Attachment 3. Addendum 1 - Struct set.pdf

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AREA COMPONENT WIND LOAD (PSF) (+/-)

3' - 6" 10' - 6" 3' - 6" 3' - 6" 10' - 6" 3' - 6"

35' - 0"

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3' - 6" 28' - 0" 3' - 6"

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3' - 6" 37' - 0" 3' - 6"

44' - 0"

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NORTH AND SOUTH WALLS EAST AND WEST WALLS

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

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C

D

E

F

A

B

C

D

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F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

Consultant:

07/27/2020

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SI001

STRUCTURAL GENERAL NOTES

GUIDON

1221 N. PENNSYLVANIA STREET

INDIANAPOLIS, IN 46202

317.800.6388

CMTA CONSULTING ENGINEERS, INC

10411 MEETING STREET

PROSPECT, KY 40059

CONSTRUCT CAMPUS WATER

SOFTENING PLANT

1900 E. MAIN ST., DANVILLE, IL

550-20-103

07/27/2020 MAV LKL

BID DOCUMENTS

502.326.3085

GENERAL

THE STRUCTURE HAS BEEN DESIGNED FOR THE IN-SERVICE LOADS ONLY. THE METHODS, MEANS, PROCEDURES, AND SEQUENCES OF CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCE TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS DURING ERECTION. THIS INCLUDES THE ADDITION OF

NECESSARY SHORING, SHEETING, TEMPORARY BRACING, GUYS, TIEDOWNS, ETC.

THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING

DRAWINGS AND SPECIFICATIONS.

THE GENERAL NOTES ON THE DRAWINGS ARE TO BE USED IN CONJUNCTION WITH THE FULL WRITTEN MATERIAL SPECIFICATIONS (IF ANY) FOR THE PROJECT. IF A DISCREPANCY OCCURS BETWEEN THE NOTES AND THE FULL SPECIFICATIONS, THE MORE STRINGENT

REQUIREMENT SHALL APPLY.

NO PENETRATIONS THROUGH STRUCTURAL ELEMENTS, OTHER THAN THOSE SHOWN ON THE DRAWINGS, SHALL BE MADE WITHOUT

THE APPROVAL OF THE STRUCTURAL ENGINEER.

CONTRACTOR TO COORDINATE ALL EQUIPMENT, ROOF DRAINS, CHASES, AND OTHER ITEMS CONNECTED TO THE STRUCTURE BEFORE

FABRICATION BEGINS.

CONCRETE MIX DESIGN SUBMITTAL

THE CONTRACTOR SHALL SUBMIT FOR THE REVIEW OF THE STRUCTURAL ENGINEER A MIX DESIGN FOR EACH PROPOSED CLASS OF CONCRETE. EACH MIX DESIGN SHALL BE IDENTIFIED BY A MIX NUMBER OR OTHER UNIQUE IDENTIFICATION. THE CONTRACTOR SHALL NOT VARY FROM THE MIX DESIGNS NOR USE ANY CONCRETEOTHER THAN THE APPROVED MIX DESIGNS WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER. MIX DESIGN SUBMITTALS SHALL INCLUDE THE FOLLOWING INFORMATION:

1. MIX DESIGN NUMBER OR UNIQUE IDENTIFICATION AND INTENDED LOCATION OF PLACEMENT.

2. CEMENT TYPE, PROPORTION AND NAME OF MANUFACTURER.

3. FLY ASH PROPORTION (WHEN USED), LABORATORY ANALYSIS CERTIFICATION, AND NAME AND LOCATION OF SUPPLIER.

4. COURSE AGGREGATE PROPORTION, GRADATION REPORT, NAME AND LOCATION OF SUPPLIER.

5. FINE AGGREGATE PROPORTION, GRADATION REPORT, NAME AND LOCATION OF SUPPLIER.

6. MIXING WATER PROPORTION AND SOURCE.

7. ADMIXTURE DOSAGES, PRODUCT NAME(S) AND MANUFACTURER NAME(S).

8. FIBER REINFORCEMENT DOSAGE (WHEN USED), PRODUCT NAME AND MANUFACTURER NAME.

9. DESIGN 28-DAY COMPRESSIVE STRENGTH (F'C).

10. DESIGN SLUMP RANGE.

11. DESIGN AIR-ENTRAINMENT (FOR CONCRETE REQUIRING ENTRAINED AIR).

12. STATISTICAL ANALYSIS OF LABORATORY STRENGTH TEST DATA IN ACCORDANCE WITH "STANDARD DEVIATION"

DETERMINATION OUTLINED IN ACI 318.

SHOP DRAWING SUBMITTALS

THE CONTRACTOR SHALL PREPARE DETAILED SHOP DRAWINGS TO ENABLE HIM TO FABRICATE, ERECT AND CONSTRUCT ALL PARTS OF THE WORK IN ACCORDANCE WITH THE DRAWINGS AND SPECIFICATIONS. THESE SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT ONLY. THE CONTRACTOR IS RESPONSIBLE FOR ALL DIMENSIONS, ACCURACY AND FIT OF WORK.

ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR PRIOR TO SUBMITTAL TO THE STRUCTURAL ENGINEER. DRAWINGS

SUBMITTED WITHOUT CONTRACTOR'S REVIEW WILL BE RETURNED UNCHECKED.

SUBMIT ELECTRONIC VERSIONS OF SHOP DRAWINGS. SUBMIT SHOP DRAWINGS IN PDF FORMAT.

SUBMIT SHOP DRAWINGS FOR EACH OF THE FOLLOWING ITEMS:

1. CONCRETE REINFORCEMENT

2. CONCRETE MASONRY REINFORCEMENT

3. PRE ENGINEERED METAL BUILDING STEEL (INCLUDING DESIGN CALCULATIONS SEALED BY A PROFESSIONAL ENGINEER

REGISTERED IN THE STATE WHERE THE PROJECT IS CONSTRUCTED)

PRODUCT DATA SUBMITTALS

THE CONTRACTOR SHALL SUBMIT FOR APPROVAL PRODUCT DATA FOR THE SPECIFIC ITEMS LISTED BELOW. CONTRACTOR SHALL NOT USE PRODUCTS OTHER THAN THOSE SUBMITTED WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER.

MANUFACTURER'S TRADE NAMES AND NUMBERS USED HEREIN ARE ONLY TO IDENTIFY COLORS, FINISHES, TEXTURES, AND PATTERNS AS A BASIS OF DESIGN. PRODUCTS OF AUTHORIZED EQUAL MANUFACTURER'S EQUIVALENT TO COLORS, FINISHES, TEXTURES, AND PATTERNS OF MANUFACTURERS LISTED THAT MEET REQUIREMENTS OF TECHNICAL SPECIFICATIONS IN EVERY RESPECT MAY BE ACCEPTABLE WITH SUBMITTAL OF A COMPLETED SUBSTITUTION REQUEST CONTAINING ALL PRODUCT DATA, TESTING AND ACTUAL

SAMPLES, AND UPON APPROVAL IN WRITING BY CONTRACTING OFFICER.

SUBMIT ELECTRONIC VERSIONS OF PRODUCT DATA IN PDF FORMAT TO THE STRUCTURAL ENGINEER AND COR FOR REVIEW.

1. FIBER REINFORCEMENT FOR CONCRETE

2. CONCRETE REINFORCEMENT

3. CONCRETE CURING COMPOUND

4. CONCRETE JOINT SEALANT

5. WATER STOPS

6. MASONRY JOINT REINFORCEMENT

7. EXPANSION ANCHORS

8. ADHESIVE ANCHORS

9. NON-SHRINK GROUT

FOUNDATIONS

FOUNDATIONS HAVE BEEN DESIGNED BASED ON ASSUMED ALLOWABLE CAPACITIES INDICATED BELOW. CONTRACTOR SHALL ENGAGE A LICENSED GEOTECHNICAL ENGINEER TO REVIEW THE SOIL CONDITIONS AT THE SITE AS NECESSARY TO CONFIRM THE ALLOWABLE CAPACITIES PRIOR TO PLACEMENT OF THE FOUNDATIONS. CONFIRMATION OF THE ACCEPTABILITY OF THE SOILS SHALL BE REPORTED

IN WRITING TO THE STRUCTURAL ENGINEER.

IF ACTUAL ALLOWABLE CAPACITIES ARE FOUND TO BE LESS THAN THE ASSUMED VALUES, THE CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER IMMEDIATELY AND SHALL NOT PROCEED WITH FOUNDATION CONSTRUCTION WITHOUT REVIEW BY THE

STRUCTURAL ENGINEER.

DESIGN ALLOWABLE BEARING PRESSURE: 2000 PSF

FOUNDATIONS AND SOILS RELATED WORK SHALL BE INSPECTED BY A LICENSED GEOTECHNICAL ENGINEER. WRITTEN FIELD REPORTS

SHALL BE FORWARDED TO THE STRUCTURAL ENGINEER AS SOON AS THEY BECOME AVAILABLE.

FOUNDATION CONDITIONS NOTED DURING CONSTRUCTION, WHICH DIFFER FROM THOSE DESCRIBED IN THE GEOTECHNICAL REPORT, SHALL BE REPORTED TO THE STRUCTURAL ENGINEER AND GEOTECHNICAL ENGINEER BEFORE FURTHER CONSTRUCTION IS

ATTEMPTED.

EXCAVATIONS FOR SPREAD FOOTINGS, COMBINED FOOTINGS, CONTINUOUS FOOTINGS AND MAT FOUNDATIONS SHALL BE CLEANED AND HAND TAMPED TO UNIFORM SURFACE AND SHALL BE PROTECTED AND MAINTAINED UNIFORM UNTIL CONCRETE IS PLACED.

BELOW-GRADE WALLS

DO NOT BACKFILL AGAINST BELOW-GRADE CONCRETE (OR MASONRY) WALLS UNTIL THE CONCRETE (OR MASONRY ASSEMBLAGE) HAS

REACHED ITS 28-DAY COMPRESSIVE STRENGTH.

WHERE BACKFILL IS REQUIRED ON BOTH SIDES OF BELOW-GRADE WALLS, BACKFILL EVENLY ON EACH SIDE OF EACH WALL TO

PREVENT UNBALANCED SOIL LOADS AGAINST THE WALL.

UNLESS NOTED OTHERWISE, DO NOT BACKFILL AGAINST BASEMENT WALLS UNTIL THE BASEMENT AND GROUND FLOOR SLABS HAVE BEEN COMPLETELY INSTALLED AND REACHED THEIR 28-DAY COMPRESSIVE STRENGTH AND ALL FLOOR FRAMING AND SLAB

CONNECTIONS TO THE BASEMENT WALLS HAVE BEEN COMPLETELY INSTALLED.

WHERE BASEMENT WALLS OCCUR, BACKFILL EVENLY ON ALL SIDES OF THE BUILDING TO PREVENT UNBALANCED SOIL LOADS AGAINST

THE BASEMENT STRUCTURE, UNLESS NOTED OTHERWISE.

CONCRETE

REINFORCED CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH THE BUILDING CODE REQUIREMENTS FOR STRUCTURAL

CONCRETE (ACI 318) AND COMMENTARY (ACI 318R).

MIXING, TRANSPORTING, AND PLACING OF CONCRETE SHALL CONFORM TO THE LATEST EDITION OF THE SPECIFICATIONS FOR STRUCTURAL CONCRETE (ACI 301). READY-MIXED CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF ASTM C94. IN CASE OF A

DISCREPANCY, THE PLANS AND SPECIFICATIONS SHALL GOVERN.

CEMENT SHALL CONFORM TO ASTM C150, TYPE I, UNO.

FLY ASH SHALL CONFORM TO ASTM C618, CLASS C OR F. THE RATIO OF THE AMOUNT (BY WEIGHT) OF FLY ASH TO TOTAL

CEMENTITIOUS MATERIALS IN THE MIX SHALL NOT EXCEED 25 PERCENT.

NORMAL WEIGHT AGGREGATES SHALL CONFORM TO ASTM C33.

WATER-REDUCING ADMIXTURES SHALL CONFORM TO ASTM C494.

AIR-ENTRAINING ADMIXTURES SHALL CONFORM TO ASTM C260 AND SHALL BE CERTIFIED BY THE MANUFACTURER TO BE COMPATIBLE

WITH OTHER ADMIXTURES.

CALCIUM CHLORIDE ADMIXTURES OR ADMIXTURES CONTAINING MORE THAN 0.1 PERCENT CHLORIDE IONS SHALL NOT BE USED.

IN COLD WEATHER CONDITIONS, MIXING, PLACING, FINISHING, CURING AND PROTECTION OF CONCRETE SHALL BE PERFORMED IN

ACCORDANCE WITH THE LATEST EDITION OF ACI 306R, COLD WEATHER CONCRETING.

IN HOT WEATHER CONDITIONS, MIXING, PLACING, FINISHING, CURING AND PROTECTION OF CONCRETE SHALL BE PERFORMED IN

ACCORDANCE WITH THE LATEST EDITION OF ACI 305R, HOT WEATHER CONCRETING.

USE OF CONSTRUCTION JOINTS AT LOCATIONS OTHER THAN THOSE INDICATED ON THE DRAWINGS SHALL BE SUBMITTED TO THE

STRUCTURAL ENGINEER FOR REVIEW.

SLUMP FOR PUMPED CONCRETE SHALL BE MEASURED AT POINT OF DISCHARGE.

NORMAL WEIGHT CONCRETE SHALL BE USED IN THE FOLLOWING AREAS AND SHALL

HAVE THE PROPERTIES AS SHOWN BELOW:

FOUNDATIONS

1. COMPRESSIVE STRENGTH (28 DAYS): 4000 PSI

2. MAXIMUM SLUMP: 4 INCHES

3. MINIMUM CEMENTITIOUS MATERIALS CONTENT: 470 LB./CU. YD. (USE TYPE II SULFATE RESISTANT CEMENT)

4. MAXIMUM SLUMP FOR CONCRETE CONTAINING HIGH-RANGE WATER-REDUCING ADMIXTURE: 8 INCHES (AFTER ADMIXTURE IS

ADDED TO CONCRETE WITH 2 TO 4 INCH SLUMP).

5. MAXIMUM WATER/CEMENTITIOUS MATERIALS RATIO: 0.48

6. MAXIMUM COARSE AGGREGATE SIZE: 1 1/2 INCHES

7. AIR CONTENT: N/A

FOUNDATION WALLS

1. COMPRESSIVE STRENGTH (28 DAYS): 4000 PSI

2. MAXIMUM SLUMP: 4 INCHES

3. MINIMUM CEMENTITIOUS MATERIALS CONTENT: 470 LB./CU. YD. (USE TYPE II SULFATE RESISTANT CEMENT)

4. MAXIMUM SLUMP FOR CONCRETE CONTAINING HIGH-RANGE WATER-REDUCING ADMIXTURE: 8 INCHES (AFTER ADMIXTURE IS

ADDED TO CONCRETE WITH 2 TO 4 INCH SLUMP).

5. MAXIMUM WATER/CEMENTITIOUS MATERIALS RATIO: 0.48

6. MAXIMUM COARSE AGGREGATE SIZE: 1 INCH

7. AIR CONTENT: N/A

SLABS ON GRADE

1. COMPRESSIVE STRENGTH (28 DAYS): 4000 PSI

2. MAXIMUM SLUMP: 4 INCHES

3. MINIMUM CEMENTITIOUS MATERIALS CONTENT: 470 LB./CU. YD. (USE TYPE II SULFATE RESISTANT CEMENT)

4. MAXIMUM SLUMP FOR CONCRETE CONTAINING HIGH-RANGE WATER-REDUCING ADMIXTURE: 8 INCHES (AFTER ADMIXTURE IS

ADDED TO CONCRETE WITH 2 TO 4 INCH SLUMP).

5. MAXIMUM WATER/CEMENTITIOUS MATERIALS RATIO: 0.48

6. MAXIMUM COARSE AGGREGATE SIZE: 1 INCH

7. AIR CONTENT: 6% +/- 1%

8. HIGH RANGE WATER REDUCING ADMIXTURE AND FIBER REINFORCING REQUIRED

CONCRETE SLABS ON GRADE

SLABS ON GRADE SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE LATEST EDITION OF THE GUIDE FOR CONCRETE FLOOR AND

SLAB CONSTRUCTION (ACI 302.1R).

PLACE CONCRETE IN A MANNER SO AS TO PREVENT SEGREGATION OF THE MIX. DELAY FLOATING AND TROWELING OPERATIONS UNTIL THE CONCRETE HAS LOST SURFACE WATER SHEEN OR ALL FREE WATER. DO NOT SPRINKLE FREE CEMENT ON THE SLAB SURFACE.

PROVIDE CURING OF CONCRETE SLABS IMMEDIATELY AFTER FINISHING USING A SPRAYED ON DISSIPATING-RESIN LIQUID CURING COMPOUND CONFORMING TO ASTM C309, UNLESS NOTED OTHERWISE. ALL SCUFFS OR ABRASIONS TO THE CURING MEMBRANE SHALL BE RECOATED DAILY. OTHER CURING METHODS MAY BE USED WITH APPROVAL BY THE STRUCTURAL ENGINEER.

SLABS ON GRADE SHALL BE PLACED TO ACHIEVE THE FOLLOWING MINIMUM TOLERANCES:

OVERALL VALUES: FF = 25

LOCAL VALUES: FF = 20

THE MINIMUM LOCAL AREA SHALL BE ANY BAY DEFINED BY COLUMN LINES.

UNLESS SHOWN OR NOTED OTHERWISE, PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS-ON-GRADE AT A MAXIMUM SPACING OF 36 TIMES THE SLAB THICKNESS. PROVIDE JOINTS AT ALL COLUMN LOCATIONS. LOCATE JOINTS TO ELIMINATE RE-ENTRANT CORNERS AND TO CREATE SQUARE OR RECTANGULAR SECTIONS WITH MAXIMUM LONG SIDE TO SHORT SIDE RATIO OF 1.5 TO 1.

CONTROL JOINTS IN SLABS ON GRADE SHALL NOT RECEIVE JOINT FILLER MATERIAL UNLESS NOTED OTHERWISE.

REINFORCING STEEL

REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 AND SHALL HAVE A MINIMUM YIELD STRENGTH OF 60,000

PSI.

REINFORCING BAR DETAILING, FABRICATING, AND PLACING SHALL CONFORM TO THE LATEST EDITION OF THE FOLLOWING STANDARDS:

ACI 301, ACI 315, ACI 318 AND ACI DETAILING MANUAL (SP66).

UNLESS A GREATER AMOUNT OF COVER IS INDICATED ON THE DRAWINGS, PROVIDE THE FOLLOWING MINIMUM CONCRETE COVER

OVER REINFORCEMENT AS FOLLOWS:

CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3 INCHES

#6 BARS AND LARGER EXPOSED TO EARTH OR WEATHER: 2 INCHES

#5 BARS AND SMALLER EXPOSED TO EARTH OR WEATHER: 1-1/2 INCHES

BEAM AND COLUMN TIES, STIRRUPS AND SPIRALS: 1-1/2 INCHES

ELEVATED SLAB BARS NOT EXPOSED TO EARTH OR WEATHER: 3/4 INCH

REINFORCING STEEL SHALL NOT BE TACK WELDED, WELDED, HEATED OR CUT UNLESS INDICATED ON THE CONTRACT DOCUMENTS OR

APPROVED BY THE STRUCTURAL ENGINEER.

WHERE LAP SPLICE LENGTHS ARE NOT SHOWN OR NOTED, PROVIDE A CLASS "B" LAP.

ALL 90 DEGREE AND 180 DEGREE BENDS SHOWN ON THE DRAWINGS SHALL BE STANDARD HOOKS, UNLESS NOTED OTHERWISE.

PROVIDE CORNER BARS OF SAME SIZE AND SPACING AS HORIZONTAL BARS AT CORNERS OF ALL WALLS AND GRADE BEAMS. LAP

SPLICE CORNER BARS WITH STRAIGHT BARS.

UNLESS OTHERWISE SHOWN OR NOTED, PROVIDE 2-#5 BARS (ONE EACH FACE) AROUND UNFRAMED OPENINGS IN CONCRETE WALLS AND GRADE BEAMS. PLACE BARS PARALLEL TO THE SIDES OF THE OPENING AND EXTEND 24" BEYOND CORNERS.

WELDABLE REINFORCING STEEL

REINFORCING STEEL WHICH IS TO BE WELDED SHALL CONFORM TO ASTM A706. WELDING OF REINFORCING STEEL, WHEN APPROVED BY THE STRUCTURAL ENGINEER, SHALL CONFORM TO THE LATEST EDITION OF AMERICAN WELDING SOCIETY STANDARD D1.4.

ELECTRODES FOR SHOP AND FIELD WELDING OF REINFORCING STEEL SHALL CONFORM TO ASTM A233, CLASS E90XX.

EPOXY-COATED REINFORCING STEEL

EPOXY COATED REINFORCING STEEL SHALL CONFORM TO ASTM A775 AND SHALL BE USED ONLY WHERE SHOWN OR NOTED ON THE

DRAWINGS.

FIBER REINFORCEMENT

FIBER REINFORCEMENT SHALL BE 3/4" LONG, VIRGIN (NON-RECYCLED) NYLON OR POLYPROPYLENE FIBERS, INTRODUCED INTO THE CONCRETE MIX AT THE BATCH PLANT, IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. DOSAGE SHALL BE 1.5

POUNDS PER CUBIC YARD OF CONCRETE.

CONCRETE TESTING

MAKE ONE SET OF TEST CYLINDERS IN ACCORDANCE WITH ASTM C31 FOR EACH DAY'S POUR AND FOR EACH 100 CUBIC YARDS. EACH SET SHALL INCLUDE ONE SPECIMEN TESTED AT 7 DAYS, 2 SPECIMENS TESTED AT 28 DAYS AND ONE SPECIMEN RETAINED IN RESERVE TO BE TESTED AT THE DIRECTION OF THE STRUCTURAL ENGINEER. SPARE CYLINDER MAY BE DISCARDED 90 DAYS AFTER CASTING

UNLESS

DIRECTED OTHERWISE BY THE STRUCTURAL ENGINEER. THIS SET OF TEST CYLINDERS SHALL BE PROTECTED AGAINST FREEZING.

WHEN THE AMBIENT TEMPERATURE IS EXPECTED TO FALL BELOW 40 DEGREES DURING THE COURSE OF A CONCRETE POUR OR SUBSEQUENT CURING PROCESS, AN ADDITIONAL SET OF CONCRETE TEST CYLINDERS SHALL BE MADE AND TESTED. THESE CYLINDERS SHALL BE STORED IMMEDIATELY ADJACENT TO, AND CURED UNDER THE SAME CONDITIONS AS THE BUILDING CONCRETE. SPECIAL

CURING BOXES ARE NOT PERMITTED FOR THESE TEST CYLINDERS.

FORWARD COPIES OF TEST RESULTS TO THE ARCHITECT, STRUCTURAL ENGINEER, READY-MIX SUPPLIER AND CONTRACTOR WITHIN 24

HOURS AFTER TESTING.

MASONRY

CONCRETE MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH THE LATEST EDITION OF THE BUILDING CODE REQUIREMENTS FOR

CONCRETE MASONRY STRUCTURES (ACI 530).

CONCRETE MASONRY SHALL CONSIST OF HOLLOW UNITS CONFORMING TO THE REQUIREMENTS OF ASTM C90, WITH A MINIMUM NET AREA COMPRESSIVE STRENGTH OF 1900 PSI. CONCRETE MASONRY ASSEMBLAGES SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH

(F'M) OF 1,500 PSI AT 28 DAYS.

MORTAR SHALL BE TYPE S PROPORTIONED IN ACCORDANCE WITH ASTM C270.

GROUT FOR REINFORCED MASONRY SHALL BE PROPORTIONED IN ACCORDANCE WITH ASTM C476. COARSE AND FINE AGGREGATES SHALL CONFORM TO ASTM C404. USE COARSE GROUT FOR ALL GROUTING EXCEPT HIGH-LIFT POURS DEFINED BY ACI 530, WHERE FINE

GROUT SHALL BE USED.

PROVIDE 9-GAUGE GALVANIZED STEEL WIRE JOINT REINFORCEMENT IN ALL MASONRY CONSTRUCTION. REINFORCEMENT SHALL BE CONTINUOUS AND BE LAPPED EIGHT INCHES AT SPLICES. CUT REINFORCEMENT AT ALL CONTROL AND EXPANSION JOINTS. SPACE REINFORCEMENT AT 8" ON CENTER FOR PARAPETS AND BELOW GROUND FLOOR ELEVATION. ELSEWHERE SPACE REINFORCEMENT AT 16 INCHES ON CENTER. CELLS TO BE GROUTED VERTICALLY AT 48" O.C. AND REINFORCED WITH (1) VERTICAL #5 BAR DOWELED PER

ACI STANDARD DEVELOPMENT LENGTH INTO FOUNDATION.

BEAMS AND LINTELS SHALL BEAR A MINIMUM OF 8 INCHES ONTO SUPPORTING MASONRY, UNLESS NOTED OTHERWISE. BEARING FOR ALL BEAMS, LINTELS, JOISTS, ETC. SHALL BE GROUTED SOLID A MINIMUM OF ONE COURSE (8 INCHES) BELOW BEARING ELEVATION, UNLESS NOTED OTHERWISE.

EXPANSION ANCHORS

EXPANSION ANCHORS SHALL BE CARBON STEEL ANCHORS AS MANUFACTURED BY HILTI FASTENING SYSTEMS OR AN EQUIVALENT SUBSTITUTE APPROVED BY THE STRUCTURAL ENGINEER AND SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S

RECOMMENDATIONS.

EXPANSION ANCHORS SHALL NOT BE INSTALLED IN CONCRETE UNTIL IT HAS ATTAINED ITS SPECIFIED MINIMUM 28 DAY COMPRESSIVE

STRENGTH.

ADHESIVE ANCHORS

ADHESIVE ANCHORS SHALL BE HILTI "HIT HY200" FOR SOLID SUBSTRATE AND HILTI "HIT HY70" FOR HOLLOW SUBSTRATE OR AN EQUIVALENT SUBSTITUTE APPROVED BY THE STRUCTURAL ENGINEER, UNLESS NOTED OTHERWISE ON PLANS. ANCHORS SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S RECOMMENDATIONS BY INSTALLERS TRAINED BY THE MANUFACTURER'S

REPRESENTATIVE.

MINIMUM EMBEDMENT DEPTH SHALL BE 8 BOLT DIAMETERS UNLESS NOTED OTHERWISE.

NON-SHRINK GROUT

GROUT SHALL BE A NON-METALLIC, SHRINKAGE RESISTANT (WHEN TESTED IN ACCORDANCE WITH THE LATEST EDITION OF ASTM C827 OR CRD-C621), PREMIXED, NON-CORROSIVE, NON-STAINING PRODUCT CONTAINING PORTLAND CEMENT, SILICA SANDS, SHRINKAGE COMPENSATING AGENTS AND FLUIDITY IMPROVING COMPOUNDS. GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH (F'C) OF

5,000 PSI IN 28 DAYS.

DESIGN DATA

THE BUILDING STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE 2018 INTERNATIONAL BUILDING CODE.

SEE LOAD MAPS FOR FLOOR LOADING CRITERIA.

SNOW LOAD DESIGN DATA

1. GROUND SNOW LOAD (PG) = 20 PSF

2. LOW-SLOPE ROOF SNOW LOAD (PF) = 20 PSF

3. SNOW EXPOSURE FACTOR (CE) = 0.9

4. THERMAL FACTOR (CT) = 1.1

5. SNOW LOAD IMPORTANCE FACTOR (IS) = 1.0

WIND LOAD DESIGN DATA

1. BASIC WIND SPEED (3-SECOND GUST) = 103 MPH

2. WIND LOAD IMPORTANCE FACTOR (IW) = 1.0

3. WIND EXPOSURE = B

4. WIND DESIGN PRESSURE (P) = VARIES WITH HEIGHT AND LOCATION

EARTHQUAKE DESIGN DATA

1. SHORT PERIOD SPECTRAL RESPONSE (SS) = 0.17

2. 1-SECOND SPECTRAL RESPONSE (S1) = 0.088

3. SEISMIC IMPORTANCE FACTOR (IE) = 1.0

4. OCCUPANCY CATEGORY = II

5. SEISMIC DESIGN CATEGORY = C

6. SITE CLASSIFICATION =D

7. SHORT PERIOD SPECTRAL RESPONSE COEFFICIENT (SDS) = 0.181

8. 1-SECOND SPECTRAL RESPONSE COEFFICIENT (SD1) = 0.14

9. BASIC STRUCTURAL SYSTEM / SEISMIC RESISTING SYSTEM: H - STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC

RESISTANCE, EXCLUDING CANTILEVER COLUMN SYSTEMS

10. ANALYSIS PROCEDURE UTILIZED = EQUIVALENT LATERAL FORCE PROCEDURE

11. RESPONSE MODIFICATION COEFFICIENT (R) = 3.0

12. SEISMIC RESPONSE COEFFICIENT (CS) 0.060

THE BUILDING STRUCTURE, COMPONENTS, AND ANY DELEGATED EXTERIOR FACADE DESIGN SHALL BE DESIGNED FOR BLAST LOADING ACCORDING TO THE CRITERIA SET FORTH IN THE LATEST EDITION OF THE DEPARTMENT OF VETERAN AFFAIRS PHYSICAL SECURITY

DESIGN MANUAL FOR LIFE SAFETY FACILITIES

SCALE: 1/8" = 1'-0"SI001

1 COMPONENTS AND CLADDING WIND LOADS

STRUCTURAL STEEL

STRUCTURAL STEEL DETAILING, FABRICATION AND ERECTION SHALL CONFORM TO THE ANSI/AISC 360 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, LATEST EDITION WITH AMENDMENTS, AND THE AISC 303 CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, LATEST

EDITION WITH AMENDMENTS.

STRUCTURAL STEEL WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, 50 KSI.

STRUCTURAL STEEL PLATES AND ROLLED SHAPES OTHER THAN WIDE-FLANGE SHAPES SHALL CONFORM TO ASTM A36, UNLESS NOTED

OTHERWISE.

STRUCTURAL STEEL TUBING SHALL CONFORM TO ASTM A500, GRADE B.

STRUCTURAL PIPE SHALL CONFORM TO ASTM A53, GRADE B.

ANCHOR RODS SHALL CONFORM TO ASTM F1554, GRADE 36, UNLESS NOTED OTHERWISE.

STEEL STUDS SHALL CONFORM TO ASTM A108.

BOLTED CONNECTIONS SHALL CONFORM TO THE SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS, APPROVED BY THE

RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS OF THE ENGINEERING FOUNDATION. BOLTED

CONNECTIONS FOR STRUCTURAL STEEL MEMBERS SHALL BE MADE WITH 3/4" DIAMETER A325 BOLTS, UNLESS NOTED OTHERWISE. BOLTED CONNECTIONS SHALL BE TIGHTENED TO THE SNUG TIGHT CONDITION, EXCEPT BOLTED CONNECTIONS IN BRACE ELEMENTS ARE TO BE FULLY

PRETENSIONED WITH CLASS A FAYING SURFACES.

WELDING PROCEDURES SHALL CONFORM TO THE LATEST EDITION OF THE AMERICAN WELDING SOCIETY'S STRUCTURAL WELDING CODE FOR

STEEL ANSI/AWS D1.1.

WELDED CONNECTIONS USING ASTM A992 STEEL AS A BASE METAL SHALL BE MADE WITH E70XX LOW HYDROGEN ELECTRODES. UNLESS OTHERWISE SHOWN OR NOTED ON THE DRAWINGS, OTHER WELDED CONNECTIONS MAY BE MADE WITH STANDARD E70XX ELECTRODES.

STRUCTURAL STEEL THAT RECEIVES FINISH PAINT SHALL BE SHOP-PRIMED WITH A RUST-INHIBITING PRIMER, UNLESS NOTED OTHERWISE ON THE DRAWINGS. CONTRACTOR SHALL VERIFY PRIMER IS COMPATIBLE WITH FINISH COAT SYSTEM SPECIFIED BY THE ARCHITECT. COORDINATE

FINISH PAINTING REQUIREMENTS WITH THE ARCHITECT.

STRUCTURAL STEEL THAT IS NOT EXPOSED IN THE FINISHED CONSTRUCTION AND DOES NOT RECEIVE FINISH PAINT SHALL NOT BE SHOP-

PRIMED,

UNLESS NOTED OTHERWISE ON THE DRAWINGS.

STRUCTURAL STEEL NOTED TO BE GALVANIZED SHALL BE HOT-DIP GALVANIZED IN CONFORMANCE WITH ASTM A123.

DO NOT PAINT OR GALVANIZE THE FOLLOWING SURFACES:

1. SURFACES TO BE WELDED.

2. SURFACES TO RECEIVE BOLTED SLIP-CRITICAL CONNECTIONS.

3. SURFACES TO RECEIVE SHEAR STUD CONNECTIONS.

4. SURFACES TO RECEIVE SPRAYED-ON FIREPROOFING.

ALL ABRASIONS TO GALVANIZED SURFACES OR SURFACES TO RECEIVE AN ARCHITECTURAL FINISH COAT SHALL BE TOUCHED-UP AFTER ERECTION IS COMPLETE. FOR PAINTED STEEL, USE A PRIMER EQUIVALENT TO THE SHOP PAINT. FOR GALVANIZED STEEL, USE A ZINC-RICH

COLD-GALVANIZINGPAINT.

DESIGN CONNECTIONS NOT SHOWN IN ACCORDANCE WITH THE ASD SPECIFICATION AND MANUAL OF STEEL CONSTRUCTION. UNLESS NOTED OTHERWISE ON THE DRAWINGS, DESIGN BEAM CONNECTIONS NOT SHOWN, TO SUPPORT A MINIMUM OF A 10 KIP SHEAR REACTION.

GALVANIZE ALL EXPOSED STEEL.

Revisions: Date:

ADDENDUM 1 08/30/21

A B C

SB101

2' - 1 1/2" 15' - 9 5/8" 15' - 9 5/8" 2' - 1 1/4"

1'

5/ 8"

1'

3/ 8"

1"

35' - 10"

SB101

10" CONCRETE

WALL, TYP

PREMANUFACTURED

FRAME BY OTHERS, TYP

CONCRETE PIER, TYP

CONTROL/CONSTRUCTION

JOINT, TYP

6" CONCRETE SLAB ON GRADE

W/ SYNTHETIC FIBER

REINFORCEMENT

OVER GRANULAR FILL

FIN FLR ELEV = 100'-0"

TYP

TYP

SF301

F6.0

F6.0 F6.0

F6.0

F6.0F6.0 F4.0

C W

CW15

CW15

C W

WF18

W F

W F

SB101

SB101

F3.0F3.0

12' - 6 7/8"

H S S 8X

4X 5/

H S S 8X

4X 5/

3 1/2"3 1/2"

5' - 2 3/8"

13' - 10"

A

PER PLAN

T/SLAB

PER PLAN

T/FTG

PER PLAN

1/2" COMPRESSIBLE JOINT FILLER

5"

7 1/2"

A

PER PLAN

T/SLAB

PER PLAN

T/FTG

PER PLAN

5"

1/2" COMPRESSIBLE FILLER

BASE PLATE BY PEMB MANUFACTURER

7 1/2"

AT COLUMN LOCATIONS

ONLY, INSTALL #8 TIE

BARS EXTENDING 10 FT

MINIMUM INTO SLAB ON

GRADE. HOOK AROUND

ANCHOR BOLTS

'W' = DIST. BTWN ANCHOR BOLTS

'L' = 10' +

DIST TO

EDGE

ANCHOR

BOLT

'L' = 10' +

DIST TO

EDGE

ANCHOR

BOLT

EXTERIOR PAVEMENT PER CIVIL

2'-0" #5 BAR @ 18" O.C. 1'

FOOTING AND WALL PER PLAN

SLAB PER PLAN

T/SLAB

PER PLAN

A

EXTERIOR PAVEMENT PER CIVIL

WALL AND FOOTING PER PLAN

SLAB PER PLAN

9"

T/SLAB

PER PLAN

2'-0" x 2'-0" #5 BARS @ 12" O.C.

#5 BAR

NOTE:

PROVIDE CORNER BARS AT ALL INTERSECTIONS, SAME SIZE AND

SPACING AS HORIZONTAL REINFORCEMENT

CORNER

CORNER BARS TO MATCH TYPICAL

HORIZONTAL WALL REINFORCEMENT SIZE AND

SPACING

LA

P

S P

LI

C

E

C

LA

S S

B

TYP WALL REINFTYP WALL REINF

PROVIDE 2 - #5 BARS @ 3" AT 4

SIDES OF OPENING. LENGTH =

OPENING DIAMETER + 2'-0". HOOK

INTO FOOTING AS NEEDED.

TYP. WALL

REINFORCEMENT8"

1/

2"

1/ 2"

1 1/2" 5" 1 1/2"

5/8" x 8" x 14" BASE PLATE W/

(4) 3/4" DIA. ANCHOR BOLTS

(MIN. 8" EMBED)

1'

SCALE: 1/4" = 1'-0"SB101

1 FOUNDATION PLAN

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

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

Consultant:

07/27/2020

C U s e rs

\l la i\ D o c u m e n ts

\1

.5

.0

S tr u c t_ v lla i@ g u id o n d e s ig n .c o m

.r v t

/3

/2

:4

:2

P

M

SB101

STRUCTURAL FOUNDATION PLAN

AND DETAILSGUIDON

1221 N. PENNSYLVANIA STREET

INDIANAPOLIS, IN 46202

317.800.6388

CMTA CONSULTING ENGINEERS, INC

10411 MEETING STREET

PROSPECT, KY 40059

CONSTRUCT CAMPUS WATER

SOFTENING PLANT

1900 E. MAIN ST., DANVILLE, IL

550-20-103

07/27/2020 MAV LKL

BID DOCUMENTS

502.326.3085

SCALE: 3/4" = 1'-0"SB101

3 FOUNDATION SECTION

SCALE: 3/4" = 1'-0"SB101

4 FOUNDATION SECTION

NOTES:

1. FINISH FLOOR ELEVATION = 100'-0" (USGS = SEE CIVIL)

2. TOP OF FOOTING (T/FTG) - 98'-0" UNO

3. FOOTING SIZES MAY BE REQUIRED TO CHANGE BASED ON LOADS RECEIVED FROM PRE-

ENGINEERED METAL BUILDING MANUFACTURER. CONTRACTOR SHALL NOT INSTALL FOOTINGS AND SHOP DRAWINGS MAY NOT BE APPROVED UNTIL A/E AFTER PEMB SUBMITTAL IS RECEIVED BY VA

AND A/E.

N

STRUCTURAL FOOTING SCHEDULE

TYPE LENGTH WIDTH THICKNESS REINFORCEMENT

F3.0 3' - 0" 3' - 0" 1' - 0" #5 @ 10" O.C., EACH WAY, TOP AND BOTTOM

F4.0 4' - 0" 4' - 0" 1' - 0" #5 @ 12" O.C. EACH WAY, BOTTOM

F6.0 6' - 0" 6' - 0" 1' - 0" #6 @ 8" O.C., EACH WAY, TOP AND BOTTOM

WALL SCHEDULE

TYPE WIDTH REINFORCEMENT

CW15 1' - 3" #5@ 12" O.C. , HORIZONTAL AND VERTICAL, INSIDE AND OUTSIDE FACE

WALL FOOTING SCHEDULE

TYPE WIDTH THICKNESS REINFORCEMENT

WF18 1' - 6" 1' - 0" 3 CONT. LONG. #5 BARS, #5 TRANSV. BARS @ 12" O.C.

SCALE: 3/4" = 1'-0"SB101

2 SECTION AT OVERHEAD DOOR

SCALE: 3/4" = 1'-0"SB101

5 SECTION AT MAN DOOR

SCALE: 3/4" = 1'-0"SB101

6 CORNER BAR DETAILS

SCALE: 1/2" = 1'-0"SB101

7 TYPICAL OPENING REINFORCEMENT DETAIL

SCALE: 1 1/2" = 1'-0"SB101

8 BASE PLATE DETAIL

A B C

31' - 7 1/4"

15' - 9 5/8" 15' - 9 5/8"

SF301

ROOF PURLINS BY

METAL BUILDING

MANUFACTURER

STEEL BUILDING FRAMES BY MANUFACTURER

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

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

Consultant:

07/27/2020

C U s e rs

\l la i\ D o c u m e n ts

\1

.5

.0

S tr u c t_ v lla i@ g u id o n d e s ig n .c o m

.r v t

/3

/2

:4

:2

P

M

SF101

ROOF PLAN

GUIDON

1221 N. PENNSYLVANIA STREET

INDIANAPOLIS, IN 46202

317.800.6388

CMTA CONSULTING ENGINEERS, INC

10411 MEETING STREET

PROSPECT, KY 40059

CONSTRUCT CAMPUS WATER

SOFTENING PLANT

1900 E. MAIN ST., DANVILLE, IL

550-20-103

07/27/2020

BID DOCUMENTS

502.326.3085

SCALE: 1/4" = 1'-0"SF101

1 ROOF PLAN

N

TOP OF SLAB

100' - 0"

A B C

31' - 7 1/4"

FRAME BY PEMB MANUFACTURER

2'

/2

/4

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

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

Consultant:

07/27/2020

C U s e rs

\l la i\ D o c u m e n ts

\1

.5

.0

S tr u c t_ v lla i@ g u id o n d e s ig n .c o m

.r v t

/3

/2

:4

:2

P

M

SF301

SECTION AND ISOMETRIC VIEWS

GUIDON

1221 N. PENNSYLVANIA STREET

INDIANAPOLIS, IN 46202

317.800.6388

CMTA CONSULTING ENGINEERS, INC

10411 MEETING STREET

PROSPECT, KY 40059

CONSTRUCT CAMPUS WATER

SOFTENING PLANT

1900 E. MAIN ST., DANVILLE, IL

550-20-103

07/27/2020

BID DOCUMENTS

502.326.3085

SCALE: 1/4" = 1'-0"SF301

1 BUILDING SECTION

SCALE:SF301

2 NE ISOMETRIC VIEW