IFB1 PMAA 2027000013 - Drawing Set 1 of 2.pdf

PROJECT

LOCATION

Cherry Creek ReservoirI-2

E. Belleview Ave.

P arker R oad

E. Hampden Ave.

E. Quincy Ave.

Cherry Creek

Shop Creek

C ot to nw oo d

C re ek

Quincy O utfall

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LOCATION MAP

2000'1000'0'

CONTRACT DRAWINGS FOR THE CONSTRUCTION OF:

NORTH CONNECTOR BRIDGE REPLACEMENT

COLORADO PARKS AND WILDLIFE

AUGUST 2026

CMH

JAY

CRV

G-1

8/28/2026

TITLE SHEET

GENERAL

INDEX OF DRAWINGS

SHEET

NO.

DRAWING

NO.

TITLE

GENERAL

1 G-1 TITLE SHEET

2 G-2 GENERAL NOTES

3 G-3 SITE PLAN

CIVIL

4 C-1 GRADING PLAN

5 C-2 RIPRAP ABUTMENT PROTECTION DETAIL

6 C-3 TRAIL PLAN AND PROFILE

7 C-4 MISC DETAILS

STRUCTURAL

8 S-1 GENERAL NOTES

9 S-2 GENERAL LAYOUT

10 S-3 ABUTMENT 1 LAYOUT

11 S-4 ABUTMENT 2 LAYOUT

12 S-5 DRILLED SHAFT DETAILS

13 S-6 ABUTMENT DETAILS

LANDSCAPE

14 L-1 LANDSCAPE PLAN

15 L-2 LANDSCAPE NOTES

EROSION CONTROL

16 EC-1 EROSION CONTROL PLAN

17 - 20 EC-2 - EC-5 EROSION CONTROL DETAILS

7245 W ALASKA DR. SUITE 300, LAKEWOOD, COLORADO 80226

PROJECT NO. 25-104.01

DRAWING NO.

SHEET NO.

OF

SHEET REVISIONS

NO. DATE DESCRIPTION BY

PREPARED UNDER

THE SUPERVISION OF

DATEDESIGNED:

DRAWN:

CHECKED:

90% DESIGN

NORTH CONNECTOR BRIDGE REPLACEMENT

MULLER ENGINEERING COMPANY INC.

PREPARED BY:

COLORADO PARKS AND WILDLIFE

SHAWN KRIER, PROJECT MANAGER DATE

MICHELLE SEUBERT, PARK MANAGER DATE

DATE

CMH

JAY

CRV

G-2

8/28/2026

GENERAL NOTES

GENERAL

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GENERAL NOTES

1. ALL CONSTRUCTION SHALL CONFORM TO THE COLORADO DEPARTMENT OF TRANSPORTATION STANDARDS

UNLESS NOTED OTHERWISE. ANY CONSTRUCTION NOT SPECIFICALLY ADDRESSED BY THESE PLANS AND SPECIFICATIONS WILL BE BUILT IN COMPLIANCE WITH THE LATEST EDITION OF THE MOST STRINGENT OF THE

FOLLOWING:

· THE COLORADO DEPARTMENT OF HIGHWAYS STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE

CONSTRUCTION

· THE COLORADO DEPARTMENT OF TRANSPORTATION M STANDARDS

2. CONSTRUCTION WILL NOT BEGIN UNTIL ALL APPLICABLE PERMITS HAVE BEEN ISSUED.

3. CONTACT THE U.S. FISH AND WILDLIFE SERVICE, OFFICE OF MIGRATORY BIRDS, AT (303) 236-8171, FOR

PERMITTING REQUIREMENTS PRIOR TO THE REMOVAL OR DESTRUCTION OF ANY BIRD NEST.

4. IF ANY PREVIOUSLY UNKNOWN HISTORIC OR ARCHEOLOGICAL REMAINS ARE DISCOVERED DURING

CONSTRUCTION, IMMEDIATELY STOP ACTIVITIES AND NOTIFY THE PROJECT REPRESENTATIVE AND THE U.S.

ARMY CORPS OF ENGINEERS.

5. LOCATION OF EXISTING UTILITIES SHALL BE VERIFIED BY THE CONTRACTOR PRIOR TO ACTUAL CONSTRUCTION. CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO AT TOLL FREE 1-800-922-1987.

6. THE CONTRACTOR SHALL HAVE ONE (1) SIGNED COPY OF THE PLANS AND ONE (1) COPY OF THE COLORADO

DEPARTMENT OF TRANSPORTATION SPECIFICATIONS AT THE JOB SITE AT ALL TIMES.

7. THE CONSTRUCTION PLANS SHALL BE CONSIDERED VALID FOR TWO (2) YEARS FROM THE DATE OF COUNTY ACCEPTANCE, AFTER WHICH TIME THESE PLANS SHALL BE VOID AND WILL BE SUBJECT TO RE-REVIEW AND

RE-ACCEPTANCE BY COLORADO PARKS AND WILDLIFE.

8. EXCEPT WHERE OTHERWISE PROVIDED FOR IN THESE PLANS AND SPECIFICATIONS, THE COLORADO

DEPARTMENT OF TRANSPORTATION SPECIFICATIONS SHALL APPLY.

9. TOPOGRAPHIC MAPPING SHOWN ON THE DRAWINGS WAS PREPARED BY TOPOGRAPHIC LAND SURVEYORS BASED ON FIELD SURVEY IN DECEMBER 2024. ACTUAL FEATURES AND TOPOGRAPHY COULD VARY. THE

CONTRACTOR SHALL VERIFY SITE CONDITIONS BEFORE THE START OF WORK.

10. SUBSURFACE UTILITY MAPPING SHOWN ON THE DRAWINGS IS QUALITY LEVEL B, PREPARED BY TOPOGRAPHIC LAND SURVEYORS IN JANUARY 2026. THE MAPPING WAS BASED ON A SUBSURFACE UTILITY

INVESTIGATION PERFORMED BY SURVWEST THAT INCLUDED THE FOLLOWING:

· UTILITY OWNERS WERE CONTACTED, AND UTILITY MAPS WERE COLLECTED/REVIEWED.

· THE SUBSURFACE UTILITY INVESTIGATION WAS PERFORMED UNDER THE RESPONSIBLE CHARGE OF A

COLORADO PROFESSIONAL LAND SURVEYOR AND NOT A PROFESSIONAL ENGINEER.

11. VERTICAL SURVEY CONTROL IS BASED ON THE USACE LOCAL VERTICAL DATUM (NAVD88 - 1.38').

SITE BENCHMARK:

SITE BENCHMARK IS A SET #5 REBAR W/GREEN PLASTIC CAP AT THE WEST END OF THE PROJECT ALONG THE WEST RIGHT OF WAY OF COLORADO FRONT RANGE TRAIL, AS SHOWN HEREON, WITH A NAVD 88 ELEVATION OF 5566.41' PER CHERRY CREEK STATE BY HKS SURVEY GPS OBSERVATIONS. ALL DIRECTIONS, DISTANCES AND DIMENSIONS ARE BASED ON COORDINATES FROM THE COLORADO COORDINATE SYSTEM OF 1983

CENTRAL ZONE (C.R.S. 38-52-102).

12. HORIZONTAL SURVEY CONTROL IS BASED ON COLORADO STATE PLAN COORDINATE SYSTEM, CENTRAL ZONE 83 (2011).

13. PROJECT FACILITIES ARE TO BE LOCATED BASED ON THE SURVEY COORDINATES, ELEVATIONS, DIMENSIONS, AND/OR GEOMETRIC DESIGN DATA PROVIDED ON THE DRAWINGS.

14. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR PROVIDING STABLE EXCAVATIONS AND TEMPORARY SLOPES AND FOR SATISFYING ALL APPLICABLE OSHA, FEDERAL, STATE, AND LOCAL REGULATIONS.

TEMPORARY EXCAVATIONS SHALL PROVIDE, AT MINIMUM, THE TRENCH DIMENSIONS AND CLEARANCES SHOWN OR SPECIFIED. TEMPORARY CONSTRUCTION SLOPES SHALL BE SLOPED, SHORED, SHEETED, AND/OR BRACED IN ACCORDANCE WITH STABILITY REQUIREMENTS AND APPLICABLE REGULATIONS, AND SHALL BE NO STEEPER THAN THE SLOPES SHOWN OR SPECIFIED WITHOUT THE APPROVAL OF THE ENGINEER. ANY SUCH APPROVALS BY THE ENGINEER WILL NOT RELIEVE THE CONTRACTOR FROM SOLE

RESPONSIBILITY FOR PROVIDING STABLE EXCAVATIONS AND TEMPORARY SLOPES.

15. ALL EXISTING UTILITIES SHALL BE PROTECTED BY THE CONTRACTOR IN PLACE.

16. EXISTING TREES, VEGETATION, AND FACILITIES NOT INDICATED TO BE REMOVED SHALL BE PROTECTED IN

PLACE OR REMOVED AND REPLACED IN KIND, AS APPROVED BY ENGINEER.

17. THE WORK WILL TAKE PLACE IN AND AROUND A STREAM, SUBJECT TO PERIODIC FLOODING. THE

CONTRACTOR SHALL BE RESPONSIBLE FOR THE CONTROL OF SURFACE AND SUBSURFACE WATER DURING THE COURSE OF THE WORK. ANY DAMAGE TO THE WORK RESULTING FROM SURFACE FLOWS, BASE FLOWS OR FLOOD FLOWS INCLUDING BUOYANCY FORCES ON PIPELINES AND OTHER FACILITIES SHALL BE CORRECTED BY THE CONTRACTOR AT THE CONTRACTOR'S SOLE COST. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING AND SATISFYING THE REQUIREMENTS OF ANY APPLICABLE PERMITS

PERTAINING TO WATER AND EROSION CONTROL.

18. CONTACT THE ENGINEER FOR CLARIFICATIONS OF ANY ABBREVIATIONS SHOWN ON THE DRAWINGS.

19. CONTRACTOR SHALL CONFINE WORK TO THE CONSTRUCTION LIMITS SHOWN ON THE GESC PLAN.

ABBREVIATIONS

CP CONTROL POINT

DIA DIAMETER

DP DESIGN POINT

DWG DRAWING

EL ELEVATION

EX EXISTING

EW EACH WAY

GESC GRADING , EROSION, AND SEDIMENT CONTROL

INV. INVERT

LF LINEAR FEET

MAX MAXIMUM

MIN MINIMUM

NO. NUMBER

O.C. ON CENTER

STA STATION

TOR TOP OF RIPRAP

TOW TOP OF WALL

TYP. TYPICAL

WSEL WATER SURFACE ELEVATION

3:1

PROPOSED VOID-FILLED RIPRAP OR SOIL RIPRAP

EXISTING TREES

EXISTING MAJOR CONTOUR

EXISTING MINOR CONTOUR

PROPOSED MAJOR CONTOUR

PROPOSED MINOR CONTOUR

NEW EMBANKMENT SLOPE AS INDICATED (HORIZ:VERT)

SPOT ELEVATIONEL. 5600

REMOVE TREE

EXISTING SHRUB BOUNDARY LINE

EXISTING CONCRETE

PROPOSED BURIED VOID-FILLED RIPRAP

DESIGN POINT

PROJECT NO. 25-104.01

DRAWING NO.

SHEET NO.

OF

SHEET REVISIONS

NO. DATE DESCRIPTION BY

PREPARED UNDER

THE SUPERVISION OF

DATEDESIGNED:

DRAWN:

CHECKED:

90% DESIGN

NORTH CONNECTOR BRIDGE REPLACEMENT

LEGEND

w w w w w w w w w w w w w w ww w w w w w w w w w w w w w w w w w w w w w w w

Cherry Creek Reservoir

Lakeview Drive

Parker R oad

C ottonw ood C reek

Pipeline Trail

W etland L oop Trail

North Connector Trail

Q uincy

South C onnector

T rail

Multi-Purpose Pool (Elev. 5550.0), Approx. Normal Operating WSE

Flood Control Pool (Elev. 5598.0)

O utfall

NORTH CONNECTOR

TRAIL BRIDGE

DRAWING NUMBER, TYP.

Shop C reek

SHEET WINDOW, TYP.

STAGING AREA

SITE ACCESS FOR WEST

ABUTMENT VIA PIPELINE TRAIL

SITE ACCESS FOR WEST

ABUTMENT VIA PIPELINE TRAIL

AND WETLAND LOOP TRAIL

EAST SITE ACCESS LOCATION

La ke vie w

D riv e

Concrete Bike Path

C-1

40" And 54" Water Lines

Che rry

C ree k w

LIMITS OF CONSTRUCTION

EXISTING MAJOR CONTOUR

EXISTING MINOR CONTOUR

EXISTING WATER LINE

EXISTING SHRUB BOUNDARY LINE

EXISTING CONCRETE

EXISTING CHANNEL CENTERLINE

EXISTING WETLAND

PROPOSED MAJOR CONTOUR

PROPOSED MINOR CONTOUR

STAGING AREA

LEGEND

PROJECT SITE CONTROL SUMMARY TABLE

POINT #

NORTHING

1659123.67

1659029.71

1656868.25

1656350.60

EASTING

3186828.66

3186900.48

3186781.07

3186830.93

ELEVATION

5647.4

5648.3

5566.4

5563.1

DESCRIPTION

MAG CENTERED CAP 2.5" STEEL PIPE IN LOCKBOX

3.5" BC US ARMY CORPS ENGINEERS SURVEY STATION R-4-4

SET #5 REBAR W/ GREEN PLASTIC CAP (SITE BENCHMARK)

SET #5 REBAR W/ GREEN PLASTIC CAP

5566.41

CMH

JAY

CRV

G-3

8/28/2026

SITE PLAN

GENERAL

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500'250'0'

USACE RESERVOIR STORAGE ZONES

ZONE NAME ELEVATION RANGE*

MULTIPURPOSE POOL 5504.0 - 5550.0

FLOOD CONTROL POOL 5550.0 - 5598.0

MAXIMUM POOL 5598.0 - 5648.0

* ALL ELEVATIONS IN LOCAL PROJECT DATUM

PROJECT NO. 25-104.01

DRAWING NO.

SHEET NO.

OF

SHEET REVISIONS

NO. DATE DESCRIPTION BY

PREPARED UNDER

THE SUPERVISION OF

DATEDESIGNED:

DRAWN:

CHECKED:

90% DESIGN

NORTH CONNECTOR BRIDGE REPLACEMENT

X

X

X X

X X

X X w w w w w w w w w w w w w w

E . L ake V iew

R d.

C he rry C re ek

Shop Creek

55 5

5555 55

PEDESTRIAN BRIDGE. SEE

DETAILS ON DWG. S-1 to S-6

BRIDGE ABUTMENT PROTECTION,

TYPE H VOID-FILLED RIPRAP. SEE

DETAIL ON DWG. C-2

BORROW AREA,

165 CY

WEST SITE ACCESS VIA

PIPELINE TRAIL AND

WETLAND LOOP TRAIL

REMOVE AND REPLACE 23 SY OF

CONCRETE TRAIL DAMAGED

DURING CONSTRUCTION

LIMITS OF CONSTRUCTION, TYP.

Existing Wetlands, Typ.

Existing Wooden Fence

Stream Monitoring Station

PROTECT

BRIDGE ABUTMENT PROTECTION,

TYPE H VOID-FILLED RIPRAP. SEE

DETAIL ON DWG. C-2

CLASS 6 AGGREGATE BASE COURSE

TRAIL. SEE DETAIL ON DWG. C-3

Existing Ordinary High Water Mark, Typ.

Existing Trail, Typ. Existing Wooden Fence

STAGING AREA

0+

1+00

2+00

3+

4+00

5+

5+

6:1

6:1

6:1

6:1

Existing Concrete Trail

PROJECT NO. 25-104.01

DRAWING NO.

SHEET NO.

OF

SHEET REVISIONS

NO. DATE DESCRIPTION BY

PREPARED UNDER

THE SUPERVISION OF

DATEDESIGNED:

DRAWN:

CHECKED:

90% DESIGN

NORTH CONNECTOR BRIDGE REPLACEMENT

50'25'0'

CMH

JAY

CRV

C-1

8/28/2026

GRADING PLAN

CIVIL

NOTE:

1. SEE DWG. G-2 FOR USACE SECTION 408 CUT/FILL BALANCE TABLE

X

X

X

X

X

X

C he rr y

C re ek

Existing Crusher Fines Trail

Stream Monitoring Station

PROTECT

Existing Wetlands, Typ.

North Connector Trail

LIMITS OF CONSTRUCTION

CLASS 6 AGGREGATE BASE COURSE

TRAIL. SEE DETAIL ON DWG. C-4

ABUTMENT PROTECTION

TYPE H VOID-FILLED RIPRAP,

BURIED WITH 4" TOPSOIL

SEE NOTE 2

ABUTMENT PROTECTION

TYPE H VOID-FILLED RIPRAP,

BURIED WITH 4" TOPSOIL

SEE NOTE 2

1.1

1.10

1.2

1.9

1.4

1.7

1.5 1.6

1.23

1.22

1.24

1.21

PEDESTRIAN BRIDGE. SEE

DETAILS ON DWG. S-1 TO S-6

0+

1+

2+

3+

0+

1+

2+

3+ 001.26

1.19

5557 5558 5558

1.3

1.8

1.11 1.12

1.13

1.14

1.15

1.16 1.17

1.18

1.20 1.25

A A

TRAIL APPROACH SECTION,

SEE DETAIL DWG. C-4

CONTROL POINT NO. (TYP.)

ABUTMENT GRADING TIE-IN

WITH EXISTING GRADE

6' ADDITIONAL RIPRAP TO PROTECT

ABUTMENT FROM SCOURING

1.271.28

1.29

1.30

1.31 1.32

HORZ SCALE: 1"=10'

VERT SCALE: 1"=5'

RIPRAP ABUTMENT PROTECTION SECTION

0+00 0+50 1+00 1+50 2+00 2+50 2+80

Existing Ground

5% MAXFINAL GRADE

CLASS 6 AGGREGATE BASE COURSE TRAIL,

TYP. BOTH SIDES. SEE DETAIL ON DWG. C-4

TYPE H VOID-FILLED RIPRAP, 3' THICKTYPE H VOID-FILLED RIPRAP, 3' THICK

PEDESTRIAN BRIDGE. SEE

DETAILS ON DWG. S-1 TO S-6

5% MAX

BRIDGE ABUTMENT

(TYP. BOTH SIDES)

4" TOPSOIL ABOVE RIPRAP

OUTSIDE TRAIL EXTENTS

TRANSITION DEPTH OF RIPRAP FROM 3' - 4"

TO BOTTOM OF ABUTMENT OVER 2',

TYP. BOTH SIDES

100-YR

WSEL = 5559.410-YR

WSEL = 5557.1

RIPRAP ABUTMENT PROTECTION CONTROL POINT TABLE

POINT NO.

1.1

1.2

1.3

1.4

1.5

1.6

1.7

1.8

TOP OF RIPRAP EL.

5554.78

5554.87

5554.98

5555.10

5555.20

5555.24

5554.84

5554.85

FINAL GRADE EL. NORTHING

1656184.57

1656200.68

1656236.16

1656251.25

1656209.91

1656225.00

1656188.97

1656181.14

EASTING

3186336.31

3186353.84

3186377.48

3186393.49

3186402.94

3186419.03

3186361.00

3186338.63

RIPRAP ABUTMENT PROTECTION CONTROL POINT TABLE

POINT NO.

1.9

1.10

1.11

1.12

1.13

1.14

1.15

1.16

TOP OF RIPRAP EL.

5554.96

5554.89

5555.25

5555.30

5557.29

5557.20

5557.92

5558.00

FINAL GRADE EL. NORTHING

1656176.96

1656184.60

1656205.58

1656220.66

1656206.21

1656210.60

1656225.50

1656221.09

EASTING

3186342.57

3186365.07

3186407.10

3186423.11

3186376.32

3186372.24

3186388.43

3186392.48

RIPRAP ABUTMENT PROTECTION CONTROL POINT TABLE

POINT NO.

1.17

1.18

1.19

1.20

1.21

1.22

1.23

1.24

TOP OF RIPRAP EL.

5558.00

5557.93

5557.20

5557.29

5555.05

5555.27

5555.56

5556.10

FINAL GRADE EL. NORTHING

1656303.67

1656308.05

1656324.12

1656319.81

1656305.11

1656320.18

1656329.96

1656339.73

EASTING

3186480.46

3186476.35

3186493.47

3186497.64

3186449.55

3186465.56

3186488.04

3186510.52

RIPRAP ABUTMENT PROTECTION CONTROL POINT TABLE

POINT NO.

1.25

1.26

1.27

1.28

1.29

1.30

1.31

1.32

TOP OF RIPRAP EL.

5556.20

5555.92

5555.74

5555.55

5556.28

5556.04

5555.83

5555.65

FINAL GRADE EL. NORTHING

1656335.26

1656314.03

1656292.80

1656277.88

1656330.75

1656311.54

1656288.40

1656273.44

EASTING

3186514.52

3186502.95

3186491.37

3186475.27

3186518.54

3186507.95

3186495.45

3186479.29

5555.11

5555.20

5555.32

5555.43

5555.53

5555.58

5555.17 5558.26

5557.22

5557.27

5555.63

5555.59

5555.22

5555.29 5558.33

5558.26

5557.22

5557.28

5555.39

5555.60

5555.89

5556.61

5555.89

5556.08

5556.25

5556.54

5555.18 5558.33 5556.43 5555.99

5556.37

5556.17

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RIPRAP ABUTMENT PROTECTION PLAN

20'10'0'

PROJECT NO. 25-104.01

DRAWING NO.

SHEET NO.

OF

SHEET REVISIONS

NO. DATE DESCRIPTION BY

PREPARED UNDER

THE SUPERVISION OF

DATEDESIGNED:

DRAWN:

CHECKED:

90% DESIGN

NORTH CONNECTOR BRIDGE REPLACEMENT

CMH

JAY

CRV

C-2

8/28/2026

RIPRAP ABUTMENT PROTECTION DETAIL

CIVIL

NOTE:

1. BURIED VOID-FILLED RIPRAP TO BE PLACED 4" BELOW FINAL GRADE. COVERED WITH 4" TOPSOIL.

2. VOID-FILLED RIPRAP SHALL BE MIXED AND PLACED PER THE SPECIFICATION PROVIDED IN THE

SPECIAL CONDITIONS INCLUDING WASHING A 50/50 MIXTURE OF TYPE 2 BEDDING AND PIT RUN MATERIALS INTO THE VOIDS AND COMPACTION BY TRACKING OVER THE VOID-FILLED RIPRAP TO

ENSURE ALL VOIDS ARE FILLED TO PREVENT FUTURE SETTLEMENT OF THE CRUSHER FINES

TRAIL MATERIAL AND TOPSOIL PLACED OVER THE TOP.

HORZ SCALE: 1"=5'

VERT SCALE: 1"=1'

TRAIL PROFILE

0+00 1+00 2+00 3+00 4+00 5+00 5+20

Existing Ground

FINAL GRADE

TRANSITION FROM PROPOSED

BRIDGE TO EXISTING TRAIL

WITH CRUSHER FINES

CLASS 6 AGGREGATE BASE COURSE

TRAIL. SEE DETAIL ON DWG. C-4

TYPE H VOID-FILLED RIPRAP, 3' THICK

TYPE H VOID-FILLED RIPRAP, 3' THICK

PEDESTRIAN BRIDGE. SEE

DETAILS ON DWG. S-1 TO S-6

TR

AI

L

ST

AR

T

ST

A.

+1

R

IP

R

AP

E N

D

ST

A.

+5

TR

AI

L

EN

D

ST

A.

+7

BR

ID

G E

ST

AR

T

ST

A.

+0

BR

ID

G E

EN

D

ST

A.

+0

4" TOPSOIL OVER RIPRAP

OUTSIDE OF TRAIL EXTENTS

10-YR

WSEL = 5557.1

100-YR

WSEL = 5559.4

X X

X X

X X

X X

X X

X

C he rr y

C re ek

Shop Creek

Existing Wetlands, Typ.

Existing Wooden Fence

REMOVE

Stream Monitoring Station

PROTECT

Existing Ordinary High Water Mark, Typ.

Existing Crusher Fines Trail

PEDESTRIAN BRIDGE. SEE

DETAILS ON DWG. ---- to ----

BRIDGE ABUTMENT PROTECTION,

TYPE H VOID-FILLED RIPRAP. SEE

DETAIL ON DWG. C-2

WEST SITE ACCESS VIA

PIPELINE TRAIL AND

WETLAND LOOP TRAIL

LIMITS OF CONSTRUCTION, TYP.

BRIDGE ABUTMENT PROTECTION,

TYPE H VOID-FILLED RIPRAP. SEE

DETAIL ON DWG. C-2

CLASS 6 AGGREGATE BASE COURSE

TRAIL, SEE SECTION DWG. C-4

0+

1+00

2+00

3+

4+

5+

5+

0+

1+00

2+00

3+

4+

5+

5+

TRAIL TO DRAIN

TO NORTH, TYP.

2.1

2.2

2.3

2.4

2.5

2.6 2.7

2.8 2.9

2.10

2.11

2.12

2.13

MATCH EXISTING TRAIL

MATCH EXISTING TRAIL

Existing Crusher Fines Trail

Trail Horizontal Control Line

DESIGN POINT TABLE

POINT NO.

2.1

2.2

2.3

2.4

2.5

ELEVATION

5555.11

5556.19

5557.13

5558.27

5558.28

NORTHING

1656182.70

1656194.06

1656207.20

1656223.38

1656305.86

EASTING

3186337.57

3186357.27

3186372.97

3186390.43

3186478.40

DESIGN POINT TABLE

POINT NO.

2.6

2.7

2.8

2.9

2.10

ELEVATION

5556.41

5556.73

5557.18

5557.92

5558.31

NORTHING

1656334.93

1656345.38

1656349.07

1656347.08

1656344.05

EASTING

3186509.36

3186528.48

3186549.91

3186603.41

3186620.10

DESIGN POINT TABLE

POINT NO.

2.11

2.12

2.13

ELEVATION

5558.68

5559.54

5559.62

NORTHING

1656337.89

1656319.67

1656293.53

EASTING

3186635.92

3186669.08

3186716.70

PROJECT NO. 25-104.01

DRAWING NO.

SHEET NO.

OF

SHEET REVISIONS

NO. DATE DESCRIPTION BY

PREPARED UNDER

THE SUPERVISION OF

DATEDESIGNED:

DRAWN:

CHECKED:

90% DESIGN

NORTH CONNECTOR BRIDGE REPLACEMENT

40'20'0'

CMH

JAY

CRV

C-3

8/28/2026

TRAIL PLAN AND PROFILE

CIVIL

PL

O

TT

ED

: 8 /2

8/

0:

:2

AM

N

AM

E:

P :\2

PR

O

JE

C

TS

\2

5-

4.

N O

R

TH

C O

N N

EC

TO

R P

ED

ES

TR

IA

N B

R

ID

G E

R

EP

LA

C

EM

EN

T

- C

PW

\C

AD

\D

R

AW

IN

G

S\

-1

.0 1_

TR

AI

L

PN

P.

D

W

G TRAIL PLAN

HORZ SCALE: 1"=5'

VERT SCALE: 1"=5'

TRAIL APPROACH SECTION

0+00 0+10 0+20 0+30 0+40 0+50

4'-0"

FINAL GRADE

4" TOPSOIL OVER

VOID-FILLED RIPRAP, TYP.

TYPE H VOID-FILLED RIPRAP, 3' THICK

SEE NOTE 2 ON DWG. C-2 FOR

DIRECTION REGARDING INSTALLATION

Existing Ground

CLASS 6 AGGREGATE BASE COURSE TRAIL

(SEE DETAIL THIS SHEET)

1' SHOULDER ALONG TRAIL,

TYP. BOTH SIDES

6'-0"

ADDITIONAL RIPRAP PROTECTION

ALONG UPSTREAM SIDE OF

ABUTMENT TO PREVENT SCOUR

2%

RIPRAP CONTROL POINT, TYP.

SEE TABLE ON DWG. C-2 FOR

NORTHING. EASTING AND ELEVATION

2%

4'-0" 2'-0" VARIES

TIE-IN TO EXISTING

GRADES AT 3:1

CLASS 6 AGGREGATE BASE

COURSE TRAIL, 5% MAX

RUNNING SLOPE

4"

0%

CLASS 6 AGGREGATE BASE COURSE TRAIL

(LOOKING EAST)

PROJECT NO. 25-104.01

DRAWING NO.

SHEET NO.

OF

SHEET REVISIONS

NO. DATE DESCRIPTION BY

PREPARED UNDER

THE SUPERVISION OF

DATEDESIGNED:

DRAWN:

CHECKED:

90% DESIGN

NORTH CONNECTOR BRIDGE REPLACEMENT

2'1'0'

CMH

JAY

CRV

C-4

8/28/2026

MISC DETAILS

CIVIL

PL

O

TT

ED

: 8 /2

8/

1:

:3

AM

N

AM

E:

P :\2

PR

O

JE

C

TS

\2

5-

4.

N O

R

TH

C O

N N

EC

TO

R P

ED

ES

TR

IA

N B

R

ID

G E

R

EP

LA

C

EM

EN

T

- C

PW

\C

AD

\D

R

AW

IN

G

S\

-1

.0 1_

TR

AI

L

PN

P.

D

W G

A

PROJECT NO. 25-104.01

DRAWING NO.

SHEET NO.

OF

SHEET REVISIONS

NO. DATE DESCRIPTION BY

PREPARED UNDER

THE SUPERVISION OF

DATEDESIGNED:

DRAWN:

CHECKED:

90% DESIGN

NORTH CONNECTOR BRIDGE REPLACEMENT

STRUCTURAL NOTES:

1. ALL WORK SHALL BE DONE IS ACCORDANCE WITH THE COLORADO DEPARTMENT OF TRANSPORTATION (CDOT)

2025 STANDARD SPECIFICATION FOR ROAD AND BRIDGE CONSTRUCTION, AS APPLICABLE TO THE PROJECT, AS

MODIFIED BY THE PROJECT SPECIFICATIONS AND THESE PLANS.

2. REFERENCE THE TRAIL CIVIL DRAWINGS FOR HORIZONTAL AND VERTICAL CONTROL INFORMATION.

3. STRUCTURE EXCAVATION AND BACKFILL SHALL BE AS SHOWN ON THE ABUTMENT DETAIL SHEET.

4. THE SOILS AND FOUNDATION INVESTIGATION WAS PERFORMED BY CTL THOMPSON INC. THE SUBSURFACE CONDITIONS AND RECOMMENDATIONS ARE CONTAINED IN A REPORT DATED 07/09/2026, PROJECT NO

DN52,903.000-125-R1.

5. EXPANSION JOINT MATERIAL SHALL MEET AASHTO SPECIFICATION M213.

6. COVERAGE FROM THE FACE OF CONCRETE TO THE OUTSIDE OF REINFORCEMENT SHALL BE 2 INCHES, UNLESS

NOTED OTHERWISE.

7. GRADE 60 REINFORCING STEEL IS REQUIRED.

8. ALL REINFORCING STEEL SHALL BE BLACK UNCOATED REINFORCING UNLESS NOTED OTHERWISE.

9. E DENOTES EPOXY COATED REINFORCING STEEL.

10. THE FOLLOWING TABLE GIVES THE MINIMUM CLASS B LAP SPLICE LENGTH FOR EPOXY COATED REINFORCING BARS PLACED IN ACCORDANCE WITH SUBSECTION 602.06. THESE SPLICE LENGTHS SHALL BE INCREASED BY

25% FOR BARS SPACED AT LESS THAN 6" ON CENTER.

11. WHEN THE CONTRACTOR ELECTS TO SUBSTITUTE EPOXY COATED REINFORCEMENT FOR BLACK REINFORCING

BARS, THE MINIMUM LAP SPLICE SHALL BE AS DESCRIBED ABOVE.

12. THE FOLLOWING TABLE GIVES THE MINIMUM CLASS B LAP SPLICE LENGTH FOR BLACK REINFORCING BARS PLACED IN ACCORDANCE WITH SUBSECTION 602.06. THESE SPLICE LENGTHS SHALL BE INCREASED BY 25% FOR

BARS SPACED AT LESS THAN 6" ON CENTER.

13. ALL CONCRETE SHALL BE CDOT CLASS DF, f'c = 4,500 psi, UNLESS NOTED OTHERWISE.

14. STRUCTURAL CONCRETE SHALL CONFORM TO CEMENTIOUS MATERIALS REQUIREMENT CLASS 0, CORRESPONDING TO SULFATE RESISTANCE CLASS 0.

15. EXPOSED OUTSIDE CORNERS SHALL RECEIVE A 34" CHAMFER, UNLESS NOTED OTHERWISE.

16. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE DURING CONSTRUCTION.

IN NO CASE SHALL STRUCTURES BE BACKFILLED UNTIL ALL MEMBERS HAVE REACHED 80% OF DESIGN

STRENGTH.

17. THE INFORMATION SHOWN ON THESE PLANS CONCERNING THE TYPE AND LOCATION OF UNDERGROUND UTILITIES IS NOT GUARANTEED TO BE ACCURATE OR ALL INCLUSIVE. THE CONTRACTOR IS RESPONSIBLE FOR MAKING HIS OWN DETERMINATION AS TO THE TYPE AND LOCATION OF UNDERGROUND UTILITIES AS MAY BE NECESSARY TO AVOID DAMAGE THERETO. THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER AT 811 AT LEAST 2 DAYS (NOT INCLUDING THE DAY OF NOTIFICATION) PRIOR TO ANY EXCAVATION OR

OTHER EARTHWORK.

BAR SIZE #4 #5 #6 #7 #8 #9 #10 #11

SPLICE LENGTH FOR

CONCRETE CLASS DF 1'-10" 2'-3" 3'-4" 3'-11" 4'-5" 5'-6" 6'-10" 8'-2"

BAR SIZE #4 #5 #6 #7 #8 #9 #10 #11

SPLICE LENGTH FOR

CONCRETE CLASS DF 1'-6" 1'-11" 2'-3" 2'-7" 3'-0" 3'-8" 4'-7" 5'-5"

ABBREVIATIONS:

EF = EACH FACE

BO = BOTTOM OF

TO = TOP OF

BRG = BEARING

BF = BACK FACE

OC = ON CENTER

TOW = TOP OF WALL

FF = FRONT FACE

CONCRETE FINISH NOTES:

1. EXPOSED CONCRETE FACES SHALL RECEIVE A CLASS 2 RUBBED FINISH PER SECTION 601.14 OF THE CDOT

STANDARD SPECIFICATIONS.

2. ALL OTHER CONCRETE SURFACES SHALL RECEIVE A CLASS 1, ORDINARY SURFACE FINISH PER SECTION 601.14.

3. COST FOR SURFACE FINISH SHALL BE INCLUDED IN THE COST FOR ITEM 601: CONCRETE CLASS DF.

4. DECK AND APPROACH SLAB CONCRETE SHALL BE FINISHED WITH A LIGHT TRANSVERSE BROOM UNLESS

OTHERWISE SPECIFIED BY THE OWNER.

DESIGN DATA:

AASHTO LRFD GUIDE SPECIFICATIONS FOR THE DESIGN OF PEDESTRIAN BRIDGES,

2ND EDITION (2016 INTERIM)

AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS 2024 (10TH EDITION)

DESIGN METHOD: LOAD AND RESISTANCE FACTOR DESIGN

PEDESTRIAN LIVE LOAD: 90 PSF

VEHICULAR LIVE LOAD: H5 TRUCK

WIND LOAD: BASE WIND SPEED: 115 MPH (3 SEC GUST)

STREAM LOAD:

10 YEAR: V = 5.0 ft/s, APPLIED IN STRENGTH I LC 100 YEAR: V = 5.3 ft/s, APPLIED IN EXTREME II LC

REINFORCED CONCRETE:

CLASS DF CONCRETE: f'c = 4,500 psi REINFORCING STEEL: fy = 60,000 psi

SOILS DATA:

EQUIV. FLUID PRESSURE: 55 pcf (AT-REST)

BRIDGE SUPERSTRUCTURE REACTIONS (SERVICE LEVEL, ASSUMED):

DEAD LOAD: 32.2 KIPS/ABUT

LIVE LOAD: 27.8 KIPS/ABUT

BRIDGE NOTES:

1. BRIDGE SHALL BE SINGLE (CLEAR) SPAN PREFABRICATED WEATHERING STEEL TRUSS, PER THE PLANS AND

SPECIFICATIONS.

2. CONSTANT DEPTH PRATT PONY HALF-THROUGH TRUSSES SHALL BE THE MAIN LOAD CARRYING MEMBERS.

THE VERTICAL WEB MEMBERS AT THE ENDS OF THE BRIDGE SHALL BE PLUMB.

SHEET INDEX:

S-1 GENERAL NOTES

S-2 GENERAL LAYOUT

S-3 ABUTMENT 1 LAYOUT

S-4 ABUTMENT 2 LAYOUT

S-5 DRILLED SHAFT DETAILS

S-6 ABUTMENT DETAILS

ENGINEERING

REVIEWED BY:

DATE

PLANNING

REVIEWED BY:

DATE

APPROVED BY:

DATE

PROJECT #

AMJ

ASP

BRS

S-1

8/28/2026

GENERAL NOTES

STRUCTURAL

DRILLED SHAFT NOTES:

1. THE CONTRACTOR SHALL FOLLOW THE FOLLOWING STEPS FOR CAISSON CONSTRUCTION

a. DRILL A SOUNDING HOLE AT EACH ABUTMENT PRIOR TO CONSTRUCTION. BE PREPARED TO

ADVANCE THE SOUNDING HOLE TO BEDROCK. THE CONTRACTOR IS RESPONSIBLE FOR

PROVIDING A LICENSED GEOTECHNICAL ENGINEER TO OBSERVE THE SOUNDING AND RECORD

THE DEPTH OF BEDROCK.

b. REPORT BEDROCK DEPTHS TO THE ENGINEER. ALLOW 2 WEEKS OF REVIEW TIME. THE

ENGINEER WILL PROVIDE UPDATED PILE TIP ELEVATIONS FOR CONSTRUCTION.

c. ORDER REINFORCEMENT CAGES FOR DRILLED SHAFTS AND PROVIDE SHOP DRAWING

SUBMITTAL TO THE ENGINEER FOR REVIEW.

d. FABRICATE THE REINFORCING CAGES.

e. CONSTRUCT DRILLED SHAFT FOUNDATIONS BASED ON THE PLANS AND UPDATED TIP

ELEVATIONS.

2. THE BORING IN THE GEOTECHNICAL REPORT IS LOCATED APPROXIMATELY 226 FEET NORTHWEST OF

ABUTMENT 2. BEDROCK WAS FOUND AT APPROXIMATELY 17 FEET BELOW GRADE. PREVIOUS

INVESTIGATIONS INDICATE POTENTIAL FOR BEDROCK AT BRIDGE LOCATION APPROXIMATELY 40 FEET BELOW GRADE. SEE BEDROCK SOUNDING DETAIL (DWG NO S-5) AND PROJECT SPECIFICATIONS FOR GEOTECHNICIAL INVESTIGATION AND VERIFICATION TO BE PERFORMED BY THE CONTRACTOR PRIOR TO

CONSTRUCTION OF DRILLED SHAFTS.

3. PRESENCE OF HIGH GROUNDWATER AND SOFT, SLOUGHING SOIL CONDITIONS WERE NOTED DURING GEOTECHNICAL INVESTIGATION. TEMPORARY CASING WILL BE REQUIRED TO SUPPORT THE EXCAVATION WHERE THE GROUND WATER EXISTS AND/OR WHERE HOLES ARE UNSTABLE DUE TO SOIL CONDITIONS.

DURING DRILLING OPERATIONS, GROUNDWATER WAS ENCOUNTERED AT APPROXIMATE ELEVATION

5549.00 TO 5552.50.

4. CONCRETE SHALL NOT BE PLACED BY FREE FALL METHODS IN MORE THAN 3 INCHES OF WATER. PUMPING THE CONCRETE FROM THE BOTTOM OF THE PIER IS REQUIRED BY A TREMIE PIPE TO DISPLACE WATER.

5. ALL CONCRETE SHALL BE CLASS BZ

6. DRILLED SHAFT REINFORCEMENT SHALL BE NON-EPOXY COATED.

7. DRILLED SHAFT SHALL BE CONSTRUCTED IN ACCORDANCE WITH CDOT SECTION 503. PAYMENT FOR DRILLED SHAFT (LF) INCLUDES ALL MATERIALS (INCLUDING TEMPORARY CASING) AND WORK NECESSARY

TO CONSTRUCT THE DRILLED SHAFT.

8. THE CONTRACTOR SHALL COORDINATE AND PROVIDE ON-SITE OBSERVATION OF THE DRILLING BY A

QUALIFIED GEOTECHNICAL ENGINEER.

9. CONCRETE FOR EACH DRILLED SHAFT SHOULD BE FORMED TO MAINTAIN UNIFORM DIAMETER AT THE

TOP OF THE PIER.

10. DRILLED SHAFTS SHALL EXTEND AT LEAST TO THE MINIMUM TIP ELEVATION. DRILLED SHAFTS SHALL BE FURTHER ADVANCED INTO BEDROCK IF NECESSARY TO OBTAIN THE SPECIFIED MINIMUM EMBEDMENT.

11. THE HORIZONTAL TOLERANCE FOR CENTROID OF DRILLED SHAFT FOR THIS PROJECT SHALL BE +/- 2

INCHES.