Package 4 - Structural Mech Pumb Elec FP.pdf
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10.
11.
SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, 2005. ALLOWABALE STRENGTH DESIGN METHOD."
ALL PLAIN WELDED WIRE FABRIC FLAT SHEETS SHALL CONFORM TO ASTM A185.
ALL REINFORCING STEEL SHALL BE ASTM A615 GRADE 60 DEFORMED BARS.
"STRUCTURAL WELDING CODE - REINFORCING STEEL" AWS D1.4 - LATEST EDITION.
IN CONFORMANCE WITH THE AMERICAN WELDING SOCIETY (AWS)
WELDING OF DEFORMED BAR ANCHORS SHALL BE DONE WITH E80XX ELECTRODES
DEFLECTION, IN ADDITION TO CAMBER SPECIFIED ON THE DRAWINGS.
OPERATIONS (PRIOR TO INITIAL SET) TO COMPENSATE FOR FORMWORK
FORMWORK SHALL BE ADJUSTED BEFORE AND AFTER CONCRETE PLACING
HOLLOW MASONRY CONSTRUCTION) OR APPROVED EQUAL, WITH TYPE, DIAMETER, AND EMBEDMENT AS ANCHOR (FOR CONCRETE AND GROUTED MASONRY CONSTRUCTION) AND HILTI HIT HY20 ANCHOR (FOR ADHESIVE ANCHOR SYSTEM SHALL BE "ADHESIVE ANCHOR" TYPE HILTI HIT HY150 INJECTION ADHESIVE
TYPE, DIAMETER AND EMBEDMENT LENGTH AS NOTED ON THE DRAWINGS.
EXPANSION ANCHORS SHALL BE "WEDGE" TYPE (HILTI "KWIK BOLT 3") OR APPROVED EQUAL, WITH
FOR STANDARD HEADED STUDS.
CONCRETE SHEAR ANCHORS SHALL CONFORM TO A.W.S. D1.1 - LATEST EDITION REQUIREMENTS
SHALL BE PROVIDED ON THE FLOOR SLAB AND SHORING PROVIDED BENEATH THE
LOCATION, OR TEMPORARILY STORED, EXCEEDS THE DESIGN LIVE LOAD, PLANKING
WHERE THE WEIGHT OF EQUIPMENT OR MATERIALS BEING TRANSPORTED TO
(NOT USED)
STRENGTH DESIGN METHOD.
REINFORCED CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 318 - LATEST EDITION, DEFORMED BAR ANCHORS SHALL CONFORM TO ASTM A706.
12.
10.
11.
9.
FLOOR.
8.
7.
6.
4.
2.
3.
BASE PLATE HOLE AND WASHER SIZES FOR ANCHOR RODS:
THE ENGINEERING FOUNDATION.
ALL FIELD CONNECTIONS SHALL BE MADE WITH 3/4-INCH DIAMETER ASTM A325
TIGHTENED IN CONFORMANCE WITH "SPECIFICATION FOR STRUCTURAL JOINTS
USING ASTM A325 OR A490 BOLTS" RESEARCH COUNCIL ON STRUCTURAL
CONNECTIONS OF THE ENGINEERING FOUNDATION.
WHEN SLIP CRITICAL CONNECTIONS ARE SPECIFIED USE 3/4-INCH DIAMETER ASTM
OF NUT" METHOD OR DIRECT TENSION INDICATING WASHERS CONFORMING TO ASTM
F959 AND IN CONFORMANCE WITH "SPECIFICATION FOR STRUCTURAL JOINTS USING
ASTM A325 OR A490 BOLTS", RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS OF
STRUCTURAL TUBING SHALL CONFORM TO ASTM A500, GRADE B WITH A MINIMUM
YIELD STRENGTH OF 46,000 PSI.
BOLTS (BEARING TYPE CONNECTION), UNLESS NOTED OTHERWISE. BOLTS SHALL BE
A325 BOLTS UNLESS NOTED OTHERWISE. BOLTS SHALL BE TIGHTENED BY THE "TURN
ALL ANCHOR RODS SHALL BE ASTM F1554, GRADE 36 UNLESS NOTED OTHERWISE.
STEEL LINTELS, FOR OPENINGS NOT DETAILED AND MAXIMUM 4'-0" WIDE, SHALL BE L4x4x1/4.
8.
9.
7.
6.
4.
3.
ALL STRUCTURAL CONCRETE SHALL BE DESIGNED FOR A 28-DAY COMPRESSIVE STRENGTH OF:
f'c EQUALS 4000 PSI (NORMAL WEIGHT) [UNLESS NOTED OTHERWISE]
REINFORCED CONCRETEB.
1.
STRUCTURAL STEEL
ALL STRUCTURAL STEEL W SHAPES SHALL BE ASTM A992 (U.N.O.).
STRUCTURAL STEEL FOR CHANNELS, ANGLES AND PLATES SHALL BE ASTM A36 (U.N.O.).
STRUCTURAL STEEL HAS BEEN DESIGNED IN ACCORDANCE WITH "AISC
THROUGH ANY STRUCTURAL MEMBER SHALL BE MADE WITHOUT APPROVAL BY THE ARCHITECT.
NO PENETRATIONS (SUCH AS PIPE SLEEVES, ELECTRICAL CONDUITS, ETC.)
2.
D.
1.
16.
H.
CAST BELOW THE BARS IN QUESTION.
AND SCHEDULES. TOP BARS ARE BARS WITH MORE THAN 12 INCHES OF CONCRETE
PROVIDE LAP SPLICES, DEVELOPMENT LENGTHS, AND HOOKS AS INDICATED BELOW UNLESS NOTED OTHERWISE IN DETAILS
PROVIDE CONCRETE PROTECTION FOR REINFORCEMENT (CLEAR COVER) AS INDICATED
BELOW UNLESS NOTED OTHERWISE.
SIZE
REINFORCING AT ALL FOUNDATION WALLS - LAP AS PER TABLE BELOW
PROVIDE EXTERIOR CORNER BARS SAME SIZE AND SPACING AS HORIZONTAL
#4
#8 #7 #6 #5
#3
BAR
15.
14.
13.
5'-10"
LAP SPLICE LENGTHS
f'c = 4000 psi
TOP BARS OTHER BARS
2'-1"2'-8"
5'-2" 4'-6" 3'-1" 2'-7"
6'-8"
4'-0" 3'-4"
G.
1'-7"2'-0" p = FOR POSITIVE BENDING
METAL DECK SHALL BE CONTINUOUS OVER A MINIMUM OF 2 SPANS.
6.
7.
DECK SHALL BE GALVANIZED IN ACCORDANCE WITH THE SPECIFICATIONS.
METAL ROOF DECK SHALL HAVE A MINIMUM YIELD STRENGTH OF 33000 PSI.
SECTION PROPERTIES SHALL CONFORM TO THE "SPECIFICATION FOR THE DESIGN OF
COLD-FORMED STEEL STRUCTURAL MEMBERS" OF AISI.
ROOF DECK (TYPE 1 ) SHALL BE 1 1/2 INCH, 20 GAGE WIDE RIB
METAL DECK WITH THE FOLLOWING MINIMUM SECTION PROPERTIES:
p = FOR POSITIVE BENDING n = FOR NEGATIVE BENDING n = FOR NEGATIVE BENDING
1.
Sn = 0.247 IN^3/FT Sp = 0.234 IN^3/FT
I = 0.212 IN^4/FT
2.
METAL DECK
CORRUGATED METAL FORMS SHALL HAVE A MINIMUM YIELD STRENGTH OF
CORRUGATED METAL FORMS SHALL BE 2 INCH, 20 GAGE HAVING THE
50,000 PSI AND SHALL BE GALVANIZED.
ALL WELDING SHALL BE DONE WITH E70XX ELECTRODES IN CONFORMANCE WITH THE
AMERICAN WELDING SOCIETY (AWS) "STRUCTURAL WELDING CODE" AWS D1.1 - LATEST
EDITION.
GENERAL CONTRACTOR SHALL REMOVE EARTH OR DEBRIS FROM TOP OF
CORRUGATED METAL FORMS
FOLLOWING MINIMUM SECTION PROPERTIES:
Ip = 0.409 IN^4/FT
Sn = 0.346 IN^3/FT Sp = 0.341 IN^3/FT In = 0.406 IN^4/FT
1.
2.
FOUNDATION AS REQUIRED TO INSTALL COLUMN.
ANCHOR ROD SIZE MIN. WASHER DIAMETER
1 9/16"Ø
1 13/16"Ø
1 5/16"Ø
BASE PLATE HOLE DIAMETER
7/8"Ø
3/4"Ø
1"Ø
2 1/2"Ø
3"Ø
2"Ø
12. ALL RE-ENTRANT CORNERS OF BEAM COPES AND PLATE CUTS MUST BE SHAPED NOTCH-FREE
PER AWS D1.1 TO A RADIUS.
AN APPROXIMATE MINIMUM RADIUS TO WHICH THIS CORNER MUST BE SHAPED IS 1/2 INCH.
ANCHOR DECK AT ROOF TO RESIST A GROSS UPLIFT AS INDICATED IN NOTE M.7.
STRUCTURAL GENERAL NOTES
FOR STRUCTURAL DESIGN OF WALL = 60 PCF
FOR STRUCTURAL DESIGN OF WALL = 40 PCF
MINIMUM 7 DAYS BEFORE BACKFILLING.
WHERE WALLS ARE SUPPORTED BY CONCRETE SLABS, SLABS SHALL HAVE CURED A
BACKFILL BOTH SIDES SIMULTANEOUSLY.
SHORED OR BRACED. WHERE BACKFILL IS REQUIRED ON BOTH SIDES OF WALLS,
CONCRETE HAS ATTAINED SUFFICIENT STRENGTH AND WALLS ARE PROPERLY
BACKFILLING AGAINST WALLS AND GRADE BEAMS SHALL NOT BE DONE UNTIL
WALLS LATERALLY SUPPORTED AT THE TOP AND BOTTOM (AT-REST CONDITION):
CANTILEVERED RETAINING WALLS (ACTIVE CONDITION):
EQUIVALENT FLUID PRESSURE FOR EARTH PRESSURE ON WALLS (DRAINED CONDITION):
ALL FOUNDATIONS SHALL BEAR ON 24 INCHES OF PROPERLY COMPACTED STRUCTURAL FILL
BOTTOM OF ALL EXTERIOR FOUNDATIONS SHALL BE AT LEAST 36 INCHES BELOW FINISHED GRADE.
ELEVATIONS OF BOTTOM OF ALL FOOTINGS HAVE BEEN ESTIMATED BASED ON AVAILABLE INFORMATION AND SHALL NOT BE CONSTRUED AS WAIVING ANY OF THE MINIMUM REQUIREMENTS ON THESE DRAWINGS AND IN THE SPECIFICATIONS. ALL FOOTING EXCAVATIONS SHALL BE INSPECTED AND APPROVED BY THE
7.
6.
5.
3.
FOUNDATIONS
2.
A.
1. THE FOUNDATION INVESTIGATION WAS MADE BY KLEINFELDER AND DATED SEPTEMBER 24, 2010.
THIS REPORT IS AVAILABLE IN THE OFFICE OF THE ARCHITECT AND IS INCLUDED IN THE SPECIFICATIONS.
MIN. WASHER THICKNESS
5/16"
3/8"
1/4"
NOTED ON THE DRAWINGS.
(CAPILLARY WATER BARRIER) AND 10 MIL MOISTURE BARRIER. THE MOISTURE BARRIER SHALL BE PLACED DIRECTLY 6x6-W3xW3 OVER 4 INCHES OF OPEN GRADED, WASHED PEA GRAVEL (OR CRUSHED STONE)
SLABS ON GRADE, UNLESS NOTED OTHERWISE, SHALL BE 5 INCHES THICK WITH5.
ALLOWABLE SOIL BEARING PRESSURES:
SPREAD AND CONTINUOUS FOOTINGS (ON STRUCTURAL FILL) = 2500 PSF (D + L)
ALLOWABLE FRICTION COEFFICIENT FOR SLIDING = 0.404.
13. ALL STRUCTURAL STEEL EXPOSED TO WEATHER, LOCATED OUTSIDE THE BUILDING ENVELOPE, OR AS NOTED
IN DRAWINGS SHALL BE PAINTED WITH A ZINC-RICH PRIMER. ALL FASTENERS SUBJECT TO
WEATHER SHALL BE STAINLESS STEEL (WHEN AVAILABLE) OR HOT-DIPPED GALVANIZED.
f'c EQUALS 3000 PSI (LIGHT WEIGHT) [SLABS OVER METAL DECK]
DECK SHALL BE GALVANIZED IN ACCORDANCE WITH THE SPECIFICATIONS.
COMPOSITE FLOOR DECK (TYPE 2 ) SHALL BE 2 INCH, 20 GAGE WITH 3 1/4 INCHES
LIGHTWEIGHT CONCRETE FILL (5 1/4" TOTAL DEPTH) AND 6x6 - W2.1xW2.1 HAVING
THE FOLLOWING MINIMUM SECTION PROPERTIES:
p = FOR POSITIVE BENDING n = FOR NEGATIVE BENDING
Sn = 0.346 IN^3/FT Sp = 0.341 IN^3/FT
Ip = 0.409 IN^4/FT
3.
In = 0.406 IN^4/FT
GEOTECHNICAL ENGINEER PRIOR TO CONSTRUCTION OF THE FOOTINGS.
BENEATH THE CONCRETE SLAB. THE SLAB REINFORCEMENT SHALL BE PLACED 2 INCHES FROM THE TOP OF THE SLAB.
4.
DRAINAGE AND DEWATERING: ALL EXCAVATIONS SHALL BE PERFORMED SO THAT THE SITE AND THE AREA IMMEDIATELY SURROUNDING THE SITE WHICH AFFECTS CONSTRUCTION OPERATIONS WILL BE CONTINUALLY AND EFFECTIVELY DRAINED. THE CONTRACTOR SHALL PROVIDE DRAINAGE AND DEWATERING AS REQUIRED TO ENSURE THAT ALL FOOTING EXCAVATIONS ARE ACCOMPLISHED WITH THE SUBGRADE SOILS REMAINING DRY AND FIRM UNTIL AFTER FOOTINGS ARE PLACED AND BACKFILLED. REMOVAL OF SURFACE WATER, GROUND WATER, AND ANY PERCHED WATER CONDITIONS, WHICH MIGHT BE ENCOUNTERED DURING EXCAVATIONS SHALL BE ACCOMPLISHED BY APPROVED MEANS. REFER TO SPECIFICATION 31 00 00 "EARTHWORK" FOR ADDITIONAL REQUIREMENTS.
8.
METAL FLOOR DECK SHALL HAVE A MINIMUM YIELD STRENGTH OF 50000 PSI.
14. STEEL GRATING (TYPE 5 ): USE 1 1/2 INCH, TYPE 'B' WITH A BEARING BAR SIZE 3/16 INCH AT 1 3/16 INCHES c/c AND CROSS BARS AT 4 INCHES c/c AS MANUFACTURED BY IKG INDUSTRIES OR McNICHOLS CO. GRATING SHALL BE BOLTED DOWN AS REQUIRED BY MANUFACTURER.
DECK SHALL BE FASTENED TO SUPPORTS WITH 5/8" PUDDLE WELDS AT 36/5 PATTERN
AND 4 WELDED SIDELAPS TO ACHIEVE A MINIMUM DIAPHRAGM CAPACITY OF 550 PLF. SEE
DECK SHALL BE FASTENED TO SUPPORTS WITH 5/8" PUDDLE WELDS AT 36/4 PATTERN
AND 4 WELDED SIDELAPS TO ACHIEVE A MINIMUM DIAPHRAGM CAPACITY OF 550 PLF.
15. BEARING SURFACES OF COLUMNS SHALL BE FINISHED TO PROVIDE FULL BEARING CONTACT WITH BASE PLATE.
5. BEAM SIZE FOLLOWED BY A NUMBER IN PARENTHESES ON THE FRAMING PLANS [E.G.
W16x26 (32) c=1] SHALL BE COMPOSITE, WITH THE INDICATED NUMBER OF 3/4-INCH DIAMETER SHEAR STUDS APPROXIMATELY EQUALLY SPACED AND CAMBERED UPWARD AS NOTED. IF NECESSARY, TWO SHEAR STUDS MAY BE PLACED IN ONE DECK FLUTE. THE HEIGHT OF THE STUDS AFTER WELDING SHALL BE 4 INCHES. STUDS ON W10x12, W10X15, W12X14, AND W12x16 SHALL BE PLACED DIRECTLY OVER THE
BEAM WEB.
16. CONTRACTOR SHALL COORDINATE OPENINGS THROUGH STEEL BEAM WEBS (2 INCHES IN DIAMETER OR LESS) WITH STEEL FABRICATOR. OPENINGS LARGER THAN 2 INCHES IN DIAMETER SHALL BE APPROVED BY THE ENGINEER.
DECK SHALL BE GALVANIZED IN ACCORDANCE WITH THE SPECIFICATIONS.
ACOUSTICAL ROOF DECK (TYPE 3 ) SHALL BE 3 1/2" INCH, 17 GAGE EPICORE-ER3.5A (100% ACOUSTIC) AS MANUFACTURED BY EPIC METALS CORPORATION, WITH THE FOLLOWING MINIMUM SECTION PROPERTIES:
p = FOR POSITIVE BENDING n = FOR NEGATIVE BENDING
Sn = 1.09 IN^3/FT Sp = 1.13 IN^3/FT Ip = 2.78 IN^4/FT
DECK SHALL BE FASTENED TO SUPPORTS WITH 3/4" PUDDLE WELDS AT 24/4 PATTERN
AND WELDED SIDELAPS SPACED AT 18" c/c TO ACHIEVE A MINIMUM DIAPHRAGM CAPACITY OF 550 PLF.
PIKES PEAK REGIONAL BUILDING CODE (PPRBC), 2010.
I. APPLICABLE CODES
LOCATION OF WALL, ROOF, AND FLOOR OPENINGS AND SLEEVES, AND CONCRETE
PADS UNDER EQUIPMENT. THE CONTRACTOR SHALL VERIFY EXACT SIZE AND
LOCATION WITH EQUIPMENT FURNISHED.
IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE ADEQUATE SHORING
AND BRACING OF THE STRUCTURE FOR ALL LOADS THAT MAY BE IMPOSED DURING CONSTRUCTION.
THE DIAPHRAGM PROVIDED BY THE METAL ROOF/FLOOR DECK IS REQUIRED TO BRACE THE COLUMNS AND COMPLETE THE LATERAL LOAD RESISTING SYSTEM OF THE STRUCTURE. THE CONTRACTOR SHALL PROVIDE LATERAL BRACING AS REQUIRED DURING CONSTRUCTION UNTIL THE METAL DECK HAS BEEN CONSTRUCTED.
REVIEWED BY THE ENGINEER PRIOR TO SAWCUTTING.
AS REQUIRED AT CORNERS. A LAYOUT OF ALL PROPOSED OPENINGS SHALL BE
THE CONTRACTOR SHALL NOT OVER CUT AT CORNERS. CORE-DRILL, CHIP AND GRIND
WHEN CUTTING A NEW OPENING IN EXISTING CONCRETE OR MASONRY,
SPECIAL INSPECTIONSL.
5.
4.
3.
THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS (INCLUDING FIELD VERIFICATIONS
OF EXISTING CONDITIONS, DIMENSIONS, AND ELEVATIONS) BEFORE STARTING WORK OR
FABRICATING ANY REINFORCING STEEL OR STRUCTURAL STEEL.
THE ARCHITECT SHALL BE NOTIFIED OF ANY DISCREPANCIES FOUND.
SEE ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS FOR SIZE AND
GENERAL
1.
2.
K.
(REFER TO SHEET S-003 FOR SPECIAL INSPECTION REQUIREMENTS)
UFC 3-301-01 - STRUCTURAL ENGINEERING
UFC 3-310-04 - SEISMIC DESIGN FOR BUILDINGS
UFC 4-010-01 - DoD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS
UFC 1-200-01 - GENERAL BUILDING REQUIREMENTS
10.
E.
SPLICING OF AXIAL LOADED MEMBERS IS NOT PERMITTED.
MEMBERS OR, WHEN REQUIRED, FOR AN ANGULAR FIT TO ABUTTING MEMBERS.
TO THE REQUIREMENTS OF ASTM A446, WITH A MINIMUM YIELD STRENGTH OF 33,000 PSI.
PLUMB, SQUARE, TRUE TO LINE AND BRACED AGAINST RACKING. PERFORM LIFTING OF PREFABRICATED FRAMING COMPONENTS MAY BE PREFABRICATED INTO PANELS PRIOR TO ERECTION. FABRICATE PANELS
OF THE BUILDING ENVELOPE, COAT SCREWS WITH BITUMINOUS OR ZINC-RICH PAINT. WIRE TYING OF ALL WELDS SHALL BE TOUCHED UP WITH A ZINC-RICH PAINT. AT EXTERIOR WALLS THAT ARE PART MANUFACTURER. SCREWS SHALL BE OF SUFFICIENT SIZE TO ENSURE STRENGTH OF THE CONNECTION.
FASTENING OF COMPONENTS SHALL BE WITH SELF-DRILLING SCREWS OR WELDING AS STANDARD WITH
ALL METAL FRAMING COMPONENTS SHALL BE CUT SQUARELY FOR ATTACHMENT TO PERPENDICULAR
ALL METAL FRAMING COMPONENTS SHALL HAVE A GALVANIZED FINISH COMPLYING WITH ASTM A525
ALL METAL FRAMING COMPONENTS SHALL BE FORMED FROM STRUCTURAL STEEL SHEET CONFORMING
PROCEDURES WHICH HAVE BEEN LISTED BY UL OR TESTED IN ACCORDANCE WITH ASTM E119
BY GOVERNING AUTHORITIES AND CODES. PROVIDE MATERIALS, ACCESSORIES, AND INSTALLATION
DESIGN: ALL LIGHTGAUGE METAL FRAMING AND CONNECTIONS SHALL BE DESIGNED FOR THE SPACINGS
FIRE-RESISTANCE RATINGS: COMPLY WITH FIRE-RESISTANCE RATINGS AS INDICATED AND AS REQUIRED
STATE OF COLORADO. DESIGN SHALL BE IN ACCORDANCE WITH AMERICAN IRON AND
AND LOADS INDICATED, BY A PROFESSIONAL ENGINEER REGISTERED IN THE
STEEL INSTITUTE (AISI) "SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL
PROVIDE TEMPORARY BRACING, WHEN REQUIRED, UNTIL ERECTION IS COMPLETE.
INSTALL FRAMING MEMBERS AS PER MANUFACTURER'S DESIGN AND RECOMMENDATIONS.
PANELS IN A MANNER TO PREVENT DAMAGE OR DISTORTION.
COMPONENTS IS NOT PERMITTED.
FOR A MINIMUM G60 COATING.
8.
9.
7.
6.
5.
MEMBERS". STAMPED CALCULATIONS SHALL ACCOMPANY THE LIGHTGAUGE METAL FRAMING SHOP DRAWINGS.
FOR THE TYPE OF CONSTRUCTION SHOWN.
4.
3.
2.
LIGHTGAUGE METAL FRAMING
1.
C. OPEN WEB STEEL JOISTS AND JOIST GIRDERS
1. STEEL JOISTS SHALL BE DESIGNED FOR A BASIC ALLOWABLE FLEXURAL STRESS OF
30000 PSI AND A MAXIMUM LIVE LOAD DEFLECTION OF L/360.
2. STEEL JOISTS AND BRIDGING SHALL COMPLY WITH "STANDARD SPECIFICATIONS FOR
OPEN WEB STEEL JOISTS" OF THE STEEL JOIST INSTITUTE.
3. STEEL ROOF JOISTS SHALL BE DESIGNED FOR A GROSS UPLIFT AS INDICATED IN NOTE M.7.
ACOUSTIC METAL ROOF DECK SHALL HAVE A MINIMUM YIELD STRENGTH OF 40000 PSI.
INTERNATIONAL BUILDING CODE (IBC), 2009.
J. DELEGATED DESIGN ITEMS
1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN OF THE FOLLOWING ITEMS:
-STEEL JOIST FRAMING AND JOIST BRIDGING - SEE SPECIFICATION SECTION 052100
-COLD-FORMED STEEL FRAMING - SEE SPECIFICATION SECTION 054000
-METAL STAIRS - SEE SPECIFICATION SECTION 055100
-HANDRAILS AND GUARDRAILS - SEE SPECIFICATION SECTION 055100
-BLAST-RESISTANT STORE-FRONT AND CURTAINWALL SYSTEMS - SEE SPECIFICATION DIVISION 8
-NON-STRUCTURAL SEISMIC RESTRAINTS - SEE SPECIFICATIONS
2. FOR ALL ITEMS LISTED AS DELEGATED-DESIGN ITEMS, STAMPED ENGINEERING CALCULATIONS SHALL BE SUBMITTED FOR REVIEW AT THE SAME TIME THAT SHOP DRAWINGS ARE ISSUED FOR REVIEW.
OVER SCARIFIED, MOISTURE-CONDITIONED AND COMPACTED NATIVE FILL.
FOR STRUCTURAL DESIGN OF WALL = 360 PCF
SOIL RESISTANCE TO LATERAL LOADS (PASSIVE CONDITION):
STRUCTURAL FILL SHALL CONSIST OF ON-SITE SAND SOIL OR IMPORTED NON-EXPANSIVE GRANULAR FILL.
f'c = 4000 psi
TOP BARS OTHER BARS
2'-1"
5'-2" 4'-6" 3'-1" 2'-7"
1'-7"
DEVELOPMENT LENGTHS
1'-8"
4'-0" 3'-6" 2'-5" 2'-0"
1'-3"
F. CONCRETE MASONRY
1. HOLLOW CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90.
2. MORTAR SHALL CONFORM TO ASTM C270, TYPE S.
3. NET AREA OF COMPRESSIVE STRENGTH OF CONCRETE MASONRY ASSEMBLY, f'm = 1500 PSI.
4. PROVIDE GALVANIZED HORIZONTAL JOINT REINFORCING EVERY 16 INCHES IN HEIGHT IN ALL
WALLS, NO. 9 GAGE MINIMUM.
5. GROUT ALL CELLS FULL UNDER STEEL BEAMS BEARING ON CONCRETE MASONRY WITHIN AN
AREA 24 INCHES WIDE BY 24 INCHES HIGH UNLESS OTHERWISE NOTED.
6. REINFORCE ALL 8 INCH CMU WALLS WITH 1-#5 VERTICAL BAR AT 32 INCHES O.C. IN GROUTED
CELLS. LAP 45 INCHES AS REQUIRED UNLESS OTHERWISE DETAILED.
REINFORCE ALL 12 INCH CMU WALLS WITH 2-#5 VERTICAL BARS AT 32 INCHES O.C. IN GROUTED
CELLS. LAP 45 INCHES AS REQURIED UNLESS OTHERWISE DETAILED.
7. LINTELS FOR OPENINGS NOT DETAILED SHALL BE 8 INCHES DEEP WITH 2-#5 BOTTOM BARS.
8. PROVIDE CONTINUOUS BOND BEAM COURSES AT THE TOP OF ALL CMU WALLS AND AT ALL FLOOR
AND ROOF DIAPHRAGM LOCATIONS. BOND BEAM COURSES SHALL BE REINFORCED WITH 2-#5
CONTINUOUS BOTTOM BARS UNLESS OTHERWISE NOTED.
9. WHERE OPENINGS OCCUR IN CMU WALLS, PROVIDE BOND BEAM COURSE ABOVE AND BELOW OPENING EXTENDING 24 INCHES BEYOND OPENING IN BOTH DIRECTIONS. GROUT AND REINFORCE VERTICAL CELLS
ON EITHER SIDE OF THE OPENING.
10. ALL WALLS SHALL BE LAID IN TRADITIONAL RUNNING BOND.
11. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY SHORING NECESSARY TO LATERALLY SUPPORT ALL
CONCRETE MASONRY WALLS AS REQURIED.
12. ALL CONCRETE MASONRY BELOW ELEVATION 100'-0" SHALL BE GROUTED FULL.
13. THE LAST TWO CELLS OF ALL WALLS (ENDS/CORNERS) SHALL BE REINFORCED AND GROUTED.
ELEMENT CLEAR COVER
SPREAD FOOTING REINFORCEMENT - AT BOTTOM AND SIDES 0'-3"
FOUNDATION WALL REINFORCEMENT - AT SIDES 0'-1 1/2"
SLAB ON GRADE REINFORCEMENT
CONCRETE WALL ABOVE GRADE REINFORCEMENT - AT SIDES 0'-1"
0'-3" FROM BOTTOM U.N.O.
DECK SHALL BE GALVANIZED IN ACCORDANCE WITH THE SPECIFICATIONS.
FORM DECK (TYPE 4 ) SHALL BE 3 INCH, 18 GAGE WITH 5 INCHES NORMALWEIGHT
CONCRETE FILL (8" TOTAL DEPTH) WITH #5 @ 12" c/c PARALLEL TO DECK FLUTES AND #3 @ 12" c/c PERPENDICULAR TO DECK HAVING THE FOLLOWING MINIMUM SECTION PROPERTIES:
p = FOR POSITIVE BENDING n = FOR NEGATIVE BENDING
Sn = 0.797 IN^3/FT Sp = 0.770 IN^3/FT
Ip = 1.254 IN^4/FT
5.
In = 1.252 IN^4/FT
DECK SHALL BE FASTENED TO SUPPORTS WITH 5/8" PUDDLE WELDS AT 36/4 PATTERN
AND 4 WELDED SIDELAPS TO ACHIEVE A MINIMUM DIAPHRAGM CAPACITY OF 550 PLF.
11. PER METAL PANEL MFR., PROVIDE 6" 18 GA DOUBLE STUDS BEHIND METAL PANEL VERTICAL
JOINTS. SEE DETAIL 23/A-711 FOR MORE INFORMATION.
f'c = 4000 psi
Ldh Ldh2
0'-6 3/4"
1'-1 3/8" 0'-11 3/4"
0'-10" 0'-8 3/8"
0'-6"
90 DEGREE STD. HOOK
0'-6"
1'-0" 0'-10 1/2"
0'-9" 0'-7 1/2"
0'-4 1/2"
Ldh2
Ld h
CONCRETE PILASTERS - AT SIDES 0'-2"
REINFORCMENT SHALL BE CENTERED IN SLAB.
ASSEMBLY HALL SLAB ON GRADE SHALL BE 8 INCHES THICK WITH #4 @ 12" c/c EACH WAY.
VAULT SLABS ON GRADE SHALL BE 6 INCHES THICK WITH 6x6-W4xW4 W.W.R.
REINFORCMENT SHALL BE CENTERED IN SLAB.
(STRUCTURAL GENERAL NOTES CONTINUED ON SHEET S-002)
nu mb er
H B & A, L L C
ARCHITECTURE
PLANNING &
INFORMATION
TECHNOLOGY
102 EAST MORENO
AVENUE
COLORADO SPRINGS
COLORADO
80903-3392
719.473.7063 www.hbaa.com ch kd dr aw n job iss ue / r ev isi on de sc rip tio n se al as so cia ted w ith pr oje ct ar ch ite ct issue / revision date:
BI
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/2
:5
:1 P
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S-001
STRUCTURAL
GENERAL NOTES
280-01
Concept Design JUNE 2010
Prelim Design Submittal 27 SEPT 2010
Interm. Design Submittal 04 JAN 2011
Final Design Submittal 31 MAR 2011
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P ar kw ay
C ol or ad o Sp ri ng s, C
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Final Design Submittal 31 MAY 2011
Bid Final Documents 5 JUL 2011
STRUCTURAL ACRONYMS AND SYMBOLSO.
ALT = ALTERNATE
ARCH. = ARCHITECTURAL
B.O.S. = BOTTOM OF STEEL
BRG. = BEARING
c/c = CENTER TO CENTER
C.J. = CONTROL JOINT
CL = CENTER LINE
CLR. = CLEAR
CMU = CONCRETE MASONRY UNITS
CONC. = CONCRETE
CONN. = CONNECTION
CONST. = CONSTANT
CONT. = CONTINUOUS
COORD. = COORDINATE
DEPR. = DEPRESSION
do = DITTO/DO OVER
E.F. = EACH FACE
ELEC. = ELECTRICAL
EL./ELEV. = ELEVATION
EMBED = EMBEDDED
E.O.D. = EDGE OF DECK
EQ. = EQUAL
E.W. = EACH WAY
EXP./EXPN. = EXPANSION
FNDN. = FOUNDATION
FTG. = FOOTING
GALV. = GALVANIZED
HORIZ. = HORIZONTAL
I.J. = ISOLATION JOINT
K.C.J. = KEYED CONSTRUCTION JOINT
L.W. = LIGHT WEIGHT
MAX. = MAXIMUM
MECH. = MECHANICAL
MFR./MFRS. = MANUFACTURER
MIN. = MINIMUM
NOM. = NOMINAL
N.T.S. = NOT TO SCALE
N.W. = NORMAL WEIGHT
OPP. = OPPOSITE
PERP. = PERPENDICULAR
PL = PLATE
PLF = POUNDS PER LINEAL FOOT
PSF = POUNDS PER SQUARE FOOT
REINF. = REINFORCEMENT
SIM. = SIMILAR
SSTL = STAINLESS STEEL
T.O.S. = TOP OF STEEL
TYP. = TYPICAL
U.N.O. = UNLESS NOTED OTHERWISE
VERT. = VERTICAL
w/ = WITH
W.W.R. = WELDED WIRE REINFORCEMENT
Ø = DIAMETER
LIVE LOAD REDUCTIONS HAVE NOT BEEN MADE.
20 PSF MINIMUM ROOF LIVE LOAD
5 PSF LATERAL LOAD IN THE ABSENCE OF ANY WIND LOAD EFFECTS
WIND LOADS. APPLIED IN ACCORDANCE WITH THE BUILDING CODE INDICATED HEREIN.
SEISMIC LOADS. APPLIED IN ACCORDANCE WITH THE BUILDING CODE INDICATED HEREIN.
ONE-SECOND PERIOD S1 = 0.060 g (PER UFC 3-301-01) SHORT PERIOD Ss = 0.220 g (PER UFC 3-301-01)
MAPPED SPECTRAL RESPONSE ACCELERATIONS
OCCUPANCY CATEGORY = IV (SEISMIC PURPOSES ONLY - AT REQUEST OF CLIENT)
IMPORTANCE FACTOR, Ie = 1.25
8.
ROOF LIVE LOADS
INTERIOR WALLS5.
6.
3.
2.
100 PSF TYPICAL (UNLESS OTHERWISE NOTED)
LIVE LOADS USED FOR DESIGN
1. FLOOR LIVE LOADS
M.
ONE-SECOND PERIOD Sd1 = 0.068 SHORT PERIOD Sds = 0.176
SPECTRAL RESPONSE COEFFICIENTS
SEISMIC DESIGN CATEGORY = C
BASIC SEISMIC-FORCE-RESISTING SYSTEM(S) = ORDINARY REINFORCED MASONRY SHEAR WALLS DESIGN BASE SHEAR = 193 KIPS (WEST OF EXPANSION JOINT), 206 KIPS (EAST OF EXPANSION JOINT) SEISMIC RESPONSE COEFFICIENT(S), Cs = 0.11 (PER ASCE 7-05, EQUATION 12.8.1)
RESPONSE MODIFICATION FACTOR, R = 2
ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE PROCEDURE
7. COMPONENTS AND CLADDING ELEMENTS SHALL BE DESIGNED FOR THE FOLLOWING
MINIMUM WIND PRESSURES (PSF) APPLIED PERPENDICULAR TO THE INDICATED SURFACE:
ROOF PLAN
WALL ELEVATION
GROUND
150 PSF MECHANICAL ROOMS, DRILL HALL*
C + C WIND PRESSURES COMPONENT TRIBUTARY AREA (sq. ft)
RO
OF
W
AL
LS
< 10 20 50 100 200 > 500(PSF)
GROUND SNOW LOAD, Pg = 27 psf (PER PPRBC)
SNOW LOADS4.
BASIC WIND SPEED, V = 100 mph (PER PPRBC) IMPORTANCE FACTOR, Iw = 1.15
INTERNAL PRESSURE COEFFICIENT, GCpi = +/- 0.18
EXPOSURE CATEGORY = C
SITE CLASS = C (PER GEOTECHNICAL REPORT)
*DRILL HALL FLOOR DESIGNED FOR 2.5 TON STANDARD CARGO
MEDIUM TACTICAL VEHICLE.
11.8
28.9
11.8
48.6
11.8
73.1
28.9
31.4
28.9
38.7
11.0
28.2
11.0
43.7
11.0
60.8
27.7
30.2
27.7
36.3
10.1
27.2
10.1
36.3
10.1
43.7
25.3
28.9
25.3
32.6
9.3
26.5
9.3
31.4
9.3
31.4
24.0
27.7
24.0
30.2
22.8
25.3
22.8
27.7
21.6
24.0
21.6
24.0
FLAT ROOF SNOW LOAD, Pf = 40 psf (PER PPRBC) SNOW EXPOSURE FACTOR, Ce = 1.0 (PER PPRBC)
SNOW LOAD IMPORTANCE FACTOR, I = 1.0 (PER PPRBC)
THERMAL FACTOR, Ct = 1.0 (PER PPRBC)
9.3
26.5
9.3
31.4
9.3
31.4
9.3
26.5
9.3
31.4
9.3
31.4
9'-0"9'-0"
2000 LB CONCENTRATED LOAD AT OFFICES AND CORRIDORS
1000 LB CONCENTRATED LOAD AT CLASSROOMS
SECTOR 1 ROOF IS DESIGNED TO ACCOMODATE AN ADDITIONAL 10 PSF FOR FUTURE PHOTOVOLTAIC CELLS.
BASIS OF DESIGN PV CELLS ARE THE T5 AND T10 MODELS AS MANUFACTURED BY SUNPOWER CORPORATION.
OCCUPANCY CATEGORY = III (UNLESS NOTED OTHERWISE)
SEISMIC DESIGN REQUIREMENTS FOR NONSTRUCTURAL COMPONENTSN.
1. ALL NON-STRUCTURAL COMPONENTS SHALL BE SEISMICALLY RESTRAINED IN ACCORDANCE
WITH ASCE 7 (LATEST EDITION).
2. FOR THE PURPOSES OF NON-STRUCTURAL SEISMIC RESTRAINTS, THE SEISMIC DESIGN
CATEGORY = "C" AND THE OCCUPANCY CATEGORY = "IV".
3. DESIGN OF SEISMIC RESTRAINTS FOR ALL NON-STRUCTURAL COMPONENTS IS DELEGATED TO
THE CONTRACTOR. COMPLETE SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED
FOR REVIEW.
(STRUCTURAL GENERAL NOTES CONTINUED ON SHEET S-003)
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STRUCTURAL
GENERAL NOTES
280-01
Concept Design JUNE 2010
Prelim. Design Submittal 27 SEPT 2010
Interm. Design Submittal 04 JAN 2011
Final Design Submittal 31 MAR 2011
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Final Design Submittal 31 MAY 2011
AND EXPERIENCED IN THE SPECIFIC CONSTRUCTION TYPE PER SECTION 1704.1 OF IBC 2009.
AGENCY OR INSPECTOR, PERFORMING THE SPECIAL INSPECTION, SHALL BE QUALIFIED
AGENCY EMPLOYED BY THE OWNER.
ALL SPECIAL INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT INSPECTION
PER CHAPTER 17 OF THE IBC-2009.
MASONRY, STRUCTURAL STEEL, STRUCTURAL WELDING, AND STRUCTURAL BOLTING SHALL BE PERFORMED
1.
3.
2.
SPECIAL INSPECTIONSL.
SPECIAL INSPECTION FOR EARTHWORK, REINFORCED CONCRETE, REINFORCING STEEL, REINFORCED
4. SPECIAL INSPECTOR SHALL FURNISH REPORTS TO THE OWNER AND CONTRACTOR.
SPECIAL INSPECTOR SHALL ALSO GENERATE AND REGULARLY UPDATE A DISCREPANCY REPORT
(INCLUDING THE ITEMS THAT WERE CORRECTED). THIS REPORT SHALL BE SENT TO THE ENGINEER
FOR REVIEW.
5. SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE SHALL BE IN COMPLIANCE WITH SECTION
1707 OF IBC 2009.
6. SPECIAL INSPECTIONS SHALL BE PERFORMED ON THE PORTIONS OF WORK AND AT
AT THE TIMES INDICATED IN THE FOLLOWING TABLES:
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ARCHITECTURE
PLANNING &
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S-003
STRUCTURAL
GENERAL NOTES
280-01
Concept Design JUNE 2010
Prelim. Design Submittal 27 SEPT 2010
Interm. Design Submittal 20 JAN 2011
Final Design Submittal 31 MAR 2011
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Final Design Submittal 31 MAY 2011
Bid Final Documents 5 JUL 2011
TABLE 1704.3 REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION
Verification and Inspection Continuous Periodic Referenced Standard IBC Reference
1. Material Verification of high-strength bolts, nuts and washers:
a. Identification markings to conform to ASTM standards specified in the apporved construction documents.
-- X AISC 360, Section A3.3 and applicable ASTM material standards
b. Manufacturer's certificate of compliance required -- X -- --
2. Inspection of high-strength bolting:
a. snug-tight joints -- X AISC 360, Section M2.5 1704.3.3
b. Pretensioned and slip-critical joints using turn-of-nut with matchmarking, twist-off bolt or direct tension indicator methods of installation
-- X AISC 360, Section M2.5 1704.3.3
c. pretensioned and slip-critical joints using turn-of-nut without matchmarking or calibrated wrench methods of installation
X -- AISC 360, Section M2.5 1704.3.3
3. Material verification of structural steel and cold-formed steel deck:
a. For structural steel, identification markings to conform to AISC 360. -- X AISC 360, SECTION M5.5
b. for other steel, identification markings to conform to ASTM standards specified in the approved construction documents.
-- X Applicable ASTM material standards
c. Manufacturer's certified test reports -- X
4. Material verification of weld filler materials:
a. Identification markings to conform to AWS specification in the approved construction documents. -- X AISC 360, Section A3.5 and applicable
AWS A5 documents
b. Manufacturer's certificate of compliance required. -- X -- --
5. Inspection of welding:
a. Structural steel and cold-formed steel deck:
1) Complete and partial joint penetration groove welds. X -- AWS D1.1 1704.3.1
2) Multipass fillet welds. X -- AWS D1.1 1704.3.1
3) Single-pass fillet welds >5/16" x -- AWS D1.1 1704.3.1
4) Plug and slot welds. X -- AWS D1.1 1704.3.1
5) Single-pass fillet welds < or equal to 5/16" -- X AWS D1.1 1704.3.1
6) Floor and roof deck welds. -- X AWS D1.3
b. Reinforcing steel:
1) Verification of weldability of reinforcing steel other than ASTM A 706. -- X AWS D1.4 ACI 318: Section 3.5.2 --
2) Reinforcing steel resisting flexural and axial forces in intermediate and special moment frames, and boundary elements of special structural walls of concrete and shear reinforcement
X -- AWS D1.4 ACI 318: Section 3.5.2 --
3) Shear reinforcing steel. X -- AWS D1.4 ACI 318: Section 3.5.2 --
4) Other reinforcing steel. -- X AWS D1.4 ACI 318: Section 3.5.2 --
6. Inspection of steel frame joint details for compliance:
a. Details such as bracing and stiffening. -- X -- 1704.3.2
b. Member locations. -- X -- 1704.3.2
c. Application of joint details at each connection. -- X -- 1704.3.2
TABLE 1704.4 REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION
VERIFICATION AND INSPECTION CONTINUOUS PERIODIC
REFERENCE
STANDARD IBC REFERENCE
1. Inspection of reinforcing steel, including prestressing tendons, and placement. -- X ACI 318: 3.5, 7.1-7.7
1913.4
2. Inspection of reinforcing steel welding in accordance with Table 1704.3, Item 5b. -- -- AWS D1.4, ACI 318: 3.5.2
3. Inspection of bolts to be installed in concrete prior to and during placement of concrete where allowable loads have been increased or where strength design is used.
X -- ACI 318: 8.1.3,
21.2.8
1911.5, 1912.1
4. Inspection of anchors installed in hardened concrete. -- X ACI 318: 3.8.6., 8.1.3, 21.2.8
1912.1
5. Verifying use of required design mix. -- X ACI 318: Ch. 4, 5.2-5.4
1904.2.2, 1913.2, 1913.3
6. At the time fresh concrete is sampled to fabricate specimens for strength tests, perform slump and air content tests, and determine the temperature of the concrete.
X -- ASTM C 172,
ASTM C 31, ACI
318: 5.6, 5.8
1913.10
7. Inspection of concrete and shotcrete placement for proper application techniques. X -- ACI 318: 5.9, 5.10 1913.6, 1913.7, 1913.8
8. Inspection for maintenance of specified curing temperature and techniques. -- X ACI 318: 5.11-5.13 1913.9
9. Inspection of prestressed concrete:
a. Application of prestressing forces. X -- ACI 318: 18.20 --
b. Grouting of bonded prestressing tendons in the seismic-force-resisting system. X -- ACI 318: 18.18.4 --
10. Erection of precast concrete members. -- X ACI 318: Ch. 16 --
11. Verification of in-situ concrete strength, prior to stressing of tendons in psttensioned concrete and prior to removal of shores and forms from beams and structural slabs.
-- X ACI 318: 6.2 --
12. Inspect formwork for shape, location and dimensions of the concrete member being formed. -- X ACI 318: 6.1.1 --
TABLE 1704.7 REQUIRED VERIFIATION AND INSPECTION OF SOILS
VERIFICATION AND INSPECTION TASK
CONTINUOUS
DURING TASK
LISTED
PERIODICALLY
DURING TASK
LISTED
Verify materials below shallow foundations are adequate to achieve the design bearing capacity. -- X
Verify excavations are extended to proper depth and have reached proper material -- X
Perform classification and testing of compacted fill materials. -- X
Verify use of proper materials, densities and lift thicknesses during placement and compaction of compacted fill. X --
Prior to placement of compacted fill, observe subgrade and verify that site has been prepared properly -- X
TABLE 1704.5.1 LEVEL 1 REQUIRED VERIFICATION AND INSPECTION OF MASONRY CONSTRUCTION
VERIFICATION AND INSPECTION CONTINUOUS PERIODIC IBC SECTION
TMS 402/ACI
530/ASCE 5
TMS 602/ACI
530.1/ASCE 6
1. Compliance with required inspection provisions of the construction documents and the approved submittals shall be verified.
-- X -- -- Art. .5
2. Verification of f'M and f'AAC prior to construction except where specifically exempted by this code. -- X -- -- Art. 1.4B
3. Verification of slump flow and VSI as delivered to the site for self-consolidating grout X -- -- -- Art. 1.5B.1.b.3
a. Proportions of site-prepared mortar. -- X -- -- Art. 2.6A
b. Construction of mortar joints. -- X -- -- Art. 3.3B
c. Location of reinforcement, connectors, prestressing tendons and anchorages. -- X -- -- Art. 3.4, 3.6A
d. Prestressing technique. -- X -- -- Art. 3.6B
e. Grade and size of prestressing tendons anchorages. -- X -- -- Art. 2.4B, 2.4H
a. Size and location of structural elements. -- X -- -- Art. 3.3F
b. Type, size and location of anchors, including other details of anchorage of masonry to structural members, frames or other construction.
-- X -- Sec. 1.2.2(e), 1.16.1
c. Specified size, grade and type of reinforcement, anchor bolts, prestressing tendons and anchorages. -- X -- Sec. 1.15 Art. 2.4, 3.4
d. Welding of reinforcing bars. X -- -- Sec. 2.1.9.7.2, 3.3.3.4(b)
e. Preparations, construction and protection of masonry during cold weather (temperature below 40ºF) or hot weather (temperature above 90ºF)
-- X Sec. 2104.3, 2104.4 -- Art. 1.8C, 1.8D
f. Application and measurement of prestressing force. X -- -- -- Art. 3.6B
a. Grout space is clean. -- X -- -- Art. 3.2D
b. Placement of reinforcement and connectors, and prestressing tendons and anchorages. -- X -- Sec. 1.13 Art 3.4
c. Proportions of site-prepared grout and prestressing grout for bonded tendons -- X -- -- Art. 2.6B
d. Construction to mortar joints. -- X -- -- Art. 3.3B
X -- -- -- Art. 3.5
a. Grouting of prestressing bonded tendons. X -- -- -- Art. 3.6C
-- X Sec. 2105.2.2, 2105.3
-- Art. 1.4
1 7
A
B
C
M
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2 3 4 5 6 22' - 11"25' - 10"25' - 10"25' - 10"25' - 11"26' - 5"
190' - 8"
SE
CT
OR
SE
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OR
6" SLAB ON GRADE w/ 6x6-W4xW4 CENTERED
IN SLAB
5" SLAB ON GRADE
1' - 4"
3' - 0"
2' - 8"
8"
3' - 0"
8"
8" 3'
- 0
1'
- 4
4'
- 0
4"
3' - 0"
5'
- 1
0"
0"
4"
21' - 0"
1'
- 0
5'
- 1 0"
3'
- 0
1' - 0"
3' - 0"
1'
- 0
3'
- 0
2'
- 7
2 1
/8" 4'
- 2 7/
8"
0"
21' - 0"7' - 4"
1' - 0"
3' - 0"
1'
- 0
3'
- 0
1' - 0"
3' - 0"
1'
- 0
3'
- 0
97' - 0"
99' - 0" 99' - 0"
99' - 0" 99' - 0"
99' - 0"
0"
99' - 0"
93' - 0"
97' - 0
97'
- 0
ELEV. = 100'-0"
ELEV. = 100'-0"
4' - 0 3/8"
G
11"41' - 11"
SE
CT
OR
SE
CT
OR
7'
- 8
D
E
F
H
L
5'
- 2
7'
- 0
7/
8"
2 1
/8" 4'
- 4
6'
- 4
3'
- 6
5'
- 2
2"
4'
- 9
7/ 8"
0"
6"
6"
0"
0'
- 0
1' - 4" 4"
8" 4"
S-510
S-510
S-501
S-501
93' - 0"
97' - 0"
95' - 0
93' - 0"
S-501
S-501
STEPPED FOOTING -
SEE 3
S-502
STEPPED FOOTING -
SEE
S-502
97' - 0
S-502
S-503
DD D D D D
B
B
B
B
B
B
B
NON-LOADBEARING
CMU WALL
TYP.
98'
- 0
4'
- 0
1' - 8 3/4"
5' - 0"
5' - 0"
4' - 6"
7'
- 8
3'-4" WIDE x
7'-0" TALL DOOR
5'-0" WIDE x
7'-0" TALL DOOR
6'
- 1
0" 6'
- 1 0"
6'
- 1
0" 3'
- 4
6'
- 1
0"
5'
- 0
J
3' - 4"5' - 4"6' - 8"8' - 8"8' - 0"
1' - 4"
3' - 4"13' - 4"8' - 0"
1' - 4"
3' - 4"13' - 4"8' - 0"
1' - 4"
3' - 4"13' - 4"8' - 0"
1' - 4"
3' - 4"13' - 4"8' - 0"
1' - 4"
3' - 4"6' - 8 1/8"6' - 8"
5'
- 0
6'
- 8
2' - 2 3/4" 4' - 0"
4' - 0"
S-502
6'
- 0
4'
- 0
1'
- 1
0 1 /2"
1/
4"
0"
30' - 5 1/2"
8"
3 1 /4"
8"
S-502
18' - 0 1/4"
S-502
95' - 0"
93' - 0"
93' - 0"
93' - 0"
97' - 0"
97' - 0"
95' - 0"
S-502
99' - 0"
7 7 /8"
STEPPED FOOTING -
SEE 3
S-502
STEPPED FOOTING -
SEE 3
S-502
STEPPED FOOTING -
SEE
4'
- 0
4' - 0"2' - 0"
S-502
S-502
S-502 8"
1' - 4 7/8"
1' - 6 5/8"
95'
- 0
97'
- 0
6" SLAB ON GRADE w/ 6x6-W4xW4 CENTERED
IN SLAB
ELEV. = 100'-0"
8"
7 1
/4"
5" SLAB ON GRADE
ELEV. = 99'-8"
6'
- 0
3'
- 2
8 1 /8"
6'
- 8
4' - 0"
95' - 0"
3/4" EXPANSION JOINT
w/ BITUMINOUS JOINT
FILLER (ALL SIDES OF
VAULT TYP.)
3'
- 4
S-502
S-502
S-503
97' - 0"
8" NOM. CMU WALL
w/ #5 @ 24" c/c
8" NOM. CMU WALL
w/ #5 @ 32" c/c
8" NOM. CMU WALL
w/ #5 @ 32" c/c
8" NOM. CMU WALL
w/ #5 @ 32" c/c
S-503
6'
- 8
4'
- 6
10' - 1 1/2"
8" 9'
- 8
S-502
S-503
5' - 0"
5'
- 1
1 1 /4"
14' - 2" 8"
S-501
SIM. TO
98' - 0
1' - 2"
1'
- 2
S-503
TYP.
4"
5" SLAB ON GRADE
ELEV. = 100'-0"
5" SLAB ON GRADE
ELEV. = 99'-8"
FOUNDATION PLAN NOTES:
1. FOR STRUCTURAL GENERAL NOTES - SEE SHEETS
S-001 - S-003
2. EL. 100'-0" = CIVIL EL. 6604.25'
3.
4.
97' -0"
A INDICATES SPREAD FOOTING TYPE -
FOR SIZE AND REINFORCING
SEE SCHEDULE ON SHEET S-601
INDICATES TOP OF FOOTING EL.
6. FOR STEEL COLUMN SIZES -
SEE SCHEDULE ON SHEET S-601
7. FOR SLAB ON GRADE JOINT DETAILS - SEE
8. ALL INTERIOR TOP OF FOOTING ELEVATIONS ARE 99'-0"
UNLESS NOTED OTHERWISE. ALL EXTERIOR TOP OF
FOOTING ELEVATIONS ARE 97'-0" UNLESS NOTED OTHERWISE.
9. INDICATES 5" N.W. CONCRETE FILL OVER 3" METAL FORM
DECK w/ #5 @ 12" c/c PARALLEL TO DECK AND #3 @ 12" c/c
PERPENDICULAR TO DECK
10. FOR OPENINGS IN FOUNDATION WALLS FOR
PIPING - SEE
11. FOR EQUIPMENT/HOUSEKEEPING PAD DETAIL, SEE
S-501
5. FOR SLAB ON GRADE REINFORCEMENT
SEE STRUCTURAL GENERAL NOTES. 9
S-501
S-510
S-501
SECTOR 1 SECTOR 2
SECTOR 3
nu mb er
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ARCHITECTURE
PLANNING &
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TECHNOLOGY
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FOUNDATION
PLAN - SECTOR
280-01
Concept Design JUNE 2010
Prelim. Design Submittal 27 SEPT 2010
Interm. Design Submittal 04 JAN 2011
Final Design Submittal 31 MAR 2011
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Final Design Submittal 31 MAY 2011
Bid Final Documents 5 JUL 2011
SCALE: 1/8" = 1'-0"
FOUNDATION PLAN - SECTOR 1
UP
11 13
A
B
C
M
P
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S
RR
G.5
M.5
N
S.5
K
N.5
SE
CT
OR
SE
CT
OR
9 10 12
G
SECTOR 2
SECTOR 3
SECTOR 2
SECTOR 3
11"
SE
CT
OR
SE
CT
OR
2' - 7 3/4"27' - 2"30' - 5"30' - 0"
64' - 0" 28' - 0"
7'
- 8
90' - 2 5/8"
8'
- 2
1/ 4"
21' - 4 5/8" 8' - 9 3/8"
20' - 7" 19' - 2 3/4"
5.00°
4 3/8" 10' - 3 5/8"
9' - 4" 8' - 7 7/8"
D
E
F
H
L
0'
- 0
1'
- 8
2 1
/4"
1' - 4" 4"
1'
- 1
0 1 /4"
2'
- 1
3/ 4"
1'
- 4
1' - 4"10"
8" 4"
5" SLAB ON GRADE
EL. = 100'-0"
5" SLAB ON GRADE
EL. = 99'-6"
S-501
S-501
S-501
97' - 0"
95' - 0
98' - 0"
93' - 0"
97' - 0"
97' - 0"
3' - 8"
STEPPED FOOTING -
SEE
STEPPED FOOTING -
SEE
STEPPED FOOTING -
SEE 3
S-502
S-502
S-502
S-503
2'
- 1
1 1 /4"
5'
- 2
7'
- 0
7/
8"
2 1
/8" 4'
- 4
6'
- 4
3'
- 6
5'
- 2
2"
4'
- 9
7/ 8"
0"
6"
6"
0"
7 7 /8"
8" SLAB ON GRADE
EL. = 100'-0"
B
B
B
B
B
B
B
B
B
B
B
B
B B B
B
A
C
C
8" SLAB ON GRADE
EL. = 100'-0"
L.5
98'
- 0
6'
- 1
0" 3'
- 4
6'
- 1
0"
5'
- 0
J
5" SLAB ON GRADE
EL. = 99'-8"
7 5 /8"
17' - 6"
4'
- 0
4' - 8"5' - 6 1/4"
8' - 11 1/4"
8"
3 1 /4"
8"
93' - 0"
93' - 0"
97' - 0"
97' - 0"
S-502
4'
- 0
STEPPED FOOTING -
SEE 3
S-502
98'
- 0
D
S-502
S-502
4' - 0"
S-502
S-502
S-502
S-502
1' - 5"
1'
- 5
21' - 0"3' - 7 1/2"
8"
1'
- 4
3'
- 0
1' - 4 7/8"
1' - 6 5/8"
6'
- 0
S-501
S-501
S-50195'
- 0
97'
- 0
10"
1' - 5 3/4"
4' - 0"
3/
8"
5.00°
S-520
12 TYP.
6'
- 0
3'
- 2
8 1 /8"
6'
- 8
4' - 0"
1'
- 1
0"
0"
1'
- 2
2'
- 6
3'
- 4
4'
- 6
3'
- 4
6' - 8"4' - 0"14' - 0"3' - 1"
3' - 4" 3' - 4" 14' - 0" 5' - 4"
EQ.
4' - 0"
95' - 0"
S-502
S-501
TYP.
1' - 5 5/8"
97'
- 0
S-503
S-503
1'
- 1
0 1 /2"
STEPPED FOOTING -
SEE 3
S-502
4'
- 0
97' - 0"
S-503
S-503
S-503
3'
- 4
"4' - 9"
4'
- 0
1'
- 1
0"
4' - 0"
10"
S-502
5' - 0 1/2"
S-502
3'
- 1
7/ 8"
2'
- 2
3'
- 4
8" NOM. CMU WALL
w/ #5 @ 32" c/c
12" NOM. CMU WALL
w/ (2) - #5 @ 24" c/c
12" NOM. CMU WALL
w/ (2) - #5 @ 24" c/c
12" NOM. CMU WALL
w/ (2) - #5 @ 24" c/c
12" NOM. CMU WALL
w/ (2) - #5 @ 24" c/c
8" NOM. CMU WALL
w/ #5 @ 32" c/c
8" NOM. CMU WALL
w/ #5 @ 32" c/c
SLAB DEPRESSION
FOR WALK OFF MAT -
COORD. w/ ARCH.
SLAB DEPRESSION
FOR WALK OFF MAT -
COORD. w/ ARCH.
S-503
6'
- 8
4'
- 6
10' - 1 1/2"
8" 9'
- 8
S-502
7'
- 5
3/ 4"
3'
- 6
3/ 4"
11 5/8"
4'
- 0
3'
- 4
" 5' - 3 3/4"
S-503
TYP.
9" 9"
9" 7 3
/8"
18"x18" PILASTER
(TYP. U.N.O.) G
G
G
9" 9"
4' - 0"
18"x48" PILASTER w/
(20)-#6 VERTS AND #3
TIES - SEE 9/S-503 FOR
REINFORCEMENT LAYOUT
S-550
S-503
4'
- 4
" 95.00°
6' - 8"8' - 8"6' - 8"8' - 8"6' - 8"5' - 0"
3'
- 4
.6
'- 8
3'
- 4
2' - 4"7' - 4" STOOP SLAB TO MATCH SLOPE
OF ADJACENT PAVING
A
A
9"
9"
BOLLARDS - 4 TOTAL
(SEE CIVIL)
18"x18" BOLLARD
FOUNDATION
BOLLARDS - 4 TOTAL
(SEE CIVIL)
18"x18" BOLLARD
FOUNDATION
9" 9"
SLOPE CONCRETE
IN THIS AREA - SEE
ARCH. SLOPE CONCRETE IN THIS
AREA - SEE ARCH.
7"
97' - 0"
99' - 4"
99' - 0
TYP. AT INTERIOR
U.N.O.
97'
- 0
TYP. A
T EXTE
RIOR
U.N.O.
5'
- 1
1 1 /4"
18' - 0"
4' - 4"
96' - 0
8' - 8" 7' - 4"
10' - 8"
4' - 8"
4' - 4"
S-503
SIM. TO
S-502
100' - 0"
STOOP SLAB TEXTURE TO MATCH
WALKWAY TEXTURE
98' - 0
1' - 2"
1'
- 2
" 1'
- 2
" 1' - 2"
S-503
11 TYP.
HSS6x4x5/16
POST (5 TOTAL)
EQ.
S-501
FOUNDATION PLAN NOTES:
1. FOR STRUCTURAL GENERAL NOTES - SEE SHEETS
S-001 - S-003
2. EL. 100'-0" = CIVIL EL. 6604.25'
3.
4.
97' -0"
A INDICATES SPREAD FOOTING TYPE -
FOR SIZE AND REINFORCING
SEE SCHEDULE ON SHEET S-601
INDICATES TOP OF FOOTING EL.
6. FOR STEEL COLUMN SIZES -
SEE SCHEDULE ON SHEET S-601
7. FOR SLAB ON GRADE JOINT DETAILS - SEE
8. ALL INTERIOR TOP OF FOOTING ELEVATIONS ARE 99'-0"
UNLESS NOTED OTHERWISE. ALL EXTERIOR TOP OF
FOOTING ELEVATIONS ARE 97'-0" UNLESS NOTED OTHERWISE.
9. INDICATES 5" N.W. CONCRETE FILL OVER 3" METAL FORM
DECK w/ #5 @ 12" c/c PARALLEL TO DECK AND #3 @ 12" c/c
PERPENDICULAR TO DECK
10. FOR OPENINGS IN FOUNDATION WALLS FOR
PIPING - SEE
11. FOR EQUIPMENT/HOUSEKEEPING PAD DETAIL, SEE
S-501
5. FOR SLAB ON GRADE REINFORCEMENT
SEE STRUCTURAL GENERAL NOTES. 9
S-501
S-510
S-501
SECTOR 1 SECTOR 2
SECTOR 3
nu mb er
H B & A, L L C
ARCHITECTURE
PLANNING &
INFORMATION
TECHNOLOGY
102 EAST MORENO
AVENUE
COLORADO SPRINGS
COLORADO
80903-3392
719.473.7063 www.hbaa.com ch kd dr aw n job iss ue / r ev isi on de sc rip tio n se al as so cia ted w ith pr oje ct ar ch ite ct issue / revision date:
BI
D
FI
NA
L
DO
CU
ME
NT
S
/3
/2
:5
:1
P M
S-102
FOUNDATION
PLAN - SECTOR
280-01
Concept Design JUNE 2010
Prelim Design Submittal 27 SEPT 2010
Interm. Design Submittal 04 JAN 2011
Final Design Submittal 31 MAR 2011
NO
R
TH
C
O
LO
R A D
O S
PR
IN
G S
R
EA
D
IN
ES
S
C
EN
TE
R
V oy ag er
P ar kw ay
C ol or ad o Sp ri ng s, C
O
AWJ
SAJ
Final Design Submittal 31 MAY 2011
Bid Final Documents 5 JUL 2011
FOUNDATION PLAN - SECTOR 2
UP
14 18 2423
R
G.5
M.5
S.5
20 2216
N.5
SE
CT
OR
SE
CT
OR
SE
CT
OR
SE
CT
OR
20' - 6" 3' - 9 1/2" 16' - 8 1/2" 32' - 1 1/2" 20' - 9" 26' - 0" 19' - 11 3/4" 32' - 1 7/8" 9' - 5 7/8" 36' - 8 3/4"
4 5 /8"
8'
- 9
3/ 8"
7"
2"
5.0 0 °
54' - 10 3/8"
3/
8"
49' - 7 3/8"
10 3/4"
100' - 4 5/8"
1'
- 4
5/ 8"
1'
- 3
1/ 4"
1'
- 5
1/ 4"
1' - 10 1/4"
1'
- 3
1/ 4"
8" 3'
- 0
2"
3 3
/4"
1'
- 5
1'
- 4 5/
8"
3 3 /4"
45' - 3 7/8"
21' - 4" 1' - 6 1/2"
7 7 /8"
0 1 /8"
8'
- 6
7/ 8"
4 3/8" 10' - 3 5/8"
9'
- 4
8'
- 7 7/
8"
7' - 1 3/8"
7' - 1 1/4"
5" SLAB ON GRADE
EL. = 100'-0"
S-501
96'
- 0
97' - 0"
97' - 0"
97' - 0"
97' - 0"
97' - 0
S-501
S-502 STEPPED FOOTING -
SEE 3
S-502
STEPPED FOOTING -
SEE 3
S-502
S-502
S-502
S-502
S-503
A
C C D
D
DD
EE
D
C D
C
C
C
E F D
L.5
5" SLAB ON GRADE
EL. = 99'-8"
(COORDINATE SLAB
DEPRESSION LOCATION
WITH SHOWER ROOMS)
8'
- 1
1 1 /4"
D
C
E
TYP. AT INTERIOR
U.N.O.
97'
- 0
97'
- 0
4'
- 0
4'
- 0
8' - 3 1/2"
GRID
INTERSECTION
TYP. AT EXTERIOR
U.N.O.
D
99'
- 0
99' - 0"
99'
- 0
6' - 4"
TYP. AT
STOOP
5" SLAB ON GRADE
EL. = 100'-0"
5" SLAB ON GRADE
EL. = 100'-0"
1'
- 2
3/ 8"
8"
3' - 0"
8"
3' - 0"
8"
8"
1'
- 4
5/ 8"
3'
- 0
S-502
3'
- 0
8"
1'
- 5
1/ 4"
3'
- 0
C C
1'
- 4
3/ 8"
1'
- 4
3/ 4"
8"
S-502
S-502
S-502
8"
45' - 3 7/8"120' - 5 1/8"
4' - 0" 4' - 0"
4'
- 0
4' - 0" 7' - 4" 2' - 10 1/2"
7' - 0"
4'
- 0
4'
- 0
4'
- 0
1/ 2"
1' - 6 1/4"
S-503
10"
1' - 5 3/4"
4' - 0" 4' - 6" 3' - 6" 4' - 6" 4' - 0" 3' - 6" 8' - 6" 7' - 6" 12' - 6" 3' - 6" 8' - 6"
3/
8"
S-550
HSS4x4x1/4 WINDOW
SUPPORT TUBES (TYP.
ALONG GRIDLINE 'R')
S-550
1/
4"
6' - 8 3/4" 3' - 8"
12' - 4" 3' - 8" 8' - 4"
5.0 0°
2' - 8 5/8" 6' - 8"
EQ.
4' - 0"
3' - 4" 1' - 3 5/8"
1' - 6"
S-503
99' - 0
TYP.
S-503
1' - 3 1/4"
4' - 0"
4'
- 0
8" CMU w/ #5 @ 24" c/c
S-503 8
S-503
S-502
S-502
18"x18" PILASTER
(TYP. U.N.O.)
S-503
C
D
PROVIDE CORNER
BARS AT FOUNDATION
WALL AND FOOTING
PER 2
S-502
TYP.
SEE SHEET S-560
FOR STAIR AND DETAILS
10"
5' - 0 1/2"
S-502
3'
- 1
7/ 8"
5 1 /8"
12" NOM. CMU WALL w/ 2-#5 @ 8" c/c
(TYP. AT ELEVATOR). LAST 3 CELLS OF
ALL ELEVATOR WALLS SHALL BE
REINFORCED WITH 2-#6 BARS.
8" NOM. CMU WALL
w/ #5 @ 16" c/c (TYP. AT
STAIR TOWER)
8" NOM. CMU WALL
w/ #5 @ 32" c/c (TYP. AT
MECHANICAL ROOM)
SLAB DEPRESSION FOR WALK
OFF MAT - COORD. w/ ARCH.
SLAB DEPRESSION FOR WALK
OFF MAT - COORD. w/ ARCH.
1" SLAB DEPRESSION FOR CARPET -
(COORD. w/ ARCH.). FORM AND POUR
THIS AREA SEPARATELY FROM MAIN
SLAB.
SEE ARCH. FOR FLOOR
JOINTING PATTERN
(TYPICAL)
S-5511
S-551
S-551
1' - 7 1/4"
95.00°
30.00°
95.00°
EXTERIOR CONCRETE JOINT
PATTERN - SEE LANDSCAPE DWGS. (TYP.)
1 3 /8"
3'
- 5
5/ 8"
8'
- 7
1/ 8"
S-501
S-501
EQUIPMENT PAD (TYP.) - SEE
S-501
0"
20' - 0" 4'
- 4
4' - 8"
96' - 0"
96' - 0
8' - 8"
7'
- 4
10' - 8"
4' - 8"
4'
- 4
S-502
97'
- 0
FORMED EDGE SHALL BE
2" INSIDE OF FINAL FINISHED
EDGE. AFTER POUR, FINAL EDGE
WILL BE ACHIEVED BY SAWCUTTING
AND CHIPPING - SEE ARCH.
FINAL SAWCUT EDGE
PER ARCH.
97'
- 0
95'
-0"
2' - 0" 20' - 0"
S-552
EQ.
2"
4"
24' - 8 1/8"9' - 0 7/8"
7' - 9 3/4"
WHERE HORIZ. ELECTRICAL CONDUIT IS
REQUIRED, PROVIDE SHOP DRILLED HOLES
OR FIELD DRILL AS NEEDED (CONTRACTOR'S OPTION)
THROUGH HSS WINDOW SUPPORTS
HSS6x6x1/4 WINDOW
SUPPORT TUBES (TYP.
ALONG GRIDLINE 'S.5')
HSS4x4x1/4 WINDOW
SUPPORT TUBES (TYP.
ALONG GRIDLINE 'M.5')
HSS6x4x5/16 WINDOW
SUPPORT TUBES (TYP.
ALONG GRIDLINE 'G.5' U.N.O.)
HSS6x6x1/4 WINDOW
SUPPORT TUBE
HSS6x6x1/4 WINDOW
SUPPORT TUBE
FOUNDATION PLAN NOTES:
1. FOR STRUCTURAL GENERAL NOTES - SEE SHEETS
S-001 - S-003
2. EL. 100'-0" = CIVIL EL. 6604.25'
3.
4.
97' -0"
A INDICATES SPREAD FOOTING TYPE -
FOR SIZE AND REINFORCING
SEE SCHEDULE ON SHEET S-601
INDICATES TOP OF FOOTING EL.
6. FOR STEEL COLUMN SIZES -
SEE SCHEDULE ON SHEET S-601
7. FOR SLAB ON GRADE JOINT DETAILS - SEE
8. ALL INTERIOR TOP OF FOOTING ELEVATIONS ARE 99'-0"
UNLESS NOTED OTHERWISE. ALL EXTERIOR TOP OF
FOOTING ELEVATIONS ARE 97'-0" UNLESS NOTED OTHERWISE.
9. INDICATES 5" N.W. CONCRETE FILL OVER 3" METAL FORM
DECK w/ #5 @ 12" c/c PARALLEL TO DECK AND #3 @ 12" c/c
PERPENDICULAR TO DECK
10. FOR OPENINGS IN FOUNDATION WALLS FOR
PIPING - SEE
11. FOR EQUIPMENT/HOUSEKEEPING PAD DETAIL, SEE
S-501
5. FOR SLAB ON GRADE REINFORCEMENT
SEE STRUCTURAL GENERAL NOTES. 9
S-501
S-510
S-501
SECTOR 1 SECTOR 2
SECTOR 3
nu mb er
H B & A, L L C
ARCHITECTURE
PLANNING &
INFORMATION
TECHNOLOGY
102 EAST MORENO
AVENUE
COLORADO SPRINGS
COLORADO
80903-3392
719.473.7063 www.hbaa.com ch kd dr aw n job iss ue / r ev isi on de sc rip tio n se al as so cia ted w ith pr oje ct ar ch ite ct issue / revision date:
BI
D
FI
NA
L
DO
CU
ME
NT
S
/3
/2
:5
:2
P
M
S-103
FOUNDATION
PLAN - SECTOR
280-01
Concept Design JUNE 2010
Prelim Design Submittal 27 SEPT 2010
Interm. Design Submittal 04 JAN 2011
Final Design Submittal 31 MAR 2011
NO
R
TH
C
O
LO
R A D
O S
PR
IN
G S
R
EA
D
IN
ES
S
C
EN
TE
R
V oy ag er
P ar kw ay
C ol or ad o Sp ri ng s, C
O
AWJ
SAJ
Final Design Submittal 31 MAY 2011
Bid Final Documents 5 JUL 2011
FOUNDATION PLAN - SECTOR 3
1 7
B
C
M
P
Q
S
R
N
K
2 3 4 5 6
W24X68 W27X84 W27X84 W27X84 W27X84
LH
LH
LH
12 do do do do do do do do do do do do do do do do do do do do do do do do do
LH
LH
do do do do do do do do do do do do do do do do do do do do do do do do do do do do do do
G
W36X135W27X84 do do do do do do do do do do do do do do
LH
22' - 11"25' - 10"25' - 10"25' - 10"25' - 11"26' - 5"
190' - 8" 3' - 4 3/8"
8"
7 1
/4"
11"41' - 11"
SE
CT
OR
SE
CT
OR
SE
CT
OR
SE
CT
OR
D
E
F
H
L
2'
- 1
1 1 /4"
5'
- 2
7'
- 0
7/
8"
2 1
/8" 4'
- 4
6'
- 4
3'
- 6
5'
- 2
2"
4'
- 9
7/ 8"
0"
6"
6"
0"
S-510
S-510
S-520
S-520
S-530
S-530
S-5305
S-530
S-530
(114'-9 1/4")
TOP OF JOIST ELEV. = 114'-4 1/2"
(AT WALL CL) - PROVIDE 6 1/2" JOIST
SHOE DEPTH AT SLOPING JOIST.
TYPICAL ALONG GRIDLINE 'P'
8" NOM. CMU WALL
w/ #5 @ 32" c/c
TOP OF WALL
ELEV. = 116'-0"
(TYP. U.N.O.)
J do do do do do do dodo do do do do do dodo
TYP. OPENING FOR SOLATUBE
SKYLIGHT - COORDINATE
SOLATUBE LOCATIONS w/ ARCH.
SEE
OPENING FOR
ROOF HATCH -
COORD. w/ ARCH.
SEE
(114'-2 1/2")
LH
LH
do
LH
SP
-4
SP
-4
SP
-3
2' - 0"2' - 0"
2' - 0"
2' - 0"
44 EQ. SPACES
176' - 0"3' - 8 1/4"
3' - 8 1/4"
LH
11"
1/
8"
1 7
/8"
(114'-9 1/4") (114'-9 1/4") (114'-9 1/4") (114'-9 1/4") (114'-9 1/4") (114'-9 1/4")
TOP OF JOIST
EL. = 114'-2"
(AT WALL CL)
S-531
S-531
S-530
195' - 3 5/8"
4' - 0" 4' - 3 7/8"
S-531
EDGE OF DECK
8" NOM. CMU WALL
w/ #5 @ 24" c/c
TOP OF WALL
ELEV. = 118'-0"
TOP OF WALL
ELEV. = 118'-0"
TOP OF WALL
ELEV. = 118'-0"
TOP OF WALL
ELEV. = 118'-0"
7 5/8" 10' - 8" 72' - 0" 4' - 0" 32' - 0" 4' - 0" 32' - 3 7/8" 3' - 8" 32' - 0 1/8" 4' - 11"
TOP OF JOIST
ELEV. = 115'-2"
L8X6X3/4 L8X6X3/4
L8 X6
X3 /4
L8X6X3/4 L8X6X3/4
L8 X6
X3 /4
ERU UNIT - VERIFY
PLACEMENT AND
SIZE WITH MECH.
VE
RI
FY
4'
- 8 3/
8"
VE
RI
FY
3"
5' - 6"11' - 9 3/4"
ERU UNIT - VERIFY
PLACEMENT AND
SIZE WITH MECH.
ERU UNIT - VERIFY
PLACEMENT AND
SIZE WITH MECH.
TOP OF WALL
ELEV. = 114'-2"
12' - 0"
TOP OF WALL
ELEV. = 116'-0"
2' - 4 1/4"
W16X40W16X40W16X40W16X40W16X40
(B.O.S. EL. = 108'-0") (B.O.S. EL. = 108'-0") (B.O.S. EL. = 108'-0") (B.O.S. EL. = 108'-0") (B.O.S. EL. = 108'-0")
S-520
TYP. AT
STEEL BEAM
LINTEL
TYP.
S-530
8" NOM. CMU WALL
w/ #5 @ 32" c/c
S-531
S-520
OPP.
S-531
S-530
8" NOM. CMU WALL
w/ #5 @ 32" c/c
S-530
TYP.
L-
L-5
L-
L-4
L-
L-
L4x4x1/4 BETWEEN JOISTS -
INSTALL BELOW ROOF CURB
(TYP.)
VE
RI
FY
5'
- 6 7/
8"
8' - 2 5/8"20' - 8 3/4" 3' - 7 1/8"23' - 0 3/8"2' - 9 5/8"
4 1 /4"
5' - 6"11' - 9 3/4" do
SP
-3
LH
SP
-5
SP
-5
4' - 0"
9'
- 1
L-2
STEEL BEAM SHALL SPAN OVER
OVERHEAD DOOR AND PEDESTRIAN
DOOR. PROVIDE L-1 LINTEL BETWEEN
STEEL BEAM AND PEDESTRIAN DOOR (TYP.)
L-2
5' - 0" 3' - 0"3' - 4" 4' - 8"
L8X6X3/4 L8X6X3/4
L8 x6 x3 /4
L8 x6 x3 /4
SECOND FLOOR/LOW ROOF FRAMING PLAN NOTES:
1. FOR STRUCTURAL GENERAL NOTES - SEE SHEETS
S-001 - S-003
7. FOR STEEL COLUMN SIZES -
SEE SCHEDULE ON SHEET S-601
2. TOP OF STEEL EL. = 113'-6 3/4" U.N.O.
3. FINISHED SECOND FLOOR EL. = 114'-0"
4. INDICATES 1 1/2" METAL
ROOF DECK
5. INDICATES 3 1/4" LW CONCRETE FILL
OVER 2" COMPOSITE METAL DECK
(5 1/4" TOTAL)
8. INDICATES STRUCTURE SLOPE
9. FOR TYPICAL BEAM CONNECTION SCHEDULES AND DETAILS
SEE SHEETS S-602
11. "24K6 SP-1" INDICATES SPECIAL STEEL JOIST -
SEE SHEET S-540 FOR JOIST
DIAGRAMS
6. INDICATES 1 1/2" METAL GRATING5
10. INDICATES MOMENT CONNECTION
SEE DETAILS ON SHEET S-602
12. "L-2" INDICATES MASONRY LINTEL -
SEE DETAIL 9/S-520
SECTOR 2 SECTOR 2
SECTOR 3
nu mb er
H B & A, L L C
ARCHITECTURE
PLANNING &
INFORMATION
TECHNOLOGY
102 EAST MORENO
AVENUE
COLORADO SPRINGS
COLORADO
80903-3392
719.473.7063 www.hbaa.com ch kd dr aw n job iss ue / r ev isi on de sc rip tio n se al as so cia ted w ith pr oje ct ar ch ite ct issue / revision date:
BI
D
FI
NA
L
DO
CU
ME
NT
S
/3
/2
:5
:2
P M
S-111
LOW ROOF
FRAMING PLAN -
SECTOR 1
280-01
Concept Design JUNE 2010
Prelim Design Submittal 27 SEPT 2010
Interm. Design Submittal 04 JAN 2011
Final Design Submittal 31 MAR 2011
NO
R
TH
C
O
LO
R A D
O S
PR
IN
G S
R
EA
D
IN
ES
S
C
EN
TE
R
V oy ag er
P ar kw ay
C ol or ad o Sp ri ng s, C
O
AWJ
SAJ
Final Design Submittal 31 MAY 2011
Bid Final Documents 5 JUL 2011
LOW ROOF FRAMING PLAN - SECTOR 1
DN
A
B
C
M
P
Q
S
R
G.5
M.5
N
S.5
K
N.5
9 10 12
W21X44 W21X44
W12X16
W
X5
W
X3
W
X2
G
W12X30 do do do do do do do do do do do
K7
W
X4 do do do do do do do do do do do do do do do do do do do do do do do
24K6
20' - 6"
SE
CT
OR
SE
CT
OR
D
E
F
H
L
5'
- 2
7'
- 0
7/
8"
2 1
/8" 4'
- 4
6'
- 4
3'
- 6
5'
- 2
2"
4'
- 9
7/ 8"
0"
6"
6"
0"
7 7
/8" 2'
- 1 1 1
/4"
11" 30' - 0" 30' - 5" 27' - 2" 2' - 7 3/4"
S-530
S-530
21' - 4 5/8" 8' - 9 3/8"
20' - 7"
28' - 2"
SECTOR 2
SECTOR 3
SECTOR 2
SECTOR 3
L.5
J
K7
W12X30
2'
- 8
2'
- 8
8 E Q .
S
PA
CE
S
0"
W12X30
1'
- 8
1/ 2" do
SP
-2
SP
-2
(1
'-1 0 1
/2"
(1
'-3 3/
4"
(1
'-3 3/
4"
JOIST BEARING ELEV. = 114'-8"
(114'-8")
(114'-2 1/2")
(114'-0")(114'-0")
(114'-1")
(113'-6")
T.O.S. ELEV. = 114'-1"
T.O.S. ELEV. = 113'-6"
T.O. CMU WALL
ELEV. = 119'-4"
T.O. CMU WALL
ELEV. = 119'-4"
T.O. CMU WALL
ELEV. = 119'-4"
(116'-7") (116'-0")
(116'-7") (116'-0")
W
X3
11"
14 EQ. SPACES
56' - 0"
2' - 0 3/4"
S-532
HS
S8
X6 X1
/4 (1
'-0
2" BUILDING
EXPANSION JOINT -
SEE ARCH. FOR
DETAILS
OPEN TO BELOW
OPEN TO BELOW
S-530
HIGH
AND LOW
S-532
5.00°
(113'-2 1/4")
W12X19 (113'-2 1/4")
W
X1
(1
'-2 1/
4"
(113'-2 1/4")
W12X19
(113'-2 1/4")
S-531
S-531
85.
00°
1'
- 0
5/ 8"
S-520
12TYP.
7' - 8 1/8" 7 3/8"
S-531
T.O. CMU WALL
ELEV. = 117'-4"
S-530
60' - 8"
3'
- 4 1/
2"
3'
- 2
3/ 8"
1'
- 7
7/ 8"
5.00°
5' - 11 3/4" 11 1/8"
8' - 8"
7' - 4"
10 5/8"
7 5/8"
4' - 11"
2' - 4 1/4"
8" NOM. CMU WALL
w/ #5 @ 32" c/c
W12X30
24K6 SP-1
8" NOM. CMU WALL
w/ #5 @ 32" c/c
4'
- 0 do
E
Q .
S
PA
CE
S
0"
S-531
S-531
S-531
S-520
12 OPP.
W16X40
(B.O.S. EL. = 114'-0")
W
X4
L-
(B .O
.S . E
L.
8'-
0"
S-531
7" E
.O .D
0" E.O.D.
S-530
S-530
S-530
S-530
12" NOM. CMU WALL
w/ (2) - #5 @ 24" c/c
12" NOM. CMU WALL
w/ (2) - #5 @ 24" c/c
12" NOM. CMU WALL
w/ (2) - #5 @ 24" c/c
12" NOM. CMU WALL
w/ (2) - #5 @ 24" c/c
8" NOM. CMU WALL
w/ #5 @ 32" c/c
8" NOM. CMU WALL
w/ #5 @ 32" c/c
S-530 E.O.D.
6 3/8"
4" E.O.D.
S-530
S-520
TYP.
S-532
W12X19 x C
ON
T.
L-
W12X19
(1
'-2 1/
4"
7'
- 0
5/ 8"
SE
CT
OR
SE
CT
OR
1 62' - 7 1/4" 28' - 0"
3 5 /8"
5'
- 3 3/
4"
MECHANICAL UNIT - VERIFY
PLACEMENT AND SIZE
WITH MECH.
W 8X
W8X10 W8X10
W 8X
W
8X
W 8X
W 8X
W
8X
W 8X
W
8X
W 8X
W
8X
W 8X
W
8X
W 8X
W
8X
W 8X
W
8X
3' -
1/
2"
3'
- 1 0"
3'
- 8 3/
4"
3'
- 7 3/
8"
4' - 6 7/8"5' - 6"5' - 6 1/8"5' - 6"
S-550
1'
- 0
HSS4x4x1/4 SCREEN WALL
SUPPORT TUBES (4
TOTAL)
S-533
S-531
S-533
L-4 L-4 L-4
L-
L-
L-
L-
L-4
W16X40 (B.O.S. EL. = 114'-0")
HSS6x4x5/16
POST (5 TOTAL)
do
SP
-3
LH
SP
-5
8 1 /2"
S-532
W T4X9
W T4X9
4' - 6 1/2"
W T4X9
W T4X9
8' - 0" 8' - 0"
W T4
X9
6' - 7 3/4"
W T4
X9
W T4
X9
8' -…
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