02 Structural Drawings IFC.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

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

THE CONTRACTOR WILL BE REQUIRED TO SIGN AN INDEMNITY STATEMENT AND FEES FOR THE

ELECTRONIC FILES SHALL BE PAID IN FULL 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 THEIR ACCEPTANCE OF ALL INFORMATION SHOWN

HEREIN AS CORRECT, AND OBLIGATES THEMSELF TO ANY JOB EXPENSE, REAL OR IMPLIED, ARISING

DUE TO ANY ERRORS OR OMISSIONS THAT MAY OCCUR HEREIN.

MINIMUM SHOP DRAWING SUBMITTAL REQUIREMENTS INCLUDE:

CONCRETE MIX DESIGNS FOR EACH CLASS OF CONCRETE WITH TEST DATA

CONCRETE ACCESSORIES (VAPOR BARRIER, REINFORCING SUPPORT CHAIRS, ETC.)

CONCRETE REINFORCING SHOP DRAWINGS

STRUCTURAL STEEL SHOP DRAWINGS (SEALED BY A LICENSED PROFESSIONAL

ENGINEER)

STRUCTURAL STEEL CONNECTIONS AND CALCULATIONS (SEALED BY A LICENSED

PROFESSIONAL ENGINEER)

FRP (FIBER REINFORCED POLYMER) STRENGTHENING SHOP DRAWINGS AND

CALCULATIONS (SIGNED AND SEALED BY A LICENSED PROFESSIONAL ENGINEER). SEE

FRP NOTES, THIS SHEET

CRANES, CONCRETE TRUCKS AND ALL OTHER HEAVILY LOADED VEHICLES ARE NOT TO BE DRIVEN

ACROSS GRADE BEAMS OR BUILDING SLABS.

ERECTION OF STRUCTURAL STEEL MAY NOT BEGIN UNTIL CONCRETE FOUNDATION HAS CURED FOR A

MINIMUM OF THREE (3) DAYS. STRUCTURAL STEEL OR OTHER HEAVY LOADS SHALL NOT BE

STOCKPILED ON ANY SLAB UNTIL IT HAS CURED FOR A MINIMUM OF THREE (3) DAYS.

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 SINCE EXISTING

CONDITIONS WERE NOT ACCESSIBLE OR SINCE FIELD OBSERVATION OF EXISTING CONDITION IS

BEYOND THE ENGINEER’S SCOPE OF WORK DURING THE DESIGN PHASE OF THIS PROJECT. THE

ACCURACY OF THIS INFORMATION HAS NOT BEEN VERIFIED. 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 ARCHITECT 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 2021

DEAD LOAD:

ANY CHANGES IN CONSTRUCTION MATERIALS FROM THOSE SHOWN ON

THE ARCHITECTURAL OR 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

EQUIPMENT: PER MANUFACTURER'S SPECIFICATIONS

LIVE LOAD REDUCTIONS HAVE BEEN APPLIED IN ACCORDANCE WITH THE

BUILDING CODE, UNLESS NOTED OTHERWISE.

ARCHITECTURAL BARRIER ACT:

GRAB BAR: 250 LBS ANY DIRECTION

TUB/SHOWER SEAT: 250 LBS ANY DIRECTION

FASTENERS: 250 LBS ANY DIRECTION

WIND LOAD:

INTERNATIONAL BUILDING CODE, 2021 EDITION

VELOCITY (ULT) : 122 MPH THREE SECOND GUST

EXPOSURE: C

RISK CATEGORY: IV

INTERNAL PRESSURE COEFFICIENT, Gcpi: +/- 0.18

RAIN LOAD:

RISK CATEGORY: IV

15-MINUTE INTENSITY: 9.62 In/Hr 30-MINUTE INTENSITY: 4.64 In/Hr

SEISMIC LOAD:

RISK CATEGORY: IV

SEISMIC IMPORTANCE FACTOR (I): 1.5

MAPPED SPECTRAL RESP ACCEL (Ss/S1): 0.096g/0.069g

SITE CLASS: B

SPECTRAL RESPONSE COEFF (Sds/Sd1): 0.058g/0.037g

SEISMIC DESIGN CATEGORY: A

STRUCTURAL STEEL

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

LOAD RESISTANCE FACTOR DESIGN (LRFD) 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. HEADED ANCHOR RODS: ASTM F1554 GRADE 36 OR GRADE 55 ANCHOR AND HEAVY HEX NUT, AS

INDICATED IN DETAILS.

6. 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.

7. TYPICAL CONNECTIONS ARE INDICATED ON THE DRAWINGS.

8. 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.

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.

12. 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.

13. 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. THE STEEL FABRICATOR AND THE STEEL ERECTOR SHALL COORDINATE THE SHOP

FABRICATION, SHIPPING AND ERECTION OF ALL STRUCTURAL MEMBERS AND ASSEMBLIES.

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

SUBPART R, SAFETY STANDARDS FOR STEEL ERECTION.

15. 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.

16. DECK SHALL BE CORRUGATED DECK CONFORMING TO ASTM A653 WITH Fy=50 KSI. DECK SHALL BE GALVANIZED, CONFORMING TO ASTM A924, WITH A MINIMUM ZINC COATING GRADE OF G60. DECK SHALL BE 20 GAGE, 2” DEEP AND SHALL HAVE A MINIMUM MOMENT OF INERTIA OF 0.409 INCH TO

THE FOURTH PER FOOT OF WIDTH. WELD DECK TO EACH STRUCTURAL SUPPORTING MEMBER AT

EVERY OTHER CORRUGATION AT END LAPS, AND 2’-0” ON CENTER AT INTERMEDIATE SUPPORTS.

AT SPANDREL BEAMS AND DECK SUPPORT ANGLES, THE DECK SHALL BE WELDED TO ALL

SUPPORTS AT 6” ON CENTER. THE SLAB SHALL BE 4” LIGHT WEIGHT CONCRETE REINFORCED WITH 4x4-W2.9Xw2.9 WELDED WIRE FABRIC (DRAPED) LAPPED ONE MESH AT SPLICES.

17. ANY LIGHTWEIGHT CONCRETE USED, SHALL HAVE SAND AND LIGHTWEIGHT AGGREGATE

CONFORMING TO ASTM C330 AND SHALL WEIGH NO MORE THAN 120 POUNDS PER CUBIC FOOT

(PCF) AND SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4000 PSI, AT 28 DAYS.

18. STEEL DECK SHALL ALWAYS BE INSTALLED WITH DIRECTION OF FLUTES PERPENDICULAR TO STEEL

FRAMING MEMBERS. DECK SHALL BE CUT TO INSURE A MINIMUM OF THREE SPANS PER DECK

WIDTH.

CONCRETE

1. ALL CONCRETE REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60, EXCEPT WHERE NOTED. NO. 3 BARS SHALL CONFORM TO ASTM A615, GRADE 40. DEFORMED BAR ANCHORS SHALL

CONFORM TO ASTM A496, GR 70.

2. ALL WELDED WIRE FABRIC SHALL BE SMOOTH WIRE FABRIC CONFORMING TO ASTM A1064, AND

SHALL BE FURNISHED IN FLAT SHEETS ONLY. ROLLED WIRE FABRIC WILL BE REJECTED.

3. CONCRETE IN THE FOLLOWING AREAS SHALL HAVE SAND AND CRUSHED CARBONATE AGGREGATE

CONFORMING TO ASTM C33, TYPE 1 PORTLAND CEMENT, FLYASH CONFORMING TO ASTM C618,

CLASS ‘C’ UP TO 20 PERCENT REPLACEMENT BY VOLUME AND THE FOLLOWING DESIGNATED

COMPRESSIVE STRENGTH (f’c) IN 28 DAYS:

• SLABS ON GRADE ------------ 3000 PSI (w/c = 0.50 MAX)

• ALL OTHER CONCRETE ---- 3000 PSI (w/c = 0.50 MAX)

• CONCRETE SUPPLIER SHALL BE AWARE OF CEMENTS THAT CAN CAUSE

ETTRINGITE FORMATION IN THE CEMENT PASTE AND BE PREPARED TO SHOW

THAT THE CEMENTS USED WILL NOT CAUSE THIS PROBLEM.

4. CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AS FOLLOWS; SEE SEC. 7.7 ACI 318, LATEST EDITION FOR CONDITIONS NOT NOTED, PROVIDE CHAIR SUPPORTS (AZTEC CASTLE CHAIR, WHC SERIES ‘B’ OR EQUAL) TO ADEQUATELY SUPPORT BARS FOR PROPER CLEARANCE AS

RECOMMENDED BY THE AMERICAN CONCRETE INSTITUTE AND THE CONCRETE REINFORCING

STEEL INSTITUTE. SLAB ON GRADE REINFORCEMENT SHALL BE SUPPORTED AT 45-INCH MAXIMUM

INTERVALS OR EVERY THIRD BAR.

• FOOTINGS ---- 3 IN.

• GRADE BEAMS ---- 3 IN. BOT., 2 IN. SIDE (3” EARTH FORMED), 2 IN. TOP

• SLAB ON GRADE ---- 1 IN. TOP

5. DETAILING OF CONCRETE REINFORCEMENT AND ACCESSORIES SHALL BE IN ACCORDANCE WITH

ACI PUBLICATION 315, LATEST EDITION. ALL HOOKED BARS SHOWN IN DETAILS SHALL HAVE

STANDARD HOOKS UNLESS NOTED OTHERWISE.

6. ALL MIXING, TRANSPORTING, PLACING AND CURING OF CONCRETE SHALL BE DONE IN

ACCORDANCE WITH THE RECOMMENDATIONS OF THE AMERICAN CONCRETE INSTITUTE, ACI 301,

LATEST EDITION.

7. NO HORIZONTAL JOINTS WILL BE PERMITTED IN CONCRETE EXCEPT WHERE THEY NORMALLY

OCCUR OR WHERE NOTED. VERTICAL JOINTS SHALL OCCUR AT CENTER SPANS OR AT LOCATIONS

APPROVED BY THE STRUCTURAL ENGINEER.

8. REINFORCING BARS SHALL NOT BE WELDED WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER.

9. UNLESS NOTED OTHERWISE CONTINUOUS BOTTOM REINFORCING BARS SHALL BE SPLICED AT

SUPPORTS AND CONTINUOUS TOP REINFORCING BARS SHALL BE SPLICED AT MID-SPAN.

10. ALL CONTINUOUS REINFORCEMENT SHALL HAVE CLASS B LAP AT SPLICES. PROVIDE 1-#6 X 6’-0”

TOP AND BOTTOM (TWO 36” LEGS WITH 90 DEGREE BEND) AT EACH FACE OF GRADE BEAMS AT

CORNERS AND INTERSECTIONS, AND AT 18” ON CENTER VERTICALLY AT WALLS.

11. CONDUITS ARE NOT ALLOWED IN SLABS, BEAMS, WALLS OR COLUMNS. ALL CONDUITS SHALL BE

SUSPENDED FROM OR ATTACHED TO THE CONCRETE STRUCTURE.

12. ALL BASE PLATES AND ANCHOR RODS SHALL BE PROTECTED WITH 3” (MIN.) OF CONCRETE.

ANCHOR RODS SHALL BE FABRICATED FROM FULL BODIED STEEL RODS CONFORMING TO ASTM

F1554 GR.36, WASHERS CONFORMING TO ASTM F884 AND NUTS CONFORMING TO ASTM A194 OR

A563 AND HAVING THE SAME DIAMETER AS THE BOLT DIAMETER AND USING CUT THREADS.

ROLLED THREADS ARE NOT ACCEPTABLE. BOLTS SHALL BE SET USING RIGID TEMPLATES.

13. PROVIDE (1) - #5 X 4’-0” AT RE-ENTRANT CORNERS AND AROUND RECTANGULAR HOLES IN SLABS

UNLESS NOTED OTHERWISE. PLACE BAR DIAGONAL TO CORNER WITH 1” CLEARANCE FROM TOP

AND THE SIDE OF THE SLAB AT THE CORNER.

14. WHERE FRESH CONCRETE IS DEPOSITED AGAINST HARDENED CONCRETE (GREATER THAN 8

HOURS OLD), CLEAN EXISTING SURFACE OF LAITANCE AND FOREIGN MATERIAL AND DAMPEN THE

EXISTING SURFACE. IF REQUIRED, ROUGHEN EXISTING CONCRETE TO ¼” AMPLITUDE.

15. SAW CUT JOINTS OR KEYED CONSTRUCTION JOINTS IN SLABS ON GRADE SHALL BE SPACED TO DIVIDE THE SLAB INTO PANELS NOT TO EXCEED 225 SQUARE FEET. THE LONGER DIMENSION OF EACH PANEL SHALL NOT EXCEED THE SHORTER DIMENSION BY MORE THAN 20%. JOINTS SHALL BE

LOCATED AT COLUMN CENTERLINES WHERE POSSIBLE. CONTRACTOR SHALL SUBMIT JOINT

LAYOUT TO ARCHITECT FOR APPROVAL.

GENERAL DEMOLITION NOTES

1. CONTRACTOR IF FULLY RESPONSIBLE FOR THE MEANS AND METHODS OF DEMOLITION AND THE INTEGRITY AND STABILITY OF THE EXISTING STRUCTURE DURING DEMOLITION UNTIL THE WORK IS

COMPLETED. THE CONTRACTOR WILL PROVIDE SHORING IN REQUIRED LOCATIONS WHERE

EXISTING CONSTRUCTION TO REMAIN WILL BE AFFECTED BY DEMOLITION AND RELATED

ACTIVITIES. TEMPORARY AND PERMANENT SHORING AND UNDERPINNING WORK AND

CALCULATIONS WILL BE DESIGNED , SIGNED AND SEALED BY A STRUCTURAL ENGINEER LICENSED IN THE STATE OF MISSOURI AND SUBMITTED TO THE DESIGN ENGINEER OF RECORD FOR REVIEW

AND APPROVAL PRIOR TO START OF DEMOLITION WORK.

2. DEMOLITION WORK WILL BE COORDINATED WITH EXISTING FIELD CONDITIONS, ACTIVITY

DESCRIBED IN THE DEMOLITION AND CONSTRUCTION DRAWINGS AND OTHER ACTIVITIES ON-SITE.

REFER TO THE ARCHITECTURAL, CIVIL, MECHANICAL AND ELECTRICAL DEMOLITION AND

CONSTRUCTION DRAWINGS. IN THE EVENT OF CONFLICTS, THE CONTRACTOR WILL NOTIFY THE

GOVERNMENT IMMEDIATELY.

3. EXISTING FRAMING INDICATED ON THESE DRAWINGS IS FOR REFERENCE ONLY AND IS TO BE FIELD

VERIFIED BY THE CONTRACTOR. VERIFY THE EXACT EXTENT OF DEMOLITION AT THE SITE.

DETERMINE THE NATURE AND EXTENT OF DEMOLITION THAT WILL BE NECESSARY BY COMPARING

THE CONTRACT DOCUMENTS WITH THE EXISTING CONSTRUCTION. COORDINATE ALL DEVIATIONS

WITH THE GOVERNMENT.

4. CONTRACTOR IS RESPONSIBLE FOR REPAIRS TO ANY STRUCTURAL ELEMENTS WHICH ARE TO

REMAIN AND THAT HAVE BEEN DAMAGED DURING DEMOLITION OPERATIONS TO THE COMPLETE

SATISFACTION OF THE GOVERNMENT. THE REPAIRS WILL BE AT NO EXPENSE TO THE

GOVERNMENT. ALL REPAIR WORK WILL BE DESIGNED BY A STRUCTURAL ENGINEER LICENSED IN THE STATE OF MISSOURI AND SUBMITTED TO THE DESIGN ENGINEER OF RECORD FOR REVIEW AND

APPROVAL PRIOR TO COMMENCING REPAIR WORK

5. CONTRACTOR SHALL USE QUALIFIED, EXPERIENCED PERSONNEL FOR DEMOLITION AND REMOVAL

OPERATIONS. PERFORM DEMOLITION AND REMOVAL OPERATIONS IN A CAREFUL AND ORDERLY

MANNER TO PREVENT HAZARDS TO PERSONS, DAMAGE TO PROPERTY, AND THE SPREADING OF

DUST AND DEBRIS.

6. CONTRACTOR SHALL NOT PERMIT PORTIONS OF THE STRUCTURE TO FALL OR DEBRIS TO DROP

EXCEPT BY METHODS WHICH WILL ENSURE THE INTEGRITY OF THE STRUCTURE.

7. PRIOR TO THE START OF WORK, CONTRACTOR SHALL VERIFY THAT THE SCOPE OF DEMOLITION INDICATED ON THE CONTRACT DOCUMENTS WILL NOT DAMAGE, CUT OR DISRUPT SERVICE OF ANY

MECHANICAL SYSTEM, ELECTRICAL SYSTEM OR UTILITY TO THIS OR ANY OTHER STRUCTURE.

8. DO NOT REMOVE MORE OF THE EXISTING STRUCTURE THAN INDICATED ON THE CONTRACT

DOCUMENTS. DO NOT DAMAGE, MAR, CUT OR DEFACE THE REMAINING STRUCTURE OR MATERIALS

TO BE REUSED.

9. CONTRACTOR SHALL INCLUDE IN THEIR BID THE COST OF REMOVING DEMOLISHED MATERIALS

FROM THE SITE IN ACCORDANCE WITH ALL APPLICABLE LAWS, CODES AND REGULATIONS.

10. FOR ALL NEW OPENINGS IN EXISTING SLABS OR WALLS, THE DEMOLITION CONTRACTOR SHALL CORE HOLES AT THE OUTSIDE CORNERS OF THE NEW OPENING PRIOR TO DEMOLITION. SAW CUT AND DEMOLISH REQUIRED AREA SLAB OR WALL ONLY AFTER THE INSTALLATION OF ALL REQUIRED NEW STRUCTURAL FRAMING, SHORING, UNDERPINNING AND/OR REINFORCEMENT IS IN PLACE AND SECURED. SAW CUTTING SHALL BE STRAIGHT AND WILL NOT EXTEND INTO THE EXISTING SLAB OR

WALL TO REMAIN OR BEYOND THE CORED HOLES AT THE CORNERS OF A NEW OPENING.

FRP (FIBER REINFORCED POLYMER) REINFORCEMENT

1. FIBER-REINFORCED POLYMER (FRP) REINFORCEMENT IS A DELEGATED DESIGN TO BE PERFORMED

BY A SPECIALTY REPAIR/STRENGTHENING ENGINEER WORKING FOR THE CONTRACTOR THAT

SHALL BE IN ACCORDANCE WITH ACI 440.2R-17 AND THE MANUFACTURER'S DESIGN MANUAL IN

ACCORDANCE WITH AC125.

2. STRENGTHENING SOLUTIONS AND ANALYSIS OF THE EXISTING STRUCTURE SHALL BE BASED ON THE DESIGN CRITERIA PROVIDED IN THE PROJECT DOCUMENTS AND THE ORIGINAL CONSTRUCTION

DOCUMENTS OF THE STRUCTURE.

3. PLANS SHOWING FRP LOCATIONS ARE SCHEMATIC REPRESENTATIONS OF THE FRP SYSTEM. THIS

DOES NOT REPRESENT THE ACTUAL AND/OR FINAL LOCATION OF THE FRP SYSTEM. THE FRP

CONTRACTOR IS RESPONSIBLE FOR PROVIDING ALL FRP STRENGTHENING TO COMPLETE THE

PROJECT.

4. THE FRP DESIGN DRAWINGS SHALL INDICATE THE FOLLOWING:

A. LOCATION OF THE FRP SYSTEM RELATIVE TO THE EXISTING STRUCTURE.

B. DIMENSIONS AND ORIENTATION OF EACH PLY, LAMINATE, OR NEAR-SURFACE-MOUNTED (NSM)

BAR.

C. NUMBER OF PLIES AND BARS AND THE SEQUENCE OF INSTALLATION.

D. LOCATION OF SPLICES AND LAP LENGTH.

E. MATERIAL PROPERTIES OF THE FRP LAMINATES.

5. DESIGN BASED ON EXTERNALLY BONDED FRP STRENGTHENING SYSTEM OF THE CSS V-WRAP FRP STRENGTHENING SYSTEM BY SIMPSON STRONG-TIE, INC. OTHER FRP STRENGTHENING SYSTEM TO

BE USED SHALL BE SUBMITTED AND APPROVED PRIOR TO BID.

6. THE MINIMUM FRP COMPOSITE LAMINATE DESIGN PROPERTIES SHALL BE:

A. TENSILE STRENGTH: 155 KSI

B. MODULUS OF ELASTICITY: 14,000 KSI

C. ELONGATION AT BREAK: 1.1%

7. CONSTRUCTION OF FRP SYSTEM SHALL FOLLOW THE INSTALLATION PROCEDURES DETAILED IN

THE PROJECT SPECIFICATION AND APPROVED BY THE FRP MANUFACTURER.

8. INSTALLATION OF THE FRP SYSTEM SHALL BE PERFORMED BY APPLICATORS TRAINED AND

CERIFIED BY THE FRP MANUFACTURER WITH A MINIMUM OF THREE (3) YEARS OF EXPERIENCE IN

PERFORMING FRP COMPOSITE RETROFITS.

9. FRP LAYOUT VARIATIONS TO ADDRESS FIELD CONDITIONS SHALL BE COORDINATED BY THE

CONTRACTOR WITH THE FRP DESIGNER TO ENSURE CONFORMANCE WITH THE DESIGN INTENT.

10. CORNERS THAT FRP IS TO BE WRAPPED AROUND SHALL BE ROUNDED TO A MINIMUM RADIUS OF 1/2

IN.

11. DIRECT CONTACT BETWEEN THE CARBON FIBER FRP FABRIC AND ANY METALLIC PARTS SHALL NOT BE PERMITTED. A THICKENED EPOXY RESIN LAYER SHALL BE APPLIED BETWEEN THE CARBON FRP

FABRIC AND METALLIC MATERIALS.

12. AFTER THE FRP SYSTEM IS INSTALLED, CURED, AND INSPECTED THE CONTRACTOR SHALL INSTALL

TWO COATS CSS V-WRAP TSTRATA TC PROTECTIVE TOPCOAT WITH CLASS A FLAME AND SMOKE

RATING.

13. REQUIRED SUBMITTALS FOR FRP:

A. ALL ITEMS LISTED IN THE PROJECT SPECIFICATION FOR EXTERNALLY BONDED FRP

REINFORCEMENT.

B. PRODUCT DATA SHEETS AND INSTALLATION MANUAL.

C. CURRENT ICC-ES REPORT LISTING THE APPLICATION OF THE FRP SYSTEM ON REINFORCED

CONCRETE SLABS AND BEAMS FOR FLEXURAL AND SHEAR STRENGTHENING.

D. STRUCTURAL CALCULATIONS AND DRAWINGS SIGNED AND SEALED BY A PROFESSIONAL CIVIL OR STRUCTURAL ENGINEER LICENSED IN THE STATE OF MISSOURI WITH EXPERIENCE IN REPAIR

AND STRENGTHENING OF CONCRETE STRUCTURES AND HAS COMPLETED AT LEAST 10

PROJECTS OF SIMILAR SCOPE IN THE PAST 2 YEARS.

E. FRP CONTRACTOR SHALL SUBMIT A LIST OF COMPLETED EXTERNALLY BONDED FRP

STRENGTHENING PROJECTS USING THE MANUFACTURER'S FRP COMPOSITE SYSTEM IN THE

PAST THREE (3) YEARS. THE LIST SHOULD INCLUDE A MINIMUM OF 25 PROJECTS WITH THE

PROPOSED FRP SYSTEM, THE DATES OF WORK, AMOUNT OF FRP, AND DESCRIPTION OF WORK

PERFORMED.

F. AS-BUILT DRAWINGS INCLUDING FINAL LAYOUT OF FRP STRENGTHENING AT THE COMPLETION

OF THE PROJECT.

th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t o n e e ig h th in c h o n e fo o t

A

B

C

D

E

F

Veterans Health

Administration

VA FORM 08-6231

Drawing Title Project Title

Location

Date Checked Drawn

Project Number

CONSULTANTS:

Drawing #

VA Health Care System Approval:

ARCHITECT:

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312 SW 25TH STREET

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(405) 842-6100

MISSOURI ARCHITECTURAL COA EXP. 12/31/2024

MISSOURI ENGINEERING COA EXP. 12/31/2024

STRUCTURAL / CIVIL ENGR

H2B

1225 N. LOOP WEST, STE 800

HOUSTON, TX 77008

(713) 864-2900

MECH / ELEC / PLUMB ENGR

SPUR DESIGN

2519 MADISON AVE

KANSAS CITY, MO 64108

(913) 369-7200

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POOLE FIRE PROTECTION

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10901 FRONT BEACH RD, UNIT 1415

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1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

STAMP:

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EXP. 12/31/2024

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/1

/2

:3

:1

A

M

STRUCTURAL GENERAL NOTES

JNAJMA

ISSUED FOR CONSTRUCTION

EXPAND SPS - KCVAMC

10/11/2024

589-22-885

KANSAS CITY VA MEDICAL CENTER

4801 LINWOOD BLVD

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SA001

STRUCTURAL 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

MEP MECHANICAL, ELECTRICAL AND PLUMBING

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

No. REVISION DESCRIPTION DATE

1 REVISION 01 10/11/2024

04/17/2024

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. PER DIVISION 1 OF THE SPECIFICATIONS, THE

OWNER IS REQUIRING THE CONTRACTOR TO INCLUDE THE COST OF THE SERVICES FOR THE

SPECIAL INSPECTOR AND TESTING LABORATORY WITHIN THEIR SCOPE OF WORK, BUT ALL

REPORTING OF TEST AND INSPECTION RESULTS SHALL BE DELIVERED DIRECTLY TO THE

OWNER NOT THE CONTRACTOR. 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 CONCRETE INSTITUTE (ACI) CERTIFICATION

• ACI-CFTT CONCRETE FIELD TESTING TECHNICIAN – GRADE 1

• ACI-CCI CONCRETE CONSTRUCTION INSPECTOR

• ACI-LTT LABORATORY TESTING TECHNICIAN – GRADE 1&2

• ACI-STT STRENGTH TESTING TECHNICIAN

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 VE 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.

6. WHERE A COLD-FORMED STEEL TRUSS CLEAR SPAN IS 60 FEET OR GREATER, THE SPECIAL

INSPECTOR SHALL VERIFY THAT THE TEMPORARY INSTALLATION RESTRAINT/BRACING AND THE

PERMANENT INDIVIDUAL TRUSS MEMBER RESTRAINT/BRACING ARE INSTALLED IN ACCORDANCE

WITH THE APPROVED TRUSS SUBMITTAL PACKAGE.

7. AFTER INSPECTIONS OF OPEN-WEB STEEL JOISTS AND JOIST GIRDERS ARE PERFORMED, THE

REPORTS AND CERTIFICATES SHALL BE SUBMITTED BY THE OWNER OR OWNER'S AUTHORIZED

AGENT TO THE BUILDING OFFICIAL.

SPECIAL INSPECTION OF FABRICATED ITEMS

PER IBC 1704.2.5, WHERE FABRICATION OF STRUCTURAL, LOAD-BEARING OR LATERAL LOAD-

RESISTING MEMBERS OR ASSEMBLIES IS BEING CONDUCTED ON THE PREMISES OF A FABRICATOR'S

SHOP:

EITHER:

A. SPECIAL INSPECTIONS OF THE FABRICATED ITEMS SHALL BE PERFORMED DURING

FABRICATION AT THE FABRICATOR'S SHOP, OR;

B. THE FABRICATOR SHALL HAVE BEEN APPROVED TO PERFORM WORK WITHOUT SPECIAL

INSPECTIONS IN ACCORDANCE WITH IBC 1704.2.5.1. AT COMPLETION OF FABRICATION, THE

APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE OWNER OR

THE OWNER'S AUTHORIZED AGENT FOR SUBMITTAL TO THE BUILDING OFFICIAL AS SPECIFIED

IN IBC SECTION 1704.5 STATING THAT THE WORK WAS PERFORMED IN ACCORDANCE WITH THE

APPROVED CONSTRUCTION DOCUMENTS.

REINFORCING STEEL INSTALLATION

1. DURING THE CAST-IN-PLACE CONCRETE STRUCTURAL MEMBER REINFORCING PLACEMENT

OPERATIONS KEEP A COMPETENT TRAINED TECHNICIAN ASSIGNED TO THE PROJECT. INSPECT

REINFORCING UTILIZING ACI 311.4R “GUIDE FOR CONCRETE INSPECTION” AS A GUIDE.

SERVICES PROVIDED SHALL INCLUDE:

a. VERIFY TYPE AND GRADE OF ALL REINFORCING STEEL.

b. VERIFY REBAR IS FREE OF OIL, DIRT, EXCESSIVE RUST AND FROM DAMAGE IN

SHIPMENT TO SITE.

c. VERIFY REINFORCING IS ADEQUATELY TIED, CHAIRED AND SUPPORTED TO PREVENT

DISPLACEMENT DURING CONCRETE PLACEMENT. VERIFY MINIMUM AND MAXIMUM

CLEAR DISTANCES BETWEEN BARS AND MINIMUM STRUCTURAL DISTANCE TO

OUTSIDE OF CONCRETE. VERIFY QUANTITY, SIZE AND LOCATION OF

REINFORCEMENT. VERIFY MINIMUM CONCRETE COVER IS MAINTAINED BETWEEN

REBAR AND SURFACE OF CONCRETE.

d. VERIFY SIZE AND PLACEMENT OF REBAR. VERIFY LAP LENGTHS, LOCATIONS AND

STAGGERS AND VERIFY BENDS FOR MINIMUM DIAMETER, SLOPE AND LENGTH.

VERIFY HOOKED BAR LENGTHS AND LOCATIONS.

CONCRETE TESTING

1. PER IBC 1705.3, SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION SHALL BE

PERFORMED.

2. CONCRETE MIX DESIGNS SHALL BE SUBMITTED FOR REVIEW INDICATING CONFORMANCE WITH

ACI 318, LATEST EDITION.

3. SLUMP TESTS, CONFORMING TO ASTM C143, SHALL BE TAKEN AT THE POINT OF DISCHARGE AT

THE SAME RATE AS NOTED BELOW IN NOTE NUMBER 6.

4. AIR CONTENT TESTS CONFORMING TO ASTM C173, VOLUMETRIC METHOD FOR LIGHTWEIGHT

OR NORMAL WEIGHT CONCRETE; ASTM C231 PRESSURE METHOD FOR NORMAL WEIGHT

CONCRETE; SHALL BE TAKEN FOR EACH DAY’S POUR OF EACH TYPE OF AIR-ENTRAINED

CONCRETE.

5. CONCRETE TEMPERATURE SHALL BE TESTED HOURLY WHEN AIR TEMPERATURE IS 40 DEG F (4

DEG C) AND BELOW, WHEN 80 DEG F (27 DEG C) AND ABOVE, AND EACH TIME A SET OF

COMPRESSION TEST SPECIMENS IS MADE.

6. ONE SET OF FOUR COMPRESSION TEST SPECIMENS CONFORMING TO ASTM C31 SHALL BE

MOLDED AND STORED FOR LABORATORY-CURED SPECIMENS. COMPRESSIVE STRENGTH TESTS

SHALL CONFORM TO ASTM C39 AND SHALL CONSIST OF ONE SET FOR EACH DAY’S POUR

EXCEEDING 5 CU. YDS. PLUS ADDITIONAL SETS FOR EACH 50 CU. YDS. MORE THAN THE FIRST 25

CU. YDS OF EACH CONCRETE CLASS PLACED IN ANY ONE DAY. ONE SPECIMEN SHALL BE

TESTED AT 7 DAYS, TWO SPECIMENS SHALL BE TESTED AT 28 DAYS, AND ONE SPECIMEN SHALL

BE RETAINED FOR LATER TESTING AS REQUIRED.

7. IN THE ABSENCE OF SUFFICIENT DATA OR DOCUMENTATION PROVIDING EVIDENCE OF

CONFORMANCE TO QUALITY STANDARDS FOR MATERIALS IN THE LATEST EDITION OF ACI 318,

THE BUILDING OFFICIAL SHALL REQUIRE TESTING OF MATERIALS IN ACCORDANCE WITH THE

APPROPRIATE STANDARDS AND CRITERIA FOR THE MATERIAL IN THE LATEST EDITION OF ACI

318.

8. VERIFY CONCRETE IS BEING CONSOLIDATED IN ACCORDANCE WITH THE RECOMMENDATIONS

OF ACI 318 AND ACI 309R, LATEST EDITION.

9. VERIFY THAT POST INSTALLED ANCHORS ARE AS SPECIFIED AND THAT ANCHORS ARE

INSTALLED PER THE MANUFACTURER’S RECOMMENDATIONS AND REQUIREMENTS.

10. PER IBC 1705.5.4, REPORTS OF PRECONSTRUCTION TESTS FOR SHOTCRETE IN ACCORDANCE WITH IBC SECTION 1908.5, SHALL BE SUBMITTED BY THE OWNER OR THE OWNER'S AUTHORIZED

AGENT TO THE BUILDING OFFICIAL.

11. SPECIAL INSPECTIONS AND TESTS SHALL NOT BE REQUIRED FOR:

A. ISOLATED SPREAD CONCRETE FOOTINGS OF BUILDINGS THREE STORIES OR LESS ABOVE

GRADE PLANE AND THAT ARE FULLY SUPPORTED ON EARTH OR ROCK.

B. CONTINUOUS CONCRETE FOOTINGS SUPPORTING WALLS OF BUILDINGS THREES STORIES

OR LESS ABOVE GRADE PLANE THAT ARE FULLY SUPPORTED ON EARTH OR ROCK WHERE:

a. THE FOOTINGS SUPPORT WALLS OF LIGHT-FRAME CONSTRUCTION

b. THE FOOTINGS ARE DESIGNED IN ACCORDANCE WITH IBC TABLE 1809.7.

c. THE STRUCTURAL DESIGN OF THE FOOTING IS BASED ON THE SPECIFIED COMPRESSIVE STRENGTH f'c, NOT MORE THAN 2,500 POUNDS PER SQUARE INCH (PSI), REGARDLESS OF

THE COMPRESSIVE STRENGTH SPECIFIED IN THE APPROVED CONSTRUCTION

DOCUMENTS OR USED IN THE FOOTING CONSTRUCTION.

C. NONSTRUCTURAL CONCRETE SLABS SUPPORTED DIRECTLY ON THE GROUND, INCLUDING

PRESTRESSED SLABS ON GRADE, WHERE THE EFFECTIVE PRESTRESS IN THE CONCRETE IS

LESS THAN 150 PSI.

D. CONCRETE FOUNDATION WALLS CONSTRUCTED IN ACCORDANCE WITH IBC TABLE

1807.1.6.2.

E. CONCRETE PATIOS, DRIVEWAYS, AND SIDEWALKS, ON GRADE.

SCHEDULE OF SPECIAL INSPECTIONS

VERIFICATION / INSPECTION STEEL DECK INSPECTION

IBC 2012 SECTION 1705.2.2

EXTENT

CONTINUOUS,

PERIODIC

COMMENTS

AGENT

PE/GE, EIT,

OR ETT

MATERIAL VERIFICATION OF COLD-

FORMED STEEL DECK:

A. IDENTIFICATION MARKINGS TO

CONFORM TO ASTM STANDARDS

SPECIFIED IN THE APPROVED

CONSTRUCTION DOCUMENTS.

B. MANUFACTURER'S CERTIFIED

TEST REPORTS.

PERIODIC ETT

PERIODIC

CONTINUOUS

ETT

AWS D1.3 AWS-CWI

APPLICABLE ASTM STANDARDS

INSPECTION OF WELDING:

A. COLD-FORMED STEEL DECK:

a. COMPLETE AND PARTIAL JOINT

PENETRATION GROVE WELDS

b. MULTIPASS FILLET WELDS

c. SINGLE-PASS FILLED WELDS > 5/16”

d. PLUG AND SLOT WELDS

e. SINGLE-PASS FILLET WELDS < 5/16”

f. FLOOR AND ROOF DECK

WELDS.

B. REINFORCING STEEL:

a. VERIFICATION OF WELDABILITY

OF REINFORCING STEEL

OTHER THAN ASTM A706.

b. 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.

c. SHEAR REINFORCEMENT

d. OTHER REINFORCING STEEL

CONTINUOUS

PERIODIC

PERIODIC

PERIODIC

ETTAWS D1.4

ACI 318: SECTION 3.5.2

CONTINUOUS

CONTINUOUS

CONTINUOUS

CONTINUOUS

PERIODIC

AWS-CWIAWS D1.1

IBC 1704.3.1

SCHEDULE OF SPECIAL INSPECTIONS

VERIFICATION / INSPECTION STEEL DECK WELDING INSPECTIONS

IBC 2015/2018 1705.2.2,

SDI QA/QC -2011

EXTENT

OBSERVE,

PERFORM

COMMENTS

AGENT

PE/GE, EIT,

OR ETT

ETT

ETT

OBSERVE

ETT

WELDING PROCEDURE SPECIFICATIONS

(WPS) AVAILABLE

MATERIAL IDENTIFICATION (TYPE/GRADE)

MANUFACTURER CERTIFICATIONS FOR

WELDING CONSUMABLES AVAILABLE

CHECK WELDING EQUIPMENT

PERFORM

ETT

ETT

INSPECTIONS PRIOR TO WELDING

INSPECTIONS DURING WELDING

USE OF QUALIFIED WELDERS

CONTROL AND HANDLING OF WELDING

CONSUMABLES

ENVIRONMENTAL CONDITIONS (WIND

SPEED, MOISTURE, TEMPERATURE)

WPS FOLLOWED

INSPECTIONS AFTER WELDING

VERIFY SIZE AND LOCATION OF WELDS,

INCLUDING SUPPORT, SIDELAP, AND

PERIMETER WELDS

TABLE 1.3

TABLE 1.4

TABLE 1.5

ETT

ETT

ETT

ETT

WELDS MEET VISUAL ACCEPTANCE

CRITERIA

VERIFY REPAIR ACTIVITIES

DOCUMENT ACCEPTANCE OR REJECTION

OF WELDS

OBSERVE

OBSERVE

OBSERVE

OBSERVE

OBSERVE

OBSERVE

OBSERVE

PERFORM

PERFORM

PERFORM

TABLE 1.3

TABLE 1.3

TABLE 1.3

TABLE 1.4

TABLE 1.4

TABLE 1.4

TABLE 1.5

TABLE 1.5

TABLE 1.5

ETT

ETT

ETT

SCHEDULE OF SPECIAL INSPECTIONS

VERIFICATION / INSPECTION INSPECTION PRIOR TO WELDING

IBC 2018/2021 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 2018/2021 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 2018/2021 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

SCHEDULE OF SPECIAL INSPECTIONS

VERIFICATION / INSPECTION CONCRETE INSPECTION

IBC 2021 SECTION 1705.6, TABLE 1705.6

EXTENT

CONTINUOUS,

PERIODIC

COMMENTS

AGENT

PE/GE, EIT,

OR ETT

INSPECT REINFORCEMENT, INCLUDING

PRESTRESSING TENDONS, AND VERIFY

PLACEMENT.

PERIODIC

PERIODIC

PERIODIC

PERIODIC

ETT

AWS-CWI

ETT

ETT

ACI 318: Ch. 20, 25.2, 25.3, 26.6.1-26.6.3

AWS D1.4

ACI 318: 26.6.4

ACI 318:17.8.2.4

ACI 318: 17.8.2

ACI 318: Ch. 19, 26.4.3, 26.4.4

CONTINUOUS

CONTINUOUS

PERIODIC

CONTINUOUS

PERIODIC

PERIODIC

PERIODIC

ACI-CFTT

OR ACI-STT

ETT

ETT

ETT

ETT

ETT

ETT

ASTM C31

ASTM C172

ACI 318: 26.5, 26.12

ACI 318: 26.5

ACI 318: 26.5.3-26.5.5

ACI 318: 26.10

ACI 318: 26.9

ACI 318: 6.2

ACI 318: 6.1.1

REINFORCING BAR WELDING:

a. VERIFY WELDABILITY OF

REINFORCING BARS OTHER THAN

ASTM A706;

b. INSPECT SINGLE-PASS FILLET

WELDS, MAXIMUM 5/16"; AND

c. INSPECT ALL OTHER WELDS.

INSPECT ANCHORS POST-INSTALLED IN

HARDENED CONCRETE MEMBERS.

A. ADHESIVE ANCHORS INSTALLED IN

HORIZONTALLY OR UPWARDLY

INCLINED ORIENTATIONS TO RESIST

SUSTAINED TENSION LOADS.

B. MECHANICAL ANCHORS AND

ADHESIVE ANCHORS NOT DEFINED IN

4.A.

VERIFY MAINTENANCE OF SPECIFIED

CURING TEMPERATURE AND

TECHNIQUES.

INSPECT ERECTION OF PRECAST

CONCRETE MEMBERS.

INSPECT FORMWORK FOR SHAPE,

LOCATION AND DIMENSIONS OF THE

CONCRETE MEMBER BEING FORMED.

VERIFY USE OF REQUIRED DESIGN MIX.

PRIOR TO CONCRETE PLACEMENT,

FABRICATE SPECIMENS FOR STRENGTH

TESTS, PREFORM SLUMP AND AIR

CONTENT TESTS, AND DETERMINE THE

TEMPERATURE OF THE CONCRETE.

INSPECT CONCRETE AND SHOTCRETE

PLACEMENT FOR PROPER APPLICATION

TECHNIQUES.

INSPECTION OF PRESTRESSED

CONCRETE:

A. APPLICATION OF

PRESTRESSING FORCES

B. GROUTING OF BONDED

PRESTRESSING TENDONS IN

THE SEISMIC FORCE-

RESISTING SYSTEM.

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.

INSPECT INSTALLATION TOLERANCES OF

PRECAST CONCRETE DIAPHRAGM

CONNECTIONS FOR COMPLIANCE WITH ACI

550.5.

FOR PRECAST CONCRETE DIAPHRAGM

CONNECTIONS OR REINFORCEMENT AT

JOINTS CLASSIFIED AS MODERATE OR

HIGH DEFORMABILITY ELEMENTS (MDE OR

HDE) IN STRUCTURES ASSIGNED TO

SEISMIC DESIGN CATEGORY C, D, E, OR F,

INSPECT SUCH CONNECTIONSAND

REINFORCEMENT IN THE FIELD FOR:

A. INSTALLATION OF THE EMBEDDED

PARTS

B. COMPLETION OF THE CONTINUITY

OF REINFORCEMENT ACROSS JOINTS

C. COMPLETION OF CONNECTIONS IN

THE FIELD.

ACI 318: 26.13.1.3

ACI 550.0

ACI 318: 26.13.1.3

ETT

ETT

CONTINUOUS

PERIODIC

PERIODIC

CONTINUOUS

PERIODIC ETTACI 318: 17.8.2INSPECT ANCHORS CAST IN CONCRETE

th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t o n e e ig h th in c h o n e fo o t

A

B

C

D

E

F

Veterans Health

Administration

VA FORM 08-6231

Drawing Title Project Title

Location

Date Checked Drawn

Project Number

CONSULTANTS:

Drawing #

VA Health Care System Approval:

ARCHITECT:

SPUR DESIGN, LLC

312 SW 25TH STREET

Oklahoma City, OK 73109

(405) 842-6100

MISSOURI ARCHITECTURAL COA EXP. 12/31/2024

MISSOURI ENGINEERING COA EXP. 12/31/2024

STRUCTURAL / CIVIL ENGR

H2B

1225 N. LOOP WEST, STE 800

HOUSTON, TX 77008

(713) 864-2900

MECH / ELEC / PLUMB ENGR

SPUR DESIGN

2519 MADISON AVE

KANSAS CITY, MO 64108

(913) 369-7200

FIRE PROTECTION ENGR

POOLE FIRE PROTECTION

19910 WEST 161ST ST.

OLATHE, KANSAS 66062

(913) 829-8690

FULLY SPRINKLERED

INDUSTRIAL HYGENIST

RIVERFRONT SAFETY & HEALTH

11140 S. TOWNE SQ., STE 100

ST. LOUIS, MO 63123

(713) 864-2900

TELECOMMUNICATION

ASPEN ENGINEERING & CONTRACTING

7 KIJI-DAVA CIRCLE, STE A

PRESCOTT, AZ 86301

(928) 774-0992

PHYSICAL SECURITY

FORCE PROTECT

10901 FRONT BEACH RD, UNIT 1415

PANAMA CITY BEACH, FL 32407

(502) 836-4232

1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

STAMP:

Drawing Number

Building Number

HEALTHCARE PLANNER

THE INNOVA GROUP

9442 N. CAPITAL OF TX HWY

AUSTIN, TX 78759

(512) 346-8700

COA# E-2022036629

EXP. 12/31/2024

10/11/2024

/1

/2

:3

:1

A

M

STRUCTURAL SPECIAL INSPECTIONS

JNAJMA

ISSUED FOR CONSTRUCTION

EXPAND SPS - KCVAMC

10/11/2024

589-22-885

KANSAS CITY VA MEDICAL CENTER

4801 LINWOOD BLVD

KANSAS CITY, MO 64128

SA010

No. REVISION DESCRIPTION DATE

1 REVISION 01 10/11/2024

SCHEDULE OF SPECIAL INSPECTIONS

VERIFICATION / INSPECTION STEEL DECK MECHANICAL FASTENING INSPECTIONS

IBC 2015/2018 1705.2.2,

SDI QA/QC - LATEST EDITION

EXTENT

OBSERVE,

PERFORM

COMMENTS

AGENT

PE/GE, EIT,

OR ETT

ETT

OBSERVE

ETT

MANUFACTURER INSTALLATION

INSTRUCTIONS AVAILABLE FOR

MECHANICAL FASTENERS

PROPER STORAGE FOR MECHANICAL

FASTENERS

PROPER TOOLS AVAILABLE FOR FASTENER

INSTALLATION

PERFORM

ETT

ETT

INSPECTIONS PRIOR TO MECHANICAL

FASTENING

INSPECTIONS DURING MECHANICAL

FASTENING

FASTENERS ARE POSITIONED AS REQUIRED

FASTENERS ARE INSTALLED IN

ACCORDANCE WITH MANUFACTURER’S

INSTRUCTIONS

INSPECTIONS AFTER MECHANICAL

FASTENING

CHECK SPACING, TYPE, AND INSTALLATION

OF SUPPORT FASTENERS

TABLE 1.6

TABLE 1.7

TABLE 1.8

ETT

ETT

CHECK SPACING, TYPE, AND INSTALLATION

OF SIDELAP FASTENERS

CHECK SPACING, TYPE, AND INSTALLATION

OF PERIMETER FASTENERS

VERIFY REPAIR ACTIVITIES

OBSERVE

OBSERVE

OBSERVE

OBSERVE

PERFORM

PERFORM

PERFORM

ETT

ETT

ETT

TABLE 1.7

TABLE 1.6

TABLE 1.6

DOCUMENT ACCEPTANCE OR REJECTION

OF MECHANICAL FASTENERS

PERFORM ETT

TABLE 1.8

TABLE 1.8

TABLE 1.8

TABLE 1.8

SCHEDULE OF SPECIAL INSPECTIONS

VERIFICATION / INSPECTION STEEL DECK PLACEMENT INSPECTIONS

IBC 2015/2018 1705.2.2,

SDI QA/QC -2011

EXTENT

OBSERVE,

PERFORM

COMMENTS

AGENT

PE/GE, EIT,

OR ETT

ETT

VERIFY COMPLIANCE OF MATERIALS (DECK

AND ALL DECK ACCESSORIES) WITH

CONSTRUCTION DOCUMENTS, INCLUDING

PROFILES, MATERIAL PROPERTIES, AND

BASE METAL THICKNESS

DOCUMENT ACCEPTANCE OR REJECTION

OF DECK AND DECK ACCESSORIES

PERFORM ETT

ETT

INSPECTIONS PRIOR TO DECK PLACEMENT

INSPECTIONS AFTER DECK PLACEMENT

VERIFY COMPLIANCE OF DECK AND ALL

DECK ACCESSORIES INSTALLATION WITH

CONSTRUCTION DOCUMENTS

VERIFY DECK MATERIALS ARE

REPRESENTED BY THE MILL

CERTIFICATIONS THAT COMPLY WITH THE

CONSTRUCTION DOCUMENTS

DOCUMENT ACCEPTANCE OR REJECTION

OF INSTALLATION OF DECK AND DECK

ACCESSORIES

TABLE 1.1

ETT

ETT

TABLE 1.1

TABLE 1.2

TABLE 1.2

TABLE 1.2

PERFORM

PERFORM

PERFORM

PERFORM

th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t o n e e ig h th in c h o n e fo o t

A

B

C

D

E

F

Veterans Health

Administration

VA FORM 08-6231

Drawing Title Project Title

Location

Date Checked Drawn

Project Number

CONSULTANTS:

Drawing #

VA Health Care System Approval:

ARCHITECT:

SPUR DESIGN, LLC

312 SW 25TH STREET

Oklahoma City, OK 73109

(405) 842-6100

MISSOURI ARCHITECTURAL COA EXP. 12/31/2024

MISSOURI ENGINEERING COA EXP. 12/31/2024

STRUCTURAL / CIVIL ENGR

H2B

1225 N. LOOP WEST, STE 800

HOUSTON, TX 77008

(713) 864-2900

MECH / ELEC / PLUMB ENGR

SPUR DESIGN

2519 MADISON AVE

KANSAS CITY, MO 64108

(913) 369-7200

FIRE PROTECTION ENGR

POOLE FIRE PROTECTION

19910 WEST 161ST ST.

OLATHE, KANSAS 66062

(913) 829-8690

FULLY SPRINKLERED

INDUSTRIAL HYGENIST

RIVERFRONT SAFETY & HEALTH

11140 S. TOWNE SQ., STE 100

ST. LOUIS, MO 63123

(713) 864-2900

TELECOMMUNICATION

ASPEN ENGINEERING & CONTRACTING

7 KIJI-DAVA CIRCLE, STE A

PRESCOTT, AZ 86301

(928) 774-0992

PHYSICAL SECURITY

FORCE PROTECT

10901 FRONT BEACH RD, UNIT 1415

PANAMA CITY BEACH, FL 32407

(502) 836-4232

1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

STAMP:

Drawing Number

Building Number

HEALTHCARE PLANNER

THE INNOVA GROUP

9442 N. CAPITAL OF TX HWY

AUSTIN, TX 78759

(512) 346-8700

COA# E-2022036629

EXP. 12/31/2024

10/11/2024

/1

/2

:3

:1

A

M

STRUCTURAL SPECIAL INSPECTIONS

JNAJMA

ISSUED FOR CONSTRUCTION

EXPAND SPS - KCVAMC

10/11/2024

589-22-885

KANSAS CITY VA MEDICAL CENTER

4801 LINWOOD BLVD

KANSAS CITY, MO 64128

SA011

No. REVISION DESCRIPTION DATE

1 REVISION 01 10/11/2024

KEY PLAN

BLDG 26

AREA OF

WORK

BLDG 1

B L

D G

N

H

G

F

E

D

2 3 4

EXISTING 48" W x 24" DEEP CONC BEAM

EXISTING 48" W x 24" DEEP CONC BEAM

EXISTING 48" W x 24" DEEP CONC BEAM

EXISTING 48" W x 24" DEEP CONC BEAM

20X20TYP, UNO

16X16

16X16

24X16

16X16

24X16

VIF

32' - 0"

VIF

32' - 0"

VIF

32' - 0"

V

IF

V

IF

V

IF

V

IF

EXIST

EXIST

EXIST

EXIST

EXIST

EXIST

4'

0"

2'

3' - 7" 5' - 2"

W27X84

W27X84

W27X84

W

X

W

X

W

X

W

X

9'

1"

1'

/2

3'

1'

/2

8'

SF502

SF502

SF501

SF501

SF501

SF501

SF502

SF502

TYP

6' - 6" 5' - 3"

# PLAN NOTES:

1. NEW PIT SLAB w/ 6" LIGHTWEIGHT CONCRETE ON METAL DECK. SEE GENERAL

NOTES FOR SLAB REINFORCEMENT AND ATTACHMENT REQUIREMENTS. SEE

DETAIL .

2. NEW OPENING. COORDINATE SIZE AND LOCATION WITH ARCH & MEP. RE:

SHEET SF501 FOR FRAMING DETAILS. SEE DEMO NOTES ON SHEET SA001.

3. EXISTING 7" CONCRETE SLAB.

4. RE: FOR BEAM SIZE, SPACING & ELEVATION.

5. FOR NEW W27 BEAM CONNECTION TO EXISTING CONC GIRDER - SEE

6. HSS 3x3x1/4" DUMBWAITER RAIL. SEE DETAIL .

7. EXISTING CONCRETE GIRDER TO BE REINFORCED WITH FIBER REINFORCED

POLYMER (FRP) TO SUPPORT NEW DUMBWAITER PIT LOADING. SEE GENERAL

NOTES FOR FRP, DESIGNED BY OTHERS. SEE SF-402 FOR EXTENTS.

8. GC AND STEEL DETAILER TO PROVIDE PROPOSED SPLICE LOCATIONS TO

EOR PRIOR TO FABRICATION.

GENERAL SHEET NOTES

A. REFERENCE SHEET SA-001 FOR…