ATTACHMENT A - 3 of11 501-17-105 Dwg Struc 07-20-22.pdf

CODE:

THE BUILDING STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE 2018

INTERNATIONAL BUILDING CODE REQUIREMENTS.

DESIGN LOADS:

EXISTING BUILDING (ACCORDING TO AS-BUILT DRAWINGS PROVIDED BY VA DATED

OCTOBER 1978)

1. ROOF LOADING:

• LIVE LOAD 20 PSF

• DEAD LOAD 28 PSF

• HANGING LOADS 75 PSF

2. MEZZANINE LOADING:

• LIVE LOAD 150 PSF

• DEAD LOAD 61 PSF

3. WIND LOADING:

• WIND PRESSURE 25 PSF

REVISED LOADING

1. ROOF LOADING:

• LIVE LOAD 20 PSF

• MECH'L EQUIPMENT CATWALK PLATFORM 40 PSF

• DEAD LOAD 28 PSF + ADDED SELF WEIGHT

• HANGING LOADS 75 PSF

2. MEZZANINE LOADING:

• LIVE LOAD 150 PSF

• DEAD LOAD 85 PSF

• HANGING LOADS 75 PSF

3. STAIRS:

• LIVE LOAD 100 PSF (UNREDUCIBLE)

• DEAD LOAD 40 PSF

4. WIND LOAD:

• RISK CATEGORY IV

• BASIC WIND SPEED, V : 115 MPH

• EXPOSURE CATEGORY: C

• IMPORTANCE FACTOR, Iw: 1.0

• MEAN ROOF HEIGHT: 26.5 FT

• INTERNAL PRESSURE COEFFICIENT +/- 0.18

• G: 0.85

• Kd: 0.85

• Kzt: 1.0

• Kz: 0.96

• ENCLOSURE CLASSIFICATION: ENCLOSED BUILDING

5. SEISMIC LOADS:

• RISK CATEGORY IV

• IMPORTANCE FACTOR, Ie : 1.5

• SEISMIC SITE CLASS: D

• Ss: 0.413

• S1: 0.133

• SDS: 0.404

• SD1: 0.207

• SEISMIC DESIGN CATEGORY: D

• BASIC SEISMIC FORCE RESISTING SYSTEM:

• INTERMEDIATE STEEL MOMENT FRAMES

• R: 4.5

• Ω: 2.5

• Cd: 4.0

• Cs: 0.135

• BASE SHEAR, V: 0.135W

6. SNOW LOAD:

• RISK CATEGORY IV

• GROUND SNOW LOAD, Pg : 10.0 PSF

• IMPORTANCE FACTOR, Is: 1.20

• THERMAL FACTOR, Ct : 1.00

• EXPOSURE: C

• EXPOSURE FACTOR: 1.20

• FLAT ROOF SNOW LOAD, Pf: 10.1 PSF

• MINIMUM SNOW LOAD, Pm: 12.0 PSF

• SLOPED ROOF FACTOR, Cs: 1.0

• DESIGN ROOF SNOW LOAD, Ps: 15.1 PSF**

**(ROOF LIVE LOAD CONTROLS)

COMPONENTS AND CLADDING WIND PRESSURE:

a a a a

5 5

SURFACE PRESSURE (PSF)

NOTES:

1. POSITIVE PRESSURE AND NEGATIVE PRESSURE SIGNIFY PRESSURES ACTING

TOWARD AND AWAY FROM THE SURFACES, RESPECTFULLY.

2. EACH COMPONENT SHALL BE DESIGNED FOR MAXIMUM POSITIVE AND NEGATIVE

PRESSURES.

a = 21.5 FEET

EFFECTIVE WIND AREA (SQ. FT)

COMPONENT ZONE

10 SQ. FT 50 SQ. FT 100 SQ. FT

NEGATIVE PRESSURE: ZONE 1

POSITIVE PRESSURE: ZONE 1

NEGATIVE PRESSURE: ZONE 2

NEGATIVE PRESSURE: ZONE 3

POSITIVE PRESSURE: ZONE 2&3

-31.1 PSF -29.3 PSF -28.5 PSF

16.0 PSF

-52.2 PSF -39.3 PSF -33.7 PSF

28.5 PSF 25.5 PSF 24.3 PSF

16.0 PSF 16.0 PSF

-52.2 PSF -39.3PSF -33.7 PSF

PARAPET

NEGATIVE PRESSURE: ZONE 4

NEGATIVE PRESSURE: ZONE 5

POSITIVE PRESSURE: ZONE 4&5

73.8 PSF

-30.8 PSF -27.9 PSF -26.6 PSF

28.5 PSF 25.5 PSF 24.3 PSF

57.4 PSF 50.3 PSF

-37.9 PSF -32.1 PSF -29.6 PSF

FOUNDATIONS:

1. GEOTECHNICAL CONSULTANT: NA

2. REPORT NUMBER: NA

3. REPORT DATE: NA

4. SPREAD FOOTINGS SHALL BEAR ON COMPACTED FILL. FOR FILL REQUIREMENTS,

SEE SOIL REPORT. DESIGN SOIL BEARING VALUE 2,000 PSF. BOTTOM OF FOOTINGS

TO BE 2'-0" MINIMUM BELOW FINISHED GRADE. FINISHED GRADE IS DEFINED AS TOP

OF SLAB FOR INTERIOR FOOTINGS AND LOWEST ADJACENT FINISHED GRADE

WITHIN 5 FEET FOR PERIMETER FOOTINGS. FOUNDATION EXCAVATIONS SHALL BE

INSPECTED BY GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT OF CONCRETE.

EXISTING DRAWINGS:

1. INFORMATION SHOWN AS EXISTING WAS SUPPLIED BY THE OWNER. THE DRAWINGS

WERE PREPARED BY W.C. KRUGER AND ASSOCIATES ARCHTECTS PLANNERS INC.

AND R.D. KRAUSE ENGINEERS STRUCTURAL ENGINEERS, DATED OCTOBER, 1978.

EXISTING STRUCTURE:

1. EXISTING STRUCTURAL DIMENSIONS AND MEMBER SIZES ARE FOR REFERENCE

ONLY. CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD PRIOR TO

FABRICATION. THE CONTRACTOR SHALL VERIFY THE ACTUAL CONFIGURATION OF

EXISTING CONSTRUCTION AND THE CONDITION OF THE STRUCTURE BEFORE

BEGINNING WORK. ANY DISCREPANCIES OR UNSOUND CONDITIONS SHALL BE

REPORTED TO THE ARCHITECT FOR RESOLUTION BEFORE BEGINNING WORK.

REFER TO ARCHITECTURAL PLANS FOR DIMENSIONS, EMBEDMENTS, AND OPENINGS

NOT SHOWN. REFER TO MECHANICAL AND ELECTRICAL PLANS FOR DUCTS, PIPING,

EMBEDMENTS, AND OPENINGS NOT SHOWN.

2. TEMPORARY SHORING AND BRACING MAY BE NECESSARY IN ORDER TO PERFORM

THE NECESSARY STRUCTURAL MODIFICATIONS TO THE EXISTING STRUCTURE

SHOWN ON THE STRUCTURAL AND ARCHITECTURAL PLANS AND DETAILS. THE

CONTRACTOR MUST RETAIN A LICENSED STRUCTURAL ENGINEER WHO SHALL

INVESTIGATE WHERE THIS TEMPORARY SHORING/BRACING IS REQUIRED, AND

SHALL DESIGN THIS TEMPORARY SHORING/BRACING.

GENERAL:

1. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE

FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION.

THE CONTRACTOR IS RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS,

TECHNIQUES, SEQUENCES AND PROCEDURES.

2. THE CONTRACTOR IS RESPONSIBLE FOR SAFETY PRECAUTIONS AND PROGRAMS IN

CONNECTION WITH THE WORK THAT CONFORMS TO THE REGULATIONS OF THE

OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OSHA) SAFETY AND HEALTH

STANDARDS FOR THE CONSTRUCTION INDUSTRY.

3. CONSTRUCTION MATERIAL SHALL BE SPREAD OUT IF PLACED ON FRAMED FLOORS

OR ROOF. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT.

4. WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS FOR MATERIALS, SUCH

STANDARDS SHALL BE THE LATEST EDITION AND/OR ADDENDUM.

5. ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR ARCHITECTURAL,

MECHANICAL, ELECTRICAL AND PLUMBING WITH APPROPRIATE TRADES, DRAWINGS

AND SUBCONTRACTORS PRIOR TO CONSTRUCTION. DO NOT PENETRATE ANY

STRUCTURAL ELEMENTS (BEAMS, COLUMNS, WALLS, SLABS, STEEL DECKS, ETC.)

WITHOUT PRIOR WRITTEN APPROVAL OF STRUCTURAL ENGINEER THROUGH

ARCHITECT OR OWNER.

6. OPTIONS ARE FOR CONTRACTOR'S CONVENIENCE. HE SHALL BE RESPONSIBLE FOR

ALL CHANGES NECESSARY IF HE CHOOSES AN OPTION AND HE SHALL COORDINATE

ALL DETAILS.

7. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL

STRUCTURAL NOTES AND TYPICAL DETAILS. WHERE NO SPECIFIC DETAILS ARE

SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE PROJECT.

8. TYPICAL DETAILS ARE NOT CUT ON DRAWINGS, BUT APPLY UNLESS NOTED

OTHERWISE.

9. WHERE ANY DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL

STRUCTURAL NOTES AND SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL

GOVERN.

10. ANY ENGINEERING DESIGN PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW

SHALL BEAR THE SEAL OF A CIVIL OR STRUCTURAL ENGINEER REGISTERED IN THE

STATE IN WHICH THE PROJECT IS LOCATED. SUPPLIER OF ENGINEERED

STRUCTURAL COMPONENTS SHALL BE RESPONSIBLE FOR COMPLETE DESIGN AND

SHALL USE ALL CONTRACT DOCUMENTS FROM ALL DISCIPLINES.

11. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS WITH

ARCHITECTURAL DRAWINGS AND FINISHED GRADE WITH CIVIL DRAWINGS PRIOR TO

START OF CONSTRUCTION. ALL DIMENSIONS SHOWN ON STRUCTURAL DRAWINGS

ARE TO ASSIST CONTRACTOR IN VERIFICATION. DO NOT SCALE DIMENSIONS FROM

DRAWINGS.

12. ITEMS SHOWN BY OTHER DISCIPLINES WITH REFERENCE TO STRUCTURAL

DRAWINGS BUT NOT SHOWN ON THESE STRUCTURAL DRAWINGS SHALL BE

CONSIDERED DESIGN BUILD ITEMS. CONTRACTOR SHALL SUBMIT DESIGN BY

OTHERS FOR REVIEW

SHORING:

1. THE CONTRACTOR IS RESPONSIBLE FOR THE STRENGTH AND STABILITY OF THE

STRUCTURE DURING CONSTRUCTION AND SHALL PROVIDE TEMPORARY SHORING,

BRACING, AND OTHER ELEMENTS REQUIRED TO MAINTAIN STABILITY UNTIL THE

STRUCTURES IS COMPLETE. SHORING DESIGN SHALL BE PROVIDED BY A CIVIL OR

STRUCTURAL ENGINEER REGISTERED IN THE STATE IN WHICH THE PROJECT IS

LOCATED. IT IS THE CONTRACTOR'S RESPONSIBILITY TO BE FAMILIAR WITH THE

WORK REQUIRED IN THE CONSTRUCTION DOCUMENTS AND THE REQUIREMENTS

FOR EXECUTING IT PROPERLY.

DEMOLITION:

1. DEMOLITION OF EXISTING STRUCTURE TO BE REMOVED SHALL BE PERFORMED BY

THE CONTRACTOR USING MEANS NECESSARY TO PREVENT DAMAGE TO THE

EXISTING STRUCTURE TO REMAIN. DAMAGE TO THE EXISTING STRUCTURE TO

REMAIN SHALL BE REPAIRED AT THE CONTRACTOR'S EXPENSE USING METHODS

REVIEWED BY THE STRUCTURAL ENGINEER. IF EXISTING CONDITIONS DIFFER FROM

THOSE SHOWN IN THE CONTRACT DOCUMENTS, CONTACT STRUCTURAL ENGINEER

THROUGH ARCHITECT PRIOR TO PROCEEDING WITH WORK.

DEFERRED SUBMITTALS:

1. DEFERRED SUBMITTALS ARE THOSE PORTIONS OF THE DESIGN WHICH ARE NOT

SUBMITTED AT THE TIME OF PERMIT APPLICATION AND WHICH ARE TO BE

SUBMITTED TO THE COR WITHIN A SPECIFIED PERIOD.

2. SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED

TO THE ENGINEER OF RECORD THROUGH THE ARCHITECT AND GENERAL

CONTRACTOR WITHIN 6 WEEKS OF AWARD OF CONTRACT TO THE GENERAL

CONTRACTOR. ONCE THE SUBMITTAL DOCUMENTS HAVE BEEN FOUND TO BE IN

GENERAL CONFORMANCE TO THE CONTRACT DOCUMENTS, THE ENGINEER OF

RECORD WILL FORWARD THEM TO THE ARCHITECT WITH A NOTATION INDICATING

THAT THEY ARE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING.

THE ARCHITECT WILL FORWARD THE DEFERRED SUBMITTAL DOCUMENTS TO THE

GENERAL CONTRACTOR WHO WILL MAINTAIN ONE SET ON SITE FOR REFERENCE BY

THE CITY INSPECTOR. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED

UNTIL THE SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE COR.

3. ITEMS THAT ARE SUBMITTED FOR CONSIDERATION AS DEFERRED SUBMITTALS ARE

AS FOLLOWS:

• STEEL STAIRS

• PRCAST HOLLOW CORE CONCRETE PLANKS

• MECHANICAL SCREEN WALL

SHOP DRAWINGS:

1. SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS AND ITEMS

REQUIRED BY ARCHITECTURAL SPECIFICATIONS. UNITED STRUCTURAL DESIGN, LLC.

ASSUMES NO RESPONSIBILITY FOR THE FAILURE OF THE CONTRACTOR TO SUBMIT

SHOP DRAWINGS FOR REVIEW.

2. ITEMS NOT IN ACCORDANCE WITH CONTRACT DOCUMENTS SHALL BE FLAGGED

UPON CONTRACTORS REVIEW

3. THE CONSTRUCTION DOCUMENTS MAY NOT BE REPRODUCED FOR USE AS SHOP

DRAWINGS.

4. ELECTRONIC FILES OF CONSTRUCTION DOCUMENTS WILL NOT BE MADE AVAILABLE

FOR USE AS SHOP DRAWINGS.

5. VERIFY ALL DIMENSIONS AND FINISHED GRADE WITH ARCHITECTURAL DRAWINGS,

CIVIL DRAWINGS, AND FIELD CONDITIONS.

6. THE ENGINEER OF RECORD HAS THE RIGHT TO APPROVE OR DISAPPROVE ANY

CHANGES TO CONTRACT DOCUMENTS AT ANYTIME BEFORE OR AFTER SHOP

DRAWING REVIEW.

7. ITEMS OMITTED OR SHOWN INCORRECTLY AND ARE NOT FLAGGED BY THE

STRUCTURAL ENGINEER OR ARCHITECT SHALL NOT BE CONSIDERED CHANGES TO

THE CONTRACT DOCUMENTS.

8. SHOP DRAWINGS DO NOT REPLACE THE CONTRACT DOCUMENTS. REVIEWING IS

INTENDED ONLY AS AN AID TO THE CONTRACTOR IN OBTAINING CORRECT SHOP

DRAWINGS. IT IS THE CONTRACTOR’S RESPONSIBILITY TO ENSURE ALL ITEMS ARE

CONSTRUCTED ACCORDING TO THE CONTRACT DOCUMENTS.

CONCRETE:

1. CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI 301, "STANDARD

SPECIFICATIONS FOR STRUCTURAL CONCRETE" AND ACI 318, "BUILDING CODE

REQUIREMENTS FOR STRUCTURAL CONCRETE".

2. ADDITION OF WATER TO THE BATCH FOR MATERIAL WITH INSUFFICIENT SLUMP WILL

NOT BE PERMITTED, UNLESS THE SUPPLIER HAS SPECIFICALLY WITHHELD WATER

FROM THE BATCH AT THE PLANT. IN SUCH CASE THE MIX DESIGN AND TRUCK

TICKET MUST CLEARLY STATE THE MAXIMUM AMOUNT OF WATER THAT CAN BE

ADDED TO THE BATCH ON SITE. IN NO CASE SHALL THE DESIGN WATER TO

CEMENTITIOUS MATERIAL RATIO BE EXCEEDED.

3. CONCRETE CONTAINING SUPERPLASTICIZING ADMIXTURE SHALL HAVE A SLUMP OF

4" +/- 1", TO BE FIELD VERIFIED, PRIOR TO ADDING ADMIXTURE, AND NOT EXCEEDING

8" AT PLACEMENT.

4. MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED, EXCEPT THAT SLABS ON

GRADE NEED BE VIBRATED ONLY AROUND UNDER-FLOOR DUCTS, SLAB EDGES,

REINFORCING, KEYS, ETC. MECHANICALLY VIBRATE ONLY THE TOP 5 FEET OF

DRILLED PIER CONCRETE. REVIBRATE TOP OF DRILLED PIER 15 MINUTES AFTER

PLACING CONCRETE.

5. UNLESS APPROVED OTHERWISE IN WRITING BY THE ARCHITECT, ALL CONCRETE

SLABS ON GRADE SHALL BE BOUND BY CONSTRUCTION JOINTS, KEYED OR SAW

CUT, SUCH THAT THE ENCLOSED AREA DOES NOT EXCEED 250 SQUARE FEET.

KEYED CONSTRUCTION JOINTS NEED ONLY OCCUR AT EXPOSED EDGES DURING

POURING. ALL OTHER JOINTS MAY BE SAW CUT. CONTRACTOR SHALL SUMBIT

PROPOSED SAWCUT AND CONSTRUCTION JOINT LAYOUT FOR REVIEW PRIOR TO

CONSTRUCTION. CAST CLOSURE POUR AROUND COLUMNS AFTER DEAD LOAD IS

APPLIED.

6. TEST DATA FOR CONCRETE SUBMITTALS SHALL BE SUBMITTED FOR REVIEW PRIOR

TO PLACEMENT OF CONCRETE. REFERENCE ACI 318 CHAPTER 5, TABLE R5.3 FOR

SPECIFIC REQUIREMENTS.

7. CLOSURE POUR SHALL BE CAST AROUND COLUMNS AFTER FULL COLUMN DEAD

LOAD HAS BEEN APPLIED.

8. IF PERMITTED BY ARCHITECTURAL SPECIFICATIONS, FLY ASH SHALL BE LIMITED TO

25% OF THE TOTAL CEMENTITIOUS MATERIALS BY WEIGHT. FLY ASH PER ASTM C618.

FLY ASH SHALL NOT BE USED IN ARCHITECTURALLY EXPOSED CONCRETE OR IN

SLABS WITH AN ACID OR BURNISHED FINISH.

9. CONCRETE TESTING SAMPLES SHALL BE CAST FOR EACH CLASS OF CONCRETE

PLACED EACH DAY. ONE SAMPLE SHALL BE TAKEN EVERY 150 YD3. CONCRETE

SAMPLING PER ASTM C31 AND TESTING OF SAMPLES PER ASTM C39.

10. VAPOR BARRIER IF REQUIRED BY ARCHITECTURAL SPECIFICATION OR SOILS

REPORT SHALL CONSIST OF A MINIMUM 15 MIL MATERIAL LAPPED A MINIMUM OF 6

INCHES AND TAPED PER MANUFACTURER RECOMMENDATIONS. REFER TO SOILS

REPORT FOR ADDITIONAL INFORMATION.

11. AT CONCRETE OVER PRECAST TEES OR STEEL DECK, ACTUAL CONCRETE VOLUMES

MAY EXCEED THEORETICAL VOLUMES DUE TO CAMBER AND DEFLECTION.

CONTRACTOR SHOULD MAKE ALLOWANCE FOR THIS IN THE BID. NO CLAIMS FOR

ADDITIONAL CONCRETE VOLUMES WILL BE ALLOWED.

12. DRILLED PIER CONCRETE SHALL BE CHANNELED TO FREE FALL DOWN THE SHAFT

WITHOUT STRIKING THE REINFORCING OR THE SIDES OF THE SHAFT. MAXIMUM

HEIGHT OF FREE-FALL IS 10'-0".

13. CONCRETE PROPERTIES:

CONCRETE USE MINIMUM 28 DAY COMPRESSIVE

STRENGTH

UNLESS NOTED OTHERWISE

ALL CONCRETE SHALL BE 3,000 PSI

CONCRETE OVER STEEL DECK 3,000 PSI

WALLS 3,000 PSI

SLABS ON GRADE 4,000 PSI

FOOTINGS AND STEM WALLS 3,000 PSI

DRYPACK/FLOWABLE GROUT:

1. THE SPACE BENEATH ALL BASEPLATES AND BEARING PLATES SHALL BE

THOROUGHLY CLEANED BEFORE DRYPACKING OR GROUTING. DRYPACK/GROUT

SOLID BENEATH ALL BASEPLATES AND BEARING PLATES (MINIMUM 95% BEARING).

NO VOIDS ARE PERMISSIBLE. USE OF DRYPACK OR FLOWABLE GROUT IS AT THE

CONTRACTORS OPTION UNLESS SPECIFICALLY NOTED ON THE PLANS OR DETAILS.

DRYPACK/GROUT PER THE FOLLOWING:

• DRYPACK - PORTLAND CEMENT, ASTM C150, TYPE I; AND CLEAN, NATURAL SAND,

ASTM C404, SIZE NO. 2. MIX AT RATIO OF 1 PART CEMENT TO 2-1/2 PARTS SAND, BY

VOLUME, WITH MINIMUM WATER REQUIRED FOR PLACEMENT AND HYDRATION.

MINIMUM COMPRESSIVE STRENGTH SHALL BE 3000 PSI AT 28 DAYS WHEN TESTED IN

ACCORDANCE WITH ASTM C109.

• FLOWABLE GROUT - PREMIXED, NONMETALLIC, NONCORROSIVE, NONSTAINING

GROUT CONTAINING SELECTED SILICA SANDS, PORTLAND CEMENT, SHRINKAGE

COMPENSATING AGENTS, PLASTICIZING AND WATER-REDUCING AGENTS,

COMPLYING WITH ASTM C1107, OF CONSISTENCY SUITABLE FOR APPLICATION, AND

A 30-MINUTE WORKING TIME. MINIMUM COMPRESSIVE STRENGTH SHALL BE 5000 PSI

AT 28 DAYS WHEN TESTED IN ACCORDANCE WITH ASTM C1107. GROUT MUST BE

CURED WITH WATER OR AN ASTM C309 CURE.

MASONRY:

1. MASONRY WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI 530, "BUILDING

CODE REQUIREMENTS FOR MASONRY STRUCTURES".

2. ALL UNITS SHALL BE LAID IN RUNNING BOND UNLESS NOTED OTHERWISE. VERTICAL

ALIGNMENT OF CELLS SHALL MAINTAIN A CONTINUOUS CLEAR, UNOBSTRUCTED

CELL NOT LESS THAN 3 INCHES SQUARE. MINIMUM DEPTH OF HORIZONTAL BOND

BEAM CHANNEL BELOW TOP OF UNIT SHALL BE 1 1/2", AND CHANNEL SHALL BE 3"

WIDE MINIMUM. ALL UNITS SHALL BE FREE OF DUST AND DIRT AT THE TIME OF

LAYING.

3. MORTAR SHALL CONFORM TO ASTM C270 AND SHALL BE TYPE S WITH

COMPRESSIVE STRENGTH = 2,000 PSI. MASONRY CEMENT AND EXTENDED LIFE

MORTAR SHALL NOT BE USED.

4. GROUT SHALL CONFORM TO ASTM C-476. GROUT FOR WALLS CONSTRUCTED WITH

HOLLOW CONCRETE MASONRY UNITS OR FOR TWO-WYTHE WALLS SHALL HAVE AN

F'g = 2000 PSI. GROUT FOR WALLS CONSTRUCTED WITH HOLLOW BRICK MASONRY UNITS SHALL HAVE AN F'g = 3000 PSI.

5. VERTICAL REINFORCING (UNLESS NOTED OTHERWISE): PLACE #4 (6" WALLS), #5 (8"

WALLS), #5 (12" WALL) BAR IN CENTER OF GROUT AT CENTER OF WALL,

CONTINUOUS FULL HEIGHT OF WALL, WITH ONE BAR AT ALL CORNERS,

INTERSECTIONS, WALL ENDS, BEAM BEARING, JAMBS AND EACH SIDE OF CONTROL

JOINTS AND AT INTERVALS NOT TO EXCEED 48" O.C. TIE AT 8'-0" VERTICALLY, WITH

SINGLE WIRE LOOP TIE BY A.A. PRODUCTS COMPANY. UNLESS NOTED OTHERWISE,

LAP SPLICES SHALL BE PER LAP SPLICE SCHEDULE IN TYPICAL DETAILS. DOWEL ALL

VERTICAL REINFORCING TO FOUNDATION WITH STANDARD 90 DEGREE HOOKED

DOWELS TO MATCH VERTICAL REINFORCING.

6. HORIZONTAL REINFORCING (UNLESS NOTED OTHERWISE): PLACE (2) #4 (6" WALL), (2)

#5 (8" WALL), (2) #5 (12" WALL) BARS IN MINIMUM 8" DEEP GROUTED CONTINUOUS

BOND BEAM AT ROOF AND ELEVATED FLOOR LINES. PLACE #4 (6" WALL), #5 (8"

WALL), #5 (12" WALL) BAR IN MINIMUM 8" DEEP GROUTED CONTINUOUS BOND BEAM

AT TOP OF PARAPET OR TOP OF A FREE-STANDING WALL. PLACE THESE BARS

CONTINUOUS THROUGH CONTROL JOINT. WRAP MASTIC TAPE FOR 1'-6" EACH SIDE

OF CONTROL JOINT. PROVIDE BENT BARS, TO MATCH HORIZONTAL BOND BEAM

REINFORCING, AT CORNERS AND WALL INTERSECTIONS TO MAINTAIN BOND BEAM

CONTINUITY. UNLESS NOTED OTHERWISE, LAP SPLICES SHALL BE PER TYPICAL

REINFORCING BAR SPLICE DETAIL. STAGGER ALTERNATE SPLICES A MINIMUM OF

4'-0". PROVIDE STANDARD WEIGHT (NO.9 GAGE WIRE) DUR-O-WALL OR DUR-O-WIRE

LADDER TYPE JOINT REINFORCING AT 16" O.C. IN MASONRY WALLS. LAP JOINT

REINFORCING 6" MINIMUM.

7. GROUT SHALL BE CONSOLIDATED BY MECHANICAL VIBRATION DURING PLACING AND

RECONSOLIDATED AFTER EXCESS MOISTURE HAS BEEN ABSORBED, BUT BEFORE

WORKABILITY IS LOST.

8. PROVIDE CLEANOUTS IF GROUT POUR EXCEEDS 5'-0" IN HEIGHT. IF CLEANOUTS ARE

PROVIDED, GROUT POUR MAXIMUM HEIGHT = 12'-0", IN LIFTS NOT TO EXCEED 6'-0".

9. UNLESS NOTED OTHERWISE ON THE PLANS, PLACE CONTROL JOINTS IN MASONRY

WALLS SUCH THAT NO STRAIGHT RUN OF WALL EXCEEDS 24'-0". CONTROL JOINTS

SHALL NOT OCCUR WITHIN 24" OF WALL CORNERS, INTERSECTIONS, ENDS OVER

OPENINGS, OR WITHIN 24" OF JAMBS OR CONCENTRATED LOADS. CONTRACTOR

SHALL PROVIDE MCJ LAYOUT TO ARCHITECT AND ENGINEER OF RECORD FOR

REVIEW PRIOR TO START OF CONSTRUCTION.

10. GROUT ALL CELLS CONTAINING REINFORCING AND ALL MASONRY BELOW GRADE.

11. MASONRY UNIT PROPERTIES:

a. HOLLOW CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 WITH A

COMPRESSIVE STRENGTH OF 2000 PSI AND A DENSITY BETWEEN 105 PCF AND 125

PCF (MEDIUM WEIGHT). F'm FOR DESIGN IS 2000 PSI.

STEEL REINFORCING:

1. ALL BARS PER CRSI SPECIFICATIONS AND HANDBOOK. LATEST ACI CODE AND

DETAILING MANUAL APPLY. SECURELY TIE ALL BARS IN LOCATION BEFORE PLACING

CONCRETE. REINFORCING BAR SPACINGS GIVEN ARE MAXIMUM ON CENTERS.

2. ALL REINFORCING TO BE WELDED SHALL BE WELDED IN ACCORDANCE WITH AWS

D1.4. NO TACK WELDING OF REINFORCING BARS IS ALLOWED WITHOUT PRIOR

REVIEW OF PROCEDURE BY STRUCTURAL ENGINEER.

3. REINFORCING LAP SPLICES IN CONCRETE SHALL BE PER TYPICAL DETAIL UNLESS

NOTED OTHERWISE. ALL SPLICE LOCATIONS ARE SUBJECT TO APPROVAL. PROVIDE

BENT CORNER BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT CORNERS AND

INTERSECTIONS OF FOOTINGS AND WALLS.

4. LAP IN WELDED WIRE FABRIC SHALL BE MADE SO THAT THE OVERLAP MEASURED

BETWEEN THE OUTERMOST CROSS WIRES OF EACH FABRIC SHEET IS NOT LESS

THAN THE SPACING OF CROSS WIRES PLUS 2 INCHES.

5. TYPICAL REINFORCING BAR STRENGTHS

6. REINFORCING (NON-WELDABLE): ASTM A615, DEFORMED, Fy = 60 KSI

7. REINFORCING (WELDABLE): ASTM A706, DEFORMED, Fy = 60 KSI

8. WELDED WIRE FABRIC: ASTM A185, WIRE PER ASTM A82

6. TYPICAL CLEAR CONCRETE COVERAGES

• CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"

• FORMED CONCRETE EXPOSED TO EARTH OR WEATHER:

#6 AND LARGER: 2"

#5 AND SMALLER: 1 1/2"

• FORMED CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:

SLABS, WALLS OR JOISTS:

#14 AND LARGER: 1 1/2”

#11 AND SMALLER: 3/4”

• BEAMS, COLUMNS (TO PRIMARY REINF., TIES OR STIRRUPS): 1 1/2”

ALL OTHERS PER LATEST EDITION OF ACI 318.

STRUCTURAL STEEL:

1. LATEST AISC AND AWS CODES APPLY. THE WORD APPROVED INSPECTION 4.4 OF

THE AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES IS

REDEFINED AS REVIEWED.

2. STEEL SHALL BE FINISHED AT LOCATIONS EXPOSED TO WEATHER WITH A

CORROSION RESISTANT COATING APPLICABLE TO WEATHER AND EXPOSURE

CONDITIONS OF PROJECT LOCATION.

3. WHEN STRUCTURAL STEEL IS FURNISHED TO A SPECIFIED MINIMUM YIELD POINT

GREATER THAN 36 KSI, THE ASTM OR OTHER SPECIFICATION DESIGNATION SHALL

BE INCLUDED NEAR THE ERECTION MARK ON EACH SHIPPING ASSEMBLY OR

IMPORTANT CONSTRUCTION COMPONENT OVER ANY SHOP COAT OF PAINT PRIOR

TO SHIPMENT FROM THE FABRICATORS PLANT.

4. IF IT IS NECESSARY TO SPLICE ANY MEMBER, SPLICE LOCATIONS ARE SUBJECT TO

REVIEW BY STRUCTURAL ENGINEER. SPLICES SHALL BE FULL PENETRATION

WELDED AND TESTED PER THIS SECTION. INDICATE ALL SPLICE LOCATIONS, AND

WELDING PROCEDURES ON SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION.

5. ALL BEAMS SHALL BE ERECTED WITH THE NATURAL CAMBER UPWARDS.

6. ALL BOLTS SHALL BE INSTALLED WITH STEEL WASHERS.

7. ALL REFERENCE TO HEADED STUDS SHALL INDICATE AUTOMATIC WELDED HIGH

STRENGTH HEADED STUDS (NELSON OR EQUIVALENT). SHEAR CONNECTORS

SHALL BE NELSON TYPE S3L OR EQUIVALENT AND SHALL BE MANUFACTURED FROM

COLD DRAWN STEEL CONFORMING TO ASTM A 108. STUDS SHALL CONFORM TO ALL

REQUIREMENTS OF THE LATEST EDITION OF THE AWS C5.4 "RECOMMENDED

PRACTICES FOR STUD WELDING" AND THE AWS D1.1 "STRUCTURAL WELDING

CODE" PUBLISHED BY THE AMERICAN WELDING SOCIETY. CONFORMANCE SHALL

INCLUDE, BUT NOT BE LIMITED TO, ALL QUALITY CONTROL TESTING PROVISIONS OF

THE AFOREMENTIONED PUBLICATIONS.

8. HEADED SHEAR CONNECTOR STUDS ON COMPOSITE STEEL BEAMS SHALL BE 3/4"

DIAMETER TYPICAL UNLESS NOTED OTHERWISE AND UNIFORMLY SPACED. FOR

LENGTH AND SPACING REQUIREMENTS, SEE TYPICAL DETAIL. USE NOT MORE THAN

ONE STUD PER RIB WHERE THE NUMBER OF STUDS REQUIRED IS LESS THAN OR

EQUAL TO THE NUMBER OF RIBS AVAILABLE. WHERE THE NUMBER OF STUDS

REQUIRED EXCEEDS THE NUMBER OF RIBS AVAILABLE, PLACE A MINIMUM OF ONE

STUD PER RIB FULL LENGTH OF THE BEAM. PLACE ADDED STUDS (NO MORE THAN

TWO PER RIB TOTAL) IN EACH RIB BEGINNING AT THE SUPPORTS AT EACH END AND

MOVING TOWARDS MIDSPAN UNTIL REQUIRED NUMBER OF STUDS ARE SUPPLIED.

MAXIMUM LONGITUDINAL STUD SPACING IS 32" CENTER TO CENTER. CONTRACTOR

SHALL SUBMIT SHOP DRAWINGS FOR REVIEW PRIOR TO INSTALLATION. HEADED

STUD LENGTHS AS SPECIFIED SHALL BE INTERPRETED AS THE FINISHED LENGTH

AFTER INSTALLATION.

9. ALL WELDING BY WELDERS HOLDING VALID CERTIFICATES AND HAVING CURRENT

EXPERIENCE IN TYPE OF WELD SHOWN ON THE DRAWINGS OR NOTES,

CERTIFICATES SHALL BE THOSE ISSUED BY AN INDEPENDENT TESTING AGENCY.

10. ALL WELDING DONE BY E70 SERIES LOW HYDROGEN RODS. USE E90 SERIES FOR

ASTM A706 REINFORCING BARS. USE E308 SERIES FOR STAINLESS TO STAINLESS

WELDS AND E309 SERIES FOR STAINLESS TO CARBON STEELS.

11. ALL WELDING PER AMERICAN WELDING SOCIETY STANDARDS. ALL WELDS ON

DRAWINGS ARE SHOWN AS SHOP WELDS. CONTRACTOR MAY SHOP WELD OR FIELD

WELD AT HIS DISCRETION. SHOP WELDS OR FIELD WELDS SHALL BE SHOWN ON

SHOP DRAWINGS.

12. SLAG SHALL BE REMOVED FROM ALL COMPLETED WELDS, AND THE WELD AND

ADJACENT BASE METAL SHALL BE CLEANED BY BRUSHING OR OTHER SUITABLE

MEANS. WELDED JOINTS SHALL NOT BE PAINTED UNTIL AFTER WELDING HAS BEEN

COMPLETED AND THE WELD ACCEPTED.

13. ALL COMPLETE PENETRATION WELDS SHALL BE TESTED.

14. STEEL FABRICATOR TO COORDINATE ALL BRACING, PLATES, ERECTION BOLTS, ETC.

WITH STEEL JOIST MANUFACTURER AND STEEL ERECTOR.

15. ALL STRUCTURAL STEEL SHALL BE FABRICATED BY A FABRICATOR WITH ANY ONE

OF THE FOLLOWING MINIMUM QUALIFICATIONS. QUALIFICATIONS SHALL BE IN

EFFECT AT TIME OF BID.

• INTERNATIONAL ACCREDITATION SERVICE, INC. (lAS) APPROVED FABRICATOR.

• AISC CERTIFIED FABRICATOR (STD).

16. STEEL PROPERTIES

• WIDE FLANGE COLUMNS, BEAMS AND TEES: ASTM A992 (Fy = 50 KSI)

• CHANNELS, PLATES AND ANGLES: ASTM A36 (Fy = 36 KSI)

• PIPE STEEL: ASTM A53 Gr. B (Fy = 35 KSI)

• HSS RECTANGULAR STEEL: ASTM A500 Gr. B (Fy = 46 KSI)

• BOLTS: ASTM A325 OR ASTM A F1852 TWIST-OFF TYPE

• ANCHOR RODS: ASTM F1554 Gr. 55 (Fy = 55 KSI)

17. STEEL BOLTS SHALL BE PRETENSIONED UNLESS OTHERWISE NOTED AS A SNUG-

TIGHT CONNECTION ON THE DRAWINGS OR DETAILS. ONE OF THE FOLLOWING

METHODS SHALL BE USED TO ASSURE ADEQUATE PRETENSIONING IS ACHIEVED:

• TURN-OF-NUT METHOD

• DIRECT TENSION INDICATOR WASHERS

• CALIBRATED WRENCH

• TWIST-OFF TYPE BOLT

STEEL ROOF DECKING:

1. STEEL ROOF DECK SHALL HAVE CURRENT I.C.C. APPROVAL.

2. SHEETS SHALL HAVE LAPPED ENDS. MINIMUM LAP = 2".

3. 2" MINIMUM BEARING AT ALL SUPPORTS.

4. THE FIRST SHEET OF STEEL DECK ADJACENT AND PARALLEL TO WALLS, PERIMETER

MEMBERS OR MEMBERS IDENTIFIED AS CHORD, COLLECTOR OR DRAG MEMBERS

(ON ONE OR BOTH SIDES AS APPLICABLE) SHALL BE FULL PANEL WIDTH SHEETS.

5. ALL WELDING SHALL BE PERFORMED BY WELDERS EXPERIENCED IN LIGHT GAGE

STEEL DECK WORK. ALL WELDING DONE BY E60 (MINIMUM) SERIES RODS.

6. SCREW FASTENERS SHALL BE CADMIUM PLATED, SELF-DRILLING, SELF-TAPPING

SCREWS WITH NEOPRENE WASHERS. ALL SCREWS REFERENCED IN THE DRAWINGS

SHALL BE DRIL-FLEX BY HILTI OR APPROVED EQUIVALENT (ICC ESR-3332).

7. DECK PROPERTIES:

• DEPTH: 1 1/2"

• WIDTH: 36”

• GAUGE: 20

• MINIMUM YIELD STRESS: 50 KSI

• MINIMUM +S: 0.230 INCHES ^3 PER FOOT OF WIDTH

• MINIMUM I: 0.231 INCHES^4 PER FOOT OF WIDTH

• SPAN MINIMUM: 3 SPAN

• MAXIMUM CLEAR SPAN BETWEEN SUPPORTS: 8 FEET

• MINIMUM DIAPHRAGM SHEAR CAPACITY: 685 PLF

• FINISH: GALVANIZED

8. DECK ATTACHMENT:

9. ALTERNATE ROOF DECK ATTACHMENT:

• (4) 3/4" VISIBLE DIAMETER (1/2" EFFECTIVE DIAMETER) OR 5/8" X 1 1/4" VISIBLE SIZE

(3/8" X 1" EFFECTIVE SIZE) ARC SPOT PUDDLE WELDS PER SHEET AT ENDS, END LAPS

AND INTERMEDIATE SUPPORTS.

• 12” O.C. 3/4" VISIBLE DIAMETER (1/2" EFFECTIVE DIAMETER) OR 5/8" X1 1/4" VISIBLE

SIZE (3/8" X 1" EFFECTIVE SIZE) ARC SPOT PUDDLE WELDS AT BEAMS AND OPENING

EDGES RUNNING PARALLEL TO THE DECK

• 1 1/2" TOP SEAM WELD AT 24" O.C. SIDE SEAM ATTACHMENT.

POST-INSTALLED ANCHORS:

1. POST-INSTALLED ANCHOR SYSTEMS SHALL COMPLY WITH THE LATEST REVISION OF

ICC-ES ACCEPTANCE CRITERIA AND HAVE A VALID ICC-ES REPORT IN ACCORDANCE

WITH THE APPLICABLE BUILDING CODE.

2. ANCHORS INSTALLED IN THE BOTTOM OF CONCRETE OVER STEEL DECK SHALL BE

INSTALLED IN THE BOTTOM FLUTE ONLY.

3. ANCHORS ARE NOT TO BE INSTALLED UNTIL CONCRETE OR GROUT HAS REACHED ITS

DESIGN STRENGTH.

4. FOR ANCHOR EMBEDMENT, SEE DRAWINGS OR TYPICAL DETAIL. USE EMBEDMENT

RECOMMENDED BY MANUFACTURER WHERE NO EMBEDMENT IS SHOWN.

5. MANUFACTURER'S INSTALLATION TRAINING AND CERTIFICATION IS REQUIRED ON ALL

POST-INSTALLED ANCHORS FOR ANCHOR INSTALLER.

6. ADHESIVE ANCHORS INSTALLED IN HORIZONTAL TO VERTICALLY OVERHEAD

ORIENTATION TO SUPPORT SUSTAINED TENSION LOADS SHALL BE DONE BY A

CERTIFIED ADHESIVE INSTALLER (AAI) AS CERTIFIED THROUGH ACI/CRSI PER ACI 318.

PROOF OF CURRENT CERTIFICATION SHALL BE SUBMITTED TO THE ENGINEER FOR

APPROVAL PRIOR TO COMMENCEMENT OF INSTALLATION.

7. ADHESIVE ANCHORS MUST BE INSTALLED IN CONCRETE AGED A MINIMUM OF 21 DAYS

PER ACI 318.

8. EXPANSION BOLTS IN CONCRETE SHALL BE ONE OF THE FOLLOWING:

9. HILTI KWIK BOLT TZ CARBON AND STAINLESS STEEL ANCHORS (ICC-ES REPORT

ESR-1917).

10. SIMPSON STRONG-TIE STRONG-BOLT 2 ANCHOR (ICC-ES REPORT ESR-3037).

11. DEWALT/POWERS POWER-STUD+SD2 CARBON AND STAINLESS STEEL ANCHOR (ICC-ES

REPORT ESR-2502).

7. SCREW ANCHORS IN CONCRETE SHALL BE ONE OF THE FOLLOWING:

a. HILTI KWIK HUS-EZ CONCRETE SCREW ANCHOR (ICC-ES REPORT ESR- 3027.)

8. ADHESIVE ANCHORS IN CONCRETE SHALL BE ONE OF THE FOLLOWING:

a. HILTI HIT-HY 200 ADHESIVE ANCHOR (ICC-ES REPORT ESR-3187).

b. HILTI HIT-RE 500 V3 ADHESIVE ANCHOR (ICC-ES REPORT ESR-3814).

c. HILTI HIT-RE 100 ADHESIVE ANCHOR (ICC-ES REPORT ESR-3829).

d. SIMPSON STRONG-TIE SET-XP EPOXY ADHESIVE ANCHOR (ICC-ES REPORT ESR-2508).

9. ANCHORS IN CONCRETE OVER STEEL DECK SHALL BE ONE OF THE FOLLOWING:

a. HILTI KWIK BOLT TZ CARBON AND STAINLESS STEEL ANCHORS (ICC-ES REPORT

ESR-1917).

b. HILTI KWIK HUS-EZ CONCRETE SCREW ANCHOR (ICC-ES REPORT ESR-3027).

c. SIMPSON STRONG-TIE STRONG-BOLT 2 WEDGE ANCHOR (ICC-ES REPORT ESR-3037).

d. SIMPSON STRONG-TIE TITEN HD SCREW ANCHOR (ICC-ES REPORT ESR-2713).

e. DEWALT/POWERS POWER-STUD+SD2 CARBON AND STAINLESS STEEL ANCHOR )ICC-ES

REPORT ESR-2502).

10. EXPANSION BOLTS IN MASONRY SHALL BE ONE OF THE FOLLOWING:

a. HILTI KWIK BOLT 3 (ICC-ES REPORT ESR-1385).

b. HILTI KWIK BOLT TZ CARBON AND STAINLESS STEEL ANCHORS (ICC-ES REPORT

ESR-3785).

c. SIMPSON STRONG-TIE WEDGE-ALL ANCHOR (ICC-ES REPORT ESR-1396).

11. ADHESIVE ANCHORS IN MASONRY SHALL BE ONE OF THE FOLLOWING:

a. HILTI HIT HY 70 ADHESIVE ANCHOR (ICC-ES REPORT ESR-2682).

b. SIMPSON STRONG-TIE SET ADHESIVE ANCHOR (ICC-ES REPORT ESR-1772).

12. SCREW ANCHORS IN GROUT FILLED MASONRY SHALL BE ONE OF THE FOLLOWING:

a. HILTI KWIK HUS-EZ CONCRETE MASONRY SCREW ANCHOR (ICC-ES REPORT ESR-3056).

b. SIMPSON STRONG-TIE TITEN HD SCREW ANCHOR (ICC-ES REPORT ESR-1056).

PRECAST CONCRETE WORK:

1. REINFORCING SHOWN IN DETAILS IS FOR IN-PLACE CONDITIONS. CONTRACTOR

SHALL BE RESPONSIBLE FOR PICK UP POINT INSERTS AND LOCATIONS, SPECIAL

PICK UP REINFORCING, STRONGBACKING, LOCATION AND SPACING OF SHIMS, AND

ALL PICK UP AND PLACING OPERATIONS.

PRECAST, PRESTRESSED CONCRETE SLABS, BEAMS, TEES AND COLUMNS:

1. PRECAST, PRESTRESSED CONCRETE ELEMENTS SHALL BE DESIGNED TO SUPPORT

THE SUPERIMPOSED DEAD AND LIVE LOADS STATED PREVIOUSLY OR ON PLANS.

LIVE LOAD DEFLECTIONS SHALL BE LIMITED TO SPAN/360 AT SIMPLE SPAN FLOOR

MEMBERS, 2 X SPAN/360 AT CANTILEVER FLOOR MEMBERS, SPAN/240 AT SIMPLE

SPAN ROOF MEMBERS AND 2 X SPAN/240 AT CANTILEVER ROOF MEMBERS.

2. DESIGN, FABRICATIONS, TRANSPORTATION AND ERECTION PER LATEST PCI AND

LATEST ACI CODES. CONTRACTOR SHALL SUBMIT DESIGN CALCULATIONS BY A CIVIL

OR STRUCTURAL ENGINEER REGISTERED IN THE STATE IN WHICH THE PROJECT IS

LOCATED FOR REVIEW PRIOR TO MANUFACTURE.

3. MAXIMUM DIFFERENTIAL CAMBER BETWEEN ADJACENT ELEMENTS SHALL NOT

EXCEED 1/4" PER 10'-0" OF LENGTH BUT NOT GREATER THAN 3/4". CONTRACTOR

SHALL TAKE ALL MEASURES NECESSARY TO CONFORM WITH THESE TOLERANCES

INCLUDING BUT NOT LIMITED TO THE ADJUSTMENT OF BEARING HEIGHTS.

4. BEARING PADS SHALL BE DESIGNED BY THE PRECAST CONCRETE MANUFACTURER

AND SHALL CONFORM TO ONE OF THE FOLLOWING:

5. NEOPRENE BEARING PADS SHALL CONFORM TO ASTM D-2240 AND D-412 WITH

DUROMETER HARDNESS OF 60.

6. ELASTOMERIC BEARING PADS SHALL BE A HOMOGENEOUS BLEND OF OZONE-

RESISTANT RUBBER ELASTOMER AND HIGH STRENGTH RANDOM SYNTHETIC FIBER

CORDS CURED TOGETHER TO FORM A DURABLE MATERIAL WITH UNIFORM

BEHAVIOR IN ALL DIRECTIONS EQUAL TO MASTICORD (TM) BEARING PADS AS

MANUFACTURED BY JVI, INC.

5. THIS IS A DEFERRED SUBMITTAL ITEM.

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

Structural and Subconsultants:

NOT FOR

CONSTRUCTION

2058 S Dobson Rd., Suite 10, Mesa, AZ 85202

(480) 454-6408 www.unitedstr.com

B

IM

/5

-1

-1

O p ti m iz e

B

E n e rg y P la n t

/5

-1 -1

.4

.S T

R U

C .r v t

/1 /2

:2

:5

A M

S-001

STRUCTURAL GENERAL STRUCTURAL NOTES

2266 S. Dobson Road, Suite 200

Mesa, AZ 85202

(928) 499-3225

Mat Perkins

P2S ENGINEERING, INC.

5000 E. Spring Street

8th Floor

Long Beach, CA 90815-5218

Contact: Mikhail Fuks

UPGRADE ENERGY PLANT

EQUIPMENT INFRASTRUCTURE

(BLDG. 43 & 43A)

1501 SAN PEDRO SE ALBUQUERQUE, NM 87108

501-17-105

08/06/2019 J. ELDER D. BUYS

95% CONSTRUCTION

DOCUMENTS

USD #:19038Revisions: Date: 7/20/2022

MATHEW PERKINS

NO.005843

07/20/2022

100% CONSTRUCTION

DOCUMENTS

SPECIAL STRUCTURAL INSPECTIONS:

SEE SPECIFICATION SECTION 01 45 29 - TESTING LABORATORY SERVICES FOR

ADDITIONAL INFORMATION.

PER IBC SECTION 1704 AND 1705 SPECIAL INSPECTIONS ARE IN ADDITION TO THE

REQUIRED INSPECTION CONDUCTED BY THE BUILDING JURISDICTION PER IBC SECTION

110.

THE TYPES OF WORK LISTED BELOW SHALL BE INSPECTED BY A SPECIAL INSPECTOR.

1. ALL SPECIAL INSPECTORS SHALL BE UNDER THE SUPERVISION OF A REGISTERED

CIVIL OR STRUCTURAL ENGINEER.

2. THE QUALIFICATIONS OF ALL SPECIAL INSPECTORS SHALL BE REVIEWED AND

APPROVED BY THE STRUCTURAL ENGINEER OF RECORD.

3. THE MINIMUM QUALIFICATIONS FOR THE SPECIAL INSPECTORS ARE AS FOLLOWS:

• CONCRETE INSPECTION - I.C.C. CERTIFICATION IN REINFORCED CONCRETE OR E.I.T.

CERTIFICATION.

• STRUCTURAL WELDING INSPECTION

• VISUAL TESTING - I.C.C. CERTIFICATION IN STRUCTURAL STEEL AND WELDING OR

A.W.S. CERTIFIED WELD INSPECTOR (C.W.I.).

• NON-DESTRUCTIVE TESTING - A.W.S. C.W.I.

• HIGH STRENGTH BOLTING INSPECTION - I.C.C. CERTIFICATION IN STRUCTURAL

STEEL AND WELDING.

• SPECIAL CASES - EXPERIENCE ACCEPTABLE TO THE STRUCTURAL ENGINEER OF

RECORD.

4. DUTIES AND RESPONSIBILITIES OF THE SPECIAL INSPECTOR:

• THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK REQUIRING SPECIAL

INSPECTION FOR CONFORMANCE WITH THE APPROVED DESIGN DRAWINGS AND

SPECIFICATIONS.

• THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO BE KEPT AT

THE SITE FOR USE BY THE BUILDING OFFICIAL, THE CONTRACTOR, THE

STRUCTURAL ENGINEER OF RECORD, AND THE ARCHITECT OF RECORD. IF SPECIAL

INSPECTION IS PROVIDED BY ANYONE OTHER THAN THE STRUCTURAL ENGINEER OF

RECORD, INSPECTION REPORTS SHALL BE SUBMITTED TO THE OFFICE OF THE

STRUCTURAL ENGINEER ON A WEEKLY BASIS. ALL DISCREPANCIES SHALL BE

BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION,

THEN IF UNCORRECTED, TO THE DESIGN AUTHORITY AND THE BUILDING OFFICIAL.

• UPON COMPLETION OF THE ASSIGNED WORK, THE SPECIAL INSPECTOR SHALL

COMPLETE AND SIGN A FINAL REPORT CERTIFYING THAT TO THE BEST OF HIS

KNOWLEDGE, THE WORK IS IN CONFORMANCE WITH THE APPROVED PLANS AND

SPECIFICATIONS, AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE CODE.

5. DUTIES AND RESPONSIBILITIES OF THE CONTRACTOR:

• NOTIFY THE RESPONSIBLE INSPECTOR THAT WORK IS READY FOR INSPECTION AT

LEAST ONE WORKING DAY (24 HOURS MINIMUM) BEFORE SUCH INSPECTION IS

REQUIRED.

• ALL WORK REQUIRING SPECIAL STRUCTURAL INSPECTION SHALL REMAIN

ACCESSIBLE AND EXPOSED UNTIL IT IS OBSERVED BY THE SPECIAL STRUCTURAL

INSPECTOR.

6. SPECIAL INSPECTION

• INSPECTION OF FABRICATORS

• INSPECTION OF CONCRETE CONSTRUCTION

• INSPECTION OF MASONRY CONSTRUCTION

• INSPECTION OF STRUCTURAL STEEL

• INSPECTION OF STEEL OTHER THAN STRUCTURAL STEEL

• INSPECTION OF POST-INSTALLED ANCHORS

• INSPECTION OF SOILS

SEE TABLES ON GSN FOR ADDITIONAL INFORMATION.

VERIFICATION AND

INSPECTION C

O N

T

IN

U O

U S

P E

R

IO

D

IC

RESPONSIBLE

FIRM

GRADING, EXCAVATION, AND FILL

FILL MATERIAL

SOIL COMPACTION

REINFORCING STEEL

USE OF REQUIRED CONCRETE

DESIGN MIX

BOLTS INSTALLED IN CONCRETE

(INCLUDING ADHESIVE AND

EXPANSION ANCHORS)

CONCRETE PLACEMENT AND

CURING TECHNIQUES

CONCRETE MATERIALS

MORTAR, GROUT, UNIT

MASONRY MATERIALS, AND

MASONRY PRISMS

SITE-MIXED MORTAR

PLACEMENT OF MASONRY

UNITS AND CONSTRUCTION OF

MORTAR JOINTS

REINFORCEMENT AND

CONNECTORS

X

X

X

X

X

X

X

X

TESTING LAB

UNITED

UNITED

UNITED

UNITED

TESTING LAB

TESTING LAB

UNITED

UNITED

UNITED

MATERIAL

EARTHWORK

CAST-IN-PLACE

CONCRETE

UNIT MASONRY

ASSEMBLIES

GROUT PLACEMENT

ADHESIVE AND EXPANSION

ANCHORS

STEEL FRAME FOR

CONFORMANCE WITH

CONSTRUCTION DOCUMENTS

X

X

X

UNITED

UNITED

UNITEDSTRUCTURAL

STEEL AND STEEL

DECK

FIELD WELDED

CONNECTIONS

X UNITED

X TESTING LAB

TESTING LAB

X

ULTRASONIC TESTING AND

MOMENT CONNECTION FIT UP

TESTING LABX

DECK WELDS UNITEDX

BOLTED

CONNECTIONS

X UNITED

X

X

2015 IBC, TABLE 1705.3: REQUIRED VERIFICATION AND INSPECTION OF CONCRETE

CONSTRUCTION

2015 IBC, 1705.3 SPECIAL INSPECTION OF CONCRETE CONSTRUCTION

SPECIAL INSPECTION AND VERIFICATIONS FOR CONCRETE CONSTRUCTION SHALL BE

AS REQUIRED BY TABLE 1705.3.

EXCEPTIONS: SPECIAL INSPECTIONS SHALL NOT BE REQUIRED FOR:

1. ISOLATED SPREAD CONCRETE FOOTINGS OF BUILDING THREE STORIES OR LESS

ABOVE GRADE PLANE THAT ARE FULLY SUPPORTED ON EARTH OR ROCK.

2. CONTINUOUS CONCRETE FOOTINGS SUPPORTING WALLS OF BUILDINGS THREE

STORIES OR LESS ABOVE GRADE PLANE THAT ARE FULLY SUPPORTED ON EARTH

OR ROCK WHERE:

3. THE FOOTINGS SUPPORT WALLS OF LIGHT-FRAME CONSTRUCTION;

4. THE STRUCTURAL DESIGN OF THE FOOTING IS BASED ON A SPECIFIED

COMPRESSIVE STRENGTH, f'c, NO GREATER THAN 2,500 PSI REGARDLESS OF THE

COMPRESSIVE STRENGTH SPECIFIED.

3. CONCRETE SLABS ON GRADE. STEEL REINFORCING STILL REQUIRES SPECIAL

INSPECTION..

VERIFICATION AND

INSPECTION

C O

N T

IN

U

O U

S

P E

R

IO

D

IC REFERENCE

STANDARD

IBC REFERENCE

1. INSPECT REINFORCEMENT,

INCLUDING PRESTRESSING

TENDONS, AND VERIFY

PLACEMENT.

3. INSPECT ANCHORS CAST IN

CONCRETE.

6. PRIOR TO CONCRETE

PLACEMENT, FABRICATE

SPECIMENS FOR STRENGTH TESTS,

PERFORM SLUMP AND AIR

CONTENT TESTS, AND DETERMINE

THE TEMPERATURE OF THE

CONCRETE.

7. INSPECT CONCRETE AND

SHOTCRETE PLACEMENT FOR

PROPER APPLICATION

TECHNIQUES.

8. VERIFY MAINTENANCE OF

SPECIFIED CURING TEMPARATURE

AND TECHNIQUES.

9. INSPECT PRESTRESSED

CONCRETE FOR:

a. APPLICATION OF

PRESTRESSING FORCES.

b. GROUTING OF BONDED

PRESTRESSING TENDONS.

10. ERECTION OF PRECAST

CONCRETE MEMBERS.

11. VERIFY OF IN-SITU CONCRETE

STRENGTH, PRIOR TO STRESSING

OF TENDONS IN POST-TENSIONED

CONCRETE AND PRIOR TO

REMOVAL OF SHORES AND

FORMS FROM BEAMS AND

STRUCTURAL SLABS.

12. INSPECT FORMWORK FOR

SHAPE, LOCATION, AND

DIMENSIONS OF THE CONCRETE

MEMBER BEING FORMED.

X

X

X

X

X

X

X

X

X

X

ACI 318: Ch. 20, 25.2, 25.3, 26.5.1-26.5.3

ACI 318: 17.8.2

ASTM C 172

ASTM C 31

ACI 318: 5.6, 5.8

ACI 318: 26.4.5

ACI 318:

26.4.7-26.4.9

ACI 318: 26.9.2.1

ACI 318: 26.9.2.3

ACI 318: Ch 26.8

ACI 318: 26.10.2

ACI 318:

26.10.1(b)

1910.4

1910.08

1908.6, 1908.7, 1908.8

1908.9

2. REINFORCING BAR WELDING.

a. VERIFY WELDABILITY OF

REINFORCING BARS.

b. INSPECT SINGLE PASS

FILLET WELDS, MAXIMUM

5/16".

c. INSPECT ALL OTHER WELDS.

AWS D1.4

ACI 318: 26.5.4

X X

X

4. INSPECT ANCHORS POST-

INSTALLED IN HARDENED

CONCRETE MEMBERS.

a. ADHESIVE ANCHORS

INSTALLED IN HORIZONTALLY

OR UPWARDLY INCLINED

ORIENTATIONS TO RESIST

SUSTAINED TENSION LOADS.

b. MEHCANICAL ANCHORS AND

ADHESIVE ANCHORS NOT

DEFINED IN 4.a.

X

X

5. VERIFYING USE OF REQUIRED

DESIGN MIX.

X ACI 318: Ch 19, 26.4.3, 26.4.4

1904.1, 1904.2, 1908.2, 1908.3

ACI 318: 17.8.2.4

ACI 318: 17.8.2

1704.2.5 SPECIAL INSPECTION OF FABRICATORS:

SEE SPECIFICATION SECTION 01 45 29 - TESTING LABORATORY SERVICES FOR

ADDITIONAL INFORMATION.

SPECIAL INSPECTION OF FABRICATION OF STRUCTURAL STEEL BEING PERFORMED ON

THE PREMISES OF A FABRICATOR'S SHOP IS REQUIRED.

EXCEPTION: SPECIAL INSPECTIONS OF FABRICATORS WITH ONE OF THE FOLLOWING

QUALIFICATIONS IS NOT REQUIRED:

• INTERNATIONAL ACCREDITATION SERVICE, INC. (lAS)APPROVED FABRICATOR.

• AISC CERTIFIED FABRICATOR (STD).

THE 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. THE SPECIAL INSPECTOR SHALL REVIEW THE PROCEDURES FOR

COMPLETENESS AND ADEQUACY RELATIVE TO THE CODE REQUIREMENTS FOR THE

FABRICATOR’S SCOPE OF WORK.

2015 IBC, 1705.4 SPECIAL INSPECTION FOR MASONRY CONSTRUCTION

SPECIAL INSPECTION OF MASONRY CONSTRUCTION SHALL BE INSPECTED AND

VERIFIED IN ACCORDANCE WITH TMS 402/ACI 530/ASCE 5 AND TMS 602/ACI 530.1/ ASCE 6

QUALITY ASSURANCE PROGRAM REQUIREMENTS.

LEVEL B QUALITY ASSURANCE PROGRAM PER TABLE 3.1.2. APPLIES

TMS 402/ACI 530 TABLE 3.1.2 - LEVEL B QUALITY ASSURANCE PROGRAM

VERIFICATION AND

INSPECTION

C O

N T

IN

U

O U

S

P E

R

IO

D

IC

REFERENCE

TMS 402/

ACI 530/

ASCE 5

1. VERIFY COMPLIANCE WITH

APPROVED SUBMITTALS.

X Art. 1.5

VERIFICATION OF SLUMP FLOW AND VISUAL STABILITY INDEX (VSI) AS DELIVERED TO

THE PROJECT SITE IN ACCORDANCE WITH SPECIFICATION ARTICLE 1.5 B.1.b.3 FOR SELF

CONSOLIDATING GROUT

VERIFICATION OF f'm AND f'AAC IN ACCORDANCE WITH SPECIFICATION 1.4 B PRIOR TO

CONSTRUCTION, EXCEPT WHERE SPECIFICALLY EXEMPTED BY CODE.

MINIMUM TESTS

MINIMUM INSPECTION

REFERENCE

TMS 602/

ACI 530.1/

ASCE 6

2. AS MASONRY CONSTRUCTION

BEGINS, VERIFY THAT THE

FOLLOWING ARE IN COMPLIANCE:

a. PROPORTIONS OF SITE-

PREPARED MORTAR

X Art. 2.1, 2.6 A

b. CONSTRUCTION OF MORTAR

JOINTS

X Art. 3.3 B

c. GRADE AND SIZE OF

PRESTRESSING TENDONS AND

ANCHORAGES

X Art. 2.4 B, 2.4 H

d. LOCATION OF REINFORCEMENT, CONNECTORS, AND

PRESTRESSING TENDONS AND

ANCHORAGES

X Art. 3.4, 3.6 A

e. PRESTRESSING TECHNIQUE X Art. 3.6 B

f. PROPERTIES OF THIN-BED

MORTAR FOR AAC MASONRY

X Art. 2.1CX

3. PRIOR TO GROUTING, VERIFY

THAT THE FOLLOWING ARE IN

COMPLIANCE:

a. GROUT SPACE X Art. 3.2 D, 3.2F

b. GRADE, TYPE, AND SIZE OF

REINFORCEMENT AND ANCHOR

BOLTS, AND PRESTRESSING

TENDONS AND ANCHORAGES.

X Art. 2.4, 3.4Sec. 6.1

c. PLACEMENT OF

REINFORCEMENT, CONNECTORS,

AND PRESTRESSING TENDONS

AND ANCHORAGES.

X Art. 3.2 E, 3.4, 3.6 A

Sec. 6.1, 6.2.1, 6.2.6, 6.2.7

d. PROPORTIONS OF SITE-

PREPARED GROUT AND

PRESTRESSING GROUT FOR

BONDED TENDONS

X Art. 2.6 B, 2.4 G.1.b

e. CONSTRUCTION OF MORTAR

JOINTS

X Art. 3.3 B

4. VERIFY DURING

CONSTRUCTION:

a. SIZE AND LOCATION OF

STRUCTURAL ELEMENTS

X Art. 3.3 F

b. TYPE, SIZE AND LOCATION OF

ANCHORS, INCLUDING OTHER

DETAILS OF ANCHORAGE OF

MASONRY TO STRUCTURAL

MEMBERS, FRAMES, OR OTHER

CONSTRUCTION.

X Sec. 1.2.1(e), 6.1.4.3, 6.2.1

c. WELDING OF REINFORCEMENT. X Sec. 8.1.6.7.2,

9.3.3.4 (c),

11.3.3.4 (b)

d. PREPARATION, CONSTRUCTION

AND PROTECTION OF MASONRY

DURING COLD WEATHER

(TEMPERATURE BELOW 40 DEG F)

OR HOT WEATHER

(TEMPERATURE ABOVE 90 DEG F)

X Art. 1.8 C,

1.8 D

e. APPLICATION AND

MEASUREMENT OF

PRESTRESSING FORCE.

Art. 3.6 BX

f. PLACEMENT OF GROUT AND

PRESTRESSING GROUT FOR

BONDED TENDONS IS IN

COMPLIANCE

Art. 3.5, 3.6 CX

g. PLACEMENT OF AAC MASONRY

UNITS AND CONSTRUCTION OF

THIN-BED MORTAR JOINTS

Art. 3.3 B.9,

3.3 F.1.b

X X

5. OBSERVE PREPARATION OF

GROUT SPECIMENS, MORTAR

SPECIMENS, AND/OR PRISMS

X

Art. 1.4 B.2.a.3

1.4 B.2.b.3,

1.4 B.2.c.3,

1.4 B.3, 1.4 B.4

SPECIAL CASES: POST-INSTALLED ANCHORS

SPECIAL INSPECTION FOR EXPANSION, SCREW, AND EPOXY/ADHESIVE ANCHORS ARE

REQUIRED DURING THE PLACEMENT OF ALL POST-INSTALLED ANCHORS SHOWN ON

STRUCTURAL DRAWINGS AND INCLUDE:

• VISUAL VERIFICATION OF HOLE DIAMETER, HOLE DEPTH, AND DRILL BIT

CONFORMANCE.

• VISUAL VERIFICATION OF HOLE CLEANING PER SPECIFIED PRODUCT

MANUFACTURER'S RECOMMENDATIONS.

• VISUAL VERIFICATION OF ANCHOR INSTALLATION ACCORDING TO SPECIFIED

PRODUCT MANUFACTURER'S RECOMMENDATIONS. INSPECTION OF EXPANSION

AND SCREW ANCHORS SHALL INCLUDE VERIFICATION OF THE TIGHTENING

TORQUE REQUIRED PER SPECIFIED ANCHOR MANUFACTURER.

2012 IBC, TABLE 1705.6: REQUIRED VERIFICATION AND

INSPECTION OF SOILS

2012 IBC, 1705.6 SPECIAL INSPECTION OF SOILS

SPECIAL INSPECTION FOR EXISTING SITE SOIL CONDITIONS, FILL PLACEMENT AND

LOAD-BEARING REQUIREMENTS SHALL BE AS REQUIRED BY TABLE 1705.6.

VERIFICATION AND INSPECTION TASK

C O

N T

IN

U

O U

S

P E

R

IO

D

IC

1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE

TO ACHIEVE THE DESIGN BEARING CAPACITY.

X

2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE

REACHED PROPER MATERIAL.

X

3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL

MATERIALS.

X

4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT

THICKNESSES DURING PLACEMENT AND COMPACTION OF COMPACTED

FILL.

X

5. PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE SUBGRADE

AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY.

X

AISC 360 TABLE N5.4-1: INSPECTION TASKS PRIOR TO WELDING

1705.2 SPECIAL INSPECTION OF STRUCTURAL STEEL CONSTRUCTION

SPECIAL INSPECTION FOR STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE

QUALITY ASSURANCE INSPECTION REQUIREMENTS OF AISC 360.

NONDESTRUCTIVE TESTING OF WELDED JOINTS (SEE DESIGN LOADS FOR RISK

CATEGORY):

• FOR RISK CATEGORY III OR IV - UT SHALL BE PERFORMED ON ALL CJP GROOVE

WELDS SUBJECT TO TRANSVERSELY APPLIED TENSION LOADING.

• FOR RISK CATEGORY II - UT SHALL BE PERFORMED ON 10% OF WELDS IN

MATERIALS 5/16" OR THICKER. WHERE MATERIAL IS LESS THAN 5/16", NO UT IS

REQUIRED.

• FOR RISK CATEGORY I - UT NOT REQUIRED.

O - OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED

PENDING THESE INSPECTIONS

P - PERFORM THESE TASKS FOR EACH WELDED JOINT OR MEMBER

WELDING PROCEDURE SPECIFICATIONS (WPSs) AVAILABLE P

MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE P

MATERIAL IDENTIFICATION (TYPE/GRADE) O

WELDER IDENTIFICATION SYSTEM* O

FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY)

• JOINT PREPARATION

• DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL)

• CLEANLINESS (CONDITION OF STEEL SURFACES)

• TACKING (TACK WELD QUALITY AND LOCATION)

• BACKING TYPE AND FIT (IF APPLICABLE)

O

CONFIGURATION AND FINISH OF ACCESS HOLES O

FIT-UP OF FILLET WELDS

• DIMENSIONS (ALIGNMENT, GAPS AT ROOT)

• CLEANLINESS (CONDITION OF STEEL SURFACES)

• TACKING (TACK WELD QUALITY AND LOCATION)

O

AISC 360 TABLE N5.4-2: INSPECTION TASKS DURING WELDING

USE OF QUALIFIED WELDERS O

CONTROL AND HANDLING OF WELDING CONSUMABLES

• PACKAGING

• EXPOSURE CONTROL

O

NO WELDING OVER CRACKED TACK WELDS O

O

WELDING TECHNIQUES

• INTERPASS AND FINAL CLEANING

• EACH PASS WITHIN PROFILE LIMITATIONS

• EACH PASS MEETS QUALITY REQUIREMENTS

O

*THE FABRICATOR OR ERECTOR, AS APPLICABLE, SHALL MAINTAIN A SYSTEM BY

WHICH A WELDER WHO HAS WELDED A JOINT OR MEMBER CAN BE IDENTIFIED.

STAMPS, IF USED, SHALL BE THE LOW-STRESS TYPE.

ENVIRONMENTAL CONDITIONS

• WIND SPEED WITHIN LIMITS

• PRECIPITATION AND TEMPERATURE

O

WPS FOLLOWED

• SETTINGS ON WELDING EQUIPMENT

• TRAVEL SPEED

• SELECTED WELDING MATERIALS

• SHIELDING GAS TYPE/FLOW RATE

• PREHEAT APPLIED

• INTERPASS TEMPERATURE MAINTAINED (MIN/MAX)

• PROPER POSITION (F,V,H,OH)

AISC 360 TABLE N5.4-3: INSPECTION TASKS AFTER WELDING

WELDS CLEANED O

SIZE, LENGTH AND LOCATION OF WELDS

P

WELDS MEET VISUAL ACCEPTANCE CRITERIA

• CRACK PROHIBITION

• WELD/BASE-METAL FUSION

• CRATER CROSS SECTION

• WELD PROFILES

• WELD SIZE

• UNDERCUT

• POROSITY

P

ARC STRIKES P

P

P

P

P

K-AREA*

BACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED)

REPAIR ACTIVITIES

DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER

*WHEN WELDING OF DOUBLER PLATES, CONTINUITY PLATES OR STIFFENERS HAS

BEEN PERFORMED IN THE K-AREA, VISUALLY INSPECT THE WEB K-AREA FOR CRACKS

WITHIN 3 INCHES OF THE WELD.

AISC 360 TABLE N5.6-1: INSPECTION TASKS PRIOR TO BOLTING

MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS. P

FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS O

PROPER FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE, TYPE, BOLT

LENGTH IF THREADS ARE TO BE EXCLUDED FROM SHEAR PLANE). O

PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL O

CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING SURFACE

CONDITION AND HOLE PREPARATION, IF SPECIFIED, MEET APPLICABLE

REQUIREMENTS.

O

PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNEL

OBSERVED AND DOCUMENTED FOR FASTENER ASSEMBLIES AND METHODS

USED.

O

PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND OTHER

FASTENER COMPONENTS

O

AISC 360 TABLE N5.6-2: INSPECTION TASKS DURING BOLTING

FASTENER ASSEMBLIES, OF SUITABLE CONDITION, PLACED IN ALL HOLES AND

WASHERS (IF REQUIRED) ARE POSITIONED AS REQUIRED

O

JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO THE

PRETENSIONING OPERATION.

O

FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM

ROTATING.

O

FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC

SPECIFICATION, PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID

POINT TOWARD THE FREE EDGE.

O

AISC 360 TABLE N5.6-3: INSPECTION TASKS AFTER BOLTING

DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS P

1704.6 STRUCTURAL OBSERVATIONS

1. STRUCTURAL OBSERVATION WHERE REQUIRED BY THE PROVISIONS OF SECTION

1704.6.1 OR 1704.6.2, THE OWNER OR THE OWNER'S AUTHORIZED AGENT SHALL

EMPLOY A REGISTERED DESIGN PROFESSIONAL TO PERFORM STRUCTURAL

OBSERVATIONS. STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE

RESPONSIBILITY FOR THE INSPECTIONS IN SECTION 110 OR THE SPECIAL INSPECTIONS

IN SECTION 1705 OR OTHER SECTIONS OF THIS CODE.

2. PRIOR TO THE COMMENCEMENT OF OBSERVATIONS, THE STRUCTURAL OBSERVER

SHALL SUBMIT TO THE BUILDING OFFICIAL A WRITTEN STATEMENT IDENTIFYING THE

FREQUENCY AND EXTENT OF THE STRUCTURAL OBSERVATIONS.

3. AT THE CONCLUSION OF THE WORK INCLUDED IN THE PERMIT, THE STRUCTURAL

OBSERVER SHALL SUBMIT TO THE BUILDING OFFICAL A WRITTEN STATEMENT THAT THE

SITE VISITS HAVE BEEN MADE AND IDENTIFY ANY REPORTED DEFICIENCIES THAT, TO

THE BEST OF THE STRUCTURAL OBSERVER'S KNOWLEDGE, HAVE NOT BEEN

RESOLVED.

ABBRV TERM

TERMS AND

ABBREVIATIONS

NUMERICAL QUANTITIES WHEN

ENCLOSED IN PARENTHESIES

ARCHITECT/ENGINEER

ANCHOR BOLT

AGGREGATE BASE COURSE

ARCHITECT

AMERICAN SOCIETY FOR TESTING AND

MATERIALS

BOTTOM OF DECK

BOTTOM OF STEEL

COLUMN

CAST-IN-PLACE

CONSTRUCTION JOINT

CONTROL JOINT

CENTERLINE

CLEAR

CONCRETE MASONRY UNIT

DIAMETER

DIMENSION

DEAD LOAD

EACH

EACH FACE

EXPANSION JOINT

ELEVATION

EDGE OF SLAB

EQUAL

EXISTING

EACH WAY

FUTURE

FINISH FLOOR ELEVATION

FLOOR

FEET

FOOTING

GAUGE

GALVANIZED

GENERAL CONTRACTOR

GLUED LAMINATED WOOD BEAM

GENERAL STRUCTURAL NOTES

HORIZONTAL

HOLLOW STRUCTURAL

SECTION MOMENT OF INERTIA

INTERNATIONAL BUILDING CODE

INSIDE DIAMETER

INTERIOR

ONE THOUSAND POUNDS

KIP PER LINEAR FOOT

STEEL ANGLE

POUND

LIVE LOAD

LONG LEG BACK TO BACK

LONG LEG HORIZONTAL

LONG LEG VERTICAL

LAMINATED STRAND LUMBER

LONG SIDE HORIZONTAL

LONG SIDE VERTICAL

MASONRY CONTROL JOINTS

MECHANICAL

MANUFACTURER

MINIMUM

NOT APPLICABLE

NOT TO SCALE

ON CENTER

OUTSIDE DIAMETER

OPPOSITE

ORIENTED STRAND BOARD

PERPENDICULAR

POUNDS PER LINEAR FOOT

POUNDS PER SQUARE FOOT

POUNDS PER SQUARE INCH

PARALLEL STRAND LUMBER

POST TENSIONED

QUALITY ASSURANCE

QUALITY CONTROL

REQUIRED

REQUEST FOR INFORMATION

ROOF TOP UNIT

SQUARE FOOT

SIMILAR

STANDARD

TOP AND BOTTOM

TONGUE AND GROOVE

TOP OF BEAM

TOP OF CONCRETE

TOP OF DECK

TOP OF FOOTING

TOP OF MASONRY

TOP OF PARAPET

TOP OF STEEL

TOP OF WALL

TYPICAL

UNLESS NOTED OTHERWISE

VERTICAL

WALL

WATER TO CEMENT RATIO

WALL FOOTING

WINDLOAD

WORK POINT

WELDED WIRE REINFORCEMENT

A\E

AB

ABC

ARCH

ASTM

BOD

BOS

C

CIP

CJ

CL

CLR

CMU

DIA

DIM

DL

EA

EF

EJ

EL

EOS

EQ

(E)

EW

(F)

FF

FLR

FT

FTG

GA

GALV

GC

GLB

GSN

HORIZ

HSS

I

IBC

ID

INT

KIP, K

KLF

L

LB

LL

LLBB

LLH

LLV

LSL

LSH

LSV

MCJ

MECH

MFR

MIN

NA

NTS

OC

OD

OPP

OSB

PERP

PLF

PSF

PSI

PSL

PT

QA

QC

REQ'D

RFI

RTU

SF

SIM

STD

T&B T&G

TOB

TOC

TOD

TOF

TOM

TOP

TOS

TOW

TYP

UNO

VERT

W W/C

WF

WL

WP

WWR

STRUCTURAL LEGEND

INDICATES COLUMN GRIDLINE#

INDICATES MATCHLINE AND VIEW

REFERENCE

MATCHLINE

SEE SHEET: #/#

INDICATES CENTERLINE

INDICATES DIMENSION TO FACE OF CONCRETE,

COLUMN CENTERLINE, OR AS NOTED

13' - 0"

INDICATES LIMITS OF OPENING

ONLY LATEST REVISION IS

"CLOUDED" LETTERS OR NUMBERS

INDICATE ADDENDA/BULLETINS

INDICATES KEYED NOTE SYMBOL

INDICATES WORK, DATUM OR

CONTROL POINT

CONCRETE WALL FOR THICKNESS AND REINFORCING

SEE WALL SCHEDULE

MASONRY WALL FOR THICKNESS AND REINFORCING

SEE WALL SCHEDULE

AMOUNT OF UPWARD CAMBER TO BE

INDUCED INTO THE BEAM

INDICATES # OF EQUALLY SPACED

HEADED ANCHOR STUDS

SEE TYPICAL DETAILS

INDICATES BEAM SIZE

INDICATES BRACED FRAME, SEE

ELEVATIONS

INDICATES BOLTED COLUMN

SPLICE,

SEE TYPICAL DETAIL

INDICATES WELDED COLUMN

SPLICE,

SEE TYPICAL DETAIL

INDICATES COLLECTOR BEAM

CONNECTION

SEE DETAILS

INDICATES DEAD LOAD

INDICATES LIVE LOAD

INDICATES NET UPLIFT

TYPICAL JOIST DESIGNATION

INCLUDING DESIGN LOADS

INDICATES BEAM SIZE

INDICATES DIAGONAL JOIST

BRIDGING

W18X40 (12) C=3/4"

20K 800/200/229

W18X40 (12)

INDICATES DIRECTION OF PRINCIPAL CONCRETE

SLAB REINFORCEMENT OR FLOOR OR ROOF

DECKING FLUTES DIRECTION

WB

INDICATES MOMENT FRAME

CONNECTION

SEE DETAILS

6X6-W2.1XW2.1

WELDED WIRE REINFORCEMENT

WIRE SIZE

WIRE SPACING IN INCHES

TYPICAL U.N.O.

S-###

INDICATES DETAIL - PLAN

INDICATES SHEET NUMBER

INDICATES STEEL COLUMN

INDICATES CONCRETE SPREAD FOOTING

INDICATES STEEL COLUMN

INDICATES CONCRETE ISOLATED FOOTING

F#

F#

INDICATES SPREAD FOOTING TAG, SEE

ISOLATED FOOTING SCHEDULE

INDICATES ISOLATED FOOTING TAG

INDICATES ELEVATION DIFFERENCE

INDICATES STEEL DECK

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

Structural and Subconsultants:

NOT FOR

CONSTRUCTION

2058 S Dobson Rd., Suite 10, Mesa, AZ 85202

(480) 454-6408 www.unitedstr.com

B

IM

/5

-1

-1

O p ti m iz e

B

E n e rg y P la n t

/5

-1 -1

.4

.S T

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C .r v t

/1 /2

:2

:5

A M

S-002

STRUCTURAL GENERAL STRUCTURAL NOTES

CONTINUED

2266 S. Dobson Road, Suite 200

Mesa, AZ…