~ap~s
~ CtA C14ytan loam, 0 ro 5 percem siep~g MoC ~Aa~le loom sond (f 3[7 erce{,r slo es 5a~ 5 rin doie r~ovall loam sond 3{~ ro 7U ereent sf es , ~113 Clayran loam, ~to 20~ercent alapes hhbC Marhle ieefi~ ~p4rse sc ~ g P P 9 9 Y Y , p ~P .
'C~6 Ci r~n sen laam Y O TP J PCM.9nY S~4pQ3 , ey dp , 4 ta ~ pertenr ~i ~ ~q ~e8 Tekao grovelfy s3it ioom, 5 ro 24) percerd slopes ~ ' h9cB erbVe eor~dy 1oam, 0 z ~ percen slapes • 7~C Tekoo ravell silt Icam 2(1 ro 30 ercersr slaoes Cw Cacolollo sflly clay iaam r~d vi silt i 9 Y , p
~ ~ ~ TeR l~eka❑ rpvell ~ilt lovm - ~y Cacolall4 ail~y clap laam, ~r~ined MmC Mcssow sEl~ ioom, 6 ro ~ 7 p~{en slQpes 9 Y , 30 to 55 percent skopes
I~hmD Mescow silt laem 30 ~ 55 e~ slapes 7kD Tekafl very rocky ~amplex, 75 To 55 pereanr slapes • noA dA8lpt6n SIOt IaQm, ~ ro 5 pert~n~ sEopeS ' ~ . . _ irla~ bAostow 9ilt loom~ shoi.'w~ Q Tp' Percenf slapes ~fhR Uhl; siir ioam Q ~a 5 ercent aio ~a 9 ~ri R p , y dfl6 earyron sllt laam, S io 2O pQrce~1 s~vpes ti~p Mn;caua silt loom~ aholl 30 ta S percenr slnpes Uh$ Uhii silr laam+ S TO ~v ercent slo e
. DaC 4earytan sili loam, 24 ro Al} percent slopes ~ g ~ p . De8 bepryrqn silt Iqom, thin solum ~r~riont, L! ro e~ MsC ~oscow very rocky ee iex, U t~ perrenr slopes lJm~ Uhlig s~lt loam, maderately shallQw, S ta ~ perce~t
percenr slapes MsE ~sww very rocky ca +ex, ~ F 10 percpnr slaPes sloQes
DrC bragoon silt 14am, 4 ro 36 percent siopes ryap Naff silt laom, 0 to 5 o irent sinpes VpC Voggar 5iI! IpPm~ Q ro 34 percent slapes . Ds~ Dreg~an srony sqlt loom, O 1~ 3f! pe+ceni slQpes ~ap~ Naff silt laam, 4 tn 5 p ~ent ~lo~es, eroded Yap Vassar sils ~oam, 30 to 5S per4enr sl~pes 4
asD . pf0~06f1 510~~ BiI1 IavmR 3G in 55 pertenr slapes Ne~ yflf{ gilt loem, S ta 3Q rcenr s{~es V~D Vassar rery rocky sii~ loam, 30 to 55 pertent slepes Du~ • Dro~oor~ very rotky earnplcx, 2[~ re 55 p~rcenf sl~~es h~oC2 Naff sih lavm; 5 tv 3p ~rcent a! ` s, erod¢d
~da~~ Naf{ s~kr ia4m 4 ta 3p creent sl es gpver~l We Y~ethey loamy sartd Ek6 ~lal~,a silt loarnE O ra ^~O percenl slnpea ~ Y 6 ~ er o de d ~ W h W~ t h e y i o a m y s a n d, d r a V n e d
EIC , Elaika ver y stmn y silt I~ m, fl r a 3 0 p e r~ e n ~ s l a p e s ~ep2 Naff siiT Vaam ~3~ ro 9$ rceni s• s eraded Wa wo i feson very fine~san dy laom ~Ia EI~FI~fl very stany siH IQpm, ~0 ~0 55 pereen~ slopes ' , '
Em Emdenr silt loam NcA Nerciase silt lonm, 0.'s percen slapcs ' • , NpA ~+1ex Peree ailr.}g~ Q 5 perc r s~opes - Fog Freeman slll loom, S ~a ~1 kerCenr siopes Np6 Ne= Per,te silt Ipom, 5~ ZO prrtpnt slapes
- ' Fo63 ~~rc~rnon ~Ilt laum 5 ro 2U ~er~enr slo es saveral N 93 Nea Perre silt loam 5 2() erehnr sia a severel `r., + G P ~ Y A ~ P Re , Y
~ eraded erod~d FaC3 I Freernnr, silt laam, 20 ~a 3d percan~ slapes, 5e~erely , • ~
; ~ erad~d , PaB ~a~ouse silr loam, ~~roiely s~+allow+ , a ro 2{) peree~r slqpes p ~ y Fm ~reah wAter ~norah r . ~ , $p~C map sansrruct~d 1455 6y Corfogroph'sc
. • Sail Conser~plian ~erUice, USDA, ~rom ]45t , ~ . • . l phetegraphs. CanrroElad masolc boscd on a 5 b}+ CofTOQfOphiC DIkiSiqn,
. ' pkone coo~dinore system, nP~h tpne~ Lamb~ !r USdeQr frqm 1450 oerial • masaic baacd on Washing#an
~ canfarmal eon~e pro~etsinn~ 1927 Norfh Ame darum. n4r'!h 24f12t LG17FbEEtt • •n. 1927 Norrh Americ4f)
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R Curb cut as weir.approximately 60' south of centerline of 12th on Bolivar's
west curb line at Station S+ 56.91.
. Q expected = 1.46 501. 91 ~ , 6447'6 CFS -
C2 -
~ 543
Equation from Spokane County Stormwater rlanual, pg. 4-1. Length of weir = 0 . ,
1.5
H c . .
Q = CFS f lowing ,
' A = Depth of water C = coefficient use 3.087
L _ 0.64476 = 3.116'
W (0.165)1.5 3.087
Use 3.5 foot curb cut.
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SCALE: 1" = 200' .
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Spok:are Cou;?ty ~ngi.neers , • . ~
N. 811 Jefierson 455-36OU
Spokane, WA :'9201 ::`:o.: Ci~ ' • • ~
TYPlCAL SEC71UV DAfA . 04-MaY-,9-' ~
Roadway half widlh ENTER-> 03:31 Pt-A ,
Road Name ~ ENTER-> . .
Left or Right ~ ENTER--> ~ Curb Type ~ • . ~ '
Station lnteroai ENTER-> • , , ~ ~ . }1t, ~ 1•~ ! J ; !S • %"A t7 i I/ 5 .
teG M1NlMUM ~ MAXIMUM
Curb EL. ~ Curb EL. Ec~ge Pave, .
' C E N T E R % S L O P E E D G E D IST. % SLOPE EDGE DIST F~'Ohr1 (-4.5% (-2% -E ;i->" ( q 77t~(~4 to Gutter
LINE: CENTER- PAVEMENT CIL TO Cll TO PAVEMEN EDGE r VMT'from E!P + FROM E1P + SELECT- Design 1op Curb
. 'STATION ELEVATION LINE ELEVATION F1P EDGE PAVE % SLOPE TO CURB CURD NGTL CURB HG iL EO ELE~~ % GRADE Grad~
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SUB AL CIIECKI~IST
PROJECT #~~D $ REVIEW # 3 REVIEWER: Parr-k DATE: J 0- 3 d- 94
J
PROJECT: s l"n ~rS a"'d k~.
PROJECT SPONSOR: TEL #
PROJECT ENGINEER: ~E L- TA J~ Q~ TEL #
(Road & Drainage Plans)
PROJECT SURVEYOR: TEL #
(Plac)
ADNII1vISTRATIVE REQUIREMENTS
Y. M0 wn El 1. The $100.00 fee and Agreement to Pay Fees for plat review have been accepted by Spokane County for this
submittal.
Yes 0 N. E3 run ll 2. The Review Fee Account is current (no invoices over 30 days outstanding).
Y. 0 N. Cl N/A 0 3. I have noted the plans in, plans out dates on the pink sheet in the file.
Yes F-] No a N1A 1:1 4. If this is a mobile home park project, plans were routed through Planning?
Yes 0 xo 0 N/n O 5. The file contains a Spokane County Engineers Section map, Assessors's map and aerial photo.
Yes 11 No E3N/A E3 6. Field review made. If yes, complete attached form "Field Review 'Report" .
PLAN REVIEW REQUIREMENTS
~
Yes N/A ❑ l. 2 copies of the plans and a bound drainage report were submitted.
Y« N/A E] 2. The plans are on 24" x 36" sheets.
Yes m 0
ma EI 3. The plans and calculations are stamped. Plans must be marked "Preliminary" or "Not for Construction" if
they are not the final approved plans. Final plans must be signed and dated by ttie responsible Waslungton
State Professional Eagineer.
Yes No ❑ N/A E] 4. The developer has signed and approved the Final Submittal of the road and drainage plans.
Yes No ❑ N/A E] 5. The Stand.ard Plan Notes have been included on the plans. Yes ~ ~NJ:] N/A 0 6. The project is located in the Aquifer Sensitive Area.
Y~ N/A 0 7. List any design deviation requests and their status:
Yes ei'M 0 N/A O 8. Locate the Findings and Order for the project and list any unusual conditions: . Yes F-] N. C] rv/n 0 9. Street names are consistent with Plat.
FLOOD ZONES
Ya • N/A EE] 1. Does the entire plat lie outside of designated 100-year Flood Plain Area? .
Y N/A E1 2. Does the entire plat lie outside of Zone "B" of the designated Flood Plain Area?
Yu ~ r+/A E:1 3. Is the max. street ponding ia any part of a Zone "B" less than 1'?
v~~ No F-] wn El 4. Does the plat contain appropriate lan a e limidn the lowermost o enin in a structure located in a Zone
"B" to not less than 1' above the lowestgoad elevation? P g
v~zE] N/A E] 5. Is the entire ProJ'ect located outside of an identified Flood Plain Area?
v~ r„o E:] N/AO 6. Is the entire project located outside of an identified Stormwater Management Problem Area?
c1distv4.0/Jan95 1
~
ROAD PLANS
1. List any roads that must be designed and coiistructed on the project.
ROAD NAME ROAD NAME ROAD NAME ' ROAD NAME ROAD NAME ROAD NAMF_
ROAD CLASS 12~/~~.vu~Q (
T1tAFFIC WDEX (1)
TERRAIN ~I2T
PAVED WIDTH 3 (o
R/W WIDTH
FOS'TED SPEED
DFSIGN SPEED ~i
MINIMUM GRADE s'
MAXIMUM GRADE 1 2.
STOPPING SIGHT DISTANCE
MINIMUM HORZ CURVE
TYPE OF CURB REQUIRED 6 '
MIN ASPHALT SECTION
MIN GRAVEL SECTION ~
(l)'rRnFFIC rtvDEx: lVlajor Arterial 7; Secondary Arterial 6; Collector Arterial 5; Loca1 Access/Residential 5; Private 4.
vu C3 N. N/A [3 2. Planning conditions require submission of a landscape plan. (NOTE: Usually associated with PUD's).
ves 0 No n/AO"*~3. I have checked the laudscape plan against tlhe road and storm drainage design and tliere are the followiug
conflicts:
Yes 0 r,o E] N/AP" 4. The following road plans Uave a bearing ou the design of roads for this project and a copy is iu the file:
Y-2 r-El N/A El 5. Vertical curves meet stoPPing sight distance re9uirements.
Yes ~no •n,IA O 6. An "R" Value Test is required for this project. -
v,Na 0 N/A 1:1 For each soil group an "R" Value Test has been submitted for each soil group for this project.
ves 0 rra 0 ruA: O7. Is the bench mark shown on the plans?
ves
No EIn/ 1:1 7a. The avement section is ade9uate for the "R" Value Test and reQuired traffic index.
P
ves o N/AP 8. Are stationing equations shown?
ves rro EIN/A 0 9. Is stationing conect (south to nordi, west to east, reading left to right on the Plan)?
vu EJ'No u ra,n 0 10. Are existing utilities shown on the plans (or an information copy of the utility plans submitted)?
veSL; N~,v/n 0 11. Are proposed utilities shown on the plans (or an information copy of tlie utility plans submitted)?
YeZ3',vo ~N,n EI 12. The project ptan nanie matches the Plat uame.
cklistv4.0/Jan95 2
c
v« 0 N. 0 N/A 0 13. STREET WIDENIIVG/INTERSECTION WITH EXISTING COUNTY ROAD
ves ~ rro 0 N/A O 13a. Are curb design sheets Provided for widening of existing streets?
v« ~ Ho N/A 0 @;Does the curb design confornl to Spokane County Standards of sectiou cross slope (Between 2% and 4. 5%)?
v No ~ /n ~ 13c. Is there a street cross section shown for widening existing streets?
vu No 0 Ni/n ~ 13d. Does tlie proposed new width match the width required in the Findings and Order?
Y~ 0 ~'ZtAEI L' 13e. he cr -
oss sechon shows: Existing R/W, Proposed R/W, and any required Future Setaside.
Y /A ~ 13f. 100' (mia.) pavement taper into project is shown.
v~n,o ~ n ~ (1) There is adequate R/W for the taper to extend from the new paving width to existing Pavement.
v No ❑ N/A E] (2) There is inadequate R/W for the taper to extend from the new paving width to existing pavement; taper
exteads from existing paving to R/W.
~Nlo N/A E3 13g. Length of pavement taper out of project meets: WS2= 60 for design speeds S 40 mph, WS for design speeds
> 45 mph, or feet has been approved by Spokane County Traffic Engineer.
ves ❑ N. O N/A 0 13 . Transition from ead of curb to existing paving is shown (curb should nose down in 12").
Y« C] No E] N/A 0 09A 4"-wide, white painted fogline at 12" from the edge of paving is indicated (tapers or tangents).
'J
Ya 0 N. 0 N/A 13j.' Are the curb grades, for any required curbs, above the county minimum of 0.8
Ya o wn ~ 13k. The curb type meet Spokane County Standards.
14. NEW STREETS
v~ 14a. Does t
he proposed alignment meet Spokane County Standards?
Y« >E:
ves o N/A.(1) Centerline slopes are within Spokane County Standards.
YesQ<[J NjA 0 (2) Vertical curve lengths are adequate for intersections and stopping sigbt distance.
YcX~ N!A 0 (3) Horizontal curve radius meet Spokaae County standards. .
Y« ~ N/n 0 14b. The plans show tlie typical cross section for streets.
Y No N/A El 14c. Does the proposed street width match the Findings and Order?
,rdO r~ 0 N/n ~ 14d. The typical road cross-section shows: Existing R/W, Proposed R/W, and any applicable Future Setaside.
~
,
rro D,v/A 0 14e. e typical road section on the plans shows the cross slope and it is within the 2% to 4.5 % scandard.
Y o NIA E] (1) The Cross Slope is conect when checked on the profile drawings. .o.
v00<1J'N"'/n E] 14f. Curb type: Is shown and is the propose type for the road classification. -
vp 0 No E] wA 0 (1) Meets Spokaae County Road Standards for curbs within the public right-of-way.
Yes C] No E] N/A E] (2) Consistent with the curb type iu the general area.
Yes E3 No 0 r,In 0 14g. Are the curb grades above the county minimum of 0.8
v03E] No 0 N/n E] 15. Locations where water is inteuded to flow through an inlet or curb cut are at the low point in vertical curve.
cklistv4.0/Jan95 3
v« ~ No 0~O i6-STi~ E PLAN
Yes ONo ❑ N/A O 16a. Stop signs are shown for all streets which intersect an arterial (Check widi County Traffic Engineer if there
is a question). .
ve.Orro ❑ N/A 0 16b. Street name signs aze shown at all intersecting streets.
YesO No O N/A El 16c. Is there a need for bamers at the end of dead end streets?
Yes 0 rro 0 run 0 16d. Is there a need for other special signing? (Check with the County Traffic Eagineer).
Yes ONo a N/A 0 17. Has the Fire District approved all proposed private road turnarouuds that are substandard according to our
Spokane County Road Standards?
Ya 0 No 0 NI 18. CLJRB RETLTRNS
vn Ho a N/A ll 18a. Are BCR, MCR, and ECR stations/elevations on curb returns shown in the plan view?
v« 0 No 0 N/A O 18b. Are the curb return elevations conect?
Ya ❑ fYo ❑ N/A 0 18c. Is there positive drainage from the road intersection to the MCR?
Ya 0 No 0 N/A O 18d. Curb return radius meets the Spokane County Standard minimum. (to back of curb for rolled/wedge curbs,
to face for vertical curb face types)?
ves Orro O N/a 0 18e. BCR, MCR, and ECR elevations are set to allow draiaage from the centerline to the curbline?
Yes 0 roOH/A 11 18f. BCR, MCR, and ECR elevations at intersections without stop sign control are set so that the superelevatiou
between the intersection and the curbline does not exceed: (ref. AASHTO) 10 %(flat terrain); 8%(rolling
terrain); 6 % (mountainous terraiv).
Ya 0 No 0 "0 19. CUI.-DE-SACS
Y No 0 ruIVO 19a. The cul-de-sac grades (top of curb) meet county cul-de-sac standards (1 % min.)
v~N. C] N/A C] 19b. T'he cul-de-sac curb is shown in Profile.
vOXivo u N/A 0 19c. The cul-de-sac radius meet Spokane County Standards. nr/A O 19d. The center of cul-de-sac Station is shown.
veso N. ❑ N/A O 20. INTERSECTIONS
i~~ N/A 0 20a. Intersections meet AASHTO sight distance requirements.
v~ ~ r~ ~ A"D
20b. Intersection separation is greater than or equal to 150' on local access streets and 300' of arterials. ..a
Y No ❑ N/A O 20c. Do ttie intersections meet the landing requirements? Ya oNo D~A O Ob. Wheelchair ramps are provided at intersections with sidewalks.
ves r~ ~ run O 20c. The intersection horizontal sight distance analysis shows that sight triangle encroachment on private property
is 2' or less for controlled intersections.
vesL" nroUN,nO 21. I 1er ~
s tl e a need for slope easements.
ckiistv4.0/1an95 4
f
Y~ ~ ~o EINIA E] DRAllVAGE PLANS
Ves EINO 1. Has a plat map been submitted which shows lot diiuensioiis, street widths, etc.?
Yes •o N/A ~ 2. BASIN MAP -
v ,n ~ 2a. North arrow and scale is showti.
v~ no /A ~ 2b. Subbains are labeled and correlated widi calculatiotis.
Ye No N/A 2c. Was a map with contours spot elevations submitted to properly determine drainage basins?
•o ~n ~ 2d. Where the routes used to detercniue tune of concentration shown?
no w~► ~ 2e. Were all existing drainage courses showu?
v ~o ~ N~~ ~ 2f. Were all the proposed draiuage courses shown?
ve <1a wED 3. Were Hydrologic calculations submitted for each basin? (Rational Formula if area 10 acres, SCS TR-55
if area > 10 acres).
Yes No ~-N~n O 3a. Basin includes offsite and onsite areas together (use 50 year analysis).
v&' Ho ~ ~A ~ 3b. Basin is all onsite (use 10 year storm).
ves-Nb~o u H~n O 3c. Runoff off rate for basin is compared to imperious road area runoff rate. The larger rate controls design.
CONVEYANCE/DISPOSAL
Y j:ZN/AE1 ~ ~ 4. Pipes/ Culverts - If, yes, complete checklist section for culverts and pipe-systems.
v§N'o 5. Ditches are identifed in plans and details provided.
Y~n 6. Are there any conflicts between the proposed drainagefields and any ditches on the drainage nla,i?
v ❑ N!A 1: 1 7. Gutter flow depth is less than gutter height.
,
Ycs 0 N'o EIN!A 08. Backwater - Analysis for any pipe and/or ditches was submitted.
Yes 0 .o 0 Ao , eadwater - Calculatious for culverts were subnutted for review.
•o ~ K/n ~ 10. Curb drop/curb inlets are used in the conveyance. Plau aud calculation for flow capacity have been subautted.
ves no ~ 11. Riprap is required for erosion protectiou and calculations have been subnutted for review.
vm No El
_n,/A C3 12. Soils type is " pre-app roved" (Garrison, etc.,) for drywells without percolation tests.
Yes"NO6 N/A Cl 13. Does tlie drainage report identify the SCS soil groups for the project area and for the proposed roads to be
built in the project area?
WrT= ~No H/n 0 14. The drainage design maintaiiis sheet flow patterns in natural watercourses.
v 9'o N/A E3 15. The drainage design maiutains existiug sheet flow pattenis without concentrating flows.
na w 0 NI,~~ 16. Ttie drainage caicept is compatible with planuiug cominission requirements.
Y s no NA 0 17. The clifference betweeu present and future flows is retaiiied on tlie site.
E] 18. A detention basin concept is proposed for stormwater disposal. If, yes, use separate checklist for.
CULVERTS AND PIPE SYSTEMS
.,R-
vu WN.- ~ N,n ~ 1. The road culverts are at tlhe low points of stream flow. Ya0 N/A E3 2. The headwater was calculated for culvert entrances and is under 2 diameters for culverts uuder 18" iu
dianieter and 1.5 diameters for culverts greater dian 18".
'V:ffrro rr/n O 3. There is a minimum of 12" of cover for all culverts and storm sewer pipes.
YCP'N~-~ Ni ov 4. 'I'he designer has demonstrated that die proposed pipe is suitable for cover less than 2.5' (PVC), 1.5' (CMP),
1'(RCP) (HDPE/ADS) or the engineer has provided trench details for upgraded pipe bedding for these areas.
Yes" No 0 N/A E1 5. Tlie minimum velocity witluv die pipe system is 4 feet per second at design flow in a backwater condition.
(Note: The County Eugiueer may pemiit lower velocities).
v~s ~ ro ~ . Tlie backwater calculatioiis show a nuuimum freeboard of 0.75 feet for eacli catch basin or maiiliole.
v~s n-"o'-' N/n . The avnimum culvert aud pipe slope is 0.5% and all pipes meet or exceed tlhis standarcl. •~'es0 No IJ N/A 8. -All angle points iii the stornl sewer system have suitable access such as a manhole for cleaning.
~-es 0 np 0 N/9. At locatiotis where two differeut pipe sizes enter tlie sanle maiiliole die 0.8 diameter points of each pipe are
at the same elevatioii. (Note: Exception allowed for drop manholes).
vC3 1:1 No rr,A CQ] 10. Is there any dowcBizing of pipes in a systems of pipes that are 18" iu diameter and smaller.
Yea El n~ Wn EI 11. There is a dowiisizing of pipes in the amouut of 3° for a minimwn of 100 feet in a pipe system tliat contaiiis
pipes dhat over 18 in diaineter. •
cklislv4.0/]an95 5
,
.
vp 0 No E3 wA 0 12. All pipes in the pipe system are 12" and larger as per Spokane County Standards; (10" pipe tUat is allowed
for connection of inlets to catcl~ basins or drywells, if the length does not exceed 44 LF and the velocity is
at least 4 fps).
Ya ~ E3N/n ~ 13. All storm sewer pipes are located a minimum of 5 feet from a rear or side property liue and have adequate
easements for maintenance. Ya`~ Ho ~ N/A E3 14. Inlets on the same slo e are located so that the maximum width of s read for the utter flow does n t exce
6' (from curb face fopType "A" or "B", from back of curb for Type "R"). g o ed
Y~ ~vo u rvrn 0 15. The plans and profiles show all culvert pipe types, stations, offsets, lengths, aod inverts.
Y~ 1~' No N/A O 16. Pipe materials meet county standards for systems that lie within county ROW. (Note: The type of pipe in
pnvate systems may be as specified by the design engineer).
Yw rvo E] rv/n 0 17. The culverts shown are properly stadoned from centerline stationing.
. Yes`~ wA O 18. Does the drainage system configuration avoid conflicts with underground utiliaes?
v« E3 No C] N/A El--1V. Is there a need for energy dissipation on any of the culvert outlets showu on the plans?
vp 0 No 0 rr/Ag 20. Is there a need for rip rap around the culvert outlet at any of the culverts as proposed on the drainage plans.
vp ❑ N. 0 N/AB ll The rip.rap that is shown for the dra.inage plans is adequate for the culverts where erosion is a concern and
the enguieer has submitted acceptable rip rap design calculations.
Y« E] No ❑ N/A-F=r22. Pipe anchors are shown for pipe grades greater than 15
ves [:3 No run g---23. There are no instances where water is trapped against a fill with no culvert shown.
v« O No El N/A 2-4. Profiles and cross sections are shown on the plans for all proposed chamaels and ditches.
Y« [3 No ~ N~AO"25. Ditches with eroding velocities have a proper lining for erosion protection.
Yes 0 No Ll NiAZLT6. Water will properly flow from an existing or proposed ditch on to the pavement as proposed on the drainage
plans.
Yea Ll No Where the ditch profile passes from cut to fill the flow has been properly disposed of.
.
r'~T
Yu E3 No ❑ N!A E] 1. The inlets shown are within the stream flow.
vb 0 No ❑ N/A O 2. Inlets are shown on the low side of a road or at the low point of a vertical curve
Ya 0 No E] N/A 0 3. Curb type metal inlets, if proposed, are shown at sags and are properly sized.
Y-s ❑ m ❑ run ❑ 3a. Perimeter calculation does not include the side of the grate against the curb face (all grate types).
Yp 0 No ❑ N/A 0 3b. Perimeter is divided by 2 for calculations where no curb opening (Type 1 see standard DRWG B-10) is
provided. .
Yes Orro 0 wn O 3c. Area = clear area = 2 for Type 1 grates)
,re, 0 M 0 wA El 4. 'I'here are no long vertical curves that produce flat counter grades which could pose a problem with pouding
water in traffic lanes.
ves 0 No 0 rv/n E3 5. The centerline road stations, offsets, and iavert elevations for all inlets are shown in the plan profile views.
v~ ~M El N/A El 6. Grate type is shown on the plan and is acceptable. (Spokane County Standard inlets or WSDOT standard inlets
in county ROW, on private ro erty other iulet type may be specified) Type 1: D-2; Type 2: D-4 in old 1981
stand.ards or type 1, sheet ~ l~;type 2, sheet B-I1 for 1995 standards.
Ya E] r►o 0 r,/n E3 7. A detail drawing of the grate/curb installation is shown on the plans and includes a minimum 1" depress on
and transitions as per county standards for grates that are located within county ROW, or referenced to SCRS
std. detail D-8 in 1981 staadards or sheet 13-18 in 1995 standards.
Yes 0 No E] wn 0 8. A curb cut detail is shown on the plans with the new county back drop with transidons and a 1" depression
for curb cuts inside county ROW, or referenced to SCRS std. detail B-8 of the 1995 standard drawings
Yes 0 No ❑ N/A E3 9. The plans shows acceptable curb cut details and grate details for installations which lie within private road
easernents. For plans that are subject to Spokane County Review.
vu [3 No 0 N/n ~ 10. If inlets are in a gravel road or a dirt ditch a 6' x 6' A.C. apron is shown around tlie inlet.
ve, 0 M ❑ N/A E3 11. Catch basin or special manhole details are shown or a standard drawing is referenced.
vu E] No 0 run E3 12. Critical low points in the drainage system have been provided with overflow easements. Where it is possible.
208 SWALE SYSTEMS
,r~'"r
No ~ in ~ 1. Is die swale located outside a future set aside area? See Fiudings and Order for where setasides are re9uired.
v~o ~ N/n El 2. The swale bottom and sides have sod or grass turf specified.
ff~~A ~ 3. Swale side slopes do not exceed a 3:1 side slope. (A 2:1 side slope is allowed if swale depth is less than 12"
deep. Should only be allowed where constrained by obstacles) cklistv4.01Jan95 6
,
~no ❑ N/A O 4. If deptli of water from bottom to drywell rim is between 6 and 8 inclies, soil mixture lias beeii specified wliich
nieets Spol:ane County Guidelines.
veoF ~o N/A ~ 5. Drywell is: Located witliin 8 feet of the curb line, or a mainteiice access route ancl easement are providecl.
v ~IrN/AO 6. Drywell statioiung is staggered fropi die iulet by at least 4'.
v~; no ~ rA ~ 7. Multiple drywells are located more tiian 30' (center-center) apart.
V~ no u r,~n ~ 8. - oil type is appropriate for drywells (perc rate _ 72"/hr), If not:
Ya Q Ho ~ ►v/ 8a. Overflow from a swale at a low point will be directed away from building pads by an identified easement over
imnroved ground or an existing iiatural draiiiage cliannel covered by an easement
v Ho N/A 0 9. Drywell location does not conflict witli underground utilities.
v Ho EJ,n ~ 10. rywell type is specified.
ve~No ~ N I 1. Drywell grate type is specified (Type 3-std. detail D-7 For 1981 standards or type 4, sheet B-15 of 1995
staudards. )
v
WE' r~ N/A ~ 12. Drywell grate elevation is: A minimum of 0.4" below the normal flow line at tlie curb inlet and is betweeu
6" and 8 above the swale floor elevation.
ves ~ N o El N/n E] 13. Does the note: "WraP die drYwell with a filter fabric (Amoco 4545 0r e9uivalent)" aPPear on the P1ans?
5 14. Swale floor elevation is:
v t N/a C3 14a. Specified.
Ha ~ ~ 14b. Between 6" and 8" below the drywell grate elevation.
Yes No /n 0 14c. At least 6" below the normal gutter flowliae at the curb inlet for swale without a drywell.
v r,o ❑ N/A C] 14d. At least 10" below the nornial gutter flowline at the curb inlet for swale with a drywell.
15. Swale floor.
Y No nO 15a. Dimeusions are sliown.
N•e rvo N/n O 15b. Miiunium area is sliowii.
Yes 8 N0
N/A 0 15c. The area matches or is larger than tlie required area from the 208 calculation for impervious areas.
16. Easements for the 208:
Yes0 no E3N/A E] 16a. Are shown on the drainage plans.
ves rro E3N/n E) 16b. Are shown on the subdivision plat and match the drainage plans.
ves [D rro 0 wn 0 16c. Are of adequate size to contain at least 6" freeboard above the max. water surface elevation for the design
storm. ves 13 No E:]N/A E] 16d. Are tied to the lot coruers.
Yes [:3 No E] N/A E3 17. The sicle of the swale that is the furthest distance from the street should have a top of swale elevation that
is liigher tliall the tiigliest water level of the swale.
Ye: E] No ❑ N/A 0 18. The invert at die curb ii-det is at or above the max. water surface elevacion for the design storui or the uiax.
water surface will not pond water more than 12" iu residential streets or 6" in arterials.
N•es 0 N. E] N/a El 21. 208 SWALES
Yes 0 No E] rvIn E3 21a. 208 swale floor area, volunie requiremeuts sized properly to treat impervious surface areas.
1•es L] Ho 0 Nln O 21b. 208 swale volunie provided in accordauce widi "Guidelines for Stormwater Mauagement".
EASEMENTS
1•W oN.o N,A 0 1. Adequate drainage easements are showu for maintevance of drainage ditches or pipe systems.
ves ID N. 11 wn E1 2. Tliere are easements proposed or existing for natural channels which cross dle property, and dley are adequate
to pass die 50 year stonn plus a 30 % added deptli of flow for a safecy factor.
1•ea 0 Ho E] K/n O 3. A public draiiiage easement was provided where public street drainage was diverted onto private pronerty.
vez 0 No 0 nvn E] 4. The perpetual maiutenatlce of private systenis has properly beeu provided for.
Ves 0 No 0 N/n O 5. The mainteiiance of drainage systems within Spokane County ROW has been properly provided for.
ves 0 Ho F-] rrIn E3 6. A)propriate drainage language lias been provided by tlhe reviewing enQiueer to the surveyor and/or engiueer
wio is involved with the platting work.
vCs 0 No E] N/A Cl 7. Pre-existing draitiage easements ou this parcel are not affected by this plat
ves 0 No E] N/A 0 8. Overflow easements are provided from swales/ponds located in Iow points where it is possible.
cklistv4.0/Jan95 7
1
Yp E3na E3N/A E3 ~~R~~T7N~GRA~PE'~~ALLERIE~~'K-LISx,
Yes M. ❑ N/A 1. .3 vaid ratio for gravel free space volume is used
Yes 0 No 1:1 Wn D 2. Perc rate from field test is used to develop outflow rate
vesEl nb 0 N/A E1 3. 10-yr event volume is contaiued entirely undergrounci
vu 0 N. 0 N~AE1 4. 100-yr event volwne is contained by a combination of underground storage and above ground storage up to
8" depth
Yes Ej Ho ❑ N/A O 5. 100-yr, event volume is contained by a combination of underground storage and above ground storage
exceeduig 8" depth
Yes 0 N. 0 run EJ Sa. Soil mixture is specified for water depth in pond exceeding 8"
vesEj rro Cj wA E] 6. Entire gallery is wrapped in filter fabric
YC3 o No o N,A ❑ _ ~r~-~
Ya 0 Ho C3 H,n E3' 1. Releases to a downstream chaunel or pipe system that is capable of holding the proposed flows and does not
cause dowtlstream flooding.
v« 0 N. 0 MA D 2. Contains 50-yr developed. Yes ONo 0 N/A E1 3. Releases at 50-yr pre-developed.
Yes 0 rvo 0 N/A El 4. Secondary overflow to pipe in control stn.icture for 100-yr developed.
Yes 0 W 0 wA 0 5. Emergency overflow weir for 100-yr developed.
Yes 0 N. E] N/n El 6. Sump prior to outlet to control structure. .
Yes rvo O N/A El 7. 1' min. freeboard.
Yes 0 ►vo ❑ N/A El 8. Grassed sides/floor for nublicly-maintaiiied ponds or dryland grasses specified.
Yes 0 rvb E] rv,n Ej 9. Sprinkler system for publicly-maintained ponds or dryland grasses specified.
Yes 0 ro C3 N/A 0 10. BeRn compaction and lift requirements specified.
Yes 0 r,o El N/n E] 11. Is a 12' maintenance drive to the bot="f 0ns-ne~ ed? If so maximum grade is 6:1.
~
208 LOT PLANS CHECKLIST
Yes 0 N. E3 Nin 0 1. Lot plans are required; subrnitted on ~ Yes O N. ❑ N/A ❑ 2, The 208 lot plans sliow:
Yes 0 N. ❑ N/A EJ 2a. 1"he lot number, block number, subdivision name, date drawn, scale, and north arrow.
Yes 0 Ho 0 r,/n El 2b. Dimeusions to lot coniers
Yes 0 No E] n/A El 2c. Drainage easemeuts
ves Cj Ho E3N/n C3 2d. Setback requirements
Yes 0 No 0 N/A El 2e. Swale floor elevation
Yes E] rqo E] N,n 0 2f. Swale floor d'uneiisioiis ~
v« 0►vo D,v,n ED 2g. Rim elevation if drywells are present
vm E3 rro ❑ N/A IJ 2h. Curb cut station, offset, iuvert and lengdi
vu E] rqo 0 H/n E3 2i. Any drainage ditches
Yes ❑ no 0 r,rn ❑ 2j, Shows depdi from tlie top of the curb
vesE3r,o a N/A Cl 2k. An attached cross section of die swale or ditcli
vp 0No ❑ N1A E3 3. Lot plans have beeii staniped by a professiotial engineer on all pages
Yes 0 Ho E] H,n E3 4. Lot plans are of sufficieut scale to maximize the lot size to the 8 1/2" x 11 " paner size. (Drawings may be
ou plain wliite paper)
Yes 0 No 0 N/A El 5. 208 lot plans were approved on
cklistv4.0/Jan95 8
.
EROSION & SEDIIViENTATION CONTROL REQUIREMENTS
Yes 0 N. 0 N/n ~ 1. Identify the clearing and disturbed areas in the plan. This includes cuts and fills along slopes. Minimize the
amount of cleared area. Yes El No E3N/n E3 2. Provide erosion control facilities wluch slow water velocities - through the use of check dams, debris basins,
etc.
v~~ 0 No 0 H/A E1 3. Filter runoff from exposed areas prior to discharging into drainage ponds and particularly prior to directing
runoff into drywells. Filtering measures included installing temporary silt traps, silt ponds, gravel cone
filters, etc. In silt traps and ponds, size sedimeat storage volumes by determining the amount of silt material
generated over a 6 month period, using the Flaxman Method. The silt traps and ponds are to provide a setting
zone, and are to be sized in accordance with the method outlined in Section II-5.8.6 and II-5.8.7 of the
WDOE Stormwater Management Manual.
Yes 0 No ❑ N/A 0 4. Stabilize exposed areas as soon as practical after grading work is complete, or when grading work will
temporarily cease for more than . In wet winter months, temporary stabilization
measures will be required throughout t6e duration of construction. Specify stabilization procedures,
revegetation requirements, mulching, etc. Specify the maximum time that cleared areas are to be exposed
without protection or stabilization and time of year.
Yes 0 wo 0 r,/A O 5. Stabilize draiuage channels. Provide for temporary and petmanent erosion Protection measures.
v-3 ❑ M 0 N/A E3 6. Provide for perimeter barriers around exposecl areas through the use of silt fences, straw bales, temporary
interceptor ditches, etc. Route runoff from unexposed areas around exposed areas wherever practical.
Yes 0 rro 0 ,v/A O 7. List routine maintenance procedures to be implemented by the Contractor throughout the duration of
construction. Silt traps, silt ponds, check dams, channel restoration, etc. All will require fairly constant
maintenance, especially during and immediately following a rain storm event.
Ya ,vo ❑ N/A E3 8. Reduce the amount of mud, dirt and rocks transported onto public roadways by motor vehicles or runoff by
constructing a stabilization pad of rock spalls at entrances to construction site.
Yes 1:3 No ❑ N/A E3 9. Provide special provisions for construction under wet season conditions. Define tlie season.
Yes 0 N. a N/A E3 10. Provide final restoratiou procedures. ~
Yes 0 roE3N/n 0 11. Include in the plans the standard ESC notes prepared by Spokane County.
cklistv4.0/1an95 9
~
FIELD REVIEW REpORT
,res ❑ No 0 N/A E3 1. Field investigation trip made on ,
. va 0 N. 0 N,A O 2. Report completed and put into file pn vesOrvo a N/A 0 3. Are there any existing utilities on the project site? (Overhead power, fire hydrants, etc.) If yes, describe.
v« 0 rc.E3n/n 0 4. Are the drainage basins on the ground the same as those that are presented in the drainage report?
Yes 0 r, 11 H/A E1 5. Are there any drainage channels directed toward property?
vesE3No 0 NiA E] 6. Are there any drainage channels directing water through the property?
v« 0 rro E3N/A 0 7. Do County roads cut off dra.inage as per drainage calculations?
Y« E3 rm El N/A E1 8. If there are culverts under county roads, does the flow go away from or toward the project?
Yes E3 No E] N/A 0 9. What kind of ground cover exists?
ves 0 rro 0 N/A E3 10. Describe any existing channel conditions:
Ya E3No El N/A ~ 11. Describe cha,nnel cross section:
vu 0 No 0 N/A O 12. Existing Curb Type: ,
. ..o.
cklistv4.0/Jan95 10
~ ~ . ' ~ . . , ~ , . . . . • , . ' ,
Spokane Coimty Engineers . ~ ~ ~ . 'r'`;~ ,.Sc, ~,i/> ' ' ~ . c, . .
.,..,a
N. 811 Jefferson 456-3600
t
Spokane,'JVA :"9201 ~ w ~ .
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TYPICAL SEC31CiN DA1'A . 04-MaY-li•?
RoadWay half widlh ENTER-7 03:31 PtA .
RoadName ~ ENTER-> • . ~
Left or Right ~ ENTER->
Curb Type
Station Interval ENTER-> ~
J11ru,1"~!. A 0oU5 .
F- MiP11i1RUM MAXIMUM
~ , ~ ~ x~ ~•i ~ ~ Curb EL. ~ Curb EL.. r-f;1,660 Ec+ge Pa,ve. ~
CEM T E R o S L 4 P~ E D G E D I S T. ° o S LO P E E D G E D I S T F R O lv 1 . 5% 2% -1iL~ ~ E~~ to Gu!ter
~ LINa CENTER- PAVEMENT CIL f0 C!L 70 PAVEMEN EDGE r^VMT'from E/P + FR(jM EIP + SELECT Design Top Curb'
'STA710N ELEVAT'ION l.INE ELEVATION E1P EQGE PAVE % SLOPE TO CUR6 CURB HGT) CUR3 HG i) EQ ELEV % GRADE Grade
~ i_~'~t I!;~ 1 .A.SG I I. I¢ I~ I ~ I 1
r'f t~i ~.~4~i°1''~ ~ 1,`.~°,r• I ~,~L} ~,I.~ ~ ~~~rtl ~ I .~/4 1 1 N!~ ( f ~ ~
„~.t.,~ ~ ~ r(') ~ ~ ~„a 4~ I ~~~i iG~~~ ~ ~i ~ I I~.t)(< CS I ~ry C~f~ I t t`~~ !ol ~ ~
~ J .a I _5 I?,,
~ut►I .r'R.G,z1~1. ~.>7,49 .1 cl-.,Vr.l 3,(Po I I~~~~I 5~~,~~71 ai•~t I.~~-,~'~I -~~~~vl
sg;o ~ ~j►- ~~66 I I 8, 8G i 57,! 5 I, ~n! ~ 5"I.~ vv" _
~ 7,o'~.
~ ~-61 ~r, 11~31 .5~,<<i ! ~~`i~~~~~
~a.04 (7, I -57,5'&! 'i'15A :yl
Li-7 117 1i I .~71 %:)`"'~..iJs I
r7 -4,'1.~~/.[! Sy/r1 ;z~~7 I .
rt? ~i5 =-1 A ~ f I SP .10 I e„ -c n I , lcc 5 t?,f^
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• • t~ ~ t I / ~L • 9 I ► 3~ L~, ~ ~ . ✓ V ~ „ L'/I„J I '
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b36 ~ . 'z~ ~ ~ r.i~►c~ ~.~~~~'r .
fi.9 x ti .S~I , P~q 'o- 31 f
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t
S P O K A N E A~ C O U N T Y
DIVISIOIV OF ENGINEERING AND ROADS • A DIVISION OF THE PUBLIC WORKS DEPARTMEVT
WiIliam A. Johns, P.E., County Engineer Dennis M. Scott, P.E., Director
Vlarch 27, 1997
Vlel Taggart, P.E.
Taggart Engineering and Surveying
Wes Crosby
CHID, Inc.
P.O. Box 13717
Spokane, WA 99213
SUBJECT: P1708 - Sutter's 2nd Addition
4th Review
Gentlemen: A review of t.he road and drainaLye plans tor this project has been accomplished. Areas ot concern co us are
indicaced in red on the auached prints. Given the impact these items will have un the project design, we have
conducted only a cursory review; further comments may be develorer pending resoluuon of these items.
Plea.se make the correccions and resubmit them to this oifice in order that the review process may proceed.
Menrhe l~n,s are resubmitted, 1 se mark g,l.l c the revjsed r)rint_.}n color. Please ensure also that
the recilined plan set from this submittal is returned with the next submittal.
Tf ycu have any questions about this review, please contact Ed Parry at 456-3600. Thank you.
Very truly yours,
William A. Johns, P. E. Spokane County Engineer
dward J. Par P.E.
Dlans Review Engineer
encls: Plans (1 set)
Calculations (1 copy)
Comments (2 pages)
cc: projecc file
reviewer (comments only)
1026W. Broadcvay Ave. • Spokane, WA 99260-0170 •(509)456-3600 FAX: (509) 324-3478 TDD: (509) 324-3166
, t
REVIEW COIVIMENTS
SPOKANE COUNTY ENGINEER
ENGINEERING SERVICES
. z~
PROJECT PE 1708 REVIEWER: Ed Parrv. P.E.
PROJECT NAME: Sutter's Znd Addition DATE: March 27, 1997
REVIEW 4 Comments i-emaining from previous submittals:
4th Submittal
PLANS
Sheet 2 (Boiivar Court)
1. The and signs on the Bolivar profile grades need to be coordinated with the direction of the
slope run; grades rising in the direction of increasing stations are typically indicated as grades
descending in the direction of increasing stations are typically indicated as (Ciirh grades less than
0. 8% will need to have the forms verified hy a P. L. S. prior to placing concrete. Please add the
Stanclard Note indicated on the attached page to the notes for this project)
Sheet 3 (12th Avenue)
1. Profiles of curbed streets are typically indicated as "Top of Curb", as opposed to edge of asphalt.
(See Comment # 1 for Sheet 3, above)
Sheet 5 (Swale Details)
1. Pond Detail:
a. The type of drywell needs to be indicated on the pond detail. (Please indicate CL station
and offset for drytivells)
CALCULATIONS
2. Culvert calculations need to show that the Headwater/Diameter ratio is within county standards.
This is typically accompGshed by calculating the head needed for the design flow under both inlet and
outlet control conditions, and using the larger of the two as the controlling value (These need to be
revised ta reflect the changes in the Basin Map caused by the new drywell at 4+50 LT (Bolivar)
4. Basin iMap: County Standards require that topo contours be provided to such a point as to indicate
the basin limits. Where topo is not of suff cient relief, or where topo cannot be reasonably surveyed;
the County has allowed a statement to the effect that the basin limits were field-verified to be placed
on the basin map, accompanied by a signed, dated P.E. stamp. (.The addition of a drywell at station
4+50LT (Bolivar) is the discharge point for the basin reaching that drywell. The Basin Map neecl.s
to be revised to ref7ect this. The drainage calculations also need to be revised to demonstrate that
the volume pf•ovided in the swale at this location is adequate (a) for water quality treatment of the
z
r
RE VIEW C OMNENTS
Project P174a
Review # 4 .
March 27, 1997
Page 2 of 2
paved crr•ea draining to the swale, and (b) for the storm runoff volume that reaches this swale and
diywell (these are also known as the "Bowstring calcs The Tc path, lenglh, and slope are also
typically shown on the Basin Map)
208 LOT PLANS: Not received with this submittal; these are required on each lot with drainage
easements. (Not received with this submittal)
Comments from this submittal:
G]ENERAL
1. The cover sheet included with the previous submittal was not included with this submittal. Please
ensure that the Standard Notes on the attached page are incorporated into the plan set with the next
submittal. Please ensure that a complete plan set is included with each submittal.
2. The set marked "Original - return to County Engineer" from Submittal 43 was not received with
this submittal. Please ensure that each new submittal includes that set from the previous submittal.
PLAVS
Sheet 2 1. The road plans need to be coordinated with the driveway location shown on the Pond Detail on
Sheet 5. Stationing and driveway ramp should be indicated.
Sheet 5 (Swa1e Details)
1. Pond Detail:
a. Please indicate CL station & offsets for all open pipe inverts. CL station & offsets are not
needed for pipe ends which are located at a structure such as a catch basin
b. The location of the driveway access needs to be coordinated with the Road Plans for 12th
Avenue. Stationing and driveway ramp should be indicated. CALCULATIONS
l. Given the change in the basins caused by the new drywell at 4+50 LT (Bolivar), the 208 calcs for
the swales along 12th need to be revised to demonstrate that adequate volume is provided for water
quality treatment of the paved area reaching those swales.
. . . . . . . • • ~ .
t '
w
tandard Plan Notes for I)eveloper Plan Submittals
• '~wt'
~
1) All work and materials shall be in conformance with the "SPOKANE COUNTY STANDARDS FOR
~i ROAD AND SEWER CONSTRUCTION 1992", and as amended.
~
~
2) Locations of existing utilities shown in the plans are approximate. The Contractor shall be
responsible for locating all underground utilities. Any conflicting utilities shall be relocated prior
to construction of road and drainage facilities.
~
~ 3) The Contractor is required to have a complete set of the approved 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 conditions encountered,
the Contractor shall immediately notify the Design Engineer and the Spokane County Engineer's
Office.
4
~ 5) For construction of drywells, install filter fabric (Amoco 4545 or approved equivalent) between the
' drywell barrel and the washed drainrock, and between the washed drainrock and the native soils.
1
6) Prior to site construction, the Contractor is cesponsible for locating underground utilities. Call the
underground utility location service at 456-8000 before you dig.
r r
Oational Notes (when applicable to project)
~ 7) For any curb grades less than 0.8% (0.008 ft/ft), a Washington State-licensed Professional Land
Surveyor shall verify that the curb forms are at the grades noted on the approved plaus, prior to
placement of curb material. The Contractor is responsible for arranging and coordinating work
with the Professional Land Surveyor.
Standard Erosion Control Notes
These notes are to be included in the plan set whe❑ erosion control facilities are required and incorporated
into the plans.
1) An Erosion/Sedimentatioa Control (ESC) plan is required for this project. ImplementaLion of the
ESC plan, 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 established throughout the site, and accepted by Spokane County, whichever is later.
2} 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.
3) The erosion/sedimentation control measures shown are the minimum requirements for the anticipated
site conditions. The Contractor shall inspect and maintain these ESC measures daily, aad shall
maintain 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. .
4) The Contractor/Developer is responsible for installing Rock Construction Entries at any and all
locations used to enter or exit the project site.
. t ~,G f~Gc~
REiEEW CONEVIENTS
SPOKANE COUNTY ENGINEER
ENGINEERING SERVICES
PROJECT PE 1708 REVIEWER: Ed Parrv
PROJECT NAME: Sutter's 2nd Addition DATE: 11/5/96
REVIEW 3
PLANS
Geueral
1. The type and location of the bench mark needs to be indicated on the plans. Zryt ,-3
jc~ ✓i~f ,c vl~:~.( ~
?Shee (Boiivar Court)
~he and signs on the Bolivar protile grades need to be coordinated with the direction
he slope run; grades rising in the direction of increasing stations are typically indicated as
, jrades descending in the direction o increasing stations are typically indicated as
~ Sl~ 4c.,,8 70
Oe east invert elevation of the pipe under the driveway needs to be coordinated with the
pdet ails
3p sign placement at the intersection of two local access streets needs to be coordinated
County Traffic Engineer (Bob Bruggeman, P.E.).
Ale text "Stationing per Co. Engineer Request" needs to be deleted
Sheet 3 (12th Avenue)
1. Prof.les of curbed streets ar typically indicated as "Top of Curb", as opposed to edge of
asphalt. WiL. 'fa P ,S 4y~ v~..
Kaitersections&'with h Ave. plans need to show the sidewalk in the plan view. Wheel chair ramps are needed
sidewalks.
SheQt4 (Road Details)
e cross section for 12' Avenue needs to show existing R/W, proposed R/W and any future
setaside.
s .
REVIEW CONIMENTS
Pro j ect #P1708
Review #3
November 5, 1996
Page 2 of 3
2. The typical cross section of Bolivar Ct. needs to indicate that the cross slope varied between
and 4.5 Curb jrade worksheets need to indicate longitudinal arade along the curb. Any
longitudinal curb ~rades less than .5 o will need to be approved through the design deviation
process prior to the next plan submittal. Also, the `selected elevation' should be the top of curb
elevations for the proposed curb. ~890 PAVCO
~ ~ .
Sheet 5 (Swale DetaiLs)
1. Pond Detail: • u~
e type of drywell needs to be indicated on the pond detail.
e berm elevation needs to be indicated on the pond detail.
. 12" pipe is the minimum pipe diameter allowed for pipe run lengths greater than 44' on
a Co -maintained faciliry.
. The elevation of the westerly drywell rim should be coordinated with that of the easterly
d well. If the rim elevation is lower than the other drywell rim, then tne `208' storage vo(ume
will be smaller in the easterly pond.
,,,&W.ipe system protiles were not received with this submittal
. A structure of some type (depending on the pipe size) is required at every location where an
angle point eYists in a pipe system.
' Sj(~,►~
; ATI Ns
. Pipe system conveyance and backwater/energy gradeline calculations in accordance with the
uidelines for Stormwater Management were not received with this submittal. Preliminary pipe
sizing is usually conducted at the peak flow from the design storm event using Manning's
equation; pipe sizing is then confirmed using either backwater calculations (sub-critical tZow) or
energy aradeline calculations(super-critical flow)
2. Culvert calculations need to show that the Headwater/Diameter ratio is within county
standards. This is typically accomplished by calculating the head needed for the design flow
under both inlet and outlet conuoi conditions, and using the larger of the two as the controlling
value
1,eb ime ions used for swale area calculations need to be coordinated with the plans
4. • as' ap: County Standards require that topo contours be provided to such a point as to
ind' e the basin limits. Where topo is not of sufficient relief, or where topo cannot be
. .
x~v~w Co~~v~rs
Project #P1708
Review #3
November 5, 1996
Page 3 of 3
~
reasonably surve' d, the County has allowed a statement to the effect that the basin limits were
field-verifi de placed on the basin map, accompanied by a signed, dated P.E. stamp.
29 LOT PL~~1S Not received with this submittal; these are required each lot with drainage
asements.
. ~ . ~ . : ' 2nd ODZTZ~N .
. . . ~ . ~ . " 1~A To - Sv~TER S -
~ - - ~ . f ar
. , , ; . . . ~ CVD'
= 14= 1996 .
- : - . . Oct°be 7 .
2b i ~-gg -
. . Revised Jan. ~ .
. . CAT~ BAS;~
C;UTS OD
.
$IN
E ` ~ v
!
gJ997
, ~s10NAL SPOKp►NE COUt4lN ERNGj ~EA
. ~ re xptES ~IV! .
, . ME1,VI13 TAGGA~T .
Su~y~yV3G
G &
~ EttGIT3EE i~es p.oad ~
TAGGkyT ~N 212a ~ tdA `~9206
Spoka~e~
• - .
.
CATCiI BASIId AT ST_iTION 4-F 31.91
2062.36'
~ 75 FB Min. ~ .12" 2061.61'
U",
24`' 3~~
'
15~" • ~ ..2060..63' _2060-:96
~ ri' W. Dep th of- f low
121► ~ ~'ool elevation
T • ~ n~Q 2060..26'
O6'
, ~ r' ~•i+:'~
205
9.76' '
_ 1.20
, : . , - . -
40' ~ Iiottom
m0. 01 . X40
of s«ale
0: 4-~" f t.
-~:=s• , (1.0_..844 -
!
h = 0 . 2 3 4
34 2 ~ . .
0.734
- ' . . ~ .
12't ~ • ~ , .
_ _ . : , ~ 0.266 , , 1 3.
r .5 a _ 1140 10" 1011
. . . . ,
. - ~ . . ~ .`NI~AG
. .
~ - , - - Leoend : V - tielocity, f t/sec. F ti ,A
• - _ Cub-Lc ft/sec.
A= Crass Sect~?.onal area (sct . f t' 0
. _ . . , z
. t
. B 48
' • . ' ~j~Ep
Catch bas3n at Stat;on 5 r°6.91 SIONAL
. . .,2057:65'
~ EXPIRES 06I27/
: - • _ ~ '
~ . . . ~
e. ' ~
T,, Qr o f pipe _2-056.011
' ~ •
,:~taximum pool elevation 2055 . 3l'
2055.65' ~
. ,
2055..01' i.nvert.
, =5 4.: 131'. .
A Swale oott-om
.312' -
12 ~ ~ 'Y
1 ^ 3/ ¢ . i;~ ~'~1pha = 102 ° 46' 56" ~ool
U
evat-on
~ ~j Cross sectional f1oiJ , ei
i
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o.31.
~
.
.
. . 2
CULVERT DESIGN
From Guidelines for Stormwater Management
for Spokane County (GSMSC), p. 4-3
Design Review in December 1996 allowed a minimum velocity
in culverts with catch basins of 3 ft. per second in lieu
of 4 f t. per second.
From Plan Review in 1996, minimum cover over culverts = 1 ft.
Culverts shall be designed to carry the design runoff with
a headwater depth not greater than two (2) times the cul-
cert diameter for culverts 18" in diameter and under.
Using the Manning equation, the water velocity can be deter-
mined in a culvert no t f lowing f ull .
v 1.49 R (.666) s*.,5 T'4
n
C~ G
Where R is the hydraulic radius o
. y a
R= A: WP - area of cross sectional ~
flow divided by wetter perimeter 4s
'$o Fcls,~~
S= slope of total head line S~ONAL
.
n = Manning Roughness Coef ficient EXPIAES 06/27l
Discharge = A = AV
Catch basin at Station 4+ 31.91:
Slope for 3 ft. per second velocity from Chart (Fig. 19), GSIISC,
is 0.01 ft. per foot.
See sketch, p. 1.
Solving for wetter perimeter, 40 ft. of culvert would have a
drop of 40' O1' 0.4 f t. Flow at Station 4+ 31.9 = distance of 375.52' along east
curb to catch basin.
Q _ 375.52f(1.54) = 0.532 CFS
543 (2)
Q = AV = 0.532 CFS
~
3
See page 1:
2 ' ,
A ~4 360 Area of triangle 1, 2& 3
A = TrD2 124 ° 19' 10" _ ( . 234) ( . 884)
4 360 2 A='0.2712 - 0.1034 + 0.167 sq. ft.
Q = AV
V A 0.*532 167 - 3.18 f t. per second
3.18 > 3 ft. per second OK
Using Manning Equation :
- V _ 1.49 (R).66 (S).S
n
WP _TrD 1240360' lo" - 1.08489 f t. 167 R WP o.085 - 0.1539
V. 01014 (0.1539)'667 (.01)0 5 = 3.05 f t. per second
3.05 > 3 ft. per second. OK
For 9" of free board below catch basin grate:
V = -velocity d= diameter of pipe (f t. ) ~ T
L As -9
Y = kinematic viscosity • ~'A~
y - O
. Reynolds No. Vd (3)(.69)
Y 1.217(10)-5 8 6
~t~FA
Re = 1.70090 x 10 5
S14NAL
Re = 170 , 090 > 2000 ~ EXPIRES 06/27/
L
Flow is turbulent at outlet.
v "
4
Friction factor for average commercial pipes = 0.015 =(f),
from GSMSC, Fig. 19.
Lost head = f L V 2
D 2g
_ NT G
~ AS -9
From Hydraulics, by Ranald Giles, Schaum Publication, • c~9j~
1956, p. 245. . ~ o
~
f = 0.015 ~
40 2 ~
Lost head = (0.015) (3) sdas
1 2 (32.4)
SIONAL
Lost head in pipe = 0.083 ft. or 1.0 inches EXPIRES 061271
Total lost head 0.083 f t. or 1 inch of water
Total head at 9" free board, 2061.26' = 1.35 ft.
of water (16.2" of water) Pipe size is sufficient to maintain 9" free board below
catch basin cover.
Next, using GSMSC, Fig. 20, p. 1 of 2, flow for a full 12"
pipe is expected to be 4.5 CFS with a head of 1.35 ft.
Using "U.S. Bureau of Public Roads" for Jan. 1963 (rev. Oct. 1979),
Fig. 15-334.40 (Sheet 2 of 2):
A 12" concrete pipe with a head of 1.35 ft. could be
expected to flow 3 CFS.
In both cases 0.53 CFS < 4.5 or 3 CFS
Using Fig. 334.40, Rev. Oct. 1979 (Sheet 1 of 2) for head water
depth from "U.S. Bureau of Public Roads", Jan. 1963, (obtained by
N.B. Stds Tests), with a square edge inlet (having a coeff icient
of 0.5) and extrapolating for 0.53 CFS, the actual head could be
expected to be 0.418 ft.
The drywell elevation will allow the depth at the outlet of the
pipe to reach 0.3 ft.
From the GSMSC chart, p. 6-44, Fig. 19, the normal depth of flow
for 0.53 CFS in a 12" concrete pipe would be 0.266 f t.
T'he 12" concrete pipe is more than adequate for a flow of 0.53 CFS.
1. 35' > 0.418 f t.
r
S
From GSMSC, p. 4-3, par. 4-2, culvert diameter with 1 ft. of
head water, maximum depth 1.35 .
1.35 > 1 (1.35 < 2)
Catch basin for Station 5+ 86.91:
5+ 86.91 - 4+ 31.91 = 155 f t.
Add 30 ft. of 12th Ave.
Q _ (30 +155)(1.54) _ 0.26 CFS
543(2)
Use 0.3 CFS for Fig. 19, GSMSC. The normal depth
of flow, 0.188 ft., and critical depth of flow,
0.23 ft. Slope of pipe = 0.016 ft. per foot for 3 ft. per
second.
40 ft. of pipe would have a drop of 40 x 0.016 =.64 f t.
Wetted perimeter = WP. See sketch, p. 1.
Area of cross sectional flow:
2 ' o
A 7T4 360 - area of triangle 1, 2& 3
A = 7tD2 102° 46' 56" _ (.312)(.781)
4 360 2
A = 0.102 sq. ft. -
~ TXG
Q = AV = 0.3 S ~,A
V=.102 = 2.93 f t. per second
,r
Checks within 0.07 f t. per second. "aas
Q '~fcts-~~
Accept normal depth at 0.188 ft. ~
SfONAL
EXPIAES 06l27/ ~
6
Equation
t~anninS
Using =
49. (R) .667 ~S)•S
1.
V ~ n 1020 46' Sb„ r 0.897 f t-
. ~nTP
~ ltD 360 0.102 - - 0•114 f t-
89 7 .
49 - 4~.667 p.016
1. 0 .11
V = 0.014 1. 49 (p .235) CD -1265)
V ~ 0.014
lb ft. per second
V = 3. checks oK
3.16 > 3 .
TA G -q .
. ~ s
o
N I
ao~
O, 1
. IONAl-
271
~ EXp9RES 061
~
Catch basin grate sump capacity 166.09 ft. south of curbs on 12th Avenue.
(From Spokane County'Stormwaterlianual, pg. 4-1).
Q= CPH1'S - weir formula for depth less than 0.4 ft.
P= perimeter of grate opening, ignoring bars
H = depth of water
C= 3.0 (may be used). Omit side against curb in length of perimeter.
(See pg. 0-6 of Spokane County Road Standards, Aug. 13, 1987.)
Grate capacity = Q=(3)(6.50) (.165)1'5 = 1.306 CFS
Q expected, 0.5048 CFS <.1.306 2 CFS
Grate size is all right even when SO% clogged.
Catch basin grate at Station 5+ 86.91.
Length of hard surface 586.91' - 431.91' = 155 ft.
1.46 15= 0.208 CFS
(2) (95
8-5) .
T(dG
For adding f rom 12 th Ave. runo f f, 0.05 CFS
' ~J►
Total: 0.253 CFS o
Grate capacity 11 clogged, 0.653 CFS
~8 4 6
0.653 > 0.258 Grate is all right: O~ FCtsrE~~
S~ONAL
EXPIRES 06127/
. See pg. 1 for f igure .
Using calculations for catch basin at Station 4+ 31.91, it can be determined
from less flow that there is more than 9" of free board (intuitive).
- 8
Curb cut calculation south of 12th Ave.:
:6 Tc = C~S~) Ct = 0.9 for pavement. (See pg. 6-2 of Spokane County Streamwater Manual.)
Tc = .9 (90).14 V-- =
Tc = 3.896 minutes
Reference*: pg. 6-3, Fig. 2, from Graph I= 3.2 in./hr.
Q = CIA Q = ( .25) (3.2)' (164x18) + (13x60)
43560
r. ~
Q = (.25)(3.2) 2952 + 1080
43560 .
Q = 0.7405 CFS
Curb cut opening on south of 12th Avenue:
L = Q
1.5
H (3_087)
L 0.07405
= -
(0.06) 1.5 (3-087)
L= 1.632 Use 2 f t. cut.
West curb cut of 1 ft. added to obtain a grade in gutter. Width is suff i-
cient for 25' of pavement 18' to centerlune (intuitive).
. T~ G .
qSy
0
z
.
a
Qt IS'iER~
SI~NAL
EXPIAES 06/27/ ~
U
.
~
9
Curb cut as weir,approximately 60' south of centerline of 12th on Bolivar's
west curb line at Station S+ 56.91. Q expected = 1-2 9 501
543 1` .64476 CFS
Equation from Spokane County Stormwater kIanual, pg. 4-1.-
Length of weir = Q
H1.5c -
Q = CFS f lowing
H = Depth of water
C = coefficient use 3.087
L _ 0.64476 = 3.116'
W (0.165)1'5 3.087
Use 3.5 foot curb cut.
. ~NTqG
s ~
0
,
~ 46
NAL
EXPiRES 06/27/
APPENDIX
RAINFALL INTENSITY: DURATION AND FREQUENCY
for .
- Spokane, Medical Lake
Reardan, Cheney
Rockford
~
Nomograph for Flows
in
Triangular Channels
Basin Plap
~
Nomograph for Sizing
Culverts
- * .
SCS Soils Map
• ~
• v ir 4 r' ~ 1' v S ~
FlAA-17 „ k l: ? 1 . ~ i; ~l ~ ' L + 1r {
I . , .
! 1
. ~
I '
6 ~ 1• ~ a. . , ~
,
I-T
i t
j 1 I ~ I
I
I I
I
4 ' 1 I
I I '
Ql ~
~
i ~ ~ ~ ~ i ' 1 ~ ; • .
~ 1 1 I ~ 1
~
i
' Z I
~ ( !
14-
- ~ , ~ ~ . ' ~
_j
~
~
. _ i ~ I i
_ _ ~ _ . _ j., f .1 '
~ 1- 1. - _ . . -1•~ ~ J ~ + 1 ~ i~ ~ ii
~ ' , • ~r.. . , , ' • • . ' . • , ,j, i I
7V i040
.
. . , . , ~v7~/ . . . . ~ • ~
, . . . . . , . . . ,
,
,
• . ,
A- UF r
. G v(L 3 c. t
2.0
- 51) T7 0 .
L~ A 00 ,
tau•~~or. o • o.as(A)
10000 . n 00048081992 .10 . .
9000 tomrvL• •"00rarArt ro VArt+I&L In
- ' 8000 - forTor or cMANrt► -
7000 ~ •i+ e4c8psocat of eONosS sw►c .08 • 1.0
eOOO AgI[ikgotg•M.11.9, MOEttO~N11 1144, .O'
. 5000 .80 . ,
.06
14000 - F.; ' .TO . . ExAMPLE 1199 easwco u■is~ w .05 _ r
• Si•tr I s • aoi .60
.
TO . \ [
~ • - , .
n • .ot sl^ . noo U) [so 1-; .04 ~ 1.50 . s
. 2` ~ • 0.22 C~ 30 LL •
20 ~ W
.~■o ~ o • e.o crs • .03 .40 •
' • ~
~ .
s ~ ~ •
Z
.30
' 1000 3
900 .02
. ~ • j ' '
.800
\ 700 - ~ ^ ~ •
a -
. nr s°° _ " ^
v~ .zo
soo z v . ~ .
~
. ~ 400 ~ w
INSTl1{1CT10Ns ~
Q svo .O os W a
~ co.rccr t/n RATm wrM stoPc tu Z .
.■o corstcT onaMa.at let wTM ~ .o! .008
200 ' ocr~M t~t •~u ~~o u~ct west .ot • .007 ~ .
IMftnf[C1 AT lYRMI~ L111t IOA N/ v' •'O .
cowfttrt foLuTiom ~ 0l V . 6 ' W ;
• s. roS SM.«os . _ • --I ~ .005 W .08• : , r
! l00 ,r_,«..te cMa..~L O W .OT ,
90 .s s~o~rw vst .eroai.rM - • ` ~
.oo4 06 ~
70 . . z W `
so (L a .os`~,~
50 O .003 ca .
~ t0 O~*~RY~.s .r •
asensRat o, Is
d . • , cr .04 .
. 40
ra.tioll op cw~..a~ ~s_.1 ~ • ~ ; -
MaYIMe Oi0/N YS V
30 otvtowi«c oe►rM 4 too roral. ooscN.Rigg i• .002 03
[enllt fcetror r«cr ust ronaanatw to .
20 otvterint o6 Ir sc0wlar 0 r0• OCPTw Q :
4'.1-~~~ ~
B. ro ocrtertet ontwrtu a .02.
0 cowosort tte.1000• ~ • : ~
f F
TO - ro«o. 1r9iRUana" s. W
. .001 ~
, To o~*,.• olseN•ooa g•
sce+4041 . 41 Aaswreo .1.t~ •4's ot►►« 4 t e4raw o,. roe
fWr~ Itatt0 lo ag0 Ot►fM d'. t«ts 0, • o4 • ob
.01
NOMOGRAPH FOR FLOW
9N TRIANGULAR CHANNELS
;
6-42
~ . ~
,
:~F t GURE 18 ,r °
l , ' • . t~ i i; 'i'. y'3 ` , •
Y ' , `r ,..r,.....,.~......_,....«......._...~.....~r~.._.r-~... _ .
, • , • j . . :r;
^l ` / ~ /L r~~ ,Q~v~ `L~
. ~
' ~ !k~ " ~ , • . ~ . , . , . ~ ~ ' ~ i~ ~
h i.~i.'~ i , , • ' . • j'';:'. , 1•i s~;a ,
27- .7-3 ~ i 1 ' ~ .1 • • ~ ~ , ~ . ~ ~ Y~ . 1 ~ • ;'J ~ " ~'f j. ~ n.
; j fjj ° . . ~ : ; . 4~ ~i ; . :j{. a}~a~~ ~ `+L
~~f~ 'a.:«pr~i.Gl~~vn~ . , ~ . ; f : ~ ;S , . i , P.;~t1+~ ' ; t i'A ' A
Y1~ i ~ F.~~, t ~ '4 ;Il• f..~i' '1,tii ~.i~~~{r ~
I , .
V ~
1
I
~ I
~ ~ , ✓ ~
C r .
;
~ BASIN COR DRAINAGE
OF THIS PROJECT VA HEE5
~ A D D l,-
BASIN LIMITS WERE
( FIELD VERRIFIED
~1,~ r S U -~3
Ta
~
~
8406
~ ~CISTER~ NORTH
"~14NAL
EXPIRES 061211 J00
. ~ SUTTER's 2 nd Addition
z 2. r ~-3
n
, SCALE 1' ~ 200' .
Sutter's 2nd Addition
• . . . ,
Station 4 + 31. 91
„ . . . mal 1D@pth
- ~ ~ . . 0.266 Ft. ~
. . . ~ . . ' Critical •
~ Zo1 40 ~ I Depth 0.3 Ft.
30
. io -o40)-_
~ , - - - - ~ + IN pIPE ~ ~ i a
/o- -zo p~fN aF f~' gW
~ ~ _ _ _ NpRMp~' D a,~, ° _?o -YO
6 0 9 _ a! o-o .
1 ro ~e •o ~ I 1
~ 7
I ~
9 e G 1 .II~ °r
s ~
s y ro ~ ~-~it J_
~ ~ 4 ~ pp ~y~.'~~ Q
00,
-4
10
oi
-t
.p • ~ •
C .o ,o~
.p 0 ` j ~ •0 ° ~ -IQ~4 CRlT/G'AL
~ Z CURVE
I.0
` .B a ' }
.6 • ~q ~ ° •
10 a ~ I
C ,p01 ~ ' o I Q
~
L
.s .,.o .e .ocz _ ~ .o o ~-od -:O c
Z ~ .o .e ~°o
~
N 'n .3 .6 ~S •~QG'~ ~ ~ °
fzfl ~ ~ .0 0000 .OpO~ 00013 41
m 4 .os Ac .oe ai N
--1 m A. •2 , .9 D CNRG GE a cfs
.os_ ,.r ' 0'2 ~ o.~,o'ao.so.6 o.e i.o ll,Olt t 3 4 ° ~ ~ ,~a
y s s r e,~o Yo
' ' ~
o` ,
.o- oa .as.os ,T o,
' S .6 . , p d
.oto ~
0
~ ns
- n = 0.014
. . .
~A' ' . pTE',
A~ @ . p~,SjGN . , , . ~
cN
SKE1 B~At p . ~ I
~ 7~... ~ . - ' . . . . 60: yo F T~ .
~ PRQJECT 1 i ✓ D ' O t ~
Y
CNAN ~ ~°Z ` ~ .
OL4GIC AND
r..-
Jyvi ► ?7
tW : ~3 ~ ' . . EI.• , . . ' . . ; ~ COµMENTs
p~YAT 14
Low ~ o -
0
~ R p o 1 . HEppWArER Co M pA~ss~a~ ~ >
~ : p
Lg 3
gAY Qi0 ~ ~ d .~w, . o ,
~ pIS~KARGE' f4qW d•
-
~ 01 ~ ! N ~ • ~ ~ O~ N ~ite► ~-Q ~ Mw c.. .
~1roi ~ .,.N• ~
, ERt DESCRypTlO14 0 SIIE d .~c d~
CU~v pE)
ESTRANCE,. YY ,
Y.
I • ~ ' . . . . , ~ - .
~ ' . . , ' ~ ' , : , . , ~ ' ~ ' ' •
G~ ~ r . 1 , G; ' ~ ~ . , ' ~ • . ,
. . R' ' % ~
• ~ , - , •^j ~ , ~ . ~ 1 , , • . . . . ' ' ;
; l.. . : i!•"` r . ~ . , . . ' ~ . J r .
1 ~ ~ , ,1' ~ . ~~r ~ t ~ r-- j .
, . ` . ~ ' , . r , ' ✓ ~ . c ~'Yt ~ r ` l.....
. , . ; J r
AJ
T,
A' L
~ . A- ..,,y~
CoMMENpplioN
e
-n UMMARY 5 D Inut Control, us' d ~ V n•
- S U N p 7dn Conlrol,'us~ n ~
C' ,,~J ~ s~ . ` tSo ~ autj4i
7~0 O S FL,~) ~ 3. J~~ 10 4 n ~ d ~ .
wo-" w2 (I b » 60._-..00'_-
4A20 -
~ pYER
-
~ pWABLE HEAdG18~` ~
• A. A~W ~ ALo ~ ES5 F4R ~~~A"
. . . . ~r . `-~f ~1• 1
5
. . ~ ~ ~ ~
~ r a~ t:zP P~ ~
- .
. . . . ~
~ . . . . . . ~ ;
~ zooo ~ . ~ . . . .
1 H
- - ' ~~4~ / ~ . - , .
' `'PcE ?
. • • • Mw
. A~ .4
' Z SIOp• Sp -
Z Z SU8YER4E0 OUTLET CULvEpT ilAwiNG FUll 5 •
(OOO ~ J - MW • M* Ap-150 ~ .
. -
$QQ - -120 Foi ou11N Crown nat su0mgtasd. wmput• NM1 Dy . .6 • .
. enelAOOa 4itstriOW in IM desian procilautd .
600. - 108 . ~ . a
~ . ~ 5100 - 96 . . ' . ' .
, . . . . N•~9!' 1-0 . . :
. • . • . .
~ 400 g 4 . . • . . , / i ~ t ~ ; .
~ 300 72
6
200 6 W 2• •
N - 60 '.uy LL. ,
- 5 4 ~ • r ?
v . • -
Z p.~e L •tio Z,O~
= 48-~' ~.`C•
CY
Z .ti00
ioo 42 W a
^ 00 0►0o 5 ~
- 36 .
c,~ ~ • • ~ :
N 60 W-3 3 , Ap0 ~00 6
o so r..
W -30 ~ •
40 Q f~.
Z7 O
O t, 10
30
- 24
. . ~ '
- 21 •
20
18 L20
1o . 1s . ~ i..,
-
, .
.6 _
'Z
Av a T L
4 A V~ P~ r~
~ r- U ` 4-
4 L-
~ HEAD FOR
~
CONCRETE PIPE C-ULVERTS
FLOWtNG FULL-/* ~
►
~
B1lREAU os PuaLOc Roaas Jw«• 19e3 tl ='O. O 1.2
t
i'
. Figure 20
6-50 Sheet 1 of 2 '
!U
' ~ • HEADWATER DEPTH . Figuxe 15•,334 ,40- ~ .
Part 15 - Bridge R~ev. . Oct. 1979 ~
• ~ gurveys ~ Plans Manual S
. .
~ ~ . - .
Ieo 10,000 ; 168 8t000 EXaMPLE
6.
0442 incAes (3.5 ttst) ~ ~ 6.
1S6 ' 6.~0 p.120 cts
144 s.~0 ~w 6. ~ 5.
, .
. 132 4.000 ~ teel 4.
' 3,000 • (1) ~2.s e.~ . . 4. ' .
' - ~ 1.20 (2) 2.1 7.4
28000 • ' 4.
. (3) 2.2 7.7 3.,
" ~ . 109- ~ ~ . - , 3 • '
. ~ . ' 3. , .
, 96 ~OOQ
~ . 800 • ~
~ . . / 2, Z-
. - 84 600 . / : . - .
- - ' . - .500 2. ~ .
72 400
3
. W , 300 1.5 1.5
Z- 60 / U. 200 ~ i.5 r _
~
Z - z w
~ . o - S4 + a ~
. o / G
H .
W ~ 48 ~ 0 • =
W
. • ~ ~ = BO W L 1.0 -1.0
. 0~'42 N 50 .HW ENTRANGE ~ ~.o - _ '
~ ° 40 p SCALE. TYPE w -.9 -.9
W -36 30 (1) FS o r..aa..ithW eodwall ~ ~ '9
-
Q" 33' Q 20 c21 c►oov. .ne with W -8
~ Asa0uol1 ,
= . " .8
-30 " . .
(3) Groore en0 •8
praJ~ctina •
27 '0 r.T .
='-r-
-24 8 .T . ~
~ 6 to us• uol• (2) or (3) 0ro1ect ~ -
. 5 Ao►itontolly to •col• (1), tAan
- 21 a us• sliotqAt inclined lin• throupA. .
0 ond 0 seollss; or rarerse o+ r.6
iltu~tra~~a. .6 ~ r.6 .
3 -
~ 18•
2 s
. 19 • g .5 , . 5
1.0
,
HEADWATER DEPTH FOR
fRETE PIPE CULVERTS
EAOWATER SCAL£5 2 9►3 !
REv~sEO M dY 1964 W I T H I N l E t C 0 N T R 0 Ly
BUREAN Oi PUBLIC ROA03 JAN. 19
~
~
(
C5 ki~
HEADWATER DEPTH , Figtlre 15.334t40 ,
part I5 - Bridge - i~ c? ~ Rev. Oct. 1979
~ - , Surveys P lans Manual q-+ 3 - .
. . . _ . ~ Ieo . ~ ,o,ooo (2} (3~
- - 168~. ' 89000 EXAMPLE
. . . . ~ . ~6. ,
2 incn•• (J.S tN1) . ~ 6. -
. . . p•4
1S6 ~ 6;000 - Q.42o ota
• • ' 144 St000 5' -
. - - ~ ~ ~ ~ ' • ~ . 6. ~ 5.
~ ~ • - ' ' . ' 40000 ~ • ' L+_w_' Kw • • ~ - ' - ,
~ ' ~ t32 ~ - o t.•t 4. -
' . . ' , . 3,000 • S. . 4. .
. ~ . ~ ~ 120
• . . 2,000 (3) 2.2 7.7 4• ~
3.
~ FOB • . ' - 3~.
, . - ~ . • •p ie t~~t' ~ _ • '
3. .
• ~ ~ ,
gg • 10000
~ • ' 800
- 2--
. 84 2.
600 . ~ / ~ • - .
- . ' 500
. , 72 400
300 t.s 1.5 .
N
. z.-60 U. 200 ~ I„W„
z Z / . . w .
. o -sa • o / - 0o
~ W I.oo 35 -
. . - ae 0 eo = ~ ~ .
4CC
60 a ~ L 1.0 , 1.0
. ~ ~ =
N SO ~ a
W•
442
.0
- ~ - ° 40 Hp SGALE. ~ ENTYPN 09Z W ~ 1 _
~ . ~ - .9 .9
W - 36 30 (1) Sauar eOp• •ilA. a
1- o r-
W ,9 ~
. ~ , 33 ' a ~ ,
~ a 20 ~ (2) raov. .na .itt+ W
. ~ AoaO+.oll .8 -.8
. -30 ' -.8
~ (3) Groov• end ,
. projectlnq '
~ 2? 10 r • T T
, , 24 g ~ L• 7 , .
6 To ug• •cole (2) or (3) project
, 5 horitonfallr to tt01e (i),then '
~ 21 use stralqht inelinsd line tbroupA_
. . ~ 0 ana 0 seole$, ar reverse a•
3 ~ 3 iNuNrot~d. r- .6 ,
; 15 .5 . 5
5 ,
1.0 .
~:12 HEADWATER DEPTH FOR
ALE5 293 CONCRETE PiPE CULVERTS
HEADWp1'ER SC
REVIsEO MAY 1964 • WITH INI.ET CONTROL
oU11QAU 0I PU6LlC ROA00 JAM. 1903 '
S
. . . ~ . . . . , . f
' I
. Sta, 5+ 86.91 Normal Depth
SUTTER'S 2 nd ADDITION ,
Critiaal Depth .
.23r ~
. 20J 40 ~ i EM F-0
~ ~ E •~f ~ 4~ ~
,
~ - 30
to --~-p~N aF f of
,o~Y~~, OE 4 - /
1o -zo N o~ / •,a . .
8 . ~ ~ M M
.
•o
r
4
51 to
~ 7
4 8 C
3 6 y _ oero ,o, ~
.
P. 4 ~ 3 o'~c^I4~Q~ ~ cRI tI~,oL
, ~ CURVE ,
*r ~O i-
rn N 3 ~ 3► ~°o~ .
.00
~ 0 V Q 3oe 0~ ~
C o .o .00 106" -
o
~
1
1 b .6 C.9 ao '9~g, M ~
~ ,g 'I.0
.oo • ,Op~ *
.o .8 c ~aooe , .o
~ C
b d ~
.3 .6 5 p0~o` • QDOt~S ~ , ' Z '~._...~---Q ,
3 .
` .00 .0
m ~ b ~ ~ piSCNAR6E - G - CfS y pa ~ ,
~ , s ~ s ~ b
.
-ml 74 ~ ~ .46 .08 0.1 1 0~2 , °a 0+3 0~60.0 ~ 0 ns'otr } + 4
m b a-..s.! , 6 ~ ~ 6~T 7 8 !y0
t
` .2 .r4 .f .6 l .6 40
.004.05.06 .oe 0.1ns.OP4'~"
-n . . .
~ . ' .
. n= 0.014 .
~
~ ~ ~ S .
L)~
~ ~ • ~ A HEADWATER DEPTH Figti7ce 15•334 ,4 0
part 15 - BridBe . . ~Rev . Oct. 1979 . .
Surveys Plans Manual . , ~S60t . . - .
~ . ~ . ~ , ! • - .
u G. l! ElC. T . ~ .
Iao 100000 • ~ 168 ~ 8t004 ~ EXAMPLE
, . . . ~ 6.
~ 156 6 000 ' 0• ~Z inehsa (3.5ttet) ~ 6. ~
- • 0• 120 cf• 5.
' S 0000
' . I44 ~ 40000 LW-* Mw s• . ~ . 5..
~ 132* ~ o r..t . 4. ~ .
3.000 ~ • 4.
2.5 ~.9 . . .
120 ~ (2) 2.1 7.4 ' .
2$000 . • s3l 2.2- . 7.T . 4' . • .
3.
• ~ • ~ ~ 108 ~ . ~ ' ~ . 3. '
. . ~ ~ - . 'p ia tNt . ' ~ ' .
. ~ ~ . - . 3. - . ,
. - ~ ~ . 9fr 1,000 . . ~ . .
800.
. . . / 2•. Z _ .
. ~ , - . - 84 . . 600 ' / ~ • .
SOO . ~ 2. • . • ~ . .
-72 400 ' ~ • ' ~ ~ ~ • ; .
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~ e ~~IL pp ~ ' . N~ERI1ATION RYIC ~1AS . ~ SE ~ 5PO~A Nl ~ENGT~IV I ~TU~A COIf wASNir~Gro~ AG~ Ctf ~ Ex~~~ IIVIE 15~L EXPERIME■'■ ~~ATIY.•
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SY~IB~L 'HA~E NA~E ~ . SY . 3Y~[Bpt , . SYt~BOI HAkIE . . . . 7
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. AID Atheno Lpnca silt leuma, ~0 tD 35 par4~n1 akap~9 Gn~ C+arnsan vr~y stbny Ipn r, $ T~ ~Pql~enr slqpas PrA Peene sllt loam~ 0 ra 5 percenr siapps ' ~ GpA Glenro3E silt I ~ 0~~~ siu es " • B~B Beh~hill ~i~~ Iqotn, 4 to p ercenr at o pm 4°~"~ P PoA Pasone ailr Ieam, drained, 0 ta 5 pereen~ siaaes I
. . 4 ba ~emhill fl1 loorn 7Q GG B Gienro;~ 4ilt ip~n, S ~ P~~~ ~Iqp~s '.RaA Phoebe sa Ivom 0 to 5 ~ # , ro~ per~Cent tiia ~ ~Y pMGSnP sVOPes Pe ~1~ ~
. ' ~oD ~e~mk~ilJ a~lt laam, 30to 5~ rcent ~ ~p~ ~~en►aaa silt IQan~ 1Q ~ P~~m~ 5ID~pS ,P6B Phaabn s Ipp~sr 5 ro 7() ' ~ ~ C+CD Glenrose aili loom 34 ~o S5 perc ` r siears °"~1` , ~ercenr slopea . 66B $emhill s11~ leam, madermaly ~hailow, ' RdA Reordon sill ~44m, Q to 5
, ' 4 to ~1 er~dnf ~I s Gr8 GIEM1rOS4 gfOyRlly 511T I 70m~ ~S M Q~CEIIT SVGpE6 PfrCMT SIqpE7 . P ~ 66~ ~e~nhlll allt Jaam, ~¢erp~ely aho~low Gp~enrose grav~rlly silf i~am~ ~ ~~5$ percent alopee Rd6 Reordon ailt 14em, S f4 ~J percent 5loaea
~ 176L~- VI~SC 6fOf1 silt lo ro r~ Rd$3 Rearden sFlt ioam 5 to 20 ercmt aicoes ereded : 30 td 55 ~peresnx sleaea y , . verce+~► :loaea RdC2 Recrdon silz Ipqm 2d to 34 artenr alo ~a G`1A CuLen g~uf{ 31~T ~oem, iv 5 p~er,:Bll! syOpeS r P P, er~ded i , 6e9 ~amhlil grcva~3r salt loom, 0~o ~ perc~nt elqpe~ T Rh R~verwcsh
, BF6 Bemh~ll rery ~~uny ~i~~ lo~, Oto ~43percent slopes GtB Graefi glufF silf ioom, v~l7 PercmT sfop~s ~ Ro Rnck our~rop I - BfD Bemhill aery 6rony 4il1 Ipqm, '~7 ta ~~J pereen~ slo~e9 lifC H~n loamy fine ~orid ~ Ta 30 ryiicMr slopes
$08 Schumachtr silt locm b ta ~(1 i BhD 6emhiii soil~, ~3 to 5S pGrcem ~lo~s~e HgB iie~gen 9andy loom~ ~ ta ~ Rercntir ~lopes ~ Aertrnr slapea. 6k~ ~emhill very ro~k}r romplex, ~ ra 30 percorsT siokes HhR Nardes! slir loem b 3 PetCer45lepes 50$2 5e~urnacher siit loartE~ 4 ~a 24 pereant slppes, aradad
~ y ~ S6C 5enumothar sitr loam 20 to 36 Biea 8emhill vary rcekY cpmpl~x, 3~ ro ~S5 percrnt alooes HmA Hardasry aiit le~, vCreiy af~Ilaw, 4 ro 5 , parcent aiopes Bd6 8en~ eoo+ae sarrmp loam, 0 to $ percenr siopes per~anr siapes ' SaC2 5~humpther silF fovm, ~l7 to 34 parcenr slopes~ araaad
' HpB 6mi and P4u~e4e fine son looms, ~ Ro 8 ' , 9 ~1+ percenl slo~ea Hn8 Hassel~in~ gilt lurnn, p i~o 1~ oer.xnr slopas ~4~ 5ceum4cher silt I~m, 3Q 1a ~ percenr a1ep~~
8r$ 6a~g mad Phaehe eomse Spndy ioam5, 0 ra ~ percent Ha~ Kas9eitine sllf loom, m~~dsrorelY d+ep, 4 rq 8 5cC ScFumecher graveily silT ienm, `a to 34 ~rtmt alopes ; slvpes percent slepes ~ SeC2 5thumQeher grovally ~il~ 1oom, 5 ro 30 oace~r slQaes,
- "~'~`.r 9rC Bong and ?fwaoe camr¢a 9ondy locros, 2Qra 3~ prrcem }1rB Flrssdrine rm~eil ii ~aQm Ur~ 1~ errenf { ero~ed r I ' 4 Y 5 , ¢ P 9 4G45 r ~~4P°~ !i FI nn f1 E'l 5r~ 5envmaehar r4vall 9ilt loom 30 t t~ essalrirre srnny silr I , tp par[enr slopes 9 Y , 0 55 percer~r slep~s
~ BaB~ Ban~ ond P}me~ loom~r amds, G ta Z(1 p~reenT slopes HtB Htrsselt~n r ' t~ fm mou~ed 0 ra 8 5cQ2 5chumacher rorell eih loom 30 re 55 ~nt I u . ^ p'' e s~uy sil . ~ , 9dcent 9 Y ~ P~ ~ opes, ~r$ oq►mR 8~I1 I4G~~ O 16 ~ pEP~Gf~T 5~0~6 slooas eraded ' • ~
~ 9u9 9anner gravelly salt ~oam, ~ ~o ~ pencam slo4es FivC Hea~d~~ne ~~'roek ; le~yhlra ~1 pereent sloaes 5e 5emiflhmoa muek ~ ~ y 5k 5emiahmpc mutk, dmined $rB 8pnr~e~ luvm, ~ to ?I} prreent e{opes HvD ~i~a~eVtine ~'ipc ~ ~~s, ..~9 ►d ~S pereem al aa .
~8 6anntrr flne sartdy la 0 ~0 24 ereen~ ~i aa Fi ~I ~ Sm Semivhmoa mvck r - • ~~x~7 9Nckel aro {uam ~[l t 5 p ~P xC V aaseltinn ex~r~dyr~ .ky cvmp~a~ ~ ra 3Q perr.~inf ,~ara ely ahoiiaw~ droinsd ^P , A~ 5 percent slo0es , sivpra F ~ 5nA 5rrow slit IOCTI, 0 fo 5 percEn! slopas ~ ~ a } v ~
I • 8y Brldgeeon silf loon+ ~ , ' • Z ~ ~ : ~ $nC Srrow silr Ivam 5 to 3Q ersr ~ . . . , . ~ ~ - • + ~ f,~ . . r PNC s~Gpas , ~ , ~ ~ Bx BridgpROn Eijt loom, dra;~+ed ~ Kc a(onner stl~ ay,lac~n SoE Sae~ la v eran si1r yaom 30 ro 7Q
~ . Y , 9 ~Y Y ~ Pe~teNt alppeg~ X ' ~ nd ~ ~ ~farmar silry z~ay 4omiy ~4inedf~l;~ • C 5 4kCU+e loam 4 ta 34 s • , : ti 54 P pc►CCn af+apes ' Ca Cai~weil ai~~ lomn ' i;~~,'i d 5 okane i ~ 30 . • .
~eA ~edQnaa aii~ lomn, ~ro 5 pet~ent saapes La~ Lokespl silr IQOm~ ~ to perts~~ siopes ~ R oa++, to 55 aercant xlapea . 5rC 5pokane srorvy inom, 4 To 30 pereenr s~opes Ce~ " Cedonia ~i~t loam, 5 ~0 2CJ perceni s~avca L.9R ~akesol silr Ibam, ~4 ~55 per~ntT sioaea 5rE 5aekana sr~n icom 34 fd 7Q ercent I • . 4
CaC3 tedon~a sN~ I LrA ~oiseran ail~ iaxn .4re; 5 vercentisio es Y , P ~ opes ~om, s'~6 rp 3'~ perce~T slaae~, ' , ~ R SsC 5aokenc tdmplex, (1 to 30 per~anr slopea - • se+~e~ely ~ed , Lea ~nka►on sih lonm,.5 rfl 24 pereAti syc~eQ 5s~ 5pakone cpmple~c ~ to 70 ercenT s1e es
. r'g~ Chenev groveV~y a~lr loom, 4 tq ~ perc~m sipppg ~fA ~aketen fine acmdy iad 0 m S ryxcen~ alapes + p p StC ~pplSp~7~ YM rock eam ie 0 fe 30 t e m r s i o
LmC ~a~te 9ilt lopm, 0 rq " percrnr l~Qpe9 Y Y P~, Re pes ~ Gin$ C6eney siany aili laom„ 0 ta ~I} percenl slapex ~ ~tE 5pakane very racl~y tompisx, 34 to 74 perem+ s! s CkC Cnenay very rp~ky Lrnr,plsx, O la JO pefCent s~epea .~m~~ Lan~e silt I~n, p ta 3! qtrtent aiopes, severeiy S,rE 5 akane ex~rem i r ~
- ercded p e r ocky camaiexi 27 to 70 percanr~ CmC CheneY exfremely rotky rrm6leK, G tv 3O per~enf s~qpa6 ; aia ~ LnA2 Lorkirr eiit loom, 0 sa 5~ercnrvr s~~pes, araded A~~ Cn6 Cheney and Uhl'ig sil~ {oAms, O ro 8 p~~~ni ~~opea $w~ 5vr~n daie arovell scnd Ipam 0 ra 24
L~62 Lar~in ailr iaom, 3 ~o ~ f p4rzenr ;slo~ts, crod~d 9 ~ Y Y ~ p~cenr 9~aaea C~B Cheney-Uhlig eompler, Q rq 6 pertent 5k~pe9 5xB 5vrf dele rwelQ sand f ~n1~~ Lorkon sirr Epem, ~ t~ +5 perseM BioQea, erode~ ^9 B Y v oo~~ deep~ 0 ~a'~D ~ere~nr [aA C{opppn fihe sandy laam, U ~a 5 percent alo~~~
~c Lr La►4h ~dt lvom sVopes .'~i'.;. ~s6 Clorran fYne sqndy Invm, _ t~ ~4 pe~resn~ slopas , f i 5y8 5pringdaie ca6b~y sondy loam, ~Q rp ~Q p~~M alOprS ~rk Clprron laam, O l0 5 percenf saop~~ M Mv61 I 3U
~ CtLi Cla~rton a4om, 5 ~p 2p p~ene s~ope~ oC k oa~sy s~d, d t ~erct~~ ~oopae 5xE 5pri~gdal~ gr4vally foomy snnd, 30 tp 70 pe~cent alopas A~hC NMr61e japmy C44rse a j, fl ro 3~~~crCent s~opeS . 'Cul~ ~layion sendy lamn, U to B percsn~ slopas 1~4c6 ~torble sandy 1oam, D 9 ptrtant tlaves • T~$ Takea qrorelly slit ~oan, 5 rc 20 percent slr~es
, . Cw C6C6IoI~C 6ilhy d~py ~ppm ~Vd Mandpvi silt Ipom ~ TeC ~ekao grcreiiy sflt ioom, ~l7 ~a ~ percent glqne3 [y Cqcol411a silty tloy ~eom, droined MmC Nbacaw sil~ lo¢m, Q ~n qsrcEn ilppes e op gro~ally silt loom, 3p te 5~ p~~t sla~~ t
' TeD 7 k ~ 1AmD Mcasaw silt lecm, 3i1 t 55 perc ~lapes T~p ~ekoa very rotky corr~iek, 2$ ta 55 ~ercent slcipas paA ~]ceryfdn silt loam, Q ta 5+5r~ercer,r alapee N~pseqw silr ioam ah w 0 r nr i
, aaE Qaoryron 9~If IOdm~ ~y Tp C~}Q~REfIT 6IDp86 , r ° Q~t~ ~~QS UhA Uhlig silr loam, 0 ta 5 pevicenr slopas # ~ INoD Niascaw ailt loom, sheli w, 3Q ro~j percenti alopas UhB Uhlig sif~ loom, 5 fo 20 percen} alapas DCGI'~'1¢~ 9iIT Ip0T11 2CJ io AO ettene 91 es
De0 De~'ylan s~~t laom, ~hin ~alum variont, 0 to ~ MsC Nbsro~v Very rocky eo iex, 0 sar•Z pe~reenr siopas ~ UmC Uhl~g s;1t Ip~m, rr~aderarely ahallaw, 5 to 30 prreenr
Peteent slerey MsE Nwscow very meky e. ~mc, 30 T.70 PQ~tedr slopes siapcs Dr[ drogppn gi1~ a~m, 0 ~a ~ rercan~ siooas NdA Naff sil4 ipnm, 0 rc 5 ~cenr siop+s Vfl~ Vosser i ~
s Vt lavm, O ra ~II perCent slpPes ~ DsC Oragnpn 9ranq 9F~R 16om, 4 ro 3~ per~er~r slap~~ ry~A2 Nafi ~ilr Ipmn, 6 ~0 5 p eenr aicy~r~, arodad , VaD Ve~sar sih lnom ~ , ~o J`5 pereenf aiapes E~SO ~~DOf1 9t0i1y 51Ifl I84fi, 3G ra SS ~per+~enT slflpes Np~ Na4f Sil~ loom~ 5 ro 30 ~n~ ar&; :s YsD Vassar v r
.y~ e y ro.ky siiT loam, 1"0 ra 55 percen~ slap~s Dv~ ~ragp4n v~ry rocky ~9~nplex, A! d4 ~S pg~CClli 9I6pE6 NaC2 Noff sift ioom, 5 ro 3(1 em ab'~,as,
.Efe$ Eloiko silr laam, U to ~O qcrcent siopes , ~a~3 ~Cff gilf I~m, 0 tn 3(} r.rCenr sl~ pys, seysreVy we ~eThey locmy g~nd ' Nth W~they ioamy sond, drqined EIC ~ioiko wery atony SiIT laam, 41p ~O P~~EIfY 8~40tl3 e~~ ~ ~ ,
lVoQ~ N4{T gl`I IpQm~ 3Q 1e 45 rcenr g e;tes, eraded a o{iespn ~eery irne sandy Iqpm E!0 ~ Elaiku very stony silr Iqam~ 3~ rp 5S pcreanr slope¢ ~,q Nortisse siiT loom 0 `i Em ~ Ernd ~~Ilt i c , ~ Ferten! s:apes ~n o4m
~ ` } . NgA Nez Peree sil~ ip4m, 4 5 pert ~r alo#~s ~ Fu6 ~ Freaman ailr loarn, 5 ~a 20 verceni slaa4e M1! 9 Net Perce sil~ loam 5-~4 er~ sioass P , 0 cp,
i ~ F~~3 Freeman 6iI7 IO~h~ 5 rv 2[] percena slaaas, serer~lY NpB3 Nez Perce siit Ip~m, S.~ Per[~i SIePlS, s~vereiy , ~ erddrd rtvded '
~ FaC3 ~ Freem~n sila Ivam 20 r f ~ ~4 , 4~C1perctrnr slape5, srverefy po~ Rpla~Qe silt loum, mpd,retely sl~oli~w, ~ ti are~ed ~ ta ~ per~era slape~ - . • ~~+f ~
Fm Fraaf~ waser marsi, , ~ , 5oil m cana~rue►ed 1945 Cort r hic aP ~Y a9 4p 1 4C4__!'_~____ ' L~
! , $oFl ~OnBlfvGli4A S~IViC6, uS~A, hom lg: i l , phaTOgropha. Canfmlked maaalt bosed an i
' Plane roardinp=a sYas~, rwrtl, apne, LmnF ~ ~ i confnrmal cenic projetrion, 14Z7 Nerrh Am
, ~ ` dawm. I ~
i ' , , ~ ~ . `i"TR '
~ I il I
1 [
~ ~ 1
` 'ii •
!
SUTTER'S 2nd ADDITION
CHID, Inc. •
February 28, 1996
Revised Jan. 26, 1997
, AREAS OF PAVING TO BE TREATED BY 208 ORDINANCE
Aa - 12th Avenue south of the centerline
to curb line, 3,619 sq. f t. . ~
, .
A.b = Bolivar Court south of curb line
on 12th, including cul-de-sac, G
22,985 sq. ft.
. ~
Total area = 26,676 s-.., f t.
. ~
FE
SPOKANE COUNTy ENGINEEA
. . ; • . ~ -
. Melvin Taggart
Engineering and Surveying
N. 2128 Pines Rd. Suite 17-15, ~ Spokane, WA 99206 Z
, . .
. ~ . '
. . " TAA
. _ . • ~~~N ~ ^ , -
. p ♦ '9,A EXPIRES 06/271
~
. ~ ~ .
O •
; . .
• r.
~ d 6
SIONAL
. _ .
• E)SPIAES _06127/
•
Page 2 of 3
SUTTER`S 2nd ADDITION
Swale areas:
r
A1 = 12, avg. x 30, = 360 sq. f t.
A2 = 14' x 72' = 1008 sq. ft. J
~
A3 = 25' x 25' = 625 sq. ft.
~
A4 = 21.5 x 22' = 550 sq. f t.Total swale area ~ 2326 sq. f t.
- Total swale area required: Hard area 26,676 = 2223 sq. ft.
12 ~ 12
550 sq. ft. required to treat asphalt south
of catch basin. This leaves contractor
approximately 300 sq. f t. in which to reduce
the swale area in other areas.
Swale volume _ 261,676 ` 1111.5 cu. f t.
24 Depth of swale area = 1111.5 _,5 f t.
2222.3
See Spokane County Storm Water 1`ianagement Pianual for
definition of symbols. L •6 Tc Ct n . . 1~
600(.4) '6 .6
Tc 0.15 V, Uz4 = 0.15 1549 T~l G~
• .9'A
T C = 12.3 II11II . . 0 z
~ y z ww a
Gutter flow, assume depth .145 ft.
. ~ a
IS'TTc'RF,O
SfONAL~
EXPfRES 061271
. ~
t
Page 3 of 3
Area gutter flow cross section:
.145' x 4.8' _.696 sq. f t. (both gutters) •
- Z inverse cross.-slope :
Slope avg. .035' per f t. to .03' per f t.
Z = 28.5' to 33.3' -
Z = 2380' .
n
From Fig. 18, Q = 1.55 CFS
V ~ Q ^ _ 1.55 = 2,23 ft. per sec.
A .690
T 2.2~3(60) - 4.48 min.
Tvtal time = 12.3 + 4.48 = 16 . 78 min. W a G~
~ sy, -9
~
T10 yr _ 1.68 per hour, from chart Z
Q10 = CIA = 0.25(1.68)A = .420A 1 ~
.42(3.69 acres) = 1.54 CFS Sf~NAL
Q10
EXPIqES 06/27/
1.54 < 1.55 Y
' From Spokane County Storm Water rianagement, pp. 4-15, for drywells.
1.6 cFS > 1.55 Crs
1.6 CFS > 1.54 CFS
Add one type "A" drywell in south swale, Area No. 4.
Note: This swale area could be asked to accept 25%
or paved areas, plus 13% of lot areas.
Add one type "A" drywell in northeast swale area.
Add one type "B" drywell in northwest swale area.
Use one type "B" dry well, and two type "A" drywells.
A P P E N D I X
SUTTER'S 2nd ADDITION
1. Triangular Channel Nomograph
2. Manning's Roughness Coeff icient 3. Rainfall Intensity Frequency Chart
for 10-year Period Runoff Coeff icient
for Storm Sewers
4. Single Family Area Dwelling Table
~x
, ~SUTTER's 2nd ADDITION BOLIVAR COURT CURBS t?~
<<
.
~
~
;
2.0
0
i" , • ~
cov•~w.: o• o.a~~~~ s~ e~
y.,
(OOOG n ~s •cuo«resi cocr.~~u«. ~r ■.«~~ro .10
9000 roarva• Ar+wvauri to rAt940AL IN
BOOO •OTTOY OI CMAMM[l
i.•,
7000 iIs 49araoc&L or c.oss Uort .OB • 1.0
6000 scrc.cru 0 M. O. a►uocccos«os 19•6. .07
5000 ~►ot ao. touAIIor 4wi .06 .80
4000 ~ TO
, EXAMP(,E 4sc9 o~sMto urtsi . ~ .05
~ a..~
sovce a t • o.o•
3000 'O0 .60
70
24 cl) e2 a /n Qoo U- so .04 .50
~ • . j ,
H t
f 30
2000 ~ ~ • o.:: Zo LL.
siro~ • t.o cOt .03 ~ .40
~ Z -
- s~
Z 30
900 1000 ~ . _ 4ooo .02 ;
C eoo = 1.55 CF5 i
700 j ^ 1 ~ • ~ .
KJ soo z 10 a •7 -
500 ; .e v .zo . • - ~
~ •a
0 400 W ~ '
~ INSTRUCTIONS ,1 J OI ,
Q 300 ~ .o7 • O
~y 1. (AMIt[61 i/A MATp tITM {l0P( (5) Q .Ob + ~
\i
•Mp COII~ttCT Oq6ManoL 10) f1TM •O, z .008
200 09PT0111 fNtS[ fW0 IIMt• tl11ST ~ .
IuTtRfaG1 •r ruo~uN• Lort PoR ~ .o! _ .007 .10
COtlKtT[ fOtYT10M. Q OI .006 ~
V a .
~ . ~T .
~ e..o..«...o. _ --1 .005 W . 08
' f00 V-SMartp tMarrs~ ~ U. W .OT ,
90 •s s«owr uu roroaswi 0
80 *Ira e . v .004 .06 :
70 7 W cc , .
60 O. 0 .OS
50 ~ ro o~.c.~►rc ~~-•~~r~' ~~r C) .003 ~
40 o,~cw~~•c o~ ~M ~ . • N . ~ .04 ~
►O~tqr 0/ CMaKR[l • ~
«~vwa vro~« sz ~i~ ~ •
• 30 ofTCadi«c scrrw d to■ totAL ossc«.nsc o■ .002 .
tuTlik[ fgCTWn iNgN YI[ r0o0seapw TO l~ •03
20 ocTiarinc a0 tr sccioax 41 ro. ocrT«
- ' , _ . : . • s;.~
ro ocrt.ne■c wic«.esc .02
" .r cowosIre scevom._ d . CL
' •
10 ' .oL.e. I.S..UoTw. 3. _ f W c
.
ro o9tu« aum.ms c a .001 Q
' sictiow • &r usurce .
ot►r« ~ ~ o~t•~r o~ ~o~
sLoie ••teo •t •MO oevtN d•. iwe• o, • o0 . of,
.OI - I; n.
~ NOMOGRAPH FOR F
LO-W
IN TRIANGULAR CHANNELS
REVISED 1/25/1997
. . .
. . ~-i,..
.
6-42
,
,
~ .
r.
' FIGURE 18 ~
~
e ,
~
TAgI,E 13 MANNING' S RAUGHNESS COEFFICIENTS (n)
1. Open Channels, lined: ~
A. Concrete ~ . 0.014 .
?
B. Gravel 0.030 USE 0.015
C. Asphalt . : 0.016 ;
2. Open Channels, excavated:
~
. ,
A. Earth, fairly uniform section:~
1. No vegetation 0.025 :
2. Grass, some weeds , 0.030'.
;
~
B. Rock 0.035 . ,
. ,
Street Gutters
A. Concrete gutter, trowled ~ 0.014
B. Asphalt pavesnent 0.016 C. Concrete pavement 0.016
-
3. Closed conduits • , . • • , . ~ . ~ ~ _
,
, • " ~ ~ 4 T
A. Concrete pipe 0-.-012
B. Vetrified clay pipe 0.013
C. Plastic pipe 0.010-
- . ,
r
D. Steel pipe 0•011
~
E. CMP (annular) or helical, part full 0'024 ~ • , ~ ~
F. CMP (helical, 243" x 1/2", flowing full:
diameter n diameter n
. 12 0.011 - 42 0.019
. - ~
'
.
15 0.013 48 0f020
.
18 0.014 54 ~ . 0.021
~ . . f ~
- . • . . ~ :
21 . - ~ 0.015 ~ 60 _ ~ - 0 . 022
_ , • - - . . ~ ~ - ;
24 ' - 0 . 016 ' 66 . 0.022 . . . t ~
~ - ~
30 0 . 017 72 0.023 • ~"i
Y7
36 0.018 78 and over O.
. ~ • - ~
- 6-34 - •;~.~t:
.
. .
Ta6 LE 13 ~
000
' ' -l
,
,
6
~Li i
~ ' f •
1 + 1 ~ : (
1
( ~
i
i ~
4-1
i 1 1 I '
J• ( I
-~s 1.6$" ~.~..11~ ij-1- ~ N F-+-
'
' ~ .I
~ _ ~ i 1 • ' ~ I
~ , ' I , _ ~ f!~) 1
- - - " - " ' • • ~ . ~ J i ~ ~ 1 ~ i j 1 ~
70 . g0 .
40 .50 .
p . lD . 20 . 30 ~ . . . ; . ~ . ~ . . . . ~
. SUTTER's 2nd ADDITION ~
0
. j
. . . . . , , _ ~ . , : : . . b
~ , . r . :s: f'~ a -u asrrr,n~ ~rt,awr~c►w,'sit~;'•►:wynr?ti!
. . ~w~T^ r ' -.V}.~:.:.~,. ~ . ,f•,r^ ';t,~.~~i~i~~.". .~ael~.
. . . . ,....r~ . . , . " .zt"~r~rit,°y~,~y , y~l ;r,: ~'~.~~j~4~,'~'„~"1~~r~+ti.~.~C'~j'.. 01~' .",i,.~ ~ ~r:' ~ „ " ~
~ r ~ '
~ TAB LE 1
RUNOFF COEFFICIENTS FOR STORM SEWERS
<
ROLLING HILLY .
FLAT 2% - lOX OVER lUX Pavement and Roofs . . . . . . . . . . . . . . 0.90 0.90 0.90
Earth Shoulders . . . . . . . . . . . . . . . 0.50 0.50 0.50
Drives and Walks . . . . . . . . . . . . . 0.75 0.80 0.85 ~
s•,
Gravel Pavement . . . . . . . . . . . . . . . 0.50 0.55 0.60
' 1.
• ' ~"A2
City Business Areas . . . . . . . . . . . . . 0.80 0.85 0.85
Lawns, Sandy Soil . . . . . . . . . . . . . . 0.10 0.15 0.20
•
Lawn, Heavy Soil . . . . . . . . . . . . . . . 0.17 0.22 0.35
. . '~.Grass Shoulders . . . . . . . . . . . . . . . 0.25 0. 25 , . 0.25
Side Slopes, Earth . . . . . . . . . . . . . . 0.60 0.60 0.60
Side Slopes, Turf . . . . . . . . . . . . . . 0.30 0.30 0.30 • Median Areas, Turf . . . . . . . . . . . . . . 0.25 0.30 . 0.30
Cultivated Land, Clay and Loam .0. 50 0.55 0.60 -
Cultivated Land, Sand and Gravel 0.25 0.30 0.35
Industrial Areas, Light . . . . . . . . . . . 0.50 0.70 0.80 ,
Industrial Areas, Heavy . . . . . . . . . . . 0.60 0.80 0.90
-
Parks and Cemetaries . . . . . . . . . . . . . 0.10 0.15 0.25 ~
;
i .
Playgrounds . . . . . . . . . . . . . . . . . 0.20 '0.25 0.30
Woodland and Forests . . . . . . . . . . . . . 0.10 0.15 0.20 ~
Meadows and Pas ture Land . . . . . . . . . . . .U. 25 0.30 0.35
, . '
* * * *
.
.
; *SINGLE FAMILY RESIDENTIAL
(Dwelling Unit/Gross Acre)
(Sandy and Gravelly Soil)
,
~
i i , • ~
, 0-1. U DU/GA s . . . . . . . . . 0.15
; f1. 0-1. 5 DU/GA . . . . . . . . . . 0.20
;
1. 5-3.0DU/GA . . . . . . . . . 0.25 N.
• r~
3.4-3.5 DU/GA . . . . . . . . . . 0.30
~
. U
3. 5-4. U DU/GA . . . . . . . . . . 0.35
. ' 4: U=6. U DU/GA . . . . . . . . . . 0. 40
~ 6. U-9. U DU/ GA . . . . . . . . . . 0.60
;
9. 0-15. U DU/GA . . . . . . . . . . 0.70 -
* Assumes flat lot plus one-half width of abutting street. Other configurations
should be checked by combining individual runoff factors for each various surface.'-;
Date 4/4/84
TAB LE 1 ~i
: 6-2
. ~ t
. .
. ~ • nfOV., I~t~~
A-10
~C) ~ .
Spokan: Counf,-y -Engineers
N. 811 Jefferson 455-3600 Spokane, 4VA :'-0201 C~;:• :N, o.: .
(5 8 - q.3 . . .
TYPICAL SECTIUiV DATA . ~ ~ 94-May-00
Roadway haff width ENTER-> 03:31 PI-A ,
Road IVame 12r~ ENTER-> ~ • ~ ~
Left or Right R►~. ~t T(S ENYER-a
Curb Type s rA ~ ~ ' ~ .
Stat;on Interval z5 ' fi ~ ENTER-> ~ ~ ~ • A a "~D
~ ~ . . . . . t~1 P" Gc#~8~.. ?A~D i u
2t gT~, 10c MlNlMUM MAXIMUM .
co Yi, • Curb EL. ! Curb EL.. r -f Z06 p Edge Pave, . ~
CE~lTER % SLOPE EDGE QiST. % SLOPE ~EDGE DISt FROh~I (-~.5% 4~ (-2% 4114b c,!j n Ef*'- ta Gutter
~ LIN&E CENTER- PAVE10ENT CIL TO C/L TO PAVEMEN EDGE PVMT,from ElP + FR(jM E!P + SELECT- Design Top Curb
LSTATION ELEVATION LiNE ELEVATION E/P (f~-i' EDGE PAVE % SLOPE TO CUR6 CURB HG7) CURB NG TL ED ELEV % GRADE Grade
.~74~>
r~t I~.~z. No. No I I ~ I
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, ~ ' , • ' ~ EXPIRES 061271
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. •
SUBMITTAL CHECKLIST
PROJECT ~ REVIEW #4*0 REVIEWER: ~ DATE: 24 Marcb 1997
PROJECT: A•S ze Q
PROJECT SPONSOR: iz Ci" TFT #
PROJECT ENGIlVEER: keL 04 TFT #
(Road & llrainage Plans) .
PROJECT SURVEYOR: TEr 4
(Plat)
ADMIlMSTRATIVE REQUIREMENTS
v,~No0Nrn❑ 1. The $100.00 fee and Agreement to Pay Fees for plat review have been accepted by Spokane County for this
subnuttal.
v~ o~N/A~ 2. The Review Fee Account is current (no invoices over 30 days outstanding).
v~oE]N,n❑ 3. I have noteci the plaus in, plans out dates on the pink'sheet in the file.
YesO►vo1:1n/Az4. Zf tlus is a mobile home park project, were plans routed through Planaing?
vgKoEIN/n0 . The file contains a Spokaae County Engineers Section map, Assessors's map and aerial photo.
veg0►vo0,N/n 6. Field review made. If yes, complete attached form "Field Review Report".
PLAN REVIEW REQUIREMENTS
~
I V-0 M►
vesl~Jr~o❑N/n❑ 1. 2 copies of the pla.ns and a bounainage report were submitted.
ve ~o~•rt,~❑ 2. The plans are on 24" x 36" sheets.
~~~~o❑NIn❑ 3. The plans and calculations are stamped. Plans must be marked "Preliminary" or "Not for Construction" if they
are not the final approved plans. Final plans must be signed and dated by the responsible Waskungton State
Professional Engineer.
Yes0no1__1N,n❑ 4. The developer has signed and approved the Final Submittal of the road and dra.inage plans.
vrs❑►o/A❑ S. The Sta.uda.rd Plan Notes have been included on the plans. .
,re~va❑.rA❑ 6. Is the project located in ttie Aquifer Sensitive Area?
Yes❑NoON,n❑ 7. List any design deviation requests and their status:
_J&Aa'' 3*3 ZL144ao - .qrM~,
vesONoON/A❑ 8. Locate the Findings and Order for the project and list any uuusual conditions:
vesOr,oE1rr/n❑ 9. Street names are consistent with Plat.
FLOOD ZONES
ve4❑No❑"n❑ 1. Does the entire plat lie outside of designated 100-year Flood Plain Area?
,res❑No❑N/A❑ 2. Does the entire plat lie outside of Zone " B " of the designated Flood Plain Area?
vesONZIN/A❑ 3. Ts tlle max. street ponding in any part of a Zone "B" less than 1'?
veg❑NoOrr/a❑ 4. Does the plat contain appropriate langua e limiting tlie lowermost opening ill a structure located in a Zone "B" to
not less thw 1' above the lowest road e~evation?
veS❑Na❑N/n❑ 5. Is the entire project located outside of an identified Flood Plain Area?
Ye40rrXIN,n❑ 6. LS the entire project located outside of an identified Stormwater Management Problem Area?
cklistv4.0/]an95 1
SPOKANE COUNTY ENGINEERS
STOPPING SIGHT DISTANCE CALCULATIONS Date: 24-Mar-97
CREST VERTICAL CURVE Review # 2
Reviewer Parry
Project P1708 Project name: Sutter's 2nd Addition
Terrain: x Flat (General land slope 0% to 8%)
Rolling (General land slope >8% to 15%) f
Mountains (General land slope >15%)
ROAD TYPE:
Urban/Suburban Semi-rural/Rural
Public Public
x Local Access
Arterial
Collector
Secondary
Maj or
Private
Extension to 8 or fewer lots
Tract "X"
Private
Road name:
PVI station: 2+42 Length of vertical curve pr 90
Design Speed: 30 Min. Stopping Sight DiBtanc 200
Entering slope (Gl, -0.84
Exiting Slope (G2, -3.6
(G2-Gll= A= 2.76
Check S>L:
L1=2S-(1329/A)
L1 = -81.522 note: use min curve length = 0.
Required minimum curve L: 0 Check S<L: Curve provided is Adequate
L2 = (ASA 2) (400+3.5S) )
L2 = 83.07
1 •
ROAD PLANS
1. List any roads that must be designed and constructed on the pro,ject.
ROAD NAME ROAD NAME ROAD NAME ROAD NAME ROAD NAME ROAD NAMf:
~u C~~~G~I
ROAD CI.ASSIF1CATION
~DEX (1)
5 5
TERRAIN A9
PAVED W1DTH ~~I.~
R/W WIU'1'H
POS"1'ED SPEEn
DESIGN SPEED MINIMUM GRADE • • ~~'~1
MAXIMUM GRADE S 11~ ~ ~
S'COP{'ING SIGHT UISTANCE
MWfMUM HOftL CURVE 4(0 '1 YPE OF CURB REQUIItEU
~
MIN ASPHAL"C SECTION ~ Zr Zµ
f /
MIN GRAVEL SEC'1'ION ~ G
(i)'r1tAFFic IlvDEx: Major Arterial7; Secondary Arterial 6; Collector Arterial5; Local Access/Residential 5; Private 4.
ves❑rro❑•;/A❑ 2. Planning. conditions require submission of a landscape plan. (NOTE: Usually associated with PUD's).
N-es❑NoE]N,A❑ 3. I have checked the lavdscape plari aga.inst the road and storm drainage design. if there a.re any conflicts, list them
. in space provided, or note that no conflicts were found.
YesOro❑N/A❑ 4. The following road plans have a bearuig on the desigu of roads for this project and a copy is in the file:
veJCJrro❑N/a❑ 5. Vertical curves meet stopping sight ciista.uce requiremeuts.
v.E]NaVIN/A❑ 6. An "R" Value Test is required for this project.
Yes[--] r,o❑rrIn❑ 6a. For this project, for each soil group called out an "R" Value Test has been submitted.
Yes❑rroONiA❑ 6b. The pavement section is adequate for the "R" Value Test and required traffic index.
,res❑NoO./A❑ 7. Ts the beach mark called out on the plans? Cu1L 64AA4.
Yes9lNo❑N/A❑ 8. Are stationing equations shown?
vCsRfNo[:]N1A❑ 9. Is stationing correct (south to north, west to east, reading left to right on the plan)?
vesEIti;z /a❑ 10. Are existing utilities shown on the plans (or an information copy of the utility plans submitted)? Mffl~
vesE.o N/A❑ 11. Are proposed utilities shown on tlie plans (or an information copy of the utility plalls submitted)? ~Vj ~
vesOrro❑~rrn❑ 12. The project plau name matches tlle plat name.
cklistv4.0/Jan95 2
. .
vCs xN/n❑ 13. STREET WIDENING/INTERSECTION WITH EXISTING COUNTY ROAD
YesivZIN/A❑ 13a. Are curb design sheets providecl for widening of existing streets?
veSKJNoE:INIA❑ 13b. Does the curb clesign conform to Spokane Cou.nty Standards of section cross slope (Between 2% and 4.5
v,sE:]r,oD-/A❑ 13c. Is t.iiere a street cross section shown for widening existing streets?
v.;ffNZ1N,n❑ 13d. Does the proposed new width match the width required in the Findings and Order?
YCsivo❑rr1A❑ 13e. The cross-section shows: Existing R/W, Proposed R/W, any required Future Setaside, and edge of existing and
proposed pavement.
vCsKNZIN/A❑ 13f. 100' (min.) pavement taper iuto project is shown.
veAno❑wn❑ (1) There is adequate R/W for the taper to extend from the new paving width to existing pavement.
ves[3rro0rriJ9* (2) There is inadequate R/W for the taper to extend from the new paving width to existing pavement; taper extends
from existing paving to R/W.
YesW(NoON/A❑ 13g. Length of pavement taper out of project meets AASHTO requirements: WS2=60 for design speeds s 40 mph, WS
for design speeds > 45 mpU, or feet has been approved by Spokwe Counry TrafFic Engineer.
vJ2r,o❑N/A❑ 13h. Transition from end of curb to existiug paving is shown (curb should nose down in 12").
• S~'
Yes0r,oin❑ 13i. Are the curb grades, for any required curbs, above the county miuimum of 0.8%? ~'`~``m.
YivoE:]N/A❑ 13j. The curb type meets Spokane County Standards. . 6,5 C~o 5epGb
C• , G o ~ ~ /k
v,,?No❑;qiA❑ 14. NEW STREETS
vesOIJIN1A❑ 14a. Does the proposed alignment meet Spokane County Standards?
Yes No❑N/n❑ (1) Centerli.ne slopes axe within Spokane County Standards.
ves,RNo❑vIn❑ (2) Vertical curve lengtbs are adequate for intersections and stopping sight distance.
ve8Orro❑Ma❑ (3) Horizontal curve radius meets Spokane Counry standards.
vZ,vo0N/A❑ 14b. The plans show the typical cross section for skreets.
veo0rr,nE] 14c. Does the proposed street width rnatch the Findings and Order?
veX0❑N/A❑ 14d. The typical road cross-section shows: Existing R/W, Proposed R/W, any applicable Future Setaside, edge of new
pavement and avy other required improvements.
Y.Ko1-IN/A0 14e. The typical road section on the plans shows the cross slope and it is within the 2% to 4.5% standard.
w)KNo1D.N1A❑ (1) The Cross Slope is correct when checked on the profile drawings.
ve ro❑wA❑ 14f. Curb type: Is shown and is the proper type for the road classification.
v"Zr,oON,A❑ (1) Meets Spokane County Road Scandards for curbs within the public riglit-of-way.
ve8❑r,o❑N/nV (2) Consistent with the curb type in the general area.
YesOrr Mn ❑ 14g. Are the curb grades above the county minimum of 0.8 dGnA
Yes❑NoON'JQ' 15. Has the Fire District approved all proposed private road humarounds that are substandard according to our Spokaue
County Road Standards? (A one lot stub less than 150' ou a public road is allowed).
cklistv4.0/Jan95 3
Y.Ko❑N!A❑ 16. SIGNAGE PLAN
YCs❑,oON/0 16a. Stop signs are s6own for all streets wluch intersect an arterial (Check with County Traffic Engineer if there is a
quesdon).
YeXNo[:]N/A❑ 16b. Street name signs are shown at all intersecting streets.
ves❑rroOx1Akr 16c. Is there a need for barriers at the end of deaci end streets?
~ .
ve AXINIAE] 16d. Is there a need for other special signing? (Check with the County Traffic Engineer). ~~hmioe E+d
1es0No0\/AE1 17. CLTRB RETURN.S
veX.,'o❑r7A❑ 17a. Are BCR, MCR, and ECR stations/elevations on curb retums sbown in the plan view?
ve No❑N/A❑ 17b. Are the curb return elevations correct?
vxNo❑N/A❑ 17c. Is there positive drainage from the roacl iutersection to the MCR? If not, is desig❑ safe according to AASHTO
stanclards?
v~❑~n❑ 17d. Curb reriirn radius meets the Spokaue County Standard 'i um. o back of curb f rolleci/wedgebs, to ace
for vertical curb face types)? ~I -4~/~ T•/~I~
v4NoONIn❑ 17e. BCR, MCR, and ECR elevations are set to allow drainage from the centerline to the curbline?
ve,o❑./ n❑ 17f. The cross slope between the intersection and curbline meets AASHTO requirements: (ref. AASHTO) 10 %(flat
terrain); 8%(rolling terrain); 6%(mouatainous terrain).
v 6o❑Nin❑ 18. CUirDE-SACS
vEIN/A❑ 18a. The cul-de-sac grades (top of curb) meet county cul-de-sac sta.udards (1 % min.)
v ►vo❑N/A❑ 18b. The cul-de-sac cwb is shown in profile.
v-Yo❑N,A❑ 1$c. Tbe cul-de-sac radius meet Spokane County Standards.
YeXsoE]N/A❑ 18d. The center of cul-de-sac Station is shown.
YesONa❑„n❑ 19. INTERSECTIONS ~
307
vANo❑rrrn❑ 19a. Intersections meet AASHTO sight distance requirements for controlled and uncontrolled intersectiotis.
Yes~'1N,oE]N/,,,,O 19b. Intersection separation is greater t.han or equal to 150' on local access streets aud 300' on arterials.
vGjWNoE:1NlA❑ 19c. Do the intersections meet the landing requirements?
vesOr►oO.r9 19b. Wheelcliair ramps are provided at intersections witti sidewalks.
vesEINXINIA❑ 19c. The intersection horizontal sight distance analysis shows that sight triangle encroachment on private property is 2'
or less for controlled iutersections.
vrroElva❑ 20. Is there a need for slope easements?
~ fo FW 44e&+PA
cklistv4.0/Jan95 4
•
veg❑No~NJ❑ DRAINAGE PLANS
vaONoE]N/A❑ 1. Has a plat map been submitted which shows lot dimensions, street widths, etc.?
v~OWIo11 wn❑ 2. BASIN MAP
Ye,*O no❑N!A❑ 2a. North arrow and scale is shown.
YesElnoRn,a❑ 2b. Subbasins are labeled and coirelated with calculations.
vONZIN/A❑ 2c. Was a map with contours/spot elevations submitted to properly determine drainage basins?
vesOrvJ44/13 2d. Were the routes used to detemline time of concentration shown?
YesONa13h/A❑ 2e. Were all existing drainage courses shown?
reSOerXIN/A❑ 2f. Were all the proposed drainage courses shown?
vcsOvoON/n❑ 3. Were Hycirologic calculations submitted for each basin? (Rational Formula if area s 10 acres, SCS TR-55 if area
> 10 acres).
ve,❑Nol:lN/AW 3a Pernussion was given to use SCS TR-55 for basins s 10 acres.
vesE1nw0n/n❑ 3b. Basin includes offsite and onsite areas together (use 50 year analysi
~
ve3Orya/A❑ 3c. Basin is all onsite (use 10 year storm).
vcs❑rro❑n/n❑ 3d. Runoff rate for basin is compared to impervious road area runoff rate. The larger rate controls design.
CONVEYANCE/DISPOSAL
vivo0vM❑ 4. Pipes/ Culverts - If, yes, complete checklist section for culverts and pipe-systems. ti•.❑r,o0w,~Z 5. Ditches are identified in plans and details provided. And have a minimum grade of 0.5%.
VesO,ro❑rutx 6. Are there any conflicts between the proposed septic tank effluent drainage fields and any ditches on the drainage
plan?
Yes 1:1 rroON/n❑ 7. Gutter flow depth is less than utter h ight an ows non wetted area of each side of centerline for local
access or collector roads. 4
YqZNo[:]rr/A❑ 8. Locations where water is intended to flow througli aii inlet or curb cut are at the low point in vertical curve.
veS❑no❑rrM❑ 9. Backwater - Analysis for any pipe and/or ditches was submitted.
vrs❑xo❑NU❑ 10. Headwater - Calculations for culverts were submitted far review.
vJKNo0rvInEI 11. Curb drop/curb inlets are used in the conveyance and plan and calculations for flow capacity have been subntitt .
v.❑.-;o❑rruKT 12. Is Erosion protection required and have calculations been submitted for review.
Y%0No11rv/a❑ 13. Soils type is "pre-approved" (Garrison, etc.,) for drywells without percolation tests.
YWO nZIN/A❑ 14. Does the drainag~e report identify the SCS soil groups for the project area and for the proposed roads to be built in
the project area.
v.ONo❑vn❑ 15. The drainage design maintains existing flow patterns in natural watercourses.
veS❑KoOv,n❑ 16. The drainage design maintains existing sheet flow pattern.s without concentrating flows.
vofqo[]N/A❑ 17. The drainage concept is compatible with The Guideline for Stormwater Management.
vrs❑no0rrt,%0 18. The difference between present and future flows is retained on the site.
YCs❑N%OnInI 19. A detention basin concept is proposed for stormwater disposal. If, yes, use separate checklist for detention ponds.
CULVERTS AND PIPE SYSTEMS
vcs❑,voE]H/a❑ 1. The road culverts are at the low points of stream flow.
YeS❑no❑N/A❑ 2. The headwater was calculated for culvert entrances and is under 2 diameters for culverts under 18" in diameter and
1.5 diameters for culverts greater than 18".
veg❑.o❑N/A❑ 3. There is a minimum of 12" of cover for all culverts and storm sewer pipes.
%WN.E1N/AE1 4. The desi er has demonstrated that the proposed pipe is suitable for cover less ttsan 2.5' (PVC) 1.5' (CMP),
1' (RCP) ~DPE/ADS) or the engineer has provided trench details for upgraded pipe hedding for tiese areas.
,reS❑rvo0n/a❑ 5. The minimum velocity widun the pipe system is 4 feet p se d at desig flow in a backwater condition. (Note:
The County Engineer may perm~t lower velocities). 3~r ~i. &w
YesONZINlA❑ 6. The backwater calculations show a nunimum freeboard of 0.75 fee for each catch basin or manhole.
v40, Na❑rvIn❑ 7. The minimum culvert and pipe slope is 0.5% and all pipes nieet or exceed this standard.
vefgNoON,a❑ 8. All angle points in the storm sewer system have suitable access such as a manhole for cleaning.
,resllo0rrloe 9. At locadons where two different pipe sizes enter [he same manhole the 0.8 diameter points of each pipe are at the
same elevation. (Note: Exception allowed for drop manholes).
cklistv4.0/Jan95 5
. •
veS❑cvZIrvIn4, 10. Is there any downsizing of pipes in a systems of pipes that are 18" in diameter and smaller.
ves E]rro❑r,IaJK 11. There is a downsizing of pipes in the amount of 3" for a minimum of 100 feet in a pipe system ttiat contains pipes
that over 18 in diameter.
v.30NXIrrrA❑ 12. All pipes in the pipe system are 12" and larger as per Spokane County Standards• (10" pipe that is allowed for
connection of inlets to catch basins or drywe[ls, if tTie length does not exceed 44 Lt and fhe velocity is at least 4
fPs) • -
YOJ❑N/A❑ 13. All storm sewer pipes are located a minimum of 5 feet from a rear or side property line and have adequate
easements for maintenance.
Y.11A❑ 14. Inlets on the same slopeare located so that the ma.ximum widthof spread for the gutter flow does not exceed 6'
v (from curb face for Type ,A or B, from back of curb for Type ,R) for major arterials; 12' for collector streets
and local access roads.
Ycs❑no0n/n❑ 15. The plans profiles show all culvert pipe types, stations, offsets, lengths, and inverts.
Yerra❑n/a❑ 16. Pipe materials meet county standards for systems that lie wit,hin county ROW. (Note: The type of pipe in private
a systems may be as specified by the design engineer).
Yes 0XI 17. ''he culverts shown are properly stationed frorn centerline stationing.~
v5J?TNoE1nrn❑ 18. Does the drainage system configuration avoid conflicts with underground utilities?/110 de/lcu-S tf*#4U-J"
Yesl:]cvoE]rv/a❑ 19. Is there a need for energy dissipation on any of the culvert outlets shown on the plans?
veSOr,o❑N/A❑ 20. Is there a need for rip rap around the culvert outlet at any of the culverts as proposed on the drainage plans.
v.EIxXI N/A0 21. The rip rap that isshown for the drainage plans is adequate for the culverts where erosion is a concern and the
engineer has submitted acceptable rip rap design calculations.
YesONZIN/0 22. Pipe anchors are shown for pipe grades greater than 15%.
Y~❑r,o❑N,n~ 23. There are no instances where water is trapped against a fill with no culvert shown.
v~..❑no~N/A~ 24. Profiles and cross sections are shown on the plans for all proposed channels and ditches.
Y«❑NoON1*0 25. Ditches with eroding velocities have a proper lining for erosion protection.
v,sOnnE:],/A2r 26. Water will properly flow from an existing or proposad ditch onto the pavement as proposed on the drainage plans.
` veSEIrro❑n/nv 27. Where the ditch profile passes from cu[ to fill the flow has been properly disposed of.
INLETS
Yesno❑rr/a❑ 1. The inlets shown are within the stream flow.
voNoEIVa❑ 2. . Inlets are shown on the low side of a road or at the low point of a vertical curve
qE]NoNO ❑w 3. Curb type metal in lets, if proposed, are shown at sags and are properly sized.
A 3a. Perimeter calculation does not include the side of the grate against the curb face (all grate types).~~
'/n❑ b. Perimeter is divided by 2 for calculations where no curb opening (Type 1 see standard DRWG B-10) is provided.
3.c. Area = clear area 2 for Type 1 grates)
n,a❑ 4. There are no vertical curves that produce areas of very flat grades for extended areas which could pose a problem
with ponding water in traffic lanes.
vN
7R(oE1n/nE1 5. The centerline road stations, offsets, and invert elevations for all inlets are shown in the plan views.
~~~~a~ 6. Grate tvne is shown on the plan and is acceptable. (Spokane County Standard inlets or WSDOT standard inlets in
county ROW, on private property other inlet type may be speci~ied) (T e 1: D-2; Type 2: D-4 in ald 1981
standards or type 1, sheet B-l0;type 2, sheet B-I1 for 1995 standards). p&W F* G4 ta
,r~ivo0rro% D 7. A detail drawing of the grate/curb installation is shown on the nlans and includes a minimum 1" de ression and
transition.s as per county standards for g~ra.tes that are located within county ROW, or referenced to SCS std. detail
D-8 in 1981 standards or sheet B-18 in 1995 sta.ndards.
Yo0vIa❑ 8. A eurb cut detail is shown on the plans with the new county back drop concrete apron with transitions and a 1"
depression for curb cuts inside county ROW, or referenced to SCRS std. detail B-8 of the 1995 standard drawings
ve,❑yo❑r,/aV 9. The plans shows acce table curb cut details and rate details for installations which lie within private road
easements. (For plans ~hat are subject to Spokane ~unty Review).
ves0NoE1N/A/ 10. If inlets are in a gravel road or a dirt ditch a 6' x 6' A.C. apron is shown around the inlet.
Y~rvo❑Mn❑ 11. Catch basin or special manhole details are shown or a standard drawing is referenced.
YeS❑cva~~/44 12. Critical low points in the drainage system have been provided with overflow easements. (Where it is possible).
Ref. Page 2-I of GSM.
~0 !i
1V7
cklistv4.0/Jan95 / 6
208 SWALE SYSTEMS
va❑ /a❑ 1. Is the swale located outside a future set aside area? See Findings and Order for where setasides are requirecl.
SN a 2. The swale bottom and sides have sod or grass turf specified. ~J~'ft
o KIn❑ 3. Swa1e side slopes do not exceed a 3:1 side slope. (A 2:1 side slope is allowed if swale depth is less than 12" deep.
Should only be allowed where constrained by obstacles)
Ya❑rvo❑Nra0 4. If depth of water from bottom to drywell rim is between 6 and 8 inches, soil mixture has been specified which meets
Spokane County Guidelines.
v~~O r,/A❑ 5. Drywell is: Located within 8 feet of the curb line, or a maintenance access route and easement are provided.
Ye),W~N,oE1 N/A❑ 6. Drywell stationing is staggered from the inlet by at least 4'.
YeXN,.❑n/n❑ 7. Multiple drywells are located more than 30' (center-center) apart.
v.XNo❑ntn❑ 8. Soil type is appropriate for drywells (perc rate z 72"/hr), If not:
Yea0rro0rr,*O 8a. Overflow from a swale at a low point will be directed away from building pads by an identified easement over
improved ground or an existing natural drainage channel covered by an easement where an overflow is required.
YqKN..OrrIa❑ 9. " Drywell location does not conflict with underground utilities.
vXNo❑w,.❑ 10. Drywell type is specified.
vYXoON/n❑ 11. Drywell grate type is specified (Type 3-std. cietail D-7 For 1981 standards or type 4, sheet B-15 of 1995 standards.)
v ,yo❑NIn❑ 12. Drywell grate elevation is: A minimum of 0.4' below the normal flow line at the curb irilet and is between 6" and
8 above the swale floor elevation.
v ~vo❑►v/nE] 13. Does the note: "Wrap the drywell with a filter fabric (Amoco 4545 or equivalent)" appear on the plans?
14. Swale floor elevation is:
v.ZNo❑N/A❑ 14a. Shown on the drawing.
vCONo❑cvInE] 14b. Between 6" and 8" below the drywell grate elevation.
vOna❑n/A❑ 14c. At least 6" below the normal gutter flowline at the curb inlet for swale without a drywell.
Ye~rro❑„a❑ 14d. At least 10" below the normal gutter flowline at the curb inlet for swale with a drywell.
15. Swale floor.
Yjrro❑N/A❑ 15a. Dimensions are shown.
6~5~ , S+~3M
15b. The area matches or is larger than e requued area om the 208 calculation for impervious areas.
16. Easements for the 208:
YoEI,vIn❑ 16a. Are shown on the drainage plans.
s No N/AU> 16b. Are sbown on the subdivision plat and match the drainage plans.
Y No❑,wn❑ 16c. Are of adequate size to contain at least 6" freeboard above tlle maac. water surface elevation for the design storm.
Y#ONo❑v/n❑ 16d. Are tied to the lot corners.
v;ffnaEIN/A❑ 17. The side of the swale that is the furthest distance from the street should have a top of swale elevation that is 0.2'
higher than the lowest top of curb elevation along the swale.
v o n~A❑ ~18. The normal flow line at the curb inlet is at or above the max. water surface elevation for the design storm or the
max. water surface will not pond water more than 12' in residential streets or 6' in arterials above colleccor
classification. &O'G,S
VesEIYXIN/A0 21. 208 ►SwALF.S
j
C ~a •
v 21a. 208 swale floor area, volume requirements sized properly to treat impervious surface areas.~~ ~~~y~
v~ r,a N~a❑ 21b. 208 swale volume provided in accordance with "Guidelines for Stormwater Management".
EASEMENTS
veJ~1~voEINIa❑ 1. Adequate drainage easements are sbown for maintenance of drainage ditches or pipe systems.
veg❑rraE] ruAo 2. There are easements proposed or existing for natural channels which cross the property, and they are adequate to
pass the 50 year storm plus a 30 % added depth of flow for a safety factor.
v ;vo❑N/a❑ 3. A public drainage easement was provided where public street drainage was diverted onto private property.
vaE1NoO.-,/0 4. The perpetual maintenance of private systems has properly been provided for. ~k WACO
vGXr,o0NJa❑ 5. The maintenance of drainage systems within Spokane County ROW has been properly provided for.
Yes❑~oEIN/A❑ 6. Appropriate drainage language has been provided by the reviewing engineer to the surveyor and/or engineer who
is involved with the platting work.N~ ILT
YCsE]No0KnP 7. Are pre-existing drainage easements on this parcel affected by this plat?
ve,❑rro0L40 8. Overflow easements are provided from swales/ponds located in low points where it is possible.
cklistv4.0/Jan95 7
YesO.a❑Nin❑ UNDERGROUND GRAVEL GALLERIES CHECKLIST
Is the slte swtable for undergound gr-avel galleries based on the site screening criteria containeti in the draft
standards for gravel galleries. If no, an approved design deviation is required before future review.
YesOro❑run❑ 1. .3 void ratio for gravel free space volume is used or test information is provided to justify ratio used.
Yes❑NoOr,/n❑ 2. Perc rate from field test is used to develop outflow rate
YesOrro❑.-;/n❑ 3. 10-yr event volume is contained entirely underground
vesl:]NoON,A❑ 4. 100-yr event votume is contained by a combination of underground storage and above ground storage up to 8" depth
Yey❑rvoOwA❑ 5. Soil mixture is specified for water depth in pond exceeding 8"
vesE:]r,o❑r/n❑ 6. Eutire gallery is wrapped in filter fabric
veS❑No❑Nrn❑ 7. Au adequate freeboard is provided in auy above ground storage pond.
veSONoOtv,n❑ DETENTION POND
vesEIr,o❑rrrn❑ 1. Releases to a downstream channel or pipe system tbat is capable of properly conveying the proposed flows and does
not cause downstream flooding. .
vos❑No❑NfA❑ 2. Contains 50-yr developed.
ves❑NoONM❑ 3. Releases at 50-yr pre-developed.
ves❑NZIN/A❑ 4. Secondary overflow to pipe in control sttucture for 50-year developed.
Yes❑rrZIN/A❑ 5. Emergency overflow weir for 100-year developed.
ves❑rro❑Nra❑ 6. Sump prior to outlet to coutrol structure.
ves[--]No❑Nrn❑ 7. 1' min, freeboard at 50-year design storm is provided.
YeSONZIN/A❑ 8. Lawn turf or hydro seeded sides and floor for publicly-maintained ponds or dryla.nd grasses specified.
YeS❑No❑n,n❑ 9. Sprinkler system for publicly-maintained ponds or dryland grasses specified.
vesEINo❑NJ❑ 10. Berm compaction aud lift requirements specified where necessary.
Yesl:]NoON,n❑ 11. Is a 12' maintenance drive to the bottom of ponds needed? If so maximum grade is 6:1.
208 LOT PLANS CHECKLIST
ves❑NoE]rr/a❑ 1. Lot plaiis are required; submitted on
ves❑ra❑N/A❑ 2. The 208 lot plans show:
veSONZINlA❑ 2a. The lot uumber, block number, subdivision name, date drawn, scale, north arrow and street name.
Yes❑Nol--]NlA❑ 2b. Easement dimensions in relation to property lines or corners.
vesOrrol--]wA❑ 2c. Location of curb, sidewallc or edge of asphalt as applicable.
ves❑Nol--]N1A❑ 2d. Setback requirements .
v.[:]r,o❑,v/A❑ 2e. Swa1e floor elevation
Yes❑ro❑rr/n❑ 2f. Swa1e floor dimensions are shown in relation to property lines or corners.
YesONXIrr/n❑ 2g. Rim elevation drywell type, frame and grate type, centerline offset and station if drywells are present.
veSOnZIn,n❑ 2h. Curb cut station, normal flowline iavert.
vGS❑r,ZIN/A❑ 2i. Any drainage ditches, tlheir easements, flowline gracie and ottier required improvements.
ves0No❑N/A❑ 2j. Shows depth from the normal flowline to bottom of swale.
YesONoON,n❑ 2k. An attached cross section of the swale or ditch.
ves ONo1:1 N/A❑ 3. Existing easements, buildings, future set asides, and required building setback lines are shown.
ves[INZIN/A❑ 4. The section drawing shows the concrete aprou, R.O.W. line, and grass sod or seeding if approved.
Yes ❑rro❑Mn[:] 5. Lot plans have been stamped by a professional engineer on all pages
Yes❑No❑-.,'/n❑ 6. Lot, plans are of sufficient scale to ma,xirr~ze the lot size to the 8'h" x 11" paper size. (Drawings may be on plain
whife paper)
YesONZIN/A❑ 7. 208 lot plans were approved on
ck]istv4.0/Jan95 8
. - D
EROSION & SEDIlVIENTATION CONTROL REQUIREMENTS
YcsOrro❑N/A❑ l. Ideatify the clearing and disturbed areas in the plan. This includes cuts and fills a1ong slopes. Minimize the
amount of cleared area.
veS❑xa❑wn❑ 2. Provide erosion control facilities which slow water velocities - through the use of check dams, debris basins, etc.
vesEINo❑NvA❑ 3. Filter nuioff from eacposed areas prior to discharging into drainage ponds and particularly prior to direccing runoff
into drywells. Filtering measures included iustalling temporary silt traps, silt ponds, gravel cone filters, etc. Ill
silt traps and ponds, size sediment storage volumes by determining the amount of silt material generated over a 6
month period, using the Plaxman Method. The silt traps and ponds are to provide a setting zone, and are to be
sized in accordauce with the method outlined in Section II-5.8.6 and II-5.8.7 of the WDOE Stormwater
Management Manual.
vesOrTo❑N/A❑ 4. Stabilize exposed areas as soon as practical after grading work is complete, or when grading work will temporarily
cease for more tUan . In wet wiuter months, temporary stabilization measures will be
required throughout the duration of construction. Specify stabilization procedures, revegetation requirements,
mulching, etc. Specify the maximwn time that cleared areas are to be exposed without protection or stabilization
and time of year.
veS❑rro❑N/n❑ 5. Stabilize drainage channels. Provide for temporary and pemlanent erosion protection measures.
veS0NZIN/n❑ 6. Provide for perimeter bamers around exposed areas througb the use of silt fences, straw bales, temporary
interceptor ditches, etc. Route nuioff from unexposed areas around exposed areas wherever practical.
vesE►voE-1Y/A❑ 7. List routine maintenance procedures to be implemented by the Contractor throughout the cturation of construction.
Silt traps, silt ponds, check dams, ctiannel restoration, etc. All will require fairly coustant maintenance, especially
during and immediately following a rain stortn eveat.
ves❑roE]N/A❑ 8. Reduce the amount of mud, dirt and rocks transported onto public roadways by motor vehicles or ruuoif by
constructiwg a stabil.ization pad of rock spalls at entrances to construction site.
vCS❑rrZINJ❑ 9. Provide special provisions for construction under wet season conditions. Define the season.
Yes1:1NoON/A❑ 10. Provide final restoration procetiures, site restoreation, access road cleanup, cleaning drainage structures aud ponds,
etc.
veS❑.o❑N/n❑ 11. Include in We plans the standard Erosion a.nd Sedimentation Control notes prepared by Spokane Couuty.
~ J, ~W4 1009W( 4r~ aoj~~ Aj
. t~ o~o~
go
~
cklistA.05an95 9
1 ~
FIELD REVIEW REPORT
YCS11No0N/A❑ 1. Field investigation trip made on
ves❑NoF-IN/A❑ 2. Date this field report was completed
ves❑NoE]rr/A❑ 3. Are tlaere any existing utilities on the project site? (Overhead power, fire hydranis, etc.) If yes, describe.
vesONo❑N/A❑ 4. Are the drain.age basins on the ground the same as those that are presented in the drainage report?
ves❑r,o0Nta❑ 5. Are there any drainage channels directed toward property?
ves❑No❑NA❑ 6. Are there any drainage channels directing water through the property?
Yes❑NoON/A❑ 7. Do County roads cut off drainage as per drai.nage calculations?
YesONoEIN/A❑ 8. If there are culverts under county roads, does tlie flow go away from or toward the project?
YesEIToEIN/AEI 9. What lcind of ground cover exists?
Yes❑rro❑,vrA❑ 10. Describe any existing channel conditions:
Yes0No0rrIn❑ 11. Describe channel cross section:
Yes❑.o❑N/n❑ 12. Existing Curb Type:
cklistv4.0/Jan95 10
0. , .
' f • ' • ~
ev
ADDENDA TO SUTTER'S 2nd ADDITION . .
f or ~ ~ .
CHD, INC. - . ~ . ~
October 14, 1996 . . . ~ . - .
Revised Jan. 26, 1997 . , -
~ OFFICIAL PUBLiC OOCUMrNT
. . SPOKaNE COUNTY Er-GINEER 5 OFFiCE
CURB CUTS AND CATCH BASIN
~ FREE BOARDS V
pROJECT # ~
. SUBNIITTAL #
~ RETURN TO COUNTY ENGINEC-R
T'~~C
o ~
Z
~
. c~JaNAL l~ ~
EXPIRES 06127/
FE$
N~CO~~ E
. , SppKP
MEZVIN TAGGART ~
TAGGART E2IGINEERING & SURVEYING ~ •t • ~
~
. N 2128 Fines F.oad, • • ~
0
SPokane, WA 99206
( , ~•.A j~
t c- ~
- v'••~P ; ~
+4, ~ ~^c t 4 ~
~ ~~y o
~ EXP3kES 061271
~
~ ,
~ ~ _ ' ' • ' _ ' " ' ' ' ~ " ~~c . _ , - -
c .
~ ~ f
r t
i,ATCiI BASIN Ai ST aTIOVi 4+ 31.91
2062. 36'
00000.~_
a
r75 FB Min• 1211 2OV 1 L1 •L11'
~1
24" A-
~ ~
. u,
~I.W. •-2060..63' Z~C0..9b' r__4 . . ,
~ ~ - • . ~epth --of• f low ~ 12" -
~ ool elevation
; ° 6 ' ~ 2 06 0 2 6 '
2059.76' .
• I-T• ' ~
•~';'a., = 1:0. ol. X~F0 t . Zo
~ ~ 40 R o t t om
•_~L of scaale
Gft.
':c_; ~ ~0_..844~,
~r~~. - ' a.~: ;
' ~ • ~ ~ • -
YL - 0.2.34
_ . . . . .2,_ 0.734
` 2
12" 0.266' . _ . 3.
,
. . a r 124° 19' 10" . .
T~
Legend: _ Velocity, f t/sec.
~ • _ . _ Cub-c ft/sec. . ~'A
Cross Sect:.onal area (sct. ft) ' . ~ ~ . . . ~ . . h Z
. ~
~ . . . : . ~'Q 14 Fp
Catch basin at Stati-on 5 Y°6. 91 SjOA~AL
: 2057~&A-65'
EXPIRES 06/27/
• ~ , .
- ~ . `
, • • ,-A;:~• Tor of Pipe ?056.011
2G55.6~~' . ~:laximun Pooi elevation 2055.31'
2Q55.01' invert.
~'nS 4.. s'31.
~ .
A / Swale oottom
12' .312 '
High
1 0' /3/ .1 au !11ptia = 102 ° 46' 56" pool
Y / Czoss secti.onal Flow ~ ~
~ elevat~on
,
5 '
0 .3 "
`d
, ~
~
+ .
. ~
s
. 2
CULVERT DESIGN
From Guidelines for Stormwater Management .
for Spokane County (GSMSC), p. 4-3
Design Review in December 1996 allowed a minimum velocity
in culverts with catch basins of 3 ft. per second in lieu
of 4 ft. per second.
From Plan Review in 1996, minimum cover over culverts = 1 ft.
Culverts shall be designed to carry the design runoff with
, a headwater depth not greater than two (2) times the cul-
cert diameter for culverts 18" in diameter and under.
Using the Manning equation, the water velocity can be deter-
mined in a culvert not flowing full.
V= 1.49 R(.666) S'..S .
n
TA Gc
Where R is the hydraulic radius
R~ A= WP = area of cross section z r~
j ~
flow divided by wette~ perimeter p
S= slope of total head line ~B4
n= Aianning Roughness Coefficient NAL
Discharge = ,A-"= AV EXPIRES 06/27l
~ -
Catch basin at Station 4+ 31.91:
Slope for 3 ft. per second velocity from Chart (Fig. 19), GSPiSC,
is 0.01 ft. per foot.
See sketch, p. 1.
Solving for wetter perimeter, 40 ft. of culvert would have a drop of 40'(.01') = 0.4 ft.
Flow at Station 4+ 31.9 - distance of 375.52' along east
curb to catch basin.
Q _ 375.52f(1.54) = 0.532 CFS
5431(2)
Q = AV = 0.532 CFS
y
. i
t
3
See page 1:
2 ~ o
A ~4 360 Area of triangle 1, 2& 3
A_7rD2 124° 19' 10" 234) 884)
4 360 2 A= 0.2712 - 0.1034 + 0.167 sq. ft.
Q = AV
V A 0.167 3.18 ft. per second
3.18 > 3 ft. per second OK
Using Manning Equation:
V _ 1.49 (R).66 (SY S
n
. WP 7TD 124 0 360' lo" - 1.08489 f t. 167 R WP ~ ~.085 - 0.1539
V. 41014 (0.1539)•667 (.01~•5 - 3.05 ft. per second
3.05 > 3 f t. per second. OK
For 9" of free board below catch basin grate:
V = velocity .
t~ TAC ~d= diameter of pipe (ft.) ~ W h►~C'9
y = kinematic viscosity ` a
Reynolds No. Vd (3)(.69) 8 r
. _ ~ 4
Y 1.217(10) -5 t
.
JONAL
Re = 1.70090 x 105
Re = 170,090 > 2000 EXPIRES 06/271
Flow is turbulent at outlet.
. .L
Z .
4
Friction factor for average coBUnercial pipes = 0.015 =(f) ,
from GSMSC, Fig. 19.
Lost head = f L rV2~
D J~2
From Hydraulics, by Ranald Giles, Schaum Publication, T
1956, p. 245. . A
f = 0.015 ~ co ~
2
40
Lost head =(0.015) (3)
1 2(32.4) r
~ aas
Lost head in pipe = 0.083 ft. or 1.0 inches SfO~AL
Total lost head 0.083 ft. or 1 inch of water EXPIRES 061271
Total head at 9" free board, 2061.26' = 1.35 ft.
of water (16.2" of water) Pipe size is sufficient to maintain 9" free board below
catch basin cover.
Next, using GSMSC, Fig. 20, p. 1 of 2, flow for a full 12"
pipe is expected to be 4.5 CFS with a head of 1.35 ft.
Using "U.S. Bureau of Public Roads" for Jan. 1963 (rev. Oct. 1979),
Fig. 15-334 . 40 ( Shee t 2 o f 2): A 12" concrete pipe with a head of 1.35 ft. could be
expected to flow 3 CFS.
In both cases 0.53 CFS < 4.5 or 3 CFS
Using Fig. 334.40, Rev. Oct. 1979 (Sheet 1 of 2) for head water
depth from "U.S. Bureau of Public Roads", Jan. 1963, (obtained by
N.B. Stds Tests), with a square edge inlet (having a coeff icient
of 0.5) and extrapolating for 0.53 CFS, the actual head could be
expected to be 0.418 ft.
The drywell elevation will allow the depth at the outlet of the
pipe to reach 0.3 ft.
From the GSMSC chart, p. 6-44, Fig. 19, the normal depth of flow
for 0.53 CFS in a 12" concrete pipe would be 0.266 ft.
T'he 12" concrete pipe is more than adequate for a flow of 0.53 CFS.
1.35' > 0.418 ft.
- ~
~
. . ~
• 5
From GSMSC, p. 4-3, par. 4-2, culvert diameter with 1 ft. of
head water, maximum depth 1.35 •
1.35 > 1 (1.35 < 2)
Catch basin for Station 5+ 86.91:
5+ 86.91 - 4+ 31.91 = 155 f t.
Add 30 f t. of 12th Ave.
Q _ (30 +155)(1.54) = 0.26 CFS
543(2)
Use 0.3 CFS for Fig. 19, GSMSC. The normal depth of flow, 0.I88 f t., and critical depth of flow,
0.23 ft.
Slope of pipe - 0.016 f t. per foot for 3 f t. pe'r
second.
40 f t. of pipe would have a drop of 40 x 0.016 =.64 f t.
Wetted perimeter = WP. See sketch, p. 1.
Area of cross sectional flow:
2 ;
A=ITD y - area of triangle 1, 2& 3
4 360 .
A _ 7rD2 102° 46' 56" _ (.312)(.781)
4 360 2
.
A = 0.102 sq. ft.
Q= AV = 0.3 C,, J►
O
V=.102 = 2.93 ft. per second
,
~
Checks within 0.07 ft. per second.
Accept normal depth at 0.188 ft.
ONAL
~
EXPiRES 06l27!
. ^ .
. ~
6
Using Manning Equation:
v _ 1.49 (R).667 (5).5
n
WP =7TD 1020360, 56" - 0.897 f t.
. R= WP = 0.897 0.114 ft.
V = 010149 4 0.114 .667 0.016 •5
V = 1.49 (0.235)(0.1265)
0.014
V= 3.16 ft. per second
3.16 > 3 Checks OK
• Y .
- As
oi
. /
/
8
IS~~
sIONAL
EXPIRES 06/27/ L?
~
. •
. , .
. ~
~
Catch basin grate sump capacity 166.09 ft. south of curbs on 12th Avenue.
(From Spokane*Cbunty Stormwater Manual, pg. 4-1).
Q = CPH1'S - weir formula for depth less than 0.4 ft.
P= perimeter of grate opening, ignoring bars
H = depth of water
C= 3.0 (may be used). Omit side against curb in length of perimeter..
(See pg. 0-6 of Spokane County Road Standards, Aug. 13, 1987.)
Grate capacity = Q=(3)(6.50) (.165)1'5 = 1.306 CFS
Q expected, 0.5048 CFS <.1.~06 CFS
Grate size is all right even when 50% clogged.
Catch basin grate at Station 5+ 86.91.
Length of hard surface 586.91' - 431.91' = 155 ft.
1.46 0.
208 CFS (2) (91555
8-5)
. TA
For adding f rom 12 th Ave. runof, f, 0.05 CFS
Total: 0.258 CFS
Grate capacity ~ clogged, 0.653 CFS ~
446
0.653 > 0.258 Grate is all right. FC1srIA
I~NAL
EXPIRES 06127/
See pg. 1 for figure. _
Using calculations for catch basin at Station 4+ 31.91, it can be determined
from less flow that there is more than 9" of free board (intuitive).
.
~
. . ~ ,
. 8
Curb cut calculation south of 12th Ave.:
Tc = C Lnl.6 ' .
Ct = 0.9 for pavement. (See pg. 6-2 of Spokane County Streamwater Manual.)
Tc = .9 (90).14 ~
V-7.=
Tc = 3.896 minutes
Reference*: pg. 6-3, Fig. 2, from Graph I= 3.2 in./hr.
Q = CZA .
Q = (.25)(3.2)' (164x18) + (13x60)
• 43560
Q = (.25)(3.2) 2952 + 1080
43560 .
Q = 0.7405 CFS
Curb cut opening on south of 12th Avenue:
L = Q
1.5
H (3.087)
0.07405
L =
(0.06) 1.5 (3.087)
L= 1.632 Use 2 f t. cut.
West curb cut of 1 ft. added to obtain a grade in gutter. Width is suffi-
cient for 25' of pavement 18' to centerlune (intuitive).
_
T
G~-9 -
. c,,'A,►
U ~
~ 4 6
SfONAL -
• EXPIRES 061271
f
ti
. k, •
9
Curb cut as weir.approximately 60' south of centerline of 12th on Bolivar's
west curb line at Station 5+ 56.91.
expected = 0.49 501.91 ,64476 CFS
2 543
Equation from Spokane County Stormwater Alanual, pg. 4-1.
Length of weir = ~
H1.5~
Q = CFS f lowing
H = Depth of water
C = coefficient use 3.087
L _ 0.64476 = 3.116'
W (0.165)1'5 3.087
Use 3.5 foot curb cut.
. ~N TA G~
~ f q~A
~
4
s NAL
EXPIRES 06/27l ~
.
• l•• r. APPENDIX
RAINFALL INTENSITY: DURATION AND FREQUENCY
for -
Spokane, Medical Lake
Reardan, Cheney
Rockf ord
Nomograph for Flow.s
in
Triangular Channels
Basin Tiap
~
Nomograph for Sizing
Culverts * .
SCS Soils Map
,
• 'J
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INSTRUCTt01fs O ~
Q 300 ' ~ -
~y 1. COrtCCt i/n R&t10 WItM tLOK I~l W a
~i ~ •
~ ~
a.o eowtoT asc«.Nt to) I+v" ~ .o' .008 •
200 (e •wtst •wo uMts wav ot • 007
f.~cnuc• .r t~e LiRi reR . t1~ ~A .10 .
corftt•s SoILu114M ~ .01 V . 6' . W , .
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30 - o«ta•irt ocrrw d ron reut. ascw•.st to ,002
[Mtlf( Mf10A 0. .1M[• tlf[ mOm0s111M /0 !.r •03
20 oCTCNrIrC Oa on lgCTiGM • IO• OL►lw Q .
r =
' 4. to OttcRrrwg orsCwarst Oj •
M 60MOfI1C f1Ct~0A t.L000 a - ~
/OllOW I01TRN6TIOM l. ~ w
tQ ~ .001 TO 0*1A1U OItCMARe~ 1•
ltGt10M • ~T ~{fWt~O • ~~i,
/OA
!l0lC maT10 81, &n0 0[/tN 1'. iMmM O, ~ % ~ O" .0~
NOMOGRAPH FOR FLOW
9N TRIANGULAR CHANNEI.S '
j~ • • ' -
6-42
,
FIGURE 18
~ ' . . ~ , . ~1 •h ~r ~4•~:r:•..~' = j ~ . . •
i i. , . • , • ~ ~ ' . 1\1 : 9 7 ~
• ``r I . ~ ~ , , ~ ^ i i t. ~ „t r {,M 1 .r~: ~ •
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~
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C •
1 /
~ BASIN FOR DRAINAGE
OF THIS PROJECT VA fv ~~FS
A DD 1:--
BASIN LIMITS WERE
( FIELD VERRIFZED .
TA~ 5v~
o ~
z
IbT ~a
I ~s ON NOHTH ' - - -
EXPIRES 06127! '
SiITTEIL' s 2 nd Add i t ion ,
~ r 23
. sc;ALE i # = 2001
. : ~.1 , r , • , ' ' . • • ,
, , , . . , , .
Sutter's 2nd Addition
Station 4 + 31. 91 mal D@pth
0.266 Ft.. , .
. Critical
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E` coMmENTS
oq
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. EapW p~ESS~RE F`ow
Lg ~µW
AtER
CNp~GE/ SAY QOR Q4,...: , 4W H . ~~tW, ba ~ °
_ ~ pf SIGN D►S aPEN F W~ 11e1 ZrW
~ ai ! IPt10g SIZE . . d ntrot
CU~VERt ~~s~ ~ ' ~ dt n . , - ' . .
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a H A V~. P t r~ w t N
C r -5 . &L,4 o4 L- t= F v
HEAD FOR
~ -
. C0NCRETE PiPE G-ULVERTS ~ i
FLOWING FULLi6 i~
,
e~ ►
8lJREAU Oi PuSl1C ROi►OS JAN. 1963 n= 0.0 12
~
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,
Fi gure 20
6-50 Sheet 1 of 2 ~
S
Figu~re 15.,334 ,40- •
HEADWATER
. - • ~ ~ . DEPT
part 15 - Bridge ° Rev. Oct. 1979
Surveys F, Plans Manual
. a, . .
i .
18,0 10,000
' 168 • ~ 8'~000 EXAIVtPLE
6.
~ 0.42 tntAes (3.5 feet) ~ 6.
_ 156 6, 000 p,120 cf 6 '
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6
3 illustrated. r 6 ~ . •
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, 15 . 5 r-- .5
.
1.0
~
of NEADWATER DEPTH FOR
S 2a3 6.p`~PETE' PIPE CULVERTS
fADWATER SCAL£
REVISEO M~►Y1964 • WITH INU~Et CONTROL ~j
BUttlAU 0f PUBLIC ROA03 JAN. 19 I•
~
I
~
: ~ 2'=° p D
' P . ' •
Figure 15-334t40
Part 15 - Bridge HEADWATER DEPTH
Surveys Plans Manual rA- q.-~ Rev. Oct. 1979
Q
. S .
. . . _ ~ . ~ Ieo ~ . 10,000
~ ~ ~ - { I ) {2) ~3~ . .
• - 168 ~ 8#000 _ EXAMPLE
6.
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50000 0•120 afa S.
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. ~ , . ' . • . ' 4'~0 ' ~p ~ t~st -
132 s, 74..
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3.
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p on8 0 scolss. or nw4rss os ~.6 '
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2
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12 HEADWATER DEPTH F4R
ALES 29►3 GONCRETE P1PE CULVERTS
NEADWaTER SC
aEvtiSED µAY 1964 - W ITH I NLET CO NTROL.
~
BU*QAU 0/ PU9LIC ROAOS JAM. 11GS
J~
. _ . _ _ . ~ • " ' ~ , ~ ~
a. 5+ 86.91 . Normal Dep
St .188'
RIs 2 'nd ADDITION , , .
SUTTE . . Criti.al Dept h ~I
.23r
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HEADWATER DEPTEi Figt1Fe 15•.334 ,4 0
Pa 15 - 8rid8e - ~ Rev. Oct. 1979 .
. . Surveys F, Plans Manual ~ rA` Al~ • ~l f . . . .
- J .
L ~ l1 FlC. T
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. ~ . ~ ~ ~2~ c3~
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6.
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ia fht
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96 1,000 . - - . ' ' .
. 800 . • - ' . .
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Q
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-
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, • . 5 Aorisontnlly to icol• (f),then
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p ond 0 sco1ss~ ot nvert• as 6
3 illustrot•a. • r- .6 ~ . 6
~
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. r- .5
1.0
- 2 ~ HEAOWAT R DEPTH FOR
TTS
ALEs 2a3 GONCRETE IPE CULVER
1~EAOWpTER SCREVISEO MAY1964. W l T H i N L.~~ T C 4 N T R O L_
9URQAU Oi oUBLIC ROAOS JAN. 196,
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~ p~ertt.~r sNap~s~ ~ ~a~ani~ ~Ilr las~m, ~ Po ~ mrr[~ne sYaiR+~ LaKraol ~fir lanm, 2J .5 p~rc~.ir ilopr~ 5r€ Saal~ar+R ~rany Yoom, rp 71} perearH s~opsr
CaC~ Caepmo s~it luam, ~4 Ra ~ prrt+~'r slua+~s, Cep Lare+an a~~r ldo~s, Q tu 3 a~reanit~4ap~s ~s~ Ssmkans ~amu~~M, ~ tc ~ pucwrt slp~psl . w+.~r~~y +rooed Le~ L~Kara'~ ~dlf I~rn~ 5 rU ~1 porcaf 3impta ~s~ $~4dr+r t 1~K ~~a ?Q rre~r rl a LfA ~Pk4T9~ FIRR LRtW i ~ Q ra 5 ~r+r~c~nt tlopee F+ c~~
tiqB C~++ak $rovally slll fpdm, Q Tp ~ p~~9 *VGP~~ LmC Lan~ce ~~irt iaiom, Q m` ~rs+rnr ~~oPei StC 5po~on~ v~Y r~G4ky to+~qleM, D rq ~4 G~rcrnr sMapa~ Ch~ ~ e~ev sr~u+p sdlt Iean, G so P~'ernr iloprf L~n~3 LG11Ci 3iI1 I~i11 O 14 GfCtfYT 4~Qpff iiV~ryY ~t~ 5uo~~r wery rock,r to~a~~~c, Z(I ro 7~ prrs*nr ~laa+~ -s
CkC Clm+ev ~~tY rocky ~n~1+y~, A rc ~1 p+~r4inr sippMf rroord + ~ Y $uE 5coka~r~ rzrr►nt~6p rotKy con~p~lrx, 7D ta 79 p~re~ni ~m~ ChaMM ax~rRnMrVy ~rocky ~~~91rx, ~ rD ~1 R~er[a++f lla~s sYaw[
;r+9 Cha~n+y and !Jhl1g illr IoamF, 0 ra 9 parrenr tilde+~x LnA~ Lark~n illr lao~s, G ra 5 Mle~r+r ~~~prs, ar~1~d S.vB SCr~n~da4e ra~raJ~ ao++n I~am ~ ro ~0 ~y Ln~~ Lork~n srir locm, 5~cr Rd~r~cnr siean, rr~adrd ~ r r ~ P~~ yls~pea Gs:~ anwr lig comni~K 4 to B p~,retnr m1apei jxt~ $prw~ad~la
' I~n~? LerkFn ~ils laam, ~G ro!5 arrc~nt s8opas, .roaira ,~w.~9r ~ondr ~ows,, d~, 0 ta~4 ~rcmr ~rp Cloytvn f6nr ~+or~Y l~a~m, ~1 ta 5 p~rcan~ alop~s slpors ~la k Lr Losah +~Ir ip~n~ Y~ ~oo1dY ~oan, „ ro ~(7 auco~ fldos~ 5vE3 $prirqdali t+~bly ~mjtlw lo~m, 4 ta ~CJ ~vcanr siap.s
~ ~~A G4~tan luam, 4 ro 5 a~rcta~ ~lav~s Mati. ~1s Iqcmy k~~ 4 f ~0 ~tcei~ ~loaet ~xE Sptin~dale Qro~+all~ Vaa+mr s9~d, ~ ta 7(J R~ce~r slcw~ ~r~3 ~lbyrpn loom, 5 Yo ~0 prrCRnr ~{qp~; Mh+„ h4ar41s lo[~y e~arti~ d ra 3: ~re~r ~looe~
~v9 Ci~yvran smy0y loo~ri, ~ ro B p~rcant sldp~! h~6 PAarble :ondy loan+ S1 onrten;1lcprt • _rB fi~rcoa qrav~i~y silt koom, ~ ts ~Cl p~Canr ~1pp*~ ~ Tixou nGva~l 3+It la~em ~1} s4 3A P+rs~f Siao~x •
~w C~eiaile #dlty slvy laam .4Ad AI~Of1d0V1 64Ii ~ICOR4 ' ' ~ ° ' ~y Cccoka4da ~ilrr ef~Y ~oom, ~ained µn„~ I°abse~w ~31r ionm, 0 ra ~*eenr-+lup~~ ~tD ~'fkad qre~vr~ly ~ilt daem, ~0 to ~5 perc~ ilop~s
~,tim~ Me~ecsw tal~ V~am, ~p r 55 percR~~ s4oa+rs '~~+d ~ei~oa vary rotky come~ax, 75 ca ~5 o+rc~nr ~~opes Doli Geaeyron sil~ kocm, Q tD S~canf s6aspH [70~ ~aaryton tllr lean~, ia "~'0 d+krc~r s6ae*s hbC hbtcow ~411 ~oam, +hn6 w, 4 ra ptlGini slapef MJI+A Uhlig al~t loom, 41a 5 psrs*nr sl~pa~
DoC D*pyron ~ih ioam, TO f6 4O pHCIMt i~ppRf A4oC1 NbyCtfw ~IIF V~iem, sholf'w, 3p to,~~'reanr slarrrs 4~h~ Uhrin sllt loom, 5 rrr ~4 wrernr sic~pre ~3L MRSCVw vlfy NC~y E. Iq1l„ d 46~.~~..~~M~ bE~ ~'AAw Uh~lg f1~1 ~p1RP~ in4difCl~i~r 1~4II8w~ 5 iG ~4iFCel61
Qe6 i7w~yfnn tilt iaarn, rhrar ta~wn rurwcnt, Q ro ~k narcenl sloaMS ~V~e Nbicpw wry mcky c ~rx, 3f1 tlI ~(1 our~~r 31ep+e~ sio~A.s Y
6rC E3ro sllr I~aim 9 ~ 30 r ~ ` 9~► o IpNttn x aaa~ N4A N~~~ silr I9qm, ~ x15 ~esnr sl4~s VQ[ Y'oisa sl~~ Goam, to 34 prrcenG ylaPrs ~ak Drt~tjootu sTOnv silt laom, ~ ra 30 per~enr t~V~s T~v,3,~ Naif s~lr laam, 4 ra 3 p e~nr srn~ r~~ emd~d VeU ~aysar sfh Soam 3$ r~ ~~S w r I , o Csn slpQp~
Ai~? Chd~ppry ~tony ;yGt Poan, 3C io 55 ~r[~nr sVoars yp~ NafR ailr f,yam, 5 ro 3L} +►can~ w{ Yn VtiL} Vos~nr v~r+r rsekK +1Yr laom, ~D eq 's5 prrcmr slapes L~vD L?toqonn +my rocky eamaVrx, 24 to 5`~ ptnt+nr iloRei haCt Nof# erlt laam, 5 to 34 t~nr si~,pasj Nttded
s~oCa Noif silr loem, 0 re 3U kClflP ~~.6~~~ a*Mer~ly ~'e ~Cfh~y 4'~7?nY i9~ ~kp El~ik~ e#lt ioam, Q 1a 20 aere~ns sVaees emeed Wh Wefn~r leomr yand, droinaq
EI~ ~fa~ke v~ry ~rorry srit lou~n, b to 30 v~re~nr aie~+s ~y ~ Nnff uVt kaom 3~1 r~ 45 cear arbdad wo wolV4smn wrr iir~e•s~dy loom ~ID { Elaka very ~eony siit loam, 30 so 5.~ parcrnr siop~s a~' s o,~3,
Ms~ Norcass~ silt ~oam, 0 i pwr~~~ ;,ape¢ ~~n i €md~m s~lr loa+n 4 e Npr1 Na1 par~s i#ir Io~m, Q~ S cxes~r slop~s
Fc$ Fr+r+~man sYYr laom, 5 ro 20 ~ttsnr sioP~t ;Vp6 Ny,'qz P*rce aiir ~oom, 5.~ gwrc,s,~ slope~ a Fa83 ~~lfRlOf# Sl~f ~CGlllr ~ 16 Sv i~CMB S~OI~I~ S4VlI4~~' ~P~Y I'~Z FQPC~ ~FII IOO~YIF S~~O 6MC+lf,l SI~1~ S[WfQY+~
~ ' ~ti lf~dit~ ~Ild , ~ FcC3 ~ FrrRman siVr loom, c''~ Io 3C1 aCrcrn} ~I~p, ~+.wer.fy ?os Pad4use sils loan, +npd rotalr tihr~'tisw, . 7 i
~ ereard ~ ta 24~ aa►~+n+ slno~a , ~ Fm Fras~ wwo+ar +norsh SaiV mau confuurwad !$65 bsr !Cmtnqrpph~ M5 6y^ Comoqrpphit DIwiwon,
5~~1 eor~~~ur~on 5.rui~~, US[)A, irer~n ~s ici, lJSDA, from 1450 n.rriaM
° ~ ! vha+u4+`4qhs. ~aMmolltd moaalc e~at~ p pVun~ caaid~nmr srire+++, r,~~tn xor,~. Lan rd mosaic b"*4 un 1Mashinigwn r, nonh iqr~*. L.ann4en
iCRRBCA104 CGr76C ~014CiVM''~ 1Q~~ N9fth i~ti ' d~d1uM. :40M. 197'~+ hiorih A+rMtr#etsn
# ~ ~ ~
i
.
r ~
-z.o
~
.
9y T .
toYb1lOM/0 0."10sy dS'1
'oooo A i{ 00"04191 QOlIitCKrt t~ YNftM 10.•
9000 /0410yl& •1►OOIRIa19 TO YATCOIAL IM
8000 gortOr ot 404601846
7000 +ot RItIrNOex ti aoess sLoat .Oa • 1.0
6000 .crt.a.cc, a a • ►oocttW.oI 0040. .OT
5000 tOwTIor im .AO
.06
14000 .TO
[XAYPLC Nlt O~swe~ ~i+~ll LA. .03
3000 f~vi~~ ~ • 1.N 10a .60
10 `
' , . ~ . ~
s- n . .e~ . ~~oo LL. 'o ~ .
.60
~ 04 LL
~ V s o t'~' ~
r• cr~ . 3 ~ . .
io Z
s
1000 .30
1 ~ ~
n0 .OZ' ~
800
c ~ - ~ • ~
roo
mi soo = soo
_ ! .zo
~ ~
0 -400 W
~ INfTAUCT10NS (D ~ J .O' O ~
300
a: 1 ""tat 1/n •Atw ntM S►O►t ta1 Q O! Z a
•NIS 60o"Ct 046904846 loi ntM = .O' z OOe
200 oc.rO idi r.cu VITo Jiwis rvlir
~ .ot e= .OOT ~ .10
nrt•Her•.. ~w.~.s .e. _
• - c~++~~rt taur~o. 0 .o~ V .
006 W
a .Oa •
. t r~ soai►o+r -1 OOS W ,
` ~~Q r-fw~It• tw~~~t~ 1 LL
W .07
90 •t sno*. vst ~arosvn. .004 ~ .06 _
~ W a:
~ bo a. O os
~ 30 ~ •e ar~~w~t ~.-~~R--~' 0 .003 cc
~ 40 Mtcw~~~t ~ . • N . ~ - .04
N~►.O~ M
30 01t~~w~~ ~t~r~ ~ •ow t~*a~ a~cw~~u .002
.03
~~T~~r►~~ 0~ ~M •ftf~rl ~ •f~Tw Q
20
Z
F-
• ~t+~s..~~ «~w..w~:
~~,w .42
a
M~ tMMOf~f~ flif1011' .
~ ,
I0 ~K~N ~~fr~vt►~~w ~ .L~~t• L oo1 Q .
e~~u• a~er..at ~ ~ ~
.
f[t~~o~ • •tsu~t• • I~N •~'1
p~~~r ~ ~ O~~~i• iaf
f~OK •~7r0 •~0 0~►tw tw{11 0~ ' ~ -
' 0 1
NOMOGRAPH FOR FLOW
iN TRtANGULAR CHANNELS
6-42
F IGURE i
09 o1
09 ~ . ► ~ ; ~ ! 1 - - ~ ~
.?6
.
. ,
~ _ ~ ~ ~ ~ •
,
,.L. ' 1 E ~ , .i, , 1 ~ ` ►
~ i ♦ ~ ~ ~ ~ • ' '~T
1 . ~ ~ • 1 • •
1 ' + 1 ~ ~ ~ ~ k 1
~ ~ f / "r~ - r,..' ~ -
~ ' ,y1 r r,~ _ , . ~r,,,~r►~" ~ ~ c ~ ti + 1 ~ ~ ~
. ~ ~ , - • ' ~ ;M -e~", ' ~ ' T ~ ' ' , . ~ , . t
~ ~ I .Y~~ .~'~r. .f+~ - 1 ~ 1 ,i.~T"'~►~ ' ~ ~ { ~ ~
` .dr .
. ,
~ t • ~ ~ t ~
1 ~ ~,i.►'~
` ~ 1 ~ ~..T~.~ " 1 ~ 1 ' 1
• F~... r-'"~~ ! ~ 1 ~ 1 ~
~ '
~ 1 r'~ ' ~ ~ 1
i 1
1 1 '
~ 1 1
f
L~
. 1 , . ~..r ~ . ~ s lJ.~-~T`~ • 1 t ~ ' '/7 ! l f _ ~ . ~
'
i .
SUTTER'S 2nd ADDITION 2e
CHD, Inc. February 28, 1996
Revised Jan. 26, 1997
AREAS OF PAVING TO BE TREATED BY 208 ORDINANCE
' A , 12th Avenue south of the centerline OFFIGIAL f'UBLtC DaCUMENT
a
. to curb line, 3,619 sq. ft. SPOKANE COUtVTY EP-GiNEER'S OFFIGE
~
A
OR -
RQJECT #
Ab = Bolivar Court south of curb l~MM#TTAL~
on 12th, including cul-de-sac,RETURN TO COUNTY ENGINEER
22,985 sq. f t.
. cC~~v
Total area = 26,676 sq. ft. . RG
. FEa 1$ 199?
. SpOONE COUNTY E
. . .
. Melvin Taggart
Engineering and Surveying ~ Asy
N. 2128 Pines Rd. Suite 17-15, • ~,~j~ . Spokane, WA 99206 . Z '
4 , - ~p 1gmieF9 A
. - y r ' ^ •
. ~
TAG
EXPIRES Oci/27/ 2 .
O ~.•t~~
f Z ~ I ,d 31 ~
~
Sf~i .A1.~
s
SfON~ EXPIRES 061271
EXPiAES 061271 ~ ~
• j .
Page 2 of 3
SUTTER'S 2nd ADDITION
Swale areas:
A1 - 12' avg. x 30' = 360 sq. f t. ~
A2 = 14' x 72' = 1008 sq. f t.
A3 = 25' x 25' = 625 sq. f t.
A4 = 21.5 x 22' = 550 sq. f t.~ Total swale area = 2326 sq. ft.
Total swale area required:
Hard area 269,676 = 2223 sq. f t.
12 12
~
550 sq. f t. required to treat asphalt south
of catch basin. Z'his leaves contractor
approximately 300 sq. ft. in which to reduce
the swale area in other areas.
Swale volume = 262476 = 1111.5 cu. f t.
Depth of swale area _ 1111.5 _,5 ft.
^ 2222.3
See Spokane County Storm Water tianagement 1`Sanual for
def inition of symbols. ,fi
L ' . Tc: Ct n • , Vs
-
Tc 600(.4) •6 0.15 1549 .6 s 0.15
\ItAwA
~
Tc = 12.3 min. `1`~ ~c~ • c ~
. ~ ~
r o
Gutter flow, assume depth .145 f t. ~
. ~
8 46
- Sj~NAL
EXPIRES 06/27/ c~B► i
l
' a .
.
Page 3 of 3
' Area gutter flow cross section:
.145' x 4.8' _ .696 sq. ft. (both gutters)
. Z inverse cross,slope :
Slope avg. .035' per ft. to .03' per f t.
. . Z = 28.5' to 33.3' 2380' .
n From Fig. 18, Q= 1.55 CFS
V` Q ~ 1.55 _ 2.23 ft. per sec.
A .690
~
~
T ~ 2.23(60) 600 = 4.48 min. Tq
~4.c ~
Total time = 12.3 + 4.48 = 16.78 min.
T10 yr - 1.68" per hour, from chart r/
q 'a
'Y
O10 = CIA = 0.25(1.68)A = .420A aNAL
- EXPIAES 06/271 Q10 ` •420.69 acres) = 1.54-CFS y
1.54 < 1.55
From Spokane County Storm Water rianagement, pp. 4-15;
for drywells.
1.6 cFS > 1.55 crs
1.6 CFS > 1.54 CFS
Add one type "A" drywell in south staale, Area No. 4.
Note: This swale area could be asked to accept 25%
or paved areas, plus 13% of lot areas.
Add one type "A" drywell in northeast swale area. Add one type "B" drywell in northwest swale area. . ,
Use one type "B" dry well, and two type "A" drywells. '
-
, SUTTER's 2nd ADDITION BOLIVAR COURT CURBS
2.0
T- - ~
cou•r~or: o• o.aa(A) s!l eL'
10000 NouoMrcss Gocp/~utri ~r r~wriro .10
9000 ►oorut• •r@Qo~mOATC ro rArtoi~L Ir ~
BOOO •OfTOY 0/ CNAMM[♦
7000 iIs Gtc,rRocAL or cOoss sLorc .08 • 1.0 ~r
6000 acnocru . 14. a. R Pikocccares *944.
5000 P►ac ao. covATsoM r•i .80 •
.06 ~ 14000 70 !~''S•
, ExAMPLE Ifct oAsrto ►irtfl . u. .05 • i •i:.
.60 vr •
3000 s~vc» ~ ~ • 0.03 l00 `
s• t~ • a/n ~:oo ~ ~O ` .04
• s~ t f:~
\ r • LL .50
2000 d • 0.22 20 ~
►o.o. • s.o cps .03 ~ .40
~o
Z ' ' - ` ~
> > s
1000 z .30 . '
900 .02
C eoo = _1 . 55 CF5_ i
~ 700 1
~ soo Z
500 z .20
0 400 ~ ~
~ INSTRUCTtONS W Q 300 ~ .07 W .OI ~ ,
cr 1. co«1190 B/n RAra Wirw iLoVt 19) Q .00 Z d
•ro cawtci oIsc«4049 101 WOrM = .Qa Z .006 '
200 990TN (dl TMtSC fr0 l9496 Y{/ft ~ .
N Q ~ -
qT[Rf[CT •t TWfl164 LIM[ /011 •ot .007 .10
CO11►L[T[ •OtYT10M. Q .01 ~ QOS ~
' os
•1 .
` t.IWI SNaLlOW
•QO5 W
-90 100 ._.N..co cN..ucL ijL W .07 •s •KOWM ust 1000048A►01 Q 0
80 . • ' ~ •
.004 .06
70 .
W cr
so a C) .os 50 b ro o«uMI.c r r'd 0 .003 co
40 ascNSRsc os .04 :
IQ8160M 01 CM<MKjI , l~, ~
30 otTtOr~wt ocrr« 4 PoN tor&L oIsc«.ROt ir .002 trtiflt Sterwr twcr uSt SOYOSMLPM To ~ •03
'
20 . ocr~~r~rc o~ sce~~nr ~•o. oc~r~ , .
. • ' , .
rd' ~
a .O,L
to•sos~ta 1cat~oM.- ~ • " •
10 ' Fo«oW OMSTItueTIo• s.
To 0814921 olseNAnst a .001
0 . •,ui:
140104m • At •ssuUco • ~.1~ .I 1 . . ' ~
1LO~C •A110 i0 AMO Q[ITN I'. TNtM O, • 0.
• p(g~ -
. .
. • ~
.01
• NOMOGRAPH FOR FLOW
IN TRIANGULAR CHANNELS
ury7 :
REVISED 1/25/1997
.
• • JI J.
• ~ ' J ~R;f'.
. • ' ' -
N~1,•
6-42
,
.
. ;
.
- i FIGURE 18 ~
. . .
.
TA.BLE 13 MANNING' S RiOUGHNESS COEFFICIENTS (n ) 3
• -
~
1. Open Channels, lined:
~
A. Concrete ~ 0.014
B. Gravel 0.030 >USE 0.015
C. Asphalt 0.016 ~
,
2. Open Channels, excavated:
. ~
A. Earth, fairly uniform section:
. k
1. No vegetation 0.025 y
2. Grass, some weeds - , 0.030
B. R,ock 0.035
. , .
Street Gutters . _ ~
. _ . ,
A. Concrete gutter, trowled ~ 0.014 '
B. Asphalt pavement. 0.016
C. Concrete pavement 0.016
3. Closed conduits
• • • ~ ~ 4
A. Concrete pipe f 0.012
B. Vetrified clay pipe 0.013 . ~
C. Plastic pipe ~ 0.010.
D. Steel pipe 0.011
E, CMP (annular) or helical, part full 0.024
F. G'NP (helical, 243" x 1/2flowing full:
~
diacneter n diameter n
~
:
~ 12 0.011 • 42 0.019
15 0.013 . 48 0.020 ,
'i
. • , r
18 0.014 54 ~ 0.021
•
. i,
. . ~
- 21 0.015 ~ 60 0.022 . ~ . . .
. ~ . . . 24 - 0.016 ~ 66 0.022
~ ..t
_ . ~ .
- 30 0 . 017 72 0 . 023
L L'
. r ~yrY
36 0.018 78 and over 0.024
. • ~ ~ ~~r_
~ 6-34
. .
. .'i
- •
TABLE 13
_ i I
~ 1 i
1 1 I I ~
- ~ t 11
1 s ' '
4A
CA
1 ! ~ ~ ' ~ ~ I
W
~ i I I 1 1
~ ' .
~ ~ • ~ ~ i ' ; , ~ ~ ' • . i ~ j ~ ~ S i i ' I
ill . i 1 .
o
1 1/1
...n 1 1 I
~ 9 I I
L
~ 1.6 ~.-.U_... ~ i.~...
~ : I
L
-4 _ .:-~-4-~
,
o:
fi
r ,Li
,
0 /D _ 20 30 ~ 40 :~~~4 . .~~60 ~ . . )p~ ~ , . .g0~..~ ~ _90 ~ /00
. SUTTER''s 2nd ADDITION
a . .
, . , . . . . . . . . . _ . . . . _~.,ti.~,.,,:,. . . ~ i.
` . , ~~...~_._.r.,.....-..«... . ' ......~..~+wr.+~~...~Nc,'1~•'. ~:~,~~~4~FWr"p~Q.1~~J~ ' ~.~:~{,:'~u t . :N77
' ~ .
~
,
TAB LE I
RUNOFF COEFFICIENTS FOR STORM SEWERS
.
ROLLING HiLLY FLAT 2% - lUX OVER lUX
Pavement and Roofs . . . . . . . . . . . . . . 0090 0.90 0090
Earth Shoulders . . . . . . . . . . . . . . . U.SU 0.50 0.50
Drives and Walks . . . . . . . . . . . . . 0.75 0.80 0.85 ~
. Gravel Pavement . . . . . . . . . . . . . . . 0.50 0.55 0.60 j
City Business Areas . . . . . . . . . . . . 0980 0.85 U.85
Lawns, Sandy Soil . . . . . . . . . . . . . . 0.10 0.15 0. 20
. r,-
Lawn, Heavy Soil . . . . . . . . . . . . . . .0.17 U.22 . 0.35 ;b
Grass Shoulders . . . . . . . . . . . . . . . 0.25 - 0. 25 , ~0.25 .
Side Slopes, Earth . . . . . . . . . . . . . . 0.60 0.60 0.60
Side Slopes, Turf . . . . . . . . . . . . . . U.3U 0. 30 0.30
,
• Median Areas, lhrf . . . . . . . . . . . . . . 0.25 0.3U . U.30 •
Cultivated Land, Clay and Loam 0. SO 0.55 0.60 Cultivated Land Sand and Gravel . . . . . . . ~
, 0.25 0.30 U. 35
• Industrial Areas, L.ight . . . . . . . . . . . 0.50 0.7U 0.80
Industrial Areas, Heavy . . . . . . . . . . . 0.60 0.80 0.90
~
~
Parks and Cemetaries . . . . . . . . . . . . . 0.10 0.15 0.25 ~
;
' Playgrounds . . . . . . . . . . . . . . . . . 0. 2U _ 0. 25 0.30
`
Woodland and Forests . . . . . . . . . . . . . 0.10 0.15 0.20
,
t. ,
Meadows and Pasture Land . . . . . . . . . . . .0.25 ' 0.30 0.35 '
~ *SINGLE FAMILY RESIDENTIAL
(Dwelling Unit/Grose Acre)
(Sandy and Gravelly Soil) .
, . -
i
~ 0-10U DU/GA . . . . . . . . . . 0.15
t ,r
1 . "•N~
; j1.0-1.5 DU/GA . . . . . . . . . . 0.20
• ~ .
, • .
' 1. 5-3.0DU/GA . . . . . . . . . 0.25 " c
3. 0-3. 5 DU/GA . . . . . . . . . . . 0.30 •
, 3. 5-4. U DU/GA . . . . . . . . . . U. 35 R-
. ' 4: U=6. U DU/GA . . . . . . . . . . 0.40
6• U-9. U DU/ GA . . . . . . . . . . U. 60 .
. 9. 0-15. U DU/GA . . . . . . . . . . 0. 70
M
,
* Assumea flat lot plus one-half width of abutting street. Other configurations
should be checked by combining individual runoff factors for each various surface.~.'
Date 4/4/84
TAB I.E 1
' 6-2
. ~ . '4
i
S P O K A N E C O U N T Y
DIVISION OF ENGINEERING AND ROADS • A DNISION OF THE PUBLIC WORKS DEPARTMENT
William A. Johns, P.E., County Engineer Dennis M. Scott, P.E., Director
Policy Memorandum
Date: April 1, 1996
To: All Concerned Parties
From; Bill Johns, P.E.
. Spokane County Engineer
Subject: Policy - Plan Review Process for Projects having
Preliminary Approval prior to May 15, 1995
This new policy is being implemented to streamline the plan review
process for those proj ects receiving preliminary proj ect approval prior
to May 15, 1995. This policy conforms to the current policy for plan
submittal and review on those projects which received preliminary
approval after May 15, 1996. This new policy will take effect on May 6,
1996.
NEW POLICY
1. Projects for which the lst submittal of the
plans and drainage calculations occurred on or after May
6, 1996:
, The plan submi t tal and revi ew process shall conform
to the process noted in the May 1995 edi tion of the
Spokan e County- Standards for Road and Sewer
Construction, and associated Division policies.
2. Projects for which the lst submittal of. tb:e
plans and drainage calculations occurred prior to May 6,
1996:
The proj ect Sponsor may request, through a Design
Deviation, that the plan su,bmi ttal and review process '
for the proj ect conform to the process noted in the
curren t edi ti on of the Spokane Coun ty Standards for Road
and Sewer Construction, and associated Division pol i ci es .
. ~
Will'iam A. Johns, P.E.
Spokane County Engineer
1026 W. Broadway Ave. 0 Spokane, WA 99260-0170 •(509) 456-3600 FAX: (509) 324-3478 TDD: (509) 324-3166
FAX COVER SHEET
SPOKANE COUNTY ENGINEER'S OFFICE
1026 W. Broadway Avenue, Spokane, WA 99260 Phone: (509) 456-3600
Second Floor Fax # (509) 324-7655 .
DATE: J u°.cG l-~ 0 FAX # q.0 G - (0 p 9=1;L
TO:
COMPANY: CITY/STATE:
Number of Pages (including cover sheet): ~
• ~~L~ 1
FROM:
MESSAGE: 4n)r-ms o i--
o .
SPOKANE C0. STANDARD
TYPE 'A' DRYWELL 12th AVENUE L- 31.42'
TYPE 3 FRaME & GRaTE
RIM ELEV, 2056,50 ,
STA, 6+28 - 371 . . PL 142.12'
SWALE BOTTOM ~ 16. U'i~ 2 ~
g.s' x 8.5' ~ - ~ .
~
ELEV, 2056.00 ~ 185, ,~.._g~
CURB CUT STA, _ SWALE 26S' MAX.
~ BERM 0,7' HIGH
~
6+22 TO 6+25 ~ - - - - = ~ 44, ~ -
ELEV, * 2057.20 . . . . . ~ - ~ ~25' BUILDING~ SETBACK
208 DRAINAGE. S BNDRY,
SWALE BOTTOM . _ , . ~
~ . -16,5' X 16,5' 22' .
- ELEV. 2056,52
~ ¢ --J
A ~
~ CURB CUT STA. ,A-, - I D 3 . ~
V)
.6+75 -TO 6+77 Q Y _ I ° I ~ o
ELEV. 2057,22 Q - I u
Li - IW ~I Q
- - SPOKANE C0. STANDARD LD . I 3 vWi I >
' TYPE °A' DRYWELL - . - : z - oo ~
TYPE 3 FRAME & GRATE A l° W ~ ~ °
RIM ELEV, 2055.50 I CU
STA, 5+90,91 - 38'R N J I
SWALE BOTTOM ~ ~ ~
41' X .12'
2054.81 ~ _ I o I
PIPE INLET 5+86,91
PIPE OUTLET S+gp . I I
PIPE INLET ELEV, 2055.57 - - I I
PIPE OUTLET ELEV. 2054,93 142.19'
~
SWALE B❑TTOM
15.5' X 15.5'
ELEV. 2057,39 ~
CURB CUT STA.
5+55,41 TO 5+58.41 20)3e9 S QFT,
ELEV. 2058.09
~.e ~ .
~ C. T
~ q
w~ Sy~ c~
o~
SCALE:lp = 30'
DATE: 9/22/98
F.~
LOT 10, BLOCK 1 ON A~
SUTTER'S 2nc ADDITIrIN rXPIRES 06/27/01
B 0 L I V A R C 0 U R T ~CURB cuT 3+25 Ta 3+27
. j ELEV, 2066.05
L= 5.16' - 75.39' 8' M A X,
S' TYPICAL Q}--~-~- ~ SWALE BOTTOM ELEV.
' ~ T
2064.85
10' UTILITY EASEMENT T--C iq0-
- . I I--- 1 5' SPOKANE C0, STANDARD
241_ TYPE 'A' DRYW ELL
~ TYPE 3 FRAME & GRATE -
RIM ELEV, 2065,35
25 = 208 DRAINAGE EASEMENT R STA. . 3+26 - 25'R
- - -
~ - ' --30` * BUILDING SETBACK ~ -
. _ . _ . . - ~
.A
o -
_ _
. rv - - -
. v _ .
- • w -
80,55'
10,046 SQFT, .
r4c
ySH,y
N Z
Sl..l"1LL: la - 20,
DATE: 9/22/98
S~4NAt
_OT 1, BLOCK 1
SUTTER'S 2nc ADDITI0N ~XPIRES 06/27/00
~ ~ _ ~
` -
CURB CUT 1+99 T❑ 2+01 ~~pURT ~
ELEV, 2069,12 BQLIV AR
~
L = 65,81' -
~
T Y P~
,
lp, UTILITY EASEMENT
SWALE BOTTOM ELEV,
,
2068.12
2,
9 ~ - - EME4 - - - ~ - - - - .
f
5, 20~ DRAINAGE EA , .
. _ 2 , . , . .
. , . ~ •30; BUILDING SETBA~K
. . . ~ . . - ~ . _
. _ . . ~ _ .
00 . . - , - ~ • ' ~
v - - -
83.53'
10,119 SQ.FT,
c~ rq
0
~ ~
~
- z
- SCALE: 1" = 20'
DATE: 9/22/98 o,~ 46
FSS
LOT 2, BL❑CK 1 NA~
SUTTER'S 2ncl ADDITION ~XPiRES 06/27/001
2
~
Za,3
208 DRAINAGE EASEMENT .
. ~O L = 50,40' SOUTH BDUNDARY -
/
. . . / . , , . ~ 25 208 DRAINAGE EASEMENT
- - , - - , - , : .
i . .
~
10' UTILITY EASEMENT _ " ~ ~ - • ~ - ~ . ~ ~
- 30' BUILDING SETBACK ~ - . • ~ ~ . CO
. . , . . . ~ _ . .
153.50' ~ ~ . .
10,024 SQ,FT,
rq
A~ a-
~ o
~
- ~
SCALE: -1" = 30'
DATE: 9/22/98
. LOT 3, BLOCK 1 /ONA
SUTTER'S 2ncl ADDITIDk EXPIRES 06/27/01
r
opoo
. f
~
. . , . .
- • r •
. ~ • .
SEIBRCK - ~ -
. 3V
. . . AINA~E ~ASEMENT .
. ~ 25~ 20a DR - E ASEMENT ~
. ~ , . . ~ . . , , . • ' ~ ~g DRAINpG p,RY
~ ' - . . • ' ~ ~ ~ . SpUT N $OvND
~ T I\-I~ ~ E~~EME~1
.
1 3~ 5~
39.,30,
.
,
1 ,3,s2, ,
BnLI\lAR COURT
~
F-~ C. T,4c
~ p12 SQ' ~ F~+AS
1 ~ ~ o~ ~
. ~ i
~
I 0 N
g = 30' _
ScA~"E% /22/~g IRES ~6 27 ~0
~p,TE~ 9 ~Xp .
_
LOCK 1 '
ODJ~ 10~
`--o ,S an6
A -
~U
r~ • ' _ ' ~
' 86.00'
. - - ~ rv • •
. . ~ _ .
°O _
o
~ . . - ~ SWALE BOTTOM ELEV, -
2067:83
~ 30' gUI~DING SETBACK . . . ,
_ - , . . • • ~ ' ' - - - - - 25' 208 DRAINAGE EASEMENT .
_ - -T
10' UTILITY EASEMENT
5~ TYP.
- ~ ,
17'
9 2a' . L = 77,33'
~
CURB CUT STA, BOLIVAR . COURT
- 2+24 TO 2+27
ELEV. 2068.83
12,507 SQ,FT,
~
was qc
~
SCALE: 1" = 30' - ~ ~
DATE: 9/22/98 F-
~
L❑T 7) BLOCK 1 4NAL
SUTTER'S 2nd ADDITIDN ~XPIRES 06/27/00
. ~ .
~
~ . _ . .
- - ► . ~ - . .
NI - - '
. . 'co
- . - ~ ~ N ~ -
N .
" - - " ' •
r, . , . .
30, B~
~ - ~ ~ . . ~ ~ ~ INAGE EASEMENT
. . . , . 25 208
_ , ~ • _ - -~Y EA
- . _ , . • ~ ,
~
• _ -
'
~ ~ .
. - ~ 83,14
~ R C
.
1~)234
'A s y,~ C9
• ~,i=- ~
K~
~ I
1 Sj
0 N A\-
u ~ 30 r
SCpLE'9~Z2/98 ~6/27~4~
XpIRES
B~K 1 .
~-O
LQT p,~T~I su~~ER,S 2n6
~ ~
86,00'
- ~ .
. - ~ ~ .
no ~
. ~ ~ . . .
. . - . w _ . ~ . .
- 30' BUILDING SETBACK -
- - - - - - - - - - - - - - - - - 25' 208 DRAINAGE EASEMENT
SPOKANE CO, STANDARD inF 26.5'
TYPE -'A' DRYWELL v I 1 16,5' 5' T Y P__
T Y P 3 F R A M & G R A T I~ 10' UTILITY EASEMENT
RIM ELEV, 2062.81 20' I~ F051 Icu STA, 3+97,5 - 25'L 111 86,00'
_ "\-CURB T STA,
SWALE BOTTOM ELEV, . 3+96 TO3+99
2062.31 - ELEV, 2063.51
BOLIVAR CDURT
12)230 SQFT,
rq
w A
N ~
SCALE: lu = 30'
DATE: 9/22/98 ~o,~, ~ 844
o~
LOT 9, BLOCK 1 NAL
SUTTER'S 2ncl ADDITIDN EXPIRES 06/27/00~
~ ~ ♦ ; ~
o V~
./V
r?erJ Fe B ly~ 1 410 "j p p
Y . f., ~ ~
Spok:ane Coija?y -Engineers ,Su7T~~1Z.
~
N. 811 Jefferson 455-3600
Spoicane,lrV,4 0-9201 N. o.:
17 t5 9 r 9..3 , .
TYPICAL SECTIGV DATA 94-N1ay.r.?
Roadway half width ENTER--> 03:31 PI-A
Road Name IZTAf ENTER-> . . ~ .
Left ot Right R T ENTER-->
Curb Type s r~ ~ • ~ ' .
Stat;on lntecval z 5' ENTER-> A
. . . . . n1 ►u~ o, A~`, c;~~~,8~ . ~;a o~ v s ~l 2~,~{•~~~- .
^ -r- sT'c. i pF- MINIMUM MAXIMUM
~ ~ ` ' ~ ~ • Curb El.. ~ Curb EL. f 'f~06o E~+ge Pave.
~7
C`MTER % SLOPE EDGE D1ST. °o SLOPE EDGE DISl' FRON1 (-4.5°h (-2% 4'11-00 ou n f-P- ta Gu!ter
~ LINE CENTER- PAVEt:4ENT C1L TO C/L TO PAVEA4EN EDGE r^VMT from E/P FROM E1P + SELECT- pesign Top Curb
~ ~S i ATION ELEVF,TION ! INE ELEVATION E1P (Fr-) EDGE PAVE °!o SLOPE TO CURB CURB HGT) CURB HG i) ED~ELEV % GRAQE 1% Gr2de
~~4,
o.~<0 a ~ I,~6. a''~
~ I 40..~~~ N 0. ND
I 6'~'~1~ I ~~7• O `~n~~~,~ I e.~~it3 Cvh~~ I l'vic.~l I ~ 1
~ 15 I ~ so7 I V97:~ ? I
ol 5~,~. :3Apo I 1 1 .57124 571.51 I
ZIA
. ~ r~.~' •_J~r~ . ~~lf ~ ~Q~ ~ I VU I
I V . go ( ~ 71 3 ~V I
G +481 5P 6] z 03 ( y,.~~ 9. f 5'`l ►(n7 'S ~ ~4~►~:.1L,~~ 7z.
7- J~ •~~I~i~1 r~` ~ L
z 7,S(o ! 5y3H6l: s7,ss -4,3.'~I
~ ~ . 4• 44/ Z-77r Z y
7 1 I lQ~/C} I ~ ~«r7r~ I-cUKQ j✓t /T 1 5-7l+J'~~ Ci J` 7,-71052,iJCJ ~ $pl.l
7r f;r ~ .U•( .5'~,.s 1
"d~ ~
~ ~ ~i%% ~ C) C~uc npi 11,l~~~ i ..~i~ 1 S,U7 }'~►.2~ IAQCE~
O . 1 I r ~lJ i~lf.6 I I 'J ~ 1 ( / ~ . • 1 1 ~ ~ % ~.A` I ~ ~ I ~ ~ 4~
~.~,'~/.~,~h;
; 4_1 2 .s to,~ 1 ~ o 'J f . L~ r. . ~ _ . , . . . _ . . _ . _
~ 7 , C.
.a•, ! /
~ V` 1 O~ 3 / ; ,j.. ~.~I• i . . . . . . , . , , . . `O
r
zj'?;►G~~. . ~d.~3_Sx~, ~ ~~b' y► , . . ~ , .c,,
~ GQ~ 1!' ~ . ..,~.,;zl~'~.~ , (b1~4 ~ I ~ , • . -~c ~ ~t
~ ~ ~ / ' ~ s1 • ii~~j;
, , ~ . ~ . . , . ~`l`~ . . . . , ~ . . . _ 1 ;~f r ~
?M~~` ~ l
~.....~~,224 T~. ~2 . . . . . ~ F'~ ,
O
~ .~4d ~ ~1,~5 ~ . q,zo M ,R m . .
6 A(~ m Oo ' Y~' .
'IRt1CDOCUMF-1VS O0 rri ~ -,1.
co
NAL
. ~ ' Yt, , . •e fi ~ m ~ /
. ~ . ~ EXPIRES 06i271
~ . . PROJECT #
sUBMITTAI 4
. • ~ ~
--RETURN TQ COUNTY ENGINEER
.
~ ' .
~ .
SUTTER'S 2nd ADDITION
CHD, Inc.
December 9, 1997 .
Original and Revisions or Additions
Original: Oct. 14, 1996
Revised: Jan. 26, 1997
Revised: Feb. 28, 1997
Basin "A" and "B" for Bowstring Calculations
for SO-Year Storm
' Melvin Taggart . Engineering and Surveying
N 2128 Pines Rd., Suite 17-15,
Spokane, WA 99206 ,..N~
Qi',.t^ti.~_ °~~..,...i:r DO'L,Ui.4,;'
, SPOKANE C.OUNTY ENGINEER'S Cr}iCaE
i
TA G ~ . OR
~
,~AV PROJ
~ E TTAL ~
~.Y r r.~
RETl1flN, TO C~JU~~lT~ ENGINEER
0446
RECE 'V~D
sjcr~ta~
EXPIRES Os1271 DEC 1 21997
SPOKAME COUN'fiY Et~OMEER
i'
.
. • ,
1
BASIN "A"
PE 1708 Sutter's 2nd Addition
Wes Crosby ,
Area with light green perimeter (SE area)
Grass Area
A= 154 x 130 + 145 = 19,937 sq. ft.'
1 _ 2 ,
A2 = 117 x 145 2 168 = 26,793 sq. ft.
A3 _ 168 2 208 = 17,472 sq. ft
Total: 64,202.5 sq. ft.
Acres: 1.474 acres
Impervious area 8400
Combined area 76,602.5 sq. ft.
Total combined: 1.66 acres
-
c • ~ ~
_ • 14~
C~
•r ~
0446
'SA ~e , ,;t•` ..3'
,ySl AL
,
- ,
.
~ EXPIAES O6/271
~
~
. ,
, • ,
P~~ gASIN,
Zog. _
~v.
9400 Sq-
ImPervious AYea " ~u, f t•
8400 (.5), _ 350
bottom 12
Volulne v -Oonding ~ 700 Sq, ft.
X .?5
bottom: 350 X 2 5
X 25 + 47 x.7 5
uiYed area of P°nd
Req 5 X 8, .75
1. 5+ 5 X 1~' + 2-` 492 cu' f t~
. 5 22 X 3 2 .75 + 33 x.75
, .
~ 5:6, + 5 x .75
+7.SX .75 * * 5 x8
2+ 14 X 5+ 2 + 31.5 X 1.5
X 1•5 + 12 X 1.5 cu. ft.
_ 31.5 x 22
Volume ~ X 1. 5,, 31.5
+28 9X1.5+bX1•5 993
x~..5+5 X1.5+
+ 17
el -r
,w~ i y~V i .
~ + i , • ' i-~
~ ~ .r ~ ~y' i
¢
~
. a~ •1 ~ ~
. L "F~'1... :rr y 'S •.~J
. ~ ' • •""'.r ,'-tia"i.,fiL
.
1 ~
.
. , ,
3
BAS IN "B"
PE 1708 Sutter's 2nd Addition ,
. Wes Crosby
Area with light yellow highlighter (Western and Northern'area)
Perimeter
Grass Area
A4 = 55 x 110 = 6050 sq. ft.
AS _ 40 +237.5 x 240± = 9300 sq. ft-
A6 _ 40 + 2 150 x 235 = 22,325 sq. ft.
A7 _ 135 2 160 =10,800 sq. ft.
A 107 + 280 x 100 = 19,350 sq. ft.
8 2
Total: 67,825 sq, ft
Use 1.557 acres
Impervious area = 26,676 - 8400 = 18,276 ,
Combined area = 673,825 + 18,776 = 86,101 sq. ft.
or Total: 1.976 acres .
• -
Impervious area = 18,276
18,276 (.5)
Volume required for 208 - 2 - 761.5 cu. ft. .
Minimum area of pond bottom = 761.5 x 2 = 1523 sq. ft. +
Bottom of south pond: 25' x 12.5'
. ' ~
Volume = 25 x 12.5 x.5 + 12.5 (.75) + 31 (.75)
.
Volume provided = 188.875 cu. ft.
.
/00'0.1
'
.
` ~t,. ~ . .
• ~~••"~y ' oc ' , i~~y; o ~
. ~
. ~ :
, . • , .
a •
4
Bottom of northeast pond = 75 x 12
(12 x 75) x 0.5 + 0.75 x 76.5 + 0.75 x 12 = 516.3 cu. ft.
Bottom of northwest pond = 12 x 30 _
30 x 12 x 0.5 = 1.5 x.5 x 36 + 12 x 0.75 = 216 cu. ft.
Total volume provided: 188 + 516 + 216 = 920 cu. f t.
Volume for 50-Year Storm _
. South pond: 25 x 12.5
Volume - 25 x 12.5 + 28 x 3 + 12.5 x 3 ~ 434 cu. ft.
Northeast pond: 75 x 12
Volume - 75 x 12 + 3 x 12 + 81 x 3 = 117 cu. f t. Northwest pond: 30 x 12
Volume = 30 x 12 + 12 x 3+ 36 x 3 = 504 cu. ft.
Total volume provided = 2017 cu. ft.
- , ,
j r ~it G1 ~
t ~
' -'•r:,`~~ ~ ~
I ' :AL
FXPIRES 136/77l f
C ~
. , f •
. - , •
- PE 1708
INDEX OF APPENDIX
1. Basin "A" Input Data
2. Nomograph for Gutter Flow 3. Basin "B" Input Data 4. Nomograph for Gutter Flow
5. Bolivar Court Impervious Areas Color-coded
for Basin "A" and "B"
- 6. Basin "A" and "B" Boundaries with Topographical
. Data and Drainage Pattern
. i
; . . . . P~ . _ . .
2'~~,~
-wATtUNnt, FuRriut,n rKUC:wArt
tr,vu'r FORM
~~s
1 Av A
uATE oes tcr, Y" .
NArt E W JF, ~ L- v l Il1 ~ ~ A4- C
, E' KUJ ECT J l1 ~ T F~fZ,~ S JlJ D~ O~ P~' 17 O 8 . ~ -
8AS LN NM1E . ^ B irS • ~ . ,C . . ' ~ -
0 oE Sub Areas ~ ( • ' ~ . - ~ ~
~ 'SU[3 AREA, 1 4 ~ 5 6 7 8 9. lU
: . . . , . •
Acea in ~ - (rn3x)
Acres . . . ' . • • - . . ~ ~ ~ ~ ~ • ~ -
~ Runo E E ~ ~
~
Coe ff icient 14
, .
OVERLIINU, ELOW CiIANNEL ELUW ~ - ~
Ct~ L
L
Z 1 a ~ 00,fo,
4
N Z 2
s N =
~
- 8 3 C~
s
~ rD
A. Lmpe rv ious Area
~
~
B. Required '208' Ponding Volume
A x l/2" - 12
3 A
306/h
` ~ ' . , • r . - . , ~ - - ~ ` ~ ^ ! r ~
. . . ~ ~ ? o
~ ~ ~ . ~-s ~ 1~~
2 4DD
/ ~ ~ " ,iS~.._•~~.
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a
_
cov.rlor: o• 0686 s~ a~^
'OOQO fl 's 80Y414r(l• G0g1/IClIMf IM mANMIM4 .10 . ' , i ~:':•w~.4~•'*f,~',;''~
9000 ~ /OSY4L• A►rRorwuTt ro 4&rt4l~A4. I.
AOOO •OTTOY 0f CMANN[L 1•.^~ ~
7000, a is •cuveoC" of coass 116.001c .08• 1.0
.
' 6000 actcscru4 M, a a Maaccowos ►o.c .07
5000 no. cou•rio« twi .80
.06
- • ~ ' ~ z~=~:;~=
4000 .70
, EXAMPLE tstt oaswt0 u~[tf ~ • U. .OS
3000 s~vtw, f • aoi t00 .60 , . ~,'•'ri~ ~i
t ~ t• ~ ;Q ` .04
iln • $:oo
r ~ ZA n • .o:_ lL .50
• . o.:s C~ jo LL
' r.0 43 ~ MO ~ 0• YA CI t =O O! ~ U. ~ a .40 =r-
3
r 11` s
~ 3 3 1000 3 _ .30
j.. . ,
• soo
800 W ~ ~ ~ ~4'• ~
_ ~ v ` • • -
~
C TOO• J I IN,.
~ 0•41 ~ soo ~ =
~ soo Q .a cn .20
~ ,i ;i:,;'~-
O 400 W
INSTRUCTtONS' • :
Q aoo ~ ~ :07 W .oi F i ~ :
ry
ai.
•NO GOKr1C1 OISGMLAU ta WIrr = .008
.oa r..~.~4:
2 M W O~I~N (Q fM959 Tf0 lIMES YY{T
- '08 ~ •007 ~ .10 .ca_.,, ••Z:
f.TCastc• •r TuRruUS, Lo.t fo~
coSIKtTt toLuTIoN. ~ ol V .006 • - ; • •
r----• - -T W .08
t. ~o~ sN•~~o~ - .003 ~ ~ •
•w
100 v-~Mano c~arr~~ ~ u ~ Q .OT ~ w~
90 O
9O •s fN0lM a~~ MO~O~~~►M .004 .06 . ~ , ~ , • ` ~
70 .~t« . • 7 W
60 0.. C) .03
50 s TO 0CT[RYtM( r-•---~ t-'d~ ~ .003 ~
-1 CZ)
40 rcaTIow of cw4r~t~ .04
NaYNIt Wiaiw
30 oartemi.c otr~M ~ ro• ror~~ oiu~•eac ~r .002 ' ~ • r ~ ~ _
. ~ . •
(rfla[ 1(CT4pq 0. T14L11 Y« 1001110401.M TO 03 O~I~~tll~( O~ f[Cilptl ~ IO~ O~ITw Q S^~,t,• :~:r+• •
20 .'.e-{~) , a .,;`,•~,~3:
ro ocTtRrorg o1scNamaa r~ .rr-.~ ~ .02
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e +
w
/OllOr IAff11YC~lOM ~ ' , ~
w •
10 .o o~r•~. ofsc~.aec ir ji l~e• .001 0
sct►Ior . •r •ssuMIo ' ~ ~ '
ot►rM e~ o~*ur o~ ~o~ • . i •
~►o~t •~r~o &MO otrt« 4% rKt■ aT • o. . o,, ~ , , . .
L .01
NOMOGRAPH FOR FLO1N
IN TRIANGULAR CNANNELS
; E
;
L)
6-42
FiGURE 18
- - ` _ ~
• ~ . . ~ 1?0 ~ . . _
. . , . ~
. , . p ` IJ-0 ~-p ~
S _ . . ~t: ~
~ .
z.a . ~ .
C ~ r~ I..07:1'
•
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10000 A 1~ 10YONM(!3 GOC«Iwl(Mt IM Y~tlMIMO .'O ' - .
9000 lOAY11l• AIPAO/NIAT( f0 YAf(AlAl 1• • -
AOOO •OTTOY 01 CNAMM(l
7000 a is atcusocaL or c■oaS uorc .08 • 1.0' 1
' sOOO ~LI(A(MG(~ N.11.~, IA06([OIMo! 1*64.
.07 - . . , ~ . . j•
' 5000 .80 . . :
.06 . . .
.TO
14000 EXAMp{,E Iscc o•:NCO LoNts)
~ •05
3000 sivcas • • 0.03 loo .60
70
~ ~ t+ cl) ~ . . . . ' ; .
a In Q
. oo LL 30 04 ~ .so
- • }
/ ~ ~ • t . C~ 30 . , • ,
r~3 00
ro.o • e o.o t cps ~ - .03 ~ ~ .40• °
ro- z :
~ - ~
7
!z
1000 ? .30 • ' ;
900
.02
900 z . .
700
600
a tl~
500 3 ~ .20 . • = ~
~ ~ • ~ 400 - • W •t Z . ~ . ' '
~ INSTRUCTIONS J .O' O ;
Q Joo i. .o~ W
.
~y 1. COrM(CT i//1 ~At10 ■ITN {101I (t1 c Q .Oy z ~ I ~ ~ t~ • • : s •
~i. . i
•MO COMM[Ci OI{GMaps (O) rITM OOA y:
V .03 Z ~ • ; :.s'.;,'.•° •
Z~ otPTw ldl 1wts9 TWo LIr[f rvf* trltastc♦ •r rumaiw• .o= Q .007 • •
co"Kt*t :oLuriar. .006 W •10
~ a .08
t. ro~ ~M.~w~ h----- • . ~ .005 W ~ i~
e tL h y"~y
100 W .•~»..co cN.■.c~ .OT ~ ~ •~.4~::;'
~...~~••.,s~
90 0
sko..
80 ,Or" . ' .004 .06
70 - a
W ~
• -i
60 Q„ C)
O .003 .03
50 3 TO OtfCnrlre
J m f f
40 otscmaesc o, tr T ! : • Un . n: .04 - ,1•.:_';'.' .
~O~f~OY OI CMJMftIL • ~ • ~ ' •~'i
M~rIMd M/01N I~~i~+~ ~ • `
30 ocTUrI.t otrt« ~ ro~ roT~~ o,~cM.au ~M .002 03
crTfet f[G1IOM TM(M Wt MOYOsAA/M /0 . ~ + (
ZO 0(TCaYIne 0o, 1• •[CTIWI 6 f0• OIPTM Q . ~
. s - (7) -
ro ocri..I.c onc«.JOas rd~ H/~ .02 ,t .
1• COYpO11f( S(CIIOM~- , • ~ ~i~. ~ • 1
¢ .1
oo. II1STRYGTIOM S.
• «
10 ~ . .001
. To o~rur o~sa~.R~c u Z ■ ' :~a'
sccrio• . •T •ssurco •a.~~-~'~~ . •
oc►rM a ~ 041T•Ir o~ Fos • , • _
•►orC OIAtIo lo' Aro oCPtw d'. TN(N o, • o~ • o~ . t . .
L ol . #
NOMOGRAPH FOR FLOW :
,
IN TRIANCULAR CHANNELS `
~
6-42 . FIGURE 18
. • ~ . PF
; , , .
. .
C) A D~ c~ ~
~TI' E2' s, 2 N~
RA't luNnL FuitMuLn f•KUC:~t,~rt
a . .
LN1'U'C E'UItM
~l •B w~$~ ~~t~,2'1 . . . . . .
A Sj CN
~3 . . . ~ . . . . . .
~ UATE oes tccv
~ . . ~
NAr1E C-A fjl JD ~ . ~ . :
~ .
~
' Y KUJ EC E~7 D ~ so J'l ZND
• . ~ - . . . • . .
BAS IN NM1E. ~ ~ • • ~ ~ . ~
Q af Sub Areas ~ ~ . .
' ~ • ~ : • _ ~ ~
SUti AREA I 2 3 4 S 6 7 8-, 9 lU . ~
. a~ ~ • , ' ~ - (max) ~ .
AcfiN in 1976
Acres , .
RunoE E
CoeEficient
OVERLANU FLOW CIIANNEi, ELUW
ct = ~ 01 /.5, L ~ 3 L
L = Z1
N Z2 = ~ .
S OS71 N a ~
. ~
B • ~
s
TD
A. Lmpe rv ious Area 7,06
B. Required '208' Ponding Volume ~;7 ?C7
A x l/2" - 12
~ 3A
306/6
BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: P-1708
DETENTION BASIN DESIGN BASIN: B
REVIEWER: D. Franz, P.E.
NUMBER OF DRYWELLS PROPOSED DATE: 30-Dec-97
1 Single (type A) 0 Double (type B)
Total Area (calc.) (see H1) 1.98
Time of Conc, (calc,) (see H1) 8.56
Composite "C" (calc.) Isee H11 0.40
Time of Conc. (min) 8.56
Area IAcresl 1.98 C' Factor 0.40
Impervious Area (sq. ft.)
Volume Provided 208: storm:
Outflow (cfs) 0.3
Area * C" Factor 0.79
#1 #2 #3 #4 #5 #6 #7
Time Time Intensity Q dev. V in V out Storage
Inc. Inc.
(min.) (sec.) (in./hr.) (cfs) (cu. ft.) Icu. ft.) (cu. ft.)
(#1 "60) (A*C*#3) (Outf.*#2) (#5-#6)
8.56 513.69 2.51 1.99 1369 154.11 1215
5 300 3.18 2.52 1012 90 922
10 600 2.24 1.77 1374 180 1194
15 900 1.77 1.40 1506 270 1236
20 1200 1.45 1.15 1579 360 1219
25 1500 1.21 0.96 1605 450 1155
30 1800 1.04 0.82 1626 540 1086
35 2100 0.91 0.72 1639 630 1009
40 2400 0.82 0.65 1672 720 952
45 2700 0.74 0.59 1685 810 875
50 3000 0.68 0.54 1710 900 810
55 3300 0.64 0.51 1761 990 771
60 3600 0.61 0.48 1824 1080 744
65 3900 0.60 0.48 1936 1170 766
70 4200 0.58 0.46 2010 1260 750
75 4540 0.56 0.44 2073 1350 723
80 4800 0.53 0.42 2088 1440 648
85 5100 0.52 0.41 2172 1530 642
90 5400 0.50 0.40 2208 1620 588
95 5700 0.49 0.39 2280 1710 570
100 6000 0.48 0.38 2347 1800 547
Sutter's 2nd Addition Page 1 12/30/97
BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: P-1708
DETENTION BASIN DESIGN BASIN: A
REVIEWER: D. Franz, P.E.
NUMBER OF DRYWELLS PROPOSED DATE: 30-Dec-97
1 Single (type A) 0 Double (type B)
Total Area (calc.) (see H1) 1.66
Time of Conc. (calc.) (see H1) 7.02
Composite "C" (calc.) (see H 1 ) 0.28
Time of Conc. (min) 7.02
Area (Acres) 1.66
C' Factor 0.28
Impervious Area (sq. ft.)
Volume Provided 208: storm:
Outflow (cfs) 0.3
Area " C" Factor 0.46
#1 #2 #3 #4 #5 #6 #7
Time Time Intensity Q dev. V in V out Storage
Inc. Inc.
(min.) (sec.) (in.lhr.) (cfs) (cu. ft,) (cu. ft.) (cu. ft.)
(#1 "60) (A*C"#3) (Outf."#2) (#5-#6)
7.02 421.27 2.80 1.30 735 126.38 608
5 300 3.18 1.48 594 90 504
10 600 2.24 1.04 774 180 594
15 900 1.77 0.82 858 270 588
20 1200 1.45 0.67 905 360 545
25 1500 1.21 0.56 924 450 474
30 1800 1.04 0.48 939 540 399
35 2100 0.91 0.42 949 630 319
40 2400 0.82 0.38 969 720 249
45 2700 0.74 0.34 978 810 168
50 3000 0.68 0.32 993 900 93
55 3300 0.64 0.30 1024 990 34
60 3600 0.61 0.28 1061 1080 -19
65 3900 0.60 0.28 1128 1170 -42
70 4200 0.58 0.27 1171 1260 -89
75 4500 0.56 0.26 1209 1350 -141
80 4800 0.53 0,25 1218 1440 -222
85 5100 0.52 0.24 1267 1530 -263
90 5400 0.50 0.23 1288 1620 -332
95 5700 0.49 0.23 1331 1710 -379
100 6000 0.48 0.22 1371 1800 -429
Sutter's 2ntl Atldition Page 1 12/30/97
~ - ~ - ~
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F t~
.I.,
P
~
~
~
ADDENDa TU SUTTER' S ?nd ADDITI~.~r:
~
CYU, I":C . I
Oc tober 1.4 , 1996
Revised July 6, 1998
~
~
CURB CUTS AND CA1CH BASIti
r c't.EE $OtiRt)S
~ CULVER'I ~
. ■
~A (;G
. vRsy,~ -9
~ r
P ~
~
~ AL ~ bFFICiAL PLiEtiC Dor.,i1M`NT 'r-
SR44CA~rE COUt'ilti~ EEvt~Nc.tH ~3F ~'.C~
EXPWES OW271,z e o.o 0 -NA
~ I~
FgaKC-1 u I
SU3NiTi'!IL
~
MELVIN TAGGART RM" Tt~ VXNIY EN
TAGGART ENGINEERING ti SURVEYING
N 2128 Pines Road,
~ Spokane, WA 99206
~
I
~
~
~
ADDENDA TO SUTTER'S 2nd ADDITION .
for
~
CHD, INC.
October 14, 1996
Revised July 6, 1998
~
~
CURB CUTS AND CATCH BASIN
FREE BOARDS
~
CULVERT
~
~
~ -
MELVIN TAGGART
TAGGART ENGINEERING & SURVEYING
N 2128 Pines Road,
~ Spokane, WA 99206
~
2
~
CULVERT DESIGN
From Guidelines for Stormwater Management
for Spokane County (GSMSC), p. 4-3
~ Design Review in December 1996 allowed a minimum velocity
in culverts with catch basins of 3 ft. per second in lieu
of 4 ft. per second.
From Plan Review in 1996, minimum cover over culverts = 1 ft.
~ Culverts shall be designed to carry the design runoff with
a headwater depth not greater than two (2) times the cul- "
vert diameter for culverts 18" in diameter and under.
Using the Manning equation, the water velocity can be deter-
. mined in a culvert not flowing full.
V = 1.49 R(.666) S
n S'
Where R is the hydraulic radius
~ R= A: WP = area of cross sectional
flow divided by wetter perimeter
S= slope of total head line
~ n = Manning Roughness Coefficient
Discharge ~ Q = AV
Catch basin at Station S+ 35.91
2057.65' •
~ _75' Minimum Freeboard
2056.57 t
1,59' ToF of pipe 2055.93
r ,
~ tiaximum pool elevation 2055. 3 2'
~ Zass. 57' 12" . .
~ . , ,j2 54 _93' Bottom. outlet
2054.81 T
4 Swale bottom
1 ~ .
1211 2 J7 0-ii,
ilfg}~
\ e'~ 3 ~.391 'A1Pha •.159° 15.' 33" Pool
Cross sectional flow )5' levation
Iii-P .91 ~
~
R- . 39'
~
~
~
3
!
Normal depth (dn) for concrete pipe flowing 0.87 CFS with a
slope of 1.67. is 0.32'.
Critical depth (dcr) is 0.3$1.
.85 diameter = 0.85'.
~ dn = 0.32' < 0.85'.
Therefore, open channel flow occurs.
dn < dcr (0.32' < 0.38')
Therefore flow is super critical.
~
dn tw (0.321 < 0.391)
.
Therefore inlet control exists.
High pool elevation is set at 2055.32' from the elevation of the
~ drywell rim. High pool elevation is 0.39' above outlet invert
of culvert.
See page 1:
2
• A TT4 360 - Area of triangle 1, 2& 3
A _ 7TD2 54° 34' 0911 _ (.11) (.975)
360 ~ 2
A = .337 - .0536 = 0.284 sq. ft.
•
Q = AV
V = Q _ 0'87 = 3.06' per second
A 0.284
3.06' > 3 f t. p-er second OK
•
Using Manning Equation:
V = 1.n9 (R).66 (S~.S
~
~ = 7TD (154°360' 09") - 1•349 ft.
~ R WP ~.349 - 0.211 ft.
V= 01.49 (0.211)'667 (.016)5 = 4.77 ft. per second
4.77 > 3 ft. per second. OK
~
~
~ 4
For 9" of free board below catch basin grate:
V = velocity
. d = diameter of pipe (ft. ) ,
y = kinematic viscosity
Reynolds No. Yd _ (3.77)(.975)
Y 1.217(10)-5
~ Re = 3.020336 x 105
Re = 302,033 > 2000
Flow is turbulent at outlet.
~
Friction factor for average commercial pipes = 0.015 =(f),
from GSMSC, Fig. 19.
Lost head = f ( L )(V
D 2 9
~ From Hydraulics, by Ranald Giles, Schaum Publication,
1956, p. 245.
f = 0.015
2
~ Lost head = (0.015) ( 40) (3.06)
. 1 2(32.4)
Lost head in pipe = 0.867 ft. or 1.04 inches
Total lost head, 0.0867 f t., or 1 inch of water.
~
Total head at 9" free board, (2057.65 -.75) - 2055.32 = 1.58 ft.
of water (18.96" of water).
Pipe size is sufficient to maintain 9" free board
below catch basin cover.
~
Next, using GSMSC, Fig. 20, p. 1 of w, flow for a full 12" pipe
is expected to be 4.8 CFS with a head of 1.58 ft.
~
~
~
5
•
Using "U.S. Bureau of Public Roads" for Jan. 1963:
A 12" concrete pipe with a head of 1.58 ft. could be
expected to flow 3.2 CFS.
~ In both cases 0.87 CFS < 4.8 CFS, or 3.2 CFS.
Using Fig. 38 (Sheet 2 of 4) for head wate;- clep`h fro-n "U.S. Bureau
of PL:bli.c Roads", May 1964, (obtained by N.B. Stds Tests), witY, a
square edge inlet (having a coefficient of 0.5). The culvert could
be expected to discharge 3.2 CFS with a 1.58 ft. head.
~
The drywell elevation will allow the depth at the outlet of the
pipe to reach 0.39 ft.
From the GSMSC chart, p. 6-44, Fig. 19, (pg. 1 of 6), the maxi.mum
normal depth-of flow for 0.87 CFS in a 12" concrete pipe would be
~ .33 ft.
The 12" concrete pipe is more than adequate for a flow of 0.87 CFS.
Use SWMSC, Pg. 4-1:
~
Q= CPH1'S - Weir formula for depth less than 0.4 ft.
P= perimeter of grate opening, ignoring bars,
[2' +(1' 8") x 2] = 5.33 f t
~ H- depth of water (from Nomagram, p. 6-42), = 1.32 ft. deep
C= 3.0 (may be used). Omit side against curb in perimeter.
See p. 4-6, Spokane County Road Standards, Aug. 1987.
Grate capacity SQ = (3)(5.33)(.132)
~ Q = 2.11 CFS
Half clogged Q= 2'21 = 1.05 CFS
Grate design req.uired .5 CFS. OK < 2.11 CFS
~ •
~
~
~
6.
Curb cut calculation south of 12th Ave.:
~ .6
Tc = C~Sz)
Ct = 0.9 for pavement. (See pg. 6-2 of Spokane County Streamwater t-ianual.)
~ (90).14
!
Tc = . 9 V--=
Tc = 3.896 minutes
Reference: pg. 6-3, Fig. 2, from Graph I= 3.2 in./hr.
~
Q = CIA -
Q = (.25)(3.2) (164x18) + (13x60)
• 43560
• Q = (.25)(3.2) 2952 + 1080
43560 Q = 0.7405 CFS
Curb cut opening on south of lZth Avenue:
~
L= 4
1.5
H (3.087)
0.07405
L =
• (0.06) 1.5 (3-087)
L= 1.632 Use 2 f t. cut.
West curb cut of 1 ft. added to obtain a grade in gutter. Width is suffi-
~ cient for 25' of pavement 18' to centerlune (intuitive).
~
~
~
~
7
Curb cut as weir.approximately 60' south of centerline of 12th on Bolivar's
~ west curb line at Station 5+ 56.91.
Q expected a 1 2) 501
543 1 a • 64476 CFS
Equation from Spokane County Stormwater Planual, pg. 4-1.
~
Length of weir
1.5
H c .
a CFS f lowing
• H = Depth of water
C = coefficient use 3.087
L _ 0.64476 = 3.116'
~ W (0.165)1. 5 3.087
Use 3.5 foot curb cut.
, . .
~ \A TA G
z '
,
.
•
SIONAL
EXRiRES 06/27l ~p o o ~
~
~
~
~ .
~
~
~
INDEX
APPENDIX FOR DR.AINAGE CALCULATIONS
~
~ .
•
`
~
•
~
~
~
1
INDEX
~
1. Bowstring print-out for Basins "A" and "B" (in envelope pocket).
2. Curb and gutter data.
3. Nomagraph for 12" concrete pipe flow, Fig. 19, p. 6-44 of GSMSC.
~ 4. Head for concrete pipe culverts flowing full, Fig. 20, p. 6-50
of GSMSC.
5. Culvert design tabulation sheet, Fig. 22, p. 6-53 of GSMSC.
6. Headwater depth of concrete pipe culverts with inlet control,
Fig. 38, p. 6-72 of GSMSC.
~ 7a. Nomagraph for triangular channels, Fig. 18, p. 6-42, GSMSC, for
12th Street curb cut. -
7b. Nomagraph for triangular channels, Fig. 18, p. 6-42, GSMSC, for
Station 5+ 86.91 on Bolivar Court.
8. Rainfall intensity curation and frequency graph, Fig. 2, p. 6-3,
~ GSMSC.
9. SCS souls map.
10. Basin "A" and "B" impervious areas and total areas.
11. Basin map. Scale: 1" = 40' In envelope pocket )
~ 12. Table 1, p. 6-2, GSMSCe Family residential dwelling units/gross
acres.
~
~
~
~
~ .
• ~ ~ ~ .
~ o v, 1
gineers 7'~
Spoka^e Coun'.y Enc
N. 011 Jefferson 456•3600
•
,
Spoicane, WA 1.19201
b
TYPICAL SECTIGiJ DATA r ~
Roadwa half width ENtER-> ns-~~Y-~ Y 03:31 Pt-A
Road Name i;~'714 ENTER->
Left or Right R►c. h T~s °''r+►~ ENTER->
Cutb 7ype l rp
St«tion interval z 5' t ENTER-> A D p E'9
Mfp= »,<i", f'%.: ,~-,,td D~vs r,;`„o -1- MIPlfMUM MAXIMUM
Curb EL. Curb FL.. Ec~ge Pave. ~
CE~JTER °o SLOPE EDGE DIST. % SLOPE EDGE DIST FRONI (-4,5% ~"2~ (-2% 'j li n f to GU:tQr
~ LiNE CENTER- PAVEI~~ENT CIL TO C I L T O P A V E A~ E N E D G E r V M T' f r a m E1 P + F R O M E f P + S E L E C i'- D e s i g n T o p C u r b
~STA71ON ELEVATION LINE ELEVATION FJP C";~) EDGE PAVE % SLOPE TO CURB CURB HG i) CURB HG i) ED ELEV % GRADE 1% Grade .N C~
I I
r ~ , ~ . ' J , . t • + ~ . , " ~ n . ~ ~ ~ I .5 ( ~ ~N ~ N a .
y '1'~~ .ri~i ~lf• ~ I ' ~ ( ln~.n~ ~ 3,7 y ( Q.U{Ct~ ~ Z~• ' ~ ' I ~
7
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.~~y I. 5;.1 f,~,) 3,6o I I 8,~~~ S-7 ,Z? i 5 7- .!5-1 1-Zd)I_o,7G ~
. ; o
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h ► ' 7,
S-7, Q]k. 9'6,~ ~ c) ~ -q~
n n`.r~ ~ ~t, ~ ~ I IM~I_.. • •-.a~ Z
+Q~.4...-~~! J0,04 ~ Z. ,:Z"7 ' -1757,5
,
57,90-~~
2,5~
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e $,~i a,
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. . slp~,AL~C'
.
„EXAlRIES•-fIS '27-!-?'yAl-ldro
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Figure 20
6-50 Sheet 1 of 2
~
~ ~ ~ ~ ~ ~ • • • r ~
' PROJECT, s~~ ~~6 ;Zp p D 1) • DESIGNER ~ -5 T'ff • 5-4" Slc • ~I DATE, .
~
HYDROLOGIC AND CNANNEI. INFORMATION • SKETCH . BTATION ~
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CULVERT DESCRIPTION HEAOWATER COMPUTATION
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K.) 3. HW = H# ho - L9v dc ~ 4n = Inlel Control, we dc, Ve. ,
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12 HEADWATER DEPTH FOR
CONCRETE PIPE CUI.VERTS
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~ ~a ~ ~
~
Culvert Flow Characteri.stics
• With Inlet Control
Guidelines for Stormwater Management _
Addendum, February 1998
F"igure 38 Sheet 2 of 4 P. svw COJKIY
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SUTTER'S 2nd ADDITION
CfID, Inc.
~ February 28, 1996
Revised Jan. 26, 1997
~ .
AREAS OF PAVIN6 TO BE TREATED BY 208 ORDINANCE
A8 = 12th Avenue south of the centerline
~ to curb line, 3,619 eq. ft.
Ab = Bolivar Court south of curb line
on 12th, including cul-de-sac,
~ 22,985 sq. f t.
Total area • 26,676 8q. ft.
~
. Melvin Taggart
_ Engiaeering and Surveying '
N. 2128 Pinee Rd. Suite 17•-15,
Spokane, WA 99206
• '
•
~
~
1
• BASIN "A"
PE 1708 Sutter's 2nd Addition
Wes crosby
Area with light green perimeter (SE area):
Grass Area
A1 = 154 x 130 2 145 = 19,937 sq. ft.
A2 = 117 X 145 2 168 _ 26,793 sq. ft.
~ 168 x 208
A3 = 2 = 17,472 sq. ft.
A7 _ 135 2 160 _ 10,800 sq. f t.
~ A8 _ 107 ~ 280 _ 19,350 sq. ft.
Total . . . 94,352 sq. ft.
Use . . . . 2.16 acres
a Impervious area = 11,880 sq. ft.
Combined area = 106,232 sq. ft.
Total combined = 2.439 acres
~ BASIN "B" .
Area with light yellow highlighter (western and northern area):
Perimeter
Grass Area
' A4 = 55 x 110 = 6050 sq. ft.
AS _ 40 +237.5 x 240± = 9300 sq, f t,
A6 _ 40 +2150 x 235 = 22,325 sq. ft.
~
Total . . . 37,675 sq. ft.
Use . . . 0.865 acres
Impervious area = 26,676 = 11,880 = 14,796 sq. ft.
Combined area = 679825 + 143,796 = 52,471 sq. f t.
~ or total acres: 1.21.
r
~
~ 2
208 Ponds in Basin "A"
Impervious area = 11,880 sq. ft.
~ Required area of pond bottoms: 11,880 _ 990 s. ft.
12 q
Re uired volume of onds: 119880 _
Q p 24 495 cu. f t.
~ Bottom Areas and Volumes:
Pond #1 at Station 1+ 99 to 2+ 01
Area = 19' x 19' = 361 sq. ft.
Volume = (19' x 19') (.5) + 1.5(.5) (2) (19)
~ Volume = 209 cu. ft.
Pond #2 at Station 3+ 25 to 3+ 27
Area = 14' x 14' = 196 sq. ft.
Volume = 196(.5) + (1.5)(.5)(2)(14)
Volume = 119 cu. ft.
~ Pond #1 and #2 are designed to treat 6361 sq. ft. of hard area
in Bas in "A".
As Basin "A" has 11,880 sq. ft., the difference (11,880 - 6361
= 5519) will be treated in Pond #3. Pond #3 will also treat a
portion of the hard area in Basin "B".
~
Bottom Areas and Volumes:
Pond #3 at Station 5+ 80 to S+ 86.91
~ Area = 41' x 12' = 492 sq. ft.
Volume = 492(.5) + 41(.5)(1.5) + 12(.5)(1.5)
Volume = 286 cu. ft.
r
~
~
3
r-
Bottom Areas and Volumes (cont.)
Pond #4 at Station 2+ 26 to 2+ 28
Area = 20' -x 20' = 400 sq. f t.
Volume = (20' x 20') (.5) + (1.5) (.5) 20 (2)
Volume ~ 230 cu. ft.
Pond #5 at Station 3+ 96 to 3+ 99
~ Area ~ 16.5' x 16.5' = 272.25 sq. f t.
Volume = (16.5' x 16.51).5 + (1.5)(.5)(2)(16.5)
Volume a 161 cu. ft. .
Pond #6 at station 5+ 55.41 to 5+ 58.41
Area =(15.5' x 15.5') = 240.5 sq. f t.
Volume = (15.5' x 15 .5' ) ( . S) + (1.5) ( .5) (2) (15 .5)
Volume - 143.38 cu. ft.
~ Pond #7 at Station 6+ 75 to 6+ 77
See calculations for Pond #5: 161 cu. ft.
Pond #8 at Station 6+ 22 to 6+ 25
Area = 8.5' x 8.5' = 72.25 sq. f t.
Volume = (8.5' x 8.5' ) (.5) + 1.5(.5)(2)(8.5)
Volume = 48.88 cu. ft.
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I
~ A
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TAB LE 1 ~
RUNOFF COEFFICIENTS FOR STORM SEWERS '
ROLLING HILLY
! FLAT 2% - lOX OVER lUx ~
Pavement and Roofs . . . . . . . . . . . . . . 0.90 0.90 0.90
Earth Shoulders . . . . . . . . . . . . . . . 0.50 0.50 0.50
.
Drives and Walks . . . . . . . . . . . . . . . 0.75 0.80 0.85 ~
~ Gravel Pavement . . . . . . . . . . . . . . . 0.50 0.55 0.60
City Business Areas . . . . . . . . . . . . . 0980 0.85 0.85 :
Lawns, Sandy Soil . . . . . . . . . . . . . . 0.10 0.15 0.20
;
Lawn, Heavy Soil . . . . . . . . . . . . . . . 0.17 0.22 0.35
~ Grass Shoulders . . . . . . . . . . . . . . . 0.25 0.25, ~ 0. 25
Side Slopes, Earth . . . . . . . . . . . . . . 0.60 0.60 0.60
- :
Side Slopes, Turf . . . . . . . . . . . . . . 0.30 0.30 0.30
Median Areas, 1urf . . . . . . . . . . . . . . 0.25 0.30 0.30
'
~ Cultivated Land, Clay and Loam 0.50 0.55 U.6U
Cultivated Land, Sand and Gravel 0925 0.30 U.35
Industrial Areas, Light . . . . . . . . . . . 0.50 0.70 0.80
~ Industrial Areas, Heavy . . . . . . . . . . . 0.60 0.80 0.9U
-
Parks and Cemetaries . . . . . . . . . . . . . U.10 0.15 0.25
Playgrounds . . . . . . . . . . . . . . . . . 0.2U 0.25 0.30
.;:.P.y
Woodland and Forests . . . . . . . . . . . . . 0.10 0.15 0.20
,
• Meadows and Pasture Land . . . . . . . . . . . 0.25 0.30 0.35
* * * *
~
*SINGLE FAMILY RESIDENTIAL
(Dwelling Unit/Gross Acre)
(Sandy and Gravelly Soil)
.j
0-1. U DU/GA . . . . . . . . . . 0.15
~ . ~ 1.0-1.5 DU/GA . . . . . . . . . . 0.20
1. 5-3.0 DU/GA . . . . . . . . . . 0.25
3.0-3.5 DU/GA . . . . . . . . . . 0.30 .
3. S-4. U DU/GA . . . . . . . . . . 0.35
4. U-6. U DU/GA . . . . . . . . . . 0.40
: 6. U-9. U DU/GA . . . . . . . . . . 0.60
I . 9. 0-15. U DU/GA . . . . . . . . . . 0.70
~
Assumes flat lot plus one-half width of abutting street. Other configurations
should be checked by combining individual runoff factors for each various surface.
Date 4/4/84
TAB LE 1
; 6-2
S
~
TABLE 13 MANNING'S ROUGHNESS COEFFICIENTS (n)
1. Open Channels, lined:
A. Concrete 0.014
B. Gravel 0.030
C. Asphalt 0.016
2. Open Channels, excavated:
A. Earth, fairly uniform section:
1. No vegetation 0.025
2. Grass, some weeds 0.030
B. Rock 0.035
Street Gutters ,
A. Concrete gutter, trowled • 0.014
B. Asphalt pavement 0.016
C. Concrete pavement 0.016
3. Closed conduits
A. Concrete pipe 0.012
B. Vetrified clay pipe 0.013
C. Plastic pipe 0.010 D. Steel pipe . 0.011
E. CMP (annular) or helical, part full 0.024
F. CNIP (helical, 243" x 1/2", flowing full:
~
~
diameter n diameter n !
f
i
12 0.011 42 0.019 i
~ 15 0.013 48 0.020 ;
I
18 0.014 54 0.021 ~
21 0.015 60 0.022
1
~ 24 0.016 66 0.022
~
30 . 0.017 72 0.023
E 36 0.018 78 and over 0.024
•
6- 34
~
TABLE 13