Addendum Two.pdf

COMMONWEALTH OF KENTUCKY

DEPARTMENT FOR FACILITIES AND SUPPORT SERVICES

DIVISION OF ENGINEERING AND CONTRACT ADMINISTRATION

INVITATION TO BID NO: RFB-250-26

FOR: Flood Mitigation Fort Boonesborough State Park Department of Parks Richmond, Kentucky

DATE: May 27, 2026

RFB-785-2600000581

ADDENDUM NO. Two (2)

BIDDER SHALL CONFORM TO THE FOLLOWING CHANGES AS SAME SHALL BECOME BINDING

UPON THE CONTRACT TO BE ISSUED IN RESPONSE TO THIS INVITATION TO BID.

Item 1: Refer to attached addendum for all additions, deletions, and/or changes to specifications and/or drawings.

END OF ADDENDUM

Invitation to Bid No. RFB-250-26 For: Flood Mitigation Fort Boonesborough State Park Department of Parks Richmond, Kentucky

Susan Ward, Statewide Procurement Analyst II Division of Engineering and Contract Administration

Parks East - Campground Renovations 670-CC1F-FB24-00 Fort Boonesborough

Kesler Simpson Architects, LLC 3728 Willow Ridge Road, Lexington, KY 40514 859-523-4324 www.ksa-llc.com

Fort Boonesborough Campground Renovation

ADDENDUM #2

This Addendum forms a part of Contract and clarifies, corrects or modifies original Bid Documents, dated March 31, 2026. Acknowledge receipt of this addendum in space provided on bid form. Failure to do so may subject bidder to disqualification.

ENCLOSURES – SPECIFICATIONS:

Specifications Section 062023 Interior Finish Carpentry

Specifications Section 074113.13 Formed Metal Roof Panels

Specifications Section 074213.13 Formed Metal Wall Panels

Specifications Section 076200 Sheet Metal Flashing and Trim

Specifications Section 081113 Hollow Metal Doors and Frames

Specifications Section 096813 Carpet Tile

Specifications Section 221343 Facility Packaged Sewage Pumping Stations

Specifications Section 321313 Concrete Paving

ENCLOSURES – REVISED ADDENDUM DRAWINGS:

C101

C102

C103

C104

C105

C400

C500

L403

L601

L700

Addendum 2 hydrant sketch

S001

S002

S003

S101

S201

S301

1. After reviewing the plans and the scope of work, especially for the asphalt and underground utilities, can additional days beyond the 200 days be added to this project for substantial completion?

• Yes. Substantial completion has been set to Feb 28th and Final Completion March

31st. This is a hard stop on the 31st with no extensions.

2. Table of Contents list 07 6200 Sheet Metal Flashing and Trim, however, I cannot find this specification in the spec book.

• Specifications attached

3. Is there a Basis of Design for the roof and wall panels of the Electric Tower? Type, gauge, etc.

• Wall panel and roof panel specification attached.

4. Is there a detail on the wall framing for the Electric Tower?

• Steel wall girts are to be provided for metal wall panel attachment. Revised structural drawing attached.

5. Does the steel, railing and ladder get painted? If so, can a spec be provided?

• Railing, landing and ladder should be hot dipped galvanized.

6. Please confirm the intended scope associated with Division 8 – Openings and Division 10 –

Specialties, as these scopes are not clearly broken out within the subcontractor listing and associated drawings/specifications.

• Div 8 – Three new 3x7 hollow metal doors and frames. Spec attached.

• Div 10 – No items.

7. Can you confirm whether any access control, low-voltage coordination, or specialty electrical components associated with openings are to be included within Division 8 scope or by others?

• No access control, low-voltage coordination, or specialty electrical components are in the scope of this project.

8. Please clarify if all restroom accessories, signage, fire extinguisher cabinets, and miscellaneous specialties shown in the drawings/specifications are intended to be included within Division 10.

• None of these items are to be included. The Architectural scope on existing buildings is interior wood siding in the Meeting Hall, Paint both bath houses, Paint and Carpet in the Rangers Station. Specifications attached.

9. Are there any additional addenda anticipated prior to bid date that may further clarify interior architectural scopes?

• Not at this time.

10. Layout & Material Note H states “All RV campsites to receive new fire rings”. Which campsites are considered RV?

• A: There are 167 RV campsites that shall receive new fire rings in addition to the

35 new primitive camp sites that should all receive new fire rings.

11. Detail J Note 2 states “Install location as noted on Detail B/L700”. There are 3 types of

Utility Pads and neither show the fire rings. Do all 3 types get a fire ring? Please clarify.

• A: Sheet L700 is reissued with this addendum, see for clarification. Fire rings to be field located and will be on the living room side of RV campsites (not in the utility areas).

12. Details I & J Note 3 says to refer to specifications for additional requirements. Will a specification be provided in the addendum?

• A: Sheet L700 is reissued with this addendum, see for clarification. There will be no additional Specification for the fire rings, Specifications noted for reference to other site construction requirements associated with installation of fire rings.

13. Since a Geotech report is not available, how do we handle any rock or unsuitable soils that may be encountered? Can an allowance be issued? It would be an unlevel playing field if each contractor had to make their own determination of “unknowns” without a report.

• DECA typically bids sites as Unclassified, granted there is sometimes a geotech report with it but it would be impossible to have enough geotech information to cover all of the new utility work here.

14. Spec Section 32 1313 Concrete Paving is missing from the specifications. Please provide.

• Specification attached.

DESIGN LOADS AND CRITERIA

ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE INTERNATIONAL

BUILDING CODE (IBC), 2015 EDITION, AS AMENDED BY THE STATE OF KENTUCKY.

FLOOR LIVE LOADS

THE FOLLOWING UNIFORM FLOOR LIVE LOADS WERE DETERMINED USING ASCE 7 CHAPTER 4 IN

ACCORDANCE WITH IBC SECTION 1607. LIVE LOADS ARE REDUCED WHERE ALLOWED BY THE

BUILDING CODE.

OCCUPANCY OR USE LOAD (PSF)

ELEVATED PLATFORM: 60

REFER TO IBC TABLE 1607.1 FOR RELEVANT CONCENTRATED LIVE LOADS.

ROOF LIVE LOADS

THE FOLLOWING UNIFORM ROOF LIVE LOADS WERE DETERMINED USING ASCE 7 CHAPTER 4 IN

ACCORDANCE WITH IBC SECTION 1607. LIVE LOADS ARE REDUCED WHERE ALLOWED BY THE

BUILDING CODE.

OCCUPANCY OR USE LOAD (PSF)

ROOF LIVE LOAD: 20 (NONREDUCIBLE)

SNOW LOADS

THE FOLLOWING SNOW LOAD FACTORS WERE DETERMINED USING ASCE 7 CHAPTER 7 IN

ACCORDANCE WITH IBC SECTION 1608.

Pg = 15 PSF

Ce = 1.0 Is = 1.0

Ct = 1.0 Pf = 10.5 PSF

Cs = 1.0

WIND LOADS

THE FOLLOWING WIND LOAD FACTORS WERE DETERMINED USING ASCE 7 CHAPTERS 26-31 IN

ACCORDANCE WITH IBC SECTION 1609.

ULTIMATE DESIGN WIND SPEED (Vult): 115 MPH

NOMINAL DESIGN WIND SPEED (Vasd): 89 MPH

RISK CATEGORY: II

WIND EXPOSURE CATEGORY: C

INTERNAL PRESSURE COEFFICIENT: 0.18

SEISMIC LOADS

THE FOLLOWING SEISMIC LOAD FACTORS WERE DETERMINED USING ASCE 7 CHAPTERS 11-23 IN

ACCORDANCE WITH IBC SECTION 1613.

SEISMIC DESIGN CATEGORY: C

RISK CATEGORY: II

IMPORTANCE FACTOR (Ie): 1.0

SITE CLASS: D

Ss = 0.194 g Sds = 0.207 g

S1 = 0.091 g Sd1 = 0.146 g

BASIC SEISMIC FORCE-RESISTING SYSTEM: STEEL SYSTEM NOT SPECIFICALLY DETAILED

FOR SEISMIC RESISTANCE

ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE

R = 3

Cs = 0.069 V = Cs x W (BASE SHEAR)

STORY DRIFTS

THE MAXIMUM ALLOWABLE LATERAL DISPLACEMENTS WITH RESPECT TO THE LEVEL BELOW (STORY

DRIFTS) ARE AS FOLLOWS:

WIND STORY DRIFT: 0.0025H

SEISMIC INELASTIC STORY DRIFT (Δie): 0.02H

SEISMIC ELASTIC STORY DRIFT (Δe): (Δie)/(Cd/Ie) Cd/Ie = 3

FUTURE BUILDING EXPANSION

NO PROVISIONS HAVE BEEN MADE FOR FUTURE HORIZONTAL OR VERTICAL BUILDING EXPANSION.

COMPONENT AND CLADDING DESIGN WIND PRESSURES

ZONE

WIND

AREA

(SF)

PRESSURE (PSF)

ZONE

WIND

AREA

(SF)

PRESSURE (PSF)

(ROOF)

10 16 -31

(OVERHANG)

10 16 -45 20 16 -31 20 16 -44 50 16 -30 50 16 -43 100 16 -29 100 16 -42

(ROOF)

10 16 -52

(OVERHANG)

10 16 -45 20 16 -47 20 16 -44 50 16 -39 50 16 -43 100 16 -34 100 16 -42

(ROOF)

10 16 -78

(OVERHANG)

10 16 -73 20 16 -65 20 16 -58 50 16 -47 50 16 -37 100 16 -34 100 16 -21

(WALL)

10 28 -30 20 27 -29 50 25 -28 100 24 -26

(WALL)

10 28 -37 20 27 -35 50 25 -32 100 24 -29

DIAGRAM VARIABLES:

h = 20 FEET a = 3 FEET

1) GENERAL NOTES

A) SUBMITTALS

i) SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO ANY FABRICATION OR

CONSTRUCTION FOR ALL STRUCTURAL ITEMS, INCLUDING THE FOLLOWING: CONCRETE OR

MASONRY REINFORCEMENT, PRECAST OR PRESTRESSED CONCRETE ITEMS, EMBEDDED STEEL

ITEMS, STRUCTURAL STEEL, STEEL JOISTS, STEEL DECK, SHEAR STUD LAYOUT, METAL

GRATING, GLUE-LAMINATED MEMBERS, CLADDING PANELS, AND STAIRS.

ii) IF THE SHOP DRAWINGS DIFFER FROM OR ADD TO THE DESIGN OF THE STRUCTURAL

DRAWINGS, THEY SHALL BEAR THE SEAL AND SIGNATURE OF THE REGISTERED PROFESSIONAL

ENGINEER LICENSED IN THE PROJECT STATE WHO IS RESPONSIBLE FOR THE DESIGN.

B) COMPONENTS DESIGNED BY OTHERS (DEFERRED SUBMITTALS)

i) PER IBC SECTION 107.3.4.1, DRAWINGS AND CALCULATIONS FOR THE DESIGN AND

FABRICATION OF THE ITEMS THAT ARE DESIGNED BY OTHERS SHALL BEAR THE SEAL AND

SIGNATURE OF THE REGISTERED PROFESSIONAL ENGINEER LICENSED IN THE PROJECT STATE

WHO IS RESPONSIBLE FOR THE DESIGN AND SHALL BE SUBMITTED TO THE ARCHITECT AND

THE BUILDING DEPARTMENT FOR REVIEW PRIOR TO FABRICATION.

ii) DEFERRED SUBMITTALS INCLUDE BUT ARE NOT LIMITED TO THE FOLLOWING:

(1) ACCESS LADDERS OR STAIRS

C) NONSTRUCTURAL COMPONENTS

i) DESIGN, DETAILING, AND ANCHORAGE OF ALL NONSTRUCTURAL COMPONENTS SHALL BE IN

ACCORDANCE WITH IBC SECTION 1613, ASCE 7 CHAPTER 13, AND THE PROJECT

SPECIFICATIONS. NONSTRUCTURAL COMPONENTS DESIGNED BY OTHERS SHALL NOT INDUCE

TORSIONAL LOADING INTO SUPPORTING STEEL STRUCTURAL MEMBERS WITHOUT ADDITIONAL

BRACING OF THOSE MEMBERS TO ELIMINATE TORSIONAL FORCES. TORSIONAL BRACING

SHALL BE DESIGNED BY THE NONSTRUCTURAL COMPONENT DESIGNER AND APPROVED BY THE

ENGINEER.

ii) DESIGN, DETAILING, AND CONSTRUCTION OF ALL NONSTRUCTURAL COMPONENTS WHICH

ATTACH TO STRUCTURE SHALL ACCOMMODATE CONSTRUCTION TOLERANCES AS

ESTABLISHED BY SPECIFICATIONS. ANY NONSTRUCTURAL COMPONENTS WHICH ATTACH TO

MORE THAN ONE LEVEL OF THE STRUCTURE SHALL ALSO ACCOMMODATE THE FOLLOWING

RELATIVE MOVEMENTS BETWEEN LEVELS WITHOUT DAMAGE TO THE NONSTRUCTURAL

COMPONENTS:

(1) VERTICAL DEFLECTION OF ±1 INCH DUE TO VARIABLE LIVE LOADS

(2) ELASTIC STORY DRIFT PER “STORY DRIFT” NOTE IN THE DESIGN LOADS

iii) IN ADDITION, NONSTRUCTURAL COMPONENTS ATTACHED TO MORE THAN ONE LEVEL SHALL

ACCOMMODATE AN INELASTIC STORY DRIFT PER “STORY DRIFT” SECTION (SEE “DESIGN

LOADS AND CRITERIA”) WITHOUT CREATING A LIFE SAFETY HAZARD.

iv) ACCESS LADDERS OR STAIRS DESIGNED BY OTHERS SHALL NOT INDUCE TORSIONAL LOADING

INTO SUPPORTING STRUCTURAL MEMBERS WITHOUT ADDITIONAL BRACING TO THOSE

MEMBERS. TORSIONAL BRACING SHALL BE DESIGNED BY THE STAIR DESIGNER AND

APPROVED BY THE EOR.

v) CLADDING DESIGNED BY OTHERS SHALL BE SUPPORTED AT EACH STORY TO BE CONSISTENT

WITH THE DESIGN OF THE BUILDING STRUCTURE. CLADDING DESIGNED BY OTHERS SHALL

NOT INDUCE TORSIONAL LOADING INTO SUPPORTING STEEL STRUCTURAL MEMBERS WITHOUT

ADDITIONAL BRACING OF THOSE MEMBERS TO ELIMINATE TORSIONAL FORCES, UNLESS

OTHERWISE APPROVED BY THE ARCHITECT. TORSIONAL BRACING SHALL BE DESIGNED BY THE

CLADDING DESIGNER AND APPROVED BY THE ENGINEER.

D) SPECIAL INSPECTIONS PER IBC CHAPTER 17 SHALL BE PERFORMED BY AN APPROVED TESTING

AGENCY AS INDICATED IN THE STATEMENT OF SPECIAL INSPECTIONS AND TESTING. ALL

PREPARED SOIL-BEARING SURFACES SHALL BE INSPECTED BY THE GEOTECHNICAL ENGINEER

PRIOR TO PLACEMENT OF REINFORCING STEEL. SOIL COMPACTION SHALL BE SUPERVISED BY AN

APPROVED TESTING AGENCY OR GEOTECHNICAL ENGINEER.

E) ALL FRAMING MEMBERS SHALL BE EQUALLY SPACED BETWEEN GRID LINES, COLUMNS, AND

DIMENSIONED FRAMING UNLESS NOTED OTHERWISE.

2) FOUNDATIONS

A) THE FOUNDATION DESIGN VALUES ARE BASED ON ALLOWABLE PRESUMPTIVE VALUES IN

CHAPTER 18 OF THE BUILDING CODE. SPECIAL INSPECTOR TO CONFIRM THAT SOILS

ENCOUNTERED IN THE FIELD ARE CONSISTENT WITH THESE ASSUMPTIONS AND THAT THEY ARE

PROPERLY PREPARED AND COMPACTED TO RECEIVE FOUNDATIONS SHOWN HEREIN.

B) THE CONTRACTOR SHALL THOROUGHLY FAMILIARIZE THEMSELVES WITH THE FINDINGS AND

RECOMMENDATIONS OF THE BUILDING CODE AND SHALL PERFORM ALL EARTHWORK

OPERATIONS AND FOUNDATION INSTALLATION OPERATIONS IN ACCORDANCE WITH THESE

RECOMMENDATIONS.

C) FOUNDATIONS ARE DESIGNED BASED ON THE FOLLOWING INFORMATION:

i) SPREAD FOOTINGS AND RETAINING WALLS: (SOIL BEARING)

NET ALLOWABLE BEARING PRESSURE: 1500 PSF

COEFFICIENT OF FRICTION

CONCRETE IN CONTACT WITH SOIL:

0.3

D) THE OWNER WILL RETAIN A QUALIFIED GEOTECHNICAL ENGINEER TO INSPECT ALL BEARING

SURFACES AND EARTHWORK OPERATIONS.

E) SITE PREPARATION ACTIVITIES WITHIN THE BUILDING LIMITS AND EXTENDING 10 FEET BEYOND SHALL BE MONITORED AND VERIFIED BY A REGISTERED GEOTECHNICAL ENGINEER LICENSED IN

THE PROJECT STATE. THE GEOTECHNICAL ENGINEER SHALL VERIFY THAT ACTUAL SITE

CONDITIONS ARE CONSISTENT WITH THE GEOTECHNICAL REPORT, THAT FILL PLACEMENT AND

COMPACTION, UNDERCUTTING, PROOFROLLING, SCARIFICATION, ETC., IS IN GENERAL

CONFORMANCE WITH THE BUILDING CODE AND THAT THE DESIGN PARAMETERS ARE OBTAINED.

F) PRIOR TO CONSTRUCTION OF ANY PERMANENT STRUCTURE, EXISTING SURFACE FILL, TOPSOIL

AND ORGANIC MATERIAL, WET, SOFT, LOOSE, OR UNDESIRABLE SOIL, AND OLD ABANDONED

CONCRETE AND UTILITIES SHALL BE REMOVED TO THE EXTENT RECOMMENDED BY THE BUILDING

CODE.

G) CONCRETE FOR FOOTINGS SHALL BE PLACED THE SAME DAY EXCAVATIONS ARE OPENED. IF THIS IS IMPOSSIBLE, STEPS SHALL BE TAKEN TO ADEQUATELY PROTECT THE OPEN EXCAVATION FROM

WEATHER.

H) FOOTINGS SHALL BE SUPPORTED ON SOIL PREPARED PER THE BUILDING CODE. EXCAVATE AND

REPLACE EXISTING LOOSE OR WEATHERED SOILS OR UNCERTIFIED FILL IN ACCORDANCE WITH

THE GEOTECHNICAL ENGINEER’S RECOMMENDATIONS. GEOTECHNICAL ENGINEER TO VERIFY

ACTUAL DEPTH AND EXTENT OF REMOVED SOIL IN THE FIELD DURING GRADING AND

EXCAVATION.

I) ENGINEERED FILL & BACKFILL SHALL BE PLACED AND COMPACTED ACCORDING TO THE

RECOMMENDATIONS OF THE BUILDING CODE.

J) ALL FOOTING EXCAVATIONS SHALL BE INSPECTED BY A GEOTECHNICAL ENGINEER BEFORE THE CONCRETE IS PLACED. THE ADEQUACY OF THE BEARING SURFACE SHALL BE DETERMINED BY THE

GEOTECHNICAL ENGINEER. ALL GEOTECHNICAL FIELD REPORTS SHALL BE SUBMITTED TO THE

ARCHITECT/ENGINEER.

K) THE DESIGN ADEQUACY AND SAFETY OF TEMPORARY RETAINING STRUCTURES, SHORING OF

TRENCHES, ETC., REQUIRED TO CONSTRUCT THE FOUNDATION SYSTEM IS THE SOLE

RESPONSIBILITY OF THE CONTRACTOR.

L) CONTRACTOR TO PROVIDE FOR DESIGN AND INSTALLATION OF ALL CRIBBING, SHEATHING, AND

SHORING REQUIRED AND SHALL BE SOLELY RESPONSIBLE FOR ALL EXCAVATION PROCEDURES

INCLUDING LAGGING, SHORING, AND PROTECTION OF ADJACENT PROPERTY, STRUCTURES,

STREETS, AND UTILITIES IN ACCORDANCE WITH ALL NATIONAL, STATE, AND LOCAL SAFETY

ORDINANCES.

M) CONTRACTOR TO PROVIDE FOR DE-WATERING OF EXCAVATIONS FROM SURFACE WATER,

GROUND WATER, AND/OR SEEPAGE.

N) EXCAVATIONS SHALL BE PROPERLY BACKFILLED. DO NOT PLACE BACKFILL BEHIND RETAINING

WALLS BEFORE CONCRETE OR GROUT HAS ATTAINED FULL DESIGN STRENGTH. CONTRACTOR

SHALL BRACE OR PROTECT ALL BUILDING AND PIT WALLS BELOW GRADE FROM LATERAL LOADS

UNTIL ATTACHING FLOORS ARE COMPLETELY IN PLACE AND HAVE ATTAINED FULL DESIGN

STRENGTH. CONTRACTOR SHALL PROVIDE FOR DESIGN, PERMITS, AND INSTALLATION OF SUCH

BRACING.

O) FOOTING BACKFILL AND UTILITY TRENCH BACKFILL WITHIN BUILDING AREA SHALL BE

MECHANICALLY COMPACTED IN LAYERS IN ACCORDANCE WITH THE BUILDING CODE AND

APPROVED BY THE GEOTECHNICAL ENGINEER. FLOODING WILL NOT BE PERMITTED AS A MEANS

OF COMPACTION. ENGINEERED FILLS SHALL BE INSPECTED BY THE GEOTECHNICAL ENGINEER.

P) DO NOT LOCATE UTILITIES BENEATH FOOTINGS. STEP FOOTINGS ACCORDING TO THE TYPICAL

DETAILS AND PROVIDE SLEEVES IN FOUNDATION WALL FOR UTILITIES.

3) CAST-IN-PLACE CONCRETE

A) CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF IBC CHAPTER 19 AND ACI 318.

B) CONCRETE MIXTURES

i) NORMAL WEIGHT CONCRETE MIXTURES SHALL CONFORM TO THE FOLLOWING REQUIREMENTS:

CONCRETE MIXTURES

f’c

(PSI)

TEST AGE

(DAYS)

EXPOSURE CLASS USE

4,000 28 F1 S0 W0 C0 CONCRETE SLAB OVER METAL DECK

4,500 28 F2 S0 W1 C1 FOUNDATIONS AND PIERS

ii) CONCRETE MIXTURES SHALL CONFORM TO THE MOST STRINGENT REQUIREMENTS FOR

EXPOSURE CLASSES SPECIFIED IN THE TABLE ABOVE AND ACI 318 TABLE 19.3.2.1.

iii) WATER-REDUCING ADMIXTURES MAY BE INCORPORATED IN CONCRETE MIX DESIGNS BUT

SHALL CONFORM TO ASTM C494 AND BE USED IN STRICT ACCORDANCE WITH THE

MANUFACTURER’S RECOMMENDATIONS. CaCl2 OR OTHER WATER-SOLUBLE CHLORIDE

ADMIXTURES SHALL NOT BE USED.

iv) WATER/CEMENTITIOUS MATERIALS RATIO SHALL BE MEASURED BY WEIGHT AND SHALL BE

BASED ON TOTAL CEMENTITIOUS MATERIAL. WATER/CEMENTITIOUS MATERIALS RATIO AND

WATER CONTENT SHALL BE DETERMINED BY THE SUPPLIER BASED ON STRENGTH

REQUIREMENTS AND SHALL NOT EXCEED THE MAXIMUM WATER/CEMENTITIOUS MATERIAL

RATIO AND/OR WATER CONTENT IF SHOWN ABOVE OR IN ACI 318 TABLE 19.3.2.1 FOR THE

EXPOSURE CLASSES LISTED.

v) FIELD-MEASURED SLUMP SHALL CONFORM TO THE SUBMITTED CONCRETE MIX DESIGN.

TOLERANCE OF SLUMP SHALL CONFORM TO ASTM C94.

vi) ALL CONCRETE SUBJECT TO EXPOSURE CLASSES F1, F2, OR F3 SHALL BE AIR ENTRAINED. AIR-

ENTRAINING AGENTS SHALL CONFORM TO ASTM C260. THE AMOUNT OF ENTRAINED AIR

SHALL BE ACCORDING TO ACI 318 TABLE 19.3.3.1 WITH A FIELD TOLERANCE OF ±1.5

PERCENT BY VOLUME. THE AMOUNT OF ENTRAINED AIR SHALL BE MEASURED IN THE FIELD AT

THE DISCHARGE FROM THE TRUCK.

vii) MAXIMUM CONCRETE SLUMP SHALL BE 4” WITHOUT A HIGH-RANGE WATER REDUCING

ADMIXTURE (HRWR) OR 8” WITH A HRWR ADMIXTURE AT POINT OR DEPOSIT. SIZE OF

AGGREGATE AND GRADATION SHALL CONFORM TO ASTM C33 FOR NORMAL WEIGHT

CONCRETE. THE COMBINED TOTAL MASS PERCENT OF DELETERIOUS SUBSTANCES,

INCLUDING, BUT NOT LIMITED TO, COAL AND LIGNITE, FOR BOTH COARSE AND FINE

AGGREGATES SHALL BE LIMITED TO 0.5% AS DETERMINED BY ASTM C123.

viii) PORTLAND CEMENT SHALL CONFORM TO ASTM C150, TYPE I/II FOR ALL CONCRETE.

ix) AGGREGATE FOR LIGHTWEIGHT (115 PCF) CONCRETE SHALL BE EXPANDED SHALE

CONFORMING TO ASTM A330 AND PROJECT SPECIFICATIONS.

C) MEASURING, MIXING, TRANSPORTING, AND PLACING OF CONCRETE SHALL BE IN ACCORDANCE

WITH ACI 304R. CONCRETE SHALL BE MECHANICALLY VIBRATED.

i) SURFACES OF CONCRETE SLABS ON GRADE SHALL BE KEPT CONTINUOUSLY MOIST FOR NOT

LESS THAN SEVEN DAYS WITH WATER, CONTINUOUS WATER-FOG SPRAY, OR WATER-

SATURATED ABSORPTIVE COVER.

ii) IF THE AIR TEMPERATURE WILL EXCEED 75° F WITHIN 48 HOURS OF PLACING CONCRETE, A

MOIST CURE SHALL BE APPLIED TO THE CONCRETE FOR A PERIOD OF 36 HOURS AFTER

FINISHING CONCRETE SURFACES. REFER TO THE SPECIFICATIONS FOR CURING

REQUIREMENTS.

D) CURING COMPOUND SHALL CONFORM TO FEDERAL SPECIFICATION TT-C800A, AND ASTM C309.

THE MATERIAL SHALL BE EQUAL TO SONNEBORN KURE-N-SEAL, BASF MASTERSEAL, BY BASF, OR

W.R. GRACE CLEAR SEAL.

E) ALL VERTICAL CONCRETE SURFACES SHALL BE FORMED. HOWEVER, VERTICAL SURFACES OF

FOOTINGS/GRADE BEAMS MAY BE EARTH-FORMED IF THE SOIL IS SUFFICIENTLY STIFF TO

PREVENT CAVE-INS.

F) SLABS, GRADE BEAMS, AND FOOTINGS SHALL HAVE NO HORIZONTAL JOINTS. ANY STOP IN

CONCRETE WORK MUST BE MADE WITH VERTICAL KEYED BULKHEADS. REINFORCEMENT SHALL

CONTINUE THROUGH JOINTS.

G) BEFORE PLACING CONCRETE, THE CONTRACTOR SHALL NOTIFY ALL SUBCONTRACTORS TO BE

SURE ALL SLEEVES, CONDUIT, CHASES, ETC. ARE PROPERLY INSTALLED. THE CONTRACTOR

SHALL NOTIFY THE ARCHITECT/EOR/SPECIAL INSPECTOR AS SOON AS PRACTICAL, BUT AT LEAST

24 HOURS PRIOR TO PLACING CONCRETE TO ALLOW FOR INSPECTION OF REINFORCING AND

EMBEDDED ITEMS.

H) PROVIDE SLEEVES FOR MECHANICAL, PLUMBING, AND ELECTRICAL OPENINGS IN CONCRETE

BEFORE PLACING. DO NOT CUT ANY REINFORCING WHICH MAY CONFLICT. CORING IN CONCRETE

IS PERMITTED WITH APPROVAL OF EOR. NOTIFY THE EOR IN ADVANCE OF CONDITIONS NOT

SHOWN ON THE DRAWINGS. SEE THESE DRAWINGS FOR ADDITIONAL RESTRICTIONS ON THE

PLACEMENTS OF OPENINGS IN SLABS AND WALLS.

I) CONCRETE FILL OVER METAL DECK SHALL BE SCREED TO A CONSTANT THICKNESS AS SPECIFIED

IN THE DECKING SCHEDULE.

J) INTERIOR SLABS SHALL RECEIVE A HARD-TROWELED FINISH. EXTERIOR SLABS SHALL RECEIVE A

LIGHT BROOM FINISH.

K) EXPOSED EDGES AND CORNERS OF THE CONCRETE SHALL HAVE A 3/4” CHAMFER AT 45° UNLESS

NOTED OTHERWISE.

L) REMOVE ANY LAITANCE, ROUGHEN TO 1/4” AMPLITUDE AND CLEAN ALL CONCRETE SURFACES

AGAINST WHICH NEW CONCRETE IS TO BE PLACED.

M) SHOTCRETE SHALL CONFORM TO ACI 506R, ACI 506.2, AND IBC CHAPTER 19. SHOTCRETE MIX

DESIGN, APPLICATION, NOZZLEMAN’S QUALIFICATIONS, AND TEST PROCEDURE SHALL BE IN

STRICT CONFORMANCE WITH THESE PUBLICATIONS.

N) REINFORCING STEEL

DEFORMED BARS ASTM A615, GRADE 60

WELDED WIRE REINFORCEMENT (WWR) ASTM A1064

HEADED DEFORMED BARS ASTM A970, HEAD TYPE HA

ADHESIVE REINFORCING DOWELS (ARD) ASTM A615, GRADE 60

ADHESIVE AS REQUIRED PER

POST-INSTALLED ANCHORS

THREADED ARD DEFORMED BAR ANCHOR (DBR) A706

O) REINFORCING SHALL BE SUPPORTED AS SPECIFIED BY THE PROJECT SPECIFICATIONS AND THE

CRSI MANUAL OF STANDARD PRACTICE. REINFORCING STEEL SHALL BE DETAILED IN

ACCORDANCE WITH ACI STANDARD OF PRACTICE AS OUTLINED IN ACI 315.

P) LAP ALL REINFORCING BARS AS NOTED ON THE DRAWINGS. WHERE SPLICE LENGTH IS NOT

SHOWN, USE REINFORCING BAR SPLICE LENGTH SCHEDULE BELOW. MECHANICAL SPLICES

CALLED OUT ON THE PLANS SHALL BE TYPE 1, UNLESS OTHERWISE NOTED. TYPE 1 SPLICES

SHALL DEVELOP 125 PERCENT OF THE YIELD CAPACITY OF THE SPLICED BARS IN BOTH TENSION AND COMPRESSION. TYPE 2 SPLICES SHALL DEVELOP THE SPECIFIED TENSILE STRENGTH OF THE SPLICED BARS IN TENSION IN ADDITION TO MEETING TYPE 1 SPLICE REQUIREMENTS. SUBMIT

ICC-ES OR IAPMO UES REPORT VALID FOR THE BUILDING CODE DEMONSTRATING COMPLIANCE

OF COUPLES WITH THESE REQUIREMENTS.

REINFORCING BAR SPLICE LENGTH SCHEDULE

T E N

S

IO

N

S P L

IC

E f' c p s i)

BAR SIZE GR60 3 4 5 6 7 8 9 10 11

BAR DIAMETER db (in)

0.375 0.500 0.625 0.750 0.875 1.000 1.128 1.270 1.410

C L A S S

B

0 TOP BAR 2'-4" 3'-1" 3'-10" 4'-8" 6'-9" 7'-9" 8'-8" 9'-10" 10'-11"

BOTTOM BAR 1'-9" 2'-4" 3'-0" 3'-7" 5'-2" 5'-11" 6'-8" 9'-6" 8'-4"

0 TOP BAR 2'-0" 2'-8" 3'-4" 4'-0" 5'-10" 6'-8" 7'-6" 8'-6" 9'-5"

BOTTOM BAR 1'-6" 2'-1" 2'-7" 3'-1" 4'-6" 5'-2" 5'-10" 6'-6" 7'-3"

0 TOP BAR 1'-10" 2'-5" 3'-0" 3'-7" 5'-3" 6'-0" 6'-9" 7'-7" 8'-5"

BOTTOM BAR 1'-5" 1'-10" 2'-4" 2'-9" 4'-0" 4'-7" 5'-2" 5'-10" 6'-6"

NOTES:

1. ALL REINFORCING MUST MEET ONE OF THE FOLLOWING CONDITIONS:

A. CASE 1: THE CLEAR SPACING OF THE BARS BEING DEVELOPED OR SPLICED IS NOT MORE

THAN ONE BAR DIAMETER (db), CLEAR COVER NOT LESS THAN ONE BAR DIAMETER (db)

B. CASE 2: THE CLEAR SPACING OF THE BARS BEING SPLICED IS NOT MORE THAN TWO BAR

DIAMETERS (db) AND THE CLEAR COVER IS NOT LESS THAN ONE BAR DIAMETER (db).

2. THE ABOVE VALUES ARE FOR NORMAL WEIGHT CONCRETE.

3. THE ABOVE VALUES ARE FOR UNCOATED REINFORCEMENT.

4. TOP BARS ARE HORIZONTAL REINFORCMENT WITH MORE THAN 12" OF NEW CONCRETE PLACED

BELOW THE BAR.

5. BOTTOM BARS ARE ALL VERTICAL BARS, AND HORIZONTAL REINFORCEMENT WITH LESS THAN 12"

OF NEW CONCRETE PLACED BELOW THE BAR.

Q) AT THE CONTRACTOR’S OPTION AND WITH THE ARCHITECT’S APPROVAL, HEADED DEFORMED

BARS MAY BE USED IN LIEU OF LAP SPLICES. USE OF HEADED DEFORMED BARS IS SUBJECT TO

CONFORMANCE WITH ACI 318 SECTION 25.4.4. USE OF MECHANICAL SPLICES IS SUBJECT TO

CONFORMANCE WITH ACI 318 SECTION 18.2.7 AND REQUIRES SUBMITTAL OF AN ICC-ES OR

IAPMO UES REPORT VALID FOR THE BUILDING CODE.

R) PROVIDE BAR SUPPORTS AND SPACERS IN ACCORDANCE WITH ACI DETAILING MANUAL. ALL BAR SUPPORTS IN AREAS WHERE CONCRETE WILL BE EXPOSED SHALL HAVE PLASTIC FEET. PRECAST CONCRETE (f’c = 3,000 PSI) BLOCKS 3”x3”x3” SHALL BE USED TO SUPPORT REINFORCING OFF OF

THE GROUND. AT ALL OTHER LOCATIONS, CHAIRS OR STANDEES SHALL BE USED. LIFTING OF

HOOK IS NOT PERMITTED.

S) DETAILING, FABRICATION, AND PLACING OF REINFORCING SHALL CONFORM TO APPLICABLE

PROVISIONS OF ACI 315 AND ACI 318.

T) ALL REINFORCING SHALL BE CLEAN OF RUST, GREASE, SOIL, OR OTHER MATERIALS THAT MAY

IMPAIR BOND.

U) REINFORCING BAR MAY BE BENT ONCE, AND THE BEND SHALL BE MADE COLD.

V) BAR SPLICES SHALL BE CLASS B AS INDICATED ON THE SCHEDULE IN THE TYPICAL DETAILS.

W) WWR SPLICES SHALL BE LAPPED FOR A MINIMUM OF ONE WIRE SPACING PLUS 2” OR 8”,

WHICHEVER IS LARGER.

X) SPREAD BARS AROUND SMALL OPENINGS AND SLEEVES IN SLABS AND WALLS WHERE POSSIBLE

AND WHERE BAR SPACING WILL NOT EXCEED 1.5 TIMES THE NORMAL SPACING. DISCONTINUE

BARS AT LARGE OPENINGS WHERE NECESSARY AND PROVIDE AN AREA OF REINFORCEMENT

EQUAL TO THE INTERRUPTED REINFORCEMENT EACH SIDE OF THE OPENING (CLASS B LAP

SPLICED). HOLES LARGER THAN 12” IN ANY DIRECTION SHALL HAVE (1)#5x5’-0” DIAGONAL BAR

IN BOTH FACES AT EACH CORNER.

Y) PIER REINFORCEMENT SHALL BE DOWELED TO THE FOOTING. PROVIDE DOWELS EQUAL IN SIZE, NUMBER, AND GRADE TO THE PIER REINFORCEMENT UNLESS OTHERWISE NOTED. DOWELS

SHALL BE HOOKED 90° AT THE BOTTOM LEVEL OF FOOTING REINFORCEMENT. DOWELS SHALL BE

LAPPED WITH THE PIER REINFORCEMENT.

Z) PIER REINFORCEMENT SHALL BE THE SAME SIZE, NUMBER, AND GRADE AS THE

COLUMN/PILASTER REINFORCING, UNLESS OTHERWISE NOTED.

AA) REINFORCING BARS SHALL BE IN PLACE AND SECURED PRIOR TO POURING CONCRETE. STICKING

OF REINFORCING BARS IS NOT PERMITTED.

BB) REINFORCING BAR SHOP DRAWINGS SHALL SHOW NUMBER, SIZE, AND LOCATION OF BARS, AS WELL AS LAP LENGTH AND CLEAR COVER. DETAILING SHALL BE IN ACCORDANCE WITH ACI SP-66 (04)

CC) DOWEL BAR SPLICER/DOWEL BAR REPLACEMENT (DBR) SHALL DEVELOP AT LEAST 125% OF THE YIELD STRENGTH OF THE REINFORCING STEEL (GRADE 60 REINFORCING STEEL). SUBMIT ICC-ES

REPORT VALID FOR THE BUILDING CODE DEMONSTRATING COMPLIANCE OF COUPLERS WITH

THESE REQUIREMENTS.

DD)ALL WELDED WIRE REINFORCEMENT IN SLABS ON GRADE AND ELEVATED SLABS SHALL BE

SUPPORTED BY CHAIRS, BOLSTERS, OR OTHER APPROVED SUPPORTING DEVICES. “PULLING-UP”

OF MESH AFTER CONCRETE HAS BEEN PLACED IS NOT ACCEPTABLE.

EE) REINFORCING STEEL SHALL HAVE PROTECTION AS FOLLOWS, UNLESS NOTED OTHERWISE:

USE COVER

BEAM STIRRUPS AND COLUMN TIES 1 1/2”

SLAB-ON-GRADE MID-DEPTH

STRUCTURAL SLAB-ON-GRADE BOTTOM BARS 2”

WALL BARS INTERIOR 3/4"

WALL BARS EXPOSED TO EARTH OR WEATHER 1 1/2" (#5 AND SMALLER)

2” (#6 AND LARGER)

FOOTING, PILE CAP, GRADE BEAM BOTTOM BARS 3” (CAST AGAINST EARTH)

FOOTING, PILE CAP, GRADE BEAM TOP BARS 1 1/2" (#5 AND SMALLER)

2” (#6 AND LARGER)

FF) WELDING OF REINFORCING, WHERE APPROVED BY THE EOR, SHALL BE PERFORMED USING LOW

HYDROGEN ELECTRODES AND PREHEATED IN ACCORDANCE WITH AWS D1.4. WELDERS AND

WELDING PROCEDURES SHALL BE QUALIFIED IN ACCORDANCE WITH AWS D1.4. MATERIALS

SHALL CONFORM TO THE FOLLOWING:

(1) REINFORCING BARS TO BE WELDED: ASTM A706, GRADE 60, LOW ALLOY

(2) WELDING ELECTRODES: E80XX

GG)NON-SHRINK GROUT

i) BASE PLATE GROUT SHALL BE NONSHRINK TYPE WITH MINIMUM f’c = 8,000 PSI. ALL OTHER NONSHRINK GROUT SHALL HAVE MINIMUM f’c = 5,000 PSI.

4) STRUCTURAL STEEL

A) STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED, AND ERECTED BY AN APPROVED AND LICENSED FABRICATOR IN ACCORDANCE WITH IBC CHAPTER 22, AISC 360, AISC 303, AND AWS.

B) STRUCTURAL STEEL SHALL CONFORM TO THE ASTM DESIGNATIONS INDICATED BELOW (UNO):

ANGLES, CHANNELS A36

W SHAPES, WT SHAPES A992

PLATES, UNO A36

PLATES (50 KSI WHERE NOTED) A572 GR50

CONNECTION PLATES AND MISC., UNO A36

ROUND HSS A500 GR C

SQUARE AND RECTANGULAR HSS A500 GR C

PIPE A53 GR B

HIGH STRENGTH CONVENTIONAL BOLTS F3125: GR A325

(GR A490 WHERE NOTED)

HIGH STRENGTH TENSION-CONTROL (TC) BOLTS F3125: GR F1852

(GR F2280 WHERE NOTED)

THREADED ROD A36

HEAVY HEX NUTS A563

HARDENED STEEL WASHER F436

ANCHOR RODS F1554: GR 36

(GR 55 WHERE NOTED)

PLAIN WASHER F844

HEADED STUDS ANCHORS AND SHEAR STUDS A108

DEFORMED BAR ANCHOR STUDS A706

C) CONNECTIONS NOT INDICATED ON THE CONTRACT DRAWINGS SHALL BE DESIGNED BY A

STRUCTURAL ENGINEER LICENSED IN THE PROJECT STATE, RETAINED BY THE STEEL

FABRICATOR. ALL CALCULATIONS AND SHOP DRAWINGS SHALL HAVE A COVER SHEET DULY

STAMPED AND SIGNED BY THE REGISTERED STRUCTURAL ENGINEER LICENSED IN THE PROJECT

STATE AND SUBMITTED FOR REVIEW TO THE ARCHITECT/ENGINEER. STAMPING AND SIGNING OF

SHOP DRAWINGS SHALL BE FOR THE EXCLUSIVE PURPOSE OF CERTIFYING THAT THE

CONNECTIONS ARE DETAILED AS PER THE DESIGN PERFORMED BY THE REGISTERED

STRUCTURAL ENGINEER. FAILURE TO SUBMIT STAMPED AND SIGNED CALCULATIONS AND

STAMPED AND SIGNED SHOP DRAWINGS SHALL BE SUFFICIENT CAUSE FOR REJECTION OF SHOP

DRAWINGS.

D) THE CONTRACTOR SHALL BE LIABLE FOR DIMENSIONS, FIT, TOLERANCES, FABRICATION, AND

ERECTION.

E) LENGTH OF CONNECTION ANGLES FOR BEAM-TO-COLUMN OR BEAM-TO-BEAM CONNECTIONS

SHALL BE THE LARGEST STANDARD LENGTH LESS THAN OR EQUAL TO THE “T” DIMENSION OF

THE BEAM. STANDARD LENGTHS AND AVAILABLE STRENGTH OF CONNECTION ANGLES ARE

FOUND IN TABLES 10-1 THRU 10-3 OF THE AISC STEEL CONSTRUCTION MANUAL.

F) BOLTS SHALL BE MINIMUM 3/4" DIAMETER ASTM A325-N (UNO), TIGHTENED BY AN APPROVED

AISC METHOD. BOLT HOLES IN STEEL FOR HIGH STRENGTH BOLTED CONNECTIONS SHALL BE

1/16” LARGER IN DIAMETER THAN BOLT DIAMETER.

G) TENSION CONTROL (TC) BOLTS MAY BE USED AT CONTRACTOR’S OPTION WHERE PRETENSIONED

BOLTS ARE REQUIRED PER RCSC.

H) REENTRANT CORNERS SHALL HAVE 3/4" MINIMUM RADIUS.

I) WELDING IS TO BE DONE BY AWS CERTIFIED WELDERS USING E70XX ELECTRODES (UNO).

WELDS SHALL BE PREQUALIFIED BY AWS. WELDING SHALL BE IN STRICT ADHERENCE TO A

WRITTEN WELDING PROCEDURE SPECIFICATION (WPS) PER AWS D1.1. WELDING PARAMETERS

SHALL BE WITHIN THE ELECTRODE MANUFACTURER’S RECOMMENDATIONS. WELDING

PROCEDURES SHALL BE SUBMITTED TO THE OWNER’S TESTING AGENCY FOR REVIEW BEFORE

STARTING FABRICATION OR ERECTION. FIELD WELDING SYMBOLS HAVE NOT NECESSARILY BEEN

INDICATED ON THE DRAWINGS. WHERE SHOWN, PROPER FIELD WELDING PER AWS D1.1 SHALL

BE USED. WHERE NO FIELD WELDING SYMBOLS ARE SHOWN, IT IS THE CONTRACTOR’S

RESPONSIBILITY TO COORDINATE THE USE OF SHOP AND FIELD WELDS TO FACILITATE THE

STRUCTURAL STEEL ERECTION.

J) PARTIAL PENETRATION GROOVE WELD SIZES SHOWN ON THE DRAWINGS REFER TO EFFECTIVE

THROAT THICKNESS, SHOWN AS (E). SHOP WELDS SHALL BE MADE USING GMAW, FCAW, OR

SAW WELDING PROCESSES. FIELD WELDS SHALL BE MADE USING EITHER FCAW OR THE SMAW

WELDING PROCESSES. FILLER METALS SHALL COMPLY WITH THE AWS D1.1, TABLE 3.1, “PRE-

QUALIFIED BASE METAL-FILLER METAL COMBINATIONS FOR MATCHING STRENGTH”.

K) SHOP DRAWINGS SHALL SHOW ALL WELDING WITH AWS A2.4 SYMBOLS. WELDS SHOWN ON THE

CONTRACT DRAWINGS ARE MINIMUM SIZES FOR STRENGTH. INCREASE WELD SIZE TO AWS

MINIMUM SIZE BASED ON THICKNESS OF THE MATERIAL BEING WELDED. MINIMUM WELD SIZE

SHALL BE 3/16” FOR MATERIAL THICKNESS 3/16” AND GREATER.

L) BACKUP BARS MAY REMAIN IN PLACE UNLESS NOTED ON PLANS, OR WHEN ULTRASONIC TEST

INDICATES A POSSIBLE WELD DEFECT. IF DEFECTS ARE INDICATED, BACKUP BAR IS TO BE

REMOVED AND ROOT INSPECTED. IF DEFECTS ARE FOUND, THEY ARE TO BE REMOVED BY

BACKGOUGING TO SOUND MATERIAL. CLEAN AND REPAIR WELD TO SPECIFIED SIZE PER AWS.

M) THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE JOINT PREPARATIONS AND WELDING

PROCEDURES THAT INCLUDE BUT ARE NOT LIMITED TO: REQUIRED ROOT OPENINGS, ROOT FACE

DIMENSIONS, GROOVE ANGLES, BACKING BARS, COPES, SURFACE ROUGHNESS VALUES, AND

TAPERS OF UNEQUAL PARTS.

N) STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL CONFORM TO THE

REQUIREMENTS OF IBC CHAPTER 22. MEMBERS ARE TO BE ERECTED WITH NATURAL MILL

CAMBER OR INDUCED CAMBER UP, UNLESS OTHERWISE NOTED ON PLANS. SUBSTITUTION OF

MEMBER SIZES OR STEEL GRADED IS NOT ALLOWED WITHOUT PRIOR APPROVAL BY THE

ENGINEER OF RECORD. A MINIMUM OF TWO BOLTS IS REQUIRED FOR ALL BEAM CONNECTIONS.

ALTERNATIVE CONNECTIONS TO THOSE SHOWN ON THESE DRAWINGS REQUIRE PRIOR

APPROVAL BY THE ENGINEER OF RECORD.

O) WELD LENGTHS CALLED FOR ON PLANS ARE THE NET EFFECTIVE LENGTH REQUIRED. WHERE

FILLET WELD SYMBOL IS GIVEN WITHOUT INDICATION OF SIZE, USE MINIMUM SIZE WELDS AS

SPECIFIED IN AISC 360-10 TABLE J2.4.

P) THE USE OF E70-T4 WELDING WIRE IS NOT ALLOWED FOR ANY APPLICATION.

Q) ALL WELD FILLER MATERIAL SHALL HAVE A MINIMUM CHARPY V-NOTCH (CVN) VALUE OF 20 FT-LB

AT A TEMPERATURE OF 0° F.

R) STEEL FRAMEWORK SHALL NOT BE ASSUMED STRUCTURALLY STABLE UNTIL ALL MEMBERS ARE IN

PLACE AND CONNECTIONS ARE INSTALLED. ANY USE OF THE PARTIALLY ERECTED FRAMEWORK

FOR TEMPORARY SUPPORT OF ANY KIND SHALL BE DONE ONLY AT THE CONTRACTOR’S RISK.

S) PROVIDE VERTICAL WEB STIFFENERS ON EACH SIDE OF WEB BEAM AT ALL POINTS SUBJECTED

TO CONCENTRATED LOADS, SUCH AS COLUMN RESTING ON BEAM. THE STIFFENERS SHALL

EXTEND TO FULL DEPTH OF BEAM AND THE BOUNDARY OF FLANGE WITH MINIMUM THICKNESS

OF 3/8”.

T) BURNING OF HOLES IN STRUCTURAL STEEL IS NOT PERMITTED WITHOUT PRIOR APPROVAL OF

THE ENGINEER OR RECORD.

U) MAINTAIN WORK IN A SAFE A STABLE CONDITION DURING ERECTION. PROVIDE TEMPORARY

SHORING AND BRACING MEMBERS AS REQUIRED, WITH CONNECTIONS OF SUFFICIENT

STRENGTH TO BEAR IMPOSED LOADS. REMOVE TEMPORARY MEMBERS AND CONNECTIONS WHEN

PERMANENT MEMBERS ARE IN PLACE AND FINAL CONNECTIONS ARE MADE. PROVIDE TEMPORARY

GUY LINES TO ACHIEVE PROPER ALIGNMENT AND STABILITY OF THE STRUCTURE AS ERECTION

PROCEEDS.

V) HIGH STRENGTH BOLTED CONNECTIONS AND WELDED CONNECTIONS SHALL BE INSPECTED BY

THE SPECIAL STRUCTURAL INSPECTOR. ALL COMPLETE-PENETRATION WELDS SHALL BE

ULTRASONICALLY TESTED BY A QUALIFIED INSPECTOR. INSPECTION AND TESTING WILL BE PAID

FOR BY THE OWNER.

W) ALL EXTERIOR EXPOSED STRUCTURAL STEEL SHALL BE HOT-DIPPED GALVANIZED PER ASTM

A123, UNO BY ARCHITECT. FIELD WELDS AND DAMAGED GALVANIZING SHALL BE COATED WITH

A ZINC-RICH PAINT, MINIMUM 2 MIL THICK, APPLIED TO A CLEAN, DRY STEEL SURFACE BY

EITHER A BRUSH OR SPRAY. ZINC-RICH PAINTS MUST CONTAIN EITHER BETWEEN 65% TO 69%

METALLIC ZINC BY WEIGHT OR GREATER THAN 92% METALLIC ZINC BY WEIGHT IN THE DRY

FILM.

X) AFTER MATERIAL HAS BEEN PROPERLY CLEANED AND TREATED, APPLY SHOP PRIME COAT TO ALL

SURFACES, EXCEPT THOSE INTENDED FOR EMBEDMENT INTO CONCRETE OR TO RECEIVE FIELD

WELDING, SLIP CRITICAL BOLTS, OR CEMENTITIOUS FIREPROOFING. PROVIDE “TOUCH-UP” AT

SITE. MINIMUM DRY FILM THICKNESS SHALL BE 1.5 MIL.

Y) ANCHOR RODS

i) ANCHOR RODS SHALL CONFORM TO F1554, GR36, UNO WITH HEAVY HEX NUTS AND PLAIN

WASHERS.

ii) PROVIDE DOUBLE HEAVY HEX NUTS, JAMMED, AT ENDS EMBEDDED IN CONCRETE OR TACK

WELD SINGLE NUT TO END OF ROD.

iii) ANCHOR RODS SHALL HAVE SUFFICIENT LENGTH TO PROVIDE THE MINIMUM EMBEDMENT

SHOWN ON THE CONTRACT DRAWINGS.

iv) ANCHOR RODS SHALL BE INSTALLED TO A SNUG-TIGHT CONDITION.

v) NO HEATING OR BENDING OF ANCHOR RODS IS PERMITTED.

vi) NO ENLARGEMENT OF ANCHOR ROD HOLES, BEYOND THE AISC-SPECIFIED HOLE DIAMETER, IS

PERMITTED.

Z) HEADED STUDS

i) HEADED STUDS WELDED TO BEAMS OR FOR CONCRETE CONNECTIONS SHALL BE TRU-WELD

STUD”, TRU-WELD DIVISION OF TFP CORPORATION, MEDINA, OHIO OR “NELSON STUD”,

NELSON STUD WELDING, INC, ELYRIA, OHIO, OR APPROVED EQUAL.

ii) HEADED STUDS TO BE USED AS CONCRETE ANCHORS OR SHEAR STUDS SHALL BE

AUTOMATICALLY END WELDED IN SHOP OR FIELD WITH EQUIPMENT RECOMMENDED BY

MANUFACTURER OF STUDS. THE SPECIFIED LENGTH IS THE AFTER-WELD LENGTH (AWL).

iii) HEADED STUDS MATERIAL, WELDING, AND INSPECTION SHALL BE IN ACCORDANCE WITH AWS

“STRUCTURAL WELDING CODE”, AWS D1.1, LATEST REVISION.

AA) DEFORMED BAR ANCHORS

i) DEFORMED BAR ANCHORS (DBA) SHALL BE “D6L DEFORMED BAR STUD ANCHOR”, NELSON

STUD WELDING, INC, ELYRIA, OHIO, PER ICC ESR-2907 UNLESS NOTED OTHERWISE.

ii) ANCHORS SHALL BE AUTOMATICALLY END WELDED IN SHOP OR FIELD WITH EQUIPMENT

RECOMMENDED BY MANUFACTURER OF STUDS.

BB) STAIRS

i) UNLESS SHOWN AND DETAILED IN THE STRUCTURAL DRAWINGS, ALL STAIRS ARE TO

CONSIST OF A PREFABRICATED AND PRE-ENGINEERED STAIR AND LANDING SYSTEM THAT IS

TO BE DESIGNED BY THE STAIR SUPPLIER. ALL STAIRS AND THEIR CONNECTIONS TO THE

PRIMARY STRUCTURE SHALL BE DESIGNED TO MEET THE REQUIREMENTS OF THE BUILDING

CODE FOR BOTH LATERAL AND VERTICAL LOADS.

ii) SEE ARCHITECT FOR STAIR LAYOUT, DIMENSIONS, AND CONFIGURATIONS OF RISE AND RUN.

THE STAIR MANUFACTURER SHALL DESIGN AND PROVIDE ALL COMPONENTS NECESSARY FOR

BOTH GRAVITY AND LATERAL SUPPORT OF THE STAIRS AND LANDINGS, INCLUDING, BUT NOT

LIMITED TO: POSTS, HANGERS, BRACES, CONNECTIONS TO PRIMARY STRUCTURE, AND

MISCELLANEOUS STEEL REQUIRED FOR PROPER INSTALLATION OF THE STAIRS. THE STAIR

SUPPLIER SHALL SUBMIT CALCULATIONS AND DRAWINGS THAT INDICATE THE MAXIMUM AND

MINIMUM IMPOSED LOADS APPLIED TO THE PRIMARY STRUCTURE. SHOP DRAWINGS AND

CALCULATIONS SHALL BE STAMPED & SIGNED BY A REGISTERED PROFESSIONAL ENGINEER

LICENSED IN THE PROJECT STATE AND SUBMITTED FOR REVIEW.

5) POST-INSTALLED ANCHORS

A) PROVIDE POST-INSTALLED ANCHORS PER THE FOLLOWING (UNO):

i) CONCRETE (CRACKED OR UNCRACKED)

(1) EXPANSION ANCHOR: HILTI KWIK BOLT TZ2 (ICC-ES ESR-4266)

(2) EXPANSION ANCHOR: SIMPSON STRONG-TIE STRONG-BOLT 2 (ICC-ES ESR-3037)

(3) SCREW ANCHOR: HILTI KWIK HUS-EZ

(4) SCREW ANCHOR: SIMPSON STRONG-TIE TITEN HD (ICC-ES ESR-1056)

(5) ADHESIVE ANCHOR: HILTI HIT-HY 200 V3 + HAS THREADED ROD (ICC-ES ESR-4878)

(6) ADHESIVE ANCHOR: SIMPSON STRONG-TIE SET 3G + F1554 GR. 36 THREADED ROD (ICC-

ES ESR-4844)

(7) SHALLOW EMBEDMENT ANCHOR: HILTI HDI-P TZ (ICC-ES ESR-4236)

B) ALL ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH THE SUPPLIER’S RECOMMENDATIONS.

C) ADHESIVE ANCHORS SHALL NOT BE INSTALLED PRIOR TO THE CONCRETE REACHING AN AGE OF

21 DAYS. EXPANSION ANCHORS SHALL NOT BE INSTALLED PRIOR TO THE CONCRETE REACHING

AN AGE OF 28 DAYS.

D) USE OF ALTERNATE PRODUCTS OR POST-INSTALLED ANCHORS AT LOCATIONS NOT SHOWN IN

THESE DRAWINGS IS SUBJECT TO THE APPROVAL OF THE ENGINEER OF RECORD. SUBMIT

PROPOSED ANCHORS TO THE ENGINEER WITH AN ICC-ES REPORT VALID FOR THE REFERENCED

BUILDING CODE. THE SUBMITTED ICC-ES REPORT SHALL DEMONSTRATE THAT THE ANCHORS ARE

SUITABLE FOR USE IN BASE MATERIAL. WHERE ANCHORS RESIST SEISMIC LOADS, SUBMITTED

ICC-ES REPORT SHALL DEMONSTRATE THAT ANCHORS ARE SUITABLE FOR THE RESISTANCE OF

SEISMIC LOADS.

6) METAL ROOF DECK

A) METAL ROOF DECKING SHALL BE FLAT-ROLLED, GALVANIZED SHEETS OF STRUCTURAL QUALITY, MEETING THE REQUIREMENTS OF ASTM A653-11 AND FACTORY GALVANIZED, COMPLYING WITH

ASTM A924-13, COATING CLASS G90.

B) 1 1/2" METAL ROOF DECK SHALL BE TYPE B, 22 GA GALVANIZED STEEL DECKING WITH A

FABRICATED DEPTH OF 1 1/2" AND A VALLEY SPACING OF 6”, TYPE 1.5B-36 AS MANUFACTURED BY VULCRAFT (ICC ESR-1227) OR APPROVED EQUAL. DECKING SHALL BE STRUCTURAL QUALITY GRADE 50 OR HIGHER, WITH Fy = 50,000 PSI MIN. DECKING SHALL BE FASTENED TO STEEL

SUPPORTING MEMBERS AND BOUNDARIES AT 12” ON CENTER, MAXIMUM SPACING, WITH #12

SELF-TAPPING METAL SCREWS. SIDE LAPS OF ADJACENT UNITS SHALL BE FASTENED AT 12” ON

CENTER, MAXIMUM SPACING, WITH #10 TEK METAL SCREWS.

C) SHEETS SHALL BE CONTINUOUS FOR AT LEAST THREE SPANS WHERE POSSIBLE.

D) ACCESSORIES SHALL BE STANDARD WITH THE MANUFACTURER AND SHALL BE FURNISHED AS

NECESSARY TO COMPLETE THE ROOF DECK INSTALLATION.

E) PROVIDE MANUFACTURER’S STANDARD 14 GA GALVANIZED SUMP PANS FOR EACH ROOF DRAIN.

COORDINATE TYPE AND LOCATIONS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS AND

SPECIFICATIONS.

F) MINIMUM END LAP SHALL BE 2” CENTERED OVER SUPPORTS.

G) WELDING OF STEEL DECK SHALL BE PERFORMED BY CERTIFIED LIGHT GAUGE STEEL WELDERS IN

ACCORDANCE WITH AWS “SPECIFICATIONS FOR WELDING SHEET STEEL IN STRUCTURES”, AWS

D1.3, LATEST REVISION.

H) SUSPENDED CEILINGS, LIGHT FIXTURES, PIPES, DUCTS, MECHANICAL OR ELECTRICAL

EQUIPMENT, OR OTHER UTILITIES SHALL NOT BE SUPPORTED BY THE NONCOMPOSITE STEEL

ROOF DECK WITHOUT THE APPROVAL OF THE ENGINEER.

I) HOLES OR COMBINATIONS OF HOLES IN NONCOMPOSITE STEEL ROOF DECK WHICH CUT TWO

WEBS CLOSER THAN 24” OC IN ANY SPAN REQUIRE DECK REINFORCEMENT. SEE TYPICAL

DETAILS FOR REINFORCEMENT.

J) ATTENTION IS CALLED TO THE FACT THAT THE METAL ROOF DECK IS DESIGNED FOR DIAPHRAGM

ACTION. THEREFORE, ADDED CARE MUST BE TAKEN TO ENSURE PROPER INSTALLATION

PROCEDURES ARE FOLLOWED.

K) A SPECIAL STRUCTURAL INSPECTOR WILL BE RETAINED BY THE OWNER TO ENSURE THAT THE DECK IS FASTENED PROPERLY PRIOR TO PLACEMENT OF COVER MATERIALS. WRITTEN APPROVAL OF DECK INSTALLATION MUST BE SUBMITTED TO THE ARCHITECT/EOR PRIOR TO COVERING THE

DECK.

7) METAL FLOOR DECK

A) METAL FLOOR DECKING SHALL BE FLAT-ROLLED, GALVANIZED SHEETS OF STRUCTURAL QUALITY, MEETING THE REQUIREMENTS OF ASTM A653-11 AND FACTORY GALVANIZED, COMPLYING WITH

ASTM A924, COATING CLASS G60.

0.6h

0.6h

.2 h

.6 h

1'

1 1

0.6h

0.2h

ROOF ZONES

a a

WALL ZONES OVERHANGS PARAPETS

h

45 5

500 W Jefferson Street Suite 2200 Louisville, KY 40202

O: 502.325.0100 www.kpff.com

Consulting Engineers DESCRIPTION OF REVISION

COMMONWEALTH OF KENTUCKY

FINANCE AND ADMINISTRATION CABINET

DEPARTMENT FOR FACILITIES AND SUPPORT SERVICES

DIVISION OF ENGINEERING

FRANKFORT, KENTUCKY

DECA LOG #

DRAWING NO.

AS BUILT DATE

DATE

DESCRIPTION OF REVISION DATE

KESLER SIMPSON ARCHITECTS, LLC

3728 WILLOW RIDGE RD

859.523.4324

DRAWING INFORMATION

A&E FILE NO.

DRAWING DATE

DRAWN BY

CHECKED BY

PHASE

RTA DATE

ACCOUNT NO.

REVISION HISTORY OF DRAWINGS

RTA

PHASE A SUBMITTAL 12/12

PHASE C SUBMITTAL 3/31

2026-03-31

RTA SUBMITTAL 3/31

ADDENDA 2 5/26

S001

GENERAL NOTES

FT BOONESBOROUGH

2500501

2026-05-26

RA

CD

05/2 6/26

REQUIRED GEOTECHNICAL SPECIAL INSPECTIONS

SYSTEM OR MATERIAL

INSPECTION

REMARKS

I B

C R

E F E R

E N

C E

C O

D E

O R

T A

N D

A

D

E

F E

R E

N C

E

C O

N T

I N

U O

U S

P E

R I O

D I C

SOILS

VERIFY MATERIALS BELOW

SHALLOW FOUNDATIONS ARE

ADEQUATE TO ACHIEVE THE

DESIGN BEARING CAPACITY.

TB

1705.6 1705.6

G E O

T E C

H N

IC

A L R

E P O

R T

-- X

BY THE GEOTECHNICAL ENGINEER

VERIFY EXCAVATIONS ARE

EXTENDED TO PROPER DEPTH AND

HAVE REACHED PROPER MATERIAL.

-- X

PERFORM CLASSIFICATION AND

TESTING OF COMPACTED FILL

MATERIALS.

-- X

VERIFY USE OF PROPER

MATERIALS, DENSITIES AND LIFT

THICKNESSES DURING PLACEMENT

AND COMPACTION OF COMPACTED

FILL.

X --

PRIOR TO PLACEMENT OF

COMPACTED FILL, INSPECT

SUBGRADE AND VERIFY THAT SITE

HAS BEEN PREPARED PROPERLY.

-- X

STATEMENT OF SPECIAL INSPECTION AND TESTING NOTES:

# SPECIAL INSPECTIONS SHALL CONFORM TO CHAPTER 17 OF THE INTERNATIONAL BUILDING CODE

(IBC) AND THE REFERENCE CODES AND STANDARDS LISTED IN CHAPTER 35.

# INSPECTIONS AND ASSOCIATED TESTING SHALL BE PERFORMED BY AN APPROVED QUALIFIED

TESTING AND INSPECTING AGENCY MEETING THE REQUIREMENTS OF ASTM E329 (MATERIALS), ASTM

D3740 (SOILS), ASTM C1077 (CONCRETE), ASTM A880 (STEEL), AND ASTM E543 (NON-

DESTRUCTIVE). THE TESTING AND INSPECTING AGENCY SHALL FURNISH TO THE

ARCHITECT/ENGINEER A COPY OF THEIR SCOPE OF ACCREDITATION. SPECIAL INSPECTORS SHALL BE CERTIFIED BY THE BUILDING OFFICIAL. WELDING INSPECTORS SHALL BE QUALIFIED PER SECTION

6.1.4.1.1 OF AWS D1.1.

# THE SPECIAL INSPECTOR SHALL OBSERVE THE INDICATED WORK FOR COMPLIANCE WITH THE

APPROVED CONSTRUCTION DOCUMENTS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE

ATTENTION OF THE CONTRACTOR FOR CORRECTION AND NOTED IN THE INSPECTION REPORTS.

ISSUES REQUIRING IMMEDIATE CORRECTIVE ACTIONS OR ENGINEERING INPUT ARE TO BE BROUGHT

TO THE ENGINEER'S ATTENTION IMMEDIATELY UPON DISCOVERY.

# THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS FOR EACH INSPECTION TO THE

BUILDING OFFICIAL, ARCHITECT/ENGINEER, CONTRACTOR, AND OWNER. THE TESTING AND

INSPECTING AGENCY SHALL SUBMIT A FINAL REPORT STATING THAT THE WORK REQUIRING SPECIAL

INSPECTION WAS INSPECTED AND IS IN CONFORMANCE WITH THE APPROVED CONSTRUCTION

DOCUMENTS AND THAT ALL DISCREPANCIES NOTED IN THE INSPECTION REPORTS HAVE BEEN

CORRECTED.

# CONTINUOUS SPECIAL INSPECTION: SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS PRESENT WHEN AND WHERE THE WORK TO BE INSPECTED IS BEING PERFORMED. PERIODIC SPECIAL INSPECTION: SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS INTERMITTENTLY PRESENT

WHERE THE WORK TO BE INSPECTED HAS BEEN OR IS BEING PERFORMED.

# WHERE PERIODIC INSPECTION IS ALLOWED IN ACCORDANCE WITH THE ANCHOR ICC/IAPMO

EVALUATION REPORT, INSPECTIONS SHALL BE AS FOLLOWS:

- FOR ALL ANCHORS, PRIOR TO CONCEALMENT, VERIFY:ANCHOR TYPE, ANCHOR DIMENSIONS,

ANCHOR SPACING AND EDGE DISTANCE.

- FOR EACH ANCHOR TYPE AND SIZE, INSPECTOR SHALL BE ONSITE TO CONTINUOUSLY INSPECT A

MINIMUM OF THE FIRST 10 ANCHORS INSTALLED BY EACH INSTALLER FOR CONFORMANCE WITH

ICC/IAPMO EVALUATION REPORT. PROVIDED ALL ANCHORS ARE INSTALLED CORRECTLY PER

MANUFACTURER'S INSTRUCTIONS, PROVIDE PERIODIC INSPECTION ON A MINIMUM OF 10% OF

THE NEXT 1000 ANCHORS BY EACH INSTALLER AND A MINIMUM OF 5% OF THE REMAINING

ANCHORS BY EACH INSTALLER. INSPECTIONS SHALL OCCUR A MINIMUM OF ONCE PER WEEK AT A RANDOM TIME WHILE ANCHOR INSTALLATION IS ONGOING. ANY NON-COMPLIANCE ISSUES SHALL

RESET THE INSPECTION REQUIREMENTS TO TEN (10) CONTINUOUS INSPECTIONS. NON-

COMPLIANT ANCHORS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER OF RECORD FOR REVIEW AND SHALL BE BROUGHT INTO COMPLIANCE BY EITHER TESTING OR RE-INSTALLATION.

# OBSERVE: OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED

PENDING THESE INSPECTIONS.

PERFORM: PERFORM THESE TASKS FOR EACH ELEMENT.

# INDICATED CONCRETE TESTING MEETS MINIMUM REQUIREMENTS FOR STRUCTURAL TESTING TO BE PROVIDED BY THE APPROVED QUALIFIED TESTING AND INSPECTING AGENCY. ADDITIONAL TESTING

FOR CONSTRUCTION CONSIDERATIONS ARE NOT INDICATED AND SHALL BE DETERMINED BY THE

CONTRACTOR AND PROVIDED AT CONTRACTOR'S EXPENSE.

REQUIRED FABRICATION SPECIAL INSPECTIONS

SYSTEM OR MATERIAL

INSPECTION

REMARKS

I B

C R

E F E R

E N

C E

C O

D E

A

N D

A

F E

R E

N C

E

C O

N T

I N

U O

U S

P E

R I O

D I C

INSPECTION IN FABRICATION SHOP

.2

.5

WHERE FABRICATION OF

STRUCTURAL, LOAD-BEARING OR

LATERAL LOAD-RESISTING

MEMBERS OR ASSEMBLIES IS

BEING PERFORMED ON THE

PREMISES OF A FABRICATOR'S

SHOP, SPECIAL INSPECTION OF

THE FABRICATED ITEMS SHALL BE

AS REQUIRED BY TABLE 2 AND AS

REQUIRED ELSEWHERE IN THE

STATEMENT OF SPECIAL

INSPECTIONS. REFERENCE

SECTION 1704.2.5.1 FOR

APPROVED FABRICATOR

EXCEPTION.

REQUIRED CONCRETE SPECIAL INSPECTIONS

SYSTEM OR MATERIAL

INSPECTION

REMARKS

I B

C R

E F E R

E N

C E

C O

D E

A

N D

A

F E

R E

N C

E

C O

N T

I N

U O

U S

P E

R I O

D I C

INSPECT REINFORCEMENT,

INCLUDING EMBEDMENTS, AND

VERIFY PLACEMENT.

TB 1705.3 (1)

1705.3 1908.4

A C I

.2

-2 .3

.6

.1 -2

.6

.3

.8

.1

.3

TOLERANCE AND REINFORCING

PLACEMENT PER ACI 318: 26.6

INSPECTION OF REINFORCING

STEEL WELDING

TB 1705.3 (2)

1705.3.1

A C I

.6

.4 A W

S D

.4

-- X EXCEPT AS NOTED OTHERWISE

MATERIAL VERIFICATION OF WELD

FILLER METALS

1705.3.1 -- X

MANUFACTURER'S CERTIFIED TEST

REPORTS

VERIFYING USE OF PROPER

WELDING PROCEDURE

SPECIFICATIONS

-- X

COPY OF WELDING PROCEDURE

SPECIFICATIONS

VERIFYING WELDER

QUALIFICATIONS

-- X COPY OF QUALIFICATION CARDS

VERIFY WELDABILITY OF

REINFORCING STEEL OTHER THAN

ASTM A 706

TB 1705.3

(2.a)

A W

S D

.4

A C I

.6

.4 -- X CERTIFIED MILL TEST REPORTS

INSPECT SINGLE PASS FILLET

WELDS, MAXIMUM 5/16"

TB 1705.3

(2.b)

-- X --

INSPECT ALL OTHER WELDS

TB 1705.3

(2.c) X --

ALL WELDS VISUALLY INSPECTED

PER AWS D1.4: 7.5

INSPECT ANCHORS CAST IN

CONCRETE

WAC

51-50-1705

A C I

.8

.2

X --

ALL ANCHORS SHALL BE VISUALLY

INSPECTED

INSPECT ANCHORS POST-INSTALLED IN HARDENED CONCRETE MEMBERS:

ADHESIVE ANCHORS INSTALLED IN

HORIZONTALLY OR UPWARDLY

INCLINED ORIENTATIONS TO

RESIST SUSTAINED TENSION

LOADS.

WAC

51-50-1705

A C I

.4

IC

C /I

A P M

O E

V A L U

A T

IO

N R

E P O

R T

A C I

.8

.2 .4

.1

.3

X --

REFER TO ANCHOR CALLOUTS FOR

SUSTAINED TENSION (ST)

DESIGNATION

MECHANICAL ANCHORS AND

ADHESIVE ANCHORS NOT DEFINED

ABOVE.

WAC

51-50-1705

A C I

.4

IC

C /I

A P M

O E

V A L U

A T

IO

N R

E P O

R T

A C I

.2

.1

.3

X

N O

T E

ALL ANCHORS SHALL BE VISUALLY

INSPECTED

VERIFY USE OF REQUIRED DESIGN

MIX.

TB 1705.3(5)

1705.3

1908.2 1908.3

A C

I

.4

.3 -2

.4

.4

.1

.3

-- X --

PRIOR TO CONCRETE PLACEMENT,

FABRICATE SPECIMENS FOR

STRENGTH TESTS, PERFORM SLUMP

AND AIR CONTENT TESTS, AND

DETERMINE THE TEMPERATURE OF

THE CONCRETE.

TB 1705.3(6)

1908.10

A S T M

C

A S T M

C

A C I

.4

.1

X -- --

INSPECT CONCRETE AND

SHOTCRETE PLACEMENT FOR

PROPER APPLICATION

TECHNIQUES.

TB 1705.3(7)

1705.3

1908.6-8

A C I

.5

.1

.3

X -- --

VERIFY CURING METHOD AND

DURATION OF CURING FOR EACH

MEMBER.

A C I

.1

.3

.3 b ) -- X --

VERIFY MAINTENANCE OF

SPECIFIED CURING TEMPERATURE

AND TECHNIQUES.

TB 1705.3(8)

1705.3 1908.9

A C I

.5

.3 -2

.5

.5

.1

.3

-- X --

INSPECT ERECTION OF PRECAST

CONCRETE MEMBERS.

TB

1705.3(10)

1705.3

A C I

.9

.1

.3

-- X

ALL CONNECTIONS VISUALLY

INSPECTED, REFER TO ANCHOR

AND WELDING REQUIREMENTS.

VERIFY IN-SITU CONCRETE

STRENGTH, PRIOR TO REMOVAL OF

SHORES AND FORMS FROM BEAMS

AND STRUCTURAL SLABS.

TB

1705.3(11)

1705.3

A C I

.1

.2

.1

.2

.1

.3

-- X --

INSPECT FORMWORK FOR SHAPE,

LOCATION AND DIMENSIONS OF

THE CONCRETE MEMBER BEING

FORMED

TB

1705.3(12)

1705.3

A C

I

.1

.1

.2 (b

-- X --

INSPECT REINFORCING STEEL

MECHANICAL COUPLERS,

TERMINATORS AND FORM SAVERS

IC

C /I

A P M

V A L U

A T

IO

P O

R T S

VISUALLY INSPECT FOR CORRECT

ASSEMBLY AND LOCATION

REQUIRED STRUCTURAL STEEL SPECIAL INSPECTIONS

SYSTEM OR MATERIAL

INSPECTION

REMARKS

I B

C R

E F E R

E N

C E

C O

D E

A

N D

A

F E

R E

N C

E

C O

N T

I N

U O

U S

P E

R I O

D I C

INSPECTION TASKS PRIOR TO WELDING:

WELDING PROCEDURE

SPECIFICATIONS (WPS) AVAILABLE

1705.2

A

IS

C

T B N

.4

-1 A

IS

C

N .4

-- X --

MANUFACTURER CERTIFICATIONS

FOR WELDING CONSUMABLES

AVAILABLE

-- X --

MATERIAL IDENTIFICATION

(TYPE/GRADE)

X -- --

WELDER IDENTIFICATION SYSTEM X -- --

CONFIGURATION AND FINISH OF

ACCESS HOLES

X -- --

FIT-UP OF FILLET WELDS:

DIMENSIONS (ALIGNMENT, GAPS

AT ROOT), CLEANLINESS

(CONDITION OF STEEL SURFACES),

TACKING (TACK WELD QUALITY

AND LOCATION), BACKING TYPE

AND FIT (IF APPLICABLE)

X -- --

CHECK WELDING EQUIPMENT -- --

FABRICATOR OR ERECTOR SHALL

OBSERVE

INSPECTION TASKS DURING WELDING:

USE OF QUALIFIED WELDERS

1705.2

A

IS

C

T B N

.4

-2 A

IS

C

N .4

X -- --

CONTROL AND HANDLING OF

WELDING CONSUMABLES:

PACKAGING, EXPOSURE CONTROL

X -- --

NO WELDING OVER CRACKED TACK

WELDS

X -- --

ENVIRONMENTAL CONDITIONS:

WIND SPEED WITHIN LIMITS,

PRECIPITATION AND TEMPERATURE

X -- --

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)

X -- --

WELDING TECHNIQUES: INTERPASS

AND FINAL CLEANING, EACH PASS

WITHIN PROFILE LIMITATIONS,

EACH PASS MEETS QUALITY

REQUIREMENTS

X -- --

INSPECTION TASKS AFTER WELDING:

WELDS CLEANED

1705.2

A

IS

C

T B N

.4

-3 A

IS

C

N .4

X -- --

SIZE, LENGTH AND LOCATION OF

WELDS

-- X --

WELDS MEET VISUAL ACCEPTANCE

CRITERIA: CRACK PROHIBITION,

WELD/BASE-METAL FUSION,

CRATER CROSS SECTION, WELD

PROFILES, WELD SIZE, UNDERCUT,

POROSITY

-- X --

ARC STRIKES -- X --

K-AREA -- X --

BACKING REMOVED AND WELD

TABS REMOVED (IF REQUIRED)

-- X --

REPAIR ACTIVITIES -- X --

DOCUMENT ACCEPTANCE OR

REJECTION OF WELDED JOINT OR

MEMBER

-- X --

INSPECTION TASKS PRIOR TO BOLTING:

MANUFACTURER'S CERTIFICATIONS

AVAILABLE FOR FASTENER

MATERIALS

1705.2

A

IS

C

T B N

.6

-1 A

IS

C

N .4

-- X --

FASTENERS MARKED IN

ACCORDANCE WITH ASTM

REQUIREMENTS

X -- --

PROPER FASTENERS SELECTED FOR

THE JOINT DETAIL (GRADE, TYPE,

BOLT LENGTH IF THREADS ARE TO

BE EXCLUDED FROM SHEAR PLANE)

X -- --

PROPER BOLTING PROCEDURE FOR

JOINT DETAIL

X -- --

CONNECTING ELEMENTS,

INCLUDING THE APPROPRIATE

FAYING SURFACE CONDITION AND

HOLE PREPARATION, IF SPECIFIED,

MEET APPLICABLE REQUIREMENTS

X -- --

PRE-INSTALLATION VERIFICATION

TESTING BY INSTALLATION

PERSONNEL OBSERVED AND

DOCUMENTED FOR FASTENER

ASSEMBLIES AND METHODS USED

X -- --

PROPER STORAGE PROVIDED FOR

BOLTS, NUTS, WASHERS AND

OTHER FASTENER COMPONENTS

X -- --

INSPECTION TASKS DURING BOLTING:

FASTENER ASSEMBLIES, OF

SUITABLE CONDITION, PLACED IN

ALL HOLES AND WASHERS (IF

REQUIRED) ARE POSITIONED AS

REQUIRED

1705.2

A

IS

C

T B N

.6

-2 A

IS

C

N .