MT_Beaverhead_273(1)_Final_Plan_Set2.pdf
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INDEX TO SHEETS
MT BEAVERHEAD 273(1) ELK LAKE RD
A.2
VICINITY MAP
PLAN SYMBOLS AND ABBREVIATIONS
INDEX TO SHEETS
TITLE SHEET
A. GENERAL INFORMATION
A.4
A.3
A.2
A.1
B. SUMMARIES
SUMMARY OF QUANTITIES
C. TYPICAL SECTION
TYPICAL SECTIONS
TABULATION OF TYPICAL SECTION QUANTITIES
C.2
C.1
D. PLAN - PROFILE
B.1 - B.2
E. APPROACH ROADS
F. EROSION CONTROL
H. DRAINAGE
H.5
H.4
H.3
H.2
H.1
P. BRIDGES
T. TEMPORARY TRAFFIC CONTROL
E.1 APPROACH ROAD SUMMARY AND TYPICAL SECTIONS APPROACH ROADS
INDEX TO SHEETS
ELK SPRINGS CREEK AND RED ROCK CREEK BRIDGE TYPICAL SECTION
ELK SPRINGS CREEK BRIDGE FOUNDATION LAYOUT
ELK SPRINGS CREEK BRIDGE PLAN AND ELEVATION
RED ROCK CREEK BRIDGE FOUNDATION LAYOUT
RED ROCK CREEK BRIDGE PLAN AND ELEVATION
F.11
F.10
F.9
F.8
F.2 - F.7
F.1
STD. DRWG. 602-4, METAL END SECTIONS
METAL AND PLASTIC PIPE CULVERT BEDDING
STD. DRWG. 602-2, METAL PIPE CULVERT COUPLING BAND
STD. DRWG. 602-1, METAL PIPE CULVERT
TABULATION OF DRAINAGE QUANTITIES
STD. DRWG. 635-14, TEMPORARY TRAFFIC CONTROL SIGN INSTALLATION WOOD POSTS
STD. DRWG. 635-8, TEMPORARY TRAFFIC CONTROL SINGLE LANE CLOSURE LAYOUT (WITH STOP SIGNS)
STD. DRWG. 635-6, TEMPORARY TRAFFIC CONTROL SINGLE LANE CLOSURE LAYOUT (WITH FLAGGERS)
STD. DRWG. 635-1, TEMPORARY TRAFFIC CONTROL ADVANCE SIGNING
ELK LAKE ROAD TRAFFIC CONTROL DETOUR PLAN
ELK LAKE ROAD TRAFFIC CONTROL PLAN
TABULATION OF TRAFFIC CONTROL QUANTITIES
T.7
T.6
T.5
T.4
T.3
T.2
T.1
SUBEXCAVATION DETAILS
INFORMATION KIOSK PARKING/PULLOUT DETAIL
RED ROCK CREEK PARKING/PULLOUT DETAIL
PLAN - PROFILE MAINLINE
SURVEY CONTROL
TABULATION OF PLAN AND PROFILE QUANTITIES
D.17
D.16
D.15
D.4 - D.14
D.3
D.1 - D.2
P.5
P.4
P.3
P.2
P.1
STABILIZED CONSTRUCTION EXIT
SOIL EROSION CONTROL TEMPORARY INLET PROTECTION DETAIL
STD. DTL. W157-5, FIBER ROLL
STD. DTL. W157-1, SILT FENCE
EROSION CONTROL PLANS
TABULATION OF EROSION CONTROL QUANTITIES
STATE PROJECT
NUMBER
SHEET
J u n
A
M
M T
B e a v e r h e a d I n d e x S h e e t.
d g n
I n t_ ft
D
C h e c k e d b y
D e s ig n e d b y
WESTERN FEDERAL LANDS HIGHWAY DIVISION
DETAIL APPROVED FOR USE 11/2001
REVISED: 9/2005 1/2007 10/2009 10/2014
W101-1
AND ABBREVIATIONS
PLAN SYMBOLS
W west drwg(s).
dist.
diaph.
diag.
dia.
DHV
D exp. jt.
exc.
EW
ER
EQ or eq.
EP
emb.
elev.
El. 94.16 ft e
E expansion joint excavation edge of water edge of road equation edge of pavement embankment elevation elevation with number superelevation rate east drawing(s) distance diaphragm diagonal diameter design hourly volume diameter galv.
ga.
galvanized gage (gauge)
HW
hex.
hdwl.
high water hexagon headwall ftg.
ft3 ft2 flg.
fin.
footing cubic foot (feet) square foot flange finish jt.
ID
joint inside diameter
LW
lt. or LT
Ls
LPSM
long.
LNFT
lat.
lam.
L low water left length of spiral lump sum longitudinal linear foot (feet) latitude lamination length of curve
NC
N normal crown north
OG
OD
o. to o.
o. c.
original ground outside diameter out to out on center pvmt.
PT
PST
PSC
PS
POT
POS
POC
pl.
PI
PCS
PCC
PC
pavement point of tangent point of spiral to tangent point of spiral to curve point of tangent to spiral point on tangent point on spiral point on curve plate point of intersection point of curve to spiral point of compound curve point of curve rte.
rt. or RT reqd.
reinf.
rdwy.
R/W
R.
R route right required reinforcement roadway right-of-way range radius typ.
Ts
TS
thd.
TBM
T.
T typical tangent distance (spiraled curve) point of tangent to spiral thread temporary bench mark township tangent distance
VPI
vph
V vertical point of intersection vehicles per hour design speed yd3 yd2 cubic yard(s) square yard sym.
STS
struc.
stiff.
stgr.
std.
STA, Sta.
ST
SS
SRS
SQYD
SQFT
spa.
SLRY
shldr.
sec.
SC
SADT
S symmetrical point of spiral to tangent spiral structural stiffener stringer standard station point of spiral to tangent point of spiral to spiral (no curve) point of spiral to reverse spiral square yard square foot spacing, spaces or spaced slurry unit shoulder section point of spiral to curve seasonal average daily traffic south
CUYD
culv.
CUFT
cubic yard(s) culvert cubic foot (feet) mon.
min.
MGAL
max.
matl.
monument minimum thousand gallon maximum material
BEAVERHEAD 273(1) ELK LAKE RD
U
S
T r a n p r o j\
E lk L a k e R o a d R o a d w a y C
A D
D S h e e ts A G e n s h t\
D e t.
W .d g n
FEDERAL HIGHWAY ADMINISTRATION
U.S. DEPARTMENT OF TRANSPORTATION
DETAIL
U.S. CUSTOMARY DETAIL
STATE PROJECT
NUMBER
SHEET
A.3 MT
A
M
M a y
BH
CP GPS
JH
TP
DI
36 31
6 1
36 31
6 1
SEC.
SEC.
EL. 1234.56
N
E
RIP
G G
W W
DI
T T
NOTE:
NO SCALE
on the appropriate plan sheet.
Other symbols used in the plans will be shown in a legend 1.
Property Line w/Found Property Corner
Section Corner (Found, Projected)16
Section Line16
Section Corner (Found, Projected)4
Section Line4
Parcel Number
National Park Boundary
National Forest Boundary
National Wildlife Refuge Boundary
Trail
Lake, Pond or Reservoir; Marshland
Spring or Seep
Material Source; Bore Hole; Test Pit
Section Line
Indian Reservation Boundary
Existing Roadway (Road, Paved, Gravel)
Section Corner (Found, Projected)
Large Creek or River
Spot Elevation; Coordinate Grid Tick
Above Ground Tank; Underground Tank
Treeline; Individual Trees
Boulder; Well; Satellite Dish; Grave
Cooking Grate; Garbage Can; Picnic Table
Flagpole; Fire Hydrant
Gas & Water Meter; Gas & Water Valve
Silt Fence
National Boundary
State Boundary
County Boundary
City Boundary
Township or Range Line
BLM Lands Boundary
Railroad
Intermittent Drainage or Small Creek
Control Point (Terrestrial and GPS); Jump Hub θs Ø
∆c spiral central angle diameter curve central angle total central angle approach ahead average daily traffic abutment appr.
AH
ADT
abut.
bearing bridge balance point bench mark back brg.
br.
BP
BM
BK
ctrs.
CS
cont.
constr. jt.
conn.
conc.
col.
CMP
clr.
cc or c. to c.
centers point of curve to spiral continuous construction joint connection concrete column corrugated metal pipe clear centerline center to center mile post main line
M.P.
M.L.
STEAM = steam, T = telephone, TV = CATV, W = water
P = power, SA = sanitary sewer, SD = storm drain, SS = storm sewer, FM = force main, FO = fiber optic, G = gas, IRR = irrigation, O = oil, UP = transformer or junction box, WF = water fountain
EM = electric meter, T = telephone pedestal, TV = CATV pedestal, Light, Support w/Anchor)
Poles (Power, Telephone, Joint Use,
- no symbol -
EXISTING PROPOSED
Transition
Toe of Fill
Top of Cut wall face
CL
North Arrow
Fence
Gate with Fence
Cattleguard
Guardrail
Retaining Wall
Pipe Culvert (arrow shows flow)
Pipe Culvert with End Section
Pipe Culvert with Headwall
Underdrain
Concrete Barrier
Slope Stake Limits
Pipe Culvert with Drop Inlet
Box Culvert
Delineators
Underground Utilities
Overhead/Above Ground Utilities
Signs (single, double post; portable)
Miscellaneous Utility Features
Building
Right-of-Way Line with Monument
Permanent Easement
Construction Easement
Riprap
Fiber Roll or Wattle
M a y
A
M
M T
B e a v e r h e a d
V ic in it y M a p .d g n
I n t_ ft
D e c k e d b y s ig n e d b
T . 1
S . R
. 1 W
T . 1
S . R
. 1 W
Elk Lake Road
BEGIN PROJECT
100+84.11
248+17.35
END PROJECT
ht r o N y ell a V d a o R ht u o S y ell a V d a o R
Widgeon Pond
M a cD o n a ld
Pond
Ha ck et t
C re ek
C re e k
C re e k
R o c k
R e d
R e d
R o ck
Creek
C re e k revluC dao R sg ni rp
S
N
S p r in g s
Elk lk
A.4
2000'1000'0
Scale in Feet
National Forest
Beaverhead-Deerlodge
National Forest
Beaverhead-Deerlodge
Creek bridge
Red Rock
VICINITY MAP
W e s t
Y e ll o w s to n e
M T
M il e s
55 M iles
Lim a, M
T
National Wildlife Refuge
Red Rock Lakes
N a ti o n a l
W il d li fe R e fu g e
R e d R o c k L a k e s
R e fu g e
N a ti o n a l
W il d li fe
R e d R o c k L a k e s
R e fu g e
N a ti o n a l
W il d li fe
R e d R o c k L a k e s
Detour
2 1 3
8 7 6
T . 1
S . R
. 1 E
T . 1
S . R
. 1 E
Elk Springs Creek bridge
270' left to 104+00, Sta. 100+50
Staging Area
Sheet and Description
Section C Section D Section F Section H Section P Section T i
Typical Section
Plan & Profile
Erosion Control Drainage Bridges
Temporar y Traffic Control
ALLOWANCE Bid Schedule
A0020 15101-0000 MOBILIZATION LPSM ALL
A0040 15201-0000 CONSTRUCTION SURVEY AND STAKING LPSM ALL
A0060 15301-0010 CONTRACTOR QUALITY CONTROL AND ASSURANCE LPSM ALL
A0080 15401-0000 CONTRACTOR TESTING LPSM ALL
A0100 15501-0000 CONSTRUCTION SCHEDULE LPSM ALL
A0120 15705-0100 SOIL EROSION CONTROL, SILT FENCE LNFT 1,728 92 1,820
A0140 15705-1400 SOIL EROSION CONTROL, FIBER ROLL LNFT 23,905 1,195 25,100
A0160 15706-1600 SOIL EROSION CONTROL, STABILIZED CONSTRUCTION EXIT EACH 1 1
A0180 15801-0000 WATERING FOR DUST CONTROL MGAL 600
A0200 20101-0000 CLEARING AND GRUBBING ACRE 9.9 0.3 10.2
A0220 20104-0000 CLEARING ACRE 5.7 5.7
A0240 20301-1900 REMOVAL OF PIPE CULVERT EACH 6 6
A0260 20301-2700 REMOVAL OF STRUCTURE (BRIDGE) EACH 1 1 To be delivered to Beaverhead County
A0280 20401-0000 ROADWAY EXCAVATION CUYD 719 81 800
A0300 20402-0000 SUBEXCAVATION CUYD 4,948 552 5,500
A0320 20403-0000 UNCLASSIFIED BORROW CUYD 30,878 1,622 32,500
A0340 20410-0000 SELECT BORROW CUYD 4,948 552 5,500
A0360 20435-1000 BACKFILL, SELECT GRANULAR CUYD 120 5 125 Red Rock Creek Bridge
A0380 20701-0100 SEPARATION-STABILIZATION GEOTEXTILE (WOVEN), CLASS 1, TYPE A SQYD 41,932 7,803 2,065 51,800
A0400 20701-0900 SEPARATION-STABILIZATION GEOTEXTILE, CLASS 2, TYPE D (woven) SQYD 60 15 75 Red Rock Creek Bridge
A0420 20703-2000 GEOGRID, STABILIZATION SQYD 60 15 75 Red Rock Creek Bridge
A0440 20815-0000 COFFERDAMS (RED ROCK CREEK) LPSM ALL Red Rock Creek Bridge
A0460 20815-0000 COFFERDAMS (ELK SPRINGS CREEK) LPSM ALL Elk Springs Creek Bridge
A0480 21101-1000 ROADWAY OBLITERATION, METHOD 1 SQYD 395 105 500
A0500 30101-2000 AGGREGATE BASE GRADING D TON 25,565 1,435 27,000
A0520 30110-0000 AGGREGATE SURFACE COURSE TON 12,236 764 13,000
A0540 55504-0000 PRE-FABRICATED STEEL BRIDGE (RED ROCK CREEK) LPSM ALL Red Rock Creek Bridge
A0560 55504-0000 PRE-FABRICATED STEEL BRIDGE (ELK SPRINGS CREEK) LPSM ALL Elk Springs Creek Bridge
A0580 60201-0800 24-INCH PIPE CULVERT LNFT 531 29 560
A0600 60201-0900 30-INCH PIPE CULVERT LNFT 44 6 50
A0620 60202-0400 24-INCH EQUIVALENT DIAMETER ARCH OR ELLIPTICAL PIPE CULVERT LNFT 81 4 85
A0640 60210-0800 END SECTION FOR 24-INCH PIPE CULVERT EACH 22 22
A0660 60210-0900 END SECTION FOR 30-INCH PIPE CULVERT EACH 2 2
A0680 60211-0800 END SECTION FOR 24-INCH EQUIVALENT DIAMETER ARCH OR ELLIPTICAL PIPE CULVERT EACH 4 4
A0700 62201-0300 DUMP TRUCK, 12 CUBIC YARD MINIMUM CAPACITY HOUR 20 As Directed by the CO
A0720 62201-0900 WHEEL LOADER, 2 CUBIC YARD MINIMUM RATED CAPACITY HOUR 20 As Directed by the CO
A0740 62201-2850 MOTOR GRADER, 12 FOOT MINIMUM BLADE HOUR 40 As Directed by the CO
A0760 62201-3300 HYDRAULIC EXCAVATOR, 3/4 CUBIC YARD MINIMUM CAPACITY HOUR 40 As Directed by the CO
A0780 62301-0000 GENERAL LABOR HOUR 40 As Directed by the CO
A0800 62405-0300 PLACING CONSERVED TOPSOIL, 4-INCH DEPTH SQYD 47,808 2,392 50,200
-O ct -2
9:
A M
I:
\C on tr ac t\
C on st ru ct io n C on tr ac ts \P
R O
JE
C
TS
\M T
B ea ve rh ea d
7(
1) El k La ke R oa d\
PR
_L
O A _E
E\ [C op y of E ng in ee rs
E st im at e-
_F in al
-0 9-xl sx
]S he et
SUMMARY OF QUANTITIES
A M E N D
Line Item No.
Pay Item Number Pay Item Description Unit
Estimated Quantities
Remarks and/or Determination of Estimated Quantity
STATE PROJECT
B.1Beaverhead 273(1)MT
Sheet and Description
Section C Section D Section F Section H Section P Section T i
Typical Section
Plan & Profile
Erosion Control Drainage Bridges
Temporar y Traffic Control
ALLOWANCE Bid Schedule
A0820 62510-2000 SEEDING, HYDRAULIC METHOD ACRE 8.0 1.0 9.0
A0840 62542-1000 SEEDING SUPPLEMENTS, SEED LB 169 31 200 Provided to National Wildlife Refuge
A0860 63308-3000 OBJECT MARKER, TYPE 3 EACH 8 8
A0880 63502-0600 TEMPORARY TRAFFIC CONTROL, BARRICADE TYPE 3 EACH 3 3
A0900 63502-0700 TEMPORARY TRAFFIC CONTROL, CONE EACH 100 100
A0920 63504-1000 TEMPORARY TRAFFIC CONTROL, CONSTRUCTION SIGN SQFT 488 488
A0940 63509-1000 TEMPORARY TRAFFIC CONTROL, FLAGGER FXHR 1,100 1,100
Estimated Quantities
Remarks and/or Determination of Estimated Quantity
-O ct -2
9:
A M
I:
\C on tr ac t\
C on st ru ct io n C on tr ac ts \P
R O
JE
C
TS
\M T
B ea ve rh ea d
7(
1)
El k
La ke
R oa d\
PR
_L O
A _E
E\ [C op y of E ng in ee rs
E st im at e-
_F in al
-0 9-xl sx
]S he et
2)
SUMMARY OF QUANTITIES
A M E N D
Line Item No.
Pay Item Number Pay Item Description Unit
STATE PROJECT
B.2Beaverhead 273(1)MT
J u l-
A
M
M T
B e a v e r h e a d P
P T a b s .d g n
I n t_ ft
D e c k e d b y s ig n e d b
D.1
QUANTITIES
PLAN AND PROFILE
TABULATION OF
umn: A B C D E F G H I
STATE PLANE COORDINATES GEO COORDINATES
POINT
NUMBER NORTH EAST ELEVATION LATITUDE LONGITUDE ELLIPSOID
HEIGHT
COMBINED
FACTOR DESCRIPTION
14101 140432.80 1407580.23 6663.91 44˚ 36' 50.061637" N 111˚ 39' 13.263383" W 6634.71 0.99993659 5/8" IR WITH FHWA CAP
14102 141117.71 1408141.94 6666.47 44˚ 36' 56.972865" N 111˚ 39' 5.7631110" W 6637.28 0.99993510 5/8" IR WITH FHWA CAP
14103 141312.53 1407313.75 6660.34 44˚ 36' 58.670596" N 111˚ 39' 17.279337" W 6631.14 0.99993506 5/8" IR WITH FHWA CAP
14104 144167.42 1406209.73 6655.50 44˚ 37' 26.542982" N 111˚ 39' 33.620084" W 6626.29 0.99992979 5/8" IR WITH FHWA CAP
14105 146202.43 1406308.59 6653.91 44˚ 37' 46.651690" N 111˚ 39' 33.029305" W 6624.70 0.99992590 5/8" IR WITH FHWA CAP
14106 153360.62 1406260.68 6639.04 44˚ 38' 57.277323" N 111˚ 39' 36.420189" W 6609.87 0.99991277 5/8" IR WITH FHWA CAP
14107 154165.82 1406448.92 6647.84 44˚ 39' 5.274460" N 111˚ 39' 34.124950" W 6618.68 0.99991079 5/8" IR WITH FHWA CAP
14108 154636.45 1407305.38 6666.41 44˚ 39' 10.151683" N 111˚ 39' 22.463817" W 6637.27 0.99990895 5/8" IR WITH FHWA CAP
Note:
PROJECT :Elk Lake Road DATE OF FIELD WORK : Fall 2014 DATE OF FINAL ADJUSTMENT : Fall 2014
PROJECT UNITS : International Foot COORDINATE SYSTEM : NAD83(2011); Montana 2500
EPOCH DATE : 2010.0000
VERTICAL DATUM : NAVD88 Geoid 12A
To precisely check distances between points as measured on the ground, inverse the state plane coordinates and divide the computed distance by a mean combined factor of the two points.
STATION AND OFFSET
Not on line to be constructed
249+89.75, 34.01 Rt
Not on line to be constructed
101+47.07, 49.09' Lt
110+04.32, 47.33' Lt
143+53.14, 36.55' Lt
163+91.84, 25.95' Lt
241+47.19, 20.68' Rt
STATE PROJECT
MT Beaverhead 273(1) D.3MT S
Tr an pr oj
\1
_E lk L ak e
-A pr -2
7:
A M
A
D es ig ne r
D
C he ck er
D es ig ne d by
C he ck ed b y:
NUMBER
SURVEY CONTROL
I
C
M P I
N L E
T
R E F
U G
E B
O U
N D
R Y
N A
T I O
N A
L W
I L
D L I F
R E
C
M P I
N L E
T
N A
T I O
N A
L W
I L
D L I F E R
E F
U G
E B
O U
N D
A R
Y
C
M P I
N L
H
L O
C A
T
IO
N A
P P
R O
X
IM
A T E
C
M P
66456645
P T
.3
P C
.9
P T
.5
P C
.8
P R
C
.4
P T
.8
CUYD
EXC.
CUYD
EMB.
A T
E
P
A T
H e c k e d b y s ig n e d b
Existing ground
Profile grade
Horizontal realignment area
E n d s e c ti o n s l t.
r t.
I n s ta ll x
C M
P
L o c a ti o n a p p r o x im a te x
C M
P
.3 R e m o v e c u lv e r t.
E n d s e c ti o n s l t.
r t.
I n s ta ll x
C M
P x
C M
P
.7 R e m o v e c u lv e r t.
,6
.1
-0.3000%
+0.3000%
.0
200' VC
K = 333
E n d s e c ti o n s l t.
r t.
x
C M
P
I n s ta ll
E q u iv a le n t x
C M
P
.9 R e m o v e c u lv e r t.
E n d s e c ti o n s l t.
r t.
I n s ta ll x
C M
P x
C M
P
.7 R e m o v e c u lv e r t.
Subexcavation (Wetland RT)
Subexcavation (Wetland LT)
Subexcavation (Wetland RT and LT)
N
125+00 126+00 127+00 128+00 129+00 130+00 131+00 132+00 133+00 134+00 135+00 136+00 137+00 138+00 139+00 140+00
Slope stake limits e = 0.040 e = 0.050 e = NC
D.6
T = 106.66'
L = 209.62'
R = 460.00'
D
Curve = C-7
D
Curve = C-8
R = 770.00'
T = 49.84'
L = 99.55'
D
Curve = C-9
R = 10,000.00'
T = 202.77'
L = 405.48'ER
ER
Roadway obliteration, method 1
Line to be constructed
Slope stake limits
3,263
T
C
M P
X
X
N A
T I O
N A
L W
I L
D L I F E R
E F
U G
E
N A
T I O
N A
L W
I L
D L I F E R
E F
U G
E B
O U
N D
A R
Y
P C
.1
P T
.1
P C
.0
P T
.4
P C
.6
PT 215+
24.43
CUYD
EXC.
CUYD
EMB.
J u l-
A
M
M T
B e a v e r h e a d
D .d g n
I n t_ ft
D e c k e d b y s ig n e d b
Existing ground
Profile grade
,6
.4
-0.4000%
,6
.9
.0
200' VC
K = 286
SSD = 1049'
.0
200' VC
K = 245
E n d s e c ti o n s l t.
r t.
I n s ta ll
E q u iv a le n t x
C M
P x
C M
P
.6 R e m o v e c u lv e r t.
N
200+00 201+00 202+00 203+00 204+00 205+00 206+00 207+00 208+00 209+00 210+00 211+00 212+00 213+00 214+00 215+00
6620 6620
Slope stake limits e = NC e = NC e = 0.060
D.11
L = 218.94'
T = 109.47'
R = 30,000.00'
D
Curve = C-17 D
R = 30,000.00'
T = 78.71'
Curve = C-18
L = 157.42'
Curve = C-19
D
R = 235.00'
T = 125.02'
L = 229.79'
Line to be constructed
ER
ER
Slope stake limits
1,290
28 49
.5
D r a in
G r a d e t o
NO SCALE
NOTE:
D.17
SUBEXCAVATION DETAILS
section in wetland areas.
Do not subexcavate under the existing roadway structural subexcavation locations and widths.
See "D" sheets and "Cross Sections" for anticipated roadway cross slope when steeper than 2%.
toward the daylight for drainage, or match the existing subgrade hinge point. Slope the excavation bottom 2%
Daylight to drain when the excavation is within 4 ft of the
Do not place backfill material within the structural section.
to Subsection 204.11 unless otherwise specified.
Replace unsuitable material with Select Borrow according
5.
4.
3.
2.
1.
1:3 ground
Original
2' typ. or as directed by CO 2' typ. or as directed by CO
1:3 d ir e c te d b y C
O ty p o r a s b y C
O o r a s d e te r m in e d
E d g e o f w e tl a n d s d e te r m in e d b y C
O
T o e o f s lo p e o r a s structural section
See typical sections for
Finished grade unclassified borrow
Embankment material or
Backfill with select borrow according to Section 204
1:3 1:3
1:3
1:3
1:3
2% 2%
Backfill with select borrow according to Section 204 d ir e c te d b y C
O ty p o r a s
2' typ. or as directed by CO 2' typ. or as directed by CO
Finished grade structural section
See typical sections for
CL
SUBEXCAVATION DETAIL - WETLAND
247+17.35 to 248+17.35
100+84.11 to 101+34.11
SUBEXCAVATION DETAIL
ground
Original unclassified borrow
Embankment material or
E d g e o f r o a d type A geotextile, class 1, woven
Separation-stabilization type A geotextile, class 1, woven
Separation-stabilization d e te r m in e d b y C
O
E d g e o f r o a d o r a s d te r m in e d b y C
O
E d g e o f r o a d o r
Subexcavation limits - Varies - See Note 4
Subexcavation limits - Varies - See Note 4
S e e N o te
A T
E
P
A T
H e c k e d b y s ig n e d b
6660 6660
5 6
6645 664
66456
MT
A u g
A
M
M T
B e a v e r h e a d
E C
P .d g n
I n t_ ft
D e c k e d b y s ig n e d b y
BEAVERHEAD 273(1) ELK LAKE RD
N
BEGIN CONSTRUCTION
S O
U T
H V
A L L E
Y R
O A
D
F.2
Fiber roll
Fiber roll Fiber roll
Fiber roll
(sediment barrier) fiber roll
Culvert inlet/outlet
(sediment barrier) fiber roll
Culvert inlet/outlet
(sediment barrier) fiber roll
Culvert inlet/outlet
Wetland W2 Wetland W3
Wetland W1
Wetland W4 Wetland W5
Wetland W6
Wetland W7
Wetland W8
Slope stake limits
RED
R O
C K
CREEK
EROSION CONTROL
100' spacing
Fiber roll at
ER
ER
ER
ER
100' spacing
Fiber roll at
Silt fence
Fiber roll
Fiber roll limits
Slope stake method 1
Roadway obliteration, Silt fence
(sediment barrier) fiber roll
Culvert inlet/outlet
Fiber roll
Fiber roll
Fiber roll
Fiber roll
Fiber roll
Staging Area
Silt fence
EL. 6,666.81
E 1408213.11
N 141137.05
100+84.11
ELK LAKE RD
MT BEAVERHEAD 273(1)
see Sheet F.11
Stabilized construction exit, 66456645
0 6650
6655 6655
D I
J u l-
P
M
M T
B e a v e r h e a d
E C
P .d g n
I n t_ ft
D e c k e d b y s ig n e d b y
BEAVERHEAD 273(1) ELK LAKE RD
5 1
F.3
(sediment barrier) fiber roll
Culvert inlet/outlet
(sediment barrier) fiber roll
Culvert inlet/outlet
(sediment barrier) fiber roll
Culvert inlet/outlet
(sediment barrier) fiber roll
Culvert inlet/outlet
(sediment barrier) fiber roll
Culvert inlet/outlet Wetland W12
Wetland W13 Wetland W10
N
(sediment barrier) fiber roll
Culvert inlet/outlet
(sediment barrier) fiber roll
Culvert inlet/outlet
Roll
Fiber
Wetland W13
Slope stake limits
Slope stake limits
EROSION CONTROL
ER
ER
ER
ER
(sediment barrier) fiber roll
Culvert inlet/outlet
Fiber roll
Fiber roll
Fiber roll
Slope stake limits
(sediment barrier) fiber roll
Culvert inlet/outlet
Wetland W9
Wetland W11 Fiber roll
Fiber roll
Fiber roll
Fiber roll
Fiber roll
Fiber roll (sediment barrier) fiber roll
Culvert inlet/outletFiber roll
Wetland W12
Roll
Fiber
Fiber roll
66506650
66506650
6650 6650
66506650 6650
J u l-
P
M
M T
B e a v e r h e a d
E C
P .d g n
I n t_ ft
D e c k e d b y s ig n e d b y
BEAVERHEAD 273(1) ELK LAKE RD
N F.4
(sediment barrier) fiber roll
Culvert inlet/outlet
(sediment barrier) fiber roll
Culvert inlet/outlet
Wetland W14
Wetland W15
Slope stake limits ER
N
Fiber roll Slope stake limits ER
ER
Slope stake limits
EROSION CONTROL
100' spacing
Fiber roll at
Fiber roll
Fiber roll
Fiber roll100' spacing
Fiber roll at
ER
Fiber roll
Slope stake limits
100' spacing
Fiber roll at
Fiber roll
Fiber roll Fiber roll
6645 6645
66456645
6645 6645
66456645
J u l-
P
M
M T
B e a v e r h e a d
E C
P .d g n
I n t_ ft
D e c k e d b y s ig n e d b y
BEAVERHEAD 273(1) ELK LAKE RD
N F.5
N
(sediment barrier) fiber roll
Culvert inlet/outlet
(sediment barrier) fiber roll
Culvert inlet/outlet
Slope stake limits
EROSION CONTROL
Fiber roll
100' spacing
Fiber roll at
100' spacing
Fiber roll at
Slope stake limits
Slope stake limits
100' spacing
Fiber roll at
ER
ER
Fiber roll
100' spacing
Fiber roll at
Fiber roll
100' spacing
Fiber roll at
ER
Fiber roll
Slope stake limits
100' spacing
Fiber roll at
Fiber roll
Fiber roll
Fiber roll
ER
100' spacing
Fiber roll at
30 6
0 2
MT
STATE PROJECT
J u l-
P
M
M T
B e a v e r h e a d
E C
P .d g n
I n t_ ft
D e c k e d b y s ig n e d b y
BEAVERHEAD 273(1) ELK LAKE RD
F.6
(sediment barrier) fiber roll
Culvert inlet/outlet
(sediment barrier) fiber roll
Culvert inlet/outlet Fiber roll
Fiber roll
Fiber roll
(sediment barrier) fiber roll
Culvert inlet/outlet
Wetland W17
Wetland W16
ER
ER
N
Silt fence
Silt fence
(sediment barrier) fiber roll
Culvert inlet/outlet
Fiber roll
Fiber roll
Wetland W16
Wetland W17
Wetland W18
Wetland W19
ELK
S P
R
IN
G S
CREEK
Slope stake limits
ERSlope stake limits
ER
EROSION CONTROL
Fiber roll
Fiber roll
(sediment barrier) fiber roll
Culvert inlet/outlet
Fiber roll
Fiber roll
(sediment barrier) fiber roll
Culvert inlet/outlet
Fiber roll
(sediment barrier) fiber roll
Culvert inlet/outlet
Slope stake limits
Slope stake limits
(sediment barrier) fiber roll
Culvert inlet/outlet
Fiber roll
Fiber roll
Silt fence
Silt fence
Fiber roll
Fiber roll
100' spacing
Fiber roll at
100' spacing
Fiber roll at
J u l-
A
M
M T
B e a v e r h e a d
E C
P .d g n
I n t_ ft
D e c k e d b y s ig n e d b y
BEAVERHEAD 273(1) ELK LAKE RD
F.7N O
R T
H V
A L L E
Y R
O A
D
Slope stake limits
EROSION CONTROL
ER
END CONSTRUCTION
100' spacing
Fiber roll at
ER
limits stake
Slope
Fiber roll
EL. 6,645.02
E 1406357.35
N 154016.16
248+17.35
ELK LAKE RD
MT BEAVERHEAD 273(1)
END POSTS DETAIL
PLAN
PLAN
END DETAIL
ELEVATION
Fi ll sl op e
See Note 3
Fasten fabric to posts.
around each post one full turn.
Fold geotextile fabric
PLAN
T o e o f s lo p
Note 3See
Staple or tie
POSTS AT JOINTS
Geotextile fabric
Posts Detail
See End
End posts
Section A fabric
Geotextile
Section B
Geotextile fabric
Steel or wood post
Top of posts tied together.
Posts driven tightly together.
Steel or wood posts
See End Posts Detail
End posts
Staple or tie
POST AND GEOTEXTILE INSTALLATION DETAIL
SILT FENCE INSTALLATION AT TOE OF FILL
4.
3.
2.
1.
Fi ll slo pe
Flow
T o e o f s lo p e
Flow
Flow
PLAN
ELEVATION
Varies
Varies fo r s p a c in g
S e e n o te
Limits of clearing
Support mesh
Backfilled and compacted soil
Steel or wood post
(undisturbed)
Existing ground
Geotextile
6 ft. (max.) spacing without fence support.
10 ft. (max.) spacing with fence support.
m in m in
6" min. trench min.
4"
REVISED:
DETAIL APPROVED FOR USE --/2015
WESTERN FEDERAL LANDS HIGHWAY DIVISION
FEDERAL HIGHWAY ADMINISTRATION
U.S. DEPARTMENT OF TRANSPORTATION
U.S. CUSTOMARY DETAIL
DETAIL
SILT FENCE
W157-1
STATE PROJECT
MT BEAVERHEAD 273(1) ELK LAKE RD F.8
S td
W .d g n
I n t_ ft
D
J u l-
A
M e c k e d b y s ig n e d b y
NOTE:
m in running around the ends.
Curve ends of silt fence upgrade to prevent water from as possible.
Install silt fence to follow the ground contours as closely does not slide down, supporting posts.
All types must ensure silt fence remains attached to, and manufacturer's recommendations for installation procedures.
as long as specified dimensions are satisfied. Follow
Alternate preassembled silt fence options will be allowed
Drive stakes at each end and at 4' spacing
(ft) (ft)
Excavate trench 2"
FIBER ROLL
3' min.
3' min. or
1" x 1" Wood stake
Fl ow
T o e o f fi ll s lo p e
ELEVATION
PLAN
Direction of runoff Fi ll slo pe
Spacing Slope
STAKES REQUIRED
disturbed areas
Runoff from
1:1
1:2
1:3
1:4 or flatter as specified in plans
INSTALLATION BEYOND TOE OF SLOPE
INSTALLATION ALONG SLOPES
Fiber roll length for each roll
Stakes required
FIBER ROLL SPACING
Step 2: Backfill soil against fiber rolls
FIBER ROLL STAKING DETAIL
PROPERLY STAKED AND ENTRENCHED FIBER ROLL
NOTE:
larger than fiber roll
Existing ground (typ.)
Existing ground
Fiber roll along contours.
Install fiber rolls
Flow direction soil to ground level
Backfilled and compacted
Slope
Direction of runof f from distur bed area s t o ire c tio n o f R u n o ff
Flow
Slope uphill side of sediment wattle
Place excavated material on
Pay Lim its
Pay Lim its
" (m in.)
ove rlap
Wood stakes. See Note 3
1" x 1" or 1" Ø
3.
2.
1.
sp ac in g ch ar t
S ee F ib er R ol l
Stagger joints (typ.)
m in m in
2" min.
SLOPE PROTECTION INSTALLATION
ALTERNATE FIBER ROLL JOINT DETAIL
Fiber Roll
Fiber Roll
FIBER ROLL LAPPING DETAIL
fiber roll while staking.
fiber roll and space stakes at 4' max. Do not crush from fiber roll end angles towards the adjacent
Overlap fiber rolls 24" minimum. Drive stakes at 6" conditions.
Use drainage ditch installation only in low flow permanent installations.
roll while staking. Live stakes may be used for until fiber roll is secure to slope. Do not crush and install fiber rolls
Step 1: Excavate trench
REVISED:
DETAIL APPROVED FOR USE --/2015
WESTERN FEDERAL LANDS HIGHWAY DIVISION
FEDERAL HIGHWAY ADMINISTRATION
U.S. DEPARTMENT OF TRANSPORTATION
U.S. CUSTOMARY DETAIL
DETAIL
W157-5
STATE PROJECT
MT BEAVERHEAD 273(1) ELK LAKE RD F.9
S td
W .d g n
U
S C
J u n
P
M e c k e d b y s ig n e d b
NOTES:
SOIL EROSION CONTROL, INLET PROTECTION AT CULVERT INLET
7. Do not place fiber rolls in live streams.
6. See erosion control plans for locations.
Do not trench below the elevation of the inlet.
the bottom of the log is in full contact with the ground.
Install sediment logs directly on the ground. Ensure
5. For culvert inlet sediment barrier:
manufacturer's recommendations.
more than 6" from log ends, or according to wood stakes spaced no more than 24" apart, and no
4. Stake sediment logs in place with 1" x 1" or 1" Ø approval of the CO.
3. Alternate stakes may be used with the
2. Repair any rills or gullies prior to installation.
to the manufacturer's recommendations.
1. Install and maintain sediment logs according
F.10 flared end section
Culvert inlet with inlets/outlets sediment logs around culvert
Install 3 - 18" Ø min. x 10'
PROTECTION DETAIL
TEMPORARY INLET
SOIL EROSION CONTROL
See Note 4
See Note 4
A T
E
P
A T
H e c k e d b y s ig n e d b
25' typ.
See Note 2
25' radius typ.
Geotextile type IV-E
6" min.
4.
3.
2.
1.
NO SCALE
Clean, crushed aggregate 3" to 6" in diameter
STATE PROJECT
STABILIZED CONSTRUCTION EXIT
F.11
24' typ.
ingress / egress area
Provide full width of
CONSTRUCTION EXIT
STABILIZED
El k
La ke R oa d
Match Existing Ground by CO.
Adjust length to fit field conditions as approved reduce tracking onto roadway.
Remove build-up of sediment as necessary to typical truck using exit.
Construct radius to allow turning movement of where entrance crosses existing drainage ditches.
directed by the CO. Provide temporary drainage
Construct drainage ditches along entrance as
J u l-
A
M
S td
W .d g n
I n t_ ft
D e c k e d b y s ig n e d b
10.4 x 16
20301
-1900
20301
-2700
60201
-0800
60201
-0900
60202
-0400
60210
-0800
60210
-0900
60211
-0800
Station E S T
IM
A T E D M
A X
IM
U M C O V E R
S T R U C T U R A L E X C A V A T
IO
N
R E M O V A L O
F P
IP
E C U L V E R T
R E M O V A L O
F S T R U C T U
(B
ID
G E
-I N C H P
IP
E C U L V E R T
-I N C H P
IP
E C U L V E R T
-I N C H E Q U
IV
A L E
IA
M E T E R A R C H O
R E L L
IP
T
IC
L
P
IP
E C U L V E R T
E N D S E C T
IO
N F O R -I N
E C U L V E R T
E N D S E C T
IO
N F O R -I N
E C U L V E R T
E N D S E C T
IO
N F O R -I N
Q U
IV
A L E N T D
IA
M E T E R A R
O
E L L
IP
T
IC
A L P
IP
E C U L V E R T
S U R V E Y A N D S T A K
IN
G
D R A
IN
A G E S T R U C T U R E
S K E W A N G L E
A ll o w a b le P ip e M a te ri a l
(S e e k e y b e lo w
B E V E L S
V :n H
B E V E L S
V :n H
REMARKS
See below for numbered notes
FEET CUYD EACH EACH LNFT LNFT LNFT EACH EACH EACH NO PAY Lt Rt
116+28.0 Rt & Lt 1 Red Rock Creek Bridge
119+34.6 Rt & Lt 4 40 2 1 80 AS, GS
123+33.3 Rt & LT 3 58 2 1 50 AS, GS
128+49.9 Rt & Lt 2 41 2 1 88 AS, GS
131+67.3 Rt & Lt 3 46 2 1 71 AS, GS
136+08.7 Rt & Lt 2 39 2 1 89 AS, GS
138+40.7 Rt & Lt 4 48 2 1 88 AS, GS
141+06.4 Rt & Lt 4 49 2 1 90 AS, GS
150+95.7 Rt & Lt 1 Irrigation Culvert
153+41.0 Rt & Lt 1 Irrigation Culvert
169+28.1 Rt & Lt 2 78 2 1 41 AS, GS
171+33.0 Rt & Lt 1 Irrigation Culvert
197+50.6 Rt & Lt 1
213+74.6 Rt & Lt 2 40 2 1 89 AS, GS
217+20.0 Rt & Lt 2 47 2 1 90 AS, GS
220+10.0 Rt & Lt 2 56 2 1 90 AS, GS
223+98.0 Rt 1 30 2 1 90 AS, GS
230+00.0 Rt & Lt 3 40 2 1 90 AS, GS
232+55.6 Rt & Lt 3 44 2 1 88 AS, GS
236+18.9 Rt & Lt 1
236+31.5 Rt & Lt 1
PROJECT TOTAL 0 6 1 531 44 81 22 2 4 14
Allowable Pipe Material
NOTES: A Aluminum
1. All culvert locations are considered to be on unstable materials. See the detail for "Unstable Material" shown on sheet H.4. AS Aluminized steel
2. "Survey and Staking, Drainage Structure" is for information only and is paid for under Item "15201-0000, Construction Survey and Staking, LPSM". C Concrete
GS Galvanized steel
P Plastic
(blank) Any appropriate material x/__ Any appropriate material except __
PAY ITEM NUMBER
TABULATION OF DRAINAGE QUANTITIES
S T ra n p ro j\ E lk L a k e R o a d \A d m in \E s ti m a te s \Q ty s M T B e a v e rh e a d (1 D ra in a g
-J u l- :5
F
L A K
D e s ig n e d b y
C h e c k e d b y
STATE PROJECT
H.1
SHEET
NUMBER
MT BEAVERHEAD 273(1)
ELK LAKE ROAD
MT
Note: The quantities shown hereon are approximate and are subject to field adjustments.
4.
3.
2.
1.
METAL ROUND PIPE CULVERT
METAL PIPE ARCH CULVERT
FILL HEIGHT AND METAL THICKNESS TABLE FOR HELICAL LOCKSEAM AND WELDED SEAM PIPE CULVERT
FILL HEIGHT AND METAL THICKNESS TABLE FOR HELICAL LOCKSEAM AND WELDED SEAM PIPE CULVERT
STEEL ALUMINUM
DIAMETER
VALENT
EQUI-
RADIUS
CORNER
MINIMUM
COVER
MINIMUM
SPAN x RISE
SIZE
PIPE ARCH
SIZE
PIPE ARCH
SPAN x RISE DIAMETER
VALENT
EQUI-
RADIUS
CORNER
MINIMUM
COVER
MINIMUM
COVER
MINIMUM
DIAMETER
SIZE
PIPE
SIZE
PIPE
DIAMETER COVER
MINIMUM
ALUMINUMSTEEL
of camber or increase the pipe culvert gradient.
elevation of the inlet invert, reduce the amount parabolic curve as designed exceeds the curve. If the midpoint elevation on the pipe length. Develop camber on a parabolic inverts an ordinate amount equal to 1% of the from a chord through the inlet and outlet
When directed, camber pipe culverts upward pavement for both flexible and rigid pavement.
from the top of the pipe to the top of the rigid pavements. Measure maximum fill height pavements, and to the top of the pavement for pipe culvert to the subgrade for flexible
Measure minimum cover from the top of the corrugation pipe.
Obtain approval before furnishing annular of helical lockseam and welded seam pipe.
corrugations are more restrictive than those
Fill heights for culvert pipe with annular lockseam and welded seam pipe only.
The fill heights in the table are for helical special analysis by the CO.
602-1
STANDARD APPROVED FOR USE 12/1993
REVISED: 4/1994 6/2005
METAL PIPE CULVERT
Fill heights exceeding 100 feet require
" CORRUGATIONS2
1" x 3
22 3" x 1" CORRUGATIONS
METAL THICKNESS (INCH/GAGE)
0.060/160.075/140.105/120.135/10 0.164/8 0.060/160.075/140.105/120.135/10 0.164/8
MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)INCHES INCHES
" CORRUGATIONS2
1" x 3
22 3" x 1" CORRUGATIONS 5" x 1" CORRUGATIONS
METAL THICKNESS (INCH/GAGE)
0.064/160.079/140.109/120.138/10 0.168/8 0.064/160.079/140.109/120.138/10 0.168/8 0.064/160.079/140.109/120.138/10 0.168/8
MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)INCHES
INCHES
INCHES
142 x 91
137 x 87
128 x 83
117 x 79
112 x 75
103 x 71
95 x 67
87 x 63
83 x 57
81 x 59
77 x 52
73 x 55
71 x 47
66 x 51
64 x 43
60 x 46
57 x 38
49 x 33
42 x 29
35 x 24
28 x 20
24 x 18
21 x 15
17 x 13
INCHES
INCHES
3.5
INCHES
" CORRUGATIONS2
1" x 3
22 3" x 1" CORRUGATIONS
METAL THICKNESS (INCH/GAGE)
5" x 1" CORRUGATIONS
0.064/160.079/140.109/120.138/10 0.168/8 0.079/140.109/120.138/10 0.168/8 0.079/14
MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)
0.109/120.138/10 0.168/8
INCHES INCHES INCHES
103 x 71
95 x 67
87 x 63
81 x 59
73 x 55
66 x 51
64 x 43
60 x 46
57 x 38
49 x 33
42 x 29
35 x 24
28 x 20
24 x 18
21 x 15
17 x 13
INCHES
3.5
" CORRUGATIONS2
1" x 3
METAL THICKNESS (INCH/GAGE)
3" x 1" CORRUGATIONS
0.135/100.105/120.075/14
MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)
0.060/160.135/100.105/120.075/140.060/16
STATE PROJECT
FEDERAL HIGHWAY ADMINISTRATION
J a n u a r y
U
T r a n p r o j\
E lk L a k e R o a d R o a d w a y C
A D
D S h e e ts H S td
.d g n
FEDERAL LANDS HIGHWAY
U.S. CUSTOMARY STANDARD
STANDARD
H.2
2.
1.
SMOOTH SLEEVE BAND FLAT BAND
SEMI-CORRUGATED BAND
HELICAL BANDANNULAR BANDSTANDARD BAND CONNECTIONS
SLEEVE JOINT
SIDE VIEW SIDE VIEW SIDE VIEW
END VIEW
END VIEWEND VIEW
Oval Lug
Band Angle
Bar & Strap
Integral Flange Wedge and Strap
Stab type joint
Smoother sleeve with center stop.
DIAMETER
ROUND PIPE
SPAN × RISE
PIPE ARCH
CORRUGATION
Band Band
Band Bolts
Pipe
Band
Bolts
Angle
Pipe
BandBand
Bolts
Pipe heel and toe of angle of corrugation at fillet weld at crest
Rivet, spot weld, or
Angle
Wedge be used.
Highway Bridges, Division II Section 26 may criteria of AASHTO Standard specifications for devices that comply with the joint performance
Other types of coupling bands or fastening specified in the Special Contract Requirements.
Watertight pipe joints are not required unless of corrugation at heel and toe of angle
Rivet, spot weld, or fillet weld at crest strap connector
Bolt, bar and
Fabricate annular, helical and semi-corrugated type coupling bands from the same metal as [1]
For helically corrugated pipe with rerolled ends, the nominal corrugations size refers to the [2] dimension of the end corrugation in the pipe.
[1]COUPLING BANDS FOR METAL PIPE CULVERT
Use annular corrugated bands with pipes having annular corrugations or with helical pipe [3] the connecting pipe. Provide coupling bands not more than 3 nominal sheet thicknesses
CORRUGATED
ANNULAR
CORRUGATED
HELICALLY
[4]BANDS
CORRUGATED
SEMI-
[2]SIZE
[3]BANDS [5]BANDS
Band corrugation in pipe end with second annular around band meshes
Continuous corrugation
BoltsBand
602-2
STANDARD APPROVED FOR USE 12/1993
REVISED: 4/1994 6/2005
MINIMUM BAND WIDTH (INCHES)
1 × 2
1 × 3
3 × 1
5 × 1 78 to 144
36 to 72
78 to 144
36 to 72
78 to 84
42 to 72
12 to 36
87 × 64 to 142 × 91
60 × 46 to 81 × 59
87 × 64 to 142 × 91
60 × 46 to 81 × 59
49 × 33 to 83 × 57
17 × 13 to 42 × 29
10.5
10.5
10.5
10.5
10.5
10.5
10.5
INCHESINCHESINCHES
rerolled with 3" × 1" pipe corrugations.
COUPLING BAND
METAL PIPE CULVERT
having rerolled end to form annular corrugations. A 10.5 inch band is acceptable on
" corrugations. A 12 inch band is acceptable on pipe ends 2 1" × 3
2pipe ends rerolled with 2 steel or 0.048 inch for aluminum. Fasten coupling bands with the following diameter of bolt:
thinner than the thickness of the pipe to be connected, and no thinner than 0.052 inch for or 0.036 inch for aluminum, or a plastic with an equivalent strength to metal.
Use a matching metal having a nominal thickness of not less than 0.040 inch for steel, Smooth sleeve-type couplers and flat bands may be used for pipe diameters of 12" or less.
"2 1" × 3
2The minimum band widths shown for 3" × 1" and 5" × 1" corrugated sizes apply to 2 corrugations on rerolled pipe ends.
diameter, required above 42" diameter
Second angle connection optional to 42" diameter, required above 42" diameter
Second angle connection optional to 42"
STATE PROJECT
a n u a r y
U
T r a n p r o j\
E lk L a k e R o a d R o a d w a y C
A D
D S h e e ts H S td
.d g n
FEDERAL LANDS HIGHWAY
U.S. CUSTOMARY STANDARD
STANDARD
H.3
W
WWW
NOTE:
[6]underdrain
Use helical corrugated bands with pipes having helically corrugated ends.[4]
[5]
[6]
" for 18" round culvert (21" × 15" pipe arch) or less8
" for 21" round culvert (24" × 18" pipe arch) or more2
When directed, camber pipe culverts upward from a chord through the inlet and outlet inverts an ordinate amount equal to 1% of the pipe length. Develop camber on a parabolic curve. If the midpoint elevation on the parabolic curve as designed exceeds the elevation of the inlet invert, reduce the amount of camber or increase the pipe culvert gradient.
H equals the diameter of all round pipe culverts or the rise dimension of all pipe arch culverts.
See Section 704 for bedding and backfill requirements.
1.
2.
3.
Construct piping plug of impermeable backfill material at the pipe culvert inlet where granular material is used for backfill. Width may be adjusted to tie into impervious material.
MULTIPLE PIPE INSTALLATION
PIPING PLUG
BELOW NATURAL GROUND OR
TRENCH EXCAVATION IN EMBANKMENT
ON UNSTABLE MATERIAL
ABOVE AND BELOW
NATURAL GROUND
ON NATURAL GROUND
ABOVE NATURAL GROUND
ON UNYIELDING MATERIAL
PIPE BEDDING
ELEVATION
SECTION A-A
LEGEND:
Bedding material (uncompacted)
Impermeable backfill material.
BEDDING DEPTH
MINIMUM SPACING
SPACING
DIAMETER
or SPAN
PIPE SIZE (H) DEPTH
Roadway embankment Roadway embankment
Natural ground
Toe plate Toe plate
Natural ground Natural ground
Roadway embankment
Roadway excavation
Natural ground
H
Width
H H
H H
H H
H H
H
H
H
Finished subgrade Finished subgrade
Natural ground
Finished subgrade
Pipe culvert
Embankment slope
High water elevation treatment
Culvert end
Piping plug before trench excavation embankment height
Finished subgrade or
Original natural ground surface
A
A
Finished subgrade
Roadway embankment
Roadway embankment
Finished subgrade trench excavations
Embankment material placed in layers
Compacted backfill material placed in layers not backfill in accordance with Section 614.
depth table
See bedding excavation in trench
HH
compact in layers not over compressible material. Lightly and replace with selected fine
Remove unyielding material Bedding
Bedding
Bedding
Bedding
H
Half diameter or whichever is less
(see table)
Minimum spacing or Span
Diameter or Span
Diameter section
Metal endMetal end section
Seperation-stabilization geotextile, class 1, woven, type A or B
2 ft. depth properly compacted, Granular foundation fill or 36" (max.) for embankment installations not exceeding 6" compacted depth.
exceeding 6" compacted depth. Or lean concrete
> 54"
12" to 54"
6"
4"
18" (min.)
6" in uncompacted depth.
* Reduce to 18" for
UP to 48"
48" and UP
24" span or 36", PIPE CULVERT BEDDING
METAL AND PLASTIC
2'-0" ±
1'-0" ±
18" ±
18" ±18"±
(min.)
6"
(min.)
6"
12" (min.), 24" (max.)
"/foot of cover,2 minimum
1'-0"
H.4
M a y
U
T r a n p r o j\
E lk L a k e R o a d R o a d w a y C
A D
D S h e e ts H S
P .d g n
NOTE:
2H or 12' (max.)
2H or 12' (max.) 2H or 12' (max.) 2H or 12' (max.) 2H or 12' (max.)
2H or 12' (max.)2H or 12' (max.)
2H or 12' (max.) 2H or 12' (max.)
8.
7.
6.
5.
4.
3.
2.
1.
ROUND OR PIPE ARCH CULVERT
PIPE ARCH CULVERTROUND PIPE CULVERT
OR OUTLET END OF CONCRETE PIPE
CONNECTION TO METAL PIPE
DESIGN C
SECTION A-APLAN
ELEVATION ELEVATION
Slope
Toe plateToe plate riveted or welded connection
For all sizes of round pipe and pipe arch
END SECTIONS FOR ROUND PIPE CULVERT
END SECTIONS FOR PIPE ARCH CULVERT
A (min) B (max) H (min) W (max) Approx.
SLOPE
A (min) B (max) H (min) W (max) Approx.
SLOPE
A
A
PIPE INLET END
CONNECTION TO CONCRETE
DESIGN B
CORRUGATED METAL PIPE
CONNECTION TO ANNULAR
DESIGN A
Toe plate extension
(min. width A+W)
Toe plate extension
Corner plate
(min. width A+W)
Toe plate extension
Corner plate
Reinforced edge
Pipe coupling band shop bolted to
End section
Pipe culvert
Expander lug End section steel or aluminum pipe
Smooth galvanized
Bolted or welded
Threaded rod
Rod holder connector
Flat strap Pipe culvert Pipe culvert
End section End section
Strap bolt
Pivot bolt
Supplement the reinforced edges of end sections for reinforcement bolted or riveted under the center panel seam.
Fabricate multiple piece bodies with lap seams tightly joined type for the pipe culvert specified.
pipe culvert sizes. Coupling bands may be any acceptable
Design C may be used in lieu of design A for all metal match the inside diameter of the concrete pipe culvert.
Fabricate the diameter of the end section of Design B to for manufacturer’s standards.
Variations in design and dimensions are permitted to allow end sections.
Warp embankment slopes to match the slope of the flared
Use toe plate extension where shown on the plans.
extensions from the same metal thickness as the panel body.
Fabricate connector section, corner plate and toe plate attached with bolts or rivets.
602-4
STANDARD APPROVED FOR USE 12/1993
DRAFT: 10/2007
REVISED: 4/1994 6/2005
METAL END SECTIONS
60" and larger diameter pipe and 66" and larger
" bolts8 3spacing for
35" × 24" thru 66" × 51" pipe arch
For 30" thru 60" round pipe and
17" × 13" thru 28" × 20" pipe arch
For 12" thru 24" round pipe and
0.109
0.109
0.109
0.109
0.109
0.109
0.109
0.109
0.109
0.109
0.079
0.079
0.064
0.064
0.064
0.064
0.064
0.105
0.105
0.105
0.105
0.105
0.105
0.105
0.105
0.105
0.105
0.075
0.075
0.060
0.060
0.060
0.060
0.060
112 × 75
103 × 71
95 × 67
87 × 63
83 × 57
81 × 59
77 × 52
73 × 55
71 × 47
66 × 51
64 × 43
60 × 46
57 × 38
49 × 33
42 × 29
35 × 24
28 × 20
24 × 18
21 × 15
17 × 13
0.109
0.109
0.109
0.109
0.109
0.109
0.109
0.109
0.109
0.109
0.109
0.109
0.109
0.109
0.079
0.079
0.064
0.064
0.064
0.064
0.105
0.105
0.105
0.105
0.105
0.105
0.105
0.105
0.105
0.105
0.105
0.105
0.105
0.105
0.075
0.075
0.060
0.060
0.060
0.060
INCHES
SPAN × RISE
PIPE SIZE METAL THICKNESS
STEEL ALUMINUM
INCHES GAGE INCHES GAGE
INCHES
DIMENSIONS
L (–2")(INCHES)
DIAM.
VALENT
EQUI-
INCHES
DIAMETER
PIPE SIZE
STEEL
METAL THICKNESS
INCHES GAGE
ALUMINUM
INCHES GAGE
INCHES
DIMENSIONS
L (–2")
13" for 30" dia. and over.
culvert less than 30" dia.
7" for concrete pipe
" bolts8 3spacing for at 6" centers (max.) or equivalent
" angle4 1" × 2
1" × 22 1equivalent pipe arch provide 2
" bolts8 3flared end section with
" rivets or bolts. Fabricate end section center panels 8 3by
On end section center panels for 66" and larger from 0.138 inch steel or 0.135 inch aluminum.
for 60" and larger diameter pipe and equivalent pipe arch
" stiffener angles 4 1" × 2
1" × 22 1equivalent pipe arch with 2
H.5 a n u a r y
U
T r a n p r o j\
E lk L a k e R o a d R o a d w a y C
A D
D S h e e ts H S td
.d g n
FEDERAL LANDS HIGHWAY
U.S. CUSTOMARY STANDARD
STANDARD
diameter
Span or
B
L
AWA
End Section
SpanR is e
Di am et er
H H m in
12" (max.) hole lap after expansion
1" Minimum m in
12" (max.) hole
NOTE:
edge
Reinforced
Pay Limit
Pipe Culvert
NO. DATE BY REVISIONS NO. DATE BY REVISIONS
GENERAL NOTES
SPECIFICATIONS:
Construction:
Design:
Live loads:Dead loads:
DESIGN LOADS:
Miscellaneous Structural Steel:
MATERIALS:
" unless noted otherwise on the plans.4 3Chamfer exposed edges of all concrete
Welding:
Bearings:
GEOTECHNICAL REPORT:
Structural steel:
Provide 2" cover for reinforcing steel unless otherwise noted.
Furnish reinforcing steel conforming to AASHTO M31, Grade 60 deformed.
Lateral Earth Pressure: equivalent fluid weight of soil, 120 pcf
Concrete: 150 pcf
HL-93
f'c = 4,500 psi at 28 days.
Furnish Class A(AE) for abutments.
otherwise noted on the plans.
type 1, (ASTM A325 TYPE 1) with ASTM A563 Grade C nuts and ASTM F463 washer unless
Furnish slip critical, friction type, Class A, field connections conforming to AASHTO M164, to the ASTM A847 Supplemental Requirements, 583 (for Zone 2), and 593.
Furnish main load carrying member components subjected to tensile stress conforming
Furnish structural steel for bearings and sole plates conforming to ASTM A709, Grade 36.
Furnish high-strength low alloy structural steel conforming to ASTM A709 Grade 50W, unpainted.
Precast Concrete:
angle and connection assemblies after fabrication.
connection assemblies conforming to ASTM A36. Galvanize guard
Furnish structural metal for guard angles and precast abutment
Furnish diaphragm anchor bolts conforming to ASTM A307.
Reinforcing Steel:
Federal Highway Projects, FP-14.
Standard Specifications for Construction of Roads and Bridges on
AASHTO LRFD Bridge Design Specifications 2014, 7th edition, with 2016 interim revisions.
Follow AASHTO LRFD design Method A.
LRFD Bridge Construction Specifications with 60 durometer hardness, Grade 5.
Provide elastomeric bearing pads conforming to the requirements of Section 18.2 of the AASHTO
Fillet welds: Visual - 100%, MT. - 10% min.
Perform non-destructive testing of welds as follows:
using low hydrogen electrodes classified E7028.
Perform welding process manual shielded metal arc welding (SMAW)
Perform all welding in accordance with the current AASHTO/AWS D1.5 Bridge Welding Code.
PLAN AND ELEVATION
BAO
P.01
ELEVATION
PLAN
N
6,650
6,645
6,640
6,655
6,660
1" = 8'
CL
CL
CL
Active channel width
Proposed
WSEL
(ft)
Proposed
LSEL
(ft)
Proposed
Freeboard
(ft)Event
50 year
100 year
-2.26
-2.12
HYDRAULIC DATA
6645.25
6645.39
Q100 Q50
Elev. 6651.51
Sta. 116+58.00
End bridge
60'-0" (Typ.)
end treatment
Bridge rail
Elev. 6651.75
Sta. 115+98.00
Begin bridge
Sta. 116+58.00
End bridge
C Structure
C RoadwaySta. 115+98.00
Begin bridge
Cofferdam abut. (Typ.)
26'-0"bridge Remove existing
+0.4000%
500 year
2 year
Discharge
(ft^3)
5.84
6.59
6.97
Velocity
(ft/sec)
2.13 6644.22
6646.09
6647.51 -3.29
-1.42
6647.51
6647.51
6647.51
6647.51 Low chord
C structure groundline at
Existing
RG3066-A
Type 3 (typ.)
Object marker, BAO/AF
No. GM16-16, dated 05-2016.
For boring logs and other geotechnical information, see Geotechnical Memorandum
AF
RED ROCK CREEK
PROJECT TEAM LEADER BRIDGE DRAWING
of
DATESCALECHECKED BYDRAWN BYDESIGNED BYREVISIONSNO. DATE BY REVISIONS NO. DATE BY
NO.
U.S. DEPARTMENT OF TRANSPORTATION
DRAWING NO.
ELK LAKE ROAD
B. OLTMANN 5 JUNE 2016
0 6 blane.kunihisa Stamp blane.kunihisa Stamp
FOUNDATION LAYOUT
BAO
P.02
ELEVATION
PLAN
N
6,650
6,645
6,640
6,655
6,660
1" = 8'
CL
RG3066-B
Notes:
abut. (Typ.)
Cofferdam
1'-6"
Begin bridge
End bridge
C Roadway
(Typ.)
Sheet pile cofferdam
(Typ.)
Precast concrete sill beam
5'-0" x 2'-6" x 30'-0"
5'-9"
Elev. 6615.00
Elev. 6646.67 Elev. 6646.67
Elev. 6615.00
5'-9"
20'-0"
BAO/AF
backfill (typ.)
Select granular design of sill beam according to Section 104.
for illustrative purposes only. Submit
3. Precast concrete sill beam details are to ASTM A572, Grade 50. conforming
Provide coffer dam piling section PZ 22 2.
sheet piling and bottom of beams.
Provide 10" clearance between top of 1.
9'-0"
See Detail A
DETAIL A
Stabilization geogrid
AF
RED ROCK CREEK
(Typ.)
Type D
Class 2, woven
Stabilization geotextile, PROJECT TEAM LEADER BRIDGE DRAWING
NO.
U.S. DEPARTMENT OF TRANSPORTATION
ELK LAKE ROAD
B. OLTMANN 5 JUNE 2016
GENERAL NOTES
SPECIFICATIONS:
Construction:
Design:
Live loads:Dead loads:
DESIGN LOADS:
Miscellaneous Structural Steel:
MATERIALS:
" unless noted otherwise on the plans.4 3Chamfer exposed edges of all concrete
Welding:
Bearings:
GEOTECHNICAL REPORT:
Structural steel:
Provide 2" cover for reinforcing steel unless otherwise noted.
Furnish reinforcing steel conforming to AASHTO M31, Grade 60 deformed.
Lateral Earth Pressure: equivalent fluid weight of soil, 120 pcf
Concrete: 150 pcf
HL-93
f'c = 4,500 psi at 28 days.
Furnish Class A(AE) for abutments.
otherwise noted on the plans.
type 1, (ASTM A325 TYPE 1) with ASTM A563 Grade C nuts and ASTM F463 washer unless
Furnish slip critical, friction type, Class A, field connections conforming to AASHTO M164, to the ASTM A847 Supplemental Requirements, 583 (for Zone 2), and 593.
Furnish main load carrying member components subjected to tensile stress conforming
Furnish structural steel for bearings and sole plates conforming to ASTM A709, Grade 36.
Furnish high-strength low alloy structural steel conforming to ASTM A709 Grade 50W, unpainted.
Precast Concrete:
angle and connection assemblies after fabrication.
connection assemblies conforming to ASTM A36. Galvanize guard
Furnish structural metal for guard angles and precast abutment
Furnish diaphragm anchor bolts conforming to ASTM A307.
Reinforcing Steel:
Federal Highway Projects, FP-14.
Standard Specifications for Construction of Roads and Bridges on
AASHTO LRFD Bridge Design Specifications 2014, 7th edition, with 2016 interim revisions.
Follow AASHTO LRFD design Method A.
LRFD Bridge Construction Specifications with 60 durometer hardness, Grade 5.
Provide elastomeric bearing pads conforming to the requirements of Section 18.2 of the AASHTO
Fillet welds: Visual - 100%, MT. - 10% min.
Perform non-destructive testing of welds as follows:
using low hydrogen electrodes classified E7028.
Perform welding process manual shielded metal arc welding (SMAW)
Perform all welding in accordance with the current AASHTO/AWS D1.5 Bridge Welding Code.
PLAN AND ELEVATION
BAO
P.03
ELEVATION
PLAN
N
6,630
6,625
6,620
6,635
6,640
1" = 8'
+0.4920%
CL
CL
CL
34'-0"
Active channel width
Q100 Q50 3:1
10'-0" groundline
C structure
Existing at
Remove 60" x 26' CMP square pipe
Remove 60"x26' groundline
Proposed
Elev. 6634.17
Sta. 236+57.00
End bridge
60'-0" (Typ.)
end treatment
Bridge rail
Elev. 6633.87
Sta. 235+97.00
Begin bridge
Sta. 236+57.00
End bridge
C Structure
C RoadwaySta. 235+97.00
Begin bridge
Cofferdam abut. (Typ.)
Proposed
WSEL
(ft)
Proposed
LSEL
(ft)
Proposed
Freeboard
(ft)Event
50 year
100 year
-2.67
-2.50
HYDRAULIC DATA
6627.20
6627.37
500 year
2 year
Discharge
(ft^3)
3.25
3.5
4.12
Velocity
(ft/sec)
2.52 6625.63
6627.70
6629.87 -4.24
-2.17
6629.87
6629.87
6629.87
RG3066-C
ELK SPRINGS CREEK BRIDGE
Type 3 (typ.)
Object marker, BAO/AF
No. GM16-16, dated 05-2016.
For boring logs and other geotechnical information, see Geotechnical Memorandum
AF
Proposed contour lines
PROJECT TEAM LEADER BRIDGE DRAWING
NO.
U.S. DEPARTMENT OF TRANSPORTATION
ELK LAKE ROAD
B. OLTMANN 5 JUNE 2016
FOUNDATION LAYOUT
BAO
P.04
ELEVATION
PLAN
N
6,630
6,625
6,620
6,635
6,640
1" = 8'
CL
CLC Structure
C Roadway
Cofferdam abut. (Typ.)
RG3066-D
ELK SPRINGS CREEK BRIDGE
Begin bridge
1'-6" 1'-6"
End bridge
(Typ.)
Precast concrete sill beam
5'-0" x 2'-6" x 30'-0"
CLAbutment 1 CL
11'-0"
(Typ.)
beam
Precast sill
5'-6"
Elev. 6625.20 Elev. 6625.50
(Typ.)
Seal concrete
Abutment 2
Elev. 6601.00 Elev. 6601.00
Notes:
(Typ.)
Sheet pile cofferdam design of sill beam according to Section 104.
for illustrative purposes only. Submit
3. Precast concrete sill beam details are conforming to ASTM A572, Grade 50.
Provide coffer dam piling section PZ 22 2.
sheet piling and bottom of beams.
Provide 10" clearance between top of 1.
BAO/AF AF
PROJECT TEAM LEADER BRIDGE DRAWING
NO.
U.S. DEPARTMENT OF TRANSPORTATION
ELK LAKE ROAD
B. OLTMANN 5 JUNE 2016
5BAO BAO
P.05
RG3066-E
2" conduit
2" conduit
4% Crown grader wear bar (4 total)
HSS 2"x2" x 1/4" x 60'CLL Bridge
W30 x 124 Girder (assumed)
29'-3"
(Typ.)
Diaphragm
Exterior modular unit Interior modular unit Interior modular unit
4% Crown
TYPICAL SECTION
1/2" = 1'-0"
TYPICAL SECTION
ELK SPRINGS AND RED ROCK CREEK BRIDGE
Notes:
at L bridge
12" compacted depth, max
Aggregate surface course
CL
AF
Exterior modular unit
(See Note 4)
Corrugated metal deck (Typ.)
Side dam
4.
3.
2.
1.
deck. Extend side dam 1" above proposed finished grade.
Provide side dams to contain surface course material on purposes only.
of AASHTO TL-1. Configuration shown is for illustrative capable of meeting vehicle design load requirements
Provide weathering steel w-beam guardrail system to Section 555.
for superstructure to the CO for approval according
Submit design calculations and detailed shop drawings for illustrative purposes only.
Prefabricated modular girder bridge details are shown
PROJECT TEAM LEADER BRIDGE DRAWING
NO.
U.S. DEPARTMENT OF TRANSPORTATION
ELK LAKE ROAD
B. OLTMANN 5 JUNE 2016
J u l-
P
M
M T
B e a v e r h e a d
T…
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