underground utilitiescode: ohio bldg code, latest edition aci-350-01; aci-350.3-01 treatment...

UNDERGROUND UTILITIES

BEFORE YOU DIG

LOCATION

PROJECT

N

HORIZONTAL

SCALE IN FEET

N

TRENCH & BEDDING DETAILS

NOT TO SCALE

SANITARY MANHOLE

NOT TO SCALE

YARD HYDRANT - POST TYPE

ANTI-FREEZING

NOT TO SCALE

MODULAR MECHANICAL SLEEVE DETAIL

4110 mayfield road, suite b

ialpe no. 15089.1

cleveland, ohio 44121

[email protected]

drawn by: j.s.s.

(216) 291-3131 fax 291-2605

i. a. lewin, p.e. and associates

engineer: b.d.t.

G E N E R A L S T R U C T U R A L N O T E S (GSN)

CONSTRUCTION SUBMITTALS

SPECIAL INSPECTION

GENERAL

REINFORCING STEEL STRUCTURAL DESIGN CRITERIA ABBREVIATIONS

1. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO

STARTING CONSTRUCTION. THE ENGINEER SHALL BE NOTIFIED OF

ANY DISCREPANCIES OR INCONSISTENCIES. IN CASE OF CONFLICT,

MORE COSTLY REQUIREMENTS GOVERN FOR BIDDING. SUBMIT

CLARIFICATION REQUEST PRIOR TO PROCEEDING WITH WORK.

2. ALL DRAWINGS ARE CONSIDERED TO BE A PART OF THE CONTRACT

DOCUMENTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE

REVIEW AND COORDINATION OF ALL DRAWINGS AND

SPECIFICATIONS PRIOR TO THE START OF CONSTRUCTION. ANY

DISCREPANCIES THAT OCCUR SHALL BE BROUGHT TO THE

ATTENTION OF THE ENGINEER PRIOR TO START OF CONSTRUCTION

SO THAT A CLARIFICATION CAN BE ISSUED. ANY WORK

PERFORMED IN CONFLICT WITH THE CONTRACT DOCUMENTS OR

ANY CODE REQUIREMENTS SHALL BE CORRECTED BY THE

CONTRACTOR AT HIS OWN EXPENSE.

3. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE

OVER GENERAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS

ARE GIVEN, CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR

WORK. UNLESS NOTED OTHERWISE, DETAILS IN STRUCTURAL

DRAWINGS ARE TYPICAL AS INDICATED BY CUTS, REFERENCES, OR

TITLES.

4. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE

FOLLOWING CODES: OHIO BLDG CODE AND LATEST REVISIONS

REFERRED TO HERE AS "THE CODE", AND ANY OTHER REGULATING

AGENCIES WHICH HAVE AUTHORITY OVER ANY PORTION OF THE

WORK.

5. SEE ARCHITECTURAL DRAWINGS FOR THE FOLLOWING: SIZE AND

LOCATION OF ALL DOOR AND WINDOW OPENINGS, EXCEPT AS

NOTED. SIZE AND LOCATION OF ALL INTERIOR AND EXTERIOR

NON-BEARING PARTITIONS. SIZE AND LOCATION OF ALL CONCRETE

CURBS, EQUIPMENT PADS, PITS, FLOOR DRAINS, SLOPES,

DEPRESSED AREAS, CHANGE IN LEVEL, CHAMFERS, GROOVES,

INSERTS, ETC. SIZE AND LOCATION OF ALL FLOOR AND ROOF

OPENINGS EXCEPT AS SHOWN. FLOOR AND ROOF FINISHES.

DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS.

6. SEE MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS FOR

THE FOLLOWING: PIPE RUNS, SLEEVES, HANGERS, TRENCHES, WALL

AND SLAB OPENINGS, ETC., EXCEPT AS SHOWN OR NOTED.

ELECTRICAL CONDUIT RUNS, BOXES, OUTLETS IN WALLS AND

SLABS. CONCRETE INSERTS FOR ELECTRICAL, MECHANICAL, OR

PLUMBING FIXTURES. SIZE AND LOCATION OF MACHINE OR

EQUIPMENT BASES, ANCHOR BOLTS FOR MOTOR MOUNTS.

7. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS

REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE

THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL

PROVIDE ALL MEASURES NECESSARY TO PROTECT THE

STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL

INCLUDE BUT NOT BE LIMITED TO BRACING, SHORING FOR LOADS

DUE TO CONSTRUCTION EQUIPMENT, ETC. OBSERVATION VISITS TO

THE SITE BY THE STRUCTURAL ENGINEER SHALL SHALL NOT

INCLUDE INSPECTION OF THE ABOVE ITEMS.

8. ASTM SPECIFICATIONS ON THE DRAWINGS SHALL BE OF THE

LATEST REVISION.

9. CONTRACTOR SHALL INVESTIGATE SITE DURING CLEARING AND

EARTHWORK OPERATIONS FOR FILLED EXCAVATIONS OR BURIED

STRUCTURES, SUCH AS CESSPOOLS, CISTERNS, FOUNDATIONS,

ETC. IF ANY SUCH STRUCTURES ARE FOUND, ENGINEER SHALL BE

NOTIFIED IMMEDIATELY.

10. CONSTRUCTION MATERIAL SHALL BE SPREAD OUT IF PLACED ON

FRAMED ROOF. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD

PER SQUARE FOOT. PROVIDE ADEQUATE SHORING AND/OR

BRACING WHERE STRUCTURE HAS NOT ATTAINED DESIGN

STRENGTH.

11. UNLESS NOTED OTHERWISE, EXPANSION BOLTS IN CONCRETE

SHALL BE 1/2" DIAMETER X 3 1/2" EMBEDMENT HILTI KWIK BOLTS II

(ICBO 4627) OR APPROVED ALTERNATE WITH ALLOWABLE VALUES

EQUAL TO OR EXCEEDING THOSE FOR HILTI, PER CURRENT ICBO

RESEARCH REPORT. UNLESS NOTED OTHERWISE, ALL EPOXY

ANCHORS SHALL BE 1/2" DIAMETER WITH 4 1/4" EMBEDMENT HILTI

HIT SYSTEM (ICBO 4016) OR APPROVED ALTERNATE WITH

ALLOWABLE VALUES EQUAL TO OR EXCEEDING THOSE FOR HILTI,

PER CURRENT ICBO RESEARCH REPORT. INSTALL EXPANSION AND

EPOXY ANCHORS PER MANUFACTURER'S RECOMMENDATIONS.

12. GROUT OTHER THAN FOR MASONRY CELLS SHALL BE NON-SHRINK,

NON-METALLIC, MEETING ASTM C-827, C-191, AND C-109, MIXED AND

INSTALLED PER MANUFACTURER'S SPECIFICATIONS. MINIMUM

COMPRESSIVE STRENGTH 5,000 PSI IN TWO DAYS.

CODE: OHIO BLDG CODE, LATEST EDITION

ACI-350-01; ACI-350.3-01

TREATMENT BUILDING

ROOF LIVE LOAD: 30 PSF MIN.

ROOF RAIN LOAD: 5 PSF

GROUND SNOW LOAD: 20 PSF

SNOW IMPORTANCE FACTOR: 1.10

SNOW EXPOSURE FACTOR: 1.0

OCCUPANCY CATEGORY: III (ASCE 7 Table 1-1)

WIND LOAD: DESIGN VELOCITY 115 MPH

EXPOSURE C

IMPORTANCE FACTOR 1.0

EARTHQUAKE: SDS - 0.133 SD1 - 0.088

SITE CLASS - D

IMPORTANCE FACTOR: 1.25

SEISMIC DESIGN CATEGORY - B

EQ BASIN

BUILDING CONSTRUCTION TYPE: TYPE IB

OCCUPANCY USAGE: U-UTILITY AND MISCELLANEOUS

OCCUPANCY CATEGORY: I (ASCE 7 Table 1-1)

WIND LOAD: DESIGN VELOCITY 115 MPH

EXPOSURE B

DESIGN PRESSURE 16.4 PSF

EARTHQUAKE: PER ACI-350.3-01

SDS - 0.133 SD1 - 0.088

SEISMIC ZONE FACTOR Z=0.075

SOIL PROFILE COEFFICIENT S=1.0

IMPORTANCE FACTOR I=1.0

RESPONSE MODIFICATION FACTORS:

Rw=4.0

Rwi=2.75

Rwc=1.0

SEISMIC BASE SHEAR = 1976.15 KIPS

DESIGN BASIS ALLOWABLE STRESS DESIGN (ASD)

FOR ALL MEMBERS EXCEPT CONCRETE

ULTIMATE STRENGTH DESIGN (USD)

FOR REINFORCED CONCRETE MEMBERS

THE FOLLOWING ELEMENTS OF CONSTRUCTION SHALL

REQUIRE SPECIAL INSPECTION PER OBC SECTION 1701.

BUILDING OWNER TO FURNISH INSPECTION UNLESS INSTRUCTED

OTHERWISE BY THE CONSTRUCTION CONTRACT.

Description Design Value

Soils

Soil Bearing Capacity Treatment Building 2000 PSF

Soil Bearing Capacity EQ Basin 4000 PSF

Soil Compaction, at ± 2% optimum moisture 98% ASTM D-698

Concrete

Compressive strength at 7 and 28 days ASTM C-31 and C-39

Treatment Building Footings, Walls 4000 PSI

Treatment Building Slabs on Grade 4000 PSI

EQ Basin Footings, Walls 4500 PSI

EQ Basin Slabs on Grade 4500 PSI

Concrete Density, ASTM C-138 145 PCF normal

115 PCF lightweight

Concrete Slump (1 per 50 CY or fraction), 4" max ASTM C-143

Percentage Entrained Air for exterior concrete 6% ± 1 ASTM C-231

Verify reinforcing sizes and placement ASTM A-615, Grade 60

a. THE CONSTRUCTION INSPECTIONS LISTED ARE IN ADDITION TO THE CALLED

INSPECTIONS REQUIRED BY OBC, AS AMENDED. SPECIAL INSPECTION IS NOT A

SUBSTITUTE FOR INSPECTION BY LOCAL BUILDING DEPARTMENT. SPECIALLY

INSPECTED WORK WHICH IS INSTALLED OR COVERED WITHOUT THE APPROVAL

OF THE LOCAL BUILDING INSPECTOR IS SUBJECT TO REMOVAL OR EXPOSURE AT

CONTRACTOR'S EXPENSE.

b. CONTINUOUS INSPECTION IS ALWAYS REQUIRED DURING THE PERFORMANCE OF

THE WORK UNLESS OTHERWISE SPECIFIED.

c. THE SPECIAL INSPECTORS MUST BE CERTIFIED BY THE LOCAL BUILDING

DEPARTMENT TO PERFORM THE TYPES OF INSPECTION SPECIFIED.

d. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO INFORM THE SPECIAL

INSPECTOR OR INSPECTION AGENCY AT LEAST ONE WORKING DAY PRIOR TO

PERFORMING ANY WORK THAT REQUIRES SPECIAL INSPECTION. ALL WORK

PERFORMED WITHOUT REQUIRED SPECIAL INSPECTION IS SUBJECT TO REMOVAL.

e. SUBMIT WRITTEN REPORTS WITHIN TWO DAYS OF TESTING TO ENGINEER OF

RECORD.

f. G.C. TO NOTIFY BUILDING DEPT. OF SPECIAL INSPECTORS NAME AND CONTACT

INFORMATION.

1. THE STRUCTURAL SUBMITTAL REVIEW IS INTENDED TO HELP THE ENGINEER

VERIFY HIS DESIGN CONCEPT. IT IS THE CONTRACTOR'S RESPONSIBILITY TO

CHECK HIS OWN SUBMITTALS. THE ENGINEER WILL REVIEW THE SUBMITTALS FOR

CONFORMANCE WITH CONSTRUCTION DOCUMENTS, GENERAL DIMENSIONS,

MEMBERS, ELEVATIONS AND CONNECTIONS. THE CONTRACTOR IS SOLELY

RESPONSIBLE FOR ALL DIMENSIONS IN SUBMITTALS AND COORDINATIONS WITH

OTHER TRADES.

2. SHOP DRAWINGS ARE THE CONTRACTOR'S AND FABRICATOR'S WORK PRODUCT.

THE CONTRACTOR AND FABRICATOR ARE SOLELY RESPONSIBLE FOR ANY ERRORS

IN THEIR SHOP DRAWINGS. THE ENGINEER IS NOT ENGAGED TO PERFORM DETAIL

CHECKING OF THE SHOP DRAWINGS NOR WILL BE RESPONSIBLE FOR ANY ERRORS

IN OR MISSING MATERIALS FROM THE SHOP DRAWINGS.

3. FOR PRINT COPIES CONTRACTOR IS TO SUBMIT ONLY 3 SETS OF SHOP DRAWINGS TO

ENGINEER FOR REVIEW. ANY ADDITIONAL SETS WILL BE RETURNED UNMARKED . FOR

ELECTRONIC SUBMITTALS, CONTRACTOR WILL BE RESPONSIBLE FOR PRINTING CHARGES

FOR ONE SET OF EACH SUBMITTAL. CORRECTIONS WILL BE RETURNED ELECTRONICALLY.

4. ALL SUBMITTALS ARE TO BE REVIEWED AND APPROVED BY THE GENERAL

CONTRACTOR AND CHECKED BY THE FABRICATOR OR VENDOR PRIOR TO

SUBMITTAL FOR REVIEW BY ENGINEER.

5. THE STRUCTURAL SUBMITTALS WILL BE RETURNED FOR RESUBMITTAL IF A

CURSORY REVIEW SHOWS MAJOR ERRORS WHICH SHOULD HAVE BEEN FOUND BY

THE GENERAL CONTRACTOR'S CHECKING.

THE FOLLOWING SUBMITTALS, WHEN APPLICABLE, ARE REQUIRED FOR SUBMITTAL

FOR STRUCTURAL REVIEW

ITEM PROD. DATA DRAWINGS CALC'S PE SEAL

a. SPLICED REINFORCING.

b. CONCRETE MIX DESIGNS.

7. ANY SUBMITTAL OF A DETAIL SHEET WITH ADDED INFORMATION SHALL BE

ACCOMPANIED BY LOCATION PLAN IDENTIFYING THE MEMBERS INVOLVED AND

CLOUDING AROUND ADDED INFORMATION

8. ANY ENGINEERING DESIGN PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW

SHALL BE BY A REGISTERED STRUCTURAL ENGINEER, AND SUBMITTAL SHALL BE

SEALED BY THE ENGINEER. SAID ENGINEER MUST BE REGISTERED WITH THE STATE

THE PROJECT IS LOCATED WITHIN.

9. THE CONTRACT DOCUMENTS MAY NOT BE USED BY THE DETAILER AS USE IN

ERECTION OR DETAIL DRAWINGS WITH OUT PRIOR WRITTEN PERMISSION FROM

THE STRUCTURAL ENGINEER.

10. SUBMITTALS ARE TO BE RECEIVED BY THE STRUCTURAL ENGINEER A MINIMUM OF

10 WORKING DAYS PRIOR TO CONSTRUCTION SCHEDULING. STRUCTURAL

ENGINEER IS NOT RESPONSIBLE FOR CONSTRUCTION DELAYS DUE TO

INADEQUATE SCHEDULING OF SUBMITTAL REVIEW. SUBMITTALS TO BE SUBMITTED

TO ARCHITECT PRIOR TO ENGINEERS REVIEW.

11. ANY ALTERNATE PRODUCTS ARE TO BE SUBMITTED IN ADVANCE OF PRODUCT'S

INSTALLATION FOR APPROVAL BY ENGINEER OF RECORD. PRODUCT MUST EQUAL

OR EXCEED SPECIFICATIONS AND QUALITY OF PRODUCTS SPECIFIED BY ENGINEER

OF RECORD. ENGINEER OF RECORD RESERVES THE RIGHT TO ACCEPT OR REJECT

ANY PRODUCT SUBSTITUTION WITHOUT CAUSE.

1. REINFORCING BARS SHALL CONFORM TO THE REQUIREMENTS

OF CHAPTER 12 OF THE ACI CODE, ASTM A615, GRADE 60

U.N.O.. EPOXY COATED REINFORCING STEEL BARS SHALL

CONFORM TO ASTM A775. ALL REINFORCING STEEL FOR EQ

BASIN SHALL BE EPOXY COATED.

2. BARS SHALL BE CLEAN OF RUST, GREASE, OR OTHER

MATERIALS LIKELY TO IMPAIR BOND. ALL REINFORCING BAR

BENDS SHALL BE MADE COLD.

3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 (MATS

ONLY). EPOXY COATED WELDED WIRE FABRIC SHALL

CONFORM TO ASTM AA884. PROVIDE LAPS PER THE ACI CODE

SECTION 12.8, 9" MINIMUM. WWF SHALL BE SUPPORTED ON

APPROVED CHAIRS.

4. REINFORCING BAR SPLICES SHALL BE MADE AS INDICATED ON

THE DRAWINGS. MINIMUM SPLICE LENGTH FOR REINFORCING

STEEL BARS IN MASONRY SHALL BE 40 BAR DIAMETERS, 24"

MINIMUM. MINIMUM SPLICE LENGTH FOR REINFORCING

STEEL BARS IN CONCRETE SHALL BE PER THE ACI CODE

SECTION 12. LAP ALL HORIZONTAL BARS AT CORNERS AND

INTERSECTIONS. DOWEL ALL VERTICAL REBAR TO

FOUNDATIONS. ALL SPLICE LOCATIONS ARE SUBJECT TO

APPROVAL BY STRUCTURAL ENGINEER. PROVIDE REQUIRED

SHOP DRAWINGS AND FABRICATE AFTER ENGINEER'S

APPROVAL.

5. ALL BARS SHALL BE MARKED SO THEIR IDENTIFICATION CAN BE

MADE WHEN THE FINAL IN-PLACE INSPECTION IS MADE.

6. BARS IN SLABS SHALL BE SECURELY SUPPORTED ON

WELL-CURED CONCRETE BLOCKS (MAX 2" HIGH) OR METAL

CHAIRS, PRIOR TO PLACING CONCRETE.

7. REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE

WITH THE "A.C.I. MANUAL OF STANDARD PRACTICE FOR

DETAILING REINFORCED CONCRETE STRUCTURES", LATEST

EDITION.

8. REBAR SPACINGS GIVEN ARE MAXIMUM ON CENTER WHETHER

STATED AS "O.C." OR NOT. ALL REBAR IS CONTINUOUS

WHETHER STATED AS "CONT." OR NOT.

9. WHERE REINFORCING IS SHOWN CONTINUOUS THROUGH

CONSTRUCTION JOINTS, MECHANICAL BAR SPLICE DEVICES

MAY BE USED. SIZES AND TYPES SHALL BE SELECTED TO

DEVELOP THE FULL TENSION STRENGTH OF THE BAR PER ICBO

RESEARCH REPORT. SUBMIT FOR APPROVAL BY STRUCTURAL

ENGINEER.

10. CONTINUOUS INSPECTION OF CONCRETE SHALL INCLUDE

INSPECTION DURING INSTALLATION OF REINFORCING STEEL.

INSPECTION SHALL BE SCHEDULED SO THAT PLACEMENT OF

REINFORCING STEEL, CONDUIT, SLEEVES, AND EMBEDDED

ITEMS MAY BE CORRECTED PRIOR TO PLACEMENT OF

OVERLYING GRIDS OF REINFORCING STEEL.

11. CONCRETE PROTECTION FOR REINFORCEMENT

CAST-IN-PLACE CONCRETE (NON-PRESTRESSED)

THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE

PROVIDED FOR REINFORCEMENT UNLESS NOTED OTHERWISE:

COVER

A. CONCRETE CAST AGAINST AND

PERMANENTLY EXPOSED TO EARTH: 3"

B. CONCRETE EXPOSED TO EARTH, WEATHER,LIQUIDS 2"

C. CONCRETE NOT EXPOSED TO WEATHER OR IN

CONTACT WITH GROUND: 1 12"

D. SLABS, WALLS, JOISTS:

NO. 11 BAR AND SMALLER 3/4"

12. REPAIR ANY DAMAGED EPOXY COATINGS AS REQUIRED BY ACI

AND ASTM REQUIREMENTS.

13. MILL TEST REPORTS FOR GRADE 60 BARS SHALL BE

SUBMITTED PRIOR TO PLACEMENT OF CONCRETE.

@ AT

ACI AMERICAN CONCRETE INSTITUTE

AISC AMERICAN INSTITUTE FOR STEEL CONSTRUCTION

AL ALUMINUM

APA AMERICAN PLYWOOD ASSOCIATION

ARCH ARCHITECT OR ARCHITECTURAL

ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS

AWS AMERICAN WELDING SOCIETY

B P BASE PLATE

B/FTG BOTTOM OF FOOTING

BIA BRICK INSTITUTE OF AMERICA

BLDG BUILDING

BM BEAM

BOT BOTTOM

BRG BEARING

BTM BOTTOM

C J CONTROL JOINT

C-C CENTER TO CENTER

CF CUBIC FOOT

CL CENTERLINE

CMU CONCRETE MASONRY UNITS

COL COLUMN

CONC CONCRETE

CONT CONTINUOUS

COORD COORDINATE

CRS COURSES

CY CUBIC YARD

DBL DOUBLEDIA DIAMETER

DTL DETAIL

DWG DRAWING

E F EACH FACE

E J EXPANSION JOINT

E S EACH SIDE

E W EACH WAY

EA EACH

EQ EQUAL

EXIST'G EXISTING

EXP EXPANSION

EXT EXTERIOR

F S FAR SIDE

FIN FINISH

FLR FLOOR

FRT FIRE RETARDANT TREATEDFT FEET

FTG FOOTING

GA GAGE

GALV GALVANIZED

H D G HOT DIPPED GALVANIZED

HORZ HORIZONTAL

HSB HIGH STRENGTH BOLT

I F INSIDE FACE

IN INCHES

INS INSIDE

INT INTERIOR

JST JOIST

JT JOINT

K' KIP-FEET

KIPS THOUSAND POUNDS

L STRUCTURAL STEEL ANGLE

L W LONG WAY

LF LINEAL FEETLVL LAMINATED VENEER LUMBER

MAS MASONRY

MB MACHINE BOLT

ML MICROLAM LUMBER

MTL METAL

N S NEAR SIDE

N T S NOT TO SCALE

NCMA NATIONAL CONCRETE MASONRY ASSOCIATION

NO NUMBER

O C ON CENTER

O F OUTSIDE FACE

ODOT OHIO DEPARTMENT OF TRANSPORTATION

O-O OUT TO OUT

OSB ORIENTATED STRAND BOARD

PPT PRESERVATIVE PRESSURE TREATED

PL PLATE

PLYWD PLYWOOD

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCHPTD PAINTED

S O G SLAB ON GRADE

S R SAG ROD

S W SHORT WAY

SPA SPACED OR SPACING

SS STAINLESS STEEL

STL STEEL

T J TIE JOIST

T/FTG TOP OF FOOTING

T/STL TOP OF STRUCTURAL STEEL

THD THREAD

TJI TRUSS JOIST

TPL TRIPLE

U N O UNLESS NOTED OTHERWISE

VERT VERTICALW R WIDE RIB

W/ WITH

WWF WELDED WIRE FABRIC

CONCRETE

FOUNDATION1. FOUNDATION DESIGN AND SITEWORK IS BASED ON THE GEOTECHNICAL

REPORT PREPARED BY TTL ASSOCIATES, INC., PROJ NO. 12303.01,

DATED 1/12/2015. THE GENERAL CONTRACTOR IS REQUIRED TO REVIEW

THE REPORT AND INCLUDE ALL REQUIREMENTS AND

RECOMMENDATIONS IN HIS WORK WHETHER SHOWN ON THE

CONTRACT DRAWINGS OR NOT.

2. FOOTINGS ARE DESIGNED BASED ON THE FOLLOWING INFORMATION:

ALLOWABLE BEARING = 2000 PSF FOOTINGS FOR TREATMENT

BUILDING, AND 4000 PSF FOOTINGS FOR EQ BASIN SHALL BEAR ON

COMPACTED FILL OR NATIVE SOILS TESTED.

3. CONTRACTOR TO PROVIDE FOR DE-WATERING OF EXCAVATIONS FROM

EITHER SURFACE WATER, GROUND WATER, OR SEEPAGE, IF

REQUIRED.

4. CONTRACTOR SHALL PROVIDE FOR DESIGN AND INSTALLATION OF ALL

CRIBBING, SHEATHING, AND SHORING REQUIRED AND SHALL BE

SOLELY RESPONSIBLE FOR ALL EXCAVATION PROCEDURES INCLUDING

LAGGING, SHORING, AND PROTECTION OF ADJACENT PROPERTY,

STRUCTURES, STREETS, AND UTILITIES IN ACCORDANCE WITH ALL

NATIONAL, STATE, AND LOCAL SAFETY ORDINANCES.

5. EXCAVATION FOR FOOTINGS SHALL BE APPROVED BY THE INSPECTOR

OR SOILS ENGINEER PRIOR TO PLACING THE CONCRETE AND

REINFORCING. CONTRACTOR TO NOTIFY THE INSPECTOR WHEN

INSPECTION OF EXCAVATION IS READY. INSPECTOR TO SUBMIT A

LETTER OF COMPLIANCE.

6. ALL EXCAVATIONS SHALL BE PROPERLY BACKFILLED. DO NOT PLACE

BACKFILL BEHIND RETAINING WALLS BEFORE CONCRETE OR GROUT

HAS ATTAINED FULL DESIGN STRENGTH.

7. FOUNDATIONS SHALL BE PLACED AND ESTIMATED ACCORDING TO

DEPTHS SHOWN ON DRAWINGS. SHOULD SOIL ENCOUNTERED AT

THESE DEPTHS NOT BE APPROVED BY THE INSPECTOR OR SOILS

ENGINEER, FOUNDATION ELEVATIONS WILL BE ALTERED BY CHANGE

ORDER.

8. FOOTING/FOUNDATION BACKFILL AND UTILITY TRENCH BACKFILL

WITHIN BUILDING AREA SHALL BE MECHANICALLY COMPACTED IN

LAYERS IN ACCORDANCE WITH THE SOILS REPORT AND APPROVED BY

THE INSPECTOR. ALL FILLS USED TO SUPPORT FOUNDATIONS SHALL

BE INSPECTED BY THE SOILS ENGINEER REPRESENTATIVE PER CODE

SECTION 1704.

9. ALL ABANDONED FOOTINGS, UTILITIES, ETC. WHICH INTERFERE WITH

NEW CONSTRUCTION SHALL BE REMOVED. NEW FOOTINGS SHALL

EXTEND INTO UNDISTURBED SOILS.

10. SLABS ON GRADE/FOUNDATIONS SHALL BE SUPPORTED ON NATURAL

GRADE OR COMPACTED FILL AS PER THE RECOMMENDATIONS OF THE

SOILS REPORT. PROOF ROLL PRIOR TO PLACING BASE. REPLACE SOFT

AREAS WITH COMPACTED FILL.

11. PLACE FILLS TO BE COMPACTED IN MAX 8" LOOSE LIFTS. COMPACT TO

MINIMUM 98% OF MAXIMUM DENSITY AT +/-2% OPTIMUM MOISTURE

WHEN TESTED IN ACCORDANCE WITH ASTM D-698.

12. COMPACT UNDERSLAB GRANULAR FILL TO 98% OF MAXIMUM DENSITY

AT OPTIMUM MOISTURE CONTENT IN ACCORDANCE WITH ASTM D-698.

13. WHEN REQUIRED OR DIRECTED BY THE GEOTECHNICAL ENGINEER

COMPACT ALL AREAS WITH IN 5'-0" OUTSIDE OF BUILDING FOOTPRINT

TO DENSITY SPECIFIED IN GEOTECHNICAL REPORT

14. DO NOT BACKFILL AGAINST WALLS UNTIL FLOOR STRUCTURE IS

COMPLETE OR WALL IS ADEQUATELY BRACED. USE STRUCTURAL PIPE

BRACING. CONTRACTOR IS RESPONSIBLE FOR THE DESIGN OF

BRACING.

1. ALL CONCRETE CONSTRUCTION SHALL CONFORM WITH CHAPTER 19 OF

THE CODE AND WITH THE PROVISIONS OF ACI 318, LATEST EDITION AND

ACI 350.

2. REINFORCED CONCRETE IS DESIGNED BY THE "ULTIMATE STRENGTH

DESIGN METHOD".

3. CONCRETE MIXES SHALL BE DESIGNED BY A QUALIFIED TESTING

LABORATORY AND APPROVED BY THE STRUCTURAL ENGINEER. MIX

DESIGN METHODS (TEST HISTORY OR TRIAL BATCH METHOD) PER ACI

SECTION 5.3 SHALL BE USED TO PROPORTION CONCRETE. SUBMIT MIX

DESIGN METHOD DATA. IF 3-POINT CURVES ARE USED, GC TO CLEARLY

IDENTIFY WHICH POINT ON CURVE IS USED AND MIX DESIGN ON 3-POINT

CURVE.

4. SCHEDULE OF STRUCTURAL CONCRETE 28-DAY STRENGTH AND TYPES

(SLUMP LISTED IS MAX):

TREATMENT BUILDING:

LOCATION IN STRUCTURE STRENGTH W/C RATIO SLUMP DENSITY

FOUNDATIONS,WALLS,

SLABS 4000 PSI 0.45 4" 145 PCF

EQ BASIN:

LOCATION IN STRUCTURE STRENGTH W/C RATIO SLUMP DENSITY

FOUNDATIONS,WALLS,

SLABS 4500 PSI 0.40 4" 145 PCF

CONTRACTOR AT HIS OPTION MAY INCREASE SLUMP WITH USE OF HRWR

ADMIXTURE. LIMIT SLUMP INCREASE TO 2" GREATER THAN THAT

ALLOWED WITHOUT HRWRA.

5. PORTLAND CEMENT SHALL CONFORM TO ASTM C-150, TYPE I OR II.

6. AGGREGATE FOR CONCRETE SHALL CONFORM TO ALL REQUIREMENTS

AND TESTS OF ASTM C-33 AND PROJECT SPECIFICATIONS. MAX

AGGREGATE SIZE IS 0.75Ø.

7. CONCRETE MIXING OPERATION, ETC. SHALL CONFORM TO ASTM C-94.

8. PLACEMENT OF CONCRETE SHALL CONFORM TO ACI CODE CHAPTER 5

AND PROJECT SPECIFICATIONS.

9. CLEAN AND ROUGHEN TO 1/4" AMPLITUDE ALL CONCRETE SURFACES

AGAINST WHICH NEW CONCRETE IS TO BE PLACED.

10. ALL REINFORCING BARS, ANCHOR BOLTS, AND OTHER CONCRETE

INSERTS SHALL BE WELL SECURED IN POSITION PRIOR TO PLACING

CONCRETE.

11. PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS IN

CONCRETE BEFORE PLACING. DO NOT CUT ANY REINFORCING WHICH

MAY CONFLICT. CORING CONCRETE IS NOT PERMITTED. NOTIFY THE

ENGINEER IN ADVANCE OF CONDITIONS NOT SHOWN ON THE DRAWINGS.

SEE THESE DRAWINGS FOR ADDITIONAL RESTRICTIONS ON THE

PLACEMENT OF OPENINGS IN SLABS AND WALLS.

12. PIPES LARGER THAN 1-1/2" DIAMETER SHALL NOT BE EMBEDDED IN

STRUCTURAL CONCRETE EXCEPT WHERE SPECIFICALLY APPROVED BY

ENGINEER. PIPES SHALL NOT DISPLACE OR INTERRUPT REINFORCING

BARS. SPACE EMBEDDED PIPES AT A MINIMUM OF 3 DIAMETERS.

13. CUT JOINTS FOR SLABS ON GRADE A MAXIMUM OF 12'-0" O.C., UNLESS

NOTED OTHERWISE ON THE CONTRACT DOCUMENTS. CUT JOINTS WITHIN

8 (EIGHT) HOURS AFTER PLACING CONCRETE.

14. CONCRETE EXPOSED TO THE WEATHER, FREEZE-THAW, DEICING

CHEMICALS, AND OR PARKED VEHICLES SHALL CONTAIN 6% (+/-1%)

ENTRAINED AIR EITHER BY USING TYPE "A" PORTLAND CEMENTS OR

ADMIXTURES CONFORMING TO ASTM C-260.

15. CURE CONCRETE BY WET CURING OR LIQUID SPRAY CONFORMING TO

ASTM C-309. CONTRACTOR TO VERIFY CURING AGENT IS COMPATIBLE

WITH ANY FLOOR ADHESIVES SPECIFIED WITHIN THE CONTRACT

DOCUMENTS.

16. ALL ADMIXTURES SHALL BE COMPATIBLE WITH ONE ANOTHER.

PREFERABLY ONE MANUFACTURER SHALL BE USED FOR ALL

ADMIXTURES.

17. CALCIUM CHLORIDE OR CHLORIDE CONTAINING ADMIXTURES WILL NOT

BE PERMITTED UNDER ANY CIRCUMSTANCES.

18. FLYASH CONTENT, IF APPROVED IN ADVANCE BY ENGINEER, SHALL BE

LIMITED TO 20% OF TOTAL CEMENTITIOUS MATERIAL OR 25% OF

PORTLAND CEMENT CONTENT. IF FLYASH IS USED, CONTRACTOR SHALL

TAKE ADDITIONAL CONCRETE TEST CYLINDERS FOR 56 DAY BREAKS.

19. DURING HOT WEATHER PLACE CONCRETE IN ACCORDANCE WITH ACI 305.

DURING COLD WEATHER PLACE CONCRETE IN ACCORDANCE WITH ACI

306.

20. EXPOSED FINISHED CONCRETE SURFACES, EXCEPT TOP OF SLABS SHALL

MEET THE REQUIREMENTS OF ACI-303.1, "STD SPEC FOR C.I.P.

ARCHITECTURAL CONCRETE". CONTRACTOR SHALL MAINTAIN COPY ON

JOBSITE. REPAIR ALL AIRHOLES PER ACI-303.1 SUBJECT TO APPROVAL

OF ENGINEER OF RECORD. IF SURFACE DEFECTS ARE EXCESSIVE OR

AFFECT THE INTEGRITY OF THE WALL THE CONTRACTOR SHALL REPLACE

THE DEFECTIVE SECTIONS AS DIRECTED BY THE ENGINEER OF RECORD.

CONCRETE FLOOR FINISH AND

FLOOR FLATNESS/LEVELNESS

REQUIREMENTS

1. PLACE AND FINISH CONCRETE FLOOR SLABS IN ACCORDANCE

WITH ACI 302.1R (LATEST EDITION) "GUIDE FOR CONCRETE FLOOR

AND SLAB CONSTRUCTION"

Statement of Special Inspections

Application No.:

Project name:

Project location:

(Section 1704 Ohio Building Code)

Pursuant to section 1704.1.1 Ohio Building Code, this statement of special inspections must be prepared by the

registered design professional in responsible charge acting as the owner's agent. This statement (2-part

documents) should be submitted as a condition for plan approval and should include the following:

• Part I: A complete list of materials and work requiring special inspections and the required frequency of

inspections by sections 1704.2 through 1704.14 Ohio Building Code.

• Part II: A list of special inspectors who are qualified and are competent to the particular type of construction or

operations. These special inspectors shall be employed by the owner or by the registered design professional in

responsible charge acting as the owner's agent. Submit proper resumes and/or certificates of the special

inspectors.

** Please mark "X" on all work items requiring special inspection and the required frequency of inspections for

this project per requirements in section 1704 OBC

PART I: SCHEDULE OF SPECIAL INSPECTIONS

No. ITEM Req'dContinuous Periodic Inspection Inspection

Fabricators: (1704.2 OBC)1

• Structural load-bearing members

• Structural load-bearing assemblies

Steel Construction (1704.3 OBC)2

• High strength bolts

• Structural steel materials

• Structural steel welding

• Structural steel frame joint details

Concrete construction (1704.4 OBC)3

• Reinforcing steel placement

• Reinforcing steel bolting

• Reinforcing steel welding

• On site concrete testing

• Concrete application techniques

The project registered design professional in responsible charge also acknowledges that he or she is

responsible for reviewing and approving the special inspection reports submitted by the special inspectors

at the required inspection periods. Any discrepancies in special inspection reports shall be brought to the

attention of the building official. A final special inspection report documenting required special inspections

and corrections of any discrepancies noted in the inspections shall be submitted to the building official.

The above statement of special inspections has been prepared by the registered project design professional

in responsible charge in accordance with the provision of section 1704.1.1 of the 2007 Ohio Building Code.

Project Registered Design Professional in Responsible Charge:

Name of Designer:

Ohio Registration No.:

Name of Company:

Property Owner:

Name of owner:

Name of company:

Signature:

Date:

Final Report for Special Inspections

Application No.:

Project name:

Project location:

Pursuant to section 1704.1.2 Ohio Building Code, Special inspectors shall keep records of

inspections and furnish inspection report to the building officials, and to the registered design

professional in responsible charge. Reports shall indicate that work inspected was done in

conformance with the approved construction documents. Discrepancies shall be brought to the

immediate attention of the contractor for corrections. If discrepancies are not corrected, the

discrepancies shall be brought to the attention of the building official and to the registered design

professional in responsible charge prior to the completion of that phase of the work. This report

requires the inspectors to note the date of when the respective work received final inspection and

approval, any special conditions or limitations of the approval, and the inspector's name.

The project registered design professional in responsible charge also acknowledges that he or she is

responsible for reviewing and approving the special inspection reports submitted by the special inspectors at

the required inspection periods. Any discrepancies in special inspection reports shall be brought to the

attention of the building official. A final special inspection report documenting required special inspections and

corrections of any discrepancies noted in the inspections shall be submitted to the building official.

Page 6 of 6Page 5 of 6Page 4 of 6

Page 3 of 6Page 2 of 6Page 1 of 6

• Concrete curing temperature and techniques

• Pre-stressed concrete

• Pre-cast concrete

Masonry Construction (1704.5/1704.11 OBC)4

• Masonry mortar joints

• Reinforcement and connectors

• Grouting

• Pre-stressing tendons and achoranges

• Cold weather protections

Wood Construction (1704.6 OBC)5

• Prefabricated wood structural members

• Wood structural panels

• Fasteners and connectors

• Framing details

Soils (1704.7 OBC)6

• Site Preparation

• Compacted fill materials

• Soil load bearing requirements

Pile Foundation (1704.8 OBC)7

Pier Foundation (1704.9 OBC)8

Helical Pile Foundation (1704.10 OBC)9

EIFS system (1704.14 OBC)10

Sprayed Fire-Resistant Materials (1704.12 OBC)11

• Surface conditions

• Application

• Spray thickness

• Spray density

• Spray bonding strength

Special Cases (1704.15 OBC)12

• Materials & systems not precscribed in code

• Unusual design applications

• Additional requirements by manufacturers

Smoke Control Systems (1704.16 OBC)13

• Ductwork

• Leakage testing

• Final system verification

1(1704.2 OBC)

PART II: LIST OF SPECIAL INSPECTORS

No. ITEM Name of InspectorInspection Company

Steel Construction

Fabricators:

(1704.3 OBC)2

Concrete Construction (1704.4 OBC)3

Masonry Construction(1704.5 OBC)4

Wood Construction(1704.6 OBC)5

Soils(1704.7 OBC)

6

Pile Foundation(1704.8 OBC)

7

Pier Foundation(1704.9 OBC)

8

Helical Pile Foundation(1704.10 OBC)

9

EIFS system(1704.14 OBC)

10

Sprayed Fire-Resistant(1704.12 OBC)

11

Special Cases(1704.15 OBC)

12

Smoke Control System(1704.16 OBC)

13

1 (1704.2 OBC)

FINAL APPROVAL OF WORK - CONDITIONS/LIMITATIONS

No. ITEM Name of InspectorConditions/Limitations

Steel Construction

Fabricators:

(1704.3 OBC)2

Concrete Construction (1704.4 OBC)3

Masonry Construction(1704.5 OBC)4

Wood Construction

(1704.6 OBC)5

Soils(1704.7 OBC)6

Pile Foundation(1704.8 OBC)7

Pier Foundation(1704.9 OBC)8

Helical Pile Foundation(1704.10 OBC)9

DATE

EIFS system(1704.14 OBC)10

Sprayed Fire-Resistant(1704.12 OBC)11

Special Cases(1704.15 OBC)12

Smoke Control System(1704.16 OBC)13

WWTP Flow Equalization Basin - Preliminary Treatment Building - Screen

Clyde, OH

X

X

X

No. ITEM Req'dContinuous Periodic Inspection Inspection

X

X

X

X

I.A. LEWIN P.E., STRUCTURAL ENGINEER OF RECORD

E-44897

I.A. LEWIN P.E. & ASSOCIATES, STRUCTURAL ENGINEERING FIRM OF RECORD

THE EXTENT OF RESPONSIBILITY FOR SPECIAL INSPECTIONS IS LIMITED TO ITEMS 1

THROUGH 9 & 14 ABOVE, OBC SECTIONS 1704.2 THROUGH 1704.10 & 1706.3 REGARDING

I.A. LEWIN P.E. & ASSOCIATES, STRUCTURAL ENGINEER OF RECORD.

Submit the resume of special inspectors for all marked special inspection items in the part I table showingthe qualification and/or special training per 1704.1 OBC.

Cold-Formed Steel (1706.3 OBC)14

• Verify steel gages

• Shear wall screw patterns

• Light gage metal connectors

Cold-Formed steel(1706.3 OBC)

14

Project Registered Design Professional in Responsible Charge:

Name of Designer:

Ohio Registration No.:

Name of Company:

Property Owner:

Name of owner:

Name of company:

Signature:

Date:

I.A. LEWIN P.E., STRUCTURAL ENGINEER OF RECORD

E-44897

I.A. LEWIN P.E. & ASSOCIATES, STRUCTURAL ENGINEERING FIRM OF RECORD

THE EXTENT OF RESPONSIBILITY FOR SPECIAL INSPECTIONS IS LIMITED TO ITEMS 1

THROUGH 9 & 14 ABOVE, OBC SECTIONS 1704.2 THROUGH 1704.10 & 1706.3 REGARDING

I.A. LEWIN P.E. & ASSOCIATES, STRUCTURAL ENGINEER OF RECORD.

Cold-Formed steel(1706.3 OBC)

14

WWTP Flow Equalization Basin - Preliminary Treatment Building - Screen

Clyde, OH


ialpe no. 15089.1


[email protected]

drawn by: j.s.s.

(216) 291-3131 fax 291-2605


engineer: b.d.t.

X

X

X

19'-0

" TYP. FLUSHW

AY W

IDTH

SLOPE 1%

1'-3" TYP.

TIPPING BUCKET, TYP.

SEE MECH. DWGS

120'-0" INSIDE FACE

6'-0"

4'-2"

100

'-0

" IN

SID

E F

ACE

FLOOR SLAB 646.42

FLOOR SLAB 645.27

24" Ø INFLUENT PIPE INVERT

AS SHOWN ON CIVIL DRAWINGS.

EXACT LOCATION TO BE

DETERMINED IN THE FIELD.

(SEE PIPE PENETRATION DETAIL)

SUMP H.P.

EL. 644.77

SLOPE 1%

SLOPE 1%

SLOPE 1%

SLOPE 1%

SLO

PE 1

%SLO

PE 1

%

SUMP L.P.

EL. 644.27

SUMP H.P.

EL. 644.77

24" Ø OUT FLOW PIPE INVERT

EL 644.27


WALL CONTROL JOINTS 20'-0" O.C. TYP.

(SEE DETAIL ON S-4)

FLOOR SLAB

EL. 645.27

7'-0"

6'-0"

A

S4

A

S4

B

S4

C

S4

D

S4

1

S4

EQUILIZATION BASIN - PLAN VIEW18" = 1'-0"

NEW CONCRETE WALLS - SEE

SECTIONS AND DETAILS

NEW CONCRTE FOUNDATION - SEE

SECTIONS AND DETAILS

TYP. WALL & FNDN SECTION

FNDN STEP

(SEE 3/S-4)

TYP. DIV WALL SECTION

FNDN STEP

(SEE 3/S-4)

WALL CONTROL JOINTS THIS WALL ONLY

25'-0" O.C.. (SEE DETAIL ON S-4)

SEE 4/S-4 FOR

B.O.F. ELEVATIONS

TYP. AT CORNERS OF WALLS

2

S4

TYP. (4) WALL ENDS

3

S4

TYP. AT CORNERS OF FNDN


ialpe no. 15089.1


[email protected]

drawn by: s.n.s.

(216) 291-3131 fax 291-2605


engineer: b.d.t.

2'-0"

#57 GRAVEL W/ GEOTEXTILE FABRIC

MEETING ODOT 712.09, TYPE A

OR APPROVAL EQUAL

1'-0"

4'-0

" M

IN. SHALL

BE M

AIN

TAIN

ED

AT A

LL L

OCATIO

NS

HOOKED

ENDS #9

TYP. FNDN REINFORCEMENT

- #9 @ 6" O.C.

EW, TOP & BOT.

#7 MATCHING DOWELS

8'-0" MIN.

SPLICE LENGTH

#7 @ 6" O.C.

VERTICAL

EACH FACE

#5 @ 12" O.C.

HORIZONTAL

EACH FACE

MAX WATER

ELEV. 657.08

#5 @ 6"

O.C. AT

TOP

T.O.W

660.16

TYP.

1'-6"

NEW GRADE 657.00

4

S4

1/2" = 1'-0" S3

ATYP. WALL AND FOUNDATION SECTION

CONTINUOUS GREENSTREAK

SWELLSTOP WATERSTOP

W/ PRIMER ADHESIVE FOR

BONDING TO CONCRETE

HORIZ. KEYED JOINT-

FORM W/ (2) 2x6

1/2" = 1'-0" S4

4DETAIL1/2" = 1'-0" S3

BSECTION

#5 CONTINUOUS

#5 @ 12" O.C.

3"

6" 6"

6"

1'-0"

#9 SLAB REINF. TYP.

SEE SECTION 1 FOR

RENF. AND OTHER

DETAILS

6'-0"

1'-0"

5'-0" MIN LAP

SLOPE 1%

1/2" = 1'-0" S3

CSECTION

DOWELS @ 6" O.C. TO

MATCH FNDN

REINFORCING

SLOPE 1%SLOPE 1%

EL. 660.16 TOW

MAX WATER LEVEL

EL. 657.08

EL. 645.27

EL. 646.42

24" Ø OUT FLOW PIPE INVERT

EL 644.27


1'-0"

6'-0"

7'-0"

4'-2"

FLUSH WATER SUPPLY LINE

(ATTACHMENT TO STRUCTURE

DESIGNED BY EQUIPTMENT VENDO

TIPPING BUCKET, TYP.

(ATTACHMENT TO STRUCTURE

DESIGNED BY EQUIPMENT

VENDOR)

R4

'-2"

1/4" = 1'-0" S3

DSECTION

EL. 660.16 TOW

BOF EL. 640.27

BOF EL. 641.33BOF EL. 642.42

5

S4

1" = 1'-0" S3

1DETAIL

2" CL

3" CL

3" CL

2 1

/2"

3" CL

4 7/8"

6"6"

4 7

/8"

2 1

/2"

6"

2" CL

2 1/2"

2 1/2"

2 1

/2"

2 1/2"

9 5/8"

9 5

/8"

TYPICAL INTERSECTING CONCRETE REINFORCING DETAILSSPLICE BARS TO MATCH QTY OF BARS IN EACH LAYER OF REINFORCING

LAP

INTERSECTINGCORNER > 90°

LAP

STD. HOOK

STD

. HO

OK

CORNER

CONC. WALL CONSTRUCTION JOINTN.T.S.

GREENSTREAKSWELLSTOPWATERSTOP W/

PRIMER ADHESIVE

FOR BONDING TO

CONC.

80 BAR DIAMETER

CONTROL JOINT

ON EXTERIOR

FACE

C.I.P

.

CO

NC. W

ALL

NEW

TANK

STR

UCTUR

E

SIMILAR AT WALL ENDS & CORNERS

3"

FILL CONTROL JOINT

SG SYSTEM OVER SEALANT,

WITH SIKAFLEX-1A SEALANT;PLACE SIKADUR-COMBIFLEX

TYP.

TYP. WALL

REINFORCEMENT

(SEE WALL DETAIL)HOOP EACH FACE, #7

2" CLEAR.

TYP.

#7 EACH FACE

PIPE PENETRATION THRU

NEW CONC. TANK WALL.

COORD. W/ MECHANICAL

FOR SIZE AND LOCATION.

PIPE PENETRATION DETAILN.T.S.

EXTEND 6' EACH

DIRECTION BEYOND

EDGE OF PENETRATION,

TYP.

1/2" = 1'-0" S3

2DETAIL

2 1/2"

2 1/2"

6" 6"

END OF WALL

# 7 VERTICAL

2"

2"

R4

'-2"

#5 @ 12" EW O.C. SPLICE WITH WALL

AND FOUNDATION REINFORCING

1'-10 1/2"

KEY-FORM W/

(2)-2x12

1 1/

2"

LARSEN WELD

CONCRETE ALL

SURFACES, TYP.

1/2" = 1'-0" S4

5DETAIL

EXPOSED FACE

CONC. WALL CONTROL JOINTN.T.S. JOINTS TO BE SPACED AT 20'-0" oc MAX.

TYP. ALL EXPOSED FACES OF WALL

C.I.P

.

CO

NC. W

ALL

NEW

TANK

STR

UCTUR

E

1"

1"

FILL CONTROL JOINT

SG SYSTEM OVER SEALANT,

WITH SIKAFLEX-1A SEALANT;PLACE SIKADUR-COMBIFLEX

CONTROL JOINTS

TYP. INTERIOR AND EXTERIOR

25'-0"

25'-0"

1/8" = 1'-0" S3

3DETAIL

HOOKED #7 @ 12" O.C.

E.W., TOP& BOT

EACH CORNER, TYP.


ialpe no. 15089.1


[email protected]

drawn by: s.n.s.

(216) 291-3131 fax 291-2605


engineer: b.d.t.

PRELIMINARY TREATMENT BUILDING - DEMO PLANN O R T H

3/8" = 1'-0"

E

S6

21'-2"

1'-0

"1'-0

"

21'-2"

1'-0

"1'-0

" DEMO EXIST'G WALL

REMOVE EXIST'G SLAB ON GRADE

12" BACK

DEMO EXIST'G WALL

REMOVE EXIST'G SLAB ON GRADE

12" BACK

1'-0"

1'-0

"

1'-0

"

1'-0"

DEMO TROUGH BACK

TO EDGE OF WALL

19'-4"

19'-4"

TEMPORARILY SUPPORT TROUGH

UNTIL NEW 12" WALL IS INSTALLED



REMOVE EQUIP

PER MECH

REMOVE EQUIP

PER MECH


ialpe no. 15089.1


[email protected]

drawn by: j.s.s.

(216) 291-3131 fax 291-2605


engineer: b.d.t.

1/2" = 1'-0" S5

ESECTION

1'-0" 3'-6" 1'-0" 3'-0" 1'-0"1'-0" 1'-0" 1'-0" 3'-0" 1'-0" 1'-0" 6'-9"

EXIST SECTION/

DEMOLITION

1'-1"

8"

2'-4"

1'-0"

8"

ELEV - 661'-6"ELEV - 661'-6"

EXIST'G TROUGH REINF

UNKNOWN

5" EQUIP

PAD

ELEV - 662'-7"

8"

ELEV - 658'-6"

SAWCUT TYP

@ BASE OF WALL

5" EQUIP

PAD

REMOVE SLAB 1'-0"REMOVE SLAB 1'-0"DEMO WALL DEMO WALL

CONVEYOR/

TROUGH TO

REMAIN

TYP 12" SLAB REINF

#4 @ 12" E.W.

TOP & BOT

TYP WALL REINF

#4 @ 14" VERT

& DOWELS E.F.,

#4 @ 10" HORIZ

EACH FACE

TYP 8" SLAB REINF

#4 @ 12" E.W.

TOP & BOT

REMOVE END OF TROUGH

AND SLAB TO WALL - 1'-0"

ELEV - 656'-6"


ialpe no. 15089.1


[email protected]

drawn by: j.s.s.

(216) 291-3131 fax 291-2605


engineer: b.d.t.

PRELIMINARY TREATMENT BUILDING - PLAN VIEWN O R T H

3/8" = 1'-0"

F

S8

ROTATING DRUM

EQUIP. SEE MECH

ROTATING DRUM

EQUIP. SEE MECH

1'-0" 1'-0"

1'-0" 1'-0"19'-2"

6"

6"

FOUNDATION SLAB

EXTENSION

FOUNDATION SLAB

EXTENSION

NEW 12" WALL

NEW 12" WALL





ADD EQUIP PAD

PER MECH

ADD EQUIP PAD

PER MECH

NEW SCREW CONVEYOR

AND DISCHARGE - SEE MECH

G

S8G

S8

O.H.

G

S8

G

S8O.H.

H

S8

H

S8


ialpe no. 15089.1


[email protected]

drawn by: j.s.s.

(216) 291-3131 fax 291-2605


engineer: b.d.t.

1/2" = 1'-0" S7

FSECTION

1'-0" 3'-6" 1'-0" 3'-6" 1'-0" 1'-0" 1'-0" 3'-6" 1'-0" 6'-3" 1'-4"

1'-0"1'-0"

6" 13'-0" 6"

1'-1"

8"

2'-4"

1'-0"

6" 6"

#5 @ 12" o.c. VERT

& HORIZ, 2 FACES.

DRILL & EPOXY

INTO EXIST'G

SLAB 7/8"Ø HOLE

x 8", ANCHOR W/

HILTI HY-200

WATERSTOP

- GREENSTREAK SWELLSTOP

GROUT EXIST'G

KEY FULL IF

PRESENT

#4 HOOKED DOWELS INTO

WALL. DRILL & EPOXY INTO

EXIST'G SLAB 5/8"Ø x 12" W/

HILTI HY-200

#4 T&B CONT. DRILL & EPOXY

INTO EXIST'G SLAB 3/4"Ø x 12"

W/ HILTI HY-200

#5 T&B CONT

ROUGHEN & CLEAN

EXIST'G CONC SURFACES

1/4" AMPLITUDE DOWEL #5's @ 12" O.C. T&B

DRILL 7/8"Ø x 12" HOLE, ANCHOR

W/ HILTI HY-200

WATERSTOP

- GREENSTREAK

SWELLSTOP

EQUIP PAD

PER MECH

EQUIP PAD

PER MECH

1/2" = 1'-0" S7

GSECTION1/2" = 1'-0" S7

HSECTION

NEW 12" WALL

REFER TO SECTION B

ON THIS SHEET

FOR REINF

EXIST'G WALL

MIN 40" LAP

DOWEL #5's INTO EXIST'G

WALL W/ HILTI HY-200

7/8"Ø x 8" HOLE

6" 3"

3"

1'-9" - E

XIS

T'G

TR

OUG

H

NEW 12" WALL

REFER TO SECTION B

ON THIS SHEET

FOR REINF

LAP W

/ W

ALL

REIN

F 2

'-0"

DOWEL #5's INTO

BOTTOM OF EXIST'G

TROUGH W/ HILTI HY-200,

7/8"Ø x 6" HOLE, 12" O.C.

ROUGHEN & CLEAN

EXIST'G CONC SURFACES

1/4" MIN AMPLITUDE

GREENSTREAK SWELLSTOP

WATERSTOP


ialpe no. 15089.1


[email protected]

drawn by: j.s.s.

(216) 291-3131 fax 291-2605


engineer: b.d.t.

underground utilitiescode: ohio bldg code, latest edition aci-350-01; aci-350.3-01 treatment...

Documents