36C24519B0012-008.pdf

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Drawing Title:Seal:

ARCHITECT / ENGINEERS:

Project Title:

Date:

Project Number:

Drawing Number:

Drawn:Checked:

Building Number:

D C

B A

Revisions:

8016 TOWER POINT DRIVE

CHARLOTTE, NC 28227

P 704.814.1320 F 704.321.0833

Project Phase:

D C

B A

1 2 3 4 5 6

Location:

CONSULTANTS:

Office of

Construction and Facilities

Management

LRSPC #16910

C:\Users\jlorch\Documents\16910 VAMC Clarksburg Parking Deck-Structural_jlorch.rvt

HDG PROJECT: 16013 S001

STRUCTURAL GENERAL NOTES

CONSTRUCTION DOCUMENTS 100%

CONSTRUCT PARKING

STRUCTURE

MAY 14, 2018 JARMSR

LOUIS A. JOHNSON VAMC

540-320

1.1

1.0. CODES AND STANDARDS:

1.1. INTERNATIONAL BUILDING CODE 2009 EDITION INCLUDING ALL SUBSEQUENT

SUPPLEMENTS AND AMENDMENTS THERETO.

1.2. "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES", AMERICAN

SOCIETY OF CIVIL ENGINEERS, ASCE 7-05.

1.3. "SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS", PUBLICATION 360-05 BY THE

AMERICAN INSTITUTE OF STEEL CONSTRUCTION, AND AS AMENDED IN SPECIFICATIONS.

1.4. "SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS", PUBLICATION 341-05 BY

THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION INCLUDING SUPPLEMENT NO. 1

DATED 2005.

1.5. "STRUCTURAL WELDING CODE - STEEL (AWS D1.1-04)" AND "STRUCTURAL WELDING

CODE REINFORCING STEEL (AWS D1.4-98)", AMERICAN WELDING SOCIETY.

1.6 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318-08)",

AMERICAN CONCRETE INSTITUTE AND ALL SUCCEEDING REVISIONS.

1.7. ACI 423 COMMITTEE REPORT "RECOMMENDATIONS FOR CONCRETE MEMBERS PRESTRESSED

WITH UNBONDED TENDONS".

1.8. "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES" (ACI 530-08) AND

"SPECIFICATIONS FOR MASONRY STRUCTURES" (ACI 530.1-08), AMERICAN CONCRETE

INSTITUTE.

1.9. "MANUAL OF STANDARD PRACTICE", CONCRETE REINFORCING STEEL INSTITUTE,

LATEST EDITION.

2.0. SPECIFICATIONS:

2.1. THE STRUCTURAL GENERAL NOTES ARE NOT A SUBSTITUTE OR A REPLACEMENT

FOR THE PROJECT SPECIFICATIONS. THESE NOTES ARE INTENDED AS A GUIDE TO

THE DESIGN AND/OR CONSTRUCTION REQUIREMENTS ESTABLISHED FOR THIS PROJECT.

NO CONTRACTOR SHOULD ATTEMPT TO DESIGN, BID, OR CONSTRUCT ANY PORTION OF

THE WORK HEREIN WITHOUT CONSULTING THE PROJECT SPECIFICATIONS. WHERE

CONFLICTS OCCUR BETWEEN THESE NOTES AND THE SPECIFICATIONS, THE MORE

STRINGENT REQUIREMENT SHALL APPLY UNLESS A WRITTEN CLARIFICATION IS

ISSUED BY THE COR.

3.0. DESIGN LOADS:

3.1. SUPERIMPOSED GRAVITY LOADS:

AREA LIVE LOAD DEAD LOAD

MINIMUM UNIFORM ROOF LOAD 30 PSF 20 PSF

STAIRS 100 PSF -

ALL FRAMED FLOORS, U.N.O. 40 PSF 5 PSF

SLAB ON GRADE 200 PSF -

LIVE LOADS ARE REDUCED IN CONFORMANCE WITH ASCE 7-05

SECTION 4.8 "REDUCTION IN LIVE LOADS"

3.2. SEISMIC LOADS:

OCCUPANCY CATEGORY II

OCCUPANCY IMPORTANCE FACTOR "IE" 1.00

SITE SOIL CLASSIFICATION D

MAPPED SPECTRAL RESPONSE "Ss/S1" 0.187g/0.068g DESIGN SPECTRAL RESPONSE "Sds/Sd1" 0.199g/0.108g

SEISMIC DESIGN CATEGORY B

MEAN ROOF HEIGHT 36'-0"

STRUCTURAL SYSTEM NORTH/SOUTH EAST/WEST

ORDINARY PRECAST ORDINARY PRECAST

SHEAR WALLS SHEAR WALLS

RESPONSE MODIFICATION "R" 4.0 4.0

DEFLECTION AMPLIFICATION "CD" 4.0 4.0

PERIOD BY CODE FORMULA "TA" 0.283 SEC. 0.283 SEC.

PERIOD BY ELASTIC ANALYSIS "TE" 0.385 SEC. 0.185 SEC.

MAXIMUM PERMISSIBLE PERIOD "TU" 0.476 SEC. 0.476 SEC.

SEISMIC COEFFICIENT "CS" 0.050 0.050

SEISMIC BASE SHEAR "VO" 378.82 KIPS 378.82 KIPS

3.3. WIND LOADS PER ASCE 7-05:

BASIC WIND SPEED (3-SECOND GUST) 90 MPH

OCCUPANCY CATEGORY II

IMPORTANCE FACTOR "I" 1.00

ASCE 7 EXPOSURE CATEGORY B

MEAN ROOF HEIGHT 36'-0"

MAIN WIND FORCE RESISTING SYSTEM NORTH/SOUTH EAST/WEST

ORDINARY PRECAST ORDINARY PRECAST

SHEAR WALLS SHEAR WALLS

WINDWARD PRESSURE COEFFICIENT "CP" +0.80 +0.80

LEEWARD PRESSURE COEFFICIENT -0.50 -0.50

WIND BASE SHEAR "VO" 106.27 KIPS 59.21 KIPS

WIND PRESSURES FOR CLADDING AND OTHER COMPONENTS VARY WITH SHAPE

FACTORS FOR THOSE COMPONENTS - SEE APPROPRIATE ASCE 7-05 SECTIONS

3.4. DRIFTING SNOW LOADS PER ASCE 7-05:

50 YEAR GROUND SNOW LOAD "PG" 30.0 PSF

OCCUPANCY CATEGORY II

IMPORTANCE FACTOR "I" 1.00

ROOF EXPOSURE TYPE PARTIAL

EXPOSURE FACTOR "CE" 1.00

THERMAL FACTOR "CT" 1.20

MINIMUM ROOF SNOW LOAD (PG*I) 30.0 PSF

FLAT ROOF SNOW LOAD "PF" 25.2 PSF

RAIN-ON-SNOW SURCHAGE N/A

FLAT ROOF DESIGN SNOW LOAD 25.2 PSF

4.0. FOUNDATIONS:

4.1. FOUNDATION DESIGN IS BASED ON THE GEOTECHNICAL REPORT, DATED FEBRUARY 2017

BY NGE. THIS REPORT IS AVAILABLE FOR INSPECTION AT

THE OFFICE OF THE COR. THE RECOMMENDATIONS OF THIS "REPORT"

ARE HEREIN MADE A PART OF THE REQUIREMENTS OF THESE CONTRACT DOCUMENTS.

4.2. DRILLED PIERS:

A. SHALL BEAR ON STRATA CAPABLE OF SUSTAINING A MINIMUM BEARING PRESSURE

OF 15 KSF AND A SIDE SHEAR VALUE OF 1.2 KSF FOR THE ROCK SOCKET.

B. BOTTOM OF PIER (FOUNDING) ELEVATIONS SHOWN ON THE DRAWINGS ARE ESTIMATES

FOR BIDDING PURPOSES ONLY. ACTUAL ELEVATIONS WILL BE DETERMINED IN THE

FIELD.

C. ALL PIERS SHALL BE SOCKETED A MINIMUM OF 10'-0" INTO CLAYSTONE AND/OR

SHALE BEDROCK ACCORDANCE WITH THE GEOTECHNICAL REPORT. ACTUAL SOCKET

LENGTHS ARE SHOWN ON THE PLANS. THIS LENGTH IS INCLUDED IN THE

ESTIMATED FOUNDING ELEVATION NOTED ON THE DRAWINGS.

D. ALL PIERS EXCAVATIONS SHALL HAVE A 2" DIAMETER TEST HOLE DRILLED TO A

DEPTH OF 1.5 TIMES THE PIER DIAMETER, HOWEVER NOT LESS THAN FIVE (5) FEET

NOR GREATER THAN TEN (10) FEET BELOW THE FOUNDING ELEVATION. TEST HOLE

MAY BE OMITTED ONLY WITH THE APPROVAL OF THE GEOTECHNICAL ENGINEER AND IF

OMITTED, SHALL BE CREDITED TO THE OWNER IN ACCORDANCE WITH "UNIT PRICES".

E. DRILLING MACHINES SHALL BE EQUIPPED WITH ROCK AUGERS WITH CARBIDE TEETH

FOR UNCLASSIFIED NORMAL MACHINE EXCAVATION AT NO EXTRA COST TO THE OWNER.

4.3. TESTING AND INSPECTION:

A. ALL AREAS TO HAVE SLABS ON GRADE SHALL BE PROOF ROLLED IN ACCORDANCE WITH

THE "REPORT" AND UNDER OBSERVATION OF THE GEOTECHNICAL ENGINEER AND

APPROVED PRIOR TO PREPARATION FOR CONCRETE PLACEMENT.

AND APPROVED PRIOR TO PREPARATION FOR CONCRETE PLACEMENT.

B. ALL FOUNDING STRATA SHALL BE INSPECTED AND APPROVED BY

THE GEOTECHNICAL ENGINEER PRIOR TO ANY CONCRETE PLACEMENT.

C. GEOTECHNICAL ENGINEER SHALL BE THE SOLE JUDGE AS TO SUITABILITY OF ALL

FOUNDATION AND/OR SLAB BEARING/FOUNDING STRATA.

D. DRILLED PIER BEARING ELEVATIONS SHALL BE ADJUSTED IN THE FIELD AS

REQUIRED TO MEET THE DESIGN BEARING PRESSURES BY ADDITIONAL DRILLING,

ROCK SOCKETING (WHERE PERMITTED BY THE DRAWINGS), OR BY OTHER MEANS

ACCEPTABLE TO THE GEOTECHNICAL ENGINEER AND APPROVED BY THE STRUCTURAL

ENGINEER.

E. ALL OPERATIONS SHALL BE PERFORMED BY THE CONTRACTOR IN ACCORDANCE WITH

THE SPECIFICATION REQUIREMENTS AND UNIT PRICES.

4.4 . UNACCEPTABLE SOILS: CONTRACTOR SHALL REMOVE AND REPLACE UNACCEPTABLE

SOILS IN ACCORDANCE WITH THE GEOTECHNICAL REPORT AND/OR AT THE DIRECTION

OF THE GEOTECHNICAL ENGINEER. ALL SOILS WITH PLASTICITY INDICES GREATER

THAN 15 OF WHICH MORE THAN 10% PASSES A #200 SIEVE SHALL BE REMOVED TO A

DEPTH OF NOT LESS THAN 3'-0" OR GREATER AS DIRECTED BY THE GEOTECHNICAL

ENGINEER WHERE SUCH MATERIAL OCCURS BELOW FOUNDATIONS.

4.5 . ROCK EXCAVATION: DENSE SOIL AND PARTIALLY WEATHERED ROCK MAY REQUIRE

HEAVY EXCAVATING EQUIPMENT WITH RIPPING TOOLS FOR REMOVAL. CONFINED

EXCAVATIONS (FOOTINGS, UTILITY TRENCHES, ETC.) MAY REQUIRE RIPPING TOOLS

AND PNEUMATIC HAMMERS. LIGHT BLASTING MAY BE REQUIRED TO EFFICIENTLY REMOVE

LARGE BOULDERS AND MATERIAL RESISTANT TO RIPPING AND PNEUMATIC HAMMERS.

PRIOR TO ANY PROPOSED BLASTING THE CONTRACTOR SHALL OBTAIN APPROVAL AND

COORDINATE HIS ACTIVITIES WITH THE OWNER AND ALL GOVERNING AUTHORITIES.

4.6 . ENGINEERED FILL: ALL FILL MATERIAL SHALL BE SELECTED IN ACCORDANCE WITH THE

GEOTECHNICAL REPORT. MATERIAL SHALL BE A CLEAN, LOW PLASTIC SOIL WITH A

PLASTICITY INDEX LESS THAN 30 (LESS THAN 15 IS PREFERRED), LIQUID LIMIT LESS

THAN 50, UNIT WEIGHT OF 120 PCF (+/- 5 PCF), AND SHALL NOT CONTAIN MORE THAN

5% BY WEIGHT OF FIBROUS ORGANIC MATERIALS. PARTIALLY WEATHERED ROCK

MATERIALS MAY BE USED FOR STRUCTURAL FILL PROVIDED THE MATERIAL CAN REDUCED

TO MAXIMUM DIMENSIONS OF 6".

4.7. DEEP FILL: WHERE SEVERAL FEET OF STRUCTURAL FILL WILL BE REQUIRED TO ACHIEVE

THE FINAL GRADES, CONSTRUCTION SHALL BE DELAYED TO PERMIT THE UNDERLYING SOILS

SETTLE AND CONSOLIDATE UNDER THE WEIGHT OF THE NEWLY PLACED FILL OVERBURDEN.

SEVERAL WEEKS OF TIME MAY BE REQUIRED FOR THIS SETTLING TO OCCUR. SETTLEMENT

PINS SHALL BE INSTALLED AT THE TOP OF THE FILL AND MONITORED TO DETERMINE

WHEN THE CONSOLIDATION HAS REACHED A NEGLIGIBLE MOVEMENT THUS PERMITTING

CONSTRUCTION TO BEGIN. THE GEOTECHNICAL ENGINEER SHALL BE THE SOLE JUDGE AS

TO THE REQUIREMENTS FOR DELAY AND COMPLETION OF ADEQUATE CONSOLIDATION.

4.8 . EXTENT OF FILL PLACEMENT: STRUCTURAL FILL SHALL EXTEND HORIZONTALLY BEYOND

THE EDGE OF BUILDING FOUNDATIONS AT LEAST A DISTANCE OF 10'-0" BUT NOT LESS

THAN THE HEIGHT OF THE FILL MATERIAL PLACED. SLOPES AT PERMANENT CUTS SHOULD

NOT EXCEED 2:1 (H:V). SLOPE AT PERMANENT FILLS SHOULD NOT EXCEED 2.5:1 (H:V)

AND SHOULD BE PROPERLY COMPACTED.

4.9 . COMPACTION: ALL FILL SHALL BE PLACED IN LOOSE LIFTS NOT EXCEEDING 8 INCHES

IN THICKNESS AND COMPACTED TO A MINIMUM OF 95 PERCENT STANDARD PROCTOR (ASTM

D-698) EXCEPT THAT THE TOP 12 INCHES UNDER FOUNDATIONS AND THE BUILDING PAD

SHALL BE COMPACTED TO A MINIMUM OF 98 PERCENT STANDARD PROCTOR. MOISTURE

SHALL BE CONTROLLED TO WITHIN 3 PERCENT ABOVE OR BELOW OPTIMUM CONTENT.

4.10. MUD SLABS: PROVIDE 2" TO 4" THICK LEAN CONCRETE (2,000 PSI) "MUD-MAT" SLABS

WHERE FOUNDATION EXCAVATIONS WILL BE LEFT OPEN TO POTENTIAL RAINFALLS.

4.11. MODULUS OF SUBGRADE REACTION FOR SLABS ON GRADE: 100 PCI

4.12. FOUNDATION AND RETAINING WALL DESIGN PRESSURES:

ACTIVE PRESSURE 40 PSF/FT

AT REST PRESSURE 60 PSF/FT

PASSIVE PRESSURE 300 PSF/FT

FRICTION COEFFICIENT .30

4.13. FOUNDATION AND RETAINING WALLS SHALL HAVE A MINIMUM OF TWO FEET (2'-0")

OF FREE DRAINING GRANULAR FILL AGAINST THE BACK OF THE WALL OR SHALL HAVE

AN ACCEPTABLE COMMERCIAL GRADE OF DRAINAGE MAT PLACED AGAINST THE BACK OF

THE WALL.

4.14. FOUNDATION WALLS RETAINING EARTH SHALL BE BRACED AGAINST BACKFILL PRESSURES

UNTIL FLOOR SLABS AT TOP AND BOTTOM ARE IN PLACE. BACKFILLING IS STRICTLY

PROHIBITED UNTIL SLABS ARE IN PLACE.

4.15. FOUNDATION WALLS OR GRADE BEAMS HAVING EARTH PLACED ON EACH SIDE SHALL

HAVE BOTH FILLED SIMULTANEOUSLY TO MAINTAIN A COMMON ELEVATION.

5.0. CONCRETE:

5.1. CONCRETE SHALL HAVE 28-DAY COMPRESSIVE STRENGTHS AND DENSITIES AS FOLLOWS:

ELEMENT/MEMBER STRENGTH F'C DENSITY WC

SLABS ON GRADE 3 KSI 145 PCF

DRILLED PIERS (CAISSONS) 3 KSI 145 PCF

PIER CAPS & GRADE BEAMS 3 KSI 145 PCF

CAST-IN-PLACE WALLS 4 KSI 145 PCF

SLABS ON STEEL DECK 3 KSI 115 PCF

STAIR PAN FILL 3 KSI 115 PCF

EXTERIOR CONCRETE OR CONCRETE

EXPOSED TO WEATHER 4.5 KSI 145 PCF

PRECAST CONCRETE 5 KSI 145 PCF

ALL OTHER CONCRETE U.N.O. 4 KSI 145 PCF

6.6. DEVELOPMENT LENGTHS AND LAP SPLICES SHALL BE IN ACCORDANCE WITH

ACI 318 CHAPTER 12 AS INDICATED BELOW AND AS INDICATED ON THE DRAWINGS.

WHERE SPLICES ARE NOT CALLED OUT ON THE DRAWINGS, USE CLASS "B". THE BASIC

DEVELOPMENT LENGTH (LD) IS SHOWN AS A MULTIPLE OF THE BAR DIAMETER (DB) IN

THE TABLE BELOW. THE TENSION DEVELOPMENT LENGTHS SHALL BE MULTIPLIED

BY EACH OF THE APPLICABLE FACTORS IN PARAGRAPH "C" AS INDICATED FOR TENSION.

THE COMPRESSION DEVELOPMENT LENGTHS DO NOT REQUIRE ANY MODIFICATION. THE

COMPRESSION LAP SPLICE LENGTH IS NOTED IN PARAGRAPH "C". FINAL LENGTHS SHALL

BE ROUNDED UP TO THE NEAREST WHOLE INCH.

A. TWO TENSION DEVELOPMENT LENGTH CASES ARE NOTED IN THE TABLE BELOW. THESE

TWO CASES ADDRESS CONDITIONS OF MINIMUM BAR SPACING AND MINIMUM CLEAR

CONCRETE COVER. BOTH SPACING AND COVER MUST COMPLY IN SELECTING CASE 1 OF

THE TENSILE DEVELOPMENT LENGTH. WHERE THERE IS ANY QUESTION OF SPACING OR

COVER THE LARGER DEVELOPMENT LENGTH (CASE 2) SHALL BE USED.

CASE 1: BAR SPACING GREATER THAN 2DB AND CLEAR COVER GREATER THAN DB

CASE 2: BAR SPACING EQUAL/LESS THAN 2DB OR CLEAR COVER EQUAL/LESS THAN DB

B. DEVELOPMENT LENGTHS (LD) FOR REINFORCING FY = 60 KSI:

F'C COMPRESSION TENSION

PSI ALL CASES CASE 1 CASE 2

3000 22 DB 55 DB 82 DB

4000 19 DB 48 DB 72 DB

5000 18 DB 43 DB 64 DB

C. DEVELOPMENT LENGTH MODIFIERS: MULTIPLICATION FACTORS APPLY TO

THE BASIC "LD" INDICATED ABOVE AND ARE CUMULATIVE OVER EACH OF THE

REQUIREMENTS NOTED BELOW.

I. COMPRESSION: CLASS "C" LAP SPLICE REQUIREMENT.......... 30 DB

II. TENSION: CLASS "A" LAP SPLICE REQUIREMENT (EQUALS LD).... 1.0

III. TENSION: CLASS "B" LAP SPLICE REQUIREMENT................ 1.3

IV. TENSION: TOP BARS WITH > 12" OF CONCRETE BELOW........... 1.3

V. TENSION: BARS SMALLER THAN #7............................ 0.8

VI. TENSION: BARS IN LIGHTWEIGHT AGGREGATE CONCRETE.......... 1.3

VII. TENSION: EPOXY COATED BARS WITH CLEAR SPACING < 6 DB

OR SIDECOVER < 3 DB...................................... 1.5

VIII. TENSION: EPOXY COATED BARS OTHER THAN ABOVE.............. 1.2

6.7. A CLASS "B" SPLICE IS REQUIRED WHEREVER ALL REINFORCING BARS CROSSING

A SECTION ARE SPLICED.

6.8. REINFORCING BARS SHALL BE WELDED ONLY WHERE SHOWN ON THE STRUCTURAL

DRAWINGS AND WELDS SHALL BE IN ACCORDANCE WITH THE "STRUCTURAL WELDING

CODE - REINFORCING STEEL" (AWS D1.4). NO OTHER REINFORCING MAY BE WELDED

WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER. TACK WELDING OF ANY

REINFORCING IS STRICTLY PROHIBITED.

6.9. WELDED WIRE MAT/FABRIC SHALL BE LAPPED 1'-0" AT ALL SPLICES.

6.10. ALL REINFORCING TERMINATING AT THE TOPS OF COLUMNS AND PILASTERS SHALL

BE HOOKED, U.N.O.

6.11. SUBMIT SHOP DRAWINGS FOR FABRICATION, BENDING, AND PLACEMENT OF CONCRETE

REINFORCEMENT. COMPLY WITH ACI DETAILING MANUAL (SP-66) SHOWING BAR

SCHEDULES, STIRRUP SPACING, DIAGRAMS OF BENT BARS, ARRANGEMENT OF CONCRETE

REINFORCEMENT. INCLUDE SPECIAL REINFORCEMENT REQUIRED AT OPENINGS THROUGH

CONCRETE STRUCTURES. INCLUDE ALL ACCESSORIES SPECIFIED/REQUIRED TO

SUPPORT REINFORCING.

6.12. SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR PRIOR TO SUBMISSION

AND SHALL BEAR THE CONTRACTOR'S APPROVAL STAMP ACCEPTING RESPONSIBILITY

FOR DIMENSIONS, QUANTITIES AND COORDINATION WITH THE OTHER TRADES.

6.13. SUBMIT THREE (3) 24" X 36" PRINTS OF EACH SHOP DRAWING FOR REVIEW. SEE

PROJECT SPECIFICATIONS FOR SPECIFIC REQUIREMENTS.

6.14. ALTERNATIVELY, WHERE ACCEPTABLE TO ARCHITECT, DRAWINGS MAY BE ELECTRONICALLY

SUBMITTED, PROVIDED LEGIBILITY IS MAINTAINED. REVIEW COMMENTS ONLY WILL

BE ELECTRONICALLY FORWARDED TO THE CONTRACTOR.

6.15. CONTRACTOR SHALL PROVIDE IN HIS SCHEDULE FOR A SHOP DRAWING REVIEW AND

RETURN TIME OF A MINIMUM OF FIFTEEN (15) WORKING DAYS IN THE STRUCTURAL

ENGINEER'S OFFICE.

6.16. CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER A MINIMUM OF 48 HOURS

PRIOR TO ALL CONCRETE POURS IN ORDER TO PERMIT REINFORCING STEEL REVIEW

IF REQUIRED BY THE STRUCTURAL ENGINEER.

7.0 STRUCTURAL PRECAST CONCRETE:

7.1. PRECAST CONCRETE CONSTRUCTION SHALL CONSIST OF THE DESIGN, MANUFACTURE,

TRANSPORTATION, AND ERECTION OF COLUMNS, BEAMS, HOLLOW CORE PLANK, DOUBLE TEES,

WALL PANELS, SHEAR WALLS, AND STAIR SLABS.

7.2. DESIGN OF PRECAST CONCRETE ELEMENTS AND ALL CONNECTIONS FOR SUCH ELEMENTS SHALL BE

ENTIRELY THE RESPONSIBILITY OF THE PRECAST SUPPLIER/MANUFACTURER AND SHALL BE IN

ACCORDANCE WITH THE APPLICABLE CODES AND STANDARDS OF THE AMERICAN CONCRETE

INSTITUTE (ACI), THE PRESTRESSED CONCRETE INSTITUTE (PCI), THE INTERNATIONAL

STATE BUILDING CODE, AND THE PROJECT SPECIFICATIONS AND GENERAL NOTES. DEVIATION

FROM THE STANDARDS OR REQUIREMENTS CONTAINED THEREIN SHALL BE APPROVED IN WRITING

BY THE STRUCTURAL ENGINEER PRIOR TO PROCEEDING.

7.3. PRECAST CONCRETE MEMBERS SHALL HAVE THE FOLLOWING MINIMUM FIRE RESISTANCE:

A. COLUMNS 2 HOURS

B. BEAMS 1 1/2 HOURS

C. HOLLOW CORE PLANK 1 1/2 HOURS

7.4. PRECAST MEMBERS MAY BE CONVENTIONALLY REINFORCED AND/OR PRESTRESSED. THE DESIGN

SHALL BE CONSISTENT WITH THE LOAD, SPAN, MEMBER GEOMETRY, HANDLING STRESS, ETC..

DESIGN LOADS ARE SHOWN ON THE DRAWINGS.

7.5. PRECAST CONTRACTOR SHALL FURNISH COMPLETE DESIGN CALCULATIONS, INCLUDING DETAILS

OF CONNECTIONS, BEARINGS, FITTINGS, AND ANTICIPATED CAMBERS.

7.6. PRECAST CONTRACTOR SHALL FURNISH AND PLACE ANY TEMPORARY SHORING, BRACING, ETC., REQUIRED FOR ERECTION OF THE PRECAST WORK.

7.7. PRECAST CONTRACTOR SHALL FURNISH ALL PLATES, INSERTS, ANGLES, RODS, ETC., REQUIRED TO CONNECT PRECAST TO PRECAST OR CAST-IN-PLACE CONCRETE, STEEL, MASONRY, OR OTHER

SUPPORTING STRUCTURE.

7.8. PRECAST CONTRACTOR SHALL CAST INTO THE PRECAST MEMBERS ALL STRUCTURAL INSERTS, BOLTS, PLATES, ANGLES, DOWELS, KEYWAYS, OR OTHER ITEMS AS SHOWN ON THE CONTRACT

DRAWINGS.

7.9. ERECTION OF PRECAST MEMBERS SHALL INCLUDE THE FURNISHING AND PLACING OF MILD STEEL REINFORCING AND WET CAST OR DRY PACKED CONCRETE AT CLOSURES OR CONNECTIONS OUTSIDE

THE PRECAST ELEMENT.

7.10. DEVIATIONS FROM THE CONTRACT DOCUMENTS TO ACCOMMODATE MANUFACTURING, SHOP, OR

ERECTION PRACTICES WILL BE CONSIDERED. DEVIATIONS WILL BE PERMITTED ONLY AFTER

THE COR'S APPROVAL OF THE CONTRACTOR'S PROPOSED DEVIATION IS SUBMITTED FOR

REVIEW WITH COMPLETE CALCULATIONS AND/OR DETAIL DRAWINGS.

7.11. PRECAST DOUBLE TEES AND HOLLOW CORE PLANK:

A. TEES/PLANK SHALL BE DESIGNED TO SUPPORT THE LOADS SHOWN ON THE DRAWINGS, PLUS

ADDITIONAL CONCENTRATIONS AS REQUIRED BY THE GOVERNING BUILDING CODE OR

AS SHOWN ON RELATED CONTRACT DOCUMENTS.

B. REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS

FOR OPENINGS THROUGH PLANK NOT SHOWN ON THE STRUCTURAL DRAWINGS.

PRECAST CONTRACTOR SHALL LAY OUT TEES/PLANK CONSIDERING REQUIRED OPENINGS AND

SHALL FURNISH HEADERS OR OTHER SUPPORTS AS REQUIRED.

C. LOCATIONS OF FIELD CUT OPENINGS SHALL BE COORDINATED WITH THE TEES/PLANK

LAYOUT.

D. PRECAST CONTRACTOR SHALL GROUT ALL JOINTS BETWEEN TEES/PLANKS. SEE PROJECT

SPECIFICATIONS FOR REQUIREMENTS.

E. MAXIMUM IN PLACE GROUTED PLANK WEIGHTS EXCLUDING TOPPING SHALL NOT

EXCEED FOR:

I. 6" PLANK 49 PSF (UNTOPPED)

II. 8" PLANK 46 PSF (UNTOPPED)

II. 10" PLANK 68 PSF (UNTOPPED)

F. MAXIMUM WEIGHTS OF DOUBLE TEES SHALL NOT EXCEED 74 PSF.

7.12. PRECAST WALL PANELS SHALL BEAR ON FOUNDATIONS AND SHALL BE DESIGNED TO SUPPORT

ALL DEAD, LIVE, WIND, SEISMIC, AND LATERAL EARTH PRESSURE LOADS ON THE PANEL

IDENTIFIED IN THE GENERAL NOTES OR ELSEWHERE ON THE DRAWINGS. REFER TO

ARCHITECTURAL DRAWINGS FOR WALL CONSTRUCTION ABOVE.

5.2. CONCRETE MIX DESIGNS:

A. SUBMITTALS: SUBMIT WRITTEN REPORTS OF EACH PROPOSED CONCRETE MIX NOT

LESS THAN 15 DAYS PRIOR TO THE START OF WORK. DESIGN MIXES PREPARED

MORE THAN TWELVE (12) MONTHS PRIOR TO THE DATE OF THE SUBMITTAL ARE

NOT PERMITTED.

B. MIX DESIGNS, INCLUDING W/C RATIOS AND SLUMPS, SHALL BE PREPARED IN

ACCORDANCE WITH THE MOST CURRENT ACI 301 CHAPTER 4, EXCEPT WHERE

NOTED OTHERWISE IN THE PROJECT SPECIFICATIONS. CEMENT SHALL CONFORM TO

ASTM C 150 TYPE I OR AT CONTRACTOR'S OPTION, ASTM C 595 TYPE IP WHERE

FLY ASH IS PERMITTED IN ACCORDANCE WITH THE SPECIFICATIONS. NORMAL

WEIGHT AGGREGATE SHALL CONFORM TO ASTM C 33 AND LIGHT WEIGHT AGGREGATE

SHALL CONFORM TO ASTM C 330. NO ADMIXTURES CONTAINING CALCIUM CHLORIDE

SHALL BE PERMITTED IN ANY CONCRETE.

C. AGGREGATE SIZES SHALL BE:

FORMED CONCRETE ELEMENTS, U.N.O. #67 STONE (3/4" MAX.)

GRADE SLABS AND EARTH FORMED ELEMENTS #57 STONE (1" MAX.)

COARSE MASONRY GROUT PER SECTION 042900 #8 STONE (3/8" MAX.)

FINE MASONRY GROUT PER SECTION 042900 #4 STONE (3/16" MAX.)

D. WATER REDUCING ADMIXTURE SHALL BE USED IN ALL CONCRETE.

E. AIR ENTRAINING ADMIXTURE IN ACCORDANCE WITH ACI 301 TABLE 4.4.1.

SHALL BE USED IN ALL CONCRETE EXPOSED TO FREEZING AND THAWING DURING

CONSTRUCTION OR SERVICE CONDITIONS.

F. WATER/CEMENT RATIO SHALL NOT EXCEED 0.45 FOR ANY CONCRETE SUBJECTED TO

FREEZING/THAWING.

G. ALL PUMPED CONCRETE SHALL HAVE A WATER/CEMENT RATIO LESS THAN 0.50 AND

SHALL CONTAIN A HIGH RANGE WATER REDUCING ADMIXTURE (SUPERPLASTICIZER).

H. IN NO CASE SHALL A WATER/CEMENT RATIOS EXCEED THE FOLLOWING:

F'C 3000 PSI 0.60 MAX. W/C RATIO

F'C 4000 PSI 0.50 MAX. W/C RATIO

F'C 5000 PSI 0.42 MAX. W/C RATIO

5.3. CURING:

A. LIQUID MEMBRANE CURING COMPOUND WITH A MINIMUM 30% SOLIDS CONTENT SHALL

BE APPLIED WITHIN TWO (2) HOURS AFTER COMPLETION OF FINISHING TO ALL

CONCRETE FLATWORK AND WALLS, U.N.O., OTHER THAN FOOTINGS AND GRADE BEAMS.

B. FLOORS IN AREAS RECEIVING QUARRY TILE, CERAMIC TILE AND LIQUID FLOOR

HARDENER SHALL BE CURED WITH SPECIFIED DISSIPATING LIQUID MEMBRANE

CURING COMPOUND OR WET CURED BY USE OF MOISTURE RETAINING COVER.

DISSIPATING CURING COMPOUND SHALL BE THOROUGHLY BROOMED AND WASHED

OFF PRIOR TO APPLICATION OF FLOOR FINISH.

5.4. WHEN COLD WEATHER CONDITIONS EXIST, PLACE AND CURE CONCRETE IN ACCORDANCE

WITH ACI 306 "COLD WEATHER CONCRETING". WHERE USE IS DESIRED, SUBMIT FOR

ENGINEER'S APPROVAL A NON-CORROSIVE, NON-CHLORIDE, ACCELERATING ADMIXTURE

FOR CONCRETE EXPOSED TO TEMPERATURES BELOW 40 DEGREES. UNIFORMLY HEAT WATER

AND AGGREGATES TO A TEMPERATURE OF NOT LESS THAN 50 DEGREES.

5.5. WHEN HOT WEATHER CONDITIONS EXIST, PLACE AND CURE CONCRETE IN ACCORDANCE

WITH ACI 305 "HOT WEATHER CONCRETING". COOL MATERIALS BEFORE MIXING TO

MAINTAIN CONCRETE PLACEMENT TEMPERATURE BELOW 90 DEGREES.

5.6. ALL CONSTRUCTION JOINTS SHOWN ON THE DRAWINGS SHALL BE INCORPORATED INTO

THE STRUCTURE UNLESS THE STRUCTURAL ENGINEER APPROVES THEIR ELIMINATION.

5.7. ADDITIONAL CONSTRUCTION JOINTS, REQUIRED TO FACILITATE CONSTRUCTION, ARE

SUBJECT TO THE APPROVAL OF THE STRUCTURAL ENGINEER AND MAY REQUIRE

ADDITIONAL REINFORCING. SUCH JOINTS SHALL BE CLEARLY DETAILED ON THE SHOP

DRAWINGS AND ALL REINFORCING SHALL PASS CONTINUOUSLY THROUGH THE JOINT.

5.8. REINFORCING IN ALL ABUTTING CONCRETE, INCLUDING FOOTINGS, SHALL BE

CONTINUOUS THROUGH OR AROUND ALL CORNERS OR INTERSECTIONS. DOWELS OR

SPLICES SHALL BE EQUAL IN SIZE AND SPACING TO THE REINFORCING IN THE

ABUTTING MEMBERS.

5.9. REFER TO ARCHITECTURAL DRAWINGS FOR DOOR AND WINDOW OPENINGS, DRIPS,

REGLETS, WASHES, MASONRY ANCHORS, BRICK LEDGE ELEVATIONS, SLAB DEPRESSIONS

AND MISCELLANEOUS EMBEDDED PLATES, BOLTS, ANCHORS, ANGLES, ETC.

5.10. REFER TO ARCHITECTURAL DRAWINGS FOR CONCRETE FINISHES. WHERE FINISH IS

NOT SPECIFIED, CONFORM TO REQUIREMENTS OF ACI 301.

5.11. REFER TO PLUMBING, MECHANICAL AND ELECTRICAL DRAWINGS FOR UNDERFLOOR,

PERIMETER AND OTHER DRAINS AND FOR SLEEVES, OUTLET BOXES, CONDUIT, ANCHORS,

ETC. THE VARIOUS TRADES ARE RESPONSIBLE FOR THEIR ITEMS.

5.12. BASE PLATES, ANCHOR BOLTS, SUPPORT ANGLES AND OTHER STEEL EXPOSED TO EARTH

OR GRANULAR FILL SHALL BE COVERED WITH A MINIMUM OF 3" OF CONCRETE.

5.13. FILL SLABS, NOT SHOWN ON THE STRUCTURAL DRAWINGS, SHALL BE REINFORCED WITH

A MINIMUM OF 6X6-W1.4XW1.4 WWM UNLESS NOTED OTHERWISE ON OTHER DRAWINGS

OR IN THE SPECIFICATIONS.

5.14. SLABS ON STEEL DECK SHALL BE PLACED SO THE FINISH SURFACE IS SCREEDED TO

WITHIN 1/4" OF THE TOP OF SLAB (T/SL) ELEVATION SHOWN ON THE DRAWINGS.

SCREED SUPPORTS SHALL BE PLACED OVER OR IMMEDIATELY ADJACENT TO BEAM OR

GIRDER LINES - SCREED SUPPORTS SHALL NOT BE LOCATED ON DECK SPANNING

BETWEEN BEAMS OR GIRDERS.

5.15. FINISHING TOLERANCE SHALL BE WITHIN CLASS B IN ACCORDANCE WITH ACI 301

AND CONSIDERATION SHALL BE GIVEN TO SEQUENCING OF CONCRETE PLACEMENT TO

FACILITATE CONTROL OF FINISH ELEVATIONS.

5.16. NON-SHRINK GROUT SHALL BE PRE-MIXED, NON-CORROSIVE, NON-METALLIC,

NON-STAINING CONTAINING SILICA SANDS, PORTLAND CEMENT, SHRINKAGE

COMPENSATING AND WATER REDUCING AGENTS. PRODUCT SHALL ONLY REQUIRE THE

ADDITION OF WATER. MINIMUM COMPRESSIVE STRENGTH SHALL BE 2500 PSI AFTER

ONE DAY AND 7000 PSI AFTER 28 DAYS. GROUT SHALL BE FREE OF GAS PRODUCING

OR AIR RELEASING AND OXIDIZING AGENTS AND CONTAIN NO CORROSIVE IRON,

ALUMINUM OR GYPSUM.

5.17. PROVIDE CONCRETE GROUT - NOT MORTAR - FOR REINFORCED MASONRY LINTEL AND

BOND BEAMS WHERE INDICATED ON DRAWINGS OR AS SCHEDULED.

5.18. TOLERANCE FOR ANCHOR BOLTS AND OTHER EMBEDDED ITEMS SHALL BE PER THE

AISC CODE OF STANDARD PRACTICE SECTION 7.5.

5.19. UNLESS OTHERWISE SHOWN IN THE ARCHITECTURAL DRAWINGS, PROVIDE 3/4" CHAMFERS

AT ALL COLUMN, WALL, SLAB OR BEAM EDGES THAT ARE EXPOSED TO VIEW IN THE

FINISHED STRUCTURE.

6.0. REINFORCING STEEL:

6.1. REINFORCING SHALL BE DOMESTIC NEW BILLET STEEL CONFORMING TO ASTM A615,

GRADE 60 OR 60S INCLUDING STIRRUPS AND TIES, EXCEPT THAT REINFORCING WHICH

IS REQUIRED TO BE WELDED SHALL CONFORM TO ASTM A706.

6.2. FIELD BENDING OF CONCRETE REINFORCING STEEL IS NOT PERMITTED WITHOUT

WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER.

6.3. WELDED WIRE REINFORCING SHALL CONFORM TO ASTM A1064.

6.4. ALL REINFORCING SHALL BE DETAILED, FABRICATED AND PLACED IN ACCORDANCE

WITH ACI SP-66 "ACI DETAILING MANUAL - 2004" AND THE "CRSI MANUAL OF

STANDARD PRACTICE", LATEST EDITION.

6.5. MINIMUM CONCRETE COVER OVER REINFORCING SHALL BE U.N.O.:

A. UNFORMED SURFACE CAST AGAINST EARTH........................ 3 IN.

B. FORMED SURFACE EXPOSED TO EARTH/WEATHER.................... 2 IN.

C. FORMED SLABS AND WALLS NOT EXPOSED TO

EARTH/WEATHER FOR #11 AND SMALLER BAR.................... 3/4 IN.

D. ALL OTHER FORMED ELEMENTS NOT EXPOSED

TO EARTH/WEATHER....................................... 1-1/2 IN.

7.12. PRECAST WALL PANELS SHALL BEAR ON FOUNDATIONS AND SHALL BE DESIGNED TO SUPPORT

ALL DEAD, LIVE, WIND, SEISMIC, AND LATERAL EARTH PRESSURE LOADS ON THE PANEL

IDENTIFIED IN THE GENERAL NOTES OR ELSEWHERE ON THE DRAWINGS. REFER TO

ARCHITECTURAL DRAWINGS FOR WALL CONSTRUCTION ABOVE.

7.13. PRECAST SHEAR WALLS SHALL BE DESIGNED TO RESIST THE SHEARS INDICATED ON THE

DRAWINGS. THE SHEAR SHALL BE CONSIDERED APPLIED FROM THE LEVEL ABOVE TO THE TOP

OF THE WALL.

7.14. SEE PRECAST COLUMN AND BEAM SCHEDULES FOR ADDITIONAL NOTES.

7.15. PRECAST CONTRACTOR SHALL MAKE PROVISIONS FOR ANCHORAGE REQUIREMENTS OF ALL

CLADDING AND PROVIDE NECESSARY HARDWARE REQUIRED TO BE CAST INTO ALL PRECAST

ELEMENTS. REFER AND COORDINATE WITH ARCHITECTURAL DRAWINGS AND CLADDING DETAILS.

8.0. STRUCTURAL MASONRY:

8.1. ALL STRUCTURAL MASONRY SHALL CONFORM TO MOST CURRENT ACI 530 STANDARDS AS

APPROPRIATE TO THE MATERIAL.

8.2. MASONRY STRENGTH AND GRADE:

A. CONCRETE MASONRY UNITS (CMU):

I. UNITS SHALL BE LIGHTWEIGHT CELLULAR UNITS CONFORMING TO ASTM C 90,

GRADE N-2. CONCRETE MASONRY NET AREA UNIT STRENGTH SHALL BE NO LESS

THAN 1900 PSI IN ACCORDANCE WITH ASTM C 140, WITH A UNIT WEIGHT NOT

EXCEEDING 105 PCF. SEE SPECIFICATIONS.

II. DESIGN COMPRESSIVE STRENGTH OF CMU (F'M) = 1500 PSI.

8.3. SUBMITTALS: CONTRACTOR SHALL SUBMIT FOR APPROVAL TEST REPORTS ON MASONRY

UNITS SHOWING UNIT WEIGHT, COMPRESSIVE STRENGTH, ABSORPTION, VOLUME

CHANGE AND SHRINKAGE PER ASTM C90 NO LATER THAN 15 WORKING DAYS PRIOR TO

THE COMMENCEMENT OF MASONRY CONSTRUCTION.

8.4. MORTAR SHALL CONFORM TO ASTM C 270. MORTAR SHALL BE TYPE "S" AND SHALL

HAVE A 28-DAY COMPRESSIVE STRENGTH OF 1800 PSI.

8.5. MASONRY GROUT FILL SHALL CONFORM TO ASTM C 476. GROUT, EITHER FINE OR

COARSE AGGREGATE PER SPECIFICATIONS, SHALL HAVE A 28-DAY COMPRESSIVE

STRENGTH OF 3000 PSI. MASONRY CONCRETE FILL SHALL CONFORM TO THE

REQUIREMENTS NOTED UNDER "CONCRETE" IN THE GENERAL NOTES.

8.6. GROUTING:

A. ALL BOND BEAMS SHALL BE FILLED WITH GROUT AND REINFORCED AS

INDICATED ON THE DRAWINGS (DETAILS OR SCHEDULES). MORTAR FILL IS

NOT PERMITTED.

B. ALL MASONRY WALL CELLS OR CAVITIES INDICATED AS REINFORCED SHALL BE

GROUTED FOR THE FULL HEIGHT OF THE WALL, UNLESS SPECIFICALLY NOTED

OTHERWISE ON THE DRAWINGS. UN-REINFORCED WALLS INDICATED AS GROUTED

SHALL BE GROUTED FULL HEIGHT, UNLESS SPECIFICALLY NOTED OTHERWISE.

MORTAR FILL IS NOT PERMITTED.

C. ALL MASONRY CELLS OR CAVITIES BELOW GRADE SHALL BE GROUTED SOLID

UNLESS SPECIFICALLY NOTED OTHERWISE ON THE DRAWINGS. MORTAR FILL IS

NOT PERMITTED.

D. VERTICAL GROUTING SHALL BE LOW LIFT OR HIGH LIFT AS FOLLOWS:

I. LOW LIFT GROUTING SHALL BE USED FOR ALL CAVITY WALLS AND MAY BE

USED FOR ALL WALLS AT THE OPTION OF THE CONTRACTOR. LIFTS SHALL

NOT EXCEED 4'-0" IN HEIGHT.

II. HIGH LIFT GROUTING IS PERMISSIBLE ONLY FOR FILLING OF CELLULAR

MASONRY UNITS AND SHALL NOT EXCEED ONE STORY IN HEIGHT. CLEAN

OUT HOLES SHALL BE PROVIDED AT THE BASE OF EACH GROUTED CELL.

E. GROUTING SHALL BE STOPPED 1-1/2" BELOW THE TOP OF A COURSE TO FORM A

KEY AT THE JOINT.

F. GROUTING OF MASONRY BEAMS OR LINTELS SHALL BE DONE IN ONE CONTINUOUS

OPERATION.

8.7. REINFORCING:

A. ALL BARS MARKED "CONTINUOUS" SHALL BE LAPPED PER "CMU MASONRY LAP SPLICE

SCHEDULE" SHOWN ON THE STRUCTURAL DRAWINGS AND MUST COMPLY WITH THE

MOST CURRENT EDITION OF THE APPLICABLE BUILDING CODE.

B. FOUNDATION DOWELS MAY SLOPE A MAXIMUM OF 1:6 TO ALIGN WITH WALL

CAVITIES OR VERTICAL CMU CORES. GREATER SLOPES WILL REQUIRE

REPLACEMENT OF THE FOUNDATION DOWELS.

C. SPLICED REINFORCING SHALL BE LAPPED UNDER "REINFORCING" ABOVE OR AS

SHOWN ON DRAWINGS, WHICHEVER IS GREATEST. ALL SPLICES SHALL BE WIRED

TOGETHER OR HELD IN PLACE WITH BAR POSITIONERS.

D. VERTICAL REINFORCING BARS SHALL HAVE A MINIMUM CLEARANCE OF 3/4"

FROM MASONRY AND SHALL BE HELD IN POSITION TOP AND BOTTOM AND AT

INTERVALS NOT EXCEEDING 4'-0". ACCESSORIES FOR SUCH SUPPORT SHALL

BE USED. PROVIDE "AA WIRE PRODUCTS COMPANY" (OR APPROVED EQUAL) REBAR

POSITIONER AA225 OR AA239 FOR VERTICAL BARS AND AA238 FOR HORIZONTAL

BARS OR APPROVED EQUAL PRODUCTS FROM OTHER SUPPLIERS.

E. HORIZONTAL JOINT REINFORCING SHALL BE LAPPED NO LESS THAN 6" ALL

SPLICES, INCLUDING CORNERS AND TEES WHERE NO CONTROL JOINT IS USED.

F. ALL HORIZONTAL JOINT REINFORCING SHALL STOP AT CONTROL JOINTS.

G. HORIZONTAL REINFORCING IN BOND BEAMS SHALL BE CONTINUOUS THROUGH

CONTROL JOINTS.

8.8. MASONRY SHOWN ON THE STRUCTURAL DRAWINGS DEFINES THE STRUCTURAL EXTENTS

AND REQUIREMENTS FOR MASONRY FOR SUPPORTING MEMBERS, FLOORS, ROOFS OR

WALLS AND SHALL BE BUILT IN CONFORMANCE WITH THE REQUIREMENTS OF THESE

DRAWINGS AND NOTE 1 ABOVE. REFER TO THE ARCHITECTURAL DRAWINGS FOR

THE TOTAL SCOPE OF THE MASONRY AND FOR LOCATIONS AND DETAILS OF OPENINGS,

SPECIAL COURSING OR OTHER MASONRY DETAILS.

8.9. MASONRY CONTRACTOR SHALL PROVIDE FOR AND COORDINATE WITH OTHER TRADES

FOR PLACEMENT OF ALL ITEMS TO BE EMBEDDED OR BUILT INTO THE MASONRY.

8.10. ELECTRICAL CONDUIT, OR EQUIPMENT FROM OTHER TRADES, SHALL NOT OCCUR IN

GROUTED AND REINFORCED CELLS. WHERE CONFLICTS OCCUR THE CONTRACTOR SHALL

NOTIFY THE ENGINEER FOR DIRECTION PRIOR TO PROCEEDING.

9.0. INSPECTION AND TESTING:

9.1. AN INDEPENDENT TESTING LABORATORY SHALL BE RETAINED IN ACCORDANCE WITH

THE PROJECT SPECIFICATIONS TO PERFORM TESTING OF FOUNDATION BEARING

STRATA, ENGINEERED FILLS, CONCRETE, GROUT, STEEL, AND WELDING. SEE

PROJECT SPECIFICATIONS FOR REQUIREMENTS.

9.2. THE CONTRACTOR, IN CONJUNCTION WITH THE TESTING LABORATORY AND IN

ACCORDANCE WITH THE PROJECT SPECIFICATIONS, SHALL DETERMINE THE FREQUENCY

OF THE TESTING NECESSARY TO INSURE THAT THE DESIGN REQUIREMENTS ARE

BEING MET.

9.3. THE TESTING AGENCY SHALL VERIFY THAT ALL WELDERS HAVE SATISFACTORILY

PASSED AWS QUALIFICATION TESTS FOR THE WELDS WHICH THEY WILL PERFORM.

9.4. THE CONTRACTOR AND TESTING AGENCY SHALL REQUIRE THAT AWS QUALIFICATION

TESTS FOR WELDING OF MATERIAL LESS THAN 1/8" IN THICKNESS ARE PASSED

BY WELDERS EXPECTED TO ERECT LIGHTGAGE FRAMING MATERIALS. THESE

TESTS ARE NOT THE SAME AS FOR MATERIALS 1/8" OR GREATER IN THICKNESS (I.E.

STRUCTURAL STEEL MATERIALS)

9.5. ALL WELDING SHALL BE INSPECTED AND TESTED IN ACCORDANCE WITH AWS D1.1 OR

D1.3 AS APPROPRIATE TO THE MATERIAL THICKNESS.

9.6. THE TESTING AGENCY SHALL VERIFY THAT THE METAL DECK IS ATTACHED TO THE

STRUCTURAL STEEL IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS AND

APPROVED SHOP DRAWINGS.

9.7. CONCRETE TESTING SHALL BE IN ACCORDANCE WITH ACI 301 CHAPTER 16 AND

APPROPRIATE AND WITH THE PROJECT SPECIFICATIONS.

No. Description Date th re e i n c h e s o n e f o o t th re e q u a rt e rs i n c h o n e f o o t o n e i n c h o n e f o o t o n e a n d o n e h a lf i n c h e s o n e f o o t o n e h a lf i n c h o n e f o o t th re e e ig h th s i n c h o n e f o o t o n e e ig h th i n c h o n e f o o t o n e q u a rt e r in c h o n e f o o t 1 2 3 4 5

Drawing Title:Seal:

ARCHITECT / ENGINEERS:

Project Title:

Date:

Project Number:

Drawing Number:

Drawn:Checked:

Building Number:

D C

B A

Revisions:

8016 TOWER POINT DRIVE

CHARLOTTE, NC 28227

P 704.814.1320 F 704.321.0833

Project Phase:

D C

B A

1 2 3 4 5 6

Location:

CONSULTANTS:

Office of

Construction and Facilities

Management

LRSPC #16910

C:\Users\jlorch\Documents\16910 VAMC Clarksburg Parking Deck-Structural_jlorch.rvt

HDG PROJECT: 16013 S002

STRUCTURAL GENERAL NOTES

CONSTRUCTION DOCUMENTS 100%

CONSTRUCT PARKING

STRUCTURE

MAY 14, 2018 RJMMSR

LOUIS A. JOHNSON VAMC

540-320

1.1

10.0. CONSTRUCTION AND SAFETY:

10.1. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL SAFETY REGULATIONS, PROGRAMS

AND PRECAUTIONS RELATED TO ALL WORK ON THIS PROJECT.

10.2. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE PROTECTION OF PERSONS AND

PROPERTY EITHER ON OR ADJACENT TO THE PROJECT AND SHALL PROTECT SAME

AGAINST INJURY, DAMAGE OR LOSS.

10.3. MEANS AND METHODS OF CONSTRUCTION AND ERECTION OF STRUCTURAL MATERIALS ARE

SOLELY THE CONTRACTOR'S RESPONSIBILITY.

10.4. STRUCTURAL DRAWINGS ARE INTENDED TO BE USED IN CONJUNCTION WITH THE

DRAWINGS OF OTHER CONSULTANTS AND TRADES. THE CONTRACTOR SHALL COORDINATE

THE VARIOUS REQUIREMENTS.

10.5. NO OPENINGS NOR ANY CHANGES IN SIZE, DIMENSION OR LOCATION SHALL BE MADE

IN ANY STRUCTURAL ELEMENTS WITHOUT WRITTEN APPROVAL OF THE COR.

10.6. OPENINGS 1'-0" OR LESS ON A SIDE ARE GENERALLY NOT SHOWN ON THE STRUCTURAL

DRAWINGS. REFER TO DRAWINGS OF OTHER CONSULTANTS FOR SUCH OPENINGS.

10.7. FIREPROOFING OF STRUCTURAL ELEMENTS IS NOT SHOWN ON THE STRUCTURAL

DRAWINGS. REFER TO THE SPECIFICATIONS AND ARCHITECTURAL DRAWINGS FOR FIRE

RATING REQUIREMENTS, MATERIALS AND METHODS.

10.8. THE CONTRACTOR IS RESPONSIBLE FOR LIMITING THE AMOUNT OF CONSTRUCTION LOAD

IMPOSED ON THE STRUCTURE. SUCH LOADS SHALL NOT EXCEED THE CAPACITY OF THE

STRUCTURE AT ANY TIME.

10.9. THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION, AND ANY

TEMPORARY BRACING OR SUPPORT REQUIRED TO ACCOMMODATE THE CONTRACTOR'S

MEANS AND METHODS ARE THE RESPONSIBILITY OF THE CONTRACTOR.

10.10. THE CONTRACTOR SHALL INFORM THE COR, CLEARLY AND

EXPLICITLY IN WRITING, OF ANY DEVIATION OR SUBSTITUTION OF REQUIREMENTS

OF THE CONTRACT DOCUMENTS. CONTRACTOR IS NOT RELIEVED OF ANY REQUIREMENTS

OF THE CONTRACT DOCUMENTS BY VIRTUE OF THE COR'S REVIEW

OF SHOP DRAWINGS, PRODUCT DATA, ETC., UNLESS THE CONTRACTOR HAS CLEARLY

AND EXPLICITLY INFORMED THE COR IN WRITING OF ANY

DEVIATIONS OR SUBSTITUTIONS AT TIME OF SUBMISSION, AND THE STRUCTURAL

ENGINEER HAS GIVEN WRITTEN APPROVAL FOR THE SPECIFIC DEVIATIONS OR

SUBSTITUTIONS.

10.11. ALL THINGS WHICH, IN THE OPINION OF THE CONTRACTOR, APPEAR TO BE

DEFICIENCIES, OMISSIONS, CONTRADICTIONS OR AMBIGUITIES IN THE DRAWINGS OR

SPECIFICATIONS, SHALL BE BROUGHT TO THE ATTENTION OF THE COR.

CORRECTIONS OR WRITTEN INTERPRETATIONS SHALL BE ISSUED BEFORE

AFFECTED WORK MAY PROCEED.

10.12. IF THE CONTRACTOR CANNOT CONSTRUCT ANY PORTION OF THE WORK IDENTIFIED IN

THE DRAWINGS IN ACCORDANCE WITH THESE DRAWINGS AND SPECIFICATIONS, THEN

THE CONTRACTOR IS RESPONSIBLE FOR CONTACTING THE COR PRIOR

TO PROCEEDING WITH THE WORK. WORK THAT DOES NOT COMPLY WITH THE DRAWINGS

MAY REQUIRE REMOVAL, TESTING, OR ENGINEERING EVALUATION AT THE

CONTRACTOR'S EXPENSE.

10.13. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS PRIOR TO ORDERING

MATERIALS OR PROCEEDING WITH NEW WORK IN AREAS AFFECTED BY EXISTING

CONDITIONS. COR SHALL BE INFORMED IN WRITING OF

CONFLICTS BETWEEN EXISTING AND PROPOSED NEW CONSTRUCTION.

10.14 CONTRACTOR IS RESPONSIBLE FOR COORDINATING ALL DIMENSIONS SHOWN ON THE

CONTRACT DOCUMENTS. INCONSISTENCIES ON THE STRUCTURAL DRAWINGS OR

BETWEEN THE STRUCTURAL DRAWINGS AND ANY OTHER CONTRACT, SHOP, FABRICATION,

OR OTHER DRAWINGS OR INFORMATION SHALL BE BROUGHT TO THE ATTENTION OF THE

COR PRIOR TO PROCEEDING WITH AFFECTED WORK.

10.15. DO NOT SCALE THESE DRAWINGS, USE THE DIMENSIONS SHOWN.

10.16. CONTRACTOR SHALL PROVIDE IN HIS SCHEDULE FOR A SHOP DRAWING REVIEW AND

RETURN TIME OF A MINIMUM OF FIFTEEN (15) WORKING DAYS IN THE STRUCTURAL

ENGINEER'S OFFICE.

10.17. VERIFY ELEVATOR PIT DIMENSIONS, LOCATIONS, LOADS AND DETAILS WITH THE

ELEVATOR SUPPLIER PRIOR TO THE FABRICATION AND/OR INSTALLATION OF

ANY MATERIAL.

11.0 STRUCTURAL ABBREVIATIONS:

ABBREV. DEFINITION ABBREV. DEFINITION

A.B. ANCHOR BOLTS HOF HORIZONTAL OUTER FAC

ABV ABOVE HK HOOK

ADDNL ADDITIONAL HORZ HORIZONTAL

AFF ABOVE FINISHED FLOOR IF INNER FACE

ALT ALTERNATE INT INTERIOR

ARCH ARCHITECTURAL JT JOINT

B, BOT BOTTOM K KIPS (1000 LBS)

B/XXX BOTTOM OF XXX L, LEN LENGTH

BAL. BALANCE LAT LATERAL

BB BOND BEAM LBS POUNDS

BCX BOTTOM CHORD EXTENSION LE LEFT END

BL BRICK LEDGE LLH LONG LEG HORIZONTAL

BLDG BUILDING LLO LONG LEG OUTSTANDING

BLW BELOW LLV LONG LEG VERTICAL

BM BEAM LONG LONGITUDINAL

BRG BEARING MAS MASONRY

BRK BRICK MAX MAXIMUM

BTWN BETWEEN MECH MECHANICAL

CJ CONST., CONTROL JOINT MFR MANUFACTURER

CL,CLR CLEAR MIN MINIMUM

CMU CONC. MASONRY UNIT MTL METAL

COL COLUMN NOM NOMINAL

CONC CONCRETE OC, O/C ON CENTER

CONN CONNECTION OF OUTER FACE, OPP. FACE

CONST CONSTRUCTION OH OPPOSITE HAND

CONT CONTINUOUS OPP OPPOSITE

CTR CENTER OPNG OPENING

CTRD CENTERED PC PRECAST

DBA DEFORMED BAR ANCHOR PL PLATE

DET,DTL DETAIL RE RIGHT END

DIM DIMENSION REINFG REINFORCING

DK DECK REINF REINFORCEMENT

DWGS DRAWINGS REQD REQUIRED

DWL DOWEL RET RETAINING

EA EACH SOG SLAB ON GRADE

EE EACH END SC SLIP CRITICAL

EF EACH FACE SCHED SCHEDULE

EFF EFFECTIVE SECT SECTION

EJ EXPANSION JOINT S, SHRT SHORT

EL,ELEV ELEVATION SL SLAB

EOC EDGE OF CONCRETE SPA SPACING

EOD EDGE OF DECK STFNR STIFFENER

EOM EDGE OF MASONRY STL STEEL

EOS EDGE OF SLAB SUPPL SUPPLIER

ES EACH SIDE SUPT SUPPORT

EW EACH WAY T TOP

EXIST EXISTING T/XXX TOP OF XXX

EXP EXPANSION CX TOP CHORD EXTENSION

EXT EXTERIOR, EXTENSION THK THICK, THICKNESS

FK FOOT-KIPS TO THROUGHOUT

FL, FLR FLOOR TRAN TRANSVERSE

FOB FACE OF BRICK TYP TYPICAL

FOM FACE OF MASONRY UNO UNLESS NOTED OTHERWISE

FOS FACE OF STUD VERT VERTICAL

FP FULL PENETRATION VEF VERTICAL EACH FACE

FT FOOT, FEET VIF VERTICAL INNER FACE

FTG FOOTING VOF VERTICAL OUTER FACE

GB GRADE BEAM W WIDE, WIDTH

GEN GENERAL WF WELDED WIRE FABRIC

HEF HORIZONTAL EACH FACE WWM WELDED WIRE MAT

HIF HORIZONTAL INNER FACE XE EXTENDED END JOIST

STEP SPACING

4'-0" MIN.

2' -0

M

A X

'D

2" C

L.

'D'= FTG. THICKNESS

REINFORCING TO MATCH

BOTTOM FOOTING REINF.

#5@18" @

45 DEG. (TYP)

2"

2"

LENGTH

LAP

3"

STD

HOOK

36 DIA.

2'-0" MIN.

D

IA

2' -0

M

IN

HORIZ. REINF.

BEND OR LAP OUTSIDE BARS

OR PROVIDE CORNER BARS AS

SHOWN-LARGE BAR SIZE

GOVERNS LAP

@ CONTINUOUS FOOTING

36 DIA.

2'-0" MIN.

D

IA

2' -0

M

IN

@ FOOTING INTERSECTION

@ CONTINUOUS FOOTING

P

LA

N

"T

S E

E

BASE COURSE

NOTE: FOR INFORMATION ON VAPOR

BARRIER/RETARDER, REFER TO

ARCHITECTURAL DRAWINGS

AND SPECIFICATIONS

STOP REBAR @

EACH SIDE OF C.J.

1/2" DIA.x3'-0" SMOOTH

DOWEL @ 36" O.C.

GREASE ONE END. PLACE

@ MID-DEPTH OF SLABREBAR

C.J.

P

LA

N

"T

S E

E

BASE COURSE

NOTE: FOR INFORMATION ON VAPOR

BARRIER/RETARDER, REFER TO

ARCHITECTURAL DRAWINGS

AND SPECIFICATIONS

STOP REBAR @ EACH

SIDE OF C.J.

REBAR

PREFAB METAL

FORM 22 GA.

2xD

D S

E E

P

LA

N

#4@18" O.C.

8" 2'-0"

#4@18" O.C.

3'-0" 1'-4"

BASE COURSE

2xD

D M

A X

1/ 2"

S E

E P

LA

N

BASE COURSE

NOTE: FOR INFORMATION ON VAPOR

BARRIER/RETARDER, REFER TO

ARCHITECTURAL DRAWINGS

AND SPECIFICATIONS

REINF.

PER PLAN

NOTES

1"

S E

E P

LA

N

"T

4"

W.W.M. #3 @ 48" O.C.

CLIP ANGLE BY

STAIR SUPPLIER

STAIR STRINGER

SEE ARCH. DWGS.

CENTERLINE

ANCHOR BOLTS

BASE COURSE

2 #4 CONT.

NOTE: EXTEND THICKENED SLAB BETWEEN STAIR

STRINGERS AND 1'-0" BEYOND EACH.

2'-0"

T

KEY

1 1/2"

PROVIDE CONT. REGLET @ FACE & TOP

OF WALL WHERE EXPOSED TO VIEW,

COORDINATE LOCATION WITH ARCHITECT

PROVIDE BACKER ROD &

CAULK FILL PER ARCH. ONLY @

EXTERIOR BUILDING WALLS

WALL REINF.

NO REGLET REQ'D

WHERE NOT

EXPOSED TO VIEW

1/2"

3/4"

1/ 2"

T /3

T /3

T /3

@ CONCRETE WALLS

D

IA

2' -0

M

IN

HORIZ.

REINF.

ACI STD. HOOK

@ WALL INTERSECTION

@ WALL CORNERS

36 DIA.

2'-0" MIN.

D

IA

2' -0

M

IN

BEND OR LAP OUTSIDE BARS

OR PROVIDE CORNER BARS

AS SHOWN. LARGER BAR

SIZE GOVERNS LAP

HORIZ. REINF.

CORNER BARS:

MATCH SIZE & SPACE OF HORIZ.

BARS. WHERE SIZE AND SPACE

DIFFER, MATCH LARGER AREA.

PROVIDE #4@12" O.C. CORNER

BARS WHERE THERE ARE NO

HORIZ. BARS.

@ CONCRETE WALLS

PROVIDE CONT. REGLET @

FACE & TOP OF WALL.

SEE PLANS FOR LOCATIONS

OF CONTROL JOITNS PROVIDE BACKER ROD &

CAULK FILL PER ARCH.

ONLY @ EXTERIOR

BUILDING WALLS

NOTE:

PROVIDE WALL CONTROL JOINTS @ 25'-0" MAX;

FIRST JOINT @ 10'-0" FROM WALL CORNERS

1/2"

3/4"

WALL REINF.

CONT. VERTICAL KEY

WHERE CONSTRUCTION

JOINT OCCURS AT

CONTROL JOINT

SAME SIZE AND SPA.

AS HORIZ. BARS

80 DIA. LONG

@ CONCRETE WALLS EXPOSED TO VIEW

#4@12" E.W.

SEE ARCH. FOR

TREAD AND RISER

DIMENSIONS

#4 NOSING BAR

#4@12" DOWEL

TO ADJACENT

STRUCTURE

1'-6" 1'-6"

1'-6"

#4 DOWELS

BASE COURSE REQ'D

@ INTERIOR STAIRS ONLY

6"

1'- 6"

P

LA

N

"T

S E

E

BASE COURSE

NOTE: FOR INFORMATION ON VAPOR

BARRIER/RETARDER, REFER TO

ARCHITECTURAL DRAWINGS

AND SPECIFICATIONS

STOP REINF. @

EACH SIDE OF C.J.

REINF.

1/4" SAWCUT OR

STRIPPABLE CONTROL

JOINT AS REQ'D PER SPECS

T /4

M

IN

NOTE: PROVIDE

CONTROL JOINTS @

20'-0" O.C. MAXIMUM

6" 6"

BASE COURSE

#3@48"

SEE ARCH. DWGS. FOR WALL

THICKNESS AND LOCATION

#4@48" O.C.

PROVIDE DOWEL

WITH STD. HOOK

P

LA

N "T

S

E E

W A

LL

S

6" T

Y P

. 8

A T

1"

2 #4 CONT.

W.W.F.

NOTE:

THICKENED SLAB & #4 DOWELS

MUST ALSO BE INSTALLED WHERE

FUTURE NON-LOAD BEARING CMU WALLS

ARE TO BE INSTALLED REF. ARCH.

DWGS. FOR FUTURE WALL LOCATIONS

NOTE: FOR INFORMATION ON VAPOR

BARRIER/RETARDER, REFER TO

ARCHITECTURAL DRAWINGS

AND SPECIFICATIONS

REF. x-Sx.xx

FOR T/WALL BRACE &

TYP. WALL REINF. FOR

WALLS TALLER THAN 9'-4"

5" 1'

-6

GROUT WALL SOLID

@ REINFORCING

@ NON-LOAD BEARING MASONRY WALL PARTITIONS

PAST OPNG, HOOK REINF.

WHERE NOT POSSIBLE

TO MAINTAIN 36 DIA.

2-#5x4'-0" (WALLS)

1-#5X4'-0" (SLABS)

DIAGONAL BARS AT

EACH CORNER

ADD 1/2 OF PARALLEL

INTERRUPTED BARS AT

EACH SIDE OF OPNG.

BUT NOT LESS THAN

2-#5 (1 E.F.) IN WALL &

4-#5 (2T & 2B) IN SLABS

HOOK INTERUPTED

BARS (IN SLAB ONLY)

TYP.

36" DIA.

@ OPENINGS IN SLABS & WALLS

th re e i n c h e s o n e f o o t th re e q u a rt e rs i n c h o n e f o o t o n e i n c h o n e f o o t o n e a n d o n e h a lf i n c h e s o n e f o o t o n e h a lf i n c h o n e f o o t th re e e ig h th s i n c h o n e f o o t o n e e ig h th i n c h o n e f o o t o n e q u a rt e r in c h o n e f o o t 1 2 3 4 5

Drawing Title:Seal:

ARCHITECT / ENGINEERS:

Project Title:

Date:

Project Number:

Drawing Number:

Drawn:Checked:

Building Number:

D C

B A

Revisions:

8016 TOWER POINT DRIVE

CHARLOTTE, NC 28227

P 704.814.1320 F 704.321.0833

Project Phase:

D C

B A

1 2 3 4 5 6

Location:

CONSULTANTS:

Office of

Construction and Facilities

Management

LRSPC #16910

C:\Users\jlorch\Documents\16910 VAMC Clarksburg Parking Deck-Structural_jlorch.rvt

HDG PROJECT: 16013 S003

STRUCTURAL TYPICAL DETAILS

CONSTRUCTION DOCUMENTS 100%

CONSTRUCT PARKING

STRUCTURE

MAY 14, 2018 JARMSR

LOUIS A. JOHNSON VAMC

540-320

1.1

3/4" = 1'-0"B1

TYP. STEPPED FOOTING

3/4" = 1'-0"B2

TYP. CORNER REINFORCING

3/4" = 1'-0"B3

TYP. CORNER REINFORCING

3/4" = 1'-0"

B5 TYP. CONSTRUCTION JOINT

3/4" = 1'-0"

B4 TYP. CONSTRUCTION JOINT

3/4" = 1'-0"

B6 TYP. SLAB DEPRESSION

3/4" = 1'-0"C1

TYP. THICKENED SLAB

3/4" = 1'-0"C2

TYP. WALL CONSTRUCTION

JOINT

3/4" = 1'-0"C4

TYP. CORNER REINFORCING

3/4" = 1'-0"C3

TYP. WALL CONTROL JT.

3/4" = 1'-0"C5

STAIR ON GRADE

3/4" = 1'-0"C6

TYP. CONSTRUCTION JOINT

3/4" = 1'-0"D1

TYP. THICKENED SLAB

3/4" = 1'-0"D2

TYPICAL REINFORCEMENT

2'- 0"

2'-0"

CONC. COLUMN

PER PLAN & SCHEDULE

1/2" PREFORMED JOINT

FILLER BOARD

BLOCKOUT

@ COLUMN

1'-0"

CMU BOND BM.

LA

P

S P

LI

C

E

LA

P

S P

LI

C

E

CORNER BAR

IN BOND BEAM

CMU

BOND BM.

REINFORCING

IN BOND BEAM

BENT BAR @ TEE

INTERSECTION

LAP SPLICES ARE TO BE PER "CMU

MANSORY LAP SPLICE SCHEDULE"

ON THIS SHEET.

@ MASONRY BOND BEAMS

WIDE FLANGE OR HSS

STEEL BEAM LINTEL

CMU BOND

BEAM LINTEL

C OPENINGL

LINTEL PER

SCHEDULE

2 TYP. WALL VERT. IN

FIRST VERT. CELLS AT

EA. SIDE OF OPENING

CONT. THRU CMU

BOND BM.

U.N.O.

8" BRG.

EXTEND TO NEXT

BOND BM./LINTEL/FTG.

AS OCCURS BELOW

3 TYP. WALL

VERT. AT EA. SIDE

OF OPENING

GROUT SOLID BELOW

LINTEL BEARING

EXTEND ABOVE TO

NEXT CONT. BOND BM.

OR OPENING IN WALL

@ EXTERIOR WALL

CMU

WALL CMU

WALL

PREFAB TEE

HORIZ. REINF.

PREFAB CORNER HORIZ.

JOINT REINFORCING

@ CORNER

@ INTERSECTION

@ JOINT REINFORCEMENT

CLEAR OPENING

0'-8" TO 3'-4"

3'-4" TO 4'-8"

4'-8" TO 6'-0"

6'-0" TO 8'-0"

8'-0" TO 10'-0"

10'-0" TO 12'-0"

REINFORCING

6" CMU 8" CMU 12" CMU

DEPTH

MIN.

BRG.

8" 1-#4 1-#4 2-#5 8"

8" 1-#4 1-#4 2-#5 8"

8" 1-#4 1-#4 2-#5 8"

16" 1-#4 1-#4 2-#5 8"

16" 1-#4 1-#4 2-#5 12"

16" - - 2-#5 12"

NOTE:

1. EXTEND REINFORCING TO END OF BEARING AT EACH SIDE OF OPENING.

2. FILL WITH GROUT ALL CORES UNDER BEARING FROM BOTTM OF LINTEL

TO 48" MINIMUM BELOW LINTEL.

3. LINTELS OVER 12'-0" CLEAR SPAN OR SUPPORTING FLOOR OR ROOF

REQUIRE SPECIAL DESIGN.

4. THIS SCHEDULE IS FOR LIGHTWEIGHT BLOCK ONLY (95PCF MAX.)

8" N

O M

N O

M

WIDTH

NOM.

WIDTH

NOM.

TYPICAL DETAILS

8" NOM. DEPTH 16" NOM. DEPTH

GROUT STD.

UNIT

8"

UNIT

CMU MASONRY LINTEL SCHEDULE

CMU MASONRY LAP SPLICE SCHEDULE

BAR SIZE

COVER LAP

#3

#4

#5

#6

#7

#8

3.625" 5.625"

8" 12" 8" 12"

27" 27"

3.563" 5.563" 36" 36"

3.500" 5.500" 45" 45"

3.438" 5.438" 54" 54"

3.375" 5.375" 63" 63"

3.313" 5.313" 91" 72"

NOTES:

1. SINGLE BAR PER CELL.

2. BAR LOCATED @ CENTER

OF CELL.

3. f'm= 1500 PSI

4. f'y= 60000 PSI

STEEL ANGLE LOOSE LINTEL SCHEDULE FOR MASONRY VENEER

0'-8" TO 3'-4"

ONE ANGLE FOR EA. 4"

WYTHE MASONRY VENEER

DETAILCLEAR OPENING

L 3 1/2"x 3 1/2"x 1/4" 4"

3'-4" TO 5'-4" L 4"x 3 1/2"x 1/4" LLV 6"

5'-4" TO 7'-4" L 5"x 3 1/2"x 5/16" LLV 8"

7'-4" TO 10'-0" L 6"x 3 1/2"x 5/16" LLV 8"

NOM. 4"

WYTHE

NOTES:

1. WHERE LINTELS BEAR ON HOLLOW MASONRY UNITS FILL ALL CORES UNDER

BEARING WITH GROUT FROM BOTTOM OF LINTEL TO 16" MINIMUM BELOW LINTEL.

2. THESE LINTELS ARE NOT DESIGNED FOR MASONRY WALLS THAT CARRY FLOOR LOAD.

th re e i n c h e s o n e f o o t th re e q u a rt e rs i n c h o n e f o o t o n e i n c h o n e f o o t o n e a n d o n e h a lf i n c h e s o n e f o o t o n e h a lf i n c h o n e f o o t th re e e ig h th s i n c h o n e f o o t o n e e ig h th i n c h o n e f o o t o n e q u a rt e r in c h o n e f o o t 1 2 3 4 5

Drawing Title:Seal:

ARCHITECT / ENGINEERS:

Project Title:

Date:

Project Number:

Drawing Number:

Drawn:Checked:

Building Number:

D C

B A

Revisions:

8016 TOWER POINT DRIVE

CHARLOTTE, NC 28227

P 704.814.1320 F 704.321.0833

Project Phase:

D C

B A

1 2 3 4 5 6

Location:

CONSULTANTS:

Office of

Construction and Facilities

Management

LRSPC #16910

C:\Users\jlorch\Documents\16910 VAMC Clarksburg Parking Deck-Structural_jlorch.rvt

HDG PROJECT: 16013 S004

STRUCTURAL TYPICAL DETAILS

CONSTRUCTION DOCUMENTS 100%

CONSTRUCT PARKING

STRUCTURE

MAY 14, 2018 JARMSR

LOUIS A. JOHNSON VAMC

540-320

1.1

3/4" = 1'-0"A4

TYP. ISOLATION JOINT

3/4" = 1'-0"A1

TYP. CORNER REINFORCING

3/4" = 1'-0"A3

TYP. REINF. @ MAS. WALL

OPNG.

3/4" = 1'-0"A2

JT REINF. LAP SPLICE

1 82 3 5 6 7

A

B

C

4 4.5 5.7

243'-0"

'-0

'-0

4'

-0

49'-6" 36'-0" 15'-0" 36'-0" 36'-0" 36'-0" 34'-6"

24'-0" 12'-0" 30'-6" 5'-6"

48" DIA. 996'-0"

13'-0 321k

996'-0"

10'-0

42" DIA.

48" DIA. 996'-0"

13'-0

48" DIA. 996'-0"

10'-0

48" DIA. 996'-0"

13'-0 321k

48" DIA. 996'-0"

13'-0 368k

48" DIA. 996'-0"

13'-0

66" DIA. 996'-0"

15'-0 631k

54" DIA. 991'-0"

13'-0

60" DIA. 991'-0"

15'-0

60" DIA. 991'-0"

15'-0

54" DIA. 991'-0"

13'-0

54" DIA. 996'-0"

13'-0 454k

48" DIA. 996'-0"

13'-0

54" DIA. 994'-0"

10'-0 400k

60" DIA. 984'-0"

15'-0 556k

48" DIA. 982'-0"

10'-0

60" DIA. 988'-0"

15'-0

60" DIA. 981'-0"

13'-0 530k

54" DIA. 983'-0"

13'-0 409k

54" DIA. 978'-0"

13'-0 427k

48" DIA. 979'-0"

10'-0

66" DIA. 977'-0"

13'-0 584k

48" DIA. 979'-0"

10'-0

66" DIA. 981'-0"

13'-0 586k

48" DIA. 982'-0"

10'-0

54" DIA. 985'-0"

13'-0 439k

985'-0"

13'-0

48" DIA.

375k

60" DIA. 987'-0"

13'-0 496k

48" DIA. 987'-0"

13'-0 365k

42" DIA. 987'-0"

10'-0

54" DIA. 987'-0"

13'-0

66" DIA. 984'-0"

15'-0

66" DIA. 987'-0"

15'-0

54" DIA. 987'-0"

13'-0

66" DIA. 991'-0"

13'-0 614k

60" DIA. 985'-0"

13'-0 496k

48" DIA. 991'-0"

13'-0 496k

60" DIA. 981'-0"

15'-0 565k

987'-0"

10'-0

48" DIA. 988'-0"

10'-0

48" DIA. 987'-0"

10'-0

42" DIA.

B4

S301

B4

S301

B4

S301

B5

S301

B5

S301

B5

S301 B5

S301

B5

S301

C2

S301

C2

S301C3

S301

C3

S301

HSS8x4x5/16"

B1

S302

B2

S302

B5

S302

CJ CJ

CJ CJ

CJ CJ

CJ CJ

CJ CJ CJ

CJ CJ CJ

CJ CJ CJ

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

T/SLAB = 1000.0' 42" DIA. 996'-0"

10'-0

42" DIA. 987'-0"

10'-0

SIM

48" DIA. 987'-0"

10'-0

SEE NOTE 7

C5

S301

C1

S302

C2

S302

C2

S302

C3

S302

C3

S302

C3

S302

SIM

CJ CJ CJ

CJ CJ CJ

CJ CJ CJ

CJ CJ CJ

CJ CJ CJ

CJ CJ CJ

CJ CJ CJ

CJ CJ CJ

CJ CJ CJ

CJ CJ CJ

CJ CJ CJ

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

SEE NOTE 7

T/SLAB = 992' - 9"

B4

S301

'-6

1'

-6

14'-8"11'-9 7/8"

24'-9"

'-0

'-0

4"

'-2

27'-4"

'-0

'-0

10'-6"

3'-11 3/4"

26'-0 1/4" th re e i n c h e s o n e f o o t th re e q u a rt e rs i n c h o n e f o o t o n e i n c h o n e f o o t o n e a n d o n e h a lf i n c h e s o n e f o o t o n e h a lf i n c h o n e f o o t th re e e ig h th s i n c h o n e f o o t o n e e ig h th i n c h o n e f o o t o n e q u a rt e r in c h o n e f o o t 1 2 3 4 5

Drawing Title:Seal:

ARCHITECT / ENGINEERS:

Project Title:

Date:

Project Number:

Drawing Number:

Drawn:Checked:

Building Number:

D C

B A

Revisions:

8016 TOWER POINT DRIVE

CHARLOTTE, NC 28227

P 704.814.1320 F 704.321.0833

Project Phase:

D C

B A

1 2 3 4 5 6

Location:

CONSULTANTS:

Office of

Construction and Facilities

Management

PROJECT

NORTH

TRUE

NORTH

LRSPC #16910

C:\Users\jlorch\Documents\16910 VAMC Clarksburg Parking Deck-Structural_jlorch.rvt

HDG PROJECT: 16013 S101

FOUNDATION PLAN

CONSTRUCTION DOCUMENTS 100%

CONSTRUCT PARKING

STRUCTURE

MAY 14, 2018 JARMSR

LOUIS A. JOHNSON VAMC

540-320

1.1

GROUND LEVEL FOUNDATION PLAN NOTES:

1. DATUM (+0'-0") IS SET AT FIRST LEVEL ARCHITECTURALLY DEFINED FINISHED FLOOR ELEVATION

PROJECT CIVIL DRAWING).

2. ELEVATIONS FOR FOUNDATION ELEMENTS SUCH AS BOTTOM OF CAISSONS, TOP OF FOOTINGS, ESTIMATED BOTTOM OF EXISTING UNSUITABLE FILL, BASE OF WALLS, BOTTOM OF ELEVATOR PITS, ETC., ARE REFERENCED AS + OR - FROM DATUM ELEVATION. (i.e. T/SL +2'-6", T/W -5'-3", T/STL -6 1/4", ETC.)

3. CAISSON TO EXTEND TO A MINIMUM ELEVATION OF 978.0' AND HAVE SOCKETS INTO ROCK AS NOTED ON PLAN

(I.E. WITH 10'-0" ROCK SOCKET BOTTOM OF CAISSON WILL BE AT ELEVATION 968.0')

4. CAISSONS ARE NOTED ON PLAN WITH THE FOLLOWING DESIGNATIONS:

1/8" = 1'-0"D3

FOUNDATION PLAN

NOTE:

PRECAST TEES AND BEAMS

ARE TO BE DESIGNED TO

SUPPORT TOW TRUCKS AND

EMERGENCY VEHICLES.

SIZE T/CAISSON

ROCK SOCKET

DEPTH BELOW

978.0'

TOTAL

LOAD

5. TOP OF PIER ELEVATIONS ARE SHOWN ON PLAN. THIS ELEVATION VARIES DEPENDING ON THE FINISH FLOOR

ELEV. DEPTH OF GRADE BEAM BEARING ON THE PIER, OR CAP REQUIREMENTS.

6. T/FTG ELEVATIONS ARE SHOWN ON PLAN FOR STRIP AND SPREAD FOOTINGS. FOOTING STEPS ARE SHOWN IN RELATIVE LOCATIONS FROM DATUM (0'-0") U.N.O. SEE SHEET S003 & S004 "TYPICAL DETAILS" FOR FOOTING

STEP AND SPACING REQUIREMENTS.

7. TYPICAL FIRST LEVEL SLAB ON GRADE (S.O.G.) IS 5" NORMAL WEIGHT CONCRETE U.N.O. ON PLAN.

REINFORCE ALL S.O.G. WITH #4@18" O.C. EACH WAY ON 4" CRUSHED STONE BASE. SEE ARCH. DWGS.

AND SPECIFICATIONS FOR MOISTURE BARRIER/RETARDER.

8. AT SLOPING GRADE BEAMS PROVIDE BOTTOM OF GRADE BEAM ELEVATION TO MATCH T/PIER ELEVATION

NOTED AT EACH END. OTHER GRADE BEAMS ARE LEVEL AT T/GB ELEVATION NOTED ON PLAN.

9. REFER TO DRAWING S301 FOR DRILLED PIER SCHEDULE AND DETAIL.

A

B

C

4.5

4.5

5.7

5.7

243'-0"

RAMP

DOWN

RAMP

UP

SHEARWALL

S H

E A

R W

A

LL

T/SLAB

=1000.0'

RAMP

DOWN

SHEARWALL

RAMP

UP

T/SLAB=

1005'-5 1/4"

S H

E A

R W

A

LL

49'-6" 36'-0" 15'-0" 36'-0" 36'-0" 36'-0" 34'-6"

24'-0" 12'-0" 30'-6" 5'-6"

4'

-0

'-0

'-0