Attachment 14 - STRUCTURAL BINDER.pdf

CODES AND STANDARDS:

1. 2018 INTERNATIONAL BUILDING CODE

2. AMERICAN CONCRETE INSTITUTE, "BUILDING CODE REQUIREMENTS FOR REINFORCED

CONCRETE" (ACI 318)

3. AMERICAN CONCRETE INSTITUTE, "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR

BUILDINGS" (ACI 301) LATEST ADOPTED EDITION.

4. AMERICAN INSTITUTE OF STEEL CONSTRUCTION, "SPECIFICATIONS FOR THE DESIGN,

FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" 13TH EDITION.

5. STEEL DECK INSTITUTE, "DESIGN MANUAL FOR COMPOSITE DECKS, FORM

DECKS, AND ROOF DECKS."

6. STEEL JOIST INSTITUTE, "STANDARD SPECIFICATIONS; LOAD AND WEIGHT TABLES FOR

OPEN WEB STEEL JOIST."

7. AMERICAN WELDING SOCIETY, "STRUCTURAL WELDING CODE AWS D1.1."

DESIGN LIVE LOADS:

1. ROOF GRAVITY LOAD_________________20 PSF

2. MECHANICAL ROOM__________________125 PSF

SEISMIC DESIGN DATA:

Ss = 0.246 Sds = 0.213 S1 = 0.124 Sd1 = 0.124

SITE CLASSIFICATION = C

OCCUPANCY CATEGORY = II

SEISMIC DESIGN CATEGORY = B

BASIC STRUCTURAL SYSTEM = CANTILEVERED COLUMN SYSTEM (AT NEW CONST.)

SEISMIC RESISTING SYSTEMS = STEEL ORDINARY CANTILEVER COLUMN SYSTEM

RESPONSE MODIFICATION FACTOR R = 1.25

DEFLECTION AMPLIFICATION FACTOR Cd = 1.25

FOUNDATIONS:

1. FOUNDATION DESIGN IS BASED ON RECOMMENDATIONS CONTAINED IN THE SOILS REPORT

BY S&ME DATED JAN 3, 2019 AND INFORMATION FROM EXISTING BUILDING 107

CONSTRUCTION DRAWINGS. THE DESIGN PARAMETERS ARE:

A. DRILLED PIER ALLOWABLE ROCK BEARING CAPACITY_____________100,000 PSF

B. STRIP FOOTING BEARING PRESSURE (AT WALLS, ETC.)______________2,000 PSF

C. SITE GRADING:

a. ALL ORGANIC MATERIAL SHALL BE STRIPPED

b. EXPOSED SUBGRADE SHALL BE PROOFROLLED TO DETECT SOFT AREAS

c. PROOFROLLING SHALL BE DONE WITH A HEAVILY LOADED DOUBLE AXLE DUMPTRUCK

AND OBSERVED BY A GEOTECHNICAL ENGINEER

d. WHERE SOFT AREAS, ORGANIC MATERIAL, OR HIGHLY PLASTIC CLAYS ARE

ENCOUNTERED DURING THE PROOFROLLING, THE AREA SHALL BE UNDERCUT AND

REPLACED WITH COMPACTED ENGINEERED FILL PLACED IN LAYERS NOT TO EXCEED

8". THIS FILL SHALL BE COMPACTED TO A MINIMUM OF 98% STANDARD PROCTOR

DENSITY (ASTM D-698) .

e. WHERE SUBGRADE NEEDS TO BE FILLED TO REACH PROPOSED SUBGRADE LEVEL, ENGINEERED FILL SHALL BE PLACED IN LAYERS NOT TO EXCEED 8". THIS FILL SHALL

BE COMPACTED TO A MINIMUM OF 98% STANDARD PROCTOR DENSITY (ASTM D-698)

2. THE FOOTING EXCAVATIONS SHALL BE MADE IN NEAT LINES AND SHALL BE FREE OF

LOOSE OR WET MATERIALS. CONCRETE MAY BE PLACED DIRECTLY AGAINST THE SOIL

WITHOUT FORMING. EXCAVATIONS ADJACENT TO EXISTING FOUNDATION SHALL NOT

UNDERMINE FOUNDATIONS. PROVIDE SHORING AS REQUIRED WHERE EXCAVATIONS

CREATE UNBALANCED FILL CONDITION.

3. FOOTINGS SHALL BE INSPECTED BY A SOILS ENGINEER PRIOR TO PLACING CONCRETE IN

ORDER TO ENSURE THAT THE BEARING SURFACES ARE CONSISTENT WITH DESIGN

RECOMMENDATIONS.

4. WHERE SOFT AREAS ARE ENCOUNTERED, THE AREA SHALL BE UNDERCUT AS REQUIRED

AND REPLACED WITH COMPACTED FILL OR CONCRETE. THE FILL SHALL BE PLACED IN

LAYERS NOT TO EXCEED 8" AND SHALL BE COMPACTED TO A MINIMUM OF 98% STANDARD

PROCTOR DENSITY (ASTM D-698).

5. FLOOR DRAINS HAVE NOT BEEN SHOWN ON THE FOUNDATION PLAN. FLOORS SHALL BE

SLOPED TO DRAINS IN ACCORDANCE WITH THE REQUIREMENTS OF THE ARCHITECTURAL

AND PLUMBING DRAWINGS.

6. DEPTH OF ROCK SHOWN IS FOR BIDDING PURPOSES ONLY AND MAY VARY ACCORDING TO

THE ACTUAL FIELD CONDITIONS.

7. THE CONTRACTOR SHALL VERIFY DEPTHS OF PIERS BEFORE PIER STEEL IS CUT. PIER

STEEL SHALL BE DELIVERED TO THE JOB SITE IN STOCK LENGTHS

AND CUT AS REQUIRED.

8. BEARING STRATA SHOWN ON THE PIER DETAIL IS LIMESTONE.

9. MINIMUM PENETRATION INTO THE BEARING STRATA SHALL BE 2'-0".

10. DUE TO THE PRESENCE OF GROUND WATER AND/OR CAVING SOILS, CASING OF SOILS

MAY BE REQUIRED.

11. CONCRETING OF INDIVIDUAL PIERS SHALL BE COMPLETED WITHIN 8 HOURS OF DRILLING.

12. THE CONTRACTOR SHALL MAKE ACCURATE MEASUREMENTS OF THE DEPTH OF

PENETRATION INTO THE BEARING STRATA TO BE ASSURED OF CONFORMANCE WITH THE

DEPTH OF PENETRATION REQUIRED AND SUBMIT A REPORT OF THE DEPTH OF

PENETRATION DRILLED TO THE ENGINEER.

13. GEOTECHNICAL ENGINEER SHALL INSPECT AND TEST EACH DRILLED PIER BEARING

SURFACE BY DRILLING AND PROBING A MINIMUM OF ONE PERCUSSION HOLE

(2" DIA.x 6'-0" DEEP) PER DRILLED PIER.

CONCRETE:

1. DETAILS OF EACH PROPOSED CONCRETE MIX SHALL BE SUBMITTED AND REVIEWED PRIOR

TO PLACING CONCRETE OF THAT MIX IN ACCORDANCE WITH CHAPTER 5 OF ACI 318-89R92

2. CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS AS FOLLOWS:

A. FOOTINGS_____________________________3500 PSI

B. INTERIOR SLAB ON GRADE_______________3500 PSI

C. EXTERIOR CONCRETE___________________4000 PSI

D. WALLS_________________________________4000 PSI

E. STRUCTURAL SLABS_____________________4000 PSI

3. ALL REINFORCING STEEL SHALL BE DOMESTIC BILLET STEEL CONFORMING TO ASTM A-615, GRADE 60 (60,000 PSI YIELD POINT) EXCEPT THAT #3 BARS MAY BE ASTM A-615, GRADE 40

(40,000 PSI YIELD POINT).

4. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-1064.

5. CONCRETE WORK SHALL BE IN ACCORDANCE WITH THE ACI STANDARD "BUILDING CODE

REQUIREMENTS FOR REINFORCED CONCRETE", ACI 318 LATEST REVISION.

6. CONCRETE SHALL BE TESTED IN ACCORDANCE WITH AND AT THE FREQUENCY SPECIFIED

IN ACI 318, LATEST REVISION. ONE SLUMP TEST AND ONE AIR ENTRAINMENT SHALL BE

TAKEN FOR EACH SET OF TEST CYLINDERS TAKEN AS WELL AS THE TEMPERATURE

RECORDED. (NOTE THAT WATER SHALL NOT BE ADDED AT THE JOB SITE ALTERING THE

APPROVED MIX DESIGN)

7. REINFORCING BARS SHALL BE DETAILED AND BAR SUPPORTS AND SPACERS PROVIDED IN

ACCORDANCE WITH THE ACI DETAILING MANUAL (ACI-315) AND MANUAL OF STANDARD

PRACTICE BY THE CONCRETE REINFORCING STEEL INSTITUTE.

8. GRADE BEAM REINFORCEMENT SHALL BE CONTINUOUS WHERE POSSIBLE. SPLICE BOTTOM

BARS AT CENTERLINE OF SUPPORT AND SPLICE TOP BARS AT CENTERLINE OF SPAN.

MINIMUM LAP DIMENSIONS SHALL BE 30 BAR DIAMETERS WITH 2'-0" MINIMUM FOR TOP AND

BOTTOM REINFORCING AT MID-SPAN AND SUPPORT LOCATIONS RESPECTIVELY. ALL

OTHER LAP SPLICES SHALL BE LAP TENSION SPLICES(LTS).

9. PROVIDE CORNER BARS FOR BARS MEETING AT INTERSECTIONS. SIZE AND NUMBER OF

CORNER BARS SHALL BE EQUAL TO THE LARGER OF THE BAR INTERSECTING. MINIMUM LAP

DIMENSIONS SHALL BE 30 BAR DIAMETERS WITH 2'-0" MINIMUM.

10. REFERENCE ARCHITECTURAL AND MECHANICAL PLANS FOR VERIFICATION OF CAST-IN-

PLACE BOLTS, INSERTS, ANCHORS, SLAB LEAVE-OUTS, SLOPES, AND DEPRESSIONS.

11. SHOP DRAWINGS SHALL BE SUBMITTED PRIOR TO FABRICATION. REINFORCING BARS

SHALL BE DETAILED AND BAR SUPPORTS AND SPACERS PROVIDED IN ACCORDANCE WITH

THE ACI DETAILING MANUAL(ACI-315) AND MANUAL OF STANDARD PRACTICE BY THE

CONCRETE REINFORCING STEEL INSTITUTE.

12. MINIMUM LAP DIMENSIONS SHALL BE 48 BAR DIAMETERS WITH 2'-0" MINIMUM UNLESS

NOTED OTHERWISE.

13. CLEAR CONCRETE COVER FOR REINFORCING BARS:

FOOTINGS_____________________2" FORMED EDGES

FOOTINGS_____________________3" CAST AGAINST EARTH

GRADE BEAMS AND PIERS_______2"

BELOW GRADE WALLS__________2" EXTERIOR FACE

BELOW GRADE WALLS__________3/4" INTERIOR FACE

ABOVE GRADE WALLS__________3/4" BOTH FACES

BEAMS______________________1-1/2"

SLABS________________________3/4"

MASONRY WALLS______________CENTER OF WALL (U.N.O.)

14. ALL CONCRETE SHALL BE VIBRATED WITH MECHANICAL VIBRATORS.

STRUCTURAL STEEL:

1. STRUCTURAL STEEL W-SHAPES SHALL CONFORM TO ASTM A-992. STRUCTURAL STEEL M, S,

AND CHANNEL SHAPES SHALL CONFORM TO ASTM A572 GRADE 50 STRUCTURAL STEEL

ANGLES AND MISCELLANEOUS PLATES, ETC. SHALL CONFORM TO ASTM A-36 UNLESS

NOTED OTHERWISE ON THE PLANS. ANCHOR BOLTS SHALL BE ASTM F1554, GRADE 36

UNLESS NOTED OTHERWISE ON THE PLANS.

2. PIPE COLUMNS SHALL CONFORM TO ASTM A-53, GRADE B.

3. HOLLOW STEEL SECTIONS (HSS) SHALL CONFORM TO ASTM A-500, GRADE B.

4. STRUCTURAL STEEL SHALL CONFORM TO AISC "SPECIFICATIONS FOR THE DESIGN,

FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" 13TH EDITION.

5. WELDED CONNECTIONS SHALL CONFORM TO THE AMERICAN WELDING SOCIETY

SPECIFICATIONS AND REQUIREMENTS, LATEST REVISIONS, E70XX ELECTRODES. ALL

WELDING SHALL COMPLY WITH THE "STRUCTURAL WELDING CODE" OF THE AWS D1.1.

6. STRUCTURAL BOLTS, NUTS, AND CIRCULAR WASHERS AND JOINTS SHALL CONFORM TO

ASTM A325. USE BEARING-TYPE BOLTS WITH THREAD ALLOWED ACROSS THE SHEAR

PLANE.

7. PLATE SIZES, ANGLE SIZES, NUMBER AND SIZE OF BOLTS AND OR WELDS FOR

CONNECTIONS SHALL BE DESIGNED BY THE CONTRACTOR IN ACCORDANCE WITH THE

REQUIREMENTS OF PART 10 OF THE 13TH EDITION OF THE AISC MANUAL FOR THE SHEAR.

USE 55% OF THE TOTAL LOAD SHOWN IN THE BEAM TABLES IN PART 3 OF THE 13TH

EDITION OF THE AISC CODE FOR THE GIVEN BEAM SPAN AND STEEL GRADE FOR NON-

COMPOSITE BEAMS. USE THE REACTIONS AS SPECIFIED ON THE DRAWINGS FOR

COMPOSITE BEAMS.

8. ALL STEEL EXPOSED TO EXTERIOR ELEMENTS SHALL BE GALVANIZED.

9. NO SHOP OR FIELD SPLICES SHALL BE ALLOWED IN ANY BEAMS, GIRDERS, OR COLUMNS AT

LOCATIONS OTHER THAN THOSE SHOWN ON THE DRAWINGS.

10. STEEL JOISTS AND JOIST GIRDERS SHALL CONFORM TO THE REQUIREMENTS OF THE AISC

STANDARD SPECIFICATION FOR OPEN WEB JOIST "K" OR "LH" SERIES. STEEL JOIST

MANUFACTURER SHALL BE A MEMBER OF THE STEEL JOIST INSTITUTE. MATERIAL SHALL BE

DOMESTIC STEEL. JOISTS SHALL BE FABRICATED WITH MINIMUM CAMBER AS

RECOMMENDED BY THE STEEL JOIST INSTITUTE.

11. PROVIDE BOTTOM CHORD (CEILING) EXTENSIONS ON ALL JOIST WHERE INDICATED.

REFERENCE ARCHITECTURAL PLANS FOR DETAILS.

12. HANGERS TO SUPPORT MECHANICAL EQUIPMENT, ETC., SHALL BE LOCATED AT PANEL

POINTS OF THE JOIST.

13. VERIFY EXACT SIZE AND LOCATION OF MECHANICAL OPENINGS WITH EQUIPMENT TO BE

USED.

14. ANY DEVIATION FROM, ADDITION TO, SUBSTITUTION FOR, OR MODIFICATION TO THE

STRUCTURE OR ANY PART OF THE STRUCTURE DETAILED ON THESE CONTRACT

DOCUMENTS SHALL BE SUBMITTED, IN WRITING, TO THE ENGINEER FOR HIS REVIEW.

SHOP DRAWINGS THAT ARE SUBMITTED TO THE ENGINEER FOR HIS REVIEW DO NOT

CONSTITUTE "IN WRITING" UNLESS IT IS BROUGHT TO THE ATTENTION OF THE ENGINEER

THAT SPECIFIC CHANGES ARE BEING SUGGESTED.

15. SEE SERIES OF SHEETS LABELED S4 FOR TYPICAL DETAILS LABELED AS SUCH AND NOT

REFERRED TO EXCEPT HEREIN. OBSERVE ALL THE REQUIREMENTS OF THESE DETAILS TO

THE SAME EXTENT AS THAT GIVEN TO ALL OTHER DETAILS.

16. UNLESS NOTED OTHERWISE, STEEL BEAMS SHALL BEAR 16" ON MASONRY AND BE

ANCHORED WITH 2- 3/4" DIAMETER ROUND ANCHOR BOLTS.

17. ALL EPOXY ANCHORS INTO CMU OR CONCRETE SHALL BE HILTI HIT HY 200 ADHESIVE

ANCHORS (OR EQUAL) UNLESS SPECIFICALLY NOTED OTHERWISE ON THE STRUCTURAL

DRAWINGS. NOTE THAT ANCHORS INTO CMU SHALL BE LOCATED AT EITHER VERTICALLY

GROUTED CELLS OR AT HORIZONTAL BOND BEAMS. ADHESIVE ANCHOR INSTALLERS SHALL

BE CERTIFIED BY THE ACI/CRSI CERTIFICATION PROGRAM.

18. REFERENCE PERFORMANCE SPECIFICATION FOR STEEL PAN STAIRS AND SHIPS LADDER.

SUBMIT SHOP DRAWINGS FOR A/E REVIEW SIGNED AND SEALED BY A REGISTERED

STRUCTURAL ENGINEER LICENSED IN THE STATE IN WHICH THE PROJECT IS LOCATED.

STRUCTURAL QUALITY ASSURANCE PLAN:

THIS STRUCTURAL QUALITY ASSURANCE PLAN IDENTIFIES THE RESPONSIBILITIES OF THE

CONTRACTOR AND THE SPECIAL INSPECTOR IN PERFORMING THE TESTING AND INSPECTION

OF THE WORK REQUIRED BY CHAPTER 17 OF THE BUILDING CODE THAT IS WITHIN THE

SCOPE OF THE STRUCTURAL ENGINEERING SERVICES FOR THIS PROJECT. REFER TO OTHER

PORTIONS OF THE CONSTRUCTION DOCUMENTS FOR TESTING AND INSPECTIONS REQUIRED

OF ARCHITECTURAL, MECHANICAL, ELECTRICAL, OR OTHER BUILDING COMPONENTS.

CONTRACTOR RESPONSIBILITIES

THE CONTRACTOR SHALL SUBMIT TO THE BUILDING OFFICIAL AND THE ARCHITECT A

WRITTEN STATEMENT OF RESPONSIBILITY THAT CONTAINS THE FOLLOWING:

1. ACKNOWLEDGEMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED

WITHIN THIS STRUCTURAL QUALITY ASSURANCE PLAN.

2. ACKNOWLEDGEMENT THAT CONTROL SHALL BE EXERCISED TO OBTAIN CONFORMANCE

WITH THE CONSTRUCTION DOCUMENTS APPROVED BY THE BUILDING OFFICIAL.

3. PROCEDURES FOR EXERCISING CONTROL WITHIN THE CONTRACTOR'S ORGANIZATION,

THE METHOD AND FREQUENCY OF REPORTING, AND THE DISTRIBUTION OF REPORTS.

4. IDENTIFICATION AND QUALIFICATIONS OF THE PERSON(S) EXERCISING SUCH CONTROL

AND THEIR POSITION(S) IN THE ORGANIZATION.

THE STRUCTURAL TESTING/INSPECTION AGENCY THAT IS TO ACT AS THE SPECIAL

INSPECTOR WILL BE HIRED BY THE OWNER.

CONTRACTOR SHALL PAY FOR ADDITIONAL STRUCTURAL TESTING/INSPECTION REQUIRED

FOR WORK OR MATERIALS NOT COMPLYING WITH THE CONSTRUCTION DOCUMENTS DUE TO

NEGLIGENCE OR NONCONFORMANCE AND SHALL PAY FOR ADDITIONAL STRUCTURAL

TESTING/INSPECTION REQUIRED FOR HIS CONVENIENCE.

CONTRACTOR IS RESPONSIBLE TO ENSURE THAT THE SPECIAL INSPECTOR IS PRESENT FOR

ALL WORK REQUIRING SPECIAL INSPECTION. ANY WORK THAT REQUIRES SPECIAL

INSPECTION AND IS PERFORMED WITHOUT THE SPECIAL INSPECTOR BEING PRESENT IS

SUBJECT TO BEING DEMOLISHED AND RECONSTRUCTED.

CONTRACTOR HAS THE FOLLOWING RESPONSIBILITIES TO THE SPECIAL INSPECTOR:

1. PROVIDE COPY OF CONSTRUCTION DOCUMENTS TO THE SPECIAL INSPECTOR.

2. NOTIFY THE SPECIAL INSPECTOR SUFFICIENTLY IN ADVANCE OF OPERATIONS TO ALLOW

ASSIGNMENT OF PERSONNEL AND SCHEDULING OF TESTS.

3. COOPERATE WITH SPECIAL INSPECTOR AND PROVIDE ACCESS TO WORK.

4. PROVIDE SAMPLES OF MATERIALS TO BE TESTED IN REQUIRED QUANTITIES.

5. PROVIDE STORAGE SPACE FOR THE SPECIAL INSPECTOR'S EXCLUSIVE USE, SUCH AS FOR

STORING AND CURING CONCRETE TESTING SAMPLES.

6. PROVIDE LABOR TO ASSIST THE SPECIAL INSPECTOR IN PERFORMING

TESTS/INSPECTIONS.

SPECIAL INSPECTOR RESPONSIBILITIES

SPECIAL INSPECTOR SHALL MAINTAIN RECORDS OF INSPECTIONS IN ACCORDANCE WITH

CHAPTER 17 OF THE BUILDING CODE AND SHALL DISTRIBUTE THESE RECORDS TO THE

BUILDING OFFICIAL, ARCHITECT, AND STRUCTURAL ENGINEER ON A WEEKLY BASIS. AT THE

CONCLUSION OF THE PROJECT THE SPECIAL INSPECTOR SHALL SUBMIT A WRITTEN

STATEMENT THAT THE SPECIAL INSPECTIONS DURING CONSTRUCTION HAVE COMPLIED

WITH THIS STRUCTURAL QUALITY ASSURANCE PLAN AND THAT ANY DISCREPANCIES NOTED

DURING CONSTRUCTION HAVE BEEN CORRECTED.

DRILLED PIERS:

SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING:

1. PROVIDE CONTINUOUS INSPECTION OF DRILLING PROCESS

2. PROVIDE CONCRETE SAMPLING/TESTING AS REQUIRED IN "CAST-IN-PLACE CONCRETE"

HEADING OF THESE NOTES.

3. PROVIDE DRILLED PIER REPORT FOR EACH DRILLED PIER THAT INCLUDES THE FOLLWING:

A. ACTUAL TOP AND BOTTOM ELEVATIONS

B. TOP OF ROCK ELEVATION

C. DESCRIPTION OF SOIL MATERIALS

D. DESCRIPTION, LOCATION, AND DIMENSIONS OF OBSTRUCTIONS

E. FINAL TOP CENTERLINE LOCATIONS AND DEVIATIONS FROM REQUIREMENTS

F. VARIATION OF SHAFT FROM PLUMB

G. SHAFT EXCAVATING METHOD

H. INSPECT AND TEST EACH PIER BEARING SURFACE (BY DRILLING AND PROBING A

MINIMUM OF ONE PERCUSSION DRILLED HOLE TO A DEPTH OF NOT LESS THAN 6'-0" AT

EACH PIER BEARING)

I. DEPTH OF ROCK SOCKET

J. LEVELNESS OF BOTTOM AND ADEQUACY OF CLEANOUT

K. GROUNDWATER CONDITION AND WATER INFILTRATION RATE, DEPTH, AND PUMPING

L. DESCRIPTION, DIAMETER, AND TOP AND BOTTOM ELEVATIONS OF TEMPORARY OR

PERMANENT CASING

M. DESCRIPTION OF SOIL OR WATER MOVEMENT , SIDEWALL STABILITY, LOSS OF GROUND,

AND MEANS OF CONTROL

N. DATE AND TIME OF STARTING AND COMPLETING EXCAVATION

O. POSITION OF REINFORCING STEEL, CONFIRMING SIZE, QUANTITY, SPACING, AND

LENGTH

P. CONCRETE PLACING METHOD, INCLUDING ELEVATION OF CONSOLIDATION AND DELAYS

Q. ELEVATION OF CONCETE DURING REMOVAL OF CASINGS

R. LOCATION OF CONSTRUCTION JOINTS

S. REMARKS, UNUSUAL CONDITIONS ENCOUNTERED, AND DEVIATIONS FROM

REQUIREMENTS

T. CONCRETE TESTING RESULTS

SOIL:

SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING:

1. VERIFY STRUCTURAL FILL COMPLIES WITH THE PROJECT SPECIFICATIONS AND THE

GEOTECHNICAL REPORT.

2. OBSERVE PROOF-ROLLING AND UNDERCUTTING WHERE REQUIRED.

3. OBSERVE AND VERIFY THAT PLACEMENT OF STRUCTURAL FILL COMPLIES WITH THE

PROJECT SPECIFICATIONS AND THE GEOTECHNICAL REPORT.

4. PERFORM FIELD DENSITY TESTS TO VERIFY COMPACTION OF STRUCTURAL FILL. AS A

MINIMUM, PERFORM ONE TEST PER LIFT FOR EVERY 2,500 SQUARE FEET OF FILL PLACED.

5. VERIFY FOUNDATION BEARING CAPACITY.

CAST-IN-PLACE CONCRETE

CONTRACTOR SHALL PERFORM THE FOLLOWING:

1. SUBMIT MILL TEST REPORTS.

2. SUBMIT MANUFACTURER'S DATA FOR TENSILE AND COMPRESSIVE SPLICERS.

3. ESTABLISH CONCRETE MIX DESIGN PROPORTIONS PER ACI 318, CHAPTER 5. SUBMIT

THREE COPIES OF THE CONCRETE MIX DESIGNS. INCLUDE THE FOLLOWING:

A. TYPE AND QUANTITIES OF MATERIALS.

B. SLUMP

C. AIR CONTENT

D. FRESH UNIT WEIGHT

E. AGGREGATES SIEVE ANALYSIS

F. DESIGN COMPRESSIVE STRENGTH

G. LOCATION OF PLACEMENT IN STRUCTURE

H. METHOD OF PLACEMENT

I. METHOD OF CURING

J. SEVEN-DAY AND 28-DAY COMPRESSIVE STRENGTHS

4. SUBMIT A CERTIFICATION FROM EACH MANUFACTURER OR SUPPLIER STATING THAT

MATERIALS MEET THE REQUIREMENTS OF THE SPECIFIED ASTM AND ACI STANDARDS.

5. SUBMIT CERTIFICATION THAT THE READY-MIXED CONCRETE PLAN COMPLIES WITH THE

REQUIREMENTS OF THE NATIONAL READY MIX CONCRETE ASSOCIATION.

SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING:

1. VERIFY GRADE, QUANTITY, LOCATION, AND PLACEMENT OF REINFORCING STEEL PRIOR TO

CONCRETE PLACEMENT.

2. EXAMINE CONCRETE IN TRUCK TO VERIFY THAT CONCRETE APPEARS PROPERLY MIXED.

3. PERFORM A SLUMP TEST AS DEEMED NECESSARY FOR EACH CONCRETE LOAD. RECORD IF

WATER OR ADMIXTURES ARE ADDED TO THE CONCRETE AT THE JOB SITE. PERFORM

ADDITIONAL SLUMP TESTS AFTER JOB SITE ADJUSTMENTS.

4. MOLD FOUR SPECIMENS PER SET FOR COMPRESSIVE STRENGTH TESTING; ONE SET FOR

EACH 75 CUBIC YARDS OF EACH MIX DESIGN PLACED IN ANY ONE DAY. FOR EACH SET

MOLDED, RECORD:

A. SLUMP

B. AIR CONTENT

C. UNIT WEIGHT

D. TEMPERATURE, AMBIENT AND CONCRETE

E. LOCATION OF PLACEMENT

F. ANY PERTINENT INFORMATION, SUCH AS ADDITION OF WATER, ADDITION OF

ADMIXTURES, ETC.

PERFORM ONE 7-DAY AND TWO 28-DAY COMPRESSIVE STRENGTH TESTS. (USE ONE AS

A SPARE TO BE BROKEN AS DIRECTED BY THE STRUCTURAL ENGINEER IF COMPRESSIVE

STRENGTHS DO NOT APPEAR ADEQUATE.

5. REPORTS OF COMPRESSIVE STRENGTH TESTS SHALL CONTAIN THE PROJECT

IDENTIFICATION NAME AND NUMBER, DATE OF CONCRETE PLACEMENT, NAME OF

CONCRETE TESTING AGENCY, CONCRETE DESIGN COMPRESSIVE STRENGTH, LOCATION

OF CONCRETE PLACEMENT IN STRUCTURE, CONCRETE MIX PROPORTIONS AND

MATERIALS, COMPRESSIVE BREAKING STRENGTH AND TYPE OF BREAK.

6. VERIFY THE DRY WEIGHT OF THE LIGHTWEIGHT AGGREGATES AND THE FIVE-DAY

SATURATED WEIGHT OF THE AGGREGATE, AND VERIFY THAT AGGREGATES ARE BEING

PROPERLY PRESOAKED PRIOR TO BATCHING CONCRETE.

7. MONITOR PLACEMENT OF STRUCTURAL LIGHTWEIGHT CONCRETE PLACED BY PUMPING.

NON-SHRINK GROUT UNDER STEEL BASE PLATES

SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING:

1. COMPRESSIVE STRENGTH TESTS PER ASTM C109.

2. NUMBER OF TESTS: ONE TEST FOR EACH TEN BAGS OF GROUT USED OR MINIMUM OF ONE

TEST FOR EACH DAY OF GROUTING.

3. CUBE SIZE: 2-INCH X 2-INCH.

4. TEST SCHEDULE: ONE CUBE AT 3 DAYS, TWO CUBES AT 7 DAYS, THREE CUBES AT 28 DAYS.

STRUCTURAL STEEL

CONTRACTOR SHALL PERFORM THE FOLLOWING:

1. SUBMIT CERTIFICATION THAT THE FABRICATOR IS REGISTERED AND APPROVED BY THE

BUILDING OFFICIAL TO PERFORM REQUIRED WORK WITHOUT SPECIAL INSPECTIONS.

2. IF FABRICATOR IS NOT REGISTERED AND APPROVED, SPECIAL INSPECTION OF THE

FABRICATED ITEMS SHALL BE REQUIRED. SPECIAL INSPECTOR SHALL VERIFY THAT THE

FABRICATOR MAINTAINS DETAILED FABRICATION AND QUALITY CONTROL PROCEDURES

THAT PROVIDE A BASIS FOR INSPECTION CONTROL OF THE WORKMANSHIP AND THE

FABRICATOR'S ABILITY TO CONFORM TO APPROVED CONSTRUCTION DOCUMENTS AND

REFERENCED STANDARDS. SPECIAL INSPECTOR SHALL REVIEW THE PROCEDURES FOR

COMPLETENESS AND ADEQUACY RELATIVE TO THE CODE REQUIREMENTS FOR THE

FABRICATOR'S SCOPE OF WORK.

3. SUBMIT CERTIFIED MILL TEST REPORTS FOR STRUCTURAL STEEL.

4. SUBMIT MANUFACTURER'S CERTIFICATE OF COMPLIANCE FOR HIGH-STRENGTH BOLTING

AND WELD FILLER MATERIALS.

SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING:

1. INSPECTION OF THE STEEL FRAME TO VERIFY COMPLIANCE WITH THE DETAILS SHOWN ON

THE APPROVED CONSTRUCTION DOCUMENTS INCLUDING MEMBER LOCATIONS, BRACING,

CONNECTION DETAILS, ETC.

2. PROVIDE CONTINUOUS INSPECTION TO VERIFY COMPLIANCE OF THE FOLLOWING:

A. COMPLETE AND PARTIAL PENETRATION GROOVE WELDS. ULTRASONICALLY INSPECT

100% OF THE COMPLETE PENETRATION WELDS.

B. MULTI-PASS FILLET WELDS AND SINGLE-PASS FILLET WELDS GREATER THAN 5/16".

3. PROVIDE PERIODIC INSPECTION TO VERIFY COMPLIANCE OF THE FOLLOWING:

A. MATERIAL VERIFICATION OF HIGH-STRENGTH BOLTS, NUTS, AND WASHERS.

B. MATERIAL VERIFICATION OF WELD FILLER MATERIAL.

C. VERIFICATION OF ANCHOR ROD SIZE, CONFIGURATION, AND EMBEDMENT PRIOR TO

PLACEMENT OF CONCRETE.

D. VISUALLY INSPECT ALL BOLTED CONNECTIONS IN ACCORDANCE WITH AISC

SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS. PRIOR TO

VISUAL AND PHYSICAL TESTING, TENSION TESTING USING A CALIBRATION DEVICE

(SKIDMORE-WILHELM) MUST INDICATE TENSIONS AT LEAST 5% IN EXCESS OF THE AISC

MINIMUM. STRUCTURAL STEEL ERECTOR SHALL SUPPLY THE TENSION CALIBRATION

DEVICE. TEST A MINIMUM OF 10% OF THE BOLTED CONNECTIONS.

E. VISUALLY INSPECT ALL FIELD-WELDED CONNECTIONS. VISUAL INSPECTION OF WELDED

JOINTS INCLUDES PERIODIC EXAMINATION OF FITUP.

F. VERIFY STUD SHEAR CONNECTOR SPACING AND LOCATIONS. VISUALLY INSPECT

WELDING OF STUD SHEAR CONNECTORS.

4. WELD INSPECTIONS TO INCLUDE THE FOLLOWING:

A. WELD INSPECTIONS SHALL BE IN ACCORDANCE WITH AWS D1.1.

B. REVIEW AND VERIFY COMPLIANCE OF WRITTEN WELDING PROCEDURES WITH AWS

REQUIREMENTS.

C. VERIFY THAT WELDING PROCEDURES ARE BEING ADHERED TO DURING FIELD WELDING.

D. VERIFY WELDER QUALIFICATIONS.

E. USE ALL MEANS NECESSARY TO DETERMINE THE QUALITY OF WELDS. THE INSPECTOR

MAY USE GAMMA RAY, MAGNAFLUX, TREPANNING, SONICS OR ANY OTHER AID TO

VISUAL INSPECTION THAT THE SPECIAL INSPECTOR MAY DEEM NECESSARY TO BE

ASSURED OF THE ADEQUACY OF THE WELDING.

F. KEEP A SYSTEMATIC RECORD OF ALL WELDS THAT INCLUDES, IN ADDITION TO OTHER

REQUIRED RECORDS, THE IDENTIFICATION MARKS OF WELDERS, A LIST OF DEFECTIVE

WELDS, AND THE MANNER OF CORRECTING DEFECTS.

5. THE SPECIAL INSPECTOR SHALL FURNISH THE ARCHITECT, STRUCTURAL ENGINEER,

CONTRACTOR, AND THE LOCAL BUILDING AUTHORITY WITH A REPORT THAT ALL WELDING

IS IN CONFORMANCE WITH THE APPROVED STRUCTURAL DOCUMENTS AND HAS BEEN

DONE IN ACCORDANCE WITH AWS D1.1, STRUCTURAL WELDING CODES.

STEEL DECK

CONTRACTOR SHALL PERFORM THE FOLLOWING:

1. SUBMIT MILL CERTIFICATION THAT THE SUPPLIED STEEL COMPLIES WITH THE

SPECIFICATIONS.

2. SPECIAL INSPECTOR SHALL PERFORM PERIODIC INSPECTIONS OF THE FOLLOWING:

3. VERIFY GENERAL ALIGNMENT AND DECK LAP.

4. VERIFY WELDS FOR SIZE AND PATTERN.

5. VERIFY SPACING AND TYPE OF SIDELAP ATTACHMENTS.

6. VERIFY INSTALLATION DECK CLOSURES.

12 Cadillac Dr., Suite 150 Brentwood, TN 37027 P 615.297.4554

©Copyright 2020

TLC No.:

www.tlc-engineers.com

120483

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

100% CONSTRUCTION

DOCUMENT

FULLY SPRINKLERED

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 STAMPCONSULTANT

321 4 5 6 7 8 9 10

214 Centerview Drive Suite 300 Brentwood, TN 37027

615.370.8500woldhfr.com

WOLD | HFR DESIGN

102 THIRD AVENUE NE

HICKORY, NC 28601

PHONE: 828.315.9962

FAX: 828.315.9966

NC ENGINEERING LICENSE NO: P-0214

NC ARCHITECTURE LICENSE NO: 51254

MURFREESBORO, TN

B

IM

/T

V H

S

A lv in C

Y o rk

V A

I n te g ra te d H e a lt h /S tr u c t

In te g ra te d

H e a lt h

.r v t

/2

/2

:1

:1

P

M

S1.00

STRUCTURAL NOTES TVHS - ALVIN C. YORK VAMC -

INTEGRATED HEALTH CENTER

BFC05-20-2022

626-309

BFC

S T R U C T U R A L N O T E S Q U A L I T Y C O N T R O L

Revisions: Date:

J

I

H

G

F

B

A

10987

5.1 5.2

H1

F3

F2

E1

I2

H3

G1

12.511.5

9.57.5

F4

00 01 02 03

7.1

9.1

4.5

5.5

B.2

C.5

C.6

E.3

F.3

STAIRS

G09

KITCHENETTE

G08A

MUSIC THERAPY CLINIC

G13

MUSIC STORAGE

G13A

WORK

G12A

EDUC CHIEF

G17A

RECREATION

STORAGE

G08B

HAC

G07

KINESIO GROUP THERAPY

G12

WC STORAGE

G12B

MALE

G09A

FEMALE

G09C

REC. THERAPY CLINIC

G08

BARBER CART

G02

FOOD SERVICE CHIEF

G03FOOD SERVICE VEND SUPPLY

G04

CORRIDOR

G45

ENTRY

G01

CORRIDOR

G46

CONNECTOR

G47

COURTYARD

G10

WORK AREA

G15

CORRIDOR

G55

PRACTICE ROOM

G13B

PMRS CONSULT

G14

CHASE

G-104A

FEMALE SHOWER

G09D

MALE SHOWER

G09B

28'-3" 20'-8"

A R

E A

A

A R

E A

B

A R

E A

A

A R

E A

B

10.1 11.9 12.9

E.4

E.9

'-1

/8

8" REINFORCED CONC WALL WITH

CONC STRIP FOOTING BENEATH

EDGE OF NEW SLAB ON GRADE

8" REINFORCED CONC WALL WITH

CONC STRIP FOOTING BENEATH

EDGE OF NEW SLAB ON GRADE

SLAB INFILL AT RECESSED SLAB:

4" CONC. SLAB ON GRADE REINFORCED

WITH 6x6-W2.9xW2.9 W.W.F. OVER 15 MIL

VAPOR BARRIER AND COMPACTED

DRAINAGE FILL TO RAISE THE NEW SLAB

TO ALIGN WITH TYPICAL EXISTING FLOOR

ELEVATION.

DRILL AND EPOXY #4 x 24 DOWELS AT 16"

O.C. WITH 6" MIN. EMBED. INTO EXISTING

SLAB AT NEW/EXISTING SLAB INTERFACE

(PROVIDE 6" EMBED.)

H

SS

8X 8X

3/

H

SS

8X 8X

3/

H

SS

8X 8X

3/

H S S 8X8X3/8

H

SS

8X 8X

3/

H

SS

8X 8X

3/

" D

R

IL

LE

D

P

IE

R

" D

R

IL

LE

D

P

IE

R

" D

R

IL

LE

D

P

IE

R

" D

R

IL

LE

D

P

IE

R

" D

R

IL

LE

D

P

IE

R

SLAB ON GRADE NOTE:

4" CONC. SLAB ON GRADE

REINFORCED WITH 6x6-W2.9xW2.9

W.W.F. OVER 15 MIL VAPOR BARRIER

AND 4" COMPACTED DRAINAGE FILL.

(5

.0'

(5

.0'

(5

.0'

(5

.0'

(5

.0'

FIN. SLAB ELEV. = 589.5' +/- (MATCH EXIST.)

FIN. SLAB ELEV. = 589.5' +/- (MATCH EXIST. MAIN FLR)

" D

R

IL

LE

D

P

IE

R

(5

.0'

GB (32x30)

G B x3 0)

G B x3 0)

G B

(24x30)

GB (32x30) GB (18x24)

GB (32x30)

1' -0

1/

2"

1/

2"

1' -4

1'

-0

1' -0

8"

S4.01

S4.01

S4.01

S4.01

5"

5"

S4.02

6'-2" 9'-9" 4'-9"

9' -5

/8

9'

-5

2' -0

H S S6X6X3/8

H S S6X6X3/8

H S S6X6X3/8

GALV.

GALV.

GALV.

PROVIDE 24" DIA. x 5'-0"

DEEP PIER AT SCREEN

WALL (TYP.)

WIDEN GRADE BEAM AT END

SCREENWALL COLUMN TO

ENCOMPASS COLUMN

(2)-HSS6x6x1/4" BEAMS (GALV)

BETWEEN HSS POSTS (ONE

WITH BOTTOM AT 1'-0" ABOVE

GRADE AND ONE WITH TOP

AT 6'-0" ABOVE GRADE)

SLAB DEPRESSION,

COORD. W/ ARCH

(REF. 1/S4.03).

2'-0" MAX.

S4.02

S4.03

CORRIDOR

G46

ELEC.

G28

ELEC.

G29

R A

M P

D O

W N

R A

M P

D O

W N

S4.03

S4.03

S4.03

S4.03

S4.03

S4.04

S4.03

S4.03

S4.03

S4.01

S4.03

A

2'-0" MAX.

2'-0" MAX.

S4.04

PLAN NOTES:

1. DRILLED PIERS TO BE SOCKETED 2'-0" INTO SOUND ROCK

2. ELEVATION DENOTED BY (5xx.x') REPRESENTS ANTICIPATED ELEVATION OF

ROCK BASED ON PREVIOUS PROJECT BORINGS. BID LENGTHS SHALL BE BASED

ON ANTICIPATED ROCK ELEVATION PLUS THE 2'-0" SOCKET.

3. DRILLED PIER BEARING SURFACE TO BE EVALUATED BY GEOTECHNICAL

ENGINEER BY DRILLING AND PROBING A MINIMUM OF ONE PERCUSSION HOLE

(2" DIA. x 6' DEEP) AT EACH DRILLED PIER TO CONFIRM BEARING MEDIUM MEETS

OR EXCEEDS DESIGN PARAMETERS.

12 Cadillac Dr., Suite 150 Brentwood, TN 37027 P 615.297.4554

©Copyright 2020

TLC No.:

www.tlc-engineers.com

120483

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

100% CONSTRUCTION

DOCUMENT

FULLY SPRINKLERED

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 STAMPCONSULTANT

321 4 5 6 7 8 9 10

214 Centerview Drive Suite 300 Brentwood, TN 37027

615.370.8500woldhfr.com

WOLD | HFR DESIGN

102 THIRD AVENUE NE

HICKORY, NC 28601

PHONE: 828.315.9962

FAX: 828.315.9966

NC ENGINEERING LICENSE NO: P-0214

NC ARCHITECTURE LICENSE NO: 51254

MURFREESBORO, TN

KEYPLAN

AREA A

OUT OF

SCOPE

B

IM

/T

V H

S

A lv in C

Y o rk

V A

I n te g ra te d H e a lt h /S tr u c t

In te g ra te d

H e a lt h

.r v t

/2

/2

:1

:2

P

M

S1.01A

FOUNDATION PLAN - AREA "A" TVHS - ALVIN C. YORK VAMC -

INTEGRATED HEALTH CENTER

Checker05-20-2022

626-309

Author

1/8" = 1'-0"

FOUNDATION PLAN - AREA "A"

CR

I

H

G

F

G1

17 18 19 22

F4

F1

E2

D1

C1

B1

H2

I1

I3

K

L

15.1 15.2 17.1 17.2

E.9

E.4

20 21

ELECTRICAL

G41

MEDIA COORD.

G17B

LOBBY

G36

MALE

G37

FEMALE

G38

VESTIBULE

G35

SECURITY

G35A

HAC

G30I

PAT. RESOURCE

G40

STORAGE

G34A

SIM MAINTENANCE

G30G

PROCEDURE SIM LAB

G30F

CONTROL ROOM

G30E

DE-BRIEF

G30A

TRNG EQUIP STOR

G30C

ALS CLASSROOM

G30J

MALE

G25

WAITING

G39

LACTATION

G27

MULTI-PURPOSE

G20J

MULTI-PURPOSE

G20F

MULTI-PURPOSE

G20D

MULTI-PURPOSE

G20B

MULTI-PURPOSE

G20

MULTI-PURPOSE

G20H

STOR.

G20A

STOR.

G20E

STOR

G20G

STOR.

G20I

STOR.

G20C

MED/SURG SIM LAB

G30D

VENDING

G32

STAFF LOUNGE

G33

KITCHEN/SERVING

G21

EDUC CHIEF

G17A

WORK

G17

WHOLE HEALTH STORAGE

G18

CORRIDOR

G30

STORAGE

G30K

RT SPVR.

G15A

COMPUTER LAB

G16

CREATIVE ARTS GROUP

G34

CORRIDOR

G48

CORRIDOR

G48A

CORRIDOR

G49

CORRIDOR

G50

CORRIDOR

G51

STORAGE

G20K

FEMALE

G24

MUSIC THER. 1

G43 MUSIC THER. 2

G42

CORRIDOR

G54

CORRIDOR

G52

STORAGE

G30H

ACCESS STAIR

G26

CHASE

G26A

PMRS STORAGE

G31

CHARGING CART STOR.

G19

CORRIDOR

G30

ENTRY

G44

CORRIDOR

G53

J.5

K.1

K.9

K.8

23 25 2624

17.5 18.916.5

C.6 C.6

20.2 21.5

B.2 B.2

E.5 E.5

F.3 F.3

48'-8 1/8" 21'-7 3/8" 25'-2 5/8" 25'-2 5/8" 21'-7 3/8"

IT

G23

A R

E A

A

A R

E A

B

A R

E A

A

A R

E A

B

12.9

E.4

E.9

4' -1

3/

'-1

3/

4' -9

'-9

/4

5' -7

/2

'-2

/1 6"

1' -8

H S S10X10X3/8

H S S10X10X3/8

H S S10X10X3/8

H S

S

X10 X3/

H S

S

X10 X3/

H S

S

X10 X3/

H S S10X10X3/8

H S S10X10X3/8

W

X60

W

X60

W

X60

W

X60

W

X60

W

X60

W

X60

H

SS

8X 8X

3/

H

SS

8X 8X

3/

H

SS

8X 8X

3/ 8H S S8X8X3/8

H

SS

8X 8X

3/

H

SS

8X 8X

3/

H S

S 8X

8X 3/

H S S8X8X3/8

" D

R

IL

LE

D

P

IE

R

" D

R

IL

LE

D

P

IE

R

" D

R

IL

LE

D

P

IE

R

" D

R

IL

LE

D

P

IE

R

" D

R

IL

LE

D

P

IE

R

" D

R

IL

LE

D

P

IE

R

24" D R

ILLED

PIER

24" D R

ILLED

PIER

24" D R

ILLED

PIER

24" D R

ILLED

PIER

24" D R

ILLED

PIER

" D

R

IL

LE

D

P

IE

R

" D

R

IL

LE

D

P

IE

R

" D

R

IL

LE

D

P

IE

R

24" D R

ILLED

P

IE

R

24" D R

ILLED

P

IE

R

24" D R

ILLED

P

IE

R

" D

R

IL

LE

D

P

IE

R

24" D R

ILLED

P

IE

R

" D

R

IL

LE

D

P

IE

R

24" D R

ILLED

P

IE

R

" D

R

IL

LE

D

P

IE

R

" D

R

IL

LE

D

P

IE

R

H S

S 5X

5X 3/

" D

R

IL

LE

D

P

IE

R

H

SS

5X 5X

3/

H S

S 5X

5X 3/

" D

R

IL

LE

D

P

IE

R

H

SS

5X 5X

3/

H S

S 5X

5X 3/

" D

R

IL

LE

D

P

IE

R

H

SS

5X 5X

3/

" D

R

IL

LE

D

P

IE

R

H S S6X6X3/8

H S S 6X6X3/8

" D

R

IL

LE

D

P

IE

R

H S S 6X6X3/8

H S S6X6X3/8

2'-0" THICK REINFORCED

CONCRETE PILE CAP

(PC2)

2'-0" THICK REINFORCED

CONCRETE PILE CAP

(PC2)

(5

.0'

(5

.0'

(576.0')

(573.0')

(571.0')

(5

.0'

(579.0')

(5

.0'

(570.0')

(5

.0'

(5

.0'

(5

.0'

(5

.0'

(5

.0'

(5

.0'

(5

.0'

(5

.0'

(5

.0'

(5

.0'

(5

.0'

(5

.0'

(5

.0'

SLAB ON GRADE NOTE:

4" CONC. SLAB ON GRADE

REINFORCED WITH 6x6-W2.9xW2.9

W.W.F. OVER 15 MIL VAPOR BARRIER

AND 4" COMPACTED DRAINAGE FILL.

FIN. SLAB ELEV. = 589.5' +/- (MATCH EXIST.)

SLAB ON GRADE NOTE REPAIR WHERE

REMOVED FOR NEW FOUNDATIONS:

4" CONC. SLAB ON GRADE REINFORCED WITH

6x6-W2.9xW2.9 W.W.F. OVER 15 MIL VAPOR

BARRIER AND 4" COMPACTED DRAINAGE FILL.

DRILL AND EPOXY #4 x 24 DOWELS AT 16" O.C.

WITH 6" MIN. EMBED. INTO EXISTING SLAB AT

NEW/EXISTING SLAB INTERFACE

(PROVIDE 6" EMBED.)

FIN. SLAB ELEV. = 589.5' +/- (MATCH EXIST.)

SLAB INFILL AT RECESSED SLAB:

4" CONC. SLAB ON GRADE REINFORCED WITH

6x6-W2.9xW2.9 W.W.F. OVER 15 MIL VAPOR

BARRIER AND 4" COMPACTED DRAINAGE FILL.

DRILL AND EPOXY #4 x 24 DOWELS AT 16" O.C.

WITH 6" MIN. EMBED. INTO EXISTING SLAB AT

NEW/EXISTING SLAB INTERFACE

(PROVIDE 6" EMBED.)

FIN. SLAB ELEV. = 589.5' +/- (MATCH EXIST.)

POOL INFILL SLAB ON GRADE:

4" CONC. SLAB ON GRADE REINFORCED

WITH 6x6-W2.9xW2.9 W.W.F. OVER 15 MIL

VAPOR BARRIER AND COMPACTED

DRAINAGE FILL TO RAISE THE NEW SLAB

TO ALIGN WITH TYPICAL EXISTING FLOOR

ELEVATION.

DRILL AND EPOXY #4 x 14" LONG DOWELS

AT 16" O.C. WITH 6" MIN. EMBED. INTO

EXISTING SLAB AT NEW/EXISTING SLAB

INTERFACE (PROVIDE 6" EMBED.)

FIN. SLAB ELEV. = 589.5' +/- (MATCH EXIST. MAIN FLR)

FLOOR FILL USED ON EXISTING

POOL DECK SHALL NOT

EXCEED 30 PSF

(BASIS OF DESIGN IS 4-1/2" OF

ARDEX LW FLOOR TOPPING)

C.5 C.5

E.3 E.3

17.4 18.8 20.1

16.6 21.3

2'-6"

3'-2"

2'-6"

4'-9" 4'-9" 4'-9"

2'-6" 3'-2"

2'-6"

G B

(24x30)

GB (18x24)

GB (32x30)

G B x3 0)

G B x3 0)

G B x3 0)

G B x3 0)

G B x3 0)

GB (24x30)

GB (24x30)

G B x3 0)

G B x3 0)

G B x3 0)

GB (24x30) GB (24x30)GB (24x30)

GB (24x30)GB (24x30) GB (24x30)

GB (32x30)

G B x3 0)

GB (32x30)

GB (32x30)

G B x3 0)

G B x3 0)

TOP OF GRADE

BEAM 1'-0" BFF

S4.01

S4.02

S4.01

S4.02

9' -9

2' -6

4'

-9

2' -6

2' -6

4'

-9

2' -6

9' -9

S4.02

S4.02

2'-0" THICK REINFORCED

CONCRETE PILE CAP

(PC2)

2'-0" THICK REINFORCED

CONCRETE PILE CAP

(PC2)

2'-0" THICK REINFORCED

CONCRETE PILE CAP

(PC2)

S4.02

S4.02

S4.02

S4.02

S4.02

1' -0

1'

-0

/2

1/

2"

1/

2" 1'

-0

/2

1' -4

1'-4" 1'-0 1/2"

3 1/2"

1'-0"

1'-0 1/2"

7 1/2"

1' -0

1' -0

/2

1/ 2"

S4.01

3 1/2" 1'-0 1/2"

1'-4"

S4.02

S4.02

(574.0')

(572.0')

(570.0')

(578.0')

(576.0')

4'-9"

H S S6X6X3/8

GALV.

PROVIDE 2"Hx6"W CURB

AT SLAB EDGE FOR

CURTAINWALL, REF/. 6/S4.02

8'-2"8'-2"

4'-6"

4' -3

4' -3

4'-6"4'-6"

4' -3

ELEC.

G28

ELEC.

G29

R A

M P

D O

W N

REFERENCE 2/S1.01B

FOR CONTINUATION

COMM/MEDIA CONTROL

G22

S4.03

S4.03

S4.03

S4.03

S4.03

S4.03

EXTERIOR ON GRADE NOTE:

4" CONC. SLAB ON GRADE

REINFORCED WITH 6x6-W2.9xW2.9

W.W.F. OVER 15 MIL VAPOR BARRIER

AND 4" COMPACTED DRAINAGE FILL.

(SLOPE AWAY FROM BLDG - REF. CIVIL)

S4.03

S4.03

2'-0" MAX.

S4.04

DRILL AND EPOXY #4x2'-0" LONG BARS AT 12" O.C.

INTO EXISTING EDGE OF SLAB AT EXIST.

INTERFACE (PROVIDE 6" MIN. EMBED.)

6"

1'-6" MAX.

3' -8

/8

9'

-6

/1 6"

7' -0

/2

7'-0" 6'-6 5/8"

2'-4 3/8"

S4.04

18'-7 1/2" 18'-9" 18'-9" 18'-9" 18'-9" 18'-9 1/2"

PLAN NOTES:

1. DRILLED PIERS TO BE SOCKETED 2'-0" INTO SOUND ROCK

2. ELEVATION DENOTED BY (5xx.x') REPRESENTS ANTICIPATED ELEVATION OF

ROCK BASED ON PREVIOUS PROJECT BORINGS. BID LENGTHS SHALL BE BASED

ON ANTICIPATED ROCK ELEVATION PLUS THE 2'-0" SOCKET.

3. DRILLED PIER BEARING SURFACE TO BE EVALUATED BY GEOTECHNICAL

ENGINEER BY DRILLING AND PROBING A MINIMUM OF ONE PERCUSSION HOLE

(2" DIA. x 6' DEEP) AT EACH DRILLED PIER TO CONFIRM BEARING MEDIUM MEETS

OR EXCEEDS DESIGN PARAMETERS.

VESTIBULE

G35

SECURITY

G35A

STORAGE

G34A

CREATIVE ARTS GROUP

G34

CORRIDOR

G53

J.5

K.1

K.9

K.8

23 25 2624

H

SS

8X 8X

3/ 8H S S8X8X3/8

H

SS

8X 8X

3/

H

SS

8X 8X

3/

H S

S 8X

8X 3/

H S S8X8X3/8

" D

R

IL

LE

D

P

IE

R

" D

R

IL

LE

D

P

IE

R

" D

R

IL

LE

D

P

IE

R

" D

R

IL

LE

D

P

IE

R

" D

R

IL

LE

D

P

IE

R

" D

R

IL

LE

D

P

IE

R

(5

.0'

(5

.0'

(5

.0'

(5

.0'

(5

.0'

SLAB ON GRADE NOTE:

4" CONC. SLAB ON GRADE

REINFORCED WITH 6x6-W2.9xW2.9

W.W.F. OVER 15 MIL VAPOR BARRIER

AND 4" COMPACTED DRAINAGE FILL.

FIN. SLAB ELEV. = 589.5' +/- (MATCH EXIST.)

GB (32x30)

G B x3 0)

GB (32x30)

GB (32x30)

G B x3 0)

G B x3 0)

S4.02

S4.02

1' -0

1'

-0

/2

1/

2"

1/

2" 1'

-0

/2

1' -4

1'-4" 1'-0 1/2"

3 1/2"

1'-0"

1'-0 1/2"

7 1/2"

1' -0

1' -0

/2

1/ 2"

S4.01

3 1/2" 1'-0 1/2"

1'-4"

S4.02

S4.02

PROVIDE 2"Hx6"W CURB

AT SLAB EDGE FOR

CURTAINWALL, REF/. 6/S4.02

RAMP DOWN

RAMP DOWN

S4.03 10

S4.03

S4.03

SIM.

EXTERIOR ON GRADE NOTE:

4" CONC. SLAB ON GRADE

REINFORCED WITH 6x6-W2.9xW2.9

W.W.F. OVER 15 MIL VAPOR BARRIER

AND 4" COMPACTED DRAINAGE FILL.

(SLOPE AWAY FROM BLDG - REF. CIVIL)

S4.03

S4.03

S4.03

S4.04

S4.03

B

DRILL AND EPOXY #4x2'-0" LONG BARS AT 12" O.C.

INTO EXISTING EDGE OF SLAB AT EXIST.

INTERFACE (PROVIDE 6" MIN. EMBED.)

6"

1'-6" MAX.

3' -8

/8

9'

-6

/1 6"

7' -0

/2

7'-0" 6'-6 5/8"

2'-4 3/8"

S4.03

12 Cadillac Dr., Suite 150 Brentwood, TN 37027 P 615.297.4554

©Copyright 2020

TLC No.:

www.tlc-engineers.com

120483

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

100% CONSTRUCTION

DOCUMENT

FULLY SPRINKLERED

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 STAMPCONSULTANT

321 4 5 6 7 8 9 10

214 Centerview Drive Suite 300 Brentwood, TN 37027

615.370.8500woldhfr.com

WOLD | HFR DESIGN

102 THIRD AVENUE NE

HICKORY, NC 28601

PHONE: 828.315.9962

FAX: 828.315.9966

NC ENGINEERING LICENSE NO: P-0214

NC ARCHITECTURE LICENSE NO: 51254

MURFREESBORO, TN

KEYPLAN

AREA B

OUT OF

SCOPE

B

IM

/T

V H

S

A lv in C

Y o rk

V A

I n te g ra te d H e a lt h /S tr u c t

In te g ra te d

H e a lt h

.r v t

/2

/2

:1

:4

P

M

S1.01B

FOUNDATION PLAN - AREA "B" TVHS - ALVIN C. YORK VAMC -

INTEGRATED HEALTH CENTER

Checker05-20-2022

626-309

Author

1/8" = 1'-0"

FOUNDATION PLAN - AREA "A"

1/8" = 1'-0"

FOUNDATION PLAN - AREA "A"

H

G

F

D

C

B

A

10987

5.1 5.2

H1

F3

F2

E1

I2

H3

G1

12.511.5

9.57.5

F4

D1

C1

B1

00 01 02 03

7.1

9.1

4.5

5.5

B.2

C.5

C.6

E.3

F.3F.3

W18X40

W18X40

W16X26

W16X26

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

ROOF DECK NOTE:

22 GA. 1-1/2" DEEP, TYPE "B" ROOF DECK

(GALVANIZED) WITH STEEL SUPPORTS

EQUALLY SPACED AS SHOWN WITH

6'-0" MAXIMUM SPACING

TOP OF STEEL ELEV. = 11'-5 1/2" A.F.F.

A R

E A

A

A R

E A

B

A R

E A

A

A R

E A

B

10.1 11.9 12.9

E.4

E.9

28'-3" 20'-8"

'-1

/8

PRE-ENGINEERED

SUSPENDED CANOPY

PRE-ENGINEERED

SUSPENDED CANOPY

PRE-ENGINEERED

SUSPENDED CANOPY

S4.51

S4.51

S4.51

S4.51

1/

2" 3"

VERIFY

FIELD

VERIFY

FIELD 1" EXP. JT.

S4.52

S4.52

S4.52

12 Cadillac Dr., Suite 150 Brentwood, TN 37027 P 615.297.4554

©Copyright 2020

TLC No.:

www.tlc-engineers.com

120483

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

100% CONSTRUCTION

DOCUMENT

FULLY SPRINKLERED

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 STAMPCONSULTANT

321 4 5 6 7 8 9 10

214 Centerview Drive Suite 300 Brentwood, TN 37027

615.370.8500woldhfr.com

WOLD | HFR DESIGN

102 THIRD AVENUE NE

HICKORY, NC 28601

PHONE: 828.315.9962

FAX: 828.315.9966

NC ENGINEERING LICENSE NO: P-0214

NC ARCHITECTURE LICENSE NO: 51254

MURFREESBORO, TN

KEYPLAN

AREA A

OUT OF

SCOPE

B

IM

/T

V H

S

A lv in C

Y o rk

V A

I n te g ra te d H e a lt h /S tr u c t

In te g ra te d

H e a lt h

.r v t

/2

/2

:1

:5

P

M

S1.02A

LOW ROOF FRAMING PLAN - AREA

"A"

TVHS - ALVIN C. YORK VAMC -

INTEGRATED HEALTH CENTER

Checker05-20-2022

626-309

Author

1/8" = 1'-0"

LOW ROOF FRAMING PLAN - AREA "A"

H

G

F

G1

17 18 19 22

F4

F1

E2

D1

C1

B1

H2

I1

I3

K

L

15.1 15.2 17.1 17.2

12.9

20 21

J.5

K.1

K.9

K.8

23 25 2624

17.5 18.916.5

C.6

20.2 21.5

B.2

E.5

F.3

30k

W18X40 (12)

30k 30k

W18X50 (12)

30k 30k

W18X50 (12)

30k 30k

W18X40 (12)

30k k

W

4X

(1

2) k k

W k k

W k k

W k k

W k k

W k k

W k k

W k k

W k k

W k k

W k k

W k k

W k k

W k k

W k k

W k k

W k

30k

W18X40 (12)

30k 30k

W24X55 (12)

30k 30k

W24X55 (12)

30k 30k

W18X40 (12)

30k

3' -8

/8

9'

-6

/1 6"

7' -0

/2

W

X

W

X

W12X14

W

X

W12X14

W12X14

W

X

W12X14

W12X14

W12X14

W16X26

W16X26

W

X

W

X

ROOF DECK NOTE:

22 GA. 1-1/2" DEEP, TYPE "B" ROOF DECK

(GALVANIZED) WITH STEEL SUPPORTS

EQUALLY SPACED AS SHOWN WITH

6'-0" MAXIMUM SPACING

TOP OF STEEL ELEV. = 11'-4 1/2" A.F.F.

A R

E A

A

A R

E A

B

A R

E A

A

A R

E A

B

12.9

E.4

E.9

48'-8 1/8" 21'-7 3/8" 25'-2 5/8" 25'-2 5/8" 21'-7 3/8"

4' -1

3/

C.5

E.3

17.4 18.8 20.1

16.6 21.3

SLAB ON METAL DECK:

3-1/4" SEMI-LT WT. CONC (110 PCF) OVER 2" COMPOSITE

FLOOR DECK (22 GA.-GALV.). REINFORCE SLAB WITH 6x6- W2.9xW2.9 WWF (TOTAL THICKNESS 5-1/4")

STEEL BEAMS EQUALLY SPACED AS SHOWN WITH 7'-0"

MAX. SPACING.

FIN. SLAB ELEV. = 13'-2 1/4" A.F.F.

3'-2"

4'-9" 4'-9" 4'-9"

3'-2"

'-1

3/

4' -9

'-9

/4

5' -7

/2

'-2

/1 6"

W / E

X

IS

T W

A

LL

1' -4

(V

E R

IF

Y

5"

5"

5"

PRE-ENGINEERED

SUSPENDED CANOPY

PRE-ENGINEERED

SUSPENDED CANOPY

S4.51

6"

6"

6"

6"

6"

6"

6"

VERIFY

FIELD

S4.51

VERIFY

FIELD 1" EXP. JT.

PRE-ENGINEERED

SUSPENDED CANOPY

S4.52

S4.52

S4.51

S4.51

S4.51

S4.52

S4.51

SIM.

7'-0" 6'-6 5/8"

2'-4 3/8"

18'-7 1/2" 18'-9" 18'-9" 18'-9" 18'-9" 18'-9 1/2"

S4.52

FLOOR PLAN NOTES:

DENOTES WELDED MOMENT CONNECTION

(REF. DETAILS 11 & 12 /S.51)

COMPOSITE FLOOR SLAB AND FRAMING NOTES:

[24] DENOTES REQUIRED NUMBER OF SHEAR CONNECTORS FOR BEAM OR

GIRDER. WHEN MORE THAN ONE SUCH NUMBER IS SHOWN FOR A GIRDER,

EACH NUMBER DENOTES THE REQUIRED NUMBER OF SHEAR

CONNECTORS BETWEEN CONCENTRATED LOAD POINTS. WHEN NUMBER

OF SHEAR CONNECTORS IS NOT SHOWN, COMPOSITE FLOOR BEAMS

SHALL RECEIVE SHEAR CONNECTORS AT 12" O.C.

15k DENOTES BEAM OR GIRDER END REACTION (SERVICE LOADS)

FOR CONNECTION DESIGN. MINIMUM CONNECTION CONSIST OF

TWO ROWS OF BOLTS. WHERE NO VALUE IS SHOWN ON COMPOSITE

BEAMS, REACTION IS LESS THAN OR EQUAL TO 10 K.

12 Cadillac Dr., Suite 150 Brentwood, TN 37027 P 615.297.4554

©Copyright 2020

TLC No.:

www.tlc-engineers.com

120483

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

100% CONSTRUCTION

DOCUMENT

FULLY SPRINKLERED

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 STAMPCONSULTANT

321 4 5 6 7 8 9 10

214 Centerview Drive Suite 300 Brentwood, TN 37027

615.370.8500woldhfr.com

WOLD | HFR DESIGN

102 THIRD AVENUE NE

HICKORY, NC 28601

PHONE: 828.315.9962

FAX: 828.315.9966

NC ENGINEERING LICENSE NO: P-0214

NC ARCHITECTURE LICENSE NO: 51254

MURFREESBORO, TN

KEYPLAN

AREA B

OUT OF

SCOPE

B

IM

/T

V H

S

A lv in C

Y o rk

V A

I n te g ra te d H e a lt h /S tr u c t

In te g ra te d

H e a lt h

.r v t

/2

/2

:1

:0

P

M

S1.02B

SECOND FLOOR / LOW ROOF

FRAMING PLAN - AREA "B"

TVHS - ALVIN C. YORK VAMC -

INTEGRATED HEALTH CENTER

Checker05-20-2022

626-309

Author

1/8" = 1'-0"

2ND FLOOR/LOW ROOF FRAMING PLAN - AREA "B"

H

G

F

G1

17 18 19 22

F4

F1

E2

D1

C1

B1

H2

I1

I3

K

L

15.1 15.2 17.1 17.2

20 21

J.5

K.1

K.9

K.8

23 252624

17.5 18.916.5

C.6

20.2 21.5

B.2

E.5

W

X

W

X

W

X

W18X50 (w/ C10X15.3 ON BOTT FLANGE)W18X50 (w/ C10X15.3 ON BOTT FLANGE)

F.3

A R

E A

A

A R

E A

B

A R

E A

A

A R

E A

B

12.9

E.4

E.9

48'-8 1/8" 21'-7 3/8" 25'-2 5/8" 25'-2 5/8" 21'-7 3/8"

4' -1

3/

'-1

3/

4' -9

'-9

/4

5' -7

/2

'-2

/1 6"

(BOTT. OF STL = 16'-0" A.F.F.) (BOTT. OF STL = 16'-0" A.F.F.)

(B O

T T

. O F

S T

L

6'

-0

A .F

.F

(B O

T T

. O F

S T

L

6'

-0

A .F

.F

(B O

T T

. O F

S T

L

6'

-0

A .F

.F

W

X

W12X26

W12X26

W

X

W12X26

W12X26

W

X

W12X26

W12X26

W12X14

W

X

W12X14

W

X

E X

IS

T

IN

G

R O

O F

T R

U S

S

E X

IS

T

IN

G

R O

O F

T R

U S

S

E X

IS

T

IN

G

R O

O F

T R

U S

S

E X

IS

T

IN

G

R O

O F

T R

U S

S

E X

IS

T

IN

G

R O

O F

T R

U S

S

DASHED LINES REPRESENT L4x4x5/16"

KICKERS AT 6'-0" O.C. MAX. EACH SIDE OF

BEAMS UP TO TOP CHORD OF EXISTING

TRUSS OR JOIST AT ROOF (TYP.)

DASHED LINES REPRESENT L4x4x5/16"

KICKERS AT 6'-0" O.C. MAX. EACH SIDE OF

BEAMS UP TO TOP CHORD OF EXISTING

TRUSS OR JOIST AT ROOF (TYP.)

C.5

E.3

17.4 18.8 20.1

16.6 21.3

3'-2"

4'-9" 4'-9" 4'-9"

3'-2"

18'-7 1/2" 18'-9" 18'-9" 18'-9" 18'-9" 18'-9 1/2"

W

X

W

X

W

X

W12x40

S4.52

S4.52

Sim

S4.52

Sim

W12x40W12x40

S4.52

S4.52

Sim

OPP.

HAND

W12x40W12x40

S4.52

S4.52

SIM.

S4.52

SIM.

EXISTING JOISTS, TYP.

EXISTING JOISTS, TYP.

REF. 11/S4.52 FOR

ATTACHMENT AT ROOF

REF. 11/S4.52 FOR

ATTACHMENT AT ROOF

REF. 11/S4.52 FOR

ATTACHMENT AT ROOF

W16X40 (TOP OF STEEL ELEV. = 19'-0")W16X40 (TOP OF STEEL ELEV. = 19'-0")

EXISTING JOISTS, TYP.

12 Cadillac Dr., Suite 150 Brentwood, TN 37027 P 615.297.4554

©Copyright 2020

TLC No.:

www.tlc-engineers.com

120483

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

100% CONSTRUCTION

DOCUMENT

FULLY SPRINKLERED

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 STAMPCONSULTANT

321 4 5 6 7 8 9 10

214 Centerview Drive Suite 300 Brentwood, TN 37027

615.370.8500woldhfr.com

WOLD | HFR DESIGN

102 THIRD AVENUE NE

HICKORY, NC 28601

PHONE: 828.315.9962

FAX: 828.315.9966

NC ENGINEERING LICENSE NO: P-0214

NC ARCHITECTURE LICENSE NO: 51254

MURFREESBORO, TN

KEYPLAN

AREA B

OUT OF

SCOPE

B

IM

/T

V H

S

A lv in C

Y o rk

V A

I n te g ra te d H e a lt h /S tr u c t

In te g ra te d

H e a lt h

.r v t

/2

/2

:1

:1

P

M

S1.03B

ROOF FRAMING PLAN - AREA "B" TVHS - ALVIN C. YORK VAMC -

INTEGRATED HEALTH CENTER

Checker05-20-2022

626-309

Author

1/8" = 1'-0"

ROOF FRAMING PLAN - AREA "B"

CONTRACTOR: COORINDATE ANTICIAPTED MEANS OF

DELIVERING 50'+ LONG BEAMS INSIDE EXISTING GYMNASIUM.

INCLUDE ALL REQUIRED COSTS ASSOCIATED WITH PLANNED

DELIVERY INSIDE BUILDING.

TYP. FORMED CONSTRUCTION JOINT

TYP. SAWN CONTROL JOINT

SMOOTH DOWEL SCHEDULE

M

IN

P

L A

N

S E

E

"D

"D

P L A

N

S E

E

1'-4" 1'-4"

SMOOTH DOWELS

REF. SCHEDULE

SLAB REINFORCING

NOT CONTINUOUS

SLAB REINFORCING

CONTINUOUS

EDGES SMOOTH & STRAIGHT

PRIOR TO SEALING

CONTRACTOR TO GRIND

FILL JOINT WITH SEALANT.

FILL JOINT WITH SEALANT.

CONTRACTOR TO GRIND

EDGES SMOOTH & STRAIGHT

PRIOR TO SEALING

1/8" to 1/4" (BLADE THICKNESS)

SLAB DEPTH

(INCHES)

4 TO 6

7 TO 8

9 TO 11

DOWEL DIAMETER

(INCHES)

3/4

1 1/4

TOTAL DOWEL LENGTH

(INCHES)

DOWEL SPACING

ON CENTERS (IN.)

(4)-#5 BARSxCONT.

PLACE DOWELS AT MID-DEPTH OF THICKENED PORTION OF SLAB AND

HOLD IN PLACE WITH DOWEL BASKETS

NOTE: CONTROL JOINTS SHALL BE SPACED AT INTERVALS NOT TO EXCEED 12'-0" O.C.

EACH DIRECTION, WITH ENCLOSED AREA NOT TO EXCEED 144 SF. WHERE APPLICABLE ,

JOINTS SHOULD BE LOCATED ON COLUMN CENTERLINES AND AT SLAB RE-ENTRANT

CORNERS. LENGTH TO WIDTH PROPORTIONS OF JOINT PATTERN SHALL NOT EXCEED

1.35:1. (TYPICAL FOR ALL CONCRETE SLABS ON GRADE UNLESS NOTED OTHERWISE ON

PLANS).

CONTRACTOR SHALL SUBMIT A SHOP DRAWING OF ANTICIPATED CONTROL JOINT

LOCATIONS FOR RECORD.

COORDINATE LOCATIONS OF CONST./CONTROL JOINTS WITH

ARCHITECTURAL FINISH SUCH AS TILE FLOORING.

COLUMN

1/2" FIBER JOINT

MATERIAL (TYP.)

EXTERIOR FINISH

CONSTRUCTION JOINT

OR CONTROL JOINT

INTERIOREXTERIOR

2" DIAMETER TEST HOLE

6' -0

M

IN

R

E F

. S C

H E

D U

LE

R O

C K

E M

B E

D M

E N

T D

R

IL

LE

D

P

IE

R R

E F

. S C

H E

D

R E

F . S

E C

T

IO

N S

DRILLED PIER, REF. PLAN AND

SCHEDULE FOR SIZE, LOCATION,

AND REINFORCING

COMPETENT ROCK

FINSHED SLAB

TOP OF GRADE BEAM

TOP OF DRILLED PIER

TOP OF ROCK

BID ELEVATION = REF. PLAN

GRADE BEAM,

REF. SCHEDULE

DRILLED PIER SCHEDULE

MARK DIAMETER REINFORCING

MINIMUM ROCK

EMBEDMENT

24DP-2 24" (10)-#7 VERTICAL BARS AND #3 TIES AT 12" O.C. 2'-0"

GRADE BEAM SCHEDULE

MARK SIZE (WxH) REINFORCING

GB-24x30 24"x30" (6)-#8xCONT. BARS TOP AND BOTTOM WITH #4 TIES AT 12" O.C.*

EXTEND DRILLED PIER

REINFORCING INTO GRADE

BEAM WITH STANDARD

HOOKS AT TOP

GB-32x30 32"x30" (7)-#8xCONT. BARS TOP AND BOTTOM WITH #4 TIES AT 12" O.C.*

COMMENTS

COMMENTS

GB-18x24 18"x24" (4)-#7xCONT. BARS TOP AND BOTTOM WITH #4 TIES AT 12" O.C.

* PROVIDE TIES AT 6" O.C. FROM CENTER OF

PIER TO END OF CANTILEVERS

* PROVIDE TIES AT 6" O.C. FROM CENTER OF

PIER TO END OF CANTILEVERS

GB-24x24 24"x24" (5)-#8xCONT. BARS TOP AND BOTTOM WITH #4 TIES AT 12" O.C.

PILE CAP SCHEDULE

MARK WIDTH REINFORCING

PC2 REF. PLAN #7 BARS AT 10" O.C. EACH WAY, TOP AND BOTTOM

COMMENTS

SIZE

HEIGHT LENGTH

2'-0" REF. PLAN PROVIDE HOOKS ON

EACH END (TYP.)

CENTERLINE COL. AND PIER

ISOLATION JOINT

(1/2" JOINT FILLER)

REF. SCHEDULE FOR

BASE PLATE AND

ANCHOR BOLTS

NON-SHRINK

GROUT

R E

F . S

C H

E D

U

LE

1' -4

DRILLED PIER, REF. PLAN AND

SCHEDULE FOR SIZE, LOCATION,

AND REINFORCING

TOP OF GRADE BEAM

TOP OF DRILLED PIER

GRADE BEAM,

REF. SCHEDULE

STEEL COLUMN

REF. PLAN

GRADE BEAM,

REF. SCHEDULE

SLAB OUTLINE BEYOND

COMPACTED

DRAINAGE FILL

STD. HOOK AT

ENDS, TYPICAL

GROUT CAVITY SOILD

BELOW GRADE

APPROX. FIN. GRADE OR

EXTERIOR CONC., REF. CIVIL

REF. PLN

REF. PLN REF. PLN

CENTERLINE COL.

AND PIER BEYOND

R E

F . S

C H

E D

U

LE

1' -4

DRILLED PIER BEYOND,

REF PLAN

TOP OF GRADE BEAM

TOP OF DRILLED PIER

GRADE BEAM,

REF. SCHEDULE

GRADE BEAM,

REF. SCHEDULE

COMPACTED

DRAINAGE FILL

GROUT CAVITY SOILD

BELOW GRADE

APPROX. FIN. GRADE OR

EXTERIOR CONC., REF. CIVIL

REF. PLN

REF. PLN REF. PLN

CENTERLINE COL.

AND PIER BEYOND

R E

F . S

C H

E D

U

LE

1' -4

DRILLED PIER BEYOND,

REF PLAN

TOP OF GRADE BEAM

TOP OF DRILLED PIER

GRADE BEAM,

REF. SCHEDULE

GRADE BEAM,

REF. SCHEDULE

COMPACTED

DRAINAGE FILL

REF. PLN REF. PLN

FACE OF STUD WALL BEYOND

BRICK VENEER BEYOND

EXTERIOR DOORWAY, REF. ARCH.

1/2" JOINT MATERIAL (TYP.)

SLAB EDGE BEYOND

DOORWAY

AT DOORWAY

EXTEND SLAB 5"

4" CONC. SLAB OVER 4" MIN. COMPACTED

DRAINAGE FILL. REINFORCE SLAB WITH

6x6-2.9xW2.9 WWF (SLOPE AWAY FROM

BLDG, REF. CIVIL)

TURN DOWN EXTERIOR SLAB

TO TOP OF GRADE BEAM AT

DOORWAY (TYP.)

DRILL AND EPOXY #4 DOWELSx24" LONG AT 10" O.C.

INTO BLDG SLAB EDGE (PROVIDE 6" EMBED.)

DOWEL SCHEDULE

"D

V E

R

IF

Y

F

IE

L D

WIDTH AS REQUIRED

(SAWCUT EXISITNG SLAB)

SLAB DEPTH

(INCHES)

4 TO 6

7 TO 8

9 TO 11

DOWEL DIA

(INCHES)

1/2

3/4

DOWEL LENGTH

(INCHES)

DOWEL SPACING

C/C (IN.)

EMBEDMENT

(INCHES)

NOTES:

1) COORDINATE LOCATIONS OF REQUIRED TRENCHING FOR UTILITIES WITH

MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS

2) DOWELS TO BE INSTALLED AT MID-DEPTH OF EXISTING SLAB ON GROUND

3) DOWELS TO BE INSTALLED IN EXISTING SLAB USING HILTI "HIT HY 150"

SYSTEM (FOLLOW MFG RECOMMENDED PROCEDURES)

4) NEW CONCRETE TO BE 3,500 PSI WITH MAXIMUM SLUMP BETWEEN 4"

AND 6".

5) FILL EXCAVATION WITH HAND COMPACTED #67 GRANULAR FILL AS

REQUIRED PRIOR TO INSTALLED SLAB INFILL

6) INSTALL NEW 10-MIL VAPOR BARRIER BENEATH SLAB (LAPPED WITH

EXISTING)

EDGE OF

TRENCH

EXCAVATION

COMPACTED GRANULAR

FILL

EXISTING CONCRETE

SLAB ON GROUNDDOWELS PER

SCHEDULE BELOW

#3 AT 12" O.C.

EACH WAY

CENTERLINE COL. AND PIER

ISOLATION JOINT

(1/2" JOINT FILLER)

REF. SCHEDULE FOR

BASE PLATE AND

ANCHOR BOLTS

NON-SHRINK

GROUT

R E

F . S

C H

E D

U

LE

1' -4

DRILLED PIER, REF. PLAN AND

SCHEDULE FOR SIZE, LOCATION,

AND REINFORCING

TOP OF GRADE BEAM

TOP OF DRILLED PIER

GRADE BEAM,

REF. SCHEDULE

STEEL COLUMN

REF. PLAN

GRADE BEAM,

REF. SCHEDULE

COMPACTED

DRAINAGE FILL

STD. HOOK AT

ENDS, TYPICAL

EQUAL EQUAL

SAW CUT EXISTING SLAB AS REQUIRED TO

FACILITATE INSTALLATION OF NEW

FOUNDATIONS. DRILL AND EPOXY #4x24"

LONG DOWELS AT 16" O.C. AT NEW SLAB

TIE-IN. (PROVIDE 6" 'EMBED.)

EXISTING SLAB

HSS COLUMN BASE PLATE

COLUMN BASE PLATE AND ANCHOR BOLT SCHEDULE

BASE PLATE

WF COLUMN BASE PLATE

COLUMN BASE PLATE ELEVATION

ANCHOR BOLTS

PLAN VIEW PLAN VIEW

"D

"B

"C""C"

"A"

"D

"B

"D

"A"

"C""C" L E

N G

T H

"D

P R

O J

STEEL COLUMN,

REF. FOUNDATION PLAN BASE PLATE,

REF. SCHEDULE

TYP.

1/16" LESS THAN

COL'N THICKNESS

COLUMN

("A" x "B" x THICKNESS)

BASE PLATE SIZE

"C"

**NOTE: USE 2 1/2" GROUT AT ANCHOR BOLTS > 1" DIA.

USE 3" GROUT AT ANCHOR BOLTS > 1 1/2" DIA

STEEL COLUMN,

SEE FOUNDATION PLAN

TYP.

E M

B E

D

ANCHOR BOLTS,

REF. SCHEDULE

HEADED ANCHOR

BOLTS

C O

N C

GRADE/YIELD"D" DIAMETER EMBEDMENT

BASE PLATE

LEVELING NUT

STEEL COL.

SEE FOUNDATION PLAN

N O

N -S

H R

IN

K

G R

O U

T

M

IL

L

T H

IC

K

N E

S S

75% OF FLANGE

AND WEB THICKNESS

AT WF COLUMN

BASE PLATE,

REF. SCHEDULE

ANCHOR BOLTS,

REF. SCHEDULE

HSS5x5 13" x 13" x 1" 4 1/2" 4 1/2" 36 1" 12"

HSS8x8 17" x 17" x 1 1/2" 6" 6" 36 1-1/4" 16"

HSS10x10 19" x 19" x 1 1/4" 7" 7" 36 1-1/4" 16"

HSS6x6 14" x 14" x 1 1/4" 5" 5" 36 1" 16"

W10x49 19" x 19" x 1 1/2" 7" 7" 36 1-1/2" 21"

BOLT HOLE SIZE AND PLATE WASHER THICKNESS

BOLT DIA. HOLE OVERSIZE (MAX.) PLATE WASHER (MIN.) THICKNESS

3/4" TO 1" 5/16" OVERSIZED HOLE 1/4"

1" TO 2" 1/2" OVERSIZED HOLE 1/2"

OVER 2" 1" OVERSIZED HOLE 3/4"

12 Cadillac Dr., Suite 150 Brentwood, TN 37027 P 615.297.4554

©Copyright 2020

TLC No.:

www.tlc-engineers.com

120483

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

100% CONSTRUCTION

DOCUMENT

FULLY SPRINKLERED

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 STAMPCONSULTANT

321 4 5 6 7 8 9 10

214 Centerview Drive Suite 300 Brentwood, TN 37027

615.370.8500woldhfr.com

WOLD | HFR DESIGN

102 THIRD AVENUE NE

HICKORY, NC 28601

PHONE: 828.315.9962

FAX: 828.315.9966

NC ENGINEERING LICENSE NO: P-0214

NC ARCHITECTURE LICENSE NO: 51254

MURFREESBORO, TN

B

IM

/T

V H

S

A lv in C

Y o rk

V A

I n te g ra te d H e a lt h /S tr u c t

In te g ra te d

H e a lt h

.r v t

/2

/2

:1

:1

P

M

S4.01

SECTIONS AND DETAILS TVHS - ALVIN C. YORK VAMC -

INTEGRATED HEALTH CENTER

Checker05-20-2022

626-309

Author

3/4" = 1'-0"

TYP. SLAB CONSTRUCTION/CONTROL JOINT DETAIL

3/4" = 1'-0"

TYP. COLUMN ISOLATION JOINTS

3/4" = 1'-0"

DRILLED PIER DETAIL/FOUNDATION SCHEDULE

3/4" = 1'-0"

EXTERIOR COLUMN DETAIL

3/4" = 1'-0"

EXTERIOR GRADE BEAM

3/4" = 1'-0"

EXTERIOR TURNDOWN AT STUD DOORWAY

3/4" = 1'-0"

TYP. EXIST. SLAB REPAIR FOR TRENCHING

3/4" = 1'-0"

INTERIOR COLUMN DETAIL

3/4" = 1'-0"

BASE PLATE SCHEDULE/DETAILS

CENTERLINE COL. AND

PIER BEYOND

R E

F . S

C H

E D

U

LE

1' -4

DRILLED PIER BEYOND,

REF. PLAN

TOP OF GRADE BEAM

TOP OF DRILLED PIER

GRADE BEAM,

REF. SCHEDULE

EQUAL EQUAL

SAW CUT EXISTING SLAB AS REQUIRED TO

FACILITATE INSTALLATION OF NEW

FOUNDATIONS. DRILL AND EPOXY #4x24"

LONG DOWELS AT 16" O.C. AT NEW SLAB

TIE-IN. (PROVIDE 6" 'EMBED.)

EXIST. CONC. SLAB

CENTERLINE COL.

REF. SCHEDULE FOR

BASE PLATE AND

ANCHOR BOLTS

NON-SHRINK

GROUT

R E

F . S

C H

E D

U

LE

1' -4

DRILLED PIER, REF. PLAN FOR

PIER LOCATIONS AND SCHEDULE

FOR SIZE AND REINFORCING

TOP OF GRADE BEAM

TOP OF DRILLED PIER

STEEL COLUMN

REF. PLAN

STD. HOOK AT

ENDS, TYPICAL

SAW CUT EXISTING SLAB AS REQUIRED TO

FACILITATE INSTALLATION OF NEW

FOUNDATIONS. DRILL AND EPOXY #4x24"

LONG DOWELS AT 16" O.C. AT NEW SLAB

TIE-IN. (PROVIDE 6" 'EMBED.)

EXISTING SLAB EXISTING SLAB

PILE CAP, REF. PLAN FOR DIMENSIONS

AND SCHEDULE FOR REINFORCING

CENTERLINE COL.

REF. SCHEDULE FOR

BASE PLATE AND

ANCHOR BOLTS

NON-SHRINK

GROUT

R E

F . S

C H

E D

U

LE

W / E

X

IS

T

C O

O R

D

DRILLED PIER, REF. PLAN FOR

PIER LOCATIONS AND SCHEDULE

FOR SIZE AND REINFORCING

TOP OF GRADE BEAM

TOP OF DRILLED PIER

SAW CUT EXISTING SLAB AS REQUIRED TO

FACILITATE INSTALLATION OF NEW

FOUNDATIONS. DRILL AND EPOXY #4x24"

LONG DOWELS AT 16" O.C. AT NEW SLAB

TIE-IN. (PROVIDE 6" 'EMBED.)

EXISTING SLAB

STD. HOOK AT

ENDS, TYPICAL

ROOM FOR DRILL HEAD

10" MAX TO ALLOW

EXISTING GRADE BEAM

EXISTING EXTERIOR VENEER

EXISTING EXTERIOR WALL

DRILL AND EPOXY #6 BARSx2'-6" LONG AT 10"

O.C. TOP AND BOTTOM (PROVIDE 6" EMBED.

INTO EXISTING GRADE BEAM)

PILE CAP, REF. PLAN FOR DIMENSIONS

AND SCHEDULE FOR REINFORCING

FIELD VERIFY EXISTING

GRADE BEAM DEPTH

EXIST…