Attachment 9 - DWG - 05 - S.pdf

CODES AND STANDARDS:

1. 2012 AND 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. AMERICAN WELDING SOCIETY, "STRUCTURAL WELDING CODE AWS D1.1."

7. MASONRY STANDARDS JOINT COMMITTEE,"BUILDING CODE REQUIREMENTS FOR MASONRY

STRUCTURES" (ACI 530/ASCE 5/TMS 402)

DESIGN LIVE LOADS:

1. ROOF GRAVITY LOAD_____________________20 PSF

2. WIND LOAD______________________________115 MPH (3-SEC. GUST)

SEISMIC DESIGN DATA:

Ss = 0.246 Fa = 1.30 Sds = 0.213 S1 = 0.124 Fv = 1.50 Sd1 = 0.124

SITE CLASSIFICATION = C

OCCUPANCY CATEGORY = II

SEISMIC DESIGN CATEGORY = B

BASIC STRUCTURAL SYSTEM = CANTILEVERED COLUMN SYSTEM

SEISMIC RESISTING SYSTEMS = ORDINARY STEEL MOMENT FRAME

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 TERRACON, PROJECT NUMBER 18235258, DATED DEC 1, 2023. THE DESIGN PARAMETERS

ARE:

A. ALLOWABLE SOIL BEARING PRESSURE FOR SPREAD/STRIP FOOTINGS_______2,000 PSF

B. 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. THE CONNECTOR BUILDING ADDITIONS ARE EXPECTED TO HAVE 3 TO 4 FEET OF

EXISTING UNDOCUMENTED FILL IN THE EXISTING SUBGRADE. THIS FILL IS TO BE

REMOVED AND REPLACED WITH ENGINEERED COMPACTED FILL FOR FOUNDATION

AND SLAB BEARING. ON-SITE GEOTECH SHOULD EVALUATE EXCAVATIONS TO

ENSURE ALL UNDOCUMENTED FILL HAS BEEN REMOVE AND EXPOSED SUBGRADE IS

READY FOR ENGINEERED.

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.

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. FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH OR ON ENGINEERED FILL COMPACTED

TO 98% STANDARD PROCTOR, NOT ON DEBRIS OR TOPSOIL.

6. 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.

7. DEPTH OF PIERS SHOWN IS FOR BIDDING PURPOSES ONLY AND MAY VARY ACCORDING TO

THE ACTUAL FIELD CONDITIONS.

8. 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.

9. BEARING STRATA SHOWN ON THE PIER DETAIL IS WEATHERED ROCK.

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

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

BE REQUIRED.

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

13. 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.

14. GEOTECHNICAL ENGINEER SHALL INSPECT AND TEST EACH DRILLED PIER BOTTOM BY

DRILLING AND PROBING A MINIMUM OF ONE PERCUSSION HOLE (2" DIA.x 6'-0" DEEP) PER

DRILLED PIER TO CONFIRM BEARING MEDIUM MEETS OR EXCEEDS DESIGN PARAMETERS.

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. FOUNDATIONS__________________________3500 PSI

B. INTERIOR SLAB ON GRADE_______________3500 PSI

C. EXTERIOR CONCRETE___________________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

SLABS________________________3/4"

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

14. ALL CONCRETE SHALL BE VIBRATED WITH MECHANICAL VIBRATORS.

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 CONTRACTOR.

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.

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.

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.

CONCRETE MASONRY

CONTRACTOR SHALL PERFORM THE FOLLOWING:

1. SUBMIT A CERTIFICATION FROM EACH MANUFACTURER OR SUPPLIER STATING THAT THE

FOLLOWING MATERIALS COMPLY WITH THE SPECIFIED ASTM OR ACI STANDARDS:

A. CONCRETE MASONRY UNITS.

B. MORTAR MATERIALS: PORTLAND CEMENT, HYDRATED LIME, AND AGGREGATES.

C. GROUT MATERIALS: PORTLAND CEMENT AND AGGREGATES.

D. JOINT REINFORCEMENT STEEL.

E. REINFORCING STEEL.

2. FOR REINFORCING STEEL USED IN CONCRETE MASONRY WALLS, SUBMIT CERTIFIED MILL

TEST REPORTS.

SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING:

1. VERIFY COMPRESSIVE STRENGTH OF CONCRETE MASONRY UNITS, MORTAR, AND COARSE

GROUT FOR EVERY 5,000 SQ. FT. OF SURFACE AREA AS FOLLOWS:

A. THREE (3) CONCRETE MASONRY UNITS SHALL BE TESTED IN ACCORDANCE WITH ASTM

C140.

B. SIX (6) MORTAR CUBE SPECIMENS SHALL BE TESTED, THREE (3) AT 7-DAYS AND THREE

(3) AT 28-DAYS, IN ACCORDANCE WITH ASTM C780.

C. FOUR (4) COARSE GROUT SPECIMENS SHALL BE TESTED, TWO (2) AT 7-DAYS AND TWO

(2) AT 28 DAYS, IN ACCORDANCE WITH ASTM C1019.

D. IN LIEU OF INDIVIDUAL TESTS OF MASONRY UNITS, MORTAR, AND GROUT, PERFORM ONE

(1) PRISM TEST (WHICH CONSISTS OF THREE PRISMS) IN ACCORDANCE WITH ASTM

C1388.

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

A. CLEANLINESS OF GROUT SPACE PRIOR TO GROUTING.

B. PLACEMENT OF GROUT IN REINFORCED CELLS.

C. PREPARATION OF REQUIRED GROUT AND MORTAR SPECIMENS.

D. TYPE, SIZE AND LOCATION OF ANCHORS.

E. WELDING OF REINFORCING BARS.

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

A. PROPORTIONS OF SITE-PREPARED MORTAR OR GROUT.

B. CONSTRUCTION OF MORTAR JOINTS.

C. QUANTITY, SIZE, LOCATION, AND SUPPORT OF REINFORCING STEEL.

D. QUANTITY, SIZE, AND PLACEMENT OF HORIZONTAL JOINT REINFORCEMENT.

E. PROTECTION OF MASONRY DURING COLD OR HOT WEATHER.

STRUCTURAL MASONRY:

1. BLOCK UNITS: ASTM C90 LIGHT-WEIGHT UNITS WITH OVEN DRY DENSITY OF 85 TO 105 LBS

PER CUBIC FOOT. PROVIDE CONCRETE MASONRY UNITS WITH A 28-DAY COMPRESSIVE

STRENGTH ON NET AREA OF 1,700 PSI MINIMUM FOR INDIVIDUAL UNITS AND 1,900 FOR THE

AVERAGE OF THREE UNITS. FOLLOW ASTM C140 FOR NET AREA CALCULATIONS.

2. MORTAR SHALL CONFORM TO ASTM C-270 AND C-780 WITH A MINIMUM COMPRESSIVE

STRENGTH OF 1800 PSI UNDER FIELD TEST (ASTM C-780) @ 28 DAYS (TYPE S MORTAR).

3. COARSE GROUT SHALL CONFORM TO ASTM C-476 WITH A MAXIMUM AGGREGATE SIZE OF

3/8" AND A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI.

4. VERTICAL BARS SHALL BE HELD IN POSITION AT TOP AND BOTTOM AT INTERVALS NOT

EXCEEDING 8'-0" WITH A MINIMUM CLEARANCE OF 1/4" FROM THE MASONRY, AND NOT LESS

THAN ONE BAR DIAMETER BETWEEN BARS.

5. WHEN A FOUNDATION DOWEL DOES NOT LINE UP WITH A VERTICAL CORE, IT SHALL NOT BE

SLOPED MORE THAN ONE HORIZONTAL TO SIX VERTICAL. DOWELS SHALL BE GROUTED INTO

A CORE IN VERTICAL ALIGNMENT, EVEN THOUGH IT IS IN AN ADJACENT CELL TO THE

VERTICAL WALL REINFORCING.

6. HORIZONTAL REINFORCING BARS SHALL BE PLACED IN THE CONTINUOUS MASONRY

COURSES CONSISTING OF BOND BEAM UNITS AND SHALL BE SOLIDLY GROUTED IN PLACE.

7. REINFORCING BARS SHALL BE STRAIGHT EXCEPT FOR BENDS AROUND CORNERS AND

WHERE BENDS AND HOOKS ARE DETAILED ON THE PLANS.

8. REINFORCING STEEL SHALL BE LAPPED 48 BAR DIAMETERS WITH 2'-0" MINIMUM WHERE

SPLICED AND SHALL BE WIRED TOGETHER.

9. HORIZONTAL WALL REINFORCEMENT SHALL BE LAPPED AT LEAST 6" AT SPLICES AND SHALL

CONTAIN AT LEAST ONE CROSS WIRE FOR EACH PIECE OF REINFORCEMENT IN THE LAPPED

DISTANCE.

10. WHERE CMU WALLS ABUT CONCRETE COLUMNS OR WALLS, DOVETAIL SLOTS SHALL BE

CAST INTO CONCRETE TO RECEIVE TRIANGULAR WEB TIES IN THE CMU BED JOINTS AT 8" ON

CENTER.

11. VERTICAL REINFORCING BARS MAY BE SPLICED IN 6'-0" TO 8'-0" LENGTHS PROVIDED THE

SPLICES IN ADJACENT BARS ARE STAGGERED AND ARRANGED SO NOT MORE THAN 1/3 OF

THE TOTAL NUMBER OF BARS ARE SPLICED AT ANY LOCATION AT MID-HEIGHT OF THE WALL

OR PILASTER (BETWEEN POINTS OF LATERAL BRACING). MINIMUM LAP AT SPLICES SHALL BE

48 BAR DIAMETERS. ALL BARS SHALL BE TIED AT SPLICES.

12. VERTICAL FOUNDATION DOWELS SHALL BE PROVIDED AT EACH PILASTER LOCATION AND

OTHER LOCATIONS WHERE VERTICAL REINFORCING IS SPLICED AND PROJECT 48 BAR

DIAMETERS OUT OF THE FOUNDATION. THESE DOWELS SHALL BE EQUAL IN NUMBER AND

SIZE TO THE SPECIFIED REINFORCEMENT.

13. MORTAR AND GROUT FOR MASONRY SHALL BE MIXED TO THE EXACT PROPORTIONS

ESTABLISHED BY THE MIX DESIGN. MASONRY CONTRACTOR SHALL PROVIDE CONTAINERS

CONSTRUCTED TO THE REQUIRED SIZES FOR EACH INGREDIENT.

14. VERTICAL REINFORCING SHALL BE #5 BARS AT A MAXIMUM SPACING OF 48" O.C. UNLESS

NOTED OTHERWISE ON DRAWINGS. THE FIRST CELL AT CORNERS AND ENDS OF WALLS

SHALL BE REINFORCED WITH 1-#5 AND GROUTED. 1-#5 (EXTENDING 2'-0" BEYOND CORNERS)

SHALL BE PLACED ON ALL SIDES OF WALL OPENINGS.

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

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

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

4. 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.

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

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

6. 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.

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

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

LOCATIONS OTHER THAN THOSE SHOWN ON THE DRAWINGS.

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

USED.

10. 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.

11. 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.

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

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

13. 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.

MECHANICAL, ELECTRICAL AND PLUMBING:

1. THE STRUCTURAL FRAMING HAS BEEN DESIGNED TO ACCOMMODATE 5 PSF HANGING

LOADS. THIS INCLUDES ALL MECHANICAL, ELECTRICAL, AND PLUMBING EQUIPMENT,

DUCTWORK, PIPING, ETC. UNLESS NOTED OTHERWISE ON THE DRAWINGS. SINCE THE

MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS ARE DIAGRAMATIC, THE

CONTRACTOR SHALL ENSURE THAT THIS LOADING RESTRICTION IS ACCOMMODATED IN THE

MEP LAYOUT AND ROUTING.

2. THE HANGING LOAD RESTRICTION APPLIES TO EACH HANGER CONNECTION FOR THE

TRIBUTARY AREA OF THE FRAMING MEMBER

3. HANGERS NOT SPECIFIED IN THE MEP DRAWINGS AND SPECS. SHALL BE ACQUIRED FROM

THE MANUFACTURER AND RATED FOR THE APPLICATION OR THE DESIGN OF SUCH HANGER

SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.

4. THE ABOVE RESTRICTIONS SHALL BE CONSIDERED AND INCLUDED BY THE CONTRACTOR IN

THEIR BID.

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

©Copyright 2023

TLC No.:

www.tlc-engineers.com

923116

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

615.370.8500woldae.com

703 MAIN AVENUE SW

HICKORY, NC 28602

PHONE: 828.315.9962

FAX: 828.315.9966

NC ENGINEERING LICENSE NO: P-0214

NC ARCHITECTURE LICENSE NO: 51254

MURFREESBORO, TN

A u to d e s k D o c s /2

V A

M C

S le e p

D is o rd e r

C lin ic /S tr u c tu ra l R e v it

.r v t

/2

/2

:2

:0

P

M

S1.00

STRUCTURAL NOTES CONSTRUCT SLEEP DISORDER CLINIC

AND SPECIALTY CLINIC

BFC07/10/2024

626A4-21-101

BFC

100% CONSTRUCTION

DOCUMENTS

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

Revisions: Date:

A U

T O

D O

O R

A U

T O

D O

O R

A B

28'-9 3/4"

E O

S 1'

-0

T O

'-3

/8

3'

-0

'-1

1/

4" 3'

-0

'-1

1/

2" (U

.N .O

1'

-0

T O

E O

S

T O

E O

S 1'

-0

G R

ID

H

SS

8X 8X

3/

H

SS

8X 8X

3/

H S S 8X8X3/8

H

SS

8X 8X

3/

H S S 8X8X3/8

H S S 8X8X3/8

H S S 8X8X3/8H

S S 8X

8X 3/

TO EOS

1'-0" GRID

TO EOS

1'-0" GRID

TO EOS

1'-0" GRID

TO EOS

1'-0"

TO EOS

1'-0" GRID

T O

E O

S 1'

-0

T O

E O

S 1'

-2

/2

G R

ID

TYP. SLAB ON GRADE NOTE:

4" CONC. SLAB ON GRADE REINFORCED WITH

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

BARRIER AND MIN. 4" COMPACTED DRAINAGE FILL

(TYP. U.N.O.)

TYP. SLAB ON GRADE NOTE:

4" CONC. SLAB ON GRADE REINFORCED WITH

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

BARRIER AND MIN. 4" COMPACTED DRAINAGE FILL

(TYP. U.N.O.)3

S4.01

S4.01

F8/6 (-1'-4")

F7 1' -4

WF2.0WF2.0

WF2.0

W F

2.

W F

2.

W F

2.

W F

2.

WF2.0

EXTEND SLAB ON GRADE INTO EXISTING STOREFRONT OPENING TO ABUT

EXISTING BLDG SLAB. TURN SLAB DOWN ATOP EXISTING STRIP FOOTING

(IF EXISTING FTG OR STEM WALL IS NOT AVAILABLE FOR SLAB BEARING,

DRILL AND EPOXY #4x24" LONG DOWELS INTO EXISTING WITH 6" EMBED.)

S4.01

S4.01

S4.01

S4.01

S4.01

W F

2.

W F

2.

T O

E O

S 1'

-0

G R

ID

F7 1' -4

F7 1' -4

F7 (-1'-4")

10'-9 3/4" 7'-2 1/4" 10'-9 3/4"

3' -9

EQUAL REF. ARCH. EQUAL

F8/6 (-1'-4")

F8/

(-1 '-4

F8/6 (-1'-4")

A B

W X

W X

W16X40

W X

W X

W14X22

W14X22

W14X22

W14X22

W14X22

W14X22

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

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

T.O.S. ELEV. = 13'-0" A.F.F.

T.O.S. ELEV. = 13'-0" A.F.F.

1-1/2" EXPANSION JOINT

BETWEEN NEW AND EXIST.

(VERIFY DIMENSIONS)

28'-9 3/4"

'-3

/8

'-1

1/ 4"

'-1

1/

2"

PROVIDE HANGERS AND

KICKERS FOR SUPPORT OF

PRE-ENGINEERED CANOPY

4"

JO

IN

T

1/

2" E

X P

JO

IN

T

1/ 2"

E X

P

4"

F

IE

LD

V

E R

IF

Y F

IE

LD

V E

R

IF

Y

W14X22

W14X22

E Q

E Q

E Q

E Q

E Q

E Q

E Q

E Q

5 1/2"

1/

2"

5 1/2"

5 1/2" 5 1/2"

1/

2"

S4.51

S4.51

S4.51

S4.51

S4.51

S4.51

S4.51

W16X40

AT

RECESS

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

©Copyright 2023

TLC No.:

www.tlc-engineers.com

923116

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

615.370.8500woldae.com

703 MAIN AVENUE SW

HICKORY, NC 28602

PHONE: 828.315.9962

FAX: 828.315.9966

NC ENGINEERING LICENSE NO: P-0214

NC ARCHITECTURE LICENSE NO: 51254

MURFREESBORO, TN

F

A u to d e s k D o c s /2

V A

M C

S le e p

D is o rd e r

C lin ic /S tr u c tu ra l R e v it

.r v t

/2

/2

:2

:0

P

M

S1.01

CONNECTOR FOUNDATION AND

ROOF FRAMING PLAN

CONSTRUCT SLEEP DISORDER CLINIC

AND SPECIALTY CLINIC

BFC07/10/2024

626A4-21-101

BFC

100% CONSTRUCTION

DOCUMENTS

1/8" = 1'-0"

CONNECTOR FOUNDATION PLAN

1/8" = 1'-0"

CONNECTOR ROOF FRAMING PLAN

EXISTING SUBGRADE PREP:

EXISTING UNDOCUMENTED SUBGRADE FILL MATERIALS

BENEATH THE PROPOSED NEW BUILDING ADDITIONS

SHALL BE REMOVED AND REPLACED WITH COMPACTED

ENGINEERED FILL. EXISTING FILL DPETHS ARE

EXPECTED TO BE 3 TO 4 FEET DEEP.

C D E

23'-0" 23'-0"

W

X74

W

X74

W

X74 F10 F10 F10

S4.01

C D E

W10X15

W10X15

W10X15

W10X15

W10X15

W10X15

W10X15

W X

W X

W X

23'-0" 23'-0"

STRUCTURAL 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

(REF. ARCH FOR DECK OVER TOP OF

STRUCTURAL DECKING)

1/ 2"

:1 2"

S

LO

P E

TOP OF STEEL BEAM ELEV = 14'-10" MIN

ABOVE ROADWAY THIS SIDE

E Q

E Q

E Q

6"

'-8

1' -0

11"

11"

TOP OF STEEL BEAM ELEV = 15'-6 3/8" MIN

ABOVE ROADWAY THIS SIDE

W10X15

VERTICAL FACE

OF BENT PLATE,

REF. DETAIL

S4.51

S4.51

S4.51

S4.51

DENOTED FULL PENETRATION

WELDED MOMENT CONNECTION

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

©Copyright 2023

TLC No.:

www.tlc-engineers.com

923116

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

615.370.8500woldae.com

703 MAIN AVENUE SW

HICKORY, NC 28602

PHONE: 828.315.9962

FAX: 828.315.9966

NC ENGINEERING LICENSE NO: P-0214

NC ARCHITECTURE LICENSE NO: 51254

MURFREESBORO, TN

A u to d e s k D o c s /2

V A

M C

S le e p

D is o rd e r

C lin ic /S tr u c tu ra l R e v it

.r v t

/2

/2

:2

:1

P

M

S1.02

CANOPY FOUNDATION AND ROOF

FRAMING PLAN

CONSTRUCT SLEEP DISORDER CLINIC

AND SPECIALTY CLINIC

BFC07/10/2024

626A4-21-101

BFC

100% CONSTRUCTION

DOCUMENTS

1/8" = 1'-0"

CANOPY FOUNDATION PLAN

1/8" = 1'-0"

CANOPY ROOF FRAMING PLAN

TYP. FORMED CONSTRUCTION JOINT

TYP. SAWN CONTROL JOINT

SMOOTH DOWEL SCHEDULE

"D

"D

P

LA

N S

E E

SMOOTH DOWELS

REF. SCHEDULE

SLAB REINFORCING

NOT CONTINUOUS

SLAB REINFORCING

CONTINUOUS

FILL JOINT WITH SEALANT.

CONTRACTOR TO GRIND

EDGES SMOOTH & STRAIGHT

PRIOR TO SEALING

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.

4" M

IN

P

LA

N

R E

F

1'-4" 1'-4"

COLUMN

1/2" FIBER JOINT

MATERIAL (TYP.)

EXTERIOR FINISH

CONSTRUCTION JOINT

OR CONTROL JOINT

INTERIOREXTERIOR

M

IN

6"

M A

X

APPROX.

FIN. GRADE

FINISHED SLAB,

REF. FOUNDATION PLAN

FOR TYP. REINF.

METAL STUD WALL,

REF. ARCH.

#4 BARS AT 12" O.C.

(2)-#5xCONT.

COMPACTED

DRAINAGE FILL

GROUT VOID SOLID

BELOW GRADE (TYP.)

36"

BRICK, REF. ARCH.

REF. PLAN

2"

REF. SCHEDULE

S C

H E

D U

LE

R E

F

(U .N

.O

1' -4

M

IN

CENTER

OF FTG

M

IN

1' -4

M

IN

6"

M A

X

APPROX.

FIN. GRADE

FINISHED SLAB,

REF. FOUNDATION PLAN

FOR TYP. REINF.

METAL STUD WALL,

REF. ARCH.

(2)-#5xCONT.

COMPACTED

DRAINAGE FILL

REF. SCHEDULE

S C

H E

D

R E

F

CENTERLINE FOOTING AND COL.

STEEL COLUMN

REF. PLAN FOR SIZE

AND ORIENTATION

CONC. FOOTING, REF. PLAN

AND SCHEDULE

WALL FTG

BEYOND

GROUT VOID SOLID

BELOW GRADE (TYP.)

REF. PLAN

COLUMN BASE PLATE AND ANCHOR BOLT SCHEDULE

BASE PLATE

COLUMN

("A" x "B" x THICKNESS)

BASE PLATE SIZE

"C" GRADE/YIELD"D" DIAMETER

HSS8x8x3/8" 16" x 16" x 1-1/4" 6" 6" 36 1-1/4" F1554 GR 36 15"

W14x74 20" x 24" x 2" 7 1/2" 9 1/2" 50 1-3/4" F1554 GR 50 20"

COLUMN BASE PLATE ELEVATION

LE

N

G T

H

P R

O J.

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

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

E M

B E

D

HEADED ANCHOR

BOLTS

C O

N C

BASE PLATE

LEVELING NUT

STEEL COL.

SEE FOUNDATION PLAN

2" N

O N

-S H

R

IN

K G

R O

U T

M

IL

L

T H

IC

K

N E

S S

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"

ANCHOR BOLTS

EMBEDMENTGRADE

HSS COLUMN BASE PLATE WF COLUMN BASE PLATE

PLAN VIEW PLAN VIEW

"D

"B

"C""C"

"A"

"D

"B

"D

"A"

"C""C"

"D

STEEL COLUMN,

REF. FOUNDATION PLAN BASE PLATE,

REF. SCHEDULE

TYP.

1/16" LESS THAN

COL'N THICKNESS

STEEL COLUMN,

SEE FOUNDATION PLAN

TYP.

ANCHOR BOLTS,

REF. SCHEDULE

75% OF FLANGE

AND WEB THICKNESS

AT WF COLUMN

BASE PLATE,

REF. SCHEDULE

ANCHOR BOLTS,

REF. SCHEDULE

FINISHED SLAB,

REF. CIVIL DWGS

8" CMU GROUTED SOLID,

REF. ARCH.

COMPACTED

DRAINAGE FILL

REF. SCHEDULE

S C

H E

D

R E

F

2' -0

CENTERLINE FOOTING AND COL.

STEEL COLUMN

REF. PLAN FOR SIZE

CONC. FOOTING, REF. PLAN

AND SCHEDULE

BRICK VENEER,

REF. ARCH.

GROUT VOID SOLID

WITH GROUT

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

©Copyright 2023

TLC No.:

www.tlc-engineers.com

923116

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

615.370.8500woldae.com

703 MAIN AVENUE SW

HICKORY, NC 28602

PHONE: 828.315.9962

FAX: 828.315.9966

NC ENGINEERING LICENSE NO: P-0214

NC ARCHITECTURE LICENSE NO: 51254

MURFREESBORO, TN

A u to d e s k D o c s /2

V A

M C

S le e p

D is o rd e r

C lin ic /S tr u c tu ra l R e v it

.r v t

/2

/2

:2

:1

P

M

S4.01

SECTIONS AND DETAILS CONSTRUCT SLEEP DISORDER CLINIC

AND SPECIALTY CLINIC

BFC07/10/2024

626A4-21-101

BFC

100% CONSTRUCTION

DOCUMENTS

3/4" = 1'-0"

TYP. SLAB CONSTRUCTION/CONTROL JOINT DETAIL

3/4" = 1'-0"

TYP. COLUMN ISOLATION JOINTS

3/4" = 1'-0"

TYP. EXTERIOR TURNDOWN AT STUD/BRICK

3/4" = 1'-0"

TYP. EXTERIOR COLUMN FOOTING

FOOTING SCHEDULE

MARK

SIZE SIZE

THICKNESS REINFORCING COMMENTSWIDTH LENGTH

F7 7'-0" 7'-0" 1'-6" (7)-#7 BARS EACH WAY - TOP AND BOTTOM

F8/6 8'-0" 6'-0" 1'-6" (8)-#7 TOP AND BOTTOM (SHORT WAY) AND (6)-#7 TOP AND BOTTOM (LONG WAY)

F10 10'-0" 10'-0" 2'-0" (10)-#9 BARS EACH WAY, TOP AND BOTTOM

WF2.0 2'-0" CONT. 1'-0" (3)-#5 BARS x CONT. AND #4 TRANSVERSE BARS AT 16" O.C.

WF3.0 3'-0" CONT. 1'-0" (4)-#5 BARS x CONT. AND #5 TRANSVERSE BARS AT 12" O.C.

3/4" = 1'-0"

BASE PLATE SCHEDULE/DETAILS

Revisions: Date:

3/4" = 1'-0"

TYP CANOPY COLUMN FOOTING

5/8" DIA. PUDDLE WELDS

AT 6" O.C. AT PERIMETER

SUPPORRTS

PERIMETER

SUPPORT

END SUPPORT

SUPPORT

INTERMEDIATE

INTERMEDIATE

SUPPORT

7-5/8" DIA. PUDDLE

WELDS AT END

SUPPORTS

1 1/2" SEAM WELDS

OR #10 TEK SCREWS

AT 24" O.C.

4-5/8" DIA. PUDDLE

WELDS PER SHEET

AFTER INTERMEDIATE

SUPPORTS

BUILDING PERIMETER AREA WELDS:

PROVIDE 5/8" DIA. PUDDLE WELDS AT 6" O.C. AT ALL

SUPPORTS WITHIN 15'-0" OF THE PERIMETER. (THIS

ATTACHMENT SHOULD EXTEND TO THE NEXT

SUPPORT IF 15'-0" FALLS BETWEEN SUPORTS)

TYP. ROOF OPENING FRAME

AT EQUIPMENT UP TO 500# MAX.

CENTERLINE SUPPORT

OPENING

REF. PLAN

L5x5x3/8

TYP.

L 6x4x1/4x0'-5" LLV

(TYPICAL)

CENTERLINE SUPPORT

3/16"

3/16"

TYP.

TYP. ROOF OPENING FRAME

AT EQUIPMENT GREATER THAN 500#

SEE PLAN

OPENING

C6x8.2

(TYP)

CENTERLINE SUPPORT

L 6x4x1/4x0'-5" LLV

(TYPICAL)

CENTERLINE SUPPORT

3/16"

3/16"

TYP.

REF. ARCH

FOR EIFS FINISH

SECTION PERPENDICULAR TO DECKING SECTION PARALLEL TO DECKING

REF. ARCH

FOR EIFS FINISH

METAL STUD PARAPET WALL,

REF. ARCH.

METAL STUD PARAPET WALL,

REF. ARCH.

STEEL BEAM,

REF. PLAN

1/4" BENT PLATE x CONT.

WELDED TO BEAM

METAL DECK,

REF. PLAN

3/8" GUSSET PLATES

AT 48" O.C.

REF. PLAN

STEEL BEAM,

REF. PLAN

1/4" BENT PLATE x CONT.

WELDED TO BEAM

METAL DECK,

REF. PLAN

3/8" GUSSET PLATES

AT 48" O.C.

3/8" GUSSET PLATE AT

EACH CHANNEL HANGER

(4'-0" O.C. MAX)

1/4" BENT PLATE

WELDED TO BEAM

METAL ROOF DECK,

REF. PLAN3/16" 3-12

3/16" 3-12 TYP. - BENT

PLATE TO

BEAM

L3x3x1/4" KICKERS AT

EACH HANGER

STL BM,

REF. PLAN

C6x8.2 HANGERS AT EACH CANOPY HANGER

AND AT 48" MAX. SPACING BETWEEN

(SISTER METAL STUDS TO CHANNELS AND INFILL

WIH STUDS AT 16" O.C.)

REF. PLAN

7"x7"x3/8" BENT PLATE (GALV.)

WELDED TO VERTICAL CHANNELS

FOR BRICK BELOW CANOPY

C6x8.2xCONT. WELDED TO EACH VERTICAL CHANNEL HANGER

(COORD. W/ ARCH AND STOREFRONT FOR USE OF BLOCKING

BETWEEN CHANNEL AND FRAME)

BRICK ROWLOCK COURSE, REF. ARCH.

STOREFRONT, REF. ARCH.

PRE-ENGINEERED CANOPY

BY CANOPY MANUF.

3/8" PLATE (HANGER TAB)

WELDED TO CHANNELS

(VERIFY WITH CANOPY VENDOR)

COORDINATE HOLE SIZE

WITH HANGER ROD

DECORATIVE PLATE

OVER HANGER TAB

ATTACH CANOPY DIRECTLY

TO VERTICAL CHANNELS

REF. ARCH

FOR EIFS FINISH

METAL STUD PARAPET WALL,

REF. ARCH.

STEEL BEAM,

REF. PLAN

1/4" BENT PLATE x CONT.

WELDED TO BEAM

METAL DECK,

REF. PLAN

3/8" GUSSET PLATES

AT 48" O.C.

DOORWAY, REF. ARCH.

BRICK ROWLOCK COURSE, REF. ARCH.

L4x4x3/8" (GALV.) LOOSE LINTEL WITH

12" MIN. BEARING EACH END

L4x4x3/8" (GALV.) LOOSE LINTEL WITH

12" MIN. BEARING EACH END

LIGHT GAGE HEADER AS

REQ'D FOR STUD SUPPORT

LIGHT GAGE HEADER

REF. PLAN

COMPLETE

PENETRATION

(PLT TO BM

FLANGE)

M

COMPLETE

PENETRATION

(TYP.)

M

STIFFENER PLATES TO

COLUMN FLANGE

THICKNESS AND GRADE

(TYP. EACH SIDE)

STEEL COLUMN,

REF. PLAN

REF. PLAN FOR TOP OF STEEL AT 5-LINE

3/8"

3/8" TYPICAL

(PLATE TO BM

WEB)

3 5/8" REF. PLAN

1/4" BENT PLATE

WELDED TO BEAM

AND GUSSET PLATES

REF. ARCH FOR FINISHES

STEEL BEAM,

(REF. PLAN FOR SIZE AND SLOPE)

STRUCTURAL METAL DECK, REF. PLAN

1/4":1' SLOPED STEEL

STEEL COLUMN BEYOND,

REF. PLAN

REF. PLAN FOR TOP

OF STEEL AT 5-LINE

3 5/8" REF. PLAN

1/4" BENT PLATE

WELDED TO BEAM

AND GUSSET PLATES

REF. ARCH

FOR FINISHES

STEEL BEAM BEYOND,

(REF. PLAN FOR SIZE AND SLOPE)

3/8" GUSSET PLATES

AT 32" O.C.

BRACE STUD BACK TO BEAM

WITH STUD FRAMING

1/4" BENT PLATE

WELDED TO BEAM

AND GUSSET PLATES

3/8" GUSSET PLATES

AT 32" O.C.

BRACE STUD BACK TO BEAM

WITH STUD FRAMING

REF. PLAN 3 5/8"

STRUCTURAL METAL DECK, REF. PLAN

3/

4"

STRUCTURAL ROOF DECKING,

REF. PLAN

1/4" BENT PLATE

WELDED TO BEAM

AND GUSSET PLATES

3 5/8" REF. PLAN

3/8" GUSSET PLATES

AT 32" O.C.

BRACE STUD BACK TO BEAM

WITH STUD FRAMING

REF. ARCH FOR FINISHES

REF. ARCH FOR ROOFING

STEEL BEAM,

(REF. PLAN FOR

SIZE AND SLOPE)

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S4.51

SECTIONS AND DETAILS CONSTRUCT SLEEP DISORDER CLINIC

AND SPECIALTY CLINIC

BFC07/10/2024

626A4-21-101

BFC

100% CONSTRUCTION

DOCUMENTS

3/4" = 1'-0"

TYP. ROOF DECK ATTACHMENT

3/4" = 1'-0"

DETAIL

3/4" = 1'-0"

DETAIL

3/4" = 1'-0"

TYP. SECTION AT ROOF EDGE AT EIFS

3/4" = 1'-0"

SECTION AT PRE-ENGR. CANOPY AT VESTIBULE

3/4" = 1'-0"

SECTION AT RECESSED DOORWAY

Revisions: Date:

3/4" = 1'-0"

SECTION AT CANTILEVERED CANOPY COLUMN

3/4" = 1'-0"

SECTION AT CANTILEVERED CANOPY

3/4" = 1'-0"

CANOPY DETAIL - SIDE OF CANOPY