HomeMy WebLinkAbout200909-KnutsonProgressPrint', 'N!)# 3 �+�L A) 1 �'' �.Is H�l� # v ._....i� ,� '#��'. _ �k); i [�� :• �^h.�� II � _`i � ° �.•� ! .. • •Ak �-•� i.. � r L .� p
NOME
PE140 = AY VILLAGE COUNCIL
C�[�-=g V m0(9 10VnLuVw
pI�DG�O � Q�g LQI�LQ�I�LQ
VILLAGE OF PEDRO BAY
PLANT DATA
DIVERSION SPILLWAY ELEVATION
398.0 FEET
S PROJECT
HEADWATER ELEVATION
395.0 FEET
POWERHOUSE FINISH FLOOR ELEVATION
200.0 FEET
TAILWATER ELEVATION
190.0 FEET
TOTAL PLANT GROSS HEAD
205 FEET
DESIGN FLOW
18.0 CFS
AFAIRBANKS
FULL FLOW HEAD LOSS
FULL FLOW DYNAMIC HEAD
20 FEET
155 FEET
PENSTOCK LENGTH
6,500 FEET
RATED POWER OUTPUT
200 KW
JUNEAU
BETHEL�
DILLINGHAM' ~
ILIAMNA
UNALASKA
KODIQK
JSTATE LOCATION MAP
polarconsult alaska, inc.
ENGINEERS - PLANNERS • ENERGY CONSULTANTS
1503 WEST 33RD AVE, SUITE 310 PHONE (907) 258-2420
ANCHORAGE, ALASKA 99503 FAX (907) 2SB-2419
NO. DATE REMSIONS
I
KNM50N BAY ..
(LAKE IUAMNA) 30
31
20
32
-6
.IP
15 (SECOND MERIDWN),_
PR
15
( DIVERSIONS AND INTAKE STRUCTURE
�Lf
PENSTOCK AND ACCESS TRAIL
INTAKE ACCESS BRIDGE
21 22
i
IBIRARY Ri' I
HYDRO POWERHOUSE AND TNL4CE
AFCESS ROAD
EXISTIING AW TRNL 28 27
I
SHEET INDEX 1
C-1 HYDROAC'CESS ROAD RAN AM PROFILE SHEET INDEX
C-2 HYDRO ACCESS ROAD PLAN & PROFILE
C-3 HYDRO ACCESS ROAD PLAN & PROFILE
C-4 HYDRO ACCESS ROAD PLAN & PROFILE
GS HYDROACCESS ROAD PLAN&PROFILE
O6 HYDRO ACCESS ROAD PLAN & PROFILE
C-7 HYDRO ACCESS ROAD PLAN & PROFILE
GB HYDRO ACCESS ROAD DESIGN CROSS SECTIONS
C-9 ROAD AND TRAIL STANDARD CULVERT DETAILS+ INT. AT AIRPORT ROAD
C-10 HYDRO POWERHOUSE SITE GRADING PLAN AND EIEVATXNiS
C-11 HYDRO ACCESS ROAD PLAN & PROFILE DETAILS ATTRE. Rl CROSSING
C-12 HYDRO ACCESS ROAD PLAN & PATE DETAILS ATTRB. Ll CROSSING
C-13 HYDRO ACCESS ROAD KNUTS(NI CREDCBRIDGE PLAN &PROFILE
D-1 NTAIOE AND DIVERSION SITE- D3STNG CONDITIONS PLAN AND PROFILE
14 D-2 DIVERSION 9MRA OVERVIEW, SHEET IIIW AND PLAN AND PROFILE
D3 CONCRETE INTAKE AND DIVERSION STKICR RE FOOLING PLAN
D-A CONCRETE INTAKE AND DNESION STIMICRSE WALL PLAN
D-S DIVERSION SRR GLARE ELEVATIONS
D6 DPA3SKKJ SRIl)CTLRE ELEVATIONS
D-7 INTAKE SIRUCNRE ELEVATIONS
D-8 NTAKE SIRI)C IME EIEVATKDNS
D-9 INTAKE STRUCTUE NORM-SOUIH MID -LINE CROSS SECTION
D-10 DIVE SON STRUCNRE DETAILS
23
D-13 DIVERSION STRUCTURE FISH PASS PLAN, ELEVATION AND DETAILS
D-16 DIVERSION STRUCTURE WESTWNLWALL DIKE PLAN AND PROFILE AND WEST SITE GRADING PLAN
D-17 WE2SION STRUCTURE EASTV94 WALL DIKE PLAN AND RIOFRE "EAST SITE GRADING PLAN
R-1 IMPOUNDMEJf / RESERVOIR ABOVE MS0ON STRl1CiURE
26
�PH-1 MWERHOU5E3REPIANANDMATIONS
- T-1 TAILRAACE RAN ADD PROFILE
- •PEDRo BAY � T•2 TAILRACRADULT SAV.IONAD EXCLUSION S1Rl1CRRiE DETAILS
- 3 wLWCE 34 I 35 T-3 TAIRACEAIXATSAIMONID EXCLUSION STRUCTURE DETAILS
a
(W(ERIUAMNA) LfJOO 11 IY OO LN `V^ OO LIJ C�J�WI:I `V' IJ DOO W
LOCATION MAP @9 22@9@O
EXISTING FOOT TRAIL
DRAWING NOTE S�-
ACCESS ROADS / TRAITS
1. DRAWING COORDINATE SYSTEM IS ALASKA STATE PLANE ZONE S. NAD 83. U.S.
— E3, SECTION 29
SURVEY FEET. VERTICAL DATUM IS NAVDSB. GEOID 99.
— E}. SECTION 20
2. ENTIRE PROJECT IS LOCATED WITHIN SECTIONS 16, 20. 21, 28. 29. AND 33 OF
— NW}, SECTION 21
TOWNSHIP 4 SOUTH, RANGE 28 WEST. SEWARD MERIDIAN, ENTIRELY WITHIN THE LAKE
— SVJ. SECTION 16
AND PENINSULA BOROUGH.
3. THESE DRAWINGS AND ALL INFORMATION THEREON ARE INTENDED FOR PERMITTING,
POWER IINF:
— BIG HILL S/D
PLANNING AND REFERENCE PURPOSES ONLY. ALL INFORMATION SHOULD BE
(WITHIN OR PARALLEL TO
INDEPENDENTLY VERRED BEFORE USE FOR ANY OTHER PURPOSE.
EXISTING ROWS / EASEMENTS)
4. CONTOURS PROVIDED BY AEROMETRIC. INC. CONTOUR INTERVAL IS 5—FT AND 25—FT.
— PLAT 92-10 TRACT 7
CONTOURS DERIVED FROM LIOAR SURVEY, AND FIELD CHECKED IN THE PROJECT VICINITY
(WITHIN OR PARALLEL TO
BY POLARCONSULT. VERTICAL DATUM IS ORTHOMETRIC ELEVATION, GEOID 99. SURVEY
EXISTING ROW. / EASEMENTS)
CONTROL FOR POLARCONSULT SURVEYS USED TO VERIFY THIRD PARTY INFORMATION 15
— E}. SECTION 29
SHOWN THIS SHEET.
— SE}, SECTION 20
5. SOME PROPERTY AND COMMUNITY UNEWORK WAS SOURCED FROM COMMUNITY MAPS
pOWERH0U5E
PREPARED BY THE LAKE AND PENINSULA BOROUGH (LPB) IN COOPERATION WITH THE
_ SE}ECTION 20
S
ALASKA DEPARTMENT OF COMMERCE, COMMUNITY, AND ECONOMIC DEVELOPMENT (DCCED).
,
THESE SOURCE MAPS WERE PREPARED USING FUNDING FROM THE COASTAL IMPACT
PENSTOCK
ASSISTANCE FOR ACCELERATED INFRASTRUCTURE DEVELOPMENT (IAID). THE IAIO 15
_ SW}, SECTION 16
SUPPORTED 8Y GRANTS FROM THE DENALI COMMISSION, USDA RURAL DEVELOPMENT,
_ NW}, SECTION 21
ALASKA DEPARTMENT OF TRANSPORTATION AND PUBLIC FACILITIES AND DCCED. THE LPB
CONTRACTED WITH GLOBAL POSITIONING SERVICES INC. IN MAY OF Z003 TO PREPARE
— E}, SECTION 20
THE SOURCE MAP.
INTAKE & DIVERSION STRUCTURES:
6. LAND STATUS AND OWNERSHIP INFORMATION BASED UPON ELM SPATIAL DATA
— SW}, SECTION 16
MANAGEMENT SYSTEM WEBSUE, STATE OF ALASKA RECORDERS' OFFICE WEBSITE, UPS /
LAND STATUS SUMMARY•
DCCED COMMUNITY MAPS, OR OTHER SOURCES.
SECTIONS 16. 20 21 26
7. (NOT USED)
PFDRO HAY CORPORATION (PBC)
(SURFACE ESTATE)
S. DCRA IS TRUSTEE FOR A FUTURE MUNICIPAL GOVERNMENT IN PEDRO BAY. INTERIM CONVEYANCE (IC) #359
(NON —SUBMERGED LANDS)
IC #817 (SUBMERGED LANDS)
BRISTOL RAY NATIVE CORPORATION
(SUBSURFACE ESTATE)
IC #359 (NON —SUBMERGED LANDS)
IC #818 (SUBMERGED LANDS)
LOT 1. SECTION 79
SURFACE PATENTED TO PEG
#50-2005-145
SURVEY CONTROL AND LAND STATUS MAP SUB —SURFACE PATENTED TO BBNC
#50-2005-146
SCALE: 1 INCH = 500 FEET -SUMMARY ONLY. SEE SOURCE DOCUMENTS
FOR FULL LAND STATUS INFORMATION.
65% DESIGN PROGRESS PRINTS
*** NOT FOR CONSTRUCTION ***
(THIS SHEET IS SCALED FOR PLOTTING ON ANSI D (24%36") PAPER. NOT
TO SCALE IF PLOTTED ON DIFFERENT SIZED PAPER.)
DRAINAGE (TYP)
PROPOSED URLTTY
/—EXISTING FOOT TRAIL
PROPOSED RIGHT—OF—WAY
AND UTILITY EASEMENT
-.p V....
' EXISTING DIESEL
POWER PLANT) J;
LAa 4I Rills !I�:-a
H^�5/
TIE INTO EXISTING ELECTRIC_ °
i o C
60' RIGHT-OF-WAY
DOT&PF AIRPORT PROPERTY CORNER
TRACT I, CORNER C7
N: 2,116,870.76'
E: 1,617,981,25'
Z: 56.D0'
s/ \�
ATV TRAIL
—SECTION 29. LOT 1 44r,\/
(PEDRO BAY PAT 0
NT 502005(MARCH31, 2005)/ �� p\At gNH SOP"
µ0
DOT&PF AIRPORT PROPERTY CORNER
TRACT 1, CORNER C3
N: 2,118,542.96'
E: 1.614.979.14'
Z: 83.12'
(PRIVATE)--_ ----_--
/ o Soo Iwo
• IINN =fW TEET
Li
\yO
\ J
\
I
j
w
0
a
y
GATE: 9/8/302a
DE6IGNED:
DRAWN: a
CHECKED:
SC4LE u xmED
FILE: PetlropeG9RAn9
Sheet
OF� —
TES
HYDRO ACCESS ROAD PLAN AND PROFILE SHEET INDEX 1. CON ° 500 100°
1. CONTOUR INTERVALS ARE 25 Fi.
SCALE: 1 INCH = 500 FEET
ROAD GEOMETRIC DESIGN CRRERIA:
1. GEOMETRIC DESIGN BASED ON:
A. A POLICY ON GEOMETRIC DESIGN OF HIGHWAYS AND STREETS. AASHTO, 2001.
B. AASHTO GUIDELINES FOR GEOMETRIC DESIGN OF VERY LOW -VOLUME LOCAL
ROADS (ADT<400). 2001.
2. ROAD TYPES - FUNCTIONAL DESIGNATIONS
A. HYDRO ACCESS ROAD, BOP (NEW AIRPORT ROAD) TO HYDRO POWEROUSE:
PUBLIC ACCESS, MINOR ACCESS ROAD. TWO-LANE/TWO WAY TRAVEL,
B. ALL OTHER ROADS THIS PROJECT:
RESTRICTED ACCESS, RURAL RESOURCE RECOVERY ROAD, ONE-LANE/TWO-
WAY TRAVEL.
3. DESIGN VEHICLE, ALL ROADS:
A. GEOMETRIC DESIGN: WB-50 TRACTOR/TRAILER.
B. STRUCTURAL DESIGN: U80.
CIVIL NOTES AND) SPECIFICATIONS
SCALE: NTS
AWOMW
TYPE A
TYPE B
DESIGN SPEED
15 MPH
15 MPH
ROAD WIDTH LANES + SHOULDERS
18 FT
14 FT
MINIMUM RADIUS
50 FT
50 FT
SUPER. AT MINIMUM RADIUS
12%
12%
MIN. RADIUS FOR NO SUPER.
80 FT
80 FT
STOPPING SIGHT DISTANCE
65 FT
160 FT
INSIDE RADIUS CLEAR ZONE
10.2 FT
NOTE 1
CREST VERTICAL CURVE K VALUE
2
12
SAG VERTICAL CURVE K VALUE
10
27
UNCONTROLLED INTERSECT. SIGHT DIST.
60 FT
60 FT
GRADE
18%
15%
INTERSECTION CORNER RADII
RADII
RADII OFFSET TAPER
30'
200 FT
45'
175 FT
60'
150 FT
120 3 15:1
75'
65 3 15:1
90'
60 4 15:1
705E
55 4 15:1
120E
45 4 15:1
NOTES
1. $SO EXCEEDS MINIMUM DESIGN RADIUS. CLEAR ZONE WILL VARY WITH ROAD
GEOMETRY. SEE CALLOUTS ON ROAD PLANS.
5
DATE: - _ ST20_2_
DESIGNED: _ _JUG
DRAWN: _. _- _... JAG
CHECKED: _. __. ._
SCALE: __. _ M NOTED
FILE: _..Pedm0av9^.dxg
Sheet
oC-1
F1 SEC77OA( Z.'
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1310
SEE 3/6--s� FOR INTERSECTION
DIMENSIONS
C/
z
u
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0
z
=m
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0
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,p STA 1 00
TYP I CULVERT
LL-
0 —1
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DITCH LINE (TYP )
Ld
<
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0
19+00 k 1a+00
Z3,
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21+74
TYPE
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IERi
ACCESS ROAD PLAN -- STA. 0+00 TO 22+00 NOTES
1. OG CONTOUR INTERVALS ARE 5 Fr. AND 25 F.
SCALE: 1 INCH
= 80 FEET 2. PG CONTOUR INTERVALS ARE 2 F. AND 10 F.
I INLET I MID I OUT. I INLET I MID IOUTLET
INLET MID OUTLET
INLET I MID OUTLET
F LF -;1 92.61
FRGO 21 R
F1 7 -
3 9
Q
FG
PRO
- 56.41
1
W N l5l.-ARN701150.5 Nd
OW 89.
�R N_ 787 75.
N
54.31 Z,4.3j Z,4.J
tj
t-i
INVERT: 149.51 -11�9.0 INVERT: bb.UI
C �T 7, a - 74.4
INVLKI
52.8 0 0
ww
Li S,11.37 I LENA 40 1 3,1 5% 1 LEN,j 40
Ir 5.7%1 UEN:: J50
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420
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17! 86
400
380
—
wl Fl
j - 14247
380
360
—
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-7.34
360
K
15.00
PVI ELEV=
93.60
340
340
320
—
—
AD. ::
9.35
NI ELEV -
--I
)0.60
—
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= 41qg —
320
300
—
K =
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� STA
- 1+00
300
280
—
280.7
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A.D. :t
7,19
280
260
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260
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150
160
60
SO
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40
140
120
—=T
100
120
—
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60
—
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r-CENTERLINE
DO
60
c
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E FG
I- CULVERT
40
—
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40
o .m
Iq
I cqM
n
22+00
20+00 18+00 16+00 14+00 12+00 10+00 8+00
6.00 4+00 2+00 0+00
.
ACCESS �RFILE -- STA
ROAD PROFILE 0+00 TO 22+00
0 0 ISO
�SCALE 1 1INCH
= �80FEET
1
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to
IN
0
z
z
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0
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DESIGNED' JOG
LFWN IOG
CHECKED
SCALE: _.7
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225 i ? , ��
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CUT�FILL DAYLIGHT LINE (TY?)
�,..�
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DITCH LINE (nP)
voN
NZv1
,
mm
j50
*
3:1 T 8+00
5+00 36+00 35+00 � 33+00 32+00 +30+00
i9+o0 za+o0
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220o�
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v ���--"---
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��ACCESS
ROAD PLAN -- STA.
22+00 TO 44+00
NOTES
OCONTOUR INTERVALS ARE 5 FT. AND 25 Ff.
SCALE: 1 INCH = 80 FELT
2. FG CONTOUR INTERVALS ARE 2 FT. AND 10 FT.
YM
UU
ww
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HIGH POINT ELEV = 203.33
N m
m
HIGH POINT STA = 39+70
440
PVI STA = 40+22
-
PM STA - 3]+09
A _ -1
.05
49
440
420
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420
400
380
LOW
POINT ELEV n
171.33
i
400
380
360
L
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40.91
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250
260
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240
240
220
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200
200
80
100
60
160
140
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uo
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44+00
42+00 40+00
38+00 36+00 34+00 32+00
30+00
28+OD 26+00
24+00
22+00
ACCESS ROAD PROFILE -- STA 22+00 TO 44+00
a
1w
SCALE: 1 INCH = 80 FEET
wCH . w iEET
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SEE T S ETS ENDSTA 57+30
RIP RAP LE SI E-0 ROAD PRISM. x
�S7ART EXCESS MAT 71- WASTE SITE TO LEFT
It � it
EXCESS' ATERIAL DISP AL SITE. `
AND_ POWERHOUSE STAG G AREA
SEE �C-10
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V \
\` PLACE CLASS I'RIP RAP ON KL�E.F�T,-S,IDE OF ROAD
PRISM. TOP EL 1 F001T' DECOIY'ROAD CL FG. �
WATERS OF'THE U.S. `_ -' � SEE 3 C-8. II
/
(OHWM M ANDER) �� STA 46+15
STA 49+75 DOUB E TYPE 2 CULVERTS
TYPE-1, <� �1�
ACCESS ROAD PLAN -- STA. 44+00 TO 65+00 1N OG CONTOUR INTERVALS ARE 5 FT. AND 25 FT.
SCALE: 1 INCH = 80 FEET 2. FG CONTOUR INTERVALS ARE 2 FT. AND 10 FF.
440
420
400
380
360
340
320
300
280
260
240
220
200
18G
160
140
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420
400
380
360
340
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300
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260
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220
200
150
160
140
120
Sheet
D-4 C
66+00 64+00 62+00 50+00 58+00 56+00 54+00 52400 50+00 48+00 46+00 44+00
ACCESS ROAD PROFILE -- STA 44+00 TO 65+00 , 0 0 14g
')SCALE: 1 INCH = 80 FEET _ Lr-ly
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x ROAD PLAN -- STA. 65+00 TO 88+00 NOTE1G CONTOUR INTERVALS ARE 5 FT. AND 25 FT.
/ACCESS
SCALE: 1 INCH = 80 FEED 2. FG CONTOUR INTERVALS ARE 2 FT. AND 10 FT.
m
NI
U
m m m
�h �I QI NI
U
QI
m
I I
U V
INLET MID OU-
r" t'
INIEi MID OUTLET
�1<
G FG: - 76.8 -
�o ROWN: 273.5 271.5 268.5
G FG: - 65.0 -
PROWN,l 263.51263.01 262.5
U
i
U
MIA ow Y&lINVERT, 1 272.0 -1 267.0
INVERT: 262.0 -1 261.0
ri
ri
5:1 12.5%1 LEN71 40 w
S: 3.3% I LENA 30 w
N
N
J z
LOW POINT ELEV - 269.86 LOW POINT ELEV = 269.88 HIGH POINT ELEV - 287.37
U U RICH POINT STA = 78+]2 iO o
O U
o w
z
w
z
1Q Q Q LOW POINT STA - 83+53 LOW POINT STA = 82+07 + U + U
PN STA = 81+07 PVI STA - 78+94 m \
W f f PM STA s 83+93 n PVI STA = 76+25 h
+M
D
PVI ELEV . 269.88 PVI ELEV = 269.88 PVI ELEV - 291.08 w' PM ELEV = 274.Q PVI STA = 73+30
A.D. 14.99 A.D. - -16.18 <a w PVI ELEV = 267.05 d R w PN STA = ]0+5] PVI STA 69+46
A.O. = 9.98 I- w 0.D. 371 m w
«!
o
K a 5.34 K = 20.00 K m 12.00 N m K a 27 00 A.O. _ In m PVI PVI
m
VI E
m
2.00 A.D.= .00 A.D.a 6.00
I� 194.12' VC i K = 12.00 .D. = .00 .D. _ -000
_ 80.00' VC � 199.53' VC -� 100' VC I I K = 27.00 K � 12.00
30.12' VC
440
420
"
96' VC
440
}
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+
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m
a no
as
00
380
360
340
ut
`A
g'
m
m
vi w
T'I
'm
w
m
V
n
r
w
O
y +N
m W
360
340
N
320
300
m
320
300
280
_9'
6.20R
250
260
5.01
1
n
260
CENTERLINE
G
240
240
IN F220
KNUTSON
CREEK CR0
SING
200
180
TRI
UTARY 'R 1'
RD
200
160
60
160
ni
nl
nl
�N
�N m�l
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cN
��A
�4
N��
ni
N�I
N�1
N�i
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aN
NN
wN
aN
wN
N2
88+00 86+00 84+00 82+00 80+00 78+00 76+00
74+00 72+00 70+00 69T60 69,4to
9 ACCESS ROAD PROFILE -- STA 65+00 TO 88+00
SCALE: 1 INCH = 80 FEET
I INCH =_ r¢T (x®�1
J
:1
--� tot+O-q��
o6++; GD
aSis>nFORD,
+00 CROSSING
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� �. `, moo' G�$
88+44
DITCH LINE (TYP) TYPE �1 CULVERT �' p�� 0-9
LLB
LL_I
o
U
�
NOTES i , '.
1. 84#00 TO +QO f5-NO�TCH CUL, BEE _, ROCK IS KELY IN `T815 AREA, SEE 2/C 8.^
TQ `@EDRQCBED'QK
CUS/FltL9AYGGH,LINE (TYP) ' 1D8'. yti�F�
�
O N
U
r% yy //� ` ,..�� �%J
--�8+50 94+b0 IS�SIOEI�fLL BENCH. Ll�kk YIN THIS�AREA, SEE`2/ -B
Y N THIS AREA. SE-g/C 8.,,
IPLA
,
�'.. Cam\o'
4.
103+37 TO 107.1.63: PLACE CILA�SSEh �IP..t(\AP 0�'J'. RIT FLL SLOPE PER
'-TOP
\\ \ � ,\
i ,
�- �. n
RIP RAP AT FT BE -OW ROAD CL`EG. �
cbNTOUR I�DTES:
r� ACCESS ROAD PLAN -- STA. 88+00 TO 110+00
1. OG CONTOUR INTERVALS ARE 5 FT. MID 25 FT.
_
SCALE: 1 INCH = 80 FEET
2. FG CONTOUR INTERVALS ARE 2 FT. AND 10 FT.
.~.J
NI
mj
U
u
mh
INLET MID IOUTLET
INLET MIO OUTLET
m INLET MID UTLET INLET MID OUTLET m
ti
ti ti u G FG: - 68.0 -
G FG: - 44.5 -
G FG: - 41.2 - G FG: - 32.5 - u
w
w
ROWN: 362.5 36b.2 357.5
ROWN: 341.5 334.9 330.5
ROWN: 338.5 38.5 338.5 ROWN: 331.2 30.5 329.7
x
v'
x
m
INVERT: 360.0 - 355.0 PVI STA = 101+09 NVERT: 339.0 - 328.0
i i S: 8.37, LEN: 60 ¢ S: 11 : LEN: 100 k
INVERT: 337.0 - 337.0 NVERT: 329.7 - 328.2
S: 07 LEN: 40 ¢ 4D ¢ o i
i
PVI
oNV' q1J
ELEV 359.67
AD.=-7.98 w
W
+JJ
o+ i i + O x
K= 12.00 HIGH POINT ELEV - 349.92 m j x
� j x a j x m x
UU
x
o�� InUU
ten\
-
HIGH POINT STA-96+31 +UU
95.71' VC - +
PVI STA 96+]9
+UU +UU
o m
m
U U W
¢QQ ¢aw
103+37 TO 107+63 y m<
PVI ELEV = 351.12 w
da.w
A.D. _ -12.00 N N
w w
¢aw ¢aw
N N
RIP RAP ON RT FILL. a-
o m K = 12.00
SEE PLAN NOTES.
144.00' VC --
PVI STA = 58+21
r e
PVI ELW = 333.95
440
420 - OG
r
''
'D
A.O.
_ -12.99
440
- 420
C
NTERLINE FG
n
+
a
400
400
380
380
n
w
360
-1
155
360
34000'
320
340
320
CE
TERUNE OG
300
CULVERT
V
CULVER
11 VFPT
300
280
SEE
SHEET C-10
280
260
260
m�
"fib
r�
mN
bN
EiN
NN
NN
Om
N9
lVm
�O
Om
Ypl `��
aYl
N mh
rN
rm
mid
nM
it
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u1y
m
I'1 ♦s
np
•e<
gr
��
NM
rm}M
amjh
j7 'jh
nM
nYm�I
ns
110+00 108+00 106+00 104+00 102+00
100+00 98+00 95+00
94+00 92+00 90+00
88+00
ACCESS ROAD PROFILE -- STA 88+00 TO 110+00
4 m Im
SCALE: 1 INCH = 80 FEET
___.._...
1 WCH . m rth1 Ma Wxr. 1xrc�l 70
::1
OATS 9/B/2020
DESIGNED: JOG
DRAWN: OG
CHECKED: -
SCALE: AS NO1EO
FILE: PedmOesfgn.dxg
Sheet
oC-6
IF
(
k
I
1. 107+50 TO 117+50 IS SIQEH\LI BENCH. BEDROCK
LIKELY IN THIS�'AREA SEE�
j
,2. 114}75 TO 1}75'+75iPLACEI CLA5 111 RIP RAP,ON
'..RT FILL SLOPE PER,.C=B. RIP .,RAP TOP AT 2 FT
'BELOW ROAR CC FG. '-_ 1 _�
I
1 I
1 �____
--��`�'N7+� O/TO ?Ai 26: PLACE CLASS III 1kP ;RAP ONE
"Rl`L 1PF -TOP
��
SLOPE 3C B. RIP RAP AT ji FT
BELOW ROAD/Cl FG.
%
e �C1
DIVERSION SITE I
': SSE-0 SHEETS
1
�_'
�
•-�,. �.
�_-, i : _ `. A ._ v :,
�— ivy., �----� _ 1
ACCESS ROAD PLAN -- STA. 110+00 TO
122+51 (DIVERSION SITE)
SCALE: 1 INCH = 80 FEET
2 )ACCESS ROAD PROFILE -- STA 110+00 TO 122+51 (DIVERSION SITE)
SCALE: 1 INCH = 80 FEET
!%O /
A
1
e 9+�0
I 1 �- 120+00 �. ..--
I oo � r�
>1j+1�
_\ STA 12".+26
NOTES:
1. OG CONTOUR INTERVALS ARE 5 F. AND 26 FF.
2. FG CONTOUR INTERVALS ARE 2 Fr. AND 10 F(.
STA"7T2'+13
TYPE 2 CULVERT
m
1 K715 TO 115+78.
3A PER NOTE 2
r
117+00 SO'1T8+50 "
H CUT
_
x
a.
U
U
v
N
(/)
(%)
D
a
n
Lv
a�
z
w
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(Q
Z
O
w
ILLi
OZ
s
zZ
0
0
'
a
0
WR
-- z
~ O
O
o
d
V1
O
0LLJ
li
\~
W
�
O
0
<
N
N
1
123+00 122+00 120+00 118+00 116+00 114+00 112+00 110+00
0 w 160
1 mcm = m F£E1 MO w . 6r.WOewEM
440
420
400
380
3
34060 pA1E' 9/0/2020
320 DESIGNED: a..
300 LF
d0c
280
AS NOTED
edmomtgn.drg
Sheet
0F� —�
NOTES:
1. REVEGETATION.
A. STOCKPILE ORGANICS FROM FOOTPRINT GRUBBING AND CLEARING OPERTATIONS FOR REUSE ON SITE
REVEGETATION / STABILIZATION.
B. PLACE MIN. 12" COURSE OF STOCKPILED ORGANICS ON ROAD PRISM SIDE SLOPES AND TERRAIN SOIL CUT
SLOPES FOR REVEGETATION. NO REVEGETATION REQUIRED ON TERRAIN ROCK CUTS.
C. EXCESS ORGANICS CAN BE SIDECAST TO UPLAND AREAS WITHIN ROAD PROPERTY CORRIDOR. SHAPE
SIDECAST MATERIAL TO MATCH EXISTING CONTOURS AND MAINTAIN POSITIVE DRAINAGE AWAY FROM ROAD.
STABILIZE SUCH FILLS PER SWPPP BMPS.
2. FILL SLOPE ARMOR.
A. PLACE ARMOR ON FILL SLOPES WHERE INDICATED ON PLANS.
B. SEE DETAIL 3/13-8 FOR ARMOR PLACEMENT REQUIREMENTS.
3. UNSUITABLE SOILS IN ROAD FOOTPRINT.
IF MORE THAN 3-FOOT DEPTH OF UNSUITABLE MATERIALS (ORGANICS AND/OR UNSUITABLE NATIVE MINERAL
SOIL) IS ENCOUNTERED IN THE COURSE OF CLEARING AND GRUBBING ACTIVITIES:
A. CONSIDER ROAD REALIGNMENT CONSISTENT WITH ROAD ALIGNMENT AND PROFILE TOLERANCES IN CIVIL
SPECIFICATIONS. SUBMIT PROPOSED REALIGNMENTS TO ENGINEER FOR APPROVAL PRIOR TO DISTURBING
AFFECTED AREAS.
B. SUBGRADE REINFORCEMENT WITH GEOTEXPLES OR OTHER ALTERNATE MEASURES MAY BE WARRANTED.
CONTACT ENGINEER FOR GUIDANCE.
4. SOIL CUT SLOPES.
CONTRACTOR SHALL ADAPT SOIL CUT SLOPES TO NATIVE MATERIAL ENCOUNTERED IN ORDER TO ACHIEVE A
STABLE CUT SLOPE. IF NATIVE MATERIAL WARRANTS SLOPES FLATTER THAN 3:1 SEE NOTES 3A AND 38,
6" SURFACE
24" BASE
SUBGRADE
REVEGETATION SEE NOTE 1.
ARMOR SEE NOTE 2.�
FILL DAYLIGHT LINE
GRUBBING LIMITS FG
AS REQUIRED
FILL SLOPES
IACCEl. ROAD DESIGN CROSS SECTION
J SCALE: NTS
- TRAVELAED WAY (DIM A) -
LANE AND
~- SHOULDER
2% 2%
-T
AND GRUB ROAD FOOTPRINT
DOWN TO SUITABLE NATNEJ
MINERAL SOIL (SEE NOTE 3).
ORIGINAL
CUT SLOPE IN
UNCONSOLIDATED MATERIALS
ROAD/TRAIL DESIGN SECTION TABLE
ROAD TYPE
DIM A
ROAD WIDTH
DIM 8
FILL SLOPE
DIM C (NOTE 4)
SOIL CUT SLOPE
DIM D.
DITCH OFFSET
DIM E"
DITCH WIDTH
TYPE A
18 FT
1.5HAV
3H:1V
6 FT
0 FT
TYPE B
18 FT
1.5HAV
2H:1V
6 FT
0 FT
TYPE C
18 FT
1.5H:7V
3H:1V
6 FT
6 FT
TYPE D
18 Fi
1.5H:1V
1.5H:7V
6 FT
0 FT
TYPE E
14 FT
1.5H:7V
1.5HaV
4 FT
O FT
GALLUVIS UN PLAN/t'KUHLt IAKt YREUEUENUE UVER VALUES IN IHIS IABLE.
• WHERE DITCHES ARE INDICATED ON PLANS.
RIP -RAP SPECIFICATION
1. RIP -RAP PARTICLE DIMENSIONS ARE DEFINED AS:
'A' AXIS: LONGEST DIMENSION OF PARTICLE.
'B' AXIS: IMTERMEDIATE DIMENSION OF PARTICLE.
'C' AXIS: SHORTEST DIMENSION OF PARTICLE.
WHERE 'A'. V. AND 'C' AXES ARE AT RIGHT ANGLES TO EACH OTHER.
2. RIP -RAP PARTICLES SHALL BE SUBANGULAR TO ANGULAR, WITH A MAXIMUM ALLOWABLE
RATIO OF 'A' TO 'C' DIMENSIONS OF A/C < 3.0.
3. RIP -RAP PARTICLE SPECIFIC GRAVITY SHALL BE 2.5 OR GREATER,
4. THE RATIO OF De5/DI5 PARTICLES SHALL BE 1.5 < De5/D15 < 2.5, WHERE D IS THE
'B' AXIS DIMENSION AND On AND D15 ARE AS GIVEN IN TABLE 1.
5. RIP -RAP PARTICLES SHALL BE OF SOUND, DURABLE, COMPETENT ROCK THAT IS FREE
OF DISCONTINUITIES (VOIDS, FRACTURES, JOINTS, BEDDING PLANES) AND THAT WILL NOT
DEGRADE SIGNIFICANTLY OVER TIME. ROCK THAT EASILY ABSORBS WATER OR IS
COMPOSED OF POORLY METAMORPHOSED MATERIAL, SHALE, MUDSTONE, OR CLAYSTONE IS
NOT ACCEPTABLE.
CUT DAYLIGHT LINE
S. RIP -RAP SHALL BE INSTALLED TO A MINIMUM DEPTH OF 1.5 TIMES THE SPECIFIED D5D
ORIGINAL GRADE
:UT HINGE PT CUT HINGE PT 1
PARTICLE SIZE.
7. CAREFULLY PLACE RIP -RAP SO INDIVIDUAL PARTICLES ARE TIGHTLY PACKED AND KEYED
N1C5 _
NO DITCH) (W/ DITCH) OR�YER�
TOGETHER TO THE MAXIMUM EXTENT PRACTICAL.
- �'
REVEGETATION
r SEE NOTE 1. �'
8. RIP RAP TOE.
A. WHERE TOE OF RIP RAP SLOPE IS ON BEDROCK, PROVIDE NOTCH IN BEDROCK AS
INDICATED ON DRAWINGS.
DIM C
SLOPE S ON A
WHERE TOE OF RILAYER P
or `-NATIVE MINERAL SOIL
DOWN TO L SOIL INAIPRAPTED
I. REMOVE ORGANIC MINERAFOOTPRINT.
it. PLACE MOUNDED TOE. RIP RAP THICKNESS IN MOUNDED TOE IS 2x SPECIFIED
1.p
THICKNESS.
in. HEIGHT OF MOUNDED TOE IS AS INDICATED ON DRAWINGS.
N. BACKFILL TO MATCH ADJACENT OG WITH MINERAL FILL.
DITCH
OFFSET
(DIM D)
/ INCOMPETENT BEDROCKS - - � 1
1.5 _ � � \
1.Or - _ `BEDROCK
_DITCH LINE(S) PER
PLANS (SLOPE TOE(S))
DITCH WIDTH (DIM E)
DITCHES ANO
SOIL CUT SLOPES
RIP RAP SPECIFICATION
Y SCALE: NTS
TARI F 1- RIPRAP PPAnATP1N IPGRTICI F COF IN INCHFCI Amn [I (1PF OIAAFNCPINC
ITEM
9-INCH
12-INCH
18-INCH
NCHRP CLASS
II
III
V
VII
D15
5.5-7.8"
7.3-10.5"
11.0-15.5"
14.0-21.0"
DsD
8.5-10.5"
11.5-14.0
17.0-20.5
23.0-27.5"
Des
11.5-14.0"
15.5-18.5"
23.5-27.5"
31.0-37.0"
Dice
is
24"
36"
48"
DIM A THICKNESS
18"
24"
36"
48"
DIM 8 SLOPE
1.5H:1V
1.5H:1V
1.5H:1V
1.5H:1V
DIM C TOE MOUND HEIGHT
MIN. 36"
MIN. 46"
MIN. 72"
MIN 96"
DIM D TOE MOUND THICKNESS
36"
48
72"
96"
1. PARTICLE SIZE 0' REFERS TO THE INTERMEDIATE 'B' AXIS OF THE PARTICLE. IN INCHES. SEE
NATIONAL COOPERATIVE HIGHWAY RESEARCH PROGRAM (NCHRP) REPORT #568, APPENDIX C.
2. RIP -RAP CALLOUTS ON PLAN/PROFILE TAKE PRECEDENCE OVER VALUES IN THIS TABLE.
TOE KEY NOTES:
1. TOE KEY DEPTH SHALL BE 677 OF D100 DIMENSION FOR RIP RAP CLASS.
2. TOE KEY WIDTH SHALL BE 1007. OF D100 DIM. FOR RIP RAP CLASS.
3. TOE KEY SIOE SLOPES 1/4H:1V OR STEEPER. SHAPE BY CHIPPING OR
LINE DRILL AND BLAST. CONTROL BLAST TO PREVENT OVERFRACTURE BEYOND
INDICATED DIMENSIONS. / ,
RIP RAP
PER
KEY DEPTH
KEY WIDTH
DETAILS, RIP RAP
TOE KEY IN BEDROCK
B 1. ADAPT CUT SLOPES AS REQUIRED TO ACHIEVE STABLE CUTS.
OTHER ELEMENTS OF ROAD PRISM PER 1/C-85
DRO K CUT NOTES TOP ELEVATION OF RIP -RAP ARMOR AS INDICATED ON PLANS
CUT SLOPE IN 1/4 2. ADAPT CUT SLOPES TO AVOID SLAVER CUTS. RIP -RAP CLASS PER PLANS. SEE TABLE 1 AT 3/C-8 AND SPECS AT 4/C-8.
COMPETENT ROCK 3. MAXIMUM ALLOWED ROCK CUT FACE HEIGHT IS 20 FEET,
CONTACT ENGINEER IF TALLER CUTS ARE INDICATED. RIP RAP THICKNESS (DIM A) i
ROCK CUT LINE IS 12" BELOW ROAD FG. 1 4. APPLY SLOPE STABILIZATION SWPPP BMPS TO NON -BEDROCK /
DAYLIGHT ROCK CUT TO OG EXCEPT WHERE CUT SURFACES ONCE FG IS SHAPED. NO SLOPE STABILIZATION DIM B /
NOTCH CUTS ARE INDICATED ON PLANS. BMPS REQUIRED FOR BEDROCK FG SURFACES.
PLACE 6" BASE COURSE IN BEDROCK AREAS. TOE MOUND 1.0 r / PLACE 8 OZ NEEDLEPUNCH GEOTEXTILE
EXCAVATION LIMITS THICKNESS / FILTER UNDER RIP RAP. INSTALL PER
OTHER ELEMENTS OF ROAD CUT HINGE PT AS REQUIRED (DIM D) / ` MANUFACTURER'S RECOMMENDATIONS.
PRISM PER 1/C-8� �(NO DITCH) FG MIRAFI 180N OR EQUAL
OMIT VEGETATION IN ROCK CUT DITCHES. 00 y / / TOE MOUND HEIGHT
/-OTHER CONSTRUCTION DETAILS PER 1/C-8. - - - ORGANICS LAYER - - / (DIM C)
(IF PRESENT)_
_ROCK CUT FG. (SEE DETAIL '
i FOR OTHER HINGE PT.)
BUILD TOE MOUND ON MINERAL SOIL,
CUT HINGE PT
ROAD DESIGN SECTION (W/ DITCH) IN ROCK CU`NATVE MINERAL SOIL
TS
DETAIL B
ARMORED FILL SLOPES
ROAD PRISM DESIGN SECTION DETAIL - ROCK CUTS ROAD PRISM DESIGN SECTION DETAIL - RIP -RAP ARMOR ON FILL SLOPES
tSCALE: NTS SCALE: NTS
FILL PER ROAD
PRISM DESIGN,
OG
5
S
0
oZ
OO
1-
w U
N m
LAW
LA
w o
UN
¢ V
00
mz
00
} N
mw
FATE: 9/9/zozD
pESIGNED: JDG
LnLE
edmpmigadxy
Sheet
0�-8
NOTES:
1. SEE GENERAL CIVIL NOTES FOR BEDDING AND PADDING MATERIAL SPECIFICATION.
2. BEDDING AND PADDING MATERIAL SHALL BE MECHANICALLY COMPACTED TO 95%
OF MAXIMUM DENSITY OR THE SATISFACTION OF THE ENGINEER.
3. INSTALL CULVERT AT UNIFORM SLOPE FOR FULL LENGTH. MATCH EXISTING GRADE
AT INLET AND OUTLET.
4. ADAPT CULVERT LOCATION, SKEW ANGLE. LENGTH, SLOPE, INVERTS TO MATCH
THALWEG OF NATURAL WATER COURSES OR OTHER FIELD CONDITIONS. RED -LINE
ALL CHANGES.
5. INSTALL CULVERT BEGINNING AT DOWNSTREAM ENO. LOWER 1/3RD OF PIPE
BARREL SHALL BE IN CONTACT WITH THE SHAPED BEDDING THROUGHOUT ITS FULL
LENGTH PRIOR TO BACKFILLING HAUNCHES.
5. PLACE BACKFILL IN 6" LIFTS AND MECHANICALLY COMPACT EACH LIFT.
MANUALLY WORK BACKFILL UNDER PIPE HAUNCHES TO PREVENT VOIDS.
7. CULVERT JOINTS SHALL BE MADE WITH SEMI -CORRUGATED OR FLAT TYPE
OUTSIDE BANDS WITH 0-RING OR SLEEVE GASKET SEALS, OR COUPLINGS AS
RECOMMEND BY BARREL MANUFACTURER.
B. ARMOR FINISH GRADE DOWNSTREAM OF OUTLET TO PREVENT EROSION PER MINIMUM 18" FILL
CULVERT TABLE. SEE SWPPP AND STORMWATER TREATMENT PLAN. VER CULVERT CRC
LEVEL AND PREPARE 12" COURSE OF
COMPACTED BASE WITH BEDDING AND
PADDING MATERIAL.
�1_� STANDARD CULVERT DETAIL (TYPE 1 / TYPE 2 CULVERTS)
T SCALE: NTS
TABLE OF WATER CROSSINGS
30" (ONE OIA) MIN. 30"0 CULVERT (TYP OF 2)
CLEARNANCE
BETWEEPIPES DOUBLE RARREL INSTALLATION NOTES'
i. SET BOTH CULVERTS TO SAME INVERT ELEVATIONS AND SLOPE.
2. I BETWEEN CULVERTS SHALL BE BEDDING AND
PADDINGDING MATERIAL.
3. OTHER INSTALLATION DETAILS PER SINGLE CULVERT DETAILS.
mn DOUBLE BARREL SECTION DETAIL
MIN, CULVERT LENGTH PER PLANS
ALnNMFNT
STATION
EBUCTURE
TYP
WATER B00Y
BASIN AREA
DESIGN R. OOD
CAPACITY
_2 TF$
NEW AIRPORT ROAD
N/A
EXISTING CULVERTS
MINOR
DRAINAGES
N/A
N/A
N/A
SEE
NOTE 1.
HYDRO
ACCESS
ROAD
1+00
TYPE
1 CULVERT
DITCH
RELIEF
0.02
4
11
SEE
NOTE 2.
HYDRO
ACCESS
ROAD
7+00
TYPE
1 CULVERT
DITCH
RELIEF
0.08
15
11
SEE
NOTES 2,
4.
HYDRO
ACCESS
ROAD
12+00
TYPE
2 CULVERT
MINOR
DRAINAGE
0.12
22
30
SEE
NOTE 3.
HYDRO
ACCESS
ROAD
21+74
TYPE
1 CULVERT
DITCH
RELIEF
0.08
15
11
SEE
NOTES 2.
4.
HYDRO
ACCESS
ROAD
44+03
TYPE
1 CULVERT
MINOR
DRAINAGE
0.03
5
11
HYDRO
ACCESS
ROAD
46+15
TWO TYPE 2 CULVS
MINOR
DRAINAGE
0.14
27
60
HYDRO
ACCESS
ROAD
49+75
TYPE
i CULVERT
DITCH
RELIEF
0.00
0
11
SEE
-NOTE 2.
HYDRO
ACCESS
ROAD
51+40
TYPE
2 CULVERT
MINOR
DRAINAGE
0.08
1 15
30
HYDRO
ACCESS
ROAD
65:
ROAD
SWALE
KNUTSON TRIB 'R1'
1.67
319
HYDRO
ACCESS
ROAD
73+00
TYPE
1 CULVERT
DITCH
RELIEF
0.00
0
11
2.
HYDRO
ACCESS
ROAD
76+50
TYPE
1 CULVERT
DITCH
RELIEF
0.00
0
11
2.
HYDRO
ACCESS
ROAD
83+80
ROAD
BRIDGE
KNUTSON CREEK
33.17
6,319
>10000
HYDRO
ACCESS
ROAD
88+44
TYPE
1 CULVERT
MINOR
DRAINAGE
0.00
1
11
2.
MNOTES
HYDRO
ACCESS
ROAD
91+89
TYPE
1 CULVERT
MINOR
DRAINAGE
0.01
3
11
T.
HYDRO
ACCESS
ROAD
95+98
TYPE
2 CULVERT
MINOR
DRAINAGE
0.00
0
30
2.
3.
HYDRO
ACCESS
ROAD
98+50
ROAD
SWALE
KNUTSON TRIB 'Li'
3.16
603
HYDRO
ACCESS
ROAD
105+18
TYPE
2 CULVERT
MINOR
DRAINAGE
0,00
0
30
2.
3.
HYDRO
ACCESS
ROAD
112+73
TYPE
2 CULVERT
MINOR
DRAINAGE
0.21
41
30
SEE
NOTE
4.
HYDRO
ACCESS
ROAD
117+65
TYPE
2 CULVERT
MINOR
DRAINAGE
0.02
4
30
SEE
NOTE 2.
n�3:
BASIN AREAS ARE IN SQUARE MILES. DESIGN FLOW AND CAPACITY ARE IN CUBIC FEET PER SECOND.
1. PROJECT INFRASTRUCTURE AT THIS LOCATION 15 LIMITED TO NEW UG POWER AND COMMUNICATIONS PLACED ON UPSTREAM SIDE OF ROAD.
CABLES AT WATER CROSSINGS ARE BELOW CULVERT INLET INVERT ELEVATION AND FG SURFACE ARMORED WITH 6" COBBLE TO DETER EROSION.
2. MINOR DRAINAGE IS FOR DITCH/TERRAIN RELIEF, NO EXISTING ESTABLISHED SURFACE FLOW.
3. MINOR DRAINAGE 15 A NATURAL TERRAIN DRAINAGE PATHWAY BUT LACKS AN ESTABLISHED SURFACE FLOW CHANNEL.
4. WATER CROSSING CAPACITY IS LESS THAN DESIGN FLOOD BASED ON FIELD REVIEW OF DRAINAGE FLOW CHARACTERISTICS.
WATER CROSSING DESIGN TABLE
2
SCALE: NTS
r BACKna WIMIN 1Y DP GIRI£Pf
FINISH GN I M BEDDING W PADDING NAMAL
PRISM
DETAILS CULVERT BARREL .I
TO FULLY
PROJECT FROM
FILL PRISM. NO '
/-END TRANSITIONS cc
REQUIRED (TYP.
FOR INLET AND
OUTLET).
CORRUGATED POLYETHYLENE PIPE (CPEP) BARREL
TYPE 1 WATER CROSSING: 18" NOMINAL DIAMETER.
TYPE 2 WATER CROSSING: 30" NOMINAL DIAMETER.
COUPLING IF REQUIRED. USE COUPLING RECOMMENDED
MANUFACTURER OF PIPE BARREL MATERIAL.
HYDRO ROAD STA 1+50 (NORTHBOUND)
SPEED LIMIT SIGN (SEE 2/C-17)
I
FILL OAYUGHT LINE (TYP)-�
i
CULVERT (SEE ROAD
I
HYDRO ROAD STA 0+87 7 I
END RIGHT RADIUS I
START STANDARD ROAD SECTION I
I
HYDRO ROAD STA 0+5�66
END LEFT RADIUS / I
START STANDARD ROAD SECTIONS� I
HYDRO ROAD STA. 0+50 (SOUTHBOUND) - I
STOP SIGN (SEE i/C-1ZY
/ R60' �
/ 4.
15:1 TAPER-1
_"Go
%t"
lEV➢. MD PRNTAW 12' OF
COMPACTED/SUPED WE WITH
PIIIfIINf. 1.O PNnm.. ..
DETAIL A -A
NOTES:
1. AIRPORT ROAD LOCATION AND DIMENSIONS ARE APPROXIMATE.
- ADJUST INTERSECTION IN FIELD TO MATCH EXISTING ROAD
CONDITIONS.
2. AIRPORT ROAD STATIONING IS ARBITRARY AND SUITABLE FOR
THIS DETAIL ONLY.
3. CLEARING LIMITS EXTEND FROM EDGE OF HYDRO ROAD
TRAVELLED WAY STA 0+70 TO EDGE OF AIRPORT ROAD 200
FEET BOTH SIDES OF HYDRO ROAD CENTERLINE. CLEAR ALL
I TREES AND VEGETATION WITHIN CLEARING LIMITS TO PROVIDE
I CLEAR SIGHT LINES FOR TRAFFIC AT INTERSECTION.
AIRPORT
( z \ INTERSECTION DETAIL - HYDRO ROAD AND AIRPORT ROAD
�SCALE: 1 INCH = 20 FEET
LIMITS (NOTE 3)
4'
1+00
5:1 TAPER
H
n
0
s
a
o'
0
v`
6
pATE: O/B/2020
DESIGNED: JOG
DRAWN: JOG
CHECKED: NDD
SCALE: AS NOTED
FILE: PeLmDemfgn.Lng
Sheet
D�-g
TAILRACE
SEE SHEET T-1
i
PH-18, PAD EDGE
FG EL. 193.i
1.5:1 FILL SLOPE (TYP)—,,
EXCESS -EXCAVATION DISPOSAL SITE AND
POWERHOUSE STAGING AREA, SEE NOTE 1.
I
!
!
PH-19, PAD EDGE
\w FG EL: 189.0�L
ACCESS ROAD PLAN -- STA.
SCALE: 1 INCH = 20 FEET
LIMITS
CLASS i RIPRAP ON 1.5:1 SU
(HATCHED AF
9o,
PH-17, PAD
FG EL:
PH-20, PAD EDGE
FG EL: 191.0
TO 65+00 NOTES'
1. OG CONTOUR INTERVALS ARE 5 FT. AND 25 FT.
2. FG CONTOUR INTERVALS ARE 2 FT. AND 10 FT.
t+so 1+00 0+50 0+00
POWERHOUSE SITE SECTION ALONG TAILRACE (WEST BUILDING WALL)
�, SCALE: (INCH = 20 FEET
220
210
200
190
150
DATUM ELEV
175.00
-0+5 -1+00
0 20 0
1 INCH - 20 TEST (No M. EQZQWnON)
�
11.,PAD EDGEv
V PH 16, DITCH
EL: 201.3v.
�PH
G EL 204 5
\FG
v.
\\
1`
\
i
1 51 DITCHSLOPES (TYg) I
PH y0,
li{/
AD EDGE
I _,--FG EL :
j2035 ,
ACCESS ROAD
EET C-4
f
2,
NOTES
1. EXCESS MATERIAL DISPOSAL SITE: AVAILABLE NEAT VOLUME AS SHOWN IS
-1,300 CYDS. SITE FG CAN BE RAISED TO INCREASE AVAILABLE VOLUME WITH
ENGINEER'S PRIOR APPROVAL, WITH FOLLOWING GENERAL CONSTRAINTS:
A. DO NOT INCREASE SITE FOOTPRINT BEYOND THAT SHOWN(
B. MAINTAIN SITE SIDE SLOPES AS SHOWN.
C. PROVIDE FOR POSITIVVDRAINAGE AWAY FROM ACCESS ROAD AND TAILRACE.
D. MAINTAIN COMPLIANCE WITH SWPPP REQUIREMENTSWHILE SITE IS ACTIVE.
E. SITE FINISH GRADE CONTOURS AND CAP COURSE SHALL BE CONSISTENT
WITH THAT SHOWN TO MAINTAIN A FUNCTIONAL STAGING AREA.
POWERHOUSE SITE SECTION ALONG PENSTOCK
SCALE: 1 INCH = 20 FEET
X'
zz
O
u� U
D
L> J
CL-
cn
U
Z
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PATE 9(9/3020
DESIGNM Jm
DRAWN: JDC
CHECKED:
SCA1E: AS HMO
FILE: Ped.Dtf .d,
Sheet
C-10
&1ACCESS ROAD PLAN -- STA. 66+00 TO 66+00 (TRIB 'R1' CROSSINGS) NOTES:
1. OG CONTOUR INTERVALS ARE 5 FT, AND 25 FT.
SCALE: 1 INCH = 40 FEET 2. FG CONTOUR INTERVALS ARE 2 FT. AND 10 Fr.
68+00 65+00
ACCESS ROAD PROFILE AT TRIB. 'R1' FORD CROSSING
SCALE: 1 INCH = 40 FEET
64+00
o w eo
260
250
240
m 230
m 220
210
NOTES,
1. CONSTRUCT FORD AS A Fl.
DOWNSTREAM FORD EDGE MATCHING
EDGE DAYLIGHTING TO CREEK
LL CUT BENCH AT THE CREEK CHANNEL, WITH
CREEK BED OG AND UPSTREAM FORD
BED AT MAX. 5H:lV 20% SLOPE.
2. BEYOND CREEK CHANNEL,
FORD EDGES TO ADJACENT TERRAIN
SLOPES USING INDICATED RIP
MAINTAIN DESIGN PROFILE, TRANSITION FROM
OG AT MAX 20% (5:1) CUT/FILL
RAP.
ADJUST DOWNSTREAM FORD
EDGE TO CREEK THALWEG
(NOTE 1).
24' FORD WIDTH �-
i B' ROAD
5%
'R1' THALWEG�
10.6X
18"
5%
COURSE CLASS i RIPRAP�
NOT
1. ADDJJ'UST HORIZONTAL AND VERTICAL LOCATION OF LOW
FLOW CHANNEL TO MATCH NATURAL CREEK CHANNEL.
2. LOW FLOW CHANNEL ACCOMODATES FLOW UP TO —10
CFS, WHICH IS EXCEEDED —20% OF THE TIME.
LOW FLOW ROAD FORD PROFILE
CHANNEL —13' BEYOND CREEK CHANNEL
}1 +10% `PER 2/C-11
-8 INCHES J
TRIBUTARY R1 THALWEG PROFILE AND FORD DESIGN CROSS SECTION I�1 ROAD FORD PROFILE AT TRIBUTARY
PROFILE AT TRIBUTARY
\`2SCALE: 1 INCH = 10 FEET k" SCALE: 1 INCH = 10 FEET
¢ L11-56plg�-
LOW FLOW CHANNEL
5'
< J
DD
FDA__
1 FhE: .__PednOmign.dvg
Sheet J
C-11
nF
ACCESS ROAD PLAN -- STA. 66+00 TO 88+00 (TRIB 'R1' CROSSINGS) NOTE1 Oc coNrouR INTERVALS ARE 5 FT. AND 25 FT.
�J SCALE: 1 INCH = 40 FEET 2. FG CONTOUR INTERVALS ARE 2 FT. AND 10 Fr.
0
¢
o
of
z
TWO
lyp
+wW
+=U
m U N LOW POINT ELEV - 334.99 LOW POINT ELEV = 334.99
m U m
0 LOW POINT STA — 98+57
LOW POINT STA = 98+45
¢ p
Z O PVI STA = 98+62
PVI ELEV 334.99
PVI STA 98+40
PVI
¢ ¢ ¢
=
W W
ELEV = 334.99
m m
AD. = 10.00
IA-, AOs i nn
A.D. 10.00
u s i nn A,
DFE = ROAD FG + 3.4 FT. (EL:
FLOW FORD PROFILE
4/C-72 .......
CL EG Cl FG
21ACCESS ROAD PROFILE AT TRIB. 'Lt' FORD CROSSING o a w
SCALE: 1 INCH = 40 FEET
380
370
360
350
340
330
DOWN TREAM FORD EDGE MATCHING CREEK BED OG AND STREAM FORD
EDGE AYLIGHTING TO CREEK BED AT MAX. 5H:iV (20%) S OPE.
2. B OND CREEK CHANNEL, MAINTAIN DESIGN PROFILE, T NSITION FROM
FORD EDGES TO ADJACENT TERRAIN OG AT MAX 20% (5:1) CUT/FILL
48" COURSE CLASS IX I
ON UPSTREAM CHANNEL
FORD SHOULDER
(ROAD +O H UIDTH ADJUST LDERS) BED (NOTFORD E )- EK
36" COURSE LASS VII RIPRAP /
ON DOWNSTREAM SHOULDER .AND FILL SLOPES.)
MAXIMUM GRA 9
E 12.5% (8H:1V)
320
/ z"� TRIBUTARY L1 THALWEG PROFILE AND FORD DESIGN CROSS SECTION
J SCALE: 1 INCH = 10 FEET
0
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NOTES:
1. ADJUST HORIZONTAL AND VERTICAL LOCATION OF LOW
FLOW CHANNEL TO MATCH NATURAL CREEK CHANNEL.
2. LOW FLOW CHANNEL ACCOMODATES FLOW UP TO -25
CFS, WHICH IS EXCEEDED -20% OF THE TIME.
ROAD FORD PROFILE
_ LOW FLOW BEYOND CREEK CHANNEL
CHANNEL �20' ' PER 2/C-12
-12 INCHES J
4 ROAD FORD PROFILE AT TRIBUTARY L1 LOW FLOW CHANNEL
SCALE: 1 INCH = 10 FEET
DATE: 9/0/2020
DESIGNED: dpG
LFILE
adm0ei9n.dvg
Sheet
C-12
•� A i --, �\ ESTIMATED ORDINARY HIGH WATER MARK MEANDER
V
w
ESTIMATED DESIGN FLOOD LEVEL
1� �
�5 i A/
TYPICAL
'BANKFULL'
MEANDER
ESTIMATED ORDINARY HIGH WATER MARK MEANDE�
n. A '✓�/ CUT/FILL DAYUGh'T'Q \, \\
ESTIMATED DESIGN FLOOD LEVEL 1V
♦ �._ \\
v\V
i
\
v
R750\..
\ V A� ZJS �.
�q,
I CON RTAGING AREA / WORK PAD I I I
UCTION S
I
)
EAST/LEFT
BANK ABUTMENT
(SEE 1/C
GUARDRAIL (TYP)255
�84+
53+00
NOTES: _-''-IN `
.. /
\ :•.. ;----�-~\�
\\
\\
1. PRE -FABRICATED SINGLE -LONE SELF -WEATHERING STEEL BRIDGE W/ GRAVEL WEA N FF tl(�A \ \ \� _
\\
NOMINAL 60 Fi. SPAN (56 FT. CLEAR BE ABUTMENTS),
-��
t /
\ �.
NOMINAL 14 FT. WIDTflO T�
PROVIDE FOR PENSTOCK, COMM, AND ELECTRIC UNDER BRIDGE DECK_ COORDINATE FINAL
ABUTMENT DIMENSIONS WITH BRIDGE SUPPLIER SHOP DRAWINGS IN ACC ORDANCE'WITH SPECIFICATIONS- � ~ �:.�� '�'� I•
\\
KNUTSON CREEK BRIDGE \ \ i \• ,,,, ; II 9'
i
(SEE NOTE 1) i \ i {t
�2. ESTIMATED KNUTSON CREEK MEANDERS THIS SHEET REFLECT EXISTING PRE -CONSTRUCTION CONDITIONS R200'/
POST -CONSTRUCTION CONDITIONS A��iiE MATERIALLY UNCHANGED EXCEPT FOR THE FOOTPRINT OF THE ACCESS
WEST/RIGHT BANK ABUTMENT
;'•
ROAD, BRIDGE ABUTMEMS, AND ASSbGiATED SITE IMPROVEMENTS. EXPECTED POST -CONSTRUCTION INCREASE IN ((( n)
\
(SEE 1/C-jk) PC _ 8144 •` I S ;;} )
!
_�
WATER STAGE IMMEDIATELY UPSTREAM bF CREEK BRIDGE DURING 0100 DESIGN FLOOD 15 LESS THAN ONE FOOT. %
\\�
zyO + I
ACCESS ROAD PLAN -- STA 81+50 TO 87+00 (KNUTSON CREEK CROSSING)
SCALE: 1 INCH = 20 FEET
0
z Y
Z
a
a
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x
�z
Q
m
w
Y
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m
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340
m
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320
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280
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F-0
ELEVATIONS AT BRIDGE (SUBJECT
0 CHANGE PER FINAL BRIDGE SHOP DRAWINGS):
260
U ~O
o
DECK WEARING SURFACE:
TOP OF BRIDGE STRUCTURE:
+269.9'
+269.4'
(EXISTING)
d
-0BOTTOM
(FUTURE)K
OF BRIDGE STRUCTURE:
+265.9'
LOCAL CR
OK STAGE
O O
J
24p
W
d
WATER SURFACE ELEVATIONS:
TN EUTUR
LL_ O
La_
DESIGN FLOOD (5,363 CFS):
ORDINARY HIGH WATER (2,909 CF
+262.4' +263.3'
): +260.5' +260.6'
L_L)
4
BANK FULL 800 CFS :
+257.5' +257.5'
Q
V
220
O to
q
m
Ln
z w
o
EG EL o
m �FG ELCD
NN
Ln
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87+00 86+00 85+00 84+00
83+00 82+00
-J(-
ACCESS _ROAD -- STA 96+00 TO 101+00 0 1.m
4,4
=
\ )SCAI.F: 1 INCH = 40 FFFT ®
7
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9/®/2020
FESICNED-
JDG
DRAWN:
CHECKED:
SCALE:
AS NFiEo
Rom;
PedraOaign.tivq
Sheet
C-13
NOTES 1
1. COyT TOP SHOW E
RLI R TOPOGRAPHIC
PROVIDED 0 A MAY OCTOBH
VERIFY C 2RE MAY H
VERIFY CURRENT CON[IN
2. MAJOR CONTOUR IN
ON VALLEY SIOEWALLS.
ON
GRADE BASED ON M,
S BY POLARCONSULI
. A SIGNIFICANT FL
AGED SITE]CONDITIO
IS 5-FOOT ON VALL
I CONTOUR INTERVAL
3THIS EST DOES N
s
APPROXI
%,_-� DIVERSION STRUCTURE SITE PLAN
SCALE: 1 INCH = 40 FEET
440
420
400
380
ORDINARY
HIGH WATER
-392.5'
BANKFUL
WSE -389.
-4+00 -3+00 -2+00 -1+00 0+00 1+00
DIVERSION SITE CROSS -VALLEY PROFILE
SCALE: 1 INCH = 40 FEET
2+00
3+00
4+00
0 40 00
I Wm - 40 rm M0 wrt. wccw.r«
0\------------
Ln
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DESIGNED: JW
DRAWN: a
CHECKED:
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Dom: PaEm0au9n.tlrg
Sheet
DED -1
440
420
400
380
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NOTES:
1. PROFILE TAKEN ALONG DOWNSTREAM FACE OF CONCRETE
STRUCTURES AND DOWNSTREAM TOP OF WINGWALL PRISMS.
2. DESIGN FLOOD ELEVATION CORRESPONDS TO INTAKE SITE Qim
DESIGN FLOOD OF 4,719 CFS WITH FLUSH GATE CLOSED.
3. NORMAL OPERATING POOL WILL VARY WITH CREEK FLOW FROM
398.3 TO 401.2 FT. 401.2 FT. CORRESPONDS TO 540 CFS WHICH
IS EXCEEDED APPROXIMATELY 1% OF THE TIME.
DESIGN FLOOD
ELEVATION:
04.6' (NOTE 2)
QIKE CIREST
AT 40
WA TOP: 40
B.O.0'
NORM
L OPERATING FOOL:
-401.2' (
OTE 3) 01
E CREST AT 4
8.0'
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-3+00 -2+00 -1+00 0+00
DIVERSION STRUCTURE PROFILE
CA 2 SLE: 1 INCH = 40 FEET
1+00
2+00
3+00
4+00
5+00
o a as
i urN=arm
GATE 11112111
OESIGNEO: J�
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CHECKED:
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CA
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0
DFE:
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45'
CONCRETE INTAKE AND DIVERSION STRUCTURE FOOTING PLAN
NOTES
SCALE: 1 INCH = 8 FEET 1. NTTOUR INTERVALS ARE i FT. AND 5 FT.
FT
1/
FOOTING TYPE WILL DEPEND ON
-A.
7
WHERE EXPOSED BEDROCK EXIS
\
�\ `\
B. WHERE UNCQISSOLIDATE DEPOSIT
BOTTOM —OF —FOOTING DEPTH. THEN
— IF COMPETENT BEDROCK IS E
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f,
— IF —OF —FOOTING MATE
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--F6cMNG DESIGN.
FOR OTHER BOTTOM—OF—FOQ
/'
/!
ENGINEER FOR DIRECTION. ,
\ O ----____-
\ O
IN I
SURFACE CONDITIONS AS OETERMINED IN FIELD.
ISE BEDROCK`, FOOTING DESIGN.
IST, FIRST EXCAVATE TO INDICATED
NTERED AT OR A@OVE BOTTOM —OF —FOOTING,
15 SUITABLE MINERAL SOIL, USE MINERAL SOIL
MATERIALS (CLAY, SILT\ ETC.) CONTACT
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CONCRETE INTAKE AND DIVERSION STRUCTURE WALL PLAN
SCALE: 1 INCH = 8 FEET
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GRIDS D TO F.
415
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GRADING PLAN
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-
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405
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400
—
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411
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WEST DIKE CREST (B EYON O)
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INTAKE SPILLWAY ENDWALL ELEVATION
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585
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M
N
—0+ + +Zb U+Pu UT7
r,-11NTAKE WEST WALL ELEVATION (GRID A)
Y SCALE: 1 INCH = 8 FEET
HO
i05
-- ---_
300
95
-----------------
S90
5@§
o
m
m
m
m
M
m
M
m
M
m
M
m
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5 INTAKE EAST WALL ELEVATION
SCALE: 1 INCH = 8 FEET
Q
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aD_7
10
sos
-- ----
_ S7 HI NOP: 401_2'
.00
LO NOP: 398.3
— � ----
S95
S90
m
n
m
n
m
n
HEADWALL COUNTERFORT ELEVATION
1 J SCALE: 1 INCH = 8 FEET
M5
-- ----
400
S95
f90
ci
n
m
n
m
n
21 HEADWALL COUNTERFORT
SCALE: 1 INCH = 8 FEE
o e m
t
FOREBAY SIDEWALL BEYOND
TOP EL: 406.0'
Z
wo
E w
- m
FOREBAY SIDEWALL BEYOND
TOP EL: 402.5'
FOREBAY FLOOD INLET WEIR
SILL EL: 402.0'
-'-'; FOREBAY FLOOD OUTLET WEIR
SILL EL: 400.75'
— — —
NOP
—�--— — — — — ——
FOREBAY DECK EL: 398.0'
w0
� U
Z�
ME
4 INTAKE STRUCTURE EAST —
SCALE: 1 INCH = 2 FEET'
In
! z 1 SCALE: DESIGEC N STION FOR WINGWALL ON GRID A ABOVE GRID 1
J 1 INCH = 2 FEET
FOREBAY SIDEWALL
TOP EL: 408.0'
w�
0
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FE
FOREBAY SIDEWALL
TOP EL: 402.5'
NfIOP
FOREBAY DECK EL: 398.0'
GALLERY FLOOR EL: 389.0'
wZ
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F U
zN
1
INTAKE SPILLWAY SECTION
`' SCALE:. 1 INCH = 2 FEET
pgiB 9/B/1GRG
OESIGNEO: Jm
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INTAKE EAST
WALL (GRID B, BEYOND)
H
W
*
-------------
2
HI NOP
REBAY
INTAKE SCREEN ASSEMBLY
SEE 1/D-12
FOREBAY DECK
--------------------------------------------------------------------------
ALLERY
PIPE CROWN (391.5')
SCREEN TAILWATER WEIR
NATURAL CREEK
PIPE INVERT (389.5')
MAIN CHANNEL
4
W z
A0
®
3
W z
aG
zo
q
INTAKE STRUCTURE NORTH -SOUTH SECTION
SCALE: 1 INCH = 2 FEET
DAiE 9/B/t020
GESIGNEO: JAG
DRAWN: JAG
CHECKED:
SCALE: Ai xolEElt
FlLE; PetlraMd9htly
aD-9
_ _ — 0 DFE
—i
l7HI
NOP
--_IS7l0�
_ _ _ _ _ �DFE _i
NOP
--------1_7 LID
TIMBER BUMPER
SPILLWAY WALL
(MAIN SPILLWAY SHOWN)
HT. VARIES
4.5 TO 12 FT.
CONCRETE SPLASH BLOCK. CAST ON
COMPETENT ROCK, SHAPE TO ROCK
CONTOURS. MIN. 12" HIGH AT WALL,
SLOPE SURFACE AT —1 V:4H. BROOM FINISH.
DETAIL A: SPILLWAY WALL
DESIGN SECTION ON BEDROCK
BUMPER
'ILLWAY WALL
!ND SPILLWAY SHOWN)
HT. VARIES FISHPOOL WALL
1.5 TO 4.5 FT. /-
HT. VARIES
. 1'-2'
DETAIL B: SPILLWAY WALL AND FISHPOOL WALL
DESIGN SECTION ON BEDROCK
DIVERSION WALL AND FISHPOOL WALL - DESIGN SECTIONS WITH FOOTINGS IN BEDROCK
SCALE: 1 INCH = 2 FEET
EXPOSED
EXPOSED
I LWI-2rt
0
0
Z
U)
a
— — — — — — — — —
— — — — — — 7DFE
BUMPER
-TIMBER
SPILLWAY A
O
x d
(5THSPILLWAY SHOWN)
r
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N
v
V 1
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HI
-Z
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RIP RAP TOP COURSE
CLASS AND FG PER
0
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NOP
HT. VARIES
CIVIL PLANS
1.5 TO 6 FF.
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—I LO
a
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SURFACE GROUND
12" COURSE
CLASSRIPRA
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--- ---- -- -------------
Ow
o
a
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0 1,
40"
MIN. 60"
N
3" MINUS
EXCAVATION LIMITS
COMPACTED FILL
AS REQUIRED
b\
w o
Ln
E
w
0
N
tlFLt
F
N
CAST FOOTING ON SUITABLE
NATIVE MINERAL SOIL
DETAIL A: SPILLWAY WALL
DESIGN SECTION ON MINERAL SOIL
— — — — — — — — — — — — — — � D FE _ 2
SPILLWAY WALL
(3RD SPILLWAY SHOWN)
------------- CHI
NOP
—i
/
I
FISHPOOL WALL
Lo
-"— 36" RIP RAP TOP COURSE
/ CLASS AND FG PER
12" COURSE
CIVIL PLANS
CLASS — RIPRAP—j
/-6" SLAB
24" COURSE
3" MINUS FILL
CAST FOOTING ON
SUITABLE MINERAL SOIL
DETAIL B: SPILLWAY WALL AND FISHPOOL WALL
DESIGN SECTION ON MINERAL SOIL
�1 DIVERSION WALL AND FISHPOOL WALL - DESIGN SECTIONS WITH FOOTINGS IN MINERAL SOIL
SCALE: 1 INCH = 2 FEET
W
F
U
7
F J
d °I w
0
gg 0
w
m
EXISTING GROUND
SURFACE
EXCAVATION LIMITS AS
REQUIRED
OA1E: 9(8/i0i
DESIGNED: JJD
DRAWN: Jw
CHECKED:
SCA1E AS NOiEO
'LE: RadroDengn.dy
Sheet
D-10
0 -
7
IJ lJ z 90
Z
..... ......
— — —
al
KNIITSON OREEK �- FISHPASS IR ET SLOT IN
HEADWALL. SEE 1/D-5.—
m
1 DIVERSION SITE PLAN DETAIL - FISH
SCALE: 1 INCH = 4 FEET
1 415
1 411
40!
40(
39:
39(
385
'--
FLOW REGIMES AT DIVERSION SITE O
Z
r FISHPASS DISCHARGE FDN SLAB.
FLOW CONDITION
FLOW (CFS)
IMPOUNDMENT STAGE
FLOW INTO FISH PASS
EST. EXCEEDENCE
-)FOf
FISHPASS ASSEMBLY SEE 2/D-13.
DESIGN FLOOD
4.719
1404.6 FE
-16
-09 NOTE 1
HI NORMAL OPERATING POOL YEAR-ROUND
540
401.2 FT.
-12
-1% NOTE 2
0-
FISHPASS REST
I
LO NORMAL OPERATING POOL SUMMER
40
399 6 FT.
-10
--697. NOTE 3
LO NORMAL OPERATING POOL (WINTER)
10
398.3 FT.
^�7 NOTE 5
,1007. NOTE 4
POOL FDN SLAB.
NOTES:
O
x
1. -YEAR FLOOD, WITH EXPECTED ANNUAL CHANCE OF OCCURANCE OF 1%.
B_
21'-7"
2. THIS FLOW CONDITION IS EXPECTED TO BE EXCEEDED -t% OF THE TIME.
a
0
'
3. THIS FLOW CONDITION IS EXPECTED TO BE EXCEEDED -69% OF THE TIME ANNUALLY.
O
w
3'i0"
IT 15 EXPECTED TO BE EXCEEDED -100% OF THE TIME FROM MAY 15 THROUGH OCTOBER 1.
(n
N
9
SUPPORT
4. THIS FLOW CONDITION IS EXPECTED TO BE EXCEEDED -100% OF THE TIME ANNUALLY.
0
0
1`
Y
COLS (TYP
5. FISH PASS FLOW WITH WATER INLET SLIDE GATE OPEN. SEE FINAL PERMIT TERMS AND CONDITIONS FOR ALLOWED GATE CLOSURES.
Ary)
OF ¢), - -
w
�
Z
w
-__
_ ,:'
a
Z
w
—
5-6"
'
FISH PASS NOTES:
1. FISH PASS IS AN "ALASKA STEEPPASS" FISH PASSAGE STRUCTURE. DESIGN FISH ARE ADULT SOCKEYE SALMON.
O
z
0
O
t1
O
2. FISH PASS SHOP DRAWINGS BESUBMITTEDAND PRIOR TO AND APPROVAL.
O
ZO
¢'_2"
O r7
'
FOR AGENCY(NEER
SCHEDULEER
3. CONTRACTOR SHALL PROVIDETIMEIN APPROVAL OF FISHPASSTSHOPODRA NGS.
U
H
COORDINATE ALL FISHPASS DIMENSIONS AND DETAILS OF CONSTRUCTION WITH FINAL APPROVED FISHPASS SHOP DRAWINGS PRIOR TO
a_
0
CONSTRUCTION. LOCATION OF FISHPASS FOUNDATION PADS, INLET SLOT IN HEADWALL, AND OTHER FEATURES SUBJECT TO CHANGE TO
ACCOMODATE SHOP DRAWINGS.
FLOOD INUNDATION/VELOCITY/DEBRIS HAZARDS AND ICE
z
a
0
W
O
--
5. FISHPASS SHALL BE BUILT FOR FOUR -SEASON INSTALLATION. TO INCLUDE
FORMATION IN AND AROUND THE STRUCTURE.
U
O
0
d
_
6. FISHPASS SHALL TOLERATE 1000 LB. LIVE POINT LOAD AT ANY POINT ACCESSIBLE BY BROWN BEAR OR OTHER MEGAFAUNA.
7. FISHPASS SHALL INCLUDE REMOVABLE SCREENED COVERS.
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3 '
DIVERSION FISH PASS NOTES
® 4
1 P'tl1 •4 MT SCALE: NTS
I
HEADWALL
2' WIDE X 5' TALL OPENING IN HEADWALL
SILL EL: 397.0'
ALASKA STEEPPASS FISHPASS INLET MODULE WITH MANUAL
SLIDE
GATE TO CONTROL WATER FLOW INTO PASS. BOLT TO DOW
ISTREAM
_ HI NOP: 401.2'
FACE OF HEADWALL MATCH SILL TO OPENING SILL AT 397.
'
NOP SUMMER NOF
1
— --- - — - — _ WO 10-FT SECTIONS
—
OF
— — — — — — — — — — — — — —
S WINTER LO NOP: 398_3'
— — — — — —
STEEPPASS
SET AT 16'
I
+
fALASKA
RESTING POOL( / TURNING BASIN
FLOOR EL: 3911.4'
;SUPPORT COLUMNS SEE 3/D-13
-------- --- —�—
' QHI NOP:-391.9,
---+ — — — — — _ _---_-_
NOP:-389.2'
EG (EXPOSED BEDROCK)
FISHPASS DISCHARGEIFON SLAB.
EG (ALLUVIUM)
FF EL: 388'-5", S�E 1/D-3.
BOLT TO CONCRETE SLAB
(FISHPASS REST POOL FDN SLAB
'O ONE 10-FT SECTION OF ALASKA o
m STEEPPASS SET AT 16' ro
0
FF EL: 388'-3• SEE 1/D-3. of
M M
rm1
-0+25 0+00
,� DIVERSION FISH PASS PROFILE GRID 1
SCALE: 1 INCH = 4 FEET
0+25
A
GRID 3
0+50
35"
OVERALL
LENGTH
FABRICATED
COLUMN
3 FISH PASS RESTING POOL SUPPORT COLUMNS
SCALE: NTS
i�
I O°.
�Y
1 }" PL
N.i.S.
COL AI
/-FISHPASS RESTING POOL ASSEMBLY
6" INSET FROM POOL EDGE
TO COL CENTER (TYP ALL)
6.0 XXS PIPE COLUMN (TYP)
COLUMN END PLATE (TYP)
(SEE INSET THIS DETAIL)
GROUT PAD AS REDD.
,CONCRETE FDN SCAR
J 3/400 06%
EPDXY INTO SLAB AND
;u
420
'LIMIT 'OF ' ; I ' I ! ' ;i / I
I
` ` —DOWNSTREAM DIRECTION , ( BORROW PIT FOR DIKE, CQNSTRUCTION� I
410 E 40 i H,
�\ TI
_ {/ DIKE TOP L 6.0'
1 FLOOR ��L -0397. � I /; � '' /�` 'll
\t I I % -� is IS DFE EL: 404.6'
( I �I'I I ,' ' i// I 'I, EG400 I � ,
I�
I�I
STRIP DIKE FOOTPRINT TO MINERAL SOIL
i
!i
i
„' it II 1 ',''' 6"- ROCK FILL
`---------- '
' t I 'a;I 1 "/; BENTOMAT LINER, FILTERS, AND BEDDING COURSES ®2:1
'.... 1 F NOTES: 'I 6"- ROCK FlLL
i'�V�' 1. CONTIN D(K 24' COURSE RIP RAP FACING
I d q '/ EXTEND LINER, FILTER AND BEDDING TO 4' BELOW OG.�
\ ROM P RFA
DIKE /� cR E SEE DETAIL 4/D-i6 FOR LINER TERMINATION ON SHALLOW BEDROCK.
I<•yTAKE / , E BRI "D "" ";.AT,BN-AF-GGNARRE-WA
J it AINTENA CE 17'/
U'IfII I YQCCE%S,1' l I J ' EXTEND RIPRAP FACING INTO UNER TRENCH.
{ it I 7 f7RA1 l '/ UNCLASSIFIED MINERAL FILL
+397. �R
,
��!� I I � kEf iT�RSION I
UCTURE I DIKE DESIGN SECTION
DIKE OP ,� DIKE TOE N- ` ( `\ 3 = 0 1a m
�I,'ll''Ij "' SCALE: 1 INCH - 10 FEET I IM;x -,o ,¢r
4D8.0 - -�--�- 6
I'�nl +31
\_`_it 1 ________yl I \'�, i�!I } y�.�, p —DIRECTION OF FLOW
I � la.00 � i'�.•_� 'liil
SEE 3/D-16 FOR OTHER DIKE DETAILS
o +405. 6" MINUS ROCK FILL
Ilk
+403/5 _�I ' �� 'i - +40p. ', 1"',j PLACE RIP RAP ARMOR COURSE TO
t ( 1' k,\ OG. THICKNESS PER OTHER DETAILS.
RAMPS Upt� I /l '71, �1i i PLACE 2z SAND PADDING COURSE AND FILTER FABRIC
((;'' 1, 1 PER OTHER DETAILS OVER LINER TOE.
�'',,
C-MSTRUQQN PAD V T _- L] �I`',I, \,J 4' MINUMUM
/ ;' `,\,� EXPOSE COMPETENT BEDROCK SURFACE AND CLEAN
\�h; n' F`;` 11 \\``\ �` `` OF LOOSE ROCK, SOIL, AND OTHER DEBRIS.
/t \ IF BEDROCK SURFACE IS SMOOTH, PLACE CLAY
LIMIT OF TOE 1 LINER DIRECTLY ON BEDROCK. OTHERWISE PLACE
ACCESS ROAD' ! I \ BENTONITE CHIPS TO FILL VOIDS AND FORM SMOOTH
"\ \ , SURFACE FOR LINER PLACEMENT.
EXCAVATE TRENCH TO MINIMUM 4 FT BELOW O.
_ / ♦ 3 \U DEWATER AS REQUIRED.
�� WEST WINGWALL\DIKE AND WEST SIDE SITE ,ekADING -PLAN ,�'� � �\ � 1 \\ 10, ,, m '` '`'`'� DIKE LINER -TO -BEDROCK SEALING DETAIL z
SCALE: 1 INCH = 20 FEET , 4 SCALE: NTS
Q
zz a�
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s ^ ¢J O OL
J -
3 y o p UPSTREAM FACE OF DIKE-� r— N w
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3 0 o w .�.p w j w_ RIP -RAP ARMOR COURSE
wo to FFm OW 3so � �� W � N F
1 mo L
oµ wya cs (w wa �0 3 wow II Ka
MINUS FILL (THICKNESS VARIES) OvnO
O D0 +12' COURSE SAND BEDDINGGEOTEXTILE LINER
now .n I oI ¢Z W
V 0 O
FIG (SEEINTAKS EEf D-3) BENTOMAT GEOTEXRIE UNER� I__10 FEET �I z
410 �) 1 0 0
405 a
--
2ND COURSE OF BENTOMAT LINER F MEMBRANE
--- - - __ 400 (BENOMAT ON BOTH SIDES OF MEMBRANE) I
EG 25', EFT DOWNS EAM EG -- _- - 390-/{/—/� I 0 0 N
385 12" COURSE SAND BEDDING I / O N V1
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c J GEOTEXDLE MEMBRANE b� I- 1-
o g 6" MINUS FlLL (THICKNESS VARIES) w
SECURE MEMBRANE TO CONCRETE WALL WITH CONTINUOUS }"v2" STEEL BAR.J LIB -)(- W
2+50 2+00 1+50 1+00 0+50 0+00 -0+50 FASTEN BAR TO WALL WITH }" REDHEAD ANCHOR BOLTS OR R4MSET EVERY 12" N
% N
WEST WINGWALL DIKE - PROFILE DIKE LINER -TO -WALL SEALING DETAIL =
SCALE: 1 INCH = 20 FEET 5 SCALE -�-
::1
¢jam
jaw
a�3
GATE: 9/B/10Z0
DESIGNED: Ice
DRAWN: JGG
CHECKED:
SCP1E: As NORD
FlLE: PadnDea9adry
Sheet
D-16
1 EAST WINGWALL DIKE AND WEST SIDE SITE GRADING PLAN
SCALE: 1 INCH = 20 FEET
DIVERSION
STRUCTURE (SEE
SHEET D-4)�
41f
40:
40f
391.
39C
SD'
i
FG �
0 ro a DIKE RAMP STANDARD DETAIL
II x%® �SCALE: 1 INCH = 1 O FEET
-0+50 0+00 0+50
(-,—� EAST WINGWALL DIKE - PROFILE
SCALE: 1 INCH = 20 FEET
1+00
1+50
z+00
0
4 FLOOD SPILLWAY APRON DESIGN SECTION
SCALE: 1 INCH = 10 FEET
0 to 20
I INCH - 10 R£I
a 10 20
1 wcx - 10 rtEt
:1
DAIS 9/9/20
DESIGNED: dm
DRAWN: JOG
CHECKED:
SCALE AS NUIE9
RUE: PedmOe:gn.dry
Sheet
D-17
POWERHOUSE SITE GRADING PLAN o in so
SCALE: 1 INCH = 10 FEET' IIX®
�1 POWERHOUSE SITE SECTION AT TAILRACE
SCALE: 1 IN = 10 FEET
'3\POWERHOUSE SITE SECTION AT PENSTOCK
SCALE: 1 INCH = 10 FEET
zz
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DATE: _-_- _'_'
DESIGNED:
DRAWN:
CHECKED:.-._. - _-
SCALE: AS NOM
MLE: __PedmM,.dm
Sheet
PH-1
20' LONG TU
0 STA. -2+
END TAILRACE ACCESS TF
/ AT CREEK B)
GZ =
2 P'O
/r
I
I�
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TAILRACE PLAN
SCALE: 1 INCH = 20 FEET
BANK
SOUTH
`(KNUTSON CREEK DOWNSTREAM)
STA, 0+00 TO 2+00: 8 to 10" DEPTH AT 20 CFS
STA 2+00 TO OUTLET: -24" DEEP AT 20 CF5.
WIDTH
(NOTE 2)
J�Op
STA 2+20
ADULT SALMONIO EXCLUSION PICKET
SEE 1/T-2
3/2017 LEFT BANK OHWM MEANDER
GROUND SURFACE
STA.
z.Po
USE EXCAVATED MATERIAL FROM CHANNEL
TO BUILD ACCESS TRAIL ALONG NORTH (UPSTREAM) SIDE OF CHANNEL.
MAINTAIN 5' SETBACK FROM RIM OF CHANNEL BANK TO TOE OF DIKE.
MAINTAIN 2:1 SLOPES ON DIKE.
PLACE LARGER BOULDERS ON NORTH (UPSTREAM) SLOPE OF DIKE.
i 14' 1
2:1 CHANNEL BANK
ARMOR WITH 12" COURSE CLASS 1 RIP RAP
FLAT CHANNEL BED
6' MINUS GRANULAR MINERAL MATERIAL
12" COURSE CLASS 1 RIP RAP FOR 10 FEET
DOWNSTREAM OF PICKET STRUCTURE.
2)
RD TAILRACE SECTION
SCALE: 1 INCH = 4 FEET
n
1..¢� iDETAIL PROVIDES STANDARD TRAIL AND TAILRACE SECTIONS - THE RELATIVE POSITION
OF THESE FEATURES ON THIS DETAIL ARE ILLUSTRATIVE ONLY. REFERENCE PLANS AND
PROFILES FOR FEATURE LOCATIONS:
- TRAIL AND TAILRACE ALIGNMENTS PER 1/T-1.
- TRAIL PROFILE PER 3/T-1.
- TAILRACE PROFILE PER 4/T-1.
2. CHANNEL BED WIDTH:
- 0+45 TO 1+75: 8 FT.
- 1+75 TO 2+00: TRANSITION 8 FT TO 10 FT.
- 2+00 TO CREEK BANK: 10 FT.
I
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HYDRO ACCESS ROAD CL STA 58+85
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1 AT POWERHOUSE WEST WALL
\
1 \ PROFILE SEE 3/T-1
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NOTES:
1. OG CONTOUR INTERVALS ARE 5 FT. AND 25 FT.
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TAILRACE ACCESS TRAIL PROFILE
' SCALE: 1 INCH = 20 FEET
0+00
2+50
,��TAILRACE PROFILE
-r SCALE: 1 INCH = 20 FEET
2+00
J
0
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GABION iYALL AT CUN ERT OUTLETIt - ��
1S0 DESIGNED: 10 100LE11EI
d00
a r o "j o e c+ <e_ _ atlmOeignErg
1+50 1+00 0+50 0+00
(WEST BULGING WALL) n0F]
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NOTES:
1. POST BASE IS SIMPSON EAB44PHDG. CAST IN PLACE W/ 1" STICKUP FROM SLAB
FF OR DRILL 1" HOLE AND PLACE WITH SIMPSON "SET-3G" ANCHOR ADHESIVE.
2. DETAILS 1, 2/T-3 ARE FOR THE LEFT BANK END BENT. MIRROR CONSTRUCTION
FOR RIGHT BANK END BENT. SECURE TIMBERS TO POST BASE W/ SIMPSON SO
CONNECTOR SCREWS.
6" THICK CONCRETE SLAB
FLAT AND LEVEL, BROOM FINISH.
(_117AILRACE PLAN DETAIL - FISH PICKET STRUCTURE
SCALE: 1 INCH = 12 INCHES
NOTES:
1. NOT USED.
SET 4X6 SLEEPER IN CHANNEL
BANK SLOPE IN LINE WITH
PLANE OF WINGWALL AND 12"
BELOW SLOPE FG. SCREW
WINGWALL PLANKS INTO
SLEEPER AND BACKFILL.
TAILRACE FISH PICKET ELEVATION
2 J SCALE: 1 INCH = 12 INCHES
CHANNEL BANK
PER 2/T-1
LEFT
WINGWALL
DOWNSTREAM)
I
10' TAILRACE CHANNEL BOTTOM
1t,-0„
1'-O" WIDE x 18" DEEP THICKENED 9"
SLAB AT DOWNSTREAM EDGE — —
o '
2'-6"
1 _3"
94. b 3'-2j'. 3. 0. 3'_2j" 914"
i
!POST BASE LOCATIONS
o I I(TYP OF 10, SEE NOTE 1)
1 -3"
o SINGLE MAT #4 BAR AT 10" O.0 BOTH WAYS
6"
a
4 � i
w
PANEL CLIP TO TOP BEAM
(SEE 3/T-3)
kz
�o
w�
GENERAL PICKET STRUCTURE NOTES:
1. STRUCTURE IS SYMMETRIC ABOUT CENTERLINE AXIS.
2. PICKET PANELS MUST BE REMOVED DURING WINTER SEASON (OCT. 1
THROUGH MAY 1) TO PREVENT ICE BLOCKAGE OF TAILRACE CHANNEL
AND IN -PLACE DURING SUMMER SEASON TO EXCLUDE ADULT
SALMONIDS FROM TAILRACE. SEE FINAL ADFG FISH HABITAT PERMIT
FOR DATES PICKET PANELS MUST BE INSTALLED.
3. ALL STEEL COMPONENTS SHALL BE HOT DIP GALVANIZED, 304L SS
OR APPROVED EQUAL FOR CORROSION PROTECTION.
4. ALL WOOD TO BE PRESSURE -TREATED #2 HEM FIR OR BE17ER
4
PICKET STRUCTURE GENERAL NOTES
S•_0^ SCALE: NTS
FISH PICKET BAR GRATE PANEL
(TYP OF 3, SEE 3/T-3)
U 5 5
9 -p
08 TOP BEAM
NORMAL WATER
.SURFACE
AT DESIGN FLOW
4X6 4X6
J
4X6
'\7' 4X6
END SUPPORTI
SUPPORT—}
END -
BENT COLUMN
COLUMN
BENT
4X4 PICKET
I
-24"
.o « PANEL KEEPER
'
DIRECTION OF FLOW
1'-6" HOOK ALL TRANSVERSE 55'
I BAR INTO THICKENED EDGE13'�
+ 2 LONG. #4 BAR IN THICKENED EDGE
3� PICKET SLOB REINFORCEMENT DETAIL
SCALE: 1 INCH = 12 INCHES
RIGHT WINGWALL
(SYM. W/ LEFT WINGWALL)
zz
a U
U) U
V / D
L�yLJ
LL V /
U
O z
� O
a- U
O
Z
All
El
DATE v/e/mxa
DESIGNED: tleC
OPAWN:
CHECKED:
SCALE AS N01ED
FILE; PatlmOadgn.tl.g
Sheet
T-2
NOTES:
1. PLACE SIMPSON TP PLATES CENTERED ON CONNECTION AND AVOIDING OTHER HARDWARE.
SECURE W/ 2.5" 8d GALV. NAILS IN ALL AVAILABLE HOLES >1/2" FROM TIMBER EDGES.
2. THIS DETAIL SHOWS THE LAYOUT FOR LEFT BANK END BENT. MIRROR CONSTRUCTION FOR
RIGHT BANK END BENT.
—DIRECTION OF FLOW
3/4"0xB" DRIFT PIN IN 3/4"C
HOLE. CENTER ON REAR 4x6.
SIMPSON TP47 PLATE
P
rtd FAC
FAC
h W/
/ SIMPSON TP35 PLATE NAI
OTH SIDES BOTH ENDS
4x4
LEFT BANK END BENT SECTION - WINGWALL SIDE
v SCALE: 1 INCH = 12 INCHES
4 NOT USED
SCALE: NTS
2X6 PLANK WINGWALL.
NAIL TO FRONT 4X6 3'-7,j"
3 16d GALV FRAMING
5 EACH PLANK.
a i z
� Npl " I f00f
NOTES:
1. PLACE SIMPSON TP PLATES CENTERED ON CONNECTION AND AVOIDING OTHER HARDWARE.
SECURE W/ 2.5" 8d GALV. NAILS IN ALL AVAILABLE HOLES >1/2" FROM TIMBER EDGES.
2. THIS DETAIL SHOWS THE LAYOUT FOR LEFT BANK END BENT. MIRROR CONSTRUCTION FOR
RIGHT BANK END BENT.
DIRECTION OF FLOW
PICKET
1" 48 PICKET SUPPORT BEAM
HUS48 HANGER FOR TOP BEAM
SIMPSON TP411 PLATE
(SEE NOTE 1)
/ 60' \
60' 60'
1 i
_ 5'-0"
�� LEFT BANK END BENT SECTION - PICKET SIDE
SCALE: 1 INCH = 12 INCHES
TAILRACE BED FG
FLUSH WITH SLAB FF.
—DIRECTION OF FLOW
FISH PICKET
MCNICHOLS GAL-200 SWAGED BAR GRATE
2x3/16" AL BAR W/ 1" CLEAR SPACING.
QTY 3: 36" WIDE x 60" LONG PANELS (-60
LBS/PANEL). SET PANEL WITH VERTICAL BEARING
BAR AND CROSS BAR ON BOTTOM TO AID DEBRIS
REMOVAL. FASTEN TO 4XB TOP BEAM W/ 3
MCNICHOL TYPE CB SS CLIPS AND LAG SCREWS
EACH PANEL.
3"6x6" DRIFT PIN IN 3
"6 HOLE. CENTER ON
TOP BEAM —29"
4x8 TOP BEAM FREEBOARD
—� _ ,
NORMAL WATER SURFACE
AT DESIGN FLOW
2X6 PICKET KEEPER
1
(NOTE 1)
3 —1Z
4x4 PICKET KEEPER
^'24"
4x6
COLUMN
(NOTE 1)
TAILRACE BED FG
rFLUSH WITH SLAB FF.
fl
`Ij"
7 1 '
NOTES:
1. SECURE PICKET KEEPERS
TO SLAB W/ HOG OR SS 1/4"
REDHEAD ANCHORS (2-1/8"
CONC. EMBEDMENT) EVERY 36" O.C.
PICKET STRUCTURE SECTION AT TOP BEAM COLUMN AND PICKET PANEL 3
SCALE: 1 INCH = 12 INCHES
\ IMPOUNDMENT REA AT DESIGN F ONION (WSE = 404.6 FT)%)� j ��_'I I�( SHEET NOTES: F
'^) 1. "SPAWNING SITE 4" EXTENTS ARE REPRODUCED FROM MAP 6 OF "HYDROLOGIC ASSESSMENT OF p
, 1 t II I' /�--� J SPAWNING HABITAT FOR KNUTSON CREEK HYDROELECTRIC PROJECT", POLARCONSULT ALASKA, INC. JUNE 6, Z
2017.
IM UNDMEN; { "" AT', NORM L�OPERATING PO l (WEE = 401.2 Ff) IMPOUNDMENT DESGN DATA: Q
NORMAL OPERATING POOL (NOP) a
1. NOP IS 398.3 TO 401.2 FEET, CORRESPONDING TO FLOWS FROM 10 TO 540 CFS (RANGE OF FLOW Z
IFQUNDMENT AREA qkf MItd,NORMAL OP,ERhNG POOL (WEE /39Q'`3 Fi) ;'";�' /;%i' THAT IS EXCEEDED -100% TO -i% OF THE TIME). - Z a
U 2. INITIAL IMPOUNDMENT SURFACE AREA AT MAXIMUM NOP IS 1.34 ACRES. THIS INCLUDES INUNDATED
I eOUN((MENfi AREA AT MIN., NORMA4 iOPERATINC POOL ','/i 'j''' I IIt'\ AREA OF PROSPECTIVE BORROW PITS THAT MAY BE USED FOR DIVERSION CONSTRUCTION. 0 O x a
( NCO A�, 4- NOEDIMEN PERA''SURF CE - ',% i; j 3. INITIAL IMPOUNDMENT VOLUME AT MAXIMUM NOP IS 5.1 ACRE-FEET.
\ AND aG-,TER IMPOUN ; o
4. IMPOUNDMENT VOLUME AND SURFACE ARE EXPECTED TO DECREASE OVER TIME AS SEDIMENT IS w
(ESTIMATEDP,1 NTS, `CONOyi'E,RM VIABLY') SPAWNING HABITAiJ /�'' , ( \�CAPTURED BEHIND DIVERSION STRUCTURE. (n O r1
�STIMATED S MEN'T SCOUR'ZONE'ARQUND-FLUSH -- II "� ___ _ _ _, DESIGN FLOOD ELEVATION (DFE) u N {-
GATE. (5 DESIGN DA"lA;'SUMMARY AT 4/R-1)/' , -- 1. DFE IS 404.6 FEET, CORRESPONDING TO DESIGN FLOOD OF 4,719 CFS. EXPECTED RECURRANCE Ld LL Z
INTERVAL FOR DESIGN FLOOD IS 100 YEARS. Q
2. INITIAL IMPOUNDMENT SURFACE AREA AT DFE IS 2.73 ACRES. w
3. INITIAL IMPOUNDMENT VOLUME AT DFE IS 12.5 ACRE-FEET. O (n ZO LL
/ 4. MAIN CHANNEL BACKWATER AT OFE IS APPROXIMATELY 300 FEET UPSTREAM. Z o
5. IMPOUNDMENT VOLUME AND SURFACE ARE EXPECTED TO DECREASE OVER TIME AS SEDIMENT IS O Z
\ CAPTURED BEHIND DIVERSION STRUCTURE. O Z
p p
V% V IMPOUNDMENT SEDIMENTATION MANAGEMENT IL O O
•' I �,' ° / \ 1. SEDIMENT WILL FORM DELTA AT TOP OF IMPOUNDMENT. TOPSET SLOPE ESTIMATED AT -2.5% PER til
NATURAL DELTA SLOPE BELOW RM 1.75 AND USSR METHODS. Z Of F
2. RATE OF DELTA FORMATION WILL DEPEND ON BEDLOAD TRANSPORT RATES. O p
/ I - 3. UNMANAGED STEADY-STATE DELTA SLOPE IS -0.77 (SEDIMENT FILLS TO MAIN SPILLWAY CREST). C.� w 0.
4. FLUSH GATE OPERATION WILL SCOUR OUT SEDIMENT IN IMMEDIATE GATE VICINITY. FORESET SLOPE OF - L1_ o w
SCOUR ZONE IS ESTIMATED AT 6x TOPSET SLOPE = 15%. INTERSECTION OF TOPSET AND FORESET SLOPES (n w
IS -30 FT. UPSTREAM OF FLUSH GATE. LLJ
5. FLUSH GATE WILL BE OPERATED DURING PERIODS OF HIGH FLOW FROM JUNE 15 TO AUGUST 1 OR AS u Q
FAWNING \S(TE 4 ,, ;' _ _;" \ OTHERWISE INDICATED IN APPROVED 0&M PLAN FOR DOWNSTREAM RECRUITMENT OF SEDIMENT. O U
(SEE_ NOTCy``,1) _ 6. FLUSH GATE MAY BE MANUALLY OPERATED AUGUST 7 TO JUNE 15 ONLY AS REQUIRED TO MAINTAIN rn m
SEDIMENT FREE ZONE AT ENTRANCE TO FISHPASS AND INTAKE FOREBAY.
SPAWNING HABITAT SUMMARY T) W
1. ORIGINAL SPAWNING HABITAT (SPAWNING SITE 4) ESTIMATED AREA: 2,100 SQ FL Lo
2. SPAWNING S1TE 4 AREA BURIED UNDER DIVERSION STRUCTURE: -500 SQ FT
3. POST -CONSTRUCTION SPAWNING HABITAT 1n
LL
WING AI ,'-'L' - I)'.`__''' _ _ , AREA INUNDATED AT MIN. NOP (LONG-TERM SEDIMENT SURFACE): 20,500 SO FT V
DIKE/�, LESS AREA OF FLUSH GATE SCOUR ZONE (NOTE 1): -1,800 SO FT
LESS WEST BORROW PIT FLOOR (NOTE 2): -7,800 SQ FT
TOTAL LONG-TERM VIABLE POST -CONSTRUCTION SPAWNING HABITAT: 10,900 SO FT
NOTES:
t 1 \ 1. SCOUR ZONE IS SUBJECT TO SEDIMENT FLUSHING FOR PROJECT OPERATIONS AND IS NOT COUNTED AS
J I i VIABLE SPAWNING HABITAT.
RAMq IL 2, BORROW PIT FLOOR IS EXCLUDED FROM SPAWNING HABITAT AREA AS BORROW PIT MAY NOT BE FULLY
- ' DEVELOPED FOR PROJECT AND FLOOR SUBSTRATE MAY NOT BE SUITABLE HABITAT.
WORKP q'# J
I : , CONC E OWWWERSION ` \ � J--' ,m
h S UCTURE _'Y
WINGt{'AL' L DIX
ol
OXi M '0F'
'PROXIMATE LIMIT OF -- po , \'„'`,\ 0 `- i , , CREEK F ENY: PLAIN JJJ
CREEK FLOOD PLAIN Do/` ,���$`, /
1 DIVERSION STRUCTURE IMPOUNDMENT'- PLAN VIEW o w w SHEET NOTES
SCALE: 1 INCH = 40 FEET , „® 4 SCALE: NTS
x
0 o w w WA L TOP 406.0'
2
a a DFE 404.6'
a w w n
FLUSH GATE OPENING
a o ¢ ¢ SILL EL: 397.0'
3� 3 3 W 6E w E: J MAIN SPILLWAY
4n �U HI NOP 400.6' EL: 399.50
aw a a 0� 0 a az __Q________
m" m mi1 FQ FQ iw ____________
E o z i „°'1 'p' m z m m z o x _ - _HYDRD-TNTAKE- - i_DLO N(�P 398.3' - - - _ _ _ _
'm nm OJ + ti + H oz FORE OPENING 397'
i Z I, 2 j ESTIMATE LONG-TERM SEDIMENTS RFACE 9¢ oL 9� om SILL EL: 395.5' SEDIMENT SURFACE AT
T o w Q p O F p O WITHIN DIVERSION IMPOUNDMENT. Q 00 F a o h EL 394 �SEj SLOPE.
0 z (2.5% TO SET SLOPE STARTING AT HI NOP) m W 0=N mo
fin_ m_z - _ --- _
SEDIMENT SURFACE AT 30%
aoD FORESET SLOPE _ _______________ ------------------------- _______
- FLUSH GATE SEDIMENT SURFACE AT 15% OGI
EXISTING C K THA W G _ _. ______...__.... - FORESET SLOPE
` L,z CREEK PROFILE THROUGH DIVERSION SITE
SCALE: 1 INCH = 20 FEET
(_,1 ESTIMATED SEDIMENT PROFILE AT FLUSH GATE
`' SCALE INCH = 4 FEET
DAZE: s(s/zo;o
DESICNEO: J�
D6AWN: j
CHECKEDFILE
Sheet
DFR -1