2025352.02 2026.02.02 Camp Perry_Structural Repairs_Bid Dwgs.pdf

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KCCE

3925028/ADJ-250009

02/02/26 ISSUED FOR BID

SITE MAPVICINITY MAP

02/03/26

GENERAL PROVISIONS

TYPICAL DETAILS AND GENERAL NOTES APPLY TO ALL PARTS OF THE WORK

EXCEPT WHERE SPECIFICALLY DETAILED OR UNLESS OTHERWISE NOTED.

DRAWINGS ARE NOT TO BE SCALED.

THE CONTRACTOR SHALL CAREFULLY REVIEW THE DRAWINGS TO IDENTIFY

THE SCOPE OF WORK REQUIRED, VISIT THE SITE TO RELATE THE SCOPE OF

WORK TO EXISTING CONDITIONS, AND DETERMINE THE EXTENT OF WHICH

THOSE CONDITIONS AND PHYSICAL SURROUNDINGS WILL IMPACT THE

WORK.

EXISTING CONDITIONS, AS SHOWN ON THESE PLANS, ARE FOR REFERENCE

ONLY. THE CONTRACTOR IS REQUIRED TO FIELD VERIFY ALL EXISTING

CONDITIONS PRIOR TO CONSTRUCTION.

THE CONTRACTOR SHALL ASSUME THE MOST STRINGENT REQUIREMENTS

APPLY IN CASE OF CONFLICT AMONG SPECIFICATIONS, STANDARDS, CODES

AND DRAWINGS. THE CONTRACTOR SHALL NOTIFY THE

ARCHITECT/ENGINEER IMMEDIATELY TO RESOLVE THE CONFLICT.

ANY DEVIATION, MODIFICATION, OR SUBSTITUTION FROM THE BID SET OF

STRUCTURAL DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT AND

ENGINEER FOR REVIEW/APPROVAL PRIOR TO ITS USE OR INCLUSION ON THE

SHOP DRAWINGS. WITHOUT SUCH PRIOR APPROVAL, DEVIATIONS,

MODIFICATIONS, OR SUBSTITUTIONS WILL BE REJECTED. COSTS FOR

DEMOLITION AND REWORK OF SUCH ITEMS WILL BE BORNE BY THE

CONTRACTOR.

THE STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER

THE BUILDING IS FULLY COMPLETED FOR IN-SERVICE LOADS ONLY. THE

MEANS, METHODS, PROCEDURES, AND SEQUENCES OF CONSTRUCTION ARE

THE SOLE RESPONSIBILITY OF THE CONTRACTOR, WHICH INCLUDE THE

DETERMINATION OF ALLOWABLE CONSTRUCTION LOADING OF THE

STRUCTURE. THE CONTRACTOR SHALL PROVIDE, DESIGN, MONITOR, AND

MAINTAIN ALL NECESSARY TEMPORARY AND PERMANENT SYSTEMS

(SHORING, BRACING, GUYS, FALSEWORK, FORMWORK, SHEETING, ETC.) TO

ENSURE THE INTEGRITY OF THE STRUCTURE AT ALL STAGES OF

CONSTRUCTION. ANY SYSTEMS SHOWN ON THE DOCUMENTS ARE PARTIAL

AND SCHEMATIC IN NATURE AND EXTENTS ARE NOT ALL INCLUSIVE. ALL

WORK SHALL BE PERFORMED WITHOUT DAMAGE TO ADJACENT EXISTING

WORK. SHORING SYSTEMS SHALL BE DESIGNED, SIGNED, AND SEALED BY A

PROFESSIONAL ENGINEER LICENSED IN THE JURISDICTION WHERE THE

PROJECT IS LOCATED.

THE CONTRACTOR IS RESPONSIBLE FOR SITE SAFETY. THE CONTRACTOR

AND ALL SUBCONTRACTORS SHALL REVIEW THE STRUCTURAL CONTRACT

DOCUMENTS AND SHALL NOTIFY THE STRUCTURAL ENGINEER OF ANY

CONFLICTS BETWEEN THOSE DOCUMENTS AND ANY SAFETY REGULATIONS.

SUCH REVIEW AND NOTIFICATION SHALL OCCUR PRIOR TO PRODUCTION OF

SHOP DRAWINGS.

THE CONTRACTOR SHALL PROTECT ALL WORK, MATERIALS, AND EQUIPMENT

FROM DAMAGE AND SHALL PROVIDE PROPER STORAGE FACILITIES FOR

MATERIALS AND EQUIPMENT DURING CONSTRUCTION.

SITE VISITS PERFORMED BY THE ARCHITECT/ENGINEER DO NOT INCLUDE

INSPECTIONS OF MEANS AND METHODS OF CONSTRUCTION PERFORMED BY

THE CONTRACTOR.

STRUCTURAL OBSERVATIONS PERFORMED BY THE ARCHITECT/ENGINEER

DURING CONSTRUCTION ARE NOT THE CONTINUOUS AND SPECIAL

INSPECTION SERVICES AND DO NOT WAIVE THE RESPONSIBILITY FOR THE

INSPECTIONS REQUIRED OF THE BUILDING DEPARTMENT INSPECTOR OR

THE TESTING AGENCY. ALSO, OBSERVATIONS DO NOT GUARANTEE THE

CONTRACTOR'S PERFORMANCE AND SHALL NOT BE CONSIDERED AS

SUPERVISION OF CONSTRUCTION.

ALL WALLS, FLOORS, AND ROOF MEMBERS SHALL BE SECURELY SHORED

AND BRACED AT ALL TIMES DURING CONSTRUCTION.

NO PIPES OR DUCTS SHALL BE EMBEDDED INTO STRUCTURAL MEMBERS

UNLESS SO SHOWN ON THE PLANS OR APPROVED BY THE ENGINEER.

NO STRUCTURAL ELEMENTS ARE TO BE CUT UNLESS SPECIFICALLY

APPROVED BY THE ENGINEER.

SHOP DRAWINGS:

REFER TO THE PROJECT SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.

REPRODUCTION OF THE STRUCTURAL DRAWINGS FOR USE IN PREPARATION

OF SHOP DRAWINGS IS STRICTLY PROHIBITED WITHOUT THE WRITTEN

CONSENT OF THE ENGINEER OF RECORD. SHOP DRAWINGS SUBMITTED

WITH REPRODUCED STRUCTURAL DRAWINGS AND/OR DETAILS WITHOUT

CONSENT WILL BE REJECTED.

SUBMIT SHOP DRAWINGS 15 BUSINESS DAYS (MINIMUM) PRIOR TO DATE

THAT RETURNED SHOP DRAWINGS ARE REQUIRED.

SHOP DRAWINGS SHALL BEAR THE CONTRACTORS STAMP OF APPROVAL,

WHICH SHALL CONSTITUTE CERTIFICATION THAT ALL FIELD MEASUREMENTS,

CONSTRUCTION CRITERIA, AND MATERIALS SPECIFIED IN THE CONTRACT

DOCUMENTS HAVE BEEN VERIFIED AND EACH DRAWING HAS BEEN CHECKED

FOR COMPLETENESS, COORDINATION, AND COMPLIANCE WITH THE

CONTRACT DOCUMENTS.

CONTRACTOR SHALL REFER TO ARCHITECTURAL, MECHANICAL, PLUMBING,

ELECTRICAL, LAUNDRY AND FOOD SERVICE DRAWINGS FOR SIZE AND

LOCATIONS OF OPENINGS, SLEEVES, CONCRETE HOUSEKEEPING PADS,

INSERTS, AND DEPRESSIONS DURING SHOP DRAWING PREPARATION.

ADHESIVE DOWELED ANCHORS:

GENERAL:

REINFORCING, BAR DOWELS, REINFORCING BARS, THREADED RODS, BOLTS ETC.

WHICH ARE INDICATED TO BE ADHESIVE DOWELLED INTO CONCRETE OR SOLID

MASONRY SHALL BE ACCOMPLISHED USING HIT HY-200 SAFESET ADHESIVE BY

HILTI FASTENING SYSTEMS OF TULSA, OK. (ICC REPORT NO. ESR 3013), OR EQUAL.

DRILL, BRUSH, AND CLEAN ALL HOLES, AND INSTALL ALL ANCHORS IN COMPLETE

ACCORDANCE WITH MANUFACTURERS PUBLISHED RECOMMENDATIONS, AS WELL

AS ALL APPLICABLE BUILDING CODES OR ENGINEERING REPORTS.

PROVIDE THE FOLLOWING MINIMUM ANCHOR EMBEDMENT DEPTHS UNLESS

SPECIFICALLY NOTED 0THERWISE ON THE DETAILS:

A. REINFORCING BARS

BAR SIZE EMBEDMENT DEPTH

#3 4"

#4 6"

#5 7"

#6 9"

#7 10"

#8 12"

#9 13"

#10 16"

#11 18"

B. BOLTS OR THREADED RODS

DIAMETER EMBEDMENT DEPTH

3/8" 5"

1/2" 7"

5/8" 8"

3/4" 10"

7/8" 12"

1" 13"

C. HILTI HIS INSERTS

DIAMETER EMBEDMENT DEPTH

3/8" 4 1/4"

1/2" 5"

5/8" 6 5/8"

3/4" 8 1/4"

WHEN INSTALLING DRILLED-IN-ANCHORS, USE CARE AND CAUTION TO AVOID

CUTTING OR DAMAGING THE EXISTING REINFORCING BARS.

MASONRY:

GENERAL:

ALL CONCRETE MASONRY SHALL CONFORM TO "BUILDING CODE REQUIREMENTS FOR

MASONRY STRUCTURES" (TMS 402-16) AND "SPECIFICATION FOR MASONRY STRUCTURES"

(TMS 602-16) AND LOCAL BUILDING CODE REQUIREMENTS.

CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90, TYPE I OR II.

ASTM C270, TYPE "S" MORTAR WITH A MINIMUM COMPRESSIVE STRENGTH OF 1800 PSI

SHALL BE USED FOR ALL MASONRY WALLS.

GROUT TO FILL CORES SHALL BE ASTM C476, COARSE GROUT (3/8" MAXIMUM

AGGREGATE) WITH A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI IN 28 DAYS.

REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60.

LAY MASONRY UNITS WITH FULL MORTAR COVERAGE ON HORIZONTAL AND VERTICAL

FACE SHELLS. BED WEBS IN MORTAR IN STARTING COURSE OF FOOTINGS AND IN ALL

COURSES OF COLUMNS AND PILASTERS, AND WHERE ADJACENT TO CELLS OR CAVITIES

TO BE REINFORCED OR FILLED WITH CONCRETE OR GROUT.

MASONRY SHALL BE LAID IN RUNNING BOND, UNLESS NOTED OTHERWISE.

VERTICAL REINFORCING LAP SPLICES SHALL BE 48 BAR DIAMETERS.

PROVIDE HORIZONTAL JOINT REINFORCING WITH 9 GAUGE SIDE AND CROSS RODS

(GALVANIZED) SPACED AT 16" ON CENTER VERTICALLY. HORIZONTAL JOINT REINFORCING

SHALL BE LAPPED A MINIMUM OF (2) CROSS BARS OR 6", WHICHEVER IS GREATER.

MAXIMUM GROUT POUR SHALL BE 5'-0". CONSOLIDATE BY MECHANICAL VIBRATION.

MORTAR PROTRUSIONS, EXTENDING INTO CELLS OR CAVITIES TO BE REINFORCED AND

FILLED, SHALL BE REMOVED.

GROUT A MINIMUM OF 16" x 24" WIDE UNDER ALL BEAM BEARINGS AND 8" UNDER ALL

LINTEL BEARINGS.

GROUT A MINIMUM OF 8" x 24" WIDE UNDER ALL JOIST BEARINGS.

GROUT CORES SOLID A MINIMUM OF ONE COURSE BELOW ANY CHANGE IN WALL

THICKNESS.

FILL ALL BEARING POCKETS WITH SOLID MASONRY AFTER INSTALLING BEAMS.

WHERE THERE IS A CHANGE IN BOND BEAM ELEVATION, PROVIDE LAP BETWEEN BONDS

BEAMS THROUGH 2 BARS OF VERTICAL REINFORCING OR 4 FEET, WHICHEVER IS

GREATER.

ALL CORNERS ARE TO BE TIED BY MASONRY BOND.

PROVIDE MATERIAL/MEANS TO DEBOND MORTAR FROM DISSIMILAR MATERIALS IN ALL

VENEERS (I.E., CAST-STONE AND CLAY BRICK, CONCRETE BLOCK AND CLAY BRICK, ETC.)

CONSTRUCTION NOTES:

GENERAL

1. COMPLETE ALL WORK IN ACCORDANCE WITH LOCAL, STATE, AND FEDERAL SAFETY

REQUIREMENTS.

2. WHERE DIMENSIONS ARE INDICATED FOR EXISTING STRUCTURES, THEY ARE

APPROXIMATE AND FOR REFERENCE ONLY. CONTRACTOR SHALL VERIFY IN FIELD (VIF)

ALL DIMENSIONS/ELEVATIONS PRIOR TO CONSTRUCTION. ANY VARIATIONS BETWEEN

EXISTING DIMENSIONS/ELEVATIONS ON DRAWINGS SHALL BE REPORTED TO

ENGINEER.

3. ALL OMISSIONS OR CONFLICTS AMONG VARIOUS ELEMENTS OF DRAWINGS AND/OR

SPECIFICATIONS SHALL BE REPORTED TO ENGINEER BEFORE PROCEEDING WITH ANY

WORK.

4. VERIFY LOCATION OF SLAB DEPRESSIONS, FLOOR DRAINS, INSERTS, AND OTHER

RELATED ITEMS.

5. NO STRUCTURAL MEMBERS SHALL BE CUT FOR PIPES, DUCTS, ETC., UNLESS

SPECIFICALLY DETAILED OR APPROVED IN WRITING BY ENGINEER.

6. FIELD VERIFY THE LOCATIONS OF EXISTING STRUCTURES, UTILITIES, ETC., AND NOTIFY

ENGINEER OF INTERFERENCES NOT NOTED ON DRAWINGS.

7. PRIOR TO BEGINNING WORK, EACH WORK AREA IS TO BE COMPLETELY BARRICADED

OR ENCLOSED. CONTRACTOR TO BE RESPONSIBLE FOR ADEQUATE VENTILATION,

FUME, AND DUST CONTROL.

8. TAKE EXTREME CAUTION NOT TO DAMAGE IN ANY WAY THE EXISTING ELECTRICAL

SERVICE AND OTHER UTILITIES. LOCATE AND MARK ALL SERVICE LINES.

9. DO NOT SCALE DRAWINGS.

10. LOCAL NOISE ORDINANCE WILL GOVERN OPERATION.

CONSTRUCTION PHASING

1. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL CONSTRUCTION

ACTIVITY AND SHALL COOPERATE FULLY WITH OWNER FOR ALL CONSTRUCTION

PHASING.

2. PROTECT PEDESTRIAN TRAFFIC ON SIDEWALKS AROUND PERIMETER OF

MAINTENANCE STRUCTURE.

3. INSTALL TARPS AS REQUIRED TO CONTROL DUST/DEBRIS AND TO PROTECT VEHICLES.

4. IT WILL BE NECESSARY TO SCHEDULE CONTRACTOR DELIVERIES AND WASTE HAULING

TO MINIMIZE INTERFERENCE WITH EXISTING BUILDING OPERATIONS. CONTRACTOR

SHALL COORDINATE WITH OWNER.

5. STAGING AREA FOR CONTRACTOR TO BE LOCATED ON SITE. CONTRACTOR SHALL

COORDINATE WITH OWNER.

FORMWORK AND SHORING

DRAWINGS DO NOT INCLUDE NECESSARY COMPONENTS FOR SAFETY OF BUILDING OR

EQUIPMENT DURING CONSTRUCTION. CONTRACTOR IS RESPONSIBLE FOR ALL WORK

RELATING TO CONSTRUCTION, ERECTION METHODS, BRACING, SHORING, RIGGING, GUYS,

SCAFFOLDING, FORMWORK, AND OTHER WORK AIDS REQUIRED TO SAFELY PERFORM

WORK INDICATED.

GPD GROUP®

Gla s, Pyle, Schomer, B rns & DeHaven, Inc.

Copyrigh ; Gla s, Pyle, Schomer, B rns & DeHaven, Inc. 2025

520 So� h �ain S ree , S�i e 2531

Akron, OH 44311

330.572.2100 Fax 330.572.2101

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DEMOLITION:

LOCATE ALL EXISTING UNDERGROUND UTILITIES IN AREA OF CONSTRUCTION.

COORDINATE WITH LOCAL UTILITY COMPANIES FOR ANY SHUT-OFF

REQUIREMENTS OF STILL ACTIVE LINES.

PRIOR TO START OF ANY WORK, THE CONTRACTOR SHALL VISIT THE SITE TO

DETERMINE THE BUILDINGS/PROPERTIES EXISTING CONDITIONS AND THAT OF

ADJOINING BUILDING/PROPERTIES.

DEMOLITION PROCEDURES, SHORING REQUIREMENTS, SEQUENCE

TECHNIQUES, ETC., ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR AS

NOTED IN "GENERAL PROVISIONS". ANY TECHNIQUES AND/OR PROCEDURES

IMPLIED BY THESE DRAWINGS ARE SCHEMATIC IN NATURE AND ARE

SUGGESTIONS ONLY. CONTRACTOR SHALL SUBMIT DRAWINGS, SIGNED AND

SEALED BY THE CONTRACTOR'S LICENSED ENGINEER (IN PROJECT'S

JURISDICTION), TO THE OWNER AND ENGINEER OF RECORD FOR CONCEPT

REVIEW AND RECORD PURPOSES. THE CONTRACTOR'S ENGINEER IS SOLELY

RESPONSIBLE FOR ALL CONSTRUCTION PHASING, LOADINGS, AND

SEQUENCING REQUIREMENTS FOR THE JOB. CONTRACTOR SHALL BE SOLELY

RESPONSIBLE FOR THE PROTECTION, STABILITY, ETC., OF EXISTING AND NEW

STRUCTURES DURING EXECUTION OF THE WORK.

CONTRACTOR SHALL PERFORM ALL WORK IN SUCH A MANNER AS TO PROTECT

EXISTING AND ADJACENT STRUCTURES AND BE RESPONSIBLE TO PROPERLY

REPAIR ANY DAMAGE THAT OCCURS AS A RESULT OF HIS WORK.

CONTRACTOR SHALL REPAIR ALL DAMAGE TO STREETS, SIDEWALKS, UTILITY

LINES, OR ANY OTHER PUBLIC OR PRIVATE PROPERTIES RESULTING FROM THE

EXECUTION OF THE WORK AT NO COST TO THE OWNER OR ENGINEER.

CEASE OPERATIONS AND NOTIFY OWNER AND ENGINEER IMMEDIATELY IF

SAFETY OR INTEGRITY OF STRUCTURE APPEARS TO BE ENDANGERED.

PROPERLY BRACE AND SUPPORT STRUCTURE BEFORE RESUMING

OPERATIONS.

NOTIFY ARCHITECT AND ENGINEER IMMEDIATELY IF ANY PORTION OF EXISTING

STRUCTURE, WHICH IS NOT TO BE DEMOLISHED, IS DAMAGED. CONTRACTOR

SHALL PAY FOR ALL REPAIR COSTS, INCLUDING DESIGN AND INSPECTION

EXPENSES.

DO NOT CUT OR ALTER ANY STRUCTURAL MEMBERS WITHOUT WRITTEN

AUTHORIZATION OF THE ENGINEER OF RECORD UNLESS NOTED ON THE

STRUCTURAL DRAWINGS.

DO NOT ALLOW RESULTING DEBRIS TO ACCUMULATE. DISPOSE OF THIS

MATERIAL IN A LEGAL MANNER.

STRUCTURAL STEEL:

W SHAPES: ASTM A992 (Fy = 50 KSI)

M,S,C SHAPES: ASTM A36 UNO

PLATE, ANGLES: ASTM A36 UNO

TUBE: ASTM A500 GRADE B (Fy = 46 KSI)

DETAILING, FABRICATION, AND ERECTION SHALL CONFORM TO AISC 360-10

SPECIFICATIONS.

FIELD CONNECTIONS SHALL BE BOLTED, BEARING TYPE UNLESS NOTED

OTHERWISE USING 3/4" HIGH STRENGTH BOLTS CONFORMING TO ASTM A325.

ONE SIDED CONNECTIONS ARE NOT PERMITTED UNLESS DETAILED ON

DRAWINGS.

ALL CONNECTIONS TO TUBES AND PIPES SHALL USE THRU PLATES UNLESS

NOTED OTHERWISE.

WHEN FORCES ARE NOT SHOWN, THE CONNECTION SHALL DEVELOP 1/2 OF

THE ALLOWABLE UNIFORM LOAD AS SPECIFIED IN THE BEAM TABLES OF AISC

(ASD). A MINIMUM OF 2 BOLTS SHALL BE USED.

ALL WELDING SHALL BE DONE USING E-70XX ELECTRODES IN ACCORDANCE

WITH THE LATEST AWS SPECIFICATIONS.

PROVIDE L4x4x5/16 FRAMING AT ALL ROOF SUMP PANS AND OTHER

OPENINGS TO SUPPORT EDGE OF ROOF DECK.

FIELD VERIFY ALL CONDITIONS AT AND CONNECTIONS TO THE EXISTING

CONSTRUCTION BEFORE FABRICATION.

PRIME ALL STEEL NOT IN CONTACT WITH CONCRETE.

GALVANIZE ALL STEEL THAT IS EXPOSED TO WEATHER. GALVANIZED STEEL

SHALL BE SHOP FABRICATED AND CUT TO LENGTH PRIOR TO GALVANIZING.

DO NOT FIELD CUT. DAMAGED GALVANIZING IS TO BE REPAIRED WITH A HIGH

ZINC CONTENT PAINT MEETING MILITARY SPECIFICATION MIL-P-20135.

GALVANIZE STEEL PER ASTM A123.

THERMAL FACTOR (Ct)

FLAT-ROOF SNOW LOAD (Pf)

IMPORTANCE FACTOR (I)

EXPOSURE FACTOR (Ce)

GROUND SNOW LOAD (Pg)

ROOF SNOW LOADS:

ROOF LIVE LOAD 20 PSF

20 PSF

1.0

1.0

20 PSF + DRIFT/SLIDING SNOW***

1.0

***DRIFT/SLIDING LOADS HAVE

BUILDING DESIGN

BEEN INCLUDED IN THE

GRAVITY LOADS:

COMPONENTS AND CLADDING (a = 8'-0")

DESIGN PRESSURES

EXPOSURE CATEGORY

RISK CATEGORY

BASIC WIND SPEED

WIND DESIGN DATA (ASCE 7-16):

LATERAL LOAD DESIGN DATA:

115 MPH

II

B

ROOF ZONE 1

TRIB. AREA 0-10 SF

TRIB. AREA >10-50 SF

TRIB. AREA 100 SF

ROOF ZONE 2

TRIB. AREA 0-10 SF

TRIB. AREA >10-50 SF

TRIB. AREA 100 SF

ROOF ZONE 3

TRIB. AREA 0-10 SF

TRIB. AREA >10-50 SF

TRIB. AREA 100 SF

+16.0/-33.8 PSF

+16.0/-31.5 PSF

+16.0/-26.4 PSF

WALL ZONE 4

TRIB. AREA 0-10 SF

TRIB. AREA >10-50 SF

TRIB. AREA 100 SF

+19.4/-21.0 PSF

+18.5/-20.1 PSF

+16.5/-18.2 PSF

WALL ZONE 5

TRIB. AREA 0-10 SF

TRIB. AREA >10-50 SF

TRIB. AREA 100 SF

+19.4/-25.9 PSF

+18.5/-24.1 PSF

+16.5/-20.1 PSF

+19.4/-44.5 PSF

+18.5/-41.7 PSF

+16.5/-35.0 PSF

+19.4/-44.5 PSF

+18.5/-41.7 PSF

+16.5/-35.0 PSF

SEISMIC DESIGN DATA (ASCE 7-10):

SEISMIC IMPORTANCE FACTOR (I)

RISK CATEGORY

1 SEC. PERIODS (SD1)

SHORT PERIODS (SDS)

SPECTRAL RESPONSE COEFF.

1 SEC. PERIODS (S1)

SHORT PERIODS (Ss)

MAPPED SPECTRAL RESPONSE

SEISMIC DESIGN CATEGORY

SITE CLASS

1.0

II

0.14

0.056

0.12

0.08

B

D (ASSUMED)

GOVERNING BUILDING CODE: 2024 OHIO BUILDING CODE

ROOF DEAD LOAD 20 PSF (SUPERIMPOSED +

ACTUAL MAT'L WEIGHTS)

DESIGN LOADINGS:

MINIMUM ROOF SNOW LOAD (Pm) 20 PSF

SPECIAL INSPECTIONS:

SPECIAL INSPECTIONS ARE TO BE PROVIDED IN ACCORDANCE WITH IBC SECTION 1704. SPECIAL INSPECTIONS

SHALL BE IN ADDITION TO THE INSPECTIONS CONDUCTED BY THE DEPARTMENT OF BUILDING SAFETY AND SHALL

NOT BE CONSTRUED TO RELIEVE THE OWNER OR HIS AUTHORIZED AGENT FROM REQUESTING THE PERIODIC AND

CALLED INSPECTIONS REQUIRED BY THE BUILDING CODE. SPECIAL INSPECTION SHALL BE PAID BY THE OWNER.

REQUIRED SPECIAL INSPECTIONS:

SPECIAL INSPECTOR SHALL MEET THE QUALIFICATIONS AS STATED IN THE BUILDING CODE AND SHALL PERFORM

THE DUTIES AND RESPONSIBILITIES AS OUTLINED IN THE BUILDING CODE. THE SPECIAL INSPECTOR SHALL PROVIDE

INSPECTION REPORTS TO THE CODE OFFICIAL, ENGINEER AND OWNER.

IN ADDITION TO THE REGULAR INSPECTIONS, THE ADJACENT SCHEDULE WILL ALSO REQUIRE SPECIAL INSPECTION IN

ACCORDANCE WITH THE BUILDING CODE.

STEEL CONSTRUCTION:

• MATERIAL VERIFICATION OF HIGH-STRENGTH BOLTS, NUTS,

AND WASHERS, HIGH-STRENGTH BOLTING:

• IDENTIFICATION MARKINGS TO CONFORM TO ASTM

STANDARDS SPECIFIED IN THE APPROVED

CONSTRUCTION DOCUMENTS.

PERIODIC APPLICABLE ASTM

MATERIAL SPECIFICATIONS;

AISC ASD SEC. A3.4

AISC LRFD SEC. A3.3• MANUFACTURER'S CERTIFICATE OF COMPLIANCE

REQUIRED.

PERIODIC

• INSPECTION OF BEARING-TYPE CONNECTIONS. PERIODIC AISC LRFD SEC. M2.5

• MATERIAL VERIFICATION OF STRUCTURAL STEEL:

• IDENTIFICATION MARKINGS TO CONFORM TO ASTM

STANDARDS SPECIFIED IN THE APPROVED

CONSTRUCTION DOCUMENTS.

• MANUFACTURER'S CERTIFICATE OF COMPLIANCE

REQUIRED.

ASTM A6 OR ASTM A568

• MATERIAL VERIFICATION OF WELD FILLER MATERIALS:

• IDENTIFICATION MARKINGS TO CONFORM TO ASTM

STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION

DOCUMENTS.

AISC ASD SEC. A3.6

AISC LRFD SEC. A3.5• MANUFACTURER'S CERTIFICATE OF COMPLIANCE

REQUIRED.

• INSPECTION OF WELDING:

• STRUCTURAL STEEL:

• COMPLETE AND PARTIAL PENETRATION

GROOVE WELD

• MULTI-PASS FILLET WELDS

• SINGLE-PASS FILLET WELDS > 5/16"

• SINGLE-PASS FILLET WELDS < 5/16"

• FLOOR AND ROOF DECK WELDS

CONT.

PERIODIC

PERIODIC

CONT.

CONT.

AWS D1.1

AWS D1.3

• INSPECTION OF STEEL FRAME TO VERIFY COMPLIANCE WITH

THE DETAILS ON THE APPROVED CONSTRUCTION

DOCUMENTS:

• DETAILS SUCH AS BRACING AND STIFFENING

• MEMBER LOCATIONS

• APPLICATION OF JOINT DETAILS AT EACH

CONNECTION

PERIODIC IBC 1704.3.2

INSPECTION OF FABRICATOR(S)

PERIODIC

• APPLICABLE ELEMENT (FABRICATOR CERTIFICATION

REQUIREMENTS):

• STRUCTURAL STEEL (AISC CERTIFIED FOR

CONVENTIONAL STEEL BUILDING)

• STEEL JOISTS/JOIST GIRDERS (SJI MEMBERS)

• STEEL ROOF DECK (SDI MEMBERS)

• NOTE:

• FABRICATION AND IMPLEMENTATION PROCEDURES: THE SPECIAL INSPECTOR SHALL

VERIFY THAT THE FABRICATOR MAINTAINS DETAILED FABRICATION AND QUALITY

CONTROL PROCEDURES THAT PROVIDE A BASIS FOR INSPECTION, CONTROL OF THE

WORKMANSHIP, AND THE FABRICATOR'S ABILITY TO CONFORM TO APPROVED

CONSTRUCTION DOCUMENTS AND REFERENCE STANDARDS. THE SPECIAL INSPECTOR

SHALL REVIEW THE PROCEDURES FOR COMPLETENESS AND ADEQUACY RELATIVE TO THE

CODE REQUIREMENTS FOR THE FABRICATORS SCOPE OF WORK.

• PRIOR TO THE PLACEMENT OF PREPARED FILLS, VERIFY THAT

THE SITE HAS BEEN PREPARED IN ACCORDANCE WITH THE

GEOTECHNICAL REPORT.

GEOTECHNICAL

ENGINEERING

REPORT

SOILS:

CONT.

• FILL PLACEMENT 12" THICK OR GREATER - VERIFY THAT THE

MATERIAL BEING USED AND MAXIMUM LIFT THICKNESS

COMPLY WITH THE GEOTECHNICAL REPORT.

• VERIFY, AT THE FREQUENCY SPECIFIED IN THE

GEOTECHNICAL REPORT, THAT THE IN-PLACE DRY DENSITY

OF COMPACTED FILL COMPLIES WITH THE REPORT.

CONCRETE (NOT APPLICABLE TO ISOLATED SPREAD FOOTINGS OR NON-STRUCTURAL

SLABS ON GRADE)

• INSPECTION OF REINFORCING STEEL, SIZE AND PLACEMENT.

ACI 318: 3.5, 7.1-7.7

• INSPECTION OF REINFORCING STEEL WELDING:

• VERIFICATION OF WELDABILITY OF REINFORCING

STEEL OTHER THAN ASTM A706

PERIODIC AWS D1.4: ACI 318: 3.5.2

• SHEAR REINFORCING STEEL CONT.

• OTHER REINFORCING STEEL PERIODIC

• VERIFYING USE OF REQUIRED DESIGN MIX. PERIODIC ACI 318: CH. 4, 5.2-5.4

• SAMPLING FRESH CONCRETE AND PERFORMING SLUMP, AIR

CONTENT, AND DETERMINING THE TEMPERATURE OF FRESH

CONCRETE AT THE TIME OF MAKING SPECIMENS FOR

STRENGTH TESTS.

ASTM C172:

ASTM C31:

ACI 318: 5.6, 5.8

CONT.

• INSPECTION OF CONCRETE PLACEMENT FOR PROPER

APPLICATION TECHNIQUES.

CONT. ACI 318: 5.9, 5.10

• INSPECTION FOR MAINTENANCE OF SPECIFIED CURING

TEMPERATURE AND TECHNIQUES.

PERIODIC ACI 318: 5.11-5.13

MASONRY CONSTRUCTION:

• AS MASONRY CONSTRUCTION BEGINS, THE FOLLOWING SHALL

BE VERIFIED TO ENSURE COMPLIANCE:

• PROPORTIONS OF SITE PREPARED MORTAR. PERIODIC

ACI 530.1/ASCE 6/

TMS 602: ART. 2.6A

• CONSTRUCTION OF MORTAR JOINTS. PERIODIC

ACI 530.1/ASCE 6/

TMS 602: ART. 3.3B

• LOCATION OF REINFORCING AND CONNECTIONS. PERIODIC

ACI 530.1/ASCE 6/

TMS 602: ART. 3.4, 3.6A

• THE INSPECTION PROGRAM SHALL VERIFY:

• SIZE AND LOCATION OF STRUCTURAL ELEMENTS.

PERIODIC ACI 530.1/ASCE 6/

TMS 602: ART. 3.3F

• TYPE, SIZE AND LOCATION OF ANCHORS, INCLUDING

DETAILS OF ANCHORAGE OF MASONRY TO

STRUCTURAL MEMBERS, FRAMES, OR OTHER

STRUCTURES.

PERIODIC

ACI 530/ASCE 5/

TMS 402: SEC. 1.2.2(e), 1.16.1

• SPECIFIED SIZE, GRADE AND TYPE OF

REINFOREMENT

PERIODIC

ACI 530.1/ASCE 6/

TMS 602: SEC. 1.15,

ACI 530.1/ASCE 6/

TMS 602: ART. 2.4, 3.4

• WELDING OF REINFORCING BARS. CONT.

ACI 530/ASCE 5/

TMS 402: SECT. 2.1.10.2,

3.2.3.4(b)

• PROTECTION OF MASONRY DURING COLD WEATHER

(TEMP. BELOW 40° F) OR HOT WEATHER (TEMP. ABOVE

90°F)

PERIODIC

ACI 530.1/ASCE 6/

TMS 602: ART. 1.8C, 1.8D

• PRIOR TO GROUTING, THE FOLLOWING SHALL BE VERIFIED

TO ENSURE COMPLIANCE:

• GROUT SPACE IS CLEAN. PERIODIC

ACI 530.1/ASCE 6/

TMS 602: ART. 3.2D

• PLACEMENT OF REINFORCEMENT AND CONNECTORS. PERIODIC

ACI 530/ASCE 5/

TMS 402: SECT. 1.13

ACI 530.1/ASCE 6/

TMS 602: ART. 2.4, 3.4

• PROPORTIONS OF SITE PREPARED GROUT. PERIODIC

ACI 530.1/ASCE 6/

TMS 602: ART. 2.6B

• CONSTRUCTION OF MORTAR JOINTS. PERIODIC

ACI 530.1/ASCE 6/

TMS 602: ART. 3.3B

• GROUT PLACEMENT SHALL BE VERIFIED TO ENSURE

COMPLIANCE WITH CODE AND CONSTRUCTION DOCUMENT

PROVISIONS.

CONT.

ACI 530.1/ASCE 6/

TMS 602: ART. 3.5

• PREPARATION OF ANY REQUIRED GROUT SPECIMENS,

MORTAR SPECIMENS, AND/OR PRISMS SHALL BE OBSERVED. CONT.

ACI 530.1/ASCE 6/

TMS 602: ART. 1.4

• COMPLIANCE WITH REQUIRED INSPECTION PROVISIONS OF

THE CONSTRUCTION DOCUMENTS AND THE APPROVED

SUBMITTALS SHALL BE VERIFIED.

PERIODIC

ACI 530.1/ASCE 6/

TMS 602: ART. 1.5

PERIODIC

SCHEDULE OF SPECIAL INSPECTIONS

SPECIAL INSPECTION REFERENCED STANARD(S)FREQ.

SPECIAL INSPECTION REFERENCED STANARD(S)FREQ.

SPECIAL INSPECTION REFERENCED STANARD(S)FREQ.

SPECIAL INSPECTION REFERENCED STANARD(S)FREQ.

SPECIAL INSPECTION REFERENCED STANARD(S)FREQ.

PERIODIC

GPD GROUP®

Gla s, Pyle, Schomer, B rns & DeHaven, Inc.

Copyrigh ; Gla s, Pyle, Schomer, B rns & DeHaven, Inc. 2025

520 So� h �ain S ree , S�i e 2531

Akron, OH 44311

330.572.2100 Fax 330.572.2101

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1/8" = 1'-0"

1/8" = 1'-0"

1/8" = 1'-0"

1/8" = 1'-0"

S-101

3/4" = 1'-0"

3/4" = 1'-0"

3/4" = 1'-0"

3/4" = 1'-0"

3/4" = 1'-0"

3" = 1'-0" 3" = 1'-0"

GPD GROUP®

Gla s, Pyle, Schomer, B rns & DeHaven, Inc.

Copyrigh ; Gla s, Pyle, Schomer, B rns & DeHaven, Inc. 2025

520 So� h �ain S ree , S�i e 2531

Akron, OH 44311

330.572.2100 Fax 330.572.2101

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S-101