Attachment 1 CYQL 152003 B3 Combined Drawings11.19.21.pdf

PROJECT No.:

SHEET NO.:

SHEET CONTENTS

DO NOT SCALE DRAWINGS

M&H NO.:

DATE:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

ISSUED

© Copyright This document, or any portion thereof, shall not be duplicated, disclosed, or used on any other project or extension of this project except by written agreement with Mead & Hunt, Inc. Mead & Hunt shall not be responsible for any unauthorized use of, or alteration to these documents.

XHEA172010

CONTRACT No.: W9133L-16-D-2007

1005 River Street Port Huron, MI 48060 phone: 810-956-9300 fax: 810-956-9281

REPAIR BASE ENGINEERING ADMIN &

SHOPS, BLDG 4210 & 4211

5269 SR 16 W. STARKE, FL 32091

FLORIDA AIR NATIONAL GUARD

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G-001

COVER SHEET

4363500-171034.01

ATM

PC

November 19, 2021

ATM

11/19/21 B-3 SUBMITTAL

© Copyright This document, or any portion thereof, shall not be duplicated, disclosed, or used on any other project or extension of this project except by written agreement with Mead & Hunt, Inc. Mead & Hunt shall not be responsible for any unauthorized use of, or alteration to these documents.

SHEET CONTENTS

DO NOT SCALE DRAWINGS

M&H NO.:

DATE:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

ISSUED

SHEET NO.:

1005 River Street Port Huron, MI 48060 phone: 810-956-9300 fax: 810-956-9281

ANG NO.: CYQL152003

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November 19, 2021

ATM

CIVIL ENGINEER

STRUCTURAL ENGINEER

ARCHITECT FIRE PROTECTION ENGINEER

PLUMBING ENGINEER ELECTRICAL ENGINEER

MECHANICAL ENGINEER

TECHNOLOGY ENGINEER

SHEET INDEX - VOLUME 1

GENERAL

G-002 INDEX

CIVIL

CD-100 CIVIL DEMOLITION PLAN

CS-100 UTILITY SITE PLAN

STRUCTURAL

S-001 STRUCTURAL NOTES

S-002 STRUCTURAL NOTES

S-005 STATEMENT OF SPECIAL INSPECTIONS AND NOTES

S-006 STRUCTURAL STEEL SPECIAL INSPECTIONS AND NOTES

S-007 STATEMENT OF SPECIAL INSPECTIONS AND NOTES

S-101A FOUNDATION PLAN - BLDG 4210

S-111A FLATWORK PLAN - BLDG 4210

S-111B FLATWORK PLAN - BLDG 4211

S-131A STRUCTURAL FLOOR PLAN - BLDG 4210

S-131B STRUCTURAL FLOOR PLAN - BLDG 4211

S-151A LOW ROOF FRAMING PLAN - BLDG 4210

S-151B LOW ROOF FRAMING PLAN - BLDG 4211

S-152A HIGH ROOF FRAMING PLAN - BLDG 4210

S-501 FOUNDATION DETAILS

S-511 FLATWORK DETAILS

S-531 WALL DETAILS

S-532 WALL DETAILS

S-551 FRAMING DETAILS

S-601 SCHEDULES

ARCHITECTURAL

A-001 NOTES & SYMBOLS

A-002 BUILDING SYSTEMS, INTERIOR PARTITIONS AND NOTES

A-003 INTERIOR PARTITION NOTES AND DETAILS

A-004 ARCHITECTURAL KEYED NOTES

AD100 OVERALL DEMOLITION PLAN

AD101A DEMOLITION FLOOR PLAN - BLDG 4210

AD101B DEMOLITION FLOOR PLAN - BLDG 4211

AD102 OVERALL ROOF DEMOLITION PLAN

AD102A ROOF DEMOLITION PLAN - BLDG 4210

AD102B ROOF DEMOLITION PLAN - BLDG 4211

AD121 OVERALL DEMOLITION CEILING PLAN

AD121A CEILING DEMOLITION PLAN - BLDG 4210

AD121B CEILING DEMOLITION PLAN - BLDG 4211

AD201 BUILDING DEMO ELEVATIONS

AD202 BUILDING DEMO ELEVATIONS

AD311 DEMO WALL SECTIONS

A-100 OVERALL PLAN BUILDING B4210-4211

A-101A FLOOR PLAN - BLDG 4210

A-101B FLOOR PLAN - BLDG 4211

A-102A ATTIC PLAN - BLDG 4210

A-102B UPPER LEVEL PLAN - BLDG 4211

A-104 OVERALL ROOF PLAN

A-104A ROOF PLAN - BLDG 4210

A-104B ROOF PLAN - BLDG 4211

A-104C ROOF PLAN - ALLEY

A-121 OVERALL CEILING PLAN

A-121A CEILING PLAN - BLDG 4210

A-121B CEILING PLAN - BLDG 4211

A-131B EQUIPMENT PLAN - BLDG 4211

A-201 BUILDING ELEVATIONS

A-202 BUILDING ELEVATIONS

A-203 BUILDING REPAIR ELEVATIONS

A-204 BUILDING REPAIR ELEVATIONS

A-211 INTERIOR ELEVATIONS - BLDG 4210

A-212 INTERIOR ELEVATIONS - BLDG 4211

A-213 INTERIOR ELEVATIONS - BLDG 4211

A-214 INTERIOR ELEVATIONS - BLDG 4211

A-301 BUILDING SECTIONS - BLDG 4210

A-302 BUILDING SECTIONS - BLDG 4211

A-305 INTERIOR SECTIONS

A-311 WALL SECTIONS - BLDG 4210

A-312 WALL SECTIONS - BLDG 4210

A-313 WALL SECTIONS - BLDG 4211

A-314 WALL SECTIONS - BLDG 4211

A-321A AIR BARRIER PLAN - BLDG 4211

A-400 ENLARGED PLANS & INTERIOR ELEVATIONS - BLDG 4210

A-401 ENLARGED PLANS & INTERIOR ELEVATIONS - BLDG 4210

A-402 ENLARGED PLANS & INTERIOR ELEVATIONS - BLDG 4211

A-501 EXTERIOR SECTION DETAILS

A-502 EXTERIOR SECTION DETAILS

A-503 INTERIOR SECTION DETAILS

A-504 PLAN DETAILS

A-505 PLAN DETAILS

A-510 CASEWORK & TOILET ACCESSORY DETAILS

A-600 DOOR AND FRAME SCHEDULE

A-601 DOOR AND FRAME DETAILS

A-700 FINISH SCHEDULE

A-701A FINISH PLAN - BLDG 4210

A-701B FINISH PLAN - BLDG 4211

A-801A SIGNAGE PLAN - BLDG 4210

A-801B SIGNAGE PLAN - BLDG 4211

A-802 SIGNAGE SCHEDULE

A-803 SIGNAGE DETAILS

SHEET INDEX - VOLUME 2

FIRE PROTECTION

F-001 FIRE PROTECTION LEGEND & ABBREVIATIONS

F-002 FIRE PROTECTION GENERAL NOTES

F-003 CODE SUMMARY

F-101 LIFE SAFETY PLAN

F-102 FIRE PROTECTION HAZARD CLASSIFICATION PLAN

F-103 FIRE ALARM PLAN - 4210

F-104 FIRE ALARM PLAN - 4211

F-401 FIRE PROTECTION RISER ENLARGED FLOOR PLAN

F-501 FIRE PROTECTION DETAILS

F-601 FIRE ALARM FUNCTIONAL MATRIX

F-602 FIRE ALARM SYSTEM RISER DIAGRAM

PLUMBING

P-001 ABBREVIATIONS, LEGENDS AND GENERAL NOTES

PD101 B4210 PRESSURE PIPING DEMO PLAN

PD102 B4210 DRAINAGE DEMO PLAN

PD103 B4211 PRESSURE PIPING DEMO PLAN

PD104 B4211 DRAINAGE DEMO PLAN

P-101 B4210 PLUMBING PRESS. PIPING PLAN

P-102 B4211 PLUMBING PRESS. PIPING PLAN

P-131 B4210 PLUMBING WASTE PIPING PLAN

P-132 B4120 PLUMBING ABOVE SLAB WASTE AND VENT PIPING PLAN

P-133 B4211 PLUMBING WASTE PIPING PLAN

P-134 B4211 PLUMBING ABOVE SLAB WASTE AND VENT PIPING PLAN

P-401 ENLARGED PRESSURE PIPING PLANS

P-431 ENLARGED SANITARY SEWER PLANS

P-501 PLUMBING DETAILS

P-502 PLUMBING DETAILS

P-601 PLUMBING SCHEDULES

P-901 PLUMBING RISER DIAGRAM

P-902 PLUMBING RISER DIAGRAM

P-903 PLUMBING RISER DIAGRAM

P-904 PLUMBING RISER DIAGRAM

P-905 PLUMBING RISER DIAGRAM

MECHANICAL

M-001 ABBREVIATIONS, LEGENDS AND GENERAL NOTES

MD101 B4210 MECHANICAL DEMO PLAN

MD102 B4211 MECHANICAL DEMO PLAN

M-100 MECHANICAL ZONING PLAN

M-101 B4210 MECHANICAL FLOOR PLAN

M-102 B4211 MECHANICAL FLOOR PLAN

M-103 B4210 MECHANICAL ROOF PLAN

M-104 B4211 MECHANICAL FLOOR PLAN

M-401 MECHANICAL ENLARGED PLANS

M-501 MECHANICAL DETAILS

M-502 MECHANICAL DETAILS

M-503 MECHANICAL ISOMETRIC

M-601 MECHANICAL SCHEDULES

M-602 MECHANICAL SCHEDULES

M-603 MECHANICAL SCHEDULES

M-701 MECHANICAL CONTROLS LEGEND AND ABBREVIATIONS

M-702 MECHANICAL CONTROLS INSTRUCTIONS

M-703 MECHANICAL CONTROLS ELECTRIC UNIT HEATER

M-704 MECHANICAL CONTROLS UTILITY METER

M-705 MECHANICAL CONTROLS DUCTLESS SPLIT SYSTEM

M-706 MECHANICAL CONTROLS VAV AHU

M-707 MECHANICAL CONTROLS VAV AHU (CONT.)

M-708 MECHANICAL CONTROLS EXHAUST FAN OCCUPIED COOLING

M-709 MECHANICAL CONTROLS EXHAUST FAN CONT. OVERRIDE

M-710 MECHANICAL CONTROLS VAV ELEC REHEAT

M-711 MECHANICAL CONTROLS VAV ELEC REHEAT (CONT.)

M-712 MECHANICAL CONTROLS DEDICATED OUTSIDE AIR UNIT

M-713 MECHANICAL CONTROLS DEDICATED OUTSIDE AIR UNIT (CONT.)

M-714 MECHANICAL CONTROLS MAU

M-715 MECHANICAL CONTROLS MAU (CONT.)

M-716 MECHANICAL CONTROLS EXHAUST FAN VEF

ELECTRICAL

E-001 LEGEND, ABBREVIATIONS AND NOTES

ED101 BUILDING 4210 ELECTRICAL LIGHTING DEMOLITION PLAN

ED102 BUILDING 4211 ELECTRICAL LIGHTING DEMOLITION PLAN

ED103 BUILDING 4210 ELECTRICAL POWER & EQUIPMENT DEMOLITION PLAN

ED104 BUILDING 4211 ELECTRICAL POWER & EQUIPMENT DEMOLITION PLAN

ED601 ELECTRICAL DEMOLITION ONE-LINE

ES101 ELECTRICAL SITE PLAN

E-101 BUILDING 4210 ELECTRICAL LIGHTING PLAN

E-102 BUILDING 4211 ELECTRICAL LIGHTING PLAN

E-103 BUILDING 4210 ELECTRICAL POWER PLAN

E-104 BUILDING 4211 ELECTRICAL POWER PLAN

E-105 BUILDING 4210 ELECTRICAL EQUIPMENT PLAN

E-106 BUILDING 4211 ELECTRICAL EQUIPMENT PLAN

E-107 BUILDING 4210 & 4211 ELECTRICAL GROUNDING PLAN

E-108 BUILDING 4210 & 4211 ELECTRICAL LIGHTNING PLAN

E-501 ELECTRICAL DETAILS

E-502 ELECTRICAL DETAILS

E-503 ELECTRICAL DETAILS

E-504 ELECTRICAL DETAILS

E-505 ELECTRICAL DETAILS

E-601 ELECTRICAL ONE-LINE

E-602 ELECTRICAL PANEL SCHEDULES

E-603 ELECTRICAL PANEL SCHEDULES

E-604 ELECTRICAL PANEL SCHEDULES

E-605 ELECTRICAL PANEL SCHEDULES

E-606 ELECTRICAL PANEL SCHEDULES

TELECOMMUNICATIONS

T-001 LEGEND, ABBREVIATIONS AND NOTES

TD101 BUILDING 4210 ELECTRICAL TELECOMMUNICATIONS DEMOLITION PLAN

TD102 BUILDING 4211 ELECTRICAL TELECOMMUNICATIONS DEMOLITION PLAN

T-101 BUILDING 4210 ELECTRICAL TELECOMMUNICATIONS PLAN

T-102 BUILDING 4211 ELECTRICAL TELECOMMUNICATIONS PLAN

T-501 TELECOMMUNICATIONS DETAILS

T-502 TELECOMMUNICATIONS DETAILS

BLDG 4210

BLDG 4211

EXISTING

PARKING

EXISTING

PARKING

EXISTING

PARKING

EXISTING

PARKING

EXISTING

PARKING

EXISTING

PARKING

EXISTING

DRIVEWAY

EXISTING

DRIVEWAY

EXISTING

GRASSED

AREA

EXISTING

GRASSED

AREA

EXISTING SIDEWALK

EXISTING SIDEWALK

EXISTING

PARKING

EXISTING

PARKING

EXISTING

PARKING

EXISTING

PARKING

EXISTING SEWER

MANHOLD WITH TRAFFIC

RATED COVER

EXISTING 2" WATER LINE

EXISTING 4" SS

LINE

EXISTING 2.5" W LINE

EXISTING 4"

WATER LINE

EXISTING 6"X4"

TEE WITH 6"

PLUG AND CAP

EXISTING 6"

BACKFLOW

PREVENTER

EXISTING 6"

WATERLINE

EXISTING

4" SS LINE

26 FT

114.6 FT

53 FT

7 FT

MAX

© Copyright This document, or any portion thereof, shall not be duplicated, disclosed, or used on any other project or extension of this project except by written agreement with Mead & Hunt, Inc. Mead & Hunt shall not be responsible for any unauthorized use of, or alteration to these documents.

SHEET CONTENTS

DO NOT SCALE DRAW INGS

M&H NO.:

DATE:

DESIGNED BY:

DRAW N BY:

CHECKED BY:

ISSUED

SHEET NO.:

1005 River Street Port Huron, MI 48060 phone: 810-956-9300 fax: 810-956-9281

ANG NO.: CYQL152003

11/19/21 B-3 SUBMITTAL

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CIVIL DEMOLITION

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November 19, 2021

JW

NOT FOR CONSTRUCTION

PLAN

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TRUE

NORTH

1/16" = 1'-0"1

CIVIL DEMOLITION PLAN

EXISTING FIRE HYDRANT TO REMAIN

EXISTING 6" WATER MAIN

SEE PAVEMENT

REPAIR DETAIL ON

1/CD-100

EXISTING FENCE LINE

SCALE: N.T.S.

2 PAVEMENT REPAIR DETAIL

SAW CUT AND PATCH AREA FOR GENERATOR

INSTALLATION (BID OPTION 2). REFER TO E-107

FOR EXTENT AND DETAIL 1/CD-100 FOR REPAIR.

UTILITY TRENCH FOR LIGHTNING PROTECTION

SYSTEM. REFER TO E-107 FOR EXTENT AND DETAIL

1/CD-100 FOR REPAIR. TYPICAL.

SAW CUT SIDEW ALK FOR

INSTALLATION OF LIGHTNING

PROTECTION SYSTEM. SW W 1/CD-100

FOR REPAIR.

UTILITY TRENCH FOR

LIGHTNING PROTECTION

UTILITY TRENCH FOR

LIGHTNING PROTECTION

FIN GRADE

3,000 PSI CONCRETE

2'-0"

6"

COLOR OF FINISH COAT

SHALL BE OSHA SAFETY

FILLED WITH CONCRETE

6" SCHED 40 STEEL PIPE

9" (TYP)

YELLOW

BLDG 4210

BLDG 4211

EXISTING

PARKING

EXISTING

PARKING

EXISTING

PARKING

EXISTING

PARKING

EXISTING

PARKING

EXISTING

PARKING

EXISTING

DRIVEWAY

EXISTING

DRIVEWAY

EXISTING

GRASSED

AREA

EXISTING

GRASSED

AREA

EXISTING SIDEWALK

EXISTING SIDEWALK

EXISTING

PARKING

EXISTING

PARKING

EXISTING

PARKING

EXISTING

PARKING

EXISTING

PARKING

EXISTING SEWER

MANHOLD WITH TRAFFIC

RATED COVER

EXISTING 2" WATER LINE

EXISTING 4" SS

LINE

EXISTING 2.5" W LINE

EXISTING 4"

WATER LINE

EXISTING 6"X4"

TEE WITH 6"

PLUG AND CAP

EXISTING 6"

BACKFLOW

PREVENTER

EXISTING 6"

WATERLINE

EXISTING 4" SS

LINE

26 FT

F T

114.6 FT

F F F

53 FT

F

7 FT

MAX

GENERATOR

4210-HP-1

4210-CU-1

4210-CU-2

4210-CU-3

DCS-1

4211-CU-3

4211-HP-1

4211-CU-1

4211-CU-2

4' - 4"

2'X3'X3' 3000 PSI CONCRETE

THRUST BLOCK

6"X8" TEE

3'

© Copyright This document, or any portion thereof, shall not be duplicated, disclosed, or used on any other project or extension of this project except by written agreement with Mead & Hunt, Inc. Mead & Hunt shall not be responsible for any unauthorized use of, or alteration to these documents.

SHEET CONTENTS

DO NOT SCALE DRAW INGS

M&H NO.:

DATE:

DESIGNED BY:

DRAW N BY:

CHECKED BY:

ISSUED

SHEET NO.:

1005 River Street Port Huron, MI 48060 phone: 810-956-9300 fax: 810-956-9281

ANG NO.: CYQL152003

11/19/21 B-3 SUBMITTAL

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UTILITY SITE PLAN

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November 19, 2021

JW

NOT FOR CONSTRUCTION

NEW 6" WET TAP

FOR FIRE WATER

SERVICE.

EXISTING FIRE HYDRANT TO REMAIN

EXISTING 6" WATER MAIN

PLAN

NORTH

TRUE

NORTH

1/16" = 1'-0"1

UTILITIES SITE PLAN

CONNECT TO FIRE RISER

PER FP DRAW INGS

8" X 6"

REDUCER

EXISTING FENCE LINE

NEW 6" DOUBLE DETECTOR BFP

ASSEMBLY IN INSULATED

ENCLOSURE.

8" PVC

REMOTE

FDC

NEW BOLLARD

(TYP 6)

SCALE: N.T.S.

2 BOLLARD DETAIL

NEW BOLLARD

(TYP 6)

SCALE: N.T.S.

3 FIRE DEPARTMENT CONNECTION DETAIL

SCALE: N.T.S.

4 RESTRAINED PIPE TABLE

FOUNDATION NOTES

F-1. FOOTING SUBGRADES SHALL BE CLEAN AND FREE OF DEBRIS, STANDING

WATER, AND LOOSE SOIL.

F-2. ALL COLUMN FOOTINGS ARE TO BE CENTERED UNDER COLUMN

CENTERLINES, UNLESS INDICATED OTHERWISE.

F-3. THE FOUNDATION CONTRACTOR SHALL FULLY REVIEW UNDER-GROUND

PLUMBING DRAWINGS AND SHALL COORDINATE WITH THE UNDER-GROUND

PLUMBING CONTRACTOR TO DEPRESS FOOTINGS AND PROVIDE PIPE

SLEEVES THROUGH FOUNDATION WALLS AS NECESSARY TO ACCOMMODATE

PLUMBING LINES OR TRAPS WHICH PENETRATE CONCRETE FOOTINGS OR

FOUNDATIONS.

F-4. PROVIDE PVC SLEEVES THROUGH FOUNDATION WALLS FOR PIPE,

CONDUIT, AND CABLE PENETRATIONS, INCLUDING ELECTRICAL GROUNDING

SYSTEM CABLES. SEE APPROPRIATE DRAWINGS FOR LOCATIONS/SIZES.

PLACE SLEEVES IN LOCATIONS TO AVOID DISPLACING REINFORCING STEEL.

F-5. COORDINATE WITH ARCHITECTURAL AND CIVIL DRAWINGS FOR

MISCELLANEOUS FOUNDATIONS NOT SHOWN ON STRUCTURAL DRAWINGS.

F-6. CONTROL JOINTS IN THE CAST-IN-PLACE CONCRETE FOUNDATION WALLS

SHALL BE PLACED AT SPACING NOT TO EXCEED 20' O.C. OR AS LOCATED PER

DRAWINGS AND SHOULD ALIGN WITH MASONRY CONTROL JOINTS WHERE

APPLICABLE. SEE DETAIL SHEETS FOR CONTROL JOINT DETAILS. PROVIDE

VERTICAL "V" GROOVE AT ALL CONSTRUCTION AND CONTROL JOINTS.

CONTRACTOR SHALL SUBMIT PLANS OF JOINT LOCATIONS FOR APPROVAL.

F-7. A LEAN CONCRETE MUD SLAB 2" TO 3" THICK SHALL BE USED IN THE FOOTING

EXCAVATION IF THE BOTTOM OF THE EXCAVATION TENDS TO BECOME

MUDDY AND SOFT DUE TO CONSTRUCTION ACTIVITY. LEAN CONCRETE

SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2000 PSI.

F-8. COORDINATE GROUNDING REQUIREMENTS FOR FOUNDATION/FOOTING

REINFORCING STEEL WITH ELECTRICAL DRAWINGS. COORDINATE

INSTALLATION OF GROUNDING WIRES/EQUIPMENT WITH ELECTRICAL

CONTRACTOR PRIOR TO CASTING CONCRETE. REFER TO NOTE CR-11 FOR

ADDITIONAL INFORMATION.

F-9. SEE TYPICAL SLAB-ON-GRADE DETAILS FOR SLAB AND SUB-BASE

REQUIREMENTS. THESE WILL BE TYPICAL THROUGHOUT UNLESS NOTED

OTHERWISE.

CONCRETE & REINFORCING STEEL NOTES

MATERIAL PROPERTIES (U.N.O.)

COMPRESSIVE STRENGTH - F'c = 4 KSI CONCRETE REINFORCEMENT - Fy = 60 KSI (A615 GR 60)

CR-1. PROVIDE HOT/COLD WEATHER PROCEDURES AND PROTECTION IN

ACCORDANCE WITH ACI RECOMMENDATIONS AND PROJECT

SPECIFICATIONS.

CR-2. ALL CONCRETE DESIGN AND CONSTRUCTION SHALL CONFORM WITH THE

LOCAL BUILDING CODE REQUIREMENTS AND THOSE OF THE FOLLOWING

STANDARDS (LATEST EDITION):

"ACI 318, BUILDING CODE REQUIREMENTS FOR REINFORCED CONC."

"ACI 315, DETAILS AND DETAILING OF CONCRETE REINFORCEMENT"

"ACI 301, SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BLDGS."

"ACI 307, RECOMMENDED PRACTICE FOR CONCRETE FORM WORK"

CR-3. REINFORCING SHALL BE DETAILED IN ACCORDANCE WITH ACI 315.

CR-4. ALL REINFORCEMENT BARS SHALL BE FABRICATED IN ACCORDANCE WITH

THE LATEST CRSI MANUAL OF STANDARD PRACTICE AND SHALL BE CLEAN

AND FREE OF GREASE AND SCALING RUST.

CR-5. SEE SECTION 033000 OF SPECIFICATIONS FOR INFORMATION REGARDING

CONCRETE MIX DESIGN, TESTING, MATERIALS, AND ADMIXTURES.

CR-6. CONCRETE REINFORCEMENT PROTECTION/CLEAR COVER, U.N.O.:

FOOTINGS:

BOTTOM & SIDES 3"

TOP 2"

WALLS:

EXTERIOR EXPOSURE 2"

INTERIOR EXPOSURE 1"

BEAMS/COLUMNS:

OVER TIES OR STIRRUPS 1 1/2"

CR-7. ALL BAR LAPS SHALL CONFORM TO ACI 318-14, PARAGRAPH 25.5.1, CLASS

"B" SPLICE CRITERIA. USE TOP BAR LAP LENGTHS FOR TOP BARS IN SLABS

AND BEAMS OVER 12" DEEP.

CR-8. LAP LENGTH SHALL BE SPECIFICALLY NOTED ON SHOP DRAWINGS WHERE

MORE THAN ONE BAR MAKES UP A CONTINUOUS STRING.

CR-9. HORIZONTAL BARS SHALL BE DETAILED TO SHOW THE DISTANCE FROM AT

LEAST ONE END OF THE BAR TO THE NEAREST BUILDING GRID LINE OR

WALL.

CR-10. CONTINUOUS TOP AND BOTTOM BARS, WHEN SHOWN IN TRANSVERSE

SECTION ONLY, SHALL BE LAPPED AS FOLLOWS:

TOP BARS NEAR MID-SPANS; BOTTOM BARS DIRECTLY OVER SUPPORTS,

U.N.O.

CR-11. PROVIDE ONE (1) HOOKED REINFORCING BAR IN CONCRETE FOOTING

TO SERVE AS A “CONCRETE ENCASED ELECTRODE” IN ACCORDANCE WITH

THE NATIONAL ELECTRIC CODE. COORDINATE WITH ELECTRICAL

CONTRACTOR FOR EXACT LOCATION. HOOKED REINFORCING BAR SHALL

CONFORM TO THE FOLLOWING:

A. UNCOATED, LOW-ALLOY STEEL, CONFORMING TO ASTM A706.

B. BAR SIZE NUMBER 4 HOOKED AT ONE END ONLY.

C. MINIMUM HORIZONTAL LENGTH OF REINFORCING BAR ENCASED IN

CONCRETE FOOTING SHALL BE 20’-0” AS DEFINED IN NEC, ARTICLE 250.

D. MINIMUM VERTICAL PROJECTION OF REINFORCING BAR ABOVE

CONCRETE SLAB SHALL BE 0’-6”.

E. MINIMUM COVER ALL AROUND REINFORCING BAR SHALL BE 2”.

CR-12. HOOK HORIZONTAL WALL AND BEAM REINFORCING BARS AT

DISCONTINUOUS ENDS, TYPICAL UNLESS INDICATED OTHERWISE. EXTEND

REINFORCEMENT TO FAR FACE OF PIERS/PEDESTALS AND/OR COLUMNS

UNLESS INDICATED OTHERWISE.

CR-13. WATER STOPS SHALL BE PROVIDED IN HORIZONTAL AND VERTICAL

CONSTRUCTION JOINTS WHERE FINISHED FLOOR IS BELOW EXTERIOR

GRADE UNLESS OMISSION IS APPROVED BY THE ENGINEER.

CR-14. PROVIDE ADDITIONAL #4 BARS AT 4'-0" LONG 1" BELOW TOP OF SLAB AT

45° TO ALL RE-ENTRANT CORNERS,OPENINGS IN CONCRETE SLABS AND

AS INDICATED ON DRAWINGS.

CR-15. REFER TO FLATWORK DRAWINGS AND/OR SPECIFICATIONS FOR

SLAB-ON-GRADE FINISH TYPES AND DEPRESSIONS REQUIRED FOR MATS,

TILE, AND OTHER FINISH MATERIALS.

CR-16. THICKEN THE SLAB-ON-GRADE BENEATH INTERIOR MASONRY PARTITIONS

8 INCHES BELOW BOTTOM OF SLAB ON GRADE. THICKENED PORTION TO

EXTEND 8 INCHES BEYOND THE FACE OF THE WALL ON EACH SIDE.

REINFORCE THE THICKENED PORTION WITH (3) #3CONTINUOUS,

LONGITUDINAL REINFORCING BARS AND #5 TRANSVERSE BARS AT 16" O.C.,

UNLESS INDICATED OTHERWISE.

CR-17. PITCH CONCRETE TO FLOOR DRAINS. COORDINATE WITH PLUMBING AND

ARCHITECTURAL DRAWINGS.

CR-18. PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS-ON-GRADE

AT 15 FOOT MAXIMUM CENTERS EACH DIRECTION, UNLESS INDICATED

OTHERWISE. CONTRACTOR SHALL SUBMIT PLANS OF JOINT LOCATIONS TO

THE ARCHITECT/ENGINEER FOR APPROVAL PRIOR TO CASTING SLABS-ON

GRADE. COORDINATE WITH ARCHITECTURAL DRAWINGS AND FLOOR

FINISHES SUCH AS TILE AND TERRAZZO.

CR-19. ALL DOWELS INTO EXISTING CONCRETE OR SOLID MASONRY TO BE EPOXY

ADHESIVE ANCHORS.

CR-20. ALUMINUM CONDUIT IS NOT PERMITTED TO BE EMBEDDED IN CONCRETE.

GENERAL NOTES

G-1. FIELD VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS PRIOR TO START

OF CONSTRUCTION - RESOLVE ANY DISCREPANCY WITH ARCHITECT/ENGINEER.

G-2. FOR CLARITY, ALL EXTERIOR SLABS AND SIDEWALKS MAY NOT BE SHOWN.

FOR EXACT DIMENSIONS, LOCATIONS, JOINTS AND SCORE LINES, SEE

ARCHITECTURAL AND/OR CIVIL DRAWINGS.

G-3. VERIFY ALL SIZES, WEIGHTS AND LOCATIONS OF MECHANICAL AND

ELECTRICAL EQUIPMENT, ROOF PENETRATIONS, DUCTS, ETC. WITH

MECHANICAL AND ELECTRICAL CONTRACTORS AND FIELD CONDITIONS.

G-4. DETAILS MARKED "TYPICAL" MAY OR MAY NOT BE CUT ON PLANS, BUT

SHALL APPLY UNLESS NOTED OTHERWISE.

G-5. STRUCTURAL SYSTEM IS DESIGNED TO WORK AS A COMPLETED SYSTEM,

ANY SHORING OR BRACING NECESSARY DURING CONSTRUCTION SHALL

BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR.

G-6. SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING PLANS

FOR SLEEVES, INSERTS, ETC. NOT SHOWN ON STRUCTURAL PLANS.

G-7. NO PIPES OR SLEEVES FOR MECHANICAL TRADES SHALL PASS THROUGH

STRUCTURAL MEMBERS WITHOUT APPROVAL OF THE STRUCTURAL

ENGINEER.

G-8. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL SITE SAFETY AND ALL

ACCIDENTS WHICH RESULT IN DEATH, PERSONAL INJURY, OR DAMAGE TO

PROPERTY ARISING OUT OF OR IN CONNECTION WITH THE PERFORMANCE

OF THE WORK.

G-9. CONTRACTOR SHALL POST LIVE LOADS PER SECTION 106.1 OF THE

GOVERNING CODE.

G-10. SECTIONS, DETAILS, AND NOTES SHOWN ON THE DRAWINGS ARE INTENDED

TO BE TYPICAL AND SHALL APPLY TO SIMILAR CONDITIONS ELSEWHERE,

UNLESS OTHERWISE SHOWN.

DO NOT SCALE DRAWINGS!!!!

EARTHWORK NOTES

EW-1. REFERENCE SECTION 312000 - EARTH MOVING FOR DEFINITION OF

MATERIALS AND COMPACTION REQUIREMENTS.

EW-2. REFERENCE SECTION 312000 - EARTH MOVING FOR REQUIREMENTS FOR

EXCAVATION AND CONTROL OF SURFACE WATER AND GROUND WATER.

EW-3. UNLESS NOTED OTHERWISE, THE CONTRACTOR SHALL RETAIN AN

INDEPENDENT, QUALIFIED GEOTECHNICAL ENGINEERING FIRM/TESTING

AGENCY TO IDENTIFY AREAS OF POOR SOILS, TO MONITOR PROPER

SUBGRADE PREPARATIONS AND TO OVERSEE AND TEST THE PLACEMENT

OF COMPACTED FILL MATERIAL.

EW-4. ALL SUBTERRANEAN STRUCTURES, UTILITIES, PIPING, ETC. IN THE AREA

OF EXCAVATIONS SHALL BE LOCATED AND MARKED BY CONTRACTOR

PRIOR TO EARTH REMOVAL WORK. CONTRACTOR SHALL MAINTAIN

MARKERS UNTIL EXCAVATION ACTIVITIES HAVE CEASED.

IF UNDERGROUND UTILITY CONFLICTS ARE DISCOVERED BEFORE OR

ENCOUNTERED DURING EXCAVATION, NOTIFY THE ARCHITECT/ENGINEER

IMMEDIATELY.

EW-5. BEFORE PLACING FOOTINGS, FOUNDATIONS OR SLAB-ON-GRADE, THE

SUB-GRADE SHALL BE PREPARED AND INSPECTED AS REQUIRED BY THE

SPECIFICATIONS.

EW-6. DO NOT BACKFILL OR FILL SOIL MATERIAL ON SURFACES THAT ARE

MUDDY, FROZEN, OR CONTAIN FROST AND/OR ICE.

EW-7. PLACE BACKFILL AND FILL SOIL MATERIALS EVENLY ON ALL SIDES OF

STRUCTURES TO REQUIRED ELEVATIONS AND UNIFORMLY ALONG

THE FULL LENGTH OF EACH STRUCTURE.

ABBREVIATIONS

B.O.

GENERAL SYMBOLS

KEYED NOTE

STRUCTURAL WALL TYPE

ELEVATION

DECK SPAN

STRUCTURAL SLAB TYPE

STRUCTURAL ELEVATION

DETAIL OR SECTION

LINTEL DESIGNATION

SLAB X

S-201 #

S-501

SW#

STRUCTURAL SYMBOLOGY

MASONRY (CMU) WALL

ON CONCRETE FOOTING

CONCRETE FOOTING

CONCRETE FOUNDATION WALL

ON CONCRETE FOOTING

TOP OF FOOTING ELEVATION

TOP OF WALL ELEVATION

FOOTING STEP

STRIP FOOTING DESIGNATION

DENOTES DEPRESSION FOR

WALL/DOOR OPENING (-8" U.N.O.)

INDICATES PIER MARK

INDICATES PIER

INDICATES COLUMN

INDICATES CONCRETE FOOTING

INDICATES SPREAD FOOTING MARK

INDICATES NEW GRID DESIGNATION

(HEXAGON SHAPE AT EXISTING GRID)

TOF

96'-0"

TOW

100'-0"

SF1

A

F1 P1

FOUNDATION PLAN

FRAMING PLAN

INDICATES BEAM FRAMING OVER HOLLOW

STRUCTURAL SECTION (HSS) COLUMN

INDICATES BEAM FRAMING

OVER WIDE FLANGE (WF) COLUMN

INDICATES BRACING CONNECTED TO BEAM

(BELOW FRAMING MEMBER)

INDICATES BEAM FRAMING

INTO SIDE OF COLUMN

INDICATES MOMENT CONNECTION

W x

(0

[1 k

(0 .7

INDICATES REQUIRED UPWARD CAMBER

IN BEAM (INCHES)

INDICATES BEAM SIZE

INDICATES TOP OF STEEL ELEVATION

INDICATES NUMBER OF 3/4" x 5" SHEAR STUDS

FULLY WELDED TO TOP OF BEAM PER 1/2-SPAN

INDICATES CONNECTION DESIGNED BY FABRICATOR

TO DELIVER 46k VERTICAL LOAD TO CENTERLINE

OF COLUMN OR CONNECTION MEMBER

INDICATES TYPICAL BEAM SHEAR SPLICE

INDICATES BEAM FRAMING INTO SIDE OF BEAM

INDICATES BEAM FRAMING OVER BEAM

MASONRY NOTES

MATERIAL PROPERTIES (U.N.O.)

COMPRESSIVE STRENGTH - F'm = 2000 PSI

- F'cu = 2000 PSI MASONRY REINFORCEMENT - Fy = 60 KSI (A615 GR 60)

MORTAR - TYPE S (ASTM C270)

GROUT @ 28-DAYS - 2500 PSI (ASTM C476)

M-1. PROVIDE HOT AND COLD WEATHER PROCEDURES AND TEMPORARY

MOISTURE PROTECTION IN ACCORDANCE WITH ACI RECOMMENDATIONS AND

PROJECT SPECIFICATIONS.

M-2. MASONRY SHALL BE PLACED IN ONE-HALF RUNNING BOND U.N.O.

M-3. HOLLOW MASONRY UNITS SHALL BE LAID WITH FULL HEAD JOINTS AND FULL

BED JOINTS OF THE FACE SHELLS AND UNDER WEBS WHERE THE ADJACENT

CELLS ARE TO BE FILLED WITH GROUT AND AT THE BOTTOM COURSE.

M-4. WHERE MASONRY IS APPLIED ADJACENT TO STEEL MEMBERS (BEAMS AND

COLUMNS) PROVIDE ANCHORING DEVICES PER SPECIFICATIONS.

M-5. REFER TO ARCHITECTURAL PLANS AND DOOR/FRAME SCHEDULES FOR

LINTEL ROUGH OPENING LOCATIONS, SIZES, AND ELEVATIONS.

M-6. ALL MASONRY WALLS ARE TO HAVE 9 GAUGE HORIZONTAL JOINT

REINFORCEMENT WHICH DOES NOT EXCEED 16 INCHES ON CENTER

VERTICALLY.

M-7. ALL LAPS SHALL BE 48 BAR DIAMETERS UNLESS INDICATED OTHERWISE.

M-8. GROUT SOLID ALL JAMBS IN ALL MASONRY WALLS FULL HEIGHT TO

UNDERSIDE OF LINTEL. EXTEND GROUTED JAMB FROM FACE OF MASONRY

OPENING AT LEAST 24" (A MINIMUM OF 3 CELLS). AT OTHER BEAM BEARING

LOCATIONS, GROUT SOLID A MINIMUM 24"x24" AREA BENEATH THE BEARING

PLATE, UNLESS INDICATED OTHERWISE.

M-9. PROVIDE CORNER SPLICE BARS FOR ALL BOND BEAMS OCCURRING AT

CORNERS OR WALL INTERSECTIONS. SPLICE BAR TO BE THE SAME SIZE AS

BARS IN THE BOND BEAM.

M10. ALL NON-STRUCTURAL MASONRY WALLS SHALL BE REINFORCED WITH A

MINIMUM #5 VERTICAL BARS AT 48" O.C. WITH THAT CORE GROUTED AND

HORIZONTAL JOINT REINFORCEMENT AT 16" O.C. THE BOTTOM TWO

COURSES SHALL BE GROUTED SOLID. PROVIDE A CONTINUOUS BOND BEAM

AT TOP OF WALL WITH (2) #5 BARS CONTINUOUS, GROUT BOND BEAM SOLID.

PROVIDE #5 DOWEL AT 48" O.C., INTO FOOTINGS.

M-11. USE SLEEVE ANCHORS IN NON-STRUCTURAL MASONRY WALL PARTITIONS,

UNLESS INDICATED OTHERWISE.

M-12. REFER TO STRUCTURAL AND/OR ARCHITECTURAL DRAWINGS FOR CONTROL

JOINT LOCATIONS. WHERE MASONRY CONTROL JOINT LOCATIONS ARE NOT

INDICATED, PROVIDE THEM AT 25' MAXIMUM CENTERS; SUBMIT MASONRY

CONTROL JOINT LAYOUT TO THE ENGINEER FOR APPROVAL.

M-13. PROVIDE HORIZONTAL BOND BEAMS (DIAPHRAGM CHORDS) WITH (2) #5 BARS

CONTINUOUS, BENEATH FLOOR/ROOF MEMBER BEARING ELEVATIONS AND AT

DECK EDGE.

M-14. PROVIDE 10 GAGE BENT SLIP JOINT PLATES 4" x 4" x 1'-0" LONG AT 3'-0" O.C.

EACH SIDE OF THE TOP OF ALL NON- STRUCTURAL MASONRY WALLS.

ATTACH TO UNDERSIDE OF METAL ROOF DECK OR STRUCTURAL STEEL WITH

3 (MIN.) SELF-DRILLING, SELF-THREADING SCREWS (#12) AS REQUIRED BY

THICKNESS OF BASE METAL. ATTACH TO UNDERSIDE OF CONCRETE DECK

WITH 3 (MIN.) SELF-TAPPING CONCRETE SCREWS 3/16" DIA. SEE

ARCHITECTURAL DRAWINGS FOR NON-STRUCTURAL MASONRY WALL

LOCATIONS. MAINTAIN 1" (MIN.) GAP BETWEEN TOP OF MASONRY WALL AND

BOTTOM OF STRUCTURE. DO NOT ATTACH PLATES TO MASONRY WALL,

UNLESS INDICATED OTHERWISE.

L#

FOUNDATION WALL DESIGNATIONFW08

INDICATES KNEE BRACING CONNECTED TO BEAM

(BELOW FRAMING MEMBER)

INDICATES COLLECTOR CONNECTION

STRUCTURAL DESIGN CRITERIA

1. GOVERNING CODE: UFC 1-200-01 WITH CHANGE 1, DATED 10-01-2020 (IBC 2018)

2. RISK CATEGORY: II

3. FLOOR LIVE LOAD (1603.1.1) 100 PSF

4. ROOF LIVE LOAD (1603.1.2)

MINIMUM ROOF LIVE LOAD: 20 PSF

5. ROOF SNOW LOAD (1603.1.3)

GROUND SNOW LOAD: PG = 0 PSF

FLAT-ROOF SNOW LOAD: PF = NA

SNOW EXPOSURE FACTOR: CE = NA

SNOW LOAD IMPORTANCE FACTOR: IS = NA

THERMAL FACTOR: CT = NA

6. WIND DESIGN DATA (1603.1.4)

ULTIMATE WIND SPEED (3-SECOND GUST): VULT = 123 MPH

NOMINAL WIND SPEED (3-SECOND GUST) VASD = 96 MPH

WIND EXPOSURE: C

INTERNAL PRESSURE COEFFICIENT: GCPI = +/- 0.18

7. EARTHQUAKE DESIGN DATA (1603.1.5)

IMPORTANCE FACTOR: IE = 1.0

MAPPED, MCE, 5% DAMPED, SPECTRAL ACCELERATIONS:

AT SHORT PERIODS: SS = 0.087 G

AT A PERIOD OF 1 SECOND: S1 = 0.049 G

SITE CLASS: D (ASSUMED)

DESIGN EARTHQUAKE SPECTRAL ACCELERATIONS

AT SHORT PERIODS: SDS = 0.093 G

AT A PERIOD OF 1 SECOND: SD1 = 0.078 G

SEISMIC DESIGN CATEGORY: SDC = B

BASIC SEISMIC-FORCE-RESISTING-SYSTEM: SFRS = A.9 ORDINARY REINFORCED

MASONRY SHEAR WALLS.

(TABLE 12.2-1)

DESIGN BASE SHEAR: VS = 34.3 KIPS (B4210)

= 46.4 KIPS (B4211)

SEISMIC RESPONSE COEFFICIENTS: CS = 0.047

RESPONSE MODIFICATION FACTOR: R = 2

ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE

8. GEOTECHNICAL DESIGN DATA (1603.1.6)

NET ALLOWABLE SOIL BEARING PRESSURE 2500 PSF PER ORIGINAL DESIGN

DOCUMENTS DATED 09/16/1991

9. FLOOD DESIGN DATA (1603.1.7)

BUILDING IS NOT LOCATED IN FLOOD HAZARD AREA; THEREFORE FLOOD

DESIGN DATA IS NOT REQUIRED

10. SPECIAL LOADS (1603.1.8)

COLD FORMED METAL TRUSS TYPICAL DEAD LOAD (U.N.O.)

TOP CHORD: 10 PSF + 5 PSF COLLATERAL

BOTTOM CHORD: 5 PSF COLLATERAL

SEE SHEET S-152A ROOF FRAMING PLAN GENERAL NOTE #5 FOR ADDITIONAL

BOTTOM CHORD LOADING REQUIREMENTS.

11. PHOTOVOLTAIC PANEL SYSTEM LOADS (1603.1.8.1)

PANEL SYSTEM: N/A

SUPPORT SYSTEM: N/A

12. ROOF RAIN LOAD DATA (1603.1.9)

RAIN INTENSITY: i = 4.5 IN/HR

13. STRUCTURAL OBSERVATIONS FOR SEISMIC AND/OR WIND RESISTANCE

STRUCTURAL OBSERVATIONS FOR WIND AND SEISMIC RESISTANCE ARE NOT

REQUIRED.

© Copyright This document, or any portion thereof, shall not be duplicated, disclosed, or used on any other project or extension of this project except by written agreement with Mead & Hunt, Inc. Mead & Hunt shall not be responsible for any unauthorized use of, or alteration to these documents.

SHEET CONTENTS

DO NOT SCALE DRAWINGS

M&H NO.:

DATE:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

ISSUED

SHEET NO.:

1005 River Street Port Huron, MI 48060 phone: 810-956-9300 fax: 810-956-9281

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November 19, 2021

DRM

B.O. = BOTTOM OF ________

BP# = BASE PLATE TYPE

BRG = BEARING

C TO C = CENTER TO CENTER

CCJ = CONSTRUCTION CONTROL JOINT

CJ = CONTROL JOINT

CLSM = CONTROLLED LOW STRENGTH MATERIAL ("FLOWABLE FILL")

CONT = CONTINUOUS

DBLT = DOUBLE-TEE

DIA = DIAMETER

DTB = DOUBLE-TEE BEARING

EF = EACH FACE

EL = ELEVATION

EW = EACH WAY

F# = SPREAD FOOTING TYPE

FDTN = FOUNDATION

FV = FIELD VERIFY

GALV = GALVANIZED

HPC = HIGH PERFORMANCE COATING

JB = JOIST BEARING

LLH = LONG LEG HORIZONTAL

LLV = LONG LEG VERTICAL

NIC = NOT IN CONTRACT

NTS = NOT TO SCALE

OC = ON CENTER

P# = PIER TYPE

PCB = PRECAST BEARING (ELEVATION)

PRCST = PRECAST

Rxn = REACTION

SF# = STRIP FOOTING TYPE

SIM = SIMILAR

SST = STAINLESS STEEL

STL = STEEL

T.O. = TOP OF ________

TBD = TO BE DETERMINED

TOC = TOP OF COLUMN

TOF = TOP OF FOOTING

TOL = TOP OF LEDGE

TOP = TOP OF PIER

TOS = TOP OF STEEL

TOW = TOP OF WALL

TPC = TOP OF PRECAST

TSL = TOP OF SLAB

TYP = TYPICAL

UNO = UNLESS NOTED OTHERWISE

WWF = WELDED WIRE FABRIC/REINFORCEMENT

STRUCTURAL STEEL NOTES

MATERIAL PROPERTIES (U.N.O.)

W-SHAPES - Fy = 50 KSI (A992 OR A572 Gr 50) C-SHAPES & ANGLES - Fy = 36 KSI (A36) PLATES & BARS - Fy = 36 KSI (A36) RECTANGULAR HSS - Fy = 46 KSI (A500 Gr B) ROUND HSS - Fy = 42 KSI (A500 Gr B) PIPE - Fy = 35 KSI (A53 Gr B) RODS - Fy = 36 KSI (A36)

S-1. STEEL BEAMS WITH RESIDUAL CAMBER RESULTING FROM MILL FABRICATION

OR ROLLING SHALL BE SHOP FABRICATED AND ERECTED SUCH THAT THIS

RESIDUAL CAMBER COUNTERACTS GRAVITY LOAD DEFLECTION.

S-2. ALL BOLTED CONNECTIONS SHALL UTILIZE 3/4 INCH DIAMETER A325

BOLTS TIGHTENED TO THE SNUG-TIGHT CONDITION. THE SNUG-TIGHT

CONDITION IS DEFINED BY THE RCSC'S "SPECIFICATION FOR STRUCTURAL

JOINTS USING ASTM A325 OR A490 BOLTS", UNLESS INDICATED OTHERWISE.

S-3. STEEL CONNECTIONS NOT DETAILED ON THE PLANS ARE TO BE THE

FABRICATOR'S STANDARD AND ARE TO BE SELECTED AND DESIGNED IN

ACCORDANCE WITH AISC ASD SPECIFICATIONS, TYPE 2 FRAMING

CONNECTIONS, FOR THE REACTIONS INDICATED.

MINIMUM NO. BOLTS PER CONNECTION

n = 2 FOR MEMBERS 10 INCHES DEEP OR LESS n = 3 FOR MEMBERS 12 TO 15 INCHES DEEP n = 4 FOR MEMBERS 16 INCHES DEEP n = 5 FOR MEMBERS 18 INCHES DEEP n = 6 FOR MEMBERS 21 INCHES DEEP n = 7 FOR MEMBERS 24 TO 27 INCHES DEEP n = 8 FOR MEMBERS 30 INCHES DEEP n = 9 FOR MEMBERS 33 INCHES DEEP n = 10 FOR MEMBERS 36 INCHES DEEP

S-4. THE MINIMUM CONNECTION PLATE/ANGLE THICKNESS SHALL BE 5/16", THE

MINIMUM WELD 1/4", AND THE MINIMUM DESIGN LOAD ON ANY CONNECTION

10 KIPS, UNLESS INDICATED OTHERWISE.

S-5. ALL ANCHOR BOLTS ARE TO BE 3/4" INCH DIAMETER F1554 Gr. 36 THREADED

RODS UNLESS INDICATED OTHERWISE. (2)-1/2 INCH DIAMETER ANCHOR BOLTS

SHALL BE PROVIDED AT ALL BEAM AND LINTEL BEARINGS ON CONCRETE

OR MASONRY, UNLESS INDICATED OTHERWISE.

S-6. POST INSTALLED ANCHORS ARE TO BE ADHESIVE ANCHORS. INSTALL

ANCHORS WITH EMBEDMENT DEPTHS INDICATED, UNLESS INDICATED

OTHERWISE.

S-7. STUD ANCHORS ARE TO BE NELSON STUDS OR EQUAL (ASTM A108).

S-8. BEAM AND LINTEL PLATES SHALL BE FULLY GROUTED WITH A MINIMUM

1/2" NON-SHRINK GROUT.

S-9. ALL WELDING OF NEW STEEL IS TO BE WITH E70XX ELECTRODES, U.N.O.

WELDING SHALL BE IN ACCORDANCE WITH THE LATEST AWS SPECIFICATIONS

BY CERTIFIED WELDERS.

S-10. WHEN FIELD WELDING TO EXISTING STEEL, ADJUST WELDING PROCEDURES

AS REQUIRED TO BE COMPATIBLE WITH THE NEW AND EXISTING STEEL.

S-11. THE CONTRACTOR SHALL FURNISH AND INSTALL MISCELLANEOUS STEEL

(CURBS, HANGERS, BRACING, ETC.) AS INDICATED AND AS NECESSARY

PER ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS.

S-12. ALL EXTERIOR STEEL SUCH AS, MASONRY SHELF ANGLES, ANCHOR BOLTS,

LINTEL BEAMS, AND LINTEL PLATES SHALL BE HOT DIPPED GALVANIZED

ACCORDING TO ASTM A123.

METAL DECK

MATERIAL PROPERTIES (U.N.O)

ROOF DECK: GALVANIZED, Fy = 50 KSI

MD-1.SEE PLAN FOR DEPTH AND GAUGE.

MD-2.METAL DECKING SHALL BE CONTINUOUS OVER 3 SPANS AND HAVE JOINTS

OVER SUPPORTING MEMBERS, UNLESS INDICATED OTHERWISE.

MD-3.BUTTON PUNCHING ROOF DECK IS NOT PERMITTED. REFERENCE

DRAWINGS FOR ROOF DECK ATTACHMENT REQUIREMENTS. STRUCTURAL

DIAPHRAGM ACTION IS PROVIDED BY THE ROOF DECK AND ITS ATTACHMENT.

MD-4.ALL MISCELLANEOUS OPENINGS IN METAL ROOF DECK ARE TO BE FRAMED

BY L5x3x3/8 ANGLES. LONG LEG OF ANGLES SHALL BE VERTICAL. ANGLES

SHALL BE WELDED TO THE TOP CHORD/FLANGE OF ROOF FRAMING AND

EACH OTHER, UNLESS INDICATED OTHERWISE.

MD-5.CONTRACTOR IS RESPONSIBLE FOR PROVIDING COLUMN CLOSURES AND ALL

OTHER RELATED ACCESSORIES REQUIRED FOR A COMPLETE DECK

INSTALLATION AT ROOFS AND FLOORS.

SHOP DRAWINGS

SD-1. SHOP DRAWINGS SHALL BE SUBMITTED FOR STRUCTURAL ITEMS AS

REQUIRED BY THE SPECIFICATIONS. CONSTRUCTION DOCUMENTS SHALL

NOT BE REPRODUCED FOR USE AS SHOP DRAWINGS.

SD-2. THE GENERAL CONTRACTOR SHALL REVIEW ALL SHOP DRAWINGS AND

PRODUCT DATA FOR CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS

PRIOR TO SUBMITTAL. REVIEWED SUBMITTALS SHALL BE STAMPED BY THE

CONTRACTOR. ANY SHOP DRAWING OR PRODUCT DATA NOT REVIEWED AND

STAMPED BY THE GENERAL CONTRACTOR WILL BE REJECTED. GENERAL

CONTRACTOR SHALL CLOUD OR FLAG ALL ITEMS NOT IN ACCORDANCE WITH

THE CONTRACT DOCUMENTS AND SHALL VERIFY ALL DIMENSIONS.

SD-3. ANY CHANGES, SUBSTITUTIONS OR DEVIATIONS FROM THE ORIGINAL

CONTRACT DRAWINGS SHALL BE CLOUDED BY THE MANUFACTURER OR

FABRICATOR. ANY CHANGES, SUBSTITUTIONS, OR DEVIATIONS WHICH ARE

CLOUDED OR FLAGGED BY SUBMITTING PARTIES SHALL NOT BE CONSIDERED

APPROVED AFTER THE ENGINEER'S REVIEW, UNLESS SPECIFICALLY NOTED

ACCORDINGLY BY THE ENGINEER.

SD-4. THE APPROVED SHOP DRAWINGS DO NOT REPLACE THE ORIGINAL

CONTRACT DRAWINGS. ITEMS OMITTED OR SHOWN INCORRECTLY ARE NOT

TO BE CONSIDERED CHANGES TO THE ORIGINAL CONTRACT DRAWINGS. IT IS

THE CONTRACTOR'S RESPONSIBILITY TO ENSURE THAT ITEMS OMITTED OR

SHOWN INCORRECTLY ARE CONSTRUCTED IN ACCORDANCE WITH THE

CONTRACT DRAWINGS.

SD-5. SHOP DRAWING REVIEW IS INTENDED ONLY FOR GENERAL CONFORMANCE

TO THE DESIGN CONCEPT AND CONSTRUCTION DOCUMENTS.

SD-6. SHOP DRAWINGS WILL BE RETURNED FOR RESUBMITTAL IF MAJOR ERRORS

ARE FOUND DURING REVIEW.

SD-7. ALLOW A MINIMUM OF (10) WORKING DAYS FOR REVIEW OF SHOP DRAWINGS

BY THE STRUCTURAL ENGINEER.

COLD FORMED STEEL FRAMING NOTES

CF-1. COLD FORMED STEEL WORK SHALL CONFORM TO THE 2015 OR LATER

ADDITION AS REFERENCED BY THE 2018 IBC (INCLUDING ALL APPLICABLE

SUPPLEMENTS AND STANDARDS) OF AISI'S "NORTH AMERICAN SPECIFICATION

OF FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS"

CF-2. REFER TO SPECIFICATIONS FOR COLD FORMED METAL FRAMING MATERIAL

PROPERTIES AND OTHER GENERAL REQUIREMENTS. COLD FORMED STEEL

SHALL BE GALVANIZED G-60 U.N.O.

CF-3. STUD, TRACK, AND OTHER APPLICABLE ROLLED SHAPES SHALL CONFORM

TO THE NOMENCLATURE AND DIMENSIONS SET FORTH BY THE STEEL STUD

MANUFACTURER'S ASSOCIATION (SSMA). REFER TO SSMA'S "PRODUCT

TECHNICAL INFORMATION" CATALOG AND ICC ER 4943P FOR MINIMUM

SECTION PROPERTIES AND DIMENSIONS.

CF-4. SCREWS FOR ATTACHING COLD FORMED STEEL TO COLD FORMED STEEL

SHALL BE CORROSION RESISTANT, SELF DRILLING, SELF TAPPING, #8 OR

#10 AS INDICATED, PAN OR HEX HEAD, WITH LENGTH, POINT STYLE AND

INSTALLATION METHOD IN ACCORDANCE WITH MANUFACTURERS

INSTRUCTIONS. PROVIDE 3/4" MINIMUM SPACING BETWEEN SCREWS AND

3/4" MINIMUM EDGE DISTANCE U.N.O.

CF-5. ALL CONNECTIONS SHALL HAVE AT LEAST (2) #8 SCREWS U.N.O.

CF-6. FASTENERS FROM COLD FORMED STEEL TO STRUCTURAL STEEL OR

CONCRETE SHALL BE 0.157" DIAMETER POWDER DRIVEN FASTENERS "SHOT

PINS" UNLESS OTHERWISE NOTED. PROVIDE 1" MINIMUM EMBEDMENT INTO

CONCRETE WITH WASHERS PER MANUFACTURER, U.N.O. SIZE LENGTH OF

SHOT PINS AS REQUIRED BY MANUFACTURER'S ICC ES REPORT FOR

ATTACHMENT TO STRUCTURAL STEEL. MANUFACTURER'S EDGE DISTANCE

AND SPACING REQUIREMENTS SHALL BE MET AND VERIFIED BY THE

CONTRACTOR IN THE FIELD.

CF-7. WALL TRACKS AND ACCESSORIES SHALL BE THE SAME GAUGE AND WIDTH

AS THE STUDS, U.N.O.

CF-8. PROVIDE SUFFICIENT STUDS AND BLOCKING/BACKING AT ALL GRAB BARS

AND WALL HUNG EQUIPMENT, MONITORS, CABINETS, TOILET ACCESSORIES,

ETC.

DELEGATED DESIGN SUBMITTALS

DOCUMENTS FOR DELEGATED DESIGN SUBMITTAL ITEMS SHALL BE REVIEWED BY

THE ENGINEER OF RECORD IN RESPONSIBLE CHARGE WHO SHALL FORWARD

THEM TO THE BUILDING OFFICIAL WITH A NOTATION INDICATING THAT THEY HAVE

BEEN REVIEWED AND ARE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE

BUILDING.

DS-1. ANCHORAGE AND BRACING REQUIREMENTS FOR MECHANICAL, HVAC,

PLUMBING, PROCESS AND ELECTRICAL EQUIPMENT INCLUDING FLOOR

AND ROOF SUPPORTED EQUIPMENT.

DS-2. COLD FORMED STEEL FRAMING - SPECIFICATION SECTION 054000

COLD FORMED TRUSS FRAMING

CT-1. PROVIDE BLOCKING BETWEEN TRUSSES LOCATED OVER MASONRY

SHEAR WALLS TO RESIST THE LOADS SHOWN ON ROOF FRAMING PLANS

AND S-001, DESIGN OF STRAP BLOCKING PER TRUSS MANUFACTURER,

REFER TO ROOF FRAMING DETAILS FOR CHORD / COLLECTOR REQUIRED

OVER ALL EXTERIOR WALLS.

CT-2. ALL COLD FORMED STEEL TRUSS AND FRAMING SHALL BE DESIGNED BY THE

MANUFACTURER. SEE MANUFACTURER'S CALCULATIONS FOR

INFORMATION NOT INCLUDED IN THESE DRAWINGS.

CT-3. TRUSS MANUFACTURER TO VERIFY ALL DIMENSIONS FROM FLOOR

PLANS AND FIELD VERIFY ALL DIMENSIONS PRIOR TO FABRICATION

OF TRUSSES.

CT-4. TRUSS MANUFACTURER SHALL PROVIDE A COMPLETE SYSTEM,

INCLUDING ALL MISCELLANEOUS ITEMS REQUIRED TO COMPLETE

THE SYSTEM. THIS INCLUDES PROVIDING DOUBLE, TRIPLE, OR

GREATER NUMBER OF COMBINED TRUSSES AS REQUIRED TO

SUPPORT ALL REQUIRED LOADING.

CT-5. TRUSS MANUFACTURER TO PROVIDE ALL TEMPORARY AND PERMANENT

BRIDGING, BRACING, SPECIAL TRUSS CLIPS, ALL TRUSS TO BEARING

CONNECTIONS, AND ALL TRUSS TO TRUSS/GIRDER CONNECTIONS.

CT-6. PERMANENT BRACING AND TEMPORARY INSTALLATION RESTRAINT/BRACING

ARE TO BE DESIGNED BY TRUSS MANUFACTURER.

CT-7. DIAPHRAGM DESIGN AND DECK UPLIFT CALCULATIONS HAVE ASSUMED 20

GAUGE GRADE 33 TOP CHORDS.

© Copyright This document, or any portion thereof, shall not be duplicated, disclosed, or used on any other project or extension of this project except by written agreement with Mead & Hunt, Inc. Mead & Hunt shall not be responsible for any unauthorized use of, or alteration to these documents.

SHEET CONTENTS

DO NOT SCALE DRAWINGS

M&H NO.:

DATE:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

ISSUED

SHEET NO.:

1005 River Street Port Huron, MI 48060 phone: 810-956-9300 fax: 810-956-9281

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STRUCTURAL NOTES

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DRM

STATEMENT OF

SPECIAL INSPECTION AND TESTING

TI-1. THE CONTRACTOR SHALL RETAIN THE SERVICES OF ONE OF MORE

APPROVED AGENCIES TO PROVIDE SPECIAL INSPECTIONS AND TESTS DURING

CONSTRUCTION ON THE TYPES OF WORK SPECIFIED IN SECTION 1705 AND

IDENTIFY THE APPROVED AGENCIES TO THE AHJ. THESE SPECIAL

INSPECTIONS AND TESTS ARE IN ADDITION TO THE INSPECTIONS BY THE

CONTRACTOR THAT ARE IDENTIFIED IN SECTION 110.

TI-2. THE SIA SHALL BE INDEPENDENT FROM THE CONTRACTOR RESPONSIBLE

FOR THE WORK BEING INSPECTED. SPECIAL INSPECTION AND TESTING

SHALL BE DONE BY APPROVED, QUALIFIED PERSONNEL SATISFACTORY

TO THE AUTHORITY HAVING JURISDICTION.

TI-3. REFER TO PROJECT SPECIFICATIONS FOR COST RESPONSIBILITY OF SPECIAL

INSPECTION AND TESTING.

TI-4. SPECIAL INSPECTION AND TESTING DOES NOT REPLACE CODE-REQUIRED

INSPECTIONS OR STRUCTURAL OBSERVATIONS.

TI-5. CONTRACTOR’S RESPONSIBILITY:

A. IT IS THE CONTRACTOR'S RESPONSIBILITY TO INSPECT ALL STRUCTURAL

WORK FOR CONFORMANCE WITH THE CONTRACT DOCUMENTS.

ANY INSPECTION PROVIDED BY OTHERS DOES NOT RELIEVE THE

CONTRACTOR OF THIS RESPONSIBILITY. ANY DEVIATIONS FROM THE

CONTRACT DOCUMENTS THAT ARE FOUND AT A LATER DATE AND ARE

DECLARED TO BE SIGNIFICANT BY THE STRUCTURAL ENGINEER SHALL

BE CORRECTED BY THE CONTRACTOR WITHOUT COST OR ANY DELAY

TO THE PROJECT SCHEDULE.

B. THE CONTRACTOR SHALL PROVIDE THE SIA ACCESS TO ALL PLACES

WHERE THE WORK IS BEING PERFORMED. A MINIMUM OF 24 HOURS

NOTIFICATION SHALL BE GIVEN TO THE SIA AND DESIGN PROFESSIONAL

PRIOR TO THE COMMENCEMENT OF WORK REQUIRING TESTING OR

INSPECTION. THE WORK FOR WHICH SPECIAL INSPECTION IS REQUIRED

SHALL REMAIN ACCESSIBLE AND EXPOSED FOR SPECIAL INSPECTION

PURPOSES UNTIL COMPLETION OF THE REQUIRED SPECIAL INSPECTIONS.

C. TEMPORARY CONSTRUCTION AND SITE SAFETY ARE THE RESPONSIBILITY

OF THE CONTRACTOR. THE SIA IS NOT INSPECTING FOR O.S.H.A.

COMPLIANCE OR REQUIRED TO INSPECT TEMPORARY CONSTRUCTION,

SUCH AS TEMPORARY BRACING OR SHORING.

D. EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A

MAIN WIND OR SEISMIC FORCE RESISTING SYSTEM OR COMPONENT

LISTED IN THE STATEMENT OF SPECIAL INSPECTIONS SHALL SUBMIT A

WRITTEN STATEMENT OF RESPONSIBILITY TO THE AUTHORITY HAVING

JURISDICTION (BUILDING OFFICIAL) AND THE OWNER PRIOR TO THE

COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT. THE

CONTRACTOR’S STATEMENT OF RESPONSIBILITY SHALL CONTAIN

ACKNOWLEDGEMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS

CONTAINED IN THE STATEMENT OF SPECIAL INSPECTION.

E. STRUCTURAL STEEL: THE CONTRACTOR AND SUBCONTRACTOR(S)

RESPONSIBLE FOR ERECTION AND FABRICATION SHALL BE RESPONSIBLE

FOR QUALITY CONTROL INSPECTORS (QCI) IN ACCORDANCE WITH AISC

360 AND AISC 341. REFER TO STRUCTURAL STEEL TESTING AND

INSPECTION NOTES.

TI-6. THE SIA IS NOT AUTHORIZED TO DIRECT OR APPROVE ANY CHANGES FROM

THE CONTRACT DOCUMENTS. IF THE CONTRACTOR WISHES TO QUESTION

THE

SIA'S INTERPRETATION OF THE CONTRACT DOCUMENTS, HE MAY DO SO WITH

THE OWNER ASSISTED BY THE DESIGN PROFESSIONAL.

TI-7. THE SIA IS NOT AUTHORIZED TO STOP OR DELAY THE WORK. IF THE

CONTRACTOR ELECTS TO CONTINUE WITH A CERTAIN PORTION OF WORK

AFTER BEING NOTIFIED BY THE SIA THAT SUCH WORK IS NOT IN ACCORDANCE

WITH THE CONSTRUCTION DOCUMENTS, THE CONTRACTOR DOES SO AT

THEIR OWN RISK AND MAY BE REQUIRED TO CORRECT THE WORK AT A

LATER DATE.

TI-8. THESE NOTES AND THE PROJECT SPECIFICATIONS TYPICALLY INDICATE THE

FREQUENCY OF TESTING AND SPECIAL INSPECTIONS. WHERE THE

FREQUENCY IS NOT INDICATED, THE SIA SHALL SUBMIT A PROPOSAL OF

SPECIAL INSPECTION AND TESTING INTERVALS TO THE OWNER.

TI-9. THE SIA SHALL ISSUE ONGOING REPORTS OF INSPECTIONS AND TESTS TO

THE CONTRACTOR AND DESIGN PROFESSIONAL.

TI-10. THE SIA SHALL KEEP REPORTS OF EACH INSPECTION AND TESTING ACTIVITY.

REPORTS SHALL INDICATE WHETHER THE WORK WAS IN COMPLIANCE WITH

THE APPROVED CONSTRUCTION DOCUMENTS. DEFICIENCIES SHALL BE

BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR

CORRECTION. IF THEY ARE NOT CORRECTED, THE DISCREPANCIES SHALL

BE BROUGHT TO THE ATTENTION OF THE AUTHORITY HAVING JURISDICTION

(BUILDING OFFICIAL) AND DESIGN PROFESSIONAL PRIOR TO THE COMPLETION

OF THAT PHASE OF THE WORK.

TI-11. THE SIA SHALL PREPARE AND SUBMIT A FINAL REPORT DOCUMENTING

REQUIRED SPECIAL INSPECTIONS AND CORRECTION OF ANY DISCREPANCIES

NOTED IN THE INSPECTIONS SHALL BE SUBMITTED AT A POINT IN TIME

AGREED UPON PRIOR TO THE START OF WORK BY THE APPLICANT AND THE

BUILDING OFFICIAL.

TI-12. FABRICATOR SPECIAL INSPECTIONS: UNLESS OTHERWISE APPROVED,

SPECIAL INSPECTIONS SHALL BE PERFORMED FOR WORK AT FABRICATION

SHOPS. SPECIAL INSPECTIONS AT THE FABRICATION SHOP BY THE SIA COULD

BE WAIVED BY THE OWNER IF THE FABRICATION SHOP IS REGISTERED AND

APPROVED TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION IN

ACCORDANCE WITH CODE (1704.2.5.2). APPROVAL SHALL BE EVALUATED

BY THE SIA AND ESTABLISHED WITH THE OWNER PRIOR TO FABRICATION.

THE FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE

OWNER AND BUILDING OFFICIAL IN ACCORDANCE WITH CODE (1704.5.2)

STATING THAT THE WORK WAS PERFORMED IN ACCORDANCE WITH THE

APPROVED CONSTRUCTION DOCUMENTS. THE OWNER AND SIA RESERVE

THE RIGHT TO INSPECT THE WORK AT THE FABRICATION SHOP REGARDLESS

OF FABRICATOR QUALIFICATIONS / CERTIFICATIONS.

TI-13. STRUCTURAL SPECIAL INSPECTION AND TESTING BY THE SIA SHALL INCLUDE

SCOPE LISTED IN TABLE 1. WHERE PROJECT GEOTECHNICAL ENGINEER IS

INDICATED, THE ENGINEER RESPONSIBLE FOR THE SOILS REPORT RELIED

ON FOR DESIGN, OR HIS DESIGNEE, SHALL PERFORM THE INSPECTIONS AND

TESTING.

TI-14. REFER TO STRUCTURAL STEEL SPECIAL INSPECTION NOTES FOR

STRUCTURAL STEEL AND STEEL ELEMENTS SIMILAR TO STRUCTURAL STEEL.

FOR PEMB STRUCTURAL SYSTEM AND OTHER NON-PEMB STEEL

© Copyright This document, or any portion thereof, shall not be duplicated, disclosed, or used on any other project or extension of this project except by written agreement with Mead & Hunt, Inc. Mead & Hunt shall not be responsible for any unauthorized use of, or alteration to these documents.

SHEET CONTENTS

DO NOT SCALE DRAWINGS

M&H NO.:

DATE:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

ISSUED

SHEET NO.:

1005 River Street Port Huron, MI 48060 phone: 810-956-9300 fax: 810-956-9281

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STATEMENT OF

SPECIAL

INSPECTIONS AND

NOTES

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November 19, 2021

DRM

11/19/21 B-3 SUBMITTAL

INSPECTION OF POST-INSTALLED ADHESIVE ANCHORS

(INCLUDING ANCHORS W/ SUSTAINED TENSION AND

UPWARDLY INCLINED ANCHORS); VERIFICATION OF

INSTALLER CERTIFICATION; VERIFICATION OF

APPROVED RESEARCH REPORT ACI 355.2

PREQUALIFIED

X

INSPECT IN ACCORDANCE WITH APPROVED

RESEARCH REPORT (CONTINUOUS - DO NOT

LOWER INSPECTION FREQUENCY)

TABLE 1705.3 (4) /

ACI 318 3.2.2, 17.8, 26.7, 26.13

INSPECTION OF POST-INSTALLED MECHANICAL

ANCHORS; VERIFICATION OF APPROVED RESEARCH

REPORT ACI 355.2 PREQUALIFIED

X

INSPECT IN ACCORDANCE WITH APPROVED

RESEARCH REPORT

TABLE 1705.3 (3) /

ACI 318 3.2.2, 17.8, 26.7, 26.13

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CONCRETE POST-INSTALLED ANCHORS

SPECIAL INSPECTION TESTING

COMMENTS

CODE / STANDARD REF.

INSPECTION AND TESTING OF CONCRETE ON

COMPOSITE METAL DECK OR FORM DECK

FOLLOW ALL REQUIREMENTS LISTED FOR CAST-IN-PLACE CONCRETE.

FOR COMPOSITE DECK COORDINATE WITH STEEL SPECIAL INSPECTION

AND TESTING REQUIREMENTS

TABLE 1705.3 /

AISC 360

VERIFICATION OF IN-SITU CONCRETE STRENGTH PRIOR

TO REMOVAL OF SHORES OR FORMS FROM BEAMS

AND STRUCTURAL SLABS.

X

NOT REQUIRED AT FOOTINGS, SLABS ON GRADE

OR OTHER GROUND SUPPORTED CONCRETE

TABLE 1705.3 (11) /

ACI 318 26.11.2

VERIFICATION OF PROTECTION FROM THE ADVERSE

EFFECTS OF WEATHER, HEATING EQUIPMENT,

WELDING AND OTHER POTENTIALLY HARMFUL

CONDITIONS.

X ACI 318, ACI 305, ACI 306

INSPECTION OF FOR MAINTENANCE OF SPECIFIED

CURING TEMPERATURE AND TECHNIQUES

X

TABLE 1705.3 (8), 1908.9 /

ACI 318: 26.5.3-26.5.5

COMPRESSIVE STRENGTH TESTING X

TABLE 1705.3 (6), 1908.10 /

ACI 318: 26.12.1.1

INSPECTION OF CONCRETE PLACEMENT FOR PROPER

APPLICATION / CONSOLIDATION

X

TABLE 1705.3 (7), 1908.6,

1908.7, 1908.8 / ACI 318: 26.5

PLACEMENT -TESTING FOR SLUMP, AIR CONTENT,

TEMPERATURE AT TIME WHEN STRENGTH SAMPLES

ARE MADE

X X

TABLE 1705.3 (6), 1908.10 /

ASTM C172, ASTM C31 /

ACI 318: 26.4, 26.5, 26.12

PLACEMENT – VERIFICATION OF REQUIRED DESIGN MIX X

VERIFY PRIOR TO DEPOSITING. NOTE ADDITIVES

(ADMIXTURES, WATER, ETC) ADDED PRIOR TO

PLACEMENT

TABLE 1705.3 (5), 1904.1,

1904.2, 1908.2, 1908.3 /

ACI 318: CH.19, 26.4.3, 26.4.4

PRE-PLACEMENT INSPECTION OF FORMWORK FOR

SHAPE, LOCATION, DIMENSIONS

X

TABLE 1705.3 (12) /

ACI 318: 26.11.1.2(b)

PRE-PLACEMENT INSPECTION OF CAST-IN-PLACE

ANCHORS AND EMBEDS

X

COORDINATE WITH STEEL INSPECTION

REQUIREMENTS

TABLE 1705.3 (3) / ACI 318:

17.8.2, 20.5, 20.7, 26.7, 26.8

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CONCRETE

SPECIAL INSPECTION TESTING

COMMENTS

CODE / STANDARD REF.

SHEAR REINFORCEMENT (STIRRUPS, TIES, SPIRALS) X ACI 318: CH20, 25.2, 25.3, 25.7

C) INSPECT ALL OTHER WELDS X

B) INSPECT SINGLE-PASS FILLET WELDS, MAXIMUM 5/16

IN.

X

A) VERIFY WELDABILITY OF REINFORCING BARS OTHER

THAN ASTM A706

X CONFIRM WITH MILL CERTIFICATE

REINFORCING BAR WELDING:

TABLE 1705.3 (2) / AWS D1.4 /

ACI 318 26.6.4

VERIFICATION OF A706 STEEL FOR WELDED

REINFORCEMENT

X CONFIRM WITH MILL CERTIFICATE

TABLE 1705.3 (2) / AWS D1.4 /

ACI 318 26.6.4

INSPECTION OF REINFORCING STEEL AND PLACEMENT X

TABLE 1705.3 (1), 1908.4 /

ACI 318: CH 20, 25.2-25.3,

26.6.1-26.6.3

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CONCRETE REINFORCEMENT

SPECIAL INSPECTION TESTING

COMMENTS

CODE / STANDARD REF.

VERIFICATION THAT UNDERSLAB BASE MATERIALS

HAVE BEEN PROPERLY PLACED AND COMPACTED

X X TABLE 1705.6 (4)

VERIFICATION THAT FOOTING EXCAVATION EXTENDS

TO PROPER DEPTH AND HAVE REACHED PROPER

MATERIAL

X X TABLE 1705.6 (2)

PRIOR TO PLACEMENT OF COMPACTED FILL,

OBSERVATION OF SUBGRADE AT BOTTOM OF

OVER-EXCAVATION, AND VERIFY THAT SITE HAS BEEN

PREPARED PROPERLY

X X TABLE 1705.6 (5)

VERIFICATION OF USE OF PROPER MATERIALS,

DENSITIES AND LIFT THICKNESSES DURING

PLACEMENT AND COMPACTION OF COMPACTED FILL.

X X TABLE 1705.6 (4)

CLASSIFICATION AND TESTING OF COMPACTED FILL

MATERIALS

X X TABLE 1705.6 (3)

VERIFICATION THAT OVER-EXCAVATION EXTENDS TO

PROPER DEPTH, HAS REACHED PROPER MATERIAL,

AND HAS EXTENDED TO PROPER HORIZONTAL

EXTENTS

X X TABLE 1705.6 (2)

VERIFICATION OF MATERIALS BELOW FOOTINGS ARE

ADEQUATE TO ACHIEVE THE DESIGN BEARING

CAPACITY

X X TABLE 1705.6 (1)

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SOILS

SPECIAL INSPECTION TESTING

COMMENTS

CODE / STANDARD REF.

TABLE 1: SPECIAL INSPECTION AND TESTING

B. WORK PERFORMED ON THE PREMISES OF A FABRICATOR APPROVED BY THE BUILDING OFFICIAL PER SECTION 1704.2.5 OF CHAPTER 17 OF THE 2018 INTERNATIONAL BUILDING CODE NEED NOT BE TESTED AND INSPECTED PER THE TABLE ABOVE. THE FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE THAT THE WORK HAS BEEN PERFORMED IN ACCORDANCE WITH THE APPROVED PLANS AND SPECIFICATIONS TO THE BUILDING OFFICIAL AND THE ARCHITECT AND ENGINEER OF RECORD.

A. REFER TO SPECIFICATIONS FOR TESTING REQUIREMENTS AND ADDITIONAL QUALITY ASSURANCE REQUIREMENTS.

TABLE NOTES:

SPRAYED, MASTIC, INTUMESCENT, PENETRATIONS AND

JOINTS

NOT COVERED IN THIS TABLE.

REFER TO FIRE PROTECTION DRAWINGS AND CODE REQUIREMENTS

1705.14, 1705.15, 1705.16, 1705.17

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FIRE PROTECTION

SPECIAL INSPECTION TESTING

COMMENTS

CODE / STANDARD REF.

INSPECTION OF VIBRATION ISOLATION SYSTEMS X 1705.12.6 (5)

INSPECTION AND VERIFICATION OF SUPPORTS,

ATTACHMENTS AND SEISMIC BRACING. VERIFICATION

OF RESTRAINT ELEMENTS MEET PROJECT

REQUIREMENTS.

X

NOT REQUIRED FOR ITEMS UNDER 20 LBS. OR

LESS IN ANY LOCATION; NOT REQUIRED FOR

FLOOR-SUPPORTED ITEMS 400 LBS OR LESS AND

HAVING CENTER OF GRAVITY 4 FT. OR LESS

ABOVE FLOOR.

1705.12.6 (2), 1705.12.6 (3),

1705.12.6 (4) /

ASCE 7-16 13.2.1 /

ASCE 7-16 TABLE 13.2-1

INSPECTION OF SEISMIC ANCHORAGE FOR

EMERGENCY AND STANDBY POWER SYSTEMS

X 1705.12.6 (1)

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MECHANICAL/ ELECTRICAL COMPONENTS

SPECIAL INSPECTION TESTING

COMMENTS

CODE / STANDARD REF.

VERIFICATION OF PROPER ERECTION AND FASTENING

FOR EXTERIOR CLADDING, INTERIOR NON-BEARING

WALLS AND EXTERIOR VENEER

X

NOT REQUIRED FOR WALLS AND VENEER 30 FEET

OR LESS IN HEIGHT ABOVE GRADE OR WALKING

SURFACE; NOTE REQUIRED FOR CLADDING AND

VENEER SYSTEMS 5 PSF OR LESS; NOT

REQUIRED FOR INTERIOR NON-BEARING WALL

SYSTEM 15 PSF OR LESS

1705.12.5 /

ASCE 7-16 13.2.1 /

ASCE 7-16 TABLE 13.2-1

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ARCHITECTURAL ELEMENTS…