W912DS-14-B-0007-AMENDMENT_0002_Plans.pdf

DESIGN CRITERIA

1. BUILDING CODE: UFC 1-200-01

2. LATERAL LOAD DESIGN CRITERIA

A. WIND DESIGN CRITERIA

1. BASIC WIND SPEED (V) 217 km/hr (60.3 m/s)

2. WIND IMPORTANCE FACTOR (I) 1.0

3. EXPOSURE CATEGORY C

B. SEISMIC DESIGN CRITERIA

1. OCCUPANCY CATEGORY II

2. SEISMIC IMPORTANCE FACTOR (I) 1.0

3. SITE CLASS C

4. DESIGN CATEGORY C

5. SHORT PERIOD SPECTRAL ACCELERATION S = 0.37

6. ONE SECOND SPECTRAL ACCELERATION S = 0.15

7. DESIGN SPECTRAL ACCELERATION PARAMETERS:

8. ANALYSIS METHOD: EQUIVALENT LATERAL FORCE PROCEDURE

GENERAL

1. METHODS, PROCEDURES AND SEQUENCES OF CONSTRUCTION ARE THE RESPONSIBILITY

OF THE CONTRACTOR. THE CONTRACTOR IS RESPONSIBLE FOR IDENTIFYING AND

IMPLEMENTING THE NECESSARY PRECAUTIONS TO MAINTAIN AND INSURE THE INTEGRITY

OF THE SUBGRADE AND STRUCTURE AT ALL STAGES OF CONSTRUCTION.

2. TEMPORARY BRACING, SHEETING, SHORING, ETC, REQUIRED TO ENSURE THE STRUCTURAL

INTEGRITY/STABILITY OF THE EXISTING BUILDINGS, SIDEWALKS, UTILITIES, ETC, DURING

CONSTRUCTION IS THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL BE DESIGNED BY A

REGISTERED PROFESSIONAL ENGINEER EMPLOYED BY HIM.

3. IMPLEMENTATION OF JOB SITE SAFETY IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.

4. SLEEVES OR BLOCK-OUTS REQUIRED FOR PASSAGE OF DUCTWORK, PIPING, DRAINS,

CONDUIT, ETC, IN ADDITION TO ANCHORS AND HANGERS REQUIRED FOR EQUIPMENT AND

PIPING ARE NOT SPECIFICALLY, NOR GENERALLY, INDICATED ON THE STRUCTURAL

DRAWINGS. THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING SUCH REQUIREMENTS

FROM OTHER SERIES DRAWINGS, SUBCONTRACTORS AND SUPPLIERS AND COORDINATING

THE LOCATIONS AND DETAILS FOR THESE ITEMS PRIOR TO FABRICATION OR ERECTION OF

THE STRUCTURE. PENETRATIONS ARE SUBJECT TO APPROVAL BY THE CONTRACTING

OFFICER.

5. DIMENSIONS AND INSTALLATION DETAILS OF PURCHASED EQUIPMENT MUST BE VERIFIED AND

COORDINATED WITH THE SUPPORTING STRUCTURE. THE CONTRACTOR IS RESPONSIBLE

FOR DETERMINING SUCH REQUIREMENTS FROM SUBCONTRACTORS AND EQUIPMENT

SUPPLIERS ALONG WITH COORDINATING THE LOCATIONS AND DETAILS FOR THESE ITEMS

PRIOR TO FABRICATION OR ERECTION OF THE SUPPORTING STRUCTURE. ANY CONFLICTS

BETWEEN THESE ITEMS AND THE BUILDING STRUCTURE ARE TO BE BROUGHT TO THE

ATTENTION OF THE CONTRACTING OFFICER FOR RESOLUTION.

6. THE STRUCTURAL DRAWINGS GOVERN THE WORK FOR STRUCTURAL FEATURES, UNLESS

OTHERWISE NOTED. DIMENSIONS SHOWN ON PLANS AND DETAILS ARE TO GOVERN THE

STRUCTURAL WORK. THE CONTRACTOR IS TO REFER TO THE ARCHITECTURAL DRAWINGS

FOR DIMENSIONS AND DETAILS NOT PROVIDED.

7. IN CASE OF CONFLICT BETWEEN THE GENERAL NOTES, SPECIFICATIONS, AND DRAWINGS, THE

MOST RIGID REQUIREMENTS AS DETERMINED BY THE CONTRACTING OFFICER WILL GOVERN.

8. WORK NOT INDICATED ON A PART OF THE DRAWINGS, BUT REASONABLY IMPLIED TO BE

SIMILAR TO THAT SHOWN AT CORRESPONDING LOCATIONS, IS TO BE REPEATED.

9. DETAILS DESIGNATED AS "TYPICAL" DETAILS APPLY GENERALLY TO THE DRAWINGS IN AREAS

WHERE CONDITIONS ARE SIMILAR TO THOSE DESCRIBED IN THE DETAILS.

10. SHOP DRAWINGS:

A. SHOP DRAWINGS FOR ALL MATERIALS ARE TO BE SUBMITTED TO THE CONTRACTING

OFFICER FOR REVIEW PRIOR TO THE START OF FABRICATION OR COMMENCEMENT OF

WORK.

B. SHOP DRAWINGS MUST BE CHECKED AND STAMPED BY THE CONTRACTOR PRIOR TO

SUBMISSION. THE CONTRACTOR'S STAMP OF APPROVAL WILL CONSTITUTE

CERTIFICATION THAT HE HAS VERIFIED ALL FIELD MEASUREMENTS, CONSTRUCTION

CRITERIA, MATERIALS AND SIMILAR DATA AND HAS CHECKED EACH DRAWING FOR

COMPLETENESS, COORDINATION, AND COMPLIANCE WITH THE CONTRACT DOCUMENTS.

C. REPRODUCTION OF ANY PORTION OF THE STRUCTURAL CONTRACT DRAWINGS FOR

SUBMITTAL AS SHOP DRAWINGS IS PROHIBITED.

D. CHANGES TO SHOP DRAWINGS THAT ARE RE-SUBMITTED MUST BE CLOUDED OR

OTHERWISE INDICATE THAT A CHANGE HAS BEEN MADE TO THE PREVIOUSLY ISSUED

AND REVIEWED DRAWING.

E. THE CONTRACTOR IS TO PROVIDE THE CONTRACTING OFFICER WITH WRITTEN NOTICE

OF DEVIATIONS OF ANY TYPE FROM THE REQUIREMENTS OF THE CONSTRUCTION

DOCUMENTS. THE NOTICE MUST BE RECEIVED PRIOR TO SHOP DRAWING SUBMITTAL.

THE CONTRACTOR REMAINS LIABLE FOR ANY DEVIATION UNLESS REVIEWED BY THE

CONTRACTING OFFICER AND ACKNOWLEDGED IN WRITING, PRIOR TO THE RECEIPT OF

THE SHOP DRAWINGS.

REINFORCED CONCRETE

1. REINFORCED CONCRETE WORK IS TO BE IN ACCORDANCE WITH THE AMERICAN CONCRETE

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

(LATEST EDITION) AND THE "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS-ACI

301", (LATEST EDITION).

2. MIXING, TRANSPORTING, PLACING AND TESTING OF CONCRETE IS TO BE DONE IN ACCORDANCE

WITH ACI 301, LATEST EDITION.

3. PRIOR TO CONCRETE PLACEMENT, THE CONTRACTOR MUST SUBMIT A CONCRETE MIX DESIGN

PREPARED IN ACCORDANCE WITH THE SPECIFICATIONS TO THE CONTRACTING OFFICER FOR

REVIEW.

4. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH (F'c) EQUAL TO 27.6 MPa.

5. THE SLUMP AT POINT OF PLACEMENT IS NOT TO EXCEED 100 mm AND THE WATER/CEMENT RATIO IS NOT TO EXCEED 0.45. IF ADDITIONAL SLUMP (UP TO 200 mm) IS DESIRED FOR

PUMPING, A SUPER-PLASTICIZER ADMIXTURE MAY BE ADDED.

A. AIR ENTRAINMENT: 5% TO 7% IN CONCRETE EXPOSED TO FREEZE/THAW.

6. REINFORCEMENT IS TO BE DETAILED, FABRICATED, AND PLACED IN ACCORDANCE WITH THE ACI "DETAILING MANUAL NO. SP-66", (LATEST EDITION), AND CONFORM TO THE FOLLOWING:

A. DEFORMED BARS: ASTM A615M, GRADE 420

B. WELDED WIRE FABRIC: ASTM A185

7. REINFORCEMENT IS TO BE SECURELY HELD IN PLACE WHILE PLACING CONCRETE. IF

REQUIRED, ADDITIONAL BARS, STIRRUPS, OR CHAIRS WILL BE PROVIDED BY THE CONTRACTOR

TO FURNISH SUPPORT FOR ALL BARS WHERE NECESSARY DURING CONSTRUCTION.

8. CONTINUOUS REINFORCING BARS TO BE TURNED AND LAPPED AT CORNERS AND

INTERSECTIONS OF WALLS AND FOOTINGS. LAP SPLICES TO BE CLASS B TENSION SPLICES

PER ACI 318. HOOKED BARS TO HAVE STANDARD ACI HOOKS UNO.

9. CONTINUOUS TOP BARS TO BE SPLICED AT MID-SPAN. CONTINUOUS BOTTOM BARS TO BE

SPLICED AT CENTERLINE OF SUPPORTS.

10. WELDED WIRE FABRIC IS TO BE SUPPLIED IN FLAT SHEETS ONLY. LAP WELDED WIRE FABRIC TWO FULL MESH LENGTHS (OR 150 mm MIN) AT SPLICES AND WIRE TOGETHER. WELDED WIRE FABRIC TO BE PLACED 25mm FROM THE TOP OF SLABS UNLESS NOTED OTHERWISE.

11. LEVELING GROUT TO BE NON-SHRINK, NON-METALLIC TYPE, FACTORY PREMIXED GROUT IN ACCORDANCE WITH ASTM C1107, WITH MINIMUM COMPRESSIVE STRENGTH (F'c) OF NOT LESS THAN 34.5 MPa.

12. SLEEVES, INSERTS, MECHANICAL OPENINGS, CONDUITS, PIPES, RECESSES. DEPRESSIONS, CURBS AND OTHER EMBEDDED ITEMS TO BE PROVIDED FOR AS SHOWN ON THE

ARCHITECTURAL, MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS AND AS REQUIRED

BY EQUIPMENT MANUFACTURERS. INSTALLATION OF THESE ITEMS TO BE COORDINATED

AND PROVIDED FOR PRIOR TO PLACING CONCRETE.

13. ANCHOR BOLTS TO BE ASTM A36M Fy=248 MPa MINIMUM.

PRECAST CONCRETE

1. PRECAST CONCRETE UNITS MUST BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH

THE PRECAST CONCRETE INSTITUTE (PCI) DESIGN HANDBOOK AND ACI 318 (LATEST EDITION).

2. PRECAST TO PRECAST AND PRECAST TO FOUNDATION CONNECTIONS, INCLUDING ANCHOR

RODS, ARE TO BE DESIGNED AND DETAILED BY THE PRECAST MANUFACTURER.

3. PRIOR TO FABRICATION, THE PRECAST MANUFACTURER IS TO SUBMIT TO THE CONTRACTING

OFFICER FOR REVIEW THE FOLLOWING, PREPARED BY OR UNDER THE SUPERVISION OF A

PROFESSIONAL ENGINEER AND BEARING THE SEAL OF THE PROFESSIONAL ENGINEER:

A. DESIGN CALCULATIONS OF PRECAST UNITS, INTEGRATED SUPPORT MEMBERS AND

CONNECTIONS.

B. SHOP DRAWINGS SHOWING ERECTION PLANS, DIMENSIONS, REINFORCING

REQUIREMENTS, CONSTRUCTION DETAILS, DESIGN CRITERIA, LOAD CAPACITIES,

OPENING SIZES AND LOCATIONS AND FOUNDATION LOADS.

4. STRUCTURAL STEEL ANGLES AND BOLTS TO BE ASTM A36M (MIN) AND HOT DIPPED GALVANIZED

AFTER FABRICATION. ALL PERMANENTLY EXPOSED CONNECTION PLATES TO BE 304L OR 316L

STAINLESS STEEL.

CEMENT GROUT TO BE NON-SHRINK, NON-METALLIC WITH A MINIMUM 28 DAY COMPRESSIVE

STRENGTH (F'c) EQUAL TO 34.5 MPa.

6. ALL OPENINGS (SHOP AND FIELD CUT) MUST BE SHOWN ON FINAL APPROVED SHOP DRAWINGS.

FIELD CUT OPENINGS ARE NOT PERMITTED UNLESS SPECIFICALLY SHOWN ON THE SHOP

DRAWINGS AND ACCOUNTED FOR IN THE DESIGN.

7. PRECAST CONCRETE FOOTINGS

A. PRECAST CONCRETE FOOTINGS AND PIERS TO BE CAST WITH NORMAL WEIGHT

CONCRETE AND REINFORCED PER THE STRUCTURAL DRAWINGS FOR THE DESIGNED

SERVICE LOADS. DESIGN AND DETAILING OF ADDITIONAL REINFORCEMENT REQUIRED

FOR THE LIFTING AND PLACEMENT PROCESS IS THE RESPONSIBILITY OF THE

PRECAST MANUFACTURER.

B. PROVIDE BLOCK-OUTS AT PIERS AS REQUIRED FOR COLUMN BASE SET ANCHORAGE.

C. GROUT SOLID ANY OPENINGS, COLUMN BASE SET BLOCK-OUTS AND FOOTING SPLICE

JOINTS ONCE FOOTING IS IN PLACE. ASSURE GROUT HAS ACHIEVED 75% OF ITS DESIGN

STRENGTH PRIOR TO INDUCING ANY LOADS UPON THE PRECAST FOOTING AND PIER.

PROVIDE FORMS AS REQUIRED TO KEEP CEMENT GROUT IN PLACE.

FOUNDATIONS

FOUNDATIONS WILL BE DESIGNED AND ARE TO BE CONSTRUCTED IN ACCORDANCE WITH

CRITERIA ESTABLISHED BY THULE AIR FORCE BASE PROPOSED CONSOLIDATED FACILITIES

GEOTECHNICAL INVESTIGATION. THIS REPORT IS CONSIDERED PART OF THESE

CONSTRUCTION DOCUMENTS.

2. FOUNDATIONS ARE TO BE PLACED ON COMPACTED NON-FROST SUSCEPTIBLE (NFS) FILL

CONFORMING TO THE SPECIFICATIONS. PLACE FILL IN 200 MM MAXIMUM LIFTS. COMPACT

AFTER EACH LIFT TO 95% OPTIMUM DENSITY PER ASTM D-1557.

3. COMPLETE REMOVAL OF THE THAW-UNSTABLE SOILS AND ROCK ACROSS THE SITE WILL

BE ENSURED, AND THE EXCAVATION WILL TERMINATE IN THAW-STABLE BEDROCK. THE

UNSTABLE MATERIAL WILL BE REPLACED WITH NFS FILL.

4. INSPECTION IS REQUIRED PRIOR TO PLACEMENT OF NFS FILL. ANY MATERIAL LOOSENED

DURING EXCAVATION SHALL BE REMOVED PRIOR TO FILLING.

STEEL JOISTS

1. DESIGN, FABRICATION AND ERECTION OF OPEN WEB STEEL JOISTS MUST CONFORM TO THE

STEEL JOIST INSTITUTE (SJI) "STANDARD SPECIFICATIONS AND LOAD TABLES FOR STEEL

JOISTS AND JOIST GIRDERS", (LATEST EDITION).

2. JOIST MANUFACTURER IS TO PROVIDE ALL ANCHORS AND FASTENERS REQUIRED FOR

INSTALLATION OF JOISTS, BRIDGING AND BOTTOM CHORD EXTENSIONS.

3. PROVIDE BRIDGING AND ANCHORAGE IN ACCORDANCE WITH SJI REQUIREMENTS. BRIDGING

IN FIRST TWO AND LAST TWO SPACES SHALL BE 'X'-TYPE AND ATTACHED TO A STRUCTURAL

WALL, STEEL BEAM, OR JOIST GIRDER.

4. NO LOADS MAY BE APPLIED TO THE JOISTS UNTIL BRIDGING HAS BEEN COMPLETELY

INSTALLED AND THE JOIST ENDS HAVE BEEN SECURED TO THEIR SUPPORTS.

5. STEEL JOISTS ARE TO BE EQUALLY SPACED IN BAYS UNO. DO NOT EXCEED JOIST SPACING

INDICATED ON THE DRAWINGS.

6. BOTTOM CHORD EXTENSIONS TO BE INSTALLED WHERE SHOWN ON THE DRAWINGS. STEEL

JOISTS ARE TO BE DESIGNED FOR 5 kN OF SHORT TERM AXIAL LOAD ALONG THE EXTENSION.

DO NOT FULLY CONNECT EXTENSIONS TO THE SUPPORTING STRUCTURE UNTIL APPLICABLE

DEAD LOAD HAS BEEN APPLIED.

7. STEEL JOIST MANUFACTURER IS TO PROVIDE ADDITIONAL BOTTOM CHORD BRIDGING AS

REQUIRED FOR UPLIFT LOADS.

8. HANGERS SUPPORTING MECHANICAL, ELECTRICAL OR OTHER EQUIPMENT ARE TO BE PLACED

AT JOIST PANEL POINTS (WELDING NOT PERMITTED) AND APPLIED LOADS ARE TO BE

COORDINATED WITH STEEL JOIST MANUFACTURER. DO NOT SUSPEND ANY EQUIPMENT

FROM BRIDGING OR METAL DECK.

9. STEEL JOIST MANUFACTURER TO VERIFY SIZE, LOCATION AND WEIGHT OF ALL SUPPORTED

MECHANICAL UNITS AND ASSOCIATED OPENINGS PRIOR TO FABRICATION.

NON-COMPOSITE METAL DECK FLOORING

1. METAL DECK MUST BE DESIGNED AND DETAILED IN ACCORDANCE WITH THE STEEL DECK

INSTITUTE (SDI) "DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS AND ROOF

DECKS," (LATEST EDITION).

2. 150mm NON-COMPOSITE FLOOR DECK TO BE FASTENED TO THE SUPPORTING STEEL AT THE ENDS OF UNITS AND AT ALL INTERMEDIATE SUPPORTS WITH 19mm DIAMETER PUDDLE WELDS AT 310mm OC ACROSS THE WIDTH OF THE DECK. DECK SIDE LAPS SHALL BE FASTENED WITH 16mm DIAMETER WELDS OR #12 (5.33mm SHANK DIA) TEK SCREWS AT 310mm OC BETWEEN

THE SUPPORTS. ANY SPLIT OR PARTIAL PANELS TO BE FASTENED TO THE SUPPORTING

STRUCTURE IN EVERY VALLEY REGARDLESS OF ADJACENT FASTENER PATTERNS.

3. 30mm NON-COMPOSITE SUB-FLOOR DECK TO BE FASTENED TO THE SUPPORTING STEEL DECK AT ENDS & THIRD POINTS ALONG SPAN OF UNITS WITH #10 (4.83mm SHANK DIA) TEK SCREWS. DECK SIDE LAPS TO BE FASTENED WITH #10 TEK SCREWS AT 600mm OC BETWEEN

THE DECK ENDS.

4. PROVIDE GALVANIZED FLOOR DECK WITH THE FOLLOWING MINIMUM PROPERTIES:

A. 150mm DECK

1. THICKNESS = 1.52mm

2. YIELD STRENGTH (Fy) = 230 MPa

3. SECTION MODULUS:

S = S = 15.4 x 10 mm /m

4. MOMENT OF INERTIA:

I = I = 13.5 x 10 mm /m

5. DECK UNITS TO BE A MINIMUM OF THREE (3) SPANS CONTINUOUS WITH LAPS PLACED OVER

SUPPORTS.

6. METAL DECK SUPPLIER TO PROVIDE LIGHT GAGE METAL DECK CLOSURE PIECES AND ALSO

REINFORCE OR SUPPORT DECK AT OPENINGS AND COLUMN AREAS AS REQUIRED, IN

ACCORDANCE WITH THE SDI.

LIGHT GAGE STEEL FRAMING

1. STRUCTURAL MEMBERS MUST BE DESIGNED IN ACCORDANCE WITH THE AMERICAN IRON

AND STEEL INSTITUTE (AISI) "NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-

FORMED STEEL STRUCTURAL MEMBERS" (LATEST EDITION).

2. STRUCTURAL MEMBERS TO BE FORMED FROM CORROSION RESISTANT STEEL CONFORMING

TO ASTM A 653M WITH MINIMUM YIELD STRESS (Fy) OF 340 MPa FOR STUDS AND JOISTS.

3. LIGHT GAGE MEMBERS AND DETAILS SHOWN ON THE ARCHITECTURAL OR STRUCTURAL

DRAWINGS ARE FOR BID PURPOSES ONLY. STRUCTURAL STUD AND/OR JOIST FRAMING

MEMBERS AND CONNECTIONS ARE TO BE ENGINEERED BY THE MANUFACTURER. DESIGN

CALCULATIONS AND SHOP DRAWINGS INDICATING ALL JAMBS, POSTS, HEADERS, BRACING

AND PIECES NECESSARY FOR CONSTRUCTION SHALL BE SUBMITTED TO THE CONTRACTING

OFFICER FOR REVIEW.

SUBSTITUTION OF EXPANSION ANCHORS FOR EMBEDDED ANCHORS SHOWN ON THE

DRAWINGS WILL NOT BE PERMITTED.

11. WELDING TO BE IN ACCORDANCE WITH THE AMERICAN WELDING SOCIETY (AWS).

"STRUCTURAL WELDING CODE ANSI/AWS D1.1" (LATEST EDITION); USE E70xx ELECTRODES

UNLESS OTHERWISE INDICATED ON THE DRAWINGS.

12. STEEL BRACING AND CONNECTIONS WITH AXIAL FORCES:

A. THE FABRICATOR IS RESPONSIBLE FOR THE DESIGN AND DETAIL OF ALL

CONNECTIONS. ALL CONNECTIONS TO BE DESIGNED BY THE FABRICATOR TO

DEVELOP THE ACTUAL AXIAL FORCES SHOWN ON THE DRAWINGS. NO INCREASE

IN ALLOWABLE STRESSES IS ALLOWED.

B. LOADS INDICATED THUS (LOAD) ON FRAMING PLANS AND ELEVATIONS ARE AXIAL

FORCES IN MEMBERS. THESE FORCES ARE MAXIMUMS ON INDIVIDUAL MEMBERS

AND ARE NOT NECESSARILY FOR THE SAME LOAD COMBINATION.

C. WHERE AN AXIAL LOAD INDICATED THUS (LOAD) IS SHOWN ON A FRAMING

MEMBER, THE CONNECTION SHALL BE DESIGNED FOR THE MAXIMUM CONNECTION

REACTION INDICATED PLUS THE BOLT PRYING ACTION GENERATED BY THE

LESSER OF THE TWO CONNECTING MEMBER AXIAL FORCES SHOWN ON THE PLANS.

D. REFERENCE TYPICAL BRACING DETAILS FOR NOTES CONCERNING THE DESIGN OF

VERTICAL BRACING CONNECTIONS.

E. BOLTS TO BE MINIMUM 19 mm DIAMETER ASTM A 325M-SC UNO. QUANTITY TO BE AS

REQUIRED TO DEVELOP FORCES INDICATED (MINIMUM 2 BOLT CONNECTION FOR

ANGLES AND 4 BOLT CONNECTION FOR WT'S AND WIDE FLANGE MEMBERS UNO).

F. GUSSET AND CONNECTION PLATE SIZES AND THICKNESSES SHOWN ARE MINIMUM,

FABRICATOR TO DESIGN PLATES FOR ACTUAL LOADS INDICATED.

13. PAINT AND PROTECTION:

A. STRUCTURAL STEEL, UNLESS INDICATED OTHERWISE, TO BE SHOP CLEANED AND

PAINTED ONE SHOP COAT RED OXIDE PRIMER. TOUCH UP AFTER ERECTION.

B. DO NOT PAINT STEEL WHERE ENCASED WITH CONCRETE, OR AT FIELD WELD AREAS.

C. DO NOT PAINT THE TOP FLANGE OF BEAMS TO RECEIVE COMPOSITE SHEAR

CONNECTORS.

D. ALL EXPOSED STRUCTURAL STEEL (INCLUDING INTERIOR STAIRS) TO RECEIVE PAINTED

FINISH TO BE SHOP CLEANED AND PRIME PAINTED PER THE SPECIFICATIONS.

E. EXPOSED STRUCTURAL STEEL FOR EXTERIOR STAIRS, SCREEN WALLS, EQUIPMEENT

PLATFORMS, LOOSE ANGLE LINTELS ETC, TO BE HOT DIPPED GALVANIZED PER ASTM

A-123

F. PROVIDE A MINIMUM OF 80mm CONCRETE COVER FOR ALL STEEL BELOW GRADE.

STRUCTURAL STEEL

1. STRUCTURAL STEEL WORK IS TO BE COMPLETED IN ACCORDANCE WITH THE AMERICAN

INSTITUTE OF STEEL CONSTRUCTION (AISC) "SPECIFICATIONS FOR STRUCTURAL STEEL

BUILDINGS" (THIRTEENTH EDITION)

A. STRUCTURAL STEEL, UNLESS NOTED OTHERWISE, TO BE NEW STEEL CONFORMING

TO THE REQUIREMENTS OF ASTM A 6M AND AS INDICATED ON THE STEEL MATERIAL

SCHEDULE ON DRAWING S-002.

2. THE STRUCTURAL STEEL FABRICATOR, AND/OR GENERAL CONTRACTOR, MUST VERIFY ALL

EXISTING DIMENSIONS AND CONDITIONS AT THE SITE. ALL DISCREPANCIES FOUND ARE TO BE

REPORTED TO THE CONTRACTING OFFICER PRIOR TO PREPARATION OF SHOP DRAWINGS.

SHOP DRAWINGS ARE TO INCLUDE ALL FIELD MEASUREMENTS AND CONDITIONS.

3. STRUCTURAL STEEL FABRICATOR IS TO PROVIDE FOR VERTICAL AND HORIZONTAL FIELD

ADJUSTMENT OF ALL SUPPORT ASSEMBLIES.

4. CUTS, HOLES, COPING, ETC. REQUIRED FOR OTHER TRADES MUST BE SHOWN ON THE SHOP

DRAWINGS AND MADE IN THE SHOP. CUTS OR BURNING OF HOLES IN THE FIELD WILL NOT BE

PERMITTED.

5. STEEL BEAMS ARE TO BE EQUALLY SPACED IN BAYS UNLESS OTHERWISE NOTED.

6. FABRICATE AND INSTALL BEAMS WITH NATURAL CAMBER UP UNLESS CAMBER IS NOTED ON THE

DRAWINGS.

7. ALL STRUCTURAL STEEL FRAMES ARE TO BE SECURELY BRACED UNTIL ALL FLOOR SLABS,

ROOF BRACING, AND ROOF STRUCTURES HAVE BEEN INSTALLED AND BECOME CAPABLE OF

STABILIZING THE FRAMES.

8. UNLESS OTHERWISE NOTED, STRUCTURAL STEEL CONNECTIONS TO BE SHOP WELDED AND

FIELD BOLTED.

A. BOLTS: 19 mm DIAMETER ASTM A 325M N (HIGH STRENGTH) UNO WITH MATCHING

WASHERS AND HEAVY HEX NUTS. USE TENSION CONTROL BOLT ASSEMBLIES

CONFORMING TO ASTM F1852 UNO.

9. BOLTED CONNECTIONS TO BE MADE ACCORDING TO AISC TABLE II OR III - FRAMED BEAM

CONNECTIONS. THE MINIMUM DEPTH OF THE CONNECTION MUST BE MORE THAN 75% OF

THE BEAM DEPTH EXCEPT THAT BEAMS FRAMING TO COLUMNS TO HAVE FULL DEPTH

CONNECTIONS USING MINIMUM 10 mm CONNECTION ANGLES OR PLATES.

A. NON-COMPOSITE BEAM CONNECTIONS TO BE DESIGNED FOR ONE HALF THE

UNIFORM LOAD CAPACITY OF THE BEAM AS TABULATED BY AISC UNLESS

HIGHER LOADS ARE INDICATED ON THE DRAWINGS.

4. EXTERIOR STUD WALLS TO BE DESIGNED FOR A MINIMUM UNIFORM WIND PRESSURE OF 300

kg/m2 AND A MAXIMUM PERMISSIBLE HORIZONTAL DEFLECTION OF L/360.

5. MAXIMUM STUD SPACING TO BE 410mm OC WITH DOUBLED STUDS (MINIMUM) AT EACH SIDE

OF OPENINGS.

6. FRAMING COMPONENTS ARE TO BE CUT SQUARELY FOR ATTACHMENT TO PERPENDICULAR

MEMBERS OR AS REQUIRED FOR AN ANGULAR FIT AGAINST ABUTTING MEMBERS.

7. FIELD CUTTING OF STUDS MUST BE DONE BY SAWING OR SHEARING, TORCH CUTTING OF

COLD-FORMED MEMBERS IS UNACCEPTABLE.

8. FASTENING OF COMPONENTS IS TO BE WITH SELF-DRILLING SCREWS OR WELDING.

WELDING OF STUDS MUST COMPLY WITH AWS D 1.3. ALL WELDS TO BE TOUCHED-UP WITH

ZINC-RICH PAINT. SCREWS AND WELDS TO BE OF SUFFICIENT SIZE TO ENSURE THE

STRENGTH OF THE CONNECTION. WIRE TYING OF COMPONENTS IS NOT PERMITTED.

POWDER DRIVEN FASTENERS ARE NOT ACCEPTABLE FOR STRUCTURAL APPLICATIONS.

9. LIGHT GAGE STEEL FRAMING MEMBERS ARE TO BE SECURELY ATTACHED TO THE

STRUCTURE WHERE INDICATED ON THE DRAWINGS, OR APPROVED SHOP DRAWINGS.

FASTENERS TO BE COMPATIBLE TO THE STRUCTURAL MEMBERS.

10. PROVIDE VERTICAL SLIDE TRACKS, OR SLIDE CLIPS, WHERE INDICATED ON THE DRAWINGS

OR OTHERWISE REQUIRED TO ALLOW FOR VERTICAL STRUCTURAL MOVEMENTS. MAXIMUM

EXPECTED STRUCTURE LIVE LOAD DEFLECTION IS L/360 AT FLOORS AND L/240 AT ROOFS.

11. REFERENCE ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION, INCLUDING

SHEATHING TYPE, FINISHES, OPENINGS, LOCATIONS ETC.

p n np

B. 30mm/38mm DECK

1. THICKNESS = 0.91mm

2. YIELD STRENGTH (Fy) = 230 MPa

3. SECTION MODULUS:

S = S = 10.6 x 10 mm /m

4. MOMENT OF INERTIA:

I = I = 19.1 x 10 mm /m p n 3 3 np 6 4 44

1.

5.

10.

4. INTERNAL PRESSURE COEFFICIENT (GC ) 0.18

5. VELOCITY PRESSURE (q ) 2.01 kPa pi z

9. LATERAL FORCE RESISTING SYSTEMS:

STEEL SYSTEM NOT SPECIFICALLY DETAILED FOR HIGH-SEISMIC RESISTANCE

SHORT PERIOD PARAMETER S = 0.30

ONE SECOND PERIOD PARAMETER S = 0.18

S

DS

D1

NORTH-SOUTH DIRETION:

EAST-WEST DIRETION:

RESPONSE MODIFICATION COEFFICIENT

SEISMIC RESPONSE COEFFICIENT

SEISMIC BASE SHEAR

R = 3.0 Cs = 0.08 V = 1038 kN

RESPONSE MODIFICATION COEFFICIENT

SEISMIC RESPONSE COEFFICIENT

SEISMIC BASE SHEAR

R = 3.0 Cs = 0.08 V = 1038 kN

3. GRAVITY LOAD DESIGN CRITERIA

A. DEAD LOADS

1. ROOF 0.80 kpa

2. 1st FLOOR 1.15 kpa

3. 2nd FLOOR 1.90 kpa

B. LIVE LOADS

1. ROOF 0.96 kpa 2.

3.

4.

LOBBIES 4.80 kpa

5.

CORRIDORS 4.80 kpa

6.

STAIRS 4.80 kpa

7. STORAGE 14.40 kpa

8. MECHANICAL 4.80 kpa

C. SNOW LOADS

1. GROUND SNOW LOAD (Pg) 1.20 kpa

2. SNOW IMPORTANCE FACTOR (I) 1.0

3. SNOW EXPOSURE FACTOR (Ce) 0.9

4. ADDITIONAL SNOWDRIFT AS PER APPLICABLE BUILDING CODE(S)

4. FOUNDATION DESIGN CRITERIA

A. FOUNDATION DESIGN IS BASED UPON THE FOLLOWING SOIL PARAMETERS:

1. ALLOWABLE NET SOIL BEARING PRESSURE = 190 kpa = 4000 psf

B. LATERAL EARTH PRESSURE PARAMETERS:

1. SOIL DENSITY = 2080 kg/m = 130 pcf

2. COEFFICIENT OF ACTIVE PRESSURE Ka = 0.28

3. COEFFICIENT OF AT-REST PRESSURE Ko = 0.44

4. COEFFICIENT OF PASSIVE EARTH PRESSURE Kp = 3.50

5. ANGLE OF INTERNAL FRICTION = 34 DEGREES

6. COEFFICIENT OF FRICTION u = 0.59

7. MODULUS OF SUBGRADE REACTION = 8.3 kg/cm = 300 pci

OFFICES 2.40 kpa

SHOPS 12.00 kpa

4. CATWALK 0.80 kpa

9. CATWALK 1.90 kpa

C. SLAB-ON-GRADE DESIGN AND CAPACITY CRITERIA:

1. SLAB-ON-GRADE:

A. DESIGN VEHICLE = CATEGORY V FORKLIFT TRUCK

B. MAXIMUM AXLE LOAD = 19500 kg C. MAXIMUM VEHICLE LOAD CAPACITY = 9000 kg

FLOOR SLABS AT STAIRS SHALL BE 38mm NON-COMPOSITE FLOOR DECK WITH 89mm REINFORCED CONCRETE SLAB TO FORM THE FLOOR SLAB MINIMUM THICKNESS OF 127mm.

THESE DECK AND SLAB DIMENSIONS ARE BASED ON CHANNEL SUPPORT MEMBERS OF

152mm IN HEIGHT. THE FLOOR SYSTEM SHALL BE REDESIGNED AS NECESSARY WITH

EUROPEAN PRODUCTS TO MATCH THE FFE OF THE SECOND FLOOR.

4.

5. 38mm NON-COMPOSITE FLOOR DECK TO BE FASTENED TO THE SUPPORTING STEEL CHANNELS AT ENDS & THIRD POINTS ALONG SPAN OF UNITS WITH 19mm DIAMETER PUDDLE WELDS AT 310mm OC ACROSS THE WIDTH OF THE DECK. DECK SIDE LAPS TO BE FASTENED WITH 16mm DIAMETER WELDS OR #10 TEK SCREWS AT 310mm OC BETWEEN THE DECK ENDS.

5. ADEQUATE DEWATERING SHALL BE PROVIDED DURING EXCAVATION AND BACKFILL

PROCEDURES TO INSURE ANY PORTION OF THE NFS FILL IS NOT SATURATED AT COMPLETION.

C. LATERAL BUILDING DRIFT CRITERIA

1. STRUCTURE: OTHER THAN MASONRY; 4 STORIES OR LESS

2. OCCUPANCY CATEGORY II

3. ALLOWABLE STORY DRIFT 0.025h

4. ALLOWABLE SERVICABILITY BLDG DRIFT L/400

8. MINIMUM UPLIFT FACTOR OF SAFETY = 1.5

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