589A7-18-302 Wichita Bid Drawings - 3_Structural (SI).pdf

CONSTRUCTION DETAILS FOR STRUCTURAL MOVEMENT

1. IT IS THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE ACCOMMODATIONS IN GLAZING,

ARCHITECTURAL FINISHES, PLUMBING, HVAC, AND ELECTRICAL ELEMENTS TO PREVENT DAMAGE DUE

TO DEFLECTION OF ROOF, WALL AND FLOOR MEMBERS.

2. VERTICAL DEFLECTIONS DUE TO GRAVITY LOADS:

OPEN WEB ROOF JOISTS LENGTH IN INCHES/240

WIDE FLANGE ROOF BEAMS & GIRDERS LENGTH IN INCHES/240

COMPOSITE FLOOR WIDE FLANGE BEAMS* LENGTH IN INCHES/360

*AFTER THE FLOOR CONCRETE IS POURED. DO NOT ATTACH ANY ELEMENT TO A FLOOR SYSTEM

BEFORE THE FLOOR SLAB IS POURED AND SHORING IS REMOVED.

3. HORIZONTAL DEFLECTIONS DUE TO WIND (W) OR SEISMIC (E):

CONVENTIONAL METAL STUDS LENGTH IN INCHES/240(W), 200(E)*

CONVENTIONAL BUILDING (FLOOR TO ROOF) HEIGHT IN INCHES/360(W), 200(E)

CONVENTIONAL BUILDING (FLOOR TO FLOOR) HEIGHT IN INCHES/360(W), 200(E)

*LENGTH IN INCHES/600 FOR BRICK VENEER

DELEGATED ENGINEERING OF STRUCTURAL COMPONENTS & SYSTEMS

5. NO SUBMITTAL WILL BE REVIEWED UNLESS ALL OF THE ABOVE INFORMATION IS INCLUDED. THE

ENGINEER OF RECORD SHALL NOT BE RESPONSIBLE FOR DELAYS CAUSED BY INCOMPLETE

SUBMITTALS.

6. STEEL JOISTS

A. STEEL JOISTS SHALL MEET THE LATEST STEEL JOIST INSTITUTE AND AISC JOIST SPECIFICATIONS, AND SHALL BE FABRICATED BY A MEMBER OF THE SJI.

B. ALL SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A LICENSED ENGINEER.

C. STEEL JOIST SPACING SHALL BE AS SHOWN ON PLANS.

D. JOIST FABRICATOR SHALL PROVIDE JOIST BRIDGING PER SJI RECOMMENDATIONS. REFERENCE

PLANS AND DETAILS FOR SPECIAL BRIDGING AND BRACING REQUIREMENTS.

E. DESIGN ALL STEEL ROOF JOISTS, JOIST GIRDERS, AND BRIDGING FOR A NET UPLIFT PRESSURE PER

THE JOIST SCHEDULE AND COMPONENTS AND CLADDING TABLE. BRIDGING LOCATIONS TO BE

DETERMINED BY JOIST SUPPLIER PER SJI RECOMMENDATIONS.

F. WHERE JOIST BEARING CONDITIONS REQUIRE NON-STANDARD BEARING ENDS, JOIST FABRICATOR

SHALL PROVIDE SPECIAL BEARING ENDS AS REQUIRED TO ACCOMMODATE SUCH CONDITIONS.

G. ALL STEEL JOIST BEARING CONNECTIONS SHALL BE WELDED UNLESS NOTED OTHERWISE.

H. PROVIDE STABILIZER PLATES AND ERECTION BOLTS AT LOCATIONS REQUIRED PER SJI

SPECIFICATIONS AND OSHA REGULATIONS.

I. SUSPENSION OF ANY MISCELLANEOUS ITEMS FROM JOISTS SHALL BE ONLY AT TOP OR BOTTOM

CHORD PANEL POINTS UNLESS INDICATED OTHERWISE.

J. GENERAL CONTRACTOR IS RESPONSIBLE FOR COORDINATING ROUTING OF MECHANICAL OR

ELECTRICAL COMPONENTS WITH JOIST BRIDGING AND/OR JOIST WEB MEMBERS PRIOR TO JOIST

FABRICATION.

K. JOISTS SHALL BE DESIGNED BY THE MANUFACTURER FOR ALL LOADING CONDITIONS AND TABLES PER SJI AND, IN ADDITION, ANY SPECIAL OR APPLIED LOADS AS MAY BE INDICATED IN THE DRAWINGS. JOIST MANUFACTURER SHALL NOT DESIGN JOISTS FOR LESS THAN LOADS SPECIFIED IN

SJI CAPACITY TABLES FOR JOIST DESIGNATION SHOWN ON PLANS.

L. JOIST EXTENSIONS SHALL BE DESIGNED FOR THE SAME LOADS AS THE MAIN JOIST SPAN UNLESS

NOTED OR DETAILED OTHERWISE.

DESIGN CRITERIA

1. BUILDING CODE: INTERNATIONAL BUILDING CODE (IBC), 2018 EDITION, INCLUDING LOCAL SUPPLEMENTS.

THE STRUCTURE IS CLASSIFIED AS A RISK CATEGORY IV FACILITY.

2. DEAD AND LIVE LOADS:

UNIFORM CONCENTRATED TOTAL

LOCATION LIVE LOAD LIVE LOAD DEAD LOAD*

ROOF 20 PSF ---------- 40 PSF

SLAB ON GRADE 100 PSF 2,000 LB ----------

LIGHT STORAGE 125 PSF ---------- 20 PSF

STAIRS 100 PSF ---------- ----------

CATWALKS 40 PSF 300 LB 20 PSF

FLOOR LIVE LOADS ON SUPPORTING ELEMENTS SHALL NOT BE REDUCED IN ACCORDANCE WITH THE

BUILDING CODE. ROOF LIVE LOADS ON SUPPORTING ELEMENTS SHALL NOT BE REDUCED

*TOTAL DEAD LOAD INCLUDES WEIGHT OF STRUCTURAL ELEMENTS.

3. SNOW LOADS

GROUND SNOW LOAD, Pg: 15 PSF FLAT ROOF SNOW LOAD, Pf: 18 PSF SNOW EXPOSURE FACTOR, Ce: 1.0 SNOW IMPORTANCE FACTOR, Is: 1.2 THERMAL FACTOR, Ct 1.0 ROOF SLOPE FACTOR, Cs 1.0

DRIFTING OF SNOW AND UNBALANCED SNOW SHALL BE IN ACCORDANCE WITH THE CODE. FOR SNOW DRIFT INFORMATION SUCH AS DRIFT SURCHARGE LOAD, Pd, AND WIDTH OF SNOW DRIFTS, w, REFERENCE SNOW DRIFT TABLE ON S-004.

4. WIND:

BASIC WIND SPEED, V: 123 MPH (3 SECOND GUST)

ALLOWABLE STRESS DESIGN WIND SPEED, Vasd: 95 MPH (3 SECOND GUST)

WIND EXPOSURE: C

INTERNAL PRESSURE COEF.: +/-0.18

COMPONENTS AND CLADDING PRESSURE SHALL BE USED FOR DESIGN OF EXTERIOR WALLS,

WINDOWS, DOORS, AND MISCELLANEOUS MATERIALS NOT SPECIFICALLY SHOWN ON THE PLANS.

FOR COMPONENTS AND CLADDING DESIGN WIND PRESSURES, REFERENCE COMPONENT AND

CLADDING TABLE.

5. SEISMIC:

SITE CLASS: D

SEISMIC DESIGN CATEGORY: C

SEISMIC IMPORTANCE FACTOR: 1.5

SS: 0.091

S1: 0.055

SDS: 0.097

SD1: 0.088

SEISMIC FORCE RESISTING SYSTEM: STEEL SYSTEMS NOT SPECIFICALLY DETAILED

FOR SEISMIC RESISTANCE

RESPONSE MODIFICATION COEF., R 3

METHOD OF ANALYSIS: EQUIVALENT LATERAL FORCE

CS: 0.049

BASE SHEAR: 41 KIPS

6. BLAST/ANTI-TERRORISM

A. THIS STRUCTURE IS DESIGNED TO MEET THE BLAST-RESISTANT DESIGN REQUIREMENTS FOR MISSION CRITICAL FACILITIES PER THE 2020 VA PHYSICAL SECURITY AND RESILIENCE DESIGN

MANUAL (PSRDM).

B. PERIMETER BARRIERS MUST BE DESIGNED TO PREVENT A VEHICLE FROM PENETRATING THE

BARRIER. THE DESIGN IS BASED ON A VEHICLE WEIGHING 4,000 POUNDS AND TRAVELING AT 30 MPH WITH A MAXIMUM PENETRATION DISTANCE OF 3.3 FEET, PER SECTION 7.5 OF THE 2020 VA PHYSICAL

SECURITY AND RESILIENCE DESIGN MANUAL (PSRDM).

SOIL PREPARATION AND FOUNDATIONS

1. THE FOUNDATION SYSTEM IS DESIGNED AS RECOMMENDED IN THE GEOTECHNICAL INVESTIGATION PREPARED BY PROFESSIONAL ENGINEERING CONSULTANTS, PROJECT NO. 200664-000. A COPY IS IN THE SPECIFICATIONS OR IS AVAILABLE FOR INSPECTION AT THE ENGINEER'S PLACE OF BUSINESS.

2. REMOVE TOP SOIL CONTAINING ORGANIC MATERIAL AND PREPARE THE BUILDING PAD IN ACCORDANCE WITH THE CIVIL ENGINEERING PLANS, SPECIFICATIONS, AND GEOTECHNICAL INVESTIGATION.

3. REMOVE SOIL AS REQUIRED TO ALLOW FOR A LOW VOLUME CHANGE ZONE 18" THICK UNDER THE FLOOR SLAB AND DRAINAGE MATERIAL. FILL TO SUBGRADE ELEVATION SHOWN ON THE DRAWINGS

WITH NON-EXPANSIVE FILL OR STABILIZED SOIL PER SPECIFICATION.

4. SOIL SUPPORTED FOUNDATIONS:

A. DESIGN BEARING PRESSURE (NET) IS 3500 PSF FOR FOUNDATIONS BEARING ON UNDISTURBED SOIL

OR APPROVED ENGINEERED FILL MATERIAL. BEARING MATERIALS SHALL BE VERIFIED BY A

LICENSED GEOTECHNICAL ENGINEER.

B. ALL FOUNDATIONS ARE DESIGNED WITH EARTH FORMED SIDES; THE TOP 71/4" OF THE FOUNDATION SHALL BE FORMED TO THE DESIGN DIMENSION WHEN VISIBLE AFTER CONSTRUCTION IS COMPLETE.

THE CONSTRUCTED FOUNDATION DIMENSION SHALL BE NO LESS THAN THE DESIGN DIMENSION, AND

NO MORE THAT 6" GREATER THAN THE DESIGN DIMENSION.

5. DO NOT BACKFILL FOUNDATIONS/BASEMENT WALLS UNTIL THE RESTRAINING SLABS OR ADEQUATE BRACING ARE IN PLACE. ALL BACKFILL SHALL BE PLACED AND COMPACTED IN ACCORDANCE WITH THE

SPECIFICATION.

6. EXTERIOR SLABS SHALL SLOPE AWAY FROM THE STRUCTURE A MINIMUM OF 1/4" PER FOOT UNLESS

NOTED OTHERWISE.

CONCRETE

4. MISCELLANEOUS CONCRETE DETAILS:

A. ALL EXPOSED EDGES OF CONCRETE SHALL BE CHAMFERED 3/4" INSIDE THE FORMS OR TOOLED TO

3/4" RADIUS UNLESS NOTED OTHERWISE.

B. SLABS ON GRADE SHALL HAVE CONSTRUCTION JOINTS AND/OR CONTROL JOINTS (SAWN JOINTS) TO DIVIDE THE SLAB INTO PANELS, NOT TO EXCEED 256 SQUARE FEET. THE LONG DIMENSION SHALL

NOT EXCEED THE SHORT DIMENSION BY MORE THAN 20%. CONTRACTOR TO SUBMIT PROPOSED

LOCATIONS FOR APPROVAL.

C. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN OF ALL FORMING AND SHORING.

D. NO ALUMINUM SHALL BE EMBEDDED IN CONCRETE. CONDUITS AND PIPING EMBEDDED IN CONCRETE WALLS, SLABS, OR BEAMS SHALL BE SPACED A MINIMUM OF FOUR DIAMETERS AND THE OUTSIDE DIAMETER SHALL BE LESS THAN 30% OF THE MEMBER THICKNESS AND PLACED BETWEEN LAYERS

OF REINFORCING.

E. NO CONDUIT MAY BE EMBEDDED IN SLABS ON METAL DECK UNLESS SPECIFICALLY DETAILED OR

NOTED OTHERWISE ON STRUCTURAL PLANS.

F. SAW CUTTING AND CORING OF EXISTING STRUCTURAL CONCRETE.

a. THE CONTRACTOR SHALL HAVE ALL STRUCTURAL CONCRETE INTENDED TO BE CORED OR CUT INVESTIGATED WITH GROUND PENETRATING RADAR (GPR) PRIOR TO CUTTING/CORING. LOCATION

OF REINFORCING SHALL BE REPORTED TO THE ENGINEER OF RECORD (EOR). THE EOR MAY

DIRECT THE CONTRACTOR TO ADJUST THE OPENING LOCATION TO REDUCE THE QUANTITY OF

EXISTING REINFORCING THAT WILL BE CUT.

b. ALL NEW CIRCULAR OPENINGS SHALL BE CORE DRILLED. ALL NEW RECTANGULAR OPENINGS

SHALL BE CORE DRILLED IN EACH CORNER TO PREVENT OVERCUTTING BEYOND THE INTENDED

CORNERS. THE CONTRACTOR SHALL APPLY APPROPRIATE PRESSURE TO THE EQUIPMENT TO

PREVENT SPALLING OVER 1/2" ON THE BACK SIDE OF THE OPENING.

5. WHEN THE CONCRETE WILL HAVE MOISTURE SENSITIVE FLOOR COVERING, THE CONTRACTOR SHALL COORDINATE THE CURING TIME TO ALLOW THE MOISTURE VAPOR TRANSMISSION TO REDUCE THE LEVEL THAT THE ADHESIVE MANUFACTURER WILL GUARANTEE THE INSTALLATION. THE CONTRACTOR SHALL HAVE THE FLOOR COVERING INSTALLER TEST THE MOISTURE VAPOR TRANSMISSION OR USE AN

ADHESIVE DESIGNED FOR THE RATE OF VAPOR TRANSMISSION OCCURRING AT THE TIME OF

INSTALLATION.

CONCRETE REINFORCING

1. MATERIALS ASTM GRADE

PLATE & ANGLE: A36 ---

REINFORCING STEEL: A615 60

WELDED WIRE FABRIC (WWF): A185 60 (MIN.)

HEADED STUDS: A108 ---

DEFORMED BAR ANCHORS: A706 60

ANCHOR RODS (BOLTS): F1554 36

ANCHOR RODS (BOLTS): F1554 55

2. DETAILS:

A. WELDING OF REINFORCING STEEL IS PROHIBITED UNLESS NOTED OTHERWISE. WHEN WELDING IS APPROVED, WELDING SHALL BE IN ACCORDANCE WITH AWS D1.4 "WELDING REINFORCING STEEL, ETC."

B. WELDED WIRE FABRIC SHALL BE FURNISHED IN FLAT SHEETS.

C. SHOP DRAWINGS SHALL BE SUBMITTED WITH REINFORCING STEEL IN ACCORDANCE WITH ACI 315.

3. PLACEMENT:

A. ALL REINFORCING AND EMBEDMENTS SHALL BE SUPPORTED ON CHAIRS/BOLSTERS TO THE DESIGN

DIMENSIONS. SPACING SHALL BE SUFFICIENTLY CLOSE TO PREVENT DISPLACEMENT OR

PERMANENT DEFORMATION DUE TO CONCRETE PLACEMENT, FOOT TRAFFIC, OR VIBRATION.

"PUDDLING IN" OR "PULLING UP" REINFORCING IS NOT AN ACCEPTABLE METHOD FOR PLACING REINFORCING. CHAIRS/BOLSTERS SHALL HAVE PLASTIC COATED FEET OR BE MADE OF STAINLESS STEEL. CHAIRS/BOLSTERS IN CONTACT WITH EARTH SHALL HAVE BOTTOM PLATES AND BE COATED TO PREVENT CORROSION. ANCHOR RODS SHALL BE HELD IN PLACE WITH TEMPLATES SUFFICIENTLY

STRONG TO PREVENT DISPLACEMENT OR TILTING.

B. MAINTAIN ACI CLEAR COVER ON REINFORCING AS LISTED BELOW UNLESS NOTED OTHERWISE.

CAST AGAINST EARTH (BOTTOM OR SIDES): 3"

FORMED - EXPOSED TO SOIL, WEATHER OR LIQUIDS: 2"

FORMED SLABS - INTERIOR: 1"

FORMED MEMBERS - INTERIOR: 1.5"

SLABS ON GRADE (FROM TOP OF SLAB): 1.5"

C. PROVIDE CORNER BARS OF THE SAME SIZE AND SPACING AS ADJACENT REINFORCING.

D. OPENINGS IN WALLS OR SLABS SHALL BE REINFORCED PER DETAIL.

E. REINFORCING STEEL SHALL BE LAPPED PER TABLE A, SHEET S-003.

F. WELDED WIRE FABRIC SHALL BE LAPPED ONE FULL SQUARE PLUS 2".

MASONRY

1. MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH THE ACI 530 AND THE BUILDING CODE USING

THE ORDINARY REINFORCED METHOD.

2. MATERIALS:

A. ALL CONCRETE MASONRY UNITS (CMU) SHALL BE TWO-CELL, LIGHTWEIGHT AGGREGATE UNITS WITH

A SPECIFIED MINIMUM COMPRESSIVE STRENGTH OF 2800 PSI ON NET AREA AT 28 DAYS

CONFORMING TO ASTM C90.

B. ALL MORTAR SHALL BE TYPE "S" CONFORMING TO ASTM C270.

C. THE MINIMUM COMPRESSIVE STRENGTH (f'm) OF A PRISM ASSEMBLED OF CMU AND FULL MORTAR

BEDDING SHALL BE 2000 PSI AT 28 DAYS ON THE NET AREACH

D. GROUT SHALL CONFORM TO ASTM C476 WITH 3/8" AGGREGATE WITH TYPE I CEMENT, A MAXIMUM WATER/CEMENT RATION OF 0.65, AND A SLUMP OF 5" TO 9". THE MINIMUM GROUT COMPRESSIVE STRENGTH (f'c) SHALL BE 2500 PSI.

E. REINFORCING STEEL SHALL MEET THE REQUIREMENTS OF ASTM A615, GR. 60.

F. CMU LOCATED BELOW GRADE SHALL BE NORMAL-WEIGHT AGGREGATE UNITS WITH ALL CELLS

GROUTED SOLID.

3. HORIZONTAL WALL REINFORCING:

A. PROVIDE CONTINUOUS HORIZONTAL REINFORCING AT 16" ON CENTER WITH HOT-DIP GALVANIZED JOINT REINFORCING (W1.7 WIRES, MINIMUM). JOINT REINFORCING SHALL LAP TWO SQUARES PLUS

2". DISCONTINUE THE REINFORCING AT ISOLATION JOINTS.

B. PROVIDE HORIZONTAL REINFORCING AT THE HEAD OF ALL OPENINGS IN A "U" SHAPED SOLID

BOTTOM LINTEL BLOCK. CUT OFF THE BOTTOM SHELL OF THE LINTEL BLOCKS AT VERTICAL

REINFORCING LOCATION FOR JAMBS. PROVIDE HORIZONTAL REINFORCING AT THE SILL OF ALL

OPENINGS IN A KNOCK-OUT BOND BEAM. REINFORCING STEEL SHALL EXTEND BEYOND OPENING

PER DETAILS.

C. MINIMUM HORIZONTAL REINFORCING IN ALL LINTELS AND BOND BEAMS SHALL BE AS FOLLOWS

UNLESS NOTED OTHERWISE:

THICKNESS REINFORCING

8" (2) #4 12" (2) #5

4. VERTICAL REINFORCING:

A. PROVIDE VERTICAL REINFORCING (NORMAL REINFORCING) IN FULLY GROUTED CELLS, CENTERED AND HELD IN PLACE BY REINFORCING STEEL GUIDES IN ALL WALLS AS FOLLOWS, UNLESS NOTED

OTHERWISE:

THICKNESS INTERIOR NON- EXTERIOR &

LOAD BRG. WALLS LOAD BRG. WALLS

8" #5 AT 48" O.C. #5 AT 48" O.C. U.N.O.

12" (2) #5 AT 48" O.C. (2) #5 AT 48" O.C. U.N.O.

(2) #5 AT 8" O.C. @END ZONE, REF.ELEV.

(2) #5 AT 16" O.C. REMAINING, REF. ELEV.

B. PROVIDE VERTICAL FULLY GROUTED REINFORCED CELLS AT EACH SIDE OF AN ISOLATION JOINT, AT INTERSECTIONS OF WALLS, EACH SIDE OF A WALL OPENING, AT EACH BEAM BEARING, AND AT THE

END OF A WALL.

C. VERTICAL REINFORCING SHALL EXTEND CONTINUOUSLY FROM THE TOP OF THE SUPPORTING

MEMBER TO THE TOP BOND BEAM. THERE SHALL BE A DOWEL, CAST INTEGRAL WITH THE

SUPPORTING MEMBER, FOR EACH VERTICAL REINFORCING BAR EXCEPT AS NOTED. ALL VERTICAL

REINFORCING STEEL SHALL BE HOOKED INTO TOP BOND BEAM. ALL HOOKS, STRAIGHT

EMBEDMENTS AND LAPS SHALL BE PER TABLE.

5. LOCATION AND DETAILS OF CONTROL AND ISOLATION JOINTS IN MASONRY WALLS SHALL BE PER THE

ARCHITECTURAL DRAWINGS. IF NOT SHOWN OR NOTED ON THE ARCHITECTURAL DRAWINGS, THE

MAXIMUM SPACING OF CONTROL OR ISOLATION JOINTS SHALL BE AT A LENGTH TO HEIGHT RATIO OF 2:1 OR 30'-0" O.C., WHICHEVER IS LESS. REINFORCING IN ALL BOND BEAMS, INCLUDING THE TOP BOND BEAM, SHALL BE DISCONTINUOUS AT CONTROL AND ISOLATION JOINTS. CONTRACTOR SHALL SUBMIT A

JOINT LAYOUT PLAN FOR APPROVAL PRIOR TO CONSTRUCTION.

6. CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING WALL ELEVATIONS AS PART OF THE

SUBMITTAL. WALL ELEVATIONS SHALL INCLUDE HORIZONTAL AND VERTICAL REINFORCING, EMBEDS, CONTROL JOINTS, OPENINGS, ETC. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE WITH

THE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ALL OPENING LOCATION.

7. EMBEDDED CONDUIT, PIPES OR SLEEVES SHALL BE NO CLOSER THAN 3 DIAMETERS ON CENTER OR

DISPLACE MORE THAN 2% OF THE NET AREA.

8. LINTELS SUPPORTING CMU WALLS OVER OPENINGS, UNLESS NOTED OTHERWISE, SHALL BE:

OPENING WIDTH LINTEL

< 4'-0" 8"X8" CMU "U" SHAPED BOND BEAM W/ (2) #5

12"X8" CMU "U" SHAPED BOND BEAM W/ (2) #5 U.N.O.

> 4'-0" REFERENCE PLANS AND WALL ELEVATIONS

9. LOOSE LINTELS SUPPORTING MASONRY VENEERS, UNLESS NOTED OTHERWISE, SHALL BE:

OPENING WIDTH LINTEL

< 4'-0" L3 1/2"X3 1/2"X5/16"

> 4'-0" REFERENCE 13/S-501 AND 7/S-506

ALL LOOSE LINTELS SHALL BEAR A MINIMUM OF 8" ON EACH END. EXTERIOR LINTELS SHALL BE

GALVANIZED UNLESS NOTED OTHERWISE BY ARCHITECT.

DELEGATED ENGINEERING OF STRUCTURAL COMPONENTS & SYSTEMS

1. ALL STRUCTURAL COMPONENTS & SYSTEMS SPECIFIED TO BE DELEGATED SHALL BE DESIGNED AND SEALED BY A SPECIALTY STRUCTURAL ENGINEER (SSE) AND SHALL MEET THE GUIDELINES PUBLISHED

BY THE COUNCIL OF AMERICAN STRUCTURAL ENGINEERS (CASE) FOR DELEGATED SPECIALTY

STRUCTURAL ENGINEERING.

2. REFERENCE THE GENERAL NOTES & DRAWINGS FOR BUILDING CODE, SERVICE CRITERIA, AND DESIGN

LOADS.

3. SUBMITTALS FOR DELEGATED COMPONENTS & SYSTEMS SHALL INCLUDE THE FOLLOWING:

A. A FULL DESIGN ANALYSIS, INCLUDING CALCULATIONS FOR GRAVITY AND LATERAL LOADS, WITH A

SEALED COVER SHEET IDENTIFYING THE PROJECT NAME AND ADDRESS.

B. THE SSE THAT SEALED THE CALCULATIONS SHALL ALSO SEAL THE FABRICATION, PLACING, AND

ERECTION PLANS. EACH PLAN SHALL IDENTIFY THE PROJECT NAME AND ADDRESS.

C. IF THE SSE THAT SEALED THE CALCULATIONS AND PLANS IS AN EMPLOYEE OF A COMPANY, THE COMPANY'S CERTIFICATE OF AUTHORIZATION NUMBER SHALL BE INCLUDED ON THE SUBMITTALS.

BOTH THE SSE SEAL AND THE CERTIFICATE OF AUTHORIZATION SHALL BE ISSUED BY THE STATE IN

WHICH THE PROJECT IS LOCATED, INCLUDING PROJECTS ON FEDERAL LAND.

D. THE COMPANY THAT EMPLOYS THE SSE SHALL PROVIDE AN INSURANCE CERTIFICATE FOR

PROFESSIONAL LIABILITY INSURANCE WITH AN AGGREGATE AMOUNT OF NO LESS THAN TWO

MILLION DOLLARS ($2,000,000). CONTRACTS OR SUB-CONTRACTS FOR THIS PROJECT SHALL NOT

INCLUDE A LIMIT OF LIABILITY CLAUSE.

E. THE SSE THAT SEALED THE PLANS SHALL INCORPORATE A WRITTEN STATEMENT THAT THE

CONTRACT DOCUMENT'S CRITERIA HAVE BEEN INCORPORATED INTO THE DESIGN.

4. THE CONTRACTOR SHALL REVIEW THE SUBMITTAL FOR QUANTITIES AND DIMENSIONS AND VERIFY

THAT THE ABOVE INFORMATION HAS BEEN INCLUDED IN THE SUBMITTAL.

CONCRETE

1. ALL CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 318 AND THE BUILDING CODE, AND IN

CONFORMANCE WITH THE CURRENT "ACI MANUAL OF CONCRETE PRACTICE."

2. THE CONCRETE REQUIREMENTS ARE:

A. CEMENT SHALL BE TYPE I OR II CONFORMING TO ASTM C150. FLY ASH CONFORMING TO ASTM C618

TYPE C OR F MAY BE USED TO REPLACE A MAXIMUM OF 20% OF THE CEMENT BY WEIGHT.

B. FINE AGGREGATE FOR NORMAL WEIGHT CONCRETE SHALL MEET ASTM C33.

C. COARSE AGGREGATES FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C33, GRADE 67

OR LARGER. COARSE AGGREGATES SHALL BE NO LESS THAN 50% OF THE TOTAL AGGREGATE BY

WEIGHT, UNLESS APPROVED BY THE ENGINEER PRIOR TO MIX DESIGN SUBMITTAL.

D. MIX REQUIREMENTS ARE:

MINIMUM MINIMUM MAX. W/C AIR SLUMP

LOCATION F'C (PSI) CEM. (PCY) RATIO CONTENT INCHES§

EXTERIOR/FNDN. WALL 4,000 470 0.45 5%±1% 2-5

FOUNDATIONS 4,000 470 0.45 5%±1% 2-5

PIERS 3,000 423 0.50 N/A 3-6

INTERIOR SLAB 4,000 564 0.42 3%MAX. 2-5

§ PRIOR TO THE ADDITION OF WATER REDUCING ADMIXTURES. IF APPROVED BY ENGINEER, SLUMP

MAY NOT EXCEED 8" WITH THE ADDITION OF WATER REDUCING ADMIXTURES

3. ADMIXTURES, HARDENERS, & CURING COMPOUNDS

A. ALL CONCRETE ADMIXTURES SHALL, WHEN MIXED INTO CONCRETE, BE NON-CHLORIDE AND NON-

CHLORIDE FORMING.

B. ALL ADMIXTURES MUST CONFORM TO ASTM C-494 AND C-260.

C. CONCRETE CURING COMPOUND AND SEALERS SHALL MEET ASTM C-309 TYPE 1 OR 1D.

D. USE OF "SELF CONSOLIDATING" CONCRETE MUST BE SUBMITTED FOR APPROVAL WITH THE

CONCRETE MIX DESIGN.

E. CONCRETE PENETRATING HARDENER SEALERS SHALL BE USED ON ALL EXPOSED CONCRETE

FLOORS UNLESS OTHER COATINGS ARE REQUIRED BY THE ARCHITECT.

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

Phase

ENGINEER OF RECORDCONSULTANTS

321 4 5 6 7 8 9 10

NO. DESCRIPTION DATE

PRINTS OF THIS DRAWING SHALL NOT BE USED FOR ANY PURPOSE

WHATSOEVER WITHOUT THE SEAL AND SIGNATURE OF THE

PROFESSIONAL ENGINEER

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

PROFESSIONAL ENGINEERING

CONSULTANTS P.A.

PROFESSIONAL ENGINEER

MR PROJECT NO:

HAZARDOUS MATERIALS

MABBETT & ASSOCIATES, INC.

105 CENTRAL STREET, STONEHAM, MA 02180

PHONE: (781)275-6050

CIVIL / STRUCTURAL

PROFESSIONAL ENGINEERING CONSULTANTS, P.A.

303 SOUTH TOPEKA, WICHITA, KS 67202

PHONE: (316)262-2691

ARCHITECTURAL

OCULUS INC.

1 SOUTH MEMORIAL DRIVE, SUITE 1500, SAINT LOUIS, MO 63102

PHONE: (314)367-6100

FIRE SUPPRESSION

KOFFEL ASSOCIATES

8815 CENTRE PARK DRIVE, SUITE 200, COLUMBIA, MD 21045

PHONE: (410)750-2246

ELECTRONIC SECURITY

MAGNA ENGINEERS

861 CORPORATE DRIVE, SUITE 210, LEXINGTON, KY 40503

PHONE: (859)309-2990

PHYSICAL SECURITY

FORCE PROTECT

3210 GULF BLVD, UNIT 304, BELLEAIR BEACH, FL 33786

PHONE: (502)836-4232

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GENERAL NOTES INSTALL NEW BOILERS IN

BUILDING 13

ROBERT J. DOLE VA MEDICAL CENTER

WICHITA, KANSAS

589A7-18-302

Project Director

2021-09-03 JGH JBRPROJ NUM

100% BID SET

FULLY SPRINKLERED

STRUCTURAL STEEL

1. STRUCTURAL STEEL SHALL MEET THE LATEST "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGE," AND HAS BEEN DESIGNED IN ACCORDANCE WITH THE BUILDING CODE AND THE LATEST

EDITION OF AISC "MANUAL OF STEEL CONSTRUCTION".

2. STRUCTURAL STEEL SHALL BE NEW AND MEET THE FOLLOWING REQUIREMENTS UNLESS NOTED

OTHERWISE ON THE DRAWINGS:

TYPE ASTM GRADE

W SHAPES A992 ------

PLATES, CHANNELS, & ANGLES A36 ------

RECTANGULAR HSS SECTIONS A500 C (FY=50 KSI)

STRUCTURAL BOLTS A3125 A325

ERECTION BOLTS A307 ------

HEADED ANCHOR STUDS A108 1015/1025

3. ALL BOLTED CONNECTIONS SHALL BE STANDARD AISC BEARING TYPE FRAMING CONNECTIONS. BOLTS

SHALL BE TENSION-INDICATING FOR INSPECTION PURPOSES.

4. ALL CONNECTIONS NOT DETAILED OR OTHERWISE NOTED SHALL BE PROVIDED BY THE FABRICATOR

AND HIGHLIGHTED FOR THE ENGINEER OF RECORD'S REVIEW.

A. SLIP CRITICAL (SC) CONNECTIONS SHALL HAVE UNCOATED CLASS A FAYING SURFACES.

5. ALL WELDING SHALL BE IN ACCORDANCE WITH LATEST AWS CODE, SECTION D1.1. ALL WELD MATERIAL

SHALL BE 70 KSI TENSILE STRENGTH.

6. STEEL FRAMING MEMBERS SHALL NOT BE SPLICED.

7. OPENINGS SHALL NOT BE FIELD-CUT IN THE FLANGE OR WEBS OF STEEL MEMBERS.

8. GALVANIZED STRUCTURAL STEEL SHALL CONFORM TO ASTM A123 FOR MEMBERS AND ASTM A153 FOR CONNECTION ELEMENTS. REPAIR ANY DAMAGED GALVANIZING COATING IN ACCORDANCE WITH ASTM A780.

9. ALL STEEL BEAMS USED IN COMPOSITE SYSTEMS HAVE BEEN DESIGNED FOR UNSHORED

CONSTRUCTION.

A. COMPOSITE SLAB SHEAR CONNECTORS SHALL BE OF SIZE AND QUANTITY INDICATED ON THE

DRAWINGS AND SPACED EQUALLY ALONG THE CENTERLINE OF THE BEAM. WHERE SHEAR

CONNECTORS ARE NOT CALLED FOR ON DRAWINGS, PROVIDE SHEAR CONNECTORS FOR ALL BEAMS

SUPPORTING COMPOSITE SLABS AT 3'-0" O.C. MAX.

B. THE DESIGN IS BASED ON THE CONTRACTOR PLACING THE CONCRETE TO A UNIFORM THICKNESS

OVER THE DECK BY HAVING THE SCREED FOLLOWING THE CAMBER OF THE BEAM. POURING THE

CONCRETE TO A UNIFORM ELEVATION MAY CAUSE EXCESSIVE ACCUMULATION OF CONCRETE AT

THE MID-SPAN OF THE BEAMS AND REDUCE DESIGN CAPACITY.

COLD-FORMED STEEL FRAMING

1. ALL COLD-FORMED STEEL STUDS, PURLINS, AND TRUSS SYSTEMS SHALL BE GALVANIZED PER AISI STANDARDS. APPLY ZINC-RICH PAINT TO ALL AREAS WHERE FINISH IS DAMAGED DUE TO WELDING.

2. THIS STRUCTURE IS DESIGNED AS CONVENTIONAL FIELD FRAMED CONSTRUCTION. SHOULD

PANELIZED CONSTRUCTION BE USED, THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL

ENGINEERING, COORDINATION WITH ALL OTHER BUILDING SYSTEMS, AND REVIEW OF SHOP

DRAWINGS. COORDINATION AND REVIEW OF PANELIZED CONSTRUCTION SHOP DRAWINGS ARE NOT INCLUDED IN THE ENGINEER OF RECORD'S SCOPE OF SERVICES FOR THIS PROJECT. REQUESTS FOR INFORMATION PERTAINING TO, OR DIRECTLY ASSOCIATED WITH, PANELIZED CONSTRUCTION WILL NOT

BE REVIEWED.

3. PRODUCTS SHALL BE FORMED FROM STEEL MEETING THE REQUIREMENTS OF AISI, SPECIFICATIONS

FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS, UNLESS NOTED OTHERWISE.

4. STUD TRACK SECTIONS SHALL MEET OR EXCEED THICKNESS OF STUD MEMBERS, UNLESS NOTED

OTHERWISE.

5. ALL FRAMING COMPONENTS SHALL BE CUT SQUARELY FOR ATTACHMENT TO PERPENDICULAR

MEMBERS.

6. PROVIDE ALL ACCESSORIES INCLUDING, BUT NOT LIMITED TO, TRACKS, CLIPS, WEB STIFFENERS, FASTENERS, ANCHORAGE DEVICES, CONNECTION ANGLES, BRIDGING, AND MISCELLANEOUS

HARDWARE REQUIRED TO COMPLETE ALL CONNECTIONS AND INSTALLATION.

7. FASTENING OF FRAMING COMPONENTS SHALL BE WITH SELF-TAPPING SCREWS OR WELDING OF SUFFICIENT SIZE TO ENSURE THE STRENGTH OF THE CONNECTION. WELDS SHALL BE PERFORMED IN

ACCORDANCE WITH THE LATEST AWS D1.3 CODE.

8. COLD-FORMED STEEL STUD PRODUCTS SHALL BE MANUFACTURED BY A CURRENT MEMBER OF THE STEEL STUD MANUFACTURER ASSOCIATION (SSMA) OR THE STEEL FRAMING INDUSTRY ASSOCIATION

(SFIA).

A. THE PHYSICAL AND STRUCTURAL PROPERTIES SHALL BE EQUIVALENT TO THOSE LISTED BY THE SSMA "PRODUCT TECHNICAL INFORMATION" AND ICC-ES ER-3064P FOR "S" AND "T" SECTIONS.

B. PROVIDE WALL STUD BRIDGING SPACES AT 4'-0" O.C., MAX. IN ALL EXTERIOR WALLS AND INTERIOR, LOAD BEARING WALLS.

C. PROVIDE DEFLECTION TRACK AT THE TOP OF ALL NON-LOAD BEARING STUD WALLS WHERE THE TOP OF WALL ABUTS THE BOTTOM OF THE STRUCTURE. DEFLECTION TRACK SHALL ACCOMMODATE

A DEFLECTION DESCRIBED UNDER CONSTRUCTION DETAILS FOR STRUCTURAL MOVEMENT.

D. ATTACH STUDS TO TRACK WITH A MINIMUM OF ONE SCREW IN EACH STUD FLANGE, UNLESS NOTED

OTHERWISE.

GRATING AND FLOOR PLATE

1. GRATING SHALL BE CONNECTED TO SUPPORTS PER MANUFACTURER'S RECOMMENDATIONS, USING

ANCHOR AND CLIP ASSEMBLIES UNLESS NOTED OTHERWISE.

2. STEEL GRATING SHALL BE BANDED, WELDFORGED, WELDED, RECTANGULAR DESIGN WITH SERRATED SURFACE, TYPE W/F AS MANUFACTURED BY IKG INDUSTRIES, A DIVISION OF HARSCO CORPORATION, OR APPROVED EQUAL. MAIN BEARING BARS SHALL BE 1¼"X3/16" SPACED 13/16" O.C. CROSS BARS SHALL BE RESISTANCE WELDED AT RIGHT ANGLES TO BEARING BARS AND AT 4" ON CENTER MAXIMUM.

A. NO NOTCHING OR CUTTING OF BEARING BARS BEFORE WELDING IS PERMISSIBLE.

B. FINISH SHALL BE GALVANIZED.

3. FLOOR PLATE SHALL BE A786 STEEL (Fy=36 KSI), DIAMOND PATTERN, WITH SKID-RESISTANT FINISH, AND BE FASTENED TO SUPPORTING MEMBERS WITH #12 SS SCREWS AT 12" O.C. ALONG PANEL SUPPORT

EDGES AT 24" O.C. AT INTERMEDIATE SUPPORTS.

MISCELLANEOUS METALS

1. ALL CONNECTIONS SHALL BE COMPATIBLE WITH MATERIALS BEING CONNECTED UNLESS FULLY

ISOLATED WITH A DI-ELECTRIC MATERIAL.

2. ALUMINUM SHALL CONFORM TO ASTM B221, ALLOY 6063-T52 FOR HANDRAIL AND ALLOY 6061-T6 FOR

STRUCTURAL SHAPES. TOOLS USED FOR ALUMINUM SHALL BE FREE OF RESIDUE FROM OTHER

METALS.

3. STAINLESS STEEL SHAPES SHALL CONFORM TO ASTM A276, TYPE 304. WHEN WELDING IS REQUIRED, STAINLESS STEEL SHAPES SHALL CONFORM TO ASTM A276, TYPE 304 L. TOOLS USED FOR STAINLESS

STEEL SHALL BE FREE OF RESIDUE FROM OTHER METALS.

POST INSTALLED ANCHORING SYSTEMS

1. SUBSTITUTION OF POST INSTALLED ANCHORS FOR EMBEDDED ANCHORS SHOWN ON THE DRAWINGS

WILL NOT BE PERMITTED UNLESS APPROVED BY THE ENGINEER IN ADVANCE.

2. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S PRINTED INSTALLATION

INSTRUCTIONS (MPII) AND THE EVALUATION REPORT (ER/ESR) SPECIFIED INCLUDING HOLE

PREPARATION, TEMPERATURE AND MOISTURE CONDITIONS.

3. ADHESIVE ANCHORS:

A. THE CONTRACTOR SHALL ARRANGE AN ANCHOR MANUFACTURER'S REPRESENTATIVE TO PROVIDE ONSITE INSTALLATION TRAINING FOR ALL ANCHOR PRODUCTS SPECIFIED. THE CONTRACTOR MUST MAINTAIN TRAINING RECORDS OF ALL CONTRACTOR PERSONNEL INSTALLING ANCHORS AND SUBMIT

TO THE ENGINEER OF RECORD PRIOR TO INSTALLING ANCHORS UPON REQUEST.

B. ADHESIVE ANCHORS SHALL BE USED IN CONJUNCTION WITH THE APPROPRIATE ADHESIVE SYSTEM.

STANDARD REINFORCING STEEL ANCHORED IN CONCRETE SHALL BE IN ACCORDANCE WITH ASTM

A615 GRADE 60 UNLESS NOTED OTHERWISE.

C. APPROVED ADHESIVE ANCHORS FOR PREVIOUSLY CAST CONCRETE:

MANUFACTURER/PRODUCT REPORT NUMBER

HILTI HIT-HY200 SSS* WITH HIT-Z ROD ICC-ES ESR-3187

HILTI HIT-HY200 SSS* WITH HOLLOW BIT & HAS-E ROD ICC-ES ESR-3187

HILTI HIT-HY200 SSS* WITH HOLLOW BIT & STEEL REINFORCING ICC-ES ESR-3187

*SAFE SET SYSTEM

SIMPSON STRONG-TIE SET-XP ICC-ES ESR-2508

SIMPSON STRONG-TIE AT-XP IAPMO-UES ER-263

D. APPROVED ADHESIVE ANCHORS FOR GROUTED MASONRY:

MANUFACTURER/PRODUCT REPORT NUMBER

HILTI HIT-HY 270 SAFE SET SYSTEM WITH HAS-E ROD ICC-ES ESR-2682

SIMPSON STRONG-TIE SET -XP IAPMO-UES ER-265

SIMPSON STRONG-TIE AT -XP IAPMO-UES ER-281

E. APPROVED ADHESIVE ANCHORS FOR BRICK MASONRY:

MANUFACTURER/PRODUCT REPORT NUMBER

HILTI HIT-HY 270 SAFE SET SYSTEM WITH HAS-E ROD ICC-ES ESR-3342

SIMPSON STRONG-TIE SET ICC-ES ESR-1772

SIMPSON STRONG-TIE AT ICC-ES ESR-1958

4. EXPANSION ANCHORS:

A. APPROVED EXPANSION ANCHORS FOR PREVIOUSLY CAST CONCRETE:

MANUFACTURER/PRODUCT REPORT NUMBER

HILTI KWIK BOLT TZ ICC-ES ESR-1917

SIMPSON STRONG-TIE STRONG BOLT 2 ICC-ES ESR-3037

5. POWDER ACTUATED FASTENERS:

A. WHEN CALLED FOR ON THE PLANS, THE APPROVED ANCHORS ARE:

MANUFACTURER AND PRODUCT REPORT NUMBER

HILTI X-U (0.157" DIA., 1" EMBED) ICC-ES ESR-2269

CONTRACT/CONSTRUCTION DOCUMENTS

1. THE CONTRACTOR SHALL BE RESPONSIBLE TO OBTAIN A FULL SET OF THE MOST RECENT REVISIONS

OF EACH DOCUMENT INCLUDING ALL PLANS, SPECIFICATIONS, ADDENDA, AND SUPPLEMENTAL

INSTRUCTIONS.

2. THE CONTRACTOR SHALL REVIEW THE DOCUMENTS PRIOR TO FABRICATION AND/OR INSTALLATION OF ANY MATERIALS FOR CONFLICTS. IF CONFLICTS OCCUR THE CONTRACTOR SHALL USE THE MOST STRINGENT REQUIREMENT OR REQUEST A CLARIFICATION THROUGH A REQUEST FOR INFORMATION

(RFI).

3. THE DOCUMENTS MAY NOT BE REPRODUCED IN WHOLE OR IN PART FOR USE ON PROJECTS OTHER

THAN IDENTIFIED IN THE TITLE BLOCK. SHOULD THE CONTRACTOR USE THE DOCUMENTS AS A

PORTION OF A SHOP DRAWING SUBMITTAL, THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY

CONSEQUENCES RESULTING FROM ERRORS IN THE REPRODUCED DOCUMENTS.

4. DETAILS LABELED TYPICAL ARE INTENDED TO REPRESENT A CONDITION THAT OCCURS AT SEVERAL

LOCATIONS IN THE PLANS WHETHER OR NOT THE DETAIL IS REFERENCED.

5. DO NOT SCALE THE PLANS AND DETAILS FOR THE PURPOSE OF ESTABLISHING DIMENSIONS.

CONTRACTOR'S RESPONSIBILITY

1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REVIEWING ALL SUB-CONTRACTOR SUBMITTALS AND

NOTING ALL DEVIATIONS FROM THE CONSTRUCTION DOCUMENTS PRIOR TO SUBMITTING TO THE

ENGINEER FOR REVIEW.

2. SUBSTITUTION REQUESTS SHALL BE SUBMITTED IN WRITING WITH THE COST REDUCTION AMOUNT AND THE SCHEDULE IMPACT FOR THE OWNER (SUBMITTALS WITHOUT THE COST AND SCHEDULE IMPACT WILL NOT BE REVIEWED). A COMPARISON OF THE DATA WITH THE MATERIAL SPECIFIED INCLUDING

CODE APPROVALS SHALL BE PROVIDED.

3. REQUESTS FOR INFORMATION (RFI) SHALL BE SUBMITTED IN WRITING WITH COST, SCHEDULE IMPACT, AND SUGGESTED SOLUTION INCLUDED. AN RFI THAT DOES NOT INCLUDE THE COST AND SCHEDULE

IMPACT WILL NOT BE REVIEWED.

4. DEFECTIVE WORK REPORT (DWR) SHALL BE SUBMITTED TO THE ENGINEER WITHIN (2) WORKING DAYS OF THE OCCURRENCE. THE DWR SHALL REPORT THE DEFECT AND PROPOSE A REMEDIATION OF THE

DEFECT. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL COSTS ASSOCIATED WITH THE

REMEDIATION OF THE DEFECT INCLUDING ENGINEERING COSTS, IF ANY.

5. WHEN THE CONTRACTOR BECOMES AWARE OF WHAT MAY BE AN UNFORESEEN CONDITION THAT

COULD AFFECT COST OR SCHEDULE, THE CONTRACTOR SHALL NOTIFY THE ENGINEER IN WRITING WITHIN (2) WORKING DAYS. AFTER REVIEW AND ENGINEER'S DETERMINATION THAT AN UNFORESEEN CONDITION EXISTS; THE CONTRACTOR SHALL SUBMIT A CHANGE ORDER REQUEST FOR APPROVAL

WITH BOTH COST AND SCHEDULE IMPACT ATTACHED.

6. THE CONTRACTOR'S SCHEDULE MUST PROVIDE A REASONABLE TIME ALLOWANCE FOR THE

ENGINEERING REVIEW AND APPROVAL.

7. THE CONTRACTOR WILL BE SOLELY RESPONSIBLE FOR SITE SAFETY. THE ENGINEER IS RESPONSIBLE

FOR FOLLOWING THE CONTRACTOR'S CONSTRUCTION SITE SAFETY INSTRUCTIONS PROVIDED IN

WRITING. ALTERNATELY, THE CONTRACTOR SHALL ASSIGN AN ESCORT TO ADVISE THE ENGINEER OF SITE SAFETY ISSUES DURING SITE VISITS. THE ENGINEER'S PURPOSE OF A SITE VISIT IS SOLELY TO BECOME FAMILIAR WITH THE GENERAL PROGRESS AND QUALITY OF THE PROJECT. THE ENGINEER'S

SITE VISIT IS NOT A QUALITY CONTROL FUNCTION.

CONSTRUCTION MEANS AND METHODS ISSUES

1. SLAB ON GRADE AND ELEVATED SLABS ARE NOT DESIGNED TO SUPPORT CRANES, FORKLIFTS, TRUCKS, MANLIFTS, OR OTHER CONSTRUCTION RELATED EQUIPMENT UNLESS NOTED AS SUCH. IT IS THE

CONTRACTOR'S RESPONSIBILITY TO DETERMINE IF CONSTRUCTION EQUIPMENT CAN BE SAFELY

OPERATED ON THESE SLABS AND TO REPAIR ANY DAMAGE THE EQUIPMENT MAY CAUSE.

2. THE CONSTRUCTION DOCUMENTS REPRESENT A STABLE STRUCTURE IN THE COMPLETED FORM. THE

CONTRACTOR SHALL PROVIDE ANY TEMPORARY BRACING AND/OR SHORES TO SAFELY CONSTRUCT

THE BUILDING AND PREVENT DAMAGE DURING CONSTRUCTION.

3. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION THAT MAY AFFECT THE PROJECT AND REPORT DISCREPANCIES TO THE ENGINEER. ANY DIMENSIONS FOR ELEVATIONS THAT IMPACT NEW WORK SHALL BE VERIFIED PRIOR TO FABRICATION OF ANY MATERIAL. EXISTING BUILDING ELEMENTS THAT ARE TO BE ABANDONED THAT INTERFERE WITH NEW

CONSTRUCTION SHALL BE REMOVED.

4. WHEN A PIECE OF EQUIPMENT (HVAC, ELECTRICAL, KITCHEN, ETC.) IS PROVIDED THAT IS DIFFERENT

THAN THE EQUIPMENT THAT THE STRUCTURE WAS DESIGNED FOR EITHER BY SIZE, WEIGHT OR

CONFIGURATION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL COSTS ASSOCIATED WITH THE REMEDY OF THE SITUATION. THOSE COSTS SHALL INCLUDE THE ENGINEERING COSTS TO REDESIGN

PORTIONS OF THE STRUCTURE TO ACCOMMODATE THE SUBSTITUTED EQUIPMENT.

5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE STRUCTURAL DESIGN AND MATERIALS FOR ATTACHING NON-STRUCTURAL ELEMENTS TO ANY PORTION OF THE STRUCTURE TO RESIST ALL LOADS, INCLUDING SEISMIC, IN A WAY THAT DOES NOT OVERSTRESS STRUCTURAL MEMBERS. NON-

STRUCTURAL ELEMENTS CAN BE FOUND IN EACH OF THE OTHER DISCIPLINES (ARCHITECTURAL, MECHANICAL, ELECTRICAL, ETC.).

STRUCTURAL TESTS, INSPECTIONS, AND QUALITY ASSURANCE

1. ALL STRUCTURAL TESTS AND INSPECTIONS SHALL BE PERFORMED PER CHAPTER 17 OF THE BUILDING

CODE WITH LOCAL SUPPLEMENTS, UNLESS MORE STRINGENT REQUIREMENTS ARE SPECIFIED.

STEEL DECKING

1. DECK SHALL BE ATTACHED TO ALL SUPPORTING MEMBERS.

A. ATTACH METAL DECK TO STEEL MEMBERS WITH 5/8" DIA. PUDDLE WELDS. USE WELDING WASHERS

FOR DECKS THINNER THAN 22 GAUGE. WELDS SHALL BE IN ACCORDANCE WITH THE CURRENT

STANDARDS OF THE AWS. REFERENCE DECK ATTACHMENT DETAIL.

(IF MECHANICAL FASTENERS ARE PREFERRED, CONTRACTOR MAY SUBMIT A REPLACEMENT THAT IS

SHOWN TO HAVE EQUAL OR GREATER CAPACITY THAN THE DECK ATTACHMENT SHOWN)

B. SIDE LAPS OF METAL DECK SHALL BE FASTENED TOGETHER WITH #10 TEK SCREWS WITH METAL IN

FULL CONTACT. REFERENCE DECK ATTACHMENT DETAIL.

2. STEEL ROOF DECK SHALL BE 3" DEEP, 16 GAUGE, WIDE RIB METAL DECKING WITH THE FOLLOWING

PROPERTIES:

MINIMUM FY: 33 KSI

MINIMUM IP: 1.683 IN4

MINIMUM SP: 0.893 IN3

MINIMUM IN: 1.807 IN4

MINIMUM SN: 0.944 IN3

ROOF DECK SHALL RECEIVE FINISH PER SPECIFICATION. DECK SHALL BE CONTINUOUS OVER A MINIMUM OF THREE SPANS. EACH DECK UNIT SHALL BE ATTACHED TO SUPPORTING MEMBERS AND

ADJACENT PANELS PER THE DIAPHRAGM ATTACHMENT DETAIL.

3. STEEL FORM DECK SHALL BE 9/16" DEEP, 0.6C24 METAL FORM DECK WITH THE FOLLOWING

PROPERTIES:

MINIMUM FY: 60 KSI

MINIMUM IP: 0.314 IN4

MINIMUM IN: 0.244 IN4

MINIMUM SP: 0.314 IN3

MINIMUM SN: 0.254 IN3

FORM DECK SHALL RECEIVE GALVANIZED FINISH PER SPECIFICATION AND SHALL CONFORM TO ASTM A653, G60. DECK SHALL BE CONTINUOUS OVER A MINIMUM OF THREE SPANS. EACH DECK UNIT SHALL

BE ATTACHED TO SUPPORTING MEMBERS PER THE MANUFACTURER'S RECOMMENDATIONS, WITH A

MAXIMUM FASTENER SPACING OF 12".

4. COMPOSITE FLOOR DECK SHALL BE 2" DEEP, 22 GAUGE, COMPOSITE METAL DECK WITH THE

FOLLOWING PROPERTIES:

MINIMUM FY: 50 KSI

MINIMUM IP: 0.324 IN4

MINIMUM SP: 0.263 IN3

MINIMUM IN: 0.321 IN4

MINIMUM SN: 0.266 IN3

COMPOSITE DECK SHALL RECEIVE GALVANIZED FINISH PER SPECIFICATION AND SHALL CONFORM TO

ASTM A653, G50. DECK SHALL BE CONTINUOUS OVER A MINIMUM OF THREE SPANS. WHEN THE

COMPOSITE DECKING EXCEEDS THE MAXIMUM SAFE CONSTRUCTION SPAN AS DEFINED BY SDI, THE CONTRACTOR SHALL SHORE THE DECKING. DECK SHORING SHALL CONSIST OF A SINGLE HORIZONTAL

SHORE MIDWAY BETWEEN BEAMS SUPPORTED BY SHORES THAT SPAN FROM BEAM TO BEAM. THIS

ALLOWS THE SHORES/DECKING TO DEFLECT WITH THE BEAMS. DO NOT SHORE DECK FROM GRADE OR

FLOOR BELOW.

5. PROVIDE ANGLE FRAME TO SUPPORT METAL DECK AT ALL ROOF DRAINS AND OTHER OPENINGS

GREATER THAN 8" X 8". OPENINGS SMALLER THAN 8" REQUIRE NO REINFORCEMENT.

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

Phase

ENGINEER OF RECORDCONSULTANTS

321 4 5 6 7 8 9 10

NO. DESCRIPTION DATE

PRINTS OF THIS DRAWING SHALL NOT BE USED FOR ANY PURPOSE

WHATSOEVER WITHOUT THE SEAL AND SIGNATURE OF THE

PROFESSIONAL ENGINEER

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

PROFESSIONAL ENGINEERING

CONSULTANTS P.A.

PROFESSIONAL ENGINEER

MR PROJECT NO:

HAZARDOUS MATERIALS

MABBETT & ASSOCIATES, INC.

105 CENTRAL STREET, STONEHAM, MA 02180

PHONE: (781)275-6050

CIVIL / STRUCTURAL

PROFESSIONAL ENGINEERING CONSULTANTS, P.A.

303 SOUTH TOPEKA, WICHITA, KS 67202

PHONE: (316)262-2691

ARCHITECTURAL

OCULUS INC.

1 SOUTH MEMORIAL DRIVE, SUITE 1500, SAINT LOUIS, MO 63102

PHONE: (314)367-6100

FIRE SUPPRESSION

KOFFEL ASSOCIATES

8815 CENTRE PARK DRIVE, SUITE 200, COLUMBIA, MD 21045

PHONE: (410)750-2246

ELECTRONIC SECURITY

MAGNA ENGINEERS

861 CORPORATE DRIVE, SUITE 210, LEXINGTON, KY 40503

PHONE: (859)309-2990

PHYSICAL SECURITY

FORCE PROTECT

3210 GULF BLVD, UNIT 304, BELLEAIR BEACH, FL 33786

PHONE: (502)836-4232

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S-002

GENERAL NOTES INSTALL NEW BOILERS IN

BUILDING 13

ROBERT J. DOLE VA MEDICAL CENTER

WICHITA, KANSAS

589A7-18-302

Project Director

2021-09-03 JGH JBRPROJ NUM

100% BID SET

FULLY SPRINKLERED

TEMP TEMPORARY

THK THICKNESS

THRU THROUGH

TO TOP OF

TO FTG TOP OF FOOTING

TO JST TOP OF JOIST

TO SLAB TOP OF SLAB

TOB TOP OF BEAM

TOC TOP OF CONCRETE

TOG TOP OF GRATING

TOS TOP OF STEEL

TRANS TRANSVERSE

TYP TYPICAL

U

UNO UNLESS NOTED OTHERWISE

V

VAR VARIES

VERT VERTICAL

VIF VERIFY IN FIELD

W

W WIDE FLANGE SHAPE

W/ WITH

W/C WATER / CEMENT RATIO

W/O WITHOUT

WL WIND LOAD

WP WORKING POINT

WT WEIGHT

WT STRUCTURAL TEE

WWF WELDED WIRE FABRIC

REQD REQUIRED

REV REVISION/REVISED

RO ROUGH OPENING

S

S S-SHAPED BEAM

SCHED SCHEDULE

SECT SECTION

SF SQUARE FEET/FOOT

SHT SHEET

SIM SIMILAR

SJ SAWN JOINT

SLBB SHORT LEG BACK-TO-BACK

SLO SHORTLEG OUT

SLP SLOPE

SPA SPACE

SPEC SPECIFICATION

SQ SQUARE

SS STAINLESS STEEL

STD STANDARD

STIFF STIFFENER

STIR STIRRUP

STL STEEL

STRG STRINGER

STRUCT STRUCTURAL

SUSP SUSPENDED

SYM SYMMETRICAL

SYS SYSTEM

T

T&B TOP AND BOTTOM

T&G TONGUE AND GROOVE

OH OVERHEAD

OPNG OPENING

OPP OPPOSITE

OSB ORIENTED STRAND BOARD

P

LBS POUNDS

PAF POWER ACTUATED FASTENER

PC PRECAST

PCF POUNDS PER QUBIC FOOT

PERF PERFORATED

PERIM PERIMETER

PERP PERPENDICULAR

PI. PLATE

PLF POUNDS PER LINEAR FOOT

PLYWD PLYWOOD

PNL PANEL

PREFAB PREFABRICATED

PROJ PROJECT

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PSL PARALLEL STRAND LUMBER

PT PRESSURE TREATED

Q

QTY QUANTITY

R

RAD RADIUS

REC RECESSED

REF REFERENCE

REINF REINFORCING

REQ REQUIRE/REQUIRED

LL DOUBLE ANGLE

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LOC LOCATION

LT LIGHT

LT WT LIGHT WEIGHT

LVL LAMINATED VENEER LUMBER

M

MAS MASONRY

MAT'L MATERIAL

MAX MAXIMUM

MECH MECHANICAL

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

MO MASONRY OPENING

MT MASTER TRUSS

MTL METAL

N

NA NOT APPLICABLE

NIC NOT IN CONTRACT

NOM NOMINAL

NS NEAR SIDE

NTS NOT TO SCALE

O

OC ON CENTER

OD OUTSIDE DIAMETER

OF OUTSIDE FACE

GRD GROUND

GRD BM GRADE BEAM

GT GIRDER TRUSS

H

HAS HEADED ANCHOR STUD

HD ST HEADED STUD

HDG HOT DIP GALVANIZED

HORIZ HORIZONTAL

HR HAND RAIL

HSS HOLLOW STRUCTURAL SHAPE

I

ID INSIDE DIAMETER

IF INSIDE FACE

IJ ISOLATION JOINT

IN INCH/INCHES

INCL INCLUDED/INCLUDING

INFO INFORMATION

INT INTERIOR

INTERM INTERMEDIATE

J

JNT JOINT

JST JOIST

K

K KIPS

KO KNOCK OUT

KSI KIPS PER SQUARE INCH

L

L ANGLE

LAM LAMINATE

LB POUNDS

ELEC ELECTRICAL

ELEV ELEVATOR

ENCL ENCLOSURE

ENG ENGINEER

EQ EQUAL

EQUIP EQUIPMENT

EW EACH WAY

EXP EXPANSION

EXT EXTERIOR

F

FABR FABRICATOR

FF FINISHED FLOOR

FIN FINISH

FLR FLOOR

FND FOUNDATION

FRC FIBER REINFORCED

CONCRETE

FRP FIBER REINFORCED PLASTIC

FS FAR SIDE

FT FEET/FOOT

FTG FOOTING

G

GA GAUGE

GALV GALVANIZED

GC GENERAL CONTRACT(OR)

GEN GENERAL

GFRC GLASS FIBER REINFORCED

CONCRETE

GL GIRT LINE

GRAN GRANULAR

CJ CONTROL JOINT

CL CENTERLINE

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONST CONSTRUCTION

CONT CONTINUOUS

COORD COORDINATE

CTR CENTER

CTRD CENTERED

D

DBL DOUBLE

DEG DEGREE

DEMO DEMOLITION

DIA DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DL DEAD LOAD

do DITTO

DTL DETAIL

DWG DRAWING

DWL DOWEL

E

(E) EXISTING

EA EACH

EF EACH FACE

EJ EXPANSION JOINT

EL ELEVATION

A

& AND

@ AT

AB ANCHOR BOLT

ADD'L ADDITIONAL

ADJ ADJACENT

AFF ABOVE FINISHED FLOOR

AFG ABOVE FINISHED GRADE

AGGR AGGREGATE

ALT ALTERNATE

ALUM ALUMINUM

ANCH ANCHOR

APPROX APPROXIMATE

ARCH ARCHITECTURAL

B

BLDG BUILDING

BLK BLOCK

BLKG BLOCKING

BM BEAM

BO BOTTOM OF

BOT BOTTOM

BRDG BRIDGING

BRG BEARING

BRK BRICK

BRKT BRACKET

BTWN BETWEEN

C

C CHANNEL

C/C CENTER TO CENTER

CIP CAST-lN-PLACE

ABBREVIATIONS

Inspection of Steel Elements of Composite Construction Prior to Concrete Placement

Placement and installation of steel deck

Inspection of Steel Elements of Composite Construction Prior to Concrete Placement

Placement and installation of steel headed stud anchors

Document acceptance or rejection of steel elements

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REQUIRED SPECIAL INSPECTIONS AND TESTS OF SOILS

1. Verify materials below shallow foundations are adequate to achieve the design bearing capacity.

TYPE FREQUENCY

Periodic

2. Verify excavations are extended to proper depth and have reached proper material.

3. Perform classification and testing of compacted fill materials.

4. Verify use of proper materials, densities and lift thicknesses during placement and compaction of compacted fill.

5. Prior to placement of compacted fill, inspect subgrade and verify that site has beem prepared properly.

Periodic

Periodic

Periodic

Continuous

REQUIRED SPECIAL INSPECTIONS OF STEEL CONSTRUCTION

OTHER THAN STRUCTURAL STEEL

1. Material verification of cold-formed steel deck:

TYPE FREQUENCY

REFERENCED

STANDARD

Periodic Applicable ASTM material standards

a. Identification markings to conform to ASTM standards specified in the approved construction documents.

2. Inspection of welding:

b. Manufacturer's certified test reports.

a. Cold-formed steel deck:

1) Floor and roof deck welds.

Periodic

Periodic AWS D1.3

REQUIRED SPECIAL INSPECTIONS AND TESTS OF

CONCRETE CONSTRUCTION

1. Inspect reinforcement, including prestressing tendons, and verify placement.

TYPE FREQUENCY

REFERENCED

STANDARD

IBC

REFERENCE

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

1908.4

2. Reinforcing bar welding: AWS D1.4

ACI 318: 26.6.4

3. Inspect anchors cast in concrete. Periodic ACI 318: 17.8.2

4. Inspection of anchors post installed in hardened concrete members.b

Continuous ACI 318: 17.8.2.4

5. Verify use of required design mix. Periodic ACI 318: Ch. 19, 26.4.3, 26.4.4

1904.1, 1904.2 1908.2, 1908.3

6. Prior to concrete placement, fabricate specimens for strength tests, perform slump and air content tests, and determine the temperature of the concrete.

Continuous ASTM C172, ASTM C31, ACI 318: 26.5, 26.12

1908.10

7. Inspection of concrete and shotcrete placement for proper application techniques.

Continuous ACI 318: 26.5 1908.6, 1908.7, 1908.8

8. Verify maintenance of specified curing temperature and techniques.

Periodic ACI 318:

26.5.3-26.5.5

1908.9

9. Inspection of prestressed concrete for:

a. Application of prestressing forces; and

b. Grouting of bonded prestressing tendons.

Continuous

Continuous

ACI 318: 26.10

ACI 318: 26.10

10. Inspect erection of precast concrete members. Periodic ACI 318: Ch. 26.9

11. Verify in-situ concrete strength, prior to stressing of tendons in post-tensioned concrete and prior to removal of shores and forms from beams and structural slabs.

Periodic ACI 318: 26.11.2

12. Inspect formwork for shape, location and dimensions of the concrete member being formed.

Periodic ACI 318: 26.11.1.2(b)

Special Inspection Additional Requirements:

REQUIRED SPECIAL INSPECTIONS OF OPEN-WEB STEEL JOISTS

AND JOIST GIRDERS

1. Installation of open-web steel joists and joist girders.

TYPE FREQUENCY

REFERENCED

STANDARD

Periodic SJI specificaitons listed in Section 2207.1.

a. End connections - welding or bolted.

b. Bridging - horizontal or diagonal.

1. Standard bridging

2. Bridging that differs from the SJI specifications listed in Section 2207.1.

Periodic

Periodic

SJI specificaitons listed in Section 2207.1.

Periodic

Periodic

Continuous

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.

Periodic ACI 318: 17.8.2

Inspection Tasks Prior to Welding

Welding procedure specifications (WPSs) available

Inspection Tasks Prior to Welding QUALITY

CONTROL

QUALITY

ASSURANCE

Manufacturer certifications for welding consumables available

Welder identification system1

Material identification (type/grade)

Fit-up of groove welds (including joint geometry)

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Configuration and finish of access holes

Check welding equipment

Inspection Tasks During Welding

Use of qualified welders

Control and handling of welding consumables

No welding over cracked tack welds

Inspection Tasks After Welding

Welds cleaned

Size, length and location of welds

Arc strikes k-area2

Backing removed and weld tabs removed (if required)

Repair activities

Document acceptance or rejection of welded joint or member

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O O

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REQUIRED SPECIAL INSPECTIONS AND TESTS OF STRUCTURAL

STEEL FOR WELDING PROCESS

• 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)

Fit-up of fillet welds

• Dimensions (alignment, gaps at root)

• Cleanliness (condition of steel surfaces)

• Tacking (tack weld quality and location)

Inspection Tasks During Welding QUALITY

CONTROL

QUALITY

ASSURANCE

• Packaging

• Exposure Control

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

Inspection Tasks After Welding

QUALITY

CONTROL

QUALITY

ASSURANCE

Welds meet visual acceptance criteria

• Crack prohibition

• Weld/base-metal fusion

• Crater cross section

• Weld profiles

• Weld size

• Undercut

• Porosity

Quality Control - Requirements on the part of the steel fabricator and erector.

Quality Assurance - Requirements on the part of the project owner's representative.

P - Perform these tasks for each weld joint or member.

O - Observe these items on a random basis. Operations need not be delayed pending these inspections 1 - The fabricator or erector, as applicable, shall maintain a system by which a welder who has welded a joint or member can be identified. Stamps, if used, shall be the low-stress type.

2 - When welding of doubler plates, continuity plates or stiffeners has been performed in the k-area, visually inspect the web k-area for cracks within 3 inches (75 mm) of the weld.

Inspection Tasks Prior to Bolting

Inspection Tasks Prior to Bolting QUALITY

CONTROL

QUALITY

ASSURANCE

Manufacturer certifications available for fastener materials

Fasteners marked in accordance with ASTM requirements

Inspection Tasks During Bolting

Inspection Tasks After Bolting

O P

O O

REQUIRED SPECIAL INSPECTIONS AND TESTS OF STRUCTURAL

STEEL FOR BOLTING PROCESS

Inspection Tasks During Bolting QUALITY

CONTROL

QUALITY

ASSURANCE

Inspection Tasks After Bolting QUALITY

CONTROL

QUALITY

ASSURANCE

Proper fasteners selected for the joint detail (grade, type, bolt length if threads are to be excluded from shear plane)

O O

Proper bolting procedure selected for joint detail

Connecting elements, including the appropriate faying surface condition and hole preparation, if specified, meet applicable requirements

Pre-installation verification testing by installation personnel observed and documented for fastener assemblies and methods used

Proper storage provided for bolts, nuts, washers and other fastener components

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O O

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Fastener assemblies, of suitable condition, placed in all holes and washers (if required) are positioned as required

Fastener component not turned by the wrench prevented from rotating

Fasteners are pretentioned in accordance with the RCSC Specification, progressing systematically from the most rigid point toward the free edges

Joint brought to the snug-tight condition prior to the pretensioning operation

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Document acceptance or rejection of bolted connections P P

Quality Control - Requirements on the part of the steel fabricator and erector.

Quality Assurance - Requirements on the part of the project owner's representative.

P - Perform these tasks for each weld joint or member.

O - Observe these items on a random basis. Operations need not be delayed pending these inspections

Quality Control - Requirements on the part of the steel fabricator and erector.

Quality Assurance - Requirements on the part of the project owner's representative.

P - Perform these tasks for each weld joint or member.

O - Observe these items on a random basis. Operations need not be delayed pending these inspections

QUALITY

CONTROL

QUALITY

ASSURANCE

- Additional items that need special inspection, in the opinion of the building official, shall be inspected.

- Coordination of Special Inspections with construction of the inspected items shall be the responsibility of the contractor.

- If Special Inspection is waived by the Authority having Jurisdiction, the general contractor shall provide the designer of record with a copy of the written exemption for each item that has been waived.

- The building official may perform inspections in addition to and/or concurrently with the Special Inspection's outlined in the tables.

- The general contractor is responsible for implementing a quality control program. The quality control program is in addition to the Special Inspection requirements and must meet or exceed those responsibilities required as part of the contract drawings and specifications.

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.

Inspection Task FREQUENCY(a)

a. Proportions of site-prepared mortar

b. Grade and size of prestressing tendons and anchorages

c. Grade, type and size of reinforcement, connectors, anchor bolts, and prestressing tendons and anchorages

d. Prestressing technique

e. Properties of thin-bed mortar for AAC masonry

a. Grout space

b. Placement of prestressing tendons and anchorages

c. Placement of reinforcement, connectors, and anchor bolts

d. Proportions of site-prepared grout and prestressing grout for bonded tendons

3. Verify compliance of the following during construction:

2. Prior to grouting, verify that the following are in compliance:

During construction verification of proportions of materials as delivered to the project site for premixed or preblended mortar, prestressing grout, and grout other than self-consolidation grout.

MINIMUM SPECIAL INSPECTION

1. As masonry constructon begins, verify that the following are in compliance:

a. Materials and procedures with the approved submittals

b. Placement of masonry units and mortar joint construction

f. Preparation, construction, and protection of masonry during cold weather (temperature below 40°F(4.4°C)) or hot weather (temperature above 90°F (32.2°C))

g. Application and measurement of prestressing force

h.…