underground utilitiescode: ohio bldg code, latest edition aci-350-01; aci-350.3-01 treatment...
TRANSCRIPT
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
N
N
4110 mayfield road, suite b
ialpe no. 15089.1
cleveland, ohio 44121
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
4110 mayfield road, suite b
ialpe no. 15089.1
cleveland, ohio 44121
drawn by: j.s.s.
(216) 291-3131 fax 291-2605
i. a. lewin, p.e. and associates
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
(SEE PIPE PENETRATION DETAIL)
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
4110 mayfield road, suite b
ialpe no. 15089.1
cleveland, ohio 44121
drawn by: s.n.s.
(216) 291-3131 fax 291-2605
i. a. lewin, p.e. and associates
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
(SEE PIPE PENETRATION DETAIL)
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.
4110 mayfield road, suite b
ialpe no. 15089.1
cleveland, ohio 44121
drawn by: s.n.s.
(216) 291-3131 fax 291-2605
i. a. lewin, p.e. and associates
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
TEMPORARILY SUPPORT TROUGH
UNTIL NEW 12" WALL IS INSTALLED
REMOVE EQUIP
PER MECH
REMOVE EQUIP
PER MECH
4110 mayfield road, suite b
ialpe no. 15089.1
cleveland, ohio 44121
drawn by: j.s.s.
(216) 291-3131 fax 291-2605
i. a. lewin, p.e. and associates
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"
4110 mayfield road, suite b
ialpe no. 15089.1
cleveland, ohio 44121
drawn by: j.s.s.
(216) 291-3131 fax 291-2605
i. a. lewin, p.e. and associates
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
TEMPORARILY SUPPORT TROUGH
UNTIL NEW 12" WALL IS INSTALLED
TEMPORARILY SUPPORT TROUGH
UNTIL NEW 12" WALL IS INSTALLED
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
4110 mayfield road, suite b
ialpe no. 15089.1
cleveland, ohio 44121
drawn by: j.s.s.
(216) 291-3131 fax 291-2605
i. a. lewin, p.e. and associates
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
4110 mayfield road, suite b
ialpe no. 15089.1
cleveland, ohio 44121
drawn by: j.s.s.
(216) 291-3131 fax 291-2605
i. a. lewin, p.e. and associates
engineer: b.d.t.