S02 - ATTACHMENT 18 - COMBINED-ARCH_CIVIL_STRUCTURAL_PART 10.pdf

MA # 53668

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

Revisions: Date: Daniel J. Witczak

Know what's below.

before you dig.Call

R

6/6/2023 MTW ACELA

MULTIPLE

621-21-700

21-USDVA-15

Edward P. Boland VA Medical Center

Test Hole Notes Plan 'G'

TH113

EHRM INFRASTRUCTURE UPGRADE CENTRAL

WESTERN MASSACHUSETTS

100% CONSTRUCTION

DOCUMENTS

AutoCAD SHX Text DANIEL J WITCZAK CIVIL No. 53668

AutoCAD SHX Text C

AutoCAD SHX Text O

AutoCAD SHX Text M

AutoCAD SHX Text M

AutoCAD SHX Text O

AutoCAD SHX Text N

AutoCAD SHX Text W

AutoCAD SHX Text E

AutoCAD SHX Text A

AutoCAD SHX Text L

AutoCAD SHX Text T

AutoCAD SHX Text H

AutoCAD SHX Text O

AutoCAD SHX Text F

AutoCAD SHX Text M

AutoCAD SHX Text A

AutoCAD SHX Text S

AutoCAD SHX Text S

AutoCAD SHX Text A

AutoCAD SHX Text C

AutoCAD SHX Text H

AutoCAD SHX Text U

AutoCAD SHX Text S

AutoCAD SHX Text E

AutoCAD SHX Text T

AutoCAD SHX Text T

AutoCAD SHX Text S

AutoCAD SHX Text P

AutoCAD SHX Text R

AutoCAD SHX Text O

AutoCAD SHX Text F

AutoCAD SHX Text E

AutoCAD SHX Text S

AutoCAD SHX Text S

AutoCAD SHX Text I

AutoCAD SHX Text O

AutoCAD SHX Text N

AutoCAD SHX Text A

AutoCAD SHX Text L

AutoCAD SHX Text E

AutoCAD SHX Text N

AutoCAD SHX Text G

AutoCAD SHX Text I

AutoCAD SHX Text N

AutoCAD SHX Text E

AutoCAD SHX Text E

AutoCAD SHX Text R

AutoCAD SHX Text R

AutoCAD SHX Text E

AutoCAD SHX Text G

AutoCAD SHX Text I

AutoCAD SHX Text S

AutoCAD SHX Text T

AutoCAD SHX Text E

AutoCAD SHX Text R

AutoCAD SHX Text E

AutoCAD SHX Text D

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

MA # 53668

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

Revisions: Date: Daniel J. Witczak

Know what's below.

before you dig.Call

R

6/6/2023 MTW ACELA

MULTIPLE

621-21-700

21-USDVA-15

Edward P. Boland VA Medical Center

Test Hole Notes Plan 'H'

TH114

EHRM INFRASTRUCTURE UPGRADE CENTRAL

WESTERN MASSACHUSETTS

100% CONSTRUCTION

DOCUMENTS

AutoCAD SHX Text DANIEL J WITCZAK CIVIL No. 53668

AutoCAD SHX Text C

AutoCAD SHX Text O

AutoCAD SHX Text M

AutoCAD SHX Text M

AutoCAD SHX Text O

AutoCAD SHX Text N

AutoCAD SHX Text W

AutoCAD SHX Text E

AutoCAD SHX Text A

AutoCAD SHX Text L

AutoCAD SHX Text T

AutoCAD SHX Text H

AutoCAD SHX Text O

AutoCAD SHX Text F

AutoCAD SHX Text M

AutoCAD SHX Text A

AutoCAD SHX Text S

AutoCAD SHX Text S

AutoCAD SHX Text A

AutoCAD SHX Text C

AutoCAD SHX Text H

AutoCAD SHX Text U

AutoCAD SHX Text S

AutoCAD SHX Text E

AutoCAD SHX Text T

AutoCAD SHX Text T

AutoCAD SHX Text S

AutoCAD SHX Text P

AutoCAD SHX Text R

AutoCAD SHX Text O

AutoCAD SHX Text F

AutoCAD SHX Text E

AutoCAD SHX Text S

AutoCAD SHX Text S

AutoCAD SHX Text I

AutoCAD SHX Text O

AutoCAD SHX Text N

AutoCAD SHX Text A

AutoCAD SHX Text L

AutoCAD SHX Text E

AutoCAD SHX Text N

AutoCAD SHX Text G

AutoCAD SHX Text I

AutoCAD SHX Text N

AutoCAD SHX Text E

AutoCAD SHX Text E

AutoCAD SHX Text R

AutoCAD SHX Text R

AutoCAD SHX Text E

AutoCAD SHX Text G

AutoCAD SHX Text I

AutoCAD SHX Text S

AutoCAD SHX Text T

AutoCAD SHX Text E

AutoCAD SHX Text R

AutoCAD SHX Text E

AutoCAD SHX Text D

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

A.

B.

C.

D.

A.

B.

C.

D.

E.

A.

PART 6 – STEEL DECK

6.1 STANDARD SPECIFICATIONS

AISC SPECIFICATIONS PER PART 16, CHAPTER I.

AISI SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS.

SDI CODE OF RECOMMENDED PRACTICE AND SPECIFICATIONS FOR COMPOSITE STEEL FLOOR DECK.

AWS STRUCTURAL WELDING CODE – STEEL AND STRUCTURAL STEEL WELDING CODE – SHEET STEEL.

6.2 STEEL DECK

PROVIDE STEEL DECK MADE FROM GALVANIZED STEEL WITH MINIMUM YIELD STRENGTH OF 40 KSI.

SEE DRAWINGS AND SPECIFICATIONS FOR GAUGE AND PROFILE.

PROVIDE SHEET METAL POUR STOPS WITH THICKNESS ON SDI CRITERIA (SDI PUBLICATION #31); 14-

GAUGE MIN. THICKNESS.

ALL STEEL DECK AND SUPPORTING MEMBERS ARE SIZED AND SPACED ASSUMING AT LEAST A TWO-SPAN CONDITION FOR THE METAL DECK. THE STEEL DECK SUPPLIER, INSTALLER AND GENERAL CONTRACTOR

SHALL COORDINATE INSTALLATION AND SHARING REQUIREMENTS FOR SINGLE SPAN DECK.

ROOF DECK AND FLOOR DECK SHALL BE FASTENED TO SUPPORT WITH MINIMUM 5/8 ” DIA. PUDDLE WELDS EXCEPT WHERE NOTED ON PLANS. FASTEN EDGE AND INTERIOR RIBS OF DECK UNITS WITH A MINIMUM

OF TWO WELDS OR SCREWS WHERE NOTED ON PLANS PER DECK UNIT AT EACH SUPPORT. SPACE

FASTENERS 12 INCHES APART IN THE FIELD OF ROOF AND 6 INCHES APART IN ROOF CORNERS AND PERIMETER. WHERE TWO UNITS ABUT, FASTEN EACH UNIT INDIVIDUALLY TO THE SUPPORTING STEEL

FRAMEWORK.

6.3 STRUCTURAL TESTS AND SPECIFICATIONS

STRUCTURAL TESTS AND INSPECTIONS ARE REQUIRED FOR THIS PROJECT. REFER TO PROGRAM OF

STRUCTURAL TESTS AND SPECIAL INSPECTIONS ON DRAWINGS SF002 FOR REQUIREMENTS.

A.

B.

A.

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

12.

13.

1.

2.

3.

4.

5.

1.

2.

3.

4.

5.

a.

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

a.

b.

12.

a.

A.

B.

C.

D.

E.

F.

G.

H.

I.

A.

B.

C.

D.

E.

PART 1 – GENERAL REQUIREMENTS AND DESIGN CRITERIA

1.1 BUILDING CODES AND REFERENCED STANDARDS

"STRUCTURAL DESIGN MANUAL FOR HOSPITAL PROJECTS - 2014", DEPARTMENT OF VETERANS AFFAIRS.

"MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES", (ASCE 7/SEI), AMERICAN SOCIETY OF CIVIL

ENGINEERS.

1.2 DESIGN LOADS

DEAD LOADS:

PERMANENT STATIONARY CONSTRUCTION INCLUDING MECHANICAL EQUIPMENT AND THEIR WEIGHTS HAVE BEEN NOTED ON THE STRUCTURAL DRAWINGS. ANY EQUIPMENT NOT SHOWN ON THE STRUCTURAL DRAWINGS AND EXCEEDING 300 LBS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER OF RECORD PRIOR TO INSTALLATION.

B. FLOOR LIVE LOADS: VA HOSPITALS

UNIFORM/CONCENTRATED

ALL FUTURE FLOORS (UNO) 100 PSF

INTERSTITIAL FLOOR (WALK-ON CEILINGS) 25 PSF

LOADING DOCKS AND PLATFORMS 250 PSF

LOBBIES 100 PSF

MECHANICAL ROOMS 150 PSF

ADMINISTRATIVE SERVICES 80 PSF

CLINICAL AND SUPPORT SERVICES 80 PSF

CORRIDORS:

IN WARDS 60 PSF

ALL OTHERS 100 PSF

FILE AND COMPUTER ROOMS 125 PSF

KITCHEN AND DINING AREAS 100 PSF

PHARMACY AND RETAIL 100 PSF

WARD ROOMS 40 PSF

RESEARCH AND EDUCATIONAL BUILDINGS 100 PSF

C. ROOF LIVE LOAD 20 PSF

D. ROOF SNOW LOAD PARAMETERS

WHERE APPROPRIATE, DRIFTING SNOW LOADS HAVE BEEN CONSIDERED IN ACCORDANCE WITH SECTION 7.7 OF

ASCE/SEI 7-10.

GROUND SNOW LOAD, P g 40 PSF FLAT ROOF SNOW LOAD, P f 34 PSF SNOW EXPOSURE FACTOR, C e 1.00 (SHELTERED AT ADDITION) SNOW LOAD IMPORTANCE FACTOR, I s 1.20 THERMAL FACTOR, Ct 1.00

E. WIND LOAD PARAMETERS

BASIC WIND SPEED (3 SECOND GUST), V 121 MPH

RISK CATEGORY IV

WIND EXPOSURE B

INTERNAL PRESSURE COEFFICIENT ±0.18

COMPONENT AND CLADDING

TO BE DETERMINED IN ACCORDANCE WITH THE GOVERNING BUILDING CODE AS REQUIRED.

F. SEISMIC LOAD PARAMETERS

SEISMIC IMPORTANCE FACTOR, Ie 1.25

SPECTRAL RESPONSE ACCELERATION, SS 0.166

SPECTRAL RESPONSE ACCELERATION, S1 0.056

SITE CLASS D (TBD BY GEOTECHNICAL REPORT)

SPECTRAL RESPONSE COEFFICIENT, SDS 0.177

SPECTRAL RESPONSE COEFFICIENT, SD1 0.09

SEISMIC DESIGN CATEGORY C

DESIGN BASE SHEAR, V 152 K ( DATA CENTER)

SEISMIC RESPONSE COEFFICIENT, CS 0.074

RESPONSE MODIFICATION FACTOR, R 3.0

SEISMIC FORCE RESISTING SYSTEM

ORDINARY REINFORCED CONCRETE SHEAR WALLS (R=4)

NEW STEEL SYSTEM NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE (R=3)

ANALYSIS PROCEDURE

EQUIVALENT LATERAL FORCE

1.3 GENERAL

REFER TO PROJECT SPECIFICATIONS FOR DETAILED REQUIREMENTS FOR MATERIAL AND WORKMANSHIP.

UNLESS OTHERWISE NOTED, DETAILS, SECTIONS AND NOTES CONTAINED IN THE STRUCTURAL CONTRACT DOCUMENTS SHALL BE CONSIDERED TYPICAL FOR ALL SIMILAR CONDITIONS EVEN IF NOT EXPLICITLY REFERENCED.

DEFICIENT WORK AND/OR WORK NOT IN CONFORMANCE WITH THE CONTRACT DOCUMENTS SHALL BE REPAIRED AT THE CONTRACTOR’S EXPENSE. THE CONTRACTOR SHALL COMPENSATE THE CLIENT FOR SERVICES ARISING FROM DEFICIENT WORK, REVIEW OF MODIFICATIONS/CONTRACTOR SUBSTITUTION, OR EXPEDITING OF SUBMITTALS.

COST OF INVESTIGATION AND/OR REDESIGN INCURRED BY THE ENGINEER OF RECORD DUE TO CONTRACTOR

ERRORS WILL BE AT THE CONTRACTOR EXPENSE.

THE CONTRACTOR SHALL SUBMIT A SINGLE DIMENSIONED AND COORDINATED DRAWING FOR EACH LEVEL SHOWING THE LOCATIONS OF ALL SLEEVES AND OPENINGS REQUIRED BY ALL TRADES PRIOR TO INITIALIZING ANY WORK.

LOADS IMPOSED ON THE BASE BUILDING STRUCTURE AND TEMPORARY CONDITIONS INTENDED TO ACCOMMODATE CONSTRUCTION MEANS AND METHODS ARE NOT EXPLICITLY CONSIDERED IN THIS DESIGN. THE CONTRACTOR SHALL ADVISE THE ENGINEER OF RECORD REGARDING CONSTRUCTION LOADS AND TEMPORARY CONDITIONS IMPOSED ON THE BUILDING STRUCTURE AND SHALL COMPENSATE THE ENGINEER OF RECORD FOR REVIEWING THESE

CONDITIONS.

WHERE TEMPORARY SHORING OR SUPPORT OF THE EXISTING BUILDING STRUCTURE IS REQUIRED TO EXECUTE THE WORK, REGARDLESS OF WHETHER THE SHORING IS INDICATED ON THESE DRAWINGS, THE CONTRACTOR SHALL ENGAGE A PROFESSIONAL ENGINEER LICENSED IN THE COMMONWEALTH OF MASSACHUSETTS TO PREPARE THE SHORING DESIGN AND CALCULATIONS. THE CONTRACTOR SHALL SUBMIT SEALED DRAWINGS AND CALCULATIONS

FOR REVIEW BY THE SER AT LEAST TWO WEEKS PRIOR TO SHORING INSTALLATION.

DURING THE DEMOLITION OF EXISTING MASONRY LOAD BEARING WALLS, RESTRICT ACCESS TO FLOOR AREAS SUPPORTED BY THE MASONRY WALLS OR ADJACENT TO THE MASONRY. THERE SHALL BE NO OCCUPANTS IN THESE

AREAS DURING THE DEMOLITION.

ALL DIMENSIONS, ELEVATIONS AND CONDITIONS SHALL BE VERIFIED IN THE FIELD BY THE CONTRACTORS AND ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER OF RECORD FOR CLARIFICATION BEFORE PROCEEDING WITH THE AFFECTED PART OF THE WORK. DIMENSIONS AND ELEVATIONS NOTED IN THE CONTRACT DOCUMENTS AS (+/-) AND ALL FIELD CONDITIONS SHALL BE VERIFIED IN THE FIELD (V.I.F.) BY THE CONTRACTORS

PRIOR TO THE SUBMISSIONS OF SHOP DRAWINGS.

1.4 SHOP DRAWINGS

SHOP DRAWINGS FOR ALL STRUCTURAL ELEMENTS SHOWN ON THE CONTRACT DOCUMENTS, INCLUDING ALL STEEL, CONCRETE AND GROUT MIX DESIGNS AND ADMIXTURES, MUST BE SUBMITTED BY THE GENERAL CONTRACTOR AND REVIEWED BY THE ENGINEER. SHOP DRAWINGS SHALL BEAR THE CONTRACTOR'S APPROVAL STAMP CERTIFYING HE HAS VERIFIED ALL CONSTRUCTION CRITERIA INCLUDING FIELD MEASUREMENTS, MATERIAL AND SIMILAR DATA AND HAS CHECKED THE SUBMITTAL FOR COMPLETENESS, COORDINATION AND COMPLIANCE WITH THE CONTRACT

DOCUMENTS.

UNAUTHORIZED REPRODUCTION OF ANY PORTION OF THE STRUCTURAL DRAWINGS FOR RESUBMITTAL AS SHOP DRAWINGS IS PROHIBITED. SHOP DRAWINGS PRODUCED IN SUCH A MANNER WILL BE REJECTED AND RETURNED.

IF THE CONTRACTOR OR OWNER FAILS TO OBTAIN THE ENGINEER'S REVIEW OF THE SHOP DRAWINGS, THE ENGINEER WILL NOT BE RESPONSIBLE FOR THE STRUCTURAL CERTIFICATION AND DESIGN OF THE PROJECT. SHOP DRAWINGS ARE REVIEWED BY THE ENGINEER AS A CONVENIENCE TO THE GENERAL CONTRACTOR AND ARE NOT A

CONTRACT DOCUMENT.

CONTRACTORS SHALL FURNISH DIMENSIONED SHOP DRAWINGS AT ALL LEVELS LOCATING FLOOR AND ROOF EDGES AND LOCATING ALL SLEEVES AND OPENINGS REQUIRED BY ALL TRADES FOR REVIEW BY THE STRUCTURAL

ENGINEER.

AT THE TIME OF SHOP DRAWING SUBMISSION, THE GENERAL CONTRACTOR SHALL INFORM THE ENGINEER, IN

WRITING, OF ANY DEVIATIONS OR OMISSIONS FROM THE CONTRACT DOCUMENTS.

A.

B.

C.

A.

B.

C.

D.

E.

F.

A.

B.

A.

A.

A.

B.

A.

B.

C.

D.

A.

B.

C.

D.

A.

B.

C.

A.

B.

C.

D.

E.

PART 5 – STRUCTURAL STEEL

5.1 STANDARD SPECIFICATIONS

AISC 360 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS.

AWS D1.1 STRUCTURAL WELDING CODE – STEEL.

RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS.

5.2 STRUCTURAL SHAPES

WIDE FLANGE SHAPES ASTM A992 (FY = 50 KSI)

HOLLOW STRUCTURAL SECTIONS ASTM A500 (FY = 46 KSI)

ANGLES ASTM A36 (FY = 36 KSI)

CHANNELS ASTM A36 (FY = 36 KSI)

PLATES ASTM A36 (FY = 36 KSI)

PIPES ASTM A53, TYPE E, GRADE B OR

ASTM A501 (FY = 42 KSI)

5.3 BOLTED CONNECTIONS

ASTM A325 AND A490, IN STD. HOLES WITH ASTM A563 GRADE DH NUTS.

FULLY PRETENSION ALL BOLTS IN ACCORDANCE WITH RCSC UNO. DIRECT TENSION INDICATING WASHERS SHALL BE USED IN SLIP-CRITICAL CONNECTIONS. TWIST-OFF TORQUE BOLTS ARE NOT PERMITTED IN SLIP

CRITICAL CONNECTIONS.

5.4 ANCHOR RODS

ASTM F1554 GRADE 55 BOLTS (UNO) WITH SUPPLEMENTARY REQUIREMENT S1 (WELDABILITY).

5.5 WELDING ELECTRODES

CONFORM TO AWS SPECIFICATIONS FOR ELECTRODES BASED ON WELDING PROCESS AND THE TYPE AND

GRADE OF STEEL. E70XX ELECTRODES (MIN.) FOR FILLET WELDS.

5.6 FABRICATION

SHOP FABRICATE TO GREATEST EXTENT POSSIBLE BY WELDING INCLUDING BEAM STIFFENERS, COLUMN

CAPS AND BASES, HOLES, AND CONNECTIONS.

SUBMIT COMPLETE SHOP DRAWINGS FROM FIELD DIMENSIONS FOR THE ENGINEERS APPROVAL OF ALL

STRUCTURAL STEEL PRIOR TO FABRICATION.

5.7 ERECTION

PROVIDE ANCHOR RODS, STEEL WEDGES, THREADED SCREWS OR SHIMS TO SUPPORT AND PLUMB ALL

COLUMNS.

PROVIDE BEARING PLATES AND WALL ANCHORS OR ANCHOR RODS FOR ALL BEAMS RESTING ON

CONCRETE AND ALL THE OTHER NECESSARY CONNECTING HARDWARE.

SET ANCHOR RODS USING TEMPLATE.

DO NOT FIELD CUT, OR FIELD MODIFY ANY STRUCTURAL STEEL WITHOUT PRIOR WRITTEN APPROVAL BY

ENGINEER FOR EACH SPECIFIC CASE.

5.8 PAINT

SHOP PRIME ALL STEEL NOT ENCASED IN CONCRETE OR NOT FIREPROOFED.

STEEL SHALL BE CLEANED IN ACCORDANCE WITH STEEL STRUCTURES PAINTING COUNCIL SPECIFICATION SP-3 FOR POWER TOOL CLEANING AND PAINTED TO A MINIMUM DFT OF 2 MILS WITH A SHOP COAT OF

TNEMEC #10 ALKYD RUST INHIBITIVE PRIMER.

SEE RESTORATION NOTES FOR FINISH COAT REQUIREMENTS.

COATING ON MEMBERS WITH SLIP CRITICAL CONNECTIONS SHALL SATISFY THE REQUIREMENTS FOR

CLASS A FAYING SURFACES UNO.

5.9 HOT-DIP GALVANIZING

ALL STEEL, INCLUDING BUT NOT LIMITED TO STRUCTURAL MEMBERS, CONNECTION MATERIAL AND MISC.

METALS, THAT IS EXPOSED TO THE EXTERIOR ELEMENTS (WEATHER) SHALL BE HOT-DIPPED GALVANIZED.

ALL FIELD WELDS, OR AREAS WHERE HOT-DIP GALVANIZING IS DAMAGED, SHALL BE TOUCHED-UP WITH A

ZINC-RICH PAINT (“COLD GALVANIZING”) AFTER STEEL IS COMPLETELY INSTALLED.

PLUG WELD VENT HOLES AFTER GALVANIZING.

SEAL WELD SEAMS NOT OTHERWISE WELDED.

5.10 FRAMING

BEAMS ARE EQUALLY SPACED, UNO

CANTILEVER BEAMS ARE SAME SIZE AS BACK SPAN, UNO

BOLT PATTERNS SHOWN ON DETAILS ILLUSTRATE THE CONCEPT OF THE CONNECTION AND DO NOT NECESSARILY SHOW THE ACTUAL NUMBER AND ARRANGEMENT OF THE BOLTS IN THE CONNECTION, UNLESS SPECIFICALLY DETAILED.

WHERE REACTIONS VALUES OF BEAMS ARE NOT SHOWN ON THE DRAWINGS THE CONNECTIONS SHALL BE

DESIGNED FOR 125% OF THE FULL SHEAR CAPACITY OF THE BEAM.

SPLICING OF STRUCTURAL STEEL MEMBERS WHERE NTO DETAILED IS NOT PERMITTED WITHOUT PRIOR

WRITTEN AUTHORITY OF ENGINEER

5.11 BAR GRATING

A. ALL INTERIOR BAR GRATING FOR THE MEZZANINE PLATFORM SHALL BE WELDED FORGED BAR GRATING

TYPE WB 1 1/4" X 3/16" B BEARING BARS SPACED AT 1 13/6" OC

B. ALL EXTERIOR BAR GRATING FOR STAIR ACCESS PLATFORMS SHALL BE HOT DIPPED GALVANIZED

SERRATED WELDED FORGED GRATING TYPE WB 1 1/4" X 3/16" BEARING BARS SPACED AT 1 3/16" OC

A.

A.

B.

C.

D.

E.

F.

G.

H.

I.

A.

PART 3 – CONCRETE MASONRY WORK

3.1 STANDARD SPECIFICATIONS AND REFERENCE STANDARDS

"BUILDING CODE REQUIREMENTS AND SPECIFICATION OF MASONRY STRUCTURES" (TMS402/602-16 . THE

MASONRY SOCIETY

3.2 MATERIALS

A. HOLLOW CORE MASONRY UNITS (CMU) : ASTM C-90 TYPE I NORMAL WEIGHT

UNIT STRENGTH : 2000 PSI ON NET AREA

B. MORTAR: ASTM C270, TYPE S ABOVE GRADE. TYPE M BELOW GRADE

MORTAR STRENGTH: 2500 PSI .IN 28 DAYS

C. GROUT : ASTM C476 COMPRESSIVE STRENGTH OF 3000 PSI IN 28 DAYS

D REINFORCING STEEL: ASTM A615 GRADE 60

E. HORIZONTAL JOINT REINFORCING : ASTM A82 9 GA. GALVANIZED

3.3 GENERAL CONSTRUCTION

ALL CELLS WITH REINFORCING SHALL BE GROUTED SOLID

ALL BELOW GRADE MASONRY SHALL BE GROUTED SOLID

PLACE REINFORCING IN REQUIRED POSITION SECURING FROM DISPLACEMENT WITH WIRE TIES. LAP

CONTINUOUS BARS 56 BAR DIAMETERS

PROVIDE HORIZONTAL REINFORCING IN ALL MASONRY WALLS AT 16: OC VERTICALLY. JOINT REINFORCING SHALL 9 GAGE GALVANIZED TRUSS TYPE WIRE. SEE PLANS AND DETAILS FOR VERTICAL REINFORCING

REQUIREMENTS

ALL MASONRY BEARING BENEATH STEEL BEAMS SHALL HAVE (2) #5 BARS VERTICAL REINFORCING BARS

( ONE PER CELL) AND ALL COURSES GROUTED SOLID.

CONSOLIDATE GROUT POURS EXCEEDING 12 INCHES IN HEIGHT BY MECHANICAL VIBRATION AND RECONSOLIDATE BY MECHANICAL VIBRATIONS AFTER INITIAL WATER LOSS AND SETTLEMENT HAS

OCCURRED.

ALL WALLS SHALL HAVE BOND BEAM AT THE ROOF, WHICH TIES INTO THE VERTICAL REINFORCING. BOND BEAMS SHALL BE PROVIDED AT TOP OF WALLS AND AT HORIZONTAL INTERVALS NOT TO EXCEED EIGHTEEN TIME THE WALL THICKNESS UNO. REINFORCE ALL BOND BEAMS WITH (2) CONTINUOUS #5 BARS WITH 3000 PSI CONCRETE. PROVIDE WALL ANCHORS AT ALL BUILDING COLUMNS AT MAX OF 48: OC

VERTICALLY AND AT ALL BOND BEAMS.

PERPENDICULAR WALLS SHALL BE TOOTHED TOGETHER OR HAVE HORIZONTAL TRUSS TYPE

REINFORCING CONTINUOUS THRU THE INTERSECTION.

certificates OF COMPLIANCE SHALL BE SUBMITTED TO THE ARCHITECT AND ENGINEER FOR BLOCK GRADE, STRENGTH, GROUT, MORTAR, AND REINFORCING BARS PRIOR TO DELIVERY OF THE BLOCK.

3.4 STRUCTURAL TESTING AND INSPECTIONS

INSPECTION OF MASONRY CONSTRUCTION SHALL BE PERFORMED IN ACCORDANCE WITH QUALITY

ASSURANCE PROGRAM REQUIREMENTS OF TMS 402 AND TMS 602 SPECIAL INSPECTION PER DRAWINGS

SF002

A.

B.

C.

1.

2.

3.

4.

5.

6.

7.

8.

A.

1.

2.

3.

4.

5.

B.

C.

D.

E.

F.

A.

B.

C.

D.

A.

B.

a.

b.

c.

d.

e.

f.

g.

A.

B.

A.

B.

1.

2.

3.

4.

5.

6.

C.

A.

A.

PART 4 – CONCRETE WORK

4.1 STANDARD SPECIFICATIONS AND REFERENCE STANDARDS

ACI 301 SPECIFICATION FOR STRUCTURAL CONCRETE

CRSI MANUAL OF STANDARD PRACTICE

FOLLOW THE LATEST RECOMMENDATIONS AND SPECIFICATIONS OF THE AMERICAN CONCRETE INSTITUTE:

ACI 302 CONCRETE FLOOR AND SLAB CONSTRUCTION

ACI 304 MEASURING, MIXING, TRANSPORTING AND PLACING CONCRETE

ACI 305 HOT WEATHER CONCRETING

ACI 306 COLD WEATHER CONCRETING

ACI 308 GUIDE TO CONCRETE CURING

ACI 315 DETAILING FOR REINFORCING

ACI 318 GENERAL DESIGN OF ITEMS NOT OTHERWISE SPECIFIED

ACI 347 FORMWORK

4.2 CONCRETE MIX PROPERTIES

ELEMENT STRENGTH

f'c AT 28-DAY DRY UNIT W/C AIR CONTENT

WEIGHT (PCF) (MAX.)

FOOTINGS 4,000 PSI 145 0.45 1.5% NATURAL

WALLS 4,000 PSI 145 0.45 6% +/ 1.5% ENTRAINED

INTERIOR SLABS 4,000 PSI 145 0.45 1.5% NATURAL

EXTERIOR SLAB 4,500 PSI 145 0.45 6% +/ 1.5% ENTRAINED

HOLLOW CORE PLANK 6,000 PSI 145 TBD TBD

PORTLAND CEMENT: ASTM C150, TYPE I OR II.

ADMIXTURES: NO ADMIXTURE SHALL INCLUDE CALCIUM CHLORIDE CONTAINING AGENTS. CONCRETE SHALL HAVE A WATER SLUMP OF 2 TO 3 INCHES PRIOR TO INTRODUCTION OF ADMIXTURE TO THE CONCRETE MIX.

SUPPLEMENTARY CEMENTITIOUS MATERIALS: N/A

COARSE AGGREGATES TOP SIZE SHALL BE 1" TOP SIZE. ASTM C33 (NORMAL WEIGHT)

CONCRETE MIX DESIGNS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW, TOGETHER WITH LABORATORY REPORTS CONFIRMING THE MIXES CAN ATTAIN THE MINIMUM DESIGN STRENGTHS REQUIRED IN ACCORDANCE WITH ACI 301. IF DURING CONSTRUCTION ANY CLASS OF CONCRETE FAILS TO MEET THE ACCEPTANCE CRITERIA, THE CONTRACTOR SHALL TAKE SUCH STEPS AS DEEMED NECESSARY BY THE ENGINEER TO IMPROVE SUBSEQUENT TEST RESULTS AT NO ADDITIONAL COST TO THE OWNER. THE CONTRACTOR SHALL ALSO BEAR THE COST OF SPECIAL INVESTIGATION, TESTING, OR REMEDIAL WORK NECESSARY BECAUSE OF EVIDENCE OF LOW STRENGTH OR NON

CONFORMING CONCRETE OR WORKMANSHIP

4.3 GROUT

A. BASE PLATE GROUT: 5,000 PSI 28-DAY COMPRESSIVE STRENGTH (NON-SHRINK)

B. NEAT-CEMENT GROUT: 5,000 PSI 28-DAY COMPRESSIVE STRENGTH

C. EPOXY GROUT: HILTI HIT HY 200 INJECTION ADHESIVE

4.4 STEEL REINFORCEMENT

ASTM A615 GRADE 60, DEFORMED.

ASTM A497 WELDED WIRE REINFORCEMENT (USE FLAT SHEETS ONLY).

DO NOT TACK OR SPOT-WELD CROSSING BARS.

ALL DETAILING, FABRICATION AND ERECTION OF REINFORCING BARS, UNLESS NOTED OTHERWISE, MUST FOLLOW THE LATEST ACI CODE, THE LATEST ACI " MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED

STRUCTURES" AND CRSI "MANUAL OF STANDARD PRACTICE

4.5 REINFORCEMENT SHOP DRAWINGS

SUBMIT FOR APPROVAL, COMPLETE BENDING AND PLACING DETAILS OF ALL REINFORCEMENT INCLUDING WELDED

WIRE REINFORCEMENT, INDICATING POSITION OF SPLICES.

INCLUDE ACCESSORY DRAWINGS.

4.6 CONCRETE AND REINFORCING PLACEMENT

A. MIXING TRANSPORTATION AND PLACEMENT OF CONCRETE SHALL CONFORM TO ACI 301

B. SLABS AND PILE CAP SHALL BE PROTECTED FROM LOSS OF SURFACE MOISTURE FOR NOT LESS THAN 7 DAYS BY

USING A CURING COMPOUND CONFORMING TO ASTM C309, BY WET BURLAP OR PLASTIC MEMBRANE

C. CONCRETE CLEAR COVER

CONCRETE PLACED AGAINST EARTH 3 IN

SLABS-ON-GRADE BOTTOM 3 IN

SLABS-ON-GRADE TOP 1 IN

FORMED CONCRETE EXPOSED TO EARTH, WATER, OR WEATHER 2 IN

INTERIOR FACES OF WALLS 1 IN

COLUMN OR PIERS (TRANSVERSE REINFORCEMENT) 1 ½ IN

SLABS ON METAL DECK TOP ¾ IN

D. HORIZONTAL JOINTS WILL NOT BE PERMITTED IN CONCRETE CONSTRUCTION EXCEPT AS SHOWN ON THE CONTRACT DOCUMENTS. VERTICAL JOINTS SHALL OCCUR AT CENTER OF SPAN LOCATIONS APPROVED BY ENGINEER.

E. SLAB CONSTRUCTION CRACK CONTROL JOINTS SHALL BE PROVIDED SUCH THAT A MAXIMUM SPACING BETWEEN

JOINTS DOES NOT EXCEED 15' AND DOES NOT EXCEED A LENGTH TO WIDTH RATIO OF 1.5:1

F. PROVIDE (2) #3 BARS X48: LONG AT ALL RE-ENTRANT CORNERS, PLACED ON THE DIAGONAL WITH 1 1 /2" CLEARANCE

FROM THE CORNER AND TOP OF SLAB.

G. ALL EXPOSED CORNERS SHALL BE CHAMFERED 3/4" UNLESS OTHERWISE NOTED

H. TOP OF FOUNDATIONS SHALL BE TROWELED FINISHED AND SMOOTH.

I. WATER SHALL NOT BE ADDED TO THE CONCRETE AT THE JOBSITE, IT SHALL BE THE RESPONSIBILITY OF THE

CONTRACTOR TO COORDINATE THE REQUIREMENTS OF THE CONCRETE SUPPLIER AND PUMP ROT ENSURE

PUMPABLE AND WORKABLE MIX WITHOUT THE ADDITION OF WATER AT THE JOBSITE.

J. THE USE OF PLASTICIZERS, RETARDANTS AND OTHER ADDITIVES SHALL BE AT THE OPTION OF THE CONTRACTOR

PER THE APPROVAL OF THE ENGINEER.

K. PLACE CONCRETE IN A MANNER TO PREVENT SEGREGATION OF THE MIX. FLOATING AND TROWLING OPERATIONS

SHALL BE DELAYED UNTIL THE CONCRETE SURFACE AS LOST SURFACE WATER SHEEN.

4.7 EXISTING SURFACE TREATMENT

ROUGHEN ALL EXISTING CONCRETE SURFACES COMMON WITH NEW CONCRETE TO AMPLITUDE OF ¼ IN.

EXISTING CONCRETE SHALL ALSO BE CONSIDERED CONCRETE ON THIS JOB AT CONSTRUCTION JOINTS OR WHERE A

SECONDARY POUR IS REQUIRED.

4.8 STRUCTURAL TESTING AND INSPECTIONS

THE OWNER WILL ENGAGE A TESTING AND INSPECTION AGENCY TO PROVIDE SERVICES AS INDICATED BELOW AND

SUBMIT REPORTS TO THE STRUCTURAL ENGINEER.

CAST-IN-PLACE CONCRETE

THE AGENCY SHALL INSPECT THE FORMWORK AND REINFORCING STEEL PLACEMENT FOR COMPLIANCE WITH THE CONTRACT DOCUMENTS AND SHOP DRAWINGS. THE AGENCY SHALL MONITOR ALL STRUCTURAL CONCRETE

PLACEMENT FOR CONFORMANCE WITH APPLICABLE ACI REQUIREMENTS.

SAMPLE FRESH CONCRETE IN ACCORDANCE WITH ASTM C172. MOLD TEST CYLINDERS IN ACCORDANCE WITH

ASTM C31. RECORD AIR AND CONCRETE TEMPERATURES, AIR CONTENT AND SLUMP.

SLUMP TEST SHALL MADE PRIOR TO THE ADDITION OF PLASTICIZERS. CONCRETE FOR THE PREPARATION OF

TEST CYLINDERS SHALL BE TAKEN FROM THE HOSE END FOR CONCRETE PLACED BY PUMP.

A MINIMUM OF FIVE TEST CYLINDERS SHALL BE CAST FOR EACH DAY'S POUR OR EACH 50 CUBIC YARDS, WHICHEVER RESULTS IN MORE TEST CYLINDERS.

THE AGENCY WILL MAKE ADDITIONAL TESTS OF IN-PLACE CONCRETE AT THE CONTRACTOR'S EXPENSE WHEN THE TEST RESULTS INDICATE SPECIFIED CONCRETE STRENGTHS HAVE NOT BEEN ATTAINED, AS DIRECTED BY

THE STRUCTURAL ENGINEER.

FLOOR SLAB FLATNESS AND LEVELNESS SHALL BE TESTED IN ACCORDANCE WITH ASTM E1155 AS THE WORK

PROGRESSES. THE CONTRACTOR SHALL COORDINATE THIS WORK WITH THE TESTING AGENCY.

DELIVERY TICKETS SHALL BE PROVIDED WITH EVERY TRUCKLOAD OF CONCRETE. TICKETS SHALL INDICATE ALL

MATERIALS AND THEIR WEIGHTS FOR THAT LOAD.

4.9 CONSTRUCTION JOINTS

REFER TO TYPICAL DETAILS.

4.10 CURING COMPOUNDS

ALL CURING COMPOUNDS MUST BE APPROVED BY THE ENGINEER.

A.

A.

B.

C.

D.

E.

A.

B.

A.

B.

C.

D.

a.

b.

c.

d.

e.

f.

g.

PART 2 – FOUNDATIONS

2.1 FOUNDATION DESIGN PARAMETERS

ALL FOUNDATIONS HAVE BEEN DESIGNED FOR AN ASSUMED ALLOWABLE NET BEARING CAPACITY OF 3000 PSF. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO SECURE AND PAY FOR THE SERVICES OF A GEOTECHNICAL ENGINEER FOR FIELD VERIFICATION OF THE ASSUMED SOIL BEARING PRESSURES. BEARING CAPACITY OF THE SOILS SHALL BE INSPECTED AND APPROVED BY THE GEOTECHNICAL ENGINEER IMMEDIATELY PRIOR TO CONCRETE PLACEMENT. SHOULD THE SOIL BEARING PRESSURE BE FOUND TO BE

LESS THAN 3000 PSF, THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ENGINEER.

2.2 GENERAL

ALL EXCAVATION, BACKFILLING AND STRUCTURAL FILL PLACEMENT OPERATIONS BENEATH THE

FOUNDATIONS, AND ALL COMPACTION TESTS AND INSPECTIONS SHALL BE DONE UNDER THE DIRECTION AND SUPERVISION OF A LICENSED PROFESSIONAL GEOTECHNICAL ENGINEERS. ALL FILL MATERIAL, COMPACTION

EQUIPMENT AND PROCEDURES SHALL BE APPROVED BY THE GEOTECHNICAL ENGINEER PRIOR TO

PERFORMING ANY EARTHWORK OPERATIONS.

CONCRETE FOR FOUNDATIONS SHALL BE PLACED ON THE SAME DAY SUBGRADE APPROVAL IS GIVEN BY THE GEOTECHNICAL ENGINEER. SHOULD THE SOIL BEARING PRESSURE BE FOUND TO BE LESS THAN THE ALLOWABLE BEARING PRESSURES LISTED ABOVE, THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE

STRUCTURAL ENGINEER PRIOR TO PROCEEDING WITH THE WORK.

THE CONTRACTOR SHALL VERIFY ALL EXISTING FIELD CONDITIONS THAT MAY AFFECT THE INSTALLATION OF

THE FOUNDATION SYSTEM AS SHOWN PRIOR TO STARTING WORK.

CONTRACTOR SHALL BE RESPONSIBLE FOR LIMITING POURS TO MINIMIZE SHRINKAGE CONTROL. BY LIMITING

WALLS NOT BE POURED IN CONTINUOUS LENGTHS EXCEEDING 40 FEET. THE LOCATION AND

CONFIGURATION OF JOINTS EXPOSED TO VIEW SHALL BE COORDINATED WITH THE ARCHITECT.

STEP FOOTINGS WHERE ELEVATIONS CHANGE AT A MAXIMUM SLOPE OF ONE VERTICAL ON TWO

HORIZONTAL, CONTRACTOR SHALL PLACE LOWER FOOTING FIRST.

2.3 BACKFILL UNDER SLAB ON GRADE

BACKFILL WHERE REQUIRED BELOW SLAB WITH A FIRST LAYER OF 12 INCHES OF APPROVED GRANULAR SOIL PLACED COMPACTED TO 95% DENSITY AT OPTIMUM MOISTURE CONTENT AS DEFINED BY ASTM D-1557, METHOD C AND THEN 6 INCH LAYERS OF APPROVED GRANULAR SOIL PLACED AND COMPACTED TO 95%

DENSITY AT OPTIMUM MOISTURE CONTENT AS DEFINED BY ASTM D-1557, METHOD C.

THE SLAB ON GRADE SHALL BE FREE FRO SOFT DISINTEGRATED PIECES, MUD, DIRT OR OTHER INJURIOUS MATERIAL, THE SUBBASE MATERIAL SHALL HAVE NO STONE GREATER THAN 2 INCH IN ANY DIMENSION AND

WITH LESS THE 10% BY WEIGHT PASSING A #100 SIEVE

2.4 BACKFILL AGAINST WALLS

DO NOT BACKFILL AGAINST WALLS UNTIL WALL CONCRETE IS AT FULL DESIGN STRENGTH.

BACKFILL WITH APPROVED MATERIAL PLACED IN 8 INCH LAYERS AND COMPACTED TO 95% DENSITY AT

OPTIMUM MOISTURE CONTENT AS DEFINED BY ASTM D-1557, METHOD C.

FOUNDATION WALLS SHALL HAVE ALL PERMANENT HORIZONTAL CONSTRUCTION IN PLACE AND AT FULL

DESIGN STRENGTH PRIOR TO BACKFILLING WALLS.

EARTH RETAINING FOUNDATIONS HAVE BEEN DESIGNED TO RESIST LATERAL EARTH PRESSURE USING THE

FOLLOWING DESIGN PARAMETERS

MOIST SOIL WEIGHT 120 PCF

ANGLE OF INTERNAL FRICTION 28 DEG.

COEFF. OF ACTIVE EARTH PRESSURE, Ka 0.36 COEFF. OF PASSIVE EARTH PRESSURE. Kp 2.77 COEFF OF AT REST EARTH PRESSURE, Ko 0.5.

COEFF OF SLIDING FRICTION 0.4

COHESION 0 PCF

2.5 FOUNDATION PLACEMENT AND PROTECTION

A. BOTTOM OF EXTERIOR FOOTINGS NOT ON SOLID ROCK SHALL BE AT MINIMUM 4'-0" BELOW GRADE

B. DO NOT PLACE FOUNDATION CONCRETE IN WATER OR ON FROZEN GROUND.

C. PROTECT IN-PLACE FOUNDATIONS AND SLABS FROM FROST PENETRATION UNTIL THE PROJECT IS

COMPLETE. DO NOT USE SALT OR CHLORIDE COMPOUND TO DE-ICE THE SITE.

ABBREVIATION TERM

TECHNICAL TERMS

& AND

@ AT

# NUMBER

ABV ABOVE

APPROX APPROXIMATE

ARCH ARCHITECTURAL

BB BACK TO BACK

BLDG BUILDING

BLK BLOCK

BRP BEARING PLATE

BOF BOTTOM OF FOOTING

BOTT BOTTOM

BS BACK SIDE

CL CENTERLINE

CLR CLEAR

CJ CONTROL JOINT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONT CONTINUOUS

CORP CORPORATION

DEMO DEMOLITION

DIA DIAMETER

DWL DOWEL

EF EACH FACE

EJ EXPANSION JOINT

EMBED EMBEDMENT

EOD EDGE OF DECK

EOG EDGE OF GIRT

ES EACH SIDE

EW EACH WAY

FB FLANGE BRACE

FDN FOUNDATION

FTG FOOTING

FLG FLANGE

FS FAR SIDE

GA GAGE, GAUGE

GALV GALVANIZED

GEN GENERAL

GR GUARD RAIL

GRTG GRATING

HORIZ HORIZONTAL

HPT HIGH POINT

HSS HOLLOW STRUCTURAL SECTION

IJ ISOLATION JOINT

JT JOINT

JST JOIST

KB KNEE BRACE

LG LONG

LLH LONG LEG HORIZONTAL

LLV LONG LET VERTICAL

LSH LONG SIDE HORIZONTAL

LSV LONG SIDE VERTICAL

LPT LOW POINT

MAX MAXIMUM

MIN MINIMUM

MFR MANUFACTURER

NA NOT APPLICABLE

NIC NOT IN CONTRACT

NS NEAR SIDE

NTS NOT TO SCALE

OC ON CENTER

OH OPPOSITE HAND

OPP OPPOSITE

PCP PRECAST HOLLOW CORE PLANK

PEMB PRE-ENGINEERED METAL BUILDING

PL PLATE

PMF PREMOLDED FILLER

PROJ PROJECTION

RECT RECTANGULAR

REQ'D REQUIRED

SCHED SCHEDULE

SECT SECTION

SHT SHEET

SIM SIMILAR

SPA SPACES

STD STANDARD

STIFF STIFFENER PLATE

STIRR STIRRUP

STL STEEL

T/G TONGUE AND GROOVE

THK THICK

TOF TOP OF FOOTING

TOS TOP OF STEEL

UN UNLESS NOTED

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

VB VERTICAL BRACE

W/ WITH

W/O WITHOUT

WP WORK POINT

WT WEIGHT

WWR WELDED WIRE REINFORCING

DETAIL INDICATOR

DIMENSION LINE

BUILDING SECTION INDICATOR

TYPICAL DETAIL INDICATOR

COLUMN GRID

A

DETAIL NUMBER

SHEET NUMBER

XX-XX

1"

XX-XX

XX-XX

1 REVISION

REVISION CLOUD

BREAK LINE

BUILDING ELEVATION INDICATOR

SHEET NUMBER

DETAIL

NUMBER

DETAIL

NUMBER

SHEET NUMBER

XXX

XX

Pu =

Vu =

Mu =

FACTORED AXIAL FORCE ON MEMBER (KIPS)

FACTORED SHEAR FORCE ON MEMBER (KIPS)

FACTORED MOMENT ON MEMBER (KIP-FEET)

CENTERLINE

[00'-0"] INDICATES TOP OF FOOTING ELEVATION

<N>, (N) NUMBER OF HEADED SHEAR STUDS

INDICATES COLUMN STARTS AT THIS LEVEL

DIRECTION OF DECK SPAN

BEAM TO COLUMN MOMENT CONNECTION

(PART OF LATERAL FORCE RESISTING SYSTEM)

STANDARD BEAM CONNECTION

BEAM TO COLUMN CANTILEVER MOMENT CONNECTION

BEAM TO BEAM CANTILEVER MOMENT CONNECTION

GRANULAR FILL

COMPACTED FILL OR UNDISTURBED SOIL

SLAB OR ROOF DECK OPENING

EXISTING CAST IN PLACE CONCRETE

SLAB INFILL

BEAM TO CONC. FOUNDATION WALL CONNECTION USING

EMBED PLATE

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANTS

321 4 5 6 7 8 9 10

GTMc ACELA

C :\U se rs

\b pe re ira

\D oc um en ts \6

-2

1-

0_

-0 5-

_b pe re ira 5N

M M

N .rv t 6/

2/

0:

:2

AM

SF001

GENERAL NOTES

06/06/2023

Edward P. Boland VA Medical Center

MULTIPLE

621-21-700EHRM INFRASTRUCTURE UPGRADE

CENTRAL WESTERN MASSACHUSETTS

ISSUED FOR BID

GENERAL NOTES

Revisions: Date:

1 Addendum #1 5/1/2023

GENERAL DRAWING LEGEND

STRUCTURAL DRAWING LEGEND

A.

B.

C.

D.

E.

F.

G.

H.

A.

B.

C.

A.

B.

C.

D.

E.

F.

G.

H.

I.

J.

K.

L.

M.

N.

O.

P.

Q.

PART 7 – STRUCTURAL COLD FORMED STEEL FRAMING

7.1 DESIGN STANDARDS

NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS, AISI – NAS.

AISI “CODE OF STANDARD PRACTICE FOR STRUCTURAL COLD FORMED STEEL FRAMING ”

AISI “STANDARD FOR COLD FORMED STEEL FRAMING: PRODUCT DATA ”

AISI “STANDARD FOR COLD FORMED STEEL FRAMING: GENERAL PROVISIONS ”

AISI “STANDARD FOR COLD FORMED STEEL FRAMING: WALL STUD DESIGN ”

AISI “STANDARD FOR COLD FORMED STEEL FRAMING: HEADER DESIGN ”

AISI “STANDARD FOR COLD FORMED STEEL FRAMING: LATERAL DESIGN ”

“STRUCTURAL WELDING CODE – SHEET STEEL”, AWS D1.3

7.2 MATERIALS

ALL STUDS, JOISTS, TRACKS, BRACING AND BRIDGING SHALL BE MANUFACTURED PER ASTM C955.

ALL STUDS, TRACKS, BRIDGING AND ACCESSORIES 54 MIL (16 GA) AND HEAVIER SHALL BE FORMED FROM STEEL CONFORMING TO ASTM A446, GRADE D (50 KSI), 43 MIL AND LIGHTER SHALL BE FORMED FROM STEEL

CONFORMING TO ASTM A446, GRADE A (33 KSI).

ALL MATERIAL SHALL BE GALVANIZED HAVING MINIMUM G-60 COATING.

7.3 GENERAL

ALL COLD FORMED STEEL FRAMING SHALL BE DESIGNED, FABRICATED, AND INSTALLED BY THE CONTRACTOR USING THE MEMBER TYPE, SIZE AND GAGE SHOWN ON THE DRAWINGS AS THE MINIMUM ACCEPTABLE SIZE.

DESIGN SHALL BE PERFORMED UNDER THE DIRECT SUPERVISION OF A STRUCTURAL ENGINEER LICENSED IN THE PROJECT’S JURISDICTION AND FOR THE DESIGN LOADS LISTED IN THE GENERAL NOTES AND/OR THE SPECIAL

LOAD DIAGRAMS DEPICTED IN THE DRAWINGS.

MEMBER PROPERTIES ARE BASED ON SSMA ’S ICC-ES REPORT ER-4943P.

CONTENT OF THESE DOCUMENTS SHOW THE INTENDED APPLICATION OF COLD FORMED FRAMING COMPONENTS

ONLY.

ALL DIMENSIONS SHOWN ON THE STRUCTURAL DOCUMENTS SHALL BE VERIFIED WITH THE ARCHITECTURAL AND

MEP DOCUMENTS PRIOR TO CONSTRUCTION.

ALL FRAMING COMPONENTS SHALL BE CUT SQUARELY FOR ATTACHMENT TO PERPENDICULAR MEMBERS OR AS REQUIRED FOR AN ANGULAR FIT AGAINST ABUTTING MEMBERS. MEMBERS SHALL BE POSITIVELY IN PLACE UNTIL PROPERLY FASTENED. FASTENING OF COMPONENTS SHALL BE MADE WITH SELF-TAPPING SCREWS OR WELDS OF

SUFFICIENT SIZE TO ENSURE THE STRENGTH OF THE CONNECTIONS.

ALL FIELD CUTTING OF STUDS MUST BE DONE BY SAWING OR SHEARING. TORCH CUTTING OF COLD FORMED

MEMBERS IS NOT PERMITTED.

NO SPLICES IN STUDS, JOISTS OR OTHER LOAD CARRYING MEMBERS MAY BE MADE WITHOUT PRIOR ENGINEERING

REVIEW OF SPECIFIC DETAILS FOR ANY SUCH SPLICES(S).

ALL STRUCTURAL COLD FORMED STEEL FRAMING (FOR HEADERS) SHALL BE UNPUNCHED.

FOR AXIAL LOAD-BEARING CONSTRUCTION, THE CONTRACTOR IS RESPONSIBLE TO ENSURE THAT ADEQUATE BRACING, BRIDGING, AND BLOCKING IS IN PLACE UNTIL SHEATHING IS PROPERLY ATTACHED TO BOTH STUD FLANGES. THE CONTRACTOR SHALL ALSO TAKE CARE SO AS NOT TO OVERLOAD BEARING MEMBERS DURING

CONSTRUCTION.

WALL STUD BRIDGING SHALL BE PROVIDED AS REQUIRED BY DESIGN AND SHALL BE ATTACHED TO PREVENT

ROTATION.

CONNECTIONS SHALL BE BY WELDING, SCREWING OR OTHER APPROVED FASTENING DEVICES OR METHODS PROVIDING POSITIVE ATTACHMENT AND RESISTANCE TO LOOSENING. FASTENERS SHALL BE OF COMPATIBLE MATERIAL. CONTRACTOR SHALL CONFIRM WITH FASTENER MANUFACTURER THAT THE FASTENERS USED MEET

OR EXCEED THE VALUES SHOWN HEREIN OR REQUIRED BY COLD FORMED SUPPLIER/DESIGNER.

MINIMUM NOMINAL SHEAR STRENGTH OF SCREW SHALL BE EQUAL TO OR GREATER THAN THE FOLLOWING:

#8 1,000 LBS

#10 1,400 LBS

#12 2,000 LBS

1/4" 2,600 LBS

REPAIR WELDS AND DAMAGED GALVANIZED COATING WITH A ZINC RICH REPAIR PAINT IN ACCORDANCE WITH

ASTM A780.

PROVIDE THE MINIMUM CLEARANCES, FASTENER SPACING, AND EDGE DISTANCES NOTED BELOW, UNLESS

OTHERWISE SHOWN OR DETAILED ON PLANS OR SHOP DRAWINGS:

SCREWS SPACING 1/2" EDGE DISTANCE 1/2"

POWDER DRIVEN FASTENERS (STEEL) SPACING 1 1/2" EDGE DISTANCE 1/2"

POWDER DRIVEN FASTENERS (CONCRETE) SPACING 4" EDGE DISTANCE 3"

ALTERNATE CONNECTION DESIGNS SHALL ONLY BE ALLOWED WITH PRIOR APPROVAL OF THE STRUCTURAL ENGINEER. IF SUCH APPROVAL IS GRANTED, ALL CONNECTIONS AND/OR DETAILS NOT IN ACCORDANCE WITH THE CONTRACT DOCUMENTS SHALL BE PREPARED BY THE CONTRACTOR ’S ENGINEER LICENSED IN THE PROJECT’S JURISDICTION. CALCULATIONS AND SHOP DRAWINGS SHALL BE SUBMITTED BEARING THIS ENGINEER ’S SEAL AND

SIGNATURE.

THE EXTENT OF THE WORK FOR THE EXTERIOR METAL STUD WALL SYSTEM IS DETAILED ON THE ARCHITECTURAL DRAWING. THESE NOTES SHALL BE WORKED IN CONJUNCTION WITH THOSE DRAWINGS AND SPECIFICATIONS.

INCONSISTENCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT PRIOR TO PROCEEDING WITH THE

AFFECTED PORTION OF THE WORK.

PROVIDE CHANNEL SHAPED STUDS, RUNNERS, TRACKS, BLOCKING, DEFLECTION TRACKS, CLIP ANGLES, SHOES, REINFORCEMENTS, FASTENERS, AND OTHER ACCESSORIES RECOMMENDED BY THE MANUFACTURER FOR A

COMPLETE FRAMING SYSTEM.

A.

1.

2.

3.

4.

5.

6.

7.

8.

B.

C.

D.

E.

F.

G.

H.

I.

J.

K.

L.

M.

N.

PART 9 – POST-INSTALLED ANCHORS

POST-INSTALLED ANCHORS SHALL BE AS FOLLOWS UNLESS OTHERWISE INDICATED ON DRAWINGS:

EXPANSION BOLTS INTO CONCRETE

HILTI KWIK BOLT TZ OR APPROVED EQUAL

SCREW ANCHOR INTO CONCRETE

HILTI KWIK HUS EZ OR APPROVED EQUAL

ADHESIVE ANCHOR INTO CONC.

HILTI HIT HY 200 SAFE SET SYSTEM (ESR-3187) WITH HILTI HIT Z-ROD OR HILTI HIT HY 200 SAFE SET WITH HOLLOW DRILL BIT WITH HILTI HAS-E THREADED ROD OR APPROVED EQUAL; DRY OR WATER SATURATED CONCRETE HOLES PERMITTED; CONCRETE SHALL HAVE A MINIMUM AGE OF 21 DAYS AT

THE TIME OF ANCHOR INSTALLATION.

EXPANSION ANCHOR INTO GROUT FILLED CONCRETE BLOCK

HILTI KWIK BOLT 3 OR APPROVED EQUAL.

SCREW ANCHOR INTO GROUT FILLED CONCRETE BLOCK

HILTI KWIK HUS EZ OR APPROVED EQUAL.

ADHESIVE ANCHOR INTO SOLID MASONRY: GROUTED FILLED CONCRETE BLOCK

HILTI HY 270 SYSTEM WITH HILTI HAS-E THREADED ROD OR APPROVED EQUAL

ADHESIVE ANCHOR INTO HOLLOW MASONRY: CONCRETE BLOCK

HILTI HY 270 SYSTEM WITH HILTI HAS-E THREADED ROD AND APPROPRIATE SCREEN TUBE OR

APPROVED EQUAL

ADHESIVE DOWELING FOR ANCHORING REINF. BARS INTO EXISTING CONCRETE

HILTI HIT HY 200 SAFE SET SYSTEM WITH HOLLOW DRILL BIT OR APPROVED EQUAL.

SUBSTITUTION REQUESTS FOR ALTERNATIVE PRODUCTS MUST BE APPROVED IN WRITING BY THE STRUCTURAL ENGINEER OF RECORD PRIOR TO USE. IF THE CONTRACTOR REQUESTS THE USE OF A SUBSTITUTION FOR AN ANCHOR PRODUCT, THE CONTRACTOR SHALL PROVIDE SIGNED AND SEALED CALCULATIONS DEMONSTRATING THE SUBSTITUTION IS CAPABLE OF ACHIEVING THE PERFORMANCE VALUES OF THE SPECIFIED ANCHOR PRODUCT AND THE DESIGN VALUE IS EQUAL TO OR GREATER THAN THE PRODUCT SPECIFIED ON THE CONTRACT DOCUMENTS. THE CONTRACTOR SHALL SUBMIT THE ICC ESR SHOWING COMPLIANCE WITH THE RELEVANT BUILDING CODE. ALL ANCHORS SIZES AND EMBEDMENT DEPTHS MUST BE EVALUATED AND COMPARED TO THE SPECIFIED ANCHOR PRODUCTS IN ORDER FOR THE

SUBSTITUTION TO THE REVIEWED AND APPROVED.

DOWEL BARS SHALL BE EMBEDDED TO DEVELOP THE YIELD STRENGTH OF THE BAR.

ALL POST-INSTALLED ANCHORS SHALL ASSUME THE CRACKED CONCRETE DESIGN CONDITION, UON.

ALL POST-INSTALLED ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURE ’S PRINTED

INSTALLATION INSTRUCTIONS.

THE CONTRACTOR SHALL ARRANGE FOR AN ANCHOR MANUFACTURER ’S REPRESENTATIVE TO PROVIDE ON

SITE INSTALLATION TRAINING FOR ALL OF THE ANCHORS SPECIFIED.

ANCHOR CAPACITY IS DEPENDENT UPON SPACING BETWEEN ADJACENT ANCHORS AND PROXIMITY OF ANCHOR TO THE EDGE OF CONCRETE OR MASONRY. INSTALL ANCHORS IN ACCORDANCE WITH SPACING

AND EDGE CLEARANCES INDICATED ON THE DRAWINGS.

LOCATE BY NON-DESTRUCTIVE MEANS AND AVOID ALL EXISTING REINFORCEMENT PRIOR TO THE INSTALLATION OF ANCHORS. IF THE EXISTING INSTALLATION LAYOUT PROHIBITS THE INSTALLATION OF ANCHORS AS INDICATED IN THE DRAWINGS, THE CONTRACTOR SHALL NOTIFY THE DESIGN PROFESSIONALS

IMMEDIATELY.

ADHESIVE ANCHORS SHALL BE INSTALLED WITH EMBEDMENT NOTED ON SECTIONS/DETAILS, UON.

PROOF LOADING, IF REQUIRED, SHALL BE IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. SEE

ANCHOR PROOF LOAD SCHEDULES FOR LOAD REQUIREMENTS.

POST-INSTALLED ANCHORS SHALL BE INSPECTED PERIODICALLY DURING INSTALLATION PER IBC CHAPTER

17, TABLE 1704.4.

ADHESIVE ANCHORS INSTALLED HORIZONTALLY TO UPWARDLY INCLINED ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS SHALL BE CONTINUOUSLY INSPECTED DURING INSTALLATION PER ACI 318.

INSTALLATION OF ADHESIVE ANCHORS SHALL BE PERFORMED BY PERSONNEL TRAINED AND QUALIFIED TO

INSTALL ADHESIVE ANCHORS.

FOR INSTALLATION OF HORIZONTAL AND UPWARDLY INCLINED ADHESIVE ANCHORS, THE INSTALLER SHALL BE CERTIFIED BY AN ACI/CRSI ADHESIVE ANCHOR INSTALLER CERTIFICATION PROGRAM OR EQUIVALENT.

PART 8 – ROUGH CARPENTRY

8.1 STANDARDS SPECFICIATIONS AND REFERENCE STANDARDS

A. ALL WOOD FRAMING SHALL CONFORM TO THE NATIONAL FOREST PRODUCTS ASSOCIATION “NATIONAL DESIGN

STANDARDS FOR WOOD CONSTRUCTION ”.

8.2 MATERIALS

A. THE STRUCTURAL WOOD STRESS GRADE STAMPED LUMBER SHALL BE AS FOLLOWS:

1. JOISTS AND RAFTERS: (SPF #2 OR BETTER)

Fb=850 PSI, Fv=75 PSI, E=1,400,000 PSI

2. STUDS: (SPF #2 OR BETTER)

Fc=72 PSI, Fv=75 PSI, E=1,200,000 PSI

3. POSTS: (DOUGLAS- FIR- LARCH –SELECT STRUCTURAL

Fb= 1,600 PSI, Fc= 1100 PSI, E=1,600,000 PSI

B. “I-JOISTS” SHAPED COMPOSITE ENGINEERWOOD MEMEBERS SHALL BE TJI-JOISTS, AS MANUFACTURED BY THE TRUS

JOIST CORPORATION.

C. PARALLAM “PSL” HEADERS AND BEAMS SHALL BE MANUFACTURED BY TRUS JOIST CORPORATION AND SHALL HAVE MODULUS OF ELASTICITY OF 2,000,000 PSI, A MINIMUM ALLOWABLE BENDING STRESS OF 2,900 PSI, AN ALLOWABLE COMPRESSION PERPENDICULAR TO GRAIN OF 650 PSI, AND AN ALLOWABLE HORIZONTAL SHEAR OF 290 PSI.

MEMBERS SPECIFIED AS 3 ½” WIDE MAY BE COMPOSED OF (2) 1 ¾” WIDE MEMBERS INSTALLED IN STRICT

CONFORMANCE WITH THE MANUFACTURERS RECOMMODATIONS.

D. MICROLLAM “LVL” HEADERS AND BEAMS SHALL BE MANUFACTURED BY TRUS JOIST CORPORATION AND SHALL HAVE A MODULUS OF ELASTICITY OF 1,900,000 PSI, A MINIMUM ALLOWABLE BENDING STRESS OF 2,600 PSI, AN ALLOWABLE COMPRESSION PERPENDICULAR TO GRAIN OF 750 PSI, AND AN ALLOWABLE HORIZONTAL SHEAR OF 285 PSI.

MEMBERS SPECIFIED AS 3 ½” WIDE MAY BE COMPOSED OF (2) 1 ¾” WIDE MEMBERS INSTALLED IN STRICT

CONFORMANCE WITH THE MANUFACTURERS RECOMMODATIONS.

8.3 GENERAL

A. STRUCTURAL WOOD FRAMING USED IN EXTERIOR APPLICATIONS OR IN CONTACT WITH CONCRETE OR MASONRY

SHALL BE SOUTHERN YELLOW PINE, No. 2 OR BETTER, ACQ PRESERVATIVE PRESSURE TREATED WOOD.

B. FLUSH-FRAMED CONNECTIONS SHALL BE MADE WITH PREFABRICATED GALVANIZED STEEL HANGARS OF WIDTH AND

DEPTH APPROPRIATE FOR THE SUPPORTED MEMBER. INSTALL WITH THE TYPE AND QUANTITY OF FASTENERS

RECOMMENDED BY THE MANUFACTURER.

C. BUILT-UP MEMBERS SHALL HAVE ADJACENT PLIES NAILED TOGETHER WITH A MIN. OF TWO ROWS OF NAILS AT 1 ’-0” O/C (10d COMMON NAILS FOR 1 ½” PLIES, 12d COMMON NAILS FOR 1 ¾” PLIES).

D. UNLESS NOTED OTHERWISE, ALL LUMBER SHALL BE NAILED IN ACCORDANCE WITH THE SPECIFIED NAILING

SCHEDULE.

E. ROOF TRUSSES SHALL BE INSTALLED DIRECTLY OVER BEARING STUDS UNLESS OTHERWISE DETAILED.

F. ROOF TRUSSES, JOISTS, AND BEAMS SHALL BE SUPPORTED LATERALLY AT EACH SUPPORT BY FULL DEPTH SOLID

BLOCKING, EXCEPT WHERE MEMBERS ARE SUPPORTED BY A FLUSH HEADER OR NAILED TO A RIM BOARD.

G. PROVIDE TWO STUDS AT EACH END OF ALL FLUSH FRAMED HEADERS OR BEAMS, UNLESS MORE IS INDICATED ON

PLAN. PROVIDE ONE JACK STUD AND ONE FULL STUD AT EACH END OF ALL DROPPED HEADERS OR BEAMS, UNLESS

MORE IS INDICATED ON PLAN.

H. WOOD SILL PLATES SHALL BE PRESSURE TREATED AND BE ATTACHED TO FOUNDATION WALLS WITH ½ ” DIMATER

BOLTS EMBEDDED AT LEAST 6” INTO CONCRETE AND SPACED NO MORE THAN 48 O/C

J. PROVIDE HORIZONTAL BLOCKING AT 4-0” O/C VERTICALLY STAGGERED IN ALL BEARING WALLS.

K. PROVIDE DIAGIONAL GALVANIZED STEEL STRAP CROSS BRACING AT THE MID SPAN OF ALL FLOOR JOISTS.

8.4 PLYWOOD SHEATHING

A. PLYWOOD SHALL CONFORM TO U.S. PRODUCTS STANDARD PS-1, AND BEAR THE APA GRADE-TRADEMARK OF THE

AMERICAN PLYWOOD ASSOCIATION.

B. PLYWOOD SHEATHING FOR FLOORS, ROOFS, AND WALLS SHALL BE APA GRADED C-D WITH EXTERIOR GLUE.

SHEATHING FOR FLOORS AND WALLS SHALL BE 32/16, EXPOSURE 1. ROOF SHEATHING SHALL BE 5/8 ” 40/20.

C. WOOD SHEATHING SHALL BE INSTALLED WITH THE LONG DIMENSION OF THE

PANEL ACROSS SUPPORTS AND CONTINUOUS OVER TWO OR MORE SPANS.

D. LAY-UP ROOF PLYWOOD WITH FACE GRAIN PERPENDICULAR TO SUPPORTS. STAGGER JOINTS AND INSTALL

BLOCKING AT ALL EDGES.

E. NAIL ROOF PLYWOOD WITH 10d COMMON NAILS AT 6 ” OC AT ALL EDGES AND

BOUNDARIES AND AT 12” OC AT INTERMEDIATE SUPPORTS, UNLESS NOTED OTHERWISE.

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANTS

321 4 5 6 7 8 9 10

GTMc ACELA

C :\U se rs

\b pe re ira

\D oc um en ts \6

-2

1-

0_

-0 5-

_b pe re ira 5N

M M

N .rv t 6/

2/

0:

:4

AM

SF002

GENERAL NOTES

06/06/2023

Edward P. Boland VA Medical Center

MULTIPLE

621-21-700EHRM INFRASTRUCTURE UPGRADE

CENTRAL WESTERN MASSACHUSETTS

ISSUED FOR BID

GENERAL NOTES

5. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED

PROPERLY.

X

4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND COMPACTION OF

COMPACTED FILL. X

3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS.

X

2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL.

X

1. VERIFY MATERIAL BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY.

X

TYPE CONTINUOUS SPECIAL INSPECTION PERIODIC SPECIAL INSPECTION

REQUIRED SPECIAL INSPECTIONS AND TESTS OF SOILS - IBC 2018 SECTION 1705.6

C

APPLICATION OF JOINT DETAILS AT EACH CONNECTION X 1704.3.2

B MEMBER LOCATIONS X

A DETAILS SUCH AS BRACING AND STIFFENING X

6 INSPECTION OF STEEL FRAME JOINT DETAILS FOR COMPLIANCE WITH APPROVED CONSTRUCTION DOCUMENTS

6. FLOOR AND ROOF DECK WELDS X AWS D1.3

5. SINGLE-PASS FILLET WELDS < 5/16" X

4. PLUG AND SLOT WELDS X

3. SINGLE-PASS FILLET WELDS > 5/16" X

2. MULTIPASS FILLET WELDS X

1. COMPLETE AND PARTIAL JOINT PENETRATION GROOVE

WELDS X

AWS D1.1 1704.3.1

A STRUCTURAL STEEL AND COLD FORMED STEEL DECK

5 INSPECTION OF WELDING

B

MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED X

A IDENTIFICATION MARKINGS TO CONFORM TO AWS

SPECIFICATIONS IN THE APPROVED CONSTRUCTION

DOCUMENTS

X

AISC 360, SECTION A3.5 AND

APPLICABLE ASW A5

DOCUMENTS

4 MATERIAL VERIFICATION OF WELD FILLER MATERIALS

C MANUFACTURER'S CERTIFIED TEST REPORTS X

B

FOR OTHER STEEL, IDENTIFICATION MARKINGS TO CONFORM

TO ASTM STANDARDS SPECIFIED IN THE APPROVED

CONSTRUCTION DOCUMENTS

X APPLICABLE ASTM MATERIAL

STANDARDS

A FOR STRUCTURAL STEEL, IDENTIFICATION MARKINGS TO

CONFORM TO AISC 360 X AISC 360, SECTION M3.5

3 MATERIAL VERIFICATION OF STRUCTURAL STEEL AND COLD FORMED STEEL DECK

C

PRETENSIONED AND SLIP CRITICAL JOINTS USING

TURN-OF-NUT WITHOUT MATCHMARKING, TWIST-OFF BOLT

OR CALIBRATED WRENCH METHODS OF INSTALLATION

X

B

PRETENSIONED AND SLIP CRITICAL JOINTS USING

TURN-OF-NUT WITH MATCHMARKING, TWIST-OFF BOLT OR

DIRECT TENSION INDICATOR METHODS OF INSTALLATION

X

A INSPECTION OF HIGH-STRENGTH BOLTING X

AISC 360, SECTION M2.5 1704.3.3

2 SNUG-TIGHT JOINTS

B MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED X

A

IDENTIFICATION MARKINGS TO CONFORM TO ASTM

STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION

DOCUMENTS

X

APPLICABLE ASTM MATERIAL

SPECIFICATIONS; AISC 360,

SECTION A3.3

1 MATERIAL VERIFICATIONS OF HIGH-STRENGTH BOLTS, NUTS AND WASHERS

VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFERENCED STANDARD IBC REFERENCE

REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION

12. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS

OF THE CONCRETE MEMBER BEING FORMED. __ X ACI 318: 26.11.1.2(b) __

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: 26.11.2 __

10. INSPECT ERECTION OF PRECAST CONCRETE MEMBERS.

X ACI 318: 26.9

B. GROUTING OF BONDED PRESTRESSING TENDONS. X __

A. APPLICATION OF PRESTRESSING FORCES; AND X __ ACI 318: 26.10

9. INSPECT PRESTRESSED CONCRETE FOR:

8. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND

TECHNIQUES.

X ACI 318: 26.5.3-26.5.5 1908.9

7. INSPECT CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER

APPLICATION TECHNIQUES. X __ ACI 318: 26.5 1908.6, 1908.7, 1908.8

6. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR

STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND

DETERMINE THE TEMPERATURE OF THE CONCRETE.

X __ ASTM C172, ASTM C31, ACI 318:

26.5 26.12 1908.10

5. VERIFY USE OF REQUIRED DESIGN MIX.

X ACI 318: Ch. 19, 26.4.3, 26.4.4 1904.1, 1904.2, 1908.2, 1908.3

B. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED

IN 4.A. X ACI 318: 17.8.2

A. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR

UPWARDLY INCLINED ORIENTATIONS TO RESIST SUSTAINED

TENSION LOADS.

X ACI 318: 17.8.2.4

4. INSPECT ANCHORS POST-INSTALLED IN HARDENED CONCRETE

MEMBERS.

3. INSPECT ANCHORS CAST IN CONCRETE.

X ACI 318: 17.8.2

C. INSPECT ALL OTHER WELDS. X __

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

X

ACI 318: 26.6.4

A. VERIFY WELDABILITY OF REINFORCING BARS OTHER THAN

ASTM A706;

X

AWS D1.4

2. REINFORCING BAR WELDING:

1. INSPECT REINFORCEMENT, INCLUDING PRESTRESSING TENDONS,

AND VERIFY PLACEMENT. __ X ACI 318: Ch. 20, 25.2, 25.3, 26.6.1-26.6.3 1908.4

TYPE CONTINUOUS SPECIAL

INSPECTION

PERIODIC SPECIAL

INSPECTION REFERENCED STANDARD IBC REFERENCE

REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION - IBC 2018 SECTION 1705.2.3

A

GROUT AND MORTAR SPECIMENS OR PRISMS X

ART 1.4 B.2.a.3, 1.4 B.2.b.3, 1.4B.2c.3, 1.4B.3, & 1.4 B.4

4 OBSERVE PREPARATIONS OF GROUT SPECIMENS, MORTAR SPECIMENS AND OR PRISMS

G

PLACEMENT OF GROUT IS IN COMPLIANCE X ART 3.5 & 3.6 C

F

PREPARATION, CONSTRUCTION, AND PROTECTIONOF

MASONRY DURIGN COLD WEATHER (TEMP BELOW 40

DEGREES) OR HOT WEATHER TEMP (TEMP ABOVE 90

DEGREES)

X ART 1.8 C & 1.8 D

E WELDING OF REINFORCMENT X SEC 6.1.6.1.2

D

TYPE,SIZE AND LOCATIONS OF ANCHORS INCLUDING OTHER

DETAILS OF ANCHORAGE OF MASONRY TO STRUCTURAL

MEMBERS, FRAMES OR OTHER CONSTRUCTION

X SEC. 1.2.1 e ,6.2.1 & 6.3.1

C

SIZE AND LOCATION OF STRUCTURAL MEMBERS X ART 3.3 F

B

PLACEMENT OF MASONRY UNITS AND MORTAR JOINT

CONSTRUCTION X ART 3.3 B

A MATERIALS AND PROCEDURES WITH THE APPROVED

SUBMITTALS X ART 1.5

3 VERIFY COMPLIANCE OF THE FOLLOWING DURING CONSTRUCTION

C PROPRORTIONS OF SITE PREPARED GROUT X

B PLACEMENT OF REINFORCING, CONNECTORS, AND ANCHOR

BOLTS X

A GROUT SPACE X

SEC. 6.1, 6.3.1, 6.3.6 & 6.3.7 ART 3.2 D,& 3.2 F ART 3.2 E

& 3.4 ART 2.6 B, 2.4 G.1.b

2 PRIOR TO GROUTING- CONFIRM THE FOLLOWING ARE IN COMPLIANCE

D SAMPLE PANEL CONSTRUCTION X ART. 1.6 D

C PRESTRESSING TECHNIQUES AS APPLICABLE X ART. 3.6 B

B GRADE, TYPE AND SIZE OF REINFORCING, CONNECTORS,

ANCHOR BOLTS X ART 3.4 & 3.6 A

A

PROPORTIONS OF SITE- PREPARED MORTAR X ART. 2.1 , 2.6 A, AND 2.6 C

1 AS MASONY CONSTRUCTION BEGINS- CONFIRM THE FOLLOWING ARE IN COMPLIANCE

VERIFICATION AND INSPECTION CONTINUOUS PERIODIC TMS 402 TMS 602

REQUIRED VERIFICATION AND INSPECTION OF MASONRY CONSTRUCTION -LEVEL 2

1.

2.

3.

a.

b.

c.

4.

a.

b.

c.

5.

STATEMENT OF SPECIAL INSPECTIONS

SPECIAL INSPECTIONS AND STRUCTURAL TESTING SHALL BE PROVIDED BY A/E FIRM OR A/E REPRESENTATIVE FOR ITEMS IDENTIFIED IN THIS SECTION AND IN OTHER AREAS OF THE APPROVED CONSTRUCTION PLANS AND SPECIFICATIONS, UNLESS WAIVED BY THE BUILDING

OFFICIAL.

THE NAMES AND CREDENTIALS OF THE SPECIAL INSPECTORS TO BE USED SHALL BE SUBMITTED TO THE EOR AND BUILDING OFFICIAL FOR

APPROVAL.

DUTIES OF THE SPECIAL INSPECTOR:

THE SPECIAL INSPECTOR SHALL REVIEW ALL WORK LISTED FOR CONFORMANCE WITH THE APPROVED CONSTRUCTION PLANS AND

SPECIFICATION AND THE 2018 IBC.

THE SPECIAL INSPECTOR SHALL FURNISH SPECIAL INSPECTION REPORTS TO THE EOR, CONTRACTOR, OWNER AND BUILDING OFFICIAL ON A WEEKLY BASIS OR MORE FREQUENTLY AS REQUIRED. ALL ITEMS NOT IN COMPLIANCE SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, AND IF UNCORRECTED TO THE EOR AND BUILDING OFFICIAL.

ONCE CORRECTIONS HAVE BEEN MADE BY THE CONTRACTOR, THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT TO THE EOR AND BUILDING OFFICIAL STATING THAT THE WORK REQUIRING SPECIAL INSPECTIONS WAS TO THE BEST OF HIS/HER KNOWLEDGE IN CONFORMANCE WITH THE APPROVED CONSTRUCTION PLANS AND SPECIFICATIONS AS WELL AS THE APPLICABLE WORKMANSHIP

PROVISIONS OF THE 2018 IBC.

DUTIES OF THE CONTRACTOR

THE CONTRACTOR SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE OWNER, EOR, AND THE BUILDING OFFICIAL PRIOR TO COMMENCEMENT OF WORK IN ACCORDANCE WITH IBC 1704. THE STATEMENT OF RESPONSIBILITY SHALL CONTAIN ACKNOWLEDGEMENT OF THE SPECIAL INSPECTION REQUIREMENTS CONTAINED WITHIN THE “STATEMENT OF SPECIAL INSPECTIONS”.

THE CONTRACTOR SHALL NOTIFY THE RESPONSIBLE SPECIAL INSPECTOR THAT WORK IS READY FOR INSPECTION AT LEAST ONE

WORKING DAY (24 HOURS MIN) BEFORE SUCH INSPECTION IS REQUIRED.

ALL WORK REQUIRING SPECIAL INSPECTION SHALL REMAIN ACCESSIBLE AND EXPOSED UNTIL IT HAS BEEN OBSERVED BY THE SPECIAL

INSPECTOR.

REFERENCE THE SPECIAL INSPECTION TABLES REGARDING THE FREQUENCY FOR THE SPECIFIC INSPECTIONS RELATED TO THIS PROJECT.

Revisions: Date:

d b

4db OR

2 1/2" MIN.

d b

90 DEGREE HOOK

180…