PreliminaryPlans_2_of_3_WA_PFH_29-(1).pdf

PDF 6 MB Posted Aug 26, 2013

Attached to: WA PFH 29-1(1), MIDDLE FORK SNOQUALMIE RIVER ROAD
Solicitation number: DTFH70-13-B-00015
Issued by: Department of Transportation Federal Highway Administration

About this file

From the source

Priliminary Plans 2 of 3

View the file

Other files

File	Type	Posted
Amendment_A005_Snoqualmie.pdf	PDF	Feb 18, 2014
Amendment_A004_Snoqualmie.pdf	PDF	Feb 14, 2014
Amendment_A003__Snoqualmie.pdf	PDF	Feb 12, 2014
A003_Physical_Data_Lab_Trailer_Request_Form.pdf	PDF	Feb 12, 2014
A002_Snoqualmie.pdf	PDF	Feb 4, 2014
A001_Snoqualmie.pdf	PDF	Jan 28, 2014
Physical_Data_Lab_Trailer_Request_Form_for_Internet.pdf	PDF	Jan 17, 2014
Plan_Request_for_Internet.pdf	PDF	Jan 17, 2014
http //www.wfl.fhwa.dot.gov/contracting/construction/plans/middlefork/	—	Jan 17, 2014
Solicitation_Snoqualmie.pdf	PDF	Jan 17, 2014
WA_PFH_29-1(1)_Prelim_XS_Sheets_134-166.pdf	PDF	Oct 22, 2013
WA_PFH_29-1(1)_Prelim_XS_Sheets_334-362_and_approaches.pdf	PDF	Oct 22, 2013
WA_PFH_29-1(1)_Prelim_XS_Sheets_101-133.pdf	PDF	Oct 22, 2013
WA_PFH_29-1(1)_Prelim_XS_Sheets_67-100.pdf	PDF	Oct 22, 2013
WA_PFH_29-1(1)_Prelim_XS_Sheets_234-266.pdf	PDF	Oct 22, 2013
WA_PFH_29-1(1)_Prelim_XS_Sheets_34-66.pdf	PDF	Oct 22, 2013
WA_PFH_29-1(1)_Prelim_XS_Sheets_1-33.pdf	PDF	Oct 22, 2013
WA_PFH_29-1(1)_Prelim_XS_Sheets_267-300.pdf	PDF	Oct 22, 2013
WA_PFH_29-1(1)_Prelim_XS_Sheets_201-233.pdf	PDF	Oct 22, 2013
WA_PFH_29-1(1)_Prelim_XS_Sheets_301-333.pdf	PDF	Oct 22, 2013
WA_PFH_29-1(1)_Prelim_XS_Sheets_167-200.pdf	PDF	Oct 22, 2013
PROJECT_DESCRIPTION_MiddleFork_Snoqualmie.pdf	PDF	Aug 26, 2013
PreliminaryPlans_3_of_3_WA_PFH_29-1(1).pdf	PDF	Aug 26, 2013
Prelim_Letter_WA_PFH_29-1(1).pdf	PDF	Aug 26, 2013
PreliminaryPlans_1_of_3_WA_PFH_29-(1).pdf	PDF	Aug 26, 2013

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B-47

NTL DH-15

5 P

P T

P C

P T

P C

P T

R= 2,000.00'

T= 49.09'

L= 98.17' e= 0.028

R= 1,000.00'

T= 162.78'

L= 322.73' e= 0.042

R= 275.00'

T= 91.15'

L= 176.04' e= 0.060

CUYD

EXC.

CUYD

EMB.

420+00 415+00 410+00 405+00

890 890

895 895

900 900

905 905

910 910

915 915

920 920

925 925

D.24

STATE PROJECT

NUMBER

SHEET

PFH 29-1(1)

M a y

M w f0 fq .d g n

S S u r

B E

C h e c k e d b y

T H

O M

P S

O e s ig n e d b y

98080

98081

98082

98083

P ip e C u lv e r t

Existing ground

Profile grade

See sheet K.2

Special rock embankment, type 2, LT & RT

See sheet K.2

Special rock embankment, type 2, RT

2 52 40 116 171

5,755

Line to be constructed

H W

.5 f t

Q c fs x

P P

E x te n d e x in le t

P ip e C u lv e r t

See sheet K.7

Rolled erosion control product, type 3.B, LT

See sheet K.7

Rolled erosion control product, type 3.B, LT & RT

350' VC

K = 29

250' VC

K = 29

SSD = 251'

-1.5000%

-4.7000%

200' VC

K = 63

SSD = 437'

250' VC

K = 27

+4.

-1.4211%

200' VC

K = 33

SSD = 276'

PRELIM

ARY

Not For

Con str uc tio n

T L

D H

C U T

P C

P T

P C

P T

P C

R= 450.00'

T= 95.84'

L= 188.86' e= 0.058

R= 400.00'

T= 96.86'

L= 190.06' e= 0.060

R= 4,500.00'

T= 80.68'

L= 161.34' e= NC

CUYD

EXC.

CUYD

EMB.

435+00 430+00 425+00 420+00

905 905

910 910

915 915

920 920

925 925

930 930

935 935

940 940

D.25

STATE PROJECT

M a y

M w f0 fr .d g n

S S u r

B E e c k e d b

T H

O M

P S s ig n e d b y

98084

98085

98086

98087

C u lv e r t

P ip

C u lv e r t

P ip e C u lv e r t

Existing ground

Profile grade

Line to be constructed

141 (Includes 79 for approach road 432+89 LT)

3,845 (Includes 23 for approach road 432+89 LT)

See sheet E.3

Bessemer Rd

Approach 20+00

Mainline 432+89.38 =

-1.4211%

+1.666 7%

200' VC

K = 65

100' VC

K = 65

+3.2

100' VC

K = 81

SSD = 928'

+1.97 14%

200' VC

K = 58

SSD = 410'

PRELIM

ARY

Not For

Con str uc

B-48

B-73

B-74

NTL CUT S-5

NTL CUT S-7

NTL DH-17

R= 275.00'

T= 131.17'

L= 244.79'

5 P

P C

P R

9 4

P T

P C

P R

P T

P C

R= 4,500.00'

T= 80.68'

L= 161.34' e= NC

R= 200.00'

T= 55.05'

L= 107.44' e= 0.040

R= 150.00'

T= 86.04'

L= 156.23' e= 0.040 e= 0.040

R= 200.00'

T= 62.07'

L= 120.37' e= 0.040

R= 300.00'

T= 55.44'

L= 109.65' e= 0.040 L= 219.89'

R= 4,500.00'

T= 109.97' e= NC

CUYD

EXC.

CUYD

EMB.

450+00 445+00 440+00 435+00

915 915

920 920

925 925

930 930

935 935

940 940

945 945

950 950

D.26

STATE PROJECT

M a y

M w f0 fs .d g n

S S u r

B E e c k e d b

T H

O M

P S s ig n e d b y

98088

98089

98090

Line to be constructed

See sheet K.4

Deep patch, RT

See sheet K.4

Deep patch, LT

See sheet K.4

Deep patch, LT

See sheet C.7

Subgrade stabilization, type 2

P ip e C u lv e r t

Profile grade

Existing ground

2 92

See sheet E.6

Parking Area 10

See sheet C.7

Subgrade stabilization, type 1

1,408

2,143

-1.5067%

200' VC

K = 56

150' VC

K = 32

SSD = 305'

200' VC

K = 64

+0.5000%

-1.2000%

100' VC

K = 59

SSD = 685'

+2.07 50% -2.6250%

PRELIM

ARY

Not For

Con str uc

-49

-50

P R

P T

P C

P T

T= 109.97'

R= 4,500.00'

L= 219.89' e= NC

L= 271.93'

T= 136.01'

R= 4,500.00' e= NC

R= 800.00'

T= 209.09'

L= 409.03' e= 0.046

CUYD

EXC.

CUYD

EMB.

465+00 460+00 455+00 450+00

895 895

900 900

905 905

910 910

915 915

920 920

925 925

930 930

D.27

STATE PROJECT

M a y

M w f0 ft .d g n

S S u r

B E e c k e d b

T H

O M

P S s ig n e d b y

98091

98092

See sheet C.7

Subgrade stabilization, type 2

P ip e C u lv e r t

C u lv e r t

Profile grade

Existing ground

2,998

Line to be constructed

1,818

Remove gate

-1.2000%

-1.4848%

100' VC

K = 351

SSD = 3838'

-1.6071%

100' VC

K = 818

SSD = 8873'

PRELIM

ARY

Not For

Con str uc

CUYD

EXC.

CUYD

EMB.

480+00 475+00 470+00 465+00

880 880

885 885

890 890

895 895

900 900

905 905

910 910

915 915

D.28

STATE PROJECT

M a y

M w f0 fu .d g n

S S u r

B E e c k e d b

T H

O M

P S s ig n e d b y

98093

98094

GR LT

GR RT

GR LT

GR RT

T ST ST T

Profile grade

Existing ground

M id dl e

Fo rk S no qu al m ie R iv er

4,124 2,428

Line to be constructed sheets G.3-G.14.

construct new bridge. See

Remove existing bridge and

471+85 Bridge.

See sheets G.3-G.14.

construct new bridge.

Remove existing bridge and

471+85 Bridge.

-1.6071%

-0.5143%

150' VC

K = 137

+0.5000%

60' VC

K = 59

-0.5630%

100' VC

K = 94

SSD = 1065'

PRELIM

ARY

Not For

Con str uc

D H -19

C U T

S -8

P C

P T

P C

P T

P C

P T

R= 350.00'

T= 89.51'

L= 175.25' e= 0.060

R= 2,000.00'

T= 62.27'

L= 124.49' e= 0.028

R= 5,000.00'

T= 116.97'

L= 233.90' e= NC

CUYD

EXC.

CUYD

EMB.

495+00 490+00 485+00 480+00

885 885

890 890

895 895

900 900

905 905

910 910

915 915

920 920

D.29

STATE PROJECT

M a y

M w f0 fv .d g n

S S u r

B E e c k e d b

T H

O M

P S s ig n e d b y

98095

98096 reviR eimlauqonS kroF eld diM

Profile grade

Existing ground

H W

.6 f t

Q c fs

P ip e C u lv e r t

H W

.1 f t

Q c fs

P ip e C u lv e r t

115 159

P ip e C u lv e r t

See sheet E.6

Parking Area 11

National Forest System Lands

14 25

2,376

Line to be constructed

+1.555 6%

-2.3571%

400' VC

K = 102

SSD = 476'

-0.5000%

150' VC

K = 81

100' VC

K = 100

200' VC

K = 94

PRELIM

ARY

Not For

Con str uc

DCP-25

P C

P T

P C

R= 5,000.00'

T= 57.82'

L= 115.63' e= NC

L= 316.63'

R= 1,600.00'

T= 158.84' e= 0.032

CUYD

EXC.

CUYD

EMB.

510+00 505+00 500+00 495+00

885 885

890 890

895 895

900 900

905 905

910 910

915 915

920 920

D.30

STATE PROJECT

M a y

M w f0 fw .d g n

S S u r

B E e c k e d b

T H

O M

P S s ig n e d b y

98097

98099

98098

P ip e C u lv e r t

Profile grade

Existing ground

H W

.2 f t

Q c fs

P ip e C u lv e r t

2 42

2,289

Line to be constructed

See sheet K.2

Special rock embankment, type 2, RT

National Forest System Lands

+0.5000%

+1.447 4%

100' VC

K = 106

K = 100

100' VC

PRELIM

ARY

Not For

Con str uc

D H -2

P -2

C -7

P T

P C

P T

R= 1,600.00'

T= 158.84'

L= 316.63' e= 0.032

R= 5,000.00'

T= 81.66'

L= 163.31' e= NC

CUYD

EXC.

CUYD

EMB.

525+00 520+00 515+00 510+00

900 900

905 905

910 910

915 915

920 920

925 925

930 930

935 935

D.31

STATE PROJECT

M a y

M w f0 fx .d g n

S S u r

B E e c k e d b

T H

O M

P S s ig n e d b y

98101 CP

98102

P ip e C u lv e r t

Profile grade

Existing ground

Line to be constructed

H W

.8 f t

Q c fs

P ip e A r c h

See sheet E.6

Parking Area 12

National Forest System Lands

2,984

28100

+1.447 4%

-0.6154%

300' VC

K = 145

SSD = 673'

150' VC

K = 112

+0.7273%

100' VC

K = 77

SSD = 881'

-0.5714%

150' VC

K = 49

+2.46 15%

150' VC

K = 77

SSD = 627'

PRELIM

ARY

Not For

Con str uc

B-55

B-56

WC-6

WC-5

WC-4

P C

P T

P C

P T

P C

R= 800.00'

T= 179.20'

L= 352.57' e= 0.046

R= 800.00'

T= 190.99'

L= 374.95' e= 0.046

CUYD

EXC.

CUYD

EMB.

540+00 535+00 530+00 525+00

910 910

915 915

920 920

925 925

930 930

935 935

940 940

945 945

D.32

STATE PROJECT

M a y

M w f0 fy .d g n

S S u r

B E e c k e d b

T H

O M

P S s ig n e d b y

98103

98104

P ip e C u lv e r t

Existing ground

Profile grade

See sheet K.2

Special rock embankment, type 1, LT

See sheet K.2

Special rock embankment, type 1, RT

Line to be constructed

P ip e C u lv e r t

H W

.8 f t

Q c fs

P ip e C u lv e r t

H W

.0 f t

Q c fs

P ip e C u lv e r t

National Forest System Lands

8,991

+0.5079%

PRELIM

ARY

Not For

Con str uc

S I&

V W

S I&

V W

B 7 S I&

V W

P C

P T

P C

P T

P C

PT 5

R= 400.00'

T= 103.91'

L= 203.33' e= 0.060

R= 450.00'

T= 54.39'

L= 108.26' e= 0.058

R= 235.00'

T= 96.44'

L= 183.03' e= 0.060

CUYD

EXC.

CUYD

EMB.

555+00 550+00 545+00 540+00

925 945

930 950

935 955

940 960

945 965

950 970

955 975

960 980

D.33

STATE PROJECT

M a y

M w f0 fz .d g n

S S u r

B E e c k e d b

T H

O M

P S s ig n e d b y

Line to be constructed

98105

98106

98107

Middl e For k Sno qualm ie Riv er

P ip e C u lv e r t

Profile grade

Existing ground

Profile grade

Existing ground

C u lv e r t

P ip e

See sheet K.4

Deep patch, RT

See sheet C.7

Subgrade stabilization, type 1 5

See sheet E.6 Parking Area 13

See sheet E.6 Parking Area 14

National Forest System Lands

See sheet K.7

Rolled erosion control product, type 3.B, LT

618 14 123 457

+0.7333%

100' VC

K = 444

+2.9

150' VC

K = 68

-1.0000%

150' VC

K = 38

SSD = 349'

350' VC

K = 32

200' VC

K = 17

SSD = 191'

PRELIM

ARY

Not For

Con str uc

B-62

B-63

B-66

B-67

NTL CUT S-6

SI&VWP

B-65

SI&VWP

B-64

NTL DH-21

P T

P C

P T

P C

P T

P C

P T

P C

P T

P C

P T

R= 150.00'

T= 29.14'

L= 57.57' e= 0.040

R= 150.00'

T= 107.58'

L= 186.65' e= 0.040

R= 235.00'

T= 77.49'

L= 149.70' e= 0.060

R= 800.00'

T= 141.18'

L= 279.48' e= 0.046

R= 1,000.00'

T= 65.40'

L= 130.62' e= 0.042

CUYD

EXC.

CUYD

EMB.

570+00 565+00 560+00 555+00

945 945

950 950

955 955

960 960

965 965

970 970

975 975

980 980

D.34

STATE PROJECT

M a y

M w f0 g a .d g n

S S u r

B E e c k e d b

T H

O M

P S s ig n e d b y

28406

Middle Fork Snoqualmie River

Line to be constructed

P ip e C u lv e r t

Profile grade

Existing ground

See sheet H.17

Low water crossing

D o N o t

D is tu r b

E x P ip e C u lv e r t

See sheet K.4

Deep patch, RT

See sheet C.7

Subgrade stabilization, type 1

See sheet K.4

Deep patch, RT

See sheet C.7

Subgrade stabilization, type 15

H W

.2 f t

Q c fs

T r e n c h D r a in f t s p a n x f t r is e

H W

.1 f t

Q c fs

T r e n c h D r a in f t s p a n x f t i n c h r is e

P ip e C u lv e r t

National Forest System Lands

See sheet K.7

Rolled erosion control product, type 3.B, LT

238 13 1,676

1,282 444 1,289

28404

-1.8889%

SSD = 191'

200' VC

K = 35

+3.7

-4.6667%200' VC

K = 24

SSD = 228'

500' VC

K = 66

+2.8

150' VC

K = 48

SSD = 418'

-0.2857%

150' VC

K = 61

+2.18 18%

PRELIM

ARY

Not For

Con str uc

B-76

WC-2

DCP-23,WC-3

DCP-22

DCP-21

DCP-20

P T

5 P

P T

P C

R= 10,000.00'

T= 44.62'

L= 89.23' e= NC

L= 199.55'

R= 400.00'

T= 101.90' e= 0.060

CUYD

EXC.

CUYD

EMB.

585+00 580+00 575+00 570+00

950 950

955 955

960 960

965 965

970 970

975 975

980 980

985 985

D.35

STATE PROJECT

M a y

M w f0 g b .d g n

S S u r

B E e c k e d b

T H

O M

P S s ig n e d b y

Line to be constructed

98113

98114

P ip e C u lv e r t

Existing ground

Profile grade

See sheet K.2

Special rock embankment, type 1, LT & RT

5,791

H W

.9 f t

Q c fs

P ip e C u lv e r t

H W

.6 f t

Q c fs

P ip e C u lv e r t

National Forest System Lands

28407

+2.18 18%

-1.1111%

200' VC

K = 61

SSD = 428'

+1.1613

200' VC

K = 88

+1.83 68%

100' VC

K = 148

PRELIM

ARY

Not For

Con str uc

B-68

B-69

B-70

B-71

B-72

NTL DH-22

P T

P C

P T

P C

P T

P C

P T

P C

R= 400.00'

T= 101.90'

L= 199.55' e= 0.060

R= 300.00'

T= 142.17'

L= 265.53' e= 0.060

R= 340.00'

T= 52.21'

L= 103.61' e= 0.060

R= 340.00'

T= 129.83'

L= 248.03' e= 0.060

R= 1,600.00'

T= 152.48'

L= 304.04' e= 0.032

CUYD

EXC.

CUYD

EMB.

600+00 595+00 590+00 585+00

955 955

960 960

965 965

970 970

975 975

980 980

985 985

990 990

D.36

STATE PROJECT

M a y

M w f0 g c .d g n

S S u r

B E e c k e d b

T H

O M

P S s ig n e d b y

Line to be constructed

98115

98116

28408

Middle Fork Snoqualmie River

T ST ST T

F ST ST T

GR LT

GR RT GR RT

GR LT

P ip e C u lv e r t

Existing ground

National Forest System Lands

Rolled erosion control product, type 3.B, RT

Rolled erosion control product, type 3.B, LT

Rolled erosion control product, type 3.B, RT

Rolled erosion control product, type 3.B, LT

Profile grade

309 853

884 3,786

.4 sheets G.15-G.28.

construct new bridge. See

Remove existing bridge and

588+50 Bridge.

See sheets G.15-G.28.

and construct new bridge.

Remove existing bridge 588+50 Bridge.

+0.5000% -0.6667%

100' VC

K = 86

SSD = 975'

+1.83 68%

110' VC

K = 47

SSD = 517'

-0.5000%

-0.9496%

50' VC

K = 111

SSD = 2425'

100' VC

K = 69

PRELIM

ARY

Not For

Con str uc

DCP-19

DCP-18

DCP-17

DCP-16

NTL DH-23

P T

P C

P T

R= 550.00'

T= 191.67'

L= 368.85' e= 0.054

CUYD

EXC.

CUYD

EMB.

615+00 610+00 605+00 600+00

960 960

965 965

970 970

975 975

980 980

985 985

990 990

995 995

D.37

STATE PROJECT

M a y

M w f0 g d .d g n

S S u r

B E e c k e d b

T H

O M

P S s ig n e d b y

98119

M id d le Fork S n oq u alm ie R iver

Line to be constructed

P ip e C u lv e r t

Profile grade

Existing ground

104 6

7,959

See sheet E.6

Parking Area 15

National Forest System Lands

-0.6667%

+0.8529%

100' VC

K = 66

200' VC

K = 104

+2.7

+1.81 82%

100' VC

K = 104

SSD = 1174'

PRELIM

ARY

Not For

Con str uc

P C

P T

5 P

P T

R= 10,000.00'

T= 104.13'

L= 208.25' e= NC

R= 10,000.00'

T= 141.20'

L= 282.38' e= NC

CUYD

EXC.

CUYD

EMB.

630+00 625+00 620+00 615+00

975 975

980 980

985 985

990 990

995 995

1000 1000

1005 1005

1010 1010

D.38

STATE PROJECT

M a y

M w f0 g e .d g n

S S u r

B E e c k e d b

T H

O M

P S s ig n e d b y

98121

P ip e C u lv e r t

Profile grade

Existing ground

P ip e C u lv e r t

H W

.1 f t

Q c fs

P ip e C u lv e r t

H W

.5 f t

Q c fs

P ip e C u lv e r t

6,000

National Forest System Lands

Line to be constructed

28409

+1.81 82%

+0.7000%

500' VC

K = 447

SSD = 1215'

-0.5000%

100' VC

K = 83

SSD = 949'

+1.0395%

100' VC

K = 65

PRELIM

ARY

Not For

Con str uc

P -15

D C P -14

D C P -13

P C

P T

R= 10,000.00'

T= 46.50'

L= 93.00' e= NC

CUYD

EXC.

CUYD

EMB.

645+00 640+00 635+00 630+00

990 990

995 995

1000 1000

1005 1005

1010 1010

1015 1015

1020 1020

1025 1025

D.39

STATE PROJECT

M a y

M w f0 g f.

d g n

S S u r

B E e c k e d b

T H

O M

P S s ig n e d b y

98122

Profile grade

Existing ground

5,958

Line to be constructed

H W

.6 f t

Q c fs

P ip e C u lv e r t

National Forest System Lands

+1.0395%

PRELIM

ARY

Not For

Con str uc

DCP-14

DCP-13

NTL DH-24

DCP-12

DCP-11

DCP-09

DCP-10

R= 475.00'

T= 138.41'

L= 269.37'

R= 275.00'

T= 92.80'

L= 178.99'

P C

P T

P C

.4 e= 0.058 e= 0.060

CUYD

EXC.

CUYD

EMB.

660+00 655+00 650+00 645+00

1005 1005

1010 1010

1015 1015

1020 1020

1025 1025

1030 1030

1035 1035

1040 1040

D.40

STATE PROJECT

M a y

M w f0 g g .d g n

S S u r

B E e c k e d b

T H

O M

P S s ig n e d b y

Line to be constructed

98123

98124

98125 reviR eimlauqonS kroF elddiM

Profile grade

Existing ground

H W

.3 f t

Q c fs

P ip e C u lv e r t

5,101

R/W

See sheet E.6

Parking Area 16

See sheet E.6

Parking Area 17

National Forest System Lands

+0.5000%

100' VC

K = 185

SSD = 2050'

250' VC

K = 96

+3.0

+1.0395%

PRELIM

ARY

Not For

Con str uc

D C P

P C

P T

R= 2,000.00'

T= 172.94'

L= 345.03' e= 0.028

CUYD

EXC.

CUYD

EMB.

675+00 670+00 665+00 660+00

1025 1025

1030 1030

1035 1035

1040 1040

1045 1045

1050 1050

1055 1055

1060 1060

D.41

STATE PROJECT

M a y

M w f0 g h .d g n

S S u r

B E e c k e d b

T H

O M

P S s ig n e d b y

98127

98128

98129

P ip e C u lv e r t

Profile grade

Existing ground

H W

.9 f t

Q c fs

P ip e C u lv e r t

Line to be constructed

D o N o t

D is tu r b

E x P ip e C u lv e r t

National Forest System Lands

National Forest System Lands alignment and profile.

for informational purposes only. Match existing

Note: Alignment and profile beyond 667+50.00

Area (Staging Area) Horse Trailer Parking Middle Fork Trailhead

+2.46 15%

100' VC

K = 159

SSD = 1764'

100' VC

K = 83

SSD = 941'

+1.2500

-1.2500%

150' VC

K = 60

SSD = 507'

PRELIM

ARY

Not For

Con str uc

D C

5 P

O T

CUYD

EXC.

CUYD

EMB.

685+00 680+00 675+00

1045 1045

1050 1050

1055 1055

1060 1060

1065 1065

1070 1070

1075 1075

1080 1080

D.42

STATE PROJECT

M a y

M w f0 g i.

d g n

S S u r

B E e c k e d b

T H

O M

P S s ig n e d b y

28001

28002

END PROJECT WA PFH 29-1(1)

685+50.00

RIVER ROAD

MIDDLE FORK SNOQUALMIE

No Scale

CONNECTION DETAIL

section

See typical

.0 surfacing aggregate

Existing

5%68

Existing ground

Line to be constructed

E= 1384537.602

N= 811382.460

National Forest System Lands

PRELIM

ARY

Not For

Con str uc

M.P. 3.0

R= 55.00'

T= 38.39'

L= 67.04'

P C .7

P T

P O

.0 e= NC

R= 10.00'

T= 6.28'

L= 11.22'

R= 50.00'

T= 6.34'

L= 12.61'

P C .9

P T

P C

P O

.4 e= NC e= NC

GR RT

GR LT

CUYD

EXC.

CUYD

EMB.

11+00 10+00 31+00 30+00

782 776

784 778

786 780

788 782

790 784

792 786

794 788

E.2

STATE PROJECT

M a y

M w f0 r a .d g n

S ft

B E e c k e d b

T H

O M

P S s ig n e d b y

NOTE:

1. Adjust tie in to match existing field conditions

Line to be constructed

Approach 10+00

Mainline 202+92=

(MAINLINE 202+92 RT)

10+00 TO 11+15

GRANITE CREEK RD

Profile grade

Existing ground

NOTE:

1. Adjust tie in to match existing field conditions existing gate

Do not disturb

98032

6 3

El.= 784.88

E= 1351417.765

N= 781281.673

11+15.00

END APPROACH ROAD

El.= 778.72

E= 1351316.308

N= 781263.315

MAINLINE 202+94.79

10+10.40

BEGIN APPROACH ROAD

98030

El.= 785.78

E= 1350166.507

N= 780495.494

MAINLINE 188+70.00

30+10.00

BEGIN APPROACH ROAD

El.= 788.90

E= 1350153.377

N= 780450.720

30+70.50

END APPROACH ROAD

Approach 30+00

Mainline 188+70=

Profile grade

Existing ground

P E

P/ E

C/ E

See sheet K.7

Rolled erosion control product, type 3.B, RT 1

Line to be constructed

(MAINLINE 188+70 RT)

30+00 TO 30+70.50

DNR PARKING ACCESS

-2.0000%

20' VC

K = 2

-2.0000%

20' VC

K = 2

PRELIM

ARY

Not For

Con str uc

T 20+

92.66

R= 10.00'

T= 6.75'

L= 11.88'

PT 20+

22.02 e= NC

CUYD

EXC.

CUYD

EMB.

21+00 20+00

E.3

STATE PROJECT

M a y

M w f0 r a .d g n

S ft

B E e c k e d b

T H

O M

P S s ig n e d b y

NOTE:

1. Adjust tie in to match existing field conditions

(MAINLINE 432+89 LT)

20+00 TO 20+85

BESSEMER RD

existing gate

Do not disturb

98087

Existing ground Profile grade

Approach 20+00

Mainline 432+89.38=

El.= 933.59

E= 1365345.071

N= 797940.263

MAINLINE 432+89.38

20+10.00

BEGIN APPROACH ROAD

El.= 936.94

E= 1365377.848

N= 798005.030

20+85.00

END APPROACH ROAD

Line to be constructed

P /E

C/ E

-2.0000%

20' VC

K = 2

20' VC

K = 13

SSD = 706'

PRELIM

ARY

Not For

Con str uc

BEGIN BRIDGE

END BRIDGE

80'-0"130'-0"80'-0"

REPAIR ITEMS:

Pier 1

Pier 2

Bridge

13'-0"13'-0"2'-7" 2'-7"

" = 1'-0"2

1SCALE:

SCALE: 1" = 60'

EXISTING BRIDGE PLAN VIEW

WESTERN FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

NO. DATE BY REVISIONS DESIGNED BY DRAWN BY CHECKED BY SCALE PROJECT TEAM LEADER

AS SHOWN K. NGUYEN C. TUTTLE F. ISMAIL

NO. DATE BY REVISIONS

BRIDGE DRAWING

DATE DRAWING NO.

G.1

STATE PROJECT

M a y

M w f0 y a .d g n

S S u r ft

Existing bridge post rail not shown

BridgeLC

EXISTING BRIDGE TYPICAL SECTION

"/ft.8 1Slope "/ft.8

1Slope

" Existing concrete2 thickness

MIDDLE FORK SNOQUALMIE

KING COUNTY BRIDGE NO. 359B

BRIDGE 326+00.00

damage existing deck reinforcement.

deck overlay as shown with hatched area. Do not the top mat of reinforcement and replace with new

" of the existing concrete deck surface to 2 1Remove 1 damage concrete surface.

the exposed concrete surface as shown. Do not

Pressure wash and remove all moss and debris of

PLETEDPRELIM

ARY

Not For

Con str uc

DATE

MIDDLE FORK SNOQUALMIE

DRAWING NO.

G.2

STATE PROJECT

M a y

M w f0 y b .d g n

S S u r ft

KING COUNTY BRIDGE NO. 359B

"2 19'-4" = 2

13 spac. @ 3'-1 slotted holes

"32 29" x 8

1(8) 1

2" 3"

2'-6"

3"3

G a

6'-0" long post (typ.) Connection Detail

See Transition

TERMINAL CONNECTOR

DETAIL

TRANSITION CONNECTION

Terminal connector, see detail

ELEVATION VIEW

Terminal Section

PLAN VIEW

STRUCTURE TRANSITION RAILING Top of curb

Roadway grade barrier and jam nuts thru 1" holes in concrete

" Ø A325 bolts with washers, nuts8

BRIDGE 326+00.00

with 6" x 8" timber blocks (typ.)

Transition posts will be steel

4" barrier

Existing concrete

3'-8"

W-Beam rail

" Ø Guardrail bolt, typ.8 barrier

Existing concrete

10"

2-W-Beam type 4 (Weathering) - class B (10 guage)

PRELIM

ARY

Not For

Con str uc

Q Vm WS EL.

upstream face of bridge.

Note: Water surface elevations are at

Abutment 2 Abutment 1

PROFILE GRADE DIAGRAM

ELEVATION

HYDRAULIC DATA

Bridge elevations are at profile grade @ layout line

MT. BAKER - SNOQUALMIE NATIONAL FOREST

KING COUNTY, WA

(King County Bridge No. 359D)

PLAN & ELEVATION

BRIDGE 471+85.00

BRIDGE DRAWING INDEX

DESCRIPTION

4.1

3.4

3.1

1.8

893.9

893.2

892.9

890.4

END BRIDGE

F lo w

BEGIN BRIDGE

Approach slab

NO.

DRAWING

+0.50% grade

PLAN

El. 899.76

STA. 471+49.72

El. 900.21

STA. 472+40.06

60' VC

Approach slab

El. 899.52El. 899.48

El. 900.01 El. 899.97

El. 899.97 El. 900.01

Exp. Exp.

El. 892.77El. 892.34

Est. tip El. 826.00 Est. tip El. 826.00

2-tube steel rail

OHW = El. 890.4

Q = El. 893.2100

@ roadway

Existing ground existing channel

Do not disturb

El. 895.00

Finish ground

El. 894.50

Finish ground

El. 895.92

Bottom chord

+0.5000%

SSD = 1065'

100' VC

K = 94

RG2932-K

RG2932-J

RG2932-I

RG2932-H

RG2932-G

RG2932-F

RG2932-E

RG2932-D

RG2932-C

RG2932-B-1

RG2932-B

RG2932-A

REBAR LIST

APPROACH RAILING DETAILS

BRIDGE RAILING AND CURB

APPROACH SLAB

GIRDER SECTIONS

DECK PLAN DETAILS

WING WALL DETAILS

END WALL DETAILS

ABUTMENT CAP

BORING LOCATION PLAN

GENERAL NOTES & FOUNDATION PLAN

PLAN & ELEVATION

NTS

railing (typ.)

Structure transition

El. 892.84 El. 893.27

(typ.)

to remain in place

Existing timber log

1.5

RG2932-A

M. Traffalis 1/8" = 1'-0" K. Nguyen C. Tuttle F. Ismail

DATE

DRAWING NO.

G.3

STATE PROJECT

M e c e m b e r

B .B a s e .U

S c m y fi le s p w p r o d u c ti o n d

W o r k d d .c e l

8'-0"90'-4" Bridge length8'-0"

Rdwy

Bridge @LC railing (typ.)

Structure transition

Bulb-Tee girders

Prestressed decked filled steel pipe pile (typ.)

" thick concrete2 116"Ø x

Rdwy surface

K = 59

PRELIM

ARY

Not For

Con str uc

GENERAL NOTES:

ESTIMATE

ITEM NO. DESCRIPTION UNITQUANTITY NOTES

ESTIMATE NOTES:

RG2932-B

M. Traffalis NTS K. Nguyen C. Tuttle F. Ismail

DATE DRAWING NO.

G.4

STATE PROJECT

w f0 s b .d g n

S S u r ft

MT. BAKER - SNOQUALMIE NATIONAL FOREST

KING COUNTY, WA

(King County Bridge No. 359D)

BRIDGE 471+85.00

PLAN

GENERAL NOTES & FOUNDATION

NOTES:

Design scour elevation = 879. Install all piles with tip elevations below 859.

Do not drive any other piling at the abutment during the test pile set-up period.

criteria and the pile tip elevations. See Special Contract Requirements.

21 day set-up period. Use the dynamic load test results to establish the pile driving abutment. Perform load tests on test pile during initial drive and during re-strike after

Perform dynamic load testing with signal matching on the first pile driven at each

The factored strength I limit state axial load per pile = 184 kips.

The required compressive nominal bearing resistance per pile during re-strike = 345 kips.

FOUNDATION PLAN

F lo w

STA. 472+40.06

STA. 471+49.72

BEGIN BRIDGE

pile Bearing @LC

Bearing @ pileLC LC

Abutment 1

Abutment 2

1'-5" 1'-5" p il e s p a ty p e q s p a

Bridge @ RdwyLC LC

B-53

B-54

B-51

B-52

(estimated quantity = 32 cuyds), furnishing and attaching pile tips.

(5) Includes cost of furnishing and installing filled pipe pile 16 inch x 0.5 inch. Includes cost of concrete class (A)

(4) Includes cost of furnishing and placing grout under rail post bearing plates.

for the manufacture or erection of the girders.

steel diaphragms, diaphragm anchor bolts, grout, support brackets for utility lines and any other materials required

(3) Includes cost of concrete, reinforcing steel (epoxy), prestressing steel, lifting devices, welded connections, steel guard angles, geocomposite sheet drain, (estimated quantity = 12 sqyd) and drain gates.

(2) Includes cost of furnishing and installing performed flexible cellular, joint filler, preformed expansion joint filler,

(1) Contract quantity.

90'-4" Bridge length

Test pile

2'-9"84'-10"2'-9"

61707-0000

56401-1000

55901-0000

55601-0900

55401-2000

55302-3700

55201-0200

55104-1000

55101-0200

20803-0000

20801-0000

20304-1000

14,520

All required

LNFT

EACH

SQYD

LNFT

CUYD

EACH

LNFT

CUYD

LPSM

(1)

(1) (4)

(1)

(1) (3)

(1) (2)

(1)

(5)

(1)

Summary of Subsurface Information on Sheet G.5.

For geotechnical information see Geotechnical Report No. 10-12, prepared by WFLHD. See

GEOTECHNICAL REPORT:

below estimated tip elevation without approval of the CO.

tip elevation shown is for estimating quantities only. Do not drive piles beyond one foot

60 degree conical point end closure conforming to ASTM A27 65/35. The minimum

Steel pipe piles shall conform to ASTM A 252, grade 3. All piles shall have inside-flanged

STEEL PIPE PILES:

to ASTM A307 galvanized.

tie connections shall be furnished in black iron finish. Diaphragm anchor bolts shall conform

ASTM A36. All structural metal shall be galvanized after fabrication except girder welded

All structural metal for welded connections, and structural steel shapes shall conform to

MISCELLANEOUS STRUCTURAL METAL:

manufacture and erection.

curb ties, joint filler, bearing devices, and any other details and material required for reinforcing steel (conventional and prestressed), concrete inserts, lifting devices, grouting, Standard Specifications. Detail the precast prestressed girder units, indicating on the plans and railing. Provide smooth finish on the top surface of the girders according to FP-03

Deflect forms to compensate for camber. Camber shall be "0" after placing wearing surface

LRFD Bridge Design Specifications, except limit tensile stresses to zero after losses.

Design precast prestressed concrete decked Bulb-Tee Units according to current AASHTO

PRESTRESSED CONCRETE DECKED BULB-TEE UNITS:

relaxation prestressing strand conforming to AASHTO M203 (ASTM A416).

Pretensioned, prestressing steel shall be Grade 270, 0.6-inch Ø, seven-wire, bright low

PRESTRESSING STEEL:

curbs, endwalls, pile cap, wing walls, approach slab, and sleeper beam).

unless shown otherwise on the plans. All reinforcing steel shall be epoxy coated (girders, Grade 60). The minimum concrete covering to the face of any bar shall be 2 inches, All reinforcing steel shall conform to AASHTO M31, Grade 60 deformed (ASTM, A615, REINFORCING STEEL:

expansion joint filler shall meet the requirements of AASHTO M213.

joint filler shall meet the requriements of ASTM D1056, type 2, Grade 2 or 3. Preformed

", unless shown otherwise on plans. Preformed flexible cellular 4 3edges of all concrete shall be made with type II cement. All cement shall be low alkali cement. Chamfer exposed minimum 28-day design compressive strength, f'c=3500 psi. All Class A(AE) concrete design compressive strength fc'=4000 psi. Use Class A concrete to fill steel pipe pile with

All cast-in-place concrete shall be structural concrete Class A(AE) with a minimum 28-day

CAST-IN-PLACE:

Vehicle load : HL93: Maximum dynamic load allowance (Impact), IM=33%

LIVE LOAD:

Active lateral earth pressure: Equivalent fluid unit weight of soil, 36 pcf.

Concrete wearing surface : 150 lb. per cubic foot.

Concrete in Prestressed concrete Units : 155 lb per cubic foot.

Cast-in-place concrete : 150 lb per cubic foot.

DEAD LOAD:

Construction of Roads and Bridges on Federal Highway Projects, FP-03 (U.S. Customary).

CONSTRUCTION: Federal Highway Administration Standard Specifications for

Edition 2010.

DESIGN: AASHTO LRFD Bridge Design Specifications, Customary U.S. Units, 5th

SPECIFICATIONS:

2'-10"

Structure transition railing, weathering steel

Bearing device, elastomeric

Membrane waterproofing

Bridge railing, weathering steel

Reinforcing steel, epoxy coated

Precast, prestressed concrete decked bulb tee girders

Structural concrete, class A(AE)

Dynamic pile load test

Concrete filled steel pipe piles, in place (16" Ø x 0.5")

Structure backfill

Structure excavation

Removal of structures and obstructions

PRELIM

ARY

Not For

Con str uc

Q Vm WS EL.

12.2

11.1

10.7

7.7

971.5

970.6

970.3

968.4 upstream face of bridge.

Note: Water surface elevations are at

1.5

END BRIDGE

Abutment 2Abutment 1

Exp. Exp.

R= 300.00'

T= 142.17'

-0.501% grade

F lo w

e= 0.060

L= 265.53'

PROFILE GRADE DIAGRAM

PLAN

ELEVATION

HYDRAULIC DATA

8'-0"

12'-0" along layout line

E N

D B

R I D

G E

Bridge elevations are at profile grade @ layout line

B E

G I N B

R I D

G E

-0.501%

Existing ground

El. 971.07

Top of riprap

El. 970.70

Top of riprap at roadway surface.

NOTE: Elevations shown are

MT. BAKER - SNOQUALMIE NATIONAL FOREST

KING COUNTY, WA

(King County Bridge No. 359E)

PLAN & ELEVATION

BRIDGE 588+50.00

10°10°

El. 970.57 El. 970.20

BRIDGE DRAWING INDEX

DRAWING NO. DESCRIPTION

Est. tip El. 901.00Est. tip El. 901.00

OHW

RG2933-M

RG2933-L

RG2933-K

RG2933-J

RG2933-I

RG2933-H

RG2933-G

RG2933-F

RG2933-E

RG2933-D

RG2933-C

RG2933-B-1

RG2933-B

RG2933-A

REBAR LIST

APPROACH RAILING DETAILS

BRIDGE RAILING DETAILS

BRIDGE RAILING AND CURB

APPROACH SLAB

GIRDER SECTIONS

DECK PLAN DETAILS

UPSTREAM WING WALL DETAILS

DOWNSTREAM WING WALL DETAILS

END WALL DETAILS

ABUTMENT CAP

BORING LOCATION PLAN

GENERAL NOTES & FOUNDATION PLAN

PLAN & ELEVATION

1 1

1.5 1.5

NTS

E L .5

S T

E L .1

S T

El. 977.84

8'-0"

El. 978.96

R=315.17

Approach slab

El. 977.40 railing (typ.)

Structure transition

R=287.33

El. 977.44 chord line

Layout line @

El. 978.99

Approach slab

El. 977.87

R=287.33

R=315.17

El. 979.43 El. 979.39

Bridge

Rdwy

(measured along layout line)

79'-4" Bridge length

= El. 970.6Q

= El.968.4 for riprap details

See roadway plans

El. 973.96

Bottom chord filled steel pipe pile (typ.)

" thick concrete2 116"Ø x

Rdwy surface railing (typ.)

Structure transition

Bulb-Tee girders

Prestressed decked

2-tube steel rail

Elevation 959.00

EL. 978.13

STA. 588+92.43

BEGIN BRIDGE

EL. 978.53

STA. 588+12.86

RG2933-A

M. Traffalis 1/8"=1'-0" K. Nguyen C. Tuttle F. Ismail

DATE

DRAWING NO.

G.15

STATE PROJECT

M a r c h

S S u r ft c m y fi le s p w p r o d u c ti o n d w f0 z a .d g n

PRELIM

ARY

Not For

Con str uc

GENERAL NOTES:

ESTIMATE

ITEM NO. DESCRIPTION UNITQUANTITY NOTES

ESTIMATE NOTES:

(estimated quantity = 33 cuyds), furnishing and attaching pile tips.

(5) Includes cost of furnishing and installing filled pipe pile 16 x 0.5 inch. Includes cost of concrete class (A)

(4) Includes cost of furnishing and placing grout under rail post bearing plates.

for the manufacture or erection of the girders.

diaphragm anchor bolts, grout, support brackets for utility lines and any other materials required

(3) Includes cost of concrete, reinforcing steel (epoxy), prestressing steel, lifting devices, welded connections, geocomposite sheet drain, (estimated quantity = 34 sqyd) and drain gates.

(2) Includes cost of furnishing and installing performed flexible cellular joint filler, preformed expansion joint filler,

(1) Contract quantity.

RG2933-B

M. Traffalis NTS K. Nguyen C. Tuttle F. Ismail

DATE DRAWING NO.

G.16

STATE PROJECT

w f0 z b .d g n

S S u r ft

MT. BAKER - SNOQUALMIE NATIONAL FOREST

KING COUNTY, WA

(King County Bridge No. 359E)

BRIDGE 588+50.00

PLAN

GENERAL NOTES & FOUNDATION

NOTES:

Design scour elevation = 944. Install all piles with tip elevations below 924.

Do not drive any other piling at the abutment during the test pile set-up period.

criteria and the pile tip elevations. See Special Contract Requirements.

21 day set-up period. Use the dynamic load test results to establish the pile driving abutment. Perform load tests on test pile during initial drive and during re-strike after

Perform dynamic load testing with signal matching on the first pile driven at each

The factored strength I limit state axial load per pile = 196 kips.

The required compressive nominal bearing resistance per pile during re-strike = 397 kips.

pile Bearing @LC

Layout line

Bridge

Roadway

BEGIN BRIDGE

Bearing @ pileLCLC

B-68

Abutment 1 Abutment 2

FOUNDATION PLAN

F lo w

STA. 588+92.43

STA. 588+12.86

B-69

(Measured along layout line)

79'-4" (Bridge length)

73'-10"2'-9" 2'-9"

2'-10"2'-10" p il e s p a c in g

S e e S h e e t

G .1 f o r

61707-0000

56401-1000

55901-0000

55601-0900

55401-2000

55302-3700

55201-0200

55104-1000

55101-0200

20803-0000

20801-0000

20304-1000

13,175

All required

LNFT

EACH

SQYD

LNFT

CUYD

EACH

LNFT

CUYD

LPSM

(1)

(1) (4)

(1)

(1) (3)

(1) (2)

(1)

(5)

(1)

See Summary of Subsurface Information on Sheet G.17.

For geotechnical information see Geotechnical Memorandom GM20-12, prepared by WFLHD.

GEOTECHNICAL REPORT:

below estimated tip elevation without approval of the CO.

tip elevation shown is for estimating quantities only. Do not drive piles beyond one foot

60 degree conical point end closure conforming to ASTM A27 65/35. The minimum

Steel pipe piles shall conform to ASTM A 252, grade 3. All piles shall have inside-flanged

STEEL PIPE PILES:

to ASTM A307 galvanized.

tie connections shall be furnished in black iron finish. Diaphragm anchor bolts shall conform

ASTM A36. All structural metal shall be galvanized after fabrication except girder welded

All structural metal for welded connections, and structural steel shapes shall conform to

MISCELLANEOUS STRUCTURAL METAL:

manufacture and erection.

Deflect forms to compensate for camber. Camber shall be "0" after placing wearing surface

LRFD Bridge Design Specifications, except limit tensile stresses to zero after losses.

Design precast prestressed concrete decked Bulb-Tee Units according to current AASHTO

PRESTRESSED CONCRETE DECKED BULB-TEE UNITS:

relaxation prestressing strand conforming to AASHTO M203 (ASTM A416).

Pretensioned, prestressing steel shall be Grade 270, 0.6-inch Ø, seven-wire, bright low

PRESTRESSING STEEL:

coated (girders, curbs, endwalls, pile cap, wing walls, approach slab, and sleeper beam).

unless shown otherwise on the plans. All superstructure reinforcing steel shall be epoxy

Grade 60). The minimum concrete covering to the face of any bar shall be 2 inches, All reinforcing steel shall conform to AASHTO M31, Grade 60 deformed (ASTM, A615, REINFORCING STEEL:

expansion joint filler shall meet the requirements of AASHTO M213.

joint filler shall meet the requriements of ASTM D1056, type 2, Grade 2 or 3. Preformed

", unless shown otherwise on plans. Preformed flexible cellular 4 3edges of all concrete be made with type II cement. All cement shall be low alkali cement. Chamfer exposed minimum 28-day design compressive strength, f'c=3500 psi. All Class A(AE) concrete shall design compressive strength fc'=4000 psi. Use Class A concrete to fill steel pipe pile with

All cast-in-place concrete shall be structural concrete Class A(AE) with a minimum 28-day

CAST-IN-PLACE:

Vehicle load : HL93: Maximum dynamic load allowance (Impact), IM=33%

LIVE LOAD:

Active lateral earth pressure: Equivalent fluid unit weight of soil, 36 pcf.

Concrete wearing surface : 150 lb. per cubic foot.

Concrete in Prestressed concrete Units : 155 lb per cubic foot.

Cast-in-place concrete : 150 lb per cubic foot.

DEAD LOAD:

Construction of Roads and Bridges on Federal Highway Projects, FP-03 (U.S. Customary).

CONSTRUCTION: Federal Highway Administration Standard Specifications for

Edition 2010.

DESIGN: AASHTO LRFD Bridge Design Specifications, Customary U.S. Units, 5th

SPECIFICATIONS:

Test pile Test pile

Structure transition railing, weathering steel

Bearing device, elastomeric

Membrane waterproofing

Bridge railing, weathering steel

Reinforciement steel, epoxy coated

Precast, prestressed concrete decked bulb tee girders

Structural concrete, class A(AE)

Dynamic pile load test

Concrete filled steel pipe piles, in place (16" Ø x 0.5")

Structure backfill

Structure excavation

Removal of structures and obstructions

PRELIM

ARY

Not For

Con str uc

File details come from the government source that posted it. Updated Nov 14, 2017.