36C24919R0186-0007001.pdf

GENERAL NOTES

1. A FOUNDATION FOR THIS STRUCTURE HAS BEEN DESIGNED BASED UPON THE RECOMMENDATIONS OF

THE SOIL AND FOUNDATION INVESTIGATION FOR THIS SITE BY PSI, Inc. OF MEMPHIS, TN

(PH-901-365-1802) (PROJECT NO: 0502-1503) DATE MAY 30, 2017. THE FOOTINGS ARE SIZED BASED ON

AN ALLOWABLE BEARING CAPACITY OF 1,500 PSF PROVIDED FOOTINGS REST ON MEDIUM DENSE

SANDS OR PROPERLY PLACED AND COMPACTED FILL. TO IMPROVE SOILS BY DENSIFICATION OR BY

UNDERCUT AND REPLACEMENT WITH LEAN CONCRETE OR ENGINEERED FILL.

2. THE PREPARATION OF THE SUBGRADE INCLUDING ALL PROOF-ROLLING AND UNDERCUTTING AND THE

SELECTION, PLACEMENT, COMPACTION AND TESTING OF ALL FILL MATERIAL SHALL BE IN STRICT

ACCORDANCE WITH THE RECOMMENDATIONS OF THE SOILS REPORT FOR THIS PROJECT.

6. REFERENCE TO STANDARD SPECIFICATIONS OF ANY TECHNICAL SOCIETY, ORGANIZATION OR

ASSOCIATION OR TO CODES OF LOCAL OR STATE AUTHORITIES SHALL MEAN THE LATEST STANDARD, CODE, SPECIFICATION OR TENTATIVE SPECIFICATION ADOPTED AND PUBLISHED AT THE DATE OF

TAKING BIDS UNLESS SPECIFICALLY STATED OTHERWISE.

3. THE GENERAL CONTRACTOR SHALL VERIFY THE SITE CONDITIONS INCLUDING UNDERGROUND

UTILITIES BEFORE STARTING WORK AND SHALL NOTIFY THE STRUCTURAL ENGINEER OF RECORD OF

ANY CONDITIONS ENCOUNTERED CONTRADICTORY TO THOSE SHOWN ON THE STRUCTURAL

CONTRACT DOCUMENTS. CONTRACTOR MUST MAKE EVERY EFFORT TO VERIFY EXISTING SITE CONDITIONS

AND PROTECT EXISTING UTILITIES. THIS INCLUDES BUT IS NOT LIMITED; TO PROPER SITE INVESTIGATION, REFERENCING AND REQUESTING DRAWINGS, GPR SCANNING, AND TAKING CAUTION WHILE PERFORMING WORK.

UTILITY INTERRUPTIONS ARE THE RESPONSIBILITY OF THE CONTRACTOR.

11. THE GENERAL CONTRACTOR SHALL VERIFY THE FLOOR AND ROOF MOUNTED MECHANICAL

EQUIPMENT WEIGHTS, LOCATIONS AND REQUIRED OPENING SIZES WITH ARCHITECTURAL AND

MECHANICAL DRAWINGS BEFORE THE PREPARATION OF SHOP DRAWINGS HAS BEGUN.

4. THE GENERAL CONTRACTOR SHALL COORDINATE THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND

PLUMBING WORK WITH THE STRUCTURAL CONTRACT DOCUMENTS AND SHALL REPORT ANY

SUSPECTED DISCREPANCIES OR OMISSIONS TO THE ARCHITECT IMMEDIATELY.

9. THE CONTRACTOR IS RESPONSIBLE FOR THE TEMPORARY BRACING AND/OR SHORING OF THE

STRUCTURE DURING CONSTRUCTION. THE STRUCTURE IS NOT STABLE UNTIL ALL ELEMENTS ARE

CONNECTED IN PLACE. THE DESIGN ADEQUACY AND SAFETY OF ERECTION BRACING, FORMWORK, SHORING, TEMPORARY SUPPORTS, ETC. AND THE MEANS, METHODS, TECHNIQUES AND SEQUENCE OF

CONSTRUCTION ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. CONTRACTOR TO SUBMIT

STAMPED AND SIGNED TEMPORARY BRACING DRAWINGS AND CALCULATIONS FOR REVIEW PRIOR

TO ANY DEMOLITION/REMOVAL OF STRUCTURAL ELEMENTS.

5. THE STRUCTURAL CONTRACT DOCUMENTS DO NOT INCLUDE SHOP DRAWINGS, VENDOR DRAWINGS, NOR ANY MATERIAL PREPARED AND SUBMITTED BY THE CONTRACTOR OR SUBCONTRACTORS.

7. SEE ARCHITECTURAL DRAWINGS FOR EXACT THICKNESS AND NUMBER OF LAYERS OF INTERIOR AND

EXTERIOR SHEATHING, INSULATION, FLASHING, EXTERIOR FINISHES, WINDOW WALL SYSTEMS, ROOFING, EXPANSION JOINT COVERS, ETC. STRUCTURAL DRAWINGS DO NOT NECESSARILY DEPICT

EXACT CONDITIONS OF NON-STRUCTURAL ELEMENTS.

8. FOR DIMENSIONS NOT SHOWN ON THE STRUCTURAL CONTRACT DOCUMENTS, SEE THE ARCHITECTURAL

DRAWINGS.

10. THE CONTRACTOR SHALL REVIEW THE STRUCTURAL DRAWINGS FOR SECTIONS AND DETAILS THAT

ARE LABELED AS "TYPICAL" AND ARE NOT NECESSARILY REFERENCED ON THE STRUCTURAL PLANS

WHERE THEY APPLY.

3.

PER 2012 INTERNATIONAL BUILDING CODE (IBC):

STRUCTURAL DESIGN CRITERIA

1. SEISMIC DESIGN - RENVONATED AREA IS CONNECTING TO EXISTING BUILDING.

FLOOR LIVE LOAD - 100 PSF (UN-REDUCIBLE)

STEEL FRAMING NOTES

2. ALL STRUCTURAL BOLTS CONNECTING STRUCTURAL STEEL SHALL BE ASTM A325 TYPE 1

WITH THREADS ALLOWED IN THE SHEAR PLANE, EXCEPT ANCHOR BOLTS SHALL BE

ASTM A307 OR A449 AS NOTED.

1. ALL STRUCTURAL STEEL HSS SQUARE/RECT SECTIONS SHALL BE ASTM A500, GRADE B

(Fy = 46 ksi). ALL STRUCTURAL STEEL WIDE FLANGE SHALL BE ASTM A992, GRADE 50.

CHANNEL SHAPES AND ALL ALL OTHER MISCELLANEOUS STEEL SHALL BE ASTM A36 OR

A572. ALL STEEL PIPE SHALL BE ASTM A53 GR. B (Fy = 35 ksi). ALL STRUCTURAL STEEL

HSS ROUND MEMBERS SHALL BE ASTM A500, GRADE B (Fy = 42 ksi). ALL EXPOSED STEEL

SHALL BE HOT-DIPPED GALVANIZED.

3. WELD ELECTRODES SHALL BE E70XX.

4. ALL CONNECTIONS SHALL BE DESIGNED AND DETAILED BY THE STEEL FABRICATOR'S

ENGINEER UNLESS EXPLICITLY DETAILED ON THE STRUCTURAL CONTRACT DOCUMENTS.

FOR COMPOSITE BEAMS, UNFACTORED REACTIONS FOR THE CONNECTION DESIGN ARE

GIVEN ON THE STRUCTURAL CONTRACT DOCUMENTS. IF A COMPOSITE BEAM REACTION

IS NOT SHOWN ON THE STRUCTURAL CONTRACT DOCUMENTS, THE STEEL FABRICATOR

SHALL CONTACT THE ENGINEER OF RECORD, AND THE REACTION WILL BE PROVIDED.

FOR NON-COMPOSITE BEAMS, UNFACTORED REACTIONS ARE GIVEN. FOR

NON-COMPOSITE BEAM REACTIONS NOT GIVEN, CONNECTIONS SHALL BE DESIGNED TO

SUPPORT 70% OF THE TOTAL UNIFORMS LOAD CAPACITY SHOWN IN THE "ALLOWABLE

UNIFORM LOAD TABLES" IN PART 2 OF THE AISC STEEL CONSTRUCTION MANUAL, 9th

EDITION, FOR THE GIVEN BEAM SIZE, SPAN, AND GRADE OF STEEL SPECIFIED.

5. AT HSS BEAM CONNECTIONS TO WIDE FLANGE OR HSS COLUMNS, WELD ALL AROUND

WITH A COMBINATION OF 3/16" FILLET AND FLARE BEVEL GROOVE WELDS, UNLESS

NOTED OTHERWISE.

CAST-IN-PLACE CONCRETE NOTES

1. CONCRETE DESIGN AND DETAILING SHALL CONFORM TO THE REQUIREMENTS OF ACI

318 AND ACI 301, LATEST EDITIONS.

2. MINIMUM ULTIMATE COMPRESSIVE STRENGTH OF CONCRETE AT 28 DAYS SHALL BE AS

FOLLOWS UNLESS NOTED OTHERWISE:

CONTINUOUS FOOTINGS, SPREAD FOOTINGS, GRADE BEAMS. . . . . . . . . . 4000 PSI

SLAB-ON-GRADE. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3000 PSI

EXTERIOR AIR-ENTRAINED SLAB-ON-GRADE . . . . . . . . . . . . . . . . . . . . . . . . 4000 PSI

FOUNDATION WALLS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4000 PSI

CONC PEDESTAL/PILASTERS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4000 PSI

ELEVATED SLABS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .4000 PSI

3. ALL REINFORCING STEEL SHALL BE ASTM A615 GRADE 60. SEE LAP SCHEDULE, UNLESS

NOTED OR DETAILED OTHERWISE.

4. CONTRACTOR SHALL PROVIDE REINFORCING SHOP DRAWINGS WHICH ADEQUATELY

DEPICT THE REINFORCING BAR SIZES AND PLACEMENT. A WRITTEN DESCRIPTION OF

REINFORCEMENT WITHOUT ADEQUATE SECTIONS, ELEVATIONS, AND DETAILS IS NOT

ACCEPTABLE.

5. SUBMIT WRITTEN REPORTS OF EACH PROPOSED MIX DESIGN FOR EACH CLASS OF

CONCRETE WITH CONCRETE CYLINDER TEST RESULTS AT LEAST 15 DAYS PRIOR TO

START OF WORK.

6. ALL CONCRETE THAT WILL BE EXPOSED TO THE WEATHER SHALL HAVE 5.5% AIR

ENTRAINMENT.

CONCRETE SLAB NOTES

1. FLOOR CONSTRUCTION SHALL CONSIST OF A 6 1/2" NORMAL WEIGHT CONCRETE SLAB

REINFORCED w/ 6X6-W2.9xW2.9 WWF ON 2VLI x 20GA GALVANIZED COMPOSITE DECK w/

THE FOLLOWING MINIMUM PROPERTIES:

Ip = 0.409 IN^4/FT

In = 0.406 IN^4/FT

Sp = 0.341 IN^3/FT

Sn = 0.346 IN^3/FT

Fy = 50 KSI

2. WELD COMPOSITE DECK TO STEEL BREAM SUPPORTS WITH 5/8"Ø PUDDLE WELDS IN A

36/4 PATTERN. FASTEN SIDE LAP SEAMS WITH TWO (2) WELDS EACH SPAN. WELD LONG

PANEL EDGES TO SUPPORTS WITH 5/8"Ø PUDDLE WELDS @ 1'-0" O.C.

3. THE FOLLOWING ITEMS ARE NOT ALLOWED IN THE 6 1/2" CONCRETE SLAB UNLESS

APPROVED IN WRITING BY THE STRUCTURAL ENGINEER OF RECORD:

A. NO SLOPES ARE ALLOWED IN THE CONCRETE SLAB UNLESS INDICATED ON THE

STRUCTURAL CONTRACT DOCUMENTS.

B. NO EMBEDDED CONDUIT OR OTHER ITEMS.

C. NO OPENINGS OR VERTICAL PENETRATIONS LARGER THAN 6 INCHES IN DIAMETER

UNLESS INDICATED ON THE STRUCTURAL CONTRACT DOCUMENTS.

D. CONTRACTOR TO ENSURE THAT PENETRATIONS ARE COORDINATED WITH THE

MECHANICAL AND ELECTRICAL DRAWINGS.

4. ANY PROPOSED CONSTRUCTION JOINTS IN THE 6 1/2" CONCRETE SLAB OTHER THAN

THOSE SHOWN ON THE STRUCTURAL CONTRACT DOCUMENTS MUST BE LOCATED AS

FOLLOWS:

A. IF PARALLEL TO FLOOR BEAMS, LOCATE AT MID-POINT BETWEEN BEAMS.

B. IF PARALLEL TO GIRDERS, LOCATE AT MID-POINT BETWEEN GIRDERS.

THE CONTRACTOR SHALL SUBMIT PLANS SHOWING PROPOSED JOINT LOCATIONS TO THE

ARCHITECT FOR REVIEW BY THE STRUCTURAL ENGINEER OF RECORD BEFORE PLACING

CONCRETE.

LT GAUGE METAL FRAMING NOTES

1. ALL LIGHT GAUGE METAL FRAMING INCLUDING, BUT NOT LIMITED TO, STUD WALLS, FASCIAS, SOFFITS, AND CEILINGS SHALL BE DESIGNED AND DETAILED BY THE LIGHT GAUGE METAL

SUPPLIER'S ENGINEER. SHOP DRAWINGS SHALL BE SUBMITTED FOR REVIEW.

2. THE LIGHT GAUGE METAL SUPPLIER'S ENGINEER'S DESIGN AND DETAIL SHALL INCLUDE THE

FOLLOWING:

A. THE SIZE, LOCATION, AND FASTENING OF BRIDGING.

B. THE FASTENING OF THE BOTTOM TRACK TO THE STRUCTURE.

C. THE SIZE AND TYPE OF VERTICAL SLIDE CLIPS.

D. THE SIZE AND TYPE OF VERTICAL DEFLECTION TOP TRACKS.

E. THE SIZE AND FASTENING OF HEADERS AT ALL OPENINGS.

F. ALL SCREWED AND WELDED CONNECTIONS.

3. ALL LOAD BEARING AND EXTERIOR STUD WALLS SHALL MEET THE FOLLOWING MINIMUM

REQUIREMENTS:

A. 18 GAUGE

B. FLANGE WIDTH = 1 5/8"

C. FLANGE RETURN = 1/2"

4. AT LOCATIONS WHERE LIGHT GAUGE METAL STUDS ARE SHOWN NOTCHED AROUND BOTTOM

FLANGES OF BEAM, LIGHT GAUGE STUD SUPPLIER SHALL DEVISE A STRENGTHENING DETAIL TO

ASSURE THAT THE STUD WORKS WITH THE NOTCH.

STRUCTURAL LEGEND

PAD FOOTING MARK

SEE SCHEDULE ON S1.03

STEEL COLUMN MARK, SEE SCHEDULE ON S1.03

INDICATES MOMENT CONNECTION

PEDESTAL MARK, SEE DETAILS

REINFORCED CONCRETE MASONRY UNIT NOTES

10. LAPS OR SPLICES OF REINFORCING BARS IN CMU WALLS SHALL BE THE GREATER OF 30" OR 48 BAR DIAMETERS, UNLESS

DETAILED OR NOTED OTHERWISE.

9. HORIZONTAL REINFORCING SHALL BE TRUSS TYPE ASTM A82, 9 GAUGE MINIMUM, GALVANIZED.

8. PROVIDE TEMPORARY LATERAL BRACING FOR ALL MASONRY WALLS UNTIL PERMANENT LATERAL SUPPORT IS COMPLETED.

7. PROVIDE ADEQUATE TEMPORARY SUPPORT OF LINTELS UNTIL GROUT/ CONCRETE HAS REACHED THE SPECIFIED 28-DAY

COMPRESSIVE STRENGTH.

6. SUBMIT CMU SHOP DRAWINGS FOR REVIEW BY ARCHITECT/ ENGINEER OF RECORD, INCLUDING REINFORCING AND

CONTROL JOINTS LOCATIONS.

5. MASONRY FILL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS.

4. GROUT SHALL CONFORM TO ASTM C476, FINE GROUT, AND SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI

AT 28 DAYS.

3. MORTAR SHALL BE TYPE M BELOW GRADE & TYPE S ABOVE GRADE, ASTM C207.

2. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 TYPE 1 LIGHT WEIGHT, EXCEPT USE NORMAL WEIGHT BLOCK

FOR ALL WORK BELOW GRADE AND RETAINING WALLS.

1. MINIMUM NET AREA COMPRESSIVE STRENGTH OF MASONRY f'm = 1500 PSI.

SPECIAL INSPECTIONS

REFER TO IBC INTERNATIONAL BUILDING CODE

FOR SPECIAL INSPECTION GUIDELINES

1. THIS SECTION INCLUDES ADMINISTRATIVE AND PROCEDURAL REQUIREMENTS

NECESSARY FOR COMPLIANCE WITH THE INTERNATIONAL BUILDING CODE,

CHAPTER 17, STRUCTURAL TESTS AND SPECIAL INSPECTIONS.

2. STRUCTURAL TESTING AND SPECIAL INSPECTION SERVICES ARE REQUIRED

TO VERIFY COMPLIANCE WITH REQUIREMENTS SPECIFIED OR INDICATED.

THESE SERVICES DO NOT RELIEVE CONTRACTOR OF RESPONSIBILITY

FOR COMPLIANCE WITH OTHER CONSTRUCTION DOCUMENT REQUIREMENTS.

a.) SPECIFIC QUALITY-ASSURANCE AND -CONTROL REQUIREMENTS FOR

INDIVIDUAL CONSTRUCTION ACTIVITIES ARE SPECIFIED IN THE SECTIONS

THAT SPECIFY THOSE ACTIVITIES. REQUIREMENTS IN THOSE SECTIONS

MAY ALSO COVER PRODUCTION OF STANDARD PRODUCTS.

b.) SPECIFIED TESTS, INSPECTIONS, AND RELATED ACTIONS DO NOT LIMIT

CONTRACTOR'S OTHER QUALITY - ASSURANCE AND -CONTROL

PROCEDURES THAT FACILITATE COMPLIANCE WITH THE CONSTRUCTION

DOCUMENT REQUIREMENTS.

c.) REQUIREMENTS FOR CONTRACTOR TO PROVIDE QUALITY-ASSURANCE

AND -CONTROL SERVICES REQUIRED BY ENGINEER, OWNER, OR

AUTHORITIES HAVING JURISDICTION ARE NOT LIMITED BY PROVISIONS

OF THIS SECTION.

3. THE OWNER WILL ENGAGE ONE OR MORE QUALIFIED SPECIAL INSPECTORS

AND/OR TESTING AGENCIES TO CONDUCT STRUCTURAL TESTS AND SPECIAL

INSPECTIONS SPECIFIED IN THE SPECIFICATION AND RELATED SECTIONS

AND AS MAYBE SPECIFIED IN OTHER DIVISIONS OF THESE SPECIFICATIONS.

2. FLOOR DEAD LOAD:

6 1/2" CONCRETE SLAB - 71 PSF

SUPERIMPOSED - 23 PSF

BAR SIZE

TOP

BARS*

OTHER

BARS

f 'c = 5000

TOP

BARS*

OTHER

BARS

f 'c = 4000

TOP

BARS*

OTHER

BARS

f 'c = 3000

#11

#10

#9

#8

#7

#6

#5

(UNLESS NOTED OR DETAILED OTHERWISE)

101" 78" 113" 87" 131" 101"

91"

81"

72"

63"

43"

36"

70"

63"

55"

49"

33"

28"

102"

91"

80"

70"

48"

40"

79"

70"

62"

54"

37"

31"

118"

105"

93"

81"

56"

47"

91"

81"

72"

63"

43"

36"

#4 29" 22" 32" 25" 37" 29"

LAP SPLICE SCHEDULE

F6C1 B1

P1

UNISTRUT NOTES

1. UNISTRUT SUPPORT SYSTEM IS DESIGNED AND PROVIDED BY UNISTRUT SUPPLIER.

2. STAMPED AND SIGNED SHOP DRAWINGS AND CALCULATIONS MUST BE

SUBMITTED FOR REVIEW TO ARCHITECT AND STRUCTURAL ENGINEER OF

RECORD.

3. CONTRACTOR TO COORDINATE BETWEEN STRUCTURAL DRAWINGS AND

UNISTRUT DRAWINGS AND REPORT ANY SUSPECTED DISCREPANCIES OR

OMISSIONS TO THE ARCHITECT AND STRUCTURAL ENGINEER IMMEDIATELY.

6. SUBMIT STEEL SHOP DRAWINGS FOR REVIEW.

EXISTING CONDITIONS NOTES

ALL NEW STRUCTURAL STEEL ADJACENT TO EXISTING WALLS AND BEAMS NEEDS TO BE

FIELD VERIFIED PRIOR TO SHOP DRAWINGS SUBMITTAL AND FABRICATION. WHILE EXISTING

LOCATIONS OF EXISTING WALLS AND BEAMS HAVE BEEN DETERMINED AS BEST AS

POSSIBLE, ACTUAL LOCATION RELATIVE TO THE THE NEW BUILDING MAY VARY ACCORDING

FIELD CONDITIONS AND MUST BE VERIFIED PRIOR TO CONSTRUCTION. ACTUAL FIELD

CONDITIONS MUST TAKE PRECEDENT OVER PLAN DIMENSIONS.

TOP OF FOOTING/ ELEVATION

250.00'

BASE PLATE MARK, SEE DETAILS

* TOP BAR LAP SPLICE ONLY APPLIES TO GRADE BEAMS.

DKB LEB