IV NMD-600-40478-S0.1A Base Building Design Criteria and General Notes.pdf

GENERAL NOTES - FEDFRAL AVl,A. TION ADMINISTRATION A TCT BASE BUILDl�JG

GENERAL:

1. THE STRUCTUAC DRAWINGS REPRESENT THE COMPLETED STRUCTURE

A',C r.�F NOT INTENDED TO IND ICATE THE MEANS AND METHOD OF CON STr-: 1JC:-IJN.

CODES:

1. 1988 UN IFORM BUILDING CODE (UBC)

2. 1989 BUILD ING CODE FOR THE C ITY AND COUNTY OF DENVER

3. AMER ICAN INST ITUTE OF STEEL CONSTRUCTION (A I SC)" MANUAL

OF STEEL CONSTRUCTION", NINTH EDITION, WHICH INCLUDES

"SPEC IF ICATI ON FOR THE DES IGN , > ABRICATI ON AND ERECTION

OF STRUCTUAL STEEL F OR BUILDINGS AND BRIDGES"

AND "STRUCTUAL JC:NTS US ING A.STM A325 OR A490 BOLTS".

4. AMERICAN WELDING SOC IETY (AW5) "STRUCTUAL WELDING CODE

- STEEL" 01.1, LATEST EDIT ION.

DESIGN LIVE LOADS:

1 ROOF (SNOW) 30 PSF PLUS DR IFT

2. SECOND FLOOR . 150 PSF

3. TH IRD & FUTURE FLOORS 80 PSF

4. STAIRS 100 PSF

5. WIND BASE 80 MPH EXPOSURE C, 1 =1.15

6. EARTHQUAKE SEISMIC ZONE (OWNER'S SPEC IAL REQU IREMENT)

BASE SHEAR V = Z IC W

RW

WHERE Z=O.C75, 1 = 1.25, W = STRUCTURE'S DEAD WE IGHT

C = 2. 75. RW = 8

DESIGN DEAD LOADS:

1. ROOF

2. THIRD & FUTURE FLOORS

3. SECOND FLOOR

4. INTERIOR PARTITIONS

5. EXTERIOR WALLS

DESIGN STRESSES:

100 PSF

88 PSF

99 PSF

20 PSF

75 PSF

1. CONCRETE (28 DAY STRENGTH)

2. REINFORCEMENT:

RE I NFORCEMENT BARS (ASTM A625-GRADE 60) ... FY = 60,000 PS I

WELDED WIRE FABRIC (ASTM A185) ........................ FY = 65,000 PSI

3. STRUCTUAL STEEL:

STRUCTUAL STEEL UNLESS NOTED

OTHER'MSE (ASTM A572, GRADE 50) ..................... FY � 50,000 PSI

STEEL BEAMS AND COLUMNS NOTED

WITH AND ASTERISK ON PLANS AND

SCHEDULED (ASTM A36) ......................................... FY = 36,000 PSI

STEEL ANGLES, BENT PLATES,

BASE PLATES, THREADED RODS (ASTM A36) ........ FY = 36,000 PSI

STEEL TUB ING (ASTM A-500 GRADE B) ................ FY = 46,000 PSI

STEEL PIPE (ASTM A53 TYPE E OR S) ................ FY = 35.000 PSI

STfEL DECK (ASTM A446 GRADE A) ...................... FY = 33,000 PSI

WELDING ELECTRODE LOW-HYDROGEN (E-70) ....... FY = 70,000 PSI

4. GEOTECHNICAL REPORT: "GEOTECHNICAL ENGINEERING STUDY -

FEDERAL AVIATION ADMINISTRATION TRACON FACILITY, PHASE 1 -

DENVER INTERNATIONAL AIRPORT - DENVER, COLORADO", PREPARED

BY CHEN-NORTHERN, INC., DA TED JULY 26, 1989.

CONCRETE CONSTRUCTIOI\I:

1. ALL REINFORCEMENT IS SUPPORTED AND WIRED TOGETHER TO

PREVENT DISPLACEMENT BY CONSTRUCTION LOADS OR BY THE

PLACING OF CONCRETE. ON THE GROUND AND WHERE OTHERWISE

SUBJECT TO CORROSION, USED CONCRETE OR OTHER SUITABLE.

NO•: · CORRODIBLE MATERIAL FOR SUPPORTING REINFORCEMENT

6.. . i.APS CONFORM TO ACI CLASS "C" LAP REQUIREMENTS UNLESS i'!U :cO OTHERWISE.

l

CLASS C LAP SPLICE SCHEDULE

1 --�-- �--

BAR SIZE TOP BARS OTHER BARS

INCHES INCHES

#3 21 15 I

#4 28 20

37 26

44 31 i

#7 55 39

,18 72 51

#9 91 65

#10 115 82

#11 I 142 101

TOP BARS ARE HORIZONTAL BARS OVER MORE THAN 12 INCHES OF

FRESH CONCRETE.

2. MINIMUM CAST-IN-PLACE CONCRETE COVER OVER REINFORCING STEEL,

UNLESS OTHERWISE NOTED.

A. CONCRETE CAST AGAINST AND EXPOSED TO EARTH ............... 3"

B. CONCRETE EXPOSED TO EARTH OR WEATHER:

#6 OR LARGER.......................................................................... 2"

C. CONCRETE NOT EXPOSED TO EARTH OR WEATHER:

SLABS, WALLS:

#11 BAR AND SMALLER........................................................... 3/4"

BEAMS, COLUMNS:

PRIMARY REINFORCEMENT, TIES, SPIRALS ............................... 1-1/2"

3. PROV IDED 6 Mil. THICK POLYETHYLENE VAPOR BARRIER BENEATH ALL

CONCRETE FLOOR SLABS OF THE BUILDINGS. PROVIDED 2-INCH DEPTH

OF CLEAN SAND OVER ALL VAPOR BARRIERS.

4. SEE ALL CONTRACT DRAWINGS FOR ADDrnONAL CONCRETE WORK.

STEEi_ CONSTRUCTION:

1. ALL STRUCTUAL STEEL WORK CONFORM TO TrlE AISC "MANUAL

OF STEEL CONSTRUCTION", 9TH ECITION.

2. SEE ALL CONTRACT DRAWINGS FOR MISCELLANEOUS STEEL

REQUIREMENTS.

3. BOLTS: ALL BOLTS FOR STRUCTUAL <;ONNECTIONS ARE HIGH

STRENGTH BOLTS, EITHER ASIM A325 OR A490. THEY ARE

INSTALLED IN ACOORDANCE WITH THE AISC SPECIFICATION

4.

FOR "STRUCTUAL JOINTS USING ASTM A325 OR A490 BOLTS"

AND A�E FIELD TESTED AND INSPECTED IN ACCORDANCE WITH

SECTION 9. ALL HIGH-STRENGTH BOLTS HAVE DIRECT TENSION

INDICATORS OR ARE LOAD INDICATOR BOLTS. ALL OTHER BOLTS

ARE ASTM A307 AND ARE PROVIDED �nTH LOCK WASHERS UNDER

NUTS OR SELF-LOCKING NUTS.

WELDED HEADED STUDS: ALL STUDS ARE 3/4 INCH DIAMETER

BY 4 INCHES AT 2 INCH STEEL DECK AND :3/4 INCH DIAMETER

BY 5 INCH LONG AT 3 INCH STEEL DECK, UNLESS OTHERWISE

NOTED. STEEL BEAMS SUPPORTING A CAST-!N-PLACE CONCRETE

SLAB HAVE STUDS AT 2'-0" ON CENTER, UNLESS OTHERWISE

NOTED. STEEL STUD ANCHORS WELDED TO STEEL SEAMS OR

CONCRETE CONNECTIONS HAVE SHEAR AND TENSILE CAPACITY PER

ANCHOR OF 13.3 KIPS AND 19.4 KIPS RESPECTIVELY.

STEEL DECK:

1. STEEL COMPOSITE AND NONCOMPOSITE DECK CONFORM TO THE

RECOMMENDATIONS AND SPECIFICATIONS OF THE STEEL DECK

INSlllUTE . STEEL DECK AND ALL OF ITS FLASHINGS CONFORM

TO ASTM A446, GRADE A. SPAN OVER FOUR SUPPORTS (CONTINUOUS)

OVER THREE OR MORE SPANS), EXCEPT WHERE THE FRAMING DOES

NOT PERMIT. ALL WELDING IN ACCORDANCE WITH AWS D1.3 SPECIFICATION

FOR "WELDING SHEET STEEL IN STRUCTURES."

2. COMPOSITE DECK: CONCRETE BONDING-TYPE UNITS ARE FORMED

WITH DEFORMATIONS TO PROVIDE ON INTERLOCK BETWEEN THE

CONCRETE AND STEEL. COMPOSITE UNITS ARE FASTENED TO

THE STEEL SUPPORTS AT THE ENDS OF THE UNITS AND TO THE

INTERMEDIATE SUPPORTS WITH THREE 3/4-INCH DIAMETER PUDDLE

WELDS (1/2 INCH EFFECTIVE) EPR 2'-0" OF WIDTH. WHERE TWO

UNITS ABUT, EACH UNIT IS SO FASTENED TO THE STEEL SUPPORTS.

THE SIDE LAPS OF ADJACENT UNITS IS FASTENED BETl•IEEN SUPPORTS

PARALLEL TO THE DECK SPAN WITH 3/4 INCH DIAMETER PUDDLE WELDS

AT 1'-C" ON CENTER UNLESS OTHERWISE NOTED. VENT TABS ARE

PROVIDED WHERE FLUID-APPLIED MEMBRANE IS TO BE PLACED OVER

CONCRETE FILL. SHEAR STUDS WELDED THROUGH DECK MAY HA VE BEEN

USED IN PLACE OF 3/4 INCH DIAMETER PUDDLE WELDS. PROVIDED

18 GAUGE FLASHING AND CLOSURE PLATES AT WALL ENDS OF ALL

UNITS, AROUND COLUMNS AND AT ALL PERIMETER LOCATIONS

REQUIRING CLOSURE. ALL 2 INCH AND 3 INCH DECK HA VE A MOMENT OF

INERTIA OF 0.428 AND 0.950 INCHES TO THE FOURTH POWER

RESPECTIVELY AND A SECTION MODULUS OF 0.368 AND 0.570

INCHES CUBED RESPECTIVELY. ALL DECK HAVE A SHEAR CAPACITY

OF 700 PLF.

PRECAST CONCRETE PANELS:

1. THE CONNECTION DETAILS FOR ARCHITECTUAL PRECAST PANELS ARE

SCHEMATIC. DESIGN CRITERIA AND LOADING REFER TO SPECIFICATION

"BASE BUILDING" SECTION 03411.

l--+---+---·-----------------+----+------11

REV DATE DESCRIPTION

DEPARTMENT OF TRANSPORTATION

CHi:CK APRV'D

FEDERAL AViATION ADMINISTRATION

NORTHWEST MOUNTAIN REGION - SEATTLE, WASHINGTON

DENVER, COLORADO

DENVER INTERNATIONAL AIRPORT

ATCT BASE BUILDING

DESIGN CRITERIA AND

GENERAL NOTES

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DRAWN DIVISION DRAWING NO.

CHECKED AN'A-400 NMD- 600-40478-S0.1 A

Amendment 1 - IV