ATCH 5. Am_0001 Drawings.pdf

PDF 1 MB Posted Aug 12, 2021

Attached to: Middle Logan Creek Flood Risk Management Project, Phase 2 Randolph, NE
Solicitation number: W9128F21B0012
Issued by: Department of the Army Corps of Engineers Engineering District Omaha

About this file

Written by GovTribe AI · Dec 27, 2023

This document package includes construction drawings and specifications for a flood risk management project along Middle Logan Creek in Randolph, Nebraska. The project scope includes excavating and widening the creek channel to a trapezoidal section, installing grade control and erosion protection, replacing three bridges, realigning roadways, installing storm drains and sewer lines, and erecting fencing. Pile layout and design details are provided for bridge foundations. Construction drawings depict grading plans, profiles, sections and other information. Specifications reference requirements for earthwork, drainage, piling and other elements.

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Other files

File	Type	Posted
Bid Abstract_21B0012.pdf	PDF	Aug 23, 2021
Am0003_21B0012_17Aug2021.pdf	PDF	Aug 17, 2021
ATCH 8. Am0003 Drawings.pdf	PDF	Aug 17, 2021
Am0002_21B0012_13Aug2021.pdf	PDF	Aug 13, 2021
ATCH 7. Attachment to 02 82 00 Hazardous Materials Survey Technical Memo 212 South Douglas.pdf	PDF	Aug 13, 2021
ATCH 6. Am0002 Drawings.pdf	PDF	Aug 13, 2021
Am0001_21B0012_12Aug2021.pdf	PDF	Aug 12, 2021
Site Visit Sign-In Sheet.pdf	PDF	Aug 11, 2021
ATCH 2. Randolph Dwgs - 1 OF 3.pdf	PDF	Jul 20, 2021
ATCH 3. Randolph Dwgs - 2 OF 3.pdf	PDF	Jul 20, 2021
ATCH 1. Randolph Specs.pdf	PDF	Jul 20, 2021
ATCH 4. Randolph Dwgs - 3 OF 3.pdf	PDF	Jul 20, 2021
W9128F21B0012_07-20-2021.pdf	PDF	Jul 20, 2021

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55 1655

60 1660

20"

24"

12"

20"

12"

14"

16"

12"

20"

A R

B E

D W

E F

E N

C E

A R

B E

D W

E F

E N

C E

SD9

SHOWN ON PLAN AND PROFILE

SD9 ON PIPE TO MATCH GENERAL POSITION

IS APPROXIMATE. LOCATE IN FIELD AND PLACE

EXISTING STORM DRAIN LOCATION SHOWN

NOTE:

S O

A T

N N

D E

N E

D B

D E

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D B

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N B

U E D

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2 3 4 5 6 7 8 9 10

SHEET ID

C B

KEY PLAN

SCALE: 1" = 500'

20' 40'0

SCALE: 1" = 20'

N LEGEND

EXISTING MAJOR CONTOUR

EXISTING MINOR CONTOUR

NEW MAJOR CONTOUR

NEW MINOR CONTOUR

NEW STORM DRAIN PIPE

GRADING LIMITS

CONTRACTOR LIMITS OF CONSTRUCTION

+1644.32 SPOT ELEVATION

NEW CULVERT PIPE

NEW CURB INLET

NEW AREA INLET

NEW STORM DRAIN MANHOLE

-0 +2

-0

+2 0.

P O

P O E

SEE CS SERIES SHEETS FOR DETAILS.

5. HATCHING OF ROADWAY PAVEMENT SHOWN FOR CLARITY.

AS INDICATED ON CG509.

4. BEDDING FOR STORM DRAINS AND CULVERTS SHALL BE "TYPE I"

3. SEE CG500 SERIES SHEETS FOR STORM DRAINAGE DETAILS.

2. SEE CG300 SERIES SHEETS FOR GRADING CROSS SECTIONS.

ROADWAY, STORM DRAIN, AND CULVERT PROFILES.

1. SEE CG200 SERIES SHEETS FOR CHANNEL,

NOTES:

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...\30500 - Construction E&D\RD02\30DA0 - Plans & Specs\CAD_BIM\_Sheets\RD02 - Middle Logan Creek Flood Risk Managem

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2 3 4 5 6 7 8 9 10

SHEET ID

PILE LAYOUT

(feet)

LENGTH

PILE ORDER

TENTATIVE

(feet)

BELOW CUT-OFF

PENETRATION

MINIMUM

ELEVATION

CUT-OFF

NUMBER

PILE

LOCATION

(feet)

LENGTH

PILE ORDER

(kips/pile)

BEARING

DESIGN PILE

LOCATION

NUMBER

PILE

ELEVATION

CUT-OFF

(feet)

LENGTH

PILE ORDER

(kips/pile)

BEARING

DESIGN PILE

PILE DATA TEST PILE DATA

5 70

(AT ABUTMENT)

SHEET PILE

OF EXPOSED SHEET PILE. (TYP.)

EACH WAY AROUND CORNERS

WRAP FILTER FABRIC 1'-6"

SHEET PILE (AT WING)

3" MIN.

TIGHT FIT

TYPICAL HP PILE

CJP

SMAW E7018

45°

THIS SIDE

BEFORE WELDING

BACK GOUGE

OR WEB

FLANGE

SIDE FIRST

WELD THIS

45°

NOT TO SCALE

STANDARD PILE SPLICE

SHEET PILE CORNER DETAIL (TYP.)

NOT TO SCALE

1/4

NOT TO SCALE

SHEET PILE MINIMUM SECTION PROPERTIES

DEPTH

SECTION

NO. 2

BENT

NO. 2

ABUTMENT

NO. 1

BENT

HP 12 x 53

H-PILE TYPE H-PILE TYPE

BELOW FINAL GRADE.

REMOVE ANY EXISTING PILES MORE THAN 5 FEET FROM NEW PILE LOCATIONS TO A MINIMUM OF 2 FEET

COMPLETELY REMOVE ANY EXISTING PILES WITHIN 5 FEET OF NEW PILE LOCATIONS.

1. DETAILS OF EXISTING BRIDGE ABUTMENT ARE NOT KNOWN. REMOVE EXISTING BRIDGE ABUTMENTS.

GENERAL NOTES:

0 8'4' 16'

STEEL H-PILES FOR ADDITIONAL INFORMATION.

THAN THE DESIGN PILE BEARING VALUES SHOWN. SEE SPECIFICATION SECTION 31 62 16

STRENGTH REDUCTION FACTOR GIVEN IN AASHTO TABLE 10.5.5.2.3-1 SHALL NOT BE LESS

DETERMINED BY THE CONTRACTOR'S GEOTECHNICAL ENGINEER MULTIPLIED BY THE APPROPRIATE

IN ACCORDANCE WITH THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS 8TH EDITION. THE PILE CAPACITIES

11. THE DESIGN PILE BEARING VALUES SHOWN IN THE TABLES ON THIS SHEET ARE THE FACTORED LOAD

SECTION 01 22 00 MEASUREMENT AND PAYMENT.

IN ACCORDANCE WITH PARAGRAPH “DRIVING TESTS FOR STEEL H-PILES” IN SPECIFICATION

CONJUNCTION WITH THE USE OF THE PILE DRIVING ANALYZER, AS DESCRIBED HEREIN, SHALL BE PAID FOR

THE WORK PERFORMED BY THE CONTRACTOR AND THE CONTRACTOR'S GEOTECHNICAL ENGINEER IN

DRIVING AREA FOR THE CONTRACTOR'S GEOTECHNICAL ENGINEER’S EQUIPMENT VEHICLE (LIGHT TRUCK).

NORMALLY RANGE FROM 30 TO 60 MINUTES. THE CONTRACTOR SHALL PROVIDE ACCESS TO THE PILE

10. THE TIME DELAY IN DRIVING EACH PILE BEING MONITORED BY THE PILE DRIVING ANALYZER WILL

THE CONTRACTOR'S GEOTECHNICAL ENGINEER.

TRANSDUCERS. THE CONTRACTOR SHALL CONTINUE DRIVING THE PILE TO CUT-OFF OR AS DIRECTED BY

CONTRACTOR SHALL STOP THE HAMMER FOR THE REMOVAL OF THE ACCELEROMETERS AND STRAIN

GROUND, OR AS DIRECTED BY THE CONTRACTOR'S GEOTECHNICAL ENGINEER, AT WHICH TIME THE

9. THE CONTRACTOR SHALL DRIVE THE PILE UNTIL THE TRANSDUCERS ARE NEAR THE SURFACE OF THE

DETERMINATION AFTER THE FIRST FEW BLOWS.

THE GROUND. THE CONTRACTOR MAY BE REQUIRED TO STOP THE HAMMER FOR WAVE SPEED

TRANSDUCERS SHALL BE PREDRILLED BY THE CONTRACTOR WHILE THE PILE IS STILL ON

PILE BEFORE DRIVING IS STARTED. THE HOLES OR ANCHORS FOR THE ACCELEROMETERS AND STRAIN

DRIVING. THE CONTRACTOR SHALL BOLT TWO ACCELEROMETERS AND TWO STRAIN TRANSDUCERS TO THE

8. THE USE OF THE PILE DRIVING ANALYZER WILL REQUIRE THE CONTRACTOR TO SET UP THE HAMMER FOR

WITH THE PILE DRIVING ANALYZER.

7. AT THE CONTRACTOR'S GEOTECHNICAL ENGINEER’S OPTION, ADDITIONAL PILING MAY BE MONITORED

SPECIFICATIONS

6. TEST PILES SHALL BE DRIVEN AS SHOWN IN THE TEST PILE DATA TABLE AND IN ACCORDANCE WITH THE

APPROVED.

DRIVEN UNTIL THE SUBMITTALS OF TEST PILE MONITORING AND FINAL PILE ORDER LENGTHS HAVE BEEN

GEOTECHNICAL ENGINEER AND SUBMITTED FOR APPROVAL. PILES OTHER THAN TEST PILES SHALL NOT BE

WITH A PILE DRIVING ANALYZER. FINAL ORDER LENGTHS SHALL BE DETERMINED BY THE CONTRACTOR'S

THE DRIVING OF THE TEST PILES SHALL BE MONITORED BY THE CONTRACTOR'S GEOTECHNICAL ENGINEER

THE FINAL ORDER LENGTHS SHALL BE BASED ON THE RESULTS OBTAINED FROM THE TEST PILE DRIVING.

5. PILE ORDER LENGTHS (WITH THE EXCEPTION OF THOSE SHOWN FOR THE TEST PILES) ARE TENTATIVE.

BENTS ARE DESIGNED FOR SCOUR TO ELEVATION 1630.50 FOR THE 500-YEAR FLOOD.

4. BENTS ARE DESIGNED FOR SCOUR TO ELEVATION 1630.60 FOR THE 100-YEAR FLOOD.

3. BENT PILE NUMBER FOLLOWED BY THE LETTER "B" SHALL BE BATTERED 1.5 : 12.0

DRIVING PILES.

2. THE CONTRACTOR SHALL EXCAVATE TO THE BOTTOM OF CONCRETE ELEVATION PRIOR TO

1. ALL H-PILE SPACING IS MEASURED AT BOTTOM OF CONCRETE.

H-PILE NOTES:

NO. 1

BENT HP 12 x 53

HP 12 x 5395

HP 12 x 53

NO. 1

GRADE BEAM

NO. 1

ABUTMENT

NO. 2

ABUTMENT

NO. 2

GRADE BEAM

1 - 5

1, 2, 9 & 10

3 - 8

1 - 5

LEGEND:

NEW HP12x53

NEW STEEL SHEET PILE

SOIL BORING

NEW HP12x53 TEST PILE

BENT NO. 1

SPAN NO. 1 = 30'-0" SPAN NO. 2 = 40'-0" SPAN NO. 3 = 30'-0"

BENT NO. 2LCLC BEAM NO. 2

GRADELCLC

BEAM NO. 1

GRADE LC

NO. 1

ABUTMENT LC

NO. 2

ABUTMENT

17'-0" 17'-0"

EXISTING BRIDGE ABUTMENTS

APPROXIMATE LOCATION OF

MLC17-05

MLC17-06

"1 2 3

10 9

1, 3, 5, 7, 9

2, 4, 6, 8

1652.50

1642.50

1653.00

1654.00

ROADWAYLC

LC ABUTMENTS AND BENTS

ROADWAYLC

ABUTMENTS AND BENTS

SECTION PROPERTIES.

SHEET PILE LAYOUT SHOWING ALL PERTINENT DIMENSIONS, DETAILS, AND

2. THE CONTRACTOR SHALL SUBMIT FOR APPROVAL A SHOP PLAN OF THE

MINIMUM ELASTIC SECTION MODULUS = 30.2 IN^3/FT

MINIMUM SECTION THICKNESS = 0.375 IN

MAXIMUM SECTION DEPTH = 13.0 IN

SECTION LENGTH = 15 FT

SHALL MEET OR EXCEED THE FOLLOWING MINIMUM SECTION PROPERTIES:

1. ALL STEEL SHEET PILING SHALL CONFORM TO ASTM A328/A328M STEEL AND

SHEET PILE NOTES:

13'-10"

6'-6" 4'-6" 6'-0"

6'-0" 4'-6" 6'-6"

13'-10"

3, 4, 6 - 8

2, 4, 8

1'-8"

LC SHEET PILE

1'-8"

LC SHEET PILE

WING

SHEET PILE

WING

SHEET PILE

WING

SHEET PILE

WING

SHEET PILE

1653.00

1642.50

9 HP 12 x 531653.00

NO. 2

ABUTMENT

40 40

1, 2 & 10

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D B

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N B

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2 3 4 5 6 7 8 9 10

SHEET ID

PILE LAYOUT

(feet)

LENGTH

PILE ORDER

TENTATIVE

(feet)

BELOW CUT-OFF

PENETRATION

MINIMUM

ELEVATION

CUT-OFF

NUMBER

PILE

LOCATION

(feet)

LENGTH

PILE ORDER

(kips/pile)

BEARING

DESIGN PILE

LOCATION

NUMBER

PILE

ELEVATION

CUT-OFF

(feet)

LENGTH

PILE ORDER

(kips/pile)

BEARING

DESIGN PILE

PILE DATA TEST PILE DATA

5 70

(AT ABUTMENT)

SHEET PILE

OF EXPOSED SHEET PILE. (TYP.)

EACH WAY AROUND CORNERS

WRAP FILTER FABRIC 1'-6"

SHEET PILE (AT WING)

3" MIN.

TIGHT FIT

TYPICAL HP PILE

CJP

SMAW E7018

45°

THIS SIDE

BEFORE WELDING

BACK GOUGE

OR WEB

FLANGE

SIDE FIRST

WELD THIS

45°

NOT TO SCALE

STANDARD PILE SPLICE

SHEET PILE CORNER DETAIL (TYP.)

NOT TO SCALE

1/4

NOT TO SCALE

SHEET PILE MINIMUM SECTION PROPERTIES

DEPTH

SECTION

NO. 2

BENT

NO. 1

ABUTMENT

NO. 2

BENT

HP 12 x 53

H-PILE TYPE H-PILE TYPE

15°

BENT NO. 1

SPAN NO. 1 = 31'-6"

BENT NO. 2

SPAN NO. 2 = 42'-0"

ABUTMENT NO. 2

SPAN NO. 3 = 31'-6"

BEAM NO. 2

GRADELC

17'-0 7/16" 17'-0 7/16"

0 8'4' 16'

BEAM NO. 1

GRADE

BEAM NO. 1

ABUTMENTLC

LC LC LC

15° 15° 15° 15° 15°

WING

PILING

SHEET

LC WING

PILING

SHEET

PILING

SHEET

1'-8"

1 2 3