1. GENERAL: 1A. USE THE MOST CURRENT DRAWINGS IN PREPARATION OF SUBMITTALS. ALL SUBMITTALS SHALL LIST DATE OF DRAWINGS USED TO PREPARE THE SUBMITTAL. 1B. BECAUSE THIS IS A PHASED CONSTRUCTION PROJECT, THE CONTRACTOR MUST ANTICIPATE ADDITIONAL DRAWING REVISIONS AFTER EARLY BID PACKAGES HAVE BEEN ISSUED. THESE REVISIONS WILL INCREASE THE CONSTRUCTION COST. THE CONTRACTOR SHALL INCLUDE THESE ANTICIPATED COSTS IN ANY BIDS OR PRICE GUARANTEES PROVIDED TO THE OWNER. SYMBOL DESCRIPTION MECH UNIT (XX.Xk = MECH UNIT OPERATING WEIGHT IN KIPS INCLUDING INERTIA BASE) CAST-IN-PLACE CONC XX.Xk EXTENT OF CONCRETE PAD SYMBOL DESCRIPTION SOG FW1 CONCRETE SLAB ON GRADE FOUNDATION WALLS DRILLED PIER DIAMETER IN INCHES PENETRATION INTO BEDROCK IN FEET TYPE T/DRILLED PIER ELEVATION PIER DOWELS DPXXA-XX XX'-X" PD-1 SYMBOL DESCRIPTION MOMENT CONNECTION AXIAL DRAG CONNECTION BRACING ABOVE DECK CONCRETE THICKNESS TYPE DECK TYPE DECK SPAN DIRECTION T/SLAB AT SLAB-ON-DECK 2VLIX.XXA XXX'-XX" XXk XXk BEAM SIZE [XX] c=X" (XXX'-XX") CAMBER (INCHES) EL OF T/STEEL SHEAR STUD QUANTITY SERVICE BM REACTION (KIPS) STEEL BEAM SYMBOL DESCRIPTION ELEVATION CALLOUT XXX'-XX" STEP SLOPE KEY NOTE SUBGRADE FORM SAVER DRAWING REVISION NUMBER CURRENT REVISION CLOUD 1 X LOAD FOR SPECIALTY DESIGNER WELDED-WIRE REINFORCEMENT SECTION OR DETAIL CUT SHEET NUMBER ELEVATION CUT SHEET NUMBER NEW GRID LINES X XX X XX X SOGXXA XXX'-XX" SLAB THICKNESS TYPE T/SLAB SLAB TYPE BOTTOM FLANGE CONNECTION PER * / 20 S-501 1. CODES AND STANDARDS: 1A. GENERAL DESIGN - INTERNATIONAL BUILDING CODE 2009 2. SEISMIC LOADS - SEISMIC DESIGN CATEGORY = B - OCCUPANCY CATEGORY = III - EARTHQUAKE IMPORTANCE FACTOR, Ie = 1.25 - MAPPED SPECTRAL RESPONSE ACCELERATION, Ss= 0.212 - MAPPED SPECTRAL RESPONSE ACCELERATION, S1= 0.059 - DESIGN SPECTRAL RESPONSE COEFFICIENT, SDs = 0.170 - DESIGN SPECTRAL RESPONSE COEFFICIENT, SD1 = 0.067 - SOIL SITE CLASS = C - BASIC STRUCTURAL SYSTEM: BUILDING FRAME SYSTEM - STRUCTURAL SEISMIC LATERAL SYSTEM: ORDINARY REINFORCED CONCRETE SHEAR WALLS - RESPONSE MODIFICATION FACTOR, R = 5 - SEISMIC RESPONSE COEFFICIENT, Cs= 0.033 - SYSTEM OVERSTRENGTH FACTOR, OMEGA = 2.5 - DESIGN BASE SHEAR EAST-WEST DIRECTION = 270 KIPS - DESIGN BASE SHEAR NORTH-SOUTH DIRECTION = 270 KIPS - SEISMIC ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE 3. WIND LOADS - OCCUPANCY CATEGORY = III - WIND IMPORTANCE FACTOR, Iw = 1.15 - BASIC WIND SPEED = 100 MPH - EXPOSURE CATEGORY = C - INTERNAL PRESSURE COEFFICIENT, GCpi = +/- 0.18 4. DESIGN WIND PRESSURE FOR COMPONENTS AND CLADDING AND ELEMENTS DESIGNED BY THE CONTRACTOR - PRESSURES LISTED BELOW ARE BASED ON 10 SF EFFECTIVE WIND AREA. FINAL CALCULATIONS TO BE COMPLETED BY CONTRACTOR - SEE ‘WALL CORNER AND SPECIAL ROOF ZONES DIAGRAM’ - TYPICAL WALL AREA INWARD PRESSURE = 33 PSF - TYPICAL WALL AREA OUTWARD PRESSURE = 33 PSF - WALL CORNERS(OUTWARD) = 60 PSF - TYPICAL ROOF AREA (OUTWARD) = 48 PSF - ROOF SPECIAL ZONES (EDGES) (OUTWARD) = 75 PSF - ROOF SPECIAL ZONES (CORNERS) (OUTWARD) = 101 PSF - PARAPETS (INWARD OR OUTWARD) = 123 PSF - TYPICAL SOFFITS (UPWARD OR DOWNWARD) = 33 PSF - SOFFIT CORNER AREAS (DOWNWARD) - 60 PSF 5. LATERAL LOAD RESISTING SYSTEM DESCRIPTION: - METAL ROOF DECK AND COMPOSITE CONCRETE SLAB ON METAL DECK DIAPHRAMS SPANNING BETWEEN ORDINARY REINFORCED CONCRETE SHEAR WALLS. CONCRETE SHEAR WALLS ARE SUPPORTED BY DRILLED PIERS. 6. GRAVITY LOADS 6A. SEE GRAVITY LOADS TABLE FOR SUPERIMPOSED DEAD LOAD AND LIVE LOADS USED IN DESIGN 6B. DRIFTING, SLIDING AND UNBALANCED SNOW - SEE 'DRIFTED SNOW LOADING DIAGRAM' ON S-004 - GROUND SNOW LOAD = 20 PSF - SNOW EXPOSURE FACTOR Ce = 1.0 - SNOW LOAD IMPORTANCE FACTOR Is = 1.1 - FLAT ROOF SNOW LOAD Pf= 30 PSF 7. FIRE RESISTANCE, CONDITIONS OF RESTRAINT: 7A. FOR DETERMINING FIRE-RESISTANCE RATINGS PER IBC SECTION 703, FLOOR AND ROOF FRAMING SUPPORTING A COMPOSITE SLAB CAN BE ASSUMED TO BE RESTRAINED. ALL OTHER FRAMING AND CONSTRUCTION WALL BE ASSUMED TO BE UNRESTRAINED. INDICATES DIMENSIONS OF WALL CORNER ZONES, TYP INDICATES DIMENSIONS OF SPECIAL ROOF ZONES (EDGES), TYP 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 20'-0" INDICATES DIMENSIONS OF SPECIAL ROOF ZONES (CORNERS), TYP WALL CORNER AND SPECIAL ROOF ZONES DIAGRAM ZONES AT PH STEPPED ROOF ZONES AT ROOF INDICATES CORNER ZONES AT ROOF STEPS 1. GENERAL: 1A. THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED, THESE DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE BUILDING OFFICIAL BY THE CONTRACTOR: - EXCAVATION SHORING - METAL STAIRS - CURTAIN WALL - LIGHT GAGE METAL FRAMING - METAL RAILINGS Project Number: Drawn By: Reviewed By: Approved By: Issue Date AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 Architect TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 Civil Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 Landscape Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 Structural Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 Mechanical/Plumbing Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 Electrical Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 Technology James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 Clinical Planning Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 Building Performance Engineer Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 Cost Estimating Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 Owner MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH DESIGNERS: KH/AM DATE PRINTED: KH/AM KH PD 4/18/2014 9:09:21 AM C:\Proj\2011101_structural_kevinh.rvt S-001 NOTES 2011101.00 The Lane Center for Academic Health Sciences University of Colorado at Colorado Springs 2011101.00 SHEET NUMBER SHEET TITLE DD BP#1 BP#2 BP#3 ADD 005 S-001 NOTES ● ● ● S-002 NOTES ● ● ● S-003 QUALITY ASSURANCE ● ● S-004 QUALITY ASSURANCE ● ● S-101 FIRST LEVEL FLOOR PLAN ● ● ● ● ● S-102 SECOND LEVEL FLOOR PLAN ● ● ● ● ● S-103 THIRD LEVEL FLOOR PLAN ● ● ● ● S-104 FOURTH LEVEL FLOOR PLAN ● ● ● ● S-105 PENTHOUSE FLOOR PLAN ● ● ● ● S-106 ROOF PLAN ● ● ● ● S-200 COLUMN SCHEDULE ● ● S-201 PARTIAL PLANS ● ● S-202 PARTIAL PLANS ● ● S-210 CORE WALL ELEVATIONS ● ● S-211 CORE WALL ELEVATIONS ● ● ● S-212 CORE WALL ELEVATIONS ● ● ● S-213 STAIR PLANS AND SECTIONS ● ● S-220 BUILDING ELEVATIONS ● ● S-221 BUILDING ELEVATIONS ● ● S-300 TYP CONCRETE DETAILS ● ● S-310 TYP DRILLED PIER DETAILS ● ● ● S-311 TYP FOUNDATION WALL DETAILS ● ● ● S-312 FOUNDATION WALL DETAILS ● ● ● S-313 TYP GRADE BEAM DETAILS ● ● ● ● S-314 TYP SOG DETAILS ● ● ● ● S-315 TYP STEEL TO CONCRETE CONNECTIONS ● ● ● S-316 STEEL TO CONCRETE CONNECTIONS ● S-320 TYP CONCRETE SHEAR WALL DETAILS ● ● ● S-500A TYP STL BM CONNS ● S-500B TYP STL BM CONNS ● S-501 TYP STEEL DETAILS ● S-502 STEEL DETAILS ● ● S-503 STEEL DETAILS ● ● S-530 TYP METAL DECK DETAILS ● ● ● S-531 TYP METAL DECK DETAILS ● ● ● S-540 TYP EXT WALL ● ● ● S-541 TYP EXT WALL ● ● STRUCTURAL DRAWING LIST SYMBOLS LEGEND ABBREVIATIONS (S) Salvaged S South SC Slip Critical SCHED Schedule SECT Section SIM Similar SLH Short Leg Horizontal SLRS Seismic Load Resisting System SLV Short Leg Vertical SOG Slab on Grade SP Space(s) SP @ Space at SPECS Specifications SPRT Support SS Stainless Steel STD Standard STIFF Stiffener STL Steel STR Structural SW Shearwall SYM Symmetrical T Top T&B Top and Bottom T/ or T.O. Top of THK Thick or Thickness TL Total Load TOC Top of Concrete TOF Top of Footing TOM Top of Masonry TOP Topping TOS Top of Steel TOW Top of Wall TRANS Transverse TWS Two-Way Slab TYP Typical ULT Ultimate UNO Unless Noted Otherwise VERT Vertical VIF Verify in Field W/ With W/O Without WD Width or Wood WF Wide Flange WP Working Point or Waterproofing WT Weight WWR Welded Wire Reinforcement WxH Width x Height MACH Machine MACH RM Machine Room MAS Masonry MATL Material MAX Maximum MBS Metal Building Supplier MCJ Masonry Control Joint MECH Mechanical MEP Mech/Elect/Plumb MIN Minimum MISC Miscellaneous ML Micro-Lam MLS Masonry Lap Splice mm Millimeter MNFR Manufacturer MO Masonry Opening MTL Metal N North N-S North-South NIC Not in Contract NM Non-Metallic NO or # Number NOM Nominal NS Non-Shrink or Near Side NTS Not To Scale NWC Normal Weight Concrete O.F. Outside Face OAE Or Approved Equivalent OC On Center OD Outside Diameter OH Opposite Hand OPNG Opening OPP Opposite OVS Oversized OWS One-Way Slab PAF Power Actuated Fastener PC Precast PCA Portland Cement Association PD Pier Dowel PEN Penetration PERP Perpendicular PL Plate (Steel) PLF Pounds Per Lineal Foot PREFAB Prefabricated PRELIM Preliminary PS Prestressed PSF Pounds Per Square Foot PSI Pounds Per Square Inch PT Point or Post-Tension or Pretensioned QTY Quantity RAD or R Radius RB Precast Rectangular Beam RC Reinforced Concrete RE: or REF Refer to (Reference) REINF Reinforce(ing)(d)(ment) REQD Required REQT(S) Requirement(s) RET Return RO Rough Opening ROF Random Oriented Fiber EL Elevation ELEV Elevator EMBED Embedded EN Edge Nail ENGR Engineer EOR Engineer-of-Record EQ Equal EQ SP Equally Spaced EQUIP Equipment ES Each Side EW Each Way EXP Expansion EXP ANCH Expansion Anchor EXT Exterior FAB Fabricate FD Footing Dowel FF Finished Floor FIN Finish(ed) FLG Flange FLR Floor FND Foundation FO Face of FP Full Penetration or Fire Proofing FRAM Framing FS Far Side FT Foot or Feet FTG Footing FV Field Verify GA Gage or Gauge GALV Galvanized GL Glu-lam GR Grade or Grind GR BM Grade Beam HAS or HDAS Headed Anchor Stud HD Headed or Holdown HDAR Headed Anchor Rod HDG Hot Dipped Galvanized HK Hook HORIZ Horizontal HT Height HVAC Heating-Ventilating and A/C I.F. Inside Face ID Inside Diameter IN Inch INT Interior IT Precast Inverted Tee Beam JST Joist JT Joint k Kip L or LG Length LB Precast L-Shaped Beam LB(S) Pound(s) LCE Compression Embedment LCS Compression Lap Splice LDH Hook Development Length LL Live Load LLH Long Leg Horizontal LLV Long Leg Vertical LOC(S) Location(s) or Locate LONG Longitudinal LSL Laminated Strand Lumber LT Light LTE Tension Embedment LTS Tension Lap Splice Length LTWT Lightweight LVL Level or Laminated Veneer Lumber LWC Light Weight Concrete / Per @ At AB Anchor Bolt ACI American Concrete Institute ADDNL Additional AESS Architectural Exposed Structural Steel AFF Above Finished Floor ALT Alternate ALUM Aluminum APA American Plywood Association APPROX Approximate ARCH Architect or Architectural B/ or BO Bottom of BAL Balance BD Board BF Braced Frame BG Backgouge BL Brick Ledge BLDG Building BLKG Blocking BM Beam BN Boundary Nail BOS Bottom of Steel BOT or B Bottom BRG Bearing BSMT Basement BTWN Between CC Center to Center CF Cold Formed CG Center of Gravity CIP Cast-In-Place CJ Control Joint CJP Complete Joint Penetration CL Centerline CLG Ceiling CLR Clear CMU Concrete Masonry Unit COL Column CONC Concrete CONN Connection CONST Construction CONT Continue or Continuous CONTR Contractor COORD Coordinate CSJ Construction Joint CTR(D) Center(ed) d Penny DAS Deformed Anchor Stud DBL Double DCW Demand Critical Weld DFS Deferred Submittal DIA or Ø Diameter DIAG Diagonal DIM Dimension DL Dead Load DN Down DO Ditto DP Drilled Pier or Deep DT Precast Double Tee DTL(S) Detail(s) DWG(S) Drawing(s) DWL(S) Dowels(s) (E) or EXIST Existing E-W East-West EA Each EC Epoxy Coated EE Each End EF Each Face EJ Expansion Joint PHASED CONSTRUCTION NOTES DESIGN CRITERIA GRAVITY LOADS TABLE LOCATION SUPERIMPOSED DEAD LOAD (PSF) LIVE LOAD (PSF) LIVE LOAD REDUCTION PARTITION LOAD (PSF) POINT LOAD (LB) STAIRS AND EXITS 10 100 No -- 300 TYPICAL FLOOR 10 100 Yes INCLUDED IN LL 2000 TYPICAL FLOOR OVER MECHANICAL 25 100 Yes INCLUDED IN LL 2000 MECHANICAL 10 75 + EQUIP BUT NOT LESS THAN 150 No -- -- TERRACE 45 100 (INCLUDES PLANTER LOAD) No -- 2000 ROOF AT FOURTH LEVEL 15 (INCLUDES 5 ROOFING LOAD) 30 MIN UNIFORM LOAD, SEE NOTE 6B FOR SNOW LOADS No -- -- ROOF AT PENTHOUSE LEVEL 15 (INCLUDES 5 ROOFING LOAD) 30 MIN UNIFORM LOAD, SEE NOTE 6B FOR SNOW LOADS No -- -- PENTHOUSE ROOF 40 (INCLUDES 5 ROOFING LOAD AND 10 FUTURE PHOTOVOLTAIC) 30 MIN UNIFORM LOAD, SEE NOTE 6B FOR SNOW LOADS No -- -- PERGOLA (LEVEL 2 AND LEVEL 4) 10 30 MIN UNIFORM LOAD, SEE NOTE 6B FOR SNOW LOADS No -- -- DEFERRED SUBMITTALS RELEASE NOTES: DD: DRAWINGS ARE RELEASED FOR DESIGN DEVELOPMENT AND GMP PRICING BP#1: DRAWINGS ARE RELEASED FOR EXTENTS OF OVEREXCAVATION BELOW SLABS ON GRADE ONLY BP#2: DRILLED PIERS, GRADE BEAMS, FOUNDATION WALLS, MAT SLABS, SLABS ON GRADE, CAST IN PLACE SHEAR WALLS, ANCHOR BOLTS, EMBEDS AND SLABS ON METAL DECK ARE RELEASED FOR PERMITTING AND BIDDING. BP#3: RELEASED FOR CONSTRUCTION. DESIGN DEVELOPMENT SEPTEMBER 12, 2012 BP#2 NOVEMBER 16, 2012 BP#3 DECEMBER 21, 2012 RECORD DRAWINGS APRIL 18, 2014
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1. GENERAL:1A. USE THE MOST CURRENT DRAWINGS IN PREPARATION OF SUBMITTALS. ALL SUBMITTALSSHALL LIST DATE OF DRAWINGS USED TO PREPARE THE SUBMITTAL.
1B. BECAUSE THIS IS A PHASED CONSTRUCTION PROJECT, THE CONTRACTOR MUST ANTICIPATEADDITIONAL DRAWING REVISIONS AFTER EARLY BID PACKAGES HAVE BEEN ISSUED. THESEREVISIONS WILL INCREASE THE CONSTRUCTION COST. THE CONTRACTOR SHALL INCLUDETHESE ANTICIPATED COSTS IN ANY BIDS OR PRICE GUARANTEES PROVIDED TO THE OWNER.
SYMBOL DESCRIPTION
MECH UNIT (XX.Xk = MECHUNIT OPERATING WEIGHTIN KIPS INCLUDING INERTIABASE)
CAST-IN-PLACE CONC
XX.Xk
EXTENT OF CONCRETE PAD
SYMBOL DESCRIPTION
SOG
FW1
CONCRETE SLAB ON GRADE
FOUNDATION WALLS
DRILLED PIER DIAMETER IN INCHES
PENETRATION INTO BEDROCK IN FEET
TYPE
T/DRILLED PIER ELEVATION
PIER DOWELS
DPXXA-XX
XX'-X"
PD-1
SYMBOL DESCRIPTION
MOMENT CONNECTION
AXIAL DRAG CONNECTION
BRACING
ABOVE DECK CONCRETE THICKNESS
TYPE
DECK TYPE
DECK SPAN DIRECTION
T/SLAB AT SLAB-ON-DECK
2VLIX.XXA
XXX'-XX"
XXk XXkBEAM SIZE [XX] c=X"
(XXX'-XX")CAMBER (INCHES)
EL OF T/STEEL
SHEAR STUD QUANTITY
SERVICE BMREACTION (KIPS)
STEEL BEAM
SYMBOL DESCRIPTION
ELEVATION CALLOUTXXX'-XX"
STEP
SLOPE
KEY NOTE
SUBGRADE
FORM SAVER
DRAWING REVISION NUMBER
CURRENT REVISION CLOUD
1
X
LOAD FOR SPECIALTY DESIGNER
WELDED-WIRE REINFORCEMENT
SECTION ORDETAIL CUT
SHEET NUMBER
ELEVATION CUT
SHEET NUMBER
NEW GRID LINES
X
XX
X
XX
X
SOGXXA
XXX'-XX"
SLAB THICKNESS
TYPE
T/SLAB
SLAB TYPE
BOTTOM FLANGE CONNECTION PER* /20 S-501
1. CODES AND STANDARDS:1A. GENERAL DESIGN- INTERNATIONAL BUILDING CODE 2009
4. DESIGN WIND PRESSURE FOR COMPONENTS AND CLADDING AND ELEMENTSDESIGNED BY THE CONTRACTOR- PRESSURES LISTED BELOW ARE BASED ON 10 SF EFFECTIVE WIND AREA. FINALCALCULATIONS TO BE COMPLETED BY CONTRACTOR- SEE ‘WALL CORNER AND SPECIAL ROOF ZONES DIAGRAM’- TYPICAL WALL AREA INWARD PRESSURE = 33 PSF- TYPICAL WALL AREA OUTWARD PRESSURE = 33 PSF- WALL CORNERS(OUTWARD) = 60 PSF- TYPICAL ROOF AREA (OUTWARD) = 48 PSF- ROOF SPECIAL ZONES (EDGES) (OUTWARD) = 75 PSF- ROOF SPECIAL ZONES (CORNERS) (OUTWARD) = 101 PSF- PARAPETS (INWARD OR OUTWARD) = 123 PSF- TYPICAL SOFFITS (UPWARD OR DOWNWARD) = 33 PSF- SOFFIT CORNER AREAS (DOWNWARD) - 60 PSF
5. LATERAL LOAD RESISTING SYSTEM DESCRIPTION:- METAL ROOF DECK AND COMPOSITE CONCRETE SLAB ON METAL DECK DIAPHRAMSSPANNING BETWEEN ORDINARY REINFORCED CONCRETE SHEAR WALLS. CONCRETESHEAR WALLS ARE SUPPORTED BY DRILLED PIERS.
6. GRAVITY LOADS6A. SEE GRAVITY LOADS TABLE FOR SUPERIMPOSED DEAD LOAD AND LIVE LOADS USEDIN DESIGN
6B. DRIFTING, SLIDING AND UNBALANCED SNOW- SEE 'DRIFTED SNOW LOADING DIAGRAM' ON S-004- GROUND SNOW LOAD = 20 PSF- SNOW EXPOSURE FACTOR Ce = 1.0- SNOW LOAD IMPORTANCE FACTOR Is = 1.1- FLAT ROOF SNOW LOAD Pf= 30 PSF
7. FIRE RESISTANCE, CONDITIONS OF RESTRAINT:7A. FOR DETERMINING FIRE-RESISTANCE RATINGS PER IBC SECTION 703, FLOOR ANDROOF FRAMING SUPPORTING A COMPOSITE SLAB CAN BE ASSUMED TO BERESTRAINED. ALL OTHER FRAMING AND CONSTRUCTION WALL BE ASSUMED TO BEUNRESTRAINED.
INDICATES DIMENSIONS OFWALL CORNER ZONES, TYP
INDICATES DIMENSIONS OF SPECIALROOF ZONES (EDGES), TYP
10'-0
"
10'-0"
10'-0" 10'-0"
10'-0
" 10'-0
"
10'-0
"
10'-0"
10'-0" 10'-0
"
10'-0"
10'-0
"
10'-0
"
20'-0"
INDICATES DIMENSIONS OF SPECIALROOF ZONES (CORNERS), TYP
WALL CORNER AND SPECIAL ROOF ZONES DIAGRAM
ZONES AT PH STEPPED ROOF
ZONES AT ROOF
INDICATES CORNERZONES AT ROOFSTEPS
1. GENERAL:1A. THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THETIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED, THESE DEFERRED SUBMITTALITEMS SHALL BE SUBMITTED TO THE BUILDING OFFICIAL BY THE CONTRACTOR:- EXCAVATION SHORING- METAL STAIRS- CURTAIN WALL- LIGHT GAGE METAL FRAMING- METAL RAILINGS
TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422
Civil
Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558
Landscape
Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100
Structural
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Mechanical/Plumbing
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Electrical
Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112
Technology
James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142
Clinical Planning
Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532
Building Performance Engineer
Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900
Cost Estimating
Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505
DD: DRAWINGS ARE RELEASED FOR DESIGN DEVELOPMENT AND GMP PRICING
BP#1: DRAWINGS ARE RELEASED FOR EXTENTS OF OVEREXCAVATION BELOW SLABS ON GRADE ONLY
BP#2: DRILLED PIERS, GRADE BEAMS, FOUNDATION WALLS, MAT SLABS, SLABS ON GRADE,CAST IN PLACE SHEAR WALLS, ANCHOR BOLTS, EMBEDS AND SLABS ON METAL DECK ARERELEASED FOR PERMITTING AND BIDDING.
BP#3: RELEASED FOR CONSTRUCTION.
DESIGN DEVELOPMENT SEPTEMBER 12, 2012
BP#2 NOVEMBER 16, 2012
BP#3 DECEMBER 21, 2012
RECORD DRAWINGS APRIL 18, 2014
1. GENERAL:1A. ENGINEER: REFERENCES ON THE STRUCTURAL DRAWINGS TO ‘ENGINEER’ MEAN THESTRUCTURAL ENGINEER OF RECORD. OTHER ENTITIES ARE SPECIFICALLY NOTED AS“CONTRACTOR’S ENGINEER”, “MECHANICAL ENGINEER”, ETC.
1B. THESE NOTES SUPPLEMENT THE SPECIFICATIONS, WHICH SHALL BE REFERENCED FORADDITIONAL REQUIREMENTS.
1C. UNDERGROUND UTILITIES: LOCATE EXISTING UTILITIES AND NOTIFY ARCHITECT OF EXISTINGUTILITIES OR SUBGRADE CONDITIONS WHICH INTERFERE WITH WORK.
1D. STRUCTURAL ELEMENTS ARE CENTERED ON GRID LINES AND GRID LINE INTERSECTIONSUNLESS DIMENSIONED OTHERWISE.
2. USE OF DRAWINGS:2A. DO NOT SCALE DRAWINGS.
2B. WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL NOTES ANDSPECIFICATIONS, THE MORE STRINGENT REQUIREMENTS SHALL GOVERN. DETAILS ON DRAWINGSTAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. DETAILS NOTED TYPICALAPPLY TO ALL SIMILAR CONDITIONS. WHERE NO SPECIFIC DETAILS ARE SHOWN, CONSTRUCTIONSHALL CONFORM TO SIMILAR WORK ELSEWHERE ON THE PROJECT.
3. TEMPORARY CONDITIONS:3A. THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. THECONTRACTOR IS RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING AND/OR SUPPORTTHAT MAY BE REQUIRED AS THE RESULT OF THE CONTRACTOR’S CONSTRUCTION METHODSAND/OR SEQUENCES. REFER TO “LATERAL LOAD RESISTING SYSTEM DESCRIPTION” IN DESIGNCRITERIA FOR ADDITIONAL INFORMATION.
3B. FOUNDATION WALLS MAY BE BACKFILLED PRIOR TO THE SLAB-ON-GRADE AND UPPER SLABCONSTRUCTION. BACKFILL SHALL BE PLACED EVENLY ALONG LENGTH OF BUILDING UP TO THESPECIFIED GRADE. USE ONLY HAND OPERATED TOOLS FOR COMPACTION ADJACENT TOFOUNDATION WALLS AND GRADE BEAMS. GRADE BEAMS SHALL BE BACKFILLED EVENLY ONBOTH SIDES. HEAVY CONSTRUCTION EQUIPMENT SHALL NOT BE OPERATED WITHIN 10'-0" OFFOUNDATION WALL UNTIL SOG AND SECOND LEVEL SLAB IS IN PLACE AND HAS REACHED THESPECIFIED 28-DAY COMPRESSIVE STRENGTH.
4. SUBMITTALS AND SUBSTITUTIONS:4A. SUBMITTALS: REFER TO SPECIFICATIONS FOR DETAILED REQUIREMENTS.- IF THE CONTRACTOR REQUESTS A CHANGE FROM THE STRUCTURAL DRAWINGS, IT SHALL BEAPPROVED BY THE ARCHITECT AND DESIGNED BY MARTIN/MARTIN, INC. PRIOR TO SUBMITTINGSHOP DRAWINGS. VARIATION SHALL BE INDICATED ON THE SHOP DRAWINGS. CONTRACTORSHALL COMPENSATE MARTIN/MARTIN, INC. FOR MAKING THE CHANGE.- CONSTRUCTION DOCUMENTS SHALL NOT BE REPRODUCED FOR USE IN SUBMITTALS- ALL SHOP DRAWINGS SHALL REFERENCE THE STRUCTURAL DRAWING NUMBER AND DETAILUSED TO PREPARE THE SUBMITTAL- SUBMIT A STATEMENT OF RESPONSIBILITY FOR CONSTRUCTION OF THE LATERAL LOADRESISTING SYSTEM IDENTIFIED IN THE DESIGN CRITERIA IN ACCORDANCE WITH IBC SECTION 1709
4B. SUBSTITUTIONS: ARCHITECTS APPROVAL SHALL BE SECURED FOR ALL SUBSTITUTIONS
4C. NONCONFORMANCE: NOTIFY ARCHITECT OF CONDITIONS NOT CONSTRUCTED PER THECONTRACT DOCUMENTS PRIOR TO PROCEEDING WITH CORRECTIVE WORK. SUBMIT PROPOSEDREPAIR TO THE ARCHITECT FOR ACCEPTANCE. CONTRACTOR SHALL COMPENSATEMARTIN/MARTIN, INC. FOR DESIGNING THE REPAIR.
5. OSHA STANDARDS:5A. THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. NOTHING SHOWNON THE STRUCTURAL DRAWINGS SHALL BE CONSTRUED AS ELIMINATING THE NEED FOR THECONTRACTOR TO COMPLY WITH ALL OSHA REQUIREMENTS.
5B. THE CONTRACTOR SHALL ADD ALL NECESSARY BOLTS, ANCHOR BOLTS, PLATES, STIFFENERPLATES, STABILIZER PLATES, BRIDGING, BRACING, BEARING SEATS, COLUMN SPLICES, ETC., ASWELL AS CLOSURES FOR OPENINGS. IN ADDITION, FIELD WELD ANYTHING THAT MAY BECONSIDERED A TRIP HAZARD, SUCH AS SHEAR STUDS, AFTER PROTECTIVE DECKING ISINSTALLED.
5C. WASHERS OR RINGS MAY BE WELDED TO NON-AESS COLUMNS TO PROVIDE FOR SAFETYCABLES. DO NOT PLACE HOLES IN COLUMNS WITHOUT APPROVAL OF THE STRUCTURALENGINEER. ADJUST LOCATIONS OR ADD COLUMN SPLICES AS NECESSARY TO COMPLY WITHOSHA REQUIREMENTS. SUBMIT PROPOSED LOCATIONS.
5D. WHERE THE STRUCTURAL DRAWINGS APPEAR TO CONFLICT WITH OSHA REQUIREMENTS, THESTRUCTURAL DRAWINGS REPRESENT FINAL CONDITIONS ONLY. THE CONTRACTOR SHALL ADDALL ERECTION FRAMING NECESSARY TO COMPLY WITH OSHA.
6. CONSTRUCTION ENGINEERING:6A. THE STRUCTURE DEFINED ON THE CONTRACT DOCUMENTS HAS BEEN DESIGNED ONLY FORLOADS ANTICIPATED ON THE STRUCTURE DURING ITS SERVICE LIFE. PROVIDE ALL REQUIREDENGINEERING AND OTHER MEASURES TO ACHIEVE THE MEANS, METHODS, AND SEQUENCES OFWORK. SUCH ENGINEERING MAY INCLUDE, BUT IS NOT LIMITED TO:- LAYOUT- DESIGN FOR FORMWORK- DESIGN OF CONCRETE MIXES- ERECTION PROCEDURES WHICH ADDRESS STABILITY OF THE FRAME DURING CONSTRUCTION- WELD PROCEDURES- DESIGN OF TEMPORARY BRACING OF WALLS FOR WIND, SEISMIC, OR SOIL LOADS- SURVEYING TO VERIFY CONSTRUCTION TOLERANCES- EVALUATION OF TEMPORARY CONSTRUCTION LOADS ON STRUCTURE DUE TO EQUIPMENTAND MATERIALS- STRUCTURAL ENGINEERING TO RESIST ANY OTHER LOADS NOT IDENTIFIED ON DESIGNDRAWINGS
7. COORDINATION:7A. STRUCTURAL DRAWINGS ARE NOT STAND-ALONE DOCUMENTS AND ARE INTENDED TO BEUSED IN CONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND DRAWINGSFROM OTHER DISCIPLINES. THE CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS OF THECONTRACT DOCUMENTS INTO SHOP DRAWINGS AND WORK.
7B. COORDINATE DIMENSIONS OF ALL OPENINGS, BLOCKOUTS, DEPRESSIONS, ETC., WITHARCHITECTURAL DRAWINGS, DRAWINGS FROM OTHER DISCIPLINES, AND FIELD CONDITIONSPRIOR TO SHOP DRAWING SUBMITTAL.
7C. SEE ARCHITECTURAL PLANS FOR INTERIOR PARTITIONS. PARTITION FRAMING SHALL BECONNECTED TO THE PRIMARY STRUCTURE IN SUCH A WAY SO AS TO ALLOW FOR VERTICAL LIVELOAD DEFLECTIONS OF SPAN/360 OF THE FLOOR FRAMING. DO NOT MAKE RIGID VERTICAL ANDHORIZONTAL CONNECTIONS TO THE PRIMARY STRUCTURE IN THE PLANE OF THE PARTITION.
1. DESIGN CRITERIA:1A. THE GEOTECHNICAL REPORT PREPARED BY CTL THOMPSON, NUMBER CS178777-125, DATED DECEMBER 28, 2011, THE FINAL NOTICE LETTER, DATEDSEPTEMBER 19, 2012, AND THE LETTER ADDRESSING WALL BACKFILL DATED OCTOBER 30, 2012 PROVIDED CRITERIA FOR THE FOUNDATION DESIGN FOR THEPROJECT.
2. DRILLED PIERS:2A. PIER CAPACITY CRITERIA:- MAXIMUM END BEARING PRESSURE = 35 KSF- MAXIMUM SIDE SHEAR FOR LENGTH OF PENETRATION INTO BEDROCK FOR GRAVITY LOADS = 3.5 KSF- MAXIMUM SIDE SHEAR FOR LENGTH OF PENETRATION INTO BEDROCK FOR UPLIFT LOADS = 3.5 KSF- SIDE SHEAR FOR UPPER 5’-0” OF PIER WAS NEGLECTED- MINIMUM DEAD LOAD END BEARING PRESSURE MAINTAINED = 20 KSF- WHERE MINIMUM DEAD LOAD PRESSURES WERE NOT OBTAINED, PIER LENGTHS WERE EXTENDED BEYOND THE MINIMUM PENETRATIONUSING SIDE SHEAR TO COMPENSATE FOR THE DEAD LOAD DEFICIT.
3. FOUNDATION WALLS:3A. EQUIVALENT FLUID PRESSURES USED FOR WALL DESIGN:- “AT REST” CONDITION = 60 PCF- LATERAL PRESSURE DUE TO SURCHARGE = 100 PSF
3B. WALL DESIGN BASED ON ON-SITE OR IMPORTED SILTY TO CLAYEY SAND BACKFILL ADJACENT TO FOUNDATION WALLS. SEE GEOTECHNICAL REPORT FORREQUIREMENTS.
4. SITE RETAINING WALLS:4A. EQUIVALENT FLUID PRESSURES USED FOR WALL DESIGN:- “ACTIVE” CONDITION = 45 PCF- “PASSIVE” CONDITION = 350 PCF- LATERAL PRESSURE DUE TO SURCHARGE = 100 PSF- MAXIMUM FOOTING TOTAL LOAD SOIL BEARING PRESSURE = 2000 PSF- ULTIMATE COEFFICIENT OF FRICTION USED IN DESIGN TO RESIST LATERAL LOADS = 0.40
4B. WALL DESIGN BASED ON ON-SITE SILTY TO CLAYEY SAND BACKFILL ADJACENT TO SITE RETAINING WALLS. SEE GEOTECHNICAL REPORT FOREREQUIREMENTS.
5. VOID FORM:5A. ALL GRADE BEAMS, MATS, FOUNDATION WALLS, PILASTERS AND PIER CAPS SHALL BE CONSTRUCTED OVER A 4 INCH HIGH VOID.BP
003
BP003
1. GENERAL:1A. ALL WORK SHALL CONFORM WITH ACI 301, LATEST EDITION, UNLESS NOTED OTHERWISE INDRAWINGS OR PROJECT SPECIFICATIONS.
1B. DETAIL BARS IN ACCORDANCE WITH THE LATEST EDITIONS OF PUBLICATION SP-66: “ACIDETAILING MANUAL” WITH ADDED REQUIREMENTS OF THE PROJECT SPECIFICATION AND ACI 318:“BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE.”
2. REINFORCING MATERIALS:2A. SEE ‘REINFORCING MATERIALS TABLE’
3. REINFORCING FABRICATION:3A. SPLICES:- NO SPLICING OF REINFORCEMENT PERMITTED EXCEPT AS NOTED ON DRAWINGS. MAKE BARSCONTINUOUS AROUND CORNERS. WHERE PERMITTED, SPLICES MAY BE MADE BY CONTACT LAPSOR MECHANICAL CONNECTORS.- SEE ‘LAP SPLICE SCHEDULE’ FOR LAP LENGTHS.
3B. MISCELLANEOUS REINFORCING REQUIREMENTS:- PROVIDE ADDITIONAL BARS OR STIRRUPS REQUIRED TO SECURE REINFORCING IN PLACEDURING CONCRETE PLACEMENT.- MAKE ALL REINFORCING BAR BENDS IN THE FABRICATOR’S SHOP UNLESS NOTED.- NO WELDING OF REINFORCING PERMITTED UNLESS NOTED ON DRAWINGS. WHEREPERMITTED, PERFORM WELDING IN ACCORDANCE WITH AWS D1.4, LATEST EDITION.- PROVIDE ADDED REINFORCING TO TRIM ALL OPENINGS, NOTCHES, AND REENTRANT CORNERSAS NOTED IN TYPICAL DETAILS.-3C. INCLUDE IN THE BID THE COST FOR THE MATERIAL, FABRICATION AND PLACING OF 1000LINEAR FEET OF #5 REINFORCING BARS AND 500 LINEAR FEET OF #8 REINFORCING BARS. THEREINFORCING WILL BE ADDED TO THE SHOP DRAWINGS AND IN FIELD OBSERVATION REPORTS BYTHE ENGINEER AS “ADDED PER GENERAL NOTES.” AN UP-TO-DATE TOTAL OF LINEAR FEETADDED WILL BE MAINTAINED AND SUBSTANTIATED BY SHOP DRAWINGS AND FIELD OBSERVATIONREPORTS.
4. STRUCTURAL CONCRETE MIX REQUIREMENTS:4A. SEE ‘CONCRETE MIX TABLE’
5. SLABS:5A. VERIFY ALKALINITY OF CONCRETE SURFACE, SLAB VAPOR TRANSMISSION, AND SLABFLATNESS/LEVELNESS ARE COMPATIBLE WITH FLOORING SYSTEM AND ADHESIVES PRIOR TOINSTALLING FLOORING.
5B. TAKE PRECAUTIONS TO MINIMIZE SLAB CURLING. GRIND SLAB OR USE LEVELING COMPOUNDIF FLOOR FLATNESS AND LEVELNESS VALUES ARE NOT ACCEPTABLE TO THE ARCHITECT.
6. NON-SHRINK GROUT:6A. CONFORM TO ASTM C1107, GRADES B, OR C.
6B. ACHIEVE 8000 PSI COMPRESSIVE STRENGTH AT 28 DAYS.
7. PLACING REINFORCEMENT:7A. REINFORCEMENT PROTECTION:- SEE ‘CONCRETE COVER TABLE ON S-300- SEE ACI 318-08 7.5 FOR REINFORCEMENT PLACING TOLERANCES AND ACI 117 FORADDITIONAL REQUIREMENTS
7B. PROVIDE ACCESSORIES NECESSARY TO PROPERLY SUPPORT REINFORCING AND WELDEDWIRE REINFORCING AT POSITIONS SHOWN ON PLANS. ALL REINFORCING, DOWELS, BOLTS, ANDEMBEDDED PLATES SHALL BE SET AND TIED IN PLACE BEFORE THE CONCRETE IS POURED.“STABBING” INTO PREVIOUSLY PLACED CONCRETE IS NOT PERMITTED.
8. CONSTRUCTION/CONTROL JOINTS:8A. SUBMIT DRAWINGS SHOWING CONSTRUCTION AND CONTROL JOINT LOCATIONS ALONG WITHTHE SEQUENCE OF POURS. CONSTRUCTION JOINT LOCATIONS AND CASTING SEQUENCE SHALLBE ARRANGED TO MINIMIZE THE EFFECTS OF ELASTIC AND LONG-TERMSHORTENING/SHRINKAGE.
8B. CONSTRUCTION JOINTS IN SLABS-ON-GRADE AND SLABS ON DECK SHALL BE LOCATED TOACCOMMODATE THE MAXIMUM LENGTH AND AREA THE CONTRACTOR CAN REASONABLY POUR,FINISH, AND JOINT IN THE SAME DAY, BUT SHALL NOT EXCEED 150 FEET WITH A MAXIMUM AREAOF 15,000 SQUARE FEET UNLESS APPROVED BY THE ENGINEER. DO NOT PLACE CONTROL JOINTSIN SLABS ON METAL DECK.
9. MEP AND OTHER OPENINGS AND EMBEDMENTS:9A. PROVIDE SLEEVES AT OPENINGS (SUCH AS THOSE REQUIRED FOR PLUMBING ANDELECTRICAL PENETRATIONS) BEFORE PLACING CONCRETE. REMOVE METAL DECK AT SLEEVESAFTER CONCRETE HAS CURED. DO NOT CUT REINFORCING WHICH MAY CONFLICT. CORING OFCONCRETE IS NOT PERMITTED.
9B. REFER TO TYPICAL DETAILS FOR SPACING LIMITS ON SLEEVES AND FOR REQUIREMENTS FOREMBEDDED CONDUIT AND PIPE. EMBEDDED CONDUIT IS NOT PERMITTED IN SLABS ON METALDECK.
CONCRETE MIX TABLE NOTES:
PROPORTIONS OF MATERIALS IN CONCRETE MIX SHALL BE ESTABLISHED BY CONTRACTORTO: - PROVIDE THE MINIMUM COMPRESSIVE STRENGTH AS INDICATED IN THE MIX TABLE. DO NOTEXCEED THE MAXIMUM WATER-CEMENT RATIO NOTED. - PROVIDE WORKABILITY AND CONSISTENCY TO PERMIT CONCRETE TO BE WORKED READILYINTO FORMS AND AROUND REINFORCEMENT UNDER CONDITIONS OF PLACEMENT TO BEEMPLOYED, WITHOUT SEGREGATION OR EXCESSIVE BLEEDING. CONTRACTOR SHALL SELECTAPPROPRIATE SLUMP. USE ADMIXTURES AS REQUIRED TO OBTAIN DESIRED RESULTS.
USE TYPE I / II PORTLAND CEMENT UNLESS NOTED OTHERWISE. FOR CONCRETE MIXES USEDON FLOORS MINIMUM CEMENTITIOUS CONTENT SHALL BE 540 POUNDS PER CUBIC YARD
FOR CONCRETE PLACED BY PUMPING PROVIDE CONCRETE MIX FLOWABILITY TO FACILITATEPUMPING. ENTRAINED AIR MAY BE USED TO FACILITATE PUMPING SUBJECT TO THEPROVISIONS OF NOTE b BELOW.
a. FOR THE MAXIMUM COARSE AGGREGATE SIZE INDICATED, USE THE FOLLOWINGAGGREGATE SIZE NUMBERS PER ASTM C33:
3/4”: #67 AGGREGATE1”: #57 AGGREGATE
b. WHERE AIR CONTENT IS INDICATED IN THE MIX TABLE, PROVIDE AIR ENTRAININGADMIXTURE. TOTAL AIR CONTENT LIMITS INCLUDE BOTH ENTRAINED AND ENTRAPPED AIR +/-1 1/2%. ‘NP’ IN COLUMN INDICATES ADDITION OF ENTRAINED AIR IS NOT PERMITTED EXCEPTWHERE CONTRACTOR CAN DEMONSTRATE THAT SLABS WITH ENTRAINED AIR WILL HAVE AFINISH ACCEPTABLE TO THE ARCHITECT WITHOUT BLISTERS. AIR CONTENT NOTED IS BASEDON 3/4" AGGREGATE. IF 3/8” AGGREGATE IS USED, INCREASE AIR CONTENT BY 1 1/2%.
c. ABBREVIATIONS FOR OTHER REQUIREMENTS AS FOLLOWS:
MSS = MAXIMUM SHRINKAGE STRAIN LIMITED, RE: SPECS.SVT = CONTRACTOR SHALL PROVIDE CONCRETE WITH REDUCED WATER OR WITH SPECIALADMIXTURES AS REQUIRED IN ORDER TO ACHIEVE THE SLAB VAPOR TRANSMISSIONREQUIRED FOR THE SPECIFIED FLOORING MATERIALSMCI = MAXIMUM CHLORIDE ION LIMITS 0.15 FOR CONCRETE EXPOSED TO CHLORIDES IN USE.DP = PROVIDE 5 1/2" MINIMUM SLUMP. FOR DRILLED PIERS CASED DURING CONSTRUCTIONPROVIDE CONCRETE MIX WITH FLOWABILITY TO PREVENT ARCHING WHEN CASING ISPULLED. ENTRAINED AIR MAY BE USED TO FACILITATE CASING REMOVAL.
1. CONNECTIONS:1A. PROVIDE CONNECTIONS AS SHOWN IN THE ‘STEEL BEAM CONNECTION SCHEDULES’ ANDDETAILS HEREIN. REFER TO SPECIFICATION FOR ALTERNATIVES AND CONNECTIONS NOT SHOWN.
2. WELDING REQUIREMENTS:2A. WELDERS: HAVE IN POSSESSION CURRENT EVIDENCE OF PASSING THE APPROPRIATE A.W.S.QUALIFICATION TESTS.
2B. MINIMUM WELDS: AISC SPECIFICATION, NOT LESS THAN 3/16” FILLET, CONTINUOUS UNLESSOTHERWISE NOTED.
2C. WELD SIZES AND LENGTHS CALLED FOR ON THE DRAWINGS ARE THE NET EFFECTIVEREQUIRED. INCREASE WELD SIZE IF GAPS EXIST AT THE FAYING SURFACE.
2D. WELD SIZES SHALL BE AS SHOWN UNLESS A GREATER SIZE IS REQUIRED BY ANSI/AISC 360-05TABLES J2.3 AND J2.4.
2E. ALL GROOVE WELDS SHALL BE COMPLETE PENETRATION UNLESS NOTED.
2F. FIELD WELDING SYMBOLS INDICATE SUGGESTED CONSTRUCTION PROCEDURES.
3. COMPOSITE GRAVITY FRAMING:3A. COMPOSITE BEAMS ARE DESIGNED ASSUMING STUDS ARE INSTALLED IN THE WEAK POSITION(Rp = 0.6). SEE TYPICAL METAL DECK DETAILS FOR PLACEMENT REQUIREMENTS.
3B. COMPOSITE GIRDERS ARE DESIGNED ASSUMING STUDS ARE WELDED THROUGH THE METALDECK AND/OR METAL DECKING/SHEET STEEL COVERS MORE THAN HALF OF THE TOP FLANGE (Rp =0.75). SEE TYPICAL METAL DECK DETAILS FOR PLACEMENT REQUIREMENTS.
4. CAMBER:4A. FABRICATE BEAMS SUCH THAT ROLLING OR FABRICATION INDUCED CAMBER IS UP AFTERERECTION.
4B. CAMBER SHOWN IS BASED ON THE COMPUTED DEFLECTION OF THE BEAM DUE TOSELFWEIGHT OF CONCRETE PLACED. DESIGN IS BASED ON THE THEORETICAL CONCRETETHICKNESS PLUS 1/2” THICKNESS FOR DECK LEVELING AND 1/2” THICKNESS FOR BEAM LEVELING.INCLUDE QUANTITY OF ADDED CONCRETE DUE TO DECK AND BEAM DEFLECTION IN BID.
4C. VALUE NOTED ON PLAN IS IN-PLACE CAMBER, AFTER ERECTION, PRIOR TO PLACINGCONCRETE. ADJUST FABRICATION AS REQUIRED TO ACHIEVE CAMBER SPECIFIED WITHINTOLERANCES.
5. STRUCTURAL STEEL INSTALLATION:5A. ALL HIGH STRENGTH BOLTS USED IN COLUMN SPLICES, CONNECTIONS OF BEAMS ANDGIRDERS TO COLUMNS, AND WHERE NOTED ON THE DRAWINGS AS TYPE “SC” OR OTHER TYPEFOLLOWED BY “PT”, SHALL BE TENSIONED TO THE VALUES OF TABLE J3.1 OF ANSI/AISC 360-05.OTHER HIGH-STRENGTH BOLTS MAY BE INSTALLED SNUG TIGHT AS DEFINED BY AISC.
6. METAL DECK:6A. SEE ‘METAL DECK SCHEDULE’ FOR MATERIALS, PROFILE, AND CONNECTIONS TO STRUCTURE.
6B. DECK DESIGN IS IN ACCORDANCE WITH STEEL DECK INSTITUTE (SDI) PUBLICATION NO. 31 ANDDIAPHRAGM DESIGN MANUAL, LATEST EDITIONS.
6C. PLACE CONCRETE ON METAL DECK IN ACCORDANCE WITH SDI PUBLICATION NO. 31 TO LIMITCONSTRUCTION LOADS TO ALLOWABLE MAGNITUDES.
6D. REINFORCE OPENINGS IN METAL ROOF DECK AND FLOOR DECK SUPPORTING CONCRETE FILLIN ACCORDANCE WITH TYPICAL DECK OPENING DETAILS.
6E. INSTALL DECK OVER 4 SUPPORTS (3 SPAN CONTINUOUS) UNLESS NOTED OTHERWISE. DO NOTINSTALL DECK AS SINGLE SPAN UNLESS SPECIFICALLY SHOWN ON DRAWINGS.
6F. PROVIDE DECK ATTACHMENTS AS NOTED ON DRAWINGS.
6G. HANGERS: SEE TYPICAL METAL DECK DETAILS FOR ALLOWABLE HANGER LOADS ANDSPACING.
7. STRUCTURAL COLD FORMED METAL FRAMING:7A. COLD FORMED METAL FRAMING IS A PERFORMANCE SPECIFIED ITEM DESIGNED BY THECONTRACTOR. PROVIDE STUD DEPTH INDICATED ON THE DRAWINGS. DO NOT EXCEED MAXIMUMSPACING INDICATED. VARY FLANGE WIDTH, GAGE, YIELD STRENGTH, BRACING, STUD SPACING,ETC. AS REQUIRED TO SATISFY PERFORMANCE CRITERIA IN THE CONTRACT DOCUMENTS. MINIMUMSTUD GAGE SPECIFIED IS REQUIRED FOR ATTACHMENT OF OTHER MATERIALS TO STUDS. DO NOTBASE BIDS ON MINIMUM GAGE OR MAXIMUM SPACING SPECIFIED.
7B. REFER TO DETAILS FOR MINIMUM CONNECTIONS AND OTHER REQUIREMENTS. DEVELOPFORCES NOTED. DO NOT IMPOSE FORCES ON THE BUILDING STRUCTURE IN DIRECTIONS OR ATLOCATIONS OTHER THAN THAT SHOWN ON THE STRUCTURAL DRAWINGS. DO NOT IMPOSE FORCESLARGER THAN SPECIFIED. CONNECTIONS TO CONCRETE SHALL NOT USE PAFs TO RESIST TENSIONLOADS.
TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422
Civil
Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558
Landscape
Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100
Structural
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Mechanical/Plumbing
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Electrical
Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112
Technology
James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142
Clinical Planning
Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532
Building Performance Engineer
Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900
Cost Estimating
Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505
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2011101.00
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CONCRETE MIX TABLE
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1 DRILLED PIERS 4 NWC 0.50 1 -- DP
2 GRADE BMS, TIE BMS,MAT SLABS, FND WALLS,WALLS
4 NWC 0.50 3/4 -- --
3 SLAB ON GRADE 3.5 NWC -- 1 NP SVT, MSS
4 SLABS ON METAL DECK 3.5 NWC 0.50 3/4 NP SVT
5 ALL CONC EXPOSED TOWEATHER OR DEICERS:SLABS ON GRADE, SITEWALLS, MECHANICALYARD
5 NWC 0.40 3/4 6 MSS, MCI
REINFORCING MATERIAL TABLE
REINF ELEMENT ASTM Fy (KSI) Fu (KSI) COMMENTS
TYP REINFORCING A615 60 90 --
WELDED & FIELD BENT REINF A706 60 80 --
WELDED WIRE REINFORCING, SMOOTH A185 65 75 --
STEEL MATERIAL TABLE
STEEL ELEMENT ASTM/TYPE Fy (KSI) Fu (KSI) COMMENTS
ANCHOR RODS F1554 GR 55 55 75 WELDABLE, HEAVY HEX HEADED
BOLTS A325 OR F1852 -- 120 BOLTS ARE 3/4"Ø UNO, USETENSION-CONTROLLED WHEREPOSSIBLE
COLD-FORMEDSTUDS/PLATE, 33 AND 43MIL
A1003 33 -- --
COLD-FORMEDSTUDS/PLATE, 54 MIL ANDHEAVIER
A1003 50 -- --
COLD-FORMED TRACK,ALL THICKNESSES
A1003 33 -- --
DAS A496 60 80 --
HAS A108 51 65 STUDS ARE 3/4"Ø UNO
OTHER SHAPES A36 36 58 --
PIPE A53 GR B 35 60 --
PLATES A36 36 58 --
RECT HSS A500 GR B 46 58 --
ROUND HSS A500 GR B 42 58 --
WELDING ELECTRODES,THICKNESS OF THINNERPART > 0.1 INCHES (12 GA)
E70 PER AWS
WELDING ELECTRODES,THICKNESS OF THINNERPART ≤ 0.1 INCHES (12 GA)
E60 OR E70 -- -- PER AWS
WF, WT A992 50 65 --
GAUGE
METAL GAUGE CONVERSION
MINIMUM THICKNESS(MILS*)
22 27
20 33
18 43
54
14 68
12 97
NOTES: * 1 MIL = 1/1000"
16
ANCHOR TYPE
POST-INSTALLED ANCHOR TABLE
PRODUCT
ADHESIVE(IN CONCRETE)
HILTI HY 150 MAX SD (*)
ADHESIVE ANCHOR RODS
SCREW ANCHORS
EXPANSION ANCHORS(IN CONCRETE)
--
HILTI KWIK BOLT TZ
HILTI HUS-EZ
Fy (KSI) COMMENTS
--
36MIN
--
Fu (KSI)
--
58MIN
--
SUBMIT CALCULATIONSFOR SUBSTITUTIONS
-- --
THREADED ROD,UNGREASED
SUBMIT CALCULATIONSFOR SUBSTITUTIONS
SUBMIT CALCULATIONSFOR SUBSTITUTIONS
CONCRETE NOTES
STEEL NOTES
* USE HILTI HIT RE 500 SD FOR EMBEDMENT GREATER THAN 12"
BP003
BP003
DESIGN DEVELOPMENT SEPTEMBER 12, 2012
BP#2 NOVEMBER 16, 2012
BP#3 DECEMBER 21, 2012
RECORD DRAWINGS APRIL 18, 2014
STATEMENT OF STRUCTURAL SPECIAL INSPECTIONS AND TESTING
QUALITY ASSURANCE GENERAL NOTES
1. GENERAL:1A. SCOPE OF WORK- THE OWNER WILL ENGAGE A QUALIFIED INSPECTION AND TESTING AGENCY(S) TO PERFORM SPECIALINSPECTIONS AND TESTING FOR ALL STRUCTURAL MEMBERS AND ASSEMBLIES AS NOTED HEREIN.- SPECIAL INSPECTIONS ARE IN ADDITION TO INSPECTIONS BY THE AUTHORITY HAVING JURISDICTION REQUIREDBY IBC 2009 SECTION 110.- REFER TO THE SPECIFICATIONS FOR REPORTING AND PROCEDURAL REQUIREMENTS FOR QUALITY ASSURANCEAND QUALITY CONTROL.- REFER TO ARCH/MECH/ELEC/CIVIL SPECIFICATIONS AND DRAWINGS FOR ADDITIONAL SPECIAL INSPECTION ANDTESTING THAT MAY BE REQUIRED.- SPECIAL INSPECTIONS AND TESTING ARE APPLICABLE TO ALL REVISIONS AND/OR FUTURE WORK ADDED BYAMENDMENTS TO THESE DOCUMENTS.
1B. DEFINITIONS- SPECIAL INSPECTOR: THE AGENCY ENGAGED BY THE OWNER AND APPROVED BY THE AUTHORITY HAVINGJURISDICTION TO ACT AS THE DESIGNATED REPRESENTATIVE TO PERFORM INSPECTIONS.- SPECIAL INSPECTION: INSPECTION PERFORMED BY THE SPECIAL INSPECTOR ACCORDING TO IBC 2009 SECTION1704 TO ENSURE COMPLIANCE WITH APPROVED CONSTRUCTION DOCUMENTS AND REFERENCED STANDARDS.- (P) PERIODIC INSPECTION: THE PART-TIME OR INTERMITTENT OBSERVATION BY THE SPECIAL INSPECTOR OFWORK BEING PERFORMED. SPECIAL INSPECTOR SHALL BE PRESENT IN THE AREA WHERE THE WORK IS BEINGPERFORMED. OBSERVATION OF ALL WORK (100% VISUAL) SHALL BE MADE AT THE COMPLETION OF THE WORK.- (C) CONTINUOUS INSPECTION: THE FULL-TIME OBSERVATION BY THE SPECIAL INSPECTOR OF WORK BEINGPERFORMED. SPECIAL INSPECTOR SHALL BE PRESENT IN THE AREA WHERE THE WORK IS BEING PERFORMED.OBSERVATION OF ALL WORK (100% VISUAL) SHALL BE MADE AT THE COMPLETION OF THE WORK.
1C. DEFICIENCIES IN WORK- CORRECT DEFICIENCIES IN WORK THAT TESTS AND INSPECTIONS INDICATE DO NOT COMPLY WITH THECONTRACT DOCUMENTS AND REFERENCED STANDARDS.- ALL COST OF ADDITIONAL TESTING AND/OR INSPECTIONS FOR CORRECTIVE WORK SHALL BE BORNE BY THECONTRACTOR.
2. SHOP FABRICATIONS:2A. GENERAL- PERFORM INSPECTIONS AND TESTING FOR ALL SHOP FABRICATED STRUCTURAL MEMBERS AND ASSEMBLIES ASNOTED HEREIN. SPECIAL INSPECTOR SHALL PERFORM SPECIAL INSPECTIONS AND TESTING UNLESS THEFABRICATOR IS REGISTERED AND APPROVED BY THE AUTHORITY HAVING JURISDICTION TO PERFORM SUCH WORKWITHOUT SPECIAL INSPECTION OR FABRICATOR HAS A CURRENT ICC-ES EVALUATION REPORT.- SPECIAL INSPECTOR SHALL VERIFY THE FABRICATOR MAINTAINS AND FOLLOWS DETAILED SHOP FABRICATIONAND QUALITY CONTROL PROCEDURES, UNLESS FABRICATOR IS REGISTERED AND APPROVED.- AT THE COMPLETION OF FABRICATION, THE APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OFCOMPLIANCE TO THE AUTHORITY HAVING JURISDICTION ACCORDING TO IBC 2009 SECTION 1704.2.2.- APPROVED FABRICATORS MAY PERFORM TESTING NOTED HEREIN EXCEPT THAT NONDESTRUCTIVE TESTING(NDT) SHALL ONLY BE PERFORMED BY PERSONNEL WITH QUALIFICATIONS THAT MEET OR EXCEED THE CRITERIA OFAWS D1.1 SUBCLAUSE 6.14.6 AND AMERICAN SOCIETY FOR NONDESTRUCTIVE TESTING (ASNT) SNT-TC-1A OR ASNTCP-189.
2B. SHOP FABRICATIONS INCLUDED- SHOP FABRICATED STRUCTURAL STEEL INCLUDING STAIRS AND RAILING ELEMENTS- SHOP FABRICATED COLD FORMED STEEL ELEMENTS
ITEM FREQUENCY STANDARD
REINFORCING STEEL
CRITERIA
- DURING PLACEMENT P VERIFY GRADE, FINISH, SIZE, BAR QUANTITY,LOCATION, SPACING, COVER, HOOK LENGTHS,SPLICE LENGTH, SPLICE LOCATIONS, BENDDIAMETERS, COATING, SURFACE CONDITION,AND SUPPORT.
ACI 318 3.5,7.1-7.7
- WELDING C VERIFY ASTM A706 REINFORCING STEEL.AWS D1.4
- FIELD BENDING P --ACI 301 3.3.2.8
- COATED REINFORCING P --ACI 301 3.2.1.2
BOLTS AND EMBEDMENTS
CONCRETE
- MIX DESIGN EACHTRUCK
VERIFY USE OF APPROVED DESIGN MIXTURE FOREACH TRUCK LOAD
--
- PLACEMENT OF CONCRETE C ACI 318 5.9-5.10
- CURING P ACI 318 5.11-5.13
STRUCTURAL CONCRETE SPECIAL INSPECTIONS
- PRIOR TO PLACEMENT OFCONCRETE
100% VERIFY TYPE, FINISH, DIAMETER, LENGTH,QUANTITY, EMBEDMENT LENGTH, SPACING ANDEDGE DISTANCES. VERIFY USE OF PLACINGTEMPLATE.
--
- WELDING -- INSPECT PER THE STRUCTURAL STEEL TABLE--
- MECHANICAL CONNECTORS C --ICC-ES REPORT
- FORMWORK PRIOR TOPLACEMENT OF CONCRETE
P INSPECT FIRST POUR OF EACH TYPE (GRADEBEAM, MAT, WALLS, SLAB, SLAB-ON-DECK, ETC.)
ACI 318 6.1.1
- PRIOR TO PLACEMENT OFCONCRETE
100%
ITEM FREQUENCY STANDARD
REINFORCING STEEL, BOLTSAND EMBEDMENTS
CRITERIA
- WELDING -- PER STRUCTURAL STEEL TESTING--
CONCRETE
- AIR CONTENT WHEN AIRENTRAINMENT IS SPECIFIED
EACHCOMPOSITE
SAMPLE
--ASTM C231 PRESSUREMETHOD
STRUCTURAL CONCRETE TESTING
- COMPOSITE SAMPLE OBTAIN AT POINT OF PLACEMENT. FOR DRILLEDPIERS OBTAIN NEAR BEGINNING OF LOAD PRIORTO PLACEMENT IN SHAFT. ADJUST FREQUENCYAS REQUIRED TO PROVIDE MINIMUM 5 TOTALTESTS PER MIX BUT NOT MORE THAN ONESAMPLE PER TRUCK LOAD.
ASTM C172
- SLUMP EACHCOMPOSITE
SAMPLE
SPECIFIED SLUMP SHALL BE AS SUMBITTED INTHE MIX DESIGN ± 1 1/2". PERFORM ADDITIONALTESTS WHEN CONCRETE CONSISTENCYAPPEARS TO CHANGE.
ASTM C143
1. f'c < 5000 PSI 100 CY/MIX/DAY
2. DRILLED PIERS EACH SHAFT
- TEMPERATURE EACHCOMPOSITE
SAMPLE AND 60MINUTE
INTERVALS
REQUIRED WHEN AIR TEMPERATURE IS 40 °FAND BELOW OR 80°F AND ABOVE.
ASTM C1064
- COLD WEATHER CURING -- RECORD MAXIMUM AND MINIMUM CONCRETETEMPERATURE DURING CURING PERIOD, WHENDAILY AVERAGE AIR TEMPERATURE OF 40 °F ORBELOW IS EXPECTED FOR 3 SUCCESSIVE DAYSDURING CURING PERIOD.
ASTM C1074
- COMPRESSIVE STRENGTH EACHCOMPOSITE
SAMPLE
TEST ONE CYLINDER SPECIMEN AT 7 DAYS ANDTWO CYLINDER SPECIMENS AT 28 DAYS. IFDESIGN STRENGTH IS NOT ACHIEVED AT 28DAYS, TEST REMAINING CYLINDER AT 56 DAYS.ACCEPTANCE CRITERIA PER ACI 318.
ASTM C31 (6x12SPECIMENS)
AND ASTM C39
STRUCTURAL CONCRETE TESTING NOTES:1. NONDESTRUCTIVE TESTING MAY BE PERMITTED BY THE ARCHITECT, BUT WILL NOT BE USED AS SOLE BASIS FORAPPROVAL OR REJECTION OF DEFICIENT CONCRETE.2. REPORTS OF COMPRESSIVE STRENGTH TESTS SHALL CONTAIN THE FOLLOWING INFORMATION: DATE OF CONCRETEPLACEMENT, LOCATION OF CONCRETE BATCH IN WORK, DESIGN 28-DAY COMPRESSIVE STRENGTH, CONCRETE SUPPLIERAND MIXTURE ID NUMBER, TIME OF BATCH AND PLACEMENT, AMBIENT AIR TEMPERATURE, SITE ADDED WATER ANDADMIXTURES, UNIT WEIGHT, AND AS REQUIRED BY ASTM C39.
MEASURE CONCRETE FLOORFLATNESS (FF) AND FLOORLEVELNESS (FL)
PERFORM MEASUREMENTS WITHIN 48 HOURSOF FINISHING OPERATIONS AND PRIOR TOREMOVAL OF SHORES OR FORMS. MEASUREAREAS INDICATED IN THE SPECIFICATIONS.
ASTM E1155--
ITEM FREQUENCY STANDARD
SUBGRADE
CRITERIA
- EXCAVATION P VERIFY EXCAVATIONS ARE EXTENDED TOTHE PROPER DEPTH AND HAVE REACHEDTHE PROPER BEARING MATERIAL
--
SOILS SPECIAL INSPECTIONS
- BEARING MATERIAL P VERIFY BEARING MATERIAL IS ADEQUATE TOACHIEVE THE DESIGN BEARING CAPACITY
SOILS REPORT
CONTROLLED FILL
- PLACEMENT C VERIFY USE OF PROPER MATERIALS, DENSITIES,COMPACTION, AND LIFT THICKNESSES
--
- PRIOR TO PLACEMENT P VERIFY SUBGRADE HAS BEEN PROPERLYPREPARED
--
SOILS SPECIAL INSPECTION NOTES:1. SEE CIVIL DRAWINGS AND/OR SPECIFICATIONS FOR ADDITIONAL EARTHWORK AND UTILITY INSPECTION REQUIREMENTS.2. SEE CIVIL DRAWINGS AND/OR SPECIFICATIONS FOR CLASSIFICATION AND TESTING REQUIREMENTS FOR COMPACTED FILLAND/OR CONTROLLED LOW-STRENGTH MATERIAL.
ITEM FREQUENCY STANDARD
DURING DRILLING
CRITERIA
- DRILLING OPERATIONS C PROVIDE REPORT FOR EACH DRILLED PIER.--
DRILLED PIER FOUNDATIONS SPECIAL INSPECTIONS
- SHAFT PLACEMENT C VERIFY LOCATION, PLUMBNESS, ANDDIAMETER.
--
- BEARING MATERIAL C VERIFY BEARING MATERIAL IS ADEQUATE TOACHIEVE THE DESIGN BEARING CAPACITY.
SOILS REPORT
CONCRETE AND REINFORCINGSTEEL
-- INSPECT PER THE STRUCTURAL CONCRETESPECIAL INSPECTIONS AND TESTING TABLES.RECORD CONCRETE VOLUMES.
--
- DEPTH OF PENETRATION C VERIFY DEPTH OF PENETRATION INTO BEARINGMATERIAL AND OVERALL LENGTH.
--
ITEM FREQUENCY STANDARD
EXPANSION ANCHORS, SLEEVEANCHORS, SCREW ANCHORS
CRITERIA
- PRIOR TO INSTALLATION OFANCHOR
EACHANCHOR
VERIFY TYPE, DIAMETER, LENGTH, FINISH, ANDBASE MATERIAL. VERIFY MAXIMUM IMPACTWRENCH TORQUE RATING FOR SCREWANCHORS.
ICC-ES REPORT
POST-INSTALLED ANCHORS/REINFORCING STEEL SPECIAL INSPECTIONS
C CONTINUOUS INSPECTION REQUIREDREGARDLESS IF PERIODIC INSPECTION ISPERMITTED BY ICC-ES REPORT. VERIFY HOLEDIMENSIONS, HOLE CLEANING, ANCHOREMBEDMENT, EDGE DISTANCES AND SPACING.
ICC-ES REPORT
- AFTER INSTALLATION OFATTACHED ASSEMBLY
100% VISUAL VERIFY NUMBER, EDGE DISTANCES, AND ANCHORFLUSH WITH AND PERPENDICULAR TO THERECEIVING SURFACE.
C CONTINUOUS INSPECTION REQUIREDREGARDLESS IF PERIODIC INSPECTION ISPERMITTED BY ICC-ES REPORT. VERIFY HOLEDIMENSIONS, HOLE CLEANING, ANCHOREMBEDMENT, EDGE DISTANCES AND SPACING.
ICC-ES REPORT
- AFTER INSTALLATION OFATTACHED ASSEMBLY
100% VISUAL VERIFY NUMBER, EDGE DISTANCES, AND ANCHORFLUSH WITH AND PERPENDICULAR TO THERECEIVING SURFACE.
--
- PRIOR TO START OF WORK -- REVIEW CONTRACTOR'S INSTALLATIONPROCEDURE.
ICC-ES REPORT
- PRIOR TO START OF WORK -- REVIEW CONTRACTOR'S INSTALLATIONPROCEDURE.
ICC-ES REPORT
- CURE TIME 100% VISUAL VERIFY FULL CURE TIME HAS ELAPSED PRIOR TOAPPLICATION OF TORQUE OR LOAD TO ANCHOR.
--
TEST ANCHOR WITH CALIBRATED TORQUEWRENCH TO 100% OF THE INSTALLATIONTORQUE NOTED IN ICC-ES REPORT. ATTAINSPECIFIED TORQUE WITHIN 1/2 TURN OF THENUT.
TEST THE INSTALLATION OF THE FIRST 3 OF EACHTYPE, BASE MATERIAL, AND POSITION (DOWN,HORIZONTAL, OVERHEAD). OBSERVE ASTM E488MINIMUM EDGE DISTANCES FOR DETERMININGTEST LOCATIONS. SUBMIT PROPOSED TESTLOCATIONS AND REQUESTS FOR REQUIREDTENSION TEST LOAD VALUES TO ENGINEER.
TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422
Civil
Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558
Landscape
Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100
Structural
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Mechanical/Plumbing
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Electrical
Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112
Technology
James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142
Clinical Planning
Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532
Building Performance Engineer
Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900
Cost Estimating
Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505
Owner
MM
JO
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: 236
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S-003
QUALITY ASSURANCE
2011101.00
The Lane Center forAcademic Health
SciencesUniversity of Colorado at
Colorado Springs
2011101.00
BP#2 NOVEMBER 16, 2012
BP#3 DECEMBER 21, 2012
RECORD DRAWINGS APRIL 18, 2014
ITEM FREQUENCY STANDARD
WELDING
CRITERIA/REMARKS
- PARTIAL PENETRATIONGROOVE WELD
100% NOT REQUIRED FOR SHOP WELDSPERFORMED BY AN APPROVED FABRICATOR
ULTRASONIC ORRADIO GRAPHIC
STRUCTURAL STEEL TESTING
100% --ULTRASONIC ORRADIO GRAPHIC
- COMPLETE PENETRATIONGROOVE WELD
1% BEND TEST,100% RING TEST
BEND TEST: PER AWS D1.1 BENT STUD (TORQUETEST FOR THREADED STUDS) ACCEPTANCECRITERIA.RING TEST: STRIKE WITH HAMMER, IF THE STUDRINGS, STUD IS ACCEPTABLE. IF STUD DOES NOTRING, PERFORM AWS D1.1 BEND TEST.
STRUCTURAL STEEL TESTING NOTES:1. THE WELDING INSPECTOR SHALL HAVE THE AUTHORITY TO REJECT WELDMENTS. SUCH REJECTION MAY BE BASED ONVISUAL INSPECTION WHERE IN THE INSPECTOR'S OPINION THE WELDMENT WOULD NOT PASS A MORE DETAILED INVESTIGATION.2. IF DEFICIENT WELDS ARE DISCOVERED, THE REMAINING UNINSPECTED WELDS SHALL RECEIVE SUCH ULTRASONIC ORMAGNETIC PARTICLE TESTING AS MAY BE REQUIRED BY THE ARCHITECT AND ENGINEER. ALL COST OF ADDITIONAL TESTINGSHALL BE BORNE BY THE CONTRACTOR.3. REPORTS OF WELD TESTS SHALL CONTAIN THE FOLLOWING INFORMATION: DESCRIPTION OF EACH WELD, IDENTIFYINGMARK OF THE RESPONSIBLE WELDER, CRITIQUE OF DEFECTS NOTED BY VISUAL INSPECTION OR TESTING, STATEMENT OFACCEPTABILITY PER AWS STANDARDS.
- DURING ERECTION P VERIFY INSTALLATION OF BRACING ANDSTIFFENING, MEMBER LOCATIONS, ANDCONNECTIONS. REPORT ANY OBSERVATION OFKINKS, BENDS, OR OTHER DAMAGE.
--
FRAMING
VERIFY PROPER USE OF PRETENSION METHOD,VERIFY CONNECTED MATERIALS HAVE BEENDRAWN TOGETHER AND PROPERLY SNUGGED.
VERIFY PROPER USE OF PRETENSION METHOD,VERIFY CONNECTED MATERIALS HAVE BEENDRAWN TOGETHER AND PROPERLY SNUGGED.VERIFY TIGHTNESS OF NUT FOR 10% OF BOLTS(2 MIN) AT EACH JOINT.
STRUCTURAL STEEL INSPECTION NOTES:1. IN TENSIONED JOINTS, WHEN SPLINES ARE NOT SHEARED OR INDICATOR WASHERS ARE NOT PROPERLY DEFORMED, THETESTING AGENCY SHALL DETERMINE THAT PROPER BOLT TENSION HAS BEEN ACHIEVED BY THE APPLICATION OF APROPERLY CALIBRATED TESTING TORQUE OR THE CONTRACTOR MAY REMOVE AND REPLACE ALL DEFICIENT BOLTS. ALLCOST OF ADDITIONAL INSPECTION SHALL BE BORNE BY THE CONTRACTOR.
ITEM FREQUENCY STANDARD
FRAMING
CRITERIA
- MEMBERS AND CONNECTIONS P VERIFY TYPE, SIZE, LOCATION, SPACING--
- BRIDGING AND BLOCKING P --
- FIELD CUTS AND NOTCHES P NO CUTS OR NOTCHES THROUGH SECTIONFLANGES PERMITTED.
--
STRUCTURAL COLD FORMED STEEL SPECIAL INSPECTIONS
- PUNCHOUTS P VERIFY SPACING REQUIREMENTS FROMBEARINGS AND CONNECTIONS AND REINFORCINGIS USED WHERE REQUIRED
--
- SPLICING P NO SPLICING OF STRUCTURAL MEMBERSPERMITTED UNLESS SPECIFIED ON THECONSTRUCTION DOCUMENTS.
--
VERIFY TYPE, LOCATION, AND ATTACHMENT
WELDED ATTACHMENTS
- PRIOR TO WELDING -- VERIFY FILLER MATERIALS, WELDINGPROCEDURES, WELDER QUALIFICATIONS, ANDMANUFACTURER'S CERTIFICATE OF COMPLIANCE
AWS D1.1/D1.3
- DURING WELDING P
--
AWS D1.3
- CORROSION RESISTANCETREATMENT
P WELDED AREAS ARE TO BE TREATED WITHAPPROVED TREATMENT TO MATCH CORROSIONRESISTANCE OF EFFECTED AREA
--
SCREWED ATTACHMENTS
- FASTENER P VERIFY TYPE, DIAMETER, LENGTH, SPACING ANDEDGE DISTANCES
--
- SCREW PENETRATION P VERIFY MATERIALS HAVE BEEN DRAWNTOGETHER AND SCREWS ARE FULLY DRIVENWITH A MINIMUM PENETRATION OF 3 THREADSTHROUGH THE LAST MATERIAL JOINED.
--
- DAMAGED SCREWS P NO POPPED SCREW HEADS OR STRIPPED SCREWSARE PERMITTED. ALL DAMAGED SCREWS SHALLBE REPLACED.
--
- COLD FORMED STEELASSEMBLIES
P ICC-ES REPORT VERIFY TYPE, NUMBER OF FASTENERS, ANDINSTALLATION IN CONFORMANCE WITH ICC-ESREPORT
- AFTER WELDING 100% VISUAL AWS D1.3
--
POWER-ACTUATED FASTENERS
- PRIOR TO INSTALLATION FIRST OF EACHFASTENER TYPE
- PRIOR TO WELDING -- VERIFY FILLER MATERIALS, WELDINGPROCEDURES, WELDER QUALIFICATIONS, ANDMANUFACTURER'S CERTIFICATE OF COMPLIANCE
AWS D1.1/D1.3
- DURING WELDING P
VERIFY ALL SPECIFIED WELDS HAVE BEEN MADE.VERIFY SIZE, SPACING AND QUALITY.
AWS D1.3
- CORROSION RESISTANCETREATMENT
P WELDED AREAS ARE TO BE TREATED WITHAPPROVED TREATMENT TO MATCH CORROSIONRESISTANCE OF EFFECTED AREA
--
SCREWED ATTACHMENTS
- FASTENER P VERIFY TYPE, DIAMETER, LENGTH, SPACING ANDEDGE DISTANCES
--
- SCREW PENETRATION P VERIFY MATERIALS HAVE BEEN DRAWNTOGETHER AND SCREWS ARE FULLY DRIVENWITH A MINIMUM PENETRATION OF 3 THREADSTHROUGH THE LAST MATERIAL JOINED.
--
- DAMAGED SCREWS P NO POPPED SCREW HEADS OR STRIPPED SCREWSARE PERMITTED. ALL DAMAGED SCREWS SHALLBE REPLACED.
--
- AFTER WELDING 100% VISUAL AWS D1.3
--
123456789
A
B
C
D
E
3.94.95.96.9 2.6
D1
D2
D4
D4
D3
D3D4
D1
D5TYP AT PARAPETS
B.4
1.9 1.5
D.1
2.4
A.6
C.6
C.3
C.1
B.8
B.5
B.2B.1
DRIFT P W S
D1 94 PSF 17'-3" 22 PSF
P
W
S
D2 69 PSF 11'-4" 22 PSF
D3 82 PSF 14'-6" 22 PSF
D4 50 PSF 6'-9" 22 PSF
D5 39 PSF 8'-0" 22 PSF
FACE OF BUILDINGWHERE DRIFT WIDTH EXCEEDSROOF WIDTH, DRIFT ISTRUNCATED AT EDGE OF ROOF
TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422
Civil
Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558
Landscape
Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100
Structural
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Mechanical/Plumbing
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Electrical
Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112
Technology
James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142
Clinical Planning
Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532
Building Performance Engineer
Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900
Cost Estimating
Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505
TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422
Civil
Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558
Landscape
Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100
Structural
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Mechanical/Plumbing
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Electrical
Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112
Technology
James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142
Clinical Planning
Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532
Building Performance Engineer
Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900
Cost Estimating
Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505
Owner
MM
JO
B #
: 236
16.S
.01
PR
INC
IPA
L: P
DE
OR
: PD
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CT
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S-101
FIRST LEVEL FLOOR PLAN
2011101.00
The Lane Center forAcademic Health
SciencesUniversity of Colorado at
Colorado Springs
2011101.00
4' 16'2' 8' 1/8" = 1'-0"
FIRST LEVEL FLOOR PLANTRUE NORTH
FOUNDATION NOTES
1. SEE S0 SERIES SHEETS FOR GENERAL NOTES, SYMBOLS ANDABBREVIATIONS.
2. SEE S3 SERIES SHEETS FOR TYPICAL CONCRETE DETAILS.
3. SEE S-314 FOR TYPICAL SLAB-ON-GRADE DETAILS.
4. SEE ARCHITECTURAL DRAWINGS FOR VAPOR RETARDER LOCATIONS.CONTRACTOR SHALL INSTALL VAPOR RETARDER PER RECOMMENDATIONS OFPCA AND ACI 302.1R-04.
5. SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR SLAB SLOPES,DEPRESSIONS, FILL, PADS, AND CURBS NOT SHOWN ON THE STRUCTURALDRAWINGS.
6. SEE S-310 FOR TYPICAL DRILLED PIER DETAILS.
7. SEE S-311&S-312 FOR TYPICAL FOUNDATION WALL DETAILS.
8. SEE S-200 FOR COLUMN SCHEDULE.
9. SEE S-311 FOR FOUNDATION WALL SCHEDULE FOR FOUNDATION WALLSNOTED THUS: "FWX"
KEYNOTE LEGEND
1 INDICATES AREA THAT SHALL BE OVER-EXCAVATED TO9'-0" MINIMUM BELOW THE BOTTOM OF THE SLAB-ON-GRADE. 9'-0" OVER-EXCAVATION SHALL EXTEND TO THEOUTSIDE FACE OF THE FOUNDATION WALL/GRADEBEAM. BACKFILL OVER-EXCAVATION BELOW SLAB-ON-GRADE WITH DENSELY COMPACTED GRANULAR FILL.SEE EARTHWORK SPEC.
2 STAIR FRAMING BY MTL STAIR MANUF. SIZE POSTSAND BASE PLATES TO FIT IN STUD WALL. BRACE STAIRAS REQUIRED. BRACING, POSTS AND BASE PLATESSHALL FIT WITHIN STUDWALLS, SEE ARCH. DO NOTCONNECT TO FND WALL. PROVIDE STRINGER W/FLANGE WIDTH SUFFICIENT FOR HANDRAILCONNECTION SHOWN BY ARCHITECT.
TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422
Civil
Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558
Landscape
Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100
Structural
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Mechanical/Plumbing
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Electrical
Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112
Technology
James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142
Clinical Planning
Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532
Building Performance Engineer
Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900
Cost Estimating
Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505
Owner
MM
JO
B #
: 236
16.S
.01
PR
INC
IPA
L: P
DE
OR
: PD
PR
OJE
CT
MA
NA
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R: K
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S-102
SECOND LEVEL FLOOR PLAN
2011101.00
The Lane Center forAcademic Health
SciencesUniversity of Colorado at
Colorado Springs
2011101.00
4' 16'2' 8' 1/8" = 1'-0"
SECOND LEVEL FLOOR PLANTRUE NORTH
STEEL FLOOR FRAMING PLAN NOTES1. SEE S0 SERIES SHEETS FOR GENERAL NOTES, SYMBOLS ANDABBREVIATIONS.
2. SEE S5 SERIES SHEETS FOR TYPICAL STEEL DETAILS.
3. SEE S200 FOR STEEL COLUMN SCHEDULE.
4. SEE S-530 FOR TYPICAL METAL DECK DETAILS AND SCHEDULE.
5. SEE S-500A &S-500B FOR TYPICAL STEEL CONNECTION DETAILS ANDSCHEDULE
6. SPACE BEAMS EQUALLY BETWEEN GRID LINES UNLESS DIMENSIONEDOTHERWISE.
7. TOP OF BEAM ELEVATION = BOTTOM OF METAL DECK UNLESS NOTEDOTHERWISE ON PLAN.
8. SEE 17/S-530 FOR REQUIREMENTS AT MECHANICAL AND ELECTRICALEQUIPMENT.
KEYNOTE LEGEND
1 INDICATES AREA THAT SHALL BE OVER-EXCAVATED TO9'-0" MINIMUM BELOW THE BOTTOM OF THE SLAB-ON-GRADE. 9'-0" OVER-EXCAVATION SHALL EXTEND TO THEOUTSIDE FACE OF THE FOUNDATION WALL/GRADEBEAM. BACKFILL OVER-EXCAVATION BELOW SLAB-ON-GRADE WITH DENSELY COMPACTED GRANULAR FILL.SEE EARTHWORK SPEC.
TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422
Civil
Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558
Landscape
Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100
Structural
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Mechanical/Plumbing
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Electrical
Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112
Technology
James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142
Clinical Planning
Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532
Building Performance Engineer
Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900
Cost Estimating
Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505
Owner
MM
JO
B #
: 236
16.S
.01
PR
INC
IPA
L: P
DE
OR
: PD
PR
OJE
CT
MA
NA
GE
R: K
H
DE
SIG
NE
RS
: K
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MD
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S-103
THIRD LEVEL FLOOR PLAN
2011101.00
The Lane Center forAcademic Health
SciencesUniversity of Colorado at
Colorado Springs
2011101.00
4' 16'2' 8' 1/8" = 1'-0"
THIRD LEVEL FLOOR PLANTRUE NORTH
STEEL FLOOR FRAMING PLAN NOTES1. SEE S0 SERIES SHEETS FOR GENERAL NOTES, SYMBOLS ANDABBREVIATIONS.
2. SEE S5 SERIES SHEETS FOR TYPICAL STEEL DETAILS.
3. SEE S200 FOR STEEL COLUMN SCHEDULE.
4. SEE S-530 FOR TYPICAL METAL DECK DETAILS AND SCHEDULE.
5. SEE S-500A &S-500B FOR TYPICAL STEEL CONNECTION DETAILS ANDSCHEDULE
6. SPACE BEAMS EQUALLY BETWEEN GRID LINES UNLESS DIMENSIONEDOTHERWISE.
7. TOP OF BEAM ELEVATION = BOTTOM OF METAL DECK UNLESS NOTEDOTHERWISE ON PLAN.
8. SEE 17/S-530 FOR REQUIREMENTS AT MECHANICAL AND ELECTRICALEQUIPMENT.
TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422
Civil
Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558
Landscape
Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100
Structural
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Mechanical/Plumbing
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Electrical
Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112
Technology
James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142
Clinical Planning
Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532
Building Performance Engineer
Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900
Cost Estimating
Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505
Owner
MM
JO
B #
: 236
16.S
.01
PR
INC
IPA
L: P
DE
OR
: PD
PR
OJE
CT
MA
NA
GE
R: K
H
DE
SIG
NE
RS
: K
H/A
MD
AT
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D:
KH/AM
KH
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4/1
8/2
014 9
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1 A
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:\P
roj\20
11
101
_str
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nh
.rvt
S-104
FOURTH LEVEL FLOOR PLAN
2011101.00
The Lane Center forAcademic Health
SciencesUniversity of Colorado at
Colorado Springs
2011101.00
4' 16'2' 8' 1/8" = 1'-0"
FOURTH LEVEL FLOOR PLANTRUE NORTH
STEEL FLOOR FRAMING PLAN NOTES1. SEE S0 SERIES SHEETS FOR GENERAL NOTES, SYMBOLS ANDABBREVIATIONS.
2. SEE S5 SERIES SHEETS FOR TYPICAL STEEL DETAILS.
3. SEE S200 FOR STEEL COLUMN SCHEDULE.
4. SEE S-530 FOR TYPICAL METAL DECK DETAILS AND SCHEDULE.
5. SEE S-500A &S-500B FOR TYPICAL STEEL CONNECTION DETAILS ANDSCHEDULE
6. SPACE BEAMS EQUALLY BETWEEN GRID LINES UNLESS DIMENSIONEDOTHERWISE.
7. TOP OF BEAM ELEVATION = BOTTOM OF METAL DECK UNLESS NOTEDOTHERWISE ON PLAN.
8. SEE 17/S-530 FOR REQUIREMENTS AT MECHANICAL AND ELECTRICALEQUIPMENT.
TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422
Civil
Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558
Landscape
Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100
Structural
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Mechanical/Plumbing
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Electrical
Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112
Technology
James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142
Clinical Planning
Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532
Building Performance Engineer
Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900
Cost Estimating
Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505
Owner
MM
JO
B #
: 236
16.S
.01
PR
INC
IPA
L: P
DE
OR
: PD
PR
OJE
CT
MA
NA
GE
R: K
H
DE
SIG
NE
RS
: K
H/A
MD
AT
E P
RIN
TE
D:
KH/AM
KH
PD
4/1
8/2
014 9
:09:3
2 A
MC
:\P
roj\20
11
101
_str
uctu
ral_
kevi
nh
.rvt
S-105
PENTHOUSE FLOOR PLAN
2011101.00
The Lane Center forAcademic Health
SciencesUniversity of Colorado at
Colorado Springs
2011101.00
4' 16'2' 8' 1/8" = 1'-0"
PENTHOUSE FLOOR PLANTRUE NORTH
BP003
BP003
BP003
BP003
BP003
STEEL FLOOR FRAMING PLAN NOTES1. SEE S0 SERIES SHEETS FOR GENERAL NOTES, SYMBOLS ANDABBREVIATIONS.
2. SEE S5 SERIES SHEETS FOR TYPICAL STEEL DETAILS.
3. SEE S200 FOR STEEL COLUMN SCHEDULE.
4. SEE S-530 FOR TYPICAL METAL DECK DETAILS AND SCHEDULE.
5. SEE S-500A &S-500B FOR TYPICAL STEEL CONNECTION DETAILS ANDSCHEDULE
6. SPACE BEAMS EQUALLY BETWEEN GRID LINES UNLESS DIMENSIONEDOTHERWISE.
7. TOP OF BEAM ELEVATION = BOTTOM OF METAL DECK UNLESS NOTEDOTHERWISE ON PLAN.
8. SEE 17/S-530 FOR REQUIREMENTS AT MECHANICAL AND ELECTRICALEQUIPMENT.
TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422
Civil
Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558
Landscape
Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100
Structural
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Mechanical/Plumbing
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Electrical
Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112
Technology
James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142
Clinical Planning
Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532
Building Performance Engineer
Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900
Cost Estimating
Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505
Owner
MM
JO
B #
: 236
16.S
.01
PR
INC
IPA
L: P
DE
OR
: PD
PR
OJE
CT
MA
NA
GE
R: K
H
DE
SIG
NE
RS
: K
H/A
MD
AT
E P
RIN
TE
D:
KH/AM
KH
PD
4/1
8/2
014 9
:09:3
3 A
MC
:\P
roj\20
11
101
_str
uctu
ral_
kevi
nh
.rvt
S-106
ROOF PLAN
2011101.00
The Lane Center forAcademic Health
SciencesUniversity of Colorado at
Colorado Springs
2011101.00
4' 16'2' 8' 1/8" = 1'-0"
ROOF PLANTRUE NORTH
STEEL FLOOR FRAMING PLAN NOTES1. SEE S0 SERIES SHEETS FOR GENERAL NOTES, SYMBOLS ANDABBREVIATIONS.
2. SEE S5 SERIES SHEETS FOR TYPICAL STEEL DETAILS.
3. SEE S200 FOR STEEL COLUMN SCHEDULE.
4. SEE S-530 FOR TYPICAL METAL DECK DETAILS AND SCHEDULE.
5. SEE S-500A &S-500B FOR TYPICAL STEEL CONNECTION DETAILS ANDSCHEDULE
6. SPACE BEAMS EQUALLY BETWEEN GRID LINES UNLESS DIMENSIONEDOTHERWISE.
7. TOP OF BEAM ELEVATION = BOTTOM OF METAL DECK UNLESS NOTEDOTHERWISE ON PLAN.
8. SEE 17/S-530 FOR REQUIREMENTS AT MECHANICAL AND ELECTRICALEQUIPMENT.
TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422
Civil
Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558
Landscape
Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100
Structural
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Mechanical/Plumbing
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Electrical
Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112
Technology
James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142
Clinical Planning
Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532
Building Performance Engineer
Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900
Cost Estimating
Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505
Owner
MM
JO
B #
: 236
16.S
.01
PR
INC
IPA
L: P
DE
OR
: PD
PR
OJE
CT
MA
NA
GE
R: K
H
DE
SIG
NE
RS
: K
H/A
MD
AT
E P
RIN
TE
D:
KH/AM
KH
PD
4/1
8/2
014 9
:09:3
4 A
MC
:\P
roj\20
11
101
_str
uctu
ral_
kevi
nh
.rvt
S-200
COLUMN SCHEDULE
2011101.00
The Lane Center forAcademic Health
SciencesUniversity of Colorado at
Colorado Springs
2011101.00
BP#2 NOVEMBER 16, 2012
BP#3 DECEMBER 21, 2012
RECORD DRAWINGS APRIL 18, 2014
RF
C 1
55
12
D
E
2'-6
"13
'-7"WP5'-2 1/2"
7'-0
"
1
S-502
S-502
3
4
S-502
2
S-502
1'-1
0"9'
-0 1
/2"
3'-4
1/2
"
5
S-502
13
S-502
14
S-502
3NB
HS
S5x3x1/2
HSS5x3x1/2 HSS5x3x1/2
S-502
12
HSS8x8x3/8
HSS8x6x3/8( 114'-10 1/2" )
7
S-5024
S-502
4
S-502
1.9 1.5
D.1
1'-11" 10'-1"
( 110'-0" )
GIRT TO COL
S-502
15 GIRT TOPOST
HSS8x8x1/2
( 110' - 0" )
HS
S8x
8x3/
8
( 11
0' -
0" )
HSS8x8x1/2
( 110' - 0" )
HS
S8x
4x3/
8
( 11
0' -
0" )
HS
S8x
8x3/
8
( 11
0' -
0" )
HSS4x4x3/8
( 110' - 0" )
HSS8x4x3/8( 110'-0" )
114'-8"TYP T/ HSS5x3ELEVATION =
2.4
SE
E A
RC
H
ED
GE
OF
PLA
TE
3'-2"
SEE ARCHEDGE OF PLATE
C.6
S-502
8
ADD005
12
D
E
2'-6
"13
'-7"WP5'-2 1/2"
7'-0
"
10
S-314
2
S-313
AT STOREFRONT
DP24A-10'
PD-2
96'-4"
S-313
14
S-313
15
T/ PILASTER = 99'-0"
DP24A-10'
PD-4B
96'-4"
DP30A-10'
PD-2
96'-4"
DP30A-10'
PD-2
96'-4"
TYP AT VESTIBULE
S-313
17
T/ PILASTER = 99'-0"
DP36A-10'
PD-2
96'-4"
S-313
18HSS8x4x1/2 TYP AT CW,FOR BASE PL SEE
1'-6"
1.9 1.5
D.1
1'-11"
3'-4
1/2
"
2'-2
1/2
"
1'-4"
2'-4
"
15
S-312
HSS12x6x1/2BP-6 PER
/15 S-315
/15 S-312
S-316
6
PILASTER BASE PL
S-316
6
BASE PL PILASTER
2.4
2'-3
"
2'-3"
10"
1'-6
"
5'-8"
2'-3
"
T/GR BM = 99'-0"
10"
3'-3
"
1'-10"
1'-1"1'-4"
5
S-313SIM
SE
E A
RC
H
EXTEND GRADE BM REINF ATINSIDE FACE TO FAR END OFPILASTER AND TERMINATEWITH HOOK
C.6
TYPE 304 STAINLESS STEELANCHOR RODS. (3) LOCS ATVESTIBULE.
TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422
Civil
Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558
Landscape
Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100
Structural
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Mechanical/Plumbing
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Electrical
Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112
Technology
James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142
Clinical Planning
Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532
Building Performance Engineer
Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900
Cost Estimating
Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505
Owner
MM
JO
B #
: 236
16.S
.01
PR
INC
IPA
L: P
DE
OR
: PD
PR
OJE
CT
MA
NA
GE
R: K
H
DE
SIG
NE
RS
: K
H/A
MD
AT
E P
RIN
TE
D:
KH/AM
KH
PD
4/1
8/2
014 9
:09:3
5 A
MC
:\P
roj\20
11
101
_str
uctu
ral_
kevi
nh
.rvt
S-201
PARTIAL PLANS
2011101.00
The Lane Center forAcademic Health
SciencesUniversity of Colorado at
Colorado Springs
2011101.00
1/4" = 1'-0"
WEST VESTIBULE ROOF PLAN2
1/4" = 1'-0"
WEST VESTIBULE FLOOR PLAN1
BP003
1/4" = 1'-0"
EAST VESTIBULE FLOOR PLAN3
1/4" = 1'-0"
EAST VESTIBULE ROOF PLAN4
1/4" = 1'-0"
SOUTH EAST STAIR ROOF5
BP003
BP#2 NOVEMBER 16, 2012
BP#3 DECEMBER 21, 2012
ADDENDUM 005 JANUARY 25, 2013
ASI 007 MARCH 7, 2013
ASI 008 MARCH 7, 2013
RECORD DRAWINGS APRIL 18, 2014
12
B
C
D
1.9 1.5
D.1
2.4
29'-1
"29
'-7"
SLOPE STRUCTUREDOWN 1/4"/12"
WP5'-2 1/2"
7'-0
"
1'-10"
19
S-531
9
S-501
9
S-501
8"
1'-2"
TOC= 144'-1"
TYP T/ CURTAINWALL POST
16
S-502
13'-4" 13'-8"
9"
2VLI3.5A
1'-2"
1'-10"
4'-0
"
EQ
EQ
10k
W18x35 [20]
10k24k
W18x35 [22]
18k20k
W18x35 [20]
18k
6k W18x35 [10] 6k
22k
W18
x35
[8]
14k
6k W18x35 [10] 6k 6k W18x35 [10] 6k
52k
W18x50 [28]
22k
48k
W18x35 [24]
20k
6kW12x26 [8]6k
6k
W12x19 [8] 6k
20k
W18x50 [12]
20k
16k
W18x50 [14]
16k8k
W18x50 [10]
8k
6k
W18x50 [9]
6k
10k
W18x35 [14]
10k
18k
W18x35 [12]
8k
8k
W18x35 [12]
8k
14k
W18x35 [16]
14k
6k
W18x35 [5]
6k
8k
W18x35 [10]
10k
6k W18x35 [10] 6k
6
S-503 TYP W18 TO COL
7
S-503
13
S-503
C.6
C.3
C.1
B.8
B.5
B.2
B.1
W18
x50
[2]
6k
6k
4'-5"
12'-0
7/8
"
EQ
EQ
W12x19 [4]6k 6k
W18x35
.
6k
/16 S-503FOR CONN, SEE
W18x35 [16]
18k
16k
1'-1
3/4
"
ADD005
12'-0"
S-502
6ASI012
12
B
C
D
1.9 1.5
D.1
2.4
29'-1
"29
'-7"
WP5'-2 1/2"
7'-0
"
14k
HSS8x6x3/8
HSS8x6x1/2
HSS8x6x1/2
HSS8x6x3/8
HSS8x4x1/4
HSS8x4x1/4
2'-0
"
AESS
AESS
AESS
AESS
(3) LOCS
PL2
PL2
PL2
PL2
AESS, GR 50
AESS, GR 50
AESS, GR 50
AESS, GR 50
17
S-502
HS
S8x
4x1/
4H
SS
8x4x
1/4
HS
S8x
4x1/
4
HSS8x4x1/4 AESS
AE
SS
AE
SS
AE
SS
AESS
(154
'-10
1/2"
)(1
54'-1
0 1/
2")
(154
'-10
1/2"
)
SIM17
S-502
7'-9
"
L8x4x1
L8x4x3/4
L8x4x3/4L8x4x3/4
L8x4x3/4
L8x4x3/4
LLV, A
ES
S
LLV, A
ES
S
LLV, A
ES
S
LLV, AESS LLV, AESS
LLV, AESS
19
S-502
TYP
20
S-502
TYP
AESS
20
S-502SIM
HSS8x4x1/4 AESS
HSS8x4x1/4 AESS
HSS8x4x1/4 AESS
HSS8x4x1/4 AESS
HSS8x4x1/4 AESS
HSS8x4x1/4 AESS
8"
(3) E
Q S
P
#
#
#
#
C.6
C.3
C.1
B.8
B.5
B.2
B.1
#
#
ALUMINUM EXTRUSIONSHALL NOT BE CONTINUOUSAT SUPPORT
PROVIDE ALUMINUMEXTRUSION CONNECTIONTHAT PROVIDES THERMALRELIEF
PROVIDE ALUMINUMEXTRUSION CONNECTIONTHAT PROVIDES THERMALRELIEF
#
T/STEEL = 154' 10 1/2"TYP FOR PERGOLA FRAMINGALL FRAMING AND CONNSARE AESS
TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422
Civil
Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558
Landscape
Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100
Structural
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Mechanical/Plumbing
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Electrical
Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112
Technology
James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142
Clinical Planning
Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532
Building Performance Engineer
Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900
Cost Estimating
Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505
Owner
MM
JO
B #
: 236
16.S
.01
PR
INC
IPA
L: P
DE
OR
: PD
PR
OJE
CT
MA
NA
GE
R: K
H
DE
SIG
NE
RS
: K
H/A
MD
AT
E P
RIN
TE
D:
KH/AM
KH
PD
4/1
8/2
014 9
:09:3
6 A
MC
:\P
roj\20
11
101
_str
uctu
ral_
kevi
nh
.rvt
S-202
PARTIAL PLANS
2011101.00
The Lane Center forAcademic Health
SciencesUniversity of Colorado at
Colorado Springs
2011101.00
3/16" = 1'-0"
FOURTH LEVEL - TERRACE1 3/16" = 1'-0"
PENTHOUSE - PERGOLA FRAMING2
3/16" = 1'-0"
ALUMINUM TRELLIS FRAMING3
BP#3 DECEMBER 21, 2012
ADDENDUM 005 JANUARY 25, 2013
ASI 012 MARCH 27, 2013
RECORD DRAWINGS APRIL 18, 2014
FIRST LEVEL100'-0"
SECOND LEVEL116'-0"
THIRD LEVEL130'-8"
FOURTH LEVEL145'-4"
PENTHOUSE LEVEL160'-0"
ROOF LEVEL
789 6.9
3
S-320
3
S-320
4
S-320
(4)#7 EQ SP EF VERTBELOW FOURTH LEVEL
#5@18"OC EF HORIZ,ADJACENT TO DOORBELOW FOURTHLEVEL. TYPICAL
#7@18"OC EF VERTBELOW FOURTHLEVEL
1'-0" MIN
6" MIN
1'-0" MIN
2'-0
" M
IN
2'-0
" M
IN
1'-0" MIN
2'-6
" M
IN2'
-6"
MIN
LTS
, TY
P
2
S-320
TYP
PERP WALL
LTS PAST
12
S-320
SEEFOR HORIZ REINFTYPICAL
/12 S-320
6
S-320
CONT HORIZ REINFLTS PAST PERP WALL
TYP ATOPNGS,
SIDES, T&B
#7 EF ABOVE AND BELOWAT OPNG, EXTEND LTSPAST EDGE OF OPNG
1'-0" MIN
13'-2 1/2"
9'-0
"
8'-0
"
18'-6"
2'-6"
#5@18"OC EF HORIZ,SECOND TO FOURTHLEVEL
OH
6" MIN
6" MIN
6" MIN
TYP
MIN1'-0"
BP003
13
S-320
#5@12"OC HORIZ,CTR IN WALL ABOVEFOURTH LEVEL
8'-0
"
#5@12"OC VERT,CTR IN WALL ABOVEFOURTH LEVEL
19'-0"
9
S-311
FOR FND WALLCORNER REINF
3'-7 1/2"3'-11"
#7@18"OC EF VERT
9'-0
"
#5@12"OC EF HORIZ,EA SIDE OF DOOR
#7@18"OC EF VERT,SECOND TO FOURTHLEVEL
TYP WALLINTERSECTION
LTS
TY
P
(2) BARS AT 3" OC TOMATCH SIZE OF WALLREINF AT OPENINGEDGES, UNO
TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422
Civil
Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558
Landscape
Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100
Structural
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Mechanical/Plumbing
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Electrical
Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112
Technology
James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142
Clinical Planning
Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532
Building Performance Engineer
Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900
Cost Estimating
Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505
Owner
MM
JO
B #
: 236
16.S
.01
PR
INC
IPA
L: P
DE
OR
: PD
PR
OJE
CT
MA
NA
GE
R: K
H
DE
SIG
NE
RS
: K
H/A
MD
AT
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RIN
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D:
KH/AM
KH
PD
4/1
8/2
014 9
:09:3
7 A
MC
:\P
roj\20
11
101
_str
uctu
ral_
kevi
nh
.rvt
S-210
CORE WALL ELEVATIONS
2011101.00
The Lane Center forAcademic Health
SciencesUniversity of Colorado at
Colorado Springs
2011101.00
1/4" = 1'-0"
NORTH CORE - WEST WALL ELEVATION1 1/4" = 1'-0"
NORTH CORE - PLAN3 1/4" = 1'-0"
NORTH CORE - SOUTH WALL ELEVATION2
1/4" = 1'-0"
SOUTH CORE - PLAN4
BP003
BP#2 NOVEMBER 16, 2012
BP#3 DECEMBER 21, 2012
RECORD DRAWINGS APRIL 18, 2014
RFC 017 RFC 017
FIRST LEVEL100'-0"
SECOND LEVEL116'-0"
THIRD LEVEL130'-8"
FOURTH LEVEL145'-4"
PENTHOUSE LEVEL160'-0"
ROOF LEVEL
B
4
S-320
4
S-320
6
S-320
#7@18"OC EF HORIZ
#7@10"OC EF VERT
#5@18"OC EF HORIZABOVE SECOND LEVEL
LTS
, TY
P
B.4
TYP FULLHEIGHT
TYP FULLHEIGHT
18
S-312
A.6
T/WALL = SEE ARCH
TYPICAL
FIRST LEVEL100'-0"
SECOND LEVEL116'-0"
THIRD LEVEL130'-8"
FOURTH LEVEL145'-4"
PENTHOUSE LEVEL160'-0"
ROOF LEVEL
7 8 96.9
LTS
, TY
P
(6)#7@12"OC EF VERTADD BARS AT FW1
(6)#7@12"OC EF VERTSECOND LEVEL TOTHIRD LEVEL
(3)#7@12"OC EF VERTADD BARS AT CORNEROF FW 1
(3)#7@12"OC EF VERTCORNER REINF, SECONDLEVEL TO THIRD LEVEL
TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422
Civil
Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558
Landscape
Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100
Structural
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Mechanical/Plumbing
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Electrical
Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112
Technology
James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142
Clinical Planning
Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532
Building Performance Engineer
Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900
Cost Estimating
Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505
Owner
MM
JO
B #
: 236
16.S
.01
PR
INC
IPA
L: P
DE
OR
: PD
PR
OJE
CT
MA
NA
GE
R: K
H
DE
SIG
NE
RS
: K
H/A
MD
AT
E P
RIN
TE
D:
KH/AM
KH
PD
4/1
8/2
014 9
:09:3
9 A
MC
:\P
roj\20
11
101
_str
uctu
ral_
kevi
nh
.rvt
S-211
CORE WALL ELEVATIONS
2011101.00
The Lane Center forAcademic Health
SciencesUniversity of Colorado at
Colorado Springs
2011101.00
1/4" = 1'-0"
NORTH CORE - CENTER WALL ELEVATION1 1/4" = 1'-0"
NORTH CORE - EAST WALL ELEVATION2 1/4" = 1'-0"
NORTH CORE - NORTH WALL ELEVATION3
BP003
BP003BP
003
BP#2 NOVEMBER 16, 2012
BP#3 DECEMBER 21, 2012
ADDENDUM 005 JANUARY 25, 2013
RECORD DRAWINGS APRIL 18, 2014
FIRST LEVEL100'-0"
SECOND LEVEL116'-0"
THIRD LEVEL130'-8"
FOURTH LEVEL145'-4"
PENTHOUSE LEVEL160'-0"
ROOF LEVEL
A B
#5@9"OC EF HORIZBELOW FIRST LEVEL
#5@12"OC EF VERTBELOW SECOND LEVEL
LTS
, TY
P
#5@18"OC EF HORIZ,FIRST TO SECOND LEVEL
3
S-320
4
S-320
2
S-320TYP
SEE FORFND WALL REINF
/2 S-311
#5@12"OC EF VERT,ABOVE SECOND LEVEL
#5@18"OC EF HORIZ,ABOVE SECOND LEVEL,ADJACENT TO DOOR.TYPICAL
TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422
Civil
Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558
Landscape
Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100
Structural
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Mechanical/Plumbing
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Electrical
Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112
Technology
James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142
Clinical Planning
Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532
Building Performance Engineer
Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900
Cost Estimating
Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505
Owner
MM
JO
B #
: 236
16.S
.01
PR
INC
IPA
L: P
DE
OR
: PD
PR
OJE
CT
MA
NA
GE
R: K
H
DE
SIG
NE
RS
: K
H/A
MD
AT
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RIN
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D:
KH/AM
KH
PD
4/1
8/2
014 9
:09:4
0 A
MC
:\P
roj\20
11
101
_str
uctu
ral_
kevi
nh
.rvt
S-212
CORE WALL ELEVATIONS
2011101.00
The Lane Center forAcademic Health
SciencesUniversity of Colorado at
Colorado Springs
2011101.00
1/4" = 1'-0"
SOUTH CORE - NORTH WALL ELEVATION1 1/4" = 1'-0"
SOUTH CORE - WEST WALL ELEVATION2 1/4" = 1'-0"
SOUTH CORE - EAST WALL ELEVTAION3
BP003
BP003
BP003
BP003
BP003
BP003
BP003
BP003
BP003
BP003
S-2124
SOUTH CORE - SOUTH WALL AT PH1/4" = 1'-0"
BP#2 NOVEMBER 16, 2012
BP#3 DECEMBER 21, 2012
ADDENDUM 005 JANUARY 25, 2013
RECORD DRAWINGS APRIL 18, 2014
RFC 017
FIRST LEVEL100'-0"
SECOND LEVEL116'-0"
T/ LEDGE = 108'-11"
T/ LEDGE = 105'-7"
T/ LEDGE = 102'-8"
T/ LEDGE = 99'-0"
14
S-312
15
S-312
T/ LEDGE = 103'-7"
2'-3
"
2'-4
"
2'-4
"
2'-3
"
2'-4
"
T/ CURB = 116'-10"
1 1
1
ADDNL REINF REQD ATPOST LOCS, SEE /14 S-312
C.6C.3C.1B.8B.5B.2B.1
1'-11 1/4"
11 3/4"
8'-0"
10 1/4"
3'-7 1/2" 4'-6 1/4"
10 1/4" 11 1/8"
3'-9 3/8" 3'-5"
10 1/2" 10 1/4"
6'-10 1/2" 1'-3 1/4"
T/LEDGE = 113'-8"
2
A
2.6
HS
S14
x4x1
/4
HS
S14
x4x3
/8H
SS
14x4
x3/8
HSS14x4x3/8
HS
S14
x4x3
/8H
SS
14x4
x3/8
HS
S14
x4x1
/4
3
S-213
S-501
10
HSS14x4x1/4
TYP
11
S-501
11
S-501TYP
SIM
S-501
15
16
S-501
TYP
LANDING BYSUPPLIER, W/ 3"CONC ABOVE DECK
14 GA MIN TREADFORM W/ 3" CONCBY STAIR SUPPLIER
17
S-501
12
S-501
TYP ATKINK
13
S-501
19
S-501
19
S-501
DO
WN
SECOND LEVEL116'-0"
THIRD LEVEL130'-8"
FOURTH LEVEL145'-4"
PENTHOUSE LEVEL160'-0"
A
S-501
13
S-501
14
S-501
12TYP AT KINK
T/STEEL= 157'-4"
89
B
B.4
S-503
14
HSS5x5x1/4
CONTINUOUS DOGLEGSTRINGER BY CONTRACTOR
STAIR LANDING FRAMINGBY CONTRACTOR
DOWN
UP
STEEL STAIR BYCONTRACTOR
HSS STAIR SUPPORTBEAM. SEE PLAN
CONNECT LANDINGFRAMING TOCONCRETE WALL
STRINGER SHALLCANTILEVER TO CORNER.NO VERTICAL SUPPORTFROM POST
TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422
Civil
Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558
Landscape
Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100
Structural
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Mechanical/Plumbing
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Electrical
Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112
Technology
James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142
Clinical Planning
Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532
Building Performance Engineer
Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900
Cost Estimating
Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505
TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422
Civil
Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558
Landscape
Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100
Structural
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Mechanical/Plumbing
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Electrical
Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112
Technology
James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142
Clinical Planning
Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532
Building Performance Engineer
Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900
Cost Estimating
Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505
Owner
MM
JO
B #
: 236
16.S
.01
PR
INC
IPA
L: P
DE
OR
: PD
PR
OJE
CT
MA
NA
GE
R: K
H
DE
SIG
NE
RS
: K
H/A
MD
AT
E P
RIN
TE
D:
KH/AM
KH
PD
4/1
8/2
014 9
:09:4
6 A
MC
:\P
roj\20
11
101
_str
uctu
ral_
kevi
nh
.rvt
S-220
BUILDING ELEVATIONS
2011101.00
The Lane Center forAcademic Health
SciencesUniversity of Colorado at
Colorado Springs
2011101.00
1/8" = 1'-0"
BUILDING ELEVATION - WEST1
1/8" = 1'-0"
BUILDING ELEVATION - EAST2
BP#3 DECEMBER 21, 2012
ADDENDUM 005 JANUARY 25, 2013
RECORD DRAWINGS APRIL 18, 2014
FIRST LEVEL100'-0"
SECOND LEVEL116'-0"
AS-9AS-9AS-9AS-9
AS-8AS-8 AS-8AS-8
AC-8
AC-2
202
202
219
EJEJ
EJEJ
EJ
EJ
CJ
223
99' - 4"
103' - 4"
107' - 4"
110' - 8"
115' - 4"
99' - 4"
234
234 234
O.P.H.
AC-28AC-28
CJ
CJ
BYND
CJ
EJ
225
242
EJ
BEYOND
ADD006
ADD006
233
AC-7
AC-7
ADD006
ADD006
THIRD LEVEL130'-8"
FOURTH LEVEL145'-4"
PENTHOUSE LEVEL160'-0"
ROOF LEVEL
A B C D EB.4
14
S-540
14
S-540
14
S-540
19
S-540
16
S-540
8
S-540
12
S-540
12
S-540
12
S-540
D.1
9'-4
"
A.6
BRICK RELIEF ANGLE TOALIGN WITH WINDOWHEAD AND SOFFIT TYP
14
S-540
14
S-540
14
S-540
TYPICAL CFS WALLFRAMING AT WINDOWS
TYPICAL 600S CFSWALL FRAMING BTWNWINDOWS
12
S-540
CFS WALL FRAMING FROMTOP OF CONCRETE WALL TORELIEF ANGLE ABOVE
12
S-54011
S-540
12
S-540
9
S-541
9
S-541
8
S-541
BRICK RELIEF ANGLE,SEE ARCH FORELEVATION
800S CFS WALLFRAMING
11
S-540S-540
20 AT DOORBEYOND
3
S-316
14
S-541
TYP AT CORNER
DO NOT CONNECT CFS WALLFRAMING, SHEATHING OR RELIEFANGLE TO DOOR POSTS. RELIEFANGLE IS CONTINUOUS PASTPOSTS
14
S-540
12
S-540
ADD005
8
S-540
11
S-540
ADD005
FIRST LEVEL100'-0"
SECOND LEVEL116'-0"
AC-26
AC-17
207
202
202
AC-15
EJ EJ EJ
CJCJ
CJ
AC-23
225
115' - 4"234
AT LADDER
105
CJ
EJ
242
EJ
SIM.
OPH
ADD006
ADD006
233
AC-5
AC-5
ADD006
ADD006
AC-3ADD006
THIRD LEVEL130'-8"
FOURTH LEVEL145'-4"
PENTHOUSE LEVEL160'-0"
ROOF LEVEL
ABCDE
12
S-540
8
S-540
SIM ATGIRT
12
S-540
12
S-540
7
S-540SIM AT GIRT
D.1
16
S-540AT PERGOLA
56'-8"
~ ~
W8 BRICK SUPPORT
~ ~
~ ~
~ ~
BRICK RELIEFANGLE AT WINDOWHEAD AND SOFFIT
14
S-540
58'-4"
12
S-540
14
S-320
7
S-540SIM AT GIRT
8
S-540SIM AT
GIRT
12
S-540
8
S-541
HSS GIRT, SEE PLANFOR ELEVATION, TYP
BRICK RELIEF ANGLE, SEEARCH FOR ELEVATION
12
S-540
8
S-541
14
S-540
8'-3 5/8" 16'-8 3/8"
14
S-540
10
S-540
800S CFS WALL FRAMINGGRID A TO B
SIM
14
S-540SIM
14
S-540
14
S-540
14
S-540
ADD005
EXTERIOR WALL FRAMING SCHEDULEFOR BIDDING
LOCATION STUD SIZE AND SPACING
STUD BACKING FULL HEIGHT BRICK -TYPICAL
COMMENTS
800S200-54 @ 16" OC
METAL STUD BACKING BRICK ATRIBBON WINDOWS - TYPICAL
600S162-68 @ 16" OC 14/S-540
METAL STUD BACKING BRICK ATRIBBON WINDOWS - CORNER
600S162-68 @ 12" OC 14/S-540
STUD BACKING FULL HEIGHT BRICK -CORNER
800S200-68 @ 12" OC
FULL HEIGHT STUD BACKING STUCCO -TYPICAL
800S162-43 @ 16" OC MECHANICAL PENTHOUSE
FULL HEIGHT STUD BACKING STUCCO -CORNER
800S162-54 @ 16" OC MECHANICAL PENTHOUSE
NOTE:THE SIZES LISTED IN THIS TABLE MAY BE USED FOR BIDDING. FINAL DESIGN IS BYTHE CFSF CONTRACTOR.
TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422
Civil
Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558
Landscape
Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100
Structural
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Mechanical/Plumbing
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Electrical
Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112
Technology
James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142
Clinical Planning
Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532
Building Performance Engineer
Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900
Cost Estimating
Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505
Owner
MM
JO
B #
: 236
16.S
.01
PR
INC
IPA
L: P
DE
OR
: PD
PR
OJE
CT
MA
NA
GE
R: K
H
DE
SIG
NE
RS
: K
H/A
MD
AT
E P
RIN
TE
D:
KH/AM
KH
PD
4/1
8/2
014 9
:09:5
1 A
MC
:\P
roj\20
11
101
_str
uctu
ral_
kevi
nh
.rvt
S-221
BUILDING ELEVATIONS
2011101.00
The Lane Center forAcademic Health
SciencesUniversity of Colorado at
Colorado Springs
2011101.00
1/8" = 1'-0"
BUILDING ELEVATION - NORTH1
1/8" = 1'-0"
BUILDING ELEVATION - SOUTH2
BP#3 DECEMBER 21, 2012
ADDENDUM 005 JANUARY 25, 2013
RECORD DRAWINGS APRIL 18, 2014
21
28
36
43
62
71
80
90
100
LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE (INCHES)
#3
#4
#5
#6
#7
#8
#9
#10
#11
8
11
14
16
19
22
25
28
31
12
15
19
23
26
30
34
38
42
6
8
10
12
13
15
17
19
22
21
28
36
43
62
71
80
90
100
GENERAL NOTES:1. 'LCE' = COMPRESSION EMBEDMENT LENGTH, 'LCS' = COMPRESSION LAP SPLICE LENGTH, 'LTE' = TENSION EMBEDMENT LENGTH, 'LTS' = TENSION LAP SPLICE LENGTH, 'LDH' = HOOK DEVELOPMENT LENGTH2. 'TOP' BARS ARE HORIZONTAL BARS PLACED SUCH THAT MORE THAN 12 IN. OF FRESH CONCRETE IS CAST BELOW THE BAR3. ALL BARS THAT ARE NOT 'TOP' BARS ARE 'OTHER' BARS4. UNLESS NOTED OTHERWISE, ALL HOOK BARS SHALL EXTEND TO THE FAR FACE (LESS 2" COVER)
LAP SPLICE NOTES:1. ALL SPLICES SHALL BE WIRED IN CONTACT AND STACKED VERTICALLY2. ALL SPLICES ARE 'LTS' UNLESS NOTED OTHERWISE3. SMALLER BAR LAP LENGTH SHALL BE USED WHEN SPLICING DIFFERENT SIZED BARS4. LAP LENGTHS SPECIFICALLY DETAILED ON DRAWINGS SHALL GOVERN IN LIEU OF LAP LENGTHS SCHEDULED5. BUNDLED BAR SPLICES: A. INDIVIDUAL BAR SPLICES WITHIN THE BUNDLE SHALL BE STAGGERED B. INCREASE LAP LENGTH 20% FOR A 3 BAR BUNDLE C. INCREASE LAP LENGTH 33% FOR A 4 BAR BUNDLE6. IF A NOTE OR DETAIL CALLS FOR A BAR TO BE EMBEDDED Ld (DEVELOPMENT LENGTH) INTO CONCRETE, THIS LENGTH SHALL CORRESPOND TO A 'LTE' LAP
ADJUSTMENTS TO GIVEN LAP LENGTHS:1. IF REINFORCING IS SPECIFIED AS EPOXY COATED, INCREASE SCHEDULED LAP LENGTHS BY 50%2. IF LIGHTWEIGHT AGGREGATE IS SPECIFIED, INCREASE SCHEDULED LAP LENGTHS BY 30%3. SCHEDULED LAP LENGTHS ASSUME: A. CLEAR COVER IS GREATER THAN BAR DIAMETER, BUT NOT LESS THAN 3/4" B. CLEAR SPACING BETWEEN BARS IS GREATER THAN 2 BAR DIAMETERS C. IF EITHER CONDITION A OR B IS NOT MET FOR A GIVEN BAR, INCREASE LENGTHS BY 50%4. SPLICE LENGTHS NOTED BASED ON Fy = 60,000 PSI. FOR OTHER YIELD STRENGTHS, MULTIPLY SPLICE LENGTHS NOTED BY Fy/60,000
HOOK EMBEDMENT NOTES:1. SCHEDULED HOOK EMBEDMENT LENGTHS ASSUME: A. SIDE COVER IS 2 1/2 INCHES OR GREATER B. COVER BEYOND IS 2 INCHES OR GREATER2. IF REINFORCING IS SPECIFIED AS EPOXY COATED, INCREASE SCHEDULED LAP LENGTHS BY 20%3. IF LIGHTWEIGHT AGGREGATE IS SPECIFIED, INCREASE SCHEDULED LAP LENGTHS BY 30%4. IF SIDE COVER IS LESS THAN 2 1/2 INCHES, INCREASE LENGTHS BY 40%
77
70
62
55
48
131
118
105
93
81
22
33
27
16
37
56
46
28
COMP TENSION
78
87
8
9
12
14
17
19
21
24
27
12
15
19
23
26
30
34
38
42
6
7
8
10
12
13
15
17
19
18
25
31
37
54
62
70
78
87 67
60
54
47
42
113
102
91
80
70
19
28
24
14
32
48
40
24
COMP
17
22
28
33
48
55
62
70
78
6
6
7
9
10
12
13
15
17
17
22
28
33
48
55
62
70
78 60
54
48
42
37
101
91
81
72
63
17
25
21
13
29
43
36
2218
25
31
37
54
62
70
8
9
11
14
16
18
20
23
25
12
15
19
23
26
30
34
38
42
LCE LCS LDHLTETOP
LTEOTHER
LTSTOP
LTSOTHER
LCE LCS
F'c = 3,000 PSI THRU 3,500 PSI
BAR SIZE(IN-LB)
F'c = 4,000 PSI F'c = 5,000 PSI
COMP TENSIONTENSION
LCE LCS LDHLTETOP
LTEOTHER
LTSTOP
LTSOTHER
LDHLTETOP
LTEOTHER
LTSTOP
LTSOTHER
#10
#13
#16
#19
#22
#25
#29
#32
#36
BAR SIZE(METRIC)
D2 D2
D1D1
NOTES:1. ALL BENDS SHALL BE MADE COLD2. #14 & #18 BARS SHALL BE BEND TESTED& LAB APPROVED PRIOR TO BENDING
1
6
90° HOOK
PRINCIPAL REINFORCING
180° HOOK
90° HOOK#3-#5
STIRRUPS ONLY
135° HOOK#3-#8
TIE OR STIRRUP
MAX OFFSET BEND
~ ~~
~
~ ~
D1
#3 - #8 6d
#9 - #11 8d
#3 - #5 4d
#6 - #8
#9 - #11
6d
8d
D2
d
12d
d
4d2 1/2" MIN
d
6d4" MIN
d6d4"
MIN
TYPICAL REINFORCING BENDS
CONCRETE COVER
CASE COVER (IN)
CONCRETE PLACED AGAINST EARTH 3
CONCRETE PLACED IN FORMS, EXPOSED TO WEATHER OR EARTH 2
CONCRETE PLACED ON VOID FORMS WITH MASONITE OR PLYWOOD COVERING 2
SLABS, WALLS OR PILASTERS NOT EXPOSED TO EARTH OR WEATHER 1
ADD 1/2 NUMBER OF BARSINTERRUPTED BY OPNGPLUS 1, SPACE AT 3" OC
DETAIL SIMILARFOR CIRCULAROPENINGS
NOTES:1. DETAIL APPLIES UNLESS REINF IS SPECIFICALLY DETAILED ON THE DRAWINGS
LTS + 18", TYP
3'-0" MAX
W
H, 3
'-0"
MA
X
TYPICAL OPENING
T
MA
X D
=0.3
T O
R 2
"W
HIC
HE
VE
R IS
SM
ALL
ER
D = OUTSIDE DIAMETER
3D (12" MIN)CLEAR
NOTE: WHERE CLEAR DISTANCE BETWEEN SLEEVES CAN NOT BEACHIEVED AS SHOWN, STRUCTURAL ENGINEER OF RECORD SHALL BENOTIFIED.SCHEDULE 40 SLEEVES SHALL BE USED IN CRITICAL AREAS OF THEWALL AND SLABS AS DETERMINED BY STRUCTURAL ENGINEER OFRECORD.IN WALL OR SLAB CONDUITS GREATER THAN [0.2T] SHALL BE SUBMITTEDFOR REVIEW
AT PIPING OR CONDUIT
NOTE 1
D 12" MAX
NO
TE
1ALIGN PEN'SVERTICALLY
B/WALL
NOTES:1. GREATER OF 2xD AND 12", WHERE CLEAR DISTANCE IS NOT ACHIEVABLE, TREAT AREAAS SINGLE OPENING REINFORCED PER "TYPICAL OPENING" DETAIL2. DO NOT CUT REBAR AT PENETRATIONS LOCS. REBAR MAY BE MOVED 8" MAX TOACCOMMODATE PENETRATIONS
ED
GE
S, T
YP
12"
FR
OM
ALL
TYP EW2" CLR TO REINF,
NOTE 2
AT OPENINGS 12" OR LESS
LESSER OF: 1) LDH 2) FAR FACE OF CONC LESS 2"
FORM SAVER
.
LTS
AT BEAM OR WALL FACE
TYPICAL
LTS UNO
1'-6 5/8"
SIDEWALK SEE CIVIL
2'-6" MIN BEARINGON SOIL
PROPERLY COMPACTED ON SITE ORIMPORTED SAND BACKFILL PEROCTOBER 30, 2012 CTL LETTER.REVIEWED AND APPROVED BYOWNERS GEOTECHNICAL ENGINEER
8'-0" MAX UNSUPPORTEDLENGTH
SEE CIVIL FORELEVATION AND SLOPE
REMOVE SOIL FOR SWAILDITCH AFTER CONCRETE HASREACHED 70% OF SPECIFIED28-DAY STRENGTH
TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422
Civil
Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558
Landscape
Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100
Structural
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Mechanical/Plumbing
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Electrical
Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112
Technology
James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142
Clinical Planning
Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532
Building Performance Engineer
Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900
Cost Estimating
Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505
Owner
MM
JO
B #
: 236
16.S
.01
PR
INC
IPA
L: P
DE
OR
: PD
PR
OJE
CT
MA
NA
GE
R: K
H
DE
SIG
NE
RS
: K
H/A
MD
AT
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RIN
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D:
KH/AM
KH
PD
4/1
8/2
014 9
:09:5
2 A
MC
:\P
roj\20
11
101
_str
uctu
ral_
kevi
nh
.rvt
S-300
TYP CONCRETE DETAILS
2011101.00
The Lane Center forAcademic Health
SciencesUniversity of Colorado at
Colorado Springs
2011101.00
NO SCALE10 REINFORCING DEVELOPMENT, PLACEMENT, AND BEND INFO
NO SCALE11 TYP CIP SLAB OR WALL PENETRATIONS
NO SCALE4 TYP FORMSAVER
BP003
BP#2 NOVEMBER 16, 2012
BP#3 DECEMBER 21, 2012
RECORD DRAWINGS APRIL 18, 2014
NO SCALE8 PEDESTRIAN BRIDGE AT SIDEWALKNO SCALE12 PEDESTRIAN BRIDGE SECTION
LTS
MIN
IMU
M P
EN
ET
RA
TIO
N IN
TO
BE
AR
ING
MA
TE
RIA
L. S
EE
PLA
N.
MIN
IMU
M L
EN
GT
H =
24'
-0"
SHAFT DIA
SPLICE BARS AT B/PIER IFREQUIRED FOR OVERRUN
VERT REINF, EQUALLYSPACED AROUNDPERIMETER
3" CLR
#3 ALIGNMENT BARS OR OTHERAPPROVED ALIGNMENT DEVICESAT 1/4 POINTS AROUNDPERIMETER AT TOP, BOT, ANDMID
TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422
Civil
Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558
Landscape
Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100
Structural
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Mechanical/Plumbing
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Electrical
Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112
Technology
James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142
Clinical Planning
Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532
Building Performance Engineer
Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900
Cost Estimating
Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505
Owner
MM
JO
B #
: 236
16.S
.01
PR
INC
IPA
L: P
DE
OR
: PD
PR
OJE
CT
MA
NA
GE
R: K
H
DE
SIG
NE
RS
: K
H/A
MD
AT
E P
RIN
TE
D:
KH/AM
KH
PD
4/1
8/2
014 9
:09:5
4 A
MC
:\P
roj\20
11
101
_str
uctu
ral_
kevi
nh
.rvt
S-310
TYP DRILLED PIER DETAILS
2011101.00
The Lane Center forAcademic Health
SciencesUniversity of Colorado at
Colorado Springs
2011101.00
NO SCALE6 TYP DRILLED PIER SCHEDULE
DRILLED PIER SCHEDULE
TYPE SHAFT DIA
REINFORCEMENT
REMARKSVERTICAL TIES
DP24A 24" (6)#7 #4@14"
DP30A 30" (6)#9 #4@18
DP36A 36" (8)#8 #4@16
DP48A 48" (20)#10 #5@6
DP48B 48" (14)#10 #4@10
DP54 54" (22)#10 #5@8
NO SCALE12 PIER DOWELS
NO SCALE9 TYP STEPPED GR BM/WALL AT PIER
NO SCALE16 PIER CAP AT SHEAR WALLNO SCALE20 SHEAR WALL MAT SUMP REINF
BP003
BP003
DESIGN DEVELOPMENT SEPTEMBER 12, 2012
BP#2 NOVEMBER 16, 2012
BP#3 DECEMBER 21, 2012
RECORD DRAWINGS APRIL 18, 2014
VERT WALLREINF
HORIZ WALLREINF
LTS
INTERMITTENT 1'-0"LONG KEYS @ 2'-0" OC
NOTE 2
60'-0" MAXNOTE 2
NOTES:1. SUBMIT LOCATIONS OF CONST JTS FOR REVIEW PRIOR TO CONSTRUCTION2. LOCATE CONST JTS AT LEAST 5'-0" FROM PILASTERS AND CORNERS. AT GR BEAMS,JT SHALL BE IN MIDDLE THIRD OF SPAN
60'-0
" M
AX
EQ
EQ
EQ
8"T
EQ
EQ
EQ
EQ
EQ
1'-6
"T
T > 16"
T ≤ 16"
1 1/2"
1 1/2"
1ST POUR 2ND POUR
CONT KEY, TYP
EDGES MAY BEANGLED ATCONTR'S OPTION
NOTES:1. CLEAN SURFACES AND REMOVE LAITANCE2. WET SURFACE AND REMOVE STANDING WATER PRIOR TO PLACING CONCRETE
B
A
B
A
#4xCONT, TYP
3'-0
"
3'-0"
2" C
LR
#4x ASTM A706 DWLS @12",
BEND DOWN, TYP
EQ EQ
TYPICAL
2" C
LR
MIN BRG LENGTHSEE DECK SCHED FOR
BEND DOWN FOLLOWINGPLACEMENT OF DECK
DECK ORIENTATIONVARIES
EQ EQ
L3x3x1/4 CONT W/1/2"Øx4" HAS @24"
AT DECK BEARING
SEE PLAN
T/BRICK LEDGE
EQEQ
AT BRICK LEDGE
SEE PLAN
VERT EF
HORIZ A EF
2" CLR
ELEV = 106'-0"
6'-2
3/4
"
HORIZ B EF
4'-3
1/2
"
WALL MAY BE BACKFILLEDFULL HEIGHT PRIOR TOCONSTRUCTING SOG ANDSECOND LEVEL SLAB ONDECK
3" C
LR
1" CLR
T/PIER
SOME LOCS
SEE /10 S-300
BP003
INSIDE FACESINSIDE FACES
INSIDE FACES
CROSS WALL ORCOUNTERFORT
BAR SIZE & SPACINGTO MATCH HORIZREINF
OUTSIDE FACE (SOILSIDE)
OUTSIDE FACE(SOIL SIDE)
HORIZ REINF
SOLID CIRCLE INDICATES ADDITIONALVERTICAL BARS, SIZE TO MATCHWALL VERT REINF
OPEN CIRCLE INDICATESVERTICAL REINF
LTS OR CONT, TYP
BP003
9'-0
"
9'-0" OVEREXCAVATIONAND COMPACTEDGRANULAR FILL
1
1.5
TEMPORARY EXCAVATIONSLOPE PER SOILS REPORT
FIRST LEVEL, ELEV = 100'-0"
SECOND LEVEL, ELEV = 116'-0"
9
S-311
SIM ATINTERSECTION
DO NOT PLACE HARDSCAPE ON BACKFILL UNTIL BACKFILL SETTLEMENTHAS OCCURRED. RE: GEOTECHNICAL ENGINEER FOR CRITERIA.
2'-0" CLAY BACKFILL PEROCTOBER 30, 2012 CTL LETTER
PROPERLY COMPACTED ON SITE ORIMPORTED SAND BACKFILL BEHINDFOUNDATION WALLS AND UNDER ALLHARDSCAPE PER OCTOBER 30, 2012 CTLLETTER
2'-0
"
S-314
13
B
3
SEE FOR FNDWALL CORNER REINFREQUIREMENTS
/9 S-311
2'-7
"
CONT WALL REINF LTSPAST PERP WALL
CONT FND WALL REINF
LTS
B
3
CONT WALL REINF TO ENDOF WALL STEP
SEE ELEVATIONFOR REINF
VERT REINF AT STEPTO MATCH FNDWALL ABOVE
SEE FOR FNDWALL INTERSECTIONREINF REQUIREMENTS
/9 S-311
#5@12"OC
S-311
7S-315
16
LTS
LTS
DWLS TO MATCH SIZEAND SPACING OF SECONDLEVEL WALL REINF
TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422
Civil
Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558
Landscape
Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100
Structural
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Mechanical/Plumbing
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Electrical
Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112
Technology
James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142
Clinical Planning
Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532
Building Performance Engineer
Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900
Cost Estimating
Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505
Owner
MM
JO
B #
: 236
16.S
.01
PR
INC
IPA
L: P
DE
OR
: PD
PR
OJE
CT
MA
NA
GE
R: K
H
DE
SIG
NE
RS
: K
H/A
MD
AT
E P
RIN
TE
D:
KH/AM
KH
PD
4/1
8/2
014 9
:09:5
6 A
MC
:\P
roj\20
11
101
_str
uctu
ral_
kevi
nh
.rvt
S-311
TYP FOUNDATION WALL DETAILS
2011101.00
The Lane Center forAcademic Health
SciencesUniversity of Colorado at
Colorado Springs
2011101.00
NO SCALE8 TYP WALL VERTICAL CONST JOINT
NO SCALE7 TYP T/FND WALL
NO SCALE2 TYP FND WALL
NO SCALE9 TYP GR BEAM/FND WALL REINF
NO SCALE18 TYP SOIL PREP SECTION
FOUNDATION WALL SCHEDULE
MARK HORIZ A HORIZ B VERT
FW1 #10@12" #10@18" #5@12"
FW1 27" #10@12" #10@18" #5@12"
FW2 #5@9" #5@12" #5@12"
FW3 #7@12" #7@12" #7@12"
FW4 #10@12" #10@18" #5@9"
NO SCALE11CORE WALL TO FND WALLINTERSECTION
NO SCALE12 WALL STEP AT SOUTH CORE
NO SCALE15 SLAB BEARING AT SOUTH CORE
NO SCALE16THRESHOLD AT SOUTH CORE FNDWALL
NO SCALE19 PILASTER AT B/6.9
NO SCALE20 WALL TRANSITION
BP003
DESIGN DEVELOPMENT SEPTEMBER 12, 2012
BP#2 NOVEMBER 16, 2012
BP#3 DECEMBER 21, 2012
RECORD DRAWINGS APRIL 18, 2014
2" CLR, TYP
3" C
LR
4" VOID FORMSEE FND NOTES
#10@8" HORIZ EF,OUTSIDE LAYER ASSHOWN
#5@12" VERT EF, INSIDELAYER AS SHOWN
SEE PLANT/ PIER
SEE PLANT/ WALL
SEE PLAN
LTS
#5@12" OC EWABOVE BL
2" CLR, TYP
3" C
LR
4" VOID FORMSEE FND NOTES
#10@8" HORIZ EF,OUTSIDE LAYER ASSHOWN
#5@12" VERT EF, INSIDELAYER AS SHOWN
SEE PLANT/ PIER
SEE PLANT/ WALL
SEE PLAN
(2) ADDNL #10 BARS T&B
6"
T/ BLSEE PLAN
3"
4" VOID FORMSEE FND NOTES
#5@12" HORIZ EF,OUTSIDE LAYER ASSHOWN
#5@12" VERT EF, INSIDELAYER AS SHOWN
SEE PLANT/ PIER
SEE PLANT/ WALL
SEE PLAN
6"
T/ BLSEE PLAN
#5@8" CLOSED TIES
(2) #5, EF
(2) #10 T&B
U-BAR, MATCH SIZE ANDSPACING OF HORIZ BARS
LTS6
S-312
BRICK LEDGE BELOW
DRILLED PIER DOWELS,SEE
S-310
12
2
S-312
3'-0"
#6 DOWELS AT 12" EF
BP003
STEP B/WALL
LTS
#6x AT 12" OC
GRADE BEAM BELOW, PROVIDECORNER REINF PER 9/2-311
#4@20" TIE SETSW/ (2) TIES AT 3"OC AT TOP OFPILASTER
(8) #10 VERT
SE
E P
LAN
OV
ER
TH
IS L
EN
GT
H
OM
IT T
YP
WA
LL V
ER
T B
AR
S
SEE PLAN
BP003
#4@20" TIE SETS W/(2) TIE SETS AT 3"OC AT TOP OFPILASTER
(12) #10 VERT
TYP WALL REINF
BP003
SEE PLAN
SE
E P
LAN
2'-10"
3'-0
"
OMIT TYP WALL VERTBARS OVER THISLENGTH
EXTERIORSTAIR
#5@9" VERT TYP, (6) #5@4"EF AT POST, CTR ON POST,SEE 1/S-213 FOR LOCATIONS
2'-6
"
4'-6
"2
'-3"
2'-6
" M
AX
#5@10" VERT
PL 1 1/2 W/ (10) 3/4"ØANCHOR BOLTS IN 1 5/16"HOLES
PL 3/8x5 ES, NOTCHAT COL WELD
2" 1'-0"
2"
2" 2"3"
4 1/
2"4
1/2"3"
2"
2"
5/16TYP
(5/16)(5/16)
TYP
9/16
VARIES
/1 S-213SEE
SEE PLAN
A
SECTION A
2"
6"
#5@12" HORIZ
3 5/8" 3"
3"
3" 2"
CSJ ATCONTROPTION
NOTCH PLATE OVER WELD
PL WASHERS 1/2x2x2W/ STD HOLE
3/16
(2) SIDESTYP
WASHER WELD NOTREQD BTWN PLATES
POST, SEE PLAN
CURTAINWALL SHALL BESUPPORTED ON CONCRETEAT BASE OF WALL TYP
TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422
Civil
Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558
Landscape
Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100
Structural
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Mechanical/Plumbing
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Electrical
Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112
Technology
James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142
Clinical Planning
Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532
Building Performance Engineer
Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900
Cost Estimating
Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505
Owner
MM
JO
B #
: 236
16.S
.01
PR
INC
IPA
L: P
DE
OR
: PD
PR
OJE
CT
MA
NA
GE
R: K
H
DE
SIG
NE
RS
: K
H/A
MD
AT
E P
RIN
TE
D:
KH/AM
KH
PD
4/1
8/2
014 9
:09:5
8 A
MC
:\P
roj\20
11
101
_str
uctu
ral_
kevi
nh
.rvt
S-312
FOUNDATION WALL DETAILS
2011101.00
The Lane Center forAcademic Health
SciencesUniversity of Colorado at
Colorado Springs
2011101.00
NO SCALE2 MECH YARD FND WALL - EAST
NO SCALE4 MECH YARD FND WALL - NORTH
NO SCALE6 MECH YARD FND WALL - WEST
NO SCALE7 MECH YARD FND WALL PLAN - WEST
NO SCALE9MECH YARD WALL CONN TO FNDWALL
NO SCALE10 TYP EDGE PILASTER
NO SCALE11 TYP CORNER PILASTER
NO SCALE14 SOUTH FOUNDATION WALL SECTION
NO SCALE15 SOUTH FOUNDATION WALL GR BM
NO SCALE12 PILASTER AT B4NO SCALE16 PILASTER AT B/6.5
NO SCALE17 EAST CW BP
NO SCALE18NORTH CORE COUNTERFORT ATWALL
BP003
BP003
BP003
BP003
BP003
BP003
NO SCALE8 TYP ELEVATOR PIT ON GRADE
BP#2 NOVEMBER 16, 2012
BP#3 DECEMBER 21, 2012
ADDENDUM 005 JANUARY 25, 2013
RECORD DRAWINGS APRIL 18, 2014
ADDNL STIRRUP ES
T&B REINF TO RUNTHRU JOINTUNINTERRUPTED
LOCATE IN MIDDLETHIRD OF SPAN
ADDNL #5@12"(2 MIN)
EQ
EQ
EQ
NOTE 2
60'-0" MAXNOTE 2
NOTES:1. SUBMIT LOCATIONS OF CONST JTS FOR REVIEW PRIOR TO CONSTRUCTION2. LOCATE CONST JTS AT LEAST 5'-0" FROM PILASTERS AND CORNERS. AT GR BEAMS,JT SHALL BE IN MIDDLE THIRD OF SPAN
60'-0
" M
AX
B
EQ
EQ
EQ
8"T
EQ
EQ
EQ
EQ
EQ
1'-6
"T
T > 16"
T ≤ 16"
1 1/2"
1 1/2"
1ST POUR 2ND POUR
CONT KEY, TYP
EDGES MAY BEANGLED ATCONTR'S OPTION
NOTES:1. CLEAN SURFACES AND REMOVE LAITANCE2. WET SURFACE AND REMOVE STANDING WATER PRIOR TO PLACING CONCRETE
A
A
3"3"
LTE LTE
B
NOTES:
1. SEE FOR POUR LENGTH LIMITS AND CONTROL JOINT DETAILS.S-313
8
AT STOREFRONT/CURTAINWALL
SEE PLAN SEE PLAN
TYPICAL - AT BRICK LEDGE
T/BL = SEE PLAN
T/PIER
4" VOID FORM.SEE FND NOTES
2" C
LR
(1) #10 T&B
#5@9" OC HORIZ,CTR IN GR BM
#5@12" OC VERT
SEE PLAN
SKEW HOOKS AS REQDTO MAINTAIN COVER
3'-0
"
3'-0"
#4x ASTM A706
DWLS @12" BENDDOWN, TYP
#4xCONT, TYP
8"
2" C
LR
AT SECOND LEVEL
.
BP003
SEE PLAN SEE PLAN
T/BL = SEE PLAN
T/PIER
4" VOID FORM.SEE FND NOTES
(2) #10 T&B
#5@12" OC HORIZ
#5x @12" OC
#5xCONT AT TYP, CTRIN STEM
#4x @18" OC AT TYP
LTE
MIN
BP003
AT SECOND LEVEL
3'-0
"
3'-0"
#4x ASTM A706 DWLS @12",
BEND DOWN, TYP
#4xCONT, TYP
.
2" C
LR
NO BRICK LEDGEAND STEM AT SIM
D
ADDNL STIRRUPES OF OPNG
SO
G T
HK
SLEEVED PEN SIZESHALL NOT EXCEEDD/6, SPACEMULTIPLE PEN'S AT3xDIA OC MIN
TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422
Civil
Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558
Landscape
Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100
Structural
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Mechanical/Plumbing
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Electrical
Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112
Technology
James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142
Clinical Planning
Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532
Building Performance Engineer
Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900
Cost Estimating
Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505
NOTES:1. PROVIDE TOOLED JT OR SAW CUT AS SOON AS THE CONC HAS HARDENED SUFFICIENTLYTO PERMIT CUTTING WITHOUT CHIPPING, SPALLING, OR TEARING (BUT NOT MORE THAN 12HOURS AFTER CASTING)
LAP (2) MESHPANELS OR LTS
1 1
/4"
AT
T =
5"
1" A
T T
= 4
"
NOTE 1
SLAB REINF
T2"
MIN
#4 ES CONT
2
1
T
CONSTRUCTION JOINT
CONTROL JOINT
6"
AT T < 6"AT T ≥ 6"
EQ
EQ
EQ
8"T
1 1/2"EDGES MAY BEANGLED ATCONTR'S OPTION
NOTES:1. CLEAN SURFACES AND REMOVE LAITANCE2. WET SURFACE AND REMOVE STANDING WATER PRIOR TO PLACING CONCRETE
A
A
BP003
1/4" PREFORMED JTFILLER OVER FULL SLABDEPTH, FILLER SHALLNOT PROTRUDE ABOVESLAB
ELASTOMERIC JTSEALANT WHEREREQD (SEE ARCH)
2'-0
" T
YP
NOTES:1. DETAIL APPLIES FOR ALL OPNGS IN SOG'S AND SLABS ON METAL DECK2. REINF NOT REQUIRED AT OPNGS SMALLER THAN 10"x10"3. SEE OTHER DTLS FOR REINF AT OPNGS IN CONC WALLS, CONC STR SLABS, AND METALDECK SLABS
OPENING
RE-ENTRANT CORNER:DIAG BARS
(2) #4 TYP
BP003
S-314
6
S-314
6
4
S-314
PROVIDE JT EW ATALL RE-ENTRANTCORNERS
CONTROL ORCONSTRUCTION JT
RATIO = 1:1.5
10'-0" MAX EWMAX ASPECT
NOTES:1. KEY PLAN ILLUSTRATES CONSTRUCTION CONCEPTS ONLY. SEE PLAN FOR ACTUAL DIMENSIONS AND ARRANGEMENT2. PROVIDE ADDITIONAL CONTROL JOINTS AT ABRUPT CHANGES IN THICKNESS AND LOCATIONS PRONE TO CRACKING. COORD LOCS WITH FLOOR FINISHES AND INTERIOR WALLS
PROVIDE TYPTRIM REINF ATALL OPNGS,NOTCHES, ANDRE-ENTRANTCORNERS
7
S-314
S-314
8
S-314
8
SEE GENERALNOTES FOR POURLENGTH AND AREALIMITS
S-314
8
S-314
2TYP SLABREINF
~
~
~~
10
S-314
11
S-314
12
S-314
CONT VAPORRETARDER, SEE ARCH
BAR SUPPORTS,SEE SPEC
NOTES:1. PREPARED/COMPACTED SUBGRADE, SEE EARTHWORK SPEC FOR REQUIREMENTS.SEE PLAN FOR EXTENT AND DEPTH OF OVEREXCAVATION AND RECOMPACTION.
T = 4": WWR 6x6-W2.9xW2.9T = 5": #4@18" OC EW
NO
TE
1T
TYPICAL SLAB-ON-GRADE SECTION
3" C
LR T
YP
BP003
T = 5 1/2": NONET = 10": #4@12"OC EW TOP
T = 5 1/2": #5@12" OC EW BOTT = 10": #6@12"OC EW BOT
1" C
LR
CONT VAPORRETARDER, SEE ARCH
BAR SUPPORTS,SEE SPEC
NO
TE
1
NOTES:1. PREPARED/COMPACTED SUBGRADE, SEE EARTHWORK SPEC FOR REQUIREMENTS. SEEPLAN FOR EXTENT AND DEPTH OF OVEREXCAVATION AND RECOMPACTION.
TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422
Civil
Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558
Landscape
Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100
Structural
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Mechanical/Plumbing
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Electrical
Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112
Technology
James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142
Clinical Planning
Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532
Building Performance Engineer
Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900
Cost Estimating
Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505
Owner
MM
JO
B #
: 236
16.S
.01
PR
INC
IPA
L: P
DE
OR
: PD
PR
OJE
CT
MA
NA
GE
R: K
H
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SIG
NE
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KH
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:\P
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nh
.rvt
S-314
TYP SOG DETAILS
2011101.00
The Lane Center forAcademic Health
SciencesUniversity of Colorado at
Colorado Springs
2011101.00
NO SCALE6TYP SOG BLOCKOUT ATCOLUMN/PILASTER
NO SCALE4 TYP SOG JOINTS
NO SCALE7 TYP SOG ISOLATION JOINT
NO SCALE8 TYP TRIM REINF
NO SCALE5 TYP SOG KEY PLAN
NO SCALE2 TYP SOG
NO SCALE9 TYP SOG - SECOND LEVEL
NO SCALE10 TYP SOG EXT THRESHOLD
NO SCALE11 TYP SOG BELOW METAL STAIR
NO SCALE12 TYP SOG EQUIP PAD
NO SCALE13 SOG AT T/ WALL
NO SCALE14 TYP SOG ISOLATED EQUIP PAD
BP003
DESIGN DEVELOPMENT SEPTEMBER 12, 2012
BP#2 NOVEMBER 16, 2012
BP#3 DECEMBER 21, 2012
ADDENDUM 005 JANUARY 25, 2013
RECORD DRAWINGS APRIL 18, 2014
TYP EMBEDDED PL SCHED**
BEAM
C8, W8
CAPACITY (KIPS)* D(IN)
L(IN)
TOTAL# HAS
10 12 6 4
C10, W10 10 12 6 4
C12, W12 25 12 8 4
W14 33 14 9 6
W16 39 16 10 6
W18 40 18 12 6
W21 46 21 14 8
W24 46 24 16 10
W27 50 27 18 12
W30 55 30 18 14
W33 55 33 20 14
W36 58 36 20 16
* SERVICE LEVEL (ASD)** EMBEDDED PLATE TYPE IS BASED ON BEAM DEPTH. IFPLAN REACTION IS GREATER THAN SCHEDULED CAPACITY,REQUEST CUSTOM CONNECTION FROM ENGINEERNOTES: 6" LONG STUDS SHALL BE USED AT 8" THICK WALLS.
T/PL = T/BM, TYP
PL 3/4
3/4"Ø HAS, TYP, SEESCHEDULE FOR LENGTHAND TOTAL #
13/16"x2 3/4" SLOTTED HOLEIN L, STD HOLE IN BM
L6x3 1/2x3/8, (2) PTBOLTS, CENTERVERTICALLY ON BM
NOTES:1. COMPLETE ALL WELDS PRIOR TO INSTALLING DECK OR USING BEAM TO SUPPORT ANY CONSTRUCTION MATERIALS
2. SEE FOR WELDING OF REBAR TO EMBED PLATES WHEN REQUIRED. DAS MAY BE SUBSTITUTED FOR REBAR.
1 1/2" ± 1"
L1 1/
2" T
&B
WELDING CLEARANCES
TRIM FLG T&B, ONE SIDEONLY, AS REQD FOR FIELD
EQ
EQ
EQ
2"2"
D
2" 5" 5" 2"EMBED & BEAM CL
B/CONC
T/CONC
EDGE OFCONC
2'-0
" M
IN
2'-0" MIN
BEAM ELEVATION
EMBED ELEVATION
MINIMUM CONCRETE EDGE DISTANCES AT WALLS
S-315
2
WHERELESS
S-315
6 WHERELESS
8
S-315
AT WALL END
OF ANGLE
DO NOT WELDACROSS TOP
S-315
6AT BOTCORNEREDGES
7
S-315
AT SKEWEDCONNS
6" STUDS 8" STUDS
10
10
25
33
39
50
56
64
68
73
74
77
1'-0
" M
IN
S-315
10WHERELESS
S-315
3AT TOPCORNEREDGES
4
S-315AT PILASTER
S-315
11
5/16
3/4" RETURNTOP, FULL
RETURNBOT
5/163 SIDES,NOTE 1
A
A
1 1/2"
1 1/
2"
#6 T & B (A706)
LTS
4° MA
X
EDGE OF CONCRETE
8" TO 2'-0"5"
ADDNL #6 FOR W27 & ABOVE
W8-W18: (3) #6W21-W36: (3) #8A706
1 1/2"
LTS
4° MAX
B/CONCRETE
4" T
O 2
'-0"
5"
FOR WALLS BETWEEN 8" AND14" THICK, PLATE WIDTH TOMATCH WALL THICKNESS. FORWALLS THICKER THAN 14",PLATE WIDTH = 14"
#6 (A706), MATCH HASLAYOUT AND TOTALNUMBER SHOWN IN BMEMBED SCHEDULE LT
E
EQ EQ EQ
NOTES:1. REQUEST CONN FROM ENGINEER IF Ø > 45°
Ø
BENT PL 3/8xL ~
BEAM WEB
3 1/2"
6"
0" T
O 1
'-0"
REPLACE TOP (2)HAS w/ (2) #6 (A706)
#6x2'-4", EMBEDSUPPLIER TO TIE INPLACE CENTERED ONPLATE, WELDING NOTPERMITTED
REPLACE ALLHAS W/ #6 (A706)
SINGLE SIDED BACK-TO-BACK
1'-0"
1'-0
"
LESSER OF: 1) LDH 2) FAR FACE OFCONC LESS 2"
S-315
2
10
S-315
FOR HAS ANDHOOKED BARS
FOR HORIZBARS
BAR SIZE E L
23/16#3
#4 1/4 2 1/2
#5 5/16 3
#6 3/8 3 1/2
#7 7/16 4
DBAR SIZE
3/8
1/2
7/16
5/16
1/4
#7
#6
#5
#4
#3
#8 1/2 4 1/2 9/16#8
FROM BEND
STOP WELD (2)BAR DIA'S
D(E) L(E) L
NOTES:1. ALL WELDED REBAR SHALL BE A706
3/4"Ø ANCHOR RODS,UNO
DOUBLE NUT ORHEADED ANCHOR ROD
NOTES:1. SEE COLUMN SCHEDULE OR PLAN FOR BASE PLATE MARK2. PLATE SIZE MAY BE INCREASED AT HSS COL TO PROVIDE BOLT CLEARANCE3. ALL AROUND WELD MAY BE USED IN LIEU OF THE WELD SHOWN
PL WASHER 5/16x2x2 W/STD HOLE
N
B
1 1/
2" N
S G
RO
UTT
OPTIONAL LEVELINGNUTS
1 5/16"Ø HOLES INBASE PLATE
4" T
YP
4" T
YP
TYPICAL
5/16NOTE 3
1'-6
" M
IN
AB
OV
E N
UT
2" M
INP
RO
JEC
TIO
N
N
B
2" T
YP
HSS OR PIPE COLUMN
AT HSS OR PIPE COL
5/16
T
TYP BASE PLATE SCHEDULE
BASEPLATEMARK
BP1
BP2
PLATETHICKNESS
T (IN)
PLATEWIDTHB (IN)
PLATELENGTH
N (IN)
A
A
2 1/2" TYP2 1/2" TYP
1 12 12
1 1/2 13 13
BP3 1 17 17
BP5 1/2 16 9
BP6 3/4 13 13
BP003
BP7 1 16 16
BP8 1 1/2 22 22
BP4 3/4 10 10
/6 S-316SEE
ADD005
OPTION #1 - EMBED PLATE
OPTION #2 - POST-INSTALLED ANCHORS
L4x3x1/4xCONT (LLV)
L4x3x1/4xCONT (LLV) W/11/16"x2 1/2" HORIZ SLOTSIN VERT LEG
EMBED PL 3/8x8x8 W/(4) 3/8"Øx6" HDAS @4'-0" OC MAX WITHIN1'-0" OF END
1 1/
2"
#5x @18"
3'-0" .
5/8"Ø HILTI KWIK BOLTTZ (4" EMBED) @ 2'-0"OC. PLACE FIRSTANCHOR 6" (MIN), 1'-0"(MAX), AWAY FROMEDGE OF OPNG
1 3/
4"
OP
NG
6" M
IN T
O
OP
NG
2" M
IN T
O
#5x @18"
3'-0" .
S-300
4
3/16 43/16 4
1'-0
"
1 1/2" ±1" A
SEE FOR ANGLEAND SHEAR CONN REQTS
5/163-SIDESTYP
1 1/2"
PL 1 1/4 WITH(8)#9 A706
EXTEND REBARLTE TOP INTOWALL
PL1/2x7x7
PL1/2x7x5 SHORT DIMPERP TO BM
5/165/16
TYP
/9 S-315
TYP
7"
5/163 SIDES
5/16
5/8E70XX
ASI001
PL3/8x8x8 W/(2) 1/2"ØHAS (BOT) AND (2) #4(A706) (TOP) @ 4'-0"OC MAX AND 1'-0"FROM END
L6x6x1/2 x CONT
3/163/16
#6x2'-4", EMBEDSUPPLIER TO TIE INPLACE CENTERED ONPLATE, WELDING NOTPERMITTED
ADD005
3" 3" 3" 3"
EMBED & BEAM CL
A
3"E
QE
QE
Q3"
2'-0
"
5/16 45/16
5/16 45/16
3"
4 1/
2"
4"2"
3" 3"
PL 1/2 W/ (2) ANCHORRODS, INSTALLANCHOR RODS AWAYFROM DOOR
1/2"
TY
P
S-315
15FOR ADDNL INFO
1/42 SIDES
5/165/16
TYP
5/16(3) SIDESTYP
1" ±
1/2
"
8"1
1/2"
TY
P
9"
1'-0
"
PL3/4x9x12 W/ (4) 5/8"Ø THREADED RODSIN OVS HOLES, AT INSIDE FACE OF WALL.
PL3/8x4 1/2x8 CTR ON HSS, ES
4 1/2" 4 1/2"
PL3/16x2x2 WASHER, TYP
3/16(2) SIDESTYP
.
PL3/8x9x12 ON OUTSIDE FACE OF SHAFT.
7/8" HAMMER DRILLED HOLE. LOCATEWALL REINF PRIOR TO DRILLING. DONOT CUT OR DAMAGE REINF. REPAIRSPALLED CONCRETE PER SPEC.
2 1
/8"
BP003
1 1/4" MAX PROJECTION AT EAST WALL.CHIP OUT CONCRETE 1" MAX, ASREQUIRED, RECESS PLATE AND GROUT.
TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422
Civil
Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558
Landscape
Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100
Structural
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Mechanical/Plumbing
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Electrical
Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112
Technology
James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142
Clinical Planning
Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532
Building Performance Engineer
Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900
Cost Estimating
Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505
Owner
MM
JO
B #
: 236
16.S
.01
PR
INC
IPA
L: P
DE
OR
: PD
PR
OJE
CT
MA
NA
GE
R: K
H
DE
SIG
NE
RS
: K
H/A
MD
AT
E P
RIN
TE
D:
KH/AM
KH
PD
4/1
8/2
014 9
:10:0
3 A
MC
:\P
roj\20
11
101
_str
uctu
ral_
kevi
nh
.rvt
S-315
TYP STEEL TO CONCRETE
CONNECTIONS
2011101.00
The Lane Center forAcademic Health
SciencesUniversity of Colorado at
Colorado Springs
2011101.00
NO SCALE9 TYP BM EMBED PL CONN & SCHEDULE
NO SCALE2 TYP BM EMBED NEAR EDGE OF WALLNO SCALE6 TYP BM EMBED NEAR B/WALL
NO SCALE8 TYP BM EMBED AT END OF WALL
NO SCALE7 TYP BM EMBED AT SKEWED BM
NO SCALE4 TYP BM EMBED AT PILASTER
NO SCALE10 TYP BM EMBED NEAR T/WALL
NO SCALE3TYP BM EMBED NEAR TOP-EDGE OFWALL
NO SCALE11 TYP REBAR WELD SCHEDULENO SCALE15 TYP COL BASE PLATE - GRAVITY
NO SCALE16 TYP MTL DECK SLAB TO CONC WALLNO SCALE20 TYP DRAG BM CONN
NO SCALE17 STUD SUPPORT AT PH WALL
BP003
BP003
NO SCALE12 OVERHEAD DOOR POST BASE PLATE
ADD005
BP#2 NOVEMBER 16, 2012
BP#3 DECEMBER 21, 2012
ADDENDUM 005 JANUARY 25, 2013
ASI 001 FEBRUARY 19, 2013
RECORD DRAWINGS APRIL 18, 2014
NO SCALE19 STRUT TO WALL CONN
NO SCALE18 DRAG BEAM CONN W/ SIDE PLATE
5"E
QE
Q2"
2" 10" 2"
PL3/4x14x21 W/(6)#6 A706 TYP,PL3/4x14x27 W/(10)#6 A706 AT W24THUS:
PL 1/2x10x10 WITH (4) 3/4"Øx 5" EMBED HAS. 1'-6" OCAND 1'-0" MAX FROM ENDS
3" T
YP
SEE ARCH
9
S-540FOR CJ REQTS
1" M
AX
BOTTOM OF CONCRETE INSOME LOCS, ALIGN B/PLWITH B/CONC
3/161/2"
4" M
IN
(4) #4 ADHESIVEANCHORS. (1) ESOF BASE PLATE
6"
#4 x
2 1/
2" M
IN
1'-3" MIN
.
SEE LANDSCAPE
T/PIER
5"
ELASTOMERIC JOINTSEALANT
RFC 037
NOTES:AESS PAINT SYSTEM SHALL BE INSTALLED ON COLUMN AND BASE PLATE PRIORTO ENCASING IN CONCRETE
S-315
20FOR EMBED
5/16RET TOP
5/16
B/EMBED = 176'-2
T/STEEL = SEE PLAN
1'-1
"5"
T/INSULATION = SEE ARCH
EXTEND ROOFING MEMBRANEABOVE T/EMBED. SEE ARCH
/9 S-315
FOR ADDNL CONNREQTS, SEE
PL1/2x4x1'-3
5/165/16PL TO
EMBED
5/16 8PL TOFL
5/16 3PL TO
FL
RFC 061 .
PL3/4x7x0'-10" (HDG)W/ (4) 1"Ø HOLES
T/SOG = 100'-0"
T/GRADE BEAM = 99'-4"
5/16POST TO PL
1 1/2" TYP
(4) 5/8"Ø ADHESIVEANCHORS (HDG). EMBED12" WITH HILTI HY-150MAX-SD IN HAMMERDRILLED HOLE. DO NOTCUT OR DAMAGEEXISTING GRADE BEAMREINFORCING. PULLTEST (1) ANCHOR TO 3KIP TENSION LOAD.
WASHER PL 1/4x1 1/2"Ø(HDG) W/ STD HOLES
3/16WASHER TOPL (2) SIDES
1" NS GROUT TOUCH UP FIELD WELDEDAREAS WITH ZINC RICHPRIMER
NOTES- SEE 6/A-405 FOR ADDITIONAL INFORMATION
SEE ARCH
BENT PL 3/8 W/ 6"VERT LEG (HDG),RE:
SEE ARCH
9
S-540
FOR CJREQTS
4"
1/2"Øx4" EMBED STAINLESSSTEEL EXP ANCHOR AT 12"OC, 3" EA SIDE OF SPLICES,6" FROM END OF WALL
TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422
Civil
Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558
Landscape
Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100
Structural
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Mechanical/Plumbing
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Electrical
Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112
Technology
James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142
Clinical Planning
Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532
Building Performance Engineer
Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900
Cost Estimating
Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505
Owner
MM
JO
B #
: 236
16.S
.01
PR
INC
IPA
L: P
DE
OR
: PD
PR
OJE
CT
MA
NA
GE
R: K
H
DE
SIG
NE
RS
: K
H/A
MD
AT
E P
RIN
TE
D:
KH/AM
KH
PD
4/1
8/2
014 9
:10:0
4 A
MC
:\P
roj\20
11
101
_str
uctu
ral_
kevi
nh
.rvt
S-316
STEEL TO CONCRETE
CONNECTIONS
2011101.00
The Lane Center forAcademic Health
SciencesUniversity of Colorado at
Colorado Springs
2011101.00
NO SCALE1 END OF WALL EMBED
NO SCALE6 ROUND HSS BASE PL
BP003
BP003
NO SCALE5 NE WINDOW SUPPORT
BP003
NO SCALE3 BRICK SUPPORT AT CONCRETE
BP#3 DECEMBER 21, 2012
ADDENDUM 006 FEBRUARY 8, 2013
ASI 001 FEBRUARY 19, 2013
ASI 027 JUNE 13, 2013
RECORD DRAWINGS APRIL 18, 2014
ASI001
NO SCALE7 COL BASE AT GRID E
NO SCALE8 PENTHOUSE DRAG CONN
NO SCALE9 GATE POST BASE
ASI027
NO SCALE10 POST INSTALLED BRICK SUPPORT
NO SCALE11 POST CONN AT STAIR LANDING - 2
ADD 1/2 NUMBER OF BARSINTERRUPTED BY OPNGPLUS 1, SPACE AT 3" OC
DETAIL SIMILARFOR CIRCULAROPENINGS
NOTES:1. DETAIL APPLIES UNLESS REINF IS SPECIFICALLY DETAILED ON THE DRAWINGS
LTS + 18", TYP
3'-0" MAX
W
H, 3
'-0"
MA
X
TYPICAL OPENING
PROVIDE U-BARSAT OPNG EDGES,TO MATCH SIZEAND SPACING OFTYP WALL REINF
TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422
Civil
Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558
Landscape
Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100
Structural
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Mechanical/Plumbing
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Electrical
Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112
Technology
James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142
Clinical Planning
Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532
Building Performance Engineer
Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900
Cost Estimating
Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505
Owner
MM
JO
B #
: 236
16.S
.01
PR
INC
IPA
L: P
DE
OR
: PD
PR
OJE
CT
MA
NA
GE
R: K
H
DE
SIG
NE
RS
: K
H/A
MD
AT
E P
RIN
TE
D:
KH/AM
KH
PD
4/1
8/2
014 9
:10:0
6 A
MC
:\P
roj\20
11
101
_str
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ral_
kevi
nh
.rvt
S-320
TYP CONCRETE SHEAR WALL
DETAILS
2011101.00
The Lane Center forAcademic Health
SciencesUniversity of Colorado at
Colorado Springs
2011101.00
NO SCALE5 TYP CIP SHEAR WALL - PENETRATIONS
NO SCALE3 TYP CIP SHEAR WALL - CORNER
NO SCALE4TYP CIP SHEAR WALL -INTERSECTION
NO SCALE6 TYP CIP SHEAR WALL - END NO SCALE2 TYP CIP SHEAR WALL - CONST JT
NO SCALE8TYP CIP SHEAR WALL - LINK BEAMSECTION AT FLOOR OPNG
NO SCALE10 SECTION AT OPNG IN CORE WALL
NO SCALE11 TYP CIP SHEAR WALL - PIER AT DOOR
NO SCALE12 TYP CIP SHEAR WALL - LINK BM
NO SCALE9 PERGOLA EMBED TO WALLNO SCALE13 CIP SHEAR WALL STEP
NO SCALE7 TYP CIP SHEAR WALL - END 2
NO SCALE14DIAPHRAGM CONN AT PENTHOUSESOUTH WALL
BP003
BP003
BP003
NO SCALE15 CIP SHEAR WALL CORNER
BP003
NO SCALE16 CIP SHEAR WALL BM AT OPNG
BP003
NO SCALE17 LINK BM AT 8" WALL
BP003
BP003
BP#2 NOVEMBER 16, 2012
BP#3 DECEMBER 21, 2012
ADDENDUM 005 JANUARY 25, 2013
ADDENDUM 006 FEBRUARY 8, 2013
RECORD DRAWINGS APRIL 18, 2014
1 1/2"3"1 1/2"
3" T
YP
1 1/
2"STD HOLES IN BEAMSTD OR SSL IN PLATE
2 COLUMNS OF BOLTS
# BOLT ROWS (4 SHOWN)
COLUMN WEB/ FLANGEOR BEAM WEB
PL 1/2
1 1/
2"
G
C
CAPACITY(KIPS)
W8-W12 12 8
W10-W18 22 15
W16-W24 37 25
W18-W30 53 37
W21-W40 73 52
W24-W44 95 68
W30-W44 118 86
BEAMSIZES
EXTENDED SINGLE PL CONNECTIONS
W33-W44 142 106
TOP
6"
6"
8"
10"
11"
13"
16"
16"
T & B
6"
6"
6"
6"
8"
9"
11"
14"
G ≤ 6"
C MAX
TOP
10"
10"
10"
12"
14"
16"
16"
16"
T & B
10"
10"
10"
10"
10"
12"
15"
16"
G ≤ 10"
C MAX
COPE BEAM WHERE REQD.SEE SCHED FOR MAXIMUMCOPES AND NOTES 2 & 3 FORADDITIONAL REQMTS.
CAPACITY(KIPS)
2
3
4
5
6
7
8
# BOLTROWS
9
NOTES:1. SERVICE LEVEL (ASD) IN KIPS.2. WHERE NO DECK IS PRESENT AT CONNECTION, AND BEAM COPE 'C' EXCEEDS 'G', BRACETOP FLANGE OF BEAM TO GIRDER. PROVIDE PL3/8x4x6 ON TOP FLANGE. WELD 4 SIDES.3. AT COLUMNS, BEAM COPE 'C' SHALL NOT EXCEED 'G'.4. MINIMUM BEAM WEB THICKNESS SHALL BE 0.23".
SECTION:BEAM SLOPING DOWN
SECTION: BEAM SLOPING UP
PLAN: SKEWED BEAM SLOPINGUP OR DOWN
SECTION:BEAM TO COLUMN
D
D
~
~
~
G
5/165/16
G
G
G
3/4"Ø A325 SINGLE PLATE CONNECTION SCHEDULE - MAX REACTION (KIPS) - SERVICE LEVEL
PL3/8x4x6 AT TOP FLANGE,REQUIRED ONLY WHERE NODECK IS PRESENT ATCONNECTION AND BEAMCOPE 'C' EXCEEDS 'G'
A
3 SIDES
AA
XXkXXk
XXkXXk
XXk
XXk
XXkXXk
XX
kX
Xk
XX
k
XX
kX
Xk
XXkBEAM SIZE
BE
AM
SIZ
E
NOTES:1. REFER TO STEEL NOTES FOR MATERIAL GRADES OFCONNECTION MATERIAL BOLTS & WELDS.2. ALL REACTIONS NOTED ON PLAN AND IN SCHEDULES ANDDETAILS ARE SERVICE LEVEL.3. REACTION APPLIES TO BOTH ENDS OF BEAM WHEREONLY ONE REACTION IS GIVEN.6. 6k MINIMUM REACTION SHALL BE ASSUMED WHERE NOREACTION OR OTHER REQUIREMENTS ARE PROVIDED.
FABRICATOR MAY SELECT SINGLE PLATE,SINGLE ANGLE, DOUBLE ANGLE, OR ENDPLATE CONNECTION THAT PROVIDESREACTION NOTED ON PLAN
BEAM REACTION
FOR SINGLE PLATE CONN SCHEDULE
FOR SINGLE ANGLE CONN SCHEDULE
FOR DOUBLE ANGLE & END PLATECONN SCHEDULE
S-500A
20
SEE PLAN
3
S-500B
AT BMSPLICE
S-500B
18
S-500B
20
d
TOP & BOTTOM COPE
TOP COPE ONLY
TY
P
3"1
1/2"
d/2
MIN
COPE LENGTH, SEE SCHED
d
SEE SCHED
COPE LENGTH
d/2
MIN
1 1/
2"
TY
P
3"
d w
/ WE
B E
XT
PL
NOTE:THE GEOMETRY SHOWN IS THE BASIS FORCALCULATIONS OF LIMIT STATES INVOLVINGCOPED BEAMS. ALL EDGE DISTANCEDIMENSIONS SHOWN ARE MINIMUMS.
1 1/
2"
k +
1 1/
2"
1/2" RADIUSTYP COPE
.
BOTTOM COPE ONLY
d/2
MIN
3" T
YP
k +
1 1/
2"1
1/2"
USE 'TOP COPED'VALUES IN TABLE
SEE SCHEDCOPE LENGTH
SEE SCHEDCOPE LENGTH
SEE SCHEDCOPE LENGTH
SEE SCHEDCOPE LENGTH
DE
PTH
TOP
CO
PE
DE
PTH
BO
TTOM
CO
PE
DE
PTH
TOP
CO
PE
DE
PTH
BO
TTOM
CO
PE
1 1/
2"1
1/2"
1 1/
2"
1 1/
2"
S-500A
3
TOP & BOTTOM COPE - SLOPED
ALL HOLES INBEAMS ARESTANDARDHOLES
ALL HOLES INBEAMS ARESTANDARD HOLES
ALL HOLES INBEAMS ARESTANDARD HOLES
SEE SCHED
COPE LENGTH
1 1/2"
1 1/2"
1 1/2"
1 1/2"
1 1/2"
1 1/
2" M
IN
SUPPORT, SEE DTLS
PL 3/8:≤ 5 BOLTS, STANDARD OR HORIZSHORT SLOTS MAY BE USED≥ 6 BOLTS, HORIZ SHORT SLOTSREQUIRED
TY
P
3" M
IN
1 1/
2" M
IN
3" MAX 1 1/2" MIN
TOP & BOTTOM COPE
SINGLE COPE
k
1 1/
2"1
1/2"
d.
1
/4"
. 1/4"
1/4
d"
d = LARGER OF TOP OR BOTTOM COPE
PL 3/8
d
c
. 1/4" d
PL 3/8
c
c
BLOCK FLANGE ASREQ'D TO WELD
c
NOTE: DETAIL APPLIES ONLY WHEREINDICATED IN CONNECTION SCHEDULES
3/16
3/16
c
1 1/2"
1 1/2"
d
1.5 x d
G
G
CONNECTION, SEESCHEDULES.USE T&B COPE VALUES
1/2"
ADD WEB EXTENSION PLWHERE AVAILABLE BEAMDEPTH IS INSUFFICIENT FORCONNECTION DEPTH. PL THKAND GRADE TO MATCH BMWEB
TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422
Civil
Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558
Landscape
Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100
Structural
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Mechanical/Plumbing
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Electrical
Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112
Technology
James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142
Clinical Planning
Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532
Building Performance Engineer
Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900
Cost Estimating
Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505
Owner
MM
JO
B #
: 236
16.S
.01
PR
INC
IPA
L: P
DE
OR
: PD
PR
OJE
CT
MA
NA
GE
R: K
H
DE
SIG
NE
RS
: K
H/A
MD
AT
E P
RIN
TE
D:
KH/AM
KH
PD
4/1
8/2
014 9
:10:0
9 A
MC
:\P
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.rvt
S-500A
TYP STL BM CONNS
2011101.00
The Lane Center forAcademic Health
SciencesUniversity of Colorado at
Colorado Springs
2011101.00
NO SCALE10TYP BEAM EXTENDED SINGLE PLCONN
NO SCALE20 TYP BEAM SINGLE PLATE CONNECTION SCHEDULE
SHOP WELDED/FIELD BOLTED CONN SHOP & FIELD BOLTED CONN..
T/2
MIN
S-500B
1
S-500A
6
DOUBLE ANGLE OREND PLATE
COPED BEAM CONDITION AT GIRDER
COLUMN WEB ORFLANGE
..
SHOP WELDED/FIELD BOLTED CONN SHOP & FIELD BOLTED CONN
S-500B
1
WHERE WEB tw<0.41", TOTAL CONNECTIONCAPACITY (SUM OF REACTIONS FROM BOTHSIDES) IS LIMITED AS FOLLOWS:0.35" ≤ tw < 0.41", 20.5k x # OF SHARED BOLTS0.30" ≤ tw < 0.35", 17.6k x # OF SHARED BOLTS0.23" ≤ tw < 0.30", 13.7k x # OF SHARED BOLTStw ≤ 0.23", 9.9k x # OF SHARED BOLTS
TYPICAL AT COLUMN/GIRDER
T/2
MIN
1/2"
DETAIL CONN TO PERMITSAFE ERECTION OF BM EASIDE WHERE BOLTS ARESHARED, IN ACCORDANCEWITH ALL OSHA STANDARDS,TYP
S-500B
2
7º < Θ ≤ 14º
14º < Θ ≤ 22º
22º < Θ ≤ 45º, BEVELEND OF BM WEB AT
END PLATE
45º < Θ ≤ 60º
0º < Θ ≤ 7º
Ø
(3/8)5/16
3/85/16
3/85/16
7/165/16
1/25/16
0º = Θ5/165/16
ANGLES - BOLTED BEAM / BOLTED SUPPORT ANGLES - WELDED BEAM / BOLTED SUPPORT
5/16
3 SIDES,TYP
END PLATE
DOUBLE ANGLE OREND PLATE
A
A
A
1/2" 1/2" MAX
3/4"Ø A325 SINGLE ANGLE CONNECTION SCHEDULE - MAX REACTION (KIPS) - SERVICE LEVEL
BOLTED BEAM / BOLTED SUPPORT WELDED BEAM / BOLTED SUPPORT
BOLTS STAGGERED..
BOLTS ALIGNED
T/2
MIN
S-500B
2
1/2" MAX
5/163 SIDES,TYP5/16
5/8" RETTOP FULLRET BOT
S-500B
1
A
A
A
BOLTED BEAM/BOLTED SUPPORTSHARED HOLES
tw
FOR SHARED HOLES WHERE WEB tw<0.41", TOTAL CONNECTIONCAPACITY(SUM OF REACTIONS FROM BOTH SIDES) IS LIMITED TOVALUES IN THE TABLE BELOW. USE THE LESSER VALUE FROM THISTABLE AND THE CONNECTION SCHEDULE.NP=NOT PERMITTED
23456789
# O
F B
OLT
S
0.24
" ≤
tw <
0.3
0"
0.30
" ≤
tw <
0.3
5"
0.35
" ≤
tw <
0.4
1"
NP12192734424957
NP15243443536271
NP17283950627283
1/2".
MIN
1 1/
4"M
IN1
1/4"
3" M
IN, T
YP
,
3" MAX1 1/4" MIN
AT DBL ANGLES
STANDARD OR HORIZSHORT SLOTTEDHOLES MAY BEUSED, TYP
3/8" ANGLETHICKNESS
BO
LTS
MA
Y B
ES
TA
GG
ER
ED
OR
ALI
GN
ED
ANGLE END PLATE
MIN
1 1/
4"M
IN1
1/4"
TY
P3"
MIN
PL 3/8
EQ EQ
OF PLATE
BOLT GAUGE SHALLNOT EXCEED DEPTH
BEAM WEB
MIN
1 1/
4"
AT
DO
UB
LE A
NG
LE
3" M
AX
AT
SIN
GLE
AN
GLE
, NO
LIM
IT
"UNCOPED" VALUES MAYBE USED WHENFLANGES ARE BLOCKEDOR STRIPPED ONE SIDETO PASS T DIMENSIONOF COLUMN
TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422
Civil
Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558
Landscape
Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100
Structural
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Mechanical/Plumbing
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Electrical
Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112
Technology
James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142
Clinical Planning
Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532
Building Performance Engineer
Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900
Cost Estimating
Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505
Owner
MM
JO
B #
: 236
16.S
.01
PR
INC
IPA
L: P
DE
OR
: PD
PR
OJE
CT
MA
NA
GE
R: K
H
DE
SIG
NE
RS
: K
H/A
MD
AT
E P
RIN
TE
D:
KH/AM
KH
PD
4/1
8/2
014 9
:10:1
3 A
MC
:\P
roj\20
11
101
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.rvt
S-500B
TYP STL BM CONNS
2011101.00
The Lane Center forAcademic Health
SciencesUniversity of Colorado at
Colorado Springs
2011101.00
NO SCALE3 TYP BEAM DBL ANGLE SPLICE
NO SCALE20 TYP BEAM DOUBLE ANGLE AND END PLATE CONNECTION SCHEDULE
NO SCALE18 TYP BEAM SINGLE ANGLE CONNECTION SCHEDULE
NO SCALE1 TYP BEAM ANGLES/END PLATE
NO SCALE2 TYP BEAM FLANGE BLOCK
BP#3 DECEMBER 21, 2012
RECORD DRAWINGS APRIL 18, 2014
2"
6"
2"2"
6"
2"
1 1/2"1 1/2"
MIN WEB CONNECTION(1) C7x12.25 FOR W10SHIM AS REQD
NOTES:1. (2) CHANNELS REQD FOR COLS OVER 30'-0" LONG OR OVER 100 LB/FT2. STD HOLES IN COL, STD OR OVS HOLES IN CHANNEL
OPTIONAL LIFTINGHOLE IN CHANNEL
ET
PJP EFFECTIVEWELD SIZE
T ≤ 3/4" 1/4
5/16
3/8
3/4" < T ≤ 1 1/2"
1 1/2" < T ≤ 2 1/4"
T = THK OF THINNER FLG
(E)
PJP EAFLG, SEE
TABLE
FIELD WELDED OPTION
PL 3/8
5/163 SIDES, ALTTO BOLTING
SHIM AS REQ'D,SHIMS MAY BELOOSE, SHOPWELDED, OREXTENDED ANDSHOP BOLTED, TYP
OPTIONAL LIFTINGHOLE
PL 1/2 EA FLG
5/16
3 SIDES, ALTTO BOLTING
AT SAME SERIES WF COL - FIELD BOLTED OPTION
AT WF COL TO HSS COL
NOTES:1. STD HOLES IN COL STD AND CONN PLATES
1 1/
2"
2@3"
1 3/
4"1
3/4"2@
3"
1 1/
2"
EQ
EQ
1 1/4"
7" AT NOM 10" FLG5 1/2" AT NOM 8" FLG
1 1/4"
1 1/
2"1
3/4"
1 3/
4"
1 1/
2"
1 1/4"
3" AT W10
1 1/4"
5/16
5/16NOTE 1
2 1/2"2 1/2"
4"4"
FINISH PERAISC
.
.
PL WASHER 5/16x2x2W/ STD HOLES
PL 1 1/2x1'-3x1'-3 W/ (4)3/4 THREADED STUDS
7/16
TYP ATSTUD TO PL
PL 1 1/2x1'-3x1'-3 W/OVS HOLES
NOTES:1. ALL AROUND WELD MAY BE USED IN LIEU OF WELD SHOWN
STIFFENERPL 3/8 ES
3"
5/16
3 1/2"
PL 3/8
5/16 2-6
DECK SUPPORT
A
A
k
1" MIN
1 1/2" TYP
1 1/2" MIN
8
S-501AT BM CONN
1/41/4
STIFF PL 3/8 ES
CAP PL 3/4 W/ (4)BOLTS
3"
TYPICAL
1/41/4
TYP
k
WF OR HSS COL,ORIENTATON VARIES
5/16
AT WF,TYP
(2) BOLTS
1/2" 3"
AT BEAM END
5/16AT HSS,TYP
8
S-501SIM AT BEAM CONN
MAXIMUM # OF BOLTSSHOWN IN STL CONNSCHED
PL 3/8
STRIP FLG ONE SIDEOR COPE
5/165/16
k
EXTEND PLATE TOBOT FLANGE AT SIM
5/165/16
AT SIM
1" END PL,MAX WIDTH 7"
MIN (2) BOLT ROWS SHAREDBY END PL CONNECTIONS
A
A
AT W12 PROVIDE END PLCONN PERW/ MAX NUMBER OF BOLTSAND 1" PL THICKNESS
/20 S-500B
AT GIRDER PROVIDE END PLCONN PERW/ MAX NUMBER OF BOLTSAND 1" PL THICKNESS
/20 S-500B
BOLTS THRUBOTH END PLATES
CJP,GRINDFLUSH
AT TYP
AT SIM
AT SIM
CJP, GRINDFLUSH
KINK UP OR DOWN
1/41/4
3/16 2-123/16 2-12
CAP PL 1/4
BENT PL3/8 xCONT
1/2"Ø DAS @ 8"OC,EXTEND 3'-0" PASTBM CL
1" C
LR
2" MING
CAP PL 1/4
BASE PL3/8x6
3 SIDES
NS
GRO
UT
3/4
" MA
X
A
A
1 1/2" TYP
1 1/2"
G
G
3/16
(2) 3/8"Øx2 1/2" EMBEDSCREW ANCHORS
0" MIN, 3/4" MAXNS GROUT
S-501
1011
S-501
.
S-501
12
TYP
LEVEL 2-3 LANDING
LEVEL 3-4 LANDING
HORIZREACTIONONLY
HORIZ ANDVERTREACTION
CONN TO HSSBY CURTAINWALL MNFR.
e
CONN TO HSS BY CURTAIN WALLMNFR. DESIGN CONN TO MULIONFOR ECCENTRICITY 'e'. NOMOMENT PERMITTED TO HSS
L3x3x1/4 CONT3 SIDES
3 1
/2"
SEE ARCH
3/16 2-123/16 2-12
STAIRTREAD BYSUPPLIER
LANDING BYSUPPLIER
LANDING SUPPORTHEADER BTWNSTRINGERS BY STAIRSUPPLIER
PL 3/8x5x10
L4x4x1/4 BRACE@4'-0" OC
3/163/16
4"
COORD W/PARTITIONSUPPLIER
C8x11.5xCONT W/ HOLESFOR ROD ATTACHMENT OFPARTITION HEAD
L4x4x1/4 PARALLEL W/ PARTITIONAT EA END, SLOPE UP AND CONNTO TOP OF ADJACENT HANGER
TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422
Civil
Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558
Landscape
Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100
Structural
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Mechanical/Plumbing
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Electrical
Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112
Technology
James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142
Clinical Planning
Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532
Building Performance Engineer
Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900
Cost Estimating
Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505
Owner
MM
JO
B #
: 236
16.S
.01
PR
INC
IPA
L: P
DE
OR
: PD
PR
OJE
CT
MA
NA
GE
R: K
H
DE
SIG
NE
RS
: K
H/A
MD
AT
E P
RIN
TE
D:
KH/AM
KH
PD
4/1
8/2
014 9
:10:1
5 A
MC
:\P
roj\20
11
101
_str
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kevi
nh
.rvt
S-501
TYP STEEL DETAILS
2011101.00
The Lane Center forAcademic Health
SciencesUniversity of Colorado at
Colorado Springs
2011101.00
NO SCALE6 TYP COL SPLICE
NO SCALE3 TYP COL TRANSFERNO SCALE7 TYP BM OVER COLUMN
NO SCALE8 TYP FULL HEIGHT SHEAR CONN
NO SCALE9 BALCONY DRAG CONN
NO SCALE10 SOUTH EAST STAIR CORNER
NO SCALE11 SOUTH EAST STAIR HEADER
NO SCALE12 SOUTH EAST STAIR STRINGER
NO SCALE13 SOUTH EAST STAIR DETAIL 1
NO SCALE14 SOUTH EAST STAIR DETAIL 2
NO SCALE15 SOUTH EAST STAIR DETAIL 3
NO SCALE16 SOUTH EAST STAIR DETAIL 4
NO SCALE17 SOUTH EAST STAIR DETAIL 5
NO SCALE18 TYP SPRT FOR PARTITION
NO SCALE19 SOUTH EAST STAIR BM TO COL
NO SCALE20 BM FLANGE CONN NO SCALE4 TYP BM DRAG CONN THRU COL
BP#3 DECEMBER 21, 2012
RECORD DRAWINGS APRIL 18, 2014
1/2"
PL1/2x3x6
5/165/16
5/165/16
NOTE: AESS STEEL. SEE SPECFOR AESS TOLERANCE LIMITS.
BENT PL 3/8xCONT
3/16 2-12(3/16) 2-12
1'-0
"
1'-10"
SEE ARCH, 1'-10" MAX
BM CL
RECESSED CAP PL 1/4,SEAL WELD ALLAROUND
1"
2 1/
2" C
LR
L4x4x1/2x4
3/163 SIDES
A
SECTION A
SEAL
3/16 2T&B
L4x4x1/2x6, EA SIDE
5/163 SIDES
1/2" MAX
L4x4x1/2x4, EA SIDE
1/43 SIDES1/2" MAX
L4x4x1/2x6, EA SIDE
L4x4x1/2x8, EA SIDE
5/165/16
3 SIDES
(5/16)(5/16)
5/16
5/16
1/2" MAX
(5/16)(5/16)
BENT PL 3/8xCONT
3/16 2-123/16 2-12
5/165/16
5/165/16
PL1/2x3x6
1'-0
"
5"2" MAX
SEE ARCH
DDIVISION 9 FRAMINGSEE ARCH
L4x4x1/2x0'-7
1/43 SIDES
1/41/4
1" MAX
PL3/8x6
5/16 55/16 5
L4x4x1/2x0'-7
TYPE A
TYPE B
(1/4)5/16
1"
ADD005
RFC 026
.
1/42 SIDES
1/2"
STRIP VERTLEG AT BOLT
COPE GIRT 2 1/4"AT COL
5/16
NOTE: STEEL IS AESS. SEESPEC FOR REQTS.
5"
CL HSS GIRT = CL HSS8x4 VERT
5/163 SIDES
(5/16)G
NOTE: STEEL IS AESS. SEESPEC FOR REQTS.
8"
NOTE: STEEL IS AESS. SEESPEC FOR REQTS.
7/163 SIDES
7/16HSS TO HSS
7/163 SIDES
WP AT COL CL
1/2" MAX
L4x4x1/2x4 TOP
L4x4x1/2x6 BOT
(5/16)(5/16)
5/163 SIDES
(5/16)(5/16)
5/16
A
SECTION A
L4x4x3/8x4 TOP
1/43 SIDES
1/41/4
3 SIDES
FITTED PL 3/81/4
1/2" MAX
A
SECTION A
L4x4x3/8x4 TOP
L4x4x3/8x9 BOT
5/16
1/43 SIDES
1/43 SIDES
1/4
(1/4)(1/4)
5"
1/4 12
1/4(3) SIDES
FITTED PL TO HSS
1/4
.
.
1/16
" M
AX
FULL RET AT ENDTYP T&B
FILL RECESSED AREA WITH WELDMATERIAL AND GRIND SMOOTH.TYP T&B
1/4"
1/4"RECESSED ENDPL 1/4 ES
PL3/16x7x8 ATLOCS NOTEDTHUS: #
3/16
AT LOCS NOTED: #PL 3/16 TO PL 1/2
3/4" RET T&B
GA
P E
S
PL1/2x1x7 1/2 ATLOCS NOTEDTHUS: #
1/41/4AT LOCS NOTED: #
PL 1/2 TO PL 2
ASI012
L4x4x3/8
PL3/8x6x6
1/4 31/4 3
1/41/4
PL3/8x6 ES W/ (2) BOLTSIN 3" SLOTTED HOLES.STD HOLES IN HSS.
3"3"
3"
S-502
18
3'-6"
1/4ES
1"
PLATE TOTUBE CONN
PL2x7 1/2, AESS,GR 50
HSS8x4x1/4
1/4
SEALWELD
T&B3/8 AT SIM
1/43 SIDES
TYP 1 1/4" TYP
1"
L5x3 1/2x3/8x0'-6W/ (2) BOLTS ESOF HSS
S-501
8
5"
FITTED STIFFPL 3/8 ES
5/163 SIDES
TYP
RECESSED CAP PL 1/4 AESS,SEAL WELD ALL AROUND
PL3/8x6x10 AESS
5/165/16
2"
PL3/8x8x10 AESS
PL3/8x1 5/8x8 AESS
2"3"
1/2"
1/2"
3"2"
(1) BOLT IN HORIZ LEG,(2) BOLTS IN VERT LEGTYP
1 1/2"
AT CONN MARKED THUS: #PROVIDE LSL HOLES IN PL,FINGER TIGHTEN, BACK OFFNUT 1/4" TURN AND DAMAGETHREADS, STD HOLES INANGLE
TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422
Civil
Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558
Landscape
Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100
Structural
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Mechanical/Plumbing
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Electrical
Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112
Technology
James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142
Clinical Planning
Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532
Building Performance Engineer
Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900
Cost Estimating
Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505
Owner
MM
JO
B #
: 236
16.S
.01
PR
INC
IPA
L: P
DE
OR
: PD
PR
OJE
CT
MA
NA
GE
R: K
H
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SIG
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6 A
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:\P
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S-502
STEEL DETAILS
2011101.00
The Lane Center forAcademic Health
SciencesUniversity of Colorado at
Colorado Springs
2011101.00
NO SCALE1 VESITBULE BM COL CONN
NO SCALE3 VESTIBULE BM MITERED CORNER
NO SCALE4 HSS BM CONN
NO SCALE2 HSS BM CONN AT COL
NO SCALE5 VESTIBULE DECK EDGENO SCALE13 VESTIBULE DECK EDGE AT PARAPET
NO SCALE14 SECTION AT VESITBULE ENTRY
NO SCALE9 GIRT TO WF CONN
NO SCALE11 CURTAIN WALL GIRT CONN - SOUTH
NO SCALE10 CURTAIN WALL GIRT CONN - EAST
NO SCALE12 GIRT CONN AT ROUND HSS
AT HSS 4x4
TYPICAL
NO SCALE7 VESTIBULE BM TO POST CONN
NO SCALE8 GIRT CONN TO WF COL
NO SCALE15 GIRT TO HSS POST CONN
NO SCALE18 PERGOLA BEAM TO PLATE CONN
NO SCALE16 POST SUPPORT
NO SCALE17 PERGOLA SUPPORT HANGER
NO SCALE19 PERGOLA ANGLE TO POST CONN
NO SCALE20 PERGOLA BEAM CONN
BP#3 DECEMBER 21, 2012
ADDENDUM 005 JANUARY 25, 2013
ASI 012 MARCH 27, 2013
RECORD DRAWINGS APRIL 18, 2014
NO SCALE6SKEWED CONNECTION AT LEVEL 4TERRACE
ASI012RFC 059
RFC 102&111
RFC 036
3/162
S-503
A
6"
B/STEEL = 155'-1"
157'-4"
6"
ALIGN
3/16
3/16
L4x4x3/8 x6"W/(2) BOLTS, TYP
(3/16)(3/16) TYP AT
HSS
A
A
6"
1"
3/163/16
TYP
1/41/4
WT6x9.5 ALIGN WEB WITHBM ABOVE. PL3/8x4 FARSIDE, ALIGN WITH WT
1/41/4
TYP
W12 ABOVE HSS, SEEPENTHOUSE PLAN
S-501
8
1"
HSS END3" AT
157'-4"
3/163/16
(3/16)(3/16)
2 1/2"
ALIGN
W18
PL 1/2x14x1'-3 W/(10) 3/4"Ø BOLTS
HSS14
.
1 1/2"
3"
1 1/2"
1 1/
2"
3"3"
3"3"
1 1/
2"
5/165/16
RFC 098
5/16(3) SIDES
W18
PL 1/2x11x1'-3 W/ VERT LSL HOLESAND (6) 3/4"Ø BOLTS. FINGERTIGHTEN, BACK OFF NUT 1/4 TURNAND DAMAGE THREADS
CONTRACTOR MAY USEANY COMBINATION OFWELDING OR BOLTINGSHOWN
A
A
L
k
3/16 33/16 3
EA END
A
SECTION A
1" C
LR
(5) SC BOLTS MIN
PL 3/8x6x1'-1" ES W/3" VERT SLOTTEDHOLES.
(2) 3/4"Ø BOLTS,HAND TIGHTENBACK OFF NUT ANDDAMAGE THREADS
L6x4x3/8x2'-6" LLV W/ 3" VERTSLOTTED HOLES AT POST, EASIDE OF POST
3'-0"W24x55
3/16 3-123/16 3-12
1'-1 1/2"3"
2 1/2"
EQ
EQ
1/41/4
PL1/2x8x8 W/(4) 3/4Øx6" HAS
2" T
YP
1/4TYP
1" ±1"
1/4TYP
L3x3x1/4 T&B
.
ADD006
S-316
11
RFC 145
AT LEVEL 3.5AND 4.5 LANDING
.
PL1/2x6x7 ESPL 1/2x6x12 ES AT SIM
HSS8x3 W/ CAP PL 1/4HSS12x3 W/ CAP PL 1/4 AT SIM
3/163/16 3 SIDES
TYP
5/16EA PL
HSS14 COL
MAX
10 1/2"
SUNSHADE ANDMATERIALSEPARATION BYSUPPLIER
HSS8X3
2" 3"
1 1/2"
NO VERTICAL SUPPORT ATSIM. PROVIDE VERTICALSLOTTED HOLES INSUNSHADE VERT
PL3/8 (AESS) EACHSIDE OF SUNSHADEVERT, CONTR COORDLOC WITH SUNSHADESUPPLIER
1 1/
2"3"
1 1/
2"
5/165/16
ADD005
MAX
10 1/2"
HSS12X3
1/2"
CLR
SUNSHADE ANDMATERIALSEPARATION BYSUPPLIER
NO VERTICAL RXN FROMSUNSHADE ABOVE.PROVIDE VERTICALSLOTTED HOLES INSUNSHADE VERT
PL3/8 (AESS) EACHSIDE OF SUNSHADEVERT, CONTR COORDLOC WITH SUNSHADESUPPLIER
2" 3" 1 1/2"
5/165/16
1 1/
2"3"
1 1/
2"
ADD005
2" 1"
FULL HT STIFF PL ES
PL3/8x10x7 W/ 3" VERTSLOTTED HOLES.ALIGN BOLTS IN HOLEPER DIMS BELOW
(2)L6x4x3/8 W/ (2)BOLTS IN STD HOLES
CAP PL 3/8
3/163/16
3/16
3/163 SIDESTYP
9"
CJP T&BTYP
SHEAR CONN, SEESTEEL CONNSCHED
CONTR OPTION TOSHOP WELD STUB
S-503
9
NOTES:1. GREATER OF 1.5 x WEB THICKNESS OR 1 1/2"2. GREATER OF 1.0 x WEB THICKNESS OR 1", NEED NOT EXCEED 2"3. MIN RADIUS = 3/8"4. BACKING MAY REMAIN IN PLACE UNO.
NOTE 1
NOTE 1
NO
TE
2N
OT
E 2
NOTE 3
NOTE 3
NOTE 4
NO WELDINGPERMITTED ATTHIS LOCATION
NOTE 4
AT CORNER OR TEE JOINT
AT BUTT JOINT
5/16
1 1/
2"3"
1 1/
2"1/
2"
PL1/4 ES W/(2) BOLTS
2"2"
1/41/4
TYP
PL1/4 ES W/(2) BOLTS
1 1/
2"
3"1
1/2"
S-500A
5 FOR ADDNLPLATE REQTS
5/165/16
TYP
PL3/8 ES OF POST W/ (2)BOLTS. STD HOLES INPLATE, VERT LSLHOLES IN POST
1 1/
2"3"
2"
1 1/2"
L4x4x1/4x2'-4" LONG W/(3) 1/2"Ø HILTI KWIKBOLT TZ WITH 3 1/2"EMBEDMENT. INSTALL(1) ANCHOR IN THECENTER OF EA BOTFLUTE
TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422
Civil
Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558
Landscape
Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100
Structural
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Mechanical/Plumbing
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Electrical
Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112
Technology
James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142
Clinical Planning
Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532
Building Performance Engineer
Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900
Cost Estimating
Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505
Owner
MM
JO
B #
: 236
16.S
.01
PR
INC
IPA
L: P
DE
OR
: PD
PR
OJE
CT
MA
NA
GE
R: K
H
DE
SIG
NE
RS
: K
H/A
MD
AT
E P
RIN
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D:
KH/AM
KH
PD
4/1
8/2
014 9
:10:1
8 A
MC
:\P
roj\20
11
101
_str
uctu
ral_
kevi
nh
.rvt
S-503
STEEL DETAILS
2011101.00
The Lane Center forAcademic Health
SciencesUniversity of Colorado at
Colorado Springs
2011101.00
NO SCALE1 SOUTH EAST STAIR - ROOF 1
NO SCALE2 SOUTH EAST STAIR - ROOF 2
NO SCALE3 SOUTH EAST STAIR - ROOF 3
NO SCALE4 SOUTH EAST STAIR - ROOF 4
NO SCALE5 SOUTH EAST STAIR 5
1 1/2" = 1'-0"6 W18 TO HSS CONN
1 1/2" = 1'-0"7 HSS COL CONN AT D/1.9
NO SCALE10 TYP KICKER
NO SCALE13 TOP OF CURTAIN WALL CONN
NO SCALE14 POST CONN AT STAIR LANDING
1 1/2" = 1'-0"8 TYP HSS GIRT TO COL
1 1/2" = 1'-0"11 SUNSHADE TO HSS 8x3
1 1/2" = 1'-0"12 SUNSHADE TO HSS 12x3
NO SCALE15 T/COL TO GIRDER AT PENTHOUSE
NO SCALE16 TYP MOMENT CONNNO SCALE9TYP WF CJP WELD ACCESS ANDBACKING
NO SCALE17 VESTIBULE BEAM TO POST CONN
ADD005
NO SCALE18 OVERHEAD DOOR TOP CONN
ADD005
BP#3 DECEMBER 21, 2012
ADDENDUM 005 JANUARY 25, 2013
ADDENDUM 006 FEBRUARY 8, 2013
RECORD DRAWINGS APRIL 18, 2014
NO SCALE19 SPRT FOR PARTITION AT DECK
NOTES:1. SEE SPECIFICATIONS FOR FLOOR FINISH & FLATNESS REQUIREMENTS2. INSTALL DECK OVER 4 SUPPORTS (3 SPAN CONTINUOUS) WHERE POSSIBLE3. COMPOSITE DECK DESIGN IS SIZED BASED UPON THE FOLLOWING MAXIMUM CONDITIONS: a. WET WEIGHT OF CONC = 145 PSF NORMAL WEIGHT b. DECK DEFLECTION = 3/4" c. AVERAGE SLAB THICKNESS INCREASED BY 1/2" FOR LEVELING d. CONST LIVE LOAD = 20 PSF. IF CONST LIVE LOAD WILL EXCEED 20 PSF, THEN CONTR SHALL DESIGN
DECK FOR INCREASED LOADING4. DECK TYPE 'VLJ' MAY BE SUBSTITUTED FOR DECK TYPE 'VLI'5. SCHEDULED STUD LENGTH IS NET-IN-PLACE LENGTH OF HDAS6. SUBMIT SHOP DRAWINGS INDICATING STUD LAYOUT (NO. OF STUDS/RIB) AND PLACEMENT ALONG BEAM7. NO TEMPORARY SHORING OF STEEL DECK PERMITTED WITHOUT PRIOR ACCEPTANCE OF THE ENGINEER8. HANGERS WITH A 50 POUND MAXIMUM LOAD MAY BE PLACED AT 4'-0" MINIMUM SPACING EACH WAY.
DECK CONNECTION SCHEDULE
PERP SUPPORT MEMBERS PARALLEL SUPPORT MEMBERS SIDELAPSTYPE
NOTES:1. COMPOSITE METAL DECK SPECIFIED IS MANUFACTURED BY VULCRAFT. ALTERNATECOMPOSITE METAL DECK MAY BE SUPPLIED PROVIDED MINIMUM DECK PROPERTIES ARESATISFIED AND THE RATIO OF THE RIB WIDTH MEASURED AT MID HEIGHT OF DECK TO RIBHEIGHT IS NO LESS THAN 1.5.
1.5 (B, F, A, VL) DECK36/7 PATTERN:
36/4 PATTERN:
3N DECK 24/4 PATTERN:
2VLI DECK 36/4 PATTERN:
INDICATES CONNECTIONLOCATION, TYP
36" COVERAGE
24" COVERAGE
36" COVERAGE
TYP FASTENER LAYOUT AT PERP SUPPORT
PARALLELSUPPORT CONN
PARALLELSUPPORTBELOW
PERP SUPPORTBELOW
DE
CK
SP
AN
EDGE OF MTL DECKSHEET, TYP
SIDELAPCONNS
PERP SUPPORTCONN, EACHSHEET ATCOMPOSITE
LAP ENDS OFROOF ANDFORM DECKSHEETS 2" UNO,BUTT ENDS OFCOMPOSITEDECK SHEETS
DECK CLOSURES ASREQUIRED
TYP DECK CONNECTIONS
WELDED
24/4
L4x4x5/16, 4 SIDES OFOPNGS
INDIVIDUAL OPNG ORGROUP OF SMALLEROPNGS
COPE LEG EE
STL BM OR JOIST
PLAN VIEW
SECTION
TY
P4'
-0"
MA
X,
AT JOIST, EXTENDANGLE LEG TO EDGE
TYP
10'-0" MAX,
~ ~
~~
3/163/16
TYP
3/16TYP
C6x13 AT 'B' DECKMC8X21.4 AT 'N' DECK,PLACE OVER HIGHFLUTE NEAREST OPNG
PLAN VIEW
SECTION
NOTES:1. FRAMES WILL SUPPORT THE WEIGHT OF A 500 LB MECH UNIT
AT JOIST, EXTENDCHANNEL TO EDGE
3/16
ANGLE TOCHANNEL,
TYP
AT OPENINGS LARGER THAN 13"
AT OPENINGS LARGER THAN 6" UP TO 13"
TY
P6"
MIN
,
EW
13"
MA
X
PL 16GA (MIN)ABOVE ORBELOW DECK
INDIVIDUAL OPNGOR GROUP OFSMALLER OPNGS
L3x3x1/4, FIELD CUTAS REQUIRED
AT BEAM, EXTENDCHANNEL TO CL, MIN
3/16
AT EACHANNELTOE, TYP
#10 TEK SCREWSAT PLATE EDGES,(2) PER FLUTEPERP TO DECKAND AT CORNERS
6" MAX
ALTERNATE FRAME OPTION TYPICAL FRAME OPTION
CLR DIM IN ANY DIRECTION:≥ 24", PROVIDE REINF PLATE AS SHOWN< 24", TREAT GROUP AS INDIVIDUALOPNG W/ EXTENTS AS SHOWN, PROVIDEFRAME
EXTENTS OF GROUP
EX
TE
NT
S O
F G
RO
UP
1'-1 3
/ 4"
AT OPENINGS UP TO 6"
EW
6" M
AX
ROOF DECK OPNG:COORD SIZE ANDLOC WITH MEP ANDARCH, TYP
CLR DIM IN ANY DIRECTION:≥ 18", NO REINFORCEMENT REQUIRED< 18", TREAT GROUP AS INDIVIDUALOPNG W/ EXTENTS AS SHOWN,PROVIDE REINF PLATE OR FRAME
10 "
OF
GR
OU
P
EX
TE
NT
S
OF GROUP
EXTENTS
ADJACENT OPNG
ADJACENT OPNG
1/4" MAX
2" MIN BRG AT BEAM
L3x3x1/4 CONT W/1/2Øx4" HAS @ 24",TYP
DECK DIRECTIONVARIES
AT SIM, PROVIDE 1 1/2"x4"NOTCH @24"OC
AT DECK PARALLEL
SEE PLAN
FORMED EDGE
AT DECK PARALLEL
FORMED EDGE
SEE PLAN
EXTEND ROOFDECK TO BEAM
2" C
LR
#4xCONT AT EADECK FLUTE
FROM TOP OFFIRST POUR
#4xCONT TYPALL SIDES
#4@12" EW (3 EW MIN)
NOTES:1. SEE MECH/ELEC DRAWINGS FOR SIZE, THICKNESS, AND LOCATIONS.2. EQUIP BASE SHALL NOT BE PLACED MONOLITHICALLY WITH SLAB/CURB WITHOUT WRITTENAPPROVAL OF ENGINEER.3. WWR TO MATCH THAT OF SLAB OR 6x6-W2.9xW2.9 WHERE SLAB WWR NOT IDENTIFIED.4. F1554 GR55 WELDABLE THREADED ROD WITH NUT MAY BE USED AS AN ALTERNATE TO HAS.
NOTES:1. FOR EQUIP WEIGHTS LESS THAN200 LBS CURB MAY BE SUPPORTEDON ROOF DECK2. FOR EQUIP WITH CURB LOADSLESS THAN 50 PLF USE DETAIL C3. FOR EQUIP WITH CURB LOADSLESS THAN 100 PLF PROVIDE DOUBLELAYER OF DECK AND DETAIL C.EXTEND DOUBLE DECK 1'-0" MIN EACHSIDE OF CURB AND 2" MIN PASTADJACENT SUPPORT MEMBER4. FOR EQUIP WITH CURB LOADSGREATER THAN 100 PLF USE DETAILSA AND B
PL 16 GAx12xCONTW/(2) ROWS OF #10SCREWS @12"
MECH CURB
PL 16 GAx12xCONTW/(2) ROWS OF #10SCREWS @12"
SUPPORTING BEAM OR JOIST
MC6x12 AT 1 1/2"ROOF DECK, MC8x21.4AT 3" ROOF DECK,SPACE @ 4'-0 OC MAX
MECH CURB
MC, TYP
BMS OR JOISTSBELOW
X.Xk
MECH CURB
SUPPORTING BMOR JOIST
MC6x12 AT 1 1/2" ROOFDECK, MC8x21.4 AT 3"ROOF DECK
TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422
Civil
Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558
Landscape
Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100
Structural
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Mechanical/Plumbing
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Electrical
Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112
Technology
James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142
Clinical Planning
Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532
Building Performance Engineer
Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900
Cost Estimating
Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505
MTL POUR STOP BYDECK MNFR TOSUPPORT WETWEIGHT OF CONC(14 GAGE MIN)
SLAB SCHEDULE, SEE
MAX DECK CANTILEVERPER METAL DECK
TY
P
1" C
LR,
#4xCONT
#4x @12"
AT DECK PERPENDICULAR
S-530
10
SKEW HOOKAS REQ'DTO PROVIDECLR COVER
A
SLAB REINF, SEEMETAL DECK SLABSCHED
3" MAX
A
OVERHANG
2" MIN
LTS
~~
~~
~ ~
~~
~~
~ ~~
~
EQ
EQ
~ ~
CONST JTPARALLELTO GIRDERS
EQEQ
5'-0" .
#4x4'-0"@12" CTR IN SLABOVER DECK
CONST JTPARALLELTO BEAMS
.
.
BEAM
BEAM
BEAM
BEAM
GIR
DE
R
GIR
DE
R.
.
NOTES:1. NO SAW CUT JOINTS IN ELEVATED SLAB ON METAL DECK UNO
SEE GENERAL NOTES FOR POURLENGTH AND AREA LIMITS
EDGE OFSLAB
(2) #4 TYP
NOTES:1. DECK OPNGS REQUIRE STIFFENERS OR FRAMING. SEE DECK OPNG DETAILS2. CENTER BARS IN SLAB ABOVE METAL DECK
HOOK BARS IF NOT POSSIBLETO ACHIEVE 2'-0" EXTENSIONBEYOND EDGE OF OPNG
2" CLR, TYP'2'-0" TYP
TRIM REINFORCING
PLAN VIEW
GIRDER
C8x11.5 TYP
OFFSET HDASON FLG IF REQD
1 1/2" TYP
~10'-0" MAX
6'-0
" M
AX
L8x4x3/4x8 LLV,CNTR CHANNELWEB ON ANGLE
CONN OPTIONS TO STEEL
~ ~ MTL POUR STOPBY DECK MNFR
3/163/16
TYP
1/4
3/163/16
TO CONCRETE
L3x3x1/4x9 W/ (2)3/4"Øx6 1/2" EMBEDEXP ANCHORS
6"
3/163 SIDES
STEEL BEAMOR CONC WALL
PL 3/8
AT OPENINGS LARGER THAN 10"
~
B
10"
Ø O
R10
" S
Q M
AX
#5 T&B ES
(2) #5@3"CTR ES
NOTES:1. PLACE SLEEVE ON DECK PRIOR TO CONCRETE PLACEMENT2. DO NOT CUT METAL DECK UNTIL CONC HAS REACHED DESIGN STRENGTH3. 2"Ø SLEEVES DO NOT REQUIRE TRIM STEEL (6" MIN SPACING)4. MULTIPLE OPENINGS PERP TO DECK SPAN CLOSER THAN MIN SPACING SHALL BECONSIDERED A SINGLE OPENING AND REINFORCED PER 'TYPICAL OPENING' DETAIL.5. PROVIDE REINFORCING BETWEEN MULTIPLE OPENINGS PARALLEL TO DECK SPAN
SLEEVE, TYP
3x DIA OF LARGER
2'-0
" T
YP
EX
TE
ND
BA
RS
2" T
YP
2" TYP
DE
CK
SP
AN
MAX
10"
NOTE 4
NOTE 5
AT OPENINGS 10" OR LESS
CUT 2 VERTRIBS MAX
DRAIN BODY OR DECKCLOSURE
DRAIN FLASHING(IF REQD)
C4x5.4x4'-0 ES OFOPNG
(IF REQD)
1' MAX TO EDGEOF FLASHING
NOTES:1. DECK MAY BE CUT PRIOR TO SLAB POUR2. IF DRAIN FLASHING EMBED IN SLAB IS REQUIRED, FLASHING SHALLNOT EXTEND OVER THE TOP OF COMPOSITE BEAMS3. PROVIDE BACK UP BARS IF REQD FOR DECK WELDING
MAX OPNG
1'-2"x1'-2"1" MIN
1 1/
2" M
IN
1/8 11/8 1
ES OFCHANNELAT EACHHIGH FLUTE
AT FLOOR DRAIN
A
A B
A
BEAM [50]
GIR
DE
R [2
6,8,
26]
NOTES:1. PROVIDE STUDS AT 24" MAX WHERE NUMBER OF STUDS IS NOT INDICATED
DE
CK
SP
AN
~~
~~
~~
~
~ ~
~
~
# OF STUDS AREINDICATED THUSON FRAMING PLAN
LENGTH OF BEAM
50 STUDS SPACED OVER FULL
EQ
SP
AC
ED
26 S
TU
DS
EQ
SP
AC
ED
8 S
TU
DS
EQ
SP
AC
ED
26 S
TU
DS
CONSIDER NON-ORTHOGONALBEAMS TO BE "DECKPERPENDICULAR"FOR STUD LAYOUTA
#4x5'-0" @1'-6" TOPAT GIRDER OR
DIRECTION CHANGE
DECKCLOSURESBY DECKSUPPLIER
1" MIN
SIDELAPCONNECTION PERCONNECTIONSCHEDULE
PARALLEL SUPPORTCONNECTION PERCONNECTIONSCHEDULE
SEE DECK PERPCONDITION FORSTUD LAYOUTAT DECKTRANSITION
CLR
1" M
IN
SEE MTLDECKSCHED FORSTUDLENGTH
1" C
LR
CO
VE
R1"
MIN
TYP STUD, DECK, AND WWR INFO
BEAM FLANGE LIMITATIONS
bf
MIN4"
1 3/
8"M
IN1
3/8"
MIN
3"MIN
TY
P1"
MIN
1 3/
8"M
IN
3" M
IN
1 3/
8"M
IN
3" M
IN
3" MIN
BE
AM
CL
STUDS MAY BEINSTALLEDEITHER SIDE OFDECK STIFFENER(STRONG ORWEAK POSITION)
1 STUD/RIB 2 STUDS/RIB 3 STUDS/RIB.. . .
DECKSTIFFENER
DE
CK
SP
AN
STUD PLACEMENT AT DECK PERPENDICULAR
SEE NOTE 1, TYP
SE
E N
OT
E 1
3" MIN
1 3/8" MIN
1 3/8" MIN
3" M
IN1 3/8" MIN
3" MIN1 3/8" MIN
1 3/8" MIN3" MIN3" MIN
1 3/8" MIN
SIN
GLE
RO
W S
PA
CIN
G.
.
MU
TLI
PLE
RO
W S
PA
CIN
G
DE
CK
SP
AN
4 1/
2"M
IN4
1/2"
MIN
4 1/
2"M
IN
SPACE STUDSUNIFORMLY OVERLENGTH OR BTWNSUPPORTEDMEMBERS
STUD PLACEMENT AT DECK PARALLEL
STEP 1:
STEP 2:
.
.
CASE 2: # STUDS < # RIBSSTEP 1 = ONE STUD EVERY OTHER RIBSTEP 2 = 1/2 OF REMAINING STUDS AT EACH END OF BEAM, PLACE INEMPTY RIBS STARTING FROM THE BEAM END
.
. . . . .
STEP 1:
STEP 2:
.
CASE 3: # RIBS < # STUDS < 2x # RIBSSTEP 1 = ONE STUD EVERY RIBSTEP 2 = 1/2 OF REMAINING STUDS AT EACH END OF BEAM, PLACEONE IN EACH RIB STARTING FROM THE BEAM END
. . . . .. . . . ..
. . ..
STEP 1:
STEP 2:
.
CASE 4: # STUDS > 2x # RIBSSTEP 1 = TWO STUDS EVERY RIBSTEP 2 = 1/2 OF REMAINING STUDS AT EACH END OF BEAM, PLACEONE IN EACH RIB STARTING FROM THE BEAM END
. . . . .. . . . ..
. . ..
.
BEAM CL
BEAM CL
BEAM CL
STEP 1:
STEP 2:
.
.
CASE 1: # STUDS < # RIBS/2STEP 1 = ONE STUD EVERY THIRD RIBSTEP 2 = 1/2 OF REMAINING STUDS AT EACH END OF BEAM, PLACE INEVERY OTHER EMPTY RIB STARTING FROM THE BEAM END
PROVIDE 16 GA MINSHEET METAL TO FILLCOL CAVITY AS REQD
L3x3x1/4
PROVIDE 16 GA MINSHEET METAL TO FILLCOL CAVITY AS REQD
CONDITION #1
CONDITION #2
DECK SPAN
DECK SPAN
CONDITION #3
3/16TYP
3/163/16
TYP
3/163/16
TYP
AT INTERIOR COLUMN
L3x3x1/4
(2) 1/2"Øx6 HDAS
CONT BAR, SEEEXTERIOR EOSDETAILS
PLAN
2"2"
3/163/16
ANGLE TOCOL FLG,
TYP
3/16
BENT PL TOANGLE AND
COL
NOTES:1. CONTRACTOR MAY DESIGN ALTERNATE METHODS OF DECK SUPPORT.DECK SUPPORTS SHALL BE ABLE TO SUPPORT THE DECK AS A FORM WITHTHE WET WEIGHT OF THE CONCRETE AND ALL CONSTRUCTION LOADS
AT PERIMETER COLUMN
SECTION
TYP1'-1 1/8" MIN,
TY
P
3" M
IN,
TYP2 1
/2" M
AX,
3" M
AX
3" M
AX
3"
OFFSET > 3"
1/2"
MA
X1/
2" M
AX
OFFSET < 3"
S-541
14FOR
EDGEPL
3'-0"#4x
3'-0"
#4xCONT, TYP
3/4"Øx6"HDAS @12"
@12"
CLOSURE ANGLE#4@12"OCxCONT AT STEP,CTR IN SLAB
3"
L4x4x5/16xCONT,BTWN BEAMS
3/16 2-123/16 2-12
DUCT SUPPORTBY CONTR
3000 LB POINT LOADOR 500 PLF MAX
BENT PL 3/8
SEE PLAN1'-0" MAX
3/16 1 1/2-6
1" C
LR
LTS
#4xCONT
1/2"Ø DAS @ 12" 2" MIN BRG
1/4 2-12
3/16
GUARDRAIL POST,SEE ARCH
PL3/16x2x4 7/8. INSTALL AFTERSLAB EDGE BENT PL HASBEEN WELDED TO BEAM.ALIGN ±1 1/2" FROM CL OF EARAILING POST. NOTREQUIRED AT RAILINGCORNERS
TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422
Civil
Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558
Landscape
Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100
Structural
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Mechanical/Plumbing
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Electrical
Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112
Technology
James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142
Clinical Planning
Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532
Building Performance Engineer
Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900
Cost Estimating
Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505
Owner
MM
JO
B #
: 236
16.S
.01
PR
INC
IPA
L: P
DE
OR
: PD
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OJE
CT
MA
NA
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R: K
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SIG
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8/2
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S-531
TYP METAL DECK DETAILS
2011101.00
The Lane Center forAcademic Health
SciencesUniversity of Colorado at
Colorado Springs
2011101.00
NO SCALE17 TYP INT SLAB EDGE
NO SCALE8 TYP SLAB CONST JOINT LOCATIONSNO SCALE16 TYP METAL DECK SLAB OPENINGS
NO SCALE10 TYP SHEAR STUD LAYOUT
NO SCALE4 TYP MTL DECK SUPPORT AT COL
NO SCALE19 TYP SLAB STEP - DECK PARALLEL
NO SCALE20 TYP MECH SHAFT OPENING
DESIGN DEVELOPMENT SEPTEMBER 12, 2012
BP#2 NOVEMBER 16, 2012
BP#3 DECEMBER 21, 2012
ASI 020 MAY 20, 2013
RECORD DRAWINGS APRIL 18, 2014
NO SCALE14 SLAB EDGE AT RAILING TYPE A
ASI020
1" C
LR
BENT PL 5/16xCONT
1/2"Ø DAS x 3'-0"@ 12" OC
3/16 2-12
DECK ORIENTATIONVARIES
TYPICAL SLAB EDGE
AT PERPENDICULAR FRAMING
EXTEND TYP SHEARCONN FROM STLCONN SCHED TOEXTENTS OF GIRDERAS SHOWN, PROVIDEMAXIMUM # OFBOLTS
STRIP FLG ONE SIDEOR COPE
3" MAX
SLAB REINF, SEE METALDECK SLAB SCHED
T&
Bk
2" MIN
SEE PLAN
DECK ORIENTATIONVARIES
DESIGN CRITERIA FOR PERFORMANCE SPECIFIED COLD FORMED STEEL FRAMING (CFSF)COLD FORMED METAL FRAMING USED FOR EXTERIOR CLADDING SUPPORT IS A PERFORMANCESPECIFIED SYSTEM DESIGNED AND PROVIDED BY THE CONTRACTOR (CFSF CONTRACTOR). REFER TOSPECIFICATIONS FOR PROFESSIONAL ENGINEERING AND SUBMITTAL REQUIREMENTS. CONTRACTORSHALL DESIGN ALL MEMBERS AND CONNECTIONS FORMING A COMPLETE SYSTEM FOR THE DEAD,SNOW AND WIND FORCES INDICATED IN THE DESIGN CRITERIA SECTION. IN ADDITION TO THOSE FORCESTHE FOLLOWING CONSTRAINTS SHALL BE MET:1. FRAMING MEMBERS WILL BE THE DEPTH NOTED ON WALL SECTION ON THE ARCHITECTURALDRAWINGS.
2. MINIMUM STUD THICKNESS BASED ON THE ATTACHMENT OF CLADDING MATERIAL IS GIVEN IN THEFOLLOWING TABLE:
MATERIAL ATTACHED TO STUDS MIN. MIL THICKNESS MAX. STUD SPACINGWELDED BRICK LEDGE 68 16" OCBRICK BACKUP 43 16" OCMETAL PANELS 54 16" OCALL OTHERS 33 16" OC
COLD FORMED STEEL TRACK THICKNESSES SHALL BE EQUAL TO OR GREATER THAN THE WALL STUDSATTACHED TO IT.
DO NOT BASE BIDS ON THE ABOVE MINIMUM THICKNESSES. VARY THICKNESS, FLANGE WIDTH, YIELDSTRESS, AND SPACING AS REQUIRED TO SATISFY PERFORMANCE CRITERIA. SEE S-221 FOR SIZES FORBIDDING
3. FRAMING MEMBERS WILL DELIVER FORCES TO THE STRUCTURAL FRAME AT THE LOCATIONS,DIRECTIONS, AND MAGNITUDES NOTED IN THE DETAILS. VARIATIONS PROPOSED BY THECONTRACTOR/CFSF ENGINEER TO ACCOMMODATE PREFABRICATION AND ALTERNATE SCHEMES WILLBE SUBJECT TO THE EOR'S REVIEW AND APPROVAL. CONTRACTOR SHALL COMPENSATE M/M FOR THISREVIEW.
4. LOADS:-WIND LOADS GIVEN IN THESE DOCUMENTS ARE BASED ON A COMPONENT AND CLADDING TRIBUTARYAREA OF 10 SQUARE FEET. REDUCTION IN LOADS BASED ON TRIBUTARY AREA ARE ALLOWED ASPERMITTED IN THE GOVERNING BUILDING CODE.-CFSF ENGINEER IS RESPONSIBLE FOR CALCULATING CUMULATIVE FORCES AT WINDOW JAMBS ANDMULLIONS FROM DISTRIBUTED LOADS PROVIDED IN THESE DOCUMENTS'. COORDINATE MULLION ANDJAMB LOCATIONS WITH THE GENERAL CONTRACTOR.-CFSF CONTRACTOR SHALL ACCOUNT FOR ANY ECCENTRICITY AT CONNECTIONS OF WINDOW HEADERTRACK OR SILL PLATE WHICH COULD CAUSE ECCENTRIC LOADS ON COLD FORMED METAL FRAMING.
5. DEFLECTION CRITERIA-MAX HORIZONTAL DEFLECTION:
FOR STUDS SUPPORTING METAL PANELS = SPAN/240FOR STUDS SUPPORTING MASONRY VENEER = SPAN/600FOR STUDS SUPPORTING STUCCO AND PLASTER = SPAN/360FOR STUDS SUPPORTING OTHER = SPAN/240
-PER IBC TABLE 1604.3 FOOTNOTE F, WIND LOAD IS PERMITTED TO BE TAKEN AS 0.7 TIMES THECOMPONENT AND CLADDING LOADS FOR THE PURPOSE OF DETERMINING DEFLECTION LIMITS EXCEPTAT COLDFORMED STEEL FRAMING SUPPORTING MASONRY VENEER.- MAX VERTICAL LIVE LOAD DEFLECTION LIMITS USED IN DESIGN OF STRUCTURAL MEMBERS ATVERTICAL SLIP CONNECTIONS:
PERIMETER BEAMS AT STUD INFILL FRAMING= 3/8”PERIMETER BEAMS AT STUD BY-PASS FRAMING= 3/4”INTERIOR FRAMING = SPAN/ 360
6. ADDITIONAL CRITERIA FOR CFSF.-PROVIDE DOUBLE JAMB STUDS MIN AT ALL OPENINGS.-PROVIDE 1 ROW AT MID-HT (MIN) HORIZONTAL STUD BRIDGING.-PROVIDE 1 STUD EA SIDE OF MASONRY CONTROL JOINTS RE: ARCH FOR LOCATIONS7. WINDOW MULLIONS APPLY CONCENTRATED LOADS TO STUD WALLS SUPPORTING WINDOWS. DESIGNFOR THE EFFECT OF CONCENTRATED LOADS. DESIGN FOR EFFECTS OF ECCENTRICCITY OFCONNECTION SHOWN IN THE WINDOW SHOP DRAWINGS.8. ALL CFSF CONNS TRANSFERRING FORCE SHALL BE TIGHT, WITH MINIMAL DEFORMATION AND PLAY.RE: SPECS FOR REQUIREMENTS.9. AT CFSF SUPPORTING METAL PANEL, METAL PANEL SHALL BE CONNECTED AT EVERY WALL STUD.
600 S 162 - 54
MATERIAL THICKNESS:MATERIAL THICKNESSES ARE GIVEN IN1/1000 INCHES(EXAMPLE: 54 MILS = 0.054", 1 MIL = 1/1000")
MEMBER DEPTH:
MEMBER DEPTHS ARE GIVENIN 1/100 INCHES(EXAMPLE: 6" = 600 x 1/100")
FLANGE WIDTH:FLANGE WIDTHS ARE GIVEN IN 1/100 INCHES(EXAMPLE: 1 5/8" = 1.625" = 162 x 1/100")
STYLE:THE FOUR ALPHA CHARACTERS UTILIZEDBY THE DESIGNATOR SYSTEM ARE:S = STUD OR JOIST SECTIONST = TRACK SECTIONSU = CHANNEL SECTIONSF = FURRING CHANNEL SECTIONS(EXAMPLE: STUD OR JOIST SECTION = S)
TYPICAL ANNOTATION
KNURLED SHANK
FASTENERS ARE TO BEDRIVEN THROUGH THETHICKNESS OF STEEL
IN STEEL IN CONCRETE
1/3
SLA
B T
HK
P M
AX
=
PAF
COLD FORMED STL 3" MIN EDGE DISTANCE
4" MIN FASTENER SPACING
d (MIN) BTWN FASTENERS
COLD-FORMED STLd (MIN) TO EDGE OF
CO
LD-F
OR
ME
D S
TL
d (M
IN) T
O E
DG
E O
F
EDGE OF ATTACHEDCOLD-FORMED STL
TEK SCREWS
TEK SCREW SIZE
#10
#12
d
5/8"
3/4"
#6, #8 1/2"
TYPICAL CF-P TEK SCREW SPACING
TYPICAL CF-P POWDER ACTUATED FASTENER (PAF)
BRICK VENEER
HORIZ STUD SUPPORTBY CFS CONTRACTOR.MAX DEFORMATIONUNDER DESIGN LOADSSHALL NOT EXCEED1/32" DUE TO ALLSOURCES
1" TYP SEE PLAN
S-540
7
S-540
9
SEE ARCH
SEE ARCH
S-540
4
CONCENTRATED RXN FROMWINDOW MULLION ABOVEAT SOME LOCS, INCLUDEDEAD, WIND AND SNOWLOAD ON SUNSHADE, TYP.
CONCENTRATED RXN FROMWINDOW MULLION BELOW ATSOME LOCS. INCLUDE LATERALLOADS FROM WINDOW ANDDEAD, SNOW AND WIND LOADSON SUNSHADE.
600S WALL FRAMINGBY CFS CONTRACTOR
SOFFIT FRAMING AND RIGIDCONNECTION TO WALL FRAMINGBY CFS CONTRACTOR AT SOMELOCS
SEE ARCH
METAL PANEL AT SIM.CONNECT METALPANEL TO EACHSTUD.
NO BRICK RELIEF ANGLEOR MULLION REACTIONAT SIM
RIGID CONN BYCFSF CONTRACTOR
AT MASONRY VENEER AT ALL OTHER FINISHES
1/83 SIDES
3/163/16
12"
MA
X
12"
MA
X
1 1/2"±1"
PL3/16x 'T' - 1"
T
NOTES:- CONNECTIONS SHOWN ARE TYPICAL EACH STUD
WEB STIFFENER IS A STUDSEGMENT W/LENGTH =STUD DEPTH -3/8". FASTENW/(4) #10 TEK SCREWS
3/8"
HOLD BACK WEBSTIFFENER TO AVOIDINTERFERENCEW/ANGLE WELD
1"
FULL AVAILABLELENGTH, 4" MIN
ILLUSTRATION OF WELD
BENT PL 3/8(HDG)
1/8 41/8 1
RET TOP
BRICK LEDGEANGLE1/4" MAX
4" MAX4" MAX
A
1"
SEE ARCH
A
4" M
IN
TOUCH UP FIELD WELDED AREAWITH ZINCH RICH PAINT AFTERWELDING
CENTER ON VENEERJOINTS, SEE ARCH FORLOCS
PAF SIZE &SPACING BY CFSFCONTRACTOR
S-540
6
DECK PERPENDICULAR TO WALL DECK PARALLEL TO WALL
BRIDGE PL ANDSTUD TO TRACKCONN BY CFSFCONTRACTOR
BRIDGE PL CONN TO MTLDECK DESIGNED BY CFSFCONTRACTOR
EQ EQ
600S SOFFIT HANGER
RIGID CONN TO SLABABOVE BY CFSCONTRACTOR
DO NOT ATTACH SOFFITFRAMING TO STOREFRONTHEADER
RIGID CONN FROMSOFFIT TO HANGERBY CFS CONTR
RXN FROM STOREFRONTMULLIONS, BELOW DESIGN800S HEADER TO SPAN JAMBTO JAMB
S-540
4
VERT SLIPCONN, TYPEA STUD
FOR SLABEDGE INFO
NO KICKER OR FULL DEPTHBEAM CONN REQD. DO NOTCONNECT STUDS TO BEAM
VERT SLIPCONN, TYPEA STUD
NO KICKER OR FULL DEPTHBEAM CONN REQD. DO NOTCONNECT STUDS TO BEAM
AT SLAB ON METAL DECK FLOOR
3/16 2-123/16 2-12
L6x6x3/8xCONT2" MIN
AT ROOF DECK
600S SOFFIT HANGER
RIGID CONN TO SLABABOVE BY CFSCONTRACTOR
RIGID CONN FROMSOFFIT TO HANGERBY CFS CONTR
S-540
10
800S WALL FRAMING
A
ASTOREFRONT JAMB
JAMB PACK ANDCONNS BY CFSCONTR
9 1
/2"
BRICK VENEER
1" TYP SEE PLAN
SEE ARCH
SEE ARCH
W8x24 AESS. INSTALLAT CFSF TOLERANCES.
SEE ARCH
3/163/16
3/163 SIDES
1 1/2" ±1"PL3/16x4, CTR ONBEAM WEB
C6x8.2 @ 6'-0" OC AND2'-0" MAX FROM JOINTS.INSTALL AT CFSFTOLERANCES
L3x3x3/16 AT EACHCHANNEL, EXTEND1" MIN PAST BEAMWEB
3/16 23/16 2
3/16 23/16 2
1"
S-540
14SIM FOR
STUDS BTWNCHANNELS
L6x6x3/8xCONT
PL3/16x4, CTR ONANGLE LEG
1 1/2" ±1"
3/163 SIDES
3/163/16
3/16 2-123/16 2-12
1/2" MAX1/4" MIN
TYPICAL AT PERGOLA
1/2" MAX1/4" MAX1/2" MAX1/4" MAX
AT CORNER
1/2" M
AX1/4
" MAX
A
A
CONNECT WINDOW TOCFS FRAMING, DO NOTATTACH TO W8
1/2"
NOTE:ALIGN WITH ALL MASONRY CONTROL JOINTS, 30'-0" MAX
2" MIN
W8 SHALL BECONTINUOUS ATCORNER
MAX MIS-ALIGNMENT = ±1/8".TYP HORIZ AND VERT DUE TOALL SOURCES.
ADD005
RFC 057
VENEER
SEE ARCH
CONCENTRATED RXN FROMWINDOW ABOVE.
600S WALL FRAMING
FIXED CONNECTION(TSN MIDWALL ORSIMILAR) BY CFSCONTRACTOR
ADD005
VERT SLIP CONN
S-540
9
3 5/8" MAX
VERTICAL LEG OFANGLE TIGHT TO BACKOF VENEER
VENEER TIES
VENEER LOOSE LINTEL SCHEDULEREMARKSLINTELOPENING LENGTH, L
TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422
Civil
Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558
Landscape
Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100
Structural
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Mechanical/Plumbing
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Electrical
Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112
Technology
James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142
Clinical Planning
Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532
Building Performance Engineer
Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900
Cost Estimating
Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505
Owner
MM
JO
B #
: 236
16.S
.01
PR
INC
IPA
L: P
DE
OR
: PD
PR
OJE
CT
MA
NA
GE
R: K
H
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SIG
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: K
H/A
MD
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KH
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S-540
TYP EXT WALL
2011101.00
The Lane Center forAcademic Health
SciencesUniversity of Colorado at
Colorado Springs
2011101.00
NO SCALE4 TYP EXTERIOR SLAB EDGE
NO SCALE6 TYP COLD FORMED WALL FRAMING INFONO SCALE14 EXTERIOR WALL AT STRIP WINDOW
NO SCALE7TYP CF RIGID CLIP CONN AT STLFRAMING
NO SCALE9 TYP CF WEB STIFFENER AT BL
NO SCALE11 TYP CF BOTTOM TRACK TO CONC
NO SCALE10TYP CF METAL STUD DEFLECT TRACKAT MTL DECK SLAB
NO SCALE17EXTERIOR WALL AT LEVEL 1STOREFRONT
NO SCALE8TYP CF BYPASS VERT DEFLECTIONCONN AT FLR
NO SCALE18 EXTERIOR WALL AT LEVEL 1 BRICK
NO SCALE16 EXTERIOR WALL AT STRIP WINDOW - 2
NO SCALE19EXTERIOR WALL BELOW STRIPWINDOW
NO SCALE12 TYP CF STUD TO STUD SLIP CONNNO SCALE20 TYP MAS VENEER LOOSE LINTEL
DESIGN DEVELOPMENT SEPTEMBER 12, 2012
BP#3 DECEMBER 21, 2012
ADDENDUM 005 JANUARY 25, 2013
RECORD DRAWINGS APRIL 18, 2014
RFC 127
RFC 057
RFC 120
BRICK VENEER
HORIZ STUD SUPPORTBY CFS CONTRACTOR.MAX DEFORMATIONUNDER DESIGN LOADSSHALL NOT EXCEED1/32" DUE TO ALLSOURCES
1" TYP SEE PLAN
S-540
7
S-540
9
SEE ARCH
SEE ARCH
CONCENTRATED RXN FROMWINDOW MULLION BELOW ATSOME LOCS. INCLUDE LATERALLOADS FROM WINDOW ANDDEAD, SNOW AND WIND LOADSON SUNSHADE.
800S WALL FRAMINGBY CFS CONTRACTOR
SEE ARCH
S-540
12 AT METALSTUDS BELOW
3/16 2-123/16 2-12
L6x6x3/8xCONT
S-540
4FOR BM CONN
METAL PANEL. CONNTO EACH STUD
HORIZ STUDSUPPORT BY CFSCONTRACTOR
SEE ARCH
S-540
4CURTAINWALL CONN TOSLAB EDGE BY SUPPLIER
CONCENTRATEDRXN FROMCURTAINWALLMULLION BELOW
HEADER BY CFS CONTR TODISTRIBUTE MULLION RXNTO (3) STUDS MINIMUM
800S WALL FRAMING BYCFS CONTRACTOR
GRAVITY/LATERALCONN TO SLAB EDGEBY CFS CONTR
ADD005
HANGER/KICKERCONNECTION ANDFASTENERS BY CFSCONTRACTOR. INSTALLPER MNFR'SRECOMMENTATIONS.
S-540
9
SEE ARCH
BRICK VENEER
600S WALL FRAMING BYCFS CONTRACTOR
800S WALL FRAMING BYCFS CONTRACTOR
SEE ARCH
S-540
7
S-540
11
S-540
4
CONCENTRATED RXN FROMWINDOW MULLION BELOW
BEAM BEYOND
1
1
ECC
S-540
4FOR SLAB EDGE
WIND LOAD
DEAD LOAD (DL)
CURTAINWALL CONN BYCURTAINWALLSUPPLIER. DESIGNCONN TO MULLION FORMOMENT = DL*ECC
VERTICAL AND HORIZRXN AT SLAB EDGEONLY
PROVIDE TWO SIDEDCONNECTION TOMULLION
SECTION
PLAN
800 S CFS WALLFRAMING BY CFSCONTRACTOR
362 S CFS WALLFRAMING BY CFSCONTRACTOR
S-541
8
HSS 7x7, SEE PLAN
VERT SLIP CONN BYCFS CONTRACTOR
SEE ARCH FOR ELEV
BRICK VENEER
METAL PANEL
600S WALL FRAMING BYCFS CONTRACTOR
S-540
7RIGID CONN BYCFS CONTR
CONCENTRATED RXN FROMWINDOW MULLION BELOW ATSOME LOCS. INCLUDE LATERALLOADS FROM WINDOW ANDDEAD, SNOW AND WIND LOADSON SUNSHADE.
HORIZ STUD SUPPORT BYCFS CONTRACTOR
A
800S WALL FRAMING BYCFS CONTRACTOR
BRICK VENEER
S-540
8VERT SLIP CONNBY CFS CONTR
SOFFIT FRAMING, DO NOTATTACH TO WALL STUDS
PL3/8x8, ALIGN TOP OFPLATE WITH TOP OF SLAB,AT LOCS WITH HORIZ STUDSUPPORT AT BOT FLANGEOF BEAM, PROVIDE PLATETO ALIGN WITH BEAM BOTFLANGE
3/16
1/2"
CONNECT CFS FRAMING TOPLATE AND FLANGE AS INDICATEDIN ADJACENT WALL FRAMINGDETAILS.
TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422
Civil
Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558
Landscape
Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100
Structural
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Mechanical/Plumbing
Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200
Electrical
Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112
Technology
James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142
Clinical Planning
Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532
Building Performance Engineer
Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900
Cost Estimating
Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505
Owner
MM
JO
B #
: 236
16.S
.01
PR
INC
IPA
L: P
DE
OR
: PD
PR
OJE
CT
MA
NA
GE
R: K
H
DE
SIG
NE
RS
: K
H/A
MD
AT
E P
RIN
TE
D:
KH/AM
KH
PD
4/1
8/2
014 9
:10:2
5 A
MC
:\P
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11
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_str
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.rvt
S-541
TYP EXT WALL
2011101.00
The Lane Center forAcademic Health
SciencesUniversity of Colorado at
Colorado Springs
2011101.00
NO SCALE8 TYP CF SPANDREL AT ROOF NO SCALE4EXTERIOR WALL AT EASTCURTAINWALL - 2