1
5
4
3
2
6
GENERAL NOTES
1.
E
2.
3.
GENERAL
7.
A.
THESE NOTES SUPPLEMENT THE SPECIFICATIONS, WHICH SHALL BE REFERRED TO FOR
ADDITIONAL REQUIREMENTS.
B.
ARCHITECT'S APPROVAL MUST BE SECURED FOR ALL SUBSTITUTIONS.
C.
CHECK ALL DIMENSIONS ON STRUCTURAL DRAWINGS AGAINST ARCHITECTURAL DRAWINGS.
D.
VERIFY OPENINGS THROUGH FLOORS, ROOFS AND WALLS WITH ARCHITECTURAL,
MECHANICAL, CIVIL AND ELECTRICAL REQUIREMENTS.
A.
REFERENCE PROJECT SOILS REPORT PREPARED BY CTL THOMPSON, INC., NUMBER
CS17986-115, DATED MARCH 13, 2013 FOR ADDITIONAL INFORMATION AND
REQUIREMENTS.
B.
C.
DO NOT PLACE BACKFILL AGAINST FOUNDATION WALLS OR GRADE BEAMS UNTIL BRACING
FLOORS ARE IN PLACE, OR OTHER ADEQUATE BRACING IS INSTALLED.
Q.
WIRE FABRIC REINFORCEMENT: LAP ONE AND A HALF MESH WIDTHS AT SPLICES AND WIRE
TOGETHER.
R.
NO WELDING OF REINFORCING SHALL BE PERMITTED UNLESS SPECIFICALLY CALLED FOR
OR APPROVED BY THE STRUCTURAL ENGINEER.
S.
DO NOT RE-BEND ANY BARS WITH A YIELD STRESS OF GREATER THAN 40 KSI.
LIVE LOADS USED IN DESIGN
F.
PASSIVE LATERAL EARTH PRESSURE USED IN DESIGN:.....................350 PCF
A.
G.
COEFFICIENT OF SLIDING FRICTION:.......................................0.4
H.
FOOTINGS SHALL BE PLACED ON UNDISTURBED NATURAL MATERIALS. THE CONTRACTOR
SHALL REMOVE ANY LOOSE OR DISTURBED SOIL AND REPLACE WITH NON-EXPANSIVE
STRUCTURAL FILL COMPACTED TO 95% STANDARD PROCTOR (ASTM D698) AS APPROVED BY
THE SOILS ENGINEER.
WIND
1.)
2.)
3.)
4.)
5.)
6.)
7.)
PRESSURE PER IBC 2009, ASCE 7-05
BASIC WIND SPEED (3 SEC GUST).............................100 MPH
WIND EXPOSURE CATEGORY..........................................C
WIND DIRECTIONALITY FACTOR, Kd...............................0.85
WIND TOPOGRAPHIC FACTOR, Kzt..................................1.0
WIND IMPORTANCE FACTOR, Iw....................................1.0
INTERNAL PRESSURE COEFFICIENT, GCpi..................+0.18, -0.18
WIND IMPORTANCE FACTOR, Iw....................................1.0
ROOF
1.)
2.)
3.)
4.)
5.)
6.)
GROUND SNOW LOAD, Pg.......................................30 PSF
SNOW EXPOSURE FACTOR, Ce......................................1.0
SNOW THERMAL FACTOR, Ct.......................................1.0
SNOW IMPORTANCE FACTOR, Is....................................1.0
MINIMUM FLAT ROOF SNOW LOAD, Pf..............30 PSF (NOT REDUCED)
ROOF TOP OR SUSPENDED EQUIPMENT..........................AS NOTED
D.
OFFICES – THE GREATER OF:
1.) UNIFORM LOAD..................50 PSF + 15 PSF PARTITION ALLOWANCE
2.) CONCENTRATED LOAD ON 2.5 FT x 2.5 FT AREA................2,000 LB
E.
LOBBIES & STAIRS.................................100 PSF (NOT REDUCED)
F.
CORRIDORS:
1.) FIRST FLOOR.................................100 PSF (NOT REDUCED)
2.) ABOVE FIRST FLOOR............................80 PSF (NOT REDUCED)
G.
STORAGE (LIGHT)..................................125 PSF (NOT REDUCED)
H.
PLAZA:
1.) PEDESTRIAN ACCESS ONLY......................100 PSF (NOT REDUCED)
2.) VEHICULAR AND PEDESTRIAN ACCESS.............250 PSF (NOT REDUCED)
1
I.
TOTAL LOAD SOIL BEARING PRESSURE USED IN DESIGN (SITE WALLS):....3,000 PSF
J.
MAXIMUM DRILLED PIER END BEARING PRESSURE USED IN DESIGN:.......30,000 PSF
K.
MAXIMUM DRILLED PIER SIDE SHEAR PRESSURE FOR LENGTH OF PENETRATION INTO
COMPETENT BEDROCK USED IN DESIGN
1.) RESISTING LOADS ACTING DOWNWARD:............................3,000 PSF
2.) RESISTING LOADS ACTING UPWARD:..............................3,000 PSF
L.
MINIMUM DRILLED PIER DEAD LOAD END BEARING PRESSURE
USED IN DESIGN:.................................................10,000 PSF
CONTRACTOR SHALL NOTIFY SOILS ENGINEER 48 HOURS PRIOR TO DRILLING PIER HOLES.
H.
HEADED STUD CONNECTORS: CONFORM TO A.W.S. D1.1, STRUCTURAL WELDING CODE.
3/4" MINIMUM DIAMETER STUDS UNLESS OTHERWISE NOTED.
Q.
ALL DRILLED PIER EXCAVATIONS SHALL BE PLUMB, CLEAN AND DRY PRIOR TO PLACEMENT
OF CONCRETE.
I.
HEADED STUD CONNECTORS SHALL BE AUTOMATICALLY END WELDED IN ACCORDANCE WITH
A.W.S. D1.1 STRUCTURAL WELDING CODE. WHERE POSSIBLE, CONNECTORS (OTHER THAN
ON BEAMS) SHALL BE SHOP WELDED; WHERE METAL DECK OCCURS, CONNECTORS SHALL BE
FIELD INSTALLED BY WELDING THROUGH THE METAL DECK.
J.
STRUCTURAL STEEL SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH THE AISC
SPECIFICATIONS AND CODE OF STANDARD PRACTICE AND WITH OSHA REGULATIONS,
LATEST EDITIONS.
K.
ALL RIGGING FOR SAFETY CABLES, LIFTING DEVICES AND TEMPORARY BRACING SHALL BE
CONNECTED TO ANGLES, PLATES OR OTHER MEMBERS DESIGNED AND DETAILED BY THE
STRUCTURAL STEEL SUPPLIER AND SHALL BE SHOP WELDED TO STRUCTURAL MEMBERS. DO
NOT PROVIDE HOLES IN STRUCTURAL MEMBERS FOR THE CONNECTION OF RIGGING CABLES,
LIFTING DEVICES AND TEMPORARY BRACING UNLESS SPECIFICALLY DETAILED ON THE
STRUCTURAL DRAWINGS. CONTRACTOR SHALL BE RESPONSIBLE FOR THE REMOVAL OF ALL
ADDED MEMBERS WHERE THEY INTERFERE WITH OTHER WORK OR ARE EXPOSED TO VIEW.
L.
THE CONTRACTOR AND STRUCTURAL STEEL SUPPLIER SHALL ADD ALL NECESSARY BOLTS,
ANCHOR BOLTS, STIFFENER PLATES, STABILIZER PLATES, BRIDGING, BRACING, BEARING
SEATS, COLUMN SPLICES, CLOSURES FOR OPENINGS, ETC. AS REQUIRED FOR COMPLIANCE
WITH OSHA REGULATIONS.
M.
FIELD WELD ANY ELEMENT THAT CAN BE CONSIDERED A TRIP HAZARD AS DEFINED BY
OSHA.
N.
THE GENERAL CONTRACTOR AND STRUCTURAL STEEL SUPPLIER SHALL COORDINATE ALL
WORK WITH THE STEEL JOIST AND JOIST GIRDER SUPPLIER.
FABRICATE STEEL REINFORCING CAGES RIGIDLY SO AS TO EXPEDITE INSTALLATION IN
DRILLED PIER EXCAVATIONS WHILE MINIMIZING DISTORTION. PLACE CONCRETE INTO
EXCAVATION AS SOON AS PRACTICAL AFTER COMPLETION OF EXCAVATION AND STEEL
PLACEMENT. IN ALL CASES, CONCRETE SHALL BE POURED THE SAME DAY AS THE
COMPLETED EXCAVATION.
PLACE CONCRETE IN EXCAVATIONS GREATER THAN 10 FEET IN DEPTH BY USING A TREMIE
OR OTHER ACCEPTABLE METHOD DESIGNED TO PREVENT SEGREGATION OF AGGREGATE. IN
ALL CASES, USE METHOD WHICH PREVENTS CONCRETE FROM STRIKING REINFORCING CAGE
OR SIDES OF EXCAVATION.
T.
TAKE CARE TO MAINTAIN CONSTANT PIER DIAMETER. ENLARGEMENT (MUSHROOMING) OF
THE TOP OF THE DRILLED PIERS WILL NOT BE PERMITTED.
U.
CENTER DRILLED PIERS UNDER COLUMNS, GRADE BEAMS AND WALLS UNLESS NOTED
OTHERWISE. CONTRACTOR SHALL NOTIFY STRUCTURAL ENGINEER IF AS-BUILT LOCATION
OF DRILLED PIERS IS MORE THAN 2 INCHES IN ANY DIRECTION FROM ITS SPECIFIED
PLAN LOCATION.
SLAB-ON-GRADE
E.
THE CONTRACTOR SHALL EMPLOY A QUALIFIED PROFESSIONAL SHORING SUBCONTRACTOR TO
9.
DESIGN AND SUPPLY SHORING SYSTEMS. SUBMIT PROPOSED SHORING PLAN ALONG WITH
SHORING DESIGN CALCULATIONS PREPARED BY AND BEARING THE SEAL OF A
PROFESSIONAL ENGINEER LICENSED IN THE STATE OF COLORADO FOR REVIEW BY
STRUCTURAL ENGINEER.
THE SLAB-ON-GRADE SELECTED BY THE OWNER AT THE GROUND FLOOR LEVEL OF THIS
BUILDING HAS SOME RISK OF MOVEMENT.
A.
DRILLED PIERS
GRADE BEAMS
WALLS
LFRS WALLS & GRADE BEAMS
INTERIOR FLATWORK
EXTERIOR FLATWORK
SLAB ON STEEL DECK
ALL OTHERS NOT NOTED
SUBMITTALS
DEFERRED SUBMITTALS: THE FOLLOWING ITEM ARE ENGINEERED BY OTHERS.
ENGINEERING AND DOCUMENTAION OF THESE ITEMS ARE TO BE PROVIDED BY OTHERS FOR
REVIEW BY THE STRUCTURAL ENGINEER. AFTER REVIEW, THESE DEFERRED SUBMITTAL
ITEMS WILL BE SUBMITTED TO THE BUILDING OFFICIAL.
1.) TEMPORARY SHORING SYSTEMS
2.) STEEL JOISTS
3.) METAL STAIRS
4.) CURTAIN WALL
FURNISH ONE SEPIA AND ONE PRINT OF SHOP AND ERECTION DRAWINGS TO STRUCTURAL
ENGINEER FOR REVIEW PRIOR TO FABRICATION. SUBMIT IN A TIMELY MANNER TO
PERMIT 10 WORKING DAYS FOR REVIEW BY STRUCTURAL ENGINEER.
B.
FURNISH TWO SETS OF CONCRETE, GROUT AND MORTAR MIX DESIGNS INCLUDING STRENGTH
TEST DATA AND MANUFACTURER'S LITERATURE ON ADMIXTURES FOR REVIEW BY
STRUCTURAL ENGINEER NO LATER THAN 2 WEEKS PRIOR TO ON-SITE USE OF THESE
MATERIALS.
D.
C.
E.
GENERAL AND SUB-CONTRACTOR NOTES:
1.) THE GENERAL CONTRACTOR SHALL REVIEW ALL SUBMITTALS PRIOR TO SUBMITTAL
FOR REVIEW BY THE STRUCTURAL ENGINEER IN ACCORDANCE WITH THE PROJECT
SPECIFICATIONS.
2.) THE STRUCTURAL DRAWINGS SHALL NOT BE USED AS BACKGROUNDS FOR SHOP OR
ERECTION DRAWINGS. DRAWINGS PREPARED IN THIS MANNER AND SUBMITTED FOR
REVIEW TO THE STRUCTURAL ENGINEER WILL BE RETURNED REJECTED AND
CONSIDERED AS NOT BEING IN CONFORMANCE WITH THE PROJECT SPECIFICATIONS.
F.
SPECIAL INSPECTIONS
G.
H.
I.
J.
K.
L.
M.
N.
C.
ALL CONCRETE SHALL BE NORMAL WEIGHT AGGREGATE UNLESS NOTED. CLEARLY IDENTIFY
INTENDED USE FOR EACH MIX DESIGN SUBMITTED FOR APPROVAL. CONCRETE SHALL
CONFORM TO THE FOLLOWING TABLE:
USE
THE CONTRACTOR SHALL BE RESPONSIBLE FOR IDENTIFYING AND SPECIFYING ANY
MODIFICATIONS TO THE STRUCTURE REQUIRED FOR COMPLIANCE WITH OSHA REGULATIONS
AND GENERALLY ACCEPTED PRINCIPLES OF CONSTRUCTION. THE CONTRACTOR SHALL
PROPOSE ALL SUCH MODIFICATIONS TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR
REVIEW PRIOR TO CONSTRUCTION.
USE
THE PREPARATION OF THE SUBGRADE FOR THE SLAB-ON-GRADE SHALL BE IN STRICT
ACCORDANCE WITH THE PROJECT SOILS REPORT REFERENCED ABOVE; THE CONTRACTOR
SHALL DIRECT QUESTIONS REGARDING THE SUBGRADE PREPARATION REQUIREMENTS TO THE 11. STEEL JOISTS AND JOIST GIRDERS
GEOTECHNICAL ENGINEER.
A. STEEL JOIST AND GIRDERS SHALL BE DESIGNED, FABRICATED, AND ERECTED IN
MOVEMENT OF THE SLAB-ON-GRADE MAY CAUSE DAMAGE TO ANYTHING CONNECTED TO BOTH
ACCORDANCE WITH STEEL JOIST INSTITUTE STANDARD SPECIFICATIONS AND OSHA
THE SLAB AND OTHER PORTIONS OF THE SUPERSTRUCTURE. ISOLATION DETAILS FOR
REGULATIONS, LATEST EDITIONS.
PARTITION WALLS, BASEBOARDS, PIPING, AND OTHER ITEMS MAY BE REQUIRED; REFER
TO THE APPROPRIATE DRAWINGS OR CONSULT WITH THE RESPONSIBLE MEMBER OF THE
B. ALL SPECIAL JOISTS OR SPECIAL JOIST GIRDERS SHALL HAVE CALCULATIONS PREPARED
DESIGN TEAM PRIOR TO CONNECTING ITEMS TO BOTH THE SLAB-ON-GRADE AND OTHER
BY AN ENGINEER LICENSED IN THE STATE OF COLORADO THESE CALCULATIONS SHALL BE
PORTIONS OF THE SUPERSTRUCTURE.
SUBMITTED AND REVIEWED BY THE STRUCTURAL ENGINEER PRIOR TO FABRICATION OF THE
JOISTS OR JOIST GIRDERS.
CONCRETE
THE STRUCTURAL STEEL FRAME IS "NON-SELF-SUPPORTING" PER AISC CODE OF STANDARD
PRACTICE, 1986. TEMPORARY BRACING SHALL REMAIN IN PLACE UNTIL ALL FLOORS,
WALLS, ROOF AND ANY OTHER SUPPORTING ELEMENTS ARE IN PLACE. THE STRUCTURAL
DRAWINGS ILLUSTRATE THE COMPLETED STRUCTURE WITH ALL ELEMENTS IN THEIR FINAL
POSITIONS, PROPERLY SUPPORTED AND BRACED.
6/12/2013 4:16:48 PM
ALL GROOVE WELDS TO BE FULL PENETRATION UNLESS NOTED.
P.
C.
A
E.
SEE ARCHITECTURAL DRAWINGS FOR NAILER HOLES; ATTACHMENTS, ETC.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SITE SAFETY ISSUES AS MANDATED BY
FEDERAL, STATE AND LOCAL LAWS AND REGULATIONS. THE CONTRACTOR SHALL EMPLOY A
“COMPETENT PERSON” AS DEFINED IN OSHA REGULATIONS TO IDENTIFY SAFETY ISSUES.
THE CONTRACTOR SHALL EMPLOY A “QUALIFIED PERSON” AS DEFINED IN OSHA
REGULATIONS TO SPECIFY THE RESOLUTION OF SAFETY ISSUES.
SPECIAL INSPECTORS SHALL BE EMPLOYED BY THE OWNER TO INSPECT THE WORK DURING
CONSTRUCTION AS DEFINED AND REQUIRED BY IBC CHAPTER 17. SPECIAL INSPECTIONS
SHALL BE MADE OF THE FOLLOWING STRUCTURAL WORK:
1.) 1704.3
STEEL CONSTRUCTION
2.) 1704.4
CONCRETE CONSTRUCTION
3.) 1704.7
SOIL CONDITIONS
4.) 1704.9
PIER FOUNDATIONS
MINIMUM WELDS: AISC SPECIFICATION, NOT LESS THAN 3/16" FILLET, CONTINUOUS
UNLESS OTHERWISE NOTED.
G.
D.
A.
D.
WELDERS: HAVE CURRENT EVIDENCE OF PASSING THE APPROPRIATE A.W.S.
QUALIFICATION TESTS.
THE CONTRACTOR, IN THE PROPER SEQUENCE, SHALL PROVIDE PROPER SHORING AND
BRACING AS MAY BE REQUIRED DURING CONSTRUCTION TO ACHIEVE THE FINAL COMPLETED
STRUCTURE.
D.
ALL A325 OR A490 BOLTS USED IN COLUMN SPLICES, CONNECTIONS OF BEAMS AND
GIRDERS TO COLUMNS, AND WHERE NOTED ON THE DRAWINGS AS TYPE "SC" OR OTHER
TYPE FOLLOWED BY "T", SHALL BE TENSIONED TO THE VALUES IN TABLE 8.1 OF RCSC
“SPECIFICATIONS FOR STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS", 2009.
OTHER HIGH STRENGTH BOLTS MAY BE INSTALLED SNUG TIGHT AS DEFINED BY AISC.
F.
C.
B
C.
PROVIDE A CONTINUOUS 4 INCH DEEP VOID SPACE BENEATH GRADE BEAMS AND
FOUNDATION WALLS BETWEEN DRILLED PIERS AND BELOW HORIZONTAL PROJECTIONS OF
PIER CAPS.
B.
C.
USE STANDARD FRAMED BEAM CONNECTIONS MEETING REQUIREMENTS OF "MANUAL OF STEEL
CONSTRUCTION", AISC 360-05, WITH 3/4" MINIMUM DIAMETER A325 BOLTS (OR WELDED
EQUIVALENT) UNLESS OTHERWISE NOTED. MINIMUM OF TWO (2) BOLTS PER CONNECTION.
O.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL CONSTRUCTION MEANS AND METHODS.
B.
B.
MINIMUM DRILLED PIER LENGTH:.........................................20 FT
B.
A.
STRUCTURAL STEEL: MINIMUM YIELD STRENGTH 50 KSI FOR WIDE FLANGES; 35 KSI
(ASTM A53) FOR PIPES; 46 KSI FOR TUBES; 36 KSI ALL ELSE, UNLESS NOTED
OTHERWISE.
N.
R.
8.
1801 Broadway, Suite 250
Denver, CO 80202
(303) 575-9510
A.
4
MINIMUM
CEMENT
STRENGTH
(PSI)
CONTENT
SACKS/C.Y.
3000
5.5
4500
7
4000
6
5000
7.5
3000
5.5
4500
7
4000
6
3000
5.5
MAX
WATER/
SLUMP AGGR
CEMENT
(IN) SIZE
RATIO
(IN)
0.58 5-7
1
0.45 2-4
1
0.48 2-4
1
0.48 2-4
1
0.65 2-4 0.75
0.45 2-4 0.75
0.57 2-4 0.75
0.58 2-4 0.75
AIR
(1)
0-2
5-7
5-7
0-2
0-2
5-7
0-2
4-6
JOIST BRIDGING, INCLUDING ALL CONNECTIONS, SHALL BE DESIGNED AND SUPPLIED BY
JOIST SUPPLIER IN ACCORDANCE WITH CURRENT STEEL JOIST INSTITUTE
RECOMMENDATIONS AND OSHA REGULATIONS. USE "X" BRIDGING AT DISCONTINUOUS ENDS
OF BRIDGING. LOCATE BRIDGING TO AVOID MECHANICAL OPENINGS.
D.
BOTTOM CHORD LATERAL BRACING SHALL BE PROVIDED FOR JOIST GIRDERS PER THE
MANUFACTURER'S STANDARDS AND OSHA REGULATIONS.
E.
ROOF JOISTS AND JOIST GIRDERS SHALL BE DESIGNED FOR A NET UPLIFT PRESSURE OF
35 PSF.
F.
ALL JOISTS SPANNING 40 FEET AND GREATER AND STEEL JOISTS NEAREST COLUMN
CENTERLINES WITHOUT STEEL BEAMS FRAMING IN EACH DIRECTION SHALL BE BOLTED TO
THE BEAM, GIRDER OR COLUMN. FIELD BOLT ALL JOISTS REQUIRING BOLTED
CONNECTIONS PER SJI REQUIREMENTS OR OSHA REGULATIONS REGARDLESS OF FINAL
CONNECTION SHOWN ON THE STRUCTURAL DRAWINGS. JOIST SUPPLIER SHALL COORDINATE
EXACT LOCATION OF BOLTED CONNECTIONS WITH STRUCTURAL STEEL FABRICATOR
4
G.
STEEL JOISTS NEAREST COLUMN CENTERLINES WITHOUT STEEL BEAMS FRAMING IN EACH
DIRECTION SHALL MEET THE REQUIREMENTS OF OSHA SUBPART R, JOIST TABLES A AND
B.
NOTES:
12. METAL DECK
1.
TOTAL AIR CONTENT PERCENTAGE RANGE. CHANGE TO 5-7 IF EXPOSED TO
FREEZING TEMPERATURES.
A. GENERAL
2.
LRFS REFERS TO WALLS AND BEAMS WHICH ARE PART OF THE LATERAL FORCE
1.) DECK SHALL BE MANUFACTURED STEEL WITH A MINIMUM YIELD STRENGTH OF 33
RESISTING SYSTEM. REFER TO PLAN FOR LOCATIONS. NOTE 1 APPLIES IF THIS MIX
KSI.
WILL BE USED AT EXTERIOR WALLS IN LIEU OF TWO POURS - REVISE W/C TO 0.40.
2.) DECK SHALL BEAR A MINIMUM OF 1-1/2 INCHES AT SUPPORTS.
3.) DECK SUPPLIER IS NOT RESPONSIBLE FOR THE ADHESIVE ABILITY OF SPRAYED ON
ALL CONCRETE IN CONTACT WITH SOILS SHALL USE TYPE I-II CEMENT.
FIREPROOFING.
4.) ALL DECK SHALL BE GALVANIZED, PHOSPHATIZED, ALUMINIZED OR PRIME
SEE SPECIFICATIONS FOR ADDITIONAL DURABILITY REQUIREMENTS.
PAINTED, PER MANUFACTURER'S RECOMMENDATION AND SPECIFICATIONS.
5.) DECK UNITS SHALL BE INSTALLED 3 SPAN MINIMUM CONTINUOUS OVER SUPPORTS
REINFORCING: MILD STEEL REINFORCING SHALL BE ASTM A615 WITH A MINIMUM YIELD
WHEREVER POSSIBLE.
STRENGTH 60 KSI, EXCEPT WHERE NOTED AS 40 KSI. ALL REINFORCING REQUIRING
WELDING SHALL CONFORM TO ASTM A706. WELDED WIRE FABRIC SHALL CONFORM TO ASTM
B. ROOF DECK:
A185.
1.) NO PERMANENT SUSPENDED LOADS, OTHER THAN LAY-IN ACOUSTICAL TILE CEILING
REINFORCEMENT PROTECTION
SYSTEMS, ARE TO BE SUPPORTED BY THE STEEL DECK.
1.) CONCRETE PLACED AGAINST EARTH......................................3"
2.) ATTACH DECK TO STRUCTURE AND ADJACENT DECK PANELS PER DETAILS SHOWN
2.) CONCRETE PLACED IN FORMS BUT EXPOSED TO WEATHER OR EARTH:
ELSEWHERE IN THE CONSTRUCTION DOCUMENTS.
a. BARS #5 AND SMALLER........................................1-1/2"
3.) ENDLAPS SHALL BE A MINIMUM OF 2 INCHES.
b. BARS #6 AND LARGER.............................................2"
4.) DECK SUPPLIER SHALL PROVIDE ALL ADDITIONAL FRAMING REQUIRED TO SUPPORT
3.) COLUMNS, GIRDERS, BEAMS........................................1-1/2"
DECK AT OPENINGS THROUGH DECK NOT SHOWN ON THE DRAWINGS.
4.) SLABS OR WALLS NOT EXPOSED TO WEATHER OR EARTH...................3/4"
5.) JOISTS.............................................................1"
C. FLOOR DECK:
6.) CORE WALLS.........................................................1"
1.) ATTACH FLOOR DECK TO STRUCTURE AND ADJACENT DECK PANELS PER DETAILS
SHOWN ELSEWHERE IN THE CONSTRUCTION DOCUMENTS.
NO SPLICES OF REINFORCEMENT PERMITTED EXCEPT AS DETAILED OR AUTHORIZED BY
2.) END OF DECK UNITS SHALL BE BUTTED; DO NOT STAGGER ENDS OF DECK UNITS.
STRUCTURAL ENGINEER. MAKE BARS CONTINUOUS AROUND CORNERS. WHERE PERMITTED,
3.) NON-COMPOSITE DECK BY OTHER MANUFACTURERS MAY BE SUPPLIED IN LIEU OF
SPLICES MADE BY CONTACT LAPS, SHALL BE 36 BAR DIAMETERS MINIMUM.
THAT SHOWN PROVIDED SECTION PROPERTIES, YIELD STRESS AND LOAD CARRYING
DETAIL BARS IN ACCORDANCE WITH "ACI DETAILING MANUAL", PUBLICATION SP-66, AND
CAPACITIES EQUAL OR EXCEED THOSE SPECIFIED AND IF APPROVED BY THE
"BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE," ACI 318, LATEST
STRUCTURAL
ENGINEER.
EDITIONS. PROVIDE DETAILS INDICATING REINFORCING CONTINUITY AT CONSTRUCTION
4.)
COMPOSITE
DECK
SHALL PROVIDE MINIMUM SECTION PROPERTIES SHOWN ON
JOINTS.
DRAWINGS. THE SPAN LENGTH SHALL BE DEFINED AS THE CLEAR SPAN BETWEEN
SUPPORTS.
PROVIDE ACCESSORIES NECESSARY TO PROPERLY SUPPORT REINFORCING AT POSITIONS
5.)
TEMPORARY
SHORING SHALL NOT BE USED ON NON-COMPOSITE FORM DECK WITHOUT
SHOWN ON PLANS AND DETAILS.
PRIOR ACCEPTANCE OF THE STRUCTURAL ENGINEER.
6.) FLOOR DECK SUPPLIER SHALL BE RESPONSIBLE FOR THE PREPARATION OF HEADED
PLACE 2-#5 (1 EACH FACE) WITH 2'-0" PROJECTION AROUND OPENINGS IN CONCRETE;
ANCHOR (SHEAR) STUD PLACEMENT DRAWINGS. NUMBER OF SHEAR STUDS
PLACE 1-#4 (IN TOPPING) WITH 2'-0" PROJECTION AROUND OPENINGS THROUGH FLOOR
SPECIFIED PER BEAM ON DRAWINGS IS BASED ON 100% OF THE AISC VALUE FOR
TOPPING SLABS, UNLESS NOTED.
THE CONCRETE TYPE AND 28-DAY STRENGTH SPECIFIED AND SHALL BE THE
MINIMUM PROVIDED. INCREASE NUMBER OF STUDS AS REQUIRED BASED ON STUD
PROVIDE SLEEVES FOR ALL PIPES PLACED THROUGH CONCRETE.
PLACEMENT AND SHEAR STUD CAPACITY FOR METAL DECK CONFIGURATION
REQUIRED.
NO OPENINGS OTHER THAN THOSE SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE
PERMITTED UNLESS THE ARCHITECT'S AND STRUCTURAL ENGINEER'S APPROVAL IS
SECURED PRIOR TO THE PLACEMENT OF REINFORCING STEEL.
13. LIGHT GAGE METAL FRAMING
ALL CONSTRUCTION JOINTS SHOWN ON THE DRAWINGS SHALL BE PREPARED BY ROUGHENING
A. 16 GA. AND HEAVIER STUDS SHALL HAVE A MINIMUM YIELD STRESS OF 50,000 PSI. 18
THE SURFACE OF THE CONCRETE SO THAT THE AGGREGATE SHALL BE EXPOSED UNIFORMLY,
GA. AND LIGHTER STUDS AND TRACKS SHALL HAVE A MINIMUM YIELD STRESS OF 33,000
LEAVING NO LAITANCE, LOOSENED PARTICLES, OR DAMAGED CONCRETE. AS AN
PSI.
ALTERNATE, 2 X 4 CONTINUOUS KEYWAYS MAY BE USED FOR CONSTRUCTION JOINTS.
SLABS AND BEAMS SHALL NOT HAVE JOINTS IN A HORIZONTAL PLANE. ANY STOP IN
CONCRETE WORK MUST BE MADE AT CENTER OF SPAN OR AT CENTER OF SUPPORT WITH
VERTICAL BULKHEADS AND HORIZONTAL KEYS, UNLESS OTHERWISE SHOWN. ALL
CONSTRUCTION JOINTS SHALL BE AS DETAILED OR AS APPROVED BY ARCHITECT AND
STRUCTURAL ENGINEER.
B.
STUDS AND TRACKS SHALL BE 20 GAGE MINIMUM.
C.
PROVIDE DOUBLE STUDS FOR FULL HEIGHT OF WALL EACH SIDE OF ALL OPENINGS. WELD
STUDS TO EACH OTHER WITH 1-1/2" LONG 1/8" FILLET WELDS AT 12" O.C. EACH SIDE.
PROVIDE STUD TRACK AT EACH HEAD AND SILL.
ENSURE HORIZONTAL CONTINUITY IN WALLS, FOOTINGS AND GRADE BEAMS BY PROVIDING
CORNER BARS AT WALL CORNERS AND INTERSECTIONS. UNLESS DETAILED OTHERWISE,
CORNER BARS SHALL MATCH SIZE AND SPACING OF HORIZONTAL REINFORCING AND EXTEND
A MINIMUM OF 36 BAR DIAMETERS BEYOND THE CORNER.
D.
REFER TO PLANS AND DETAILS FOR CONNECTION OF STUD WALLS TO FOUNDATION, FLOOR
OR ROOF.
PROJECT:
UCCS - ACADEMIC
OFFICE BUILDING
COLORADO SPRINGS, CO 80918
OWNER:
UNIVERSITY OF
COLORADO COLORADO SPRINGS
1420 AUSTIN BLUFFS PKWY
COLORADO SPRINGS, CO 80918
ISSUE:
05/13/2013
BID PACKAGE 2 100% CONSTRUCTION DOCUMENTS
05/22/2013
05/28/2013
05/31/2013
06/06/2013
06/17/2013
ISSUE FOR ADDENDUM 01 - BP 02
ISSUE FOR ADDENDUM 02 - BP 02
ISSUE FOR ADDENDUM 03 - BP 02
ISSUE FOR ADDENDUM 04 - BP 02
ISSUE FOR CONSTRUCTION
DRAWING INFORMATION:
2
3
4
5
12036.0
PROJECT NO:
DRAWN BY:
AF
CHECKED BY:
JR
APPROVED BY:
BR
SHEET TITLE:
GENERAL NOTES
S-001
SHEET
1
P 303.607.0977
www.slaterpaull.com
REI | STRUCTURAL
MINIMUM DRILLED PIER PENETRATION INTO COMPETENT BEDROCK:..............8 FT
A.
G.
1331 Nineteenth Street
Denver, CO. 80202
CONSULTANT:
M.
THE STRUCTURAL DRAWINGS ILLUSTRATE THE COMPLETED STRUCTURE WITH ALL ELEMENTS
IN THEIR FINAL POSITIONS, PROPERLY SUPPORTED AND BRACED.
F.
ARCHITECTS
10. STRUCTURAL STEEL
STRUCTURAL STABILITY DURING CONSTRUCTION
A.
C:\Users\alexs.REI\Documents\12036 UCCS_v2013-central_alexs.rvt
PROVIDE STIRRUPS WITH 2-#4 TOP SUPPORT BARS FOR LENGTH OF STIRRUP SPACING
WHERE TOP BARS NOT OTHERWISE PROVIDED.
AT-REST LATERAL EARTH PRESSURE USED IN DESIGN:......................60 PCF
S.
6.
P.
E.
D
5.
BOTTOM OF FOUNDATION OR GRADE BEAM SHALL EXTEND A MINIMUM OF 30 INCHES BELOW
ADJACENT FINAL GRADE.
ACTIVE LATERAL EARTH PRESSURE USED IN DESIGN:.......................40 PCF
C.
C
CONTINUOUS TOP AND BOTTOM BARS IN WALLS, BEAMS AND GRADE BEAMS SPLICED AS
FOLLOWS:
1.) TOP BARS - AT MIDSPAN
2.) BOTTOM BARS - OVER SUPPORT
D.
B.
4.
O.
GOVERNING BUILDING CODE: IBC 2009
SEISMIC LOADS PER IBC 2009, ASCE 7-05
1.) OCCUPANCY CATEGORY.............................................II
2.) ANALYSIS PROCEDURE............EQUIVQALENT LATERAL FORCE PROCEDURE
3.) SEISMIC IMPORTANCE FACTOR, Ie.................................1.0
4.) SPECTRAL RESPONSE ACCELERATIONS:
a. SHORT PERIOD, Ss........................................0.221
b. ONE SECOND PERIOD, S1...................................0.057
5.) SPECTRAL RESPONSE COEFFICIENTS:
a. SHORT PERIOD,Sds........................................0.177
b. ONE SECOND PERIOD, Sd1..................................0.065
6.) SEISMIC SITE CLASS..............................................C
7.) SEISMIC DESIGN CATEGORY.........................................B
8.) SEISMIC FORCE RESISTING SYSTEM.....STEEL SYSTEMS NOT DETAILED FOR
SEISMIC RESISTANCE
9.) SEISMIC RESPONSE MODIFICATION COEFFICIENT, R..................3.0
10.) SEISMIC RESPONSE COEFFICIENT, Cs............................0.044
11.) DESIGN BASE SHEAR..................................... 96K (1.0E)
SLATERPAULL
FOUNDATIONS - DRILLED PIERS
6
OF
1
5
4
3
2
6
MINIMUM
EMBEDMENT
(16 ø)
HOOK
3"
2"
1/2"
1/2"
3/4"
12"
5"
2"
7/8"
14"
6"
2"
1/2"
1"
16"
7"
2 1/2"
1/2"
1 1/4"
20"
8"
2 1/2"
1/2"
36 BAR ø LAP
NO SCALE
S-002
19
8
22
17
7
6
#4
37
29
11
33
25
10
29
23
9
8
#5
47
36
14
41
31
12
36
28
11
10
#6
56
43
17
49
37
15
43
34
13
12
#7
81
63
20
71
54
17
63
49
15
14
#8
93
72
22
81
62
19
72
56
17
16
#9
105
81
25
91
70
22
81
62
20
19
#10
118
91
28
102
79
25
92
70
22
22
#11
131
101
31
113
87
27
102
78
24
24
I hb
S-002
NO SCALE
FOR ADDITIONAL INFORMATION
RE: COLUMN BASE PL SCHEDULE
CONC GRADE BEAM
ANCHOR BOLT PLATE WASHER
E
S-002
F
NO SCALE
S-002
DIAMETER
BEND
db
6db@ #3-#5
12db@ #6-#8
#3 - #5
4db
#9 - #11
8db
#6 - #8
6d b
#14 & #18
10db
STANDARD HOOK DETAILS
NO SCALE
RE: PLAN
T.O.G.B.
TOP BARS
RE: PLAN
T.O.G.B.
RE: SCHEDULE
RE: SCHEDULE
3 1/2"
RE: SCHEDULE
90'-6" (ARCH)
(FOR BID PURPOSES ONLY)
RE: PLAN
DRILLED PIER
VERT STEEL
1'-6"
PILASTER
6"
STIRRUPS
BOTTOM BARS
6"
T.O.D.P.
4" CONT VOID
GRADE BEAM POURED
DOWN TO TOP OF PIER
RE: PLAN
DOWELS ~ RE: SCHEDULE
#3 ALIGNMENT
BAR TACK WELD TO
DRILLED PIER REINF
DOWELS ~ RE: SCHEDULE
ISOLATION JOINT ~ TYP
NOTE:
AT CONTRACTOR'S OPTION.
ROUND FORM MAY BE USED
FOR ISOLATION JOINT.
ALIGNMENT BAR DETAIL
SECTION
WALL
DRILLED PIER
"Z" BAR TO MATCH BOTTOM
REINF ~ CLASS B LAP W/
BOTTOM REINF EA SIDE OF
STEP
CONC DRILLED PIER CENTERED
ON GRADE BEAM WIDTH UNLESS
NOTED OTHERWISE
CL PILASTER
CONSTRUCTION
OR CONTROL JOINT
P
TY OL
N C C SE
I
M N A
2" CO TL B
TO R S
FO
4" CONT VOID
T.O.D.P.
RE: PLAN
3" CLR
4"
~ T MIN
YP
STEEL COLUMN
90.00°
EL = 6325.0' (USGS)
CONSTRUCTION
OR CONTROL JOINT
RE: SCHEDULE
TOP OF UNWEATHERED BEDROCK
OR SPECIFIED BEARING STRATA
18" MIN
C
6d b
TOP BARS ~ TERMINATE
W/ STD HOOK
T.O.G.B.
WALL ABOVE AS OCCURS
4"
BASE PL
(3) TIES @ 4" O.C. @ TOP
OF DRILLED PIER
(MIN = 8'-0")
PL WASHER
FIELD VERIFY
VARIES
STANDARD WASHER
#3 - #8
RE: PLAN
PENETRATION INTO BEDROCK ~ RE: SCHEDULE
TYP
BAR
SIZE
LOW SIDE d MIN
TOTAL DRILLED PIER LENGTH (MIN = 20'-0")
HEAVY HEX DOUBLE NUT
6"
(4) ALIGNMENT BARS @ TOP,
MID-HEIGHT AND BOTTOM
OF CAGE (MIN)
DRILLED PIER
CONC GRADE BEAM @ DRILLED PIER
G
NO SCALE
S-002
H
3/4" = 1'-0"
S-002
CONC GRADE BEAM STEP
SLAB-ON-GRADE ISOLATION JOINTS
J
3/4" = 1'-0"
S-002
3'-0"
@ 12" O.C.
4"
PROJECT:
NO SCALE
RE: ARCH FOR TREAD DIMENSIONS AND LAYOUT
8"
#4x
1' -" 6"
STEEL POST ~ RE: PLAN
1'-0"
1" NON-SHRINK GROUT
36"sq CONC PIER CAP W/ (4) #5
"U-BARS" x18" 18" @ 12" O.C.
EA WAY TOP & BOTTOM & #3
HORIZ TIES @ 8" O.C.
MIN
#4 TOP & BOTTOM
DOWELS ~ RE: SCHEDULE
RE: PLUMBING
#3 NOSING BAR ~ TYP
1/2" ISOLATION JOINT MATERIAL
1
CONT VOID
RE: PLAN
CONC DRILLED PIER
ISSUE:
(2) #5
8"
2 MIN
S-002
CONC SLAB-ON-GRADE CONSTRUCTION
L
3/4" = 1'-0"
S-002
PLUMBING SLEEVE IN CONC GRADE BEAM
8"
#4x
@ 18" O.C.
1'-6"
PIER CAP @ STEEL POST
M
3/4" = 1'-0"
S-002
N
3/4" = 1'-0"
05/13/2013
BID PACKAGE 2 100% CONSTRUCTION DOCUMENTS
05/22/2013
05/28/2013
05/31/2013
06/06/2013
06/17/2013
06/28/2013
08/20/2013
09/10/2013
ISSUE FOR ADDENDUM 01 - BP 02
ISSUE FOR ADDENDUM 02 - BP 02
ISSUE FOR ADDENDUM 03 - BP 02
ISSUE FOR ADDENDUM 04 - BP 02
ISSUE FOR CONSTRUCTION
ISSUE FOR COB #2 - BP 02
ISSUE FOR COB #4
ISSUE FOR ASI #9
1'-6"
MIN
K
UNIVERSITY OF
COLORADO COLORADO SPRINGS
1420 AUSTIN BLUFFS PKWY
COLORADO SPRINGS, CO 80918
8"
MAX
1'-0"
4" CONT VOID
OWNER:
#4 @ 12" O.C. EA WAY
T.O.D.P.
RE: PLAN
B
8"
3"
NOTE:
SLEEVE MUST BE INSTALLED
PRE-POUR. CORING OF GRADE
BEAMS NOT PERMITTED
MIN
8"
PIPE INVERT
CORNER BAR OR EXTEND BAR 2'-0"
BEYOND CORNER WHERE POSSIBLE
RE: PLAN
STEEL BASE PL
~ RE: PLAN
6"ø MAX SLEEVE THROUGH
GRADE BEAM ~ LOCATE NO
CLOSER THAN 4'-0" TO FACE
OF DRILLED PIER
1
N
MI
CONC GRADE BEAM
~ RE: PLAN
TYPICAL
RE: ARCH FOR RISER DIMENSIONS
#4x
(2) #4 BOTTOM
2'-0"
N
MI
1
OVEREXCAVATION & RECOMPACTION
MAY BE REQUIRED IF EXPANSIVE
NATIVE MATERIAL IS DISCOVERED
BELOW SLAB-ON-GRADE
3"
TYPICAL CONSTRUCTION
2
1/2" ISOLATION
JOINT MATERIAL
6"
RE: PLAN
DRY GRANULAR MATERIAL
NOTE:
MAKE ALL LONGITUDINAL BARS CONTINUOUS
AROUND CORNERS ~ PROVIDE
RE: PLAN
T.O.G.B.
15MIL CLASS A VAPOR
BARRIER
SLAB-ON-GRADE
T.O.C.
COLORADO SPRINGS, CO 80918
RE: ARCH FOR GROOVING
OR OTHER MEASURES TO
BE TAKEN @ NOSINGS FOR
SLIP-RESISTANCE
#4 @ 12" O.C.
2'-0"
CONC SLAB-ON-GRADE
RE: PLAN
RE: PLAN
ISOLATION JOINT
~ RE: STD DETAILS
3'-0" MAX
RE: DETAILS CUT ON PLAN
FOR WALL & GRADE BEAM
CONDITIONS
4"
5"
2"
T.O.C.
UCCS - ACADEMIC
OFFICE BUILDING
LAP
WALL ABOVE AS OCCURS
CONC SLAB-ON-GRADE
WELDED WIRE FABRIC
REINF
1801 Broadway, Suite 250
Denver, CO 80202
(303) 575-9510
EXTEND TOP BARS @
RE: PLAN
& DETAILS
ANCHOR BOLT
REI | STRUCTURAL
MINIMUM FINISHED
BEND DIAMETER
(ø)
MINIMUM FINISHED
BEND DIAMETER
(ø)
S-002
DOWELS
RE: DOWEL SCHEDULE
N
MI
STIRRUPS & TIES
BAR
SIZE
D
T.O. PIER
D
b
6d
3"
PRIMARY REINFORCEMENT
CONC REINF LAP SPLICE SCHEDULE
P 303.607.0977
www.slaterpaull.com
CONSULTANT:
2 1/2" MIN
CRITICAL
SECTION
7. WELDED OR MECHANICALLY CONNECTED SPLICES MAY BE USED AT CONTRATORS OPTION. THESE CONNECTIONS SHALL DEVELOP ATLEAST 125% OF SPECIFIED
YIELD STRENGTH OF THE BAR. NOT MORE THAN ALTERNATE BARS IN EACH LAYER MAY BE SPLICED AT A SECTION & SPLICES SHALL BE STAGGERED AT
LEAST 24" O.C. ALONG THE LENGTH OF THE BAR.
NO SCALE
DIAMETER
BEND
4db
STD HOOK
LENGTH
C
1331 Nineteenth Street
Denver, CO. 80202
db
24
6.
ANCHOR BOLT SCHEDULE
NOTES: REFER TO PROJECT GEOTECHNICAL
REPORT FIGURE 2 FOR APPROXIMATE
BEDROCK ELEVATION CONTOURS
9
90.00°
B
22
NOTES:
1. DEVELOPMENT LENGTHS ARE BASED ON 2005 ACI 318.
2. TABLE IS FOR NON-EPOXY COATED REBAR WITH Fy=60 ksi IN NORMAL WEIGHT CONCRETE ONLY.
3. VALUES SHOWN IN INCHES REQUIRE CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED NOT LESS THAN db, CLEAR COVER NOT LESS THAN db, AND
STIRRUPS OR TIES THROUGHOUT THE SPLICE LENGTH NOT LESS THAN THE CODE MINIMUM OR CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED NOT
LESS THAN 2db AND CLEAR COVER NOT LESS THAN db.
4. DEVELOPMENT LENGTH (ld) = LAP SPLICE LENGTH DIVIDED BY 1.3.
5. TOP BARS ARE HORIZONTAL REINFORCING SO PLACED THAT MORE THAN 12" OF FRESH CONCRETE IS CAST IN THE MEMBER BELOW THE SPLICE.
NOTES:
1. ANCHOR BOLT STEEL GRADE SHALL BE ASTM F1554 GRADE 36 UNLESS NOTED
OTHERWISE IN COLUMN BASE PLATE SCHEDULE.
2. REDUCE ANCHOR BOLT EMBEDMENT AS REQUIRED TO SATISFY MINIMUM
CONCRETE COVER AT BOTTOM OF FOOTINGS, ETC. ~ REFER TO GENERAL NOTES FOR
ADDITIONAL INFORMATION.
3. THIS TABLE APPLIES ONLY TO ANCHOR BOLTS EMBEDDED IN STRUCTURAL
CONCRETE.
4. ALL ANCHOR BOLTS WITH EXTERIOR OR BELOW GRADE EXPOSURE SHALL BE HOTDIP GALVANIZED.
CORNER BAR DETAILS
S-002
10"
THICKNESS
(t)
DIAMETER
28
RE: PLAN
STD
36 BAR ø LAP
5/8"
HOOK
LENGTH
#3
ARCHITECTS
BEND
DIAMETER
BOLT
DIAMETER
(ø)
HOOK
PLATE WASHERS
I hb
TOP BARS OTHER BARS
FULL HT
STD
I hb
DIAMETER
ANCHOR BOLT SCHEDULE
36 BAR ø LAP
A
TYPE II
TOP BARS OTHER BARS
SLATERPAULL
°
135
E
HOOK
LENGTH
RE: SCHED
I hb
db
t
3"ø
HEAVY HEX NUT OR
STANDARD BOLT HEAD
TYPE I
TOP BARS OTHER BARS
STD HOOK
LENGTH
BEND
PL WASHER ~
RE: SCHEDULE
0""
f'c = 5000 PSI
5 1/4"
EMBED
0""
36 BAR ø LAP
NOTES:
1. CORNER BAR SIZE TO MATCH
PRIMARY HORIZ REINF
f'c = 4000 PSI
f'c = 3000 PSI
BAR SIZE
db
CONCRETE REINFORCING LAP SPLICE LENGTH (CLASS B)
12db
T.O.C.
THD
STANDARD WASHER
(=16 ø MIN)
THD
(=16 ø MIN)
PROJ
PROJ
HOOK
EMBED
HEAVY HEX NUT
STD
S-002
SLAB-ON-GRADE STEP DETAILS
SLAB-ON-GRADE STAIR DETAIL
P
NO SCALE
S-002
NO SCALE
1'-0"
3'-0"
2"
CONC SLAB-ON-GRADE
1 1/2" ~ TYP
A
1'-0"
ASI 9
POUR SLAB DOWN
TO T.O.G.B.
~ NO CONN BETWEEN
SLAB AND G.B.
T.O.C
RE: PLAN
1
ADD (2) BARS @ EA JAMB
END ~ MATCH WALL REINF
~ TYP
1
ISOLATION PAD ~ RE: Q/S-002
L2x2x3/16 W/ (2) 1/4"ø x4"
HAS EA SIDE OF OPENING
DOWEL INTO
S.O.G. #4 x 24
@ 16" O.C.
+ (1) #4 x CONT
24
CONCRETE
WALL BELOW
THRESHOLD
RE: PLAN
GRADE
BEAM
RE: SCHEDULE
ASI 9
DOWEL INTO
S.O.G. #4 x 24
@ 8" O.C.
+ (2) #4 x CONT
~ ALTERNATE
SIDES
ISOLATION MATERIAL
1'-0"
1 1/2" ISOLATION MATERIAL
ALL SIDES
Q
S-002
CONCRETE
WALL BEYOND
POUR SLAB DOWN @ WALL
~ NO CONN BETWEEN
SLAB AND WALL
RE: PLAN
7"
ADD (2) DIAG BARS @ HEAD
& SILL (WHERE APPLICABLE)
DRAWING INFORMATION:
RE: PLAN
ASI 9
FLOOR DRAIN PIPE ~ RE: MEP
3" CLR
6/12/2013 3:25:16
9/10/2013
4:16:50 PM
CONC SLAB-ON-GRADE
ADD (2) BARS @ HEAD &
SILL (WHERE APPLICABLE)
1 1/2" CLR
#5 @ 16" O.C. EA WAY
TOP & BOTTOM
CONCRETE
WALL BEYOND
T.O.C
AHU
1"
1 1/2" ~ TYP
USE STANDARD HOOK WHERE
WALL OPENING GEOMETRY
DOES NOT ALLOW BAR
DEVELOPMENT ~ TYP
VERIFY PLAN DIMENSION
OF SLAB W/ EQUIPMENT
MFR
2"
1" TYPE G.W. STEEL BAR GRATING
W/ 1/8" BRNG BARS # 1 3/16" O.C.
1'-0" ~ TYP
MECHANICAL UNIT
1'-0"
8"
40 BARø
Rø
BA
80
C:\Users\alexs.REI\Documents\12036 UCCS_v2013-central_alexs.rvt
50 BARø
24
ASI 9
RE: K/S-002 FOR TYP
SUBGRADE PREPARATION
ISOLATION SLAB @ AHU
3/4" = 1'-0"
R
S-002
1
TYPICAL REINF @ WALL OPENING
3/8" = 1'-0"
FLOOR DRAIN @ AHU PADS
S
S-002
2
3
T
3/4" = 1'-0"
S-002
4
1ST LEVEL THRESHOLD @ GRADE BEAM
U
3/4" = 1'-0"
S-002
5
1ST LEVEL THRESHOLD @ CONCRETE WALL
DRAWN BY:
AF
CHECKED BY:
JR
APPROVED BY:
BR
SHEET TITLE:
STANDARD
CONCRETE DETAILS
S-002
SHEET
3/4" = 1'-0"
6
12036.0
PROJECT NO:
OF
1
5
4
3
2
6
SLATERPAULL
ARCHITECTS
(50) EQ SPACED STUDS
S-003
#4x CONT
1/2"øx1'-6" DAS @ 2'-0" O.C.
T.O.C.
NOTES:
1. SPACE STUDS ALONG BEAMS PROVIDING 1/2
TOTAL NUMBER OF STUDS EACH SIDE OF BEAM
CENTERLINE.
2. WHERE MULTIPLE ROWS OF STUDS ARE REQUIRED
LAYOUT ADDITIONAL ROWS OF STUDS STARTING
FROM EACH END OF BEAM.
3. CONSTRUCTION JOINTS (WHERE REQUIRED) SHALL
OCCUR MIDWAY BETWEEN PARALLEL BEAMS.
CONSTRUCTION JOINTS MUST BE LOCATED IN
MIDDLE THIRD OF BEAM OR GIRDER SPANS.
COMPOSITE STEEL FRAMING PLAN
BENT PL1/4"x
1 1/2"
"E"-1/2"x CONT
COMPOSITE STEEL BEAM
C
NO SCALE
S-003
D
NO SCALE
S-003
COMPOSITE STEEL GIRDER
SLAB EDGE
E
NO SCALE
S-003
NO SCALE
1/2" RETURN
@ TOP
TYP
3/16
STEEL BEAM ~ RE: PLAN
SLAB
THICKNESS
+ tf
3/16
3
VARIES ~ 4'-0" MAX
ANGLE TO BEAM
FLANGE
T.O.C.
x CONT ~
RE: PLAN
4"
ROLL TO REQUIRED RADIUS
WHERE FLOOR EDGE IS CURVED
TYP @ BRACE
L5x3x1/4 (LLV)
@ 5'-0" O.C. MAX
3/16
MA
X
HEADER L6x3 1/2x5/16 (LLV)
~ COPE VERT LEG AS SHOWN
@ EA END TO CLEAR BEAM
FLANGE ~ INSTALL BELOW
FLOOR DECK BOTTOM FLUTES
NOTES:
1. PROVIDE METAL DECK SUPPORT FRAMES AT ALL PENETRATIONS
GREATER THAN 12" SQUARE.
2. FOR OPENINGS LESS THAN 12" SQUARE BLOCK OUT OPENING IN
CONCRETE AND REINFORCE SLAB PER GENERAL NOTES ON XXXX.
DO NOT CUT METAL DECK UNITS UNTIL CONCRETE HAS REACHED
FULL STRENGTH.
SLAB EDGE
G
3/4" = 1'-0"
S-003
NOTES:
1. ALTERNATE METHOD OF DECK SUPPORT MAY BE SUBMITTED
BY CONTRACTOR FOR REVIEW.
FLOOR OPENING FRAMING
W8-W12
5 1/2
1/4
3/16
16
16
13
22
22
18
3
W12-W18
8 1/2
1/4
3/16
29
29
24
39
39
34
4
W16-W24
11 1/2
1/4
3/16
47
47
41
64
64
57
5
W18-W30
14 1/2
1/4
3/16
70
70
62
88
88
87
6
W21-W36
17 1/2
1/4
3/16
95
95
88
104
104
104
7
W24-W36
20 1/2
1/4
3/16
119
119
117
119
119
119
8
W27-W36
23 1/2
1/4
3/16
133
133
133
133
133
133
3/4" = 1'-0"
S-003
J
S-003
NO SCALE
3" 3" 3" 3"
BEAM SIZE
2
W8-W12
3
DOUBLE ANGLE FRAMED CONNS
ALLOWABLE LOAD, KIPS
A36
A572, Gr 50
5 1/2
14
15
W12-W18
8 1/2
24
26
4
W16-W24
11 1/2
37
37
5
W18-W30
14 1/2
46
46
6
W21-W36
17 1/2
55
55
7
W24-W36
20 1/2
65
65
8
W27-W36
23 1/2
74
74
9
W30-W36
26 1/2
83
83
SINGLE ANGLE FRAMED CONNS
K
NO SCALE
ANGLE
LENGTH
"L", IN
NOTES:
1. WELD CAPACITY IS BASED ON A 1/4" HALF-WEB FOR THE SPPORTED BEAM.
FOR HALF-WEBS OVER 1/4", ALLOWABLE LOADS MUST BE REDUCED PROPORTIONALLY
TO 8% FOR A 1/2" HALF-WEB.
2. WHEN ANGLE CONNECTIONS ARE BACK TO BACK AND THE WEB THICKNESS OF THE
SUPPORTING BEAM IS LESS THAN 0.51" FOR A36 BEAMS OR .37" FOR A572, Gr 50
BEAMS, THA ANGLE MUST BE STAGGERED OR THE ALLOWABLE LOAD REDUCED BY
THE RATIO OF THE ACTUAL WEB THICKNESS TO THE MIN WEB THICKNESS.
3. HOLES SHALL BE HORIZONTAL SHORT SLOTS IN ANGLE AND STANDARD HOLES IN BEAMS.
4. WELDING ELECTRODES ARE E70XX.
NOTES:
1. HOLES SHALL BE HORIZONTAL SHORT SLOTS IN ANGLES AND STANDARD HOLES IN SUPPORTING MEMBER.
2. WELDING ELECTRODES ARE E70XX.
3. IF OFFSET LONGER L'S ARE USED FOR ERECTION AT COLS USE THE ALLOWABLE LOADS FOR THE LESSER
ROW OF BOLTS (N).
FLOOR DECK SUPPORT @ COLUMN
H
"N" ROWS
OF BOLTS
2
RE: PLAN FOR BEAM SPACING
"N" ROWS OF 3/4"ø
A325N BOLTS
ALLOWABLE LOAD, KIPS
ANGLE
WELD SIZE
A36
A572, Gr 50
THICKNESS
"W" , IN
"T", IN
FLANGES TOP FLG BOTH FLG FLANGES TOP FLG BOTH FLG
UNCOPED COPED COPED UNCOPED COPED COPED
BEAM SIZE
VARIES
ANGLE
LENGTH
"L", IN
"W"
3" MIN
"N" ROWS OF
3/4"ø A325N
BOLTS
TYP 2 SIDES
L4x4x1/4 DECK
SUPPORT
GUSSET PL1/4"
S-003
STEEL BEAM ~ RE: PLAN
OPENING
TYP
ALT SEAT L & BOLTS FOR
ERECTION @ GIRDER
1
L2 1/2x2 1/2x3/16
F
PL5/16"x3" OR L3x3x3/16
W/ VERT LEG COPED
3"
BEAR FLOOR DECK ON
DECK SUPPORT ANGLE
(12" TO 30")
BENT PL1/4"x
NOTE:
WHERE BEAMS ALIGN ON EA SIDE OF
COL OR GIRDER WEB OVER A COL ~
PROVIDE ONE L LONGER THAN THE
OTHER L ON EA BEAM & OFFSET THE
LONG L ON EA SIDE TO ALLOW
ERECTION OF EITHER BEAM FIRST OR
PROVIDE ALT SHOP WELDED SEAT L
FOR ERECTION
2
STEEL BEAM
~ RE: PLAN
L4x3x3/8 x "L" (A36)
2 3/16"
1/4
3"
1/4
5/16"
G.C. NOTE:
COORDINATE SIZE AND LOCATION OF ALL
STRUCTURAL STEEL FRAMES AROUND SLAB
OPENINGS WITH MECHANICAL CONTRACTOR
AND STRUCTURAL STEEL SUPPLIER ~ TYP
TYP
1
#4x CONT
S-003
3/4" = 1'-0"
C
PROJECT:
1/2"
BOLT DIA PL THICKNESS PL LENGTH
"L", IN
(ø)
"T", IN
WELD SIZE
"W", IN
ALLOWABLE
LOAD KIPS
"N" ROWS OF 3/4"ø
A325N BOLTS
L
S-003
PLATE
LENGTH
"L", IN
ALLOWABLE
LOAD KIPS
W8-W12
3/4"
1/4
6
3/16
8
2
W8-W12
6
10
3
W12-W18
3/4"
1/4
9
3/16
16
3
W12-W18
9
19
4
W16-W24
3/4"
5/16
12
1/4
26
4
W16-W24
12
29
5
W18-W30
3/4"
5/16
15
1/4
36
5
W18-W30
15
39
6
W21-W36
3/4"
3/8
18
5/16
46
6
W21-W36
18
49
7
W24-W36
3/4"
3/8
21
5/16
56
7
W24-W36
21
59
8
W27-W36
1"
3/8
24
5/16
101
9
W30-W36
1"
7/16
27
3/8
133
SHEAR PLATE CONN @ BEAM
NO SCALE
S-003
1 1/2"
1/4
BOLT DIA
(ø)
PL
THICKNESS
"T", IN
OF BOLTS
"N" ROWS
1 1/4"
3" 3" 3" 3"
PL LENGTH
"L", IN
WELD SIZE
"W", IN
OWNER:
BEAM WEB
ALLOWABLE
LOAD
KIPS
PL3/8"x4"
SHEAR TAB
NO SCALE
S-003
ANGLE
LENGTH
"L" , IN
2
W12-W14
5 1/2
3/8
3/16
19
26
3
W16-W18
8 1/2
3/8
3/16
36
49
W8-W12
3/4"
1/4
6
3/16
12
3
W12-W18
3/4"
1/4
9
3/16
24
4
W16-W24
3/4"
5/16
12
1/4
36
5
W18-W30
3/4"
5/16
15
1/4
45
4
W18-W24
11 1/2
3/8
1/4
57
78
6
W21-W36
3/4"
3/8
18
5/16
53
5
W24-W30
14 1/2
3/8
1/4
91
118
7
W24-W36
3/4"
3/8
21
5/16
61
6
W27-W36
17 1/2
1/2
5/16
106
174
8
W27-W36
1"
3/8
24
5/16
101
7
W30-W36
20 1/2
1/2
5/16
161
198
9
W30-W36
1"
7/16
27
3/8
133
8
W30-W36
23 1/2
1/2
5/16
180
222
BEAM WEB
HSS COLUMN
FIELD WELDED
CONNECTION
WIDE FLANGE COLUMN
P
NO SCALE
S-003
ANGLED BEAMS @ COLUMNS
BEAM SPLICE CONNS
Q
3/4" = 1'-0"
S-003
NO SCALE
EQ 2"
EQ
3/4"ø ERECTION BOLTS
(IN 2" HORIZ SLOTTED
HOLES)
1'-0" U.N.O.
1 1/2"
(2) 3/8" PL STIFFENERS
6/12/2013 4:16:52 PM
S-003
05/22/2013
05/28/2013
05/31/2013
06/06/2013
06/17/2013
ISSUE FOR ADDENDUM 01 - BP 02
ISSUE FOR ADDENDUM 02 - BP 02
ISSUE FOR ADDENDUM 03 - BP 02
ISSUE FOR ADDENDUM 04 - BP 02
ISSUE FOR CONSTRUCTION
DRAWING INFORMATION:
(2) PC HSS x TO MATCH
COLUMN BELOW
GIRDER ~ RE: PLAN
3" RETURN
TOP & BOTTOM
PLATE SIZE
6
1/2" x 12" x 1'-0"
NUMBER OF
HDAS
ALLOWABLE LOAD
KIPS
6
12
W12
9
1/2" x 12" x 1'-0"
6
20
W14
9
3/4" x 12" x 1'-4"
8
30
W16
11
3/4" x 12" x 1'-4"
8
35
W18
12
3/4" x 12" x 1'-6"
8
40
W21
15
3/4" x 12" x 1'-9"
10
52
W24, W27
18
3/4" x 12" x 2'-3"
12
60
W30, W33
22
3/4" x 12" x 2'-6"
12
75
TYP
1/4
BEAM SPLICE
PER X/XXXX
1 1/2"
1
TYP
1 1/2"
3/16
TYP
1/4
3/16
1
1/4
1/4
BASE PL 3/4"x5 1/2"
(4) 3/4"ø BOLTS
@ BEAM GAUGE
(2) PL 3/8" STIFFENERS
WIDTH = 1/2 COLUMN WIDTH
1 1/2"
CAP PL 1"x COLUMN SIZE
+ 1"x COLUMN SIZE +
6" W/ (4) 3/4"ø BOLTS
HSS COLUMN 6x6;
7x7; 8x8 W/ CAP PL
1"+ (4) 3/4"ø BOLTS
HSS W/ BASE PL 3/4"x
GIRDER WIDTH
1
(4) 3/4"ø BOLTS
@ BEAM GAUGE
3/16
TYP
CENTERED
VERTICALLY
ON WEB
1"
TEE LENGTH,
"L" , IN
STEEL BEAM CONN TO CONCRETE
NO SCALE
S
S-003
1
GIRDER OVER HSS (>6x6)
HSS9x9 OR 10x10
3/4" = 1'-0"
GIRDER OVER HSS POST (>9x9)
T
S-003
2
3
12036.0
PROJECT NO:
½ OF
NON BM
DEPTH
NOTES:
1. IF SHIMS ARE USED, INCREASE THE WELD SIZE BY THE THICKNESS OF THE
SHIMS. (3/4" MAX SHIM)
2. EMBED PLATE SETTING TOLERANCES = 1" HORIZONTAL & VERTICAL FROM
SPECIFIED LOCATION. RE: PROJECT SPECIFICATIONS.
3. WELDING ELECTRODES ARE E70XX.
R
BID PACKAGE 2 100% CONSTRUCTION DOCUMENTS
CL SPLICE
HSS POST
A
05/13/2013
WT5x16.5x "L" (A36)
1
W8, W10
1420 AUSTIN BLUFFS PKWY
COLORADO SPRINGS, CO 80918
RE: PLAN
1/4
BEAM SIZE
UNIVERSITY OF
COLORADO COLORADO SPRINGS
ISSUE:
NOTES:
1. HOLES SHALL BE HORIZONTAL SHORT SLOTTED HOLES.
2. WELDING ELECTRODES ARE E70XX.
SHEAR PLATE CONN @ COLUMN
N
BEAM SIZE
2
NOTES:
1. HOLES SHALL BE HORIZONTAL SHORT SLOTTED HOLES IN PLATE, STANDARD HOLES IN BEAM.
2. WELDING ELECTRODES ARE E70XX.
SKEWED FRAMING CONNS
ANGLE
ALLOWABLE LOAD, KIPS
WELD SIZE
THICKNESS
"W" , IN
A36
A572, Gr 50
"T" , IN
"N" ROWS OF 3/4"ø
A325N BOLTS
T.O.S = T.O.PL
2" EQ
NOTE: AT SKEWED CONNECTIONS,
PROVIDE FULL-PEN WELDED
PLATES TO MAKE AN EQUIVALENT
WT SECTION
3" MIN
1/2" RETURN
TOP & BOTTOM
3"
EMBED PL W/ 3/4"øx0'-6"
HDAS ~ (2) STUDS PER
ROW ~ RE: SCHEDULE FOR
PL SIZE & NO OF STUDS
"N" ROWS OF
BEAM SIZE
A325N BOLTS
NOTES:
1. HOLES TO BE SHORT SLOTTED HOLES IN PLATE,
STANDARD HOLES IN BEAM.
2. WELDING ELECTRODES ARE E70XX.
M
(4) L4x3 1/2x"T"x"L"
(A36)
COLORADO SPRINGS, CO 80918
"W"
2
NOTES:
1. HOLES SHALL BE HORIZONTAL SHORT SLOTTED HOLES IN PLATE, STANDARD HOLES IN BEAM.
2. WELDING ELECTRODES ARE E70XX.
B
BEAM SIZE
PL3/8"x4"
SHEAR TAB
"W"
1 1/4"
PL "T"x3 1/2"x"L" (A36)
3/16
BENT PL3/8"x7 1/4"x"L" (A36)
"N" ROWS OF BEAM SIZE
A325N BOLTS
1/2"
OF BOLTS
(BEAM WEB TO
OPPOSITE SIDE
WHEN ANGLE IS
LESS THAN 45°)
2"
@ 3" O.C.
/4"
UCCS - ACADEMIC
OFFICE BUILDING
CL SPLICE
TYP
0°
TO
60°
1 1/2"
1 1/2"
PL "T"x5"x"L" (A36)
11
"
1/2
"N" ROWS
2
1 1/2"
"N" ROWS
OF BOLTS
OF BOLTS
2 7/16"
3" 3" 3"
"N" ROWS
"W"
1 1/2"
1 1/2"
3/16
3" 3" 3" 3"
2"
1 1/2"
3"
C:\Users\alexs.REI\Documents\12036 UCCS_v2013-central_alexs.rvt
1801 Broadway, Suite 250
Denver, CO 80202
(303) 575-9510
NOTES:
1. PROVIDE SUPPORT CHAIRS TO POSITION #4 TOP BARS.
2 3/4"
FOR ADDITIONAL INFORMATION
RE: E/S-003
REI | STRUCTURAL
RE: PLAN FOR METAL DECK
ORIENTATION
NOTES:
1. REFER TO PLANS AND NOTES FOR SPAN, LOCATION, TYPE OF DECK,
SIZE AND SPACING OF STUDS, TYPE & DEPTH OF SLAB & REINFORCING.
2. PROVIDE CELL CLOSURE STRIPS WHERE REQUIRED.
3. PROVIDE SUPPORT CHAIRS TO POSITION W.W.F. AS SHOWN.
TYP SHEAR STUD SPACING
P 303.607.0977
www.slaterpaull.com
CONSULTANT:
STEEL BEAM ~ RE: PLAN
S-003
D
RE: PLAN
COMPOSITE METAL FLOOR
DECK
#4x5"-0" @ 18" O.C. TOP ~
STAGGER ADJACENT BARS
1'-0" ~ CHAIR TO MAINTAIN
POSITION
1331 Nineteenth Street
Denver, CO. 80202
RE: PLAN
SPAN VARIES
B
NO SCALE
3/4"ø HAS WELDED
TO GIRDER
SLAB
THICKNESS
3/4"ø HEADED ANCHOR
STUDS
DECK
SPAN
[8]
[26]
(26) STUDS
EQ SPACED
(8) STUDS
EQ SPACED
NOTE #3
A
T.O.C.
3-12
RE: PLAN
INDICATES NO. OF 3/4"ø HEADED
ANCHOR STUDS PER BEAM
B
_______
S-003
1" MIN
RE: PLAN
D
_______
S-003
TYP U.N.O.
HDAS WHERE OCCURS
~ RE: PLAN
1" CLR
COMPOSITE METAL FLOOR
DECK
(4) ø MIN
[26]
(26) STUDS
EQ SPACED
(6) ø MIN
CUT DECK AS REQUIRED
FOR PLACEMENT OF STUDS
~ PROVIDE 16GA CLOSURE
STRIP AS REQUIRED
RE: PLAN
3/4"ø HEADED ANCHOR STUDS
WELDED TO BEAM
[50]
E
"E" (12" MAX)
RE: PLAN
1" CLR (MAX) TO
W.W.F. @ BEAM
NOTE #3
3/4" CLR (MIN)
C
_______
S-003
STUDS TO EXTEND 2 1/2" ABOVE
DECK
U
3/4" = 1'-0"
S-003
4
HSS POST @ TRANSFER < HSS5x
V
3/4" = 1'-0"
S-003
5
HSS POST @ TRANSFER >HSS5x
1 1/2"
Wx GIRDER
(4) PL 1/2" STIFFENERS
WIDTH = 1/2 COLUMN
WIDTH
DRAWN BY:
AF
CHECKED BY:
JR
APPROVED BY:
BR
SHEET TITLE:
STANDARD STEEL
DETAILS
S-003
SHEET
3/4" = 1'-0"
6
OF
A
EQ
7 1/2
-
-
-
-
BP-1B
-
1 1/4
14
14
-
-
-
-
5 1/2
5 1/2
-
-
-
BP-1C
-
3/4
14
14
-
-
-
-
5 1/2
5 1/2
-
-
BP-2
-
2
12
-
-
5 1/2
5 3/4
-
BP-3A
-
1 1/8
14
12
COB #2
-
5
-
-
5 1/2
2
BP-3B
-
1
14
12
-
5
-
-
5 1/2
2
REMARKS
NO.
DIAMETER
IN
TYPE
-
4
3/4
II
36
-
-
-
-
4
3/4
II
36
-
-
-
-
-
4
3/4
II
36
-
-
-
-
-
-
6
1 1/4
I
36
1/2x2 1/2x 2 1/2
LFRS ANCHORS
5 1/2
-
-
-
-
4
3/4
II
36
-
-
5 1/2
-
-
-
-
4
3/4
II
36
-
-
-
6 1/4
0
4 1/2
-
-
-
-
4
3/4
II
36
-
-
BP-4A
-
1
12
12
5
5
-
-
2
2
5 1/2
5 1/2
2
2
-
4
3/4
II
36
-
-
COB #2
H
B
D
H
-
1
10
10
4
4
-
-
2
2
4 1/2
4 1/2
2
2
-
4
3/4
II
36
-
-
BP-5A
-
3/4
7
12
-
-
-
-
2
4 1/2
-
-
-
-
-
4
3/4
II
36
-
-
BP-5B
-
3/4
7
13
-
-
-
-
2
5
-
-
-
-
-
4
3/4
II
36
-
-
BP-6A
-
3/4
9 1/2
19
-
-
-
-
2
5
-
-
-
-
-
4
3/4
II
36
-
-
BP-6B
-
3/4
6
18
-
-
-
-
4 1/2
3
-
-
-
-
-
-
-
-
-
-
(2) 5/8"ø x 5" HAS
BP-7A
-
3/8
9 1/2
8
-
-
-
-
2 1/2
-
-
-
-
-
-
-
-
-
-
-
(2) 5/8"ø x 5" HAS
BP-8A
-
3/4
17 1/2
12
3
3
-
-
8 1/2
3
4 1/2
4 1/2
-
-
-
4
3/4
II
36
-
-
BP-8B
-
3/4
19 1/2
11
3 1/2
2 1/2
-
-
9 1/2
3
4
5
-
-
-
4
3/4
II
36
-
-
G
G
EQ
EQ
EQ
REI | STRUCTURAL
EQ
1801 Broadway, Suite 250
Denver, CO 80202
(303) 575-9510
EQ
H
CJP
C
EMBED PL
+ (2) HAS
RE: SCHEDULE
H
NOTES:
1. REFER TO PLAN FOR COLUMN SIZE, ORIENTATION AND LOCATION.
2. ALL HOLES IN BASE PLATES SHALL BE ANCHOR BOLT DIAMETER PLUS 5/16".
3. ALL PLATE WASHERS WELDED TO T.O. BASE PLATE SHALL BE 1/4x2x2 U.N.O.
4. ALL HOLES IN PLATE WASHERS SHALL BE ANCHOR BOLT DIAMETER PLUS 1/16".
5. UNLESS DETAILED OR NOTED OTHERWISE, PLACE COLUMN BASE PLATES ON MINUMUM 1 INCH THICK LAYER OF NON-METALIC NON-SHRINK GROUT.
6. WHERE COLUMN FLANGE OR SHELL IS DETAILED FLUSH TO EDGE OF BASE PLATE, PROVIDE PARTIAL PENETRATION GROOVE WELD WITH EFFECTIVE
THROAT THICKNESS OF 5/16 INCH OR MEMBER THICKNESS, WHICHEVER IS LESS.
7. PLATE WASHERS REFERENCED IN SCHEDULE ABOVE SHALL BE FIELD WELDED TO TOP OF COLUMN BASE PLATE PER DETAIL E/S-002
8. REFER TO ANCHOR BOLT SCHEDULE AND DETAILS FOR ADDITIONAL INFORMATION.
9. REFER TO PLAN FOR SPECIAL BLOCKOUTS REQUIRED AT CONCRETE SUPPORTS.
10. WHERE BASE PLATES ARE NOTCHED, ORIENT PLATE WITH NOTCHED CORNER OF BASE PLATE ALIGNED WITH SAME PLAN CONDITION IN CONCRETE
SUPPORT BELOW. REFER TO PLAN AS REQUIRED.
RE: PLAN
A
A
EQ
H
COB #2
BP-4B
CONSULTANT:
T.O.S.
A
A
TYPE BP-5
P 303.607.0977
www.slaterpaull.com
1/4
H
-
G
3
TYPE BP-4
TYPE BP-3
2
G
-
1/2
TYPE BP-2
1331 Nineteenth Street
Denver, CO. 80202
B
9
1 1/4"øx4'-0"
A.B.'S WITH
1/2x2 1/2x2 1/2
PL WASHER
@ BOT OF A.B.
G
15
TYPE BP-1
G
1
1/4
J
PL1 1/4" @ HSS 12x12
PL 1" @ HSS 8X8
B
-
C
H
BP-3C
UPPER COLUMN
TYP ~ U.N.O.
B
2
COB #2
B
B
E
19 1/2 15 1/2 7 1/2
SLATERPAULL
ARCHITECTS
H
PLATE WASHER
GRADE
IN x IN x IN
EQ
M
IN
TYPE BP-6
EQ
7 1/2
L
IN
M
-
K
IN
H
L
-
J
IN
G
G
K
-
H
IN
G
GUSSET PL
& HSS STRUT
RE: S-310
D
-
G
IN
G
D
18
F
IN
G
A
EQ
B
18
E
IN
G
EQ
D
J
1 1/4
D
IN
H
-
C
IN
H
BP-1A
B
IN
C
ANCHOR BOLTS
EQ
TYPE
A
IN
PLATE
FY
KSI
EQ
MARK
PLATE
THICKNESS
IN
G
6
A
A
EQ
J
COLUMN BASE PLATE SCHEDULE
5
4
3
2
B
1
K
G
LOWER COLUMN
COB #2
TYPE BP-8
TYPE BP-7
COLUMN SPLICE
B
S-004
3/4" = 1'-0"
COLUMN BASE PLATE SCHEDULE
A
S-004
NO SCALE
D
b f /2
TCX
HSS GIRT
CONN BY CURTAIN
WALL SUPPLIER
1/2"
T.O.S.
1/8
RE: PLAN
1/8
3/16
1/4
1
1
2
TYP
3/16
2
TYP
2
1/4
2
VERT SLIP CONN BY
CURTAIN WALL SUPPLIER
RE: PLAN
RE: PLAN
GLAZING ~ RE: ARCH
COPE BEAM AS REQ'D
STANDARD FRAMED BEAM CONN
STEEL JOIST ~ RE: PLAN
LH & DLH SERIES
K SERIES
1/2"
WHERE CURTAIN
WALL CONNECTION
IS RIGIDLY CONNECTED
TO STRUCTURE (NONSLIP), ALLOW FOR
1/2" VERT DEFLECTION
@ MULLION SPLICE
STEEL BEAM ~ RE: PLAN
CURTAIN WALL
~ RE: ARCH
SLAB EDGE @ CURTAIN WALL
C
S-004
GIRT CONN @ CURTAIN WALL
D
3/4" = 1'-0"
S-004
TYP JOIST FIELD WELDS
E
3/4" = 1'-0"
S-004
JOIST / BEAM CONN
F
3/4" = 1'-0"
S-004
G
3/4" = 1'-0"
S-004
JOIST / BEAM CONN
3/4" = 1'-0"
C
PROJECT:
NOTE:
PROVIDE METAL DECK SUPPORT
FRAMES @ ALL PENETRATIONS
GREATER THAN 12"□
WT TO COLUMN
FULL LENGTH
1/4
G.C. TO COORD CURB & ANGLE
SUPPORT FRAME LOCATION IN FIELD
FRAMES MUST BE INSTALLED
PRIOR TO PLACING ROOF DECK
3 1/16"
PMECH ~ JOIST SUPPLIER TO DESIGN
JOISTS FOR CONCENTRATED LOAD DUE
TO MECH UNIT AS SHOWN ON JOIST
LOADING DIAGRAMS
STEEL JOIST ~ RE: PLAN
MECH OPENING ~ COORD SIZE,
LOCATION & NUMBER REQUIRED
W/ MECH REQUIREMENTS
3/16
2
RTU CURB
TYP EACH
END
TYP
UCCS - ACADEMIC
OFFICE BUILDING
SUPPLIER NOTE:
INTERMEDIATE JOIST TOP CHORD
IS NOT BRACED BY ROOF DECK
CL OF CONCENTRATED LOAD
(OVER 150# BUT NOT TO EXCEED
400#) MAX OF (2) LOADS PER JOIST
CL OF PANEL POINT
RE: L/S-005 FOR FIELD
ADDED JOIST WEB REINF
(2)L2x2x3/16 TYP
~ ONE EA SIDE OF
JOIST
L3x3x1/4 (4) SIDES OF OPENINGS
COLORADO SPRINGS, CO 80918
DO NOT PLACE DUCTS IN
ADJACENT BAYS ~ LEAVE A
MINIMUM OF (1) BAY W/
X-BRACING BETWEEN
DUCT RUNS
TYP
1/8
G.C. NOTE:
COORD PLACEMENT OF MECH
DUCTS W/ JOIST LAYOUT
OWNER:
UNIVERSITY OF
COLORADO COLORADO SPRINGS
PLAN VIEW
2"
TYP
WT 8x13x0'-4" @ K JOISTS
WT 8x20x0'-6" @ LH JOISTS
CENTERED ON COLUMN
L6x4x5/16 (LLH) ~ COPE VERT
LEG @ JOIST
ADD X-BRACE ANGLES TO
JOIST BRIDGING IN BAY EA
SIDE OF DUCT ~ DO NOT
CUT BRIDGING UNTIL AFTER
X-BRACES ARE INSTALLED
CL OF PANEL POINT
TYP
CL OF CONCENTRATED HANGING
LOAD (OVER 150# BUT NOT TO
EXCEED 400#) MAX OF (2) LOADS
PER JOIST
COPE LEG EA END
STABILIZER PL8"x6"x0'-6" W/
13/16"ø HOLE ~ DO NOT WELD
JOIST CHORD TO PL ~ TYP
B
3"
TYP
FULL LENGTH
1/4
METAL ROOF DECK NOT
SHOWN FOR CLARITY
L3x3x1/4 ~ TYP
L6x4x5/16 (LLH)
STEEL JOIST ~ RE: PLAN
DUCT ~ RE: MECH
ISSUE:
SECTION
TYP JOIST / COLUMN CONN
H
S-004
TYP ROOF OPENING & DECK REINF
J
3/4" = 1'-0"
S-004
MECH RTU SUPPORT
K
3/4" = 1'-0"
S-004
L
3/4" = 1'-0"
S-004
JOIST REINF @ CONCENTRATED LOADS
M
3/4" = 1'-0"
S-004
MECH DUCTS BETWEEN JOISTS
3/4" = 1'-0"
2
W LL
W LL
W/O DRIFT W/ DRIFT
PLF
PLF
W
DRIFT1
PLF
W
DRIFT2
PLF
W
MECH1
PLF
W
MECH2
PLF
P
MECH1
LB
P
MECH2
LB
P1
LB
P2
LB
P3
LB
P4
LB
P5
LB
W1
PLF
X1
FT
X2
FT
X3
FT
X4
FT
X5
FT
X6
FT
X7
FT
X8
FT
X9
FT
REMARKS
-
-
-
150
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
150
-
-
-
-
-
500
-
1600
-
1750
-
-
150
10.6
-
19
-
-
-
-
0
5.5
-
105
150
-
-
-
-
-
625
-
-
-
-
-
-
150
-
-
-
-
-
-
-
0
5.5
-
28KSP3
105
150
-
-
-
-
-
-
-
-
-
-
-
-
150
-
-
-
-
-
-
-
0
14.5
-
28KSP3
105
150
-
-
-
-
-
400
-
-
-
-
-
-
150
-
-
-
-
-
-
-
0
14.5
-
W DL
PLF
20KSP1
105
150
28KSP1
105
28KSP2
X3
RE: NOTE 7
X8
RE: NOTE 8
X9
X6
2"
P MECH1
S-004
K
P MECH2
2"
RE: NOTE 7
P MECH2
2"
P3
5'-0".
.5'-0"
X2
5'-0".
W DRIFT2
ROOF DECK
.5'-0"
(1) #10 SCREWS EA SIDE
OF HOLE, EA FLUTE
W MECH2
DECK REINF PL
~ RE: SCHEDULE
W DEAD LOAD
RE: NOTE 10
P5
1.
2.
3.
4.
HOLE SIZE
<4"
4" TO 8"
8" < HOLE < 12"
12" < HOLE
PLATE THICKNESS
NO REINFORCING
18GA PLATE
16GA PLATE
FRAME PER STANDARD DETAIL
X5
SPECIAL JOIST LOAD DIAGRAM
SPECIAL JOIST LOAD DIAGRAM
S-004
1
RE: NOTE 10
X4
3/4" = 1'-0"
2
3
12036.0
PROJECT NO:
DRAWN BY:
AF
CHECKED BY:
JR
APPROVED BY:
BR
SHEET TITLE:
P4
P
ISSUE FOR ADDENDUM 01 - BP 02
ISSUE FOR ADDENDUM 02 - BP 02
ISSUE FOR ADDENDUM 03 - BP 02
ISSUE FOR ADDENDUM 04 - BP 02
ISSUE FOR CONSTRUCTION
ISSUE FOR COB #2 - BP 02
DRAWING INFORMATION:
6" MIN PAST
HOLE
W LIVE LOAD
SPECIAL JOIST DESIGN CRITERIA
05/22/2013
05/28/2013
05/31/2013
06/06/2013
06/17/2013
06/28/2013
X7
P2
W MECH1
XXLHSPX
N
P MECH1
2"
P1
XXLHSPX
NOTES:
1. ALL K SERIES JOISTS SHALL HAVE 2 1/2 INCH DEEP BEARING SEATS UNLESS NOTES OTHERWISE ON PLAN OR DETAILS.
3. WHERE ROOF SLOPE PARALLEL TO JOISTS EXCEEDS 1/4 INCH PER FOOT PROVIDE SLOPED BEARING SEATS.
4. JOISTS WITH DRIFTING SNOW LOADS SHALL BE DESIGNED FOR THE WORST CASE OF EITHER A UNIFORM SNOW LOAD (W LL W/O DRIFT)OR A FLAT
ROOF UNIFORM SNOW LOAD (W LL W/ DRIFT) PLUS THE DRIFTING SNOW LOADS (W DRIFT).
5. CAMBER JOISTS IN ACCORDANCE WITH SJI REQUIREMENTS.
6. LIMIT THE LIVE LOAD DEFLECTION OF JOISTS TO L/360 UNLESS INDICATED OTHERWISE.
7. GENERAL CONTRACTOR SHALL COORDINATE EXACT LOCATION OF MECHANICAL UNITS WITH MECHANICAL ENGINEER, MECHANICAL SUB-CONTRACTOR
AND JOIST SUPPLIER. GENERAL CONTRACTOR NOTE: MECHANICAL UNIT WEIGHTS AND SIZES ARE LIMITED TO THOSE DOCUMENTED ON THE MECHANICAL
DRAWINGS WITH STRUCTURAL DESIGN LOADS AND PLAN LOCATIONS AS SHOWN ON THE STRUCTURAL DRAWINGS. SELECTION OF MECHANICAL UNITS
NOT CONFORMING TO THESE SPECIFICATIONS IS NOT PERMITTED WITHOUT PRIOR REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL
ENGINEER. SIMILARLY, THE LOCATION OF THE MECHANICAL UNITS SHALL BE AS SHOWN ON THE STRUCTURAL DRAWINGS AND SHALL NOT BE CHANGED
WITHOUT PRIOR REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURALENGINEER.
8. JOIST SUPPLIER TO REFER TO MECHANICAL SUB-CONTRACTOR SUBMITTAL FOR MECHANICAL ROOF TOP UNIT CURB DIMENSIONS.
9. JOIST SUPPLIER SHALL PREPARE LOAD DIAGRAMS FOR EACH SPECIAL JOIST AND INCLUDE WITH INITIAL SHOP DRAWING SUBMITTAL.
STRUCTURAL CALCULATIONS FOR SPECIAL JOISTS SHALL BE SUBMITTED FOR RECORD WITH RECORD SHOP DRAWING SUBMITTAL.
REFER TO THE PROJECT SPECIFICATIONS FOR ADDITIONAL INFORMATION AND REQUIREMENTS.
10. ON EACH SIDE OF A MECHANICAL UNIT, ADD 150 PLF SUPER IMPOSED TO ALL LOADS TO COVER DRIFTING AROUND UNITS. REFER TO DIAGRAM FOR LENGTH.
BID PACKAGE 2 100% CONSTRUCTION DOCUMENTS
ONE SMALL PENETRATION
MAX PER DECK SHEET
S-004
W1
XXLHSPX
A
RE: NOTE 8
X1
W DRIFT1
05/13/2013
CL PLAN EAST OR
PLAN NORTH SUPPORT
CL PLAN WEST OR
PLAN SOUTH SUPPORT
XXLHSPX
6/27/2013 2:09:02 PM
C:\Users\alanf\Documents\Revit & CAD\12036 UCCS_v2013-central_alanf.rvt
SPECIAL JOIST DESIGN CRITERIA
MARK
1420 AUSTIN BLUFFS PKWY
COLORADO SPRINGS, CO 80918
Q
3/4" = 1'-0"
S-004
4
5
ROOF DECK PENETRATIONS < 12"
STANDARD STEEL
DETAILS
S-004
SHEET
NO SCALE
6
OF
PROFILE A
PROFILE A
CONNECTIONS
SECTION PROPERTIES
TYPE DEPTH
DESIGN
Sp
Sn
Fy
I
PROFILE GAUGE
ACOUSTICAL
IN
THICKNESS IN4/FT IN 3/FT IN3/FT KSI
FINISH
RD1
1.5
B
22
0.0295
0.169
0.186
0.192
33
N
RD2
1.5
B
20
0.0358
0.212
0.234
0.247
33
RD3
1
A
22
0.0295
0.073
0.130
0.134
RD
-
-
-
-
-
-
-
PERPENDICULAR SUPPORTS
S-005
PARALLEL SUPPORTS
SIDE LAPS
FASTENER
PATTERN
FASTENER
SPACING
FASTENER
SPACING
GALV
HILTI PINS - NOTE 1
36/5
HILTI PINS - NOTE 1
9"
HILTI SCREW - NOTE 2
8"
N
GALV
HILTI PINS - NOTE 1
36/5
HILTI PINS - NOTE 1
9"
HILTI SCREW - NOTE 2
60
N
GALV
# 10 TEKS
33/4
# 10 TEKS
6"
-
-
-
-
-
-
-
DIAPHRAGM
CAPACITY (MIN)
PLF
1 5/8
14
16" O.C.
1 1/4
16
W2
6
1 5/8
16
16" O.C.
1 1/4
16
W3
6
2
14
16" O.C.
1 1/4
16
W4
6
1 5/8
12
16" O.C.
1 1/4
16
W5
8
1 5/8
16
16" O.C.
1 1/4
16
CONC THK
EQ
CONC THK
SLAB THK
3"
2"
EQ
Fy
Sn
Sp
DEPTH
DESIGN
In
Ip
GAUGE
COMPOSITE
(IN)
THICKNESS IN 4/FT IN4/FT IN3/FT IN3/FT KSI
PERPENDICULAR SUPPORTS
FINISH
SIDE LAPS
PARALLEL SUPPORTS
FASTENER
PATTERN
FASTENER
SPACING
FASTENER
SPACING
BUTTON PUNCHED
36"
DIAPHRAGM
CAPACITY (MIN)
PLF
20
0.0358
0.195
0.222
0.231
0.240
40
Y
GALV
HILTI PINS - NOTE 1
36/4
HILTI PINS - NOTE 1
12"
483
FS
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
12"
499
FS
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
# 10 TEKS
6"
-
FS
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
FS
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
P 303.607.0977
www.slaterpaull.com
CONSULTANT:
2865
REI | STRUCTURAL
1801 Broadway, Suite 250
Denver, CO 80202
(303) 575-9510
NOTES:
1. SELECT HILTI PINS BASED ON THICKNESS OF STEEL (Tf) TO BE ATTACHED TO
a. STEEL THICKNESS 1/8"<Tf<1/4" - HILTI X-EDNK22 THQ12
b. STEEL THICKNESS 3/16"<Tf<3/8" - HILTI X-EDN19 THQ12
c. STEEL THICKNESS 1/4"<Tf - HILTI X-ENP-19 L15
2. STANDING SEAM INTERLOCKING-TYPE SIDELAPS MUST BE WELL ENGAGED AND THE BUTTON-PUNCHING SHARP AND DEEP.
THE COATING OF THE OUTER PROTRUDING NOSE OF THE PUNCHED LAP SHOULD BE "STARRED", INDICATING A NEAR
PENETRATION OF THE BUTTON PUNCHING TOOL.
CONC SLAB ON METAL DECK SCHEDULE
NO SCALE
TRACK
6
CONNECTIONS
1 1/2
SLIP CONN
W1
1331 Nineteenth Street
Denver, CO. 80202
6x6 W2.1xW2.1
METAL STUD WALL SCHEDULE
GA
EQ
METAL DECK SECTION PROPERTIES
KING STUD
STRUCTURE ABOVE
LEG
IN
ARCHITECTS
PROFILE D
NW
D
SPACING
24" OR 36"
PROFILE C
NOTES:
1. ALL STUDS TO BE FULLY SHEATHED ON BOTH SIDES.
2. SCREWS TO BE NO. 10-16 (DIA = .19 INCHES).
3. SCREW SPACING AND EDGE DISTANCE = 3/8" (MIN)
4. WHERE ACCEPTABLE 1/8" FILLET WELDS MAY BE SUBSTITUTED
FOR SCREWS. 1" OF WELD = 3 SCREWS.
5. ALL WELDED LIGHT GUAGE MTL MUST BE 16GA (MIN).
6. ALL SCREWS SHALL BE STAINLESS STEEL.
7. TRACK IS REQ'D @ TOP AND BOTTOM OF ALL WALLS.
8. SPACE STUDS @ 16" O.C. MAX U.N.O.
9. PROVIDE (3) STUDS MINIMUM @ WALL CORNER.
10. EXCEPT WHERE CONNECTIONS ARE NOTED AS WELDED, STUD/STUD
J
AND STUD/TRACK CONNECTIONS MAY BE SCREWED OR WELDED
IN ACCORDANCE WITH APPLICABLE BUILDING CODES.
S-005
GA
4 3/4"
B
S-005
FLANGE
WIDTH, IN
24" OR 36"
1'-0"
3 1/2
B
SIZE
IN
5"
5
NO SCALE
MARK
SLATERPAULL
FS1
METAL ROOF DECK SCHEDULE
STUD
1'-0"
PROFILE B
CONCRETE SLAB SECTION PROPERTIES
TOTAL SLAB
TYPE THICKNESS CONC THICKNESS
PROFILE
CONCRETE
REINFORCING
(IN)
(IN)
NOTES:
1. SELECT HILTI PINS BASED ON THICKNESS OF STEEL (Tf) TO BE ATTACHED TO
a. STEEL THICKNESS 1/8"<Tf<1/4" - HILTI X-EDNK22 THQ12
b. STEEL THICKNESS 3/16"<Tf<3/8" - HILTI X-EDN19 THQ12
c. STEEL THICKNESS 1/4"<Tf - HILTI X-ENP-19 L15
2. HILTI HWH OR HHWH, SELF DRILLING NO. 10 x 3/4" SCREWS USED FOR SIDE LAP ATTACHEMENT
A
7 1/4"
CONCRETE SLAB ON METAL DECK SCHEDULE
METAL ROOF DECK SCHEDULE
E
7"
EQ
CONC THK
EQ
EQ
3'-0"
6
SLAB THK
PROFILE C
2'-8"
1 1/2" MIN
SLAB THK
PROFILE B
3"
6"
1 1/2"
3'-0"
EQ
EQ
3'-0"
1 1/2"
2'-8"
1 9/16" MIN
1 1/2"
1 9/16" MIN
1"
3"
6"
SLAB THK
6"
CONC THK
4"
4"
5
4
3
2
1"
1
K
S-005
KING STUD
G
S-005
SILL TRIMMER
SILL RE: D/S-005
TRACK
SILL ~ RE: D/S-005
KING STUDS
SCREW TRACK TO
HEADER @ 12" O.C.
PL 16 GA EA
SIDE W/ (9)
SCREWS INTO
KING & HEADER
CONT TRACK
OVER TRIMMER
HEADER RE: D/S-005
ROUGH OPENING
RE: ARCH
HEAD TRIMMER
NOTES:
1. STUDS AND TRACKS SHALL BE HOT DIP GALVANIZED.
2. RE: ARCH FOR PARTITIONS AND MISC FRAMING.
3. ALL WALLS SHALL BE TYPE W1 U.N.O.
HEADER ~ RE: D/S-005
PL 16GA EA SIDE
W/ (6) SCREWS
AS SHOWN
G
S-005
HEADER RE: D/S-005
TRIMMER STUD
FOR HEADER
H
S-005
ROUGH OPENING
RE: ARCH
TRIMMER STUD ~
FASTEN TO KING
W/ (2) ROWS OF
SCREWS @ 12" O.C.
STAGGERED
BEAR HEADER ON
TRIMMER STUD
TRIMMER STUD
FOR SILL
F
S-005
4
C
C
S-005
METAL STUD WALL SCHEDULE
D
NO SCALE
S-005
NOT USED
TYP METAL STUD WALL CONSTRUCTION
E
NO SCALE
S-005
F
NO SCALE
S-005
SILL/JAMB CONN @ OPNGS
G
NO SCALE
S-005
HEADER/JAMB CONN @ OPNGS
PROJECT:
NO SCALE
UCCS - ACADEMIC
OFFICE BUILDING
BRACING NOTE:
FLANGE BRACING NOT REQUIRED IF
WALL IS SHEATHING ~ BOTH FLANGES
ARE REQUIRED TO BE BRACED
TRACK 14GA x CONT
6" LTGA STUD FRAMING ~
RE: PLAN OR SCHEDULE
DO NOT FASTEN
SHEATHING TO
TRACK
(2) .157"ø x1" PAF
(HILTI X-U OR EQUAL)
@ 16" O.C.
SCREW EA STUD TO
TRACK ~ TYP
1" MIN CLR
U.N.O.
RE: DETAILS FOR REQUIRED
LOCATIONS OF SLIP HEADS
CLR DIMENSION +2"
~ (3" MIN) U.N.O.
VERT SURFACE
OF STEEL SUPPORT
1 1/2x1 1/2x16GA CLIP ANGLE
W/ (2) SCREWS TO EA STUD
S-005
(1) #10 SCREW EA
SIDE OF STUD ~ TYP
(1) #10 SCREW
EA STUD
TYP STUD
C6 BLOCKING BTWN
EA STUD ~ TYP
2" 18GA FLAT STRAP
~ EA SIDE OF STUD
.2 1/4"
EDGE OF
TRACK
H
COLD-ROLLED CHANNEL
HORIZONTAL BRIDGING
(2) #10 SCREWS
(3) #12 SELF TAPPING
SCREWS THRU STEP BUSHINGS
@ 43 MIL & LIGHTER STUDS
(2) #12 SCREWS @ 54 MIL &
HEAVIER STUDS
METAL STUD
CONT TRACK ~ MATCH
STUD GAUGE UNLESS
NOTED OTHERWISE
B
OWNER:
CLIP ANGLE FASTENED TO
STUD AND CHANNEL
AS REQUIRED
SLB600 BYPASS CLIP @ EA STUD
CONC SUPPORT
COLORADO SPRINGS, CO 80918
TYP STUD
(3) 0.157"ø PAF (HILTI X-U 16 OR EQUAL)
TO EDGE ANGLE (1/4" MIN THICKNESS
A36 STEEL)
1 1/2"-16GA U CHANNEL BRIDGING
IN UPPERMOST PUNCHED OPENING
W/ (2) SCREWS TO CLIP ANGLE
CLIP FLANGE AND BEND SECTION
TO FORM VERTICAL
NOTES:
1. EACH SLIDE SLIP SHALL HAVE 630LB LATERAL (HORIZONTAL) LOAD CAPACITY.
2. PROVIDE (2) SLIDE CLIPS MINIMUM @ MULTIPLE STUD CONDITIONS.
3. SIZE OUTSTANDING HORIZONTAL LEG OF SLIDE CLIP FOR SPECIFIC STUD SIZE
& GAP TO VERTICAL SURFACE OF STEEL SUPPORT.
BRIDGING ALTERNATE: CONTINUOS
STRAP ON BOTH SIDES OF WALL
SCREWED TO EA STUD
TYP STUD WALL TRACK CONN
J
NO SCALE
S-005
SLIP HEAD CONN
NO SCALE
S-005
1420 AUSTIN BLUFFS PKWY
COLORADO SPRINGS, CO 80918
ISSUE:
COLD ROLLED CHANNEL
VERTICAL SLIP CONN
K
UNIVERSITY OF
COLORADO COLORADO SPRINGS
L
NO SCALE
S-005
FLAT STRAP ~ ALTERNATE 1
05/13/2013
BID PACKAGE 2 100% CONSTRUCTION DOCUMENTS
05/22/2013
05/28/2013
05/31/2013
06/06/2013
06/17/2013
ISSUE FOR ADDENDUM 01 - BP 02
ISSUE FOR ADDENDUM 02 - BP 02
ISSUE FOR ADDENDUM 03 - BP 02
ISSUE FOR ADDENDUM 04 - BP 02
ISSUE FOR CONSTRUCTION
BLOCKING ~ ALTERNATE 2
VERTICAL STUD BRIDGING
NO SCALE
CONC SLAB ON STEEL
DECK
CRA 4x4x16GA x0'-4"L W/
(3) 0.157"ø PAF TO BEAM
WEB @ EA KICKER
COMPOSITE STEEL BEAM
VERT SURFACE
OF STEEL SUPPORT
CRA-20 GA x2x2 WITH (2) #8
TEKS EACH LEG
4"
WALL SHEATHING ~ ATTACHMENT
PER UBC 25-G, 25-H ~ (4)
SCREWS PER BLOCK MINIMUM
LTGA KICKER W/ SCREW CONN's
@ EA END
TRIM RETURN FLANGE
@ BACKER STUD
(4) 0.157"ø PAF (HILTI X-U 16 OR EQUAL)
TO EDGE ANGLE (1/4" MIN THICKNESS
A36 STEEL)
HANDRAIL ABOVE
HSS3x3x1/4 W/ COPE CUT
@ END ~ LOCATE 8'-0" O.C.
MAX @ JOIST TOP CHORD
PANEL POINT
PERPINDICULAR CONDITION
HANDRAIL BRACKET ~ BOLT
THRU CENTER OF BACKER
STUD
CRA 4x4x16GA x1'-0"L W/
(4) 0.157"ø PAF TO DECK
@ EA KICKER
3/16
1" MAX
ROOF DECK
CRA 4x4x0'-4"L @ EA KICKER
~ (3) #10 SCREWS TO KICKER
& (2) 0.157"ø PAF TO ANGLE
CONC SLAB ON STEEL
DECK
DRAWING INFORMATION:
12036.0
PROJECT NO:
DRAWN BY:
AF
CHECKED BY:
JR
APPROVED BY:
BR
STEEL JOIST ~ RE: PLAN
SHEET TITLE:
LB600 CLIP @ EA STUD
(3) #12 SCREWS TO
EA STUD (PATTERN
NO. 2)
1 5/8"
A
CUT LIP AS REQ'D
STANDARD
LIGHTGAUGE STEEL
DETAILS
LTGA KICKER
L6x4x5/16 (LLV) xCONT
6/12/2013 4:16:55 PM
C:\Users\alexs.REI\Documents\12036 UCCS_v2013-central_alexs.rvt
1/2" MAX OFFSET
20GA x1 1/2" WIDE STRAP CONTINUOUS
~ CONNECT TO EA STUD FLANGE
WITH (1) #8 TEKS ~ CONNECT TO
BLOCKING WITH (4) #8 TEKS
CL STRAP SPLICE (WHERE REQ'D)
CL BLOCKING
BACKER STUD:
6"x18GA C-STUD W/
(2) CRA 2x2x18GA CLIPS
C STUD BLOCKING ~ MATCH STUD
SIZE & GAGE ~ SPACE BLOCKING
COLUMNS @ END OF WALLS AND
@ 20'-0" MAX O.C. BETWEEN
METAL STUD
(14 GA MIN)
STUD WALL ~ RE: ARCH
(2) #10 SCREWS
COMPOSITE STEEL BEAM
BEYOND
LTGA KICKER W/ SCREW CONN's
@ EA END
NOTES:
1. PROVIDE (2) SLIDE CLIPS MINIMUM @ MULTIPLE STUD CONDITIONS.
2. SIZE OUTSTANDING HORIZONTAL LEG OF SLIDE CLIP FOR SPECIFIC STUD SIZE
& GAP TO VERTICAL SURFACE OF STEEL SUPPORT.
PARALLEL CONDITION
3
M
S-005
FREE-FLANGE BRACING (JOIST)
3" = 1'-0"
N
S-005
1
HANDRAIL BRACKET SUPPORT
1 1/2" = 1'-0"
RIGID CONN @ LTGA STUD
P
S-005
2
Q
NO SCALE
3
3
S-005
4
KICKER CONNECTIONS
R
3/4" = 1'-0"
S-005
5
KICKER CONN PERP TO ROOF JOIST
S-005
SHEET
3/4" = 1'-0"
6
OF
1
5
4
3
2
6
SLATERPAULL
ARCHITECTS
5.5
5.5
66
4.8
4.8
44
D.11
D.11
33
S
S
_______
7'-9
7'-9 15/16"
15/16"
7'-9
7'-9 15/16"
15/16"
7'-5 1/2"
7'-5
1/2"
7'-5 1/2"
7'-5
1/2"
T.O.D.P.
//88
xx33 A
8
8
xx
33
SS8 BPHHSS
S-311
S-311 E
2
S-310
10'-4"
10'-4"
C2
10'-4"
10'-4"
T.O.P.C.
T.O.P.C.
T.O.D.P.
6"
6'-9"
7'-5
7'-5 9/16"
9/16"
4'-5"
33 7/8"
7/8"
11 3/8"
3/8"
11
CW4
~
COB #2
P
P
_______________________
E7
71'-9 1/4"
7'-4 1/2"
J
_______
_______
S-401
S-401
S-002
S-002
S-002
G
_______
_______
S-401
S-401
2
~
M
M
_______________________
F2
F2
T.O.D.P.
T.O.D.P.
C
97'-0"
97'-0"
99'-0"
99'-0"
33
B1
T.O.P.C.
T.O.P.C.
C
T.O.D.P.
99'-0"
99'-0"
++
S-311
J
_______________________
_______________________
97'-0"
97'-0"
S-501
5" CONC SLAB-ON-GRADE W/
6x6-W2.1xW2.1 W.W.F. CHAIRED
2" FROM TOP OF SLAB
T.O.C.
T.O.C.
100'-0"
A
A
_______________________
C.6
12'-3 1/2"
~
N
_______________________
S-002 ~
N
_______________________
2'-0 7/8"
1'-6" ~ CL PIER
S-310
18'-7 1/2"
7'-9
7'-9 7/16"
7/16"
CW9
GB4
GB4
E3
DD
S-002
S-002
T.O.P.C.
T.O.P.C.
96'-8"
~~ TYP
TYP U.N.O.
U.N.O.
E5
E5
GB3
E5
E5
D
1'-6"
F2
F2
B1
B1
CW5
11'-8 3/16"
GB3
CW3
CW3
GB5
GB5
S-002
S-002
97'-6"
97'-0"
97'-0"
99'-0"
99'-0"
N
_______________________
_______________________
5" CONC SLAB-ON-GRADE W/
6x6-W2.1xW2.1 W.W.F. CHAIRED
2" FROM TOP OF SLAB
T.O.C.
C
CW55
S-401
A
_______
94'-2"
1'-0"T ISOLATION
ISOLATION PAD
1'-0"T
PAD
~~
S-401
CW3
A
_______
22
8 1/8"
22 1/8"
1/8"
B
B
_______
COB #4
S-311
T.O.D.P. S-401
S-401
T.O.D.P.
T.O.D.P.
S-401
B
CW10
LFRS MIX
LFRS
MIX
+ RE:
RE: S-001
S-001
S-501
S-002
94'-2"
94'-2"
U
_______________________
_______________________
E3
A
_______
Q
_______________________
_______________________
1'-0"
1'-0" ~~ TYP
TYP
T.O.D.P.
T.O.D.P.
E5
E5
E3
E3
94'-2"
94'-2"
94'-2"
S-002
S-002
E
E3
94'-2"
94'-2"
LFRS MIX
RE: S-001
T.O.D.P.
AHU-2
AHU-2
T.O.D.P.
T.O.D.P.
~
Q
Q
_______________________
FF
S-501
S-501
S-310 C
~~
E3
E3
AHU-1
AHU-1
E3
E3
20'-3 3/4"
B1
B1
S-002
D
D
_______
E3
7/8"
33 7/8"
8'-9 1/4"
8'-9
1/4"
94'-6"
94'-6"
3'-0"sq x7"D FLOOR SINK
DEPRESSION ~ RE: MEP
FOR LOCATION
HHSS
BBPP SS88x
--11B 88xx11
B
//22
7'-0"
7'-0"
S-401
T.O.G.B.
T.O.G.B.
99'-4"
99'-4"
E
E
_______
S-401
TURNING
TURNING
POINT
POINT
B1
N
_______________________
_______________________
S-501
S-501
33
66
3/1 TT
x
xx22 OOSS
S5
PP
S
S
HH
RRTT
I
I
GG
22
GB1
GB1
B
_______________________
_______________________
33
S-501
B1
B1
B6
2'-0"
66
3/1 TT
x
xx22 OOSS
S5
PP
S
S
HH
RRTT
I
I
GG
C1
C1
A1
HHSS
BBPP SS88x
--33A 88xx33
A
//88
B1
B1
A1
2'-0"
2'-0"
B6
HHSS
BBPP SS88x
--33A 88xx33
A
//88
S-501
S-501
HHSS
BBPP SS88x
--44A 88xx11
A
//44
F
P
_______
_______
S-401
S-401
GB3
GB3
B
~
B2
96'-6"
96'-6"
CW2
CW2
1'-0 3/8"
1'-0
3/8"
CW10
92'-10"
92'-10"
-4""
7'
7'-4
E5
E5
E3
E3
S
S
_______________________
T.O.G.B.
92'-10"
T.O.D.P.
T.O.D.P.
F
_______
_______
HHSS
BBPP SS88x
--11B 88xx11
B
//22
CW1
T
_______________________
_______________________
S-501
GB4
CW7
CW7
U
U
_______________________
94'-2"
94'-2"
T.O.P.C.
96'-6"
S-401
S-401
E
E
_______________________
94'-2"
HHSS
BBPP SS112
--11A xx11
A
22x
11/2
100'-0"
100'-0"
T.O.D.P.
GG
+
C
_______
_______
E5
E5
T.O.D.P.
11'-4 5/16"
S-312 C
T.O.D.P.
HHSS
BBPP SS112
--11A xx11
A
22x
33/8
9'-0"
9'-0"
GB3
E3
24"sq SUMP PIT CENTERED
ON BACK WALL ~
HHSS
SS33
-11
//22xx
33--11
/22xx
33
A2
T.O.D.P. //88
CW1
E3
E3
3'-11"
94'-2"
94'-2"
T.O.G.B.
T.O.G.B.
96'-6"
96'-6"
94'-2"
94'-2"
T.O.D.P.
T.O.D.P.
GB1
11''--88 33/8""
20'-3
20'-3 3/4"
3/4"
CW8
CW8
GB2
1'-1 15/16"
A2
A2
S-501
S-501
T.O.C.
12
12'-4""
//88
xx33 AA
xx88
SS8 BBPP33
HHSS
5°
7.2
7.25°
4'-1
4'-1 3/4"
3/4"
S-501
11'-'-88 33
//88""
E3
E3
T.O.D.P.
T.O.D.P.
T.O.G.B.
T.O.G.B.
GB1
9'-3 3/16"
9'-3
3/16"
C
_______________________
_______________________
6 33//88""
E3
E3
E3
E3
T.O.D.P.
T.O.D.P.
E5
E5
B
A
E3
E3
92'-10"
92'-10"
S-501
S-501
LFRS MIX
~ RE: S-001
8'-1 11/16"
E3
E3
94'-2"
94'-2"
T.O.D.P.
K
K
_______________________
S
_______________________
_______________________
C.5
B.7
E3
E3
E3
E3
GB2
GB2
2'-6
2'-6 3/4"
3/4"
E5
E5
CW10
7'-'-1 3
/8"
9'-0"
9'-0"
117.00°
7'-7
7'-7 3/16"
3/16"
10'-4
10'-4 13/16"
13/16"
A1
A2
A2
E3
E3
96'-6"
8'-5"
8'-5"
92'-10"
CW1
CW1
1801 Broadway, Suite 250
Denver, CO 80202
(303) 575-9510
CW4
CW4
T.O.D.P.
T.O.D.P.
5'-6 3/8"
5'-6
3/8"
1'-'-6"
CW3
CW3
95'-0"
S-401
CONSULTANT:
8'-5 1/2"
8'-5
1/2"
96'-6"
96'-6"
GB4 ~ TYP ALONG GRID G
E3
E3
S-310 A
99'-4"
C
E3
E3
CONC FILLED PANS 22
& METAL STAIRS
BY OTHERS
T.O.D.P.
T.O.D.P.
S-501
8'-10"
8'-10"
T.O.G.B.
D
_______________________
_______________________
94'-2"
S-501
~ TYP OF (9)
ALONG GRID G
E3
E3
9'-10
9'-10 1/4"
1/4"
10 1/4"
10
1/4"
24" PIT SLAB
T.O.C.
R
R
_______
71'-9
71'-9 1/4"
1/4"
CW3
CW3
FF
_______
C1
C1
T.O.G.B.
8'-5"
8'-5"
13'-4 1/2"
13'-4
1/2"
A
99'-0"
99'-0"
CW9
E3
E3
E3
E3
O.H.
O.H.
33//88
8x
x
x
SS8
HHS 33AA
BBPP
S-501
S-501
8'-5"
8'-5"
3'-5 1/4"
3'-5
1/4"
HHSS
BBPP SS66x
--44A 66xx11
A
//44
99'-'-00"
11'-0
11'-0 5/16"
5/16"
GB2
GB2
C
CW
W111
22
S-401
P
P
_______________________
A1
B1
GB1
B
A
PROJECT:
U
U
_______
A
_______________________
_______________________
UCCS - ACADEMIC
OFFICE BUILDING
S-401
S-501
D
S-311
14'-8 5/8"
17.00°
P 303.607.0977
www.slaterpaull.com
REI | STRUCTURAL
TURNING
TURNING POINT
POINT
S-501
1331 Nineteenth Street
Denver, CO. 80202
11
S-311
T.O.G.B.
S-501
E3
E3
95'-0"
95'-0"
A
8'-5
8'-5 1/4"
1/4"
99'-0"
99'-0"
T.O.G.B.
T.O.G.B.
S-312
7'-5 3/8"
7'-5
3/8"
10'-11
10'-11 1/2"
1/2"
9'-0"
S-401
E3
T.O.G.B.
7'-5
7'-5 1/2"
1/2"
4'-0"
4'-0"
E
E
_______________________
E3
19'-4"
19'-4"
HHSS
BBPP SS112
--11A xx11
A
22x
11/2
GRADE
GRADE BEAM
BEAM ABOVE
ABOVE
D4
D4
DD
C
7'-9 15/16"
7'-9
15/16"
M
M
_______
E3
Q
_______________________
_______________________
1.3
1.3
1177.000°
2211'-'-88
55//1166"
G
GB4
9'-'-0"
388'-7
11/2""
6'-9"
6'-9"
4'-5"
4'-5"
E
D.9
D.6
D.6
D.4
D
30'-2
30'-2 3/4"
3/4"
CW5
FF
22
HHSS
BBP SS88x
3A 88xx33
//88
2'-'-6"
23'-5 1/2"
23'-5
1/2"
10'-5 7/8"
10'-5
7/8"
D4
1100'-'-2
11//88""
117.00°
5'-11 3/4"
5'-11
3/4"
7'-3"
21'-10 11/16"
11/16"
21'-10
A1
A1
GG
2.3
2.3
137'-5 15/16"
15/16"
137'-5
S-401
9'-0"
E
2.5
2.5
CW6
D.10
55
14'-8 5/8"
21'-10 11/16"
15'-1 3/8"
29'-5 1/4"
15'-1 3/8"
12'-9 7/8"
30'-2 3/4"
19'-4"
10'-11 1/2"
3'-5 1/4"
12'-9 7/8"
13'-4 1/2"
8'-10"
137'-5 15/16"
COLORADO SPRINGS, CO 80918
6
5.5
5.5
55
44
33
2.5
2.5
2.3
2.3
22
1.3
1.3
11
OWNER:
UNIVERSITY OF
COLORADO COLORADO SPRINGS
FOUNDATION PLAN
FOUNDATION
PLAN
N
DRILLED PIER SCHEDULE
PIER
PIER
DIAMETER
DIAMETER
IN
PENETRATION
PENETRATION
INTO
INTO
BEDROCK
VERTICAL
VERTICAL
REINFORCING
REINFORCING
(FULL
HEIGHT)
TIES
TIES
A
A
18
18
10'-0"
10'-0"
(8)
(8) #5
#5
#4
#4 @
@ 12"
12" O.C.
O.C.
--
B
24
10'-0"
(8) #6
#4 @ 12" O.C.
-
C
C
24
24
15'-0"
15'-0"
(8)
(8) #6
#6
#4
#4 @
@ 12"
12" O.C.
O.C.
--
D
36
12'-0"
(14) #6
#4 @ 12" O.C.
-
MARK
MARK
CONCRETE WALL SCHEDULE
SKIN STEEL
AS REQ'D
(2) LAYERS
LAYERS WHERE
WHERE
(2)
NOTED
NOTED
REMARKS
REMARKS
E
E
36
36
15'-0"
15'-0"
(18) #8
#8
(18)
#4
#4 @
@ 12"
12" O.C.
O.C.
--
F
24
18'-0"
(8) #6
#4 @ 12" O.C.
-
TYPE IIII
TYPE
TYPE II
TYPE
TYPE III
TYPE
III
CONCRETE
CONCRETE GRADE
GRADE BEAM
BEAM SCHEDULE
SCHEDULE
NOTES:
NOTES:
1.
MINIMUM
UNLESS NOTED
NOTED OTHERWISE
1.
MINIMUM DRILLED
DRILLED PIER
PIER LENGTH
LENGTH == 20'-0"
20'-0" UNLESS
OTHERWISE ON
ON PLAN.
PLAN. PENETRATE
PENETRATE
INTO BEDROCK AS REQUIRED TO MEET MINIMUM DRILLED PIER LENGTH SHOWN ABOVE.
2.
DRILLED PIER END BEARING = 30 KSF SKIN FRICTION = 3 KSF
3.
INSTALL
FORM ALL
ALL AROUND
AROUND DRILLED
TO CONCRENTRATE
3.
INSTALL 4"
4" VOID
VOID FORM
DRILLED PIERS
PIERS TO
CONCRENTRATE LOAD
LOAD INTO
INTO PIER.
PIER.
4.
RE:
FOR TYPICAL
TYPICAL DRILLED
DRILLED PIER
PIER CONSTRUCTION
CONSTRUCTION
4.
RE: F/S-002
F/S-002 FOR
5.
RE: DRILLED PIER DOWEL SCHEDULE THIS SHEET FOR DOWELS @ EACH PIER
X# INDICATES
INDICATES DRILLED
DRILLED PIER
PIER TYPE
TYPE AND
AND DOWEL
DOWEL
I.E
EMBED &
I.E B1 == 24"ø
24"ø PIER
PIER xx 10'-0"
10'-0" EMBED
& TYPE
TYPE II DOWELS
DOWELS
2.
ALL T.O PIERS TO HAVE SMOOTH, LEVEL SURFACE UNLESS NOTED OTHERWISE
TYPE
TYPE II
TYPE 5
TYPE 6
#5 @
@ 12"
CENTERED
#5
12" O.C.
O.C. CENTERED
#5 @
@ 12"
CENTERED
#5
12" O.C.
O.C. CENTERED
--
CW2
CW2
8"
8"
#5 @
#5
@ 12"
12" O.C.
O.C. EA
EA FACE
FACE
#5 @
#5
@ 12"
12" O.C.
O.C. EA
EA FACE
FACE
--
CW3
CW3
10"
10"
#5 @
#5
@ 12"
12" O.C.
O.C. EA
EA FACE
FACE
#5 @
#5
@ 12"
12" O.C.
O.C. EA
EA FACE
FACE
--
CW4
CW4
12"
12"
#4 @
#4
@ 12"
12" O.C.
O.C. EA
EA FACE
FACE
--
CW5
12"
#5 @ 12" O.C. CENTERED
-
CW6
CW6
12"
12"
#5 @
#5
@ 10"
10" O.C.
O.C. EA
EA FACE
FACE
#5 @
#5
@ 12"
12" O.C.
O.C. EA
EA FACE
FACE
--
CW7
CW7
15"
15"
#6 @
#6
@ 12"
12" O.C.
O.C. EA
EA FACE
FACE
#6 @
#6
@ 10"
10" O.C.
O.C. INSIDE
INSIDE FACE
FACE
#5 @
#5
@ 12"
12" O.C.
O.C. OUTSIDE
OUTSIDE FACE
FACE
--
CW8
15 1/2"
CW9
CW9
17"
17"
COMMENTS
GB1
15"
(4) #6
(4) #6
#3 @ 16" O.C.
III
(3) #4 SKIN STEEL EA SIDE
GB2
36"
(7) #6
(4) #6
#3 @ 24" O.C.
III
(3) #4 SKIN STEEL EA SIDE
GB3
36"
(5) #6
(5) #6
#4 @ 24" O.C.
III
(3) #4 SKIN STEEL EA SIDE
GB4
36"
(4) #6
(4) #6
#4 @ 8" O.C.
III
(3) #5
#5 SKIN
SKIN STEEL
EA SIDE
SIDE
(3)
STEEL EA
GB5
36"
(8) #6
(9) #7
#5 @ 6" O.C.
III
(3) #4
#4 SKIN
SKIN STEEL
EA SIDE
SIDE
(3)
STEEL EA
CW10
GB6
12"
(3) #6
(12) #5
#4 @ 16" O.C.
II
--
DOWELS @
DOWELS
@ EVERY
EVERY
OTHER D.P.
OTHER
D.P. VERT
VERT
TYPE 33
TYPE
#7
#7 @
@ 10"
10" O.C.
O.C. INSIDE
INSIDE FACE
FACE
#5
#5 @
@ 12"
12" O.C.
O.C. OUTSIDE
OUTSIDE FACE
FACE
#6 @ 10" O.C. INSIDE FACE
#5 @ 12" O.C. OUTSIDE FACE
#6 @ 12" O.C. INSIDE FACE
#5 @ 12" O.C. OUTSIDE FACE
#6
#6 @
@ 12"
12" O.C.
O.C. INSIDE
INSIDE FACE
FACE
#7
#7 @
@ 6"
6" O.C.
O.C. OUTSIDE
OUTSIDE FACE
FACE
#5 @ 12" O.C. EA FACE
-
#6@ 10"
FACE
#6@
10" O.C.
O.C. INSIDE
INSIDE FACE
#5 @
#5
@ 12"
12" O.C.
O.C. OUTSIDE
OUTSIDE FACE
FACE
--
18"
#5 @ 12" O.C. EA FACE
#5 @ 12" O.C. EA FACE
-
CW11
19"
#6 @ 12" O.C. EA FACE
#5 @ 12" O.C. EA FACE
-
CW12
-
-
-
1420 AUSTIN BLUFFS PKWY
COLORADO SPRINGS, CO 80918
ISSUE:
-
05/13/2013
BID PACKAGE 2 100% CONSTRUCTION DOCUMENTS
05/22/2013
05/28/2013
05/31/2013
06/06/2013
06/17/2013
06/28/2013
08/20/2013
ISSUE FOR ADDENDUM 01 - BP 02
ISSUE FOR ADDENDUM 02 - BP 02
ISSUE FOR ADDENDUM 03 - BP 02
ISSUE FOR ADDENDUM 04 - BP 02
ISSUE FOR CONSTRUCTION
ISSUE FOR COB #2 - BP 02
ISSUE FOR COB #4 RFI 013
NOTES:
NOTES:
1. CENTER
CENTER DRILLED
1.
DRILLED PIER
PIER ON
ON PIER
PIER CAP,
CAP, COLUMN,
COLUMN, GRADE
GRADE BEAM,
BEAM, OR
OR FOUNDATION
FOUNDATION
WALL UNLESS NOTED OTHERWISE ON PLAN.
2. INSIDE FACE = INSIDE BUILDING FACE
OUTSIDE FACE
OUTSIDE
FACE == DIRT
DIRT FACE
FACE
DOWELS @ EVERY
OTHER D.P. VERT
DOWELS
DOWELS @
@ EVERY
EVERY
VERT
VERT ~~ MATCH
MATCH D.P.
D.P.
VERT SIZE
DRAWN BY:
AF
CHECKED BY:
JR
APPROVED BY:
BR
SHEET TITLE:
FOUNDATION PLAN
COB #2
(8) #7x7'-0"
DOWELS MATCH PILASTER
DIMENSIONS ~ RE: S-401
S-110
TYPE 7
SHEET
1
2
3
12036.0
PROJECT NO:
TYPE
TYPE 44
2'-6" PROJ
2'-0"
PROJ
2'-0" PROJ
(8) #6x6'-0"
8"
8"
STIRRUPS
A
RE:
RE: P/S-310
P/S-310
CW1
CW1
DRAWING INFORMATION:
(9) #7x7'-0"
(9)
#7x7'-0"
TYPE
TYPE 22
COMMENTS
COMMENTS
STIRRUPS
2'-0" PROJ
PROJ
2'-0"
(3)
(3) #6x6'-0"
#6x6'-0"
6"
6" DIA
DIA CIRC
CIRC
PATTERN
HORIZ
HORIZ REINF
REINF
TOP REINF
2'-0" PROJ
1'-10" PROJ
PROJ
1'-10"
2'-2"
PROJ
2'-2" PROJ
(3)
(3) #6x6'-0"
#6x6'-0"
6"
6" DIA
DIA CIRC
CIRC
PATTERN
VERT
VERT REINF
REINF
BOTTOM REINF
NOTES:
NOTES:
1.
1.
WIDTH
WIDTH
WIDTH
NOTES:
1. CENTER DRILLED PIER ON PIER CAP, COLUMN, GRADE BEAM, OR FOUNDATION
WALL UNLESS NOTED OTHERWISE ON PLAN.
DRILLED PIER DOWEL SCHEDULE
MARK
MARK
MARK
(7) #7x7'-0"
6/27/2013 2:54:17
2:33:18 PM
8/20/2013
C:\Users\alexs.REI\Documents\12036
UCCS_v2013-central_alexs.rvt
C:\Users\alanf\Documents\Revit
& CAD\12036
UCCS_v2013-central_alanf.rvt
B
1/8" = 1'-0"
FOUNDATION PLAN
FOUNDATION
PLAN NOTES:
NOTES:
1. USGS
1.
USGS ELEVATION
ELEVATION 6334.5’=
6334.5’= ARCHITECTURAL
ARCHITECTURAL ELEVATION
ELEVATION 100’-0”
100’-0”
2. SLAB-ON-GRADE SHALL BE 5 INCH THICK NORMAL WEIGHT CONCRETE. REINFORCE
CLASSROOM SLAB-ON-GRADE WITH 6X6/W2.9XW2.9 W.W.F. CENTERED IN MIDDLE
OF
OF SLAB.
SLAB.
3. PLACE
3.
PLACE SLABS-ON-GRADE
SLABS-ON-GRADE ON
ON 15
15 MIL
MIL CLASS
CLASS A
A VAPOR
VAPOR BARRIER.
BARRIER. PLACE
PLACE VAPOR
VAPOR BARRIER
BARRIER
DIRECTLY ON 4” MIN LAYER OF DRY GRANULAR MATERIAL ABOVE PROPERLY COMPACTED
MOISTURE
MOISTURE CONDITIONED
CONDITIONED FILL.
FILL. REFER
REFER TO
TO PROJECT
PROJECT SOILS
SOILS REPORT
REPORT FOR
FOR FURTHER
FURTHER
INFORMATION
INFORMATION ON
ON SUBGRADE
SUBGRADE PREPERATION.
PREPERATION.
4. LOCATE SLAB-ON-GRADE CONTROL AND CONSTRUCTION JOINTS TO CREATE
APPROXIMATELY SQUARE PANELS MEASURING LESS THAN 200 SQUARE FEET IN
AREA.
AREA. LOCATE
LOCATE JOINTS
JOINTS ON
ON COLUMN
COLUMN CENTERLINES
CENTERLINES WHERE
WHERE POSSIBLE.
POSSIBLE. SUBMIT
SUBMIT PROPOSED
PROPOSED
CONTROL
CONTROL AND
AND CONSTRUCTION
CONSTRUCTION JOINT
JOINT PLAN
PLAN FOR
FOR REVIEW
REVIEW AND
AND APPROVAL
APPROVAL TWO
TWO (2)
(2) WEEKS
WEEKS
PRIOR TO CONSTRUCTION.
T.O.C.
5. TOP
ON
5.
TOP OF
OF CONCRETE
CONCRETE SLAB
SLAB ELEVATION
ELEVATION NOTED
NOTED THUS:
THUS:
ONPLAN.
PLAN. REFER
REFERTO
TOPLANS
PLANS
XXX'-X"
XXX'-X"
AND ARCHITECTURAL DRAWINGS FOR AREAS SLOPING TO DRAIN OR DEPRESSED FOR TILE.
6. DRILLED
6.
DRILLED PIER
PIER TYPE
TYPE INDICATED
INDICATED THUS:
THUS:
ON PLAN.
PLAN. RE:
RE: SCHEDULE
SCHEDULE ON
ON THIS
THIS SHEET
SHEET FOR
FOR
X ON
ADDITIONAL
ADDITIONAL INFORMATION.
INFORMATION.
T.O.D.P.
T.O.D.P.
ON
7. TOP OF DRILLED PIER ELEVATION NOTED THUS:
ONPLAN.
PLAN.
XXX'-X"
XXX'-X"
8. CENTER
8.
CENTER DRILLED
DRILLED PIERS
PIERS UNDER
UNDER GRADE
GRADE BEAMS
BEAMS OR
OR COLUMNS
COLUMNS UNLESS
UNLESS DIMENSIONED
DIMENSIONED
OTHERWISE ON PLAN.
9. GRADE BEAM TYPE NOTED THUS: GBX ON PLAN. REFER TO SCHEDULE THIS SHEET
FOR
FOR FURTHER
FURTHER INFORMATION.
INFORMATION.
T.O.G.B.
T.O.G.B.
10. TOP
ON
10.
TOP OF
OF GRADE
GRADE BEAM
BEAM NOTED
NOTED THUS:
THUS:
ON PLAN.
PLAN.
XXX'-X"
XXX'-X"
11. STEP
ON
11.
STEP IN
IN TOP
TOP OF
OF GRADE
GRADE BEAM
BEAM INDICATED
INDICATED THUS:
THUS:
ON PLAN.
PLAN.
12. CONCRETE
12.
CONCRETE WALL
WALL TYPE
TYPE NOTED
NOTED THUS:
THUS: CWX
CWX ON
ON PLAN.
PLAN. REFER
REFER TO
TO CONCRETE
CONCRETE WALL
WALL SCHEDULE
SCHEDULE
THIS SHEET FOR FURTHER INFORMATION.
13. RE: ARCH. FOR LOCATION AND SIZE OF OPENINGS IN METAL STUD WALLS.
14. WX
14.
WX AS
AS SHOWN
SHOWN ON
ON PLAN
PLAN OR
OR ELEVATION
ELEVATION INDICATES
INDICATES LIGHTGAUGE
LIGHTGAUGE STEEL
STEEL STUD
STUD WALL
WALL TYPE.
TYPE.
REFER
REFER TO
TO WALL
WALL SCHEDULE,
SCHEDULE, SHEET
SHEET S-005
S-005 FOR
FOR INFORMATION.
INFORMATION.
15. BP-X AS SHOWN ON PLAN INDICATES STEEL POST BASE PLATE TYPE. REFER TO BASE PLATE
SCHEDULE,
SCHEDULE, SHEET
SHEET S-004
S-004 FOR
FOR INFORMATION.
INFORMATION.
16. REFER
NOTES AND
16.
REFER TO
TO SHEETS
SHEETS S-001
S-001 THROUGH
THROUGH S-005
S-005 FOR
FOR GENERAL
GENERAL NOTES
AND STANDARD
STANDARD DETAILS.
DETAILS.
THESE NOTES AND DETAILS APPLY TO ALL SHEETS.
4
5
6
OF
1
5
4
3
2
6
SLATERPAULL
ARCHITECTS
5.5
4
D.11
3
T
_______
5'-11 3/4"
S-501
CONSULTANT:
12k
6'-9"
HS
BP S7x
-8B 5x3
/8
HSS9x7x3/8
4'-5"
18'-7 1/2"
HS
BP S6x
6x
-2
5/8
HS
BP S8x
8x
-2
1/2
1
HS
BP S8x
8x
-2
1/4
W14x22 (9)
1
T
_______________________
12k
W16x31 (19)
71'-9 1/4"
1/4
6x
x
S6
HS -1C
BP
W12x14 (8)
C.6
K
_______
H
_______
12'-3 1/2"
S-401
W16x31 (11)
12k
7'-0"
12k
D
7'-4 1/2"
W12x14 (8)
43k
7'-0"
21k
11k
15k
W16x31 (15)
12k
32k
S-401
W16x31 (14)
15k
39k
(7)
W18x46
16k
W16x31 (10)
HS
BP S8x
-3B 8x5
/16
10k
10k
W16x31 (10)
10k
10k
W16x31 (10)
(18)
12k 10k
C
W16x31 (10)
2'-0"
14k
3
14k
W16x31 (10)
14k
6
3/1 T
x
x2 OS
~
S5
P
S
P
H
RT _______________________
I
G
S-512
11k
B
_______________________
14k
~
A
_______________________
S-511
~
S-511
3
3
11k
W16x31 (12)
14k
~
12k
W16x31 (15)
11k
B
_______________________
S-511
W16x31 (15)
10k
W14x22 (8)
6
3/1 T
x
x2 OS
~
S5
P
S
P
H
RT _______________________
I
G
S-512
S-511
10k
W16x26 (12)
14k
F
_______________________
1/4
8x
x
S8
HS -1C
BP
14k
COB #2
B
_______________________
~
A
_______________________
S-511
3
~
20'-3 3/4"
W16x31 (14)
114'-0"
W18x35 (17)
11k
12k
A
_______________________
2'-0"
10k
12k
38k
W16x31 (15)
W16x31 (14)
W8x10 (2)
4
12k
W18x35 (18)
12k
W18x35 (18)
W16x31 (15)
12k
10k
25k
10k
2
34k
S-511
~
SIM
T.O.C.
34k
3
W14x22 (8)
13k
W16x31 (16) c=3/4"
21k
15k
W16x31 (14)
12k
5"
W16x31 (15)
13'-0 3/8"
19k
W16x31 (14)
15k
E
S-512
31k
12k
S-512
CONC FILLED PANS
& METAL STAIRS
BY OTHERS
F
~
5"
7 7/8"
W16x31 (14)
15k
FS1
12k
W16x31 (17) c=3/4"
13k
33k
W16x31 (14)
1/2"
11k
W18x35 (15)
5"
S-511
14k
13'-0"
HS
BP S8x
--2 8x3
/8
23k
2
1
FULL LENGTH C15x
DOG LEG STRINGERS
~ EA END
~
U
_______________________
28k
5"
W16x31 (13)
HS
S5
x5
x1
/4
COB #2
S-512
19k
S-511
13k
W16x31 (15)
13k
13k
11k
5"
5"
HSS9x5x3/8
R
_______________________
W8x10
W16x31 (26)
23k
M
_______________________
17k
6'-6 1/2"
15k
W16x31 (14)
17k
9"
S
_______________________
S-512
W16x31 (17) c=3/4"
16k
6'-6 1/2"
W16x31 (20)
14k
W18x35 (12)
W12x14 (8)
2
14k
5"
1'-2"
32k
S-401
W16x31 (14)
S-512
HS
S5
x5
x1
/4
1'-2"
G
S
_______________________
H
_______________________
12k
1
1801 Broadway, Suite 250
Denver, CO 80202
(303) 575-9510
W16x31 (21)
HS
BP S10
-3C x6
x1
/2
S-511
31k
W18x35 (15)
W12x14 (8)
W16x31 (14)
12k
W16x26 (14)
20'-3 3/4"
13k
W16x31 (15)
A
_______________________
B
A
12k
~
S-511
B.7
3/8
8x --2
x
S8 BP
HS
S-511
31k
16k
13k
23k
L6x6x3/8
KICKER
27k
L
_______________________
/16 W18x35 (18)
x5
8
x
S8
HS
6)
W24x68 (1
W8x10 (6)
17k
9'-3 3/16"
W18x35 (18)
4'-1 3/16"
W18x35 (18)
16k
1'-2" 4'-0"
W21x
44 (2
0)
S-511
W8x10 (6)
V
_______________________
L
_______
W8x10
HS
S8
x8
x3
BP /8
-2
C
_______________________
1/4
5x
x
S5
HS
1'-3 15/16"
15k
25k
10'-4 13/16"
71'-9 1/4"
W18x35 (18)
2
W14x22 (12)
HS
S-501
S3
-1
/2x
3-1
/2x
3/8
11k
S-511
/8
x3
2
/
3-1 W16x31 (15)
/2x
1
3SS
W8x10 (11)
K
_______________________
K
_______________________
+
W16x31 (15)
H
_______________________
2'-4"x18"D CONC BEAM
W/ (3) #6 BOTTOM, (2) #6
TOP & #4 TIES @ 8" O.C.
6" STRUCTURAL
CONCRETE SLAB
HS
BP S8x
-3B 8x3
/8
1
W14x22 (12) 22k
12k
G
_______________________
W12x14 (8)
W16x26 (13)
H
SIM
C
HS
BP S6x
-5A 6x1
/4
12k
S-501
C.5
8'-10"
1
S-511
25k
W8x10 (6)
W8x10 (6)
10k
W14x
22 (8
)
10k
11k
3
14k
13'-4 1/2"
113'-0"
J
_______________________
/4
x1
5
x
S5
HS
S-401
15k
26k
D
Q
_______
10k
W16x26 (13)
CONC FILLED PANS
& METAL STAIRS
BY OTHERS
W8x10 (6)
W16x26 (19)
W14x22 (11)
12k
B
A
PROJECT:
~
UCCS - ACADEMIC
OFFICE BUILDING
S-511
S-513
3
17.00°
P 303.607.0977
www.slaterpaull.com
1'-2"
T.O.C.
S-511
W14x22 (9)
FULL LENGTH C15x
DOG LEG STRINGERS
~ EA END
E
_______________________
W16x31 (20)
S-501
W21x44 (16)
H
_______________________
S-501
HS
BP S6x
-8A 6x3
/8
G
_______________________
COB #2
34k
HS
BP S8x
8x
-2
1/2
4'-5"
7'-7 3/16"
D
3'-5 1/4"
2'-4"
W8x10 (6)
K
_______________________
1
W14x22 (11)
10k
10'-11 1/2"
S-401
13k
114'-0"
S-511
HS
S9
x7
x
BP 1/2
-7A
11'-0 5/16"
E
D.9
D.6
D.4
1331 Nineteenth Street
Denver, CO. 80202
1
N
_______
D
_______________________
HS
S9
x7
x
BP 1/2
-6A
19'-4"
/4
x1 B
x6
4
S6 BPHS
6'-9"
30'-2 3/4"
S-511
F
1.3
REI | STRUCTURAL
HS
S6
x6
x
3
BP 1/4
HS -4B
S6
x6
COB #2
x
BP 3/8
-6B
6" CONC SLAB
ON VOID
T.O.C.
W14x22 (10)
S-511
2
T.O.G.B.
113'-6"
GB6
3/8
6x 3B
x
S6 BPHS
N
_______________________
2.3
M
_______________________
#4 @ 12" O.C.
C
23'-5 1/2"
9"
17.00°
21'-10 11/16"
HS
S6
x6
x
BP 1/4
-3B
#4 @ 10" O.C.
G
2.5
137'-5 15/16"
22k
S-401
1'-2 5/8"
E
6
4.8
5"
D.10
5
21'-10 11/16"
29'-5 1/4"
30'-2 3/4"
19'-4"
10'-11 1/2"
3'-5 1/4"
13'-4 1/2"
8'-10"
137'-5 15/16"
COLORADO SPRINGS, CO 80918
6
5.5
5
4
3
2.5
2.3
2
1.3
1
OWNER:
UNIVERSITY OF
COLORADO COLORADO SPRINGS
SECOND FLOOR FRAMING PLAN
N
1/8" = 1'-0"
FLOOR PLAN NOTES:
1. TOP OF CONCRETE SLAB ELEVATION = 114'-0" UNLESS NOTED THUS: (XXX'-XX") ON PLAN.
2. STRUCTURAL SLAB SHALL BE 5 INCH THICK (INCLUDING METAL DECK) MINIMUM NORMAL
WEIGHT CONCRETE.
3. REINFORCE SLAB WITH 6x6/W2.1xW2.1 W.W.F. CENTERED IN MIDDLE OF SLAB ABOVE
METAL DECK FLUTES.
4. SET SCREEDS 5 INCHES (MINIMUM) ABOVE TOP OF STEEL BEAM PROFILE.
5. DIRECTION OF METAL FLOOR DECK SPAN NOTED THUS:
ON PLAN.
6.
B
7.
8.
9.
10.
11.
13.
14.
TYPE II
TYPE I
(2) LAYERS WHERE
NOTED
TYPE III
1420 AUSTIN BLUFFS PKWY
COLORADO SPRINGS, CO 80918
CONCRETE GRADE BEAM SCHEDULE
ISSUE:
MARK
WIDTH
BOTTOM REINF
TOP REINF
STIRRUPS
STIRRUPS
COMMENTS
GB1
15"
(4) #6
(4) #6
#3 @ 16" O.C.
III
(3) #4 SKIN STEEL EA SIDE
GB2
36"
(7) #6
(4) #6
#3 @ 24" O.C.
III
(3) #4 SKIN STEEL EA SIDE
GB3
36"
(5) #6
(5) #6
#4 @ 24" O.C.
III
(3) #4 SKIN STEEL EA SIDE
GB4
36"
(4) #6
(4) #6
#4 @ 8" O.C.
III
(3) #5 SKIN STEEL EA SIDE
GB5
36"
(8) #6
(9) #7
#5 @ 6" O.C.
III
(3) #4 SKIN STEEL EA SIDE
GB6
12"
(3) #6
(12) #5
#4 @ 16" O.C.
II
-
05/13/2013
BID PACKAGE 2 100% CONSTRUCTION DOCUMENTS
05/22/2013
05/28/2013
05/31/2013
06/06/2013
06/17/2013
06/28/2013
ISSUE FOR ADDENDUM 01 - BP 02
ISSUE FOR ADDENDUM 02 - BP 02
ISSUE FOR ADDENDUM 03 - BP 02
ISSUE FOR ADDENDUM 04 - BP 02
ISSUE FOR CONSTRUCTION
ISSUE FOR COB #2 - BP 02
NOTES:
1. CENTER DRILLED PIER ON PIER CAP, COLUMN, GRADE BEAM, OR FOUNDATION
WALL UNLESS NOTED OTHERWISE ON PLAN.
DRAWING INFORMATION:
12036.0
PROJECT NO:
DRAWN BY:
AF
CHECKED BY:
JR
APPROVED BY:
BR
SHEET TITLE:
SECOND FLOOR
FRAMING PLAN
A
6/27/2013 2:28:42 PM
C:\Users\alexs.REI\Documents\12036 UCCS_v2013-central_alexs.rvt
12.
COMPOSITE METAL FLOOR DECK SHALL BE 1 1/2 INCH DEEP 20 GAUGE GALVANIZED STEEL
WITH A MINIMUM YEILD STRESS OF 33 KSI. MINIMUM DECK SECTION PROPERTIES ARE AS FOLLOWS:
A. I POS
= 0.195 IN^4 /FT
B. I NEG
= 0.222 IN^4 /FT
C. S POS = 0.231 IN^3 /FT
D. S NEG = 0.240 IN^3 /FT
TOP OF STEEL BEAM ELEVATION = 113'-7" UNLESS NOTES THUS: (XXX'-XX") ON PLAN.
SHOP INDUCED MIDSPAN CAMBER FOR BEAMS NOTED THUS: c=XX" ON PLAN. FABRICATE BEAMS
SUCH THAT ROLLING OR SHOP INDUCED CAMBER IS UPWARD AFTER ERECTION.
ALL BEAM ARE A992, GRADE 50.
BEAMS WITH [XX] DESIGNATION ARE COMPOSITE, WHERE XX INDICATES THE NUMBER OF SHEAR
CONNECTORS REQUIRED. RE: COMPOSITE BEAM CONSTRUCTION DETAILS FOR TYPICAL SHEAR
CONNECTOR LAYOUT AND SPACING.
REQUIRED BEAM CONNECTION CAPACITY NOTED THUS:
A. V = XX K WHERE V IS VERTICAL REACTION IN KIPS
B. H = XX K WHERE H IS HORIZONTAL REACTION IN KIPS
C. M = XX KF WHERE M IS MOMENT REACTION IN KIPS
D. PROVIDE CONNECTION CAPACITY AT EACH END OF BEAM WHERE ONLY ONE SET OF SYMBOLS
ARE INDICATED.
E. RE: GENERAL NOTES ON SHEET S-001 FOR CONNECTION REQUIREMENTS FOR BEAMS
WITHOUT SPECIAL DESIGNATIONS.
F. MINIMUM BEAM REACTION = 8K. REACTIONS LESS THAN 8K ARE NOT NOTED ON PLAN.
G. WHERE REACTIONS ARE NOTED THUS "XXK (SC)", PROVIDE A325 SLIP CRITICAL BOLTS
AT CONNECTION.
THE STRUCTURAL FLOOR SYSTEM HAS BEEN DESIGNED TO LIMIT FLOOR VIBRATION CAUSED
BY WALKING EXCITATION TO A STANDARD LEVEL OF PERCEPTABILITY PER RECOMMENDED DESIGN
CRITERIA CONTAINED IN AISC DESIGN GUIDE 11.
DRIFT LIMITS FOR SERVICE LEVELS LOADS:
A. TOTAL BUILDING DRIFT: H/500
B. INTERSTORY DRIFT: H/400
REFER TO SHEET S-001 FOR GENERAL NOTES AND SHEETS S-002 THROUGH S-005 FOR STANDARD
DETAILS. STANDARD DETAILS APPLY TO PROJECT BUT MAY NOT BE CUT ON PLAN.
SKIN STEEL
AS REQ'D
S-111
SHEET
1
2
3
4
5
6
OF
1
5
4
3
2
6
SLATERPAULL
ARCHITECTS
8'-10"
CONSULTANT:
10k
12k
W16x31 (14)
12k
14k
12k
W16x31 (15)
12k
36k
(7)
W18x46
15k
(18)
W16x31 (10)
12k 10k
10k
3
12k
10k
14k
W16x31 (10)
14k
10k
W16x31 (15)
12k
W16x31 (15)
10k
W16x31 (12)
13k
10k
~
A
_______________________
B
_______________________
P
_______________________
S-511
S-511
S-512
~
~
S-512
3
W16x31 (10)
10k
10k
W16x31 (10)
10k
W16x26 (12)
14k
W8x10 (2)
S-511
3
P
_______________________
HS
S
GI 5x2
RT x3
PO /16
ST
A
_______________________
HS
S
GI 5x2
RT x3
PO /16
ST
W14x22 (8)
10k
B
_______________________
~
A
_______________________
S-511
3
21'-10 11/16"
29'-5 1/4"
30'-2 3/4"
19'-4"
10'-11 1/2"
3'-5 1/4"
A
_______________________
~
B
A
PROJECT:
~
UCCS - ACADEMIC
OFFICE BUILDING
S-511
S-513
3
17.00°
~
14k
S-511
W16x26 (13)
W16x31 (14)
128'-0"
22k
2'-0"
14k
10k
12k
W18x35 (17)
W16x31 (10)
14k
10k
12k
A
_______________________
38k
W16x31 (15)
W16x31 (14)
W18x35 (18)
10k
12k
34k
12k
4
25k
S-511
~
W16x31 (15)
12k
W18x35 (18)
3
34k
W16x26 (14)
20'-3 3/4"
T.O.C.
B
A
C
22k
W16x31 (14)
14k
31k
14k
29k
7'-0"
30k
W16x31 (14)
14k
FS1
11k
71'-9 1/4"
7'-4 1/2"
W16x31 (11)
21k
C.6
12'-3 1/2"
11k
11k
20'-3 3/4"
19k
W16x31 (19)
10k
7'-0"
W16x31 (16) c=3/4"
19k
W16x31 (21)
17k
W18x40 (16)
6'-0 7/8"
10k
W12x14 (8)
W14x22 (7)
12k
2
D
W18x40 (20)
W14x22 (8)
W16x31 (13)
W18x35 (26)
9 3/8"
W14x22 (10)
27k
W12x14 (8)
W8x10
26k
4'-5"
S-513
1'-3 13/16"
D
_______________________
14k
W16x31 (15)
12k
~
HS
S6
x6
x1
/4
2
2
W16x31 (17) c=3/4"
12k
HSS18x6x5/16
1'-7 1/2"
32k
12k
2
CONC FILLED PANS
& METAL STAIRS
BY OTHERS
W14x22 (9)
W16x31 (15)
12k
19k
5"
12k
W16x31 (17) c=3/4"
E
FULL LENGTH C15x
DOG LEG STRINGERS
~ EA END
38k
W16x31 (26)
20k
W16x31 (20)
13k
27k
W16x31 (14)
16k
F
18'-7 1/2"
18k
W18x35 (17)
2
6'-9"
HSS10x5x1/4
32k
S-511
S-513
10"
HS
S5
x5
x1
/4
~
A
_______________________
HS
S5
x5
x1
/4
W12x14 (4)
~
W12x14 (4)
1'-2"
W16x26 (6)
26k
19k
30k
11k
A
_______________________
S-513
14k
6'-5"
W16x31 (14)
17k
30k
11k
S-511
~
3
G
H
_______________________
2'-0"
S-511
40k
W16x26 (22)
11k
W16x31 (15)
A
_______________________
C
35k
2
W16x31 (14)
S-511
W8x10 (6)
23k
6)
W24x68 (1
13k
W16x26 (12)
L
_______________________
B.7
W12x14 (8)
12k
W18x35 (15)
W18x35 (15)
12k
L6x6x3/8
KICKER
30k
HS
S8
x8
x1
/4
10k
12k
14k
W16x31 (14)
W18x35 (12)
W12x19 (9)
13k
W18x35 (17)
12k
C
W8x10 (8)
51k
W21x
44 (2
0)
9'-3 3/16"
W18x35 (17)
13k
W12x14 (8)
11k
10k
C.5
13k
B
_______________________
14k
22k
11k
W16x31 (15)
3
A
_______________________
W16x31 (14)
W14x22 (9)
13k
3
W8x10 (6)
25k
W18x
35 (1
0)
W18x35 (15)
W18x35 (20)
7'-7 3/16"
10'-4 13/16"
71'-9 1/4"
12k
W12x14 (9)
W14x22 (11)
13k
17k
3
~
HSS7x3x3/16 TOP & BOT
FOR GIRT ACTION
3
3/8
/2x
3-1
/2x
-1
S3
HS
D
S-511
W16x31 (15)
3/8
/2x
3-1
/2x
-1
S3
HS
D
M
_______________________
13k
2
2
S-513
3 5/8"
3
W16x26
E
_______________________
W14x22 (10)
W8x10 (6)
W8x10 (7)
W8x10 (7)
10k
CONC FILLED PANS
& METAL STAIRS
BY OTHERS
2
S-513
13'-4 1/2"
P 303.607.0977
www.slaterpaull.com
1801 Broadway, Suite 250
Denver, CO 80202
(303) 575-9510
S-512
14k
S-511
D
_______________________
17k
11'-0 5/16"
Q
_______________________
W18x
40 (1
9)
W8x10 (7)
E
D.9
D.6
D.4
W14x22 (13)
W8x10 (6)
4'-5"
F
FULL LENGTH C15x
DOG LEG STRINGERS
~ EA END
S-511
W8x10
12'-3
1/2"
1331 Nineteenth Street
Denver, CO. 80202
1
REI | STRUCTURAL
W8x10
T
_______________________
3'-5 1/4"
1'-2"
6'-9"
W8x10 (6)
10'-11 1/2"
1.3
F
_______________________
HSS18x6x5/16
W16x
26
16k
S-512
19'-4"
2
W16x26
21k
W16x
26 (1
0)
28k
1'-10
5/8"
2.3
5'-1 7
/16"
3'-10
1/2"
3'-11
1.5 B
"
20 DE
CK
W8x1
0 INF
ILL B
EAM
S (T.O
.S. =
127'5")
18k
E
_______________________
S-512
W12x14
W16x26 (127'-5")
12k
W14x
S-512
22 (1
9)
W12x19 (15)
B
_______________________
G
C
_______________________
5'-3 3
/8"
W14x22 (12)
3/8"
W16x
26 (
127'5")
10k
W14x
22 (3
)
S-512
30'-2 3/4"
3'-1 5
/8"
5'-0 5
W16x
/8"
45 (
127'5")
A
_______________________
6'-11
PLUMBING LINES
FROM INTERNAL
GUTTER
1
S-521
2.5
16"
W18x35 (20)
S-512
46'-4
9/
W14x22 (12)
M
_______________________
@ 5'0"
3
HS
S5
x5
x1
/4
W16x26
(4) S
P
4
D.11
W8x10 (11)
/2"
1
4.8
HS
S5
x5
x1
/4
3'-6"
D
_______________________
L3x3x1/4
17.00°
6
5
2'-3 1
4'-10
1/8"
7'-5 3
/8"
E
2'-11
7/8"
W8x10 (8)
D.10
HSS4
(127'- x4x1/4
5")
17k
5.5
3
13'-4 1/2"
8'-10"
137'-5 15/16"
COLORADO SPRINGS, CO 80918
6
5.5
5
4
3
2.5
2.3
2
1.3
1
OWNER:
UNIVERSITY OF
COLORADO COLORADO SPRINGS
THIRD FLOOR FRAMING PLAN
N
1/8" = 1'-0"
FLOOR PLAN NOTES:
1. TOP OF CONCRETE SLAB ELEVATION = 128'-0" UNLESS NOTED THUS: (XXX'-XX") ON PLAN.
2. STRUCTURAL SLAB SHALL BE 5 INCH THICK (INCLUDING METAL DECK) MINIMUM NORMAL
WEIGHT CONCRETE.
3. REINFORCE SLAB WITH 6x6/W2.1xW2.1 W.W.F. CENTERED IN MIDDLE OF SLAB ABOVE
METAL DECK FLUTES.
4. SET SCREEDS 5 INCHES (MINIMUM) ABOVE TOP OF STEEL BEAM PROFILE.
5. DIRECTION OF METAL FLOOR DECK SPAN NOTED THUS:
ON PLAN.
6.
B
7.
8.
9.
10.
11.
13.
14.
COMPOSITE METAL FLOOR DECK SHALL BE 1 1/2 INCH DEEP 20 GAUGE GALVANIZED STEEL
WITH A MINIMUM YEILD STRESS OF 33 KSI. MINIMUM DECK SECTION PROPERTIES ARE AS FOLLOWS:
A. I POS = 0.195 IN^4 /FT
B. I NEG = 0.222 IN^4 /FT
C. S POS = 0.231 IN^3 /FT
D. S NEG = 0.240 IN^3 /FT
TOP OF STEEL BEAM ELEVATION = 127'-7" UNLESS NOTES THUS: (XXX'-XX") ON PLAN.
SHOP INDUCED MIDSPAN CAMBER FOR BEAMS NOTED THUS: c=XX" ON PLAN. FABRICATE BEAMS
SUCH THAT ROLLING OR SHOP INDUCED CAMBER IS UPWARD AFTER ERECTION.
ALL BEAM ARE A992, GRADE 50.
BEAMS WITH [XX] DESIGNATION ARE COMPOSITE, WHERE XX INDICATES THE NUMBER OF SHEAR
CONNECTORS REQUIRED. RE: COMPOSITE BEAM CONSTRUCTION DETAILS FOR TYPICAL SHEAR
CONNECTOR LAYOUT AND SPACING.
REQUIRED BEAM CONNECTION CAPACITY NOTED THUS:
A. V = XX K WHERE V IS VERTICAL REACTION IN KIPS
B. H = XX K WHERE H IS HORIZONTAL REACTION IN KIPS
C. M = XX KF WHERE M IS MOMENT REACTION IN KIPS
D. PROVIDE CONNECTION CAPACITY AT EACH END OF BEAM WHERE ONLY ONE SET OF SYMBOLS
ARE INDICATED.
E. RE: GENERAL NOTES ON SHEET S-001 FOR CONNECTION REQUIREMENTS FOR BEAMS
WITHOUT SPECIAL DESIGNATIONS.
F. MINIMUM BEAM REACTION = 8K. REACTIONS LESS THAN 8K ARE NOT NOTED ON PLAN.
G. WHERE REACTIONS ARE NOTED THUS "XXK (SC)", PROVIDE A325 SLIP CRITICAL BOLTS
AT CONNECTION.
THE STRUCTURAL FLOOR SYSTEM HAS BEEN DESIGNED TO LIMIT FLOOR VIBRATION CAUSED
BY WALKING EXCITATION TO A STANDARD LEVEL OF PERCEPTABILITY PER RECOMMENDED DESIGN
CRITERIA CONTAINED IN AISC DESIGN GUIDE 11.
DRIFT LIMITS FOR SERVICE LEVELS LOADS:
A. TOTAL BUILDING DRIFT: H/500
B. INTERSTORY DRIFT: H/400
REFER TO SHEET S-001 FOR GENERAL NOTES AND SHEETS S-002 THROUGH S-005 FOR STANDARD
DETAILS. STANDARD DETAILS APPLY TO PROJECT BUT MAY NOT BE CUT ON PLAN.
ISSUE:
05/13/2013
BID PACKAGE 2 100% CONSTRUCTION DOCUMENTS
05/22/2013
05/28/2013
05/31/2013
06/06/2013
06/17/2013
ISSUE FOR ADDENDUM 01 - BP 02
ISSUE FOR ADDENDUM 02 - BP 02
ISSUE FOR ADDENDUM 03 - BP 02
ISSUE FOR ADDENDUM 04 - BP 02
ISSUE FOR CONSTRUCTION
DRAWING INFORMATION:
12036.0
PROJECT NO:
DRAWN BY:
AF
CHECKED BY:
JR
APPROVED BY:
BR
SHEET TITLE:
THIRD FLOOR
FRAMING PLAN
A
6/12/2013 4:16:58 PM
C:\Users\alexs.REI\Documents\12036 UCCS_v2013-central_alexs.rvt
12.
1420 AUSTIN BLUFFS PKWY
COLORADO SPRINGS, CO 80918
S-112
SHEET
1
2
3
4
5
6
OF
1
5
4
3
2
6
SLATERPAULL
ARCHITECTS
5.5
D.10
5
6
4.8
4
D.11
3
E
2.5
2.3
2
1.3
1331 Nineteenth Street
Denver, CO. 80202
1
P 303.607.0977
www.slaterpaull.com
137'-5 15/16"
21'-10 11/16"
5'-11 3/4"
23'-5 1/2"
30'-2 3/4"
19'-4"
10'-11 1/2"
3'-5 1/4"
13'-4 1/2"
8'-10"
CONSULTANT:
L
_______________________
S-512
REI | STRUCTURAL
HS
S6
x6
x1
W14x /4
22
W16x31 (14)
14k
FS1
31k
14k
12k
W16x31 (15)
12k
W16x31 (14)
10k
14k
W16x31 (10)
14k
14k
10k
W16x31 (15)
12k
W16x31 (15)
10k
W16x31 (12)
13k
10k
3
3
P
_______________________
B
_______________________
~
~
A
_______________________
S-511
S-512
~
P
_______________________
S-511
3
~
S-512
3
6'-9"
4'-5"
10k
W16x31 (10)
10k
10k
W16x31 (10)
10k
W16x26 (12)
14k
W8x10 (2)
S-511
~
HS
S
GI 5x2
RT x3
PO /16
ST
A
_______________________
HS
S
GI 5x2
RT x3
PO /16
ST
W14x22 (8)
B
_______________________
~
A
_______________________
S-511
3
29'-5 1/4"
30'-2 3/4"
19'-4"
10'-11 1/2"
3'-5 1/4"
~
14k
A
_______________________
S-511
71'-9 1/4"
~
B
A
PROJECT:
~
UCCS - ACADEMIC
OFFICE BUILDING
S-511
S-513
3
12'-3 1/2"
3
22k
HS
S6
x6
x1
/4
2'-0"
10k
10k
142'-0"
12k
7'-4 1/2"
HS
S6
x6
x3
/16
10k
W16x26 (13)
W16x31 (10)
12k
W18x35 (17)
W16x31 (15)
W16x31 (14)
38k
HS
S6
x6
x3
/8
10k
21'-10 11/16"
18'-7 1/2"
W16x31 (10)
C.6
C
A
_______________________
HS
S6
x6
x1
/4
4
12k
W18x35 (18)
12k
W18x35 (18)
W16x31 (15)
12k
14k
17.00°
15k
(18)
12k 10k
10k
10k
HS
S6
x6
x1
/4
W16x31 (11)
W18x46
36k
(7)
W14x22 (7)
11k
20'-3 3/4"
W16x31 (14)
7'-0"
30k
HS
S8
x8
x1
/4
14k
11k
W16x31 (19)
22k
19k
W12x14 (8)
W14x22 (10)
W16x31 (16) c=3/4"
19k
W16x31 (21)
7'-0"
2
HS
S8
x8
x5
/16
29k
17k
W18x40 (16)
W18x35 (26)
HS
S7
x5
x1
/4
HS
S6
x6
x
HS 1/4
S6
x6
x3
/8
1/2"
W12x14 (4)
W8x10
12k
10k
W16x31 (14)
12k
D
W18x40 (20)
2'-0"
12k
15k
2
W14x22 (8)
21k
14k
2
CONC FILLED PANS
& METAL STAIRS
BY OTHERS
HSS18x6x5/16
W16x31 (20)
26k
W8x10
W14x22 (9)
14k
21k
14k
W16x31 (15)
12k
34k
HS
S6
x6
x1
/4
S-511
~
W16x31 (17) c=3/4"
12k
F
E
FULL LENGTH C15x
DOG LEG STRINGERS
~ EA END
T.O.C.
HS
25k
S6
x6
x3
/16
A
_______________________
12k
W16x31 (13)
34k
HS
S6
x6
x1
/4
3
19k
W16x31 (15)
12k
G
HS
S6
x6
x3
/8
12k
W16x31 (17) c=3/4"
16k
S-513
W12x14 (8)
W16x31 (26)
14k
12k
1
18k
W18x35 (17)
HS
S
20k 6x6
x3
/8
13k
11k
W16x31 (15)
W12x14 (4)
19k
30k
W16x31 (14)
S-511
38k
W16x31 (14)
14k
11k
S-513
H
_______________________
HSS10x5x1/4
W14x22 (9)
13k
HS
12k
S8
x8
x1
/4
W16x31 (14)
~
A
_______________________
2
W16x31 (14)
W8x10 (6)
2
~
W16x26 (6)
17k
3
A
_______________________
HS
S6
x6
x1
/4
S-511
26k
S-511
~
27k
HS
S6
x6
x3
/8
HS
S6
x6
x1
/2
40k
B
_______________________
14k
HS
S6
x6
x3
/8
W14x22 (12)
W8x10 (8)
35k
A
_______________________
W16x31 (14)
20k
W12x14 (8)
3
30k
23k
17k
28k
HS
S6
x6
x1
/4
W8x10 (11)
W12x14 (8)
3
~
W16x26 (12)
11k
~
W18x35 (20)
13k
3
W18x35 (12)
W8x10 (6)
30k
W18x35 (15)
12k
HS
S8
x8
x1
/4
11k
W16x26 (14)
20'-3 3/4"
3
W12x19 (9)
6)
W24x68 (1
S-511
B.7
W8x10 (6)
12k
L
_______________________
W18x35 (18)
3
/8
x3
x6
S6
HS
30k
L6x6x3/8
KICKER
C
12k
W16x31 (15)
11k
14k
W18x35 (18)
12k
13k
W14x22 (12)
W18x35 (18)
W16x31 (15)
3
HS
S8
x8
x3
/8
14k
W18x35 (25)
W18x35 (18)
S-513
3 5/8"
91k
HS
S6
x6
x3
/8
12k
HS
S5
x5
x1
/4
HSS9x5x3/8
W24x55 (128)
W14x22 (16)
W14x22 (10)
12k
13k
10k
C
50k
30k
HS
S6
x6
x3
/8
27k
W21x
44 (2
0)
W16x26 (13)
12k
2
HS
S5
x5
x1
/4
W21x
44 (2
6)
4'-5"
11'-0 5/16"
7'-7 3/16"
10'-4 13/16"
2
/8
x3
x6
S6
HS
9'-3 3/16"
11k
FULL LENGTH C15x
DOG LEG STRINGERS
~ EA END
E
_______________________
3/8
/2x
3-1
/2x
-1
S3
HS
W16x26 (13)
14k
C.5
B
A
W8x10 (6)
10k
3/8
/2x
3-1
/2x
-1
S3
HS
D
71'-9 1/4"
W14x22 (11)
S-513
CONC FILLED PANS
& METAL STAIRS
BY OTHERS
2
13k
10k
D
W8x10 (6)
~
/4
x1
x5
S5
HS
W14x22 (11)
13k
6'-9"
S-512
H
_______________________
/4
x1
x5
S5
HS
K
_______________________
/4
x1
x6
S6
HS
E
D.9
D.6
D.4
W8x10 (6)
HSS18x6x5/16
/4
x1
x6
S6
HS
W14x22 (10)
W8x10
W12x
14
29k
W8x10 (6)
HS
S6
x6
x1
/4
35k
11k
W14x22 (10)
G
F
1801 Broadway, Suite 250
Denver, CO 80202
(303) 575-9510
W21x
44 (2
1)
50k
17.00°
33k
3
13'-4 1/2"
8'-10"
137'-5 15/16"
COLORADO SPRINGS, CO 80918
6
5.5
5
4
3
2.5
2.3
2
1.3
1
OWNER:
UNIVERSITY OF
COLORADO COLORADO SPRINGS
FOURTH FLOOR FRAMING PLAN
N
1/8" = 1'-0"
FLOOR PLAN NOTES:
1. TOP OF CONCRETE SLAB ELEVATION = 142'-0" UNLESS NOTED THUS: (XXX'-XX") ON PLAN.
2. STRUCTURAL SLAB SHALL BE 5 INCH THICK (INCLUDING METAL DECK) MINIMUM NORMAL
WEIGHT CONCRETE.
3. REINFORCE SLAB WITH 6x6/W2.1xW2.1 W.W.F. CENTERED IN MIDDLE OF SLAB ABOVE
METAL DECK FLUTES.
4. SET SCREEDS 5 INCHES (MINIMUM) ABOVE TOP OF STEEL BEAM PROFILE.
5. DIRECTION OF METAL FLOOR DECK SPAN NOTED THUS:
ON PLAN.
6.
B
7.
8.
9.
10.
11.
13.
14.
COMPOSITE METAL FLOOR DECK SHALL BE 1 1/2 INCH DEEP 20 GAUGE GALVANIZED STEEL
WITH A MINIMUM YEILD STRESS OF 33 KSI. MINIMUM DECK SECTION PROPERTIES ARE AS FOLLOWS:
A. I POS = 0.195 IN^4 /FT
B. I NEG = 0.222 IN^4 /FT
C. S POS = 0.231 IN^3 /FT
D. S NEG = 0.240 IN^3 /FT
TOP OF STEEL BEAM ELEVATION = 141'-7" UNLESS NOTES THUS: (XXX'-XX") ON PLAN.
SHOP INDUCED MIDSPAN CAMBER FOR BEAMS NOTED THUS: c=XX" ON PLAN. FABRICATE BEAMS
SUCH THAT ROLLING OR SHOP INDUCED CAMBER IS UPWARD AFTER ERECTION.
ALL BEAM ARE A992, GRADE 50.
BEAMS WITH [XX] DESIGNATION ARE COMPOSITE, WHERE XX INDICATES THE NUMBER OF SHEAR
CONNECTORS REQUIRED. RE: COMPOSITE BEAM CONSTRUCTION DETAILS FOR TYPICAL SHEAR
CONNECTOR LAYOUT AND SPACING.
REQUIRED BEAM CONNECTION CAPACITY NOTED THUS:
A. V = XX K WHERE V IS VERTICAL REACTION IN KIPS
B. H = XX K WHERE H IS HORIZONTAL REACTION IN KIPS
C. M = XX KF WHERE M IS MOMENT REACTION IN KIPS
D. PROVIDE CONNECTION CAPACITY AT EACH END OF BEAM WHERE ONLY ONE SET OF SYMBOLS
ARE INDICATED.
E. RE: GENERAL NOTES ON SHEET S-001 FOR CONNECTION REQUIREMENTS FOR BEAMS
WITHOUT SPECIAL DESIGNATIONS.
F. MINIMUM BEAM REACTION = 8K. REACTIONS LESS THAN 8K ARE NOT NOTED ON PLAN.
G. WHERE REACTIONS ARE NOTED THUS "XXK (SC)", PROVIDE A325 SLIP CRITICAL BOLTS
AT CONNECTION.
THE STRUCTURAL FLOOR SYSTEM HAS BEEN DESIGNED TO LIMIT FLOOR VIBRATION CAUSED
BY WALKING EXCITATION TO A STANDARD LEVEL OF PERCEPTABILITY PER RECOMMENDED DESIGN
CRITERIA CONTAINED IN AISC DESIGN GUIDE 11.
DRIFT LIMITS FOR SERVICE LEVELS LOADS:
A. TOTAL BUILDING DRIFT: H/500
B. INTERSTORY DRIFT: H/400
REFER TO SHEET S-001 FOR GENERAL NOTES AND SHEETS S-002 THROUGH S-005 FOR STANDARD
DETAILS. STANDARD DETAILS APPLY TO PROJECT BUT MAY NOT BE CUT ON PLAN.
ISSUE:
05/13/2013
BID PACKAGE 2 100% CONSTRUCTION DOCUMENTS
05/22/2013
05/28/2013
05/31/2013
06/06/2013
06/17/2013
ISSUE FOR ADDENDUM 01 - BP 02
ISSUE FOR ADDENDUM 02 - BP 02
ISSUE FOR ADDENDUM 03 - BP 02
ISSUE FOR ADDENDUM 04 - BP 02
ISSUE FOR CONSTRUCTION
DRAWING INFORMATION:
12036.0
PROJECT NO:
DRAWN BY:
AF
CHECKED BY:
JR
APPROVED BY:
BR
SHEET TITLE:
FOURTH FLOOR
FRAMING PLAN
A
6/12/2013 4:16:59 PM
C:\Users\alexs.REI\Documents\12036 UCCS_v2013-central_alexs.rvt
12.
1420 AUSTIN BLUFFS PKWY
COLORADO SPRINGS, CO 80918
S-113
SHEET
1
2
3
4
5
6
OF
1
5
4
3
2
6
SLATERPAULL
ARCHITECTS
5.5
D.10
5
6
4.8
4
D.11
3
E
2.5
2.3
2
1.3
1331 Nineteenth Street
Denver, CO. 80202
1
P 303.607.0977
www.slaterpaull.com
137'-5 15/16"
B
_______________________
21'-10 11/16"
5'-11 3/4"
23'-5 1/2"
30'-2 3/4"
19'-4"
10'-11 1/2"
3'-5 1/4"
13'-4 1/2"
8'-10"
CONSULTANT:
S-513
C
_______________________
S-513
W12x
14 (7
)
W12x
14
6'-9"
W16x31 (14)
13k
15k
13k
W16x31 (14)
13k
29k
W16x31 (14)
15k
37k
(7)
W18x46
13k 11k
16k
(18)
26k
13k
7'-0"
14k
37k
W16x31 (14)
14k
W16x31 (10)
11k
C
3
13k
T.O.C.
S-511
~
13k
4
11k
W16x31 (15)
26k
P
_______________________
W16x31 (15)
W16x31 (10)
11k
13k
W16x31 (14)
13k
11k
W16x31 (14)
11k
13k
156'-0"
11k
4
W16x31 (14)
13k
W16x31 (14)
11k
A
_______________________
11k
W16x31 (10)
11k
11k
W16x31 (10)
11k
S-511
W16x26 (13)
1
13k
W18x35 (18)
1
W18x35 (18)
S-512
71'-9 1/4"
7'-4 1/2"
11k
C.6
12'-3 1/2"
W16x31 (14)
11k
11k
~
20'-3 3/4"
11k
W14x22 (7)
W16x31 (20)
31k
26k
W8x10
19k
W16x31 (19)
21k
12k
W16x31 (15)
W16x31 (16) c=3/4"
19k
W14x22 (8)
10k
12k
17k
2
FS1
W16x31 (14)
W18x35 (26)
30k
12k
11k
12k
10k
35k
11k
20k
30k
D
W18x40 (20)
W14x22 (8)
W16x31 (15)
13k
2
CONC FILLED PANS
& METAL STAIRS
BY OTHERS
15k
W16x31 (13)
W8x10 (6)
8k SC
W16x31 (16) c=3/4"
13k
W16x31 (21)
W16x26 (12)
14k
7'-0"
W14x22 (9)
W12x14 (8)
W18x40 (20)
12k
11k
W16x26 (6)
13k
W16x31 (15)
14k
22k
38k
W16x31 (26)
19k
W16x31 (16) c=3/4"
18k
E
W14x22 (9)
14k
15k
W8x10
W16x31 (20)
W16x31 (14)
12k
8k SC
14k
W14x22 (12)
W8x10 (8)
W18x35 (12)
2
W16x31 (14)
FULL LENGTH C15x
DOG LEG STRINGERS
~ EA END
18'-7 1/2"
13k
W18x35 (16)
W14x22 (10)
13k
HSS18x6x5/16
11k
F
4'-5"
20k
W12x14 (4)
HSS10x5x5/16
W12x14 (7)
W16x31 (14)
30k
34k
11k
15k
30k
W8x10 (11)
W12x14 (8)
W14x22 (12)
13k
W12x14 (4)
HSS9x5x3/8
W14x22 (14)
16k
14k
2
~
S-512
20'-3 3/4"
S-511
W18x35 (19)
Q
_______________________
~
W16x31 (15)
24k
1)
W24x76 (2
P
_______________________
35k
S-511
13k
W16x31 (14)
W16x26 (14)
N
_______________________
R
_______________________
13k
L6x6x3/8
KICKER
36k
15k
W16x31 (16)
12k
B.7
52k
W16x31 (16)
W16x31 (15)
W12x19 (9)
8k SC
15k
ALT NUMBER 1:
CONC PEDESTAL PAVERS
OVER TAPERED INSULATION
ON CONC DECK ~ RE: ARCH
BASE BID = TPO ROOFING
ON CONC DECK
1
W8x10 (8)
17k SC
W24x55 (10)
W21x
44 (3
2)
2
W16x31 (22)
17k
W24x55 (15)
2
154'-11 1/2"
12k
3
W8x10 (6)
30k
13k
32k
T.O.C.
S-512
9'-3 3/16"
W24x55 (10) 11k
HS
W24x
55 (2
S6
3)
x6
x3
/8
4'-9 5/16"
10'-4 13/16"
N
_______________________
19k
2
3
15k
W16x31 (16)
G
W24x55 (15)
3/8
/2x
3-1
/2x
-1
S3
HS
71'-9 1/4"
W16x31 (15)
15k
CONC FILLED PANS
& METAL STAIRS
BY OTHERS
13k
11k
2
18k
C
13k SC
S-512
1
C.5
W8x10 (6)
11k SC
W14x22 (11)
S-511
W8x10 (6)
W14x22 (11)
10k
Q
_______________________
D
W14x22 (16)
S
_______________________
10k
35k
6'-8"
4'-6 1/4"
4'-4 7/8"
4'-4 7/8"
11'-0 5/16"
7'-7 3/16"
D
W16x26 (14)
6'-9"
S-512
HSS18x6x5/16
FULL LENGTH C15x
DOG LEG STRINGERS
~ EA END
3/8
/2x
3-1
/2x
-1
S3
HS
E
D.9
D.6
D.4
~
W8x10
W8x10 (6)
22k
6'-1 3/4"
W8x10 (6)
W12x19 (11)
4'-5"
F
18k
28k
W12x14 (9)
W12x19 (11)
N
_______________________
1801 Broadway, Suite 250
Denver, CO 80202
(303) 575-9510
W16x
31 (1
2)
/8
x3
x6
S6
HS
G
REI | STRUCTURAL
2
18k
17.00°
15k
40k
P
_______________________
~
S-511
16k
(15)
B
_______________________
~
A
_______________________
S-511
21'-10 11/16"
29'-5 1/4"
30'-2 3/4"
19'-4"
10'-11 1/2"
B
A
PROJECT:
~
UCCS - ACADEMIC
OFFICE BUILDING
S-511
3
17.00°
2'-0"
W16x26
16k
26k
W14x22 (8)
41k
W16x31 (12)
W8x10 (2)
C
W16x31 (10)
2'-0"
B
A
39k
3
3
3'-5 1/4"
13'-4 1/2"
8'-10"
137'-5 15/16"
COLORADO SPRINGS, CO 80918
6
5.5
5
4
3
2.5
2.3
2
1.3
1
OWNER:
UNIVERSITY OF
COLORADO COLORADO SPRINGS
FIFTH FLOOR FRAMING PLAN
N
1/8" = 1'-0"
FLOOR PLAN NOTES:
1. TOP OF CONCRETE SLAB ELEVATION = 156'-0" UNLESS NOTED THUS: (XXX'-XX") ON PLAN.
2. STRUCTURAL SLAB SHALL BE 5 INCH THICK (INCLUDING METAL DECK) MINIMUM NORMAL
WEIGHT CONCRETE.
3. REINFORCE SLAB WITH 6x6/W2.1xW2.1 W.W.F. CENTERED IN MIDDLE OF SLAB ABOVE
METAL DECK FLUTES.
4. SET SCREEDS 5 INCHES (MINIMUM) ABOVE TOP OF STEEL BEAM PROFILE.
5. DIRECTION OF METAL FLOOR DECK SPAN NOTED THUS:
ON PLAN.
6.
B
7.
8.
9.
10.
11.
13.
14.
COMPOSITE METAL FLOOR DECK SHALL BE 1 1/2 INCH DEEP 20 GAUGE GALVANIZED STEEL
WITH A MINIMUM YEILD STRESS OF 33 KSI. MINIMUM DECK SECTION PROPERTIES ARE AS FOLLOWS:
A. I POS = 0.195 IN^4 /FT
B. I NEG = 0.222 IN^4 /FT
C. S POS = 0.231 IN^3 /FT
D. S NEG = 0.240 IN^3 /FT
TOP OF STEEL BEAM ELEVATION = 155'-7" UNLESS NOTES THUS: (XXX'-XX") ON PLAN.
SHOP INDUCED MIDSPAN CAMBER FOR BEAMS NOTED THUS: c=XX" ON PLAN. FABRICATE BEAMS
SUCH THAT ROLLING OR SHOP INDUCED CAMBER IS UPWARD AFTER ERECTION.
ALL BEAM ARE A992, GRADE 50.
BEAMS WITH [XX] DESIGNATION ARE COMPOSITE, WHERE XX INDICATES THE NUMBER OF SHEAR
CONNECTORS REQUIRED. RE: COMPOSITE BEAM CONSTRUCTION DETAILS FOR TYPICAL SHEAR
CONNECTOR LAYOUT AND SPACING.
REQUIRED BEAM CONNECTION CAPACITY NOTED THUS:
A. V = XX K WHERE V IS VERTICAL REACTION IN KIPS
B. H = XX K WHERE H IS HORIZONTAL REACTION IN KIPS
C. M = XX KF WHERE M IS MOMENT REACTION IN KIPS
D. PROVIDE CONNECTION CAPACITY AT EACH END OF BEAM WHERE ONLY ONE SET OF SYMBOLS
ARE INDICATED.
E. RE: GENERAL NOTES ON SHEET S-001 FOR CONNECTION REQUIREMENTS FOR BEAMS
WITHOUT SPECIAL DESIGNATIONS.
F. MINIMUM BEAM REACTION = 8K. REACTIONS LESS THAN 8K ARE NOT NOTED ON PLAN.
G. WHERE REACTIONS ARE NOTED THUS "XXK (SC)", PROVIDE A325 SLIP CRITICAL BOLTS
AT CONNECTION.
THE STRUCTURAL FLOOR SYSTEM HAS BEEN DESIGNED TO LIMIT FLOOR VIBRATION CAUSED
BY WALKING EXCITATION TO A STANDARD LEVEL OF PERCEPTABILITY PER RECOMMENDED DESIGN
CRITERIA CONTAINED IN AISC DESIGN GUIDE 11.
DRIFT LIMITS FOR SERVICE LEVELS LOADS:
A. TOTAL BUILDING DRIFT: H/500
B. INTERSTORY DRIFT: H/400
REFER TO SHEET S-001 FOR GENERAL NOTES AND SHEETS S-002 THROUGH S-005 FOR STANDARD
DETAILS. STANDARD DETAILS APPLY TO PROJECT BUT MAY NOT BE CUT ON PLAN.
ISSUE:
05/13/2013
BID PACKAGE 2 100% CONSTRUCTION DOCUMENTS
05/22/2013
05/28/2013
05/31/2013
06/06/2013
06/17/2013
ISSUE FOR ADDENDUM 01 - BP 02
ISSUE FOR ADDENDUM 02 - BP 02
ISSUE FOR ADDENDUM 03 - BP 02
ISSUE FOR ADDENDUM 04 - BP 02
ISSUE FOR CONSTRUCTION
DRAWING INFORMATION:
12036.0
PROJECT NO:
DRAWN BY:
AF
CHECKED BY:
JR
APPROVED BY:
BR
SHEET TITLE:
FIFTH FLOOR
FRAMING PLAN
A
6/12/2013 4:17:00 PM
C:\Users\alexs.REI\Documents\12036 UCCS_v2013-central_alexs.rvt
12.
1420 AUSTIN BLUFFS PKWY
COLORADO SPRINGS, CO 80918
S-114
SHEET
1
2
3
4
5
6
OF
1
5
4
3
2
6
SLATERPAULL
ARCHITECTS
5.5
D.10
6
B.O.D.
E
5
4.8
4
D.11
3
172'-9 3/8"
2.3
2
1.3
1331 Nineteenth Street
Denver, CO. 80202
1
P 303.607.0977
www.slaterpaull.com
137'-5 15/16"
21'-10 11/16"
4'-78 15
/8"
4'-0"
2.5
5'-11 3/4"
10k
23'-5 1/2"
V
_______________________
30'-2 3/4"
19'-4"
10'-11 1/2"
3'-5 1/4"
13'-4 1/2"
8'-10"
CONSULTANT:
~
HS
S3
x3
x1
/4
6'-9"
W24x55 (169'-9 7/8")
29k
14k
18'-7 1/2"
14K1
W14x22
W8x10 (168'-4")
M
_______________________
W18x40 (169'-9 7/8")
5'-1 3/8"
4'-5 3/4"
W18x35 (170'-3")
71'-9 1/4"
S-521
4'-11"
5'-0"
J
_______________________
4'-2 1/4"
5'-0"
4'-2 1/4"
18K3
18K3
18K3
S-521
4'-2"
SIM
4'-8"
W16x26 (170'-3")
2'-0"
W18x35 (170'-3")
D
_______________________
2
18K3
18K3
18K3
5'-1 3/8"
S-521
B
A
C
W14x22 (170'-3 1/2")
2'-0"
~
16K3 @ 5'-0" O.C.
18K3 DRAG JOIST - 11K
10'-0"
16K3 @ 5'-0" O.C.
C.6
~
W16x26
W14x22
20'-3 3/4"
E
_______________________
16K3 @ 5'-0" O.C.
W12x19 (168'-4")
14k
1/4"/FT
FUTURE BALLASTED
PV SYSTEM ~ STRUCTURE
DESIGNED FOR 30 PSF
ADDITIONAL LOAD
B.7
SIM
S-521
W14x22
10'-0"
10'-0"
P
_______________________
10'-0"
HS
HA S4x
NG 4x1
ER /4
S-513
D
12'-3 1/2"
/4
x1 R
4
x
S4
GE
HS HAN
S-521
7'-4 1/2"
RD2
(168'-4")
(168'-4")
W14x22 (170'-1")
16K3 @ 5'-0" O.C.
COB 10
22k
W8x10
C
_______________________
20'-3 3/4"
21k
W8x10
8K SC
S-521
RD1
S-521
S-513
12K1
12K1
S-004
1
JOIST MFG ~ AVOID DIAG
MEMBER CLASH W/ WT
DRAG ~ (2) PLACES @ ROOF
~
W16x26
~
'-4")
W8x10 (168
HS
S4
HA x4x
NG 1/4
ER
K
_______________________
14K1
14K1
W14x22
EA JOIST BAY
H
_______________________
W14x22
1
L6x6x5/16
WT DRAG LINE
1'-1 1/2"
L
_______________________
7"
1
1
RELIEF HOOD
~ 0.7k
W16x26 (170'-2 1/4")
28KSP4
S-521
L6x6x5/16
COB 10
L8x6x7/16 (LLV)
~
F
_______________________
L6x4x5/16 ~ TYP
F
_______________________
28KSP3 11'-0"
28KSP3
28KSP2
28K7
28KSP3
8'-0"
28KSP2
6'-0"
4'-5"
W12x14
HS
S3
x3
x1
/4
FUTURE CONDENSER
ON METAL CURB
~ 2K
12'-5 3/4"
W14x22
28K7
28KSP2
28KSP2
2'-1 1/2"
W24x55 (169'-9 7/8")
21k
W12x
14
W12x
14
W
HS 12x14
S3
x3
x1
/4
W12x
14
W12x
14
W12x
14
28K7
W16x26
11k
14K1 @ 5'-0" O.C.
1'-10 3/8"
11'-6"
S-513
W14x22
W18x40 (169'-9 7/8")
11k
5'-0"
5'-2 1/2"
E
K
_______________________
11'-6 1/2"
8K SC
1'-9 1/4"
6'-0"
L8x6x7/16 (LLV)
(3) EA LINE
16K3
W18x35
13'-5 1/4"
1
W12x26
9'-3 3/16"
1
12K1 @ 5'-0" O.C.
S-521
6'-6"
2'-6 3/8"4'-3 15/16" 2'-4"
2'-5 5/8"
5'-0"
~
S-004
EA JOIST BAY
L6x6x5/16
5'-0"
WT DRAG LINE
11k SC
G
_______________________
C
C
6'-6"
1
1/4"/FT
W16x31 (170'-0 3/16")
2'-7 3/8"
W14x22
H
_______________________
5'-0"
K
_______________________
5'-5 1/2"
C.5
S-521
S-521
19k SC
L6x6x5/16
4'-2 1/4" 2'-6" 2'-6" 4'-2 1/4"
18k
(170'-7 1/2") c = 3/4"
F
W14x22 (170'-10 3/8")
/4
x1
x4
R
S4
HS NGE
HA
W12x19 (170'-0 3/16")
W12x
14
W18x35 CANT'L (HIGH)
W16x36
20KSP1
2
5'-0"
5'-0"
1
N
_______________________
5 3/4"
6'-0"
L6x6x5/16 ~ TYP
12K1 @ 5'-0" O.C.
PV INVERTER
~ 1.6k
INTAKE HOOD
~ 1.1k
5'-10 1/2"
W12x14 (170'-2 1/8")
5'-0"
1
28K7
RD3
20KSP1
5'-0"
20K4
W16x26
W8x15 (171-2")
800S162-43 JOISTS
@ 16" O.C.
W12x14 (HIGH)
S-521
1
28KSP1
1'-9 1/2"
W12x14 (170'-4 1/4")
5'-1"
3'-0"
1/4
3x
4'-0"
W12x14
B
_______________________
S-521
5'-0"
5'-0"
/4
x1
3
x
S3
HS
W18x40
17k
A
_______________________
4'-7 7/8" 3'-5 5/16" 4'-2 1/16"
~
S-521
172'-9 3/8"
W21x44 (170'-7 1/2")
4
16k
W12x
14
W12x
14
W12x
14
W12x
14
W12x
14
HS
S3
x3
x1
/4
W12x14 (LOW) 12k
18k
E
_______________________
B.O.D.
W12x14 (HIGH)
11'-2 1/2"
5'-0"
5'-0"
5'-0"
W18x
35 (
172'9 3/8
")
W12x14 (HIGH)
L
_______________________
4'-4 1/4"
x
S3
HS
W18x35 (HIGH)
W12x14
W12x
14
W12x
14
5S-521
'-0"
5'-0"
W12x14 (LOW)
W14x22
W12x
14
W12x
14
X BRACING
V
_______________________
15k
G
RD2
W12x26
5'-0"
5'-0"
5'-0"
3'-0"
172'-9 3/8"
HS
S3
x3
x1
/4
@
12K1 5'-0" O.C.
(HIGH)
/4
x1
3
x
S3
HS
S-521
HS
S3
x3
x1
/4
W16x26
B.O.D.
4
W18x40 (170'-6 15/16")
1/4:12
11'-7
1/2"
W12x
14
W12x
14
S-521
W12x
14
(SLO
PED)
7'-6 1
/2"
Q
_______________________
W14x22 (SLOPED)
1'-0"
2'-11
RD2
COB 10
7/16"
7'-7 3/16"
10'-4 13/16"
D
71'-9 1/4"
S-521
W12x14 (HIGH) 1/4
W12x14 (HIGH)
3x
x
S3
HS
12K1 @ 5'-0" O.C.
10k
14k W12x14
W14x22 (LOW)
13/16
"
19'-4
11'-0 5/16"
2
W16x
26 (
172'3 1/2
")
S-513
7.25°
D
R
_______________________
COB 10
N
_______________________
W18x35 (170'-10 5/16")
10k
1801 Broadway, Suite 250
Denver, CO 80202
(303) 575-9510
COB 10
/4
x1
x3
S3
HS
E
D.9
D.6
D.4
W16x
31 (
172'10'-0
1 1/2
1/2"
")
6'-9"
4'-5"
F
X BRACING
W12x14 (HIGH)
G
S-521
W12x
14
U
_______________________
W12x14 (HIGH)
19'-2
2
W12W
x1142x
14
S-521
/4
x1
x3
S3
HS
11/16
"
Q
_______________________
~
REI | STRUCTURAL
W18x
46 (
172'9 3/8
")
W12x
14 15
k
(SLO
PED)
7'-2"
17.00°
S-521
W16x26 (170'-3 1/2")
B
A
PROJECT:
E
_______________________
S-521
17.00°
21'-10 11/16"
29'-5 1/4"
30'-2 3/4"
19'-4"
J
_______________________
T
_______________________
S-521
S-521
10'-11 1/2"
3'-5 1/4"
13'-4 1/2"
UCCS - ACADEMIC
OFFICE BUILDING
8'-10"
137'-5 15/16"
COLORADO SPRINGS, CO 80918
6
5.5
5
4
3
2.5
2.3
2
1.3
1
OWNER:
UNIVERSITY OF
COLORADO COLORADO SPRINGS
ROOF FRAMING PLAN
N
1420 AUSTIN BLUFFS PKWY
COLORADO SPRINGS, CO 80918
ISSUE:
05/13/2013
BID PACKAGE 2 100% CONSTRUCTION DOCUMENTS
05/22/2013
05/28/2013
05/31/2013
06/06/2013
06/17/2013
06/28/2013
08/20/2013
09/10/2013
ISSUE FOR ADDENDUM 01 - BP 02
ISSUE FOR ADDENDUM 02 - BP 02
ISSUE FOR ADDENDUM 03 - BP 02
ISSUE FOR ADDENDUM 04 - BP 02
ISSUE FOR CONSTRUCTION
ISSUE FOR COB #2 - BP 02
ISSUE FOR COB #4
ISSUE FOR ASI #9
10/03/2013
ISSUE FOR COB #10
DRAWING INFORMATION:
12036.0
PROJECT NO:
DRAWN BY:
AF
CHECKED BY:
JR
APPROVED BY:
BR
SHEET TITLE:
ROOF FRAMING PLAN
A
6/12/2013 12:18:05
10/3/2013
4:17:00 PM
PM
C:\Users\alexs.REI\Documents\12036 UCCS_v2013-central_alexs.rvt
B
1/8" = 1'-0"
ROOF FRAMING PLAN NOTES:
1. REFER TO GENERAL NOTES SHEET S-001 AND STANDARD DETAILS SHEET S-005 FOR METAL ROOF DECK
MATERIAL AND CONNECTION REQUIREMENTS. METAL ROOF DECK TYPE INDICATED THUS: “RD-X” ON PLAN.
2. DIRECTION OF METAL ROOF DECK SPAN NOTED THUS:
ON PLAN.
B.O.D.
3. BOTTOM OF METAL ROOF DECK NOTED THUS:
ON PLAN.
XXX'-XX"
4. TOP OF STEEL BEAM NOTED THUS: (XXX'-XX") ON PLAN.
5. CHOOSE STANDARD STEEL CONNECTIONS FROM DETAILS ON SHEET S-004 BASED ON BEAM REACTIONS
SHOWN ON PLAN. BEAMS WITHOUT NOTED REACTIONS TO BE DESIGNED FOR 8K MINIMUM REACTION. BEAM
REACTIONS NOTED THUS: (XX K) ON PLAN.
6. SLOPE METAL ROOF DECK, STEEL JOISTS AND BEAMS UNIFORMLY BETWEEN ELEVATIONS SHOWN ON PLAN.
DOWNWARD DIRECTION OF SLOPING ROOF BEAMS NOTED THUS:
ON PLAN.
7. JOISTS HAVING SPECIAL DESIGN LOADS, DEFLECTION CRITERIA, AND WEB GEOMETRY REQUIREMENTS ARE
INDICATED THUS: 'XXKSP' OR 'XXLHSP' ON PLAN, WHERE 'XX' INDICATES JOIST DEPTH INCHES. RE: TO SPECIAL
JOIST DESIGN NOTES AND DETAILS ON SHEET S-004 FOR ADDITIONAL INFORMATION.
8. GENERAL CONTRACTOR TO COORDINATE MECHANICAL ROOF TOP UNIT SUPPORT FRAME LOCATIONS AND
DIMENSIONS BETWEEN MECHANICAL CONTRACTOR AND STRUCTURAL STEEL SUPPLIER. REFER TO SHEET S-005
FOR MECHANICAL CURB AND SUPPORT DETAILS.
9. GENERAL CONTRACTOR TO VERIFY EXACT LOCATION OF ALL ROOF SUPPORTED EQUIPMENT WITH
ARCHITCETURAL DRAWINGS PRIOR TO INSTALLATION.
11. REFER TO METAL ROOF DECK SCHEDULE FOR AREAS REQUIRING ACOUSTIC DECK.
S-131
SHEET
1
2
3
4
5
6
OF
1
5
4
3
2
6
SLATERPAULL
ARCHITECTS
T.O.F.
C
_______________________
E
1331 Nineteenth Street
Denver, CO. 80202
108'-0"
+
P 303.607.0977
www.slaterpaull.com
S-301
SIM
CONSULTANT:
2
_______
S-301
D
_______________________
S-301
REI | STRUCTURAL
4'-0"
C
_______________________
+
106'-0"
4'-0"
CONST. JOINT
KEYWAY IN BEDROCK
~ MAINTAIN EXCAVATION
REQUIREMENT
P
_______________________
104'-0"
TYP REINFORCEMENT
DISCONTINUOUS
@ CONST. JOINT,
ADD (2) #5x4'-0" CENTERED
IN TURN-DOWN EDGE
~
S-002
T.O.F.
F
_______________________
+
S-301
F
_______________________
8'-0"
4" LANDING SLAB
W/ #4 @ 16" O.C.
EA WAY
1801 Broadway, Suite 250
Denver, CO 80202
(303) 575-9510
T.O.F.
S-301
+
T.O.F.
S-301
102'-0"
C
_______________________
1
(E) SOIL NAILS
S-301
S-301
4
_______
2'-0"
3
_______
CONC STAIR ON
GRADE
S-301
P
_______________________
~
S-002
T.O.F.
100'-0"
D
CONST. JOINT
R
R
A
A
B
A
A
1
_______
T.O.W. SLOPES
~ RE: LANDSCAPE
(E) SOIL NAIL WALL
S-301
P
_______________________
R
~
T.O.F.
S-002
98'-0"
LEVEL 2
LEVEL 1
A
IB
T.O.W = VARIES
A
B.O.W. = 6452'-0"
A
4" CONC SLAB W/ #4
@ 12" O.C. EA WAY
A
A.1
A
B
A
A
B
B
A
TURN DOWN 8" WALL W/
#5@16" O.C. EA WAY CTR'D
P
A.1
24
'-0"
A
+
F
_______________________
P
_______________________
5
_______
S-301
FOUNDATION PLAN
N
S-301
S-301
~
P
_______________________
S-301
S-002
+
S-301
H
_______________________
S-002
SIM
STAIR & BRIDGE @ LINK STAIR (PLAN)
2
1/32" = 1'-0"
C
_______________________
~
3
1/8" = 1'-0"
S-301
STAIR (PLAN)
1/4" = 1'-0"
COB 28
COB 28
T.O.F.
T.O.F.
A
_______________________
GUARDRAIL ~ RE: ARCH
(2) #5 TOP
+
#3 TIES @ 6" O.C.
6" CONC SLAB W/
#5 @ 16" O.C.
EA WAY
7'-5"
9'-4"
B
_______________________
8"
4
S-301
UCCS - ACADEMIC
OFFICE BUILDING
WEST SITE STAIR (PLAN)
1/4" = 1'-0"
4"
+
S-301
8" CONC SLAB W/
#4 @ 16" O.C.
EA WAY
8"
1
1 1/2" CLR
B
_______________________
PROJECT:
BRIDGE SLAB
BIKE TRAIL PAVING
SIM
B
_______________________
3/4" CHAMFER @ CORNERS
1'-0"
EDGE BEAM BEYOND
(3) #6 DOWELS TO HEAD WALL
30"
EA END x 30"
8" CONC WALL
#4x24"
A
S-301
COLORADO SPRINGS, CO 80918
24"
(3) #6 CONT BOTTOM
+
S-301
S-301
#4 @ 16" O.C. EA WAY
4'-0" MAX
S-301
PAVING PER
LANDSCAPE
SIM
S-301
8" CONC WALL EA
END
+
6352'-0"
1'-0"
A
_______________________
1'-0"x3'-0" CONC FOOTING
EA END
REFER TO LANDSCAPE FOR
LOCATION & FOR SPOT
ELEVATIONS @ BRIDGE DECK
& STAIR LANDINGS
1'-4"
C
6354'-0"
REFER TO LANDSCAPE FOR
LOCATION & FOR SPOT
ELEVATIONS @ BRIDGE DECK
& PAVING
4"
USE EXTERIOR FLATWORK
CONCRETE MIX AS NOTED ON
SHEET S-001 FOR ALL BRIDGE
CONCRETE
BIKE TRAIL BRIDGE EDGE BEAM
@ 16" O.C.
OWNER:
#4 @ 12" O.C. EA WAY
3/4" = 1'-0"
UNIVERSITY OF
COLORADO COLORADO SPRINGS
UPTURNED EDGE
FINSHED GRADE
S-301
SIM
TURN DOWN
EDGE
#4@16" VERT E.F.
+ (4) #4xCONT
1'-0"
10'-0"
8"
BRIDGE @ BIKE TRAIL (PLAN)
1
S-301
5
1/4" = 1'-0"
S-301
BRIDGE @ LINK STAIR
2'-4"
1/2" = 1'-0"
B
S-301
RETAINING WALL @ BRIDGE
3/4" = 1'-0"
APPROX BEDROCK
LOCATION
HANDRAIL ~ RE: ARCH
3/4" CHAMFER
ISOLATION JOINT
T.O.W. SLOPES
CONC STAIR ON GRADE
C
RE: LANDSCAPE
6" MIN
S-301
S-301
TURN DOWN EDGE @ STAIR ON GRADE
1" = 1'-0"
COB 28
2'-0" MAX
FINISHED GRADE
+
(E) BEDROCK CONTOUR
~ UNKNOWN, DISTURBING
BEDROCK ALLOWED AS
SHOWN BELOW
MIN
6"
@ 12" O.C.
4" SLAB W/ #4 @ 12" O.C.
EA WAY
#4 @ 16" O.C. EA WAY,
EA FACE
2'-0"
CONC RETAINING WALL
1 1/2" CLR
2" CLR
(2) #4 BOTTOM
A
(E) SOIL NAILS @ 7'-0" O.C.
~ RE: PLAN FOR APPROX
LOCATONS, FIELD LOCATE
WHERE REQUIRED
(ACTUAL DEPTH BELOW GRADE
DEEPER THAN SHOWN)
1'-0"
BEDROCK EXCAVATION ALLOWED
IN THIS ZONE
D
S-301
CONC FOOTING
4"
8"
BID PACKAGE 2 100% CONSTRUCTION DOCUMENTS
05/22/2013
05/28/2013
05/31/2013
06/06/2013
06/17/2013
06/28/2013
08/20/2013
09/10/2013
10/03/2013
4/18/2014
ISSUE FOR ADDENDUM 01 - BP 02
ISSUE FOR ADDENDUM 02 - BP 02
ISSUE FOR ADDENDUM 03 - BP 02
ISSUE FOR ADDENDUM 04 - BP 02
ISSUE FOR CONSTRUCTION
ISSUE FOR COB #2 - BP 02
ISSUE FOR COB #4
ISSUE FOR ASI #9
ISSUE FOR COB #10
ISSUE FOR COB #28
4"
5'-2" MAX
DRAWING INFORMATION:
12036.0
PROJECT NO:
DRAWN BY:
AF
CHECKED BY:
JR
APPROVED BY:
BR
SHEET TITLE:
SITE PLANS &
DETAILS
8"
1'-0"
S-301
DO NOT DISTURB BEDROCK 1'-0"
EITHER SIDE OF SOIL NAILS
STAIR ON GRADE OVER SOIL NAILS
F
3/4" = 1'-0"
S-301
RETAINING WALL @ GARAGE LINK
1
3/4" = 1'-0"
H
COB 28
S-301
1
05/13/2013
12"
#4x18"
SITE PAVING
4/18/2014 4:14:19 PM
C:\Users\alexs.REI\Documents\12036 UCCS_v2013-central_alexs.rvt
C
_______________________
ISSUE:
S-002
FINISHED GRADE
~ RE: LANDSCAPE
8"
~
6" MIN
COB 28
1420 AUSTIN BLUFFS PKWY
COLORADO SPRINGS, CO 80918
HANDRAIL ~ RE: LS
8"
P
_______________________
3" CLR
B
2
A
_______________________
CONC FOOTING W/ #4
@ 12" O.C. EA WAY,
TOP & BOTTOM
RE
:P
/S00
1 1/2" CLR
+
MIN
2'-0" MIN
8" 8"
16'-0"
6"
STAIR ON GRADE
BEYOND
4"
S-301
@ 12" O.C.
8"
6"
1'-4"
A
_______________________
8" 8"
#4 DOWELS x38"
2
3
4
5
BRIDGE @ NORTH & EAST PLD's
SHEET
3/4" = 1'-0"
6
OF
1
5
4
3
2
6
5/16
5/16
D.4
D
C.5
5
4
F
E
D
2
1.3
WELD FULL LENGTH
OF GUSSET, WHERE
LENGTH IS GREATER
THAN MINIMUM GIVEN
15 @ ø<45°
12 @ ø>45°
BOTH SIDES
8
CL BRACE
1331 Nineteenth Street
Denver, CO. 80202
GUSSET PL 1"
ROOF
170'-0"
ROOF
170'-0"
ROOF
170'-0"
5/16
FIFTH FLOOR
156'-0"
FIFTH FLOOR
156'-0"
(39
k
S-310
FIFTH FLOOR
156'-0"
11
ES
VARI
G
_______
WELD FULL LENGTH
OF GUSSET, WHERE
LENGTH IS GREATER
THAN MINIMUM GIVEN
ø
4
x1/
6x6
S
E)
HS
AT
M
I
LT
kU
(60
HS
S6
x6x
(63
1/4
kU
LT
IMA
TE
)
~
HS
S6
x6
x1
/4
UL
TIM
AT
E)
5/16
HS
S6
x6
x1
(46
/4
kU
LT
IM
AT
E)
HSS BRACE W/ 3/4"ø A307
ERECTION BOLT ~ REMOVE
BOLT AFTER WELDING
P
TY
2"
15 @ ø>45°
12 @ ø<45°
/4"
9"
RE:G/S-310 FOR DISTANCE
FROM BEAM/COL
.O.
U.N
FOURTH FLOOR
142'-0"
CONN = 3/8" PL & MAX #
3/4"ø A325-SC BOLTS
~ TYPICAL @ ALL BRACE
CONNECTION BEAMS
FOURTH FLOOR
142'-0"
TYP BRACING CONN LAYOUT @ HSS 9x7
E
2'-0"
(154 k ULTIMATE
UPLIFT)
CL BRACE
2
5/16
CONC SHEARWALL
~ RE: PLAN
S-310
SIM
5/16
10
WELD FULL LENGTH
OF GUSSET, WHERE
LENGTH IS GREATER
THAN MINIMUM GIVEN
FOUNDATION
100'-0"
FOUNDATION
100'-0"
11
/4"
BRACE ELEVATION ALONG GRID LINE 5
A
BRACE ELEVATION ALONG GRID LINE C.5
B
1/8" = 1'-0"
S-310
RE:G/S-310 FOR DISTANCE
FROM BEAM/COL
.O.
U.N
CL BEAM
W.P.
FOUNDATION
100'-0"
BRACE ELEVATION ALONG GRID LINE 2
C
1/8" = 1'-0"
S-310
STEEL BEAM ~ RE: PLAN
CONN = 3/8" PL & MAX #
3/4"ø A325-SC BOLTS
~ TYPICAL @ ALL BRACE
CONNECTION BEAMS
BRACE ELEVATION ALONG GRID LINE D
D
1/8" = 1'-0"
S-310
HSS BRACE W/ 3/4"ø A307
ERECTION BOLT ~ REMOVE
BOLT AFTER WELDING
9"
STEEL COLUMN
~ RE: PLAN
S-310
8
GUSSET PL 1/2"
ES
VARI
TYP REINF
@ OPENING
RE: R/S-002
10'-7"
(284 k ULTIMATE
UPLIFT)
(284k ULTIMATE
UPLIFT)
CONC SHEARWALL
~ RE: PLAN
S-310
BOTH SIDES
1/4
HSS4x4x3/8
M
_______
M
_______
WELD FULL LENGTH
OF GUSSET, WHERE
LENGTH IS GREATER
THAN MINIMUM GIVEN
10
1/4
ø
RE: PLAN FOR CONDITION
BELOW S.O.G. ~ TYP
HS
S9
(11
x7
x1
8k
/4
UL
TIM
AT
E)
SECOND FLOOR
114'-0"
2
CONC SHEARWALL
~ RE: PLAN
8'-4"
2
FOUNDATION
100'-0"
256k ULTIMATE
UPLIFT)
(236k ULTIMATE
UPLIFT)
HS
S9
x7
x1
/4
UL
TIM
AT
E)
(292k ULTIMATE
UPLIFT)
HS
S9
x7x
3/8
(21
0k
UL
TIM
AT
E)
(272k ULTIMATE
UPLIFT)
(16
0k
4'-0"
HSS4x4x3/8
SECOND FLOOR
114'-0"
1/4
P
TY
2"
S-310
8'-4"
1/4
THIRD FLOOR
128'-0"
/8
x3
x7
S9
E)
HS
AT
TIM
UL
5k
(17
M
_______
CONC SHEARWALL
RE: PLAN
S-310
2
HSS4x4x3/8
SECOND FLOOR
114'-0"
M
_______
/4
x1
x7
S9
E)
HS
AT
TIM
UL
HSS4x4x3/8
SECOND FLOOR
114'-0"
0k
(16
3/8
x7x
E)
S9
AT
HS
TIM
UL
0k
(21
D
THIRD FLOOR
128'-0"
HS
S9
x7
x3
(17
/8
5k
UL
TIM
AT
E)
THIRD FLOOR
128'-0"
(218k ULTIMATE
UPLIFT)
THIRD FLOOR
128'-0"
3/8
UL
TIM
AT
E)
3/4" = 1'-0"
HS
S9
x7
x1
(97
/4
kU
LT
IM
AT
E)
(15
7k
S-310
HS
S9
x7
(13
x1
/4
8k
UL
TIM
AT
E)
~
E
_______
S-310
HS
S9
x7x
/4
x1
x7
S9
E)
HS
AT
TIM
UL
8k
(13
HS
S9
x7
(18
x3
/8
1k
UL
TIM
AT
~
E)
H
_______
S-310
2
CL COLUMN
FOURTH FLOOR
142'-0"
.
FOURTH FLOOR
142'-0"
1801 Broadway, Suite 250
Denver, CO 80202
(303) 575-9510
STEEL BEAM ~ RE: PLAN
HS
S6
x6
(66
x3
/8
kU
LT
IM
AT
E)
HS
S6x
6x1
(11
/2
6k
UL
TIM
AT
E)
1/2
x6x
6
)
S
TE
HS
IMA
T
L
kU
5
0
(1
REI | STRUCTURAL
CL BEAM
STEEL COLUMN
~ RE: PLAN
3/8
6x
x
S6
E)
AT
HS
M
I
LT
kU
9
(10
CONSULTANT:
W.P.
FIFTH FLOOR
156'-0"
P 303.607.0977
www.slaterpaull.com
.
ROOF
170'-0"
ARCHITECTS
5/16
5/16
E
SLATERPAULL
1/8" = 1'-0"
2
CL COLUMN
F
S-310
C
TYP BRACING CONN LAYOUT @ HSS 6x6
3/4" = 1'-0"
PROJECT:
FOR ADDITIONAL INFORMATION
RE: E,F/S-310
FOR ADDITIONAL INFORMATION
RE: E,F/S-310
FOR ADDITIONAL INFORMATION
RE: E/S-310
CL BRACE
3/8" STIFF PL
EA SIDE OF WEB
T.O.S.
COLORADO SPRINGS, CO 80918
VAR
IES
CL BEAM
0.177"ø POWER DRIVEN
PINS @ 16" O.C. ~ TYP
1 1/2"
TYP
9"
5/16
WELD FULL LENGTH
OF GUSSET, WHERE
LENGTH IS GREATER
THAN MINIMUM GIVEN
CL BRACE
1/2
CL BRACE
25 MIN
CL BRACE
ø
5/16
IES
VAR
1 1/4"øx4'-0" ANCHOR BOLT
PLACEMENT IS CRITICAL
NO ALTERNATIVES IF
MISPLACED OR DAMAGED
15 @ ø>45°
12 @ ø<45°
6
1/4
6
HSS 4x4 STRUT
~ RE: ELEV
W.P.
T.O.W.
113'-7"
4"
W.P.
DIAG BRACE
1"
RE: PLAN
CL BEAM
3"
IES
VAR
ES
VARI
W.P.
CL BEAM
T.O.S.
VARIE
S
= T.O.S.+ 5"
HSS COLUMN & BRACE
~ RE: PLAN
8"-18GA CONT STUD TRACK
TOP & BOTTOM
RE: PLAN
VAR
IES
MIN
6"
T.O.C.
CL BRACE
RE: PLAN
T.O.S.
3 1/2"
1/4
W.P.
UCCS - ACADEMIC
OFFICE BUILDING
FOR ADDITIONAL INFORMATION
RE: E/S-310
CL BRACE
CL COLUMN
G
S-310
BASE PLATE ~ RE: SCHEDULE
FOR SIZE AND ANCHOR BOLT
LOCATION ~ 1" 5000 PSI NON
SHRINK GROUT
CL COLUMN
BRACE CONN @ COLUMN
BRACE CONN @ CHEVRON BRACE
H
3/4" = 1'-0"
S-310
3/4" = 1'-0"
K
BRACE CONN @ TOP
J
S-310
S-310
3/4" = 1'-0"
3/4" = 1'-0"
C.5
BEAM @ WALL AS
OCCURS ~ RE: PLAN
ISSUE:
FACE OF PILASTER
BUMP AS OCCURS
PILATER REINF ~ RE: S-401
C.5
4
WALL REBAR MAT~ RE: PLAN
SHEAR WALL PILASTER
1'-0"
HSS STRUT W/ 3/8"
CAPTURE PLATE's
8"
TYP EA END
L6x4x5/16x CONT W/ 5/8"ø
x3 1/4" EMBED HILTI KWIK
BOLT 3 @ 16" O.C. ~ OCCURS
@ DECK
4
4"
1/4
1"
FULL HT STIFF
113'-7"
1" @ 8" WALL
~ FULL WIDTH
@ ALL OTHERS
3 SIDES
1/4
3/8" FULL HT
STIFF EA SIDE
OF WEB
(4) #5 HORIZ E.F. @ TAIL BARS
~ FULL LENGTH OF SHEAR WALL
TYP
3/4" = 1'-0"
4"
DRAWING INFORMATION:
PROJECT NO:
LENTON OR EQUIVELENT MECH
COUPLER @ EA DRILLED PIER
DOWEL ~ 6" ABOVE GRADE
BEAM
4" POUR DOWN
@ DRILLED PIER
T.O.D.P
Q
_______________________
S-310
INTENTIONALLY
ROUGHEN T.O.
DRILLED PIER
TO 1/4" AMPLITUDE
12036.0
DRAWN BY:
AF
CHECKED BY:
JR
APPROVED BY:
BR
SHEET TITLE:
DOWELS ARE REQUIRED
TO BE PLUMB, CONTRACTOR
TO SURVEY DOWELS, OR OTHER
STANDARD METHOD OF PRACTICE
TO ENSURE DOWEL PROJECTION
INTO PILASTER IS WITHIN 1/2" TOLERANCE
OF DIMENSIONS SHOWN
RE: PLAN
CL
DRILLED
PIER
ISSUE FOR ADDENDUM 01 - BP 02
ISSUE FOR ADDENDUM 02 - BP 02
ISSUE FOR ADDENDUM 03 - BP 02
ISSUE FOR ADDENDUM 04 - BP 02
ISSUE FOR CONSTRUCTION
BRACE ELEVATIONS
1 1/2"
A706 TAIL
BARS
RE: N/S-310
S-310
(10) #9 DRILLED
PIER DOWELS
IN #3 TIES x 8"
14"
TIES SPACED
@ 24" MAX
~ EMBED 7'-0"
INTO DRILLED PIER
05/22/2013
05/28/2013
05/31/2013
06/06/2013
06/17/2013
GRADE BEAM ~ RE: PLAN
9"
S-310
BID PACKAGE 2 100% CONSTRUCTION DOCUMENTS
SINGLE BRACE @ BASE
RE: PLAN
C.5
05/13/2013
4"
9"
8
N
_______________________
S-310
T.O.G.B.
2 1/2"
1/4
HSS STRUT
RE: ELEV
M
SHEAR WALL
PILASTER
REINFORCEMENT
NOT SHOWN FOR
CLARITY
RE: 401 FOR
ADD'L INFO
L
PROJECT DOWELS
6'-0" INTO PILASTER
DECK ATTACHMENT
PER SCHEDULE
3/8"x5 1/2"x1'-4"
CAPTURE PL
EA SIDE OF HSS
6/12/2013 4:17:06 PM
C:\Users\alexs.REI\Documents\12036 UCCS_v2013-central_alexs.rvt
1/4
A
6"
DOWEL CAGE
OFFSET FROM
D.P. CENTER
LINE AS SHOWN
114'-0"
T.O.C.
10"
UNIVERSITY OF
COLORADO COLORADO SPRINGS
1420 AUSTIN BLUFFS PKWY
COLORADO SPRINGS, CO 80918
STUD WALL/BRACE CONN
B
8" STUD WALL
5/16
OWNER:
W8x18x1'-9" EMBEDDED IN WALL
~ (4) EQUALLY SPACED
W8x's PER BRACED LINE
~ (2) @ 'SIM'
HSS STRUT @ CONCRETE WALL
1 1/2" = 1'-0"
(2) #7 A706 TAIL BARS x 6'-6"
CENTERED @ W8x ~ STAGGER
AS REQ'D BTWN EMBEDS
N
S-310
CONC WALL ~ RE: PLAN
1" CLR
EMBED @ HSS STRUT
3" = 1'-0"
P
S-310
DOWELS @ SHEAR WALL PILASTER
Q
1" = 1'-0"
S-310
S-310
DOWELS @ SHEAR WALL PILASTER
3/4" = 1'-0"
SHEET
1
2
3
4
5
6
OF
1
5
4
3
2
6
SLATERPAULL
ARCHITECTS
1.3
2 2.3
2.5
3
4
B
_______________________
A
_______________________
S-521
S-521
4.8
D
E
F
A B
C
C.6
D
C
_______________________
S-521
ROOF
170'-0"
E
ROOF
170'-0"
ROOF
170'-0"
W1
L4x4x1/4
3
L4x4x1/4
2
W1
P
_______________________
W1
S-511
3
HSS10x5x5/16 (155'-7")
FIFTH FLOOR
156'-0"
W2
~
A
_______________________
FIFTH FLOOR
156'-0"
HSS18x6x5/16 (155'-7")
L8x4x7/16
L8x4x7/16
L8x4x7/16
1801 Broadway, Suite 250
Denver, CO 80202
(303) 575-9510
FIFTH FLOOR
156'-0"
2
L8x4x7/16
L8x4x7/16
L8x4x7/16
W1
B
_______________________
W1
2
~
W1
W5
W5
W1
600T150 @ SILL &
HEADER ~ MATCH
GAUGE OF STUD
WALL
S-511
A
_______________________
H
_______________________
~
S-511
S-513
HSS10x5x1/4 (141'-7")
A
_______________________
3
W2
~
S-511
A
_______________________
~
FOURTH FLOOR
142'-0"
HSS18x6x5/16 (141'-7")
S-513
L8x4x7/16
600T150 @ SILL &
HEADER ~ MATCH
GAUGE OF STUD
WALL
L8x4x7/16
L8x4x7/16
W1
L8x4x7/16
B
_______________________
W1
HSS10x5x1/4 (127'-7")
A
_______________________
W1
W5
M
_______________________
S-511
F
_______
E
_______________________
S-512
HSS18x6x5/16 (127'-7")
S-512
~
L8x4x7/16
L8x4x7/16
L8x4x7/16
~
A
_______________________
S-511
S-511
THIRD FLOOR
128'-0"
W1
DOUBLE JAMB STUD
EA SIDE
W1
W1
THIRD FLOOR
128'-0"
HSS18x6x5/16 (127'-7")
2
L8x4x7/16
L8x4x7/16
DOUBLE JAMB STUD
EA SIDE
L8x4x7/16
W1
T
_______________________
S-513
L8x4x7/16
L8x4x7/16
L8x4x7/16
W5
S-511
W2
2
L8x4x7/16
2
~
DBL STUD EA SIDE
~ TYP
FOURTH FLOOR
142'-0"
HSS18x6x5/16 (141'-7")
~
A
_______________________
3
THIRD FLOOR
128'-0"
L8x4x7/16
S-511
DBL STUD EA SIDE
~ TYP
D
2
W1
HSS18x6x5/16 (155'-7")
L8x4x7/16
FOURTH FLOOR
142'-0"
2
REI | STRUCTURAL
S-513
L8x4x7/16
P 303.607.0977
www.slaterpaull.com
CONSULTANT:
L8x4x7/16
W5
W5
W1
1331 Nineteenth Street
Denver, CO. 80202
L8x4x7/16
2
H
_______________________
W5
W5
W1
S-501
S
_______________________
H
_______________________
S-512
S-512
BREAK BRICK RELIEF
ANGLE @ EDGE OF
LONG WINDOWS ~ TYP
W2
T
_______________________
G
_______________________
S-512
S-501
SECOND FLOOR
114'-0"
(STAIR B)
SECOND FLOOR
114'-0"
T.O.B.L.
(20) @ 8"
SECOND FLOOR
114'-0"
(STAIR A)
E
_______________________
T.O.B.L.
102'-8"
(STAIR B)
110'-8"
S-501
FOUNDATION
100'-0"
FOUNDATION
100'-0"
FOUNDATION
100'-0"
2
1
A
S-311
NORTH BUILDING ELEVATION
B
1/8" = 1'-0"
S-311
EAST BUILDING ELEVATION
C
1/8" = 1'-0"
S-311
EAST BUILDING ELEVATION
1/8" = 1'-0"
C
PROJECT:
UCCS - ACADEMIC
OFFICE BUILDING
5
4
3
8'-9 5/8"
2.5
8'-11 5/8"
J
_______________________
2.3
2
1.3
T
_______________________
S-521
E
_______________________
1
C
B A
S-521
~
E
_______________________
S-521
2
W
ROOF
170'-0"
ROOF
170'-0"
W2
L8x4x7/16
P
_______________________
VERT CONTROL JOINTS @
EDGE OF STRIP WINDOWS
A
_______________________
S-511
W3
N
_______________________
S-501
FOUNDATION
100'-0"
GIRT POST
GIRT POST
GIRT POST
HSS5x2x3/16
L8x4x7/16
A
_______________________
W2
B
_______________________
L8x4x7/16
L8x4x7/16
W1
BREAK RELIEF ANGLE
@ CONTROL JOINT ~ TYP
S-511
~
P
_______________________
S-512
TYP
L8x4x7/16
W1
B
_______________________
S-511
A
_______________________
~
S-511
W2
L8x4x7/16
L8x4x7/16
L8x4x7/16
W3
B
_______________________
S-501
W2
~
GIRT POST
2
FIFTH FLOOR
156'-0"
2
S-512
A
_______________________
2
W1
L6x4x5/16
L4x4x1/4
L8x4x7/16
B
_______________________
~
FOURTH FLOOR
142'-0"
L8x4x7/16
2
2
W1
ISSUE:
W1
L8x4x7/16
~
2
05/13/2013
BID PACKAGE 2 100% CONSTRUCTION DOCUMENTS
05/22/2013
05/28/2013
05/31/2013
06/06/2013
06/17/2013
ISSUE FOR ADDENDUM 01 - BP 02
ISSUE FOR ADDENDUM 02 - BP 02
ISSUE FOR ADDENDUM 03 - BP 02
ISSUE FOR ADDENDUM 04 - BP 02
ISSUE FOR CONSTRUCTION
S-511
2
FOURTH FLOOR
142'-0"
L8x4x7/16
W1
A
_______________________
3
S-511
W2
L8x4x7/16
~
S-512
1420 AUSTIN BLUFFS PKWY
COLORADO SPRINGS, CO 80918
W1
S-512
~
W2
W1
P
_______________________
Q
_______________________
L4x4x1/4
S-511
W1
W1
L
_______
S-511
L8x4x7/16
L8x4x7/16
W1
THIRD FLOOR
128'-0"
THIRD FLOOR
128'-0"
L8x4x7/16
W1
L8x4x7/16
L8x4x7/16
2
2
W1
W1
W1
DRAWING INFORMATION:
W2
L8x4x7/16
L8x4x7/16
W3
SECOND FLOOR
114'-0"
L8x4x7/16
W3
W3
L8x4x7/16
L8x4x7/16
2
2
W4
W3
W3
A
_______________________
DRAWN BY:
AF
CHECKED BY:
JR
APPROVED BY:
BR
2
SHEET TITLE:
S-501
(3) JAMB STUDS
FULL HEIGHT
W2
(4) JAMB STUDS
THIS LEVEL
12036.0
PROJECT NO:
SECOND FLOOR
114'-0"
FOUNDATION
100'-0"
STRUCTURAL SILL (NESTED
STUDS) @ THIS LEVEL
~
W2
FIFTH FLOOR
156'-0"
L4x4x1/4
W2
L8x4x7/16
N
_______________________
S-511
~
L8x4x7/16
W1
W2
L8x4x7/16
~
2
S-513
L8x4x7/16
SECOND FLOOR
114'-0"
6/12/2013 4:17:10 PM
A
_______________________
L8x4x7/16
L8x4x7/16
W1
S-511
HSS5x2x3/16
W1
B
_______________________
~
HSS5x2x3/16
W1
THIRD FLOOR
128'-0"
L8x4x7/16
L8x4x7/16
HSS5x2x3/16 GIRT POST
W1
HSS5x2x3/16
L8x4x7/16
L8x4x7/16
HSS5x2x3/16 GIRT POST
GIRT POST
L8x4x7/16
FOURTH FLOOR
142'-0"
C:\Users\alexs.REI\Documents\12036 UCCS_v2013-central_alexs.rvt
W2
HSS5x2x3/16 GIRT POST
B
P
_______________________
3
2
HSS5x2x3/16
W1
3
W1
S-513
L8x4x7/16
2
~
W2
UNIVERSITY OF
COLORADO COLORADO SPRINGS
W2
L8x4x7/16
W1
OWNER:
ROOF
170'-0"
S-511
FIFTH FLOOR
156'-0"
A
COLORADO SPRINGS, CO 80918
S-521
FOUNDATION
100'-0"
6'-6"
BUILDING
ELEVATIONS
1
D
S-311
SOUTH BUILDING ELEVATION
E
1/8" = 1'-0"
S-311
BUILDING ELEVATION @ GRID LINE 5
F
1/8" = 1'-0"
S-311
S-311
BUILDING ELEVATION @ GRID LINE B.7
1/8" = 1'-0"
SHEET
1
2
3
4
5
6
OF
1
D.10
5
4
3
2
D.6
D.11
6
G
Q
_______________________
R
_______________________
S-521
S-521
ROOF
170'-0"
6
F
ROOF
170'-0"
SLATERPAULL
ARCHITECTS
E
V
_______________________
1331 Nineteenth Street
Denver, CO. 80202
S-511
P 303.607.0977
www.slaterpaull.com
B
_______________________
E
S-513
N
_______________________
S-512
S-512
S-512
FIFTH FLOOR
156'-0"
Q
_______________________
N
_______________________
S-512
C
_______________________
S-513
3'-4"
FIFTH FLOOR
156'-0"
PILASTER
RE: L/S-401
2
W1
L6x4x5/16
2
K
_______________________
A
_______________________
L8x4x7/16
HSS9x5x3/8 (139'-10 1/2)
W1
2
2
J
_______________________
D
_______________________
S-512
HSS6x6x1/4
(127'-7")
(127'-7")
L8x4x7/16
W1
S-312
S-512
THIRD FLOOR
128'-0"
PER SCHEDULE
#4 @ 16"
O.C.
SHEAR WALL @ G.L. 3
1/8" = 1'-0"
S-512
L8x4x7/16
2
2
2
M
_______________________
HSS9x5x1/4 (117'-2 1/2")
S-501
S-501
W2
SECOND FLOOR
114'-0"
2'-0"
1'-4" 6'-0"
(8) @ 8"
T.O.B.L.
109'-4"
4'-0"
2'-0"
2'-4"
(2) @ 1'-4"
(2) @ 1'-4"
2'-0"
T.O.B.L.
104'-0"
L8x4x7/16
2
2'-0"
2
2"
7'-4"
7'-0"
1'-2"
(2) @ 1'-4"
(4) @ 8"
(7) @ 8"
SECOND FLOOR
114'-0"
FOUNDATION
100'-0"
TIES
W1
R
_______________________
(2) @ 1'-4"
GRADE BEAM TIES
A
B
_______________________
_______________________
S-513
HSS9x5x1/4
HSS9x7x1/2
HSS6x6x1/4 (127'-7")
C
COB #2
J
_______
S-512
L8x4x7/16
D
S-512
L8x4x7/16
W1
2
TYP CONC
WALL REINF
RE: SCHEDULE
S-501
FOURTH FLOOR
142'-0"
L8x4x7/16
1801 Broadway, Suite 250
Denver, CO 80202
(303) 575-9510
L
_______________________
S-511
W2
FOURTH FLOOR
142'-0"
THIRD FLOOR
128'-0"
L6x4x5/16
A
_______________________
S-511
S-511
2
REI | STRUCTURAL
~
A
_______________________
HSS9x7x1/2
S-512
L6x4x5/16
~
S-512
~
L
_______
2
3'-2"
L
_______________________
W1
CONSULTANT:
(5) #7 VERTS
E.F. @ 3" O.C.
(10 TOTAL)
7'-8"
~
~ SIM
N
_______________________
2
TYP REINF
@ OPENING
RE: R/S-002
1
A
S-312
WEST BUILDING ELEVATION
BUILDING ELEVATION @ GRID LINE D.10
B
1/8" = 1'-0"
S-312
1/8" = 1'-0"
C
PROJECT:
UCCS - ACADEMIC
OFFICE BUILDING
COLORADO SPRINGS, CO 80918
OWNER:
UNIVERSITY OF
COLORADO COLORADO SPRINGS
1420 AUSTIN BLUFFS PKWY
COLORADO SPRINGS, CO 80918
ISSUE:
05/13/2013
BID PACKAGE 2 100% CONSTRUCTION DOCUMENTS
05/22/2013
05/28/2013
05/31/2013
06/06/2013
06/17/2013
06/28/2013
ISSUE FOR ADDENDUM 01 - BP 02
ISSUE FOR ADDENDUM 02 - BP 02
ISSUE FOR ADDENDUM 03 - BP 02
ISSUE FOR ADDENDUM 04 - BP 02
ISSUE FOR CONSTRUCTION
ISSUE FOR COB #2 - BP 02
DRAWING INFORMATION:
12036.0
PROJECT NO:
DRAWN BY:
AF
CHECKED BY:
JR
APPROVED BY:
BR
SHEET TITLE:
BUILDING
ELEVATIONS
A
6/27/2013 2:10:28 PM
C:\Users\alanf\Documents\Revit & CAD\12036 UCCS_v2013-central_alanf.rvt
B
S-312
SHEET
1
2
3
4
5
6
OF
1
1.3
2
5"
4 5/8"
5 1/4"
CL
DRILLED
PIER
10" CONC WALL
15
#4 TIES x 19
8" O.C. W/ (5)
TIES @ T.O.
PILASTER
@ 3" O.C.
5"
2
3"
1'-0 3/8"
CONTINUOUS CORNER
BARS RE: A/S-401
(NOT SHOWN)
17" CONC WALL
6"
3"
8"
1'-0"
1'-0"
CONC GRADE BEAM
MECHANICAL
1 1/2"
CLR
1'-0"
10" CONC WALL
4"
4"
5"
3 5/8"
1'-0 3/8"
9"
PILASTER
REINFORCEMENT
RE: A/S-401
1 1/4"ø ANCHOR BOLTS
ABOVE
CL
DRILLED
PIER
1'-6"
PILASTER REINF
~ RE: A/S-401
STAIR B
5"
1'-0"
B
3/4" = 1'-0"
S-401
3/4" = 1'-0"
S-401
5
CL STEEL COLUMN
ABOVE = CL DRILLED
PIER
CL DRILLED
PIER
STAIR B PILASTER
C
15
5"
5 1/4" SHAFT
WALL
STAIR B PILASTER
1801 Broadway, Suite 250
Denver, CO 80202
(303) 575-9510
#4 TIES x 21
@
8" O.C. W/ (5) TIES @ T.O.
PILASTER @ 3" O.C.
10"
CL
DRILLED
PIER
STAIR B PILASTER
REI | STRUCTURAL
(10) #10 PILASTER
VERTS
TERMINATE HORIZ BARS
W/ STANDARD HOOK INTO
PILASTER
PILASTER
REINFORCEMENT
RE: A/S-401
CONSULTANT:
C.5
PILASTER
1 1/4"ø ANCHOR
BOLTS ABOVE
P 303.607.0977
www.slaterpaull.com
1 1/2" CLR
5"
11 3/8"
C.5
F
1 1/2"
CLR
1331 Nineteenth Street
Denver, CO. 80202
1 1/4"ø ANCHOR
BOLTS ABOVE
D
1'-0"
9"
11 3/8"
5"
12" CONC WALL
5"
5"
3 7/8"
CLR
5"
5"
9"
7"
1'-0"
5 1/4" SHAFT WALL
ASSEMBLY
1 1/4"ø ANCHOR
BOLTS ABOVE
2 7/8"
CLR
1 1/2"
CLR
1'-1 1/4"
5 1/4" SHAFT WALL ASSEMBLY
9"
S-401
ARCHITECTS
CONTINUOUS CORNER
BARS RE: A/S-401
(NOT SHOWN)
10" CONC WALL
A
SLATERPAULL
8"
STAIR B
E
1'-10"
6"
36"W GRADE BEAM
STAIR B
(10) #10 PILASTER
VERTS
D
6
4
CORNER BARS
CONTINUOUS
AT PILASTERS
~ TYPICAL @ ALL
PILASTERS
@
5
4
3
2
PILASTER @ G.L. C.5-4
D
3/4" = 1'-0"
S-401
E
3/4" = 1'-0"
S-401
PILASTER ALONG G.L. C.5
3/4" = 1'-0"
1
1
1
1
10"
10"
1'-0"
1'-0"
1'-6"
2 1/8"
1'-8 3/8"
2 3/8"
2 1/8"
1 1/4"
7"
BRICK LEDGE ABOVE
5 1/2"
T.O.D.P.
T.O.D.P.
4 3/8"
C
C.6
C.6
9"
8"
2 3/4" CLR
SPLICE OUTER HORIZ BARS
ON (1) SIDE OF PILASTER
CONC DRILLED PIER
~ CENTERED ON COLUMN
ABOVE
10 1/4"
CL DRILLED
PIER
21"x21" CONC PILASTER W/
(8) #7 VERT & #3 TIES
@ 16" O.C.
20"x22" CONC PILASTER
W/ (8) #7 VERT & #3 TIES
@ 16" O.C.
S-401
113'-7"
21"x21" CONC PILASTER
W/ (8) #7 VERT & #3 TIES
@ 16" O.C.
18" CONC WALL ~ RE: PLAN
DRILLED PIER
~ RE: SCHEDULE
STEEL COLUMN & BASE PL
~ RE: PLAN
STOP INSIDE HORIZ MAT
ON EITHER SIDE OF
PILASTER
9"
F
9"
T.O.C.
BRICK LEDGE ABOVE
PILASTER REINF
~ RE: A/S-401
8"
STEEL BEAM ~ RE: R/S-003
FOR CONN
9"
5 1/2" 5 1/2"
10"
C
10"
98'-8"
STEEL BEAM ~ RE: R/S-003
FOR CONN
PILASTER @ G.L. C.5-5
G
3/4" = 1'-0"
S-401
PILASTER @ LEVEL 1
PILASTER @ BASEMENT WALL
H
3/4" = 1'-0"
S-401
2 3/8"
0"
PILASTER @ LEVEL 1
J
3/4" = 1'-0"
2 3/8"
S-401
K
3/4" = 1'-0"
S-401
PILASTER @ LEVEL 2
3/4" = 1'-0"
C
PROJECT:
6"
3"
CONC WALL ~ RUN OUTSIDE FACE
HORIZ REINF TO OUTSIDE FACE OF
PILASTER
1'-0"
PILASTER @ G.L. E-3
M
3/4" = 1'-0"
S-401
PILASTER @ LEVEL 1
10"
Q
_______________________
DRILLED PIER ~ RE: PLAN
5 3/8
"
6 7/8
"
S-501
3/4" = 1'-0"
S-401
1
114'-0"
B
1'-0 1
/16"
8 5/1
6"
T.O.G.B.
1'-0 3/8"
113'-6"
PILASTER PLAN @ ENTRY (LEVEL 1)
1/2" = 1'-0"
A
05/22/2013
05/28/2013
05/31/2013
06/06/2013
06/17/2013
ISSUE FOR ADDENDUM 01 - BP 02
ISSUE FOR ADDENDUM 02 - BP 02
ISSUE FOR ADDENDUM 03 - BP 02
ISSUE FOR ADDENDUM 04 - BP 02
ISSUE FOR CONSTRUCTION
CONC PILASTER
8"
3
U
3/4" = 1'-0"
S-401
4
CHECKED BY:
JR
APPROVED BY:
BR
PLAN
ENLARGEMENTS
CONC DRILLED
PIER CENTERED
ON COLUMN ABOVE
S-401
1
T.O.W.
PILASTER PLAN @ ENTRY (LEVEL 2)
AF
1'-8 3/8"
113'-6"
T
DRAWN BY:
100'-0"
6" CONC SLAB ON VOID ~
NOT SHOWN FOR CLARITY
BRICK LEDGE AS OCCURS
12036.0
SHEET TITLE:
T.O.G.B.
T.O.C.
113'-6"
S-401
2
BID PACKAGE 2 100% CONSTRUCTION DOCUMENTS
PROJECT NO:
CONC GRADE BEAM
S-501
CONC WALL ~ RUN HORIZ BAR
@ OUTSIDE FACE THRU PILASTER
05/13/2013
DRAWING INFORMATION:
TERMINATE WALL
HORIZ INTO PILASTER
W/ STD HK
113'-7"
9"
D.10
18"x29 3/8" PILASTER W/ (8) #6
VERT & #4 TIES @ 12" O.C.
S
3/4" = 1'-0"
ISSUE:
BRICK LEDGE STEPS
RE: B/S-311
1'-0 3/8"
PILASTER W/
(8) #6 VERTS
AND #3 TIES x
@ 12" O.C.
T.O.G.B.
F
_______________________
11 5/
8"
PILASTER @ G.L. D.6-6
10"
4'-7 1
/8"
CONC WALL
9"
HSS COLUMN AND BASEPLATE
RE: PLAN
1'-8 3
/8"
9"
S-401
PILASTER @ STAIR A
1420 AUSTIN BLUFFS PKWY
COLORADO SPRINGS, CO 80918
1'-7 5
/8"
S-501
/8"
/8"
1'-9 1/4"W x2'-8"x2'-0"T PIER CAP
~ REINFORCE PER B/S-501
HSS COL
& BASE
PLATE
RE: PLAN
Q
8"
+
P
_______________________
29 3/8"x29 3/8" CONC PILASTER
W/ (12) #6 VERT & #4 TIES
@ 12" O.C.
9"
100'-2"
PILASTER 10"x15"
W/ (6) #6 VERTS
& # 3 TIES @ 10" O.C.
T.O.P
6'-5 3
10 5/
8"
T.O.C.
11 5/8"
3/4" = 1'-0"
R
_______________________
9"
99'-0"
5"
UNIVERSITY OF
COLORADO COLORADO SPRINGS
110'-6"
3/4"
D.10
96'-8"
T.O.P.C.
10 5/
8"
D.6
2 3/8
"
1'-8 3
3"
2'-6"
BRICK LEDGE STEPS
RE: A/S-312
T.O.D.P.
S-401
6
1'-8 3
/8"
36" GRADE BEAM
2 3/8
"
5"
GRADE BEAM REINF
CONTINUOUS AROUND
CORNER
PILASTER @ G.L. B.7-5
P
3/4" = 1'-0"
S-501
1 1/2
" 10
9/16"
EDGE
CURT OF
A
WALL IN
ABOV
E
PILASTER @ LEVEL 2
T.O.W.
6
1'-6"
5 3/8"
113'-7"
1'-0"
2 3/8
"
2'-10
8"
+
1'-3"
CONC SLAB ON VOID
NOT SHOWN FOR
CLARITY
S-401
6
T.O.W.
113'-6"
N
3/4" = 1'-0"
2'-0"W x2'-8"x2'-0"T PIER CAP
~ REINFORCE PER B/S-501
8"
CORNER BARS @ HORIZ REINF
THIS FACE
113'-4"
T.O.C.
100'-0"
5 3/8"
6"
T.O.C.
CONC DRILLED PIER CENTERED
ON COLUMN ABOVE
1 1/4"
8 3/4"
7 1/2"
CONC WALL
REINF CONT
AROUND CORNER
STOP VERTS @ PILASTER
10"
6"
T.O.G.B.
CONC PILASTER
113'-7"
5.5
6/12/2013 4:17:15 PM
D.9
CONC WALL
1'-6"
S-401
S-501
7 1/2"
CONC GRADE BEAM
B
R
B
_______________________
STEEL COLUMN BASE PL
+
SIM
T.O.C.
3"
A
B.7
OWNER:
STAIR A
STEEL BEAM
CONNECTION
RE: R/S-003
9"
HSS COL &
BASEPLATE
RE: PLAN
S-401
1'-0"
D.10
(3) #3 TIES @
3" O.C. @ T.O.
PILASTER
2 5/8"5 3/8"
1'-0"
D.10
99'-0"
12"
(3) #6 DOWELS x 4'-2"
TO GRADE BEAM ~ EXTEND
17" UP INTO GRADE BEAM
COLORADO SPRINGS, CO 80918
T.O.P.C.
C
/8"
1'-8 3
CONC PILASTER W/ (8) #7 VERT
& #3 TIES @ 14" O.C.
1'-8 3
/8"
1'-0"
113'-6"
(8) #6 VERTS IN PILASTER
L
1'-5 5
/16"
T.O.G.B.
1'-0"
5 3/8"
1'-5 5
/16"
4.8
HSS COL &
BASEPLATE
RE: PLAN
9"
#3 TIES @ 16" O.C.
TIES AROUND EACH
VERT AS SHOWN
1'-9"
1'-3"
1'-2 3/8"
1'-9"
CONC BEAM
BEARING ON
WALL
9"
9"
111'-6"
9"
CONC GRADE BEAM ABOVE
PROJECT (4) VERTS
12" INTO CONC BEAM
~ BEND @ INTERFACE
FOR 1 1/2 MIN COVER
T.O.C.
9"
D.11
D.11
(3) #6 DOWELS INTO GRADE
BEAM ABOVE
E
UCCS - ACADEMIC
OFFICE BUILDING
5
3
C:\Users\alexs.REI\Documents\12036 UCCS_v2013-central_alexs.rvt
4 3/8"
1'-4"
BRICK VENEER
10"
18" CONC WALL ~ BARS
@ BRICK LEDGE NOT SHOWN
FOR CLARITY
10"
C.5
BRICK VENEER
COLUMN & BASE PL
~ RE: SCHEDULE
8"
113'-7"
22"x20" CONC PILASTER W/
(8) #7 VERT & #3 TIES
@ 16" O.C.
1 1/2" CLR
3 1/2"
T.O.C.
98'-8"
1 1/4"ø ANCHOR
BOLTS ABOVE
12" CONC WALL
~ RE: PLAN
CONC WALL
7"
TERMINATE BARS W/
STANDARD HOOK INTO
PILASTER (NOT SHOWN)
5"
7"
D
PILASTER @ LEVEL 1
SHEET
3/4" = 1'-0"
5
6
OF
B
1'-3"
5 3/8"
LTGA STEEL STUD WALL
~ RE: SHEETS S-311 & S-312
FOR SIZES ~ RE: SHEET S-005
FOR CONN DETAILS
E
1 1/2" @ #5
2" @ > #5
1'-0"
F.O. STUD
BRICK VENEER
G
6
11 5/8"
STEEL COLUMN & BASE PL
~ RE: PLAN
ISOLATION MATERIAL
ISOLATION MATERIAL
CONC SLAB-ON-GRADE
CONC SLAB-ON-GRADE
BASEMENT WALL
RE: PLAN
DO NOT BACKFILL
UNTIL SLAB OR DECK
ABOVE HAS BEEN
PLACED AND CURED
(7 DAY MIN)
RE: PLAN
CURTAIN WALL
RE: ARCH
SITE PAVING
DOWEL @ EA VERT ~ MATCH
VERT SIZE
ISOLATION
MATERIAL
SLAB ON
GRADE
#3 x6'-0" @ 12" O.C.
STAGGER ENDS
1'-0" TYP
8"
RE: PLAN
3/4" CLR
3"
1" NON-SHRINK GROUT
STEEL STUDS
T.O.C.
SLATERPAULL
FOR ADDITIONAL INFORMATION
3/4" CLR RE: E/S-501
ARCHITECTS
RE: GB SCHEDULE
BRICK VENEER
T.O.C.
1 1/2" @ #5
2" @ >#5
T.O.G.B
CONC WALL
~ RE: SCHEDULE
1331 Nineteenth Street
Denver, CO. 80202
CLASS B SPLICE
5 3/8"
1'-0"
F.O. STUD
G
Ld
1'-3"
A
6
CLASS B SPLICE
A
5
4
3
2
5"
1
CONSULTANT:
GRADE BEAM DETAIL
B
3/4" = 1'-0"
S-501
CONT 4"
VOID FORM
PERIMETER DRAIN
TYPICAL
RE: SOILS REPORT
FOR ADD'L INFO
CONC DRILLED PIER
EXTERIOR PILASTER
THRESHOLD @ CURTAIN WALL
C
3/4" = 1'-0"
S-501
6
4"
3 1/8"
2 3/8"
1 1/2"
D
3/4" = 1'-0"
S-501
G
1'-6"
@ 12" O.C.
4" CONT VOID FORM
DOWELS ~ RE: SCHEDULE
4" VOID OUTSIDE
DRILLED PIER
S-501
#4 x 24"
EA WAY TOP & BOTTOM & #3 HORIZ
TIES @ 8" O.C.
CONT 4" VOID
A
24"
2'-0"W x2'-8"x2'-0"T PIER CAP
W/ (5) #5 "U-BARS" x18"
18"
1801 Broadway, Suite 250
Denver, CO 80202
(303) 575-9510
#6@10" O.C
W/ STD HK @
GRADE BEAM
GRADE BEAM @ LEVEL 1 WALL
3/4" = 1'-0"
S-501
G
8 3/8"
F.O. WALL
E
2 1/2"
F.O. CONC
BRICK VENEER
SITE
PAVING
8" STUDWALL
PL3/16"x1'-0"x WINDOW WIDTH
(1'-1" PL @ 8" STUD)
#4x 25"
RE: ELEVATION
FURIRING
RE: ARCH
VERT EDGE
CLEARANCE
RE: E/S-501
#10 SCREW @ TRACK TO
BOX @ EA STUD
CONC WALL
RE: PLAN
6
3
L6x4x3/8x0'-9 1/2"L W/ 2"L
SLOTTED HOLES @ BOLTS
(2) 3/4"ø BOLTS SET @ CENTER
OF HOLE ~ FINGER TIGHTEN
BOLTS
3/16
8" STUD @ STAIR B, 6" STUD
@ STAIR A (3) TRIMMER STUDS
BELOW VERT MULLIONS
CONC FOUNDATION WALL
~ RE: PLAN
STEEL BEAM
HSS6x6x1/4 W/ 1/4" CAP PL
EA SIDE
2'-0"
3/32
2-12
TYPE I BOX HEADER x16 GA ~ CONN
EA END TO KINGS PER G/S-005
~ RE: SCHEDULE FOR JAMBS
BRICK VENEER
BEND EA
VERT
@ 1/6
#5 @ 16" O.C. W/ (1) #5x CONT
TOP & BOTTOM ~ EXTEND 30"
BELOW BRICK LEDGE
CONC SLAB ON METAL DECK
8" @ 12" O.C.
RE: PLAN
STAIR
1'-0"
T.O.B.L.
3 1/4"
3 1/2"
T.O.B.L.
114'-0"
CONT 4" VOID
5"
1 1/2"
15"
T.O.W.
SITE STAIR/PAVING AS
OCCURS
1 1/2"
10" CONC WALL ABOVE
BRICK LEDGE
BRICK VENEER
CURTAINWALL GRAVITY
& LATERAL CONN TO
STRUCTURE BY OTHERS
6" CONC SLAB ON VOID
8"
5 1/4"
1'-3 1/2"
BRICK
DOWELS ~ RE: M/S-501
13/16"
1 1/4"
1 1/2"
D
3/4" = 1'-0"
1
4"
EXT SHEATING
6" METAL STUD WALL
LEVEL 1 WALL @ STAIR
1 1/4" 2" 1 1/4"
2" CLR
CONC GRADE BEAM ~ POUR
DOWN @ DRILLED PIERS
GRADE BEAM
RE: PLAN
1 1/4" 2"
SUBGRADE CONSTRUCTION
~ RE: K/S-002
REI | STRUCTURAL
CONC
GRADE BEAM
RE: SCHEDULE
1 1/2"
CLR
RE: SCHEDULE
RE: PLAN
CONT GRADE BEAM
~ POUR INTEGRALLY
W/ PIER CAP ~ CONT
TOP & BOTTOM REINF
THROUGH CAP ~
STIRRUPS MAY STOP
4" OUTSIDE F.O. CAP
P 303.607.0977
www.slaterpaull.com
ELEVATOR GUIDE
RAIL CLIP
ELEVATOR
SHAFT
16 GA TRACK
STEEL POST FOR ELEVATOR
GUIDE RAIL SUPPORT
ISOLATION MATERIAL
18" CONC WALL ~ POUR
DOWN @ DRILLED PIER
CONC SLAB ON GRADE
CONC SLAB-ON-GRADE
T.O.C.
CONC STAIR CORE
WALL
RE: G/S-501
5 1/4" SHAFTWALL
ASEEMBLY
100'-0"
1/2" BASE PL W/ (2) 3/4"x4"
EMBED EXP ANCHORS
CONT 4" VOID
F
S-501
FOUNDATION WALL @ SLAB ON VOID
G
3/4" = 1'-0"
S-501
CONC WALL @ STAIR
STAIR CURTAIN WALL SILL
H
3/4" = 1'-0"
S-501
J
3/4" = 1'-0"
S-501
CONC WALL @ LEVEL 1
K
3/4" = 1'-0"
S-501
STEEL POST @ ELEVATOR GUIDE RAIL
3/4" = 1'-0"
6
C
3
CURTAIN WALL GRAVITY &
LATERAL CONN TO CONC WALL
BY OTHERS
1'-8 3/8"
6"
A
3"
B
75"
FOR ADDITIONAL INFORMATION
RE: A/S-501
CONC SLAB ON VOID
1'-2 3/8"
6"
1'-1 1/2"
6 7/8"
105'-0"
BRICK VENEER ~ RE: ARCH
COLORADO SPRINGS, CO 80918
T.O.C.
VARIES
RE: PLAN
HILTI PINS STAGGERED
@ 8" O.C.
RE: H/S-005 FOR ADD'L INFO
100'-2"
T.O.G.B
2'-8"x2'-8"x2'-0" DEEP PIER CAP
REINF PER B/S-501
RE: PLAN
2" CONC CURB
MONOLITHIC
POUR WITH G.B.
24"
#4 DOWELS x 24"
@ 12" O.C.
1 1/2" CLR
#4 x Lbl + 16"
@ TIES
5 3/8"
CONC GRADE BEAM
~ RE: SCHEDULE
#4 CLOSED LOOP TIES @ 16" O.C.
STEP W/ BRICK LEDGE
5/8" GYP ON 7/8"
HAT CHANNEL
RE: ARCH
GRADE BEAM
RE: PLAN FOR
REINFORCEMENT
2
1420 AUSTIN BLUFFS PKWY
COLORADO SPRINGS, CO 80918
ISSUE:
DRILLED PIER
DOWELS
RE: PLAN
L
S-501
DOWELS @ G.L. 3 SHEAR WALL
M
3/4" = 1'-0"
S-501
SLAB ON VOID @ ENTRY
3/4" = 1'-0"
S-501
6
1'-8 3/8"
CORNER EXTERIOR PILASTER
N
P
3/4" = 1'-0"
S-501
GRADE BEAM @ CONC CURB
S-501
1'-7 5/8"
3/4" = 1'-0"
BID PACKAGE 2 100% CONSTRUCTION DOCUMENTS
05/22/2013
05/28/2013
05/31/2013
06/06/2013
06/17/2013
ISSUE FOR ADDENDUM 01 - BP 02
ISSUE FOR ADDENDUM 02 - BP 02
ISSUE FOR ADDENDUM 03 - BP 02
ISSUE FOR ADDENDUM 04 - BP 02
ISSUE FOR CONSTRUCTION
2
RE: SCHEDULE
D
ELEV PIT
CONCRETE
WALL
RE: PLAN
ELEV PIT
DOWELS
TO MATCH
CONC WALL
VERTS
~ STD HOOK
@ G.B.
RE: PLAN
110'-6"
4" CONT VOID
CONC WALL ~ RE: PLAN
WALL CAP @ ENTRY
S
3/4" = 1'-0"
S-501
1
3" CLR
DOWEL @ MID
DEPTH
PROJECT
2'-0" INTO
PIT SLAB
~ MATCH
PIT SLAB BAR
SPACING
ELEVATOR PIT SLAB @ GRADE BEAM
3/4" = 1'-0"
DOWELS MATCH
CONC WALL
VERTS
MONOLITHIC
OR TWO POUR
@ GC PREFERENCE
~ @ TWO POUR, FORM
SAVERS TO MATCH
SLAB REINF INTO
GRADE BEAM
CENTER DRILLED
PIER ON CONC
WALL
SUMP PIT
RE: PLAN
~ THICKEN SLAB
AROUND AS
REQUIRED. REPLACE
INTERUPTED BAR, 1/2
ON EACH SIDE
ELEVATOR PIT SLAB
T
S-501
2
MIN
(3) #5 TOP & BOTTOM,
(2) #5 EA SIDE
T.O.W.
LAYER 1,4
E/W
GRADE BEAM
RE: PLAN
8"
A
3
DRAWING INFORMATION:
U
3/4" = 1'-0"
S-501
4
12036.0
PROJECT NO:
PIT SLAB
RE: S/S-501
1 1/2" CLR TYP
DOWELS
MATCH
WALL REINF
#5 DOWELS x6'-0"
@ 12" O.C.
PIT SLAB
W/ #6 @ 9"
O.C. EA WAY
T&B
T.O.C.
1" CLR
#5 CLOSED TIES @ 24" O.C.
CLASS B LAP
9"
CONCRETE
WALL
RE: PLAN
CLASS B LAP SPLICE
1" CLR
TYP
114'-0"
6/12/2013 4:17:18 PM
C:\Users\alexs.REI\Documents\12036 UCCS_v2013-central_alexs.rvt
GRADE WALL @ CURTAIN WALL
05/13/2013
5
STUDWORK NOT SHOWN
FOR CLARITY ~ BOTH
SIDES
T.O.G.B.
S-501
Q
3/4" = 1'-0"
BRICK VENEER
R
OWNER:
#4 HORIZ @ 12" O.C. E.F.
GRADE BEAM BEYOND
B
Lbl + 16"
UNIVERSITY OF
COLORADO COLORADO SPRINGS
T.O. CURB
CONT 4" VOID @ SLAB & GRADE
BEAM
3'-0"
8"
1 1/2"
2 1/4"
1 1/2" CLR
MECHANICAL ROOM
SLAB-ON-GRADE
GRADE BEAM
~ RE: SCHEDULE
UCCS - ACADEMIC
OFFICE BUILDING
#4 @ 8" O.C. E.F
HORIZ ~ BEND
I.F. BAR WHERE
WALL STEPS TO
7" STEM
T.O.B.L.
CONC SITE PAVING
6"
VERTS x14"
6
FOR ADDITIONAL INFORMATION
RE: B/S-501
#3x6'-0" @ 12" O.C. ~ STAGGER
ENDS 1'-0" TYP
BOUNDARY VERTS
@ CONC WALL
~ RE: ELEV
PROJECT:
2 3/8"
T.O.C
CURTAINWALL SYSTEM
~ RE: ARCH
DOWELS TO MATCH
10"
Lbl
6"
D.10
8"
DRAWN BY:
AF
CHECKED BY:
JR
APPROVED BY:
BR
SHEET TITLE:
GRADE BEAM
RE: PLAN
FOUNDATION
DETAILS
S-501
GRADE BEAM @ INTERIOR CONCRETE WALL
3/4" = 1'-0"
SHEET
5
6
OF
1
A
B
B
8 3/8"
6"
6"
6
STRIP WINDOWS ABOVE
& BELOW
3-12
7 1/2"
9 3/8"
G
RE: PLAN
1 1/2" CLR
5"
LIGHTGAUGE STEEL
STUDWALL ~ RE: ELEVATION
EXTERIOR SHEATHING
COMPOSITE STEEL BEAM
4" CONT VOID
1/8
LTGA KICKERS @ EVERY
OTHER STUD ~ RE: Q/S-005
FOR CONN @ HIGH END OF
KICKER
1
EA STUD
KERF CUT BRICK TO CONCEAL
TOP OF ANGLE ~ TYP
1/8
L8x4x7/16 (LLH) OR BENT
PL1/4"x8"x0'-4" ~ ALIGN W/
WINDOW HEADS
S-511
CONT L6x4x5/16 (LLV) W/
3/8"ø EXP ANCHORS (2 1/2"
EMBED) @ 24" O.C.
3
EA STUD
1
BRICK RELIEF ANGLE @ BYPASS STUD
B
3/4" = 1'-0"
S-511
KERF CUT BRICK TO CONCEAL
TOP OF ANGLE ~ TYP
CEILING ~ RE: ARCH
L8x4x7/16 (LLH) OR BENT
PL1/4"x8"x4"
LIGHTGAUGE STEEL STUDS
~ RE:ELEVATIONS
BRICK LINTEL @ STRIP WINDOW
113'-0"
REI | STRUCTURAL
6" STRUCUTRAL SLAB (fc' = 4000 PSI)
W/ #4 @ 12" O.C. EA WAY
1801 Broadway, Suite 250
Denver, CO 80202
(303) 575-9510
(5) #6 PERIMETER BARS
x CONT @ 2" O.C.
1 1/2" CLR
3/4" CLR
CONC BASEMENT WALL
MECH UNIT
SLAB EDGE @ CURTAINWALL
C
3/4" = 1'-0"
114'-0"
P 303.607.0977
www.slaterpaull.com
CONSULTANT:
T.O.C.
T.O.C.
6"
T.O.C.
COMPOSITE STEEL BEAM
CONC SLAB ON METAL DECK
6"
CLIP TO
ANGLE
1331 Nineteenth Street
Denver, CO. 80202
WATERPROOFING ~ RE: ARCH
DECK CONN TO ANGLE ~RE: B/S-005
~ TYP
6" CONC SLAB ON VOID
12"
#4 DOWELS x 24"
@ 12" O.C.
CONC SLAB ON METAL DECK
SLOPE
TAPERED GEO-FORM RIGID
INSULATION
RE: CIVIL
4"
COMPOSITE STEEL BEAM
4" THICK CONC SITE PAVING
3/4" CLR
SLAB EDGE ~ RE: E/S-003 OR
F/S-003 @ CONTRACTORS OPTION
1'-0 3/8"
3 1/2 MIN THICKNESS
CURTAINWALL SYSTEM
~ RE: C/S-004 FOR INFO
BRICK VENEER
A
3
1'-0 3/8"
RIGID CONN @ EA STUD
~ RE: K/S-005
ARCHITECTS
G
1/2"
CONC SLAB ON DECK
SLIDE CLIP @ EA STUD
~ RE: K/S-005
SLATERPAULL
1'-5 3/8"
5"
1/4
E
6
3"
A
5
4
3
2
S-511
D
3/4" = 1'-0"
S-511
SLAB TRANSITION @ ENTRY
E
3/4" = 1'-0"
S-511
STRUCTURAL SLAB @ MECH VAULT
3/4" = 1'-0"
1
1'-8 3/8"
1'-0"
D.9
RE: R/S-003 FOR CONN
D
3
8 3/8"
6"
4
6"
RE: PLAN 1 1/2"
4" ~ F.O. STUD
CONC SLAB
T.O.C.
SLOPE
114'-0"
RE: CIVIL
SHAFTWALL ASSEMBLY
~ RE: ARCH
3
EXTERIOR SHEATHING
3
4
.
RE: PLAN
1/4"x6"x6" EMBED PL W/ (4)
1/2"ø x6" HAS ~ SPACE PL's
@ 4'-0" O.C. MAX
6"
113'-0"
FURRING ~ RE: ARCH
6" STRUCUTRAL SLAB
(fc' = 4000 PSI) W/ #4
@ 12" O.C. EA WAY
(5) #6 PERIMETER BARS
x CONT @ 2" O.C.
10" STEMWALL ABOVE BRICK
LEDGE ~ RE: PLAN
3
T.O.W.
T.O.C.
114'-0"
114'-0"
MECH VAULT
1
#4 FORM SAVERS @ EA
SLAB BAR ~ RE: H/S-511
FOR INFO
T.O.C.
113'-0"
5" CONC SLAB ON LTGA
STEEL PAN @ LANDING
3
G
3/4" = 1'-0"
S-511
STAIR A WEST/SOUTH WALLS
6" STRUCTURAL SLAB
(fc' = 4 KSI
3/4" = 1'-0"
S-511
FURRING ~ RE: ARCH
MECH VAULT
CONC WALL ~ RE: PLAN
1
J
3/4" = 1'-0"
S-511
CONC WALL @ MECH VAULT
5"
S-511
8 3/8"
3/4" = 1'-0"
PROJECT:
UCCS - ACADEMIC
OFFICE BUILDING
1'-0"
5 3/8"
1'-8 3/8"
8"
STAIR LANDING @ CONC WALL
E
6
5 1/4"
K
3/4" = 1'-0"
C
D.9
24"
#4x 24" @ 12" O.C.
1'-3"Wx2'-6"D CONC BEAM
~ RE: G/S-512 FOR REINF
INFO (fc' = 4000PSI)
CONC BEAM @ MECH VAULT
H
LANDING STRUCTURE BY
STAIR SUPPLIER
CONC WALL ~ RE: PLAN
1
BRICK LEDGE @ CONC STEMWALL
CONT EDGE ANGLE
~ RE: D/S-511
STAIR A
WATERPROOFING
~ RE: ARCH
#4 FORM-SAVERS @ 12" O.C.
CENTERED IN SLAB ~ 25" MIN
EXTENSION INTO SLAB
1 1/2" CLR ~ TYP
CONC WALL ~ RE: PLAN
8" @ 12" O.C.
CONT L4x4x1/4
#4 @ 12" O.C. HORIZ
S-511
STAIR A
(1) #4x CONT
CONC SLAB ON STEEL
DECK
TAPERED GEO-FOAM
RIGID INSULATION
T.O.C.
T.O.C.
18" CONC STEMWALL
F
2"
STAIR
15"
RE: PLAN
1/4
RE: PLAN
DECK EDGE CONN
~ RE: D/S-511
T.O.B.L.
2 5/8"
SIDEWALK/SITE PAVING
WATERPROOFING ~ RE: ARCH
CONC PILASTER BEYOND
#4x
10"
8" LTGA STUD WALL
FURRING ~ RE: ARCH
TAPERED GEO-FORM RIGID
INSULATION
T.O.C.
BRICK VENEER
1" CLR BTWN ROWS OF
BAR @ MULTIPLE ROW
CONDITIONS
4" THICK CONC SITE PAVING
~ THICKEN TO 7" @ BIKE
RACK LOCATIONS
COMPOSITE BEAM
4.8
3 1/8" ~ F.O. CONC
5"
BRICK VENEER
E
E
1'-0"
WINDOW SYSTEM ~ RE: ARCH
HSS COLUMN
BREAK @ CANT'L
BEAM
BRICK VENEER
RE: PLAN
SHAFTWALL ASSEMBLY
~ RE: ARCH
SLAB EDGE CONN
~ RE: E/S-003
5"
RE: PLAN
MECH
SHAFT
COLORADO SPRINGS, CO 80918
3/16
2-12
UNIVERSITY OF
COLORADO COLORADO SPRINGS
SLIDE CLIP @ EA STUD
~ RE: K/S-005
5/16
6"
CONC SLAB ON DECK
L6x4x5/16 (LLV) W/ 3/8"ø EXP
ANCHORS (2 1/2" EMBED)
@ 24" O.C.
3rd FLOOR
OWNER:
EDGE CONN ~ RE: E/S-003
CANTILEVERED
COMPOSITE STEEL
BEAM
1/4
RE: PLAN
3"
T.O.C.
3 SIDES TYP
3/8"x2 1/2"x 0'-4 5/8" @ 3'-0" O.C.
BENT PL3/8"x 5" x CONT (LLH)
8"
T.O.C.
CONC SLAB ON STEEL
DECK
ANGLE KICKER
BEYOND
1/4"x4"x CONT STAINLESS
STEEL PL
CONC SLAB ON METAL DECK
~ DECK SPAN DIRECTION
SKEWED TO WALL
3
3/8" FITTED STIFFENERS
EA SIDE OF BEAM
~ ALIGN W/ WALLS OF
LOWER COLUMN
GUARD RAIL ~ RE: ARCH
METAL PANEL FINISH
~ RE: ARCH
2'-4"
5"
1" BASEPLATE
W/ (4) 3/4"ø BOLTS
T.O.C.
CONT 600T150-54 @ TOP
STEEL STUDWALL
~ SLIP HEAD @ SILL
GIRT
~ RE: PLAN
3'-4"
CONC SLAB ON METAL
DECK
1 1/2"
T.O.C.
156'-0"
1/4
3-12
COMPOSITE STEEL BEAM
1" CAP PL W/ (4) 3/4"ø
BOLTS
STEEL BEAM
~ RE: PLAN
2
2 3/8"
T.O.B.L.
BRICK VENEER
RE: PLAN
COMPOSITE STEEL BEAM
5/16" FULL HT STIFF @ EA
3/8" PL ABOVE
L2x2x1/4 KICKER
@ EA CONNECTED
BEAM W/ PL1/4"x4"x4"
GYP SHEATHING ~ RE: ARCH
B
3/4" = 1'-0"
S-511
TYP SLAB EDGE @ MECH SHAFT
SLAB ON DECK @ CONC WALL
N
3/4" = 1'-0"
S-511
3/4" = 1'-0"
S-511
6"
8 1/4"
F.O. STUD
7 7/8"
EDGE OF SLAB
PAVERS
~ RE: ARCH
T.O.C.
STAIR
RE: PLAN
SLAB EDGE CONN
~ RE: F/S-003
INTENTIONALLY
ROUGHEN
SURFACE TO 1/4"
AMPLITUDE
CONC SLAB ON STEEL
DECK
SLIDE CLIP CONN EA STUD
~ RE: K/S-005
CONC SLAB ON STEEL
DECK
L5x5x5/16xCONT
W/ 1/2ø DAS @ 2'-0"
O.C.
COMPOSITE STEEL BEAM
~ RE: PLAN
SHAFTWALL ASSEMBLY
~ RE: ARCH ~ EXTEND
STAIR SIDE LAYER TO
UNDER SIDE OF STUD
WALL
MIN
COMPOSITE BEAM
~ RE: PLAN
2-12
4"
3/16
154'-11 1/2"
CONC WALL
~ RE: PLAN
#5 DOWELS x 10"
@ EA VERT
MECH
SHAFT
SLAB POUR DOWN
@ WALL W/ (2) #4 x
CONT
1" CLR
B/S
COMPOSITE STEEL BEAM
8" METAL STUDWALL
~ RE: ELEVATIONS
12036.0
PROJECT NO:
113'-0"
3
5" COMPOSITE FLOOR
~ RE: PLAN
6/12/2013 4:17:22 PM
SHAFTWALL ASSEMBLY
~ RE: ARCH
SLAB EDGE CONN ~ RE: E/S-003
T.O.C.
ISSUE FOR ADDENDUM 01 - BP 02
ISSUE FOR ADDENDUM 02 - BP 02
ISSUE FOR ADDENDUM 03 - BP 02
ISSUE FOR ADDENDUM 04 - BP 02
ISSUE FOR CONSTRUCTION
DRAWING INFORMATION:
SLAB EDGE CONN ~ RE: F/S-003
RE: PLAN
05/22/2013
05/28/2013
05/31/2013
06/06/2013
06/17/2013
EXTERIOR SLAB
~ RE: H/S-511
RE: PLAN
T.O.C.
CONC SLAB ON METAL
DECK
T.O.C.
156'-0"
1 1/2" = 1'-0"
BRICK VENEER (INTERIOR)
ROOFING & INSULATION
~ RE: ARCH
T.O.C.
GUARD RAIL @ 3RD FLOOR MEZZANINE
D
1'-1 7/8"
6" LTGA STUDWALL
BID PACKAGE 2 100% CONSTRUCTION DOCUMENTS
3
RE: PLAN
CONC PEDESTAL PAVERS
~ RE: ARCH
SLAB EDGE
~ RE: E/S-003
TAPERED
INSULATION
~ RE: ARCH
A
S-511
5 1/4"
BRICK VENEER
WALL FINISH
~ RE: ARCH
Q
3/4" = 1'-0"
EXTERIOR SHEATHING
6" LTGA STUD WALL
3/16
STEEL STUDS @ RIBBON WINDOW
G
4.8
5
P
05/13/2013
6"
M
TYP
ISSUE:
3/16
1'-0"
S-511
COLUMN SPLICE @ CANTILEVER BEAM
5"
L
C:\Users\alexs.REI\Documents\12036 UCCS_v2013-central_alexs.rvt
6" LTGA STUD CONT FROM
4th FLOOR TO SILL ~ RE: PLAN
CONC WALL ~ RE: F/S-511
FOR ADD'L INFO
MEZZANINE EDGE STEEL BEAM
~ RE: PLAN
1420 AUSTIN BLUFFS PKWY
COLORADO SPRINGS, CO 80918
48"
CEILING ~ RE: ARCH
DRAWN BY:
AF
CHECKED BY:
JR
APPROVED BY:
BR
SHEET TITLE:
FLOOR FRAMING
DETAILS
SINGLE ANGLE
(3) BOLT CONN
R
S-511
ROOF DECK TRANSISTION
3/4" = 1'-0"
S
S-511
1
SHAFTWALL @ 5th LEVEL PATIO
3/4" = 1'-0"
INTERIOR BRICK @ STAIR WALL
T
S-511
2
3
U
3/4" = 1'-0"
S-511
4
SLAB EDGE @ MECH SHAFT
V
3/4" = 1'-0"
S-511
5
SLAB POUR DOWN @ G.L. 3 SHEAR WALL
3/4" = 1'-0"
S-511
SHEET
6
OF
1
7 1/2"
9 7/8"
D.10
5
4
3
2
6
D.10
1'-5"
CONT L3x3x1/4
3/16
3 5/8"
STEEL COLUMN
EDGE OF SLAB CONN PER F/S-002
LOCATE KICKERS BETWEEN
CANOPY BEAMS
4
4 3/8"
CURTAIN WALL
3 7/8"
3 5/8"
1"
1'-8 3/8"
F.O. STUD
T.O. STUD
128'-0'
4-12
1 1/2" STEEL ROOF DECK
(27'-10 1/2")
CONT 3x3X1/4
FACE OF BRICK
@ WALL
ROOFING @ INSULATION
1 1/2" STEEL ROOF DECK
1 1/2" STEEL ROOF DECK
T.O.S.
EXTERIOR SHEATHING
1/2" FULL HEIGHT STIFFENER
EACH SIDE @ COLUMN
W14 FLOOR BEAM NOT
SHOWN FOR CLARITY
USE BOLTED CONN TO
STIFFENER PL
1/8
1/4
6"x14GA CONT TRACK
CURTAIN WALL
EDGE BEAM @ CANOPY
2x2x16GA COLD FORMED
ANGLE W/ (2) .157"ø PAF
TO BEAM & (2) #10 SCREWS
TO STUD ~ TYP EA STUD
362S162-54 @ 16" O.C.
CONT TRACK TOP & BOT
362S162-54 JOISTS &
STUDS @ 16" O.C.
S-512
1 1/2" = 1'-0"
S-512
1 1/2" = 1'-0"
S-512
REI | STRUCTURAL
HSS4x4x1/4
3 5/8"
1801 Broadway, Suite 250
Denver, CO 80202
(303) 575-9510
2
L3x3x1/4x0'-6" LONG
EACH SIDE OF WEB
W16x STEEL BEAM
3 5/8" STUDS @
SOFFIT FRAMING
12
D
1 1/2" = 1'-0"
S-512
SOFFIT @ CANOPY RETURN
1 1/2" = 1'-0"
F
4
G
3 3/4"
4
1 1/2" STEEL DECK
362S167-54 KICKER @
TUBE (2) #10 SCREWS
TO STUD ~ (2) .157"ø
PAF TO BEAM
INTERNAL GUTTER @ CANOPY
C
1/4
P 303.607.0977
www.slaterpaull.com
CONSULTANT:
(2) #10 SCREWS ~ TYP
CONT 3x3x16 GA COLD
FORMED ANGLE
L6x4x5/16x CONT (LLH)
CANTILEVER BEAM @ CANOPY
B
127'-5"
2x2X16 GA CRA W/ (2)
.157"ø PAF TO ANGLE &
(2) #10 SCREWS TO STUD
~ TYP EACH STUD
4
A
127'-5"
RIGID CONN SIM TO P/S-005
~ (2) SCREWS & (2) PAF
STEEL BEAM~ CANTILEVER
TO SUPPORT CANOPY
EDGE BEAM
C4x4.5x8" LONG
@ EACH BEAM
SISTER 16GA STUD
TO EACH CHANNEL
T.O.S.
VARIES
6" STUD INFILL
6" STUD INFILL
T.O.S.
ELEV
STEEL BEAM
L3x3 @ FACE OF BRICK
MITER CORNERS & FIELD
WELD TO L3x3 ANGLES
@ EACH END
CONT L3x3x1/4
127'-5"
1331 Nineteenth Street
Denver, CO. 80202
T.O. STUD
HSS4x4x1/4
127'-5"
ARCHITECTS
3'-8 3/8"
F.O. METAL
PANEL FINISH
4"
CONC SLAB ON
STEEL DECK
CONC SLAB ON STEEL DECK
T.O.C.
E
SLATERPAULL
6
E
11 3/8"
1'-0 3/8"
4'-5"
1'-0 3/8"
9"
FACE OF BRICK VENEER
L3x3x1/4x CONT
FACE OF BRICK VENEER
STEEL COLUMN
8" LTGA STEEL STUDS
L3x3x1/4x CONT
BRICK VENEER
4
1 1/2" STEEL ROOF DECK
SKEWED TO BEAM
STEEL ROOF DECK
T.O.S.
T.O.S.
T.O.S.
127'-7"
127'-5"
H
_______________________
3
2
S-512
10'-0"
10'-0"
STEEL BEAM
(5) #4
T.O.C.
(4) #8 TOP
(4) #8 ADD'L x28' CENTERED
ON GRID 3
#4 STIRRUPS @ 12" O.C.
STEEL BEAM ~ CANTILEVER
OUT @ CANOPY
STEEL GIRT
#4 @ 12" O.C. W/ STD HOOK
@ END
SITE PAVING & GEO-FOAM
~ RE: H/S-511
HSS7x3x3/16 TOP & BOT
STOP 1/2" SHORT OF
COLUMN EACH END
127'-5"
1" NON-SHRINK GROUT
#4 STIRRUPS @ 6" O.C.
SECOND FLOOR
114'-0"
15"W CONC BEAM
#4 STIRRUPS @ 12" O.C.
CHORD BARS
1'-6"
2'-6"
STAIR A
114'-0"
1'-0"
3-12
3-12
1 1/2" CLR
1/4
1/4
8" LTGA STEEL STUDS
1" CLR
D
(4) #8 BOTTOM
(6) #8 BOTTOM
18"x2'-4"W CONC BEAM
W/ (3) #6 BOTTOM &
(2) #6 TOP ~ #4 CLOSED
TIES @ 8" O.C.
SOFFIT FRAMING
SOFFIT FRAMING
EDGE BEAM @ CANOPY
S-512
CANTILEVERED STEEL BEAM @ CANOPY
F
1 1/2" = 1'-0"
S-512
1 1/2" = 1'-0"
S-512
1
1/4" = 1'-0"
S-512
FOR ADDITIONAL INFORMATION
RE: A/S-511
PROJECT:
3/4" = 1'-0"
6 1/2"
6
6"
D.10
WINDOW
RE: ARCH
TYPE 3 TRACK
@ SILL
RE: S-005
1'-2 3/8"
T.O.C.
SLIP CONN
6"
T.O. PARAPET
5 1/4"
RE: ARCH
1'-2 3/8"
@ 4TH FLOOR
COLUMN SPLICE,
T.O. COLUMN CAP
= T.O.S. + 2"
M
_______________________
RE: PLAN
INTERIOR 600S125-43
LTGA STUD WALL @ 16" O.C.
2ND TO 4TH LEVEL
BRICK VENEER~ RE: ARCH
EXTENDED SLIP CLIP CONN
CONC ON METAL DECK
BEYOND
S-512
HSS STUB
W/ 1/4"x7"x11 1/4"
CAP PL ~ ATTACH
LTGA STUD SLIP CLIP
@ END OF WALL
TO CAP PL
T.O.C.
RE: PLAN
5"
HSS7x5x1/4 CANTILEVER
STUB
EA END
1/8
BRICK
VENEER
RE: ARCH
EXTERIOR SHEATHING
HSS GIRT ~ RE: ELEV
BRICK VENEER
~ RE: ARCH
STEEL COLUMN @ CONC SLAB
6
3 1/2"
EXTERIOR SHEATHING
H
6
6
6"
CONCRETE BEAM REINFORCING (ELEVATION)
G
4"
C
(2) RUNS OF (3) #6
FORM-SAVERS
BRICK RELIEF ANGLE
BELOW ~ NOT SHOWN
FOR CLARITY
BRICK RELIEF ANGLE
BELOW ~ RE: ELEVATION
E
3"
SLAB BEYOND
1 1/2" CLR
4/12
1 1/2" CLR
1/4
CONC BEAM
~ RE: H/S-511
6"
STAIR A
EDGE ANGLE
RE: E/S-003
6" STUDS
BETWEEN
EA HSS @
16" O.C.
~ TYPE W2
CONC PAVERS
ON TAPERED
INSULATION
RE: ARCH
SLIP CLIP
@ EA STUD
1/2"ø DASx2'-0"
@ 2'-0" O.C.
T.O.C.
PL 1/4x5"x5"
@ EA HSS
SLIP HEAD ~ RE: J/S-005
RE: PLAN
3 SIDES
9"
HSS COLUMN
~ RE: PLAN
1 1/2"
RE: PLAN
B.O. LINTEL
138'-0"
J
S-512
GIRT @ OPEN 3RD FLOOR
K
3/4" = 1'-0"
S-512
8 7/8"
HSS 5x3x1/4
@ 4'-0" O.C.
MAX
RELIEF ANGLES ATTACHED
TO STEEL STUDS ~ RE: A/S-511
~ WRAP BRICK VENEER
COLUMN
HSS GIRT
RE: ELEV
L8x6x 7/16xCONT
(LLH)
CURTAIN WALL
~ ALLOW 1/2"
VERT DEFLECTION
B
1/4
CJP
T.O.S.
L4x4x1/4 BETWEEN
EA BEAM
~ COPE EA END
AND BEAR 4" @ EA FLG
L3x3x1/4 KICKER
@ EA HSS
3/16
BEAM CONN TO COLUMN
~ RE: N/S-003
COMPOSITE STEEL
BEAM
PL 1/4x4x4 EA END
OF KICKER
1/4
3/16
3-12
4
L6x4x5/16xCONT
(LLV)
1/4
L8x6x7/16x0'-4" (LLH)
@ EA HSS
1"
EXTERIOR LTGA STUD
WALL ABOVE & BELOW
GIRT ~ RE: ELEV
CURTAIN WALL CONN BY
OTHERS ~ ALLOW FOR 1/2"
VERT DEFLECTION
GIRT @ CURTAIN WALL HEAD
HSS CANTILEVER STUB @ ENTRY BRICK
L
3/4" = 1'-0"
S-512
M
3/4" = 1'-0"
S-512
HSS CANTILEVER STUB @ ENTRY BRICK
N
3/4" = 1'-0"
S-512
L6x4x5/16x0'-5"
@ EA HSS
CURTAIN WALL @ ROOF DECK PARAPET
3/4" = 1'-0"
6
B
6"
6
UCCS - ACADEMIC
OFFICE BUILDING
COLORADO SPRINGS, CO 80918
OWNER:
UNIVERSITY OF
COLORADO COLORADO SPRINGS
1420 AUSTIN BLUFFS PKWY
COLORADO SPRINGS, CO 80918
ISSUE:
05/13/2013
BID PACKAGE 2 100% CONSTRUCTION DOCUMENTS
05/22/2013
05/28/2013
05/31/2013
06/06/2013
06/17/2013
ISSUE FOR ADDENDUM 01 - BP 02
ISSUE FOR ADDENDUM 02 - BP 02
ISSUE FOR ADDENDUM 03 - BP 02
ISSUE FOR ADDENDUM 04 - BP 02
ISSUE FOR CONSTRUCTION
6"
9"
T.O. PARAPET
6"
EA ANGLE
158'-4"
4
3/16
4"
3 5/8"
2 1/8"
F.O. WALL
4 5/8" @ SIM
7 1/4"
2" 2"
HANDRAIL ~ RE: ARCH
1 1/2"
1 1/2" 3"
3/4"ø THRU-BOLT IN 3"
LONG x13/16" SLOTTED
HOLE ~ FINGER TIGHTEN
EXTERIOR SHEATHING
3 5/8" LTGA INTERIOR
STUD WALL
CONC PAVERS
ROOFING & INSULATION
SLIP CONN ~ RE: K/S-005
T.O.C.
L5x5x3/8x0'-10" LONG EA
SIDE OF GIRT POST
RE: PLAN
F.O. BRICK VENEER
(4) DOWELS x24"
CONN PER H/S-005
SIDEWALK/SITE PAVING
AS OCCURS
T.O.W.
T.O.C.
114'-0"
114'-0"
12036.0
PROJECT NO:
@ 12" O.C.
CONC SLAB ON STEEL
DECK
DRAWN BY:
AF
CHECKED BY:
JR
APPROVED BY:
BR
STAIR B
STAIR B
L6x4x5/16x CONT
~ RE: N/S-310
CONT EDGE ANGLE
~ RE: D/S-511
HORIZ DRAG REINF
CONC WALL ~ RE: PLAN
EDGE DETAIL
~ RE: E/S-003
HSS STEEL GIRT POST CENTERED
IN STUD WALL
(1) #4x CONT
EXTERIOR SHEATHING
114'-0"
PL1/4"x8"x8" W/ (4) 1/2"ø
x3" HAS @ EA HANDRAIL
POST
PL1/2"x5"x1'-4" FOR
SUNSHADE CONN
6" STUDWALL (8" @
SIM COND)
HSS STRUT
T.O.C.
CURTAINWALL SYSTEM
~ RE: ARCH
BRICK VENEER
HSS STEEL BRACE NOT
SHOWN FOR CLARITY
CONC SLAB ON STEEL
DECK
CONC SLAB ON STEEL DECK
COMPOSITE STEEL BEAM
DRAWING INFORMATION:
5 1/4" SHAFTWALL ASSEMBLY
~ RE: ARCH
5"
RE: PLAN
A
FOR ADDITIONAL INFORMATION
RE: M & N/S-310
5"
CONC SLAB ON STEEL DECK
T.O.C.
6/12/2013 4:17:26 PM
C:\Users\alexs.REI\Documents\12036 UCCS_v2013-central_alexs.rvt
BRICK VENEER
1
F
2
5"
1/4
10" CONC WALL ~ RE: PLAN
2" CLR
3/16
3/4" CLR
CONC WALL
3/4" CLR
3/4" CLR
1 1/2" CLR
3/4" CLR
SHEET TITLE:
FLOOR FRAMING
DETAILS
COMPOSITE STEEL BEAM
S-512
3/16
LTGA STEEL STUD
1
1
P
S-512
GIRT POST @ SUNSHADE
3/4" = 1'-0"
Q
S-512
1
1
1
PARAPET @ 5th FLOOR PATIO
3/4" = 1'-0"
CONC WALL @ STAIR B
R
S-512
2
S
3/4" = 1'-0"
3
1
S-512
4
EXTERIOR WALL @ STAIR B
T
3/4" = 1'-0"
S-512
5
CURTAINWALL @ CONC WALL
SHEET
3/4" = 1'-0"
6
OF
D.10
D.10
6"
158'-0"
158'-0"
LTGA STEEL STUD WALL
BRICK VENEER KERF CUT
FOR ANGLE THICKNESS
E
EXTERIOR
EXTERIOR SHEATHING
SHEATHING
CONT L8x4x7/16 OR BENT
PL ~ RE: B/S-511 ~ ACTS
AS LINTEL ABOVE MAX
4'-0" OPENING
3"
3"
LTGA
LTGA BOX
BOX HEADER
HEADER ~~ (2)
(2) 600S162-43
600S162-43
W/
600T125-43 @
@ EA
EA PUNCHED
PUNCHED
W/ (2)
(2) 600T125-43
OPENING
158'-0"
158'-0"
BACK
BACK TO
TO BACK
BACK STUDS
STUDS ~~
600S162-54
W/ 362S167-54
600S162-54 W/
362S167-54
@ 16" O.C. W/ (2) #10
SCREWS @ 6" O.C.
CONT 18GA x2x2 CRA
W/ (2) #10 SCREWS @
EACH STUD
T.O.
T.O. CURTAINWALL
CURTAINWALL
NO WELD TO STUDS ABOVE
PUNCHED WINDOW ~ 1/8" FILLET
TOP & BOTTOM FULL WIDTH OF
DBL JAMB STUD EA SIDE
RE:
RE: ARCH
ARCH
4
PUNCHED
PUNCHED WINDOW
WINDOW ~~ RE:
RE: ARCH
ARCH
~~ MAX
MAX OPENING
OPENING WIDTH
WIDTH == 4'-0"
4'-0"
S-513
S-513
3/4"
3/4" == 1'-0"
1'-0"
T.O.C.
RE: PLAN
RE: PLAN
HSS5x3x1/4 BETWEEN
VERT HSS
COMPOSITE STEEL BEAM
S-513
1/4" STIFF PL @ EACH HSS
55
33 SIDES
SIDES
1/4
1/4
3/4"
3/4" == 1'-0"
1'-0"
S-513
S-513
8"
STUD WALL
8" LTGA
LTGA STUD
WALL
BASEPLATE
BASEPLATE 1/4"x5
1/4"x5 1/2"x0'-10"
1/2"x0'-10"
W/
W/ (2)
(2) 1/2"ø
1/2"ø EXP
EXP BOLTS
BOLTS
~ @ 3RD AND 4TH LEVELS
66
CANTILEVERED HSS @ LEVEL 5 DECK
C
C
D
D
3/4"
3/4" == 1'-0"
1'-0"
S-513
S-513
STAIR STRINGER CONN @ FLOOR LINE
E
E
2
3/4"
3/4" == 1'-0"
1'-0"
S-513
S-513
INTERMEDIATE STRINGER SUPPORT
1/4"
1/4" == 1'-0"
1'-0"
22
1.3
16 GA TRACK x
CONT
T.O. PARAPET
FOR
FOR ADDITIONAL
ADDITIONAL INFORMATION
INFORMATION
RE:
RE: F & G/S-513
RE: ARCH
44
44
LIGHT GAUGE
STUD INFILL
RE: ELEV
5"
5"
1/2" RETURN
RETURN
1/2"
EA
EA LEG
LEG
5 1/4"
1/2"
1/2"
1/4
1/4
INTERMEDIATE
STAIR LANDING
1/4"
1/4" CAP
CAP PL
PL
HSS
HSS GIRT
GIRT ~~ RE:
RE: PLAN
PLAN
HSS TO BEAM
1/4
1/2"
1/2"
STEEL
STEEL BEAM
BEAM ~~ RE:
RE: PLAN
PLAN
2" 3"
2"
3" 2"
2"
1 1/2" METAL DECK
HSS
HSS GIRT
GIRT POST
POST ~~ RE:
RE: PLAN
PLAN
L4x4x3/8 W/ 1/4" STIFFENER
~ ANGLE WIDTH = HSS WIDTH
~ CENTER ON HSS GIRT
1"
1"
PL5/8"x6
PL5/8"x6 1/4"x0'-7"
1/4"x0'-7"
~~ BOLTED
BOLTED CONN
CONN
BY OTHERS
CENTER CONN
ON
ON STRINGER
STRINGER
L6x4x5/16 (LLV) ANGLE WIDTH
= HSS WIDTH - 1/2" ~ CENTER
ON HSS GIRT
3/16
3/16
HSS COLUMN
~ RE: PLAN
6" @ TOP
3-12
HSS4x2x1/4 POST
@ 5'-4" O.C. MAX
HSS COLUMN ~ RE: PLAN
GYP
GYP FIRE
FIRE RATED
RATED
ASSEMBLY
ASSEMBLY
~ RE: ARCH
STAIR
STAIR STRINGER
STRINGER
~~ BY
BY OTHERS
OTHERS
11 1/2"
1/2"
11 1/2"
1/2"
PL1/4xBf x 0'-5" W/ 1 1/2" VERT
SLOT FOR 1/2"ø BOLT
~ STD HOLE IN TUBE
1/4
1801 Broadway, Suite 250
Denver, CO 80202
(303) 575-9510
HSS COLUMN ~ RE: PLAN
1/4
PL3/4"x7"x"L"
PL3/4"x7"x"L" ~~ BOLTED
BOLTED CONN
CONN
BY
BY OTHERS
OTHERS
BENT
BENT PL
PL TO
TO MATCH
MATCH SLAB
SLAB
EDGE
x8" LONG
LONG @
@ EACH
EDGE PL
PL x8"
EACH
HSS POST
STAIR STRINGER
~ RE: PLAN
C15x
C15x DOG
DOG LEG
LEG STRINGER
STRINGER
~~ BY
BY OTHERS
OTHERS
11 1/2"
1/2"
11 1/2"
1/2"
COMPOSITE STEEL BEAM
~ RE: PLAN
F
D
CONSULTANT:
REI | STRUCTURAL
5" CONC ON METAL
DECK @ LANDING
BEYOND
KICKER
KICKER @
@ STRINGER
STRINGER
~~ RE:
FOR
RE: N/S-512
N/S-512 FOR
ADD'L INFO
P 303.607.0977
www.slaterpaull.com
FF
_______
T.O.S. ==
T.O.S.
CONC
CONC SLAB
SLAB ON
ON STEEL
STEEL DECK
DECK
1/4
1/4
CURTAINWALL @ LEVEL 5 DECK
S-513
S-513
1/2"
5/16" FULL HT STIFF
1331 Nineteenth Street
Denver, CO. 80202
S-513
S-513
T.O. LANDING
T.O.C.
CONC SLAB ON STEEL DECK
ARCHITECTS
G
_______
_______
DECK EDGE CHANNEL
BEYOND
HSS3x3x1/4 POST
@ 4'-0" O.C. MAX
2
B
B
600S162-54 & 362S162-54 W/
(2) .157"ø PAF @ 6" TO
HSS POST
INSULATION
INSULATION &
& ROOFING
ROOFING
22
CONT BRICK RELIEF ANGLE @ PUNCHED WINDOW
5 1/4" SHAFT WALL
~ RE: ARCH
CONC
CONC PAVERS
PAVERS
CURTAINWALL
CURTAINWALL DEFLECTION
DEFLECTION
CONNECTION
CONNECTION
SLATERPAULL
4
3 5/8" @ G.L. 4.8
HSS POST
6"
6" &
& 33 5/8"
5/8" STEEL
STEEL
STUD
STUD SISTERED
SISTERED
TO EACH HSS POST
CURTAINWALL
CURTAINWALL SYSTEM
SYSTEM
A
A
FOR ADDITIONAL INFORMATION
RE: B/S-513
5" @ G.L. D
2'-0"
2'-0"
6"
6"
L
3"
1/2"
1/2"
8 3/8"
6"
6"
6"
6
4.8
3"
3"
B
6"
6"
5 3/8"
5"
5"
A
55 3/8"
3/8"
CONT
CONT 600T150-68
600T150-68
TRACK
TRACK
5
4
3
2
12" MAX
1
Bf
STAIR
STAIR
3/16
3/16
3/16
3/16
3/16
3-12
PL 1/4x 10"xCONT
IN BETWEEN
HSS POSTS
TYP
8"
3/16
5/16" FULL HEIGHT STIFFENERS
@ HSS POSTS
L2 1/2xL2 1/2 x1/4 KICKERS
@ HSS POSTS
LIGHT GAUGE
STUDS W/
DEFLECTION
HEADS
HSS GIRT ~ RE: PLAN
2
22
3/16
STEEL JOIST
RE: PLAN
2
COB #2
F
S-513
INTERMEDIATE
STRINGER SUPPORT
SUPPORT
INTERMEDIATE STRINGER
SLIP CONN
CONN @
@ STRINGER
STRINGER SUPPORT
SUPPORT COLUMN
COLUMN
SLIP
G
3/4" = 1'-0"
S-513
C
STAIR
SUPPORT @
@ EXT
EXT GIRT
STAIR SUPPORT
GIRT
H
3/4" = 1'-0"
S-513
J
3/4" = 1'-0"
S-513
HORIZ
GIRT CONN
HORIZ GIRT
CONN
K
3/4" = 1'-0"
S-513
PARAPET @ EXT WALL (IN-LINE STUDS)
3/4" = 1'-0"
COB 10
8 3/8"
PROJECT:
1.3
T.O. PARAPET
T.O. PARAPET
RE: ARCH
RE: ARCH
UCCS - ACADEMIC
OFFICE BUILDING
G
8" LTGA STUDS TYPE W5
BRICK VENEER
6" LIGHT GAUGE WALL
TYPE W1 W/ 16 GA TRACK
TOP AND BOTTOM
HSS POST BEYOND
RE: K/S-513 (NOT SHOWN)
COLORADO SPRINGS, CO 80918
8 3/8"
OWNER:
BRICK VENEER
DECK SUPPORT PL
RE: K/S-513
1/4
1/4
6
STIFFENER & KICKER BEYOND
RE: K/S-513
STEEL BEAM
RE: PLAN
LINTEL
170'-0"
ROOFING, INSULATION
AND FLASHING
RE: ARCH
B
2 1/2" LTGA STUD
W/ DEFLECTION
HEAD BELOW LINTEL
ATTACH TO DECK FLUTES
~ ADD PL 18 GA x 8"xCONT
SCREWED TO DECK W/ #10
TEKS IF REQ'D
5"
2
3/16
3
L5x5x5/16xCONT
RIGID CONN
~ RE: J/S-521
6
UNIVERSITY OF
COLORADO COLORADO SPRINGS
TYP EA END
3/16
INFILL BEAM WEB AS
REQ'D FOR BRICK
VENEER TIE SUPPORT
LINTEL
STEEL JOIST BEYOND
170'-0"
PL 3/8x6"xBM DEPTH - 1/2"
@ WITHIN 1'-0" OF STIFFENERS
~ INCREASE PLATE LENGTH ABOVE
BEAM FLANGE AS REQ'D TO WELD LINTEL
TO PLATE
L8x4 LINTEL ATTACHED
TO STUDS
RE: A/S-511
BENT PL 5/8"x 9" 4" x CONT
GALVANIZE OR ZINC RICH PRIMER
ROOF AND FLASHING
RE: ARCH
SOFFIT FRAMING
RE: ARCH
L6x6x3/8xCONT @ FIRST
BOTTOM CHORD
PANEL POINT
1420 AUSTIN BLUFFS PKWY
COLORADO SPRINGS, CO 80918
BRICK VENEER
L3x3x1/4 KICKER @ 5'-0" O.C.
DEEP LEG SLIP TRACK @ BASE
RE: J/S-005 'SIM'
~ NO CONN TO STUDS
ISSUE:
LTGA STUDS W/
DEFLECTION HEAD
RE: PLAN
(2) #10 TEK SCREWS
~ TRACK TO EACH DECK FLUTE
L
S-513
EXT WALL @ LOW ROOF
3/4" = 1'-0"
S-513
EXT WALL @ LOW ROOF
EXT WALL @ BEAM (IN LINE STUDS)
N
3/4" = 1'-0"
S-513
COB 10
COB 10
3/4" = 1'-0"
COB 10
BID PACKAGE 2 100% CONSTRUCTION DOCUMENTS
05/22/2013
05/28/2013
05/31/2013
06/06/2013
06/17/2013
06/28/2013
08/20/2013
09/10/2013
ISSUE FOR ADDENDUM 01 - BP 02
ISSUE FOR ADDENDUM 02 - BP 02
ISSUE FOR ADDENDUM 03 - BP 02
ISSUE FOR ADDENDUM 04 - BP 02
ISSUE FOR CONSTRUCTION
ISSUE FOR COB #2 - BP 02
ISSUE FOR COB #4
ISSUE FOR ASI #9
10/03/2013
ISSUE FOR COB #10
DRAWING INFORMATION:
12036.0
PROJECT NO:
DRAWN BY:
AF
CHECKED BY:
JR
APPROVED BY:
BR
SHEET TITLE:
FLOOR FRAMING
DETAILS
A
10/3/2013 2:10:50
12:18:06PM
PM
6/27/2013
C:\Users\alexs.REI\Documents\12036
UCCS_v2013-central_alexs.rvt
C:\Users\alanf\Documents\Revit
& CAD\12036
UCCS_v2013-central_alanf.rvt
M
05/13/2013
1 1/2" LOW ROOF
DECK
11
S-513
SHEET
1
2
3
4
5
6
OF
E
E
1 1/2" ROOF DECK
EXTEND OVER
KNEE WALL
1 1/2" ROOF DECK
~ RE: SCHEDULE
6"
5
4
3
2
C.6
1
6"
6
A
C
2'-3 1/2"
EXTERIOR SHEATHING
~ TYP
3 7/8"
HIGH BEAM
E
3"
CRA 2x2x16GA xCONT
W/ #10 SCREWS
@ 12" O.C.
BEAM BEYOND
5/16 FULL HT
STIFF EA SIDE
OF WEB @ BM
CENTER LINE
INSULATION & ROOFING
~ RE: ARCH
ROOF DECK
HSS HANGER
W/ 3/4" BASE
PLATE & (4)
1/2"ø BOLTS
@ BM GA
T.O.S.
SLIDE CLIP CONN
RE: PLAN
CONT L4x4x1/4
CURTAINWALL DEFLECTION
CONN
STEEL BEAM
3/16
1/4
3-12
2'-7 3/4"
170'-0"
ROOF DECK
K
_______________________
STEEL
GIRDER
RE: PLAN
S-521
T.O.S.
RIGID CONN ~ RE: P/S-005
1/2"
WT4x9
W/ (3) 3/4"
BOLT CONN
TO BEAM
STEEL BEAM
(2) #10 SCREWS ~ TYP
3
1'-0"
2 1/2"
S-521
3/4" = 1'-0"
S-521
KNEE WALL @ ROOF STEP
362S162-54 KICKER @ EVERY
OTHER STUD ~ (3) #10 SCREWS
EA END ~ RE: J/S-521 FOR CONN
@ HIGH END
WINDOW SYSTEM
CURTAINWALL @ LOW ROOF
C
3/4" = 1'-0"
1801 Broadway, Suite 250
Denver, CO 80202
(303) 575-9510
STEEL JOIST CONN
~ RE: E/S-004
1
B
CONSULTANT:
REI | STRUCTURAL
1/4
CANTILEVERED
BEAM @ LOW
ROOF
RE: PLAN
P 303.607.0977
www.slaterpaull.com
1
362S162-33 @ 16" O.C.
~ TYP
CURTAIN WALL SYSTEM
CANTILEVERS ABOVE CONN
TO ROOF EDGE ANGLE
1331 Nineteenth Street
Denver, CO. 80202
STEEL ROOF DECK
2"x2"x18GA CRA (CONT)
@ EA CORNER
RE: PLAN
STEEL BEAM
STEEL
JOIST
STEEL BEAM
ROOF STEP @ OUTDOOR SPACE
ARCHITECTS
CONT L5x5x5/16
RE: PLAN
T.O.S.
STEEL JOIST BEYOND
A
SLATERPAULL
(3) #10 SCREWS @ BRACE &
@ TOP STUD CONN
1/4
SOFFIT FRAMING ~ RE: ARCH
EXTERIOR STUD WALL
4 15/16"
362S162-33 @ 16" O.C.
HSS3x3 STUB POST UP
HIGH ROOF BEAM
(SKEWED TO
MAIN BEAM)
6"
172'-10 1/2"
KNEE WALL
RE: A/S-521
16 GA x 12" WD PL
FOR KNEE WAL ATTACHEMENT
1'-0"
T.O. STUD
HIGH BEAM
KNEE WALL
362S162-33 @ 16" O.C.
EXTERIOR SHEATHING
B
1'-9 1/2"
1
S-521
D
3/4" = 1'-0"
S-521
HANGER @ LOW ROOF
E
3/4" = 1'-0"
S-521
A
BUILT-UP PARAPET CONDITION
3/4" = 1'-0"
B
1'-0"
T.O. PARAPET
D
175'-0"
C.5
4
2
COPE WT @ EA JOIST
ROOFING ~ RE: ARCH
CONNECT DECK TO
WT ~ RE: SCHEDULE
1/4"/FT
2-12
3"
1 1/2"
SPLICE PL3/8"x7"x1'-0" W/
(2) 3/4"ø A325N-SC BOLTS
STEEL ROOF DECK
T.O.S.
1 1/2"
1/2"
STEEL BEAM TO COLUMN
CONN ~ RE: N/S-003
HSS HANGER
W8x STEEL
BEAM
L6x6x3/8x CONT W/ 4x4x0'-4"L
16GA CRA @ EA KICKER ~
(3) #10 SCREWS TO KICKER
~ (2) 0.157"ø PAF TO ANGLE
STEEL JOIST ~ RE: PLAN
PL5/16"x3 1/2"x0'-6" W/
(2) 3/4"ø A325N-SC BOLTS
STEEL BEAM ~ RE: PLAN
RELIEF ANGLE ~ RE: K/S-511
3/4" = 1'-0"
S-521
WT DRAG @ COLUMN
DRAG BEAM @ ROOF
H
3/4" = 1'-0"
S-521
J
3/4" = 1'-0"
S-521
1/4" PL @ BEAM
WEB
TYP
362S162-54 KICKER @ EVERY
OTHER STUD ~ (3) #10 SCREWS
EA END
WINDOW SYSTEM
G
PL 1/4x3"x3"
STEEL BEAM
1'-0"
BRICK VENEER ~ KERF @
RELIEF ANGLE
WT DRAG
3/16
RE: R/S-005 FOR CONN WHERE
JOIST ARE PARALLEL TO WALL
HSS COLUMN ~ RE: PLAN
S-521
3
3/16
WT DRAG
1 1/2"
F
1
CONT L5x5x5/16
STEEL JOIST
3"
2 1/2"
WT10.5x22 ~ RE: PLAN
FOR EXTENTS
RIGID CONN ~ SIM TO P/S-005
W/ (4) SCREWS & (5) PAF EA
STUD
RE: PLAN
1 1/2"
1 1/2" METAL DECK
~ RE: PLAN
ROOFING
& INSULATION
~ RE: ARCH
HSS3x2 1/2x3/16 EA JOIST SPACE
W/ 1/4" CAP PL EA END ~ 2" MAX
GAP BTWN JOIST & HSS
2 1/2"
3/16
5"
3/16
L2x2x1/4 KICKER
@ W8x
PARAPET CONDITION
K
3/4" = 1'-0"
S-521
HANGER @ LOW ROOF
3/4" = 1'-0"
C
PROJECT:
UCCS - ACADEMIC
OFFICE BUILDING
D
C
BEAM BEYOND
ANGLE FRAME
L8x6 BEYOND
W/ L2x2x0'-3"
BEARING SEAT
@ WT (NOT SHOWN
FOR CLARITY)
172'-0 3/16"
12"
INSULATION & FINISH
~ RE: ARCH
12"x6" SHOP FABRICATED
HOLE IN WEB OF W16x
METAL DECK ~ RE: PLAN
EQ
1/4"
600S162-43 STUDS @ 16" O.C.
RIGID CONN
EACH STUD
1/4" SHEAR PL W/
(2) 3/4"ø BOLTS
CONT TRACK TOP & BOTTOM
COLORADO SPRINGS, CO 80918
6
3 5/8" 6"
CONT L5x5x5/16
2 1/2"
B.O.D.
1/4
OWNER:
172'-10 1/2"
2
STEEL DECK
1/4
VARIES
BENT PLATE SADDLE
BEYOND @ JOIST
PL 1/4"x4"
10"
6"
8" JOISTS ~ RE: PLAN ~ MATCH
LOCATION OF STUDS
14GA x1'-0"x CONT PL
SCREWED TO DECK TOP
FLUTES @ 8" O.C. IN 1st
TWO FLUTES
CONN EA JOIST TO STUDS
W/ (3) #10 SCREWS
5"
MECH
SHAFT
7"
STEEL DRAG BEAM W/
(3) 3/4"ø SC BOLTS
L6x4x5/16x CONT (LLH) W/ STEEL
SHIMS UNDER GAUGE PL @ 1'-0" O.C.
~ TACK WELD TO ANGLE
STEEL JOIST BEYOND
L3x3x1/4 BRACE
@ 4'-0" O.C.
3 SIDES TYP
3/16
CONT 362S162-54
5"
ISSUE:
362S162-54 HANGER ON CRA
3x3x16GA @ 4'-0" O.C. TYP
EACH BEAM
B
L
S-521
1
ELEVATOR ROOF
M
3/4" = 1'-0"
S-521
WEB OPENING @ CANOPY
WT @ MECH SHAFT
N
1 1/2" = 1'-0"
S-521
P
3/4" = 1'-0"
S-521
A
CONNECTION @ DRAG TRUSS
Q
3/4" = 1'-0"
S-521
BRACE @ ROOF EDGE
3/4" = 1'-0"
B
1'-0"
EACH PL
1/4
T.O. PARAPET
6
4
175'-0"
D
S
_______________________
CONT L6x4x3/8 (LLV) SLOPING W/ DECK
SLIDE CLIP CONN
~ RE: K/S-005
EACH PL
ROOF DECK
1/4
CONT L5x5x5/16
STEEL ROOF DECK
T.O.S.
TYP
3/16
1 1/8"
2
L8x4x1/2xCONT @ SOUTH
L5x5x5/16xCONT @ NORTH
ROOF DECK
L3x3x1/4 BRACING
TACK WELD @ CENTER
~ RE: PLAN FOR LOCATIONS
STEEL JOIST
1/4
A
L3x3 @ 48" O.C.
CONT L6x4x3/8
(SLOPES W/ DECK
1/4
4
W12 (SLOPED)
CONT 362S162-54 W/
(2) #10 SCREWS TO
EACH JOIST
RELIEF ANGLE ~ RE: A/S-513
BRICK VENEER ~ KERF @
RELIEF ANGLE
EDGE BEAM
(FLAT & DROPPED)
2
14 GA PL x 14"xCONT
W/ (3) #10 TEK TO LOWER FLUTE
@ 16" O.C.
4
1/4
STEEL BEAM (W16) FLAT & DROPPED
3-12
CRA 4x4x16 GA
W/ (3) #10 TEKS TO PL/DECK
362S162-54 @ EVERY OTHER STUD
W/ (2) #10 EA END
PL1/4x8 IN WB
EACH EDN
1/4
METAL PANEL FASCIA
RE: ARCH
STEEL BEAM
ANGLE BRACES NOT
SHOWN FOR CLARITY
1/4
3 5/8" SOFFIT JOISTS @ 16" O.C.
BOX HEADER ~ RE: A/S-513
362S162-54 HANGER ON CRA
3x3x16GA @ 4'-0" O.C. TYP
EACH BEAM
~ (2) #10 SCREWS EA END
& (2) #10 SCREWS @ RUNNER
WINDOW SYSTEM
JOIST BLOCKING @ 2'-6" O.C
RE: M/S-005
~ TYP @ ROOF DECK SOFFIT
3 5/8" BLOCKING (2) BAYS @
EA FASCIA STUD
~ MATCH FASCIA STUD GAUGE
362S162-43 JOISTS @ 16" O.C.
METAL PANEL SOFFIT
RE: ARCH
2
COB 10
3
R
S-521
BRACE @ ROOF EDGE
1 1/2" = 1'-0"
S
S-521
1
BRACE @ ROOF EDGE
1 1/2" = 1'-0"
PARAPET CONDITION
T
S-521
2
3
05/22/2013
05/28/2013
05/31/2013
06/06/2013
06/17/2013
06/28/2013
08/20/2013
09/10/2013
ISSUE FOR ADDENDUM 01 - BP 02
ISSUE FOR ADDENDUM 02 - BP 02
ISSUE FOR ADDENDUM 03 - BP 02
ISSUE FOR ADDENDUM 04 - BP 02
ISSUE FOR CONSTRUCTION
ISSUE FOR COB #2 - BP 02
ISSUE FOR COB #4
ISSUE FOR ASI #9
10/03/2013
ISSUE FOR COB #10
DRAWING INFORMATION:
RE: PLAN
RE: PLAN
L3x3x1/4 BRACE @ 48" O.C.
BID PACKAGE 2 100% CONSTRUCTION DOCUMENTS
FOR ADDITIONAL INFORMATION
RE: Q/S-521
4
1/4
6/12/2013 12:18:07
10/3/2013
4:17:31 PM
PM
C:\Users\alexs.REI\Documents\12036 UCCS_v2013-central_alexs.rvt
S-521
CONT EDGE ANGLE
(L4x4x1/4)
05/13/2013
2
2
1
UNIVERSITY OF
COLORADO COLORADO SPRINGS
1420 AUSTIN BLUFFS PKWY
COLORADO SPRINGS, CO 80918
3 5/8" x18GA SOFFIT
FRAMING
W16x CANOPY BEAM
1'-0"
STEEL BEAM
362S162-54 KICKER
@ EACH BRACE
(4'-0" O.C.)
5/16" FULL HT
STIFF
5 1/4" SHAFT WALL ~ CONN TO
STRUCTURE BY OTHERS
2
SOFFIT SHAPE TO
MATCH E/S-521
STEEL DRAG
JOIST
SHAFT WALL
RE: ARCH
WT8x18
3/4" RADIUS ~ TYP
EQ
CONN TRACK TO GAUGE PL W/
(2) #10 SCREWS @ EA STUD
3/16
6
U
3/4" = 1'-0"
S-521
4
COB 10
BEAM BRIDGING @ ROOF DECK
V
1" = 1'-0"
S-521
5
FASCIA @ ROOF EDGE
3/4" = 1'-0"
DRAWN BY:
AF
CHECKED BY:
JR
APPROVED BY:
BR
SHEET TITLE:
ROOF FRAMING
DETAILS
S-521
SHEET
6
12036.0
PROJECT NO:
OF