580-20-104 - Drawings -R1 - Install Zero Gravity.pdf

GENERAL NOTES

THE STRUCTURAL DRAWINGS DEPICT THE STRUCTURE IN ITS FINAL CONSTRUCTED CONFIGURATION.

NEITHER CONSTRUCTION MEANS AND METHODS NOR CONSTRUCTION SAFETY ARE PART OF THE

STRUCTURAL ENGINEER’S EXPERTISE OR SCOPE OF WORK. THE GENERAL CONTRACTOR AND THEIR

SUBCONTRACTORS ARE FULLY RESPONSIBLE FOR THE MEANS AND METHODS USED TO CONSTRUCT

THE STRUCTURE AND FOR FULL COMPLIANCE WITH ALL JOB SAFETY RELATED REGULATIONS AND CONDITIONS AT THE SITE. LIMITED SITE VISITS, IF ANY, BY THE STRUCTURAL ENGINEER ARE SOLELY

TO OBSERVE COMPLETED PARTS OF THE STRUCTURE. THE STRUCTURAL ENGINEER IS NEITHER

QUALIFIED TO OBSERVE NOR COMMENT ON CONSTRUCTION MEANS AND METHODS AND JOB SITE

SAFETY.

CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND SITE CONDITIONS PRIOR TO

FABRICATION/CONSTRUCTION. NOTIFY STRUCTURAL ENGINEER AND ARCHITECT OF ANY

DISCREPANCIES PRIOR TO FABRICATION/CONSTRUCTION. CONTRACTOR IS RESPONSIBLE FOR ALL

WORK FITTING AS INTENDED BY THE DRAWINGS AND SPECIFICATIONS.

PRINCIPAL OPENINGS ARE SHOWN ON THE DRAWINGS. SEE ARCHITECTURAL, MECHANICAL AND

ELECTRICAL DRAWINGS FOR OPENINGS, SLEEVES, CURBS, INSERTS, DEPRESSIONS, ETC. NOT SHOWN.

ALL DETAILS ARE TYPICAL UNLESS NOTED OTHERWISE. DETAILS SHALL APPLY TO SIMILAR AND LIKE

CONDITIONS.

SHOP DRAWINGS SHALL BE NEW DRAWINGS PRODUCED BY THE CONTRACTOR, ILLEGIBLE

REPRODUCTIONS OF THE DESIGN DRAWINGS WILL BE REJECTED. ELECTRONIC FILES MAY BE

REQUESTED FROM THE ENGINEER OF RECORD FOR THE PURPOSE OF PREPARING SHOP DRAWINGS.

THE CONTRACTOR WILL BE REQUIRED TO SIGN AN INDEMNITY STATEMENT PRIOR TO TRANSMISSION

OF THE ELECTRONIC FILES TO THE CONTRACTOR. THE USE OF REPRODUCTIONS OF THESE

CONTRACT DRAWINGS BY ANY CONTRACTOR, SUBCONTRACTOR, ERECTOR, FABRICATOR, OR

MATERIAL SUPPLIER IN LIEU OF PREPARATION OF SHOP DRAWINGS SIGNIFIES HIS ACCEPTANCE OF ALL INFORMATION SHOWN HEREIN AS CORRECT, AND OBLIGATES HIMSELF TO ANY JOB EXPENSE, REAL OR IMPLIED, ARISING DUE TO ANY ERRORS OR OMISSIONS THAT MAY OCCUR HEREIN.

MINIMUM SHOP DRAWING SUBMITTAL REQUIREMENTS INCLUDE:

STRUCTURAL STEEL SHOP DRAWINGS

UNISTRUT AND CONNECTION SHOP DRAWINGS AND CALCULATIONS (SEALED BY A

LICENSED PROFESSIONAL ENGINEER)

THIS PROJECT CONSISTS OF A MODIFICATION TO AN EXISTING BUILDING. INFORMATION ON EXISTING

CONDITIONS HAS BEEN TAKEN FROM THE ORIGINAL DESIGN DRAWINGS AND SHOWN ON THESE

DRAWINGS. THESE DRAWINGS WERE ASSUMED TO BE “AS-BUILT” DRAWINGS. EXISTING DIMENSIONS, FRAMING LAYOUT AND MEMBER SIZES WERE DETERMINED BY VISUAL OBSERVATION ONLY WITHOUT

THE REMOVAL OF FINISHES AND THEREFORE THE ACCURACY OF THIS INFORMATION IS NOT

GUARANTEED. IT IS THE CONTRACTOR’S RESPONSIBILITY TO VERIFY ALL EXISTING DIMENSIONS SHOWN ON THESE DRAWINGS AND TO VERIFY THE LOCATION OF ALL FRAMING MEMBERS AND OTHER OBSTRUCTIONS WHICH WILL AFFECT THE WORK. AS PART OF THIS WORK THE CONTRACTOR SHALL PREPARE AN ACCURATE FIELD SURVEY OF THE LOCATION OF ALL STRUCTURAL MEMBERS IN THE WORK AREA PRIOR TO BEGINNING SHOP DRAWINGS AND CONSTRUCTION. THIS SURVEY SHALL BE SUBMITTED TO THE ENGINEER OF RECORD WITH VARIANCES NOTED. CLAIMS FOR ADDITIONAL TIME OR EXTRA COST DUE TO OBSTRUCTIONS AND VARIANCES IN THE LOCATION OF THE STRUCTURAL

MEMBERS WILL NOT BE HONORED AFTER WORK HAS BEGUN ON THE PROJECT.

BUILDING CODE: INTERNATIONAL BUILDING CODE, 2018

DEAD LOAD:

ANY CHANGES IN CONSTRUCTION MATERIALS FROM THOSE SHOWN ON

THE STRUCTURAL DRAWINGS SHALL BE REPORTED BY THE CONTRACTOR

TO THE STRUCTURAL ENGINEER FOR VERIFICATION OF LOAD CARRYING

CAPACITY OF THE STRUCTURE.

LIVE LOAD:

ROOF: 20 PSF

STAIRS, EXITWAYS: 100 PSF

CLINICAL SPACE: 80 PSF

PARTITION: 20 PSF

CORRIDORS: 100 PSF (1ST FLOOR)/ 80 PSF (ABOVE 1ST FLOOR)

LOBBIES: 100 PSF

OFFICE: 50 PSF

LIGHT STORAGE: 125 PSF

MECHANICAL: 150 PSF

HANDRAILS: 50 PLF / 200 POUNDS IN ANY DIRECTION

LIVE LOAD REDUCTIONS HAVE BEEN APPLIED IN ACCORDANCE WITH THE

BUILDING CODE, UNLESS NOTED OTHERWISE.

WIND LOAD:

INTERNATIONAL BUILDING CODE, 2018 EDITION

VELOCITY (ULT) : 152 MPH THREE SECOND GUST

EXPOSURE: B

RISK CATEGORY: IV

INTERNAL PRESSURE COEFFICIENT, Gcpi: +/- 0.18

SEISMIC LOAD:

RISK CATEGORY: IV

SEISMIC IMPORTANCE FACTOR (I): 1.5

MAPPED SPECTRAL RESP ACCEL (Ss/S1): 0.286g/0.081g

SITE CLASS: D

SPECTRAL RESPONSE COEFF (Sds/Sd1): 0.299g/0.129g

SEISMIC DESIGN CATEGORY: C

SNOW LOAD:

GROUND SNOW LOAD (Pg): N/A

STRUCTURAL STEEL

1. ALL STRUCTURAL STEEL DESIGN, DETAILING, FABRICATION AND ERECTION SHALL CONFORM TO

ALLOWABLE STRENGTH DESIGN (ASD) ACCORDING TO THE LATEST AISC SPECIFICATION.

2. ALL WELDING SHALL CONFORM TO THE STANDARDS OF THE LATEST EDITION OF THE STEEL

CONSTRUCTION MANUAL OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION, AND THE

AMERICAN WELDING SOCIETY ANSI/AWS D1.1 STRUCTURAL WELDING CODE-STEEL. WELDING OF

REINFORCING BARS SHALL COMPLY TO THE AMERICAN WELDING SOCIETY AWS D.1.4. SHORT

CIRCUIT TRANSFER FOR THE GAS METAL ARC WELDING PROCESS IS NOT PERMITTED.

3. ELECTRODES FOR ALL FIELD AND SHOP WELDING SHALL BE CLASS E70XX. ELECTRODES FOR MOMENT CONNECTIONS SHALL BE CLASS E7018 WITH A CHARPY TOUGHNESS OF AT LEAST 20 FT-

LBS AT -20 DEGREES FAHRENHEIT.

4. ALL STRUCTURAL STEEL ROLLED SHAPES SHALL CONFORM TO ASTM A992, AND ALL ANGLES, BARS, CHANNELS AND PLATES SHALL CONFORM TO ASTM A36. ALL SQUARE AND RECTANGULAR TUBE (Fy 46KSI) SHALL CONFORM TO ASTM A500 GRADE B AND ROUND PIPES (Fy 36KSI) SHALL CONFORM TO ASTM A53 GR B. ALL COLD-FORMED GIRTS AND PURLINS SHALL CONFORM TO ASTM A570M GR. 55.

5. ALL STRUCTURAL STEEL DETAILS AND CONNECTIONS SHALL CONFORM TO STANDARDS OF AISC.

DOUBLE CONNECTIONS THROUGH COLUMN WEBS, BEAMS THAT FRAME OVER THE TOP OF

COLUMNS, AND BEAM TO BEAM CONNECTIONS SHALL HAVE A BEAM ERECTION SEAT OR A

STAGGERED CONNECTION WITH AT LEAST ONE INSTALLED BOLT REMAINING IN PLACE TO

SUPPORT THE FIRST BEAM WHILE THE SECOND BEAM IS BEING ERECTED.

6. TYPICAL CONNECTIONS ARE INDICATED ON THE DRAWINGS.

7. IT IS THE INTENTION OF THE PLANS AND SPECIFICATIONS THAT SHOP CONNECTIONS BE WELDED

OR BOLTED AND THAT FIELD CONNECTIONS BE BOLTED, UNLESS NOTED OTHERWISE ON THE

DRAWINGS.

8. ALL TYPICAL BEAM SIMPLE CONNECTIONS SHALL BE STANDARD DOUBLE ANGLE OR SINGLE ANGLE

FRAMED BEAM CONNECTIONS. SHEAR TAB CONNECTIONS MAY BE USED AT LOCATIONS WHERE

DOUBLE ANGLE CONNECTIONS ARE NOT POSSIBLE. SEATED BEAM CONNECTIONS SHALL NOT BE

USED UNLESS INDICATED ON THE DRAWINGS PROVIDE FULL DEPTH SHEAR TAB IF BEAM FRAMES

ON ONLY ONE SIDE OF A GIRDER.

9. ALL MISCELLANEOUS WELDS (FIELD OR SHOP) SHALL BE MINIMUM SIZE FILLET ALL AROUND IN

ACCORDANCE WITH AISC 360. WELDING OF CONTINUOUS MEMBERS SHALL BE A MINIMUM OF 2

INCHES OF 3/16 INCH FILLET STITCH WELDS AT 12 INCHES O.C., STAGGERED EACH SIDE, UNLESS

OTHERWISE NOTED. COLUMN BASE PLATES, CAP PLATES AND STIFFENER PLATES SHALL BE

WELDED ALL AROUND.

10. PROVIDE ALL NECESSARY HOLES IN MISCELLANEOUS STRUCTURAL STEEL MEMBERS FOR

ATTACHMENT OF NON-STRUCTURAL ITEMS (IE: HOLES FOR WINDOW HEAD ANCHORS), SEE

ARCHITECTURAL DRAWINGS FOR REQUIREMENTS.

11. SPLICING OF STRUCTURAL STEEL MEMBERS WHERE NOT DETAILED IS PROHIBITED WITHOUT PRIOR

APPROVAL OF THE STRUCTURAL ENGINEER.

14. ALL CONNECTION BOLTS FOR STRUCTURAL STEEL MEMBERS SHALL CONFORM TO ASTM F3125, GRADE A325, TYPE 1 EXCEPT WHERE NOTED OTHERWISE. MINIMUM SIZE SHALL BE 3/4 INCH

DIAMETER UNLESS NOTED OTHERWISE. BOLTS SHALL BE DIRECT TENSION INDICATING BOLTS

CONFORMING TO ASTM F3125, GRADE F1852 WITH HARDENED WASHERS UNDER THE NUT AND

SACRIFICIAL SPLINES. HEX NUTS SHALL CONFORM TO ASTM A563 AND WASHERS SHALL CONFORM

TO ASTM F436.

15. SHOP BOLTED CONNECTIONS ARE PERMISSIBLE IF SUFFICIENT BOLT CLEARANCE IS AVAILABLE FOR TIGHTENING OF HIGH STRENGTH BOLTS. CLEARANCES SHALL BE IN ACCORDANCE WITH TABLE 7-15 AND 7-16 OF THE FOURTEENTH EDITION OF THE AISC STEEL CONSTRUCTION MANUAL. ALL

STEEL MEMBERS AND ASSEMBLIES SHALL BE SHOP FABRICATED TO THE GREATEST EXTENT

POSSIBLE. TRUSSES SHALL BE FULLY SHOP ASSEMBLED. FIELD SPLICES FOR SHIPPING SHALL ONLY BE AS APPROVED BY THE ENGINEER OF RECORD. THE STEEL FABRICATOR AND THE STEEL

ERECTOR SHALL COORDINATE THE SHOP FABRICATION, SHIPPING AND ERECTION OF ALL

STRUCTURAL MEMBERS AND ASSEMBLIES.

16. THE GENERAL CONTRACTOR AND THEIR SUBCONTRACTOR’S SHALL COMPLY TO OSHA 29 CFR 1926

SUBPART R, SAFETY STANDARDS FOR STEEL ERECTION.

17. AS SCOPE AND PERFORMANCE DOCUMENTS, THE DRAWINGS AND SPECIFICATIONS DO NOT

INDICATE OR DESCRIBE ALL OF THE WORK REQUIRED FOR THE PERFORMANCE AND COMPLETION

OF THIS WORK. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE FABRICATION AND

INSTALLATION OF ALL MISCELLANEOUS METAL ITEMS INDICATED, DESCRIBED, OR IMPLIED ON THE STRUCTURAL AND/OR THE ARCHITECTURAL DRAWINGS. MISCELLANEOUS STEEL ITEMS, WITHIN AN ASSEMBLY AND NOT ATTACHED TO THE STRUCTURE, ARE THE RESPONSIBILITY OF THE GENERAL

CONTRACTOR AND THEIR SUBCONTRACTORS WHETHER THEY ARE SHOWN OR NOT SHOWN ON

THE ARCHITECTURAL OR STRUCTURAL DRAWINGS. SUCH ASSEMBLIES INCLUDE BUT ARE NOT

LIMITED TO, EXTERIOR AND INTERIOR WALL ASSEMBLIES, CEILING ASSEMBLIES, PARTITION

ASSEMBLIES, SHELF AND CABINET ASSEMBLIES AND ALL OTHER SIMILAR ASSEMBLIES. ANY

MISCELLANEOUS METAL ITEMS INDICATED ON THE ARCHITECTURAL DRAWINGS AND NOT SHOWN

ON STRUCTURAL DRAWINGS SHALL BE A MINIMUM OF L4x4x1/2”, C7x9.8, 3/8” PLATE OR HSS4x4x3/8”

UNLESS OTHERWISE APPROVED BY THE STRUCTURAL ENGINEER.

STRUCTURAL TESTING AND INSPECTIONS

SPECIAL INSPECTIONS

SPECIAL INSPECTION WORK AND THE FINAL LETTER OF COMPLIANCE HAVE NOT BEEN

INCLUDED IN THE STRUCTURAL ENGINEER OF RECORD’S SCOPE OF SERVICES. PER IBC

CHAPTER 17, THE OWNER IS RESPONSIBLE FOR OBTAINING THE SERVICES OF THE SPECIAL

INSPECTOR AND THE TESTING LABORATORY. SPECIAL INSPECTIONS CAN BE PROVIDED BY AN

INDEPENDENT SPECIAL INSPECTOR APPROVED BY THE BUILDING AUTHORITY OR BY THE

ENGINEER OF RECORD. THE SPECIAL INSPECTION WORK DOES NOT INCLUDE THE TESTING

LABORATORY SERVICES AS CALLED FOR ON THE DRAWINGS. ARRANGEMENTS FOR SPECIAL

INSPECTIONS SHOULD BE MADE PRIOR TO THE COMMENCEMENT OF CONSTRUCTION. THE

CONTRACTOR IS RESPONSIBLE FOR NOTIFYING THE OWNER IF SPECIAL INSPECTIONS ARE

REQUIRED ON THE APPROVED PERMIT DRAWINGS AND FOR NOTIFYING THE TESTING

LABORATORY AND SPECIAL INSPECTOR IN A TIMELY MANNER PRIOR TO PROCEEDING WITH

CONSTRUCTION OPERATIONS. THE CONTRACTOR SHALL NOT PROCEED WITH ANY WORK

REQUIRING INSPECTIONS WITHOUT THE TESTING LABORATORY’S OR SPECIAL INSPECTOR’S

PRESENCE. THE STRUCTURAL ENGINEER WILL NOT PROVIDE A FINAL LETTER OF COMPLIANCE

AFTER THE WORK IS COMPLETE UNLESS THEY HAVE PERFORMED THE SPECIAL INSPECTIONS.

STRUCTURAL STATEMENT OF SPECIAL INSPECTIONS

INCLUDED HERE ARE SPECIAL INSPECTIONS REQUIRED FOR THE STRUCTURAL ELEMENTS FOR

THIS PROJECT. REFERENCE STATEMENT OF SPECIAL INSPECTIONS BY ARCHITECT AND OTHER

CONSULTANTS FOR SPECIAL INSPECTION DETAILS OF NON-STRUCTURAL ITEMS REQUIRED BY

IBC AND PROVIDED IN THE SPECIFICATIONS.

PER IBC 1704.2.4, THE STRUCTURAL SPECIAL INSPECTOR SHALL KEEP RECORDS OF ALL

STRUCTURAL INSPECTIONS AND SHALL FURNISH INSPECTION REPORTS TO THE OWNER AND

THE STRUCTURAL REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE (SRDP).

DISCOVERED DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE CONTRACTOR

FOR CORRECTION. IF SUCH DISCREPANCIES ARE NOT CORRECTED, THE DISCREPANCIES SHALL

BE BROUGHT TO THE ATTENTION OF THE OWNER AND THE SRDP. THE SPECIAL INSPECTION

PROGRAM DOES NOT RELIEVE THE CONTRACTOR OF THEIR RESPONSIBILITIES.

A FINAL REPORT OF SPECIAL INSPECTION DOCUMENTING COMPLETION OF ALL SPECIAL

INSPECTIONS, TESTING AND CORRECTION OF ANY DISCREPANCIES NOTED IN THE INSPECTIONS

SHALL BE SUBMITTED TO THE OWNER AND THE SRDP PRIOR TO THE ISSUANCE OF A

CERTIFICATE OF OCCUPANCY AND USE.

CONTRACTOR RESPONSIBILITY

PER IBC 1704.4, EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A MAIN WIND-

OR SEISMIC FORCE-RESISTING SYSTEM, DESIGNATED SEISMIC SYSTEM OR A WIND- OR

SEISMIC-RESISTING COMPONENT LISTED IN THE STATEMENT OF SPECIAL INSPECTIONS SHALL

SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE

OWNER PRIOR TO THE COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT. THE

CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL CONTAIN ACKNOWLEDGEMENT OF

AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED IN THE STATEMENT OF SPECIAL

INSPECTIONS.

STRUCTURAL SCHEDULE OF SPECIAL INSPECTIONS

QUALIFICATIONS OF INSPECTORS AND TESTING TECHNICIANS

THE QUALIFICATIONS OF ALL PERSONNEL PERFORMING SPECIAL INSPECTION AND TESTING

ACTIVITIES ARE SUBJECT TO THE APPROVAL OF THE OWNER. THE CREDENTIALS OF ALL

INSPECTORS AND TESTING TECHNICIANS SHALL BE PROVIDED TO THE SPECIAL INSPECTOR

FOR THEIR RECORDS.

KEY FOR MINIMUM QUALIFICATION OF INSPECTION AGENTS

WHEN THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE OR SPECIAL

INSPECTOR OF RECORD DEEMS APPROPRIATE THAT THE INDIVIDUAL PERFORMING THE

STIPULATED TEST OR INSPECTION HAVE A SPECIFIC CERTIFICATION, LICENSE OR EXPERIENCE

AS INDICATED BELOW. SUCH REQUIREMENT SHALL BE LISTED BELOW AND SHALL BE CLEARLY

IDENTIFIED WITHIN THE SCHEDULE UNDER THE AGENT QUALIFICATION DESIGNATION.

• PE/SE STRUCTURAL ENGINEER – A LICENSED SE OR PE SPECIALIZING IN THE DESIGN OF

BUILDING STRUCTURES

• PE/GE GEOTECHNICAL ENGINEER – A LICENSED PE SPECIALIZING IN SOIL MECHANICS

AND FOUNDATIONS

• EIT ENGINEER IN TRAINING – A GRADUATE ENGINEER WHO HAS PASSED THE

FUNDAMENTALS OF ENGINEERING EXAM

• ETT EXPERIENCED TESTING TECHNICIAN – AN EXPERIENCED TESTING TECHNICIAN

WITH A MINIMUM OF 5 YEARS EXPERIENCE WITH THE STIPULATED TEST OR INSPECTION

AMERICAN WELDING SOCIETY (AWS) CERTIFICATION

• AWS-CWI CERTIFIED WELDING INSPECTOR

• AWS/AISC-SSICERTIFIED STRUCTURAL STEEL INSPECTOR

PERIODIC, CONTINUOUS, OBSERVE, PERFORM, AND DOCUMENT ARE DEFINED AS IN THE SPECIFIC

REFERENCE STANDARD.

SPECIAL CASES

1. PER IBC 1705.1.1, SPECIAL INSPECTIONS AND TESTS SHALL BE REQUIRED FOR PROPOSED WORK THAT IS, IN THE OPINION OF THE BUILDING OFFICIAL, UNUSUAL IN ITS NATURE SUCH AS:

A. MATERIALS AND SYSTEMS REQUIRED TO BE INSTALLED IN ACCORDANCE WITH ADDITIONAL

MANUFACTURER'S INSTRUCTIONS THAT PRESCRIBE REQUIREMENTS NOT CONTAINED IN IBC

OR IN STANDARDS REFERENCED BY IBC.

B. UNUSUAL DESIGN APPLICATIONS OF MATERIALS DESCRIBED IN IBC.

C. CONSTRUCTION MATERIALS AND SYSTEMS THAT ARE ALTERNATIVES TO MATERIALS AND

SYSTEMS PRESCRIBED BY THIS CODE.

STRUCTURAL STEEL TESTING

1. PER IBC 1705.2, SPECIAL INSPECTIONS AND TESTS OF STEEL CONSTRUCTION SHALL BE

PERFORMED.

2. CERTIFY WELDERS FOR THE WELD TYPES IN THE PROJECT AND CONDUCT INSPECTIONS AND

TESTS AS REQUIRED, AS A MINIMUM, WELDERS SHALL BE AISC CERTIFIED. RECORD TYPES AND

LOCATIONS OF DEFECTS FOUND IN WORK. RECORD WORK REQUIRED AND PERFORMED TO

CORRECT DEFICIENCIES.

3. VISUALLY INSPECT 100% OF ALL FILLET WELDS.

4. ALL WELDS THAT FAIL SHALL BE REWELDED AND RETESTED UNTIL THEY PASS THE TEST. TEST

TWO ADDITIONAL WELDS AT THE CONTRACTOR’S EXPENSE FOR EVERY WELD FAILURE.

5. BOLTS SHALL BE VISUALLY INSPECTED WHEN TWIST-OFF SPLINES ARE USED, OTHERWISE

BOLTS SHALL BE SNUG TIGHT.

SCHEDULE OF SPECIAL INSPECTIONS

VERIFICATION / INSPECTION BOLTING INSPECTIONS

IBC SECTION 1705.2, AISC 360,

LATEST EDITION

EXTENT

OBSERVE,

PERFORM

COMMENTS

AGENT

PE/GE, EIT,

OR ETT

PERFORM

ETT

ETT

OBSERVE ETT

MANUFACTURER'S CERTIFICATIONS

AVAILABLE FOR FASTENER MATERIALS

CORRECT FASTENERS SELECTED FOR

THE JOINT DETAIL (GRADE, TYPE, BOLT

LENGTH IF THREADS ARE TO BE

EXCLUDED FROM SHEAR PLANE)

FASTENERS MARKED IN ACCORDANCE WITH

ASTM REQUIREMENTS

CORRECT BOLTING PROCEDURE SELECTED

FOR JOINT DETAIL

CONNECTING ELEMENTS, INCLUDING THE

APPROPRIATE FAYING SURFACE CONDITION

AND HOLE PREPARATION, IF SPECIFIED,

MEET APPLICABLE REQUIREMENTS

PRE-INSTALLATION VERIFICATION TESTING

BY INSTALLATION PERSONNEL OBSERVED

AND DOCUMENTED FOR FASTENER

ASSEMBLIES AND METHODS USED

PROTECTED STORAGE PROVIDED FOR

BOLTS, NUTS, WASHERS AND OTHER

FASTENER COMPONENTS

PERFORM ETT

ETT

ETT

ETT

ETT

INSPECTIONS PRIOR TO BOLTING

INSPECTIONS DURING BOLTING

FASTENER ASSEMBLIES PLACED IN ALL

HOLES AND WASHERS AND NUTS ARE

POSITIONED AS REQUIRED

JOINT BROUGHT TO THE SNUG-TIGHT

CONDITION PRIOR TO THE PRETENSIONING

OPERATION

FASTENER COMPONENT NOT TURNED BY

THE WRENCH PREVENTED FROM ROTATING

FASTENERS ARE PRETENSIONED IN

ACCORDANCE WITH THE RCSC

SPECIFICATION, PROGRESSING

SYSTEMATICALLY FROM THE MOST RIGID

POINT TOWARD THE FREE EDGES

INSPECTIONS AFTER BOLTING

DOCUMENT ACCEPTANCE OR REJECTION

OF BOLTED CONNECTIONS

TABLE N5.6-1

TABLE N5.6-1

TABLE N5.6-1

TABLE N5.6-1

TABLE N5.6-1

TABLE N5.6-1

TABLE N5.6-1

TABLE N5.6-2

TABLE N5.6-2

TABLE N5.6-2

TABLE N5.6-2

TABLE N5.6-3

ETT

ETT

ETT

ETT

OBSERVE

OBSERVE

OBSERVE

OBSERVE

OBSERVE

OBSERVE

OBSERVE

OBSERVE

OBSERVE

SCHEDULE OF SPECIAL INSPECTIONS

VERIFICATION / INSPECTION INSPECTION PRIOR TO WELDING

IBC 2018 SECTION 1705.2, AISC 360-16

EXTENT

OBSERVE,

PERFORM

COMMENTS

AGENT

PE/GE, EIT,

OR ETT

WELDING PROCEDURE SPECIFICATIONS

(WPSs) AVAILABLE

PERFORM ETT

PERFORM TABLE N5.4-1 ETT

OBSERVE ETT

ETT

CHECK WELDING EQUIPMENT

MANUFACTURER CERTIFICATIONS FOR

WELDING CONSUMABLES AVAILABLE

TABLE N5.4-1

MATERIAL IDENTIFICATION (TYPE/GRADE) TABLE N5.4-1

WELDER IDENTIFICATION SYSTEM OBSERVE TABLE N5.4-1 ETT

FIT-UP OF GROOVE WELDS (INCLUDING

JOINT GEOMETRY)

• JOINT PREPARATION

• DIMENSIONS (ALIGNMENT, ROOT

OPENING, ROOT FACE, BEVEL)

• CLEANLINESS (CONDITION OF

STEEL SURFACES)

• TACKING (TACK WELD QUALITY

AND LOCATION)

• BACKING TYPE AND FIT (IF

APPLICABLE)

OBSERVE TABLE N5.4-1 ETT

CONFIGURATION AND FINISH OF ACCESS

HOLES OBSERVE TABLE N5.4-1 ETT

FIT-UP OF FILLET WELDS

• DIMENSIONS (ALIGNMENT, GAPS

AT ROOT)

• CLEANLINESS (CONDITION OF

STEEL SURFACES)

• TACKING (TACK WELD QUALITY

AND LOCATION)

OBSERVE TABLE N5.4-1

ETTOBSERVE TABLE N5.4-1

WELDER QUALIFICATION RECORDS AND

CONTINUITY RECORDS

FIT-UP OF CJP GROOVE WELDS OF HSS

T-, Y, AND K-JOINTS WITHOUT BACKING

(INCLUDING JOINT GEOMETRY)

• JOINT PREPARATION

• DIMENSIONS (ALIGNMENT, ROOT

OPENING, ROOT FACE, BEVEL)

• CLEANLINESS (CONDITION OF

STEEL SURFACES)

• TACKING (TACK WELD QUALITY

AND LOCATION)

• BACKING TYPE AND FIT (IF

APPLICABLE)

OBSERVE TABLE N5.4-1 ETT

OBSERVE TABLE N5.4-1 ETT

SCHEDULE OF SPECIAL INSPECTIONS

VERIFICATION / INSPECTION INSPECTION DURING WELDING

IBC 2018 SECTION 1705.2, AISC 360-16

EXTENT

OBSERVE,

PERFORM

COMMENTS

AGENT

PE/GE, EIT,

OR ETT

PERFORM

ETT

OBSERVE ETT

OBSERVE ETT

ETT

OBSERVE TABLE N5.4-2 ETT

OBSERVE ETT

CONTROL AND HANDLING OF WELDING

CONSUMABLES

• PACKAGING

• EXPOSURE CONTROL

NO WELDING OVER CRACKED TACK WELDS

PLACEMENT AND INSTALLATION OF STEEL

HEADED STUD ANCHORS

ENVIRONMENTAL CONDITIONS

• WIND SPEED WITHIN LIMITS

• PRECIPITATION AND

TEMPERATURE

WPS FOLLOWED

• SETTINGS ON WELDING

EQUIPMENT

• TRAVEL SPEED

• SELECTED WELDING MATERIALS

• SHIELDING GAS TYPE/FLOW RATE

• PREHEAT APPLIED

• INTERPASS TEMPERATURE

MAINTAINED (MIN/MAX)

• PROPER POSITION (F,V,H,OH)

WELDING TECHNIQUES

• INTERPASS AND FINAL CLEANING

• EACH PASS WITHIN PROFILE

LIMITATIONS

• EACH PASS MEETS QUALITY

REQUIREMENTS

OBSERVE TABLE N5.4-2

TABLE N5.4-2

TABLE N5.4-2

TABLE N5.4-2

TABLE N5.4-2

SCHEDULE OF SPECIAL INSPECTIONS

VERIFICATION / INSPECTION INSPECTION AFTER WELDING

IBC 2018 SECTION 1705.2, AISC 360-16

EXTENT

OBSERVE,

PERFORM

COMMENTS

AGENT

PE/GE, EIT,

OR ETT

PERFORM

ETT

ETT

ETT

OBSERVE

TABLE N5.4-3 ETT

OBSERVE ETT

WELDS CLEANED

WELDS MEET VISUAL ACCEPTANCE

CRITERIA

• CRACK PROHIBITION

• WELD / BASE-METAL FUSION

• CRATER CROSS SECTION

• WELD PROFILES

• WELD SIZE

• UNDERCUT

• POROSITY

TABLE N5.4-3

TABLE N5.4-3

TABLE N5.4-3

TABLE N5.4-3

SIZE, LENGTH, AND LOCATION OF WELDS

ARC STRIKES

K - AREA

WELD ACCESS HOLES IN ROLLED HEAVY

SHAPES AND BUILT-UP HEAVY SHAPES

BACKING REMOVED AND WELD TABS

REMOVED (IF REQUIRED)

REPAIR ACTIVITIES

DOCUMENT ACCEPTANCE OR REJECTION

OF WELDED JOINT OR MEMBER

NO PROHIBITED WELDS HAVE BEEN ADDED

WITHOUT THE APPROVAL OF THE EOR

PERFORM

PERFORM

PERFORM

PERFORM

PERFORM

PERFORM

PERFORM

TABLE N5.4-3 ETT

TABLE N5.4-3 ETT

ETTTABLE N5.4-3

ETTTABLE N5.4-3

ETTTABLE N5.4-3

STRUC ABBREVIATIONS

+/- PLUS OR MINUS

ADDNL ADDITIONAL

ADJ ADJACENT

AFF ABOVE FINISH FLOOR

ALT ALTERNATE

ARCH ARCHITECT OR ARCHITECTURAL

B/W BETWEEN

BLDG BUILDING

BLKG BLOCKING

BM BEAM

BOD BOTTOM OF DECK

BOS BOTTOM OF STEEL

CF COLD FORMED

CFMF COLD-FORMED METAL FRAMING

CIP CAST IN PLACE

CJ CONTROL JOINT

CL CENTERLINE

CLR CLEAR/CLEARANCE

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONT CONTINUOUS

CTR CENTER

db DIA OF REINF BAR, DIA OF BOLT

DBA DEFORMED BAR ANCHOR

DBL DOUBLE

DIA DIAMETER

DIAG DIAGONAL

DWL DOWEL

EA EACH

EJ EXPANSION JOINT

EL ELEVATION

EOD EDGE OF DECK

EOS EDGE OF SLAB

EQ EQUAL

EW EACH WAY

EXIST EXISTING

EXT EXTERIOR

FLR FLOOR

FND FOUNDATION

FS FAR SIDE

FTG FOOTING

FV FIELD VERIFY

GA GAUGE

GALV GALVANIZED

GC GENERAL CONTRACTOR

HORIZ HORIZONTAL

HSA HEADED STUD ANCHOR

HSS HOLLOW STRUCTURAL SECTION

IF INSIDE FACE

INT INTERIOR

JST JOIST

K KIPS (1000 LBS)

LCE COMPRESSION EMBEDMENT LENGTH

LCS COMPRESSION LAP SPLICE LENGTH

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LTE TENSION EMBEDMENT LENGTH

LTS TENSION LAP SPLICE LENGTH

LW LIGHTWEIGHT

MANUF MANUFACTURER

MTL METAL

NIC NOT IN CONTRACT

NS NEAR SIDE

NTS NOT TO SCALE

OC ON CENTER

OCEW ON CENTER, EACH WAY

OF OUTSIDE FACE

OH OPPOSITE HAND

OPP OPPOSITE

PAF POWDER ACTUATED FASTENER

PEMB PRE-ENGINEERED METAL BUILDING

PL PLATE

PLF POUNDS PER LINEAL FOOT

PREFAB PREFABRICATED

PRELIM PRELIMINARY

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

RE: OR REF REFER TO

REINF REINFORCING

REQD REQUIRED

SIM SIMILAR

SLV SHORT LEG VERTICAL

SOG SLAB ON GRADE

SQ SQUARE

SS STAINLESS STEEL

STD STANDARD

STL STEEL

SW SHEAR WALL

SYM SYMMETRIC

T&B TOP AND BOTTOM

TOC TOP OF CONCRETE

TOD TOP OF DECK

TOS TOP OF STEEL

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

VIF VERIFY IN FIELD

W/ WITH

W/O WITHOUT

WF WIDE FLANGE

WP WORK POINT

WWF WELDED WIRE FABRIC

H2B, INC.

TEXAS FIRM REGISTRATION NO. 8856

1225 N LOOP W, SUITE 800

HOUSTON, TX 77008

713.864.2900

P

LO

T T

E D

O N

F

IL

E

N A

M E

SCALE:

DESIGNED BY :

DRAWN BY :

AS SHOWN

VA PROJECT No. :

09-18-2020

/1

/2

:4

:5

P M

C U s e rs \z a c k e ry .f e rg u s o n

\D o c u m e n ts

\M A

D V

A M

C Z e ro

G ra v it y A n a ly s is

R

S T

R C e n tr a l_

Z a c k e ry .F e rg u s o n A

N N

A .r v t

SA-001

STRUCTURAL GENERAL NOTES

ZERO GRAVITY SYSTEM FOR CATH LAB

MEDVAMC HOUSTON, TEXAS

CCM

ZAF

580-20-104

REV DESCRIPTION DATE

0 ISSUE FOR PERMIT 09/18/2020

1/4

1/4

Le v

Le v

"S " S

PA

CI

NG

(N

D" D

IA

A3

-N

B

OL

TS

VARIABLES:

Lev = 1 1/2" D = 3/4"

N = PER TABLE

S = 3"

BEAM N

W8, W10 2

NOTES:

3" DIM. TYP. EXCEPT AS

RECOMMENDED BY AISC FOR W8 &

SMALLER BEAMS OR FOR LARGER

BEAMS.

FACE OF : BEAM WEB, COL. FLG.,

OR COL. WEB

.1

L 3 ½ x 3 ½ x 5/16 " DBL

ANGLE CONN (GA = 4

½" MIN)

MI

N3"

EXIST W18

OR W21

EXISTING 4 1/2" CONC

ON METAL DECK (VIF)

EXISTING W18x35 OR W16x26

NEW CONT

L3x3x1/4 EA SIDE

FULL LENGTH OF

EXIST BEAM

1/4"

3/16" MIN

1/4"3 1/2" @

12" OC

3 1/2" @

12" OC

EXISTING 4 1/2" CONC

ON METAL DECK (VIF)

EXISTING W16

4th FLOOR

3/16" MIN

V.

I.F

1'

- 4

1/ 8"

V.

I.F

7'

- 1

1 7 /8"

EXIST

4th FLOOR

NEW HSS4x4

BETWEEN EXIST

HANGER RODS

EXIST C6 CHANNELS

SPACING VARIES

EQUIPMENT

EXIST CONC ON

METAL DECK (4 3/8"

TOTAL V.I.F.)

UNISTRUT SUPPLIER

PROVIDE CHANNEL NUT

TO SUPPORT 1.8K (ASD)

LOAD

+/- 2' - 0"

P5001 BETWEEN

EXIST UNISTRUT IN

CEILING @ 2'-0" OC

(5 TOTAL, V.I.F.)

+/- 9'-6" CEILING

TO 3rd FF BELOW COORD w/ EXIST

AND EQUIP MANUF.

UNISTRUT P1652S

BEAM CLAMP w/ 3/4"Ø

THREADED ROD

3/4"x6"x0'-11" CAP PLATE w/ (4) 3/4"Ø

BOLTS

C6 - SEE PLANSEE DETAIL 6 THIS

SHEET FOR CONN

TO HSS 4x4 HANGER

3/4"Ø DIA BOLT

IN VERT. SLOTTED

HOLE

L4x4x3/8" EA SIDE

OF HANGER

MI

N.

1/2

1'

- 0

T.O. INTERSTITIAL

6" FLOOR PURLIN

L5x5x5/16" BRACE @ 4'-0" OC

EXIST W18

WELD ANGLE

ALL AROUND

EXIST

W BEAM

EXIST

W BEAM

EXIST 4 1/2"

CONC ON METAL

DECK (VIF)

3/16" MIN

C6 -

SEE PLAN 3/16" MIN.

3/16" MIN.

HSS 4x4 HANGER

- SEE PLAN

EXISTING 4 1/2" CONC

ON METAL DECK (VIF)

NEW W10x22

3/16" MIN

V.

I.F

1'

- 4

1/ 8"

V.

I.F

7'

- 1

1 7 /8"

EXIST

4th FLOOR

NEW HSS4x4

BETWEEN EXIST

HANGER RODS

EQUIPMENT

UNISTRUT SUPPLIER

PROVIDE CHANNEL NUT

TO SUPPORT 1.8K (ASD)

LOAD

+/- 2' - 0"

P5001 BETWEEN

EXIST UNISTRUT IN

CEILING @ 2'-0" OC

(5 TOTAL, V.I.F.)

+/- 9'-6" CEILING

TO 3rd FF BELOW COORD w/ EXIST

AND EQUIP MANUF.

3/4"x6"x0'-11" CAP PLATE w/ (4) 3/4"Ø

BOLTS

C6 - SEE PLAN

L3x3x5/16" X 0'-6"

EA SIDE OF HSS

4x4 w/ (2) 1/2"Ø

HILTI KWIK BOLT 3

w/ 2" EMBEDMENT

SEE DETAIL 6 THIS

SHEET FOR CONN

TO HSS 4x4 HANGER

3/4"Ø DIA BOLT

IN VERT. SLOTTED

HOLE

T.O. EXIST

INTERSTITIAL 6"

FLOOR PURLIN

1'

- 0

MI

N.

1/2

UNISTRUT P1652S

BEAM CLAMP w/ 3/4"Ø

THREADED ROD1

H2B, INC.

TEXAS FIRM REGISTRATION NO. 8856

1225 N LOOP W, SUITE 800

HOUSTON, TX 77008

713.864.2900

PL

OT

TE

D

ON

FI

LE

N

AM

E:

SCALE:

DESIGNED BY :

DRAWN BY :

AS SHOWN

VA PROJECT No. :

10/15/2020

/1

6/

1:

:0

AMC

:\U se rs

\e lb a.

du qu e\

D oc um en ts \M

AD

VA

M C

Z er o G ra vi ty A na ly si s_

R

_S

TR

_C en tra l_ el ba

.d uq ue .rv t

SA-050

TYPICAL DETAILS - STEEL

ZERO GRAVITY SYSTEM FOR CATH LAB

MEDVAMC HOUSTON, TEXAS

CCM

ZAF

580-20-104

NTS1 DOUBLE ANGLE CONNECTION

NTS2 EXIST WF REINF. DETAIL

NTS4

EQUIPMENT SUPPORT DETAIL - CATH

LAB #1

NTS3 BOTTOM FLANGE BRACING DETAIL

NTS6 CHANNEL TO HSS HANGER CONN

NTS5

EQUIPMENT SUPPORT DETAIL - CATH

LAB #3

REV DESCRIPTION DATE

1 BEAM CLAMP REVISION 10/15/2020

G G

22 21 20 19

H H

J J

K K

W21X50 W21X50 W21X50

W18X35W21X62

W21X62 W18X35

W18X35W21X62

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W21X57

W21X62

W21X62

V .I.

F

V .I.

F

V .I.

F

V.I.F.

36' - 6"

V.I.F.

36' - 6"

V.I.F.

36' - 6"

W21X44

W18X35

W21X44

W18X40

W18X40

W21X44

W21X44

W21X44

W21X44

W21X44

W21X50

W21X50

W18X35

W18X35

W18X35

W18X35

W18X35

W18X35

W18X35

W18X35

W18X35

W18X35

W18X35

W18X35

W16X26

W16X31

W16X31

W18X35

W18X35

W18X35

W18X35

W18X35

W18X35

W16X26

W16X26

W16X26

TYP

4' - 6"

TYP

4' - 6"

7' - 9" 9"

1' - 6"

6"

W

X

W

X

C10X15.3

W

X

W

X

W

X

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

EX

E X

E X

E X

E X

E X

E X

E X

E X E X

E X

E X E X

E X

E X E X

E X E

X

E X

E X

E X

E X

SB-100

H.5 H.5

J.5 J.5

G.2 G.2

5'

W 10X12

W 10X12

W 10X12

W 10X12

W 10X12

W 10X12

W 10X12

W 10X12

EX

EX

EX

EX

EX

EX

EX

EX

SB-100

W

X

W

X

W

X

6' - 1" 6' - 1"

3 3

N E

W

N E

W

N E

W

TYP

FOR LOWER CEILING

SCHEMATIC PLAN

FOR LOWER CEILING

SCHEMATIC PLAN

C6x8.2

BELOW

3 3

TYP

4' - 6" 10' - 0"

6' - 1"

TYP

3' - 0 1/2"

TYP

3' - 0 1/2"

10' - 0" 4' - 6"

3' - 0 1/2"

V.I.F.

6' - 1"

C6x8.2

BELOW

GENERAL SHEET NOTES

A. REFERENCE SHEET SA-001 FOR STRUCTURAL GENERAL NOTES AND SA-050 FOR

TYPICAL STRUCTURAL DETAILS. REVIEW NOTES & DETAILS FOR APPLICABILITY.

B. SEE EQUIPMENT MANUFACTURER DRAWINGS FOR DETAILS & DIMENSIONS NOT

SHOWN.

C. EXISTING CONDITIONS AND DIMENSIONS SHALL BE CONFIRMED BY THE

CONTRACTOR. CONTRACTOR SHALL CONTACT ENGINEER OF RECORD WITH ANY

FIELD DISCREPANCIES.

FRAMING PLAN NOTES:

1. EXISTING 4 1/2" TOTAL THICK CONCRETE SLAB ON METAL DECK - GC TO FIELD

VERIFY.

2. EXISTING 3/4" DIA HANGERS SUPPORTING INTERSTITIAL FLOOR BELOW. GC

COORD EXISTING FRAMING LOCATIONS.

3. NEW HSS 4x4x3/8" HANGERS BETWEEN EXISTING HANGER RODS ON EXISTING

W16/NEW W10. SEE DETAIL 4 & 5/SA-050.

4. BRACE BOTTOM FLANGE OF EXISTING W18x35 TO ADJACENT EXISTING BEAMS WITH L5x5x5/16" @ 4'-0" OC. SEE PLAN FOR EXTENTS. SEE DETAIL .

5. REINFORCE EXISTING W18x35 AND W16x26 WITH (2) L3x3x1/4" AT BOTTOM

FLANGE - SEE DETAIL ./2 SA-050

/3 SA-050

H

H.5

V.I.F.

3' - 2"

TYP - V.I.F.

6 SPCS @ 2'-2"

V.I.F.

1' - 2"

V.I.F.

3' - 0"

NEW EQUIP - COORD

LOCATION w/ EXISTING

AND EQUIP MANUF.

EXISTING UNISTRUTS

INSTALLED FOR EXIST

EQUIPMENT SUPPORT

(TYP)

NEW UNISTRUT

P5001 BETWEEN

EXIST CEILING

UNISTRUTS (TYP)

K

NEW EQUIP - COORD

LOCATION w/ EXISTING

AND EQUIP MANUF.

EXISTING UNISTRUTS

INSTALLED FOR EXIST

EQUIPMENT SUPPORT

(TYP)

NEW UNISTRUT

P5001 BETWEEN

EXIST CEILING

UNISTRUTS (TYP)

5'

5'

O F

E X

IS

T

E Q

U

IP

V.I.F.

3' - 8"

V.I.F.

2' - 3"

TYP - V.I.F.

6 SPCS @ 2'-0"

V.I.F.

11 3/4"

V.I.F.

1' - 11 5/8"

V.I.F.

2' - 5 1/2"

H2B, INC.

TEXAS FIRM REGISTRATION NO. 8856

1225 N LOOP W, SUITE 800

HOUSTON, TX 77008

713.864.2900

P

LO

T T

E D

O N

F

IL

E

N A

M E

SCALE:

DESIGNED BY :

DRAWN BY :

AS SHOWN

VA PROJECT No. :

09-18-2020

/1

/2

:4

:0

P M

C U s e rs \z a c k e ry .f e rg u s o n

\D o c u m e n ts

\M A

D V

A M

C Z e ro

G ra v it y A n a ly s is

R

S T

R C e n tr a l_

Z a c k e ry .F e rg u s o n A

N N

A .r v t

SB-100

OVERALL 4TH FLOOR FRAMING

PLAN

ZERO GRAVITY SYSTEM FOR CATH LAB

MEDVAMC HOUSTON, TEXAS

CCM

ZAF

580-20-104

1/8" = 1'-0"

PARTIAL 4TH FLOOR FRAMING PLAN

1 : 60

CATH LAB #1 - ENLARGED FRAMING

PLAN

1 : 60

CATH LAB #3 - CEILING EQUIPMENT

SUPPORT SCHEMATIC

REV DESCRIPTION DATE