slope reconstruction plans for: cincinnati ......17.astm d4972 - standard test method for ph of...
TRANSCRIPT
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
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.:
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
SPECIFICATIONS
AS SHOWN
S-2.0
Jeffrey Barrow (Aug 5, 2020 10:27 EDT)Jeffrey Barrow
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.:
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
SPECIFICATIONS
AS SHOWN
S-2.1
Jeffrey Barrow (Aug 5, 2020 10:27 EDT)Jeffrey Barrow
A
'
A
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
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
Jeffrey Barrow (Aug 5, 2020 10:27 EDT)Jeffrey Barrow
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.:
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
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:
Jeffrey Barrow (Aug 5, 2020 10:27 EDT)Jeffrey Barrow
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.:
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
DRAINAGE DETAILS
AS SHOWN
S-5.0
DRAINAGE PIPE DETAIL
SCALE: 1" = 1'
3
DRAINAGE PLAN
SCALE: 1" = 1'
4
Jeffrey Barrow (Aug 5, 2020 10:27 EDT)Jeffrey Barrow
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