Attachment 4 - Drawings 04 Structure.pdf

DRAWING NUMBER

PROJECT NUMBER

SCALE

DRAWING TITLE

KEYPLAN

SEALS AND SIGNATURES

ISSUED FOR REV DATE

Cagley & Associates

STRUCTURAL ENGINEERING

6141 Executive Boulevard Rockville, Maryland 20852 301.881.9050

1700 NEW YORK AVE, NW

SUITE 100

WASHINGTON, DC 20006

202.842.2100 www.smithgroup.com

P lo t D at e:

EGLIN AIR FORCE BASE

BUILDING XX

ASH DR, EGLIN AIR FORCE BASE

FLORIDA

32542

IMEG Corporation

ELECTRONIC SECURITY / TELECOMMUNICATIONS

2882 106th Street Suite 100 Des Moines, Iowa 50322 515.334.9906

Baskerville-Donovan, Inc.

CIVIL ENGINEERING

449 W Main Street Pensacola, Florida 32502 850.438.9661 Engineering Business: EB-0000340

SmithGroup

MEP-FP ENGINEERING

1700 New York Ave, Suite 100 Washington, D.C. 20006 202.842.2100

A S

S O

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C A

G L E

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CAGLEY & ASSOCIATES

PROJECT No. 2018 078

Phone (301) 881-9050

Structural Engineers Rockville, MD. 20852-3973

"USE OF DRAWING AS A BASE SHEET FOR

SHOP OR ERECTION DRAWINGS IS ILLEGAL."

COPYRIGHT 2018, CAGLEY & ASSOCIATES

SCHEMATIC DESIGN 1 08.17.2018

DESIGN DEVELOPMENT 2 11.08.2018

CONTRACT DOCUMENTS 01.04.2019

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A

M GENERAL NOTES

S1.1

28301.000

GENERAL STRUCTURAL AND CONSTRUCTION NOTES: GENERAL STRUCTURAL AND CONSTRUCTION NOTES: GENERAL STRUCTURAL AND CONSTRUCTION NOTES: GENERAL STRUCTURAL AND CONSTRUCTION NOTES:

THESE NOTES SUPPLEMENT THE SPECIFICATIONS, WHICH SHALL BE REFERRED TO

FOR ADDITIONAL REQUIREMENTS.

A. A. A. A. CODES AND STANDARDS:CODES AND STANDARDS:CODES AND STANDARDS:CODES AND STANDARDS:

1. THE FOLLOWING CODES AND STANDARDS, INCLUDING ALL SPECIFICATIONS

REFERENCED WITHIN, SHALL APPLY TO ALL WORK PERFORMED ON THE PROJECT.

USE THE EDITIONS LISTED IN THE INTERNATIONAL BUILDING CODE; UNLESS NOTED

OTHERWISE.

a. "THE INTERNATIONAL BUILDING CODE - 2015", INTERNATIONAL CODE COUNCIL.

b. "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES" (ASCE 7), AMERICAN SOCIETY OF CIVIL ENGINEERS.

c. "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, ACI 318", AMERICAN CONCRETE INSTITUTE.

d. “STANDARD SPECIFICATIONS FOR TOLERANCES FOR CONCRETE CONSTRUCTION

AND MATERIALS”, ACI 117, AMERICAN CONCRETE INSTITUTE.

e. “SPECIFICATIONS FOR STRUCTURAL CONCRETE, ACI 301”, AMERICAN CONCRETE

INSTITUTE.

f. “STANDARD SPECIFICATION FOR COLD WEATHER CONCRETING, ACI 306.1”, AMERICAN CONCRETE INSTITUTE.

g. "MANUAL OF STANDARD PRACTICE", CONCRETE REINFORCING STEEL INSTITUTE.

h. "PCI DESIGN HANDBOOK - PRECAST AND PRESTRESSED CONCRETE", PRESTRESSED CONCRETE INSTITUTE. EIGHTH EDITION (MNL-120-17)

i. "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES (ACI 530/ASCE

5/TMS 402)", AMERICAN CONCRETE INSTITUTE, AMERICAN SOCIETY OF CIVIL

ENGINEERS, AND THE MASONRY SOCIETY.

j. "SPECIFICATIONS FOR MASONRY STRUCTURES (ACI 530.1/ASCE 6/TMS 602)", AMERICAN CONCRETE INSTITUTE, AMERICAN SOCIETY OF CIVIL ENGINEERS, AND

THE MASONRY SOCIETY.

k. "STEEL CONSTRUCTION MANUAL", FIFTEENTH EDITION, 2016, AMERICAN

INSTITUTE OF STEEL CONSTRUCTION INCLUDING ANSI/AISC 360-16

SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS, SPECIFICATION FOR

STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS, AND AISC 303-16 CODE OF

STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES.

l. "DETAILING FOR STEEL CONSTRUCTION", AMERICAN INSTITUTE OF STEEL

CONSTRUCTION.

m. "STRUCTURAL WELDING CODE ANSI/AWS D1.1", AMERICAN WELDING SOCIETY.

n. "STANDARD SPECIFICATIONS FOR OPEN WEB STEEL JOISTS, K-SERIES", STEEL

JOIST INSTITUTE.

o. “STANDARD FOR STEEL ROOF DECK”, ANSI-SDI RD-2017, STEEL DECK INSTITUTE.

p. "LOAD AND RESISTANCE FACTOR DESIGN SPECIFICATION FOR THE DESIGN OF

COLD-FORMED STEEL STRUCTURAL MEMBERS", AMERICAN IRON AND STEEL

INSTITUTE.

q. UFC 1-200-01 "GENERAL BUILDING REQUIREMENTS"

r. UFC 3-301-01 "STRUCTURAL ENGINEERING"

s. UFC 3-310-04 "SEISMIC DESIGN FOR BUILDINGS"

B. B. B. B. DESIGN DATA:DESIGN DATA:DESIGN DATA:DESIGN DATA:

1. GRAVITY - SUPERIMPOSED DEAD LOADS:

a. FLOOR: 20 PSF

b. ROOF: 20 PSF

2. GRAVITY - FLOOR LIVE LOADS:

a. GROUND FLOOR: 100 PSF

b. MECHANICAL ROOMS: 150 PSF

3. GRAVITY - ROOF LIVE LOADS:

a. ROOF LIVE LOAD: 30 PSF MINIMUM

b. PONDING OR SNOW LOAD IS USED WHEN GREATER THAN 30 PSF.

4. SNOW LOADS:

a. GROUND SNOW LOAD, Pg: 0 PSF

5. WIND LOADS:

a. MAIN WIND FORCE RESISTING SYSTEM:

1. ULTIMATE DESIGN WIND SPEED (3 SECOND GUST): 143 MPH

2. NOMINAL DESIGN WIND SPEED (3 SECOND GUST): 111 MPH

3. RISK CATEGORY: II

4. WIND EXPOSURE CATEGORY: B

5. INTERNAL PRESSURE COEFFICIENT: +/- 0.18

b. COMPONENTS AND CLADDING: SEE DETAIL 2/S1.2

c. NET WIND UPLIFT: SEE DIAGRAM OF SHEET S2.2

6. SEISMIC LOADS:

a. STRUCTURAL DESIGN REQUIREMENTS:

1. RISK CATEGORY: II

2. SEISMIC IMPORTANCE FACTOR, Ie: 1.0

3. MAPPED SHORT PERIOD SPECTRAL RESPONSE ACCEL.; Ss: 0.084

4. MAPPED 1-SECOND PERIOD SPECTRAL RESPONSE ACCEL., S1: 0.053

5. SHORT PERIOD DESIGN SPECTRAL RESPONSE COEFFICIENT, Sds: 0.089

6. 1-SECOND PERIOD DESIGN SPECTRAL RESPONSE COEFF., Sd1: 0.084

7. SOIL SITE CLASS: D

8. SEISMIC DESIGN CATEGORY: B

9. BASIC SEISMIC FORCE RESISTING SYSTEM: STEEL SYSTEM NOT SPECIFICALLY

DESIGNED FOR SEISMIC RESISTANCE. BRACED FRAMES.

10. RESPONSE MODIFICATION FACTOR, R: 3

11. SEISMIC RESPONSE COEFFICIENT, Cs: 0.03

12. DESIGN BASE SHEAR: 30K

13. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE

b. ARCHITECTURAL, MECHANICAL AND ELECTRICAL COMPONENTS AND SYSTEMS:

DESIGN COMPLETE SYSTEM IN ACCORDANCE WITH ASCE 7 AND ABOVE

INFORMATION.

7. FLOOD LOADS:

a. THE PROJECT IS NOT IN A FLOOD HAZARD ZONE.

8. 8. 8. 8. UNLESS NOTED OTHERWISE, ALL STRUCTURAL FRAMING MEMBERS ARE TO BE

CONSIDERED UNRESTRAINED FOR THE PURPOSES OF DETERMINING FIRE RATING

AND FIRE PROOFING REQUIREMENTS.

C. C. C. C. FOUNDATIONS / GEOTECHNICAL REPORT: FOUNDATIONS / GEOTECHNICAL REPORT: FOUNDATIONS / GEOTECHNICAL REPORT: FOUNDATIONS / GEOTECHNICAL REPORT:

1. FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE

RECOMMENDATIONS INCLUDED IN THE GEOTECHNICAL REPORT PREPARED BY

NOVA ENGINEERING AND ENVIRONMENTAL LLC, DATED AUGUST 21, 2018, REPORT

NO. 8218096r1. SEE THAT REPORT FOR ADDITIONAL RECOMMENDATIONS.

2. FOUNDATIONS PLACED ON UNDISTURBED SOIL AT ELEVATIONS INDICATED HAVE

BEEN DESIGNED FOR A NET ALLOWABLE BEARING PRESSURE OF 2,000 PSF.

3. 3. 3. 3. FOUNDATIONS PLACED ON COMPACTED STRUCTURAL FILL HAVE BEEN DESIGNED

FOR A NET ALLOWABLE BEARING PRESSURE OF 2,000 PSF.

D. D. D. D. MATERIALS:MATERIALS:MATERIALS:MATERIALS:

THE FOLLOWING ASTM STANDARDS AND DESIGN STRESSES SHALL BE USED FOR THE

APPROPRIATE MATERIALS USED IN THE CONSTRUCTION OF THIS PROJECT.

1. CONCRETE:

a. CONCRETE MIXES SHALL BE DESIGNED BASED ON THE MINIMUM 28-DAY

COMPRESSIVE STRENGTH (f’c), MAXIMUM WATER-CEMENT (W/C) RATIO, EXPOSURE

CATEGORY, AND AIR ENTRAINMENT REQUIREMENTS OF THE “CONCRETE MIX

DESIGN TABLE”, DETAIL 3/S1.2.

b. CONCRETE SHALL BE NORMAL WEIGHT UNLESS SPECIFIED OTHERWISE. NORMAL

WEIGHT CONCRETE SHALL HAVE A UNIT WEIGHT OF 145 PCF ± 5 PCF.

c. CEMENT:

1. ASTM C150; TYPE I OR III

2. ASTM C150; TYPE II FOR CONCRETE IN CONTACT WITH EARTH

d. BLENDED HYDRAULIC CEMENT (CEMENT SUBSTITUTES):

1. ASTM C595; TYPE IS

2. LIMIT TO 40% MAX OF CEMENTITIOUS CONTENT BY WEIGHT.

e. AGGREGATES:

1. ASTM C33 (NORMAL WEIGHT)

f. ADMIXTURES:

1. AIR ENTRAINING ADMIXTURES: ASTM C260

2. CHEMICAL ADMIXTURES: ASTM C494

2. REINFORCEMENT:

a. DEFORMED REINFORCING BARS: ASTM A615; GRADE 60

b. WELDABLE DEFORMED REINFORCING BARS: ASTM A706

c. WELDED WIRE REINFORCEMENT (WWF): ASTM A1064

d. MECHANICAL SPLICES (THREAD BAR AND COUPLER): DYWIDAG, LENTON OR

EQUAL MEETING ACI 318 - SECTION 25.5.7.

e. WEDGE INSERTS: 3/4 INCH DIAMETER, HOHMAN & BARNARD (HW-340) OR EQUAL.

f. SYNTHETIC MACRO FIBERS: ASTM C1116; TYPE III

3. POLYSTYRENE FILL: ASTM D6817, TYPE- EPS19 (835 PSF AT 1% DEFORMATION

4. MASONRY:

a. LOAD BEARING CONCRETE MASONRY UNITS: ASTM C90

1. LIGHTWEIGHT (105 PCF), HOLLOW

2. MINIMUM COMPRESSIVE STRENGTH OF CMU: 1900 PSI.

3. MINIMUM NET AREA COMPRESSIVE STRENGTH (DESIGN f’m): 1500 PSI.

b. MORTAR: ASTM C270

1. TYPE M (BELOW GRADE)

2. TYPE S (ABOVE GRADE)

c. GROUT: ASTM C476

1. MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS: 2000 PSI

d. HORIZONTAL JOINT REINFORCING: ASTM A951

1. 9 GAGE (W1.7) LADDER-TYPE GALVANIZED REINFORCEMENT.

5. STEEL:

a. WIDE FLANGE SHAPES AND TEES: ASTM A992; GRADE 50

b. STEEL PIPE STRUCTURAL SHAPES:

1. ASTM A53; GRADE B, FY=35 KSI OR

2. ASTM A501; GRADE A, FY=36 KSI

c. ROUND HOLLOW STRUCTURAL SECTIONS (HSS):

1. ASTM A1085 OR

2. ASTM A500; GRADE C, FY=50 KSI

d. SQUARE OR RECTANGULAR HOLLOW STRUCTURAL SECTIONS (HSS):

1. ASTM A1085 OR

2. ASTM A500; GRADE C, FY=46 KSI

e. BASE PLATES AND RIGID FRAME CONTINUITY PLATES:

1. ASTM A572; GRADE 50

f. CHANNELS, ANGLES, M, S- SHAPES AND PLATES: ASTM A36; GRADE 36

g. HIGH STRENGTH BOLTS: ASTM A325-N OR ASTM F1852

h. ANCHOR RODS:

1. ASTM F1554; GRADE 36 (WELDABLE)

2. ASTM F1554; GRADE 55 (WELDABLE), WHERE NOTED ON PLANS.

i. SMOOTH AND THREADED ROD: ASTM A36

j. HEADED SHEAR STUDS:

1. ASTM A29; GRADE 1015 THROUGH 1020

2. AWS D.1 - CHAPTER 7, TYPE B, (FY=51KSI)

k. WELDING ELECTRODES:

1. AWS A5.1 OR A5.5; (E70xxx) WITH MIN. CVN TOUGHNESS OF 20 FT-LBF AT 20˚ F.

l. GALVANIZED STEEL ROOF DECK: ASTM A653 SS; GRADE 33, G-90.

m. GROUT: ASTM C1107; NON-SHRINK, NON-METALLIC, F'c = 5000 PSI

n. COLD FORMED STEEL FRAMING: ASTM A1003; (GALVANIZED)

1. FY=33 KSI FOR 18, 20 GAUGE MATERIAL.

2. FY=50 KSI FOR 16, 14, 12 GAUGE MATERIAL.

6. POST-INSTALLED ANCHORS:

EXCEPT WHERE INDICATED ON THE DRAWINGS, POST-INSTALLED ANCHORS SHALL

CONSIST OF THE FOLLOWING ANCHOR TYPES AS PROVIDED BY HILTI, INC.

a. ANCHORAGE TO CONCRETE:

1. ADHESIVE ANCHORS FOR CRACKED AND UNCRACKED CONCRETE USE: HILTI

HIT-HY 200 SAFE SET SYSTEM WITH HILTI HIT-Z ROD.

2. MECHANICAL ANCHORS FOR CRACKED AND UNCRACKED CONCRETE USE: HILTI

KWIK BOLT-TZ EXPANSION ANCHORS.

3. REBAR DOWELING INTO CONCRETE: HILTI HIT-HY 200 SAFE SET SYSTEM WITH

HILTI HOLLOW DRILL BIT SYSTEM.

b. ANCHORAGE TO SOLID GROUTED MASONRY:

1. HILTI HIT-HY 70 MASONRY ADHESIVE ANCHORING SYSTEM.

2. STEEL ANCHOR ELEMENT SHALL BE HILTI HAS-E CONTINUOUSLY THREADED ROD

OR CONTINUOUSLY DEFORMED STEEL REBAR.

c. ANCHORAGE TO HOLLOW / MULTI-WYTHE MASONRY:

1. HILTI HIT-HY 70 MASONRY ADHESIVE ANCHORING SYSTEM.

2. STEEL ANCHOR ELEMENT SHALL BE HILTI HAS-E CONTINUOUSLY THREADED ROD

OR CONTINUOUSLY DEFORMED STEEL REBAR. THE APPROPRIATE SIZE SCREEN

TUBE SHALL BE USED PER ADHESIVE MANUFACTURER’S RECOMMENDATION.

E. E. E. E. CONSTRUCTION:CONSTRUCTION:CONSTRUCTION:CONSTRUCTION:

1. GENERAL:

a. DO NOT SCALE DRAWINGS.

b. THESE DRAWINGS REPRESENT THE COMPLETED PROJECT WHICH HAS BEEN

DESIGNED FOR THE WEIGHTS OF THE MATERIALS INDICATED ON THE DRAWINGS

AND FOR THE SUPERIMPOSED LOADS INDICATED IN THE DESIGN DATA. IT IS THE

CONTRACTOR'S RESPONSIBILITY TO DETERMINE ALLOWABLE CONSTRUCTION

LOADS AND PROVIDE PROPER DESIGN AND CONSTRUCTION OF FALSEWORK,

FORMWORK, STAGINGS, BRACING, SHEETING AND SHORING, ETC. CONTRACTOR

HAS SOLE RESPONSIBILITY FOR MEANS AND METHODS, SEQUENCES AND

PROCEDURES OF CONSTRUCTION. THE STRUCTURE IS STABLE ONLY IN ITS

COMPLETED FORM.

c. IMPLEMENTING JOB SITE SAFETY AND CONSTRUCTION PROCEDURES IS SOLELY

THE RESPONSIBILITY OF THE CONTRACTOR.

d. STRUCTURAL ENGINEER OF RECORD IS NOT RESPONSIBLE FOR THE DESIGN OF

SYSTEMS NOT SHOWN ON THE STRUCTURAL DOCUMENTS, INCLUDING BUT NOT

LIMITED TO STEEL STAIRS, HANDRAILS, CURTAINWALL/WINDOW WALL SYSTEMS, OR

COLD-FORMED METAL FRAMING. SUCH SYSTEMS SHALL BE DESIGNED,

FURNISHED, AND INSTALLED BY OTHERS. REVIEW OF SHOP DRAWINGS FOR SUCH

SYSTEMS BY THE STRUCTURAL ENGINEER OF RECORD SHALL BE FOR

GENERALCONFORMANCE WITH THE PROJECT PARAMETERS AS INDICATED ON THE

DRAWINGS AND IN THE GENERAL NOTES.

e. REFER TO ARCHITECTURAL, MECHANICAL, PLUMBING, ELECTRICAL, CIVIL, AND

FOOD SERVICE DRAWINGS FOR SIZE AND LOCATIONS OF OPENINGS, SLEEVES,

CONCRETE HOUSEKEEPING PADS, INSERTS, EMBEDS, CURBS, RAMPS, DRAINS,

DEPRESSIONS, ETC. NOTIFY STRUCTURAL ENGINEER OF ANY DISCREPANCIES.

REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN.

f. REFER TO ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR DETAILED

INFORMATION REGARDING FINISHES, FIREPROOFING, WATERPROOFING, ETC.

g. REFER TO ARCHITECTURAL DRAWINGS FOR LOCATIONS OF MASONRY AND

DRYWALL NON-LOAD BEARING PARTITIONS, INCLUDING BUILDING EXTERIOR

WALLS. PROVIDE SLIP CONNECTIONS THAT ALLOW VERTICAL MOVEMENT AT THE

HEADS OF SUCH PARTITIONS. DESIGN CONNECTIONS TO SUPPORT THE TOP OF

THE WALLS LATERALLY FOR THE CODE-REQUIRED LATERAL LOAD. PROVIDE

COMPRESSIBLE FIRESAFING AT TOP OF WALL IN ACCORDANCE WITH

ARCHITECTURAL DRAWINGS.

h. IN CASE OF CONFLICT WITHIN THE CONTRACT DOCUMENTS, INCLUDING

DRAWINGS AND SPECIFICATIONS, THE MOST RIGID REQUIREMENTS GOVERN.

i. REPRODUCTION OF ANY PORTION OF THE STRUCTURAL CONTRACT DRAWINGS

FOR RESUBMITTAL AS SHOP DRAWINGS IS PROHIBITED. SHOP DRAWINGS

PRODUCED IN SUCH A MANNER WILL BE REJECTED AND RETURNED.

j. SUBMIT DIMENSIONED SHOP DRAWINGS AT ALL LEVELS LOCATING FLOOR AND

ROOF EDGES, SLEEVES, AND OPENINGS REQUIRED BY ALL TRADES FOR REVIEW BY

THE ARCHITECT AND STRUCTURAL ENGINEER OF RECORD PRIOR TO EXECUTION

OF WORK. ADDITIONAL OPENINGS NOT SHOWN ON SHOP DRAWINGS WILL

REQUIRE APPROVAL OF THE STRUCTURAL ENGINEER OF RECORD.

k. PAY ALL COSTS, INCLUDING INVESTIGATION AND/OR REDESIGN, DUE TO

CONTRACTOR MISLOCATION OF STRUCTURAL ELEMENTS OR OTHER LACK OF

CONFORMANCE WITH THE CONTRACT DOCUMENTS TO BRING WORK IN

COMPLIANCE WITH THE CONTRACT DOCUMENTS.

F. F. F. F. FOUNDATIONS & STRUCTURAL EARTHWORK:FOUNDATIONS & STRUCTURAL EARTHWORK:FOUNDATIONS & STRUCTURAL EARTHWORK:FOUNDATIONS & STRUCTURAL EARTHWORK:

1. GENERAL:

a. REFER TO PROJECT SPECIFICATIONS AND GEOTECHNICAL REPORT

RECOMMENDATIONS FOR EXCAVATION AND PREPARATION OF THE FOUNDATION

AND SLAB-ON-GRADE SUBGRADES, INCLUDING COMPACTION PROCEDURES.

RECOMMENDATIONS CONTAINED IN THE GEOTECHNICAL REPORT ARE PART OF

THIS WORK.

b. VERIFY ALL EXISTING FIELD CONDITIONS THAT MAY AFFECT THE INSTALLATION OF

THE FOUNDATION SYSTEM AS SHOWN PRIOR TO STARTING WORK.

c. FIELD VERIFY SIZE, LOCATION, AND DEPTH OF EXISTING UTILITIES SHOWN ON THE

STRUCTURAL DRAWINGS. SEE CIVIL DRAWINGS FOR ADDITIONAL UTILITIES NOT

SHOWN.

d. REFER TO PLUMBING DRAWINGS FOR PERIMETER DRAIN AND UNDERFLOOR

DRAINAGE SYSTEM.

e. DO NOT PLACE UTILITY LINES THROUGH OR BELOW FOUNDATIONS UNLESS

SHOWN OTHERWISE ON THE STRUCTURAL DRAWINGS.

f. BEAR ALL FOUNDATIONS ON UNDISTURBED SOIL OR COMPACTED STRUCTURAL

FILL. BEARING ELEVATIONS ARE ESTIMATED FROM SOIL BORING DATA INDICATED

IN THE GEOTECHNICAL REPORT. DETERMINATION OF FINAL BEARING ELEVATIONS

AND FIELD VERFICATION OF ALLOWABLE BEARING PRESSURE SHALL BE MADE BY

AN EXPERIENCED, QUALIFIED GEOTECHNICAL ENGINEER PRIOR TO PLACING

FOUNDATIONS. NOTIFY STRUCTURAL ENGINEER OF RECORD WHEN ADDITIONAL

EXCAVATION IS REQUIRED TO REACH SUITABLE BEARING MATERIAL.

g. BEAR FOUNDATIONS A MINIMUM OF 18 INCHES BELOW GRADE UNLESS

OTHERWISE INDICATED. IN CASE OF CONFLICT, NOTIFY THE ARCHITECT AND

STRUCTURAL ENGINEER OF RECORD IN ADVANCE OF ANY CONSTRUCTION TO

ALLOW FOR ADJUSTMENT.

h. MATCH NEW FOOTING BEARING ELEVATIONS TO ADJACENT EXISTING FOOTING

BEARING ELEVATIONS WHERE APPLICABLE UNLESS INDICATED OTHERWISE.

i. THE SLOPE BETWEEN THE LOWER EDGES OF ADJACENT FOOTINGS NOT TO

EXCEED 1.5 HORIZONTAL TO 1.0 VERTICAL, UNLESS INDICATED OTHERWISE IN THE

GEOTECHNICAL REPORT.

j. DO NOT USE EARTH CUTS AS FORMS FOR VERTICAL SURFACES. FOOTINGS MAY

BE EARTH FORMED IF THE SOILS CONDITIONS ALLOW.

k. PLACE CONCRETE FOR FOUNDATIONS OR MUD SLABS ON THE SAME DAY

SUBGRADE APPROVAL IS GIVEN BY THE GEOTECHNICAL ENGINEER.

l. PROTECT CONCRETE FOUNDATIONS FROM FREEZING DURING PLACING AND FOR

A PERIOD OF NOT LESS THAN 5 DAYS THEREAFTER.

2. BACKFILL:

a. USE BACKFILL MATERIAL CONSISTING OF BANK RUN GRAVEL, CRUSHED STONE

AND/OR MATERIAL APPROVED BY THE GEOTECHNICAL ENGINEER, WITH OPTIMUM

MOISTURE CONTENT FOR COMPACTING AND FREE OF ANY DEBRIS.

3. STRUCTURAL FILL:

a. THE FOUNDATION SYSTEM AS SHOWN REQUIRES THE PLACEMENT OF

STRUCTURAL FILL ON PORTIONS OF THE SITE. REFER TO SPECIFICATIONS AND

GEOTECHNICAL REPORT RECOMMENDATIONS FOR COMPACTED STRUCTURAL

FILL. LOCATION AND EXTENT OF AREAS TO RECEIVE STRUCTURAL FILL SHALL BE

PER THE GEOTECHNICAL REPORT UNLESS OTHERWISE DIRECTED BY A QUALIFIED

GEOTECHNICAL ENGINEER.

b. b. b. b. INSPECTION OF THE PLACEMENT OF COMPACTED STRUCTURAL FILL SHALL BE BY

AN EXPERIENCED, QUALIFIED GEOTECHNICAL ENGINEER.

G. G. G. G. CONCRETE:CONCRETE:CONCRETE:CONCRETE:

1. CAST-IN-PLACE:

a. COMPLY WITH REQUIREMENTS OF "SPECIFICATIONS FOR STRUCTURAL

CONCRETE" (ACI 301) EXCEPT AS MODIFIED BY THESE NOTES AND PROJECT

SPECIFICATIONS.

b. PROVIDE MINIMUM CLEAR COVER FOR REINFORCING AS FOLLOWS UNLESS

OTHERWISE NOTED.

1. CONCRETE CAST AGAINST: 3”

2. PERMANENTLY EXPOSED TO EARTH: 3"

3. CONCRETE EXPOSED TO EARTH AND WEATHER:

a. #6 BARS AND LARGER: 2"

b. #5 BARS AND SMALLER: 1½”

4. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:

a. SHEAR WALL VERTICAL BARS: 1½”

b. SLABS, WALLS, JOISTS (#11 BARS AND SMALLER): ¾”

c. BEAM STIRRUPS AND COLUMN TIES: 1½”

c. SPLICE REINFORCEMENT AS DETAILED. MAKE BARS CONTINUOUS AROUND

CORNERS. SPLICES SHALL BE MADE BY CONTACT TENSION LAP SPLICES, UNLESS

OTHERWISE NOTED.

d. WELDING OF REINFORCING IS NOT PERMITTED UNLESS OTHERWISE NOTED.

e. FIELD BENDING OF REINFORCING PARTIALLY EMBEDDED IN CONCRETE IS NOT

PERMITTED UNLESS OTHERWISE NOTED.

f. SUPPLY WELDED WIRE FABRIC REINFORCEMENT IN SHEETS. LAP TWO FULL MESH

LENGTHS AT SPLICES AND WIRE TOGETHER. PLACE WELDED WIRE

REINFORCEMENT AT LOCATIONS SHOWN ON THE DRAWINGS WITH A PLACEMENT

TOLERANCE OF 3/8”.

g. FURNISH ALL ACCESSORIES, CHAIRS, SPACE BARS, SUPPORTS, ETC. NECESSARY

TO SECURE REINFORCING.

h. PROVIDE PLASTIC TIPPED BOLSTERS AND CHAIRS AT ALL LOCATIONS WHERE THE

CONCRETE SURFACE IN CONTACT WITH THE BOLSTERS OR CHAIRS IS EXPOSED

VIEW OR RECEIVES A DIRECT APLLIED FINISH.

i. PROVIDE ADDITIONAL BARS AT RE-ENTRANT CORNERS AND AROUND ALL WALL

AND SLAB OPENINGS AS INDICATED IN DETAILS. PROVIDE A MINIMUM OF

2#5 x 6’-0” AT EACH CORNER.

j. PLACE SLAB-ON-GRADE ON A VAPOR RETARDER OR VAPOR BARRIER OVER A

MINIMUM 4” LAYER OF CLEAN, WELL-GRADED GRAVEL OR CRUSHED STONE OVER

COMPACTED SUBGRADE, UNLESS OTHERWISE NOTED. REINFORCE WITH

6x6 - W2.1xW2.1 WELDED WIRE REINFORCEMENT, UNLESS OTHERWISE NOTED.

k. ARRANGE CONSTRUCTION JOINTS AND CONTRACTION JOINTS IN SLABS-ON-

GRADE TO LIMIT MAXIMUM AREA BETWEEN JOINTS TO 225 S.F. APPROXIMATELY

SQUARE.

l. CAST IN PLACE INSERTS AND SLEEVES WHENEVER FEASIBLE.

m. PLACING SLEEVES THROUGH CONCRETE ELEMENTS IS NOT PERMITTED UNLESS

SHOWN ON THE STRUCTURAL DRAWINGS OR APPROVED SLEEVING SHOP

DRAWINGS, OR AUTHORIZED IN WRITING BY THE STRUCTURAL ENGINEER OF

RECORD.

n. CORE DRILLING FOUNDATIONS, BEAMS, JOISTS, SLABS, COLUMNS OR ANY POST-

TENSIONED MEMBERS IS NOT PERMITTED UNLESS OTHERWISE NOTED.

o. LOCATE CONSTRUCTION JOINTS AS NOT TO IMPAIR THE STRENGTH OF THE

STRUCTURE.

p. LOCATING JOINTS IN HORIZONTAL PLANE OF FOUNDATIONS IS NOT PERMITTED, UNLESS OTHERWISE SHOWN.

q. CHAMFER EXPOSED CONCRETE COLUMNS, ¾”x ¾” MINIMUM, UNLESS

OTHERWISE NOTED ON ARCHITECTURAL DRAWINGS.

r. POWER DRIVEN FASTENERS PERMITTED WHEN PROVEN TO THE SATISFACTION OF

THE STRUCTURAL ENGINEER OF RECORD THAT THE FASTENERS WILL NOT SPALL

THE CONCRETE AND HAVE THE SAME CAPACITY AS CAST-IN-PLACE INSERTS. TAKE

MEASURES AS NEEDED TO AVOID DRILLING EXISTING REINFORCING AND

DESTRUCTION OF CONCRETE.

s. HORIZONTAL CONDUIT EMBEDDED IN CONCRETE SLABS SHALL MEET THE

FOLLOWING LIMITS:

1. CONDUIT SHALL BE PLACED SUCH THAT THE CENTER-TO-CENTER DISTANCE

BETWEEN PARALLEL CONDUIT IS A MINIMUM OF 3 TIMES THE LARGER CONDUIT

OUTSIDE DIAMETER OR 3-INCHES.

2. MAXIMUM OUTSIDE DIAMETER OF CONDUIT SHALL BE THE LESSER OF 1/3 THE

SLAB THICKNESS OR 1½-INCHES.

3. WHERE CONDUIT CROSS OR ARE PLACED IN THE SAME VERTICAL PLANE, THE

TOTAL HEIGHT OF CONDUIT SHALL NOT EXCEED 1/3 THE SLAB THICKNESS.

4. MAINTAIN MINIMUM ¾” CLEAR COVER TOP AND BOTTOM OF CONDUIT.

5. JUNCTION BOXES EMBEDDED IN SLABS SHALL BE REINFORCED AS SLAB

OPENINGS.

6. EMBEDDED METALLIC CONDUIT IS NOT ALLOWED IN PARKING GARAGE SLABS.

NON-METALLIC CONDUIT IS ACCEPTABLE.

t. SYNTHETIC MACRO FIBERS MAY BE USED TO REPLACE WELDED-WIRE

REINFORCEMENT FOR SLABS ON GRADE AND SLABS ON COMPOSITE STEEL DECK.

REINFORCING BARS INDICATED IN ADDITION TO WELDED-WIRE REINFORCEMENT

SHALL REMAIN. SUBMIT CERTIFIED LETTER FROM MANUFACTURER STATING THE

SELECTED FIBER IS APPROPRIATE FOR THE INTENDED LOCATION.

MANUFACTURER SHALL DETERMINE A DOSAGE RATE THAT PROVIDES AN

EQUIVALENT PERFORMANCE TO THE WELDED-WIRE REINFORCEMENT SPEICIFED.

MINIMUM FIBER DOSAGE RATE IS 3.0 LBS/CY.

u. THE SLAB ON GRADE IS NOT DESIGNED AS A STRUCTURAL DIAPHRAGM.

H. H. H. H. MASONRY:MASONRY:MASONRY:MASONRY:

1. SUBMIT GROUT MIX DESIGN AND MASONRY UNIT CERTIFICATIONS FOR APPROVAL.

2. PROVIDE ADEQUATE BRACING AND SUPPORT OF MASONRY UNTIL PERMANENT

CONSTRUCTION IS IN PLACE.

3. WALL SECTIONS AND PIERS LESS THAN 2.0 SQUARE FEET IN CROSS-SECTIONAL

AREA TO BE FULLY GROUTED OR OF 100% SOLID MASONRY UNITS.

4. IN GROUTED AND/OR REINFORCED MASONRY WALLS, USE MASONRY UNITS WITH

CORES THAT ALIGN VERTICALLY AND PROVIDE CONTINUOUS UNOBSTRUCTED CELLS

FOR GROUTING AND REINFORCING STEEL PLACEMENT.

5. LAP SPLICES FOR DEFORMED REINFORCING BARS USED IN MASONRY

CONSTRUCTION TO BE 50 BAR DIAMETERS.

6. IN MULITPLE WYTHE WALLS (CAVITY AND COMPOSITE WALLS), TIE THE WYTHES

TOGETHER WITH RIGID METAL TIES OR PREFABRICATED JOINT REINFORCEMENT

CONFORMING TO ACI 530.1/ASCE 6/TMS 602 REQUIREMENTS. COMPLETELY FILL ALL

COLLAR JOINTS IN COMPOSITE WALLS WITH MORTAR OR GROUT.

7. PROVIDE STANDARD WEIGHT GALVANIZED HORIZONTAL JOINT REINFORCEMENT IN

ALL WALLS AND PARTITIONS AT 16” O.C. UNLESS OTHERWISE NOTED. PROVIDE ONE

PIECE PREFABRICATED UNITS AT 8” O.C. AT ALL WALL CORNERS AND

INTERSECTIONS.

8. ANCHOR OR BOND PIERS AND PARTITIONS TO ADJACENT MASONRY WALLS.

9. REFER TO SPECIFICATIONS AND DETAILS FOR GENERAL EXPANSION JOINT AND

CONTRACTION JOINT REQUIREMENTS FOR ALL WALLS.

10. VERIFY ALL OPENINGS BELOW LINTELS INDICATED ARE ADEQUATE TO ACCEPT

DOOR FRAMES, LOUVERS, ETC. AS SHOWN ON THE ARCHITECTURAL AND

MECHANICAL DRAWINGS. NOTIFY THE ARCHITECT AND STRUCTURAL ENGINEER OF

RECORD OF ANY DISCREPANCIES OR CONFLICTS PRIOR TO LINTEL INSTALLATION.

11. 11. 11. 11. DO NOT PLACE OPENINGS ABOVE ANY LINTEL WITHIN A HEIGHT LESS THAN OR

EQUAL TO THE WIDTH OF THE CLEAR OPENING BELOW THE LINTEL, UNLESS

SPECIFICALLY SHOWN ON THE STRUCTURAL DRAWINGS.

I. I. I. I. STRUCTURAL STEEL:STRUCTURAL STEEL:STRUCTURAL STEEL:STRUCTURAL STEEL:

1. SUBMIT CERTIFIED COPIES OF MILL TEST REPORTS TO THE STRUCTURAL ENGINEER

OF RECORD.

2. PROVIDE ACCESS FOR INSPECTION OF ALL SHOP AND FIELD CONNECTIONS FOR

PROPER MATERIALS AND WORKMANSHIP.

3. MAINTAIN CURRENT EVIDENCE OF WELDERS PASSING THE APPROPRIATE AWS

QUALIFICATION TESTS. SUCH EVIDENCE MAY BE REQUESTED AT ANY TIME DURING

THE PROJECT.

4. PERMANENT FRAMING AND FINAL CONNECTION DETAILS ARE SHOWN ON THE

DRAWINGS. THE FABRICATOR AND ERECTOR ARE RESPONSIBLE FOR THE DESIGN OF

TEMPORARY BRACING AND RECOMMENDED ERECTION PROCEDURES.

5. SELECT CONNECTIONS FOR REACTIONS SHOWN ON PLANS AND AS DETAILED AND

SCHEDULED. REACTIONS SHOWN ON PLANS ARE LRFD.

a. IF NO REACTION IS SHOWN, DETAIL SIMPLE SHEAR CONNECTIONS FOR 3/4 OF THE

ALLOWABLE UNIFORM LOAD TABULATED IN THE AISC "STEEL CONSTRUCTION

MANUAL". NO CONNECTION SHALL CONSIST OF LESS THAN TWO 3/4" DIA. HIGH

STRENGTH BOLTS AND/OR WELDS DEVELOPING A MINIMUM OF 10,000 POUNDS.

MINIMUM WELDS FOR ALL CONNECTIONS SHALL BE 3/16" FILLET.

b. SIMPLE SHEAR CONNECTIONS SHALL HAVE A MINIMUM CONNECTION DEPTH OF

ONE-HALF THE T-DIMENSION OF THE BEAM TO BE SUPPORTED (EXCLUDING BEAM

SEAT CONNECTIONS.)

c. ALTERNATE SIMPLE SHEAR CONNECTIONS DETAILED IN ACCORDANCE WITH THE

CONNECTION TABLES IN THE AISC "STEEL CONSTRUCTION MANUAL" SHALL BE

PERMITTED WITH PRIOR APPROVAL OF THE STRUCTURAL ENGINEER OF RECORD.

d. ALTERNATE CONNECTIONS THAT ARE NOT TABULATED IN THE AISC "STEEL

CONSTRUCTION MANUAL" SHALL ONLY BE ALLOWED WITH PRIOR APPROVAL OF

THE STRUCTURAL ENGINEER OF RECORD. IF SUCH APPROVAL IS GRANTED,

DESIGN ALL CONNECTIONS NOT IN ACCORDANCE WITH THE CONTRACT

DOCUMENTS (FABRICATOR REDESIGN) UNDER THE DIRECT SUPERVISION OF AN

ENGINEER REGISTERED IN THE PROJECT'S JURISDICTION. SUBMIT SHOP

DRAWINGS AND CALCULATIONS BEARING ENGINEER'S SEAL AND SIGNATURE.

e. WHERE EXTENDED PLATE SHEAR TABS ARE USED AT CONNECTIONS TO COLUMN

WEBS, PROVIDE HORIZONTAL STIFFENERS TOP AND BOTTOM OF SHEAR TAB

WITHIN THE COLUMN WEB UNLESS CALCULATIONS ARE SUBMITTED TO THE

STRUCTURAL ENGINEER OF RECORD VALIDATING CONNECTION DESIGN CAPACITY

WITH HORIZONTAL PLATES EXCLUDED.

6. BRACED FRAME CONNECTIONS INDICATED ON THE DRAWINGS ARE CONCEPTIONAL

AND THE CONTRACTOR IS REQUIRED TO DESIGN THE CONNECTIONS.

CONNECTIONS SHALL BE DESIGNED UNDER THE DIRECT SUPERVISION OF AN

ENGINEER REGISTERED IN THE PROJECT'S JURISDICTION. IF NO BRACE FORCE IS

SHOWN, DESIGN THE CONNECTIONS TO FULLY DEVELOP THE BRACING MEMBER IN

TENSION. SUBMIT SHOP DRAWINGS AND CALCULATIONS BEARING ENGINEER'S SEAL

AND SIGNATURE FOR ALL SUCH CONNECTIONS.

7. PROVIDE HIGH STRENGTH BOLTS OR WELDS FOR ALL SHOP AND FIELD

CONNECTIONS. USE HIGH STRENGTH BOLTS AND NUTS WITH CLEAR MARKINGS AS

REQUIRED BY AISC SPECIFICATIONS. CONNECTIONS MADE WITH UNMARKED BOLTS

AND NUTS WILL BE REJECTED.

8. TIGHTEN ALL A325 BOLTS TO THE "SNUG TIGHT" CONDITION DEFINED AS THE

TIGHTNESS ATTAINED BY A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL

EFFORT OF A MAN USING AN ORDINARY SPUD WRENCH, UNLESS OTHERWISE

NOTED. THE SNUG TIGHT CONDITION MUST ENSURE THAT THE PLIES OF THE

CONNECTED MATERIAL HAVE BEEN BROUGHT INTO SNUG CONTACT.

9. PRE-TENSION ALL A325 BOLTS SUBJECT TO DIRECT TENSION OR DESIGNATED AS

SC (SLIP-CRITICAL) IN ACCORDANCE WITH ONE OF THE FOLLOWING METHODS AS

DESCRIBED IN THE AISC "STEEL CONSTRUCTION MANUAL": TURN-OF-NUT

TIGHTENING, CALIBRATED WRENCH TIGHTENING, OR DIRECT TENSION INDICATOR

TIGHTENING.

10. PROVIDE TWO (2) COATS OF BITUMINOUS PAINT OR 3" MINIMUM CONCRETE

COVER FOR ALL STEEL IN CONTACT WITH SOIL.

11. PRIMING OF STRUCTURAL STEEL IS NOT REQUIRED EXCEPT FOR STEEL EXPOSED

TO WEATHER OR LOCATED IN UNCONDITIONED SPACE. COORDINATE PAINTING

REQUIREMENTS WITH THE ARCHITECT.

12. NOTIFY THE STRUCTURAL ENGINEER OF RECORD OF ANY FABRICATION OR

ERECTION ERRORS OR DEVIATIONS. WRITTEN APPROVAL IS REQUIRED BEFORE ANY

FIELD CORRECTIONS ARE MADE.

13. REPLACE OR REINFORCE ANY STRUCTURAL STEEL DAMAGED IN WELDING AS

ACCEPTABLE TO THE STRUCTURAL ENGINEER OF RECORD.

14. FIELD CUTTING WITH GAS TORCH IS NOT PERMITTED.

15. STRUCTURAL STEEL MEMBERS HAVE NOT BEEN DESIGNED FOR TORSION

RESULTING FROM ECCENTRIC LOADS DUE TO PRECAST PANELS, CURTAIN WALL

SYSTEMS, LIGHT GAUGE METAL FRAMING, STAIRS, ETC.; UNLESS NOTED

OTHERWISE. SUPPLIERS OF SUCH SYSTEMS SHALL PROVIDE SUPPLEMENTARY

BRACING AS REQUIRED TO ELIMINATE ANY TORSION.

16. ALL LATERAL LOAD RESISTANCE AND STABILITY IN THE COMPLETED STRUCTURE IS

PROVIDED BY VERTICAL BRACED FRAMES AS DETAILED IN THE DRAWINGS. THE

ROOF SYSTEM SERVE AS HORIZONTAL DIAPHRAGM THAT DISTRIBUTE THE LATERAL

FORCES HORIZONTALLY TO THE VERTICAL LATERAL LOAD RESISTING MEMBERS,

WHICH TRANSFER THE LOADS TO THE BUILDING FOUNDATIONS.

17. 17. 17. 17. PROVIDE STEEL GRATING OF DEPTH SHOWN ON DRAWINGS. DESIGN GRATING

FOR A UNIFORM LOAD OF 150 PSF OR CONCENTRATED LOAD OF 1,000 POUNDS

(APPLIED OVER A ONE FOOT WIDTH) AT MIDSPAN, WHICHEVER PRODUCES MAXIMUM

STRESSES. ALL GRATING SHALL BE GALVANIZED PER ASTM A525, CLASS G90.

J. J. J. J. STEEL JOISTS AND JOIST GIRDERS:STEEL JOISTS AND JOIST GIRDERS:STEEL JOISTS AND JOIST GIRDERS:STEEL JOISTS AND JOIST GIRDERS:

1. SPECIAL JOISTS (SP), WHERE INDICATED ON PLANS, HAVE SPECIAL DESIGN

REQUIREMENTS. REFER TO PLANS AND DETAILS FOR LOCATIONS AND LOADING

DIAGRAMS.

2. DESIGN JOISTS UNDER THE DIRECT SUPERVISION OF AN ENGINEER REGISTERED IN

THE PROJECT'S JURISDICTION FOR LOADING REQUIRED BY THESE DOCUMENTS AND

APPLICABLE CODES. SUBMIT CALCULATIONS AND SHOP DRAWINGS BEARING

ENGINEER'S SEAL AND SIGNATURE.

3. DESIGN OF JOIST BRIDGING IS SOLELY THE RESPONSIBILITY OF THE JOIST

MANUFACTURER. WELD OR BOLT BRIDGING AND ANCHOR AT END WALLS OR

BEAMS. INSTALL AND PERMANENTLY FASTEN BRIDGING, BRIDGING ANCHORS, AND

JOIST CONNECTIONS COMPLETELY PRIOR TO THE APPLICATION OF ANY

CONSTRUCTION LOADS.

4. FOR ROOF JOISTS RESISTING NET WIND UPLIFT, PROVIDE BRIDGING OF BOTTOM

CHORD AT THE FIRST PANEL POINT FROM SUPPORTS. PROVIDE ADDITIONAL

BRIDGING AS REQUIRED BY THE JOIST MANUFACTURER. SEE 5/S1.2 FOR NET UPLIFT

PLAN FOR ROOF JOIST DESIGN LOADING.

5. TOP AND BOTTOM CHORDS OF ALL JOISTS SHALL BE DESIGNED FOR LOCALIZED

BENDING DUE TO A CONCENTRATED LOAD OF 200 POUNDS AT ANY LOCATION

BETWEEN PANEL POINTS OR A UNIFORM LIVE LOAD OF 25 POUNDS PER LINEAR

FOOT BETWEEN PANEL POINTS WITHOUT JOIST REINFORCING

6. SUPPORT ROOF TOP EQUIPMENT, ALL SUSPENDED EQUIPMENT AND PIPING

DIRECTLY FROM JOIST PANEL POINTS UNLESS TOP OR BOTTOM CHORD IS

SPECIFICALLY DESIGNED FOR INTERPANEL LOADING OR ADDITIONAL

REINFORCEMENT IS PROVIDED.

K. K. K. K. STEEL DECK:STEEL DECK:STEEL DECK:STEEL DECK:

1. STRUCTURAL DESIGNS IN THESE CONTRACT DOCUMENTS WERE PERFORMED

USING THE DECK PROPERTIES LISTED BELOW. DECKS BY ANY MANUFACTURER MAY

BE SUPPLIED PROVIDED SECTION PROPERTIES ARE WITHIN 5% OF THOSE SPECIFIED.

SUBMIT MANUFACTURER'S LOAD TABLES AND PROPERTY DATA FOR

REVIEW/APPROVAL BY THE STRUCTURAL ENGINEER OF RECORD.

2. PROVIDE STEEL DECK WITH THE FOLLOWING MINIMUM SECTION PROPERTIES:

1-1/2" DEEP - 20 GAGE - TYPE B (WIDE RIB) ROOF DECK:

Ip = 0.209 in4 Sp = 0.240 in3 Sn = 0.250 in3

3" DEEP - 18 GAGE - TYPE N ROOF DECK:

Ip = 1.238 in4 Sp = 0.688 in3 Sn = 0.749 in3

3. INSTALL DECK IN ACCORDANCE WITH SDI SUGGESTED SPECIFICATIONS UNLESS

NOTED OTHERWISE. EXTEND INDIVIDUAL SHEETS OVER AT LEAST THREE SPANS, WITH

LAPS TO BE PLACED OVER SUPPORTS. DECK SHALL BEAR A MINIMUM OF 1.5 INCHES

AT EDGE CONDITIONS AND 3 INCHES AT INTERIOR CONDITIONS.

4. PROVIDE ADDITIONAL FRAMING TO SUPPORT DECK AT OPENINGS THROUGH DECK

AND ALL CLOSURE ANGLES AND PLATES WHERE REQUIRED TO RESULT IN A

COMPLETE INSTALLATION. REFER TO ARCHITECTURAL AND MEP DRAWINGS FOR

OPENING LOCATIONS AND SIZES.

5. WELD ROOF AND NON-COMPOSITE DECKS TO STEEL SUPPORTS, INCLUDING THE

EDGE SUPPORT PARALLEL TO THE DECK SPAN WITH 5/8" DIAMETER (EFFECTIVE

FUSION DIAMETER) PLUG WELDS, 36/5 PATTERNS. FASTEN SIDE LAPS WITH 1-1/2"

SEAM WELDS OR #10 SELF-TAPPING SCREWS AT 16" O.C. MAXIMUM SPACING.

6. IN-LIEU OF PUDDLE WELDS; MECHANICAL FASTENERS MAYBE USED WITH PROIR

APPROVAL OF THE STRUCTURAL ENGINEER OF RECORD. PROVIDE DATA SHOWING

THE MECHANICAL FASTENERS MEET OR EXCEED THE WELD CRITERIA PROVIDED

ABOVE. FASTENERS SHALL MEET SDI REQUIREMENTS FOR DIAPHRAGM DESIGN AND

WIND UPLIFT. FASTENERS SHALL MEET “UL” AND “FM” REQUIREMENTS FOR FIRE

RESISTANCE AND WIND LOADING. POWDER ACTUATED FASTENERS SHALL BE

RECOGNIZED BY ICC-ES FOR DIAPHRAGM SHEAR STRENGTH IN ACCORDANCE WITH

THE LATEST VERSION OF ICC-ES AC43. INSTALL POWDER-ACTUATED AND SCREW

FASTENERS ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS.

L.L.L.L. POSTPOSTPOSTPOST----INSTALLED ANCHORS:INSTALLED ANCHORS:INSTALLED ANCHORS:INSTALLED ANCHORS:

1. THE ANCHOR CAPACITY USED IN DESIGN IS BASED ON THE TECHNICAL DATA

PUBLISHED BY HILTI. SUBSTITUTION REQUESTS FOR ALTERNATE PRODUCTS MUST

BE APPROVED IN WRITING BY THE STRUCTURAL ENGINEER OF RECORD PRIOR TO

USE. CONTRACTOR SHALL PROVIDE DATA DEMONSTRATING THAT THE SUBSTITUTED

PRODUCT IS CAPABLE OF ACHIEVING THE PERFORMANCE VALUES OF THE

SPECIFIED PRODUCT. SUBSTITUTIONS WILL BE EVALUATED BY THEIR HAVING AN

ICC-ES REPORT SHOWING COMPLIANCE WITH THE RELEVANT BUILDING CODE FOR

SEISMIC USES, LOAD RESISTANCE, INSTALLATION CATEGORY, AND AVAILABILITY OF

COMPREHENSIVE INSTALLATION INSTRUCTIONS. ADHESIVE ANCHOR EVALUATION

WILL ALSO CONSIDER CREEP, IN-SERVICE TEMPERATURE AND INSTALLATION

TEMPERATURE.

2. INSTALL ANCHORS PER THE MANUFACTURER INSTRUCTIONS. ADHESIVE ANCHORS

SHALL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21 DAYS AT TIME OF

INSTALLATION.

3. THE CONTRACTOR SHALL HAVE AN ANCHOR MANUFACTURER’S REPRESENTATIVE

PROVIDE ONSITE INSTALLATION TRAINING FOR ALL OF THEIR ANCHORING

PRODUCTS USED ON THE PROJECT. INSTALLATION OF ADHESIVE ANCHORS SHALL

BE PERFROMED BY PERSONNEL TRAINED TO INSTALL ADHESIVE ANCHORS.

4. ANCHOR CAPACITY IS DEPENDANT UPON SPACING BETWEEN ADJACENT ANCHORS

AND PROXIMITY OF ANCHORS TO EDGE OF CONCRETE. INSTALL ANCHORS IN

ACCORDANCE WITH SPACING AND EDGE CLEARANCES INDICATED ON THE

DRAWINGS.

5. EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE MAY CONFLICT WITH

SPECIFIC ANCHOR LOCATIONS. UNLESS NOTED ON THE DRAWINGS THAT THE BARS

CAN BE CUT, THE CONTRACTOR SHALL REVIEW THE EXISTING STRUCTURAL

DRAWINGS AND SHALL UNDERTAKE TO LOCATE THE POSITION OF THE

REINFORCING BARS AT THE LOCATIONS OF THE CONCRETE ANCHORS, BY GPR, X-

RAY OR OTHER NON-DESTRUCTIVE MEANS PRIOR TO INSTALLATION OF THE

ANCHORS AND FABRICATION OF THE CONNECTION PLATE.

6. THE INSTALLATION OF ADHESIVE ANCHORS HORIZONTALLY OR UPWARDLY

INCLINED SHALL BE PERFORMED BY PERSONNEL CERTIFIED BY AN APPLICABLE

CERTIFICATION PROGRAM. CERTIFICATION SHALL INCLUDE WRITTEN AND

PERFORMANCE TESTS IN ACCORDANCE WITH THE “ACI/CRSI ADHESIVE ANCHOR

INSTALLATION CERTIFICATION” PROGRAM OR EQUIVALENT.

7. ADHESIVE ANCHORS INSTALLED IN HORIZONTAL OR UPWARDLY INCLINED

ORIENTATIONS SHALL BE CONTINUOUSLY INSPECTED DURING INSTALLATION BY AN

INSPECTOR SPECIALLY APPROVED FOR THAT PURPOSE.

8. 8. 8. 8. POST INSTALLED ANCHORS DESIGNED BY THE CONTRACTOR’S ENGINEER FOR

ATTACHING SYSTEMS TO THE PRIMARY STRUCTURE SHALL BE DESIGNED BASED ON

A CRACKED SUBSTRATE PER ACI. IF AN UN-CRACKED ASSUMPTION IS USED BY THE

ENGINEER, CALCULATION SHALL BE SUBMITTED TO JUSTIFY THE UN-CRACKED

CONDITION.

2a

2a 2a

2a h a a a a a = 7 ft.

CONCRETE MIX DESIGN TABLE

MEMBER f'c W/C

F S P C 3/4" AGGREGATE 1" AGGREGATE

FOOTINGS

4500 PSI 0.45

F0 S0 P0 C0 N/A N/A

EXPOSURE CATEGORY ENTRAINED AIR CONTENT

F2 S0 P0 C1 6 +/-1.5% 6 +/- 1.5%

FOUNDATION WALLS 4500 PSI 0.45

F0 S0 P0 C0 N/A N/A

F2 S0 P0 C1 6 +/-1.5% 6 +/- 1.5%

N/A N/A N/A N/A N/A N/ASLABS-ON-GRADE 3500 PSI 0.55

F0 S0 P0 C0 N/A N/A

F1 S0 P0 C1 5 +/-1.5% 4.5 +/- 1.5%

TOPPING SLAB

NOTES:

1. PROVIDE CONCRETE MIXES IN ACCORDANCE WITH ACI 301 FOR THE EXPOSURE CATEGORIES IDENTIFIED IN THE ABOVE TABLE.

2. "EXTERIOR" MEMBERS ARE THOSE FULLY OR PARTIALLY OUTSIDE A CONDITIONED BUILDING ENVELOPE AND FULLY OR PARTIALLY ABOVE

THE FROST DEPTH. ALL OTHER MEMBERS SHALL BE CONSIDERED "INTERIOR".

3. SEE SHEAR WALL ELEVATIONS AND COLUMN SCHEDULES FOR DESIGN 28-DAY CONCRETE COMPRESSIVE STRENGTHS. ALL OTHER

CONCRETE STRENGTHS SHALL CONFORM TO THE TABLE ABOVE (MINIMUM).

4. MAXIMUM WATER-CEMENT (W/C) RATIOS INDICATED IN THE TABLE SHALL INCLUDE WATER FROM ADMIXTURES IN W/C CALCULATIONS.

5. DO NOT AIR-ENTRAIN CONCRETE DESIGNATED TO RECEIVE STEEL TROWEL FINISH.

3000 PSI 0.55

4500 PSI 0.45

3500 PSI 0.55

LOCATION

INTERIOR

EXTERIOR

INTERIOR

EXTERIOR

N/A

INTERIOR

EXTERIOR

TENSION LAP SPLICE LENGTH SCHEDULE

f'c=4,000PSI

CASE 2

1'-4"

CASE 1CASE 2

1'-4"1'-8"

OTHER BARS

3'-0"

4'-0"

1'-7"3'-11"

1'-11"5'-2"

7'-9"

8'-9"

3'-11"10'-1"

4'-10"11'-4"

8'-3" 3'-1" 6'-4"

2'-9" 1'-4" 2'-1" f'c=3,000PSI

CASE 1 CASE 2

1'-4" 1'-6"

CASE 2CASE 1

1'-11"1'-5"

TOP BARS OTHER BARS

SIZE

BAR

#3

1'-10" 3'-6'

2'-2" 4'-7"

4'-6"2'-4"

6'-0"2'-10"

4'-6" 8'-11"

5'-6" 10'-1"

11'-7"5'-10"

13'-1"7'-2"

4'-7" 9'-6" 3'-7" 7'-4"

#5

#6

#7

#8

#9

#4 1'-11" 3'-2" 1'-6" 2'-5"

CASE 1

TOP BARS

6'-3"

5'-1"

4'-0"

1'-8"

2'-5"

2'-1"

1'-4"

10'-9"7'-0"14'-2"8'-1" 12'-7"16'-4"10'-6"#11 9'-1"

NOTES:

1. LAP SPLICE INFORMATION APPLIES TO BEAM, COLUMN, SLAB AND WALL REINFORCING BARS.

2. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12 INCHES OF CONCRETE CAST BELOW THE BARS.

3. CASE 1&2, DEPENDS ON THE CONCRETE COVER, AND CLEAR SPACING OF BARS AS DEFINED BELOW:

CASE 1 : COVER AT LEAST 1 1/2" AND CLEAR SPACING AT LEAST 3".

CASE 2 : ALL OTHER CASES.

4. FOR LIGHTWEIGHT AGGREGATE, MULTIPLY ABOVE VALUES BY 1.3.

5. FOR EPOXY BARS, MULTIPLY ABOVE VALUES BY: 1.5 FOR OTHER BARS, 1.31 FOR "TOP BARS".

6. THIS SCHEDULE APPLIES TO 60ksi REINFORCING BARS. FOR 75ksi REINFORCING BARS, MULTIPLY

ABOVE VALUES BY 1.25.

7. FOR BAR DEVELOPMENT LENGTHS, DIVIDE ABOVE VALUE BY 1.3.

#10 8'-9" 14'-9" 6'-9" 11'-4" 7'-7" 12'-9" 5'-10" 9'-10"

POSITIVE PRESSURE NEGATIVE PRESSURE

ZONE 4 (PSF) ZONE 5 (PSF) ZONE 1 (PSF) ZONE 2 (PSF) ZONE 3 (PSF) ZONE 4 (PSF) ZONE 5 (PSF)AREA (SQ. FT.)

-37

-36

-35

-35

-62

-58

-53

-49

-93

-83

-71

-62

-40

-38

-36

-34

-49

-46

-42

-38

NOTES:

1. POSITIVE AND NEGATIVE SIGNS ON VALUES IN SCHEDULE INDICATE PRESSURES ACTING TOWARD AND AWAY FROM THE SURFACE, RESPECTIVELY.

2. ZONES 1, 2, AND 3 ARE FOR ROOFS. ZONES 4 AND 5 ARE FOR WALLS. SEE DETAIL 1/S1.2 AND DRAWING S2.2 FOR THE GENERAL WIND

PRESSURE ZONE DIAGRAM IDENTIFYING EXTENTS OF WIND PRESSURE ZONES.

3. VALUES GIVEN ARE FOR 50 YEAR MRI (MEAN RECURRENCE INTERVAL) AS REQUIRED FOR STRENGTH CALCULATIONS. ALTERNATE

DESIGN VALUES MAY BE USED PROVIDED SUPPORTING CALCULATIONS, SIGNED AND SEALED BY AN ENGINEER REGISTERED IN THE

PROJECT'S JURISDICTION, ARE SUBMITTED FOR REVIEW.

4. THE ABOVE VALUES HAVE BEEN DETERMINED AT HEIGHT OF 15 FEET. THESE VALUES DO NOT INCLUDE THE REDUCTIONS ALLOWED

BY, IBC 2015: TABLE 1604.3: FOOTNOTE "f", WHEN CALCULATING MEMBER DEFLECTIONS.

5. WHEN CALCULATING "NET WIND UPLIFT" PRESSURE FOR ROOF JOIST DESIGN USE ABOVE VALUES WITH A REDUCTION OF 7 PSF TO

ACCOUNT FOR THE DEAD LOAD OF THE ROOFING SYSTEM AND METAL ROOF DECK.

WIND COMPONENT & CLADDING LOAD SCHEDULE

= ZONE 1

= ZONE 2

= ZONE 3

20' - 0"

20' - 0"

20' - 0"

14' - 0" 14' - 0"

14' - 0"

14' - 0"

14' - 0"

7' - 0" TYP.

ZONE 1

ZONE 2 ,

TYP.

ZONE 3 ,

TYP.

DRAWING NUMBER

PROJECT NUMBER

SCALE

DRAWING TITLE

KEYPLAN

SEALS AND SIGNATURES

ISSUED FOR REV DATE

Cagley & Associates

STRUCTURAL ENGINEERING

6141 Executive Boulevard Rockville, Maryland 20852 301.881.9050

1700 NEW YORK AVE, NW

SUITE 100

WASHINGTON, DC 20006

202.842.2100 www.smithgroup.com

P lo t D at e:

EGLIN AIR FORCE BASE

BUILDING XX

ASH DR, EGLIN AIR FORCE BASE

FLORIDA

32542

IMEG Corporation

ELECTRONIC SECURITY / TELECOMMUNICATIONS

2882 106th Street Suite 100 Des Moines, Iowa 50322 515.334.9906

Baskerville-Donovan, Inc.

CIVIL ENGINEERING

449 W Main Street Pensacola, Florida 32502 850.438.9661 Engineering Business: EB-0000340

SmithGroup

MEP-FP ENGINEERING

1700 New York Ave, Suite 100 Washington, D.C. 20006 202.842.2100

A S

S O

C

IA

T E

S

C A

G L E

Y

CAGLEY & ASSOCIATES

PROJECT No. 2018 078

Phone (301) 881-9050

Structural Engineers Rockville, MD. 20852-3973

"USE OF DRAWING AS A BASE SHEET FOR

SHOP OR ERECTION DRAWINGS IS ILLEGAL."

COPYRIGHT 2018, CAGLEY & ASSOCIATES

SCHEMATIC DESIGN 1 08.17.2018

DESIGN DEVELOPMENT 2 11.08.2018

CONTRACT DOCUMENTS 01.04.2019

As indicated

/9

/2

:5

:0

A

M GENERAL NOTES

S1.2

28301.000

1/8" = 1'-0"

WIND PRESSURE ZONE DIAGRAM

1/8" = 1'-0"

CONCRETE MIX DESIGN TABLE

NTS

TENSION LAP LENGTH SCHEDULE

1/8" = 1'-0"

WIND COMPONENT & CLADDING LOAD

SCHEDULE

1/32" = 1'-0"

NET UPLIFT PLAN FOR BAR JOIST DESIGN

LOADING SEE 2/S1.2 FOR

PRESSURE AND ZONES

STRUCTURAL SPECIAL INSPECTION STATEMENT

THIS STATEMENT IS SUBMITTED IN ACCORDANCE WITH SECTION OF THE INTERNATIONAL BUILDING CODE. IT INCLUDES A SCHEDULE OF STRUCTURAL SPECIAL INSPECTIONS APPLICABLE TO THE PROJECT AS WELL AS THE IDENTITY OF THE INDIVIDUALS, AGENCIES, OR FIRMS INTENDED TO BE RETAINED FOR

CONDUCTING THESE INSPECTIONS.

THE SPECIAL INSPECTOR(S) SHALL KEEP RECORDS OF ALL INSPECTIONS AND SHALL FURNISH INTERIM INSPECTION REPORTS TO THE ARCHITECT, CONTRACTOR AND STRUCTURAL ENGINEER AND BUILDING OFFICIAL AT A FREQUENCY AGREED UPON BY THE PERMIT APPLICANT. DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION. IF THE DISCREPANCIES ARE NOT CORRECTED, THE DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE PERMIT OFFICIAL, ARCHITECT, AND STRUCTURAL ENGINEER PRIOR TO COMPLETION OF THAT PHASE OF WORK. A FINAL REPORT OF SPECIAL INSPECTIONS DOCUMENTING REQUIRED SPECIAL INSPECTIONS AND CORRECTION OF ANY DISCREPANCIES NOTED IN THE INSPECTIONS SHALL BE SUBMITTED AT

THE CONCLUSION OF THE PROJECT.

THE SPECIAL INSPECTION PROGRAM DOES NOT RELIEVE THE CONTRACTOR OF THE RESPONSIBILITY TO COMPLY WITH THE CONTRACT DOCUMENTS.

JOBSITE SAFETY AND MEANS AND METHODS OF CONSTRUCTION ARE SOLELY THE RESPONSIBILITY OF THE CONTRACTOR.

THE STRUCTURAL ENGINEER IS NOT RESPONSIBLE FOR ENSURING THE SPECIAL INSPECTION PROGRAM IS CONDUCTED IN ACCORDANCE WITH THIS PLAN.

THE SCHEDULE OF STRUCTURAL SPECIAL INSPECTIONS PROVIDES AN ITEMIZED LIST OF WHICH SPECIAL INSPECTION ACTIVITIES ARE REQUIRED FOR THE SPECIFIC PROJECT. THE SCHEDULE LISTS THE VARIOUS STRUCTURAL TASKS REQUIRED BY CHAPTER 17 OF THE INTERNATIONAL BUILDING CODE AND INDICATES

WITH A "YES" WHICH ITEMS APPLY TO THIS PROJECT.

THIS STATEMENT OF STRUCTURAL SPECIAL INSPECTIONS IS NOT INTENDED TO INCORPORATE ALL ASPECTS OF THE SPECIAL INSPECTION PROGRAM AS DEFINED IN CHAPTER 17 OF THE BUILDING CODE. REFER TO OTHER DISCIPLINES FOR REMAINING SPECIAL INSPECTIONS THAT MAY BE REQUIRED.

FREQUENCY OF INTERIM REPORT SUBMITTALS ISSUED TO THE REGISTERED PROFESSIONAL IN RESPONSIBLE CHARGE:

PREPARED BY: Cagley & Associates

WEEKLY

SIGNATURE AND DATE SEAL OF PREPARER

INSPECTION AGENTS

NAME OF AGENT FIRM NAME, ADDRESS, TELEPHONE NUMBER, CONTACT NAME (LICENSE NUMBER IF APPLICABLE)

1. SPECIAL INSPECTOR ENGINEER OF RECORD: (SIER) (Note 2)

2. GEOTECHNICAL ENGINEER OF RECORD: (GEOR)

3. STRUCTURAL ENGINEER OF RECORD: (SER) (Note1)

4. INSPECTION AND TESTING AGENCY: (ITA) (Note 2)

NOTES:

(1) THE STRUCTURAL ENGINEER OF RECORD IS RESPONSIBLE FOR CONDUCTING STRUCTURAL OBSERVATIONS ONLY. STRUCTURAL OBSERVATIONS INCLUDE THE VISUAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE REGISTERED DESIGN PROFESSIONAL, OR A DESIGNATED REPRESENTATIVE, FOR GENERAL CONFORMANCE TO THE APPROVED CONSTRUCTION DOCUMENTS AT SIGNIFICANT CONSTRUCTION STAGES AND AT COMPLETION OF THE STRUCTURAL SYSTEM.

THE STRUCTURAL ENGINEER OF RECORD IS NOT RESPONSIBLE FOR INSPECTIONS, SPECIAL OR OTHERWISE.

(2) THE INSPECTION AND TESTING AGENT(S) SHALL BE ENGAGED BY THE OWNER OR THE OWNER'S AGENT, AND NOT BY THE CONTRACTOR WHOSE WORK IS TO BE INSPECTED OR TESTED. ANY CONFLICT OF INTEREST MUST BE DISCLOSED TO THE CONTRACTING OFFICER PRIOR TO COMMENDING WORK. THE QUALIFICATIONS OF THE INSPECTION AGENT(S) MAY BE SUBJECT TO THE APPROVAL OF THE BUILDING OFFICIAL.

(3) "C" INDICATES CONTINUOUS INSPECTION DURING TASK AND "P" INDICATES PERIODIC INSPECTION DURING TASK.

(4) SEE SECTION FOR CONCRETE ELEMENTS THAT DO NOT REQUIRE SPECIAL INSPECTION.

(5) SEE SECTION FOR MASONRY ELEMENTS THAT DO NOT REQUIRE SPECIAL INSPECTION.

1705.3

1705.4

STRUCTURAL SPECIAL INSPECTION SCHEDULE: FABRICATORS

VERIFICATION AND INSPECTION TASKVERIFICATION AND INSPECTION TASKVERIFICATION AND INSPECTION TASKVERIFICATION AND INSPECTION TASK

1. VERIFY FABRICATION AND IMPLEMENTATION PROCEDURES

APPLICABLE TO

THIS PROJECT?

FREQUENCY

CONTINUOUS PERIODIC

REFERENCED

STANDARD

IBC CODE

REFERENCE

AGENT

1704.2.5 1704.4 1705.5

ITA-X-YES

STRUCTURAL SPECIAL INSPECTION SCHEDULE: SOILS

VERIFICATION AND INSPECTION TASKVERIFICATION AND INSPECTION TASKVERIFICATION AND INSPECTION TASKVERIFICATION AND INSPECTION TASK

1. VERIFY MATERIALS BELOW FOOTINGS ARE ADEQUATE TO

ACHIEVE THE DESIGN BEARING CAPACITY.

APPLICABLE TO

THIS PROJECT?

FREQUENCY

CONTINUOUS PERIODIC

REFERENCED

STANDARD

IBC CODE

REFERENCE

AGENT

1705.6 ITA-X-YES

YES

YES

YES

1705.6

1705.6

1705.6

ITA

ITA

ITA

X

X

YES 1705.6 ITA-X

X

2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH

AND HAVE REACHED PROPER MATERIAL.

3. PERFORM CLASSIFICATION AND TESTING OF CONTROLLED

FILL MATERIALS.

4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT

THICKNESS DURING PLACEMENT AND COMPACTION OF

CONTROLLED FILL.

5. PRIOR TO PLACEMENT OF CONTROLLED FILL, OBSERVE

SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED

PROPERLY

STRUCTURAL SPECIAL INSPECTION SCHEDULE: CONCRETE CONSTRUCTION

VERIFICATION AND INSPECTION TASKVERIFICATION AND INSPECTION TASKVERIFICATION AND INSPECTION TASKVERIFICATION AND INSPECTION TASK

APPLICABLE TO

THIS PROJECT?

FREQUENCY

CONTINUOUS PERIODIC

REFERENCED

STANDARD

IBC CODE

REFERENCE

AGENT

1910.4

ACI 318:

CH 20, 25.2,25.3,

26.5.1-26.5.3

X-YES

YES

YES

YES

AWS D1.4

ACI 318: 26.6.4

ACI 318: Ch. 26.8

X

YES ACI 318: 17.8.2X

X

YES

YES

YES

YES

NO

YES

YES

NO

X

X

X

X

X

X

19.4.1, 1904.2, 1908.2, 1908.3

ACI 318: 17.8.2.4

ACI 318: 17.8.2

ACI 318: Ch. 19, 26.4.3, 26.4.4

ASTM C 172

ASTM C 31

ACI 318: 5.6 & 5.8

ACI 318: 26.4.5

ACI 318:

26.4.7-26.4.9

ACI 318: 26.9.2.1

1. INSPECT REINFORMENT, INCLUDING PRESTRESSING

TENDONS, AND VERIFY PLACEMENT.

2. REINFORCING BAR WELDING:

a. VERIFY WELDABILITY OF REINFORCING BARS OTHER

THAN ASTM A706

b. INSPECT SINGLE-PASS FILLET WELDS, MAXIMUM SIZE

5/16 INCHES; AND

c. INSPECT ALL OTHER WELDS.

3. INSPECT ANCHORS TO BE CAST IN CONCRETE PRIOR TO

AND DURING PLACEMENT OF CONCRETE.

4. INSPECT ANCHORS POST-INSTALL IN HARDENED

CONCRETE MEMBERS.

a. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR

UPWARDLY INCLINED ORIENTATION TO RESIST

SUSTAINED TENSION LOADS.

b. MECHANICAL ANCHORS OR ADHESIVE ANCHORS NOT

DEFINED IN 4A.

5. VERIFYING USE OF REQUIRED DESIGN MIX.

6. AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE

SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND

AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE

OF THE CONCRETE.

7. INSPECT CONCRETE AND SHOTCRETE PLACEMENT FOR

PROPER APPLICATION TECHNIQUES.

8. VERIFY MAINTENANCE OF SPECIFIED CURING

TEMPERATURE AND TECHNIQUES.

9. INSPECTION OF PRESTRESSED CONCRETE:

a. APPLICATION OF PRESTRESSING FORCES; AND

b. GROUTING OF BONDED TENDONS IN THE SEISMIC

FORCE-RESISTING SYSTEM

10. INSPECT ERECTION OF PRECAST CONCRETE MEMBERS

11. VERIFY IN-SITU CONCRETE STRENGTH, PRIOR TO

STRESSING OF TENDONS IN POST TENSIONED CONCRETE

AND PRIOR TO REMOVAL OF SHORES AND FORMS FROM

BEAMS AND STRUCTURAL SLABS.

12. INSPECT FORMWORK FOR SHAPE, LOCATION AND

DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED.

YES

YES

YES

X

X

X

X

- ACI 318: 26.9.2.3

ACI 318: 26.10.2

'ACI 318: 26.10.1(b)

SIER and

ITA

ITA

ITA

ITA

ITA

ITA

ITA

ITA

ITA

ITA

ITA

ITA

ITA

ITA

ITA

ITA

1910.10

1910.6 1910.7 1910.8

1908.9

STRUCTURAL SPECIAL INSPECTION SCHEDULE: STEEL CONSTRUCTION

VERIFICATION AND INSPECTION TASKVERIFICATION AND INSPECTION TASKVERIFICATION AND INSPECTION TASKVERIFICATION AND INSPECTION TASK

1. MATERIAL VERIFICATION OF HIGH1. MATERIAL VERIFICATION OF HIGH1. MATERIAL VERIFICATION OF HIGH1. MATERIAL VERIFICATION OF HIGH----STRENGTH BOLTS, NUTS STRENGTH BOLTS, NUTS STRENGTH BOLTS, NUTS STRENGTH BOLTS, NUTS

AND WASHERS:AND WASHERS:AND WASHERS:AND WASHERS:

APPLICABLE TO

THIS PROJECT?

FREQUENCY

CONTINUOUS PERIODIC

REFERENCED

STANDARD

IBC CODE

REFERENCE

AGENT

- ITA

Applicable ASTM material specifications; AISC 360, Section A3.3

X-YES

YES

NO

YES

AISC 360: Section N5.6

AISC 360: Section A3.1

AISC 360: Section A3.5

1705.2.1

1705.2.1

ITA

ITA

ITA

YES

ITA

AISC 360:

Section N5.2

AWS D1.1

X

X

X

X

a. IDENTIFICATION MARKINGS TO CONFORM TO ASTM

STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION

DOCUMENTS.

b. MANUFACTURER’S CERTIFICATE OF COMPLIANCE REQUIRED.

2. INSPECTION OF HIGH2. INSPECTION OF HIGH2. INSPECTION OF HIGH2. INSPECTION OF HIGH----STRENGTH BOLTING:STRENGTH BOLTING:STRENGTH BOLTING:STRENGTH BOLTING:

a. SNUG TIGHTENED JOINTS.

b. SLIP-CRITICAL CONNECTIONS.

c. PRETENSIONED JOINTS.

3. MATERIAL VERIFICATION OF STRUCTURAL STEEL:3. MATERIAL VERIFICATION OF STRUCTURAL STEEL:3. MATERIAL VERIFICATION OF STRUCTURAL STEEL:3. MATERIAL VERIFICATION OF STRUCTURAL STEEL:

a. IDENTIFICATION MARKINGS TO CONFORM TO ASTM

STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION

DOCUMENTS.

b. MANUFACTURER'S CERTIFIED MILL TEST REPORTS.

4. MATERIAL VERIFICATION OF WELD FILLER MATERIALS:4. MATERIAL VERIFICATION OF WELD FILLER MATERIALS:4. MATERIAL VERIFICATION OF WELD FILLER MATERIALS:4. MATERIAL VERIFICATION OF WELD FILLER MATERIALS:

a. IDENTIFICATION MARKINGS TO CONFORM TO AWS

SPECIFICATION IN THE APPROVED CONSTRUCTION

DOCUMENTS.

b. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED.

5. INSPECTION OF WELDING, STRUCTURAL STEEL:5. INSPECTION OF WELDING, STRUCTURAL STEEL:5. INSPECTION OF WELDING, STRUCTURAL STEEL:5. INSPECTION OF WELDING, STRUCTURAL STEEL:

YES

YES

YES

YES

X

X

X

X

- ITA

ITA

1705.2.1

AWS D1.3

AWS D1.4

ACI 318:

26.6.4.1a

a. COMPLETE AND PARTIAL PENETRATION GROOVE WELDS.

b. MULTIPASS FILLET WELDS.

c. SINGLE-PASS FILLET WELDS > 5/16"

d. SINGLE-PASS FILLET WELDS ≤ 5/16"

e. FLOOR AND ROOF DECK WELDS.

6. INSPECTION OF WELDING, REINFORCING STEEL:6. INSPECTION OF WELDING, REINFORCING STEEL:6. INSPECTION OF WELDING, REINFORCING STEEL:6. INSPECTION OF WELDING, REINFORCING STEEL:

a. VERIFICATION OF WELDABILITY OF REINFORCING STEEL

OTHER THAN ASTM A 706.

b. REINFORCING STEEL-RESISTANT FLEXURAL AND AXIAL

FORCES IN INTERMEDIATE AND SPECIAL MOMENT FRAMES,

AND BOUNDARY ELEMENTS OF SPECIAL REINFORCED

CONCRETE SHEAR WALLS AND SHEAR REINFORCEMENT.

c. SHEAR REINFORCEMENT.

d. OTHER REINFORCING STEEL.

YES - X - ITA

NO X -

YES - X

YES --

YES

YES

YES

YES

YES

X

X

X

X

- X

ITA

ITA

ITA

ITA

ITA

ITA

ITA

ITA

7. INSPECTION OF COMPOSITE CONSTRUCTION:7. INSPECTION OF COMPOSITE CONSTRUCTION:7. INSPECTION OF COMPOSITE CONSTRUCTION:7. INSPECTION OF COMPOSITE CONSTRUCTION:

a. PLACEMENT AND INSTALLATION OF STEEL DECK.

b. PLACEMENT AND INSTALLATION OF STEEL HEADED STUDS.

c. DOCUMENT ACCEPTANCE OR REJECTION OF STEEL

ELEMENTS.

YES

YES

YES X

X

X

SDI:

QA/QC

ITA

ITA

ITA

8. FIRE8. FIRE8. FIRE8. FIRE----RESISTANT MATERIALS:RESISTANT MATERIALS:RESISTANT MATERIALS:RESISTANT MATERIALS:

a. SPECIAL INSPECTIONS ARE REQUIRED PER IBC

SECTIONS THROUGH .

YES X - - ITA1705.13 THRU

1705.171705.13 1705.17

ITA

ITA

1705.2.2

9. OPEN9. OPEN9. OPEN9. OPEN----WEB STEEL JOIST AND JOIST GIRDERS:WEB STEEL JOIST AND JOIST GIRDERS:WEB STEEL JOIST AND JOIST GIRDERS:WEB STEEL JOIST AND JOIST GIRDERS:

a. END CONNECTION - BOLTED OR WELDED b1. BRIDGING - HORIZONTAL OR DIAGONAL. (STANDARD) b2. BRIDGING - HORIZONTAL OR DIAGONAL.

THAT DIFFERS FROM THE SJI SPECIFICATION LISTED IN

SECTION

YES

YES

YES

X

X

X

SJI

ITA

ITA

ITA

10. COLD10. COLD10. COLD10. COLD----FORMED STEEL DECK:FORMED STEEL DECK:FORMED STEEL DECK:FORMED STEEL DECK:

2207.1

2207.1

YES

X-

1705.2.3

1705.2.2SDI: QA/QC

STRUCTURAL SPECIAL INSPECTION SCHEDULE: MASONRY CONSTRUCTION - LEVEL B

VERIFICATION AND INSPECTION TASKVERIFICATION AND INSPECTION TASKVERIFICATION AND INSPECTION TASKVERIFICATION AND INSPECTION TASK

2. AS MASONRY CONSTRUCTION BEGINS, THE FOLLOWING 2. AS MASONRY CONSTRUCTION BEGINS, THE FOLLOWING 2. AS MASONRY CONSTRUCTION BEGINS, THE FOLLOWING 2. AS MASONRY CONSTRUCTION BEGINS, THE FOLLOWING SHALL BE VERIFIED TO ENSURE COMPLIANCE:SHALL BE VERIFIED TO ENSURE COMPLIANCE:SHALL BE VERIFIED TO ENSURE COMPLIANCE:SHALL BE VERIFIED TO ENSURE COMPLIANCE:

APPLICABLE TO

THIS PROJECT?

FREQUENCY

CONTINUOUS PERIODIC

REFERENCED

STANDARD

IBC CODE

REFERENCE

AGENT

- ITA

ACI 530.1 Art. 2.1

& 2.6A

X-YES

YES

YES

YES

ACI 530.1 Art. 3.3B

ACI 530.1 Article 3.4 & 3.6A

ACI 530 Section 1.16, ACI 530.1: Art. 3.2E,

3.4 & 3.6A

ITA

ITA

X

ACI 530.1: Art. 3.3F

X

a. PROPORTIONS OF SITE-PREPARED MORTAR.

b. CONSTRUCTION OF MORTAR JOINTS.

c. LOCATION OF REINFORCEMENT, CONNECTORS AND

ANCHORAGES

3. PRIOR TO GROUTING, THE FOLLOWING SHALL BE 3. PRIOR TO GROUTING, THE FOLLOWING SHALL BE 3. PRIOR TO GROUTING, THE FOLLOWING SHALL BE 3. PRIOR TO GROUTING, THE FOLLOWING SHALL BE VERIFIED VERIFIED VERIFIED VERIFIED TO ENSURE COMPLIANCE:TO ENSURE COMPLIANCE:TO ENSURE COMPLIANCE:TO ENSURE COMPLIANCE:

a. GROUT SPACE IS CLEAN.

b. GRADE, TYPE AND SIZE OF REINFORCEMENT AND

ANCHOR BOLTS.

c. PLACEMENT OF REINFORCEMENT AND CONNECTORS

AND PRESTRESSING TENDONS AND ANCHORAGES.

d. PROPORTIONS OF SITE-PREPARED GROUT.

4. VERIFY DURING…