D_Structural4.pdf

GENERAL NOTES:

DESIGN CRITERIA

DC-1 BUILDING CODE: IBC 2015, ASCE 7-10 AS MODIFIED BY UFC 1-200-01

AND UFC 3-301-01

DC-2 LATERAL LOAD DESIGN CRITERIA

A. RISK CATEGORY

B. WIND DESIGN CRITERIA

1. HANGAR DOORS CLOSED

A. ULTIMATE WIND SPEED (Vult) B. NOMINAL WIND SPEED (Vasd)

C. EXPOSURE CATEGORY

D. INTERNAL PRESSURE COEFFICIENT

E. LARGE VOLUME REDUCTION FACTOR (RI)

F. COMPONENTS AND CLADDING

2. HANGAR DOORS FULL OPEN

A. ULTIMATE WIND SPEED (Vult) B. NOMINAL WIND SPEED (Vasd)

C. EXPOSURE CATEGORY

D. INTERNAL PRESSURE COEFFICIENT

E. LARGE VOLUME REDUCTION FACTOR (RI)

F. COMPONENTS AND CLADDING

C. SEISMIC DESIGN CRITERIA

1. SEISMIC IMPORTANCE FACTOR (IE)

2. SITE CLASS

3. SEISMIC DESIGN CATEGORY

4. SHORT PERIOD SPECTRAL ACCELERATION

5. ONE SECOND SPECTRAL ACCELERATION

6. SHORT PERIOD RESPONSE ACCELERATION

7. ONE SECOND RESPONSE ACCELERATION

8. SEISMIC RESPONSE COEFFICIENT

9. SEISMIC DESIGN BASE SHEAR

10. SEISMIC RESISTING SYSTEM: STEEL ORDINARY

CONCENTRICALLY BRACED FRAMES

D. R = 3.25

1. ANALYSIS METHOD: EQUIVALENT LATERAL FORCE

PROCEDURE

DC-3 GRAVITY LOADS

A. DEAD LOADS

1. ROOF

2. MINIMUM (FOR UPLIFT)

B. LIVE LOADS

1. ROOF

2. OFFICE & CORRIDOR

3. HANGAR BAY

A. C5/C17 WHEEL LOADS

B. TOW VEHICLE WHEEL LOAD

C. MAINTENACE STAND WHEEL LOAD

D. JACK STAND

4. TOOL STORAGE

5. MECHANICAL ROOM

6. CATWALK

7. SNOW LOADS

A. GROUND SNOW LOAD (Pg) B. FLAT-ROOF SNOW LOAD(Pf) C. SNOW IMPORTANCE FACTOR (Is) D. SNOW EXPOSURE FACTOR (Ce) E. THERMAL FACTOR (Ct)

F. ADDITIONAL SNOW DRIFT AS PER APPLICABLE BUILDING

CODE(S).

8. FALL ARREST ANCHORAGE ULT LOAD = 5000 lb

C. CONSTRUCTION LOADS

1. NOT TO EXCEED THE DESIGN LIVE LOADS.

DC-4 FOUNDATION DESIGN CRITERIA

A. FOUNDATION DESIGN IS BASED UPON THE FOLLOWING SOIL

PARAMETERS:

1. NET ALLOWABLE SOIL BEARING PRESSURE:

B. SPREAD FOOTINGS 6000 PSF

C. CONTINUOUS FOOTINGS 6000 PSF

D. LATERAL EARTH PRESSURE PARAMETERS:

1. SOIL DENSITY = 110 PCF

2. COEFFICIENT OF ACTIVE PRESSURE (KA) = 0.40

3. COEFFICIENT OF AT-REST PRESSURE (KO) = 0.57

4. COEFFICIENT OF PASSIVE EARTH PRESSURE (KP) = 2.5

5. ANGLE OF INTERNAL FRICTION (PHI) = 25.5 DEGREES

6. COEFFICIENT OF FRICTION (U) = 0.60

7. MODULUS OF SUB-GRADE REACTION (KS) = 150 PCI

E. FROST DEPTH: 22 INCHES

MASONRY

M-1 MASONRY WORK MUST BE IN CONFORMANCE WITH THE AMERICAN

CONCRETE INSTITUTE ACI) "BUILDING CODE FOR MASONRY

STRUCTURES-ACI 530” (LATEST EDITION) AND THE “SPECIFICATIONS

FOR MASONRY STRUCTURES-ACI 530.1” (LATEST EDITION).

M-2 ALL MORTAR TO CONFORM TO ASTM C 270, TYPE M OR S.

A. PORTLAND CEMENT: ASTM C 150, TYPE I.

B. LIME: ASTM C 207

M-3 GROUT IS TO CONFORM TO ASTM C 476 AND HAVE A MINIMUM

COMPRESSIVE STRENGTH OF 3000 PSI.

A. SLUMP: 8 TO 10 INCHES.

B. MAXIMUM AGGREGATE SIZE: 3/8".

M-4 CONCRETE MASONRY TO HAVE A MINIMUM 28 DAY COMPRESSIVE

STRENGTH OF MASONRY (F'M) EQUAL TO 1,500 PSI AND:

A. HOLLOW BLOCK: ASTM C 90, NORMAL WT.

B. SOLID BLOCKS: ASTM C 90.

M-5 DEFORMED BAR REINFORCEMENT PER ASTM A 615/A 615M GRADE 60.

A. PROVIDE MINIMUM LAP SPLICES OF 48 BAR DIAMETERS.

B. PROVIDE BAR SPACERS AS REQUIRED TO PROPERLY LOCATE

REINFORCING WITHIN CMU CELLS.

M-6 HORIZONTAL JOINT REINFORCING TO BE SPACED AT 16" OC IN ALL

WALLS UNO AND SHALL BE GALVANIZED, STANDARD CLASS, LADDER

TYPE, CONFORMING TO ASTM A951. SIDE RODS TO BE 3/16" WITH NO.

9 CROSS RODS UNO. PROVIDE ONE-PIECE PREFABRICATED

REINFORCING UNITS AT 8” OC AT ALL WALL CORNERS AND

INTERSECTIONS AND IN THE FIRST TWO COURSES ABOVE AND

BELOW MASONRY OPENINGS. PROVIDE LAP AS RECOMMENDED BY

THE MANUFACTURER WITH A MINIMUM OF 6". DISCONTINUE

HORIZONTAL JOINT REINFORCING AT CONTROL JOINTS.

M-7 ALL MASONRY TO BE CONSTRUCTED USING A RUNNING BOND

PATTERN. FULL BED AND HEAD JOINTS MUST BE USED.

M-8 GROUT CELLS OF CMU SOLID FOR ALL MASONRY BELOW GRADE,

CMU LINTELS, BOND BEAMS, CELLS WITH VERTICAL REINFORCEMENT

AND BELOW BEAM BEARING PLATES.

M-9 CONTROL JOINT SPACING IN MASONRY WALLS SHALL BE PROVIDED

AT 24'-0” ON CENTER MAXIMUM AND WITHIN 2'-0” ON EITHER SIDE OF

ALL WALL CORNERS.

M-10 ALL MASONRY WALLS TO BE TEMPORARILY BRACED UNTIL FLOOR OR

ROOF SYSTEM HAS BEEN INSTALLED AND HAS BECOME CAPABLE OF

STABILIZING THE WALLS.

M-11 ANCHOR RODS PER ASTM F 1554.

M-12 DOWEL REINFORCED MASONRY WALLS TO FOUNDATION. SIZE

DOWELS TO MATCH WALL REINFORCEMENT. LOCATE DOWELS IN

CELLS TO CONTAIN WALL REINFORCEMENT. LAP DOWELS WITH

WALL REINFORCEMENT A MINIMUM OF 48 BAR DIAMETERS UNO.

M-13 UNLESS NOTED OTHERWISE, PLACE TYPICAL CMU REINFORCEMENT

IN CENTER OF FULLY GROUTED CELLS AND SPACE AS FOLLOWS:

A. FOR 6” CMU: (1) #5 VERTICAL AT 48” ON CENTER.

B. FOR 8” CMU: (1) #5 VERTICAL AT 32” ON CENTER.

C. FOR 12” CMU: (1) #5 VERTICAL AT 32” ON CENTER.

D. PROVIDE ADDITIONAL BARS AT CORNERS AND OPENINGS PER

TYPICAL DETAILS.

M-14 ALL CORNERS AND INTERSECTIONS TO BE TIED BY MASONRY BOND.

M-15 PROVIDE VERTICAL CMU VENEER CONTROL JOINTS AS INDICATED ON

THE ARCHITECTURAL DRAWINGS.

M-16 SPACE CMU VENEER ANCHORS NO MORE THAN 16" OC VERTICALLY

AND 24” OC HORIZONTALLY. PROVIDE ADDITIONAL ANCHORS AT 8”

OC AROUND OPENINGS.

GENERAL

G-1 METHODS, PROCEDURES AND SEQUENCES OF CONSTRUCTION ARE

THE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR IS

RESPONSIBLE FOR IDENTIFYING AND IMPLEMENTING THE

NECESSARY PRECAUTIONS TO MAINTAIN AND ENSURE THE

INTEGRITY OF THE STRUCTURE AT ALL STAGES OF CONSTRUCTION.

G-2 TEMPORARY BRACING, SHEETING, SHORING, ETC, REQUIRED TO

ENSURE THE STRUCTURAL INTEGRITY/STABILITY OF THE EXISTING

BUILDINGS, SIDEWALKS, UTILITIES, ETC, DURING CONSTRUCTION IS

THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL BE DESIGNED

BY A REGISTERED PROFESSIONAL ENGINEER EMPLOYED BY THE

CONTRACTOR.

G-3 IMPLEMENTATION OF JOB SITE SAFETY IS THE SOLE RESPONSIBILITY

OF THE CONTRACTOR.

G-4 WHEN NOT SPECIFICALLY INDICATED ON THE STRUCTURAL

DRAWINGS, THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING

SLEEVE AND BLOCK-OUT REQUIREMENTS FOR PENETRATIONS PRIOR

TO FABRICATION OR ERECTION OF THE STRUCTURE. PENETRATIONS

OF STRUCTURAL MEMBERS ARE SUBJECT TO APPROVAL BY THE

CONTRACTING OFFICER. THE CONTRACTOR IS ALSO RESPONSIBLE

FOR DETERMINING ANCHORAGE AND HANGER REQUIREMENTS

REQUIRED FOR SUPPORTING EQUIPMENT, FINISHES, UTILITIES

ETCETERA NOT INDICATED ON THE STRUCTURAL DRAWINGS.

G-5 THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING AND

COORDINATING DIMENSIONS AND INSTALLATION DETAILS OF

PURCHASED EQUIPMENT WITH THE SUPPORTING STRUCTURE. ANY

CONFLICTS BETWEEN THESE ITEMS AND THE BUILDING STRUCTURE

IS TO BE BROUGHT TO THE ATTENTION OF THE CONTRACTING

OFFICER FOR RESOLUTION.

G-6 THE STRUCTURAL DRAWINGS GOVERN THE WORK FOR STRUCTURAL

FEATURES, UNLESS OTHERWISE NOTED. DIMENSIONS SHOWN ON

PLANS AND DETAILS ARE TO GOVERN THE STRUCTURAL WORK. THE

CONTRACTOR IS TO REFER TO THE ARCHITECTURAL DRAWINGS FOR

DIMENSIONS AND DETAILS NOT PROVIDED. DIMENSIONAL CONFLICTS

IN THE DOCUMENTS SHALL BE BROUGHT TO THE ATTENTION OF THE

CONTRACTING OFFICER.

G-7 FOR ADDITIONAL INFORMATION NOT COVERED IN THESE GENERAL

NOTES, REFER TO THE PROJECT SPECIFICATIONS. IN CASE OF

CONFLICT BETWEEN THE GENERAL NOTES, SPECIFICATIONS, AND

DRAWINGS, THE MOST STRINGENT REQUIREMENTS AS DETERMINED

BY THE CONTRACTING OFFICER WILL GOVERN.

G-8 WORK NOT INDICATED ON A PART OF THE DRAWINGS, BUT

REASONABLY IMPLIED TO BE SIMILAR TO THAT SHOWN AT

CORRESPONDING LOCATIONS, IS TO BE REPEATED.

C-7 SPLICES (LAPS) OF REINFORCING BARS SHALL BE CLASS 'B' TENSION

LAPS PER ACI 318 (LATEST EDITION) UNLESS NOTED OTHERWISE.

REFER TO THE MINIMUM LAP SPLICES OF REINFORCING BARS IN

TENSION SCHEDULE ON DRAWING S-601.

C-8 CONTINUOUS REINFORCING BARS TO BE TURNED AND LAPPED AT

CORNERS AND INTERSECTIONS OF WALLS AND FOOTINGS. HOOKED

BARS TO HAVE STANDARD ACI HOOKS UNLESS NOTED OTHERWISE.

C-9 CONTINUOUS TOP BARS TO BE SPLICED AT MID-SPAN. CONTINUOUS

BOTTOM BARS TO BE SPLICED AT CENTERLINE OF SUPPORTS (OR AS

SHOWN ON DETAILS).

C-10 WELDED WIRE REINFORCEMENT IS TO BE SUPPLIED IN FLAT SHEETS

ONLY. LAP WELDED WIRE REINFORCEMENT TWO FULL MESH

LENGTHS AT SPLICES AND WIRE TOGETHER. PLACE WELDED WIRE

REINFORCEMENT WITHIN THE SLAB THICKNESS PER THE TYPICAL

DETAILS.

C-11 CONCRETE SLABS TO BE CURED BY METHOD COMPATIBLE WITH

SPECIFIED FLOOR FINISH. WHERE ACCEPTABLE USE A LIQUID

MEMBRANE-CURING COMPOUND AT THE MANUFACTURERS

RECOMMENDED COVERAGE.

C-12 SLOPE SLABS-ON-GRADE TO DRAIN AS REQUIRED. MAINTAIN

MINIMUM DESIGN THICKNESS INDICATED.

C-13 DIVIDE FLOOR SLABS-ON-GRADE INTO SEGMENTS BY MEANS OF

ISOLATION, CONTROL AND CONSTRUCTION JOINTS AS INDICATED ON

THE DRAWINGS. SAW JOINTS TO BE CUT AS SOON AS POSSIBLE

WITHOUT RAVELING THE SURFACE. POSITION OF CONSTRUCTION

JOINTS OTHER THAN THOSE SHOWN ON THE DRAWINGS ARE TO BE

SUBMITTED TO THE CONTRACTING OFFICER FOR APPROVAL.

C-14 SLAB-ON-GRADE CONTROL JOINTS TO BE PLACED ON COLUMN

CENTERLINES UNO. CONTROL JOINTS TO BE PLACED AT EQUAL

INTERVALS IN EACH DIRECTION AS INDICATED ON THE PLANS. ADAPT

CONTROL JOINT LOCATION AT ODD BAYS. CONSTRUCTION JOINTS

TO BE PLACED AT CONTROL JOINT LOCATIONS AT CONTRACTOR'S

DISCRETION UNO ON PLAN.

C-15 LEVELING GROUT TO BE NON-SHRINK, NON-METALLIC TYPE,

FACTORY PREMIXED GROUT IN ACCORDANCE WITH ASTM C 1107,

HAVING A MINIMUM COMPRESSIVE STRENGTH OF NOT LESS THAN

5000 PSI.

C-16 SLEEVES, INSERTS, MECHANICAL OPENINGS, CONDUITS, PIPES,

RECESSES, DEPRESSIONS, CURBS AND OTHER EMBEDDED ITEMS TO

BE PROVIDED FOR AS SHOWN ON THE ARCHITECTURAL,

MECHANICAL AND ELECTRICAL DRAWINGS AND AS REQUIRED BY

EQUIPMENT MANUFACTURERS. INSTALLATION OF THESE ITEMS TO

BE COORDINATED AND PROVIDED FOR PRIOR TO PLACING

CONCRETE.

C-17 ANCHOR RODS TO BE ASTM F 1554 FY=36 KSI MINIMUM, GALVANIZED,

UNLESS NOTED OTHERWISE.

III

120 MPH

89 KPH

C +/- 0.42 .76

RE: S-701

60 MPH

47 MPH

C +/- 0.55 1.0

RE: S-701

1.25 D B

(SS) 0.12

(S1) = 0.05

(SDS) = .128

(SD1) = .080

(CS) = .030

142 kips

20 PSF

8 PSF

20 PSF

100 PSF

90 KIPS

200 PSF

150 PSF

40 PSF

25 PSF

22 PSF

1.1 1.0 1.1

G-9 DETAILS DESIGNATED AS “TYPICAL DETAILS,” APPLY GENERALLY TO

THE DRAWINGS IN AREAS WHERE CONDITIONS ARE SIMILAR TO

THOSE DESCRIBED IN THE DETAILS.

G-10 SHOP DRAWINGS:

A. SHOP DRAWINGS FOR ALL MATERIALS ARE TO BE SUBMITTED

TO THE CONTRACTING OFFICER FOR REVIEW PRIOR TO THE

START OF FABRICATION OR COMMENCEMENT OF WORK PER

THE PROJECT SPECIFICATIONS.

B. SHOP DRAWINGS MUST BE CHECKED AND STAMPED BY THE

CONTRACTOR PRIOR TO SUBMISSION. THE CONTRACTOR'S

STAMP OF APPROVAL WILL CONSTITUTE CERTIFICATION THAT

HE HAS VERIFIED ALL FIELD MEASUREMENTS, CONSTRUCTION

CRITERIA, MATERIALS AND SIMILAR DATA AND HAS CHECKED

EACH DRAWING FOR COMPLETENESS, COORDINATION, AND

COMPLIANCE WITH THE CONTRACT DOCUMENTS.

C. REPRODUCTION OF ANY PORTION OF THE STRUCTURAL

CONTRACT DRAWINGS FOR SUBMITTAL AS SHOP DRAWINGS IS

PROHIBITED.

D. CHANGES TO SHOP DRAWINGS THAT ARE RE-SUBMITTED MUST

BE CLOUDED OR SOMEHOW INDICATE THAT A CHANGE HAS

BEEN MADE TO PREVIOUSLY ISSUED AND REVIEWED DRAWING.

E. THE CONTRACTOR IS TO PROVIDE THE CONTRACTING OFFICER

WITH WRITTEN NOTICE OF DEVIATIONS OF ANY TYPE FROM THE

REQUIREMENTS OF THE CONSTRUCTION DOCUMENTS. THE

NOTICE MUST BE RECEIVED PRIOR TO SHOP DRAWING

SUBMITTAL. THE CONTRACTOR REMAINS LIABLE FOR ANY

DEVIATION UNLESS REVIEWED BY THE CONTRACTING OFFICER

AND ACKNOWLEDGED IN WRITING, PRIOR TO THE RECEIPT OF

THE SHOP DRAWINGS.

FOUNDATIONS

F-1 FOUNDATIONS HAVE BEEN DESIGNED AND ARE TO BE CONSTRUCTED

IN ACCORDANCE WITH CRITERIA ESTABLISHED BY DUFFIELD

ASSOCIATES IN THEIR GEOTECHNICAL REPORT PREPARED FOR THIS

PROJECT DATED 20 JULY 2017. THIS REPORT IS CONSIDERED PART

OF THESE CONTRACT DOCUMENTS.

F-2 COMPACTED FILL MATERIAL SHALL CONFORM TO

RECOMMENDATIONS PROVIDED IN THE GEOTECHNICAL REPORT.

(MAXIMUM FILL LIFT = 8”.)

F-3 FOUNDATIONS AND HANGAR SLABS S-3 & S-4 ARE TO BE PLACED ON

SUBGRADE THAT HAS BEEN MODIFIED WITH A RAMMED AGGREGATE

(RAP) SYSTEM. THE (RAP) SYSTEM SHALL BE DESIGNED AND

INSTALLED BY A SPECIALTY CONTRACTOR PER THE SPECIFICATIONS.

DESIGN CALCULATIONS AND DRAWINGS, SEALED BY A

PROFESSIONAL ENGINEER IN THE STATE OF DELAWARE SHALL BE

SUBMITTED TO THE CONTRACTING OFFICER FOR REVIEW.

F-4 THE (RAP) SYSTEM FOR COLUMN FOUNDATIONS SHALL BE DESIGNED

TO SUPPORT THE SERVICE LOADS PROVIDED ON DRAWING S-602 TO

PROVIDE A UNIFORM BEARING PRESSURE OF 6000 PSF. THESE

LOADS SHALL BE USED FOR COMPUTING SETTLEMENTS WITHOUT

THE APPLICATION OF ANY ADDITIONAL REDUCTIONS. THE (RAP)

SYSTEM SHALL BE DESIGNED TO LIMIT TOTAL POST-CONSTRUCTION

SETTLEMENT OF FOUNDATION ELEMENTS TO 1" AND LONG TERM

DIFFERENTIAL SETTLEMENT TO 1/2".

F-5 THE (RAP) SYSTEM FOR HANGAR FLOOR SLAB S-4 SHALL BE

DESIGNED TO SUPPORT THE SERVICE WHEEL LOADS PROVIDED ON

DRAWING S-601. IN ADDITION, A (RAP) SHALL BE PROVIDED AT EACH

JACK POINT LOCATION DESIGNED TO LIMIT TOTAL

POST-CONSTRUCTION SETTLEMENT TO 1" AND LONG TERM

DIFFERENTIAL SETTLEMENT TO 1/2".

F-6 THE (RAP) SYSTEM FOR HANGAR FLOOR SLAB S-3 SHALL BE

DESIGNED TO SUPPORT A 300 PSF UNIFORM OR RANDOM TRAFFIC

HS-20 WHEEL LOADS.

F-7 THE CONTRACTOR IS TO RETAIN THE SERVICES OF A PROFESSIONAL

GEOTECHNICAL ENGINEER, SUBJECT TO THE APPROVAL OF THE

CONTRACTING OFFICER, TO VERIFY THAT THE MATERIAL ON WHICH

FOUNDATIONS BEAR HAS AT LEAST THE CAPACITY AS NOTED IN THE

DESIGN CRITERIA. THE GEOTECHNICAL ENGINEER IS TO MAKE

RECOMMENDATIONS FOR IMPROVING AREAS THAT DO NOT MEET

THE DESIGN CRITERIA.

F-8 ALL EXTERIOR FOOTINGS ARE TO BEAR A MINIMUM OF 22" BELOW

FINISHED GRADE.

F-9 PRIOR TO PLACING CONCRETE, ANY WATER PRESENT IS TO BE

PUMPED OUT FROM THE BOTTOM OF EXCAVATIONS.

F-10 CONCRETE SLABS-ON-GRADE HAVE BEEN DESIGNED TO BEAR ON

PROPERLY COMPACTED SUB-GRADE SOILS AS PER THE

GEOTECHNICAL REPORT. THE DRAINAGE BASE COURSE MATERIAL

BENEATH THE SLAB-ON-GRADE IS TO CONFORM TO

RECOMMENDATIONS PROVIDED IN THE GEOTECHNICAL REPORT

(MAXIMUM FILL LIFT = 8").

F-11 NO BACKFILLING AGAINST WALLS IS TO BE DONE UNTIL THE SLABS

AT THE TOP AND BOTTOM HAVE BEEN PLACED OR ADEQUATE

SHORING HAS BEEN PROVIDED. WALLS HAVING BACKFILL AGAINST

BOTH SIDES ARE TO HAVE BACKFILL PLACED ON BOTH SIDES

UNIFORMLY SO AS NOT TO EXCEED AN 8” DIFFERENTIAL.

REINFORCED CONCRETE

C-1 REINFORCED CONCRETE WORK IS TO BE IN ACCORDANCE WITH THE

AMERICAN CONCRETE INSTITUTE (ACI) "BUILDING CODE

REQUIREMENTS FOR STRUCTURAL CONCRETE - ACI 318" (LATEST

EDITION) AND THE “SPECIFICATIONS FOR STRUCTURAL CONCRETE

FOR BUILDINGS- ACI 301” (LATEST EDITION).

C-2 PRIOR TO CONCRETE PLACEMENT, THE CONTRACTOR MUST SUBMIT

CONCRETE MIX DESIGNS FOR EACH TYPE OF CONCRETE TO BE

USED, PREPARED IN ACCORDANCE WITH THE SPECIFICATIONS TO

THE CONTRACTING OFFICER FOR REVIEW.

C-3 CAST-IN-PLACE CONCRETE SHALL HAVE A MINIMUM 28 DAY

COMPRESSIVE STRENGTH (f'c) AS INDICATED ON THE CONCRETE

MATERIALS SCHEDULE ON DRAWING S-601.

C-4 THE SLUMP AT POINT OF PLACEMENT IS NOT TO EXCEED 4”+/-1” AND

THE WATER/CEMENT RATIO IS NOT TO EXCEED 0.45. IF ADDITIONAL

SLUMP (UP TO 8”) IS DESIRED FOR PUMPING, A SUPER-PLASTICIZER

ADMIXTURE MAY BE ADDED.

C-5 CONCRETE EXPOSED TO WEATHER AND FREEZE/THAW SHALL BE AIR

ENTRAINED FROM 3% TO 6% IN ACCORDANCE WITH ACI

RECOMMENDATIONS. AIR ENTRAINING ADMIXTURE SHALL CONFORM

TO ASTM C260.

C-6 REINFORCEMENT:

A. DEFORMED BARS: ASTM A 615/A 615M, GRADE 60

B. WELDED WIRE REINFORCEMENT: ASTM A 1064

STRUCTURAL STEEL

S-1 STRUCTURAL STEEL WORK IS TO BE DESIGNED AND CONSTRUCTED

IN ACCORDANCE WITH THE AMERICAN INSTITUTE OF STEEL

CONSTRUCTION (AISC) "SPECIFICATIONS FOR STRUCTURAL STEEL

BUILDINGS" (FOURTEENTH EDITION) AND THE “CODE OF STANDARD

PRACTICE FOR STEEL BUILDINGS AND BRIDGES”.

S-2 STRUCTURAL STEEL, UNLESS NOTED OTHERWISE, TO CONFORM TO

THE REQUIREMENTS OF ASTM STANDARDS AS INDICATED ON THE

STEEL MATERIAL SCHEDULE ON DRAWING S-601.

S-3 PRIOR TO FABRICATION, THE STEEL FABRICATOR IS TO SUBMIT TO

THE CONTRACTING OFFICER FOR REVIEW THE FOLLOWING:

A. DESIGN CALCULATIONS OF STRUCTURAL STEEL CONNECTIONS,

PREPARED BY OR UNDER THE SUPERVISION OF, A

PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF

WHICH THE PROJECT IS CONSTRUCTED AND BEARING THE SEAL

OF THE PROFESSIONAL ENGINEER.

B. SHOP DRAWINGS SHOWING ERECTION PLANS, PIECE

DRAWINGS, AND CONNECTION DETAILS.

S-4 THE STRUCTURAL STEEL FABRICATOR, AND/OR GENERAL

CONTRACTOR, MUST VERIFY ALL EXISTING DIMENSIONS AND

CONDITIONS AT THE SITE. ALL DISCREPANCIES FOUND ARE TO BE

REPORTED TO THE CONTRACTING OFFICER PRIOR TO PREPARATION

OF SHOP DRAWINGS. SHOP DRAWINGS ARE TO INCLUDE ALL FIELD

MEASUREMENTS AND CONDITIONS.

S-5 STRUCTURAL STEEL FABRICATOR IS TO PROVIDE FOR VERTICAL AND

HORIZONTAL FIELD ADJUSTMENT OF ALL SUPPORT ASSEMBLIES.

S-6 CUTS, HOLES, COPING, ETC REQUIRED FOR OTHER TRADES MUST BE

SHOWN ON THE SHOP DRAWINGS AND MADE IN THE SHOP. CUTS OR

BURNING OF HOLES IN THE FIELD WILL NOT BE PERMITTED.

S-7 STEEL BEAMS ARE TO BE EQUALLY SPACED IN BAYS UNLESS

OTHERWISE NOTED.

S-8 FABRICATE AND INSTALL BEAMS WITH NATURAL CAMBER UP UNLESS

CAMBER IS NOTED ON THE DRAWINGS.

S-9 PROVIDE CAMBER IN BEAMS WHERE INDICATED ON THE DRAWINGS.

CAMBER INDICATED ON PLANS AFTER BEAM SIZE THUS: C=##. ALL

BEAMS HAVING THE SAME DESIGN DESIGNATION TO HAVE THE SAME

CAMBER.

S-10 ALL STRUCTURAL STEEL FRAMES AND TRUSSES ARE TO BE

SECURELY BRACED UNTIL ALL ROOF DIAPHRAGM FRAMING AND

BRACED FRAMES HAVE BEEN INSTALLED AND BECOME CAPABLE OF

STABILIZING THE STRUCTURE.

S-11 BOLTED CONNECTIONS TO BE MADE ACCORDING TO AISC TABLE 10-1

OR 10-2 - DOUBLE ANGLE CONNECTIONS. THE MINIMUM DEPTH OF

THE CONNECTION MUST BE MORE THAN 67% OF THE BEAM DEPTH

EXCEPT THAT BEAMS FRAMING TO COLUMNS TO HAVE FULL DEPTH

CONNECTIONS USING 3/8" MINIMUM CONNECTION ANGLES OR

PLATES.

A. NON-COMPOSITE BEAM CONNECTIONS TO BE DESIGNED FOR

ONE HALF THE UNIFORM LOAD CAPACITY OF THE BEAM AS

TABULATED BY AISC UNLESS HIGHER LOADS ARE INDICATED ON

THE DRAWINGS.

S-12 UNLESS OTHERWISE NOTED, STRUCTURAL STEEL CONNECTIONS TO

BE SHOP WELDED AND FIELD BOLTED.

A. BOLTS: 3/4" DIAMETER ASTM A 325 UNO WITH MATCHING

WASHERS AND HEAVY HEX NUTS. TYPE N (HIGH STRENGTH)

FOR FRAMED CONNECTIONS AND TYPE SC AT WIND MOMENT,

BRACING AND HANGER CONNECTIONS.

B. ALL WELDS SHALL BE ¼” FILLET WELDS UNLESS NOTED

OTHERWISE.

S-13 POST INSTALLED ANCHORS HAVE BEEN DESIGNED WITH HILTI

ANCHORS (NOTED BELOW) AS THE BASIS OF DESIGN. PROVIDE ANY

APPROPRIATE ANCHOR WITH SIZE AND FINISH AS NOTED AND

EQUIVALENT SHEAR AND TENSION CAPACITIES AFTER MODIFICATION

DUE TO EMBEDMENT, SPACING AND EDGE DISTANCES. OTHER

AVAILABLE MANUFACTURERS INCLUDE SIMPSON, ITW RED HEAD AND

POWERS FASTENERS. INSTALL ANCHORS PER THE

MANUFACTURER'S INSTRUCTIONS/RECOMMENDATIONS.

A. EXPANSION ANCHORS: KWIK BOLT 3

B. SLEEVE ANCHORS: HLC SLEEVE ANCHOR

C. ADHESIVE ANCHORS: HIT HY-200

(CONCRETE)/HIT-ICE(GROUTED CMU)

D. SCREEN TUBE ANCHORS: HIT HY-70

S-14 SUBSTITUTION OF EXPANSION ANCHORS FOR EMBEDDED ANCHORS

SHOWN ON THE DRAWINGS WILL NOT BE PERMITTED.

S-15 WELDING TO BE IN ACCORDANCE WITH THE AMERICAN WELDING

SOCIETY (AWS) "STRUCTURAL WELDING CODE-ANSI/AWS D1.1/D1.1M"

(LATEST EDITION). USE E70XX ELECTRODES UNLESS OTHERWISE

INDICATED ON THE DRAWINGS.

S-16 HEADED SHEAR STUDS CONNECTORS TO CONFORM TO ASTM A 108,

GRADE 1015 OR 1020, COLD-FINISHED CARBON STEEL.

S-17 MANUFACTURE STEEL GRATING IN ACCORDANCE WITH THE “METAL

BAR GRATING MANUAL” AS PUBLISHED BY THE NATIONAL

ASSOCIATION OF ARCHITECTURAL METAL MANUFACTURERS, LATEST

EDITION.

A. STEEL FOR GRATING TO CONFORM TO ASTM A 1011/A 1011M.

GRATING TO BE TYPE W-19-4 (1”X3/16”) WITH GALVANIZED FINISH.

S-18 PAINT AND PROTECTION:

A. STRUCTURAL STEEL, UNLESS INDICATED OTHERWISE, TO BE

SHOP CLEANED PER SSPC SP3 AND PAINTED ONE SHOP COAT

OF PRIMER COMPATIBLE WITH INTERMEDIATE AND TOP COATS

OF PAINT SPECIFIED IN DIVISION 9. TOUCH UP AFTER ERECTION.

B. DO NOT PAINT STEEL WHERE ENCASED WITH CONCRETE, OR AT

FIELD WELD AREAS.

C. DO NOT PAINT STRUCTURAL STEEL TO BE FIREPROOFED. SHOP

CLEAN PER SSPC SP3.

D. EXPOSED STRUCTURAL STEEL TO RECEIVE PAINTED FINISH TO

BE SHOP CLEANED AND PRIME PAINTED PER THE

SPECIFICATIONS. REFERENCE ARCHITECTURE FOR FINISH

PAINT SYSTEMS.

E. EXPOSED STRUCTURAL STEEL FOR SCREEN WALLS,

EQUIPMENT PLATFORMS, LOOSE ANGLE LINTELS ETC, TO BE

HOT DIPPED GALVANIZED PER ASTM A-123

F. GALVANIZED FASTENERS AND ACCESSORIES TO BE HOT

DIPPED GALVANIZED PER ASTM A153/A153M.

G. REPAIR DAMAGE TO GALVANIZED COATINGS USING ASTM A780

ZINC RICH PAINT.

H. PROVIDE MINIMUM 3” CONCRETE COVER FOR ALL STEEL BELOW

GRADE.

OPEN WEB STEEL JOISTS

J-1 DESIGN, FABRICATION AND ERECTION OF OPEN WEB STEEL JOISTS

MUST CONFORM TO THE STEEL JOIST INSTITUTE (SJI) "STANDARD

SPECIFICATIONS AND LOAD TABLES FOR STEEL JOISTS AND JOIST

GIRDERS"(LATEST EDITION).

J-2 THE JOIST MANUFACTURER IS TO PROVIDE ALL ANCHORS AND

FASTENERS REQUIRED FOR INSTALLATION OF JOISTS, BRIDGING AND

BOTTOM CHORD EXTENSIONS.

J-3 PROVIDE BRIDGING AND ANCHORAGE IN ACCORDANCE WITH SJI

REQUIREMENTS. WHERE ERECTION BRIDGING IS REQUIRED, HAVE IN

PLACE A ROW OF BOLTED BRIDGING BEFORE RELEASING HOIST

LINES. BRIDGING IN FIRST TWO AND LAST TWO SPACES SHALL BE

'X'-TYPE AND ATTACHED TO A STRUCTURAL WALL OR STEEL BEAM.

J-4 NO LOADS MAY BE APPLIED TO THE JOISTS UNTIL BRIDGING HAS

BEEN COMPLETELY INSTALLED AND THE JOIST ENDS HAVE BEEN

SECURED TO THEIR SUPPORTS.

J-5 STEEL JOISTS ARE TO BE EQUALLY SPACED IN BAYS UNO. DO NOT

EXCEED JOIST SPACING INDICATED ON THE DRAWINGS.

J-6 STEEL JOIST MANUFACTURER IS TO PROVIDE ADDITIONAL BOTTOM

CHORD BRIDGING AS REQUIRED FOR UPLIFT LOADS.

J-7 JOIST SEATS HAVE BEEN ASSUMED TO BE AS LISTED BELOW, UNO.

ANY MODIFICATIONS TO THE STRUCTURE FOR ALTERNATE DEPTHS

MUST BE COORDINATED BY THE GENERAL CONTRACTOR.

A. K-SERIES: 2 1/2”

B. LH-SERIES: 5”

J-8 HANGERS SUPPORTING MECHANICAL, ELECTRICAL OR OTHER

EQUIPMENT ARE TO BE PLACED AT JOIST PANEL POINTS (WELDING

NOT PERMITTED) AND APPLIED LOADS ARE TO BE COORDINATED

WITH STEEL JOIST MANUFACTURER. DO NOT SUSPEND ANY

EQUIPMENT FROM BRIDGING OR METAL DECK.

J-9 STEEL JOIST MANUFACTURER TO VERIFY SIZE, LOCATION AND

WEIGHT OF ALL SUPPORTED MECHANICAL UNITS AND ASSOCIATED

OPENINGS PRIOR TO FABRICATION.

METAL DECK

D-1 METAL DECK MUST BE DESIGNED AND DETAILED IN ACCORDANCE

WITH THE STEEL DECK INSTITUTE (SDI) "DESIGN MANUAL FOR

COMPOSITE DECKS, FORM DECKS AND ROOF DECKS" (LATEST

EDITION).

D-2 ROOF DECK TO BE FASTENED TO THE SUPPORTING STEEL AT THE

ENDS OF UNITS AND AT ALL INTERMEDIATE SUPPORTS WITH #12 TEK

SCREWS IN A 36/4 PATTERN ACROSS THE WIDTH OF THE DECK. DECK

SIDE LAPS SHALL BE FASTENED WITH #10 TEK SCREWS AT THREE (3)

EQUAL SPACES BETWEEN THE SUPPORTS. ANY SPLIT OR PARTIAL

PANELS TO BE FASTENED TO THE SUPPORTING STRUCTURE IN

EVERY VALLEY REGARDLESS OF ADJACENT FASTENER PATTERNS.

D-3 DECK UNITS TO BE A MINIMUM OF THREE (3) SPANS CONTINUOUS

WITH LAPS PLACED OVER SUPPORTS. PROVIDE MINIMUM 2" END

BEARING AND LAP OF DECK AT ALL SUPPORTS.

D-4 METAL DECK SUPPLIER TO PROVIDE LIGHT GAGE METAL DECK

CLOSURE PIECES AND SHALL REINFORCE OR SUPPORT DECK AT

OPENINGS AND COLUMN AREAS AS REQUIRED, IN ACCORDANCE

WITH THE SDI. PROVIDE CLOSURE AND FILLER SHEETS AS REQUIRED

AT SIDELAPS TO MAINTAIN TYPICAL SPACING BETWEEN RIBS AS A

MAXIMUM.

LIGHT GAGE STEEL FRAMING

LG-1 STRUCTURAL MEMBERS MUST BE DESIGNED IN ACCORDANCE WITH

THE AMERICAN IRON AND STEEL INSTITUTE (AISI) "NORTH AMERICAN

SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL

STRUCTURAL MEMBERS" (LATEST EDITION).

LG-2 STRUCTURAL MEMBERS TO BE FORMED FROM CORROSION

RESISTANT STEEL CONFORMING TO ASTM A 653/A 653M WITH

MINIMUM YIELD STRESS (FY) AS REQUIRED BY STRUCTURAL

PERFORMANCE.

LG-3 LIGHT GAGE MEMBERS AND DETAILS SHOWN ON THE

ARCHITECTURAL OR STRUCTURAL DRAWINGS ARE FOR BID

PURPOSES ONLY. STRUCTURAL STUD AND/OR JOIST FRAMING

MEMBERS AND CONNECTIONS ARE TO BE ENGINEERED BY THE

MANUFACTURER. DESIGN CALCULATIONS AND SHOP DRAWINGS

INDICATING ALL JAMBS, POSTS, HEADERS, BRACING AND PIECES

NECESSARY FOR CONSTRUCTION SHALL BE SUBMITTED TO THE

CONTRACTING OFFICER FOR REVIEW. DESIGN CALCULATIONS ARE

TO BE PREPARED BY OR UNDER THE SUPERVISION OF A

PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WHICH THE

PROJECT IS CONSTRUCTED AND BEARING THE SEAL OF THAT

PROFESSIONAL ENGINEER.

LG-4 EXTERIOR STUD WALLS TO BE DESIGNED FOR A MINIMUM UNIFORM

WIND PRESSURE PER THE APPLICABLE BUILDING CODE

COMPONENTS AND CLADDING LOAD AND A MAXIMUM PERMISSIBLE

HORIZONTAL DEFLECTION OF L/360 (L/600 FOR CMU VENEER).

LG-5 ALL GLAZED OPENING JAMBS, HEAD AND SILL MEMBERS ARE TO BE

DESIGNED FOR APPROPRIATE AT/FP BLAST LOADS IN ACCORDANCE

WITH UFC 4-010-01.

LG-6 MAXIMUM STUD SPACING TO BE 16" ON CENTER WITH DOUBLED

STUDS (MINIMUM) AT EACH SIDE OF OPENINGS.

LG-7 FRAMING COMPONENTS ARE TO BE CUT SQUARELY FOR

ATTACHMENT TO PERPENDICULAR MEMBERS OR AS REQUIRED FOR

AN ANGULAR FIT AGAINST ABUTTING MEMBERS.

LG-8 FIELD CUTTING OF STUDS MUST BE DONE BY SAWING OR SHEARING,

TORCH CUTTING OF COLD-FORMED MEMBERS IS UNACCEPTABLE.

LG-9 FASTENING OF COMPONENTS IS TO BE WITH SELF-DRILLING SCREWS

OR WELDING. WELDING OF STUDS MUST COMPLY WITH AWS

D1.3/D1.3M. ALL WELDS TO BE TOUCHED-UP WITH ZINC-RICH PAINT.

SCREWS AND WELDS TO BE OF SUFFICIENT SIZE TO ENSURE THE

STRENGTH OF THE CONNECTION. WIRE TYING OF COMPONENTS IS

NOT PERMITTED.

LG-10 LIGHT GAGE STEEL FRAMING MEMBERS ARE TO BE SECURELY

ATTACHED TO THE STRUCTURE WHERE INDICATED ON THE

DRAWINGS, OR APPROVED SHOP DRAWINGS. FASTENERS TO BE

COMPATIBLE TO THE STRUCTURAL MEMBERS. POWDER DRIVEN

FASTENERS ARE NOT ACCEPTABLE FOR STRUCTURAL APPLICATIONS.

LG-11 PROVIDE VERTICAL SLIDE TRACKS, OR SLIDE CLIPS, WHERE

INDICATED ON THE DRAWINGS OR OTHERWISE REQUIRED TO ALLOW

FOR VERTICAL STRUCTURAL MOVEMENTS. MAXIMUM EXPECTED

STRUCTURE LIVE LOAD DEFLECTION IS L/240 AT ROOFS.

LG-12 REFERENCE ARCHITECTURAL DRAWINGS FOR ADDITIONAL

INFORMATION, INCLUDING SHEATHING TYPE, FINISHES, OPENINGS,

LOCATIONS ETC.

1 2 3 4 5

A

B

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PR

SYMBOLS

C o

P S( ) L( ) C( ) L( )

HSS( )

MC( )

WT( )

W( )

EQUAL

STRUCTURAL TEE

WIDE FLANGE

PLATE

ANGLE

HOLLOW STRUCTURAL SECTION

MISCELLANEOUS CHANNEL

DOUBLE ANGLE

CHANNEL

AMERICAN STANDARD SHAPE

PERPENDICULAR

PERCENT

PARALLEL

NUMBER

INCH OR INCHES

FOOT OR FEET

DIAMETER

ELEVATION

DEGREE

AT

CENTERLINE

ANGLE

L

L L

K( ) OPEN WEB STEEL JOIST

1 2 3 4 5

A

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NUMBER

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PL

O

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D

EC

REINF REINFORCE(ING)(MENT)

REQ'D REQUIRED

REV REVISION OR REIVSE

RF ROOF

RO ROUGH OPENING

RTU ROOF TOP UNIT

S

S SOUTH

SC SLIP CRITICAL

SCHED SCHEDULE

SDI STEEL DECK INSTITUTE

SECT SECTION

SF SQUARE FOOT

SHT SHEET

SIM SIMILAR

SL SLOPE(D) OR SLOPING

SLV SLEEVE

SOG SLAB ON GRADE

SP SPACE(S) OR SPACING

SPEC SPECIFY, SPECIFIED OR

SPECIFICATIONS

SQ SQUARE

SQ FT SQUARE FOOT

SS STAINLESS STEEL

STD STANDARD

STIFF STIFFENER

STL STEEL

STRUCT STRUCTURAL

SUSP SUSPEND, SUSPENED, OR

SUSPENSION

T

T THICKNESS

T&B TOP & BOTTOM

T/ TOP OF

T/C TOP OF CURB

TEMP TEMPORARY

TERM TERMINATE / TERMINAL

THD THREAD(ED)

THK THICKNESS

THRESH THRESHOLD

TRANS TRANSVERSE

TRTD TREATED

TSF TONS PER SQUARE FEET

TYP TYPICAL

U

UNO UNLESS NOTED OTHERWISE

V

VERT VERTICAL

VIF VERIFY IN FIELD

VLFD VERTICAL LIFT FABRIC DOOR

W

W WEST

W WIDTH

W/ WITH

W/O WITHOUT

WL WIND LOAD

WP WORKING POINT

WT WEIGHT

WWF WELDED WIRE REINFOREMENT

LG LONG

LGT LENGTH

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONG LONGITUDINAL

LP LOW POINT

LTL LINTEL

M

M/E/P MECHANICAL, ELECTRICAL, &

PLUMBING

MANUF MANUFACTURE

MAS MASONARY

MATL MATERIAL

MAX MAXIMUM

MCJ MASONRY CONTROL JOINT

MECH MECHANICAL

MEMB MEMBRANE

MEZZ MEZZANINE

MFR MANUFACTURE

MH MANHOLE

MID MIDDLE

MIN MINIMUM

MISC MISCELLANEOUS

MLTP MULTIPLE

MO MASONRY OPENING

MP MASONRY PIER

MTL METAL

N

N NORTH

NF NEAR FACE

NIC NOT IN CONTRACT

NM NORMAL

NO NUMBER

NOM NOMINAL

NS NEAR SIDE

NTS NOT TO SCALE

O

OC ON CENTER

OD OUTSIDE DIAMETER

OPNG OPENING

OPP HAND OPPOSITE HAND

OZ OUNCE

P

PART PARTITION

PC PIECE

PCF POUNDS PER CUBIC FEET

PCI POUNDS PER CUBIC INCH

PEMB PRE-ENGINEERED METAL

BUILDING

PERF PERFORATED

PERM PERIMETER

PL PLATE

PLF POUNDS PER LINEAR FOOT

PRCST PRECAST

PREFAB PREFABRICATED

PREMLD PREMOLDED

PROP PROPERTY

PROT PROTECT, PROTECTED, OR

PROTECTION

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PSIG POUNDS PER SQUARE INCH

GUAGE

PT POINT

PVMT PAVEMENT

Q

QTY QUANTITY

R

RAD RADIUS OR RADII

RD ROOF DRAIN

RE: REFER TO

REC RECESSED

DWL DOWEL

E

E EAST

EA EACH

EF EACH FACE

EIFS EXTERIOR INSULATION FINISH

SYSTEM

EJ EXPANSION JOINT

ELE ELEVATOR

ELEC ELECTRICAL

ELEV ELEVATION

EMBED EMBED(ED)(MENT)

ENCL ENCLOSE(URE)

ENGR ENGINEER

EOS EDGE OF SLAB

EQ EQUAL

EQUIP EQUIPMENT

EST ESTIMATE(D)

EW EACH WAY

EXC EXCAVATE OR EXCAVATION

EXCL EXCLUDE(ING)

EXIST EXISTING

EXP EXPANSION

EXP BLT EXPANSION BOLT

EXT EXTERIOR

F

F/F FACE TO FACE

FD FLOOR DRAIN

FDN FOUNDATION

FF FAR FACE

FIN FINISH(ED)

FL FLOOR

FPRF FIREPROOF(ING)

FS FAR SIDE

FT FOOT/FEET

FTG FOOTING

G

GA GAUGE

GALV GALVANIZED

GB GRADE BEAM

GC GENERAL CONTRACTOR

GD GRADE(ING)

GRAV GRAVEL

GRD GROUND

GRT GROUT

H

HNGR HANGAR

HORIZ HORIZONTAL

HP HIGH POINT

HT HEIGHT

I

ID INSIDE DIAMETER

IN INCH(ES)

INCL INCLUDE

INFO INFORMATION

INT INTERIOR

ISO JT ISOLATION JOINT

J

JB JAMB

JST JOIST

JT JOINT

K

K KIP(S)

KB KNEE BRACE

KCF KIPS PER CUBIC FEET

KLF KIPS PER LINEAR FOOT

KSF KIPS PER SQAURE FEET

KSI KIPS PER SQAURE INCH

L

L LENGTH

LB POUND

ld DEVELOPMENT LENGTH

LF LINEAL FOOT

A

A/E ARCHITECT/ENGINEER

AB ANCHOR BOLT

ABV ABOVE

ACI AMERICAN CONCRETE INSTITUTE

ADDL ADDITIONAL

ADJ ADJACENT, ADJUSTABLE

AFF ABOVE FINISHED FLOOR

AHU AIR HANDLING UNIT

AISC AMERICAN INSTITUTE OF STEEL

CONSTRUCTION

ALT ALTERNATE

APPROX APPROXIMATE(LY)

ARCH ARCHITECT OR ARCHITECTURAL

ASTM AMERICAN SOCIETY FOR TESTING

MATERIAL

AVG AVERAGE

B

B PL BASE PLATE OR BEARING PLATE

B/ BOTTOM OF

B/C BOTTOM OF CURB

BD BOARD

BF BOTH FACES

BFF BELOW FINISHED FLOOR

BIT BITUMINOUS

BLDG BUILDING

BLK BLOCK

BLKG BLOCKING

BM BENCH MARK

BM BEAM

BOT BOTTOM

BR BRICK

BRG BEARING

BRKT BRACKET

BS BOTH SIDES

BSMT BASEMENT

BT BENT

BTWN BETWEEN

C

CB CATCH BASIN

CC CENTER TO CENTER

CEM PL CEMENT PLASTER

CF CUBIC FOOT OR CUBIC FEET

CHAM CHAMFER

CIP CAST IN PLACE

CJ CONTROL JOINT

CL CENTER LINE

CLR CLEAR

CMU COMCRETE MASONRY UNIT

CO CLEAN OUT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONST CONSTRUCTION

CONT CONTINUOUS

CONTR CONTRACTOR

COOR COORDINATE

CORR CORRIDOR

CRSE COURSE

CRSI CONCRETE REINFORCING STEEL

INSTITUTE

CY CUBIC YARD

D db BAR DIAMETER

DBL DOUBLE

DET DETAIL

DIA DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DL DEAD LOAD

DN DOWN

DTL DETAIL

DWG DRAWING

ABBREVIATIONS

M

AR

K D

ES

C

R

IP

TI

O

N D

AT

E

AP

IBC 2015 / AISC 360-10 TABLE N5.4-1

INSPECTION TASK PRIOR TO WELDING QC QA

P

STEEL INSPECTION

PWELDING PROCEDURE SPECIFICATIONS (WPS) AVAILABLE

P PMANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLE AVAILABLE.

O OMATERIAL IDENTIFICATION (TYPE/GRADE).

O OWELDER IDENTIFICATION SYSTEM.1

O O

FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY)

• JOINT PREPARATION

• DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL)

• CLEANLINESS (CONDITION OF STEEL SURFACES)

• TACKING (TACK WELD QUALITY AND LOCATION)

• BACKING TYPE AND FIT (IF APPLICABLE)

O OCONFIGURATION AND FINISH OF ACCESS HOLES

O O

FIT-UP OF FILLET WELDS.

• DIMENSIONS (ALIGNMENT, GAPS AT ROOT)

• CLEANLINESS (CONDITION OF STEEL SURFACES)

• TACKING (TACK WELD QUALITY AND LOCATION)

O ---CHECK WELDING EQUIPMENT

1 - THE FABRICATOR OR ERECTOR, AS APPLICABLE, SHALL MAINTAIN A SYSTEM BY WHICH A WELDER WHO HAS WELDED A JOINT OR MEMBER CAN BE IDENTIFIED. STAMPS, IF USED, SHALL BE THE LOW -STRESS TYPE.

O - OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED PENDING THESE

INSPECTIONS.

P - PERFORM THESE TASKS FOR EACH WELDED JOINT OR MEMBER.

IBC 2015 / AISC 360-10 TABLE N5.4-2

INSPECTION TASK DURING WELDING QC QA

O

STEEL INSPECTION

OUSE OF QUALIFIED WELDERS

O O

CONTROL AND HANDLING OF WELDED CONSUMABLES.

• PACKAGING

• EXPOSURE CONTROL

O - OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED PENDING THESE

INSPECTIONS.

P - PERFORM THESE TASKS FOR EACH WELDED JOINT OR MEMBER.

O ONO WELDING OVER CRACKED TACK WELDS

O O

ENVIRONMENTAL CONDITIONS

• WIND SPEED WITHIN LIMITS

• PRECIPITATION AND TEMPERATURE

O O

WPS FOLLOWED

• SETTINGS ON WELDING EQUIPMENT

• TRAVEL SPEED

• SELECTED WELDING MATERIALS

• SHIELDING GAS TYPE/FLOW RATE

• PREHEAT APPLIED

• INTERPASS TEMPERATURE MAINTAINED (MIN/MAX)

• PROPER POSITION (F,V,H,OH)

WELDING TECHNIQUES

• INTERPASS AND FINAL CLEANING

• EACH PASS WITHIN PROFILE LIMITATIONS

• EACH PASS MEETS QUALITY REQUIREMENTS

O O

IBC 2015 / AISC 360-10 TABLE N5.6-2

INSPECTION TASK DURING BOLTING QC QA

STEEL INSPECTION

O - OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED PENDING THESE

INSPECTIONS.

P - PERFORM THESE TASKS FOR EACH BOLTED CONNECTION.

FASTENER ASSEMBLIES, OF SUITABLE CONDITION, PLACED IN ALL HOLES AND

WASHERS (IF REQUIRED) ARE POSITIONED AS REQUIRED. O O

JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO THE

PRETENSIONING OPERATION. O O

FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM

ROTATING O O

FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC

SPECIFICATION, PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID

POINT TOWARD THE FREE EDGES.

O O

IBC 2015 / AISC 360-10 TABLE N5.6-3

INSPECTION TASK AFTER BOLTING QC QA

STEEL INSPECTION

O - OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED PENDING THESE

INSPECTIONS.

P - PERFORM THESE TASKS FOR EACH BOLTED CONNECTION.

DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS P P

IBC 2015 / AISC 360-10 TABLE N5.4-3

INSPECTION TASK AFTER WELDING QC QA

O

STEEL INSPECTION

OWELDS CLEANED.

P PSIZE, LENGTH AND LOCATION OF WELDS.

P P

WELDS MEET VISUAL ACCEPTANCE CRITERIA.

• CRACK PROHIBITION

• WELD/BASE-METAL FUSION

• CRATER CROSS SECTION

• WELD PROFILES

• WELD SIZE

• UNDERCUT

• POROSITY

P PARC STRIKES.

1 - WHEN WELDING OF DOUBLER PLATES, CONTINUITY PLATES, OR STIFFENERS HAS BEEN PERFORMED IN THE k- AREA, VISUALLY INSPECT THE WEB k-AREA FOR CRACKS WITHIN 3 IN. (75mm) OF THE WELD.

O - OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED PENDING THESE

INSPECTIONS.

P - PERFORM THESE TASKS FOR EACH WELDED JOINT OR MEMBER.

k-AREA.

BACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED).

REPAIR ACTIVITIES.

DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER.

1 P P

P P

P P

P P

IBC 2015 / SDI QA/QC-2011 TABLE 1.1

INSPECTION OR EXECUTION TASKS PRIOR TO DECK PLACEMENT QC QA

P

STEEL DECK INSPECTION

P

VERIFY COMPLIANCE OF MATERIALS (DECK AND ALL ACCESSORIES) WITH

CONSTRUCTION DOCUMENTS, INCLUDING PROFILES, MATERIAL PROPERTIES,

AND BASE METAL THICKNESS

O - OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED PENDING THESE

INSPECTIONS.

P - PERFORM THESE TASKS FOR EACH ITEM OR ELEMENT.

P PDOCUMENT ACCEPTANCE OR REJECTION OF DECK AND DECK ACCESSORIES.

IBC 2015 / SDI QA/QC-2011 TABLE 1.2

INSPECTION OR EXECUTION TASKS AFTER DECK PLACEMENT QC QA

P

STEEL DECK INSPECTION

PVERIFY COMPLIANCE OF DECK AND ALL DECK ACCESSORIES INSTALLATION

WITH CONSTRUCTION DOCUMENTS.

O - OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED PENDING THESE

INSPECTIONS.

P - PERFORM THESE TASKS FOR EACH ITEM OR ELEMENT.

N/A PVERIFY DECK MATERIALS ARE REPRESENTED BY THE MILL CERTIFICATIONS

THAT COMPLY WITH THE CONSTRUCTION DOCUMENTS.

P PDOCUMENT ACCEPTANCE OR REJECTION OF INSTALLATION OF DECK AND

DECK ACCESSORIES.

IBC 2015 / SDI QA/QC-2011 TABLE 1.3

INSPECTION OR EXECUTION TASKS PRIOR TO WELDING QC QA

O

STEEL DECK INSPECTION

OWELDING PROCEDURE SPECIFICATIONS (WPS) AVAILABLE

O - OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED PENDING THESE

INSPECTIONS.

P - PERFORM THESE TASKS FOR EACH ITEM OR ELEMENT

O OMANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE

O OMATERIAL IDENTIFICATION (TYPE/GRADE)

CHECK WELDING EQUIPMENT O O

IBC 2015 / AISC 360-10 TABLE N5.6-1

INSPECTION TASK PRIOR TO BOLTING QC QA

O

STEEL INSPECTION

PMANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS.

O OFASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS.

O - OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED PENDING THESE

INSPECTIONS.

P - PERFORM THESE TASKS FOR EACH BOLTED CONNECTION.

PROPER FASTENERS SELECTED FOR THE JOINT DETAIL, (GRADE, TYPE, BOLT

LENGTH IF THREADS ARE TO BE EXCLUDED FROM SHEAR PLANE).

PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL.

CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING SURFACE

CONDITION AND HOLE PREPARATION, IF SPECIFIED, MEET APPLICABLE

REQUIREMENTS.

PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNEL

OBSERVED AND DOCUMENTED FOR FASTENER ASSEMBLIES AND METHODS

USED.

PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND OTHER

FASTENER COMPONENTS.

O O

O O

O O

P O

O O

IBC 2015 / SDI QA/QC-2011 TABLE 1.4

INSPECTION OR EXECUTION TASKS DURING WELDING QC QA

O

STEEL DECK INSPECTION

OUSE OF QUALIFIED WELDERS

O - OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED PENDING THESE

INSPECTIONS.

P - PERFORM THESE TASKS FOR EACH ITEM OR ELEMENT

O OCONTROL AND HANDLING OF WELDING CONSUMABLES

O OENVIRONMENTAL CONDITIONS (WIND, SPEED, MOISTURE, TEMPERATURE)

WPS FOLLOWED O O

IBC 2015 / SDI QA/QC-2011 TABLE 1.6

INSPECTION OR EXECUTION TASKS PRIOR TO MECHANICAL FASTENING QC QA

O

STEEL DECK INSPECTION

OMANUFACTURER INSTALLATION INSTRUCTIONS AVAILABLE FOR MECHANICAL

FASTENERS.

O - OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED PENDING THESE

INSPECTIONS.

P - PERFORM THESE TASKS FOR EACH ITEM OR ELEMENT

O OPROPER TOOLS AVAILABLE FOR FASTENER INSTALLATION.

O OPROPER STORAGE FOR MECHANICAL FASTENERS.

IBC 2015 / SDI QA/QC-2011 TABLE 1.7

INSPECTION OR EXECUTION TASKS DURING MECHANICAL FASTENING QC QA

O

STEEL DECK INSPECTION

OFASTENERS ARE POSITIONED AS REQUIRED.

O - OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED PENDING THESE

INSPECTIONS.

P - PERFORM THESE TASKS FOR EACH ITEM OR ELEMENT

O OFASTENERS ARE INSTALLED IN ACCORDANCE WITH MANUFACTURERS

INSTRUCTIONS.

IBC 2015 / SDI QA/QC-2011 TABLE 1.8

INSPECTION OR EXECUTION TASKS AFTER MECHANICAL FASTENING QC QA

P

STEEL DECK INSPECTION

PCHECK SPACING, TYPE, AND INSTALLATION OF SUPPORT FASTENERS.

O - OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED PENDING THESE

INSPECTIONS.

P - PERFORM THESE TASKS FOR EACH ITEM OR ELEMENT.

P PCHECK SPACING, TYPE, AND INSTALLATION OF SIDELAP FASTENERS.

P PVERIFY REPAIR ACTIVITIES.

P PCHECK SPACING, TYPE, AND INSTALLATION OF PERIMETER FASTENERS.

DOCUMENT ACCEPTANCE OR REJECTION OF MECHANICAL FASTENERS. P P

IBC 2015 / SDI QA/QC-2011 TABLE 1.5

INSPECTION OR EXECUTION TASKS AFTER WELDING QC QA

P

STEEL DECK INSPECTION

PVERIFY SIZE AND LOCATION OF WELDS, INCLUDING SUPPORT, SIDELAP, AND

PERIMETER WELDS

O - OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED PENDING THESE

INSPECTIONS.

P - PERFORM THESE TASKS FOR EACH ITEM OR ELEMENT

P PWELDS MEET VISUAL ACCEPTANCE CRITERIA

P PVERIFY REPAIR ACTIVITIES

DOCUMENT ACCEPTANCE OR REJECTION OF WELDS P P

TYPE

2015 IBC - TABLE 1705.2.3

REQUIRED SPECIAL INSPECTIONS OF OPEN-WEB STEEL JOISTS AND JOIST GIRDERS

REFERENCED

STANDARDPERIODICCONTINUOUS

1. INSTALLATION OF OPEN-WEB STEEL JOISTS AND JOIST

GIRDERS

A. END CONNECTIONS - WELDING OR BOLTED

a. WHERE APPLICABLE, SEE ALSO SECTION 1705.12, SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE

SJI SPECIFICATIONS

LISTED IN SECTION

2207.1

B. BRIDGING - HORIZONTAL OR DIAGONAL

1. STANDARD BRIDGING

2. BRIDGING THAT DIFFERS FROM THE SJI SPECIFICATIONS

LISTED IN SECTION 2207.1

-- X

X

SJI

SPECIFICATIONS

LISTED IN

SECTION 2207.1

-- X

1 2 3 4 5

A

B

C

D

PLATE REFERENCE

NUMBER

SHEET OF

PL

O

T D

AT

E:

PL

O

T

SC

AL

E:

SU

BM

IT

TE

D B

Y:

D W

N B

Y:

D

ES

I G N

ED

B

Y :

C

KD

B Y:

D

AT

E :

SI

ZE

: E

FI

LE

N

AM

E:

"X

SO

LI

C

IT

AT

IO

N N

O

C O

N

TR

AC

T

N O

C

AT

E G O

R Y

C O

D E:

US ARMY CORPS

OF ENGINEERS

PHILADELPHIA

DISTRICT

D O

VE

R

A

IR

F O

R C

E

BA

SE

AI

R C

R

AF

T M

A I N

TE

N

A N C

E

FA

C

IL

IT

Y

AS

N

O

TE

D

0-

0 0 -0

W

2 B U

-1 8-

R

- 0

U .S

. A R

M Y

E N G

IN

EE

R D

IS

TR

IC

T

C O

R

PS

O F

EN

G

IN

EE

R S

1 2 3 4 5

/1

1/

:2 4:

P

M

S-003

ST

RU

CT

UR

AL

S

PE

CI

AL

IN

SP

EC

TI

ON

T

AB

LE

S

JJ

S

W C

A

W C

A

80 RT

A

SU

BM

IS

SI

ON

- 1

2 D

EC

D

EC

M

AR

K D

ES

C

R

IP

TI

O

N D

AT

E

AP

TYPE

2015 IBC - TABLE 1705.3

REFERENCE FOR CRITERIA

REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION

REFERENCED

STANDARD IBC SECTION

FREQUENCY OF

INSPECTION

PERIODICCONTINUOUS

1. INSPECT REINFORCEMENT, INCLUDING PRESTRESSING

TENDONS, AND VERIFY PLACEMENT

ACI 318: CH. 20, 25.2,

2. REINFORCING BAR WELDING:

3. INSPECT ANCHORS CAST IN CONCRETE

1908.4

- X

25.3, 26.6.1, 26.6.3

b. SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTIONS SHALL BE INCLUDED IN THE RESEARCH REPORT FOR THE ANCHOR ISSUED BY AN APPROVED SOURCE IN ACCORDANCE WITH 17.8.2 IN ACI 318,OR OTHER QUALIFICATION PROCEDURES. WHERE SPECIFIC REQUIREMENTS ARE NOT PROVIDED, SPECIAL INSPECTION REQUIREMENTS SHALL BE SPECIFIED BY THE REGISTERED DESIGN PROFESSIONAL AND SHALL BE APPROVED BY THE BUILDING OFFICIAL PRIOR TO THE COMMENCEMENT OF THE WORK.

IBC 2015 / SDI QA/QC-2011 TABLE 1.4

INSPECTION OR EXECUTION TASKS DURING WELDING QC QA

O

STEEL DECK INSPECTION

OUSE OF QUALIFIED WELDERS

O - OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED PENDING THESE

INSPECTIONS.

P - PERFORM THESE TASKS FOR EACH ITEM OR ELEMENT

O OCONTROL AND HANDLING OF WELDING CONSUMABLES

O OENVIRONMENTAL CONDITIONS (WIND, SPEED, MOISTURE, TEMPERATURE)

WPS FOLLOWED O O

IBC 2015 / SDI QA/QC-2011 TABLE 1.6

INSPECTION OR EXECUTION TASKS PRIOR TO MECHANICAL FASTENING QC QA

O

STEEL DECK INSPECTION

OMANUFACTURER INSTALLATION INSTRUCTIONS AVAILABLE FOR MECHANICAL

FASTENERS.

O - OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED PENDING THESE

INSPECTIONS.

P - PERFORM THESE TASKS FOR EACH ITEM OR ELEMENT

O OPROPER TOOLS AVAILABLE FOR FASTENER INSTALLATION.

O OPROPER STORAGE FOR MECHANICAL FASTENERS.

IBC 2015 / SDI QA/QC-2011 TABLE 1.7

INSPECTION OR EXECUTION TASKS DURING MECHANICAL FASTENING QC QA

O

STEEL DECK INSPECTION

OFASTENERS ARE POSITIONED AS REQUIRED.

O - OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED PENDING THESE

INSPECTIONS.

P - PERFORM THESE TASKS FOR EACH ITEM OR ELEMENT

O OFASTENERS ARE INSTALLED IN ACCORDANCE WITH MANUFACTURERS

INSTRUCTIONS.

IBC 2015 / SDI QA/QC-2011 TABLE 1.8

INSPECTION OR EXECUTION TASKS AFTER MECHANICAL FASTENING QC QA

P

STEEL DECK INSPECTION

PCHECK SPACING, TYPE, AND INSTALLATION OF SUPPORT FASTENERS.

O - OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED PENDING THESE

INSPECTIONS.

P - PERFORM THESE TASKS FOR EACH ITEM OR ELEMENT.

P PCHECK SPACING, TYPE, AND INSTALLATION OF SIDELAP FASTENERS.

P PVERIFY REPAIR ACTIVITIES.

P PCHECK SPACING, TYPE, AND INSTALLATION OF PERIMETER FASTENERS.

DOCUMENT ACCEPTANCE OR REJECTION OF MECHANICAL FASTENERS. P P

IBC 2015 / SDI QA/QC-2011 TABLE 1.5

INSPECTION OR EXECUTION TASKS AFTER WELDING QC QA

P

STEEL DECK INSPECTION

PVERIFY SIZE AND LOCATION OF WELDS, INCLUDING SUPPORT, SIDELAP, AND

PERIMETER WELDS

O - OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED PENDING THESE

INSPECTIONS.

P - PERFORM THESE TASKS FOR EACH ITEM OR ELEMENT

P PWELDS MEET VISUAL ACCEPTANCE CRITERIA

P PVERIFY REPAIR ACTIVITIES

DOCUMENT ACCEPTANCE OR REJECTION OF WELDS P P

TYPE

2015 IBC - TABLE 1705.2.3

REQUIRED SPECIAL INSPECTIONS OF OPEN-WEB STEEL JOISTS AND JOIST GIRDERS

REFERENCED

STANDARDPERIODICCONTINUOUS

1. INSTALLATION OF OPEN-WEB STEEL JOISTS AND JOIST

GIRDERS

A. END CONNECTIONS - WELDING OR BOLTED

a. WHERE APPLICABLE, SEE ALSO SECTION 1705.12, SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE

SJI SPECIFICATIONS

LISTED IN SECTION

2207.1

B. BRIDGING - HORIZONTAL OR DIAGONAL

1. STANDARD BRIDGING

2. BRIDGING THAT DIFFERS FROM THE SJI SPECIFICATIONS

LISTED IN SECTION 2207.1

-- X

X

SJI

SPECIFICATIONS

LISTED IN

SECTION 2207.1

-- X

A. VERIFY WELDABILITY OF REINFORCING BARS OTHER THAN

ASTM A 706

- X

- X

AWS D1.4

ACI 318:26.6.4

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

C. INSPECT ALL OTHER WELDS X

X

ACI 318: 17.8.2 -

4. INSPECT ANCHORS POST-INSTALLED IN HARDENED

CONCRETE MEMBERS. b

A. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR

UPWARDLY INCLINED ORIENTATIONS TO RESIST SUSTAINED

TENSION LOADS

X X ACI 318: 17.8.2.4 -

B. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT

DEFINED IN 4.A. ACI 318: 17.8.2

5. VERIFY USE OF REQUIRED DESIGN MIX. - X ACI 318: CH. 19,

26.4.3, 26.4.4

1904.1,1904 .2,1908.2,19

08.3

6. PRIOR TO CONCRETE PLACEMENT, 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

X

X

X

ASTM C 172

ASTM C 31

ACI 318:26.12 1908.10

ACI 318:

26.5,26.13

1908.6,1908 .7,1908.8

8. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE

AND TECHNIQUES - X ACI 318: 26.5.3 1908.9

9. INSPECT PRESTRESSED CONCRETE FOR:

A. APPLICATION OF PRESTRESSING FORCES

B. GROUTING OF BONDED PRESTRESSING TENDONS

X

X

ACI 318: 26.10

ACI 318: 26.10

10. INSPECT ERECTION OF PRECAST CONCRETE MEMBERS ACI 318: 26.9 -

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

- X ACI 318: 26.10.2(j), 26.11.2

12. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS

OF THE CONCRETE MEMBER BEING FORMED - X ACI 318: 26.11 -

a. WHERE APPLICABLE, SEE ALSO SECTION 1705.12, SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE

LEVEL B QUALITY ASSURANCE OF MASONRY CONSTRUCTION

2015 IBC / ACI 530-13 - TABLE 3.1.2

VERIFICATION OF SLUMP FLOW AND VISUAL STABILITY INDEX (VSI) AS DELIVERED TO THE

PROJECT SITE IN ACCORDANCE WITH SPECIFICATION ARTICLE 1.5 B.1.b.3 FOR SELF-

CONSOLIDATING GROUT

INSPECTION TASK

FREQUENCY

CONTINUOUS PERIODIC

REFERENCE FOR CRITERIA

TMS 402/

ACI 530/

ASCE 5

TMS 602/

ACI 530.1/

ASCE 6

1. VERIFY COMPLIANCE WITH APPROVED SUBMITTALS. - X ART. 1.5

2. AS MASONRY CONSTRUCTION BEGINS, VERIFY THAT THE

FOLLOWING ARE IN COMPLIANCE.

A. PROPORTIONS OF SITE-PREPARED MORTAR.

B. CONSTRUCTION OF MORTAR JOINTS.

C. GRADE AND SIZE OF PRESTRESSING TENDONS AND

ANCHORAGES

- X ART. 2.1, 2.6 A

- X ART. 3.3 B

- X ART. 2.4B, 2.4H

(a)

3. PRIOR TO GROUTING, VERIFY THAT THE FOLLOWING ARE IN

COMPLIANCE.

A. GROUT SPACE.

B. GRADE, TYPE, AND SIZE OF REINFORCEMENT AND

ANCHOR BOLTS, AND PRESTRESSING TENDONS AND

ANCHORAGES

C. PLACEMENT OF REINFORCEMENT, CONNECTORS, AND

PRESTRESSING TENDONS AND ANCHORAGES

D. PROPORTIONS OF SITE-PREPARED GROUT AND

PRESTRESSING GROUT FOR BONDED TENDONS

E. CONSTRUCTION OF MORTAR JOINTS.

4. VERIFY DURING CONSTRUCTION.

A. SIZE AND LOCATION OF STRUCTURAL ELEMENTS.

B. TYPE, SIZE, AND LOCATION OF ANCHORS, INCLUDING

OTHER DETAILS OF ANCHORAGE OF MASONRY TO

STRUCTURAL MEMBERS, FRAMES, OR OTHER

CONSTRUCTION.

C. WELDING OF REINFORCEMENT

D. PREPARATION, CONSTRUCTION, AND PROTECTION

OF MASONRY DURING COLD WEATHER

(TEMPERATURE BELOW 40 DEGREES F (4.4

DEGREES C)) OR HOT WEATHER (TEMPERATURE ABOVE

90 DEGREES F (32.2 DEGREES C)).

E. APPLICATION AND MEASUREMENT OF

PRESTRESSING FORCE

- X ART. 3.3 F

- X SEC. 1.2.1(e), 6.1.4.3, 6.2.1

X -

- X ART. 1.8C, 1.8D

(a) FREQUENCY REFERS TO THE FREQUENCY OF INSPECTION, WHICH MAY BE CONTINUOUS DURING THE TASK LISTED OR

PERIODICALLY DURING THE LISTED TASK, AS DEFINED IN THE TABLE.

VERIFICATION OF f'm AND f'AAC IN ACCORDANCE WITH SPECIFICATION ARTICLE 1.4 B

PRIOR TO CONSTRUCTION, EXCEPT WHERE SPECIFICALLY EXEMPTED BY THIS CODE.

MINIMUM SPECIAL INSPECTION

MINIMUM TESTS

2015 IBC - TABLE 1705.6

REQUIRED SPECIAL INSPECTIONS AND TESTS OF OF SOILS

TYPE CONTINOUS PERIODIC

1. VERIFY MATERIALS BELOW SHALLOW FOUNDATION ARE ADEQUATE

TO ACHIEVE THE DESIGN BEARING --- X

2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND

HAVE REACHED PROPER MATERIAL --- X

3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL --- X

X

5. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUB-GRADE

AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY

--- X

D. LOCATION OF REINFORCEMENT, CONNECTORS, AND

PRESTRESSING TENDONS AND ANCHORAGES

- X - ART. 3.4, 3.6A

X

X

X

X

X

SEC. 6.1 ART. 2.4,3.4

ART. 3.2D,

3.2F

SEC. 6.1, 6.2.1,

6.2.6, 6.2.7

ART. 3.2E, 3.4,

3.6A

ART. 2.6B, 2.4

G.1.b

- ART. 3.3B

SEC. 8.1.6.7.2,

9.3.3.4 (c),

11.3.3.4 (b)

X - ART. 3.6B

5. OBSERVE PREPARATION OF GROUT SPECIMENS, MORTAR

SPECIMENS, AND/OR PRISMS - X -

ART. 1.4 B.2.a.3,

1.4 B.2.b.3, 1.4

B.2.c.3, 1.4 B.3,

1.4 B.4

4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT

THICKNESSES DURING PLACEMENT AND COMPACTION OF

COMPACTED FILL

1 2 3 4 5

A

B

C

D

PLATE REFERENCE

NUMBER

SHEET OF

PL

O

T D

AT

E:

PL

O

T

SC

AL

E:

SU

BM

IT

TE

D B

Y:

D W

N B

Y:

D

ES

I G N

ED

B

Y :

C

KD

B Y:

D

AT

E :

SI

ZE

: E

FI

LE

N

AM

E:

"X

SO

LI

C

IT

AT

IO

N N

O

C O

N

TR

AC

T

N O

C

AT

E G O

R Y

C O

D E:

US ARMY CORPS

OF ENGINEERS

PHILADELPHIA

DISTRICT

D O

VE

R

A

IR

F O

R C

E

BA

SE

AI

R C

R

AF

T M

A I N

TE

N

A N C

E

FA

C

IL

IT

Y

AS

N

O

TE

D

0-

0 0 -0

W

2 B U

-1 8-

R

- 0

U .S

. A R

M Y

E N G

IN

EE

R D

IS

TR

IC

T

C O

R

PS

O F

EN

G

IN

EE

R S

1 2 3 4 5

/1

1/

:2 4:

P

M

S-004

ST

RU

CT

UR

AL

S

PE

CI

AL

IN

SP

EC

TI

ON

T

AB

LE

S

JJ

S

W C

A

W C

A

81 RT

A

SU

BM

IS

SI

ON

- 1

2 D

EC

D

EC

M

AR

K D

ES

C

R

IP

TI

O

N D

AT

E

AP

A

2 3

5 7 9

10 11

B

C

D

E

F

G

H

J

K

L

M

12 13

N

5.2 6.2 7.8 8.8

4"

0"

0"

0"

0"

0"

0"

0"

0"

0"

0"

2'

- 8

0"

2'

- 8

2' - 8"

2' - 8"

2'

- 8

2' - 8"

2'

- 4

2' - 2"

2' - 0"

25' - 4" 28' - 8" 25' - 4"26' - 10" 26' - 10" 20' - 0" 23' - 0" 23' - 0"20' - 0"23' - 0"23' - 0"

0.9

0.9

0.2

0.2 35' - 4" 46' - 0" 40' - 0" 40' - 0" 46' - 0"46' - 6" 46' - 6"

M.1

D.1

D.6

0.1

2' - 8"

0.5

0.5

17' - 8" 17' - 8"

F.8

F.7

1'

- 8

1 2 3 4 5

A

B

C

D

PLATE REFERENCE

NUMBER

SHEET OF

PL

O

T D

AT

E:

PL

O

T

SC

AL

E:

SU

BM

IT

TE

D B

Y:

D W

N B

Y:

D

ES

I G N

ED

B

Y :

C

KD

B Y:

D

AT

E :

SI

ZE

: E

FI

LE

N

AM

E:

"X

SO

LI

C

IT

AT

IO

N N

O

C O

N

TR

AC

T

N O

C

AT

E G O

R Y

C O

D E:

US ARMY CORPS

OF ENGINEERS

PHILADELPHIA

DISTRICT

D O

VE

R

A

IR

F O

R C

E

BA

SE

AI

R C

R

AF

T M

A I N

TE

N

A N C

E

FA

C

IL

IT

Y

AS

N

O

TE

D

0-

0 0 -0

W

2 B U

-1 8-

R

- 0

U .S

. A R

M Y

E N G

IN

EE

R D

IS

TR

IC

T

C O

R

PS

O F

EN

G

IN

EE

R S

A B

C D

E

KEY PLAN

1 2 3 4 5

/1

1/

:2 5:

P

M

SB110

CO

MP

RE

HE

NI

SV

E

FO

UN

DA

TI

ON

P

LA

N

JJ

S

W C

A

W C

A

82 RT

A

SU

BM

IS

SI

ON

- 1

2 D

EC

D

EC

SCALE: 1/16" = 1'-0"SB110

1 COMPREHENSIVE FOUNDATION PLAN

SB

SB

SB112

SB114

SB111

SB113

SB

SB

SB115

SCALE:

8' - 0" 16' - 0" 32' - 0"

1/16"= 1' - 0" PNN

SB110

M

AR

K D

ES

C

R

IP

TI

O

N D

AT

E

AP

A

2 3 4 5 6 7

B

C

D

E

F

23' - 0"23' - 0" 20' - 0" 20' - 0" 23' - 3" 23' - 3"

0.90.2 38' - 0"1' - 8"

0"

0"

0"

0"

4" 2'

- 8

37' - 8"

SB

SB

SB113

SB111

F10

F10

F10

F10

F10

10' - 8"

5'

- 8

P15

P14

P14

P14

W F2

W F2

W F2

W F2

D.1

D.6

0.1

8" 1'

- 2

S-3 S-4

S-1

F2 P16

F2 P16

F2 P16

F2 P16

WF1

W F1

W F1

W F1

W F1

W F1

WF1

F2 P20

F2 P20

S-301SB111

S-301SB111

S-301SB111

P13

MULLION PIT MULLION PIT

S-301SB111

.S-3 .S-4

S-301SB111

S-301SB111

S-301SB111

S-301SB111(-0'-8")

(-0'-8")

(-0'-8")

(-0'-8")

W F2

17' - 8" 17' - 8" 2' - 8"

0.5

WF1

F2 P21(-0'-8")

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

COL ISOL JT

RE: DET 5/S-501

TYP

2" SLAB RECESS

RE: ARCH DWGS

11' - 8"

C MULLIONL2' - 7 3/4" C MULLIONL

11 1/2"

S-1

(-4'-0")

W F1

(-4 '-0

FTG

STEP

FTG

STEP

4'

- 0

"3'

- 6

1/ 4"

TRENCH DRAIN

RE: PLUMBING

TRENCH DRAIN

RE: PLUMBING

.SLOPE SLOPE.

(-0.28')

(0.0') (0.0')

SL

OP

E

SLAB SLOPE LINE

(0 .0'

(0 .0'

(0.0')

7' - 6" 18' - 10"53' - 3" 1' - 0" 53' - 3"

8' - 4"

S-301SB111

3/4" SLAB RECESS

FOR WALK OFF MAT

8'

- 6

7'

- 0

1'

- 4

1'

- 0

4'

- 8 " (0.0')

SB111 S-301

1A

S-301SB111

TYP AT

DOOR

FOUNDATION PLAN NOTES:

1. RE: DRAWING S-001 & S-002 FOR GENERAL NOTES

AND DESIGN CRITERIA.

2. COORDINATE DIMENSIONS, WALL OPENINGS,

ELEVATIONS, SECTIONS, AND DETAILS WITH

ARCHITECTURAL DWGS.

3. TOP OF SLAB ELEVATION = RE: CIVIL. THIS IS THE

DATUM ELEVATION = 0’-0”. ALL ELEVATIONS ARE

REFERENCED FROM THIS ELEVATION.

4. TOP OF CONCRETE FOOTING ELEVATIONS = -2’-8”

(TYP UNO).

5. TOP OF CONCRETE PIER ELEVATIONS = -0’-0”

(TYP UNO).

6. RE: 6/S-501 FOR STEPPED FOOTING DETAIL.

7. S-# DENOTES CONCRETE SLAB-ON-GRADE PLACED

OVER A VAPOR BARRIER AND 6” DENSE GRADED

AGGREGATE (DGA) BASECOURSE MATERIAL.

a. S-1 = 5” THICK…