VA263-17-R-1144-021.pdf

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618-16-111

Project Title

V.A. MEDICAL CENTER

ONE VETERANS DRIVE

MINNEAPOLIS, MN 55417

REGISTRATION NUMBER:

Office of Facilities

Management Drawing Scale

Plot Scale

Drawing Title

Approved: Division Chief

Approved: Service Director

Building Number

Checked Drawn

Location

Date

Project No.

DRAWING NO.

o n e -e ig h th i c e f o t

-q u a rt r in c e f o re s n c e f o

-h lf i n c e f o e f o e i n c e f o d i n c e f o n c h e e f o

TRUE NORTH

PLAN NORTH

GENERAL CONTRACTOR AND/OR ALL SUBCONTRACTORS SHALL FIELD VERIFY ALL DIMENSIONS SHOWN ON THESE PLANS AND SHALL BE RESPONSIBLE FOR VARIATIONS BETWEEN PLAN DIMENSIONS AND ACTUAL FIELD DIMENSIONS. WHERE VARIATIONS ARE FOUND TO OCCUR, THE CONTRACTOR SHALL NOTIFY THE PROJECT ENGINEER IN WRITING PRIOR TO PROCEEDING WITH CONSTRUCTION; NO ADJUSTMENT TO

THE WORK WILL BE MADE WITHOUT THE PRIOR APPROVAL OF THE PROJECT ENGINEER.

GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR GENERAL DEMOLITION INCLUDING REMOVAL OF WALLS, PARTITIONS, DOORS & CEILING & FLOORS. ANY AND ALL CUTTING OF CONCRETE FLOORS, WALLS OR STRUCTURE SHALL BE THE GENERAL CONTRACTOR'S RESPONSIBILITY. CORE DRILLING THROUGH CONCRETE WALLS, FLOORS OR STRUCTURE FOR PIPING OR CONDUIT SHALL BE THE RESPONSIBILITY OF THE SUBCONTRACTOR BY TRADE; FIRESTOPPING OF THESE OPENING SHALL BE DONE BY THE RESPECTIVE SUBCONTRACTOR. REMOVAL OF DEBRIS RESULTING FROM DEMOLITION, CUTTING, AND/OR DRILLING IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. PATCHING AND REPAIR OF CONCRETE WALLS, FLOOR, OR STRUCTURE SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR; THIS WILL BE ACCOMPLISHED UPON COMPLETION OF THE INSTALLATION OF ANY AND ALL UTILITIES INSTALLED

BY THE VARIOUS SUBCONTRACTORS.

I HEREBY CERTIFY THAT THIS PLAN,

SPECIFICATION OR REPORT WAS

PREPARED BY ME OR UNDER MY DIRECT

SUPERVISION AND THAT I AM A DULY

LICENSED PROFESSIONAL ENGINEER UNDER

THE LAWS OF THE STATE OF MINNESOTA

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Minneapolis VA Health Care Facility

GENERAL STRUCTURAL NOTES

STRUCTURAL

Issue Date DWG. 7 OF 95

A. DESIGN CRITERIA

5. SEISMIC LOADS DETERMINED IN ACCORDANCE WITH THE “BUILDING CODE”.

* SITE CLASSIFICATION ASSUMED AS “CLASS D”, PER IBC 2012 SECTION 1613.3.2

6. LOAD COMBINATIONS IN ACCORDANCE WITH THE “BUILDING CODE” (IBC 2012, SECTION

1605.1).

7. NO PROVISIONS FOR ANY FUTURE BUILDING EXTENSION OR ADDITION HAVE BEEN

MADE IN THE STRUCTURAL DESIGN.

1. “BUILDING CODE” – “INTERNATIONAL BUILDING CODE 2012” (IBC 2012) AS

SUPPLEMENTED BY ASCE 7 “MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER

STRUCTURES” (2010)

2. LIVE LOADS DETERMINED IN ACCORDANCE WITH THE “BUILDING CODE”.

* PARTITION ALLOWANCE UNIFORMLY DISTRIBUTED LIVE LOAD IS ADDITIVE TO FLOOR

UNIFORMLY DISTRIBUTED LIVE LOADS UNLESS THE MINIMUM SPECIFIED UNIFORMLY

DISTRIBUTED LIVE LOAD EXCEEDS 80 PSF.

** 2000 LB., 1000 LB. AND 300 LB. MINIMUM CONCENTRATED LIVE LOADS ASSUMED TO

BE UNIFORMLY DISTRIBUTED OVER AN AREA OF 2.5 FEET BY 2.5 FEET. 300 LB. MINIMUM

CONCENTRATED LIVE LOAD ON STAIR TREADS APPLIED ON AN AREA OF 2 INCHES BY 2

INCHES.

*** REDUCED TO 15 PSF WHEN COMBINED WITH FLOOR LIVE LOAD.

THE ROOF MINIMUM UNIFORMLY DISTRIBUTED LIVE LOAD HAS NOT BEEN REDUCED.

FLOOR MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS HAVE BEEN REDUCED IN

ACCORDANCE WITH THE “BUILDING CODE”, (IBC 2012, SECTION 1607.10.1).

3. SNOW LOADS DETERMINED IN ACCORDANCE WITH THE “BUILDING CODE”.

4. WIND LOADS DETERMINED IN ACCORDANCE WITH THE “BUILDING CODE”.

LOCATION

MINIMUM

UNIFORMLY

DISTRIBUTED

LIVE LOAD*

CONCENTRATED

LIVE LOAD

OFFICE BUILDINGS:

LOBBIES & FIRST FLOOR CORRIDORS 100 PSF 2000 LB.**

CORRIDORS ABOVE FIRST FLOOR 80 PSF 2000 LB.**

OFFICES 50 PSF 2000 LB.**

HOSPITALS:

LOBBIES & FIRST FLOOR CORRIDORS 100 PSF 2000 LB.

CORRIDORS ABOVE FIRST FLOOR 80 PSF 1000 LB.

OPERATING ROOMS, LABORATORIES 60 PSF 1000 LB.

PATIENT ROOMS 40 PSF 1000 LB.

MECHANICAL EQUIPMENT ROOM (GENERAL) 100 PSF -------

MECHANICAL EQUIPMENT ROOM (HVAC) 125 PSF -------

MECHANICAL TELEPHONE AND RADIO

EQUIPMENT ROOM

150 PSF -------

RESTROOMS (LATRINES) 75 PSF -------

STAIRS AND EXITS 100 PSF 300 LBS. **

STORAGE AREAS (GENERAL):

HEAVY STORAGE 250 PSF -------

LIGHT STORAGE 125 PSF -------

TELEPHONE EXCHANGE ROOMS 150 PSF 2000 LB.**

CENTRAL COMPUTER IT SERVER ROOMS 150 PSF 2000 LB.**

ELEVATOR MACHINE ROOMS 150 PSF -------

FILE ROOMS 150 PSF -------

PUBLIC ROOMS 100 PSF -------

PARTITION ALLOWANCE 15 PSF* -------

ROOFS (MINIMUM) 20 PSF 300 LB.**

INTERSTITIAL LEVELS 25 PSF *** -------

SNOW LOAD PARAMETERS -

GROUND SNOW LOAD P = 50 PSF

TERRAIN CATEGORY C

SNOW EXPOSURE FACTOR C = 1.0 (PARTIALLY EXPOSED)

SNOW THERMAL FACTOR C = 1.0 (ALL STRUCTURES U.N.O.)

RISK CATEGORY IV ESSENTIAL

SNOW IMPORTANCE FACTOR I = 1.2

FLAT ROOF SNOW LOAD P = 42 PSF

RAIN-ON-SNOW SURCHARGE

LOAD

= 0 PSF

WIND LOAD PARAMETERS -

ULTIMATE DESIGN WIND

SPEED

V = 120

MPH

NOMINAL DESIGN WIND SPEED V = 93 MPH

WIND EXPOSURE CATEGORY C

INTERNAL PRESSURE

COEFFICIENT

GC =

+/-0.18

ENCLOSED BUILDING

SEISMIC DESIGN PARAMETERS -

RISK CATEGORY IV

SEISMIC IMPORTANCE FACTOR I = 1.5

MAPPED SPECTRAL RESPONSE

ACCELERATION AT SHORT PERIOD

S = 0.048

ACCELERATION AT PERIOD OF 1 SECOND

S = 0.028

SITE CLASSIFICATION CLASS D*

DESIGN SPECTRAL RESPONSE

S = 0.051

ACCELERATION AT A PERIOD OF 1 SECOND

S = 0.045

SEISMIC DESIGN CATEGORY A

SEISMIC RESPONSE COEFFICIENT C = 0.01

EFFECTIVE SEISMIC WEIGHT W =TBD PER ASCE 7, SECTION 12.7.2

TOTAL SEISMIC DESIGN BASE SHEAR V = C X W

ANALYSIS PROCEDURE USED INDEX INDEX FORCE ANALYSIS (ASCE

7, SECTION 1.4)

DS

D1 g f ult asd pi

B. SOIL PREPARATION AND FOUNDATIONS

1 ALL EXCAVATION, FILL, COMPACTION, AND GRADING OF THE SITE SHALL BE IN

ACCORDANCE WITH THE SPECIFICATIONS, AND OSHA REQUIREMENTS.

2. SOIL SUPPORTED SPREAD FOOTING SHALLOW FOUNDATIONS -

A. DESIGN BEARING PRESSURE (NET) IS 8000 PSF FOR SPREAD FOOTING SHALLOW

FOUNDATIONS BEARING ON UNDISTURBED FIRM SUBGRADE SOIL OR APPROVED

ENGINEERED FILL MATERIAL. DESIGN VALUES AND BEARING MATERIALS SHALL BE

VERIFIED AND APPROVED BY A QUALIFIED LICENSED GEOTECHNICAL ENGINEER.

B. FOUNDATION REINFORCING SHALL BE SUPPORTED FROM ABOVE OR WITH 3 INCH BAR

SUPPORTS AT 4 FEET ON CENTER (MAX.) WHILE DEPOSITING CONCRETE IN FORMS.

C. MOISTURE CONTENT AND COMPACTION IN FOUNDATION EXCAVATIONS SHALL BE

MAINTAINED UNTIL FOUNDATIONS ARE PLACED. FOUNDATIONS SHALL BE POURED AS

SOON AS PRACTICAL AFTER EXCAVATIONS ARE COMPLETED.

C. CAST-IN-PLACE CONCRETE

A. ALL EXPOSED EDGES OF CONCRETE SHALL BE CHAMFERED 3/4 INCH INSIDE FORMS OR

TOOLED TO 3/8 INCH RADIUS ON SLABS UNLESS NOTED OTHERWISE.

B. SLABS-ON-GRADE SHALL HAVE CONSTRUCTION JOINTS AND CONTROL JOINTS (SAWED

JOINTS) LOCATED AS SHOWN ON THE DRAWINGS. SHOULD THE CONTRACTOR DESIRE TO

DEVIATE FROM THE SLAB ON GRADE JOINT LAYOUT SHOWN, THE CONTRACTOR SHALL

SUBMIT AN ALTERNATE JOINT LAYOUT AS PART OF THE REQUIRED SLAB-ON-GRADE

CONCRETE PLACEMENT, JOINTING, AND CURING PLAN REQUIRED BY GENERAL

STRUCTURAL NOTE C.6. THE ALTERNATE JOINT LAYOUT AND SPACING SHALL BE IN

ACCORDANCE WITH THE RECOMMENDATIONS OF ACI 302.1R "GUIDE FOR CONCRETE

FLOOR AND SLAB CONSTRUCTION", LATEST EDITION. THE CONTRACTOR SHALL LOCATE

AND DIMENSION ALL SLAB-ON-GRADE JOINTS ON THE STEEL REINFORCEMENT SHOP

DRAWINGS.

C. PROVIDE CONSTRUCTION JOINTS IN ACCORDANCE WITH ACI 318. WHERE NECESSARY,

VERTICAL CONSTRUCTION JOINTS IN STRUCTURAL MEMBERS SHALL BE LOCATED WITHIN

THE CENTER ONE-THIRD OF THE SPAN. ALL JOINTS SHALL BE THOROUGHLY CLEANED

AND PURPOSELY ROUGHENED TO 1/4 INCH AMPLITUDE AND COATED WITH AN APPROVED

EPOXY BONDING AGENT PRIOR TO PLACING ADJACENT CONCRETE. CONSTRUCTION

JOINTS IN EXPOSED CONCRETE SHALL HAVE A MAXIMUM SPACING OF 50 FEET.

CONSTRUCTION JOINTS SHALL ALIGN WITH THE NEAREST ADJACENT MASONRY CONTROL

JOINT. NO HORIZONTAL CONSTRUCTION JOINTS WILL BE PERMITTED IN BEAMS, WALLS,

AND SLABS UNLESS SPECIFICALLY SHOWN ON THE DRAWINGS OR APPROVED BY THE

ARCHITECT AND STRUCTURAL ENGINEER OF RECORD PRIOR TO CONSTRUCTION.

D. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN OF ALL FORMING,

TEMPORARY BRACING, AND SHORING.

E. NO ALUMINUM SHALL BE EMBEDDED IN CONCRETE. CONDUITS AND PIPING RUNNING

HORIZONTALLY SHALL NOT BE EMBEDDED IN CONCRETE SLABS-ON-GRADE, ELEVATED

CONCRETE STRUCTURAL SLABS OR WALLS, OR ELEVATED CONCRETE SLABS ON STEEL

DECK. VERTICAL PENETRATIONS THRU ELEVATED SLABS SHALL BE COORDINATED NOT

TO CONFLICT WITH REINFORCING AND SHALL BE LOCATED AND DIMENSIONED ON THE

STEEL REINFORCEMENT AND STEEL DECK SHOP DRAWINGS. PENETRATIONS SHALL NOT

PENETRATE SLAB DROP PANELS OR BEAMS. VERTICAL PENETRATIONS THRU ELEVATED

SLABS SHALL BE SLEEVED OR FORMED ONLY. CORE DRILLING WILL NOT BE ALLOWED.

ALL SLEEVED PENETRATIONS SHALL BE COORDINATED BY THE CONTRACTOR AND

LOCATED AND DIMENSIONED ON THE STEEL REINFORCEMENT AND STEEL DECK SHOP

DRAWINGS. THE NUMBER AND SPACING OF ADJACENT SLEEVES SHALL BE COORDINATED

WITH THE STRUCTURAL ENGINEER OF RECORD PRIOR TO INSTALLATION TO PREVENT

ANY IMPACT ON STRUCTURAL CAPACITY OR PERFORMANCE.

5. CURING FOR CONCRETE SURFACES NOT IN CONTACT WITH FORMS. ONE OF THE

FOLLOWING PROCEDURES SHALL BE APPLIED IMMEDIATELY AFTER COMPLETION OF

PLACEMENT AND FINISHING.

A. APPLICATION OF MOISTURE RETAINING CURING MATERIALS CONSISTING OF BURLAP

BACKED WHITE WATERPROOF SHEET MATERIALS, CONFORMING TO ASTM C171

"STANDARD SPECIFICATION FOR SHEET MATERIALS FOR CURING CONCRETE". CURING

SHALL BE CONTINUED AT LEAST 7 DAYS.

B. APPLICATION OF A CURING COMPOUND CONFORMING TO ASTM C309 "STANDARD

SPECIFICATION FOR LIQUID MEMBRANE FORMING COMPOUNDS FOR CURING CONCRETE".

VOC CONTENT OF THE CURING COMPOUND SHALL NOT EXCEED 100 GRAMS/LITER. THE

COMPOUND SHALL BE APPLIED IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE

MANUFACTURER IMMEDIATELY AFTER ANY WATER SHEEN WHICH MAY DEVELOP AFTER

FINISHING HAS DISAPPEARED FROM THE CONCRETE SURFACE. IT SHALL NOT BE USED

ON ANY SURFACE AGAINST WHICH ADDITIONAL CONCRETE OR SUBSEQUENTLY APPLIED

FINISH MATERIAL OF SYSTEM IS TO BE BONDED UNLESS IT IS PROVEN THAT THE CURING

COMPOUND WILL NOT PREVENT PROPER BOND, OR UNLESS POSITIVE MEASURES ARE

TAKEN TO REMOVE IT COMPLETELY FROM AREAS TO RECEIVE BONDED APPLICATIONS.

CURING SHALL BE CONTINUED AT LEAST 7 DAYS.

C. APPLICATION OF ABSORPTIVE MATS OR FABRIC KEPT CONTINUOUSLY MOIST.

6. CONTRACTOR SHALL SUBMIT FOR REVIEW AND COMMENT, A CONCRETE PLACEMENT,

JOINTING, AND CURING PLAN 28 DAYS PRIOR TO BEGINNING ANY CONCRETE

CONSTRUCTION. THE PLAN SHALL INCLUDE AS A MINIMUM THE LOCATION, SEQUENCE,

AND SCHEDULE FOR EACH CONCRETE PLACEMENT. THE CONCRETE JOINTING

LOCATIONS, TYPE, AND MATERIALS SHALL BE IDENTIFIED AND COORDINATED WITH THE

PLACEMENT PLAN AND THE CONCRETE CURING MATERIALS AND DURATIONS SHALL BE

IDENTIFIED AND COORDINATED WITH THE PLACEMENT AND JOINTING PLANS.

7. ALL INTERIOR CONCRETE SLABS-ON-GRADE, ELEVATED STRUCTURAL CONCRETE SLABS,

AND ELEVATED SLABS ON STEEL DECK SHALL RECEIVE A STEEL TROWEL FINISH UNLESS

NOTED OTHERWISE, SPECIFIED, OR REQUIRED BY A SUBSEQUENT FLOOR FINISH SYSTEM

OR MATERIAL.

C. CAST-IN-PLACE CONCRETE

1. ALL STRUCTURAL CAST-IN-PLACE CONCRETE HAS BEEN DESIGNED AND SHALL BE

CONSTRUCTED IN ACCORDANCE WITH THE “BUILDING CODE” AND ACI 318-11 “BUILDING

CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND COMMENTARY”.

2. CONCRETE REQUIREMENTS -

A. CAST-IN-PLACE CONCRETE 28-DAY SPECIFIED COMPRESSIVE STRENGTHS AND

PROPERTIES -

B. PROVIDE TYPE I PORTLAND CEMENT MEETING THE REQUIREMENTS OF ASTM C150.

C. FLY ASH ON NATURAL POZZOLAN USED AS ADMIXTURES SHALL CONFORM TO ASTM C618.

D. PROVIDE CONCRETE AGGREGATES CONFORMING TO ASTM C33 FOR NORMAL-WEIGHT

CONCRETE.

PROVIDE CONCRETE AGGREGATES CONFORMING TO ASTM C330 FOR LIGHT-WEIGHT

CONCRETE.

E. WATER USED MIXING CONCRETE SHALL BE POTABLE AND CONFORM TO ASTM C1602.

F. THE USE OF CALCIUM CHLORIDE, ADMIXTURES CONTAINING CHLORIDES AND OTHER

CHLORIDE CONTAINING AGENTS IN CAST-IN-PLACE STRUCTURAL CONCRETE IS

PROHIBITED.

G. CONCRETE CLEAR COVER OVER REINFORCING SHALL BE IN ACCORDANCE WITH ACI 318,

LISTED BELOW, UNLESS NOTED OTHERWISE -

3. CONCRETE REINFORCING SHALL MEET THE FOLLOWING -

A. STEEL REINFORCING BARS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A615

GRADE 60. STEEL REINFORCING BARS REQUIRED TO BE WELDED SHALL CONFORM TO

THE REQUIREMENTS OF ASTM A706 GRADE 60. WELDING OF STEEL REINFORCING BARS

SHALL BE IN ACCORDANCE WITH AWS D1.4-98 “STRUCTURAL WELDING CODE –

REINFORCING STEEL”. WELDING OF REINFORCING OTHER THAN SPECIFIED IS

PROHIBITED. STEEL REINFORCEMENT SHOP DRAWINGS SHALL CLEARLY DENOTE ALL

WELDING REQUIREMENTS FOR REVIEW AND APPROVAL.

B. ALL REINFORCING SHALL BE CONTINUOUS UNLESS NOTED OR INDICATED OTHERWISE.

LAP SPLICES AND EMBEDMENT LENGTHS FOR REINFORCING SHALL BE IN ACCORDANCE

WITH THE "REINFORCEMENT SPLICE AND EMBEDMENT SCHEDULE" AND THE "ACI

STANDARD 90 AND 180 DEGREE HOOK REINFORCEMENT EMBEDMENT SCHEDULE" SHOWN

ON THE STRUCTURAL DRAWINGS UNLESS NOTED OTHERWISE. WHERE REINFOCING BARS

OF DIFFERENT SIZES LAP, PROVIDE A LAP SPLICE LENGTH FOR THE LARGER

REINFORCING BAR SIZE.

C. PROVIDE CORNER BARS IN OUTSIDE FACE OF ALL GRADE BEAMS AND WALLS EQUAL IN

SIZE AND SPACING TO MAIN HORIZONTAL REINFORCING. EXTEND INSIDE FACE

REINFORCING OF ALL GRADE BEAMS AND WALLS TO OUTSIDE FACE AND BEND TO A

STANDARD 90 DEGREE HOOK UNLESS NOTED OTHERWISE.

D. PROVIDE 2-#5 EACH SIDE OF EACH OPENING THROUGH WALLS OR SLABS UNLESS NOTED

OTHERWISE. REINFORCING BARS SHALL EXTEND 24 INCHES PAST THE OPENING.

E. WELDED (PLAIN) WIRE FABRIC REINFORCING SHALL CONFORM TO THE REQUIREMENTS

OF ASTM A1064, FY = 60 KSI. WELDED (DEFORMED) WIRE FABRIC REINFORCING SHALL

CONFORM TO THE REQUIREMENTS OF ASTM A1064, Fy = 60 KSI.

F. WELDED WIRE FABRIC SHALL BE PROVIDED IN FLAT SHEETS. THE USE OF ROLLED

WELDED WIRE FABRIC IS PROHIBITED. WELDED WIRE FABRIC MUST HAVE END LAPS AND

EDGE LAPS OF ONE FULL MESH AND SHALL BE HELD IN PLACE BY WIRING ALL LAPS

SECURELY TOGETHER.

G. STEEL REINFORCEMENT SHOP DRAWINGS SHALL BE SUBMITTED WITH REINFORCING

STEEL DETAILED IN ACCORDANCE WITH ACI PUBLICATION SP-66 (04) "ACI DETAILING

MANUAL - 2004".

H. ALL STEEL REINFORCEMENT SHOWN TO HAVE A 90 DEGREE LEG SHALL CONFORM TO THE

REQUIREMENTS OF A STANDARD ACI 90 DEGREE HOOK UNLESS NOTED OTHERWISE.

4. FORMING AND EMBEDMENTS SHALL MEET THE FOLLOWING -

MIN.

f'c

(PSI)

UNIT

WEIGHT

(PCF)

MAX.

W/C

RATIO

AIR

ENT.

INTERIOR STRUCTURE 4000 145±5 0.50 N.R.

INTERIOR FOUNDATIONS 4000 145±5 0.50 N.R.

INTERIOR SLABS-ON-GRADE 4000 145±5 0.42 N.R.

INTERIOR SLAB ON STEEL DECK 3000 110±5 0.50 N.R.

LOCATION CLEAR COVER (IN.)

CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3

EXPOSED TO EARTH OR WEATHER #6 AND LARGER 2

EXPOSED TO EARTH OR WEATHER #5 AND SMALLER 1-1/2

SLABS, WALLS, JOIST NOT EXPOSED TO WEATHER 3/4

BEAMS AND COLUMNS NOT EXPOSED TO WEATHER 1-1/2

(CONT)

DESCRIPTION DATE

c e f o e f o n c e f o i n c e f o e f o e i n c e f o i n c e f o n c h e e f o

GENERAL CONTRACTOR AND/OR ALL SUBCONTRACTORS SHALL FIELD VERIFY ALL DIMENSIONS SHOWN ON THESE PLANS AND SHALL BE RESPONSIBLE FOR VARIATIONS BETWEEN PLAN DIMENSIONS AND ACTUAL FIELD DIMENSIONS. WHERE VARIATIONS ARE FOUND TO OCCUR, THE CONTRACTOR SHALL NOTIFY THE PROJECT ENGINEER IN WRITING PRIOR TO PROCEEDING WITH CONSTRUCTION; NO ADJUSTMENT TO

GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR GENERAL DEMOLITION INCLUDING REMOVAL OF WALLS, PARTITIONS, DOORS & CEILING & FLOORS. ANY AND ALL CUTTING OF CONCRETE FLOORS, WALLS OR STRUCTURE SHALL BE THE GENERAL CONTRACTOR'S RESPONSIBILITY. CORE DRILLING THROUGH CONCRETE WALLS, FLOORS OR STRUCTURE FOR PIPING OR CONDUIT SHALL BE THE RESPONSIBILITY OF THE SUBCONTRACTOR BY TRADE; FIRESTOPPING OF THESE OPENING SHALL BE DONE BY THE RESPECTIVE SUBCONTRACTOR. REMOVAL OF DEBRIS RESULTING FROM DEMOLITION, CUTTING, AND/OR DRILLING IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. PATCHING AND REPAIR OF CONCRETE WALLS, FLOOR, OR STRUCTURE SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR; THIS WILL BE ACCOMPLISHED UPON COMPLETION OF THE INSTALLATION OF ANY AND ALL UTILITIES INSTALLED

PREPARED BY ME OR UNDER MY DIRECT

SUPERVISION AND THAT I AM A DULY

c c

:1

1322- S-011

Issue Date DWG. 8 OF 95

D. STRUCTURAL STEEL

1. ALL STRUCTURAL STEEL HAS BEEN DESIGNED AND SHALL BE FABRICATED AND

ERECTED IN ACCORDANCE WITH THE “BUILDING CODE”, ANSI/AISC 360-10

“SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS” (22 JUNE 2010), AND THE AISC

STEEL CONSTRUCTION MANUAL (14TH EDITION) CONFORMING TO THE PROVISIONS OF

THE LOAD RESISTANCE FACTOR DESIGN (LRFD). STRUCTURAL STEEL HAS BEEN

DESIGNED AND SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH

ANSI/AISC 341-10 “SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS (22 JUNE

2010) WHEN APPLICABLE.

A. STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE

REQUIREMENTS OF THE CURRENT OCCUPATIONAL SAFETY AND HEALTH

ADMINISTRATION (OSHA) STEEL ERECTION STANDARDS 29-CFR, SUBPART R.

2. STRUCTURAL STEEL SHALL BE FABRICATED IN AN AISC CERTIFIED FABRICATION

PLANT, CATEGORY BU (FORMERLY CATEGORY STD). STRUCTURAL STEEL MUST BE

ERECTED BY AN AISC CERTIFIED ERECTION CATEGORY ACSE.

3. STRUCTURAL STEEL SHALL MEET THE FOLLOWING REQUIREMENTS UNLESS NOTED

OTHERWISE ON THE DRAWINGS -

* STRUCTURAL ANCHOR RODS SHALL MEET THE REQUIREMENTS OF A DUCTILE

STEEL ELEMENT PER ACI 318. A DUCTILE STEEL ELEMENT HAS TENSILE TEST

ELONGATION OF AT LEAST 14 PERCENT AND REDUCTION IN AREA OF AT LEAST 30

PERCENT.

4. STRUCTURAL STEEL CONNECTIONS -

A. ALL NON-COMPOSITE AND COMPOSITE STEEL BEAM SHEAR CONNECTIONS SHALL BE

AS SHOWN ON THE “TYPICAL STEEL BEAM CONNECTION SCHEDULE”.

B. BOLTS CONNECTING STRUCTURAL STEEL SHALL BE SHALL BE TWIST-OFF TYPE

TENSION-CONTROL BOLT ASSEMBLIES MEETING THE REQUIREMENTS OF ASTM F1852

AND SHALL CONFORM TO RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING

ASTM A325 OR A490 BOLTS". FOR LOCATIONS WHERE TWIST-OFF TYPE

TENSION-CONTROL BOLT ASSEMBLIES CANNOT BE INSTALLED, BOLTS CONNECTING

STRUCTURAL STEEL SHALL BE ASTM A325-N (BEARING TYPE) HIGH STRENGTH BOLTS.

C. BOLTS SHALL BE INSTALLED IN STANDARD SIZE HOLES UNLESS NOTED OTHERWISE.

DO NOT USE OVERSIZED HOLES OR SLOTTED HOLES FOR ANY CONNECTIONS UNLESS

SPECIFICALLY INDICATED ON THE CONTRACT DOCUMENTS OR APPROVED IN WRITING

BY THE STRUCTURAL ENGINEER OF RECORD.

D. ASTM A325 HIGH STRENGTH BOLTS SHALL BE TIGHTENED "SNUG TIGHT" PER RCSC

“SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS” UNLESS

NOTED OTHERWISE.

E ALL BOLTED CONNECTIONS REQUIRING SLIP CRITICAL TYPE PRETENSIONED BOLTS

SHALL BE INDICATED AS SUCH ON THE STRUCTURAL STEEL SHOP DRAWINGS.

TENSION CONTROL BOLTS SHALL BE USED TO ENSURE PROPER TENSIONING.

5. ALL WELDING FOR STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH AISC 360 AND

AWS D1.1-10 “STRUCTURAL WELDING CODE – STEEL”. ALL WELDS SHALL USE E70XX

ELECTRODES (F = 70 KSI) UNLESS NOTED OTHERWISE. WHEN REQUIRED BY AISC 341,

ALL WELDS USED IN MEMBERS AND CONNECTIONS IN SEISMIC FORCE RESISTING

SYSTEM (SFRS) SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS ON AISC 341

AND AWS D1.8 - 09 "STRUCTURAL WELDING CODE - SEISMIC SUPPLEMENT".

6. STEEL FRAMING CONNECTIONS SHALL BE TIGHTENED, COLUMNS SHALL BE LEVELED

AND GROUT SHALL BE IN PLACE BENEATH COLUMN BASE PLATES BEFORE STEEL

DECKING IS ATTACHED TO FRAMING.

7. SPLICES SHALL BE ALLOWED ONLY AT LOCATIONS SPECIFICALLY INDICATED ON THE

STRUCTURAL DRAWINGS UNLESS APPROVED IN WRITING BY THE STRUCTURAL

ENGINEER OF RECORD.

8. ALL COPES, HOLES, OPENINGS AND MODIFICATIONS REQUIRED IN STRUCTURAL

STEEL MEMBERS FOR ERECTION OR THE WORK OF OTHER TRADES SHALL BE SHOWN

ON THE STRUCTURAL STEEL SHOP DRAWINGS AND REQUIRE APPROVAL BY THE

STRUCTURAL ENGINEER OF RECORD PRIOR TO FABRICATION.

9. FIELD MODIFICATIONS (HOLES, LENGTH ADJUSTMENTS, ETC.) TO STRUCTURAL STEEL

IS PROHIBITED WITHOUT PRIOR APPROVAL BY THE STRUCTURAL ENGINEER OF

RECORD.

10. WHERE NO CAMBER IS INDICATED, FABRICATE STEEL BEAMS SO THAT ANY NATURAL

CAMBER IS UPWARD AFTER ERECTION.

TYPE ASTM GRADE

FY (MIN.)

(KSI)

STRUCTURAL WIDE FLANGE BEAMS AND

COLUMNS (W - SHAPES)

A992 ------- 50

STRUCTURAL TEES (WT - SHAPES) A992 ------- 50

STRUCTURAL CHANNELS AND ANGLES (C, MC,

AND L - SHAPES)

A36 ------- 36

STRUCTURAL PLATES AND BARS (TYPICAL U.N.O.) A36 ------- 36

STRUCTURAL PLATES AND BARS (BEAM COLUMN

CONTINUITY CONNECTIONS AND DOUBLER

PLATES)

A572 50 50

STRUCTURAL PLATES AND BARS (SIDEPLATE

CONNECTIONS)

A572 50 50

RAISED PATTERN FLOOR PLATES A786 ------- 36

STRUCTURAL STEEL PIPE A53 B, TYPE E

OR S

HOLLOW STRUCTURAL SECTIONS (HSS - SHAPES -

RECTANGULAR OR SQUARE)

A500 C 50

HOLLOW STRUCTURAL SECTIONS ( HSS - SHAPES

- ROUND)

A500 C 46

THREADED RODS A36 ------- 26

STRUCTURAL ANCHOR RODS* F1554 ------- 36

STRUCTURAL HIGH STRENGTH BOLTS A325 ------- Fu = 120 KSI

A490 ------- Fu = 150 KSI

HEADED SHEAR STUD CONNECTORS A108 TYPE B 51, Fu = 65

KSI

WITH WELDABILITY SUPPLEMENT S1

& CARBON EQUIVALENT FORMULA

PER ASTM F1554 SECTION 1.5.2.1

E. STEEL DECK

1. STEEL DECKS SHALL COMPLY WITH THE REQUIREMENTS OF THE “BUILDING CODE” AND

THE LATEST EDITION OF THE STEEL DECK INSTITUTE (SDI) SPECIFICATIONS FOR STEEL

DECKS.

2. A. AT SECOND FLOOR, COMPOSITE STEEL DECK SHALL BE 2 INCH DEEP COMPOSITE

STEEL DECK WITH AN UNCOATED DESIGN THICKNESS OF 0.0295 IN. (22 GA.). DECKING

SHALL HAVE A MINIMUM YIELD STRENGTH OF 50 KSI, A MINIMUM Ip OF 0.324 IN.^4/FT., A MINIMUM In OF 0.321 IN.^4/FT., A MINIMUM Sp OF 0.263 IN.^3/FT., AND A MINIMUM Sn OF

0.266 IN.^3/FT.

B. AT INTERSTITIAL LEVEL, COMPOSITE STEEL DECK SHALL BE 1.5 INCH DEEP COMPOSITE

STEEL DECK WITH AN UNCOATED DESIGN THICKNESS OF 0.0358 IN. (20 GA.). DECKING

SHALL HAVE A MINIMUM YIELD STRENGTH OF 50 KSI, A MINIMUM Ip OF 0.186 IN.^4/FT., A MINIMUM In OF 0.222 IN.^4/FT., A MINIMUM Sp OF 0.224 IN.^3/FT., AND A MINIMUM Sn OF

0.231 IN.^3/FT..

C. DECKING SHALL RECEIVE A GALVANIZED FINISH PER SPECIFICATION. DECKING SHALL

BE CONTINUOUS OVER A MINIMUM OF THREE SUPPORTS WITHOUT INTERRUPTION.

D. EACH DECK UNIT SHALL BE ATTACHED TO SUPPORTING MEMBERS AND ADJACENT

PANELS AS FOLLOWS –

FASTEN EDGES OF STEEL DECK AT PERIMETER AND AROUND OPENINGS TO THE

SUPPORTING STRUCTURE WITH 5/8” DIAMETER PUDDLE WELDS AT A MAXIMUM OF 6”

O.C..

WHERE PRESENT, ATTACHMENT OF HEADED SHEAR STUD CONNECTORS THRU THE

COMPOSITE STEEL DECK TO THE SUPPORTING STEEL BEAM CAN REPLACE A PUDDLE

WELD.

3. ALL COMPOSITE STEEL DECK OPENINGS GREATER THAN 6 INCHES WIDE MEASURED

PARALLEL TO THE SUPPORTING MEMBERS SHALL BE REINFORCED OR FRAMED AS

SHOWN ON THE “TYPICAL COMPOSITE STEEL DECK OPENING FRAMING DETAILS”

UNLESS INDICATED OTHERWISE.

4. COMPOSITE STEEL DECK HANGER TAB LOADS SHALL NOT EXCEED 60 LBS. PER

HANGER TAB OR THE DECK MANUFACTURER'S RECOMMENDED ALLOWABLE HANGER

TAB LOAD. IN ADDITION, LOADS ON HANGERS SHALL BE DISTRIBUTED IN SUCH A

MANNER THAT THE TRIBUTARY LOADS FOR EACH HANGER DOES NOT EXCEED 5 PSF.

DO NOT HANG MEP EQUIPMENT AND PIPING DIRECTLY FROM COMPOSITE STEEL DECK

5. ALL WELDING FOR STEEL DECK SHALL BE IN ACCORDANCE WITH AWS D1.3-08,

“STRUCTURAL WELDING CODE –SHEET STEEL”. USE E60XX ELECTRODES (F = 60 KSI)

FOR WELDING STEEL ROOF DECK, COMPOSITE STEEL DECK, AND NON-COMPOSITE

STEEL DECK WITH A THICKNESS OF 0.0295 INCH (22 GA.) OR GREATER TO SUPPORTING

STEEL MEMBERS UNLESS NOTED OTHERWISE.

6. COMPOSITE CONSTRUCTION NOTES -

A. THE COMPOSITE FLOOR SYSTEM INCLUDING COMPOSITE STEEL BEAMS AND

CONCRETE SLABS ON COMPOSITE STEEL DECKS HAVE BEEN DESIGNED FOR

UNSHORED CONSTRUCTION UNLESS NOTED OTHERWISE.

B. CONTRACTOR SHALL PROVIDE TEMPORARY SHORING FOR THE CONCRETE SLABS ON

COMPOSITE STEEL DECK, IF NECESSARY, IN ACCORDANCE WITH THE DECK

MANUFACTURER’S RECOMMENDATIONS FOR THE SPAN AND SPAN CONDITIONS

INDICATED.

C. CONDUITS AND PIPES SHALL NOT BE EMBEDDED IN THE CONCRETE SLABS ON

COMPOSITE STEEL DECK.

D. CONDUITS, PIPES, AND SLEEVES PENETRATING VERTICALLY THROUGH THE CONCRETE

SLABS ON COMPOSITE STEEL DECK SHALL NOT IMPAIR THE STRENGTH OF THE

CONSTRUCTION OR THE COMPLETED COMPOSITE STEEL DECK SYSTEM. ALL

VERTICAL PENETRATIONS THROUGH CONCRETE SLABS ON COMPOSITE STEEL DECK

SHALL BE ACCOMPLISHED USING SLEEVES, CORED PENETRATIONS WILL NOT BE

ALLOWED. THE CONTRACTOR SHALL SUBMIT STEEL DECK SHOP DRAWINGS

INDICATING THE SIZE AND LOCATION OF ALL PENETRATIONS THROUGH THE

CONCRETE SLABS ON COMPOSITE STEEL DECK FOR APPROVAL BY THE STRUCTURAL

ENGINEER PRIOR TO FABRICATION AND CONSTRUCTION OF THE DECKING.

E. STEEL HEADED SHEAR STUD CONNECTORS USED FOR COMPOSITE BEAMS SHALL

CONFORM TO THE REQUIREMENTS OF AWS D1.1-10 "STRUCTURAL WELDING CODE -

STEEL" AND ASTM A29, TYPE B, Fu = 65 KSI, Fy = 51 KSI. PROVIDE STEEL HEADED STUDS

CONNECTORS OF QUANTITY, SIZE, AND LENGTH AS INDICATED ON THE DRAWINGS.

F. STEEL HEADED SHEAR STUD CONNECTORS USED AS SHEAR CONNECTORS FOR

COMPOSITE STEEL BEAMS SHALL BE WELDED AND TESTED IN ACCORDANCE WITH THE

REQUIREMENTS OF AWS D1.1-10.LOCATE AND INSTALL ALL STEEL HEADED SHEAR

STUD CONNECTORS ITHROUGH COMPOSITE STEEL DECK IN THE "STRONG" POSITION

AS DEFINED IN AISC 360.

G. HEADED SHEAR STUD CONNECTORS SHALL BE SPACED EQUALLY ALONG THE

CENTERLINE OF THE STEEL BEAM. THE SPACING OF THE HEADED SHEAR STUD

CONNECTORS ALONG THE LENGTH OF A SUPPORTING STEEL BEAM SHALL NOT

EXCEED 36 INCHES.

H. PROVIDE HEADED SHEAR STUD CONNECTORS AT 36 INCHES ON CENTER FOR ALL

STEEL BEAMS AND GIRDERS SUPPORTING CONCRETE SLABS ON COMPOSITE STEEL

DECK WHERE HEADED SHEAR STUD CONNECTORS ARE NOT INDICATED ON THE

I. PROVIDE STEEL DECK SHOP DRAWINGS SHOWING EXACT LAYOUT OF COMPOSITE

BEAM STEEL HEADED SHEAR STUD CONNECTORS FOR EACH SPAN AND DECK TYPE.

36" WIDE DECK PANEL

NUMBER OF END AND SUPPORT 5/8" DIA. PUDDLE

WELDS (PERPENDICULAR & PARALLEL TO DECK SPAN)

3/8"x1 1/4" ARC SEAM WELD CONNECTIONS EQUALLY

SPACED BETWEEN SUPPORTS

12 IN. O.C.

F. MISCELLANEOUS

10. SPECIAL INSPECTIONS AND STRUCTURAL TESTS SHALL BE PERFORMED IN

ACCORDANCE WITH THE MORE STRINGENT REQUIREMENTS OF THE PROJECT

CONTRACT DOCUMENT DRAWINGS, SPECIFCIATIONS, THE "BUILDING CODE" (AS

DEFINED ON SHEET S-010), AND AS DIRECTED BY THE CONTRACTING OFFICER.

WHEN THE CONSTRUCTION CONTRACTOR IS REQUIRED BY THE GOVERNMENT TO

PROVIDE SPECIAL INSPECTIONS AS PART OF HIS WORK, THE CONTRACTOR SHALL

RETAIN THIRD-PARTY QUALITY ASSURANCE AGENCIES TO CONDUCT THE SPECIAL

INSPECTIONS REQUIRED BY THE "BUILDING CODE". THE INSPECTING AGENCY SHALL

PROVIDE REPORTS FOR THE SPECIAL INSPECTIONS DIRECTLY TO THE GOVERNMENT.

THE SERVICES OF A SPECIAL INSPECTOR OF RECORD (SIOR) SHALL BE RETAINED BY

THE CONTRACTOR AS A THIRD PARTY QUALITY ASSURANCE AGENT. THE SIOR SHALL

BE A LICENSED PROFESSIONAL ENGINEER IN A STATE ACCEPTABLE TO THE AUTHORITY

HAVING JURISDICATION. THE SIOR SHALL SUBMIT QUALIFICATIONS ACCEPTABLE TO

THE AUTHORITY HAVING JURISDICATION. THE DUTIES OF THE SIOR SHALL INCLUDE

ITEMS DESCRIBED IN UFC 3-310-04, SECTION 2-1707.10.

F. MISCELLANEOUS

1. SHOP DRAWINGS SHALL BE ORIGINAL DRAWINGS, PREPARED BY THE CONTRACTOR,

SUBCONTRACTOR, SUPPLIER OR DISTRIBUTOR. REPRODUCTION OF STRUCTURAL

CONTRACT DOCUMENTS AS ERECTION PLANS OR DETAILS WILL NOT BE PERMITTED

AND WILL BE REJECTED WITHOUT REVIEW. ALL SHOP DRAWINGS SHALL BE REVIEWED

AND STAMPED BY THE CONTRACTOR PRIOR TO SUBMITTAL FOR REVIEW.

2. CONCRETE EQUIPMENT PADS (HOUSEKEEPING) REQUIRED FOR MECHANICAL AND

ELECTRICAL EQUIPMENT SHALL MEET THE FOLLOWING REQUIREMENTS:

A. PAD SIZE SHALL BE BASED ON THE REQUIREMENTS OF THE EQUIPMENT SELECTED TO

BE INSTALLED BY THE CONTRACTOR.

B. PAD SIZE SHALL BE A MINIMUM OF 12 INCHES GREATER THAN THE SIZE OF THE

EQUIPMENT IN EACH DIRECTION.

C. PADS LOCATED ON ELEVATED CONCRETE FLOORS SHALL BE A MAXIMUM OF 4 INCHES

THICK.

D. PADS LOCATED ON CONCRETE SLABS-ON-GRADE SHALL BE 4 INCHES THICK UNLESS

NOTED OTHERWISE.

E. PADS LESS THAN 10 INCHES THICK SHALL BE REINFORCED WITH #4 AT 12 INCHES ON

CENTER EACH WAY UNLESS NOTED OTHERWISE.

F. PADS WITH THICKNESS BETWEEN 10 AND 12 INCHES SHALL BE REINFORCED WITH #4

BARS AT 12 INCHES ON CENTER EACH WAY TOP AND BOTTOM UNLESS NOTED

OTHERWISE.

G. PADS SHALL BE ANCHORED TO THE SUPPORTING SLAB AND/OR FOUNDATION WITH #4

DOWELS AT 12 INCHES ON CENTER. DOWELS SHALL BE CAST OR EPOXIED INTO THE

SUPPORTING SLAB AND/OR FOUNDATION.

H. SEE DRAWINGS, SPECIFICATIONS, AND “TYPICAL EQUIPMENT PAD DETAIL” FOR

ADDITIONAL INFORMATION.

DESIGN NOTE: PROVIDE “TYPICAL EQUIPMENT PAD DETAIL” ON THE STRUCTURAL

3. THE CONTRACTOR SHALL DESIGN AND PROVIDE ALL ITEMS REQUIRED FOR ATTACHING

ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PROCESS/MISSION EQUIPMENT AND

ELEMENTS TO THE BUILDING STRUCTURE AND TO RESIST ALL LOADS INCLUDING

ANTITERRORISM/FORCE PROTECTION FORCES IN ACCORDANCE WITH UFC 4-010-01

“MINIMUM ANTI-TERRORISM STANDARDS FOR BUILDINGS” AND SEISMIC LOADS.

ATTACHMENT SHALL BE MADE SO AS NOT TO OVERSTRESS THE STRUCTURAL

MEMBERS. THE CONTRACTOR SHALL COORDINATE THE ATTACHMENTS AND

LOCATIONS OF THE EQUIPMENT AND ELEMENTS AND INCORPORATE THEIR

REQUIREMENTS INTO THE STRUCTURAL STEEL SHOP DRAWINGS. THE SHOP DRAWING

SUBMITTAL SHALL INCLUDE ATTACHMENT CALCULATIONS AND SHALL BE SEALED AND

SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE WHERE THE

PROJECT IS LOCATED. REFER TO THE ARCHITECTURAL, MECHANICAL, ELECTRICAL,

AND PROCESS/MISSION DRAWINGS AND SPECIFICATIONS FOR ADDITIONAL

INFORMATION AND REQUIREMENTS.

4. SUBSTITUTION OF POST-INSTALLED ANCHORS FOR EMBEDDED ANCHORS SHOWN ON

THE DRAWINGS WILL NOT BE PERMITTED UNLESS APPROVED IN WRITING BY THE

STRUCTURAL ENGINEER OF RECORD AND THE CONTRACTING OFFICER PRIOR TO

CONSTRUCTION.

5. THE CONTRACTOR SHALL INCLUDE AND PROVIDE THE FOLLOWING SERVICES -

A. VERIFICATION OF ALL DIMENSIONS, ELEVATIONS, OPENING SIZES, AND EQUIPMENT

WEIGHTS PRIOR TO STARTING WORK AND INCORPORATE THIS INFORMATION INTO THE

PROJECT SHOP AND ERECTION DRAWINGS.

B. VERIFICATION OF ALL DIMENSIONS AND MEMBER SIZES RELATING TO ALL EXISTING

CONSTRUCTION AND CONDITIONS.

C. VERIFICATION OF ALL FLOOR DRAINS, SLOPED FLOORS, FLOOR DEPRESSIONS AND

OFFSETS WITH THE ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS

PRIOR TO THE SUBMITTAL OF STRUCTURAL STEEL, STEEL DECK, AND CONCRETE

REINFORCEMENT SHOP DRAWINGS.

D. COORDINATE WITH THE OWNER AND REMOVE ALL ABANDONED FOUNDATIONS,

UTILITIES, PIPELINES, ETC. THAT MAY INTERFER WITH THE NEW CONSTRUCTION.

E. THE GENERAL CONTRACTOR SHALL REVIEW AND APPROVE ALL SHOP DRAWINGS

PRIOR TO SUBMITTAL NOTING CHANGES MADE WHICH DO NOT COMPLY WITH

CONTRACT DOCUMENT DRAWINGS AND SPECIFICATIONS. PRIOR WRITTEN APPROVAL

FROM THE CONTRACTING OFFICER, STRUCTURAL ENGINEER OF RECORD, AND

ARCHITECT SHALL BE REQUIRED FOR ALL DEVIATIONS FROM THE CONTRACT

DOCUMENTS MADE BY THE CONTRACTOR. REQUEST FOR INFORMATION SHALL NOT BE

USED TO INTRODUCE SUBSTITUTIONS, DEVIATIONS, OR CHANGES FROM THE

REQUIREMENTS INDICATED BY THE CONSTRUCTION DOCUMENTS.

F. DESIGN AND PROVIDE TEMPORARY BRACING AND SHORING AS REQUIRED FOR

STABILITY DURING CONSTRUCTION.

6. PLANS, SECTIONS, AND DETAILS SHALL NOT BE SCALED FOR DETERMINATION OF

QUANTITIES, LENGTHS, OR FIT OF MATERIALS.

7. SEE ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DESIGN DOCUMENTS FOR SIZE

AND LOCATION OF ALL OPENINGS, SLEEVES, CURBS, PADS, INSERTS, ETC. NOT SHOWN

ON STRUCTURAL DRAWINGS. BEFORE FABRICATION OF MATERIALS, COORDINATE

WITH ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS AND

SPECIFICATIONS AND PROVIDE ALL MISCELLANEOUS AND STRUCTURAL ITEMS

INDICATED OR REQUIRED TO COMPLETE THE WORK.

8. CONSTRUCTION DOCUMENTS CONSIST OF DRAWINGS AND A SEPARATE BOOK OF

SPECIFICATIONS. THE DRAWINGS AND SPECIFICATIONS ARE COMPLIMENTARY;

NEITHER IS MEANT TO STAND ALONE FOR ANY PORTION OF THE WORK DESCRIBED

HEREIN. ANY CONFLICT BETWEEN DRAWINGS AND SPECIFICATIONS SHALL BE

REPORTED IMMEDIATELY TO THE ARCHITECT/ENGINEER AND THE CONTRACTING

OFFICER.

9. THE DESIGN DOCUMENTS REFLECT THE FINAL COMPLETED STATE OF THE

STRUCTURAL SYSTEMS AND ELEMENTS. THE CONTRACTOR IS RESPONSIBLE FOR ALL

CONSTRUCTION RELATED ENGINEERING TO INCLUDE BUT NOT BE LIMITED TO

CONSTRUCTION MEANS AND METHODS, TEMPORARY SUPPORTS, SHORING AND

BRACING, TEMPORARY USE OF STRUCTURES, PARTIALLY CONSTRUCTED STRUCTURES

AND INCOMPLETE STRUCTURES. ALL CONSTRUCTION AND RELATED ENGINEERING

SHALL BE IN ACCORDANCE WITH ASCE 37-02 “DESIGN LOADS ON STRUCTURES DURING

CONSTRUCTION”.

G. (NOT USED) POST-INSTALLED ANCHORS

1. POST-INSTALLED ANCHORS HAVE BEEN SPECIFIED AND SHALL BE INSTALLED

IN ACCORDANCE WITH THE "BUILDING CODE", ACI 318-11 APPENDIX D

"ANCHORAGE TO CONCRETE" AND THE CURRENT INTERNATIONAL CODE

COUNCIL EVALUATION SERVICE (ICC-ES) EVALUATION REPORT (ESR).

ANCHORS SHALL MEET THE ACCEPTANCE CRITERIA LISTED BELOW:

A. MECHANICAL ANCHORS IN HARDENED CONCRETE SHALL MEET THE TESTING

AND QUALIFICATION REQUIREMENTS OF ACI 355.2-07 "QUALIFICATION OF

POST-INSTALLED MECHANICAL ANCHORS IN CONCRETE AND COMMENTARY"

AND ICC-ES AC193 "ACCEPTANCE CRITERIA FOR MECHANICAL ANCHORS IN

CONCRETE ELEMENTS".

B. ADHESIVE ANCHORS IN HARDENED CONCRETE SHALL MEET THE TESTING AND

QUALIFICATION REQUIREMENTS OF ACI 355.4-11 "QUALIFICATION OF

POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE AND COMMENTARY" AND

ICC-ES AC308 "ACCEPTANCE CRITERIA FOR ADHESIVE ANCHORS IN CONCRETE

ELEMENTS".

2. SUBSTITUTION REQUESTS FOR POST-INSTALLED ANCHORS NOT SPECIFIED ON

THE CONTRACT DOCUMENTS SHALL BE SUBMITTED TO THE STRUCTURAL

ENGINEER OF RECORD FOR APPROVAL PRIOR TO INSTALLATION.

SUBSTITUTION REQUESTS SHALL INCLUDE CALCULATIONS BEARING THE SEAL

AND SIGNATURE OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE

WHERE THE PROJECT IS LOCATED THAT DEMOSTRATE THE SUBSTITUTED

PRODUCT IS EQUIVALENT TO THE SPECIFIED PRODUCT AND MEETS THE

ACCEPTANCE CRITERIA DESCRIBED ABOVE.

3. SUBSTITUTIONS OF POST-INSTALLED ANCHORS FOR CAST-IN-PLACE ANCHORS

WILL NOT BE PERMITTED UNLESS APPROVED BY THE STRUCTURAL ENGINEER

OF RECORD PRIOR TO INSTALLATION.

4. POST-INSTALLED ANCHORS SHALL HAVE SPECIAL INSPECTIONS IN

ACCORDANCE WITH THE MORE STRINGENT REQUIREMENTS OF THE PROJECT

DRAWINGS AND SPECIFICATIONS, THE "BUILDING CODE", THE PRODUCT

EVALUATION REPORT AND AS DIRECTED BY THE CONTRACTING OFFICER. SEE

STRUCTURAL SPECIAL INSPECTIONS REQUIREMENTS FOR ADDITIONAL

INFORMATION AND REQUIREMENTS.

STATEMENT OF SPECIAL INSPECTIONS - STRUCTURAL:

1. THE "STATEMENT OF SPECIAL INSPECTIONS" HAS BEEN PREPARED IN ACCORDANCE WITH THE SPECIAL INSPECTION AND STRUCTURAL TESTING

REQUIREMENTS OF IBC 2012, SECTION 1705.

2. THIS "STATEMENT OF SPECIAL INSPECTIONS" ENCOMPASS THE FOLLOWING DISCIPLINE: STRUCTURAL.

3. THE CONSTRUCTION CONTRACTOR SHALL PROVIDE SPECIAL INSPECTIONS AS PART OF HIS WORK, THE CONTRACTOR SHALL RETAIN THIRD-PARTY

QUALITY ASSURANCE AGENCIES TO CONDUCT THE SPECIAL INSPECTIONS REQUIRED BY THE "BUILDING CODE" FOR THE TYPE OF WORK INDICATED.

4. THE SPECIAL INSPECTOR(S) SHALL BE A QUALIFIED PROFESSIONAL(S) WHO SHALL DEMONSTRATE COMPETENCE TO THE SATISFACTION OF THE

BUILDING OFFICIAL OR CONTRACTING OFFICER FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL

INSPECTION.

5. SPECIAL INSPECTIONS SHALL BE PERFORMED IN COORDINATION WITH IBC 2012, SECTION 1704.

6. THE SPECIAL INSPECTOR SHALL SUBMIT INSPECTION REPORTS TO THE BUILDING OFFICIAL OR CONTRACTING OFFICER, AND TO THE REGISTERED

DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE (STRUCTURAL ENGINEER OF RECORD (SEOR)) DURING CONSTRUCTION FOR VERIFICATION, INCLUDING FINAL REPORTS IN ACCORDANCE WITH IBC 2012, SECTION 1704.2.4

7. THE SPECIAL INSPECTOR(S) SHALL USE THE LATEST ISSUE OF THE STRUCTURAL DRAWINGS AND SPECIFICATIONS FOR THE INSPECTION OF THIS

STRUCTURE. SHOP FABRICATION DRAWINGS SHALL NOT BE USED FOR INSPECTION PURPOSES.

8. THE FOLLOWING TABLES IDENTIFY THE STRUCTURAL MATERIALS, SYSTEMS AND COMPONENTS WHICH ARE TO HAVE SPECIAL INSPECTION.

9. SPECIAL INSPECTION OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH AISC 360-10 CHAPTER N.

TESTING REQUIREMENTS

1. THE CONTRACTOR SHALL EMPLOY ONE OR MORE TESTING AGENCIES TO PROVIDE STRUCTURAL TESTING DURING

CONSTRUCTION.

2. THE TESTING AGENCY SHALL SUBMIT TEST RESULTS TO THE SEOR DURING CONSTRUCTION FOR VERIFICATION, INCLUDING A FINAL REPORT IN ACCORDANCE WITH SECTION 1704.1.2 OF THE IBC 2012.

3. TABLE 1 (BELOW) IDENTIFIES THE STRUCTURAL TESTS REQUIRED FOR THIS PROJECT.

** WHEN DIRECTED BY THE SEOR TO PROVIDE POST-INSTALLED ANCHORAGES THE FOLLOWING GUIDELINES SHALL BE

FOLLOWED:

1. A REPRESENTATIVE OF THE ANCHOR MANUFACTURER OR PROJECT SPECIAL INSPECTOR SHALL BE ON SITE TO OVERSEE THE INSTALLATION OF THE FIRST FOUR ANCHORS FOR EACH TYPE OF ANCHOR INSTALLED. THIS MEASURE SHALL BE TAKEN FOR EACH INSTALLER OF THE ANCHORS. THIS SERVICE IS TYPICALLY PROVIDED FREE BY THE LOCAL

ANCHOR REPRESENTATIVE.

2. THE FIRST FOUR ANCHORS SHALL BE TENSION TESTED ONCE INSTALLATION IS COMPLETE FOR 200% OF THE SERVICE

LEVEL LOAD CAPACITY AS SPECIFIED BY THE SEOR.

c e f o e f o n c e f o i n c e f o e f o e i n c e f o i n c e f o n c h e e f o

GENERAL CONTRACTOR AND/OR ALL SUBCONTRACTORS SHALL FIELD VERIFY ALL DIMENSIONS SHOWN ON THESE PLANS AND SHALL BE RESPONSIBLE FOR VARIATIONS BETWEEN PLAN DIMENSIONS AND ACTUAL FIELD DIMENSIONS. WHERE VARIATIONS ARE FOUND TO OCCUR, THE CONTRACTOR SHALL NOTIFY THE PROJECT ENGINEER IN WRITING PRIOR TO PROCEEDING WITH CONSTRUCTION; NO ADJUSTMENT TO

GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR GENERAL DEMOLITION INCLUDING REMOVAL OF WALLS, PARTITIONS, DOORS & CEILING & FLOORS. ANY AND ALL CUTTING OF CONCRETE FLOORS, WALLS OR STRUCTURE SHALL BE THE GENERAL CONTRACTOR'S RESPONSIBILITY. CORE DRILLING THROUGH CONCRETE WALLS, FLOORS OR STRUCTURE FOR PIPING OR CONDUIT SHALL BE THE RESPONSIBILITY OF THE SUBCONTRACTOR BY TRADE; FIRESTOPPING OF THESE OPENING SHALL BE DONE BY THE RESPECTIVE SUBCONTRACTOR. REMOVAL OF DEBRIS RESULTING FROM DEMOLITION, CUTTING, AND/OR DRILLING IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. PATCHING AND REPAIR OF CONCRETE WALLS, FLOOR, OR STRUCTURE SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR; THIS WILL BE ACCOMPLISHED UPON COMPLETION OF THE INSTALLATION OF ANY AND ALL UTILITIES INSTALLED

PREPARED BY ME OR UNDER MY DIRECT

SUPERVISION AND THAT I AM A DULY

c c

:2

12" = 1'-0"

1322- S-012

SPECIAL INSPECTIONS AND TESTING REQUIREMENTS

Issue Date DWG. 10 OF 95

IBC 2012 - TABLE 1705.3 REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION

VERIFICATION AND INSPECTION

IN

IO

IC

REFERENCED

STANDARD

IBC

REFERENCE

VERIFICATION

/ INSPECTION

REQUIRED

YES NO N/A

1. INSPECTION OF REINFORCING STEEL, INCLUDING PRESTRESSING TENDONS,

AND PLACEMENT.

- X ACI 318: 3.5, 7.1-7.7 1910.4 X

2. INSPECTION OF REINFORCING STEEL WELDING IN ACCORDANCE WITH TABLE

1705.2.2, ITEM 2B.

- X AWS D1.4, ACI 318:

3.5.2

- X

3. INSPECTION OF ANCHORS CAST IN CONCRETE WHERE ALLOWABLE LOADS

HAVE BEEN INCREASED OR WHERE STRENGTH DESIGN IS USED.

- X ACI 318: 8.1.3, 21.2.8 1908.5, 1909.1 X

4. INSPECTION OF ANCHORS POST-INSTALLED IN HARDENED CONCRETE

MEMBERS.

- X ACI 318: 3.8.6, 8.1.3,

21.2.8

1909.1 X

5. VERIFYING USE OF REQUIRED DESIGN MIX. - X ACI 318: CH. 4, 5.2-5.4 1904.2,1910.2, 1910.3

X

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.

X - ASTM C 172, ASTM C

31, ACI 318: 5.6, 5.8

1910.10 X

7. INSPECTION OF CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER

APPLICATION TECHNIQUES.

X - ACI 318: 5.9, 5.10 1910.6,1910.7,

1908.8

8. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND

TECHNIQUES.

- X ACI 318: 5.11-5.13 1910.9 X

9. INSPECTION OF PRESTRESSED CONCRETE:

A. APPLICATION OF PRESTRESSING FORCES. X - ACI 318: 18.20,

ACI 318: 18.18.4

B. GROUTING OF BONDED PRESTRESSING TENDONS IN THE

SEISMIC-FORCE-RESISTING SYSTEM.

X - ACI 318: 18.20,

ACI 318: 18.18.4

10. ERECTION OF PRECAST CONCRETE MEMBERS. - X ACI 318: CH. 16 - X

11. VERIFICATION OF 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: 6.2 - X

12. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE

CONCRETE MEMBER BEING FORMED.

- X ACI 318: 6.1.1 - X

STATEMENT OF SPECIAL INSPECTIONS AND TESTING REQUIREMENTS

IBC 2012 - TABLE 1705.2.2 REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION OTHER THAN STRUCTURAL

STEEL

VERIFICATION AND INSPECTION

1. MATERIAL VERIFICATION OF COLD-FORMED STEEL DECK:

A. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED

IN THE APPROVED CONSTRUCTION DOCUMENTS

- X APPLICABLE ASTM

MATERIAL

STANDARDS

B. MANUFACTURER'S CERTIFIED TEST REPORTS - X - - X

2. INSPECTION OF WELDING:

A. COLD-FORMED STEEL DECK:

1. FLOOR AND ROOF DECK WELDS. - X AWS D1.3 - X

B. REINFORCING STEEL:

1. VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER THAN ASTM

A 706.

- X AWS D1.4 ACI 318,

SECTION 3.5.2

2. REINFORCING STEEL RESISTING FLEXURAL AND AXIAL FORCES IN

INTERMEDIATE AND SPECIAL MOMENT FRAMES, AND BOUNDARY ELEMENTS

OF SPECIAL STRUCTURAL WALLS OF CONCRETE AND SHEAR

REINFORCEMENT.

X - AWS D1.4 ACI 318,

3. SHEAR REINFORCEMENT. X - AWS D1.4 ACI 318,

4. OTHER REINFORCING STEEL. - X AWS D1.4 ACI 318,

a. WHERE APPLICABLE.

b. SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION SHALL BE INCLUDED IN THE RESEARCH REPORT FOR THE ANCHOR ISSUED BY AN APPROVED SOURCE IN ACCORDANCE WITH ACI 355.2 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 OFFICAL PRIOR TO THE COMMENCEMENT OF WORK.

IBC 2012 - TABLE 1705.6 REQUIRED VERIFICATION AND INSPECTION OF SOILS

VERIFICATION AND INSPECTION TASK

CONTINUOUS

DURING

TASK LISTED

PERIODICALLY

DURING TASK

LISTED

1. VERIFY MATERIALS BELOW SHALLOW

FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE

DESIGN BEARING CAPACITY.

- X X

2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER

DEPTH AND HAVE REACHED PROPER MATERIAL.

3. PERFORM CLASSIFICATION AND TESTING OF

COMPACTED FILL MATERIALS.

4. VERIFY USE OF PROPER MATERIALS, DENSITIES

AND LIFT THICKNESSES DURING PLACEMENT AND

COMPACTION OF COMPACTED FILL.

X - X

5. PRIOR TO PLACEMENT OF COMPACTED FILL,

OBSERVE SUBGRADE AND VERIFY THAT SITE HAS

BEEN PREPARED PROPERLY.

IBC 2012 - TABLE 1 - SUMMARY OF REQUIRED STRUCTURAL TESTS

TEST

TESTING

1. CONCRETE:

A. CYLINDER COMPRESSION TESTING - X ASTM C 39 SEC. 1905 X

B. PRECONSTRUCTION TESTING OF SHOTCRETE - X - SEC. 1913 X

2. MASONRY:

A. HOLLOW UNIT BLOCK COMPRESSION TESTS (UNIT

STRENGTH METHOD)

- X ASTM C 90 SEC. 2105 X

B. PRISM COMPRESSION TESTS (PRISM TEST METHOD) - X ASTM C 1314 SEC. 2105 X

3. POST-INSTALLED CONCRETE ANCHORS **:

A. EXPANSION ANCHORS - X ICC-ES AC 193 SEC.1912 X

B. ADHESIVE ANCHORS - X ICC-ES AC 193 SEC. 1912 X

a. WHERE APPLICABLE.

c e f o e f o n c e f o i n c e f o e f o e i n c e f o i n c e f o n c h e e f o

GENERAL CONTRACTOR AND/OR ALL SUBCONTRACTORS SHALL FIELD VERIFY ALL DIMENSIONS SHOWN ON THESE PLANS AND SHALL BE RESPONSIBLE FOR VARIATIONS BETWEEN PLAN DIMENSIONS AND ACTUAL FIELD DIMENSIONS. WHERE VARIATIONS ARE FOUND TO OCCUR, THE CONTRACTOR SHALL NOTIFY THE PROJECT ENGINEER IN WRITING PRIOR TO PROCEEDING WITH CONSTRUCTION; NO ADJUSTMENT TO

GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR GENERAL DEMOLITION INCLUDING REMOVAL OF WALLS, PARTITIONS, DOORS & CEILING & FLOORS. ANY AND ALL CUTTING OF CONCRETE FLOORS, WALLS OR STRUCTURE SHALL BE THE GENERAL CONTRACTOR'S RESPONSIBILITY. CORE DRILLING THROUGH CONCRETE WALLS, FLOORS OR STRUCTURE FOR PIPING OR CONDUIT SHALL BE THE RESPONSIBILITY OF THE SUBCONTRACTOR BY TRADE; FIRESTOPPING OF THESE OPENING SHALL BE DONE BY THE RESPECTIVE SUBCONTRACTOR. REMOVAL OF DEBRIS RESULTING FROM DEMOLITION, CUTTING, AND/OR DRILLING IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. PATCHING AND REPAIR OF CONCRETE WALLS, FLOOR, OR STRUCTURE SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR; THIS WILL BE ACCOMPLISHED UPON COMPLETION OF THE INSTALLATION OF ANY AND ALL UTILITIES INSTALLED

PREPARED BY ME OR UNDER MY DIRECT

SUPERVISION AND THAT I AM A DULY

c c

:2

1322- S-020

STRUCTURAL ABBREVIATIONS

Issue Date DWG. 10 OF 95

STIFF. STIFFENER

STL. STEEL

STRUCT. STRUCTURAL OR STRUCTURE

SUBSTR. SUBSTRUCTURE

SUSP. SUSPEND (ED)

Sx SECTION MODULUS ABOUT X-AXIS

SYM. SYMMETRICAL

SYS. SYSTEM

T TENSION, TOP, TORSION OR TREAD(S)

TB TIE BEAM OR TOP BAR(S)

TBD TO BE DETERMINED

TEMP. TEMPERATURE, TEMPORARY

TENS. TENSION

T.F. TOP FACE

THD. THREAD OR THREADED

THK. THICK

T.L. TOP LAYER OR TOTAL LOAD

T.O. TOP OF

T.O.C. TOP OF CONCRETE

T.O.F. TOP OF FOOTING

T.O.G. TOP OF GRATING

T.O.G.B. TOP OF GRADE BEAM

T.O.M. TOP OF MASONRY

T.O.P. TOP OF PIER, PEDESTAL, OR PARAPET

T.O.S. TOP OF STEEL

T.O.W. TOP OF WALL

TRANS. TRANSVERSE

TYP. TYPICAL

T&B TOP & BOTTOM

UFC UNIFIED FACILITIES CRITERIA (DoD)

U.N.O. UNLESS NOTED OTHERWISE

UNREINF. UNREINFORCED

USACE UNITED STATES ARMY CORPS OF ENGINEERS

U.O.N. UNLESS OTHERWISE NOTED

VAR. VARIES OR VARIABLE

VERT. VERTICAL

V.I.F. VERIFY IN FIELD

VOL. VOLUME

V.R. VAPOR RETARDER SYSTEM

VS VERSUS

VSC VERTICAL SLIP CLIP

VST VERTICAL SLIP TRACK

W WEST, WIDTH, OR WIDE

W.C. WEB CONNECTION

WD. WOOD

WF WIDE FLANGE

WP WORKING POINT

W.P.J. WEAKENED PLANE JOINT

W.S. WATERSTOP

WSFC WEB SHEAR FRAMING CONNECTION

WT. WEIGHT

WWF WELDED WIRE FABRIC

W/ WITH

W/C WATER / CEMENT

W/O WITHOUT

X BY

YD. YARD

& AND

@ AT

Ø DIAMETER

# NUMBER

% PERCENT

±, +/- PLUS OR MINUS

MOMENT CONNECTION

BOLTED END PLATE MOMENT CONNECTION

N NORTH OR NEWTON

N.A. NOT APPLICABLE

NDT NON-DESTRUCTIVE TESTING

N.F. NEAR FACE

N.I.C. NOT IN CONTRACT

NO. NUMBER

NOM. NOMINAL

N.R. NOT REQUIRED

N.S. NEAR SIDE

N.T.S. NOT TO SCALE

N.W. NORMAL WEIGHT

NWC NORMAL WEIGHT CONCRETE

O.C. ON CENTER

O.D. OUTSIDE DIAMETER

O.F. OUTSIDE FACE

O.H. OPPOSITE HAND OR OVERHEAD

OPER. OPERATING

OPNG. OPENING(S)

OPP OPPOSITE

OZ. OUNCE(S)

PARA. PARAGRAPH OR PARALLEL

PC PILE CAP OR PIER CAP

P.C. PRECAST CONCRETE

PCC POINT OF COMPOUND CURVATURE

PCF POUNDS PER CUBIC FOOT

PCI PRECAST/PRESTRESSED CONCRETE INSTITUTE

PCY POUNDS PER CUBIC YARD

PED. PEDESTAL

PERF. PERFORATED

PERP. PERPENDICULAR

PL PLATE

PLF POUNDS PER LINEAL FOOT

PLUMB. PLUMBING

PLYWD. PLYWOOD

PRC POINT OF REVERSE CURVATURE

PREFAB. PREFABRICATED

PROJ. PROJECT

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PT. POINT

PVC POLYVINYL CHLORIDE

P/T POST-TENSIONED

QTY. QUANTITY

R RISER(S)

RAD. RADIUS

RAF RAISED ACCESS FLOOR (ING)

RCSC RESEARCH COUNCIL ON STRUCTURAL

CONNECTIONS

R.D. ROOF DRAIN

REF. REFER TO OR REFERENCE

REINF. REINFORCED, REINFORCING, OR REINFORCEMENT

REQ'D. REQUIRED

REQ'MT REQUIREMENT(S)

REV. REVISION

RND. ROUND

RTU ROOF TOP UNIT

S SOUTH OR SECTION MODULUS

S.C. SHEAR CONNECTOR

SCHED. SCHEDULE

SDI STEEL DECK INSTITUTE

SDL SUPERIMPOSED DEAD LOAD

SECT. SECTION

SEOR STRUCTURAL ENGINEER OF RECORD

SF SQUARE FOOT (FEET)

SIM. SIMILAR

SIOR SPECIAL INSPECTOR OF RECORD

S.J. SAWED JOINT

SJI STEEL JOIST INSTITUTE

SLBB SHORT LEG BACK-TO-BACK

SLH SHORT LEG HORIZONTAL

SLV SHORT LEG VERTICAL

Sn SECTION MODULUS (POSITIVE)

S.O.G. SLAB-ON-GRADE

Sp SECTION MODULUS (POSITIVE)

SP. SPACE(S), SPACING

SPEC. SPECIFICATION(S)

SQ. SQUARE

SS STAINLESS STEEL

STD. STANDARD

STGR. STRINGER

H HIGH

HD. ST. HEADED STUD

HK. HOOK

HORIZ. HORIZONTAL

HP HIGH POINT

H.S. HIGH STRENGTH

HSA HEADED STUD ANCHOR(S)

HT. HEIGHT

I MOMENT OF INERTIA

In MOMENT OF INERTIA (NEGATIVE)

Ip MOMENT OF INERTIA (POSITIVE)

Ix MOMENT OF INERTIA ABOUT X-AXIS

IB INTERMEDIATE BAR(S)

IBC INTERNATIONAL BUILDING CODE

I.D. INSIDE DIAMETER

I.F. INSIDE FACE

IN. INCH(ES)

INCL. INCLUDE(D)(ING)

INFO. INFORMATION

INT. INTERIOR OR INTERMEDIATE

J.B. JOIST BEARING

JST. JOIST(S)

JT. JOINT

K KIP(S) (1000 POUNDS)

KCF KIPS PER CUBIC FOOT

Kg KILOGRAM(S)

KLF KIPS PER LINEAL FOOT

kN KILONEWTON(S)

K.O. KNOCK OUT

kPa KILOPASCAL(S)

KSF KIPS PER SQUARE FOOT

KSI KIPS PER SQUARE INCH

L LENGTH, LONG

LB.(S) POUND(S)

LIN. LINEAR

L.L. LIVE LOAD

LLBB LONG LEG BACK-TO-BACK

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONG. LONGITUDINAL

LP LOW POINT

LRFD LOAD AND RESISTANCE FACTOR DESIGN

LSH LONG SIDE HORIZONTAL

LSV LONG SIDE VERTICAL

LT. LIGHT

L.W. LIGHT-WEIGHT

LWC LIGHT-WEIGHT CONCRETE

M METER(S)

MANUF. MANUFACTURER(S)

MAS MASONRY

MATL. MATERIAL

MAX. MAXIMUM

MBM METAL BUILDING SYSTEMS MANUFACTURER

MBR. MEMBER

MBS METAL BUILDING SYSTEM

M.C. MOMENT CONNECTION(S)

MCJ MASONRY CONTROL JOINT

MECH. MECHANICAL

MEP MECHANICAL, ELECTRICAL, PLUMBING,

FIRE PROTECTION

MEZZ. MEZZANINE

MID. MIDDLE

MIN. MINIMUM

MISC. MISCELLANEOUS

MK MARK

ML MASONRY LEDGE

mm MILLILETERS

M.O. MASONRY OPENING

MPH MILES PER HOUR

MTL METAL

MPa MEGAPASCAL

D DEEP, DEPTH

db DIAMETER OF BOLT

D.B. DECK BEARING

D.B.A., DBA DEFORMED BAR ANCHOR

DBL. DOUBLE

DEFL. DEFLECTION

DEG. DEGREE(S)

DEM. DEMOLISH

DET. DETAIL

DIA. DIAMETER

DIAG. DIAGONAL

DIM. DIMENSION(S)

DK. DECK

D.L. DEAD LOAD

DN DOWN

DO DITTO

DoD DEPARTMENT OF DEFENSE

DP DEEP OR DRILLED PIER

DRN. DRAIN

D.S.J. DOWELED SAW JOINT

D.T.I. DIRECT TENSION INDICATOR

DWG.(S) DRAWING(S)

DWL.(S) DOWEL(S)

E EAST

EA. EACH

ECC ECCENTRICITY

ED. EDITION

E.E. EACH END

E.F. EACH FACE

EIFS EXTERIOR INSULATED FINISH SYSTEM

E.J. EXPANSION JOINT

EL. ELEVATION

ELEC. ELECTRICAL

EMBED. EMBEDDED, EMBEDMENT

ENGR. ENGINEER

ENT. ENTRAINMENT

E.O.D. EDGE OF DECK

EOS, E.O.S. EDGE OF SLAB

EQ. EQUAL

EQUIP. EQUIPMENT

EQUIV. EQUIVALENT

E.W. EACH WAY

EXCAV. EXCAVATE OR EXCAVATION

EXIST. EXISTING

EXP. EXPANSION

EXT. EXTERIOR

F# FOOTING NUMBER

Fb ALLOWABLE BENDING STRESS

Fc ALLOWABLE COMPRESSIVE STRESS

FD FLOOR DRAIN

FDN. FOUNDATION

FIG. FIGURE

F TO F FACE TO FACE

F/F FACE TO FACE

F.F. FINISHED FLOOR OR FAR FACE

FIN. FINISH(ED)

FLEX. FLEXIBLE

FLR. FLOOR

FP FIREPROOF OR FIREPROOFING

F.S. FAR SIDE

FT. FEET OR FOOT

FTG. FOOTING

Fu SPECIFIED MINIMUM TENSILE STRENGTH

FY SPECIFIED MINIMUM YIELD STRENGTH

F'c SPECIFIED COMPRESSIVE STRENGTH OF CONCRETE

F'cr REQUIRED COMPRESSIVE STRENGTH OF CONCRETE

F'm COMPRESSIVE STRENGTH OF MASONRY

GA. GAGE OR GAUGE

GALV. GALVANIZED

GB GRADE BEAM

GB# GRADE BEAM NUMBER

GC GENERAL CONTRACTOR

GEN. GENERAL

GEO GEOTECHNICAL

GF GOVERNMENT FURNISHED

GI GOVERNMENT INSTALLED

GOVT GOVERNMENT

GR. GRADE

GRTG. GRATING

A.B. ANCHOR BOLT(S)

ABV. ABOVE

ACCEL. ACCELERATION

ACI AMERICAN CONCRETE INSTITUTE

ADDNL. ADDITIONAL

ADJ. ADJACENT

AESS ARCHITECTURAL EXPOSED STRUCTURAL STEEL

A.F.F. ABOVE FINISH FLOOR

AHU AIR HANDLING UNIT

AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION

AISI AMERICAN IRON AND STEEL INSTITUTE

ALT. ALTERNATE

ALUM. ALUMINUM

ANC. ANCHOR

ANSI AMERICAN NATIONAL STANDARDS INSTITUTE

APPROX. APPROXIMATE OR APPROXIMATELY

A.R. ANCHOR ROD(S)

ARCH. ARCHITECT OR ARCHITECTURAL

ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS

ASD ALLOWABLE STRENGTH DESIGN OR ALLOWABLE

STRESS DESIGN

ASTM AMERICAN SOCIETY FOR TESTING MATERIALS

AT/FP ANTITERRORISM FORCE PROTECTION

AVG. AVERAGE

AWS AMERICAN WELDING SOCIETY

B. BOTTOM

BAL. BALANCE

BB BOTTOM BAR(S)

BD BOARD

BEJ BRICK OR BLOCK EXPANSION JOINT

BEL. BELOW

BETW. BETWEEN

B.E.W. BOTTOM EACH WAY

B.F. BOTTOM FACE

BF BRACED FRAME

BFB, B.F.B. BOTTOM FLANGE BRACE

B.F.F. BELOW FINISHED FLOOR

B.L. BOTTOM LAYER

BL. BRICK LEDGE OR BLOCK LEDGE

BLDG. BUILDING

BM.(S) BEAM(S)

B.O. BOTTOM OF

B.O.F. BOTTOM OF FOOTING

B.O.P. BOTTOM OF PIER OR PEDESTAL

B.O.S. BOTTOM OF STEEL

BOT. BOTTOM

BP BASE PLATE

BPL BEARING PLATE

BRCG. BRACING

BRDG. BRIDGING

BRG. BEARING

BRK. BRICK

B.S. BOTH SIDES

BT. BENT

BTM. BOTTOM

B. TO B. BACK TO BACK

B/B BACK TO BACK

C COMPRESSION

C# COLUMN NUMBER

C.C. CENTER TO CENTER

CANT. CANTILEVER

CAT. CATEGORY

CF CONTRACTOR FURNISHED

CFMF CONTRACTOR INSTALLED

CI CONTRACTOR INSTALLED

CIP CAST-IN-PLACE

C.J. CONSTRUCTION JOINT OR CONTROL JOINT

CL. CENTERLINE

CLR. CLEAR

CMU CONCRETE MASONRY UNIT

COEFF. COEFFICIENT

COL. COLUMN

COMP. COMPOSITE OR COMPRESSION

CONC. CONCRETE

CONN. CONNECTION

CONSTR.