Slope Reconstruction Plans For: CINCINNATI ......17.ASTM D4972 - STANDARD TEST METHOD FOR PH OF SOILS. 18.ASTM D6938 - STANDARD TEST METHOD FOR IN-PLACE DENSITY AND WATER CONTENT OF

REFERENCE STANDARDS

DESIGN

1. AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, 5TH EDITION, 2010.

2. AASHTO LRFD CONSTRUCTION SPECIFICATIONS, 3RD EDITION, 2010.

3. MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES - ASCE/SEI 7-10.

4. INTERNATIONAL BUILDING CODE, 2009 EDITION.

5. FHWA-NHI-10-024 DESIGN AND CONSTRUCTION OF MECHANICALLY STABILIZED EARTH WALLS AND

REINFORCED SOIL SLOPES - VOLUME I.

6. FHWA-NHI-10-025 DESIGN AND CONSTRUCTION OF MECHANICALLY STABILIZED EARTH WALLS AND

REINFORCED SOIL SLOPES - VOLUME II.

SOILS

1. AASHTO M 145 - AASHTO SOIL CLASSIFICATION SYSTEM.

2. AASHTO T 104 - STANDARD METHOD OF TEST FOR SOUNDNESS OF AGGREGATE BY USE OF SODIUM SULFATE

OR MAGNESIUM SULFATE.

3. AASHTO T 267 - STANDARD METHOD OF TEST FOR DETERMINATION OF ORGANIC CONTENT IN SOILS BY LOSS

OF IGNITION.

4. ASTM C33 - STANDARD SPECIFICATION FOR CONCRETE AGGREGATES.

5. ASTM D422 - STANDARD TEST METHOD FOR PARTICLE-SIZE ANALYSIS OF SOILS.

6. ASTM D448 - STANDARD CLASSIFICATION FOR SIZES OF AGGREGATES FOR ROAD AND BRIDGE CONSTRUCTION.

7. ASTM D698 - STANDARD TEST METHOD FOR LABORATORY COMPACTION CHARACTERISTICS OF SOIL USING

STANDARD EFFORT. (12,400 FT-LBF/FT (2,700 KN-M/M)).

8. ASTM D1241 - STANDARD SPECIFICATION FOR MATERIALS FOR SOIL-AGGREGATE SUBBASE, BASE AND

SURFACE COURSES.

9. ASTM D1556 - STANDARD TEST METHOD FOR DENSITY AND UNIT WEIGHT OF SOIL IN PLACE BY SAND-CONE

METHOD.

10. ASTM D1557 - STANDARD TEST METHOD FOR LABORATORY COMPACTION CHARACTERISTICS OF SOIL USING

MODIFIED EFFORT. (56,000 FT-LBF/FT (2,700 KN-M/M)).

11. ASTM D2487 - STANDARD PRACTICE FOR CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES (UNIFIED

SOIL CLASSIFICATION SYSTEM).

12. ASTM D2488 - STANDARD PRACTICE FOR DESCRIPTION AND IDENTIFICATION OF SOILS (VISUAL-MANUAL

PROCEDURE).

13. ASTM D3080 - STANDARD TEST METHOD FOR DIRECT SHEAR TEST OF SOILS UNDER CONSOLIDATED DRAINED

CONDITIONS.

14. ASTM D4254 - STANDARD TEST METHOD FOR MINIMUM INDEX DENSITY AND UNIT WEIGHT OF SOILS AND

CALCULATION OF RELATIVE DENSITY.

15. ASTM D4318 - STANDARD TEST METHOD FOR LIQUID LIMIT, PLASTIC LIMIT, AND PLASTICITY INDEX OF SOILS.

16. ASTM D4767- TEST METHOD FOR CONSOLIDATED-UNDRAINED TRIAXIAL COMPRESSION TEST FOR COHESIVE

SOILS.

17. ASTM D4972 - STANDARD TEST METHOD FOR PH OF SOILS.

18. ASTM D6938 - STANDARD TEST METHOD FOR IN-PLACE DENSITY AND WATER CONTENT OF SOIL AND

AGGREGATE BY NUCLEAR METHODS (SHALLOW DEPTH).

19. ASTM G51 - STANDARD TEST METHOD FOR MEASURING PH OF SOIL FOR USE IN CORROSION TESTING.

20. ASTM G57 - STANDARD TEST METHOD FOR FIELD MEASUREMENT OF SOIL RESISTIVITY USING THE WENNER

FOUR-ELECTRODE METHOD.

DRAINAGE PIPE

1. ASTM D3034 - STANDARD SPECIFICATION FOR TYPE PSM POLY (VINYL CHLORIDE) (PVC) SEWER PIPE AND

FITTINGS.

2. ASTM F2648 - STANDARD SPECIFICATION FOR 2 TO 60 INCH [50 TO 1500 MM] ANNULAR CORRUGATED PROFILE

WALL POLYETHYLENE (PE) PIPE AND FITTINGS FOR LAND DRAINAGE APPLICATIONS.

3. ASTM D2412 - STANDARD TEST METHOD FOR DETERMINATION OF EXTERNAL LOADING CHARACTERISTICS OF

PLASTIC PIPE BY PARALLEL-PLATE LOADING

TITLE SHEET

Date:

Project No.:

Sheet No.:

WESTWOOD NORTHERN BLVD

LANDSLIDE REMEDIATION

CINCINNATI, OHIO

08-05-20

20-061

3760 Fulton Grove Road, Cincinnati, Ohio 45245

Office (513) 752-9500 Website: www.civilsolutionsassociates.com

Designed By:

Checked By:

Scale:

ByDescriptionDateNo.

REVISIONS

EP

JRB

AS SHOWN

CINCINNATI METROPOLITAN

HOUSING AUTHORITY

WESTWOOD NORTHERN BOULEVARD

CINCINNATI, OHIO

Slope Reconstruction Plans For:

SHEET DESCRIPTION

1.0 Title Sheet

2.0 - 2.1 Specifications

3.0 Plan View

4.0 Cross Section

5.0 Typical Details

S-1.0

PROJECT LOCATION

Jeffrey Barrow (Aug 5, 2020 10:27 EDT)Jeffrey Barrow

https://na2.documents.adobe.com/verifier?tx=CBJCHBCAABAA2ElRsV8cuT3lilruDvUdv9YYTWlAp4dv


CONSTRUCTION AND INSPECTION REQUIREMENTS

1.0 GENERAL

1.1 CONSTRUCTION INSPECTION OF THE COMPACTED SOIL BENCHING SHALL BE PERFORMED BY THE OWNER'S

DESIGNATED INSPECTION ENGINEER. THE INSPECTION ENGINEER SHALL BE A LICENSED PROFESSIONAL

ENGINEER AND EMPLOYED BY A GEOTECHNICAL ENGINEERING FIRM DULY LICENSED AND AUTHORIZED TO

PRACTICE WITHIN THE STATE OF OHIO.

1.2 THE INDIVIDUAL(S) DESIGNATED AS THE ON-SITE INSPECTOR SHALL BE AN EMPLOYEE OF THE SAME

GEOTECHNICAL ENGINEERING FIRM AS THE INSPECTION ENGINEER. THE ON-SITE INSPECTOR SHALL HAVE

ADEQUATE KNOWLEDGE OF THE PROJECT, GENERAL KNOWLEDGE OF THE LOCAL GEOLOGY AND BE

FAMILIAR WITH THE PROJECT CONSTRUCTION PLANS AS WELL AS THE ACCEPTED MEANS AND METHODS OF

EARTHWORK CONSTRUCTION.

1.3 THE INSPECTION ENGINEER SHALL SUPERVISE AND DIRECT THE ACTIVITIES OF THE ON-SITE INSPECTOR.

2.0 MATERIALS

2.1 FOUNDATION SOIL - KEYWAY BENCH

2.1.1 ASSUMPTIONS HAVE BEEN MADE REGARDING THE SHEAR STRENGTH OF FOUNDATION SOIL. THE

EFFECTIVE SHEAR STRENGTH PARAMETERS OF THE FOUNDATION SOIL ASSUMED FOR THE DESIGN ARE AS

FOLLOWS:

(BROWN SHALE BEDROCK): Φ' = 34°, C'=3,00 PSF, ɣ' = 140 PCF

2.1.2 PRIOR TO CONSTRUCTION OF THE BENCHES, THE INSPECTION ENGINEER SHALL INSPECT THE

CONDITIONS OF THE NATIVE SOILS TO VERIFY THAT THE ASSUMED SHEAR STRENGTH PARAMETERS FOR

THE FOUNDATION SOILS ARE ADEQUATELY CONSERVATIVE. IF THE INSPECTION ENGINEER'S OPINIONS

BASED UPON THIS INITIAL OBSERVATION DO NO CONCUR WITH THE DESIGN PARAMETERS LISTED IN 2.1.1,

THE INSPECTION ENGINEER SHALL NOT ALLOW WORK TO COMMENCE IN THE AREAS IN QUESTION UNTIL

SUCH TIME THAT THE SITE CONDITIONS ARE CONSISTENT WITH THE DESIGN PARAMETERS ASSUMED IN 2.1.1.

2.2 COMPACTED SOIL

2.2.1 FILL SOIL PLACED IN THE BENCHES SHALL EXHIBIT MINIMUM SHEAR STRENGTH PARAMETERS LISTED

FOR THE CLAY SOIL BELOW.

(CLAY - REMOLDED): Φ' = 25°, C'=100 PSF, ɣ' = 120 PCF

2.3 DRAINAGE FILL SHALL BE A DURABLE, CRUSHED STONE MEETING THE REQUIREMENTS OF AASHTO M43 FOR

#57 AND THE FOLLOWING GRADATION:

SIEVE SIZE % PASSING

1-1/2 INCH 100

1 INCH 95-100

1/2 INCH 25-60

NO. 4 0-10

NO. 8 0-5

2.4 COLLECTION DRAIN SYSTEM

2.4.1 COLLECTION DRAIN PIPE SHALL BE 4-INCH DIAMETER, 3-HOLE PERFORATED/SLOTTED HDPE OR PVC

PIPE WITH A SMOOTH INTERIOR AND A MINIMUM PIPE STIFFNESS OF 22 PSI PER ASTM D2412.

2.4.2 ALL COLLECTION DRAINS SHALL BE WRAPPED IN GEOTEXTILE FABRIC.

2.4.3 COLLECTION DRAIN PIPES, OUTLET PIPES AND FITTINGS SHALL ALL BE MADE BY THE SAME

MANUFACTURER. OUTLET PIPES SHALL BE FURNISHED WITHOUT PERFORATIONS/SLOTS.

3.0 EXCAVATION AND FOUNDATION PREPARATION

3.1 THE CONTRACTOR SHALL EXCAVATE TO THE LINES AND GRADES SHOWN ON THE CONSTRUCTION

DRAWINGS. EXCAVATIONS SHALL CONFORM TO OSHA REQUIREMENTS FOR SAFE EXCAVATIONS.

3.2 EXCAVATIONS SHALL BE BENCH-CUT AS DIRECTED BY THE INSPECTION ENGINEER.

3.3 THE COST OF OVER-EXCAVATION AND REPLACEMENT WITH MATERIAL MEETING THE APPROVAL OF THE

INSPECTION ENGINEER SHALL BE AS QUANTIFIED BY THE INSPECTION ENGINEER AND AS DIRECTED BY THE

OWNER'S WRITTEN CONTRACT CHANGE ORDER. DISTURBANCE OF SOIL OTHERWISE OUTSIDE THE LIMITS OF

REQUIRED EXCAVATION SHALL BE AVOIDED.

3.4 BEFORE CONSTRUCTION BEGINS, THE CONTRACTOR SHALL CLEAR AND GRUB TO THE REQUIRED LIMITS OF

THE PROPOSED CONSTRUCTION ZONE AND REMOVE TOPSOIL, BRUSH, FROZEN SOIL, AND ORGANIC

MATERIAL.

3.5 THE INSPECTION ENGINEER SHALL ASSESS THE SUITABILITY OF THE FIRST BENCH AND DETERMINE IF IT IS

ADEQUATE FOR THE PROPOSED CONSTRUCTION. IF THE INSPECTION ENGINEER'S ASSESSMENT INDICATES

THAT THE FOUNDATION SOILS ARE INADEQUATE TO SUPPORT THE CONSTRUCTION OF THE PROPOSED

BENCHES, THE INSPECTION ENGINEER SHALL NOT ALLOW WORK TO COMMENCE IN THE AREAS IN QUESTION

UNTIL CIVIL SOLUTIONS CAN BE CONTACTED AND AN APPROPRIATE COURSE OF ACTION FOR THE

IMPROVEMENT OF THE FOUNDATION SOIL CAN BE DETERMINED.

Date:

Project No.:

Sheet No.:



CINCINNATI, OHIO

08-05-20

20-061



Designed By:

Checked By:

Scale:


REVISIONS

EP

JRB

SPECIFICATIONS

AS SHOWN

S-2.0




4.0 SOIL COMPACTION AND INSPECTION

4.1 THE INSPECTION ENGINEER SHALL INSPECT AND DOCUMENT ANY PLACEMENT AND COMPACTION OF SOIL IN

THE BENCHED ZONE IN ACCORDANCE WITH THESE REQUIREMENTS. INSPECTION RECORDS SHALL

DOCUMENT THE FOLLOWING:

THE REQUIRED MINIMUM DRY UNIT WEIGHT PASS/FAIL ASSESSMENT

ACTUAL DRY UNIT WEIGHT TEST LOCATION (STATION)

ALLOWABLE MOISTURE CONTENT TEST ELEVATION

ACTUAL MOISTURE CONTENT

4.2 COMPACTION DENSITY AND MOISTURE CONTENT REQUIREMENTS - SOIL PLACED IN THE BENCHED ZONE

SHALL BE COMPACTED IN ACCORDANCE WITH THE FOLLOWING:

7.2.1 COMPACT BACKFILL TO WITHIN 98 PERCENT OF MAXIMUM DRY DENSITY AND WITHIN 2 PERCENT OF ITS

OPTIMUM MOISTURE CONTENT AS MEASURED IN ACCORDANCE WITH ASTM D698 (STANDARD PROCTOR

METHOD).

4.3 ALL GRANULAR OR SOIL FILL MATERIALS SHALL BE INSTALLED IN COMPACTED LIFTS NO GREATER THAN 10

INCHES AND NO LESS THAN 6 INCHES.

4.4 SELF-PROPELLED COMPACTION EQUIPMENT OR ANY OTHER HEAVY CONSTRUCTION EQUIPMENT SHALL NOT

BE OPERATED WITHIN 5 FEET OF THE EXISTING PIER WALL

4.5 WITHIN 5 FEET OF THE EXISTING PIER WALL, ONLY HAND-OPERATED (I.E. WALK-BEHIND) COMPACTION

EQUIPMENT MAY BE USED.

5.0 DRAINAGE AND EROSION PROTECTION

5.1 AT THE END OF EACH WORK DAY, THE CONTRACTOR SHALL GRADE THE SURFACE OF THE LAST LIFT OF SOIL

AND COMPACT.

5.2 DURING SITE CONSTRUCTION, THE GENERAL CONTRACTOR IS RESPONSIBLE FOR PROTECTION OF THE CUT

AGAINST SURFACE WATER AT ALL TIMES BY THE USE OF BERMS, DIVERSION DITCHES, TEMPORARY DRAINS,

AND ANY OTHER MEANS NECESSARY. AT NO TIME SHALL SURFACE WATER BE PERMITTED TO POND WITHIN

THE CUT AREA. AT NO TIME SHALL SURFACE WATER BE PERMITTED TO FLOW ALONG OR TOWARD THE CUT.

5.3 ALL SLOPES SHALL BE VEGETATED AND PROTECTED FROM EROSION AS SOON AS POSSIBLE FOLLOWING

THEIR CONSTRUCTION.

6.0 INSPECTION ENGINEER REQUIREMENTS

6.1 THE INSPECTION ENGINEER SHALL INSPECT CONSTRUCTION OF THE BENCHES FOR CONFORMANCE WITH

THESE CONSTRUCTION DRAWINGS AND THESE CONSTRUCTION REQUIREMENTS.

6.2 THE INSPECTION ENGINEER SHALL CONFIRM THAT THE SOIL PROPERTIES RECOMMENDED AND ASSUMED

FOR THIS DESIGN ARE ADEQUATELY CONSERVATIVE.

6.3 INSPECTION SHALL INCLUDE SOIL EVALUATION, FILL PLACEMENT AND COMPACTION.

6.4 THE INSPECTION ENGINEER SHALL NOTIFY THE CONTRACTOR OF ANY DEFICIENCIES AND ALLOW THE

CONTRACTOR A REASONABLE OPPORTUNITY TO REPAIR ANY DEFECT BEFORE REPORTING THE DEFICIENCY

IN WRITING TO THE OWNER.

6.5 THE INSPECTION ENGINEER SHALL DOCUMENT ALL INSPECTION OBSERVATIONS AND FIELD QUALITY

CONTROL TEST RESULTS.

6.6 THE INSPECTION ENGINEER IS RESPONSIBLE FOR READING AND UNDERSTANDING THESE DRAWINGS AND

REQUIREMENTS.

Date:

Project No.:

Sheet No.:



CINCINNATI, OHIO

08-05-20

20-061



Designed By:

Checked By:

Scale:


REVISIONS

EP

JRB

SPECIFICATIONS

AS SHOWN

S-2.1




A

'

A

Date:

Project No.:

Sheet No.:



CINCINNATI, OHIO

08-05-20

20-061



Designed By:

Checked By:

Scale:


REVISIONS

EP

JRB

GENERAL NOTES:

1. THE ABOVE SITE LAYOUT HAS BEEN DEVELOPED FROM THE

CINCINNATI AREA GEOGRAPHIC INFORMATION SYSTEM, CAGIS.

NO TOPOGRAPHIC SURVEY HAS BEEN COMPLETED AT THIS

TIME.

BENCHING SITE PLAN

1

BENCHING SITE PLAN

AS SHOWN

SCALE: 1:50

S-3.0

EXISTING PIERS

(UPSLOPE)

CINCINNATI METROPOLITAN

HOUSING AUTHORITY PROPERTY

DISTURBANCE LIMIT OF BENCHING




Minimum 1% Slope

Minimum 1% Slope

Minimum1% Slope

Minimum1% Slope

Minimum1% Slope

Minimum1% Slope

Minimum1% Slope

Minimum1% Slope

Minimum1% Slope

#57 Stone Surrounding 6" Perf. Plastic Drain

Wrapped in Geotextile Fabric and Outlet Every 50'

Through the Face of the Slope

Anticipated

Top of Rock

Proposed Grade

Existing Grade

ExistingPier

0 10 20 30 40 50 60 70

615

605

595

585

575

565

555

80 90 100 110 120 130 140 150 160 170 180 190 200 210

645

650

640

635

630

625

620

610

600

590

580

570

560

220 230 240

WestwoodNorthern

BlvdBeyond

15.0'

15.0'

10.0'

10.0'

10.0'

10.0'

10.0'

10.0'

10.0'

5.0'

Minimum1% Slope

10.0'

Minimum1% Slope

10.0'

Minimum1% Slope

10.0'

Minimum1% Slope

10.0'

Minimum1% Slope

10.0'

Minimum1% Slope

10.0'

Minimum 1% Slope15.0'

5.0'

Minimum1% Slope

10.0'

5.0'

5.0'

5.0'

5.0'

5.0'

5.0'

5.0'

5.0'

5.0'

5.0'

5.0'

5.0'

5.0'

5.0'

5.0'

4.0'

550

Blanket Drain - Min. 1.0 Foot

#57 Stone In Bottom Two Benches

Date:

Project No.:

Sheet No.:



CINCINNATI, OHIO

08-05-20

20-061



Designed By:

Checked By:

Scale:


REVISIONS

EP

JRB

TYPICAL CROSS SECTION

AS SHOWN

S-4.0

SCALE: 1" = 16'

CROSS-SECTION A-A'

2

1. KEYWAY BENCH SHOULD EXPOSE WEATHERED OR UNWEATHERED

SHALE AND LIMESTONE BEDROCK.

2. BENCHES SLOPE BACK INTO THE HILLSIDE AT A 1% GRADE.

3. BENCH EXCAVATIONS SHALL BE MADE IN ACCORDANCE WITH OSHA GUIDELINES.

4. BENCHES SHOWN ABOVE ARE FOR REFERENCE ONLY - ACTUAL BENCH DIMENSIONS SHALL BE

DETERMINED IN THE FIELD DURING EXCAVATION OPERATIONS.

COSTRUCTION NOTES:




1.00

1.00

4" PVC SCH. 40

#57 CRUSHED

STONE

WRAP IN GEOTEXTILE

DAYLIGHT SLOPE DRAINS TO

EXISTING DRAINAGE SWALE

STRUCTURES HAVE

BEEN REMOVED

APPROXIMATE AREA

OF DISTURBANCE

Date:

Project No.:

Sheet No.:



CINCINNATI, OHIO

08-05-20

20-061



Designed By:

Checked By:

Scale:


REVISIONS

EP

JRB

DRAINAGE DETAILS

AS SHOWN

S-5.0

DRAINAGE PIPE DETAIL

SCALE: 1" = 1'

3

DRAINAGE PLAN

SCALE: 1" = 1'

4




20-061 Slope Reconstruciton - Jul30 - KRFinal Audit Report 2020-08-05

Created: 2020-08-05

By: Karla Morales ([email protected])

Status: Signed

Transaction ID: CBJCHBCAABAA2ElRsV8cuT3lilruDvUdv9YYTWlAp4dv

"20-061 Slope Reconstruciton - Jul30 - KR" HistoryDocument created by Karla Morales ([email protected])2020-08-05 - 2:25:46 PM GMT- IP address: 74.83.37.221

Document emailed to Jeffrey Barrow ([email protected]) for signature2020-08-05 - 2:26:19 PM GMT

Email viewed by Jeffrey Barrow ([email protected])2020-08-05 - 2:27:02 PM GMT- IP address: 74.83.37.221

Document e-signed by Jeffrey Barrow ([email protected])Signature Date: 2020-08-05 - 2:27:45 PM GMT - Time Source: server- IP address: 74.83.37.221

Signed document emailed to [email protected], Karla Morales ([email protected]) and JeffreyBarrow ([email protected])2020-08-05 - 2:27:45 PM GMT

Documents

Slope Reconstruction Plans For: CINCINNATI ......17.ASTM D4972 - STANDARD TEST METHOD FOR PH OF SOILS. 18.ASTM D6938 - STANDARD TEST METHOD FOR IN-PLACE DENSITY AND WATER CONTENT OF