g e n e r a l s t r u c t u r a l n o t e s (gsn) division

STRUCTURAL STEEL

CONSTRUCTION SUBMITTALS

CONCRETE

SPECIAL INSPECTION

GENERAL

FOUNDATION

LIGHT GAUGE STEEL FRAMING

STEEL DECKREINFORCING STEEL

MASONRY

STEEL LINTEL SCHEDULE

STRUCTURAL DESIGN CRITERIA

CONCRETE FLOOR FINISH ANDFLOOR FLATNESS/LEVELNESS REQUIREMENTS

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

MILL TEST REPORTS FOR GRADE 60 BARS SHALL BE

REINFORCING STEEL SHALL BE DETAILED IN

BARS IN SLABS SHALL BE SECURELY SUPPORTED

ALL BARS SHALL BE MARKED SO THEIR

WELDED WIRE FABRIC SHALL CONFORM TO ASTM

BARS SHALL BE CLEAN OF RUST, GREASE, OR OTHER

REINFORCING BARS SHALL CONFORM TO THE

REINFORCING BAR SPLICES SHALL BE MADE AS

CONTINUOUS INSPECTION OF CONCRETE SHALL

CONCRETE PROTECTION FOR REINFORCEMENT

REBAR SPACINGS GIVEN ARE MAXIMUM ON CENTER

WHERE REINFORCING IS SHOWN CONTINUOUS THROUGH

SIZE AND LOCATION OF ALL INTERIOR AND EXTERIOR

IS SUBJECT TO REMOVAL OR EXPOSURE AT CONTRACTOR'S EXPENSE.

CONTINUOUS INSPECTION IS ALWAYS REQUIRED DURING THEPERFORMANCE OF THE WORK UNLESS OTHERWISE SPECIFIED.

THE SPECIAL INSPECTORS MUST BE CERTIFIED BY THE LOCAL BUILDINGDEPARTMENT TO PERFORM THE TYPES OF INSPECTION SPECIFIED.

IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO INFORM THESPECIAL INSPECTOR OR INSPECTION AGENCY AT LEAST ONEWORKING DAY PRIOR TO PERFORMING ANY WORK THAT REQUIRESSPECIAL INSPECTION. ALL WORK PERFORMED WITHOUT REQUIREDSPECIAL INSPECTION IS SUBJECT TO REMOVAL.

REQUIRED FOR SUBMITTAL FOR STRUCTURAL REVIEWTHE FOLLOWING SUBMITTALS, WHEN APPLICABLE, ARE

CONTRACTOR'S CHECKING.

RESUBMITTAL IF A CURSORY REVIEW SHOWS MAJOR ERRORSTHE STRUCTURAL SUBMITTALS WILL BE RETURNED FOR

CONTRACTOR'S RESPONSIBILITY TO CHECK HIS OWN SUBMITTALS.HELP THE ENGINEER VERIFY HIS DESIGN CONCEPT. IT IS THETHE STRUCTURAL SUBMITTAL REVIEW IS INTENDED TO

WHICH SHOULD HAVE BEEN FOUND BY THE GENERAL

THE ENGINEER WILL REVIEW THE SUBMITTALS FOR CONFORMANCE

c. STRUCTURAL STEEL.b. CONCRETE MIX DESIGNS.a. SPLICED REINFORCING.

e. PRE-ENG METAL BUILDINGS

SHALL BE ACCOMPANIED BY LOCATION PLAN IDENTIFYING THEANY SUBMITTAL OF A DETAIL SHEET WITH ADDED INFORMATION

MEMBERS INVOLVED AND CLOUDING AROUND ADDED INFORMATION

ENGINEER, AND SUBMITTAL SHALL BE SEALED BY THE ENGINEER.FOR REVIEW SHALL BE BY A REGISTERED STRUCTURALANY ENGINEERING DESIGN PROVIDED BY OTHERS AND SUBMITTED

PLACED ON FRAMED ROOF. LOAD SHALL NOT EXCEED

HAS NOT ATTAINED DESIGN STRENGTH.

MANUFACTURER'S RECOMMENDATIONS.

ADEQUATE SHORING AND/OR BRACING WHERE STRUCTURE

SHALL BE 1/2" DIAMETER X 3 1/2" EMBEDMENT HILTI KWIKBOLTS II (ICBO 4627) OR APPROVED ALTERNATE WITH ALLOWABLE

ICBO RESEARCH REPORT. UNLESS NOTED OTHERWISE, ALLVALUES EQUAL TO OR EXCEEDING THOSE FOR HILTI, PER CURRENT

EPOXY ANCHORS SHALL BE 1/2" DIAMETER WITH 4 1/4"EMBEDMENT HILTI HIT SYSTEM (ICBO 4016) OR APPROVEDALTERNATE WITH ALLOWABLE VALUES EQUAL TO OR EXCEEDING

REPORT. INSTALL EXPANSION AND EPOXY ANCHORS PERTHOSE FOR HILTI, PER CURRENT ICBO RESEARCH

SPECIFICATIONS. MINIMUM COMPRESSIVE STRENGTHAND C-109, MIXED AND INSTALLED PER MANUFACTURER'SNON-SHRINK, NON-METALLIC, MEETING ASTM C-827, C-191,

UNLESS NOTED OTHERWISE, EXPANSION BOLTS IN CONCRETE

GROUT OTHER THAN FOR MASONRY CELLS SHALL BE

THE DESIGN LIVE LOAD PER SQUARE FOOT. PROVIDE

5,000 PSI IN TWO DAYS.

SIZE AND LOCATION OF MACHINE OR EQUIPMENT BASES,

NECESSARY TO PROTECT THE STRUCTURE DURING

NOT BE LIMITED TO BRACING, SHORING FOR LOADS DUETO CONSTRUCTION EQUIPMENT, ETC. OBSERVATIONVISITS TO THE SITE BY THE STRUCTURAL ENGINEER SHALLSHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS.

EXCAVATIONS OR BURIED STRUCTURES, SUCH ASCESSPOOLS, CISTERNS, FOUNDATIONS, ETC. IF ANYSUCH STRUCTURES ARE FOUND, ENGINEER SHALL BE

THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION.THE CONTRACTOR SHALL PROVIDE ALL MEASURES

SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE.

CONSTRUCTION. SUCH MEASURES SHALL INCLUDE BUT

CLEARING AND EARTHWORK OPERATIONS FOR FILLED

ANCHOR BOLTS FOR MOTOR MOUNTS.

ASTM SPECIFICATIONS ON THE DRAWINGS SHALL

CONTRACTOR SHALL INVESTIGATE SITE DURING

CONSTRUCTION MATERIAL SHALL BE SPREAD OUT IF

THE CONTRACT STRUCTURAL DRAWINGS AND

BE OF THE LATEST REVISION.

NOTIFIED IMMEDIATELY.

DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS.

SIZE AND LOCATION OF ALL FLOOR AND ROOF

DEPRESSED AREAS, CHANGE IN LEVEL, CHAMFERS,EQUIPMENT PADS, PITS, FLOOR DRAINS, SLOPES,SIZE AND LOCATION OF ALL CONCRETE CURBS,

PIPE RUNS, SLEEVES, HANGERS, TRENCHES, WALL ANDSLAB OPENINGS, ETC., EXCEPT AS SHOWN OR NOTED.

ELECTRICAL CONDUIT RUNS, BOXES, OUTLETS IN

CONCRETE INSERTS FOR ELECTRICAL, MECHANICAL, OR

SEE MECHANICAL, PLUMBING, AND ELECTRICALDRAWINGS FOR THE FOLLOWING:

PLUMBING FIXTURES.

WALLS AND SLABS.

NON-BEARING PARTITIONS.

FLOOR AND ROOF FINISHES.

OPENINGS EXCEPT AS SHOWN.

GROOVES, INSERTS, ETC.

GRADE OR COMPACTED FILL AS PER THERECOMMENDATIONS OF THE SOILS REPORT.

SLABS ON GRADE SHALL BE SUPPORTED ON NATURAL

REQUIRE SPECIAL INSPECTION PER OBC SECTION 1701.THE FOLLOWING ELEMENTS OF CONSTRUCTION SHALL

THE CONSTRUCTION INSPECTIONS LISTED ARE IN ADDITION TO THE CALLEDINSPECTIONS REQUIRED BY OBC, AS AMENDED.SPECIAL INSPECTION IS NOT A SUBSTITUTE FOR INSPECTION BY LOCALBUILDING DEPARTMENT. SPECIALLY INSPECTED WORK WHICH IS INSTALLEDOR COVERED WITHOUT THE APPROVAL OF THE LOCAL BUILDING INSPECTOR

THAT A CLARIFICATION CAN BE ISSUED. ANY WORKPERFORMED IN CONFLICT WITH THE CONTRACT

OHIO BLDG CODE AND LATEST REVISIONS REFERRED TO HERE

CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR WORK.DETAILS. WHERE NO DETAILS ARE GIVEN,

CORRECTED BY THE CONTRACTOR AT HIS OWN EXPENSE.DOCUMENTS OR ANY CODE REQUIREMENTS SHALL BE

UNLESS NOTED OTHERWISE, DETAILS IN STRUCTURALDRAWINGS ARE TYPICAL AS INDICATED BY CUTS,

PRECEDENCE OVER GENERAL NOTES AND TYPICAL

AS "THE CODE", AND ANY OTHER REGULATING AGENCIESWHICH HAVE AUTHORITY OVER ANY PORTION OF THE

SIZE AND LOCATION OF ALL DOOR AND WINDOW OPENINGS,

SEE ARCHITECTURAL DRAWINGS FOR THE FOLLOWING:

ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF

NOTES AND DETAILS ON DRAWINGS SHALL TAKE

EXCEPT AS NOTED.

THE FOLLOWING CODES:

WORK.

REFERENCES, OR TITLES.

THE ENGINEER PRIOR TO START OF CONSTRUCTION SOOCCUR SHALL BE BROUGHT TO THE ATTENTION OF

ALL DRAWINGS AND SPECIFICATIONS PRIOR TO THE

CONTRACT DOCUMENTS. THE CONTRACTOR SHALL BE

NOTIFIED OF ANY DISCREPANCIES OR INCONSISTENCIES.TO STARTING CONSTRUCTION. THE ENGINEER SHALL BE

RESPONSIBLE FOR THE REVIEW AND COORDINATION OF

START OF CONSTRUCTION. ANY DISCREPANCIES THAT

FOR BIDDING. SUBMIT CLARIFICATION REQUEST PRIOR TOIN CASE OF CONFLICT, MORE COSTLY REQUIREMENTS GOVERN

ALL DRAWINGS ARE CONSIDERED TO BE A PART OF THE

THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR

PROCEEDING WITH WORK.

FOOTINGS SHALL BEAR ON COMPACTED FILL OR

INSPECTOR OR SOILS ENGINEER PRIOR TO PLACING THECONCRETE AND REINFORCING. CONTRACTOR TO NOTIFY

INSPECTOR TO SUBMIT A LETTER OF COMPLIANCE.

ALL ABANDONED FOOTINGS, UTILITIES, ETC. WHICH INTERFERE

SOIL ENCOUNTERED AT THESE DEPTHS NOT BE APPROVEDACCORDING TO DEPTHS SHOWN ON DRAWINGS. SHOULDFOUNDATIONS SHALL BE PLACED AND ESTIMATED

BY THE INSPECTOR OR SOILS ENGINEER, FOUNDATIONELEVATIONS WILL BE ALTERED BY CHANGE ORDER.

APPROVED BY THE INSPECTOR. ALL FILLS USED TOLAYERS IN ACCORDANCE WITH THE SOILS REPORT AND

FOOTING BACKFILL AND UTILITY TRENCH BACKFILL WITHINBUILDING AREA SHALL BE MECHANICALLY COMPACTED IN

ALL EXCAVATIONS SHALL BE PROPERLY BACKFILLED. DONOT PLACE BACKFILL BEHIND RETAINING WALLS BEFORECONCRETE OR GROUT HAS ATTAINED FULL DESIGN STRENGTH.

SUPPORT FOUNDATIONS SHALL BE INSPECTED BY THESOILS ENGINEER REPRESENTATIVE PER CODE SECTION 1704.

THE INSPECTOR WHEN INSPECTION OF EXCAVATION IS READY.

UTILITIES IN ACCORDANCE WITH ALL NATIONAL, STATE,

EXCAVATION FOR FOOTINGS SHALL BE APPROVED BY THE

ADJACENT PROPERTY, STRUCTURES, STREETS, ANDINCLUDING LAGGING, SHORING, AND PROTECTION OFRESPONSIBLE FOR ALL EXCAVATION PROCEDURESSHORING REQUIRED AND SHALL BE SOLELY

EXCAVATIONS FROM EITHER SURFACE WATER,GROUND WATER, OR SEEPAGE, IF REQUIRED.

INSTALLATION OF ALL CRIBBING, SHEATHING, ANDCONTRACTOR SHALL PROVIDE FOR DESIGN AND

CONTRACTOR TO PROVIDE FOR DE-WATERING OF

AND LOCAL SAFETY ORDINANCES.

NATIVE SOILS TESTED.

FOOTINGS ARE DESIGNED BASED ON THE FOLLOWING

ALLOWABLE BEARING = 2000 PSFINFORMATION:

CONTRACTOR. CONTRACTOR TO PROVIDE ALL CONNECTION

MANUFACTURER'S ASSOCIATION ICBO NO. 4943P,

RECOMMENDATIONS.

WITH 1.25" FLANGES.

WELDS X 1" LONG AT 12" ON CENTER.

THE FOLLOWING:

SEE MANUFACTURER'S SPECIFICATIONS ANDALL METAL STUDS SHALL HAVE STIFFENED FLANGES.

ALL SHEET METAL SCREWS SHALL PROTRUDE 1/4"THROUGH METAL FRAMING.

MINIMUM STUD PROPERTIES SHALL BE PER STEEL STUD

TRACKS FOR EXTERIOR WALLS SHALL BE 54 MILS MATERIAL54 MILS MATERIAL WITH 1.25" FLANGES. BOTTOM STUDTOP STUDS TRACKS FOR EXTERIOR WALLS SHALL BE

TOGETHER ON BOTH FLANGES WITH 1/16" GROOVEDOUBLE VERTICAL STUDS SHALL BE STITCH WELDED

97, 68, 0R 54 MILS (Fy=50,000 psi)

GALVANIZED STUDS: ASTM A653, GRADE A43 OR 33 MILS (Fy=33,000 psi)

GALVANIZED STUDS: ASTM A653, GRADE D

GALVANIZED TRACK END CLOSURES, ASTM A653, GRADE ABRIDGING AND ACCESSORIES (Fy=33,000 psi)

ALL LIGHT GAUGE STEEL FRAMING SHALL CONFORM WITH

LIGHT GAUGE STEEL FRAMING CONNECTIONS SHALL BE DETAILED BY

CONCRETE NOT EXPOSED TO WEATHER OR IN

NO. 5 BAR, W31 OR D31 WIRE AND SMALLER

CONCRETE EXPOSED TO EARTH OR WEATHER:

THE FOLLOWING MINIMUM CONCRETE COVERCAST-IN-PLACE CONCRETE (NON-PRESTRESSED)

SHALL BE PROVIDED FOR REINFORCEMENT

NO. 11 BAR AND SMALLER

NO. 6 THROUGH NO. 18 BAR

SLABS, WALLS, JOISTS:

CONTACT WITH GROUND:

A-185 (MATS ONLY). PROVIDE LAPS PER THE ACI CODE

SHALL BE FASTENED BY SCREWS AT THIRD POINTS.AT ROOF DECK, THE SIDE LAPS OF ADJACENT UNITS

ROOF DECK SHALL BE FASTENED TO STEEL

SUPPORTS WITH 5/8" DIAMETER WELDS @ 12" O.C.SUPPORTS AT THE END OF UNITS AND AT INTERMEDIATE

ALL WELDING OF STEEL DECK SHALL BE DONE BYCERTIFIED LIGHT GRADE WELDERS IN ACCORDANCE

SHEET STEEL IN STRUCTURES", AWS D1.3.WITH AWS "SPECIFICATIONS FOR WELDING

PROVIDE FLASHING AND CLOSURE PLATES AT ENDS OFALL UNITS, AROUND COLUMNS, AND ALL PERIMETERLOCATIONS REQUIRING CONCRETE.

SPANS, EXCEPT WHERE THE FRAMING DOES NOT

VULCRAFTAS FOLLOWS:

STEEL STRUCTURAL MEMBERS" SHALL GOVERN THE

TO ASTM A653 FOR GALVANIZED DECK AND A1008

AND SHALL INDICATE STUD LAYOUT.

DECK SHALL BEAR 2" MINIMUM AT ALL SUPPORTS.SHALL INDICATE WHERE SHORING WILL BE REQUIRED.NON-CONTINUOUS SPANS. DECK SHOP DRAWINGSPERMIT. SHORING MAY BE REQUIRED AT

ITS CLOSURES AND FLASHINGS SHALL CONFORMDESIGN OF ALL DECK UNITS. STEEL DECK AND ALL OF

"SPECIFICATIONS FOR THE DESIGN OF LIGHT GAUGE

ENGINEER FOR REVIEW PRIOR TO FABRICATION

UNITS SHALL BE CONTINUOUS OVER THREE OR MORE

ACCEPTABLE STEEL DECK MANUFACTURERS ARE

THE AMERICAN IRON AND STEEL INSTITUTE

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

SUBMITTED PRIOR TO PLACEMENT OF CONCRETE.

INCLUDE INSPECTION DURING INSTALLATION OFREINFORCING STEEL. INSPECTION SHALL BESCHEDULED SO THAT PLACEMENT OF REINFORCINGSTEEL, CONDUIT, SLEEVES, AND EMBEDDED ITEMSMAY BE CORRECTED PRIOR TO PLACEMENT OF

WHETHER STATED AS "O.C." OR NOT. ALL REBAR ISCONTINUOUS WHETHER STATED AS "CONT." OR NOT.

CONSTRUCTION JOINTS, MECHANICAL BAR SPLICE DEVICESMAY BE USED. SIZES AND TYPES SHALL BE SELECTEDTO DEVELOP THE FULL TENSION STRENGTH OF THE BARPER ICBO RESEARCH REPORT. SUBMIT FOR APPROVAL

OVERLYING GRIDS OF REINFORCING STEEL.

BY STRUCTURAL ENGINEER.

STRUCTURES", LATEST EDITION.

ON WELL-CURED CONCRETE BLOCKS (MAX 2" HIGH) ORMETAL CHAIRS, PRIOR TO PLACING CONCRETE.

SHALL BE 40 BAR DIAMETERS, 24" MINIMUM.LENGTH FOR REINFORCING STEEL BARS IN MASONRYINDICATED ON THE DRAWINGS. MINIMUM SPLICE

IDENTIFICATION CAN BE MADE WHEN THE FINAL

SECTION 12.8, 9" MINIMUM. WWF SHALL BE

STEEL BARS IN CONCRETE SHALL BE PER THE ACI CODEMINIMUM SPLICE LENGTH FOR REINFORCING

SECTION 12. LAP ALL HORIZONTAL BARS ATCORNERS AND INTERSECTIONS. DOWEL ALL VERTICALREBAR TO FOUNDATIONS. ALL SPLICE LOCATIONSARE SUBJECT TO APPROVAL BY STRUCTURAL ENGINEER.PROVIDE REQUIRED SHOP DRAWINGS AND FABRICATE

IN-PLACE INSPECTION IS MADE.

AFTER ENGINEER'S APPROVAL.

SUPPORTED ON APPROVED CHAIRS.

3" X 20 GA WIDE RIB ROOF DECK

THE DRAWINGS PROPERTIES ARE AS FOLLOWS:

DECK SHOP DRAWINGS SHALL BE SUBMITTED TO

DECK SIZE AND GAUGE

ROOF AND FLOOR DECKS SHALL BE AS NOTED ON

MATERIALS LIKELY TO IMPAIR BOND. ALL

REQUIREMENTS OF CHAPTER 12 OF THE ACI CODE,ASTM A615, GRADE 60 U.N.O.

REINFORCING BAR BENDS SHALL BE MADE COLD.

ALL LIGHT GAGE STEEL FRAMING AND CONNECTIONS SHALL BE

"SPECIFICATION FOR THE DESIGN OF COLD FORMED STEEL

ALL CONNECTIONS ARE TO BE SCREWED WITH MINIMUM

DIAGONAL STRAP BRACING, WHERE SHOWN OR REQUIRED, SHALL

WELDING SHALL BE DONE IN ACCORDANCE WITH AWS D1.3-89,

JOIST BRIDGING SHALL BE PROVIDED ON 8 FOOT CENTER MAXIMUM

SEQUENCING OF WELDS SHALL BE SUCH TO AVOID DISTORTION OF

OCCURS DURING WELDING OPERATIONS.

PROVIDE LIGHT GAUGE STEEL HEADERS AS PER THE FOLLOWING

DRAWINGS, OR IN OPENINGS REQUIRED BY THE ARCHITECTURAL,

FOR OPENINGS UP TO 6'-0" 2 - 600S162-54

FOR OPENINGS FROM 6'-1" TO 8'-0" 2 - 800S162-54

FOR OPENINGS FROM 8'-1" TO 10'-0" 2 - 1000S162-54 GAGE

ALL HEADERS SHALL BEAR ON 2 STUDS AT EACH END, UNLESS NOTED.

ADD ONE JOIST MEMBER IN HEADERS FOR EACH ADDITIONAL 2"

PROVIDE STUDS EQUAL TO NUMBER OF BEAM LAMINATIONS PLUS 2

DOWN TO FOUNDATION OR OTHER SUPPORT POINTS AS NEEDED.

DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH AISI

STRUCTURAL MEMBERS", SSMA "PRODUCT TECHNICAL INFORMATION"

4 #12-14 SCREWS OR EQUIVALENT WELDS UNLESS NOTED.

BE CONNECTED TO ALL CROSSING VERTICAL MEMBERS.

STRUCTURAL WELDING CODE, SHEET STEEL.

UNLESS INDICATED OTHERWISE ON THE DRAWINGS.

MEMBERS. REPLACE ALL MEMBERS WHEN BURN THROUGH

SCHEDULE IN ALL STUD WALL OPENINGS WHEN NOT SHOWN ON

MECHANICAL, AND ELECTRICAL DRAWINGS.

NOMINAL WALL WIDTH.

UNDER ALL BEAM BEARING LOCATIONS. STUDS ARE TO EXTEND

CONSTRUCT ALL MASONRY WALLS IN ACCORDANCE WITH ACI 530

AND ACI 530.1 UNLESS OTHERWISE SHOWN OR NOTED.MATERIALS:LOAD BEARING UNITS:CONCRETE BRICK:

FACING BRICK:

NON LOAD BEARING UNITS:

MORTAR (TYPE M, S, N, or O):

GROUT :

REINFORCING STEEL BARS:

MASONRY PRISM STRENGTH (f'm) = 2000 PSI AT 28 DAYS, UNLESS NOTEDMORTAR USAGE FOR ABOVE AND BELOW GRADE WALLS:

REINFORCED MASONRY:

LOAD BEARING (INTERIOR AND EXTERIOR):

NON-LOAD BEARING (EXTERIOR):

NON-LOAD BEARING PARTITIONS (INTERIOR):

IN MASONRY WALLS, NO CHASES, RISERS, CONDUITS OR TOOTHING OF MASONRY

BEARING OR CONCENTRATED LOADS.

USE TWO COURSES (16") OF SOLID OR GROUTED SOLID MASONRY BELOW

PROVIDE HORIZONTAL JOINT REINFORCING IN ALL MASONRY WALLS AT 16" O.C.

LADDER TYPE, 9 GA. GALVANIZED WIRE, OR EQUAL.

PROVIDE UNITS APPROPRIATE FOR THE USE, I.E., SASH, BULLNOSE, BOND, ETC..

PROVIDE FIRE RATED OR EQUIVALENT MASONRY UNITS AT FIREWALLS, STAIRWELLS

SHALL BE FURNISHED UPON REQUEST.

PROVIDE STEEL LINTELS AS PER THE FOLLOWING SCHEDULE IN ALL MASONRY

REQUIRED BY THE ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS.

FOR OPENINGS UP TO 4'-0" :

FOR OPENINGS FROM 4'-1" TO 6'-0" :

FOR OPENINGS FROM 6'-1" TO 7'-0" :

FOR OPENINGS FROM 7'-1" TO 10'-0":

FOR A MINIMUM BEAM WEIGHT OF 36 PLF PLUS A 5/16" BOT PLATE 1" LESS

ALL LINTELS SHALL BEAR ON 8" OF SOLID MASONRY, U.N.O..

USE ONE ANGLE FOR EACH 4" WYTHE OF MASONRY.

MINIMUM THICKNESS OF LINTELS IN EXTERIOR WALLS TO BE 5/16".

WALL OPENINGS WHEN NOT SHOWN ON DRAWINGS, OR IN OPENINGS

FOR OPENINGS GREATER THAN 10'-0" AND NOT SHOWN ON PLANS ALLOW

PLATES ARE TO BE 1" LESS THAN NOMINAL WALL THICKNESS.

SHALL OCCUR WITHIN 17" OF CENTERLINE OF BEAM

EACH BEAM BEARING MINIMUM UNLESS NOTED OTHERWISE..

VERTICALLY. JOINT REINFORCING SHALL BE DUR-O-WAL

AND ELEVATOR SHAFT. CERTIFICATES OF COMPLIANCE

L3 1/2x3 1/2x1/4

L5x3 1/2x 5/16

L6x3 1/2x5/16

W8x18 with 5/16" Plate

ASTM C-90ASTM C-55

ASTM C-216, TYPE FBS, GRADE SW

ASTM C-129

ASTM C-270 (PROPORTION METHOD)

ASTM C-476 (2000 PSI, PROPORTION METHOD)

ASTM A-615 GRADE 60

TYPE S

TYPE S

TYPE N

TYPE N

THE CONTRACT DOCUMENTS MAY NOT BE USED BY THE DETAILERAS USE IN ERECTION OR DETAIL DRAWINGS WITH OUT PRIORWRITTEN PERMISSION FROM THE STRUCTURAL ENGINEER.

d. ROOF & FLOOR DECK

SAID ENGINEER MUST BE REGISTERED WITH THE STATE THEPROJECT IS LOCATED WITHIN.

NEW MILLENNIUMCANAM

SUMP PANS SHALL BE PROVIDED AT ALL INTERIORDOWNSPOUT LOCATIONS. SUMP PAN TO BE FABRICATEDFROM MINIMUM 14 GA GALVANIZED STEEL.

REINFORCE ALL OPENINGS 18" OR LESS WITH L2x2x12GA3'-0" LONG SCREWED TO EACH FLUTE EACH SIDE OF OPENING.

WELD WASHERS ARE TO BE USED FOR WELDS IN DECK WHICHIS 24 GAUGE OR THINNER.

ALL SUBMITTALS ARE TO BE REVIEWED AND APPROVED BYTHE GENERAL CONTRACTOR AND CHECKED BY THEFABRICATOR OR VENDOR PRIOR TO SUBMITTAL FORREVIEW BY ENGINEER.

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UNLESS NOTED OTHERWISE: COVER

EXPOSED TO EARTH:CONCRETE CAST AGAINST AND PERMANENTLYA.

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ENGINEER OF RECORD.SUBMIT WRITTEN REPORTS WITHIN TWO DAYS OF TESTING TOe.

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PROOF ROLL PRIOR TO PLACING BASE. REPLACE SOFTAREAS WITH COMPACTED FILL.

WHEN REQUIRED OR DIRECTED BY THE GEOTECHNICALENGINEER COMPACT ALL AREAS WITH IN 5'-0" OUTSIDEOF BUILDING FOOTPRINT TO DENSITY SPECIFIED INGEOTECHNICAL REPORT

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SUBMITTALS ARE TO BE RECEIVED BY THE STRUCTURAL ENGINEERA MINIMUM OF 10 WORKING DAYS PRIOR TO CONSTRUCTION SCHEDULING.STRUCTURAL ENGINEER IS NOT RESPONSIBLE FOR CONSTRUCTION DELAYS

9.

DUE TO INADEQUATE SCHEDULING OF SUBMITTAL REVIEW. SUBMITTALSTO BE SUBMITTED TO ARCHITECT PRIOR TO ENGINEERS REVIEW.

FORMDECK SHALL BE WELDED TO SUPPORTS @ 12"O.C. THRU WELD WASHERS USING 3/8" DIA WELDS.

BUILDING OWNER TO FURNISH INSPECTION UNLESS INSTRUCTEDOTHERWISE BY THE CONSTRUCTION CONTRACT.

WITH CONSTRUCTION DOCUMENTS, GENERAL DIMENSIONS, MEMBERS,ELEVATIONS AND CONNECTIONS. THE CONTRACTOR IS SOLELYRESPONSIBLE FOR ALL DIMENSIONS IN SUBMITTALSAND COORDINATIONS WITH OTHER TRADES.

WITH NEW CONSTRUCTION SHALL BE REMOVED. NEW FOOTINGSSHALL EXTEND INTO UNDISTURBED SOILS.

FOR PAINTED DECK, Fy = 33,000 psi MINIMUM

14. DECK TO BE PAINTED SHALL BE PAINTED WITH MANUFACTURER'SSTANDARD LIGHT GRAY PRIME PAINT

5. ANGLES OR PLATES IN EXTERIOR WIDTHS OF MASONRY WALLSARE TO BE HOT DIPPED GALVANIZED.

DETAILS. SUBMIT SHOP DRAWINGS FOR REVIEW OF CONNECTIONS.

LOBBY 100 PSF

OHIO BLDG CODE, LATEST EDITION

ROOF SNOW LOAD DATA: FLAT-ROOF SNOW LOAD, Pf: 30 PSF SNOW EXPOSURE FACTOR, Ce: 1.0 SNOW IMPORTANCE FACTOR, Is: 1.1 THERMAL FACTOR, Ct: 1.0 GROUND SNOW LOAD, Pg: 30 PSF

CODE:

100 PSFOFFICE 50 PSFPARTITION 15 PSF

ROOF LIVE LOAD:

CORRIDOR 80 PSF

30 PSF MIN.5 PSFROOF RAIN LOAD:

FLOOR LIVE LOAD:

WIND DESIGN DATA: ULTIMATE WIND SPEED, Vult : 120 MPH DESIGN WIND VELOCITY,Vasd : 93 mph RISK CATEGORY: III EXPOSURE: B INTERNAL PRESSURE COEFFICIENT, GPC/i: +/- 0.18 IMPORTANCE FACTOR Iw: 1.0

13. COMPACT UNDERSLAB GRANULAR FILL TO 98% OF MAXIMUMDENSITY AT OPTIMUM MOISTURE CONTENT IN ACCORDANCEWITH ASTM D-698.

11. PLACE FILLS TO BE COMPACTED IN MAX 8" LOOSE LIFTS. COMPACTTO MINIMUM 98% OF MAXIMUM DENSITY AT +/-2% OPTIMUMMOISTURE WHEN TESTED IN ACCORDANCE WITH ASTM D-698.

CONNECTIONS TO BE DESIGNED BY LICENSED PROFESSIONALENGINEER. SUBMIT SEALED CALCULATIONS WITH DETAILS

BEARING LOCATIONS.

ALL LIGHT GAUGE STEEL JOISTS SHALL HAVE WEB STIFFENERS AT ALL

ON EACH SIDE OF WALL.

PROVIDE TEMPORARY BRACING UNTIL 50 % OF DRYWALL IS INSTALLED

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EXTERIOR SHEATHING TO BE 1/2" FIBERGLASS FACED GYPSUM BOARD .19.

PRODUCT PROPERTIES BASED UPON DIETRICH CATALOG

INFORMATION. CONTRACTOR MAY SUBSTITUTE MANUFACTURER

UPON ENGINEER REVIEW AND APPROVAL

LAP SPLICES MINIMUM 6"

9.

VENEER ANCHORS TO BE TWO PIECE, PINTEL AND EYE RECTANGULAR TYPE OR

ADJUSTABLE WITH TRIANGULAR TIES. TIES ARE TO BE MIN 316" GALVANIZED WIRE.

SPACE TIES AT 16" O.C. VERT AND 24" O.C. HORZ STAGGER ROWS. CORRUGATEDTIES WILL NOT BE PERMITTED

15.

ITEM PROD. DATA DRAWINGS PE SEALCALCULATIONS

14. DO NOT BACKFILL AGAINST BASEMENT WALLS UNTIL FLOOR STRUCTUREIS COMPLETE OR WALL IS ADEQUATELY BRACED. USE STRUCTURAL PIPEBRACING. CONTRACTOR IS RESPONSIBLE FOR THE DESIGN OF BRACING.

GUARDRAIL LOADS: 50 PLF ANY DIRECTION200 LBS ANY DIRECTIONNOT APPLIED SIMULTANEOUSLY

STAIR LOADS: 100 PSF

G.C. TO NOTIFY BUILDING DEPT. OF SPECIAL INSPECTORS NAMEAND CONTACT INFORMATION.

f.

FOUNDATION DESIGN AND SITEWORK IS BASED ON THE GEOTECHNICALREPORT PREPARED BY INTERTEK PSI,PROJ NO. 0412-1542, DATED MAY 31, 2017.THE GENERAL CONTRACTOR IS REQUIRED TO REVIEW THE REPORT ANDINCLUDE ALL REQUIREMENTS AND RECOMMENDATIONS IN HIS WORKWHETHER SHOWN ON THE CONTRACT DRAWINGS OR NOT.

ROOF DECK IS TO BE INSTALLED IN ACCORDANCE WITHFM I-28 FOR I-90 WIND VELOCITIES WITH ADJUSTMENTSFOR PERIMETER AND CORNERS

13.

WELD ROOF DECK WITHIN 5' OF PERIMETER AND CORNERS

WITH 5/8" DIA PUDDLE WELDS AT 6" O.C.

CONCRETE MASONRY UNITS AND MORTAR ARE TO CONTAIN AN INTEGRAL WATERREPELLENT ADMIXTURE, GRACE "DRY-BLOCK', DEGUSSA 'RHEOPEL WR" OR EQUAL.ADD DOSAGES TO BLOCK MIX AND MORTAR MIX PER MANUFACTURER'S WRITTENRECOMMENDATIONS

13.

Description Design Value

Soils Soil Bearing Capacity Per Geotech Report Soil Compaction, at + 2% optimum moisture 98% ASTM D-698

Concrete Compressive strength at 7 and 28 days ASTM C-31 and C-39 Footings 3000 PSI Slabs on Metal Deck 4000 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

Masonry Mortar Typ, ASTM C-109 and C-270 Per Spec's Grout Strength at 28 days, ASTM C-1019 and C-476 2500 PSI Prism Strength at 28 days, ASTM C-1314 1800 PSI

Structural Steel High Strength Bolts, 10% of all bolts AISC Spec's Fillet welds, 5/16" or less, AWS D1.1 Visual Fillet welds, 3/8" or greater, AWS D1.1 Dye Penetrant Partial or Full Penetration Welds, AWS D1.1 Ultra-Sonic or

Magnetic Particle

ANY ALTERNATE PRODUCTS ARE TO BE SUBMITTED IN ADVANCE OF PRODUCT'SINSTALLATION FOR APPROVAL BY ENGINEER OF RECORD. PRODUCT MUST EQUALOR EXCEED SPECIFICATIONS AND QUALITY OF PRODUCTS SPECIFIED BY ENGINEER OF RECORD. ENGINEER OF RECORD RESERVES THE RIGHT TO ACCEPT OR REJECTANY PRODUCT SUBSTITUTION WITHOUT CAUSE.

10.

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.

11.

ACCELERATING ADMIXTURES MAY BE USED IN MORTAR FOR COLD WEATHER CONST,EXCEPT ADMIXTURES SHALL NOT CONTAIN CALCIUM CHLORIDE OR CHLORIDE IONS.EUCLID CHEMICAL "ACCELGARD 80" OR EQUAL WILL BE ACCEPTABLE.

5.

IIABUILDING CONSTRUCTION TYPE:

AND NAAMM ML/SFA 540, "LIGHTWEIGHT STEEL FRAMING SYSTEMS

MANUAL".

1 1/2"

3/4"

2"

1 1/2"

3"

OCCUPANCY USAGE:

14.

DO NOT INSTALL ANY BEAM, JOIST, BEARING PL OR CONT ANGLE ACROSS CONTROL OREXPANSION JOINT. SHIFT BEAM, JOIST OR BRG PL TO ONE SIDE, ADJUST SPACING ASNEEDED. CUT CONT ANGLES AT JOINTS. GC TO COORD JOINT LOCATIONS WITHBEAM/JOIST BEARING

DURING CONSTRUCTION, BRACE MASONRY WALLS IN ACCORDANCE WITH"STANDARD PRACTICE FOR BRACING MASONRY WALLS UNDER CONSTRUCTION" BYTHE COUNCIL FOR MASONRY WALL BRACING. CONTRACTOR IS SOLELYRESPONSIBLE TO MEET THESE REQUIREMENTS.

CONSTRUCT MASONRY IN ACCORDANCE WITH ACI 530.1 SECTION 1.8 DURING COLDOR HOT WEATHER. USE OF 100% CHLORIDE FREE ACCELERATING ADMIXTURE ISSUBJECT TO APPROVAL BY ENGINEER. SUBMIT PRODUCT DATA PRIOR TOAPPLICATION.

U.N.O. ON STRUCTURAL OR ARCHITECTURAL DRAWINGS

A3-ASSEMBLY

Lt Gage Framing Verify Steel Gages Visual Shear Wall Screw Patterns Visual Light Gage Metal Connectors Visual

· MECHANICAL ROOMS, MORTAR SET TILE FLOORS· CARPETED FLOORS, LIGHT STORAGE· THINSET TILE FLOORS, VINYL TILE/SHEET FLOORS

· GYMNASIUM FLOORS

1. PLACE AND FINISH CONCRETE FLOOR SLABS IN ACCORDANCE WITHACI 302.1R (LATEST EDITION) "GUIDE FOR CONCRETE FLOOR ANDSLAB CONSTRUCTION" AND TO ACI 302.2R (LATEST EDITION) "GUIDEFOR CONCRETE SLABS THAT RECEIVE MOISTURE-SENSITIVEFLOORING MATERIALS."

2. REFER TO ARCHITECTURAL DRAWINGS FOR FINISH SCHEDULE.

3.SPECIFIEDOVERALL

MIN.LOCAL

SPECIFIEDOVERALL

MIN.LOCAL

FLATNESS LEVELNESS

20

2535

45

15

1724

15

2025

35

10

1517

"PRODUCT TECHNICAL INFORMATION".

3.

FOR PRINT COPIES CONTRACTOR IS TO SUBMIT ONLY SETS OF SHOP DRAWINGSTO ENGINEER FOR REVIEW. ANY ADDITIONAL SETS WILL BE RETURNED UNMARKED.FOR ELECTRONIC SUBMITTALS, CONTRACTOR WILL BE RESPONSIBLE FORPRINTING CHARGES FOR ONE SET OF EACH SUBMITTAL. CORRECTIONS WILL BERETURNED ELECTRONICALLY.

3

THAN TOTAL WALL THICKNESS

6. FOR MULTI WYTHE WALLS WITH AIR SPACES, CONTRACTOR IS TO INCLUDEADDITIONAL ANGLES, PLATES, AND CHANNELS TO CLOSE OFF AIRSPACEAT LINTEL LOCATIONS. SEE DETAILS ON DRAWINGS. IF NO DETAILS ARESHOWN, CONTACT ENGINEER FOR FURTHER INFORMATION AND DETAILS.

EARTHQUAKE DESIGN DATA:RISK CATEGORY: IIISEISMIC IMPORTANCE FACTOR Ie: 1.25SPECTRAL RESPONSE ACCELERATION PARAMETERS: S = 0.178 S = 0.058SITE CLASS:DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS: S = 0.190 S = 0.093SEISMIC DESIGN CATEGORY: BRESPONSE MODIFICATION COEFFICIENT, Cs: 0.068RESPONSE MODIFICATION COEFFICIENT, R: 3.5ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE

DESIGN BASIS: ALLOWABLE STRESS DESIGN (ASD) FOR ALL MEMBERSEXCEPT CONCRETE ULTIMATE STRENGTH DESIGN (USD)FOR REINFORCED CONCRETE MEMBERS

3" X 18 GA COMP FLOOR DECK

PRE-ENGINEERED METAL BUILDING (PEMB) ABBREVIATIONS

1. ALL CONCRETE CONSTRUCTION SHALL CONFORM WITH CHAPTER 19 OFTHE CODE AND WITH THE PROVISIONS OF ACI 318, LATEST EDITION.

2. REINFORCED CONCRETE IS DESIGNED BY THE "ULTIMATE STRENGTHDESIGN METHOD".

3. CONCRETE MIXES SHALL BE DESIGNED BY A QUALIFIED TESTINGLABORATORY AND APPROVED BY THE STRUCTURAL ENGINEER. MIXDESIGN METHODS (TEST HISTORY OR TRIAL BATCH METHOD) PER ACISECTION 5.3 SHALL BE USED TO PROPORTION CONCRETE. SUBMIT MIXDESIGN METHOD DATA. IF 3-POINT CURVES ARE USED, GC TO CLEARLYIDENTIFY WHICH POINT ON CURVE IS USED AND MIX DESIGN ON 3-POINTCURVE.

4. SCHEDULE OF STRUCTURAL CONCRETE 28-DAY STRENGTH AND TYPES(SLUMP LISTED IS MAX):LOCATION IN STRUCTURE STRENGTH W/C RATIO SLUMP DENSITYFOUNDATIONS 3000 PSI 0.55

WALLS, BEAMSSLABS ON METAL DECK 4000 PSI

SLABS ON GRADE 4000 PSICONTRACTOR AT HIS OPTION MAY INCREASE SLUMP WITH USE OF HRWRADMIXTURE. LIMIT SLUMP INCREASE TO 2" GREATER THAN THATALLOWED WITHOUT HRWRA.

5. PORTLAND CEMENT SHALL CONFORM TO ASTM C150, TYPE I OR II.6. AGGREGATE FOR CONCRETE SHALL CONFORM TO ALL REQUIREMENTS

AND TESTS OF ASTM C33 AND PROJECT SPECIFICATIONS.7. CONCRETE MIXING OPERATION, ETC. SHALL CONFORM TO ASTM C94.8. 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 PLACINGCONCRETE.

11. PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS INCONCRETE BEFORE PLACING. DO NOT CUT ANY REINFORCING WHICHMAY CONFLICT. CORING CONCRETE IS NOT PERMITTED. NOTIFY THEENGINEER IN ADVANCE OF CONDITIONS NOT SHOWN ON THE DRAWINGS.SEE THESE DRAWINGS FOR ADDITIONAL RESTRICTIONS ON THEPLACEMENT OF OPENINGS IN SLABS AND WALLS.

12. PIPES LARGER THAN 1-1/2" DIAMETER SHALL NOT BE EMBEDDED INSTRUCTURAL CONCRETE EXCEPT WHERE SPECIFICALLY APPROVED BYENGINEER. PIPES SHALL NOT DISPLACE OR INTERRUPT REINFORCINGBARS. SPACE EMBEDDED PIPES AT A MINIMUM OF 3 DIAMETERS.

13. CUT JOINTS FOR SLABS ON GRADE A MAXIMUM OF 12'-0" O.C., UNLESSNOTED OTHERWISE ON THE CONTRACT DOCUMENTS. CUT JOINTSWITHIN 8 (EIGHT) HOURS AFTER PLACING CONCRETE.

14. CONCRETE EXPOSED TO THE WEATHER, FREEZE-THAW, DEICINGCHEMICALS, AND OR PARKED VEHICLES SHALL CONTAIN 6% (+/-1%)ENTRAINED AIR EITHER BY USING TYPE "A" PORTLAND CEMENTS ORADMIXTURES CONFORMING TO ASTM C260.

15. CURE CONCRETE BY WET CURING OR LIQUID SPRAY CONFORMING TOASTM C-309. CONTRACTOR TO VERIFY CURING AGENT IS COMPATIBLEWITH ANY FLOOR ADHESIVES SPECIFIED WITHIN THE CONTRACTDOCUMENTS.

16. ALL ADMIXTURES SHALL BE COMPATIBLE WITH ONE ANOTHER.PREFERABLY ONE MANUFACTURER SHALL BE USED FOR ALLADMIXTURES.

17. MOISTURE VAPOR REDUCING ADMIXTURE: ADD "BARRIER 1" OR ISELOGIK"MVRA 900" IN ACCORDANCE WITH MANUFACTURER'S WRITTENSPECIFICATIONS TO ALL INTERIOR CONCRETE SLABS THAT RECEIVE VOCCOMPLIANT FINISHES.

18. CALCIUM CHLORIDE OR CHLORIDE CONTAINING ADMIXTURES

WILL NOT BE PERMITTED UNDER ANY CIRCUMSTANCES.

19. FLYASH CONTENT, IF APPROVED IN ADVANCE BY ENGINEER, SHALL BELIMITED TO 20% OF TOTAL CEMENTITIOUS MATERIAL OR 25% OFPORTLAND CEMENT CONTENT. IF FLYASH IS USED, CONTRACTOR SHALLTAKE ADDITIONAL CONCRETE TEST CYLINDERS FOR 56 DAY BREAKS.FLYASH SHALL MEET THE REQUIREMENTS OF ASTM C618.

20. DURING HOT WEATHER PLACE CONCRETE IN ACCORDANCE WITH ACI305. DURING COLD WEATHER PLACE CONCRETE IN ACCORDANCE WITHACI 306.

21. EXPOSED FINISHED CONCRETE SURFACES, EXCEPT TOP OF SLABSSHALL MEET THE REQUIREMENTS OF ACI-303.1, "STD SPEC FOR C.I.P.ARCHITECTURAL CONCRETE". CONTRACTOR SHALL MAINTAIN COPY ONJOBSITE. REPAIR ALL AIRHOLES PER ACI-303.1 SUBJECT TO APPROVALOF ENGINEER OF RECORD. IF SURFACE DEFECTS ARE EXCESSIVE ORAFFECT THE INTEGRITY OF THE WALL THE CONTRACTOR SHALLREPLACE THE DEFECTIVE SECTIONS AS DIRECTED BY THE ENGINEER OFRECORD.

22. FOR CONCRETE PUMP MIX DESIGNS, USED AT THE ELECTION OF THECONTRACTOR:a. SUBMIT MIX DESIGN FOR PUMPABLE CONCRETE AS OUTLINED IN THE

"CONCRETE" NOTES WITH HISTORIC TEST DATA INCLUDING BREAKS.b. MAXIMUM WATER CEMENT RATIO TO BE 0.45.c. SLUMP TESTS SHALL BE TAKEN BY THE TESTING LAB AT BOTH TRUCK

DISCHARGE AND POINT OF DISPLACEMENT.d. ALL MIX DESIGNS AND WORK SHALL BE PERFORMED IN ACCORDANCE

WITH THE LATEST REVISION OF ACI 304.2R - PLACING CONCRETE BYPUMPING METHODS.

e. MAXIMIUM ALLOWED SLUMP AT TRUCK DISCHARGE: 8"f. SLUMP AT POINT OF FINAL PLACEMENT: 6"g. ALL CONCRETE TEST CYLINDERS SHALL BE TAKEN AT POINT OF FINAL

PLACEMENT. FOLLOW "FIELD CONTROL" PROCEDURES IN ACI 304.2R, LATESTADDITION.

h. ONE ADDITIONAL TEST CYLINDER SHALL BE TAKEN FOR 56 DAY BREAKS.

23. FOR WAREHOUSE SLAB CONSTRUCTION ARCHITECT AND OWNER TOSPECIFY PRODUCT STORAGE SYSTEMS AND ATMOSPHERE CONTROLMETHODS PRIOR TO FINAL VAPOR BARRIER SELECTION & SLAB DESIGN.

24. G.C. TO SCHEDULE AND COORDINATE A CONSTRUCTION MEETING WITHALL DISCIPLINES, TRADES, SUB-TRADES AND VENDORS INVOLVED IN SLABON GRADE DESIGN AND CONSTRUCTION PRIOR TO STARTING SLAB ONGRADE PLACEMENT. MEETING SHALL BE HELD TO DISCUSS SLABPLACEMENT TECHNIQUES TO AVOID FUTURE MOISTURE - RELATEDISSUES AFTER SLAB IS CONSTRUCTED.

1. STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED, AND ERECTEDBY AN APPROVED AND LICENSED FABRICATOR, OR FABRICATOR WITHA MINIMUM OF 10 YEARS OF DEMONSTRATABLE EXPERIENCE WITH THEBUILDING TYPE DESIGNED, IN ACCORDANCE WITH THE AISCSPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OFSTRUCTURAL STEEL FOR BUILDINGS LATEST EDITION (EXCLUDINGSECTION A7).

2. ALL STRUCTURAL STEEL SHALL CONFORM TO THE ASTM DESIGNATIONAS INDICATED BELOW (U.N.O.):

-WF SHAPES: ASTM A992 (ASTM A572, GR50)-BASE PLATES, CONNECTIONPLATES, ANGLES, CHANNELS,AND MISCELLANEOUS STEEL: ASTM A36 OR A572

-PIPE: ASTM A53, GRADE B-TUBE SECTIONS: ASTM A1085 OR A500 GRADE C-H.S. BOLTS: ASTM F3125, GRADE A325 OR A490

-NON-STRUCTURAL BOLTS: ASTM A3073. THE STRUCTURAL STEEL FABRICATOR SHALL FURNISH SHOP

DRAWINGS TO THE ENGINEER OF ALL STEEL FOR STRUCTURALENGINEER'S REVIEW AND APPROVAL BEFORE FABRICATION.

4. HOLES IN STEEL SHALL BE 1/8" LARGER DIAMETER THAN NOMINAL SIZEOF BOLT USED, EXCEPT AS NOTED.

5. BEAM END CONDITIONS SHALL BE DOUBLE ANGLES CAPABLE OFSUPPORTING A MINIMUM OF 50% OF THE TOTAL UNIFORM LOADCAPACITY OF THE BEAM FOR THE GIVEN SPAN, UNO.

6. USE PREDESIGNED CONNECTIONS AS SHOWN IN AISC MANUAL WHEREAPPLICABLE.

7. CONNECTIONS SHALL BE DESIGNED FOR THE MOMENTS AND SHEARSINDICATED IN THESE NOTES, UNLESS OTHERWISE NOTED ON THEDRAWINGS. MOMENT AND SHEAR LOADS ARE ASD LOADS.

8. DOUBLE ANGLES SHALL BE SIZED FOR ALL APPLICABLESPECIFICATIONS IN THE LATEST AISC STEEL CONSTRUCTION MANUAL.MINIMUM 10 KIP LOAD.

9. ALL BEAM END CONNECTIONS MARKED ON THE PLAN DRAWINGS THUS: ARE MOMENT CONNECTIONS TO BE DESIGNED FOR A MINIMUM OF50% OF THE FUL MOMENT CAPACITY OF THE BEAM (MpWb), OR 100%OF THE FULL MOMENT CAPACITY OF THE COLUMN (MpWb), WHICHEVER IS LESS, UNO ON THE DRAWINGS.

10. MOMENT CONNECTIONS SHALL BE DESIGNED AND DETAILED BY THESTRUCTURAL STEEL CONTRACTOR. SUBMIT SHOP DRAWINGS ANDCALCULATIONS BEARING THE STAMP OF A PROFESSIONAL ENGINEERLICENSED IN THE STATE OF OHIO.

11. UNLESS INDICATED OTHERWISE BY THE ENGINEER OF RECORD,MOMENT CONNECTIONS ARE TO BE DESIGNED ASPARTIALLY-RESTRAINED (FLEXIBLE MOMENT CONNECTIONS).

12. ALL SHEAR PLATES, WEB STIFFENERS, AND DOUBLE ANGLES SHALL BEMINIMUM 3/8" THICK.

13. BOLTS USED TO CONNECT BEAM TO BEAM GRAVITY LOADS SHALL BEDESIGNED FOR THREAD INCLUDED (TYPE N). BOLTS CONNECTINGBEAMS TO COLUMNS, X-BRACING, OR OTHER SLIP CRITICAL LOADSSHALL BE DESIGNED USING TYPE SC CONNECTIONS.

14. ALL WELDING IS TO BE DONE BY CERTIFIED WELDERS USING E70XXELECTRODES (U.N.O.).

15. ALL WELDS SHALL BE IN CONFORMITY WITH THE PROJECTSPECIFICATIONS AND THE CODE FOR WELDING IN BUILDINGCONSTRUCTION (AWS D1.1 LATEST REVISION) OF THE AMERICANWELDING SOCIETY.

16. THE CONTRACTOR SHALL PROVIDE WELDING INSPECTION REPORTSFROM AN INDEPENDENT INSPECTION SERVICE FOR ALL FIELDWELDING INCLUDING BUT NOT LIMITED TO THE INSPECTION OFSURFACE PREPARATION, WELD QUALITY, AND FINISH. REFER TO THE"SPECIAL INSPECTION" NOTES DRAWING FOR WELDING INSPECTIONREQUIREMENTS.

17. WELD LENGTHS CALLED FOR ON PLANS ARE THE NET EFFECTIVELENGTH REQUIRED. WHERE FILLET WELD SYMBOL IS GIVEN WITHOUTINDICATION OF SIZE, USE MINIMUM SIZE WELDS AS SPECIFIED IN AISCMANUAL OF STEEL CONSTRUCTION, LATEST EDITION.

18. ALL STRUCTURAL STEEL SURFACES THAT ARE ENCASED INCONCRETE, MASONRY, OR SPRAY ON FIREPROOFING, OR AREENCASED BY BUILDING FINISH, SHALL BE LEFT UNPAINTED.

19. PAINT STRUCTURAL STEEL WITH FABRICATOR'S STANDARD LIGHTGRAY RUST INHIBITIVE OXIDE PRIME PAINT UNLESS DIRECTEDOTHERWISE BY ENGINEER.

20. ALL STRUCTURAL STEEL TO BE FINISH PAINTED WITH (2) COATS OFSHERWIN WILLIAMS INDUSTRIAL ENAMEL (OR EQUAL APPROVED BYOWNER) @ 2-4 MILS DFT PER COAT. COLOR TO BE APPROVED BYOWNER.

21. ALL STEEL TO BE FIELD WELDED SHALL BE MASKED AND FIELDPAINTED WITH PRIMER AND FINISH COATS AS SPECIFIED IN THE FIELD.

22. ALL EXTERIOR EXPOSED STRUCTURAL STEEL AND STRUCTURALSTEEL IN EXTERIOR WYTHES OF WALLS SHALL BE HOT-DIPGALVANIZED PER ASTM A123 "STANDARD SPECIFICATION FOR ZINC(HOT-DIP GALVANIZED) COATINGS ON IRON AND STEEL PRODUCTS".ALL RELATED HARDWARE SHALL BE HOT-DIP GALVANIZED PER ASTMA153 "STANDARD SPECIFICATION FOR ZINC COATING (HOT-DIP) ONIRON AND STEEL HARDWARE."

19. ALL STRUCTURAL STEEL EXPOSED TO VIEW AFTER COMPLETION OFOF BUILDING SHALL BE DETAILED, FABRICATED, ERECTED, AND FINISHPAINTED TO AESS 2 PER SECTION 10, AISC "CODE OF STANDARDPRACTICE FOR STEEL BUILDINGS AND BRIDGES" UNLESS NOTEDOTHERWISE ON CONSTRUCTION DRAWINGS.

1. PRE-ENGINEERED METAL BUILDING (PEMB) MANUFACTURER SHALL DESIGN THE NEWSTRUCTURE TO RESIST THE GRAVITY AND LATERAL LOADS NOTED IN THE GENERALNOTES AND OTHER APPLICABLE STATE AND LOCAL BUILDING CODES. THE LOADS NOTEDIN THE GENERAL NOTES WERE PROVIDED AS A COURTESY AND IN NO WAY RELIEVES THEMANUFACTURER FROM ADHERING TO ANY ADDITIONAL, MORE STRINGENT CODEREQUIREMENTS. THE MANUFACTURER SHALL ALSO INCLUDE A COLLATERAL LOAD OF 10PSF TO BE SUPPORTED BY THE STRUCTURE (I.E. CEILINGS, MECHANICAL, ELECTRICAL,SPRINKLER PIPING, ETC.). REFER TO STRUCTURAL DESIGN CRITERIA FOR ADDITIONALMINIMUM DEAD & LIVE LOAD REQUIREMENTS.

2. THE PRE-ENGINEERED METAL BUILDING (PEMB) MANUFACTURER WILL BECOME THEENGINEER OR RECORD FOR HIS DESIGN AND SHALL SUBMIT CALCULATIONS ANDCONSTRUCTION DOCUMENTS DESIGNED AND PREPARED BY A STRUCTURAL ENGINEERREGISTERED IN THE STATE OF OHIO. THE DRAWINGS AND CALCULATIONS SHALL BEARHIS/HER SEAL AND BE SUBMITTED TO THE ARCHITECT/ENGINEER FOR REVIEW, AND TOTHE BUILDING OFFICIAL FOR PERMIT. DESIGN OF THE STRUCTURE SHALL BECOORDINATED WITH THE ARCHITECTURAL, STRUCTURAL, MECHANICAL, PLUMBING, ANDELECTRICAL DRAWINGS.

3. DESIGN OF THE STRUCTURE SHALL BE COORDINATED WITH THE EXISTINGARCHITECTURAL AND STRUCTURAL DRAWINGS. BUILDING COMPONENT SIZES SHALLCONFORM TO THOSE INDICATED ON THE DOCUMENTS. THE PEMB MANUFACTURERSHALL CLEARLY IDENTIFY ANY SIGNIFICANT DEVIATIONS FROM THE DESIGN DRAWINGS.

4. BUILDING ENVELOPE IS A PROPRIETARY SYSTEM AS SPECIFIED IN THE ARCHITECTURALDESIGN DOCUMENTS. FOR DESIGN PURPOSES A DL WEIGHT OF 20 PSF SHALL BE USEDFOR SIDING, ROOFING, SHEATHING, PURLINS, AND GIRTS INDICATED IN THE TYPICALBUILDING SECTION.

5. PRE-ENGINEERED BUILDING MANUFACTURER TO DESIGN AND FURNISH ALL SECONDARY FRAMING,CURBS, FLASHING ETC. FOR ALL EQUIPMENT OR OPENINGS SUCH AS, BUT NOT LIMITED TO: MANDOORS, OVERHEAD DOORS, LOUVERS, WINDOWS, SKYLIGHTS, HVAC ROOF TOP EQUIPMENTS, ROOFVENTS, GRAVITY VENTILATORS, ETC..

6. REDESIGN OF THE FOUNDATIONS OR DESIGN OF ADDITIONAL FOUNDATIONS REQUIRED BY FINALCERTIFIED PRE-ENGINEERED BUILDING DRAWINGS OTHER THAN THOSE SHOWN ON THE DESIGNDRAWINGS WILL BE REDESIGNED BY I.A. LEWIN, P.E. AND ASSOCIATES, INC. AT THE GENERALCONTRACTOR'S EXPENSE.

7. THE DESIGN OF THE STRUCTURE FOR LATERAL LOADS SHALL BE BASED ON THE OHIOBUILDING CODE, LATEST EDITION AND CONSIDER SEISMIC AND WIND LOADINGS. DESIGNFOR WIND SHALL BE BASED ON WIND DESIGN CRITERIA IDENTIFIED IN THESE GENERALNOTES, LIMITING DRIFT OF THE PRIMARY FRAMES TO 0.0025 x H (BUILDING HEIGHT).BUILDING COMPONENTS SHALL BE LIMITED TO THE FOLLOWING MAXIMUM DEFLECTIONS:

LIVE LOADS L/180TOTAL LOADS L/240LATERAL DRIFT H/400

8. ROOF LIVE AND SNOW LOADS OF 30 PSF OR GREATER SHALL NOT BE REDUCED UNDERANY CIRCUMSTANCES. ROOF SYSTEM SHALL MEET FACTORY MUTUAL FM-90 UPLIFTRATING.

9. ANCHOR BOLTS AND EMBEDDED ITEMS REQUIRED TO ANCHOR THE BUILDING FRAME ANDSKIN TO THE CONCRETE FOUNDATIONS AND MASONRY WALLS SHALL BE CLEARLYIDENTIFIED AND FURNISHED BY THE PRE- ENGINEERED BUILDING MANUFACTURER. HISDRAWINGS SHALL INDICATE SIZES, LOCATIONS, QUANTITIES, PATTERNS AND ANY OTHERREQUIREMENTS. GENERAL CONTRACTOR IS SOLELY RESPONSIBLE FOR THE FINALCOORDINATION OF THESE ITEMS WITH THE DESIGN DRAWINGS.

10. REFER TO SPECIFICATION SECTION 133419 PRE-ENGINEERED METAL BUILDING FORADDITIONAL REQUIREMENTS.

@ ATACI AMERICAN CONCRETE INSTITUTEAFF ABOVE FINISHED FLOORAISI AMERICAN IRON AND STEEL INSTITUTEAISC AMERICAN INSTITUTE FOR STEEL CONSTRUCTIONAL ALUMINUMAPA AMERICAN PLYWOOD ASSOCIATIONARCH ARCHITECT OR ARCHITECTURALASTM AMERICAN SOCIETY FOR TESTING AND MATERIALSAWS AMERICAN WELDING SOCIETYBP BASE PLATEB/FTG BOTTOM OF FOOTINGBFF BELOW FINISHED FLOORBIA BRICK INSTITUTE OF AMERICABLDG BUILDINGBM BEAMBOS BOTTOM OF STRUCTURAL STEELBOT BOTTOMBRNG BEARINGBSMT BASEMENTBTM BOTTOMCJ CONTROL JOINTC-C CENTER TO CENTERCF CUBIC FOOTCL CENTERLINECMU CONCRETE MASONRY UNITSCOL COLUMNCONC CONCRETECONT CONTINUOUSCOORD COORDINATECRS COURSESCY CUBIC YARDDBL DOUBLEDIA DIAMETERDTL DETAILDWG DRAWINGEF EACH FACEEJ EXPANSION JOINTELEV ELEVATIONES EACH SIDEEW EACH WAYEA EACHENG ENGINEEREDEQ EQUALEXIST'G EXISTINGEXIST EXISTINGEXP EXPANSIONEXT EXTERIORFF FINISHED FLOORFS FAR SIDEFS FULL SIZEFIN FINISHFLR FLOORFNDN FOUNDATIONFRT FIRE RETARDANT TREATEDFT FEETFTG FOOTINGGA GAGEGALV GALVANIZEDGR GRADEHDG HOT DIPPED GALVANIZEDHGT HEIGHTHORZ HORIZONTALHSB HIGH STRENGTH BOLT (ASTM F3125 BOLT)IF INSIDE FACEIN INCHESINS INSIDEINT INTERIORJST JOISTJT JOINTK-FT KIP-FEETK KIP (ONE THOUSAND POUNDS)L STRUCTURAL STEEL ANGLELW LONG WAYLF LINEAL FEETLG LONGLVL LAMINATED VENEER LUMBERMAS MASONRYMB MACHINE BOLT (ASTM A307 BOLT OR EQUAL)ML MICROLAM LUMBERMTL METALNS NEAR SIDENTS NOT TO SCALENCMA NATIONAL CONCRETE MASONRY ASSOCIATIONNO NUMBERNOM NOMINALOC ON CENTEROF OUTSIDE FACEODOT OHIO DEPARTMENT OF TRANSPORTATIONO-O OUT TO OUTOSB ORIENTATED STRAND BOARDPAF POWDER ACTUATED FASTENERPPT PRESERVATIVE PRESSURE TREATEDPL PLATEPLYWD PLYWOODPSF POUNDS PER SQUARE FOOTPSI POUNDS PER SQUARE INCHPSL PARALLEL STRAND LUMBERPT PRESSURE TREATEDPTD PAINTEDREINF REINFORCED OR REINFORCINGSOG SLAB ON GRADESOMD SLAB ON METAL DECKSR SAG RODSW SHORT WAYSPA SPACED OR SPACINGSS STAINLESS STEELSTL STEELTJ TIE JOISTT/FTG TOP OF FOOTINGT/STL TOP OF STRUCTURAL STEELTOS TOP OF STRUCTURAL STEELTHR'D THREADTJI TRUSS JOISTTPL TRIPLETYP TYPICALUNO UNLESS NOTED OTHERWISEVERT VERTICALVIF VERIFY IN FIELDWD WOODWR WIDE RIBW/ WITHWWF WELDED WIRE FABRIC2x WOOD MEMBER WITH 2 INCH NOMINAL DIMENSION3x WOOD MEMBER WITH 3 INCH NOMINAL DIMENSION4x WOOD MEMBER WITH 4 INCH NOMINAL DIMENSION6x WOOD MEMBER WITH 6 INCH NOMINAL DIMENSION8x WOOD MEMBER WITH 8 INCH NOMINAL DIMENSION

NOTE:ABBREVIATIONS MAY BE SHOWN WITH PERIODS OR WITHOUT PERIOD, WITHSPACES OR WITHOUT SPACES.

22. DESIGN, FABRICATE AND ERECT PRE-ENGINEERED LT GAUGE TRUSSES INACCORDANCE WITH TRUSS PLATE INSTITUTE "DESIGN SPECIFICATION FORMETAL PLATE CONNECTED LT GAGE TRUSSES." SUBMIT SHOP DRAWINGS FORAPPROVAL PRIOR TO FABRICATION. DRAWINGS ARE TO INCLUDE: DESIGNLOADS, REACTIONS, MEMBER SIZES, STRESSES, PLATE SIZES, DIMENSIONS,AND ERECTION DRAWINGS AS REQUIRED. TRUSS MANUFACTURER TOPROVIDE CERTIFIED DOCUMENTS INDICATING THE MANUFACTURER HAS AMINIMUM OF 5 YEARS EXPERIENCE IN DESIGNING AND PRODUCING TRUSSESFOR NON-RESIDENTIAL CONSTRUCTION. FAILURE TO SUBMIT THIS DOCUMENTWILL BE CAUSE FOR REJECTION OF TRUSS MANUFACTURER AND ANY TRUSSSUBMITTALS.

23. ERECT PRE-ENGINEERED LT GAUGE TRUSSES IN ACCORDANCE WITH TRUSSPLATE INSTITUTE DSB-89 "TEMPORARY BRACING OF METAL PLATECONNECTED LT GAGE TRUSSES" INCLUDING GROUND BRACE, LATERALBRACES AND DIAGONAL 'X' BRACES. IF NOT SHOWN OTHERWISE ONCONSTRUCTION DOCUMENTS, TEMPORARY BRACING IS TO BE LEFTPERMANENTLY IN PLACE.

24. LT GAUGE TRUSS WEB MEMBER AND CHORD MEMBER CONNECTIONS SHALL BEMADE WITH A MINIMUM OF TWO FASTENERS AT EACH CONNECTION.

XX

X

X

X X X

REPAIR ANY DAMAGED EPOXY COATINGS ASREQUIRED BY ACI AND ASTM REQUIREMENTS.

13.

Slabs on Grade 4000 PSI

4" 145 PCF

0.500.45

4"4"

145 PCF145 PCF

S 1

DS D1

I. A. Lewin, P.E. and Associates4110 Mayfield Road, Suite B

South Euclid, Ohio 44121(216) 291-3131 fax (216) 291-2605

www.lewinandassociates.comialpe no: 17213

drawn by: SNLSengineered by: TJC

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Project No.

SHEET NO:

TITLE:

CHECKED BY:

DESIGNED BY:

DATE:

SCALE:

DELINEATED BY: DATE:

DATE:

ISSUED / REVISED

City

of C

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lan

d

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yor's

Off

ice

of C

ap

ital P

roje

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Div

isio

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Cle

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all,

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44

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ISAACA.

LEWINE-044897RE G I S T E R

ED

I A Lewin

03/24/2021

3/1

5/2

021 1

2:3

2:1

5 P

M

12" = 1'-0"

ISSU

ED

FO

R B

IDD

ING

17071

GENERAL STRUCTURALNOTES

S0.1

1 03/24/2021 ISSUED FOR BIDDING

Statement of Special Inspections

Application No.:

Project name:

Project location:

(Section 1704 Ohio Building Code)

Per section 1704.2 of the Ohio Building Code, where application is made to the building official for construction asspecified in section 105, the owner or the owner's representative, shall employ one or more special inspectors toprovide special inspections and tests during construction on the types of work specified in section 1705 and identifythe approved agencies to the building official. These special inspections and tests are in addition to the inspectionsby the building official that are identified in section 108.

Per section 1704.2.3 of the Ohio Building Code, the applicant shall submit a statement of special inspections as acondition for the issuance of a plan approval. This statement shall be in accordance with section 1704.3. Thestatement of special inspections shall identify the following per OBC 1704.3.1:

1. The materials, systems, components and work required to have special inspections or tests by the registereddesign professional responsible for each portion of the work.2. The type and extent of each special inspection.3. The type and extent of each test.4. Additional requirements for special inspections or tests for seismic or wind resistance as specified insections 1705.11, 1705.12 and 1705.13.5. For each type of inspection, identification as to whether it will be continuous special inspection, periodic special inspectionor performed in accordance with the notation used in the referenced standard where the inspections are defined.

Contractor responsibility - OBC 1704.4:Each contractor responsible for the construction of a main wind or seismic force-resisting system, designatedseismic system or a wind or seismic force-resisting component listed in the statement of special inspections shallsubmit a written statement of responsibility to the building official and the owner or the owner's representative priorto the commencement of work on the system or component. The contractor's statement of responsibility shallcontain acknowledgement of awareness of the special requirements contained in the statement of specialinspections.

Special inspector qualifications - OBC 1704.2.1:Prior to the start of the construction, the special inspectors shall provide written documentation to the buildingofficial demonstrating the competence and relevant experience or training of the special inspectors who will performthe special inspections and tests during construction. Experience or training shall be considered relevant where thedocumented experience or training is related in complexity to the same type of special inspection or testingactivities for projects of similar complexity and material qualities. These qualifications are in addition to qualificationsspecified in other sections of this code.

The registered design professionals involved in the design of the project are permitted to act as special inspectorsand their personnel are permitted to act as special inspectors for the work designed by them, provided they qualifyas special inspectors.

Access for special inspection - OBC 1704.2.2:The construction or work for which special inspection or testing is required shall remain accessible and exposed forspecial inspection or testing purposes until completion of the required special inspections or tests.

SCHEDULE OF SPECIAL INSPECTIONS

ITEM RequiredContinuousInspection

PeriodicInspection

Fabricated Items (OBC 1704.2.5, 1705.10) X

Structural load-bearing and lateralload-resisting members/assemblies

X

Structural Steel - Welding (OBC 1705.2/AISC 360Tables N5.4-1, N5.4-2, N5.4-3)

Structural Steel - Welded Joints Subjected to Fatigue(OBC 1705.2/AISC 360 N5.5d, App. 3, Table A-3.1)

Structural Steel - Other Inspections (OBC1705.2/AISC 360 N5.7)

Anchor bolt installation/verification

Steel Deck (OBC 1705.2.2 - ANSI/SDI QA/QC-2017)

Cast-in-place anchors X

Masonry Construction (OBC 1705.4/TMS 402/ACI530/ASCE 6) - Level B - Risk Categories I, II, III -Engineered Design

Location and placement of reinforcement X

Grout placement X

Preparation of grout specimens, mortarspecimens, prisms

X

Vertical masonry foundation elements X

Soils (OBC 1705.6) X

Bearing capacity of soils X

Excavations X

Verify use of compacted fill materials,densities and lift thicknesses

X

Subgrade and site preparation X

Application No.:

Project name:

Project location:

,

Pursuant to section 1704.2.4 of the Ohio Building Code, special inspectors shall keep recordsof special inspections and tests. The special inspectors shall submit reports of specialinspections and tests to the building official and to the registered design professional inresponsible charge. Reports shall indicate that work inspected or tested was or was notcompleted in conformance to approved construction documents. Discrepancies shall bebrought to the immediate attention of the contractor for correction. If they are not corrected, thediscrepancies shall be brought to the attention of the building official and to the registereddesign professional in responsible charge prior to the completion of that phase of the work. Afinal report documenting required special inspections and tests, and correction of anydiscrepancies noted in the inspections or tests, shall be submitted at a point in time agreedupon prior to the start of work by the owner or the owner's representative to the building officialprior to the issuance of the certificate of occupancy.

Final Report of Special Inspections and Tests

FINAL REPORT OF SPECIAL INSPECTIONS AND TESTS

ITEM Date Corrections

Fabricated Items (OBC 1704.2.5, 1705.10)

Structural Steel - NDT of Welded Joints (OBC1705.2/AISC 360 N5.5b, N5.5c)

Structural Steel - Bolting (OBC 1705.2/AISC 360Tables N5.6-1, N5.6-2, N5.6-3)

X

X

X

X

X

X

X

Post-installed anchors - mechanical andadhesive

X

Required mix design X

On-site concrete testing X

Concrete application techniques X

Concrete formwork X

Maintenance of curing temperature andtechniques

X

Proportions of mortar & construction of mortarjoints

X

Cold weather & hot weather techniques X

Grout space & proportions of site-preparedgrout

X

Compacted fill materials - classification andtesting

X

Structural Steel - Welding (OBC 1705.2/AISC 360Tables N5.4-1, N5.4-2, N5.4-3)

Structural Steel - Welded Joints Subjected to Fatigue(OBC 1705.2/AISC 360 N5.5d, App. 3, Table A-3.1)

Structural Steel - Other Inspections (OBC1705.2/AISC 360 N5.7)

Structural Steel - NDT of Welded Joints (OBC1705.2/AISC 360 N5.5b, N5.5c)

Structural Steel - Bolting (OBC 1705.2/AISC 360Tables N5.6-1, N5.6-2, N5.6-3)

Concrete Construction (OBC 1705.3)

Masonry Construction (OBC 1705.4/TMS 402/ACI530/ASCE 6) - Level B - Risk Categories I, II, III -Engineered Design

Soils (OBC 1705.6)

X

X

X

X

X

X

X

Kenneth L. Johnson - Rec. Center Improvements Re-Bid

9206 Woodland Avenue, Cleveland, OH, 44115

Kenneth L. Johnson - Rec. Center Improvements Re-Bid

9206 Woodland Avenue, Cleveland, OH, 44115

X

Concrete Construction (OBC 1705.3) X

Reinforcing steel inspection and placement X

Steel Deck (OBC 1705.2.2 - ANSI/SDI QA/QC-2017)





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Project No.

SHEET NO:

TITLE:

CHECKED BY:

DESIGNED BY:

DATE:

SCALE:


DATE:

ISSUED / REVISED

City

of C

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lan

d

Ma

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Off

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of C

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Div

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PROFES

SIONAL EN

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ISAACA.


ED

I A Lewin

03/24/2021

3/1

5/2

021 1

2:3

2:2

0 P

M

12" = 1'-0"

ISSU

ED

FO

R B

IDD

ING

17071

STATEMENT OF SPECIALINSPECTIONS

S0.2


N O R T H

9 10 11 12 13 14 157

G

16 17 18 19 20

K.5

J

L.1

B

A

D

F

C

E

W8x31 CONT. OVER(2) INTERMEDIATE

HSS8x4x1/4 SUPPORT POSTS1/2" BASE AND CAP PLATES

ANCHOR TO FLOOR WITH(4) 3/8" DIA KWIK BOLTS III

WALL BRGWALL BRG

HVAC DUCTS

14.8

S-100AA

S-100BB

S-100CC

NEW CMU WALLS THIS AREASEE ARCH DWGS

F.9

L-6 L-7

H

K

L

M

19.419.5 19.6 19.7 19.8

19.9

19.10

S-100D1

Sim

N O R T H





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Project No.

SHEET NO:

TITLE:

CHECKED BY:

DESIGNED BY:

DATE:

SCALE:


DATE:

ISSUED / REVISED

City

of C

leve

lan

d

Ma

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Off

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of C

ap

ital P

roje

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Div

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n of

Arc

hite

ctur

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Cle

vela

nd C

ity H

all,

60

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ide

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Roo

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17

AC

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land

, OH

44

11

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01

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21

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(21

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SIONAL EN

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ISAACA.


ED

I A Lewin

03/24/2021

3/1

5/2

021 1

2:3

2:2

2 P

M

As indicated

ISSU

ED

FO

R B

IDD

ING

17071

FOUNDATION PLAN

S-100

1/8" = 1'-0"

FOUNDATION PLAN

MECHANICAL PEN FOR EXIST'G POOL

-G.C. TO VERIFY FTG. DEPTH IN FIELD W/ GEOTECH ENGINEER, AND FINAL GRADING PLAN.

-SEE ARCH DRAWINGS FOR ALL DIMENSIONS NOT SHOWN ON PLAN

-SEE ARCH. DRAWINGS FOR EXTENT AND FINISH OF SLAB ON GRADE AND ANY FLOOR DEPRESSIONS.

-SEE SHEET S0.1 FOR GENERAL NOTES.

- ALL COLUMNS TO BE PLACED ON TOP OF CONC. FTG. BELOW TYP. U.N.O.

INTERIOR SLAB ON GRADE CONSTRUCTION

(TYP. U.N.O)• 4" 4000 PSI CONCRETE• FLYASH• HIGH RANGE WATER REDUCING ADMIXTURE• 6x6 W2.9xW2.9 WWF (MATS ONLY)• MOISTURE VAPOR REDUCING ADMIXTURE: ADD "BARRIER 1 " OR

ISELOGIK "MVRA 900" IN ACCORDANCE WITH MANUFACTURERSWRITTEN SPECIFICATIONS

• STEGO INDUSTRIES "STEGO WRAP" ASTM E-1745 CLASS A W/PERMANENCE OF 0.01 OR EQUAL. INSTALLATION AND INSPECTION INACCORDANCE WITH ASTM E-1643

• 6" COMPACTED ODOT 304• COMPACTED AND PROOF ROLLED SUBGRADE

INTERIOR SLAB ON GRADE CONSTRUCTION

(POOL EQUIPMT ROOM)• 6" 4000 PSI CONCRETE• FLYASH• HIGH RANGE WATER REDUCING ADMIXTURE• EPOXY COATED #5 @ 16" EACH WAY TOP SUPPORTED• MOISTURE VAPOR REDUCING ADMIXTURE: ADD "BARRIER 1 " OR

ISELOGIK "MVRA 900" IN ACCORDANCE WITH MANUFACTURERSWRITTEN SPECIFICATIONS

• STEGO INDUSTRIES "STEGO WRAP" ASTM E-1745 CLASS A W/PERMANENCE OF 0.01 OR EQUAL. INSTALLATION AND INSPECTION INACCORDANCE WITH ASTM E-1643

• 6" COMPACTED ODOT 304• COMPACTED AND PROOF ROLLED SUBGRADE

EXTERIOR SLAB ON GRADE CONSTRUCTION

(REFER TO ARCH. DWGS FOR SIZE AND LOCATIONS)• 4"-4000 PSI CONCRETE• 6% ENTRAINED AIR• 6x6-W2.9xW2.9 EPOXY COATED WWF (MATS ONLY)• 6" COMPACTED ODOT 304 BASE• COMPACTED SUB GRADE• SEE CIVIL DWGS FOR ELEVATIONS


10

S-202

F-5, P1.7

F-5AB/FTG -6'-10"

WF-2A

T/SLAB -1'-4"

THICKENED SLABTURNED DOWN

FROST SLABREFER TODETAILSHT.S-200

F-4A

F-4

WF-2A

F-5 & P1.7

B/FTG -11'-8"

F-5

FROST SLABNOT NEEDED IF

ALTERNATEACCEPTED

EXIST'G FOUNDATIONV.I.F.

T/SLAB -1'-4"

F-5 & P1.7

B/FTG -11'-8"

F-5 & P1.7

B/FTG -11'-8"

F-5 & P1.7

B/FTG -11'-8"

F4x3E

F4x3E

F4x3E

THICKENEDSLAB(UNDER WALLSW/ BRICK)

FLOOR DRAINSSLOPE SLAB1/8/FT TO DRAINS

C-1

C-2

C-3

FLOOR DRAINSSLOPE SLAB1/8/FT TO DRAINS

WF-

2

B/FTG

-5'-4

"

C-4

C-4

C-2

WF-2

C-2

C-2

C-2

C-2

C-1

3' - 0"

F-5

NEW TO EXIST'G FTGSEE DETAIL ON SHT S-200

10

S-202

10

S-202

5' -

4"

4' - 0"

5' -

4"

4' - 0"

20' - 0"

18' -

6 1

/4"

1' -

2 1

/4"

11 1

/2"

1' - 2"

1' - 2"

1' - 2 1/4"

TYP

NEW CONCRETE RAMPSEE DETAILS ON SHT. S-201

BP-2

F-4A

C-4BP-2

F-4A

C-4BP-2

F-4A

C-4BP-2

F-4A

C-4BP-2

F-4A

C-4BP-2

BP-2

BP-2

BP-1

BP-1

BP-1

BP-1

BP-3

BP-3BP-3

BP-2


ALTERNATEACCEPTED

FROSTSLAB


ALTERNATEACCEPTED

-

---

B/FTG -11'-8"

B/FTG -5'-4"

B/FTG -6'-10"

B/FTG -6'-10"

B/FTG -6'-10"

B/FTG -6'-10"

B/FTG -6'-10"

B/FTG -6'-10"

B/FTG -6'-10"

B/FTG -6'-10"

B/FTG -5'-4"

B/FTG -5'-4"

B/FTG -5'-4"

STEP FTG

STEP FTG

F-5B/FTG -5'-4"

17

S-200

17

S-200

N O R T H





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Cle

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20

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Su

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30

0, C

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41

.448

0

Plo

tte

d

Project No.

SHEET NO:

TITLE:

CHECKED BY:

DESIGNED BY:

DATE:

SCALE:


DATE:

ISSUED / REVISED

City

of C

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lan

d

Ma

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Off

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of C

ap

ital P

roje

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Div

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Arc

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Cle

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AC

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, OH

44

11

4-1

01

5P

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21

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64

-23

74

F

ax:

(21

6) 6

64

-42

20

and

Site

Dev

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TATE

F O

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PROFES

SIONAL EN

G

INEER

ISAACA.


ED

I A Lewin

03/24/2021

3/1

5/2

021 1

2:3

2:2

5 P

M

As indicated

ISSU

ED

FO

R B

IDD

ING

17071

FOUNDATION PLAN AREAA

S-100A

1/4" = 1'-0"

FOUNDATION PLAN - AREA A

FOOTING SCHEDULE

WF-2 2'-0" WIDE x 3'-0"" DEEP W/ (3) #6 T&B CONT

WF-2A 2'-0" WIDE x 4'-6" DEEP W/ (3) #6 T&B CONT.

F-4 4'-0"x4'-0"x 2'-8" W/ (5) #6 EW BOT

F-4A 4'-0"x4'-0"x 4'-6" W/ (5) #6 EW TOP&BOT

F-5 5'-0"x5'-0"x 1'-4" W/ (6) #5 EW BOT.

F-5A 5'-0"x5'-0"x 4'-6" W/ (7) #6 EW T&B

F-4x3E ENLARGEMENT OF EXIST'G FTG

NOTES:

-T/FTG ELEVATIONS ARE REFERENCED FROM TOP FIRST FLR ELEV. = 100'-0" = 0'-0"

-BOTTOM OF ALL PERIMETER FOOTINGS TO BE MIN. 4'-0" BELOW ADJACENT FINISH GRADE

-DIMENSIONS SHOWN ARE TO THE FACE OF MASONRY AT THE FLOOR LINE. U.N.O.

-FROST SLAB LOCATION AND SIZE COORD. W/ ARCH

-G.C. TO VERIFY FTG. DEPTH IN FIELD W/ GEOTECH ENGINEERING, AND FINAL GRADING PLAN.





PIER SCHEDULE

P1.7 1'-8"x1'-8" W/ (8) #6 DOWELS, #3 TIES, & (2) HAIRPINS @ 1'-6" C/C

INTERIOR SLAB ON GRADE CONSTRUCTION (TYP. U.N.O)

• 4" 4000 PSI CONCRETE• FLYASH• HIGH RANGE WATER REDUCING ADMIXTURE• 6x6 W2.9xW2.9 WWF (MATS ONLY)• MOISTURE VAPOR REDUCING ADMIXTURE: ADD "BARRIER 1 " OR ISELOGIK "MVRA 900" IN

ACCORDANCE WITH MANUFACTURERS WRITTEN SPECIFICATIONS• STEGO INDUSTRIES "STEGO WRAP" ASTM E-1745 CLASS A W/ PERMANENCE OF 0.01 OR EQUAL.

INSTALLATION AND INSPECTION IN ACCORDANCE WITH ASTM E-1643• 6" COMPACTED ODOT 304

INTERIOR SLAB ON GRADE CONSTRUCTION (POOL EQUIPMT ROOM)

• 6" 4000 PSI CONCRETE• FLYASH• HIGH RANGE WATER REDUCING ADMIXTURE• EPOXY COATED #5 @ 16" EACH WAY TOP SUPPORTED• MOISTURE VAPOR REDUCING ADMIXTURE: ADD "BARRIER 1 " OR ISELOGIK "MVRA 900" IN


INSTALLATION AND INSPECTION IN ACCORDANCE WITH ASTM E-1643• 6" COMPACTED ODOT 304• COMPACTED AND PROOF ROLLED SUBGRADE

EXTERIOR SLAB ON GRADE CONSTRUCTION (REFER TO ARCH. DWGS FOR SIZE AND LOCATION)

• 4"-4000 PSI CONCRETE• 6% ENTRAINED AIR• 6x6-W2.9xW2.9 EPOXY COATED WWF (MATS ONLY)• 6" COMPACTED ODOT 304 BASE• COMPACTED SUB GRADE• SEE CIVIL DWGS FOR ELEVATIONS

COLUMN SCHEDULE

C-1 8" STD COL

C-1A 8" XS COL

C-2 HSS 6x6x5/16

C-3 6" STD COL.

C-4 HSS 5x5x3/8


8 9 10 11 12 13 14 157

G

6

S-202

3

S-201

6A

S-202

K.5

J

L.1

14.8

7

S-201

WF-1

8" CMU WALL

WF-

1

BASEMENT POOL EQUIP. ROOM T/SLAB -10'-0"(SEE ARCH, MECH, & PLUMBING FOR SIZE & LOCATION OF ALL SLAB DEPRESSION, PITS, ETC)SEE DETAIL ON SHT. S-200

WF-1

FROSTSLAB

DEEP STEPFTG

FROSTSLAB

WF-

1T/

FTG

-12'-4

"

B/F

TG -1

2'-4

"

B/FTG -12'-4"

B/FTG -12'-4"

F-4 &

P-1

B/FTG

-12'-4

"

12" CONCRETE FOUNDATION WALL

T/SLAB -1'-4"

B/FTG

-12'-4

"

WF-2B/FTG -5'-4"

B/FTG -12'-4"

BASEMENT

FIRST FLR

7' -

0 1

/4"

10' -

3 1

/2"

9' -

8 7

/8"

1' -

0"

6' - 6"

1' - 0"

1' -

4"

15' -

2"

1' - 6" 1' - 6"8' - 6" 8' - 6" 1' - 6"8' - 6"

8"

NEW TO EXIST'G FTGSEE DETAIL SHT S-200

NEW TO EXIST'GFTG

5

S-202

H

K

14' -

0"

4' -

2"

8' -

10 3

/4"

13' - 4" 1' - 7" 10' - 0" 10' - 0" 10' - 0" 10' - 0" 10' - 0" 10' - 0" 1' - 7"

10A

S-202

1' -

8"

1' - 6 1/2"

1' - 2"

1' -

10 1

/4"

F-4 & P-1

5' -

0"

1' -

8"

1' - 6"8' - 6"

1'-7" C.I.P. CONCRETE WALL#5 @ 16" O.C. OUTSIDE FACE (HORIZONTAL AND VERTICAL)#5 @ 16" O.C. INSIDE FACE (HORIZONTAL)#6 @ 16" O.C. INSIDE FACE (VERTICAL)HORIZONTAL BARS CONTINUE THROUGH PIERS

8' - 6" 1' - 6" 8' - 6" 6"

F-4 &

P-1

19.5 19.6 19.7 19.8

1' -

6 1

/2"

NEW CONCRETE RAMPSEE DEATILS ON SHT.S-201

F-4 & P1.1

B/FTG -12'-4"

S-100B2

1' - 10"

1' - 10" 6"

4"

16' - 6"

6' -

5"

4' -

6"

12' - 0" 4' - 6"

N O R T H

1' - 6"

1' -

6"

P1-18"X18"(12) #6 VERTICAL W/ MATCHINGDOWELS INTO FNDN#3 TIES @ 12" O.C. VERTICAL(WALL REINFORCING NOTSHOWN FIR CLARITY)

24

1818

24

#5 @ 12" O.C.





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Project No.

SHEET NO:

TITLE:

CHECKED BY:

DESIGNED BY:

DATE:

SCALE:


DATE:

ISSUED / REVISED

City

of C

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Off

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ED

I A Lewin

03/24/2021

3/1

5/2

021 1

2:3

2:2

8 P

M

As indicated

ISSU

ED

FO

R B

IDD

ING

17071

FOUNDATION PLAN AREA B

S-100B

1/4" = 1'-0"

FOUNDATION PLAN - AREA B

FOOTING SCHEDULE

WF-1 2'-8" WIDE x 1'-4" DEEP W/ (4) #5 T&B CONT.


F-4 4'-0"x4'-0"x 2'-8" W/ (5) #6 EW BOT

NOTES:










PIER SCHEDULE

P-1 1'-6"x1'-6" W/ (12) #6 DOWELS, #3 TIES @ 12" O.C.











1" = 1'-0"

PIER DETAIL


15 16 17 19 20

3

S-201

2

S-201

K.5

J

L.1

4

S-201

14.8

ELEVATOR PITSEE DETAIL SHT S-200

WF-1

B/FTG

-12'-4

"

DEEP FTG STEPSEE DETAIL SHT. S-200

FTG STEP

WF-2

A

B/FTG

-12'-4

"

8" CMU WALLREINF. PERARCH DWGS

OPEN ABOVE

BASEMENT LOBBYT/ SLAB -10'-0"

F-4 & P-1

B/FTG -12'-4"

FROSTSLAB

SEE NEW TO EXIST'GFOOTING DETAIL SHT. S-201

WF-1B/FTG -12'-4"

DEEP FTG STEPSEE DETAIL SHT. S-200

10' -

0"

7' -

10"

11' -

1 3

/4"

9' -

9 3

/4"

9' -

9"

3' - 4"

2' -

8"

1' -

4"

7' -

4"

1' -

4"

1' - 4" 8' - 8" 1' - 4"

11"

1' - 0"

10' -

4"

F-4 &

P1.

3

B/FTG

-4'-8

"

F-4 &

P1.

3

T/FTG

-4'-8

"

C-5C-5

C-2C-2

1' -

8"

4"

FTG STEP

3

S-201

3

S-201

3

S-201

K

L

M

1' - 7" 10' - 0" 1' - 5" 13' - 1"

19.4

3' - 7" 4' - 9"

19' -

1"

1' -

2 3

/4"

AREA WELL8" CMU WALLSWITH SLAB FOUNDATION

7' -

0 1

/4"

6"

9' -

5 3

/4"

2' - 3"

8' - 0"

2' -

8"

2' -

4"

8' - 1"

11' - 7"

15' - 0"

1' -

0"

1' - 0"10"

(2)W8x24

(2)W8x24NEW LINTEL SEE SHT. S0.1

HVAC DUCT

BASEMENTT/ SLAB -10'-0"

S-100C1

4

S-201

SEE PIER DETAILSHT. S-100B

2' -

5"

SIM

N O R T H

H

EXISTING MAS WALL

FLOOR LINE

EXISTING FTG VERIFY

DEPTH IN FIELD

#6 @ 16" O.C. T&BDRILL & INSTALL W/ HILTI

HY200 ADHESIVE1'-0" EMBEDMENT

5"

ENLARGEMENT OFEXIST'G FTG. (F-4x3E)

(3) #5 x3'-6" T&B

FLOOR LINE

3' - 0"

3"

15

G

16 17 18 19 2014.8

H

19.4

9

S-100C

3' - 0"

3' -

0"

3' - 0"

3' -

6"5' -

0"

5' - 0"

10' - 0 1/2" 9 1/2" 3' - 9 3/4" 1' - 5 7/8" 9' - 0 1/8" 4' - 9" 11 3/4"3 1/8"

6' - 0" 3' - 8 1/2" 27' - 2 1/2"

16' - 8 1/2"5' - 6"

EXIST'G BUILDING FOUNDATION V.I.FSEE "NEW TO EXISTING FOOTING (F4x3E) ON SHT. S201V.I.F.

6' - 8 1/2"

THICKENED SLAB@ BASE OF STAIRSSEE STAIR CONNECTIONDETAIL S-200

2' - 6 1/8" 2' - 2" 9 7/8"

3' -

6"

3' -

0 1

/2"

C-1A

C-4 T/COL +24-0"

1' -

3 3

/4"

C-4 T/COL +5'-4"

C-4 T/COL +5'-4"

C-4 T/COL +24-0"

C-4A T/COL +24-0"

C-4 T

/COL +

22-9"

C-4 T/COL -1'-2"

1' -

6"

1' -

6 1

/2"

1' - 8 3/8"

1' -

7 3

/8"

9" 9"

F-4x3

E & P

1.7

B/FTG

-12'-4

"

1' -

3 3

/4"

10' - 0 1/2"

BP-3

4' - 0"

9

S-100C





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13

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41

.448

0

Plo

tte

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Project No.

SHEET NO:

TITLE:

CHECKED BY:

DESIGNED BY:

DATE:

SCALE:


DATE:

ISSUED / REVISED

City

of C

leve

lan

d

Ma

yor's

Off

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of C

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roje

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ISAACA.


ED

I A Lewin

03/24/2021

3/1

5/2

021 1

2:3

2:3

3 P

M

As indicated

ISSU

ED

FO

R B

IDD

ING

17071

FOUNDATION PLAN AREAC

S-100C

1/4" = 1'-0"

FOUNDATION PLAN - AREA C

FOOTING SCHEDULE

WF-1 2'-8" WIDE x 1'-4" DEEP W/ (4) #5 T&B CONT.


WF-2A 2'-0" WIDE x 4'-6" DEEP W/ (3) #6 T&B CONT.

F-4 4'-0"x4'-0"x 2'-8" W/ (5) #6 EW BOT

F-4x3E ENLARGEMENT OF EXIST'G FTG

NOTES:










PIER SCHEDULE

P-1 1'-6"x1'-6" W/ (12) #6 DOWELS, #3 TIES @ 12" O.C.

P1.7 1'-8"x1'-8" W/ (8) #6 DOWELS, #3 TIES, & (2) HAIRPINS @ 1'-6" C/C









EXTERIOR SLAB ON GRADE CONSTRUCTION (SEE ARCH FOR SIZE AND LOCATION)


COLUMN SCHEDULE

C-1A 8" XS COL

C-2 HSS 6x6x5/16

C-4 HSS 5x5x3/8

C-4A HSS 5x5x1/2

C-5 HSS 6x6x1/2

C-6 HSS 5x5x1/4

1/2" = 1'-0"

SECTION 9

3/8" = 1'-0" S-100C

1CALLOUT 1


10 11 12 13

B

A

13

S-100D

14

S-100D

15

S-100D

NOTES:





-SEE ARCH DRAWING A-403 FOR ALL DIMENSIONS NOT SHOWN ON PLANAND ADDITIONAL INFORMATION


WF-4

T/FTG -2'-8

"

EXTERIOR SLAB ON GRADE AT EQUIP. PAD(REFER TO ARCH. DWGS FOR SIZE AND LOCATION)• 6"-4000 PSI CONCRETE• 6% ENTRAINED AIR• 6x6-W2.9xW2.9 EPOXY COATED WWF (MATS ONLY)• 6" COMPACTED ODOT 304 BASE• COMPACTED SUB GRADE• SEE CIVIL DWGS FOR ELEVATIONS• SLOPE TO DRAIN REFER TO ARCH & CIVIL DWGS

EXTERIOR S.O.G.SLOPE TO DRAINPER ARCH. MECH. AND CIVIL DWGST/SLAB @ OUTSIDE EDGE= -1'-4"

EXISTING BUILDING

EQUIP. PAD G.C. TO VERIFYSIZE W/ EQUIPTMENTW/ #5 @ 1'-0" EW TOP(FTG SIZE BASED ON EQUIP. BASEFOOTPRINT +6" ALL AROUND)

FTG STEP FTG STEP

20' -

8"

25' - 4"

SEE NEW TO EXIST'G FTGDETAIL SHT S-200

22' -

9"

2' - 8" 10' - 0" 10' - 0" 2' - 8"7' - 4"

FOOTING SCHEDULE

WF-4 1'-8" WIDE x 2'-8" DEEP W/ (3) #5 T&B

WF-4

T/FTG -2'-8

"

WF-4T/FTG -2'-8"

WF-4

T/FTG -4'-0

"WF-4

T/FTG -4'-0

"

WF-4T/FTG -4'-0"

EXTERIOR S.O.G.SLOPE TO DRAINPER ARCH. MECH. AND CIVIL DWGST/SLAB @ OUTSIDE EDGE= -3'-8"

19.5 19.6 19.7 19.8

19.9

19.102' -

9" 8" CMU W/ #5 @ 32" O.C.

GROUT SOLID

1/4Ø TAPCONS @ 12" O.C.W/ 1 1/2" EMBEDMENT

EQUIP CURB WALL

SEE PLAN

EQUIP BASE VERIFY WITH MANUF.

3' -

6"

6" COMPACTED304 BASE

COMPACTEDSUB GRADE

6" 6"

1/2" ISOLATION JOINT

1' -

4"

2' -

8"4

' - 0

"

4' -

0"

1' - 4"

2' -

4"

#5 @ 12"

(2) #5 CONT. @ EA. FACE

#4 @ 16" O.C.@ CL OF SLAB

2' -

4"

ISOLATIONJOINT

-3' - 8"

-1' - 4"

2' - 9" 6' - 6" 7' - 4" 8"8"2' - 9"

20' - 8"

EXTERIOR SOG

SEE PLANFOR REINF.

SEE PLANFOR REINF.

EXTERIOR S.O.G.

EXIST'GBLDG


8" CMU W/ #5 @ 32" O.C.GROUT SOLID

1/4Ø TAPCONS @ 12" O.C.W/ 1 1/2" EMBEDMENT

EQUIP CURB WALL

2"

CO

VE

R T

YP


6" 6"

SEE PLAN

3' -

6"


COMPACTEDSUB GRADE

GROUT TOP (2) COURSESSOLID AT POST LOCATIONS

MECH LOUVEREDSCREEN WALL(SEE ARCH)

EQUIP BASE VERIFY WITH MANUF.

#5 @ 12"

(2) #5 CONT. @ EA. FACE

2' -

4"

8"4' - 9"V.I.F.7' - 6"8"

25' - 4"

2' -

0"

SEE PLANFOR REINF.

SEE PLANFOR REINF.

2' -

8"

EXTERIOR S.O.G. TYP.

1' - 0"

-1' - 4"


1' -

4"

GROUT TOP (2) COURSESSOLID AT POST LOCATIONS

MECH LOUVEREDSCREEN WALL(SEE ARCH)


COMPACTEDSUB GRADE4

' - 4

"

4' -

4"

2' -

8"

8"

SEE PLANFOR REINF.

SEE PLANFOR REINF.

8" CMU W/ #5 @ 32" O.C.W/ MATCHING DOWELSGROUT SOLID

EXTERIOR S.O.G.

-3' - 8"

1' - 4"1' - 4"

1' - 0"

N O R T H

10 11 12 13

B

19.5 19.6 19.7 19.8

19.9

EX. LINTELS OVER OPENINGSGC TO INSPECT & REPLACE IN KINDALL LINTELS W/ MORE THAN 15% NETSECTION LOSS DUE TO CORROSION

HVAC DUCTS





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0, C

leve

lan

d,

Oh

441

13

p.

216.2

41

.448

0

Plo

tte

d

Project No.

SHEET NO:

TITLE:

CHECKED BY:

DESIGNED BY:

DATE:

SCALE:


DATE:

ISSUED / REVISED

City

of C

leve

lan

d

Ma

yor's

Off

ice

of C

ap

ital P

roje

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Div

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SIONAL EN

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ISAACA.


ED

I A Lewin

03/24/2021

3/1

5/2

021 1

2:3

2:3

8 P

M

As indicated

ISSU

ED

FO

R B

IDD

ING

17071

POOL MECHANICAL PEN

S-100D

1/4" = 1'-0"

MECHANICAL PEN FOR EXIST'G POOL

1/2" = 1'-0"

SECTION 13

1/2" = 1'-0"

SECTION 14

1/2" = 1'-0"

SECTION 15

1/4" = 1'-0"

MECHANICAL PEN FOR EXIST'G POOL HVAC FRAMING1 03/24/2021 ISSUED FOR BIDDING

N O R T H

8

9 10 11 12 13 14

157

G

16 17 19 20

SLOPEDOWN

SLOPEDOWNS

.O.D

.

S.O

.D.

S.O

.D.

S.O

.D.

S.O

.D.

S.O.D. ELEV. -0'-8"

OPEN ABOVE

S.O

.D.

6

S-202

W8X

18

-0' -

6"

W8X18

-0' - 6"

W8X18

-0' - 6"

-0' -

6"

W12X40

-0' - 6"

W8X18

W8X

18

-0' -

6"

L5X5X3/8

-0' - 6"

3

S-201

6A

S-202

2

S-201

K.5 K.5

W12x4

5

W8x24

A1 (TYP ALONG EXT. FDN. WALL)

S.O

.D.

S.O

.D.

J

L.1 L.1

B

A

D

F

S.O

.D.

C

E

17

S-203

4

S-2018

S-202

S.O.D ELEV. -1'-4"

BENT CLOSUREPL @ BOT. OF DECK

SEE SECTION

NEW LINTELSEE SCHEDULE ON SHT. S0.1

BENT CLOSUREPL @ BOT. OF DECK

SEE SECTION

16

S-202

HVAC DUCTS

L1

14.8

NEW INFILLED CONCRETEFLOOR TO BE LEVEL WITH

EXIST'G FIRST FLOOR.BUILD OVER EXIST'G STEPS AND

ENTRY LANDINGSEE DEATIL ON SHT. S-202

L5x5x3/8

8' -

1"

13' -

5"

6' - 6" 1' - 7" 9' - 0"

6"

10' -

2"

8' -

4"

14' -

3"

1' - 1"

1' - 0" 13' - 0" 1' - 0"

3"

3"

C-1

C-2

C-3

C-4

C-4

C-4

C-4

C-2

C-2

C-2

C-2

C-2

C-1

C-5

C-4

C-4

C-4

8" CMUAT CORNERS GROUT AND INSTALL #5 VERTICALIN CORNER CORE AND AT FIRST ADJACENTCORES IN EACH WALL FACEPROVIDE CONT. 8" BOND BEAM , GROUTED FULLYW/ (2) #5 CONT. @ TOP COURSES OFELEVATOR SHAFT AND 10'-0" O.C. MAX VERT (TYP)

5

S-202

CO

NC

RE

TE

RA

MP

NEW AREA WELL

6-1

10' - 4" 13' - 4" 1' - 7" 10' - 0" 10' - 0" 10' - 0" 10' - 0" 10' - 0" 10' - 0" 1' - 7" 10' - 0" 1' - 5" 8' - 4"

3' -

7"

28' -

4"

11' -

5"

10' -

6"

7' -

0"

20' -

5"

7' -

0"

19' -

1"

-1' - 10"

W12X26

-0' - 6"

W8X

18

-0' -

6"

S.O.D. ELEV. -0'-0"

1' - 4" 8' - 8" 1' - 4"

1' - 0"

S-101A2

W8x28 W/1/2" BEARING PLATES

H

K

L

19.4

(2) W8x24

(2)

W8x2

4

MASONRY BRG THIS END

MASONRY BRG THIS END

SUPPORT ENDS ONHSS 8x4x1/4 POSTW/ 3/8" BRG PL1/2" BASE AND CAP PLANCHOR TO FLOOR W/(4) 3/8" DIA KWIK BOLT III

W6x20 CONT. OVER INTERMEDIATEHSS 6x6x1/4 SUPPORT POSTSW/ 3/8" BRG PL1/2" BASE AND CAP PLANCHOR TO FLOOR W/(4) 3/8" DIA KWIK BOLT III

MSRY BRGTHIS END

MSRY BRGTHIS END

HVAC DUCT

HVAC DUCT

13' - 1"

19.5 19.6 19.7 19.8

FROST SLAB

7

S-201

9' -

3"

7' -

6"

C-4

1' -

0"

8' -

9"

S.O

.D.

4

S-201

C-1ABP-3

SUPPORT ENDS ONHSS 8x4x1/4 POST

W/ 3/8" BRG PL1/2" BASE AND CAP PLANCHOR TO FLOOR W/

(4) 3/8" DIA KWIK BOLT III

SUPPORT ENDS ONHSS 8x4x1/4 POSTW/ 3/8" BRG PL1/2" BASE AND CAP PLANCHOR TO FLOOR W/(4) 3/8" DIA KWIK BOLT III

(2) W8x24

SUPPORT ENDS ONHSS 8x4x1/4 POST

W/ 3/8" BRG PL1/2" BASE AND CAP PLANCHOR TO FLOOR W/

(4) 3/8" DIA KWIK BOLT III

T/ PIER-1'-10"

T/ PIER-1'-10"

T/ PIER-1'-10"

T/ PIER-0'-6"

ROOM 220

C-1BP-3

C-1BP-3

C-1BP-3

C-5 C-5 C-5 C-5 C-5 C-5

NEW AREA WELL

-

---

N O R T H

N O R T H





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Su

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30

0, C

leve

lan

d,

Oh

441

13

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216.2

41

.448

0

Plo

tte

d

Project No.

SHEET NO:

TITLE:

CHECKED BY:

DESIGNED BY:

DATE:

SCALE:


DATE:

ISSUED / REVISED

City

of C

leve

lan

d

Ma

yor's

Off

ice

of C

ap

ital P

roje

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Div

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PROFES

SIONAL EN

G

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ISAACA.


ED

I A Lewin

03/24/2021

3/1

5/2

021 1

2:3

2:4

2 P

M

As indicated

ISSU

ED

FO

R B

IDD

ING

17071

FIRST FLOOR FRAMING

S-101

3/16" = 1'-0"

FIRST FLOOR FRAMINGCOLUMN SCHEDULE

C-1 8" STD COL

C-1A 8" XS COL

C-2 HSS 6x6x5/16

C-3 6" STD COL.

C-4 HSS 5x5x3/8

C-4A HSS 5x5x1/2

C-5 HSS 6x6x1/2

NOTES:• T/STL ELEVATION = ARE REFERENCED FROM TOP OF FIRST FLR. ELEV. = 0'-0" (REF ARCH DWGS)• SEE SHT, S0.1 FOR GENERAL NOTES• FOR LINTELS SEE SCHEDULE ON SHT. S0.1• COORDINATE ALL OPENINGS WITH ARCHITECTURAL, PLUMBING, AND MECHANICAL DRAWINGS• A1-L4x4x3/8 CONT. SHELF ANGLE SUPPORTING COMPOSITE FLOOR DECK ALONG EXIST'G BLDG.

CONNECT TO EXIST'G BRICK WALL W/ 3/4" Ø ALL THREAD RODS @ 1'-0" O.C. DRILL HOLES & INSTALLANCHORS W/ 5 1/2" EMBED USING HILTI HY270 ADHESIVE

• L1- (2) L5x3 1/2x5/16 FOR 8" CMU (1) L5x3 1/2x5/16 FOR FACE BRICK• SEE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS NOT SHOWN ON PLAN

1ST FLOOR SLAB ON DECK CONSTRUCTION3" - 4000 PSI CONCRETE (NORMAL WT)ON 3"x18GA COMPOSITE METAL DECK GALV. (6" TOTAL THICKNESS)W/ 6x6 W4xW4 (MATS ONLY) AND#5 EPOXY COATED BARS @ 12" C/C (1 BAR PER FLUTE)W/ 2" BOT. COVER WELD DECK TO SPPTS W/ 5/8" Ø PUDDLEWELDS @ 12" O.C. SCREW SIDELAPS @ 1/4 POINTS


16 17 18 19

HS

S14X

4X

3/8

HS

S14X

4X

3/8

W8X18

C-4

ON

HS

S14x4

CA

NT

ILE

VE

RE

D B

EA

M E

XT

EN

SIO

N

HSS12x2x1/4 STRINGER (TYP)

DOWN

UP

C-4

J

18

S-203

BROKEBACK STRINGERFULLY BUTT WELDED JOINT

MATCH T/HSS12 & HSS14

10' -

2"

5"

7" 3' - 3"

5"

4' -

6"

6"

4' -

5"

9"

STAIRLANDINGELEV.+6'-9"

AA

S-203

TO FIRST

TO SECOND

STAIR LANDING1 1/2" STEEL PAN

32

S-203

T/ S

TL +

6'-7 1

/2"

T/ S

TL +

6'-7 1

/2"

G

16 17 18 19 20

9 1/2" 3' - 9 3/4" 1' - 5 7/8" 9' - 0 1/8" 4' - 9"

1' - 2 7/8"

0"1' - 8 3/8"

1' -

3 3

/4"

W12X

45

-0' -

6"

W8X

18

-0' -

6"

W8X18

-0' - 6"

W8X

18

-0' -

6"

W12X26

-0' - 6"

H

19.4

UP

C-4 T/COL +24-0"

C-4 T/COL +5'-4"

C-4 T/COL +5'-4"

C-4 T/COL +24-0"

C-4A T/COL +24-0" C-4 T/C

OL +22-9"

C-4 T/COL -1'-2"

8" 5" 4"

L5x3 1/2x5/16





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41

.448

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Project No.

SHEET NO:

TITLE:

CHECKED BY:

DESIGNED BY:

DATE:

SCALE:


DATE:

ISSUED / REVISED

City

of C

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lan

d

Ma

yor's

Off

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of C

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ED

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03/24/2021

3/1

5/2

021 1

2:3

2:4

6 P

M

As indicated

ISSU

ED

FO

R B

IDD

ING

17071

FIRST FLOOR PLAN DETAILS

S-101A

1/2" = 1'-0"

STAIR LANDING FRAMING

1/2" = 1'-0" S-101

2CALLOUT 6

1" = 1'-0"

TYPICAL SHELF ANGLE AT ELEVATOR OPENINGS

COLUMN SCHEDULE

C-4 HSS 5x5x3/8

COLUMN SCHEDULE

C-4 HSS 5x5x3/8

C-4A HSS 5x5x1/2


8 9 10 11 12 13 14 157 16 17 18 19

W.T. BRACKETSEE DETAIL THIS SHEET

TYP.

(UP

SE

T)

6

S-202

16' - 8" 6' - 3 5/8"26' - 5 3/4" 10' - 0" 10' - 0" 10' - 0" 10' - 0" 10' - 0" 11' - 7" 1' - 5"

19' -

0 1

/2"

27' -

4"

18' - 4 1/2"

3

S-201

6A

S-202

19

S-203

2

S-201

K.9

2

S-201

3

S-2013

S-201

A1-TYP FULL LENGTH OF EX.BLDG WHERE ROOF DECK ATTACHES

A1-TYP FULL LENGTH OF EX.BLDG WHERE ROOF DECK ATTACHES

C

S-203

H.9

P.6

P.7

L.10

B

A

D

F

C

E

RTU-1

3200 LBS

ROOF SCREENSSEE ARCH FOR LOCATIONS

SEE SHEET S-202 FOR TYP. DETAILS

A1

11'-2 3/4"

5' - 10" 7' - 3" 3' - 7"

SEE HVAC OPENINGS DETAILON SHEET S-202

14.8

L1

16

S-202

16

S-202

W8X24

11' - 3"

W8X

10

10' -

7"

W8X

10

10' -

7"

W8X

10

10' -

7"

W14X22

11' - 2 3/4"

W12X26

W8X

10

10' -

7"

W14X

22

13' -

0"

W14X

22

13' -

0"

C12X20.7

12' - 0"

W21X

44

12' -

3 3

/4"

W8X

10

10' -

7"

W18X

35

12' -

3 5

/8"

W14X22

10' - 6 5/8"

W14X

26

W14X22

W14X

22

W14X

22

W14X

22

W14X

22

W14X

26

W14X

26

W14X22

W14X

22

W14X

26

W14X

26

W14X22

W14X22

W14X

22

W14X22

W14X

22

W14X22

W14X22

W14X

22

10' -

6 5

/8"

W14X

22

10' -

6 5

/8"

WEB PIPE PENETRATIONS,ONE PER LINE SHOWN ON PLANSEE DETAIL ON SHEET S103.TYPICAL

C-1C-2

C-3

C-4

C-4

C-4

C-4

C-4

C-4C-4

C-2

C-2

C-2

C-2

C-2

C-1

C-1

C-1C-1

C-5C-5

C-5C-5 C-5

C-1A

C-5C-5

C-1AC-4

C-4 C-4AC-4

C-4

T/COL 11'-2 3/4"

14' -

0"

1' -

9"

1' -

1"

9' -

11"

10' -

6"

7' -

0"

20' -

5"

7' -

0"

19' -

1"

7' - 6"

8' - 7"

8' - 7" 9' - 10"

6' - 9"

7' - 3" 11' - 2"

11' - 8"

10' -

0"

9' -

7"

1' - 5"8"

8' - 8" 8"8" 8

"8"

7' -

4"

8"

8"

3' - 2" 3' - 10"

6-1

WT BRACKETSEE DETAILTHIS SHEET

(OPEN TO ABOVE)

(OPEN TO ABOVE)

12' -

10"

1' - 5"

9"9' - 3"10' - 4" 13' - 4" 1' - 7"

W6X

9

10' -

7"

W6X

9

11' -

2 3

/4"

W10X12

11' - 2 3/4"

W6X

9

11' -

2 3

/4"

W6X

9

11' -

2 3

/4"

ROOF FRAMING600S250-43 LIGHT GAUGE JOISTS

@ 16" O.C. PROVIDE SOLID BLOCKINGBETWEEN JOISTS AT 4'-0" O.C. MAX.

ROOF DECK = 1.5Bx20 GA

SEE ARCH. FOR FURTHER DETAILS

L-6 L-7

H

K

L

19.4

(2) W8x24

(2) W8x24

(2) W8x24

(2)

W8x2

4

(2)

W8x2

4

(2) W8x24

(2)

W8x2

4

19.5 19.6 19.7 19.8

19.9

19.10

C

S-203

W12X

26

11' -

2 3

/4"

W12X

26

11' -

2 3

/4"

C-2

T/COL 11'-2 3/4"

C-2

T/COL 11'-2 3/4"

8" CMUAT CORNERS GROUNT AND INSTALL #5 VERTICALIN CORNER CORE AND AT FIRST ADJACENTCORES IN EACH WALL FACEPROVIDE CONT. 8" BOND BEAM , GROUTED FULLYW/ (2) #5 CONT. @ TOP COURSES OFELEVATOR SHAFT AND 10'-0" O.C. MAX VERT (TYP)

W14X26

11' - 8 7/8"

W18X35

12' - 0 3/4"

W14X

22

10' -

6 5

/8"

35

S-204

36

S-204

38

S-204

37

S-204

A1

3

S-101A

(2) W8x24

N O R T H

8"

@ W

14

3"

3"

@ W

83"

2 1

/2"

2 @

4 1

/2"

3"

@ W

18

BEAMSEE PLAN

3/4" Ø A325 BOLTW/ 13/16"Ø x 1 1/2HORIZ. SLOTS INSTEM OF WT6.13/16"Ø HLS IN WEBOF BEAM FORFIELD ADJUSTMENT

3/4"Ø ALL THREAD RODS(H.D. GALV.) @ 5 1/2" C/CDRILL HOLES & INSTALL

ANCHORS W/ 5 1/2" EMBEDUSING HILTI HY270

ADHESIVE

WT6x20ROOF DECK(DIRECTION MAY VARY)

EXIST'G BRICK WALL





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0, C

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441

13

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216.2

41

.448

0

Plo

tte

d

Project No.

SHEET NO:

TITLE:

CHECKED BY:

DESIGNED BY:

DATE:

SCALE:


DATE:

ISSUED / REVISED

City

of C

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lan

d

Ma

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Off

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of C

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ISAACA.


ED

I A Lewin

03/24/2021

3/1

5/2

021 1

2:3

2:5

0 P

M

As indicated

ISSU

ED

FO

R B

IDD

ING

17071

LOW FRAMING PLAN ANDSECOND FLOOR PLAN

S-102

3/16" = 1'-0"

LOW ROOF FRAMING PLAN AND SECOND FLOOR PLAN

1" = 1'-0"

CONNECTION DETAIL FOR ROOF BEAMS SUPPORTED ON EXISTINGMULTI-WYTHE TYPICAL U.N.O.

-INDICATES APPROX. 2" HOLE @ MID DEPTH OF BEAM FOR CONDUIT

PIPE PENETRATION LOCATION

COLUMN SCHEDULE

C-1 8" STD COL

C-1A 8" XS COL

C-2 HSS 6x6x5/16

C-3 6" STD COL.

C-4 HSS 5x5x3/8

C-4A HSS 5x5x1/2

C-5 HSS 6x6x1/2

NOTES:• T/STL ELEVATION = 11'-2 3/4" U.N.O.

REFERENCED FROM TOP OF FIRST FLR. ELEV. = 0'-0" (REF ARCH DWGS)• SEE SHT, S0.1 FOR GENERAL NOTES• ROOF DECK: 3"x20 GA WIDE RIB• FOR LINTELS SEE SCHEDULE ON SHT. S0.1• COORDINATE ALL OPENINGS WITH ARCHITECTURAL, PLUMBING, AND MECHANICAL DRAWINGS• A1-L4x4x3/8 CONT. SHELF ANGLE SUPPORTING COMPOSITE FLOOR DECK ALONG EXIST'G BLDG.

CONNECT TO EXIST'G BRICK WALL W/ 3/4" Ø ALL THREAD RODS @ 1'-0" O.C. DRILL HOLES & INSTALLANCHORS W/ 5 1/2" EMBED USING HILTI HY270 ADHESIVE

• L1- (2) L5x3 1/2x5/16 FOR 8" CMU (1) L5x3 1/2x5/16 FOR FACE BRICK• SEE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS NOT SHOWN ON P

2ND FLOOR CONSTRUCTION3"-4000 PSI NORMAL WEIGHT CONC. ON2"x20ga COMPOSITE METAL DECK GALV.W/ 6x6 W2.9xW2.9 WWF (MATS ONLY)WELD TO SUPPORTS W/ 5/8" Ø PUDDLE WELDS@ 12" O.C. SCREW SIDELAP AT THIRD POINTS.(5" TOTAL THICKNESS)

DENTOTES MOMENT CONNECTION-SEE DETAIL S-203 AND S0.1 FOR FURTHER NOTES

INDICATES 3/8" EXTENSION PLATE AT TOP FLANGEREFER TO SECTIONS

PIPE PENETRATION LOCATION


N O R T H

16 17 18

L.10

D

F

C

E

EXISTING SKYLIGHT OPENING

EXISTING SKYLIGHT OPENING

11

NOTES:-ROOF DECK 3"x18GA WIDE RIB-B.O.D. ELEV. (VERIFY W/ ARCH)

EXISTING ROOF CONSTRUCTION (BASED ON DESIGN DWG. OF EXIST'G BUILDING)

C.I.P. CONC. ROOF SLAB APPROX. 8" THICK SUPPORTED BY ENCASED CONCRETE BEAMS

T.O.S. NEW 8x10 = B/EXIST'G CONC ROOF SLABCONNECT TO EX. CONC. ENCASED BEAM W/ SINGLE ANGLE CONNECTION (L4x4x3/8)USING (2) 3/4"Ø A325 THRU BEAM WEB (HORIZ. SHORT SLOTTED HOLES IN ANGLE LEG)& (2) 5/8"Ø ALL THREAD ANCHORS DRILLED INTO CONC. ENCASEMENT & INSTALLEDW/ HILTI HY270 ADHESIVE TO 4" EMBEDMENT

(UC) AFTER BEAM DESIGNATION INDICATES THAT THE NEW W8 BEAM SHOULD BE LOCATEDUNDER THE CURB OF THE RTU

(*) AFTER BEAM DESIGNATION INDICATES THAT THE NEW W8x10 @ BOT. OF DECK ELEVATION

INDICATES DECK SUPPORT ANGLE L4x3x1/4 LLV. CONNECT TO EDGE OF EXIST'G CONCRETE SLAB W/ 5/8"Ø EXPANSION ANCHORS @ 16" O.C. (4" EMBEDMENT)

EX

IST

ING

BE

AM

EX

IST

ING

BE

AM

EX

IST

ING

BE

AM

W8x10 (UC)

W8x10 (UC)

W8x10 (UC)

W8x10 (UC)

W8x10* (LOCATE UNDER RTU CURB)

W8x10*

W8x10*

W8x10*

DE

CK

SP

AN

1

1

DE

CK

SP

AN

W8x10* (LOCATE UNDER RTU CURB)

13' - 0" V.I.F. 13' - 0" V.I.F.EXIST'G PERIMETERSTRUCT. SUPPORTWALL, TYP

1

1

11

1

EXIST'G CONC ROOFSLAB AROUND & BETWEENEXIST'G SKYLIGHTSUPPORT STRUCTURE, TYP

14.8

8" TOTAL CONC.ON 3"x18 GA. COMP. GALVSTEEL DECK W/EPOXY COATED #3 @ 16" O.C. E.W.@ 2" BELOW T/SLAB

EPOXY BONDNEW CONC.TO EXIST'G

10"

8' -

4"

1' -

7"

11' -

11"

1' -

9"

5' -

0"

3' -

4"

1' -

2"

11' -

6"

H

19.4

29

S-102A

CORE DRILL 2" DIAHOLE @ CORNERS

REFER TO MECH

RE

FE

R T

O M

EC

H

OPENING LOCATION TBD

SLAB

SLAB OCCURS ONONE OR BOTH SIDES

(SEE PLAN)

EXIST'G CONC ENCASEDSTEEL BEAM

NEW W8 BEAMSEE PLAN FORQTY AND LOCATIONS

10"

CONT. C8x11.5TOP & BOT

C8x11.5VERT @ 24" O.C.

1/2" Ø HILTI KWIK BOLT III @ 24" O.C.3" EMBED INTO EXIST'G CONC.

FULLY WELD FRAME

N O R T H





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41

.448

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Project No.

SHEET NO:

TITLE:

CHECKED BY:

DESIGNED BY:

DATE:

SCALE:


DATE:

ISSUED / REVISED

City

of C

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lan

d

Ma

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Off

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of C

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ED

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03/24/2021

3/1

5/2

021 1

2:3

2:5

6 P

M

As indicated

ISSU

ED

FO

R B

IDD

ING

17071

EXISTING ROOF INFILL

S-102A

1/4" = 1'-0"

EXISTING ROOF INFILL - BASE BID

3/4" = 1'-0"

DUCT OPENING THROUGH EX. CONC DECK

3/4" = 1'-0" S-102A

29SECTION 29


157 16 17 18 19 20

10' - 0" 1' - 5" 11' - 7 3/4" 1' - 5 1/4" 8' - 4"

W18x40

13' - 4" 63' - 2" 24' - 5 1/2" 9' - 11 1/2"

3

S-201

19

S-203

2

S-201

HSS 2 1/2x2 1/2x1/8 @ 4'-0" O.C.& APPROX. 1'-0" FROM END OF BEAM.

SHOP WELED TO BEAM(ROOF DECK WILL BE CUT

AROUND FLUTES)

EQ

EQ

HSS 2 1/2x2 1/2x1/8 @ 4'-0" O.C.& APPROX. 1'-0" FROM END OF BEAM.

SHOP WELDED TO BEAM(ROOF DECK WILL BE CUT

AROUND FLUTES)

3

S-201

2

S-201

P.6

J

RTU-233000 LBS

RTU-31100 LBS

ROOF SCREENSSEE ARCH FOR

LOCATIONSSEE SHEET S-202

FOR TYP. DETAILS

24' - 0 1/2"

W16X

26

24' -

0 1

/2"

W16X

26

24' -

0 1

/2"

W18X50

24' - 0 1/2"

W16X26

24' - 0"

W16X26

24' - 0"

W16X

26

17' -

1"

W16X26

17' - 1"

W16X26

17' - 1"

W12X16

17' - 1"

W12X

14

17' -

1"

W12X

14

17' -

1"

W12X14

17' - 1"W12X14

17' - 1"

W12X14

17' - 1" W12X14

17' - 1"

W8X24

22' - 1 1/2"

W8X24

22' - 1 1/2"

W16X

31

24' -

0 1

/2"

W16X

26

24' -

0 1

/2"

W18X

35

24' -

0 1

/2"

EQ

EQ

W16X

26

17' -

1"

W16X

26

17' -

1"

W8x24

30' - 8"

14.8

BEAMS POCKETINTO MASONRY

WEB PIPE PENETRATIONS,ONE PER LINE SHOWN ON PLANSEE DETAIL THIS SHEET.TYPICAL

C-1

C-1A

C-1AC-4

C-4C-4A

C-4

C-1C-1

C-1

74' - 11" 1' - 7"

18' - 6"

20' -

5"

9' -

0"

9' -

0"

9' -

0"

2' -

1 1

/2"

6' - 1 1/8" 9' - 0 1/8"

8' - 0 3/4" 8' - 0 7/8" 9' - 0 1/8" 4' - 9"

8"

7' -

4"

8"

8" 8' - 8" 8"

EQ

EQ

L1

WT BRACKETSEE DETAILS102

HSS 5x5x1/4 @ MIDHEIGHTOF COLUMNS, FULLY WELD TO COLUMNS

K

L

19.4

W12x45 LINTEL

POCKET INTO BRICK WALLGROUT POCKET FULL

POCKET INTO MASONRYWALL AT CORNER OFSTAIRWELLGROUT POCKET FULL

(2) W8x21

RTU FRAMINGSEE DETAIL SHT S-202

19.5 19.6 19.7 19.8

C-1

8" CMUAT CORNERS GROUNT AND INSTALL #5 VERTICALIN CORNER CORE AND AT FIRST ADJACENTCORES IN EACH WALL FACEPROVIDE CONT. 8" BOND BEAM , GROUTED FULLYW/ (2) #5 CONT. @ TOP COURSES OFELEVATOR SHAFT AND 10'-0" O.C. MAX VERT (TYP)

31

S-203

35

S-204

36

S-204

38

S-204

37

S-204

31

S-203

N O R T H

3"

3" LONG

STEEL BEAMSEE PLAN

3" SCHED. 40 PIPESLEEVE

1/4

3" 3" SCHED. 40 PIPE

SLEEVE

VIEW A-A

VIEW A-A

4" MIN.

NOTE: G.C. COORDINATEQUANTITY & LOCATIONS OFHOLES FOR ELECTRIC ANDSPRINKLER LOCATIONS





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Project No.

SHEET NO:

TITLE:

CHECKED BY:

DESIGNED BY:

DATE:

SCALE:


DATE:

ISSUED / REVISED

City

of C

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Off

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of C

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ISAACA.


ED

I A Lewin

03/24/2021

3/1

5/2

021 1

2:3

3:0

0 P

M

As indicated

ISSU

ED

FO

R B

IDD

ING

17071

HIGH ROOF FRAMINGPLAN

S-103

3/16" = 1'-0"

HIGH ROOF FRAMING PLAN

1 1/2" = 1'-0"

BEAM PIPE PENETRATION DETAIL

DENTOTES MOMENT CONNECTION-SEE DETAIL THIS SHEET AND S0.1 FOR FURTHER NOTES

COLUMN SCHEDULE

C-1 8" STD COL

C-1A 8" XS COL

C-4 HSS 5x5x3/8

C-5 HSS 6x6x1/2

DENOTES CONT. PL W/ HSS

NOTES:• T/STL ELEVATION = REFERENCED FROM TOP OF FIRST FLR. ELEV. = 0'-0" (REF ARCH DWGS)• SEE SHT, S0.1 FOR GENERAL NOTES• ROOF DECK: 3"x20 GA WIDE RIB• FOR LINTELS SEE SCHEDULE ON SHT. S0.1• COORDINATE ALL OPENINGS WITH ARCHITECTURAL, PLUMBING, AND MECHANICAL DRAWINGS• SEE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS NOT SHOWN ON P


TYPICAL INTERSECTING CONCRETE REINFORCING DETAILS

CORNER > 90 INTERSECTING CORNER

STD. H

OOK

STD. HOOK

LA

P

LAP

ST

D. H

OO

K

SPLICE BARS TO MATCH QTY OF BARS IN EACH LAYER OF REINFORCING

SE

E P

LA

N

SE

E P

LA

N

MATCH FTG WIDTH.

DE

PT

H A

S R

EQ

'D

DEEP STEP FTG. DETAIL

GRADE

SEE FND. PLANFOR FTG. REINF.

4 #6 DOWELS W/#3 TIES @ 12" O.C.

USE AS REQUIRED - G.C. TOCOORDINATE WITH SITE GRADINGPLAN - ENGINEER OF RECORD NOTRESPONSIBLE FOR CONTRACTOR ERRORS

CONST. JOINT

12" #57 STONEDRAINAGE FILL

4"

1'-0"

1'-0"

CO-ORDINATE PITDIMENSIONS

WITH ELEVATOR VENDOR

6" 6"

4'-0

" T

O 6

'-0"

CO

OR

D W

/ E

LE

VA

TO

R V

EN

DO

R

#5 @ 12 E.W. - E.F.

FLOOR SLAB

ELEVATOR PIT

E.W., T & B#5 @ 12" O.C.

ELEVATOR PIT SECTIONSUMP NOT SHOWN SEE DETAIL FOR INFORMATION

#5 @ 12" O.C.

GREEN STREAK"SWELL STOP"

PERIMETER DRAINSEE CIVIL

ELEVATOR PIT CONCRETEADD ADMIX "XYPEX"TO CONC.

WATERPROOFINGSEE ARCH DWGS

8" CMU W/#5'S @ 32" O.C. W/

DOWELS INTO FOOTINGTO MATCH. CENTER IN WALL

GROUT IN SOLID FULL HEIGHT(48 BAR DIA. LAP)U.N.O.-SEE S101

H&B 220 LADDER MESH@ 16" O.C. VERT.

2'-0" 5'-0"

4"

2'-0"

2'-0"

3'-0"

EA WAY @ SUMP3 #5 BENT AS SHOWN

ELEVATOR SUMP SECTION

DIAMETER

COORD LOCATION IN PIT W/ ELEVATOR VENDORCONNECT SUMP PIPING TO SANITARY SEWER

CONC PIPE

DAMPPROOFINGW/ 4" PVC D.T.

1/4" CHECKERED PLTO FIT BELL W/4 - 1" DIA LIFTHOLES

4" #4 @ 16" O.C.

4" LARGER THAN EQUIPMENT

SCALE: 3/4"=1'-0"

HOUSEKEEPING PAD DETAIL

COORD. SIZE & QUANTITY WITH THE MECHANICALDRAWINGS. PADS MAY BE CONTINUOUS ATCONTRACTORS OPTION

1"x45 CHAMFER

(SE

E P

LA

N)

#4 "Z" BARS @16" O.C. AROUNDPERIMETER

0' - 6" EQUIPMENT 0' - 6"

T (

SLA

B T

HIC

K.)

1 1

/2"

T/4

GREASE THIS END

CONTROL CONSTRUCTION ISOLATION

SAWCUT OR FORMEDFILL WITH SEALANT &BACKING ROD

OLD POUR NEW POUR

WWF

1/2" ASPHALTIMPREGNATEDFIBER JOINTFILLER WITHSEALANT

STRUCTUREBLDG. OR

SLAB ON GRADE JOINT DETAILSSCALE: 1" = 1'-0"

MACHINED SMOOTH DOWEL4" SLAB 1/2" DIA. x 24" @ 24"5" SLAB 5/8" DIA. x 24" @ 24"6" SLAB 3/4" DIA. x 24" @ 16"

PENETRATIONSMULTIPLE PIPE

STEGOTACK TAPEOR EQUAL

STEGOTACK MASTICOR EQUAL

STEGOTACK TAPEOR EQUAL

UNDER SLABVAPOR BARRIER

SE

E P

LA

N

SE

E P

LA

N

4'-0" MIN. LAP4'-0" MIN. LAP

2'-0"

TYP. STEP FTG. DETAIL

GRADE

STEPMAX.

SEE FND. PLANFOR FTG. REINF.

DOWELS TO MATCHFTG. REINF.

USE AS REQUIRED - G.C. TOCOORDINATE WITH SITE GRADINGPLAN - ENGINEER OF RECORD NOTRESPONSIBLE FOR CONTRACTOR ERRORS

4'-0"

1'-4"

2'-8"

1'-8"

4"

WALL BEYOND

SEE PLAN

1'-8"±

TYP.

5'-0" MIN.

FROST SLABCONC. TO BE AIR ENTRAINED

PROVIDE A BROOM FINISH

TYP. SIDEWALK PER CIVIL

1"

WA

SH

1'-4"

8" MIN.

8"

7"

#4 DOWELS@ 16"oc

2712

FIN. FLR.

SEE PLAN FORREQ'D. REINF.

#5 DOWELS@ 32"oc

18

28

1/2" ISOLATIONJOINT

#4x14" LG. DOWELS@ 16"oc AROUND FROSTSLAB WHERE SIDEWALKABUTS FROST SLAB 1/2" ISOLATION

JOINT

TYP. FROST SLAB DTL.1/2" = 1'-0"

6x6-W2.9xW2.9 WWFMATS ONLY

PER DETAILS

ANCHOR BOLT SETTINGSCALE: 1/2" = 1'-0"

1/4" LEVELING PLATE

FIN. FLR.

TOP/FTG.

ANCHOR BOLTS

- ALL STEEL BELOW FIN. FLR. TO BE ENCASED IN CONCRETE

SE

E P

LA

N

3/4

" G

RO

UT

12"

U.N

.O.

1'-0

" U

.N.O

.4"

PR

OJ

& T

HD

3/4" DIA.

NUT & WASHERHVY. HEX.

ANCHOR BOLT DETAILN.T.S.

NUT & WASHERHVY. HEX.

F1554 Gr 36

MIN. 8" BRG.

SCALE: 3/4" = 1'-0"

STEEL BEARING DETAIL @ CMU WALLS

STEEL BEAMSEE PLAN

MIN. 8" BRG.

STEEL BEAM BEARING DETAIL @ CMU WALLSSCALE: 3/4" = 1'-0" PERPENDICULAR TO WALL

MIN. 6" BRG.

1" GROUT BED

CAST IN PLACE WALL

STEEL BEARING DETAIL ON CONCRETE WALLSCALE: 3/4" = 1'-0"DO NOT WELD BEAM TO BEARING PLATE

STEEL BEAMSEE PLAN

15/16"DIA. HOLE@ BEAM GA.

2-3/4" DIA. THD STUDS@ BEAM GA. W/OVERSIZE NUT &WASHER

1/2" BRG PLATE W/

GROUT IN SOLID@ BEAM POCKETS

WALL REINF.

BRG PL 1/2" W/(2) 3/4" DIA x 12" THDSTUDS @ BEAM GA

W/ OVERSIZE NUT& WASHER

15/16" DIA. HOLE@ BEAM GA

REMOVE CMU ASNEEDED FOR BEAM

POCKET, INFILL POCKETFULL WITH CMU

TOS ELEV. - VIF

1" GROUT BED

PROVIDE FULL 16" LGCMU COURSE UNDER BM BRG

GROUT MIN. 16" WIDE x2 COURSES TALL UNDERBEAM BEARING

MASONY WALL

(2) ADD'L #5 BARSAT BEAM BRG@ 8" O.C. x 32" LG

INFILL W/ CMU

BRG PL 1/2" W/(2) 3/4" DIA x 12" THDSTUDS @ BEAM GA

W/ OVERSIZE NUT& WASHER

15/16" DIA. HOLE@ BEAM GA

STEEL BEAMSEE PLAN

1" GROUT BED

PROVIDE FULL 16" LGCMU COURSE UNDER BM BRG

GROUT MIN. 16" WIDE x2 COURSES TALL UNDERBEAM BEARING

MASONY WALL

(2) ADD'L #5 BARSAT BEAM BRG@ 8" O.C. x 32" LG

(1) 1/2" Ø EXPANSION ANCHORW/ 4" EMBEDMENT

L4x4x1/4 x 3" LGWELDED TO STRINGER

1' - 4"

1' -

0"

12

#5 CONT.

SE

E P

LA

N

SE

E P

LA

N4"

1'-8"4" 4"

(3) #5 CONT.

TYP. THICKENED SLAB1/2" = 1'-0"

OF THICKENED

SLAB & WALL

WWF

EXISTING MAS WALL

FLOOR LINE

EXISTING FTG VERIFYSIZE, THICKNESS, AND DEPTHIN FIELD

#6 @ 16" O.C. T&BDRILL & INSTALL W/ HILTI

HY200 ADHESIVE1'-0" EMBEDMENT

5"

4"

ENLARGEMENT OFEXIST'G FTG. (F-4x3E)

(3) #5 x3'-6" T&B

FLOOR LINE

3' - 0"

MATCH T/ EXIST'G FTG

V.I.F.

OUTSIDE FACE OFEXIST'G MAS WALL

MATCH B/ EXIST'G FTG

FIN FLOORSEE PLAN

FOR REINFORCING

RECESSED SLAB DETAILSCALE: 1" = 1'-0"

SE

E P

LA

N

#5 @ 8" EW TOP

SEE ARCH, MECH, & PLUMBING FOR SIZE & LOCATION OF ALL SLAB DEPRESSION, PITS, ETC

SE

E V

EN

DO

R D

WG

S.

6"

SE

E P

LA

N

1'-0"

TRENCH DRAIN DETAILSCALE: 1" = 1'-0"

6-#5 AS SHOWN

BENT #5 @ 12" O.C.

1/8"/FT

TRENCH DRAIN SEE PLUMBING

1/8"/FT

EQ EQ

(4) 1 1/16" DIA. HOLESFOR 3/4" ANCHOR BOLTS

BP-1 HSS 6x6 / 5x5 3/4" BASE PLATE BP-3 STD. PIPE 3/4" BASE PLATE

EQ EQ

EQ

EQ

5/16

(4) 1 1/16" DIA.HOLES FOR

3/4" ANCHOR ROD

1/4

2 1/2" TYP.

1 1/2" TYP @ 3/4" A.B.2" TYP @ 1" A.B.

7" 5"

(4) 1 1/16" DIA. HOLESFOR 3/4" ANCHOR BOLTS

BP-2 HSS 6x6 / 5x5 3/4" BASE PLATE

1/4

1 1/2" TYP @ 3/4" A.B.2" TYP @ 1" A.B.

EQ

EQ

EQ

EQ

4 - 3/4" X24"DOWELS, DRILLAND EPOXYANCHOR INTOEXISTING FTG1"DIA. X 12" HOLE

EXISTING MAS WALL

FLOOR LINE

EXISTING FTG VERIFYDEPTH IN FIELD

ADDITION FTGSEE PLAN FORSIZE & REINF

NEW TO EXISTING FOOTING CONNECTIONLOCATE AT ALL LOCATIONS WHERE NEW FTGABUTS EXISTING FOOTING

WHEN NEW FTG ISPARALLEL TO EXISTING FTGPLACE 3/4"x 24" DOWELST&B @ 12" O.C.

#4 X 1'-4" LG @ 24" O.C.

INSERT REBAR DO NOTDRILL 1/2"DIA. X 8" HOLE

GROUT

NEWEXISTING

1/2" ISOLATIONJOINT FILLER W/SEALANT EUCLID CHEM.SOFT SEAL EPOXY





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441

13

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216.2

41

.448

0

Plo

tte

d

Project No.

SHEET NO:

TITLE:

CHECKED BY:

DESIGNED BY:

DATE:

SCALE:


DATE:

ISSUED / REVISED

City

of C

leve

lan

d

Ma

yor's

Off

ice

of C

ap

ital P

roje

cts

Div

isio

n of

Arc

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nd C

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, OH

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Dev

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SIONAL EN

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ISAACA.


ED

I A Lewin

03/24/2021

3/1

5/2

021 1

2:3

3:1

8 P

M

As indicated

ISSU

ED

FO

R B

IDD

ING

17071

SECTIONS AND DETAILS

S-200 1" = 1'-0"

STAIR CONNECTION DETAIL

SEE ARCH. FOR LOCATIONS

3/4" = 1'-0" S-100A

17NEW TO EXIST'G FTGF-4x3E

1" = 1'-0"

NEW TO EXIST'G SLAB DOWEL DETAIL


S-203B

SEE PLAN

1' -

4"

FDN DRAINTIE INTOSITE STORM SEWER

DRAINAGE STONE

5/8"Ø PUDDLE WELDS@ 12" O.C., DECK TO BRG PL

8x6x18 GA POURSTOP (CONT)

3/4"Øx4" HEADED STUDS@ 2'-0" O.C. WELD THRUPOUR STOP TO BRG PL

1 1/2 RIGID INSULATION

-10' - 0"

#3 @ 16" O.C.

24' - 0 1/2"

T/STEEL

RIGID INSULATIONW/ WATERPROOFINGSEE ARCH.

GREENSTREAK SWELLSTOPWATERSTOP TYP.

0' - 0"

8" 4"

10' -

0"

1' -

0"

-12' - 4"

12" C.I.P. CONCRETE WALL#5 @ 16" O.C. OUTSIDE FACE (HORIZONTAL AND VERTICAL)

#5 @ 16" O.C. INSIDE FACE (HORIZONTAL)#6 @ 16" O.C. INSIDE FACE (VERTICAL)

TYP.

BEARING PL 1/4x6" CONTW/ 3/8"Ø x 6" STUDS @ 2'-0" C/C

S.O.G.


SEE PLAN

1' -

4"

T/STEEL





-10' - 0"

DRAINAGE STONE

#3 @ 16" O.C.

24' - 0 1/2"

S-203C

4"9"

RIGID INSULATIONW/ WATERPROOFINGPER ARCH

0' - 0"

1' -

0"

-12' - 4"

10' -

0"




TYP.



S.O.G.

SEE PLAN

1' -

4"






1'-7" C.I.P. CONCRETE WALL#5 @ 16" O.C. OUTSIDE FACE (HORIZONTAL AND VERTICAL)#5 @ 16" O.C. INSIDE FACE (HORIZONTAL)#6 @ 16" O.C. INSIDE FACE (VERTICAL)HORIZONTAL BARS CONTINUE THROUGH PIERS

9 7/8"

SEE PLAN FORREINFORCING

FDN DRAINTIE INTO

SITE STORM SEWER

DRAINAGE STONE


10"9"

-1' - 4"

-10' - 0"

1' -

0"

RIGID INSULATIONW/ WATERPROOFING

PER ARCH

S.O.D.

L4x3x5/16 LLV GALV.CONNECT TO WALL W/ 5/8 Ø ALL THREADROD. DRILL & EPOXY ANCHOR TO GROUTED CMU

STEELGRATE (GALV)

STONE CAP(SEE ARCH)

GRADE

#5 @ 24" O.C.

8" CMU AREA WELLWALL. ALIGN W/ FACE OF EXIT'G

STONE WALL, GROUT SOLID

1' -

0"

SLOPE FDN.TO DRAIN

1' - 6"

#5 @ 12" O.C.

3' -

0"

(4) #5 @ 12" O.C.T&B TRANVERSE

BASEMENT FOUNDATION WALL

4' - 2"






SEE PLAN FOR REINFORCINGSIZE AND LOCATION

10' -

0"

1' -

0"

1' -

4"

1 1/2" RIGIDINSULATION

2 1/2"

1/2"

9"

-3' - 0"

DRAINREFER TO CIVIL

#5 DOWELS @ 12"W/ (4) #5 CONT.

3" 9"

1' - 0"


-12' - 4"

-11' - 0"

SEE PLAN

S.O.G.

-10' - 0"

RIGID INSULATIONW/ WATERPROOFING

PER ARCH

0' - 0"

T/ RAISED FLOOR

CLEAN AND ROUGHENAPPLY BONDING AGENT TOALL CONTACT SURFACES

12

T/ S.O.G.

2" M

IN.

2' - 2"

1"

#3 DOWELS@ 12" O.C.

#4 x 24" LG T&B @ 12" O.C.DRILL AND EPOXY INTOEXIST'G CONC. FLOOR12" EMBED, HILTI HY-200 EPOXYVARIES

W6x6 W2.9xW2.9

121

1' -

0"





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We

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Su

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30

0, C

leve

lan

d,

Oh

441

13

p.

216.2

41

.448

0

Plo

tte

d

Project No.

SHEET NO:

TITLE:

CHECKED BY:

DESIGNED BY:

DATE:

SCALE:


DATE:

ISSUED / REVISED

City

of C

leve

lan

d

Ma

yor's

Off

ice

of C

ap

ital P

roje

cts

Div

isio

n of

Arc

hite

ctur

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Cle

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nd C

ity H

all,

60

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, OH

44

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ISAACA.


ED

I A Lewin

03/24/2021

3/1

5/2

021 1

2:3

3:2

4 P

M

As indicated

ISSU

ED

FO

R B

IDD

ING

17071


S-201

3/4" = 1'-0" S-100C

2SECTION 3/4" = 1'-0" S-100B

3SECTION 3/4" = 1'-0" S-100B

7SECTION 1" = 1'-0" S-100C

4SECTION

1 1/2" = 1'-0"

POURED CONCRETE RAMP DETAIL1 03/24/2021 ISSUED FOR BIDDING

3" ROOF DECK

6" THICK CONC. SLAB3" COVER ON 3" METAL DECK

SEE PLAN

WELD DECK TO PL W/(2) 5/8"Ø PUDDLE WELDS@ EA. DECK FLUTE

C6x8.2 @ 4'-0" O.C. W/600S162-43 @ 2'-0" O.C. (HALFWAY BTWN C6'S)600T200-43 CONT. TRACK @ TOP600T200-43 TRACK @ BOT. BTWN C6 BASE PLATESBOT TRACK TO SLAB W/ (2) PAF'S @ 12" O.C.

1'-7" C.I.P. CONCRETE WALL#5 @ 16" O.C. OUTSIDE FACE (HORIZONTAL AND VERTICAL)


HORIZONTAL BARS CONTINUE THROUGH PIERS

W8

EXTEND PLATETO HOLD DECK

S-202A-A


DRAINAGE STONE

-10' - 0"

0' - 0"

-12' - 4"

1' -

4"

1' -

0"

10' -

0"



#5 EW. @ 16" TOP

BEARING PL 1/4x6"W/ 3/8Øx6" STUDS @

2'-0" C/C (CONT)

S-202H


10' - 7 5/16"

6" THICK CONC. SLAB3" COVER ON 3" METAL DECKSEE PLAN

WELD DECK TO PL W/(2) 5/8"Ø PUDDLE WELDS@ EA. DECK FLUTE

HSS 6x6x1/4

2' - 0"

S-202A-A

6"


DRAINAGE STONE-10' - 0"

-0' - 6"VARIES

-12' - 4"

1' -

4"

1' -

0"

9' -

6"

BEARING PL 1/4x6"W/ 3/8Øx6" STUDS @2'-0" C/C (CONT)

1'-6" C.I.P. CONCRETE PIER(4) #6 VERT (3) #3 TIES

@ 4" AT TOP, REMAINDER AT 12" O.C.)



#5 EW. @ 16" TOP

S-202H

3" ROOF DECKW8

EXTEND PLATETO HOLD DECK


10' - 7 5/16"

0' - 1 1/2" 0' - 3" 0' - 1 1/2"

0' -

0 1

/2"

0' -

1 5

/8"0' -

1 3

/8"

.

3/16

PL 1/2x3 1/2x0'-6"

.

3/16

3/16

(2) 1/2" Ø ALL THREADROD ANCHORS.DRILL HOLES & INSTALL W/HILTI HY-200 ADHESIVE

5/8" Ø PUDDLE WELDS@ 16" O.C.

18 GA GALV. BENT PLFOR CLOSURE @ BOT. OF DECK

CONSTRUCTION JOINT

8' - 7" ±

2 1/2" CONC ON5/8"x28 GA DECK

362S162-43@ 12" O.C.

PAIR OF 600S162-43 F-F@ 12" O.C., TYP

3' - 0" ± 3' - 0" ±

SPACERAS NEEDED

1' -

9"

±

PAF's @ 16" O.C.

EXIST'G STONE FLR

(2) #10-16TEKS, TYP

362S162-33SOLID BLOCKINGBTWN JOISTS, TYP.4 LOCATIONS

EXIST'G WALL

362T125-54 TOP & BOT.TRACKS, TYP.

6x6x16GA POUR STOPCONT.

BEARING PL 1/4x6W/ 3/8 Øx6" STUDS@ 2'-0" C/C (CONT)

3/4" Ø HEADED STUDS@ 2'-0" O.C. WELDTHRU DECK & POUR STOPTO BEARING PL

VIEW A-B

5' -

6"

1' -

0"

4' -

6"

#4 DOWELS @ 24" O.C.


2' - 0"

21

-1' - 4"

S.O.G. W/ WWF

-6' - 10"

1 3

/4"

5/8" Ø PUDDLE WELD@12" O.C.

1ST FLOOR SLAB ON DECK

L4x4x3/8 (HD GALV) CONT.

3/4"Ø ALL THREAD RODS (HD GALV)@ 1'-0" O.C. DRILL HOLS & INSTALLANCHORS W/ 5 1/2" EMBED USINGHILTY HY270 ADHESIVE

EXIST'G BASEMENT BRICK WALL

K.5J L.1K

8" S.O.G. W/#5 EW. @ 16" TOP



DRAINAGE STONE



TYP.





1 1/2 RIGID ISOLATION

SEE FROST SLAB DETAIL

4' -

0"

2' - 8" 2' - 8"

16' - 7"

12' - 7 3/4"

12" C.I.P. CONCRETE WALL#5 @ 16" O.C. (HORIZ. AND VERT.) E.F.

1' - 0"

1' - 6 1/2"

14' - 0 1/2"

W8x24

-1' - 4"

-10' - 0"

-12' - 4"

8" 11"


#4 DOWELS @ 24" O.C.


21

S.O.G. W/ WWF-1' - 4"

SEE PLAN

1' -

4"

3' -

0"

-5' - 8"

1"

VERIFY W/ ARCH

3/8" PLPL TO STOP @ COL.

1/4 3-12

1/4 3-12.

10' - 7 5/16"





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Project No.

SHEET NO:

TITLE:

CHECKED BY:

DESIGNED BY:

DATE:

SCALE:


DATE:

ISSUED / REVISED

City

of C

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Off

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ED

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03/24/2021

3/1

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021 1

2:3

3:3

3 P

M

As indicated

ISSU

ED

FO

R B

IDD

ING

17071


S-202

1/2" = 1'-0" S-100B

6ASECTION 1/2" = 1'-0" S-100B

6SECTION

3" = 1'-0"

A-BVIEW

1" = 1'-0" S-101

8SECTION

1/2" = 1'-0"

ROOM 220 FLOOR FILL IN

1 1/2" = 1'-0" S-202

A-ADETAIL

1/2" = 1'-0" S-100A

10SECTION

1 1/2" = 1'-0" S-101

16SECTION

3/4" = 1'-0" S-100B

5SECTION

1/2" = 1'-0" S-100B

10ASECTION

S-202

1" = 1'-0" S-202

HDETAIL


3/8" BENT PL

1/2"Ø x 6" LONG WELDED STUD@12" O.C. ALONG CURVEDEDGE OF FLOOR OPENING

1/4 3 @ 12

1/4 3 @ 12TYP FORHSS12x2CONN. TOFLOOR BEAMS

INTERIOR PIPE SLEEVEWELD ALL AROUND @ EA. GUARDRAIL POSTO.D. SIZE TO MATCH ID FOR GUARDRAIL POST.COAT W/ DISSIMILAR METAL BARRIER TOPROTECT AGAINST CORRESIVE REACTIONFROM CONTACT W/ ALUMINUM GUARDRAIL POST

VARIES TO SUIT RADIUS OF STRUCTURAL OPENING

GUARDRAIL (POSTS INFILLED W/ PLEXIGLASSPANELS) SEE ARCH. FOR DETAILS

0' - 0"

W12

HSS12x2x1/4

0' - 2"

W16

3/8" PLSHOP

WELDEDTO BEAM

5/8" Ø PUDDLE WELDS @ 1'-0" O.C.ALONG SUPPORTING BEAM*

5/8" Ø PUDDLE WELDS @ 2'-0" O.C.WHEN NOT OVER BEAM

SEE ARCH FOR SIZE OFP.T. WOOD, CANT, ANDFLASHING

3/8" SHEAR TABW/ (5) 3/4" Ø A325BOLT

HSS 2 1/2x2 1/2x3/16AT 4'-0" O.C.& APPROX. 1'-0" FROMEND OF BEAM.SHOP WELDED TO BEAM.CUT 3" WIDE SLOTS IN ROOFDECK TO CLEAR TUBES.

1/4 3-12

1/4 3-123/8" PLATE TOTOP FLANGE

1/4

1/4

1' - 6 7/8"

CONNECTION OF CURTAIN WALLBY CURTAIN WALL MANUFACTURER

VERIFY W/ ARCH

24' - 0 7/8"

19

W16

T/STEEL

13' - 0"T/STEEL

W14

W14

8"3' - 10"1' - 0"

HSS 12x2x1/4 TYP. ALONGALL PLATFORM EDGES.

INTERUPT AT STAIR LOCATIONS

4' - 9"

13' - 6"SECOND FLOOR

3/8" BENT PLPOUR STOP

6" THICK CONC. SLAB3" COVER ON 3" METAL DECKSEE PLAN

S-20317

19.4

24' - 0 1/2"

7 3/4" 2' - 11 1/4" 1' - 9 3/4"

3' - 7"

S-203C

W16

5/16

5/16.

3/16

3/16

STD 8" COL

W16 OR W18 (SEE PLAN)

5/16

3/8" PL TO PIPECOL

PL 1/2x9" W/ 4 5/16" RADIUSCUT @ ONE END TOMATCH PIPE COL.

PL 3/8x5 1/2 CTR ON COLW/ (6) 3/4"Ø A325 SC BOLTSINTO TOP FLANGE OF BEAMSHOP WELD TO T/COL AS SHOWN

SHEAR TAB WEB CONN.

5/16

5/16

8 1/2"

5/16

5/16.

3/16

3/16

HSS 5x5 COL

W14

3/8

3/8

FINGER SHIMS AS REQUIREDDETAILER & FABRICATOR TO PROVIDE

PL 1/2x4 1/2 CTR ON COLW/ (6) 3/4"Ø A325 SC BOLTSINTO BOT. FLANGE OF BEAM

PL 3/8x5 1/2 CTR ON COLW/ (6) 3/4"Ø A325 SC BOLTSINTO TOP FLANGE OF BEAMSHOP WELD TO T/COL AS SHOWN

3/8" SHEAR TAB CONN.

FASTENERS BYSCREENWALL

MFR

MFR. SUPPORT BASE

INSUL & ROOFINGBY ARCH

L4x4x1/4

SHEAR TAB 3/8x3x0'-7"

(2) 3/4"Ø A325 3/16 2

3/16 2

EXACT QUANTITIES AND LOCATIONSSEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR

HVAC OPENINGS AT WF BEAMS

LOCATIONFOR REQ'D. SIZE ANDWITH MECH. CONTRACTORG.C. TO COORDINATEHVAC ROOF OPENING.

WELD INTO POSITIONL6x3 1/2x5/16 LLV FIELDFABRICATE FROMHVAC ROOF FRAME

ROOF BEAM ROOF BEAM

SIZ

E O

F D

UC

T

SE

E M

EC

H F

OR

SIZE OF DUCT

SEE MECH FOR

3/8" PLATE TOTOP FLANGE

1/4 3-12

1/4 3-12.

HSS 2 1/2x2 1/2x3/16@ 4'-0" O.C.& APPROX. 2'-6" FROMEND OF BEAM.SHOP WELDED TO BEAM.CUT 3" WIDE SLOTS IN ROOFDECK TO CLEAR TUBES

3/8" PLSHOP

W14

CONNECTION TOCURTAIN WALL BYCURTAIN WALL MANUFACTURER

VERIFY W/ ARCH

VARIES

24' - 0 1/2"

W8x24

W16x36

3/8 PL STIFFENERNS & FS OF BEAM WEB

3" STD PIPE HANGER

3/8 PL STIFFENERNS & FS OF BEAM WEB

3/16

3/16

24' - 0 1/2"

22' - 2"

1/4

13

BROKEBACKHSS12x2 STRINGER

HSS14 CANTILEVEREDBEAM EXTENSION

CLOSURE PL 3/8x4

1/4 3 @ 12

1/4 3 @ 12 TYP. FOR HSS12x2CONN. TO FLOOR BEAMS

INTERIOR PIPE SLEEVEWELD ALL AROUND @ EA. GUARDRAIL POSTO.D. SIZE TO MATCH ID OR GUARDRAIL POST.COAT W/ DISSIMILAR METAL BARRIER TOPROTECT AGAINST CORRESIVE REACTIONFROM CONTACT W/ ALUMINUM GUARDRAIL POST6' - 9"

1 1

/2"

HSS12x2

HSS14x4

6' - 11"1 1/2" STEEL PAN

CONCRETESEE ARCH.

BENT PL 5/16x6" WIDE

4V.I.F.

HSS 14x4 POCKET INTO WALLGROUT POCKET FULL

33

S-203

GROUT 1" ABOVE PL

GROUT POCKET FULL





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Project No.

SHEET NO:

TITLE:

CHECKED BY:

DESIGNED BY:

DATE:

SCALE:


DATE:

ISSUED / REVISED

City

of C

leve

lan

d

Ma

yor's

Off

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of C

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SIONAL EN

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ISAACA.


ED

I A Lewin

03/24/2021

3/1

5/2

021 1

2:3

3:4

0 P

M

As indicated

ISSU

ED

FO

R B

IDD

ING

17071


S-203

1" = 1'-0" S-101

17SECTION

1 1/2" = 1'-0" S-201

BDETAIL

3/4" = 1'-0" S-102

19SECTION 1 1/2" = 1'-0"

MOMENT CONNECTION DETAIL@ 8" COL 1 1/2" = 1'-0"

MOMENT CONNECTION DETAIL @ HSS

3/4" = 1'-0"

ROOF SCREEN DETAIL

1 1/2" = 1'-0" S-102

CDETAIL

1" = 1'-0" S-103

31SECTION 3/4" = 1'-0" S-101A

AAVIEW

1" = 1'-0" S-101A

18SECTION

1" = 1'-0" S-101A

32SECTION 1" = 1'-0" S-203

33SECTION


15

3-12

3-12

5/16 CONT BENT PL8

2

12' - 3 3/4"

T/W21

S-203C

5/8" Ø PUDDLE WELDS TODECK @ 12" O.C. TYP.

24' - 0 1/2"

S-203C

W18

3-12

3-12

5/16 CONT BENT PLW/ 5/16 STIFFENER @ 12" O.C.

82

11' - 2 3/4"

T/W14

10' - 7"

24' - 0 1/2"

H

S-203C

T/ W14

W16

3-12

3-12


PL 5/16 CONT.

11' - 8 7/8"

17' - 1"

8 9

S-203C

W16

L4x3x5/16 LLH CONT.

3-12

3-12


3-12

3-12

12' - 3 5/8"

T/W18

HSS 4x3x3/8 CONT

17' - 1"





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Project No.

SHEET NO:

TITLE:

CHECKED BY:

DESIGNED BY:

DATE:

SCALE:


DATE:

ISSUED / REVISED

City

of C

leve

lan

d

Ma

yor's

Off

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of C

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roje

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Div

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ED

I A Lewin

03/24/2021

3/1

5/2

021 1

2:3

3:4

3 P

M

1/2" = 1'-0"

ISSU

ED

FO

R B

IDD

ING

17071


S-204

1/2" = 1'-0" S-102

38SECTION 1/2" = 1'-0" S-102

37SECTION

1/2" = 1'-0" S-102

35SECTION 1/2" = 1'-0" S-102

36SECTION


24' -

1 3

/4"

1' - 3 1/4" 22' - 7 1/4" 1' - 3 3/8"

25' - 1 3/4"

13' -

10 7

/8"

8' -

0"

2' -

2 7

/8"

10' - 10 7/8" 3' - 4" 10' - 10 7/8"

25' - 1 3/4"

25' - 1 3/4"

2' - 11 1/4" 3' - 0" 3' - 0" 6' - 0" 3' - 0" 3' - 0" 2' - 11 1/4"

CONTROLJOINT

CONTROL JOINT



FOOTING SCHEDULE

WF-1X 1'-4" WIDE x 2'-10" DEEP W/ (2) #5 T&B CONT.WF-2X 2'-0" WIDE x 3'-2" DEEP W/ (3) #5 T&B CONT

9"9"

8"

8" CMU W/ #5 @ 24" O.C.IN FULLY GROUTED CELLSW

F-1X

T/FTG

-0'-8

"

TYPICAL WALL REINFORCING INDICATES #5 VERTICAL BAR

DOWLED TO FTG TYP.

ALL OTHER REINFORCING#5 @ 24" O.C. W/ MATCHING

DOWELS IN FDN. GROUT CELLSW/ REINFORCING SOLID

WF-2X

T/FTG -2

'-2"

S-404K

FROST SLABSEE DETAIL ON S201SEE ARCH FOR LOCATION AND SIZE

1/2" RECESSEDSLAB AND GARAGEDOOR THRESHOLD

1/2" RECESSEDSLAB AND GARAGEDOOR THRESHOLD

30

S-404

WF-2X

T/FTG -2

'-2"

WF-2X

T/FTG -2

'-2"

@ 10'-0" O.C. MAXCONTROL JOINTS

@ 10'-0" O.C. MAXCONTROL JOINTS

EXTERIOR CONCRETE

EXTERIOR CONCRETE

6" DIA BOLLARDS18" DIA. x3'-6" PIERSTYP. OF 6REFER TO TYP. BOLLARDDETAIL THIS SHEET

S-404L

STEEL LINTELSEE SCHEDULEON S0.1

30

S-404

8' -

0"

2' -

8"

14' -

4"

25' -

0"

11' - 4" 3' - 4" 11' - 4"

PRE-ENGINEEREDLT. GAGE STEELTRUSSES

@ 24" O.C.

26' - 0"

BOND BEAM LINTELW/ (2) #5 BARSCONT. @ TOP OF WALLIN FULL GROUT

LINTEL ANGLESUPPORTING FACE BRICKSEE SCHEDULE ON S-0.1

STEEL LINTELSEE SCHEDULE

ON S0.1

2' - 0"

WALL FTG(SEE PLAN)

(3) #3 U DOWELS @ 16" O.C.VERTICALLY WITH "TAILS"EMBED 1'-9" INTO WALLFTG.

(2) #3 CIRCULAR TIES INUPPERMOST 8" OF PIER

1 1/2" COVER

#4 VERTICAL

5"

6" DIA STEEL POSTS24" DIA. x3'-6" PIERSTYP. OF 4SEE ENLARGED DETAIL

1' - 0" 1' - 0"

#5 VERT.

#3 TIES @ 12"

BOLLARD DETAILSCALE: 1/2" = 1'-0"

1/2

".

4' -

0"

2".

3' -

6"

6".

T

DIA.

1' - 6"

(4) #5

#3 TIES @ 12"

FOR SLABSEE PLAN

TOP OFCONC.

1/2" JT. FILLERW/ SEALANT

(TYP. ALL AROUND)

HOT DIPPED GALV.6" STD. WT. PIPE

FILL W/CONC.

11' -

2 1

/2"

7/16 APA RATEDSHEATHING

PRE-ENGINEEREDLT. GAGE STEEL TRUSS@ 24" O.C.

ROOFINGSEE ARCH

T&B CHORD3 5/8" MIN. x 18 GASTUDS

TRUSS DIAGONALS & VERTICALS BY TRUSS MFR

3' -

10"

21

RAIN SCREENSEE ARCH.

LT GA. CLIP AND ATTACHMENTBY TRUSS MANUFACTURER

CONT. 2x8 W/ 1/2"Ø J-BOLT @ 48" O.C.IN GROUTED CELLS

8" CMU WALLS W/ HORIZ.LADDER JOINT REINFORCING @ 16" VERTICALLYW/ #5 VERTICALLY W/ MATCHING DOWELS@ 24" O.C. U.N.O. IN GROUTED CELLS (REFER TO PLAN)GROUT FIRST TWO COURSES SOLID


8" CMU WALLS W/ HORIZ.LADDER JOINT REINFORCING @ 16" VERTICALLYW/ #5 VERTICALLY W/ MATCHING DOWELS@ 24" O.C. U.N.O. IN GROUTED CELLS (REFER TO PLAN)GROUT FIRST TWO COURSES SOLID

2' - 0"

1' - 4"

3' -

6"

SEE BOLLARD DETAIL


-1' - 4"

-2' - 0"

9' - 10 1/2"

EXTERIOR S.O.G.EXTERIOR S.O.G.


COMPACTEDSUB GRADE

BOND BEAMW/ (2) #5 CONT.IN FULL GROUT

TYP.

11' - 7"

8"

CONT 362S125, FASTEN TO TRUSSES W/(2) #10-16 TEK SCREWS @ EA TRUSS

WALL FTG(SEE PLAN)

(3) #3 U DOWELS @ 16" O.C.VERTICALLY WITH "TAILS"EMBED 1'-9" INTO WALLFTG.

(2) #3 CIRCULAR TIES INUPPERMOST 8" OF PIER

1 1/2" COVER

(8) #4 VERTICAL

5"

6" DIA STEEL POSTS24" DIA. x3'-6" PIERSTYP. OF 4SEE ENLARGED DETAIL

1' - 0"1' - 0" 1' - 0"





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0, C

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216.2

41

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0

Plo

tte

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Project No.

SHEET NO:

TITLE:

CHECKED BY:

DESIGNED BY:

DATE:

SCALE:


DATE:

ISSUED / REVISED

City

of C

leve

lan

d

Ma

yor's

Off

ice

of C

ap

ital P

roje

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Div

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n of

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ISAACA.


ED

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03/24/2021

3/1

5/2

021 1

2:3

3:4

7 P

M

As indicated

ISSU

ED

FO

R B

IDD

ING

17071

DUMPSTER STORAGEBUILDING

S-404

1/4" = 1'-0"

DUMPSTER STORAGE FOUNDATION PLAN

1/4" = 1'-0"

DUMPSTER STORAGE ROOF FRAMING PLAN

3/4" = 1'-0" S-404

KDETAIL

3/4" = 1'-0" S-404

30SECTION

3/4" = 1'-0" S-404

LDETAIL


g e n e r a l s t r u c t u r a l n o t e s (gsn) division

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