Structural Design: Lane Center, Colorado Springs

1 SERVICE BM REACTION (KIPS) BEAM SIZE [XX] c=X" (XXX'-XX") XXk * KEY NOTE BOTTOM FLANGE CONNECTION PER 20 / S-501 MOMENT CONNECTION AXIAL DRAG CONNECTION FORM SAVER DRAWING REVISION NUMBER SYMBOL CURRENT REVISION CLOUD DESCRIPTION SOG FW1 2VLIX.XXA XXX'-XX" CONCRETE SLAB ON GRADE FOUNDATION WALLS T/SLAB AT SLAB-ON-DECK WELDED-WIRE REINFORCEMENT X XX SOGXXA XXX'-XX" SECTION OR DETAIL CUT SLAB TYPE SLAB THICKNESS TYPE T/SLAB DPXXA-XX XX'-X" PD-1 T/DRILLED PIER ELEVATION SHEET NUMBER PIER DOWELS X NEW GRID LINES APPROX ARCH Per At Anchor Bolt American Concrete Institute Additional Architectural Exposed Structural Steel Above Finished Floor Alternate Aluminum American Plywood Association Approximate Architect or Architectural EL ELEV EMBED EN ENGR EOR EQ EQ SP EQUIP ES EW EXP EXP ANCH EXT Elevation Elevator Embedded Edge Nail Engineer Engineer-of-Record Equal Equally Spaced Equipment Each Side Each Way Expansion Expansion Anchor Exterior B/ or BO BAL BD BF BG BL BLDG BLKG BM BN BOS BOT or B BRG BSMT BTWN Bottom of Balance Board Braced Frame Backgouge Brick Ledge Building Blocking Beam Boundary Nail Bottom of Steel Bottom Bearing Basement Between FAB FD FF FIN FLG FLR FND FO FP FRAM FS FT FTG FV Fabricate Footing Dowel Finished Floor Finish(ed) Flange Floor Foundation Face of Full Penetration or Fire Proofing Framing Far Side Foot or Feet Footing Field Verify CC CF CG CIP CJ CJP CL CLG CLR CMU COL CONC CONN CONST CONT CONTR COORD CSJ CTR(D) Center to Center Cold Formed Center of Gravity Cast-In-Place Control Joint Complete Joint Penetration Centerline Ceiling Clear Concrete Masonry Unit Column Concrete Connection Construction Continue or Continuous Contractor Coordinate Construction Joint Center(ed) GA GALV GL GR GR BM Gage or Gauge Galvanized Glu-lam Grade or Grind Grade Beam HAS or HDAS HD HDAR HDG HK HORIZ HT HVAC Headed Anchor Stud MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH DESIGNERS: KH/AM DATE PRINTED: 4/18/2014 9:09:21 AM AFF ALT ALUM APA d DAS DBL DCW DFS DIA or Ø DIAG DIM DL DN DO DP DT DTL(S) DWG(S) DWL(S) (E) or EXIST E-W EA EC EE EF EJ Penny Deformed Anchor Stud Double Demand Critical Weld Deferred Submittal Diameter Diagonal Dimension Dead Load Down Ditto Drilled Pier or Deep Precast Double Tee Detail(s) Drawing(s) Dowels(s) Existing East-West Each Epoxy Coated Each End Each Face Expansion Joint Headed or Holdown Headed Anchor Rod Hot Dipped Galvanized Hook Horizontal Height Heating-Ventilating and A/C I.F. ID IN INT IT Inside Face Inside Diameter Inch Interior Precast Inverted Tee Beam JST JT Joist Joint k L or LG LB LB(S) LCE LCS LDH LL LLH LLV LOC(S) LONG LSL LT LTE LTS LTWT LVL LWC MACH MACH RM MAS MATL MAX MBS MCJ MECH MEP MIN MISC ML MLS mm MNFR MO MTL Machine Machine Room Masonry Material Maximum Metal Building Supplier Masonry Control Joint Mechanical Mech/Elect/Plumb Minimum Miscellaneous Micro-Lam Masonry Lap Splice Millimeter Manufacturer Masonry Opening Metal N N-S NIC NM NO or # NOM NS NTS NWC North North-South Not in Contract Non-Metallic Number Nominal Non-Shrink or Near Side Not To Scale Normal Weight Concrete O.F. OAE OC OD OH OPNG OPP OVS OWS Outside Face Or Approved Equivalent On Center Outside Diameter Opposite Hand Opening Opposite Oversized One-Way Slab PAF PC PCA Power Actuated Fastener Precast Portland Cement Association Pier Dowel Penetration Perpendicular Plate (Steel) Pounds Per Lineal Foot Prefabricated Preliminary Prestressed Pounds Per Square Foot Pounds Per Square Inch Point or Post-Tension or Pretensioned PD PEN PERP PL PLF PREFAB PRELIM PS PSF PSI PT QTY Quantity RAD or R RB RC RE: or REF REINF REQD REQT(S) RET RO ROF Radius Precast Rectangular Beam Reinforced Concrete Refer to (Reference) Reinforce(ing)(d)(ment) Required Requirement(s) Return Rough Opening Random Oriented Fiber 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. 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 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. ABBREVIATIONS / @ AB ACI ADDNL AESS PHASED CONSTRUCTION NOTES 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 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 DRILLED PIER DIAMETER IN INCHES PENETRATION INTO BEDROCK IN FEET TYPE SHEET NUMBER ELEVATION CUT BRACING DECK TYPE ABOVE DECK CONCRETE THICKNESS TYPE DECK SPAN DIRECTION LOAD FOR SPECIALTY DESIGNER X XX CAMBER (INCHES) EL OF T/STEEL CAST-IN-PLACE CONC SUBGRADE X XXk (S) S SC SCHED SECT SIM SLH SLRS SLV SOG SP SP @ SPECS SPRT SS STD STIFF STL STR SW SYM Salvaged South Slip Critical Schedule Section Similar Short Leg Horizontal Seismic Load Resisting System Short Leg Vertical Slab on Grade Space(s) Space at Specifications Support Stainless Steel Standard Stiffener Steel Structural Shearwall Symmetrical Top Top and Bottom Top of Thick or Thickness Total Load Top of Concrete Top of Footing Top of Masonry Topping Top of Steel Top of Wall Transverse Two-Way Slab Typical ULT UNO Ultimate Unless Noted Otherwise NOTES NOTES QUALITY ASSURANCE QUALITY ASSURANCE FIRST LEVEL FLOOR PLAN SECOND LEVEL FLOOR PLAN THIRD LEVEL FLOOR PLAN FOURTH LEVEL FLOOR PLAN PENTHOUSE FLOOR PLAN ROOF PLAN COLUMN SCHEDULE PARTIAL PLANS PARTIAL PLANS CORE WALL ELEVATIONS CORE WALL ELEVATIONS CORE WALL ELEVATIONS STAIR PLANS AND SECTIONS BUILDING ELEVATIONS BUILDING ELEVATIONS TYP CONCRETE DETAILS TYP DRILLED PIER DETAILS TYP FOUNDATION WALL DETAILS FOUNDATION WALL DETAILS TYP GRADE BEAM DETAILS TYP SOG DETAILS TYP STEEL TO CONCRETE CONNECTIONS STEEL TO CONCRETE CONNECTIONS TYP CONCRETE SHEAR WALL DETAILS TYP STL BM CONNS TYP STL BM CONNS TYP STEEL DETAILS STEEL DETAILS STEEL DETAILS TYP METAL DECK DETAILS TYP METAL DECK DETAILS TYP EXT WALL TYP EXT WALL DD ● ● BP#1 ● ● ● ● ● ● ● ● BP#2 ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● The Lane Center for Academic Health Sciences University of Colorado at Colorado Springs 2011101.00 Owner Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 Architect AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 Clinical Planning James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 Civil TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 DD: DRAWINGS ARE RELEASED FOR DESIGN DEVELOPMENT AND GMP PRICING BP#1: DRAWINGS ARE RELEASED FOR EXTENTS OF OVEREXCAVATION BELOW SLABS ON GRADE ONLY 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 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. 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. Landscape Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 Structural Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 Mechanical/Plumbing Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 WALL CORNER AND SPECIAL ROOF ZONES DIAGRAM Electrical INDICATES DIMENSIONS OF WALL CORNER ZONES, TYP INDICATES CORNER ZONES AT ROOF STEPS 10'-0" 10'-0" T T&B T/ or T.O. THK TL TOC TOF TOM TOP TOS TOW TRANS TWS TYP SHEET TITLE ADD BP#3 005 ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● RELEASE NOTES: 6. GRAVITY LOADS 6A. SEE GRAVITY LOADS TABLE FOR SUPERIMPOSED DEAD LOAD AND LIVE LOADS USED IN DESIGN 10'-0" Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 Technology Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 Building Performance Engineer Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 10'-0" 10'-0" 20'-0" 10'-0" Cost Estimating Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 INDICATES DIMENSIONS OF SPECIAL ROOF ZONES (EDGES), TYP ZONES AT ROOF ZONES AT PH STEPPED ROOF VERT VIF Vertical Verify in Field W/ W/O WD WF WP With Without Width or Wood Wide Flange Working Point or Waterproofing Weight Welded Wire Reinforcement Width x Height WT WWR WxH INDICATES DIMENSIONS OF SPECIAL ROOF ZONES (CORNERS), TYP LOCATION STAIRS AND EXITS TYPICAL FLOOR GRAVITY LOADS TABLE SUPERIMPOSED LIVE LOAD DEAD LOAD (PSF) LIVE LOAD (PSF) REDUCTION 10 100 No PARTITION LOAD (PSF) -- POINT LOAD (LB) 300 INCLUDED IN LL INCLUDED IN LL 2000 10 100 Yes TYPICAL FLOOR OVER MECHANICAL MECHANICAL 25 100 Yes 10 No -- -- TERRACE 45 75 + EQUIP BUT NOT LESS THAN 150 100 (INCLUDES PLANTER LOAD) 30 MIN UNIFORM LOAD, SEE NOTE 6B FOR SNOW LOADS 30 MIN UNIFORM LOAD, SEE NOTE 6B FOR SNOW LOADS 30 MIN UNIFORM LOAD, SEE NOTE 6B FOR SNOW LOADS 30 MIN UNIFORM LOAD, SEE NOTE 6B FOR SNOW LOADS No -- 2000 No -- -- No -- -- Kip Length Precast L-Shaped Beam Pound(s) Compression Embedment Compression Lap Splice Hook Development Length Live Load Long Leg Horizontal Long Leg Vertical Location(s) or Locate Longitudinal Laminated Strand Lumber Light Tension Embedment Tension Lap Splice Length Lightweight Level or Laminated Veneer Lumber Light Weight Concrete SHEET NUMBER S-001 S-002 S-003 S-004 S-101 S-102 S-103 S-104 S-105 S-106 S-200 S-201 S-202 S-210 S-211 S-212 S-213 S-220 S-221 S-300 S-310 S-311 S-312 S-313 S-314 S-315 S-316 S-320 S-500A S-500B S-501 S-502 S-503 S-530 S-531 S-540 S-541 10'-0" SLOPE EXTENT OF CONCRETE PAD SHEAR STUD QUANTITY 1. CODES AND STANDARDS: 1A. GENERAL DESIGN - INTERNATIONAL BUILDING CODE 2009 10'-0" STEP STEEL BEAM 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 10'-0" XX.Xk MECH UNIT (XX.Xk = MECH UNIT OPERATING WEIGHT IN KIPS INCLUDING INERTIA BASE) DESCRIPTION 10'-0" ELEVATION CALLOUT SYMBOL 10'-0" XXX'-XX" DESCRIPTION 10'-0" SYMBOL DESCRIPTION STRUCTURAL DRAWING LIST 10'-0" C:\Proj\2011101_structural_kevinh.rvt SYMBOL DESIGN CRITERIA DEFERRED SUBMITTALS SYMBOLS LEGEND ROOF AT FOURTH LEVEL 15 (INCLUDES 5 ROOFING LOAD) ROOF AT PENTHOUSE LEVEL 15 (INCLUDES 5 ROOFING LOAD) PENTHOUSE ROOF 40 (INCLUDES 5 ROOFING LOAD AND 10 FUTURE PHOTOVOLTAIC) 10 PERGOLA (LEVEL 2 AND LEVEL 4) 2000 Issue DESIGN DEVELOPMENT BP#2 BP#3 RECORD DRAWINGS Project Number: Drawn By: No No -- -- -- Date SEPTEMBER 12, 2012 NOVEMBER 16, 2012 DECEMBER 21, 2012 APRIL 18, 2014 2011101.00 KH/AM Reviewed By: KH Approved By: PD -- NOTES S-001 1. GENERAL: 1A. ENGINEER: REFERENCES ON THE STRUCTURAL DRAWINGS TO ‘ENGINEER’ MEAN THE STRUCTURAL ENGINEER OF RECORD. OTHER ENTITIES ARE SPECIFICALLY NOTED AS “CONTRACTOR’S ENGINEER”, “MECHANICAL ENGINEER”, ETC. 1. DESIGN CRITERIA: 1A. THE GEOTECHNICAL REPORT PREPARED BY CTL THOMPSON, NUMBER CS178777-125, DATED DECEMBER 28, 2011, THE FINAL NOTICE LETTER, DATED SEPTEMBER 19, 2012, AND THE LETTER ADDRESSING WALL BACKFILL DATED OCTOBER 30, 2012 PROVIDED CRITERIA FOR THE FOUNDATION DESIGN FOR THE PROJECT. 1B. THESE NOTES SUPPLEMENT THE SPECIFICATIONS, WHICH SHALL BE REFERENCED FOR ADDITIONAL REQUIREMENTS. 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 PENETRATION USING SIDE SHEAR TO COMPENSATE FOR THE DEAD LOAD DEFICIT. 4B. SUBSTITUTIONS: ARCHITECTS APPROVAL SHALL BE SECURED FOR ALL SUBSTITUTIONS 4C. NONCONFORMANCE: NOTIFY ARCHITECT OF CONDITIONS NOT CONSTRUCTED PER THE CONTRACT DOCUMENTS PRIOR TO PROCEEDING WITH CORRECTIVE WORK. SUBMIT PROPOSED REPAIR TO THE ARCHITECT FOR ACCEPTANCE. CONTRACTOR SHALL COMPENSATE MARTIN/MARTIN, INC. FOR DESIGNING THE REPAIR. 5. OSHA STANDARDS: 5A. THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. NOTHING SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE CONSTRUED AS ELIMINATING THE NEED FOR THE CONTRACTOR TO COMPLY WITH ALL OSHA REQUIREMENTS. 5B. THE CONTRACTOR SHALL ADD ALL NECESSARY BOLTS, ANCHOR BOLTS, PLATES, STIFFENER PLATES, STABILIZER PLATES, BRIDGING, BRACING, BEARING SEATS, COLUMN SPLICES, ETC., AS WELL AS CLOSURES FOR OPENINGS. IN ADDITION, FIELD WELD ANYTHING THAT MAY BE CONSIDERED A TRIP HAZARD, SUCH AS SHEAR STUDS, AFTER PROTECTIVE DECKING IS INSTALLED. 5C. WASHERS OR RINGS MAY BE WELDED TO NON-AESS COLUMNS TO PROVIDE FOR SAFETY CABLES. DO NOT PLACE HOLES IN COLUMNS WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER. ADJUST LOCATIONS OR ADD COLUMN SPLICES AS NECESSARY TO COMPLY WITH OSHA REQUIREMENTS. SUBMIT PROPOSED LOCATIONS. 5D. WHERE THE STRUCTURAL DRAWINGS APPEAR TO CONFLICT WITH OSHA REQUIREMENTS, THE STRUCTURAL DRAWINGS REPRESENT FINAL CONDITIONS ONLY. THE CONTRACTOR SHALL ADD ALL ERECTION FRAMING NECESSARY TO COMPLY WITH OSHA. 6. CONSTRUCTION ENGINEERING: 6A. THE STRUCTURE DEFINED ON THE CONTRACT DOCUMENTS HAS BEEN DESIGNED ONLY FOR LOADS ANTICIPATED ON THE STRUCTURE DURING ITS SERVICE LIFE. PROVIDE ALL REQUIRED ENGINEERING AND OTHER MEASURES TO ACHIEVE THE MEANS, METHODS, AND SEQUENCES OF WORK. 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 EQUIPMENT AND MATERIALS - STRUCTURAL ENGINEERING TO RESIST ANY OTHER LOADS NOT IDENTIFIED ON DESIGN DRAWINGS 7. COORDINATION: 7A. STRUCTURAL DRAWINGS ARE NOT STAND-ALONE DOCUMENTS AND ARE INTENDED TO BE USED IN CONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND DRAWINGS FROM OTHER DISCIPLINES. THE CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS OF THE CONTRACT DOCUMENTS INTO SHOP DRAWINGS AND WORK. 7B. COORDINATE DIMENSIONS OF ALL OPENINGS, BLOCKOUTS, DEPRESSIONS, ETC., WITH ARCHITECTURAL DRAWINGS, DRAWINGS FROM OTHER DISCIPLINES, AND FIELD CONDITIONS PRIOR TO SHOP DRAWING SUBMITTAL. DESIGNERS: KH/AM DATE PRINTED: 4/18/2014 9:09:24 AM 7C. SEE ARCHITECTURAL PLANS FOR INTERIOR PARTITIONS. PARTITION FRAMING SHALL BE CONNECTED TO THE PRIMARY STRUCTURE IN SUCH A WAY SO AS TO ALLOW FOR VERTICAL LIVE LOAD DEFLECTIONS OF SPAN/360 OF THE FLOOR FRAMING. DO NOT MAKE RIGID VERTICAL AND HORIZONTAL CONNECTIONS TO THE PRIMARY STRUCTURE IN THE PLANE OF THE PARTITION. 2D. WELD SIZES SHALL BE AS SHOWN UNLESS A GREATER SIZE IS REQUIRED BY ANSI/AISC 360-05 TABLES J2.3 AND J2.4. 3. FOUNDATION WALLS: 3A. EQUIVALENT FLUID PRESSURES USED FOR WALL DESIGN: - “AT REST” CONDITION = 60 PCF - LATERAL PRESSURE DUE TO SURCHARGE = 100 PSF 2E. ALL GROOVE WELDS SHALL BE COMPLETE PENETRATION UNLESS NOTED. 2F. FIELD WELDING SYMBOLS INDICATE SUGGESTED CONSTRUCTION PROCEDURES. 3B. WALL DESIGN BASED ON ON-SITE OR IMPORTED SILTY TO CLAYEY SAND BACKFILL ADJACENT TO FOUNDATION WALLS. SEE GEOTECHNICAL REPORT FOR REQUIREMENTS. 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. 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 3B. COMPOSITE GIRDERS ARE DESIGNED ASSUMING STUDS ARE WELDED THROUGH THE METAL DECK 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 AFTER ERECTION. 4B. WALL DESIGN BASED ON ON-SITE SILTY TO CLAYEY SAND BACKFILL ADJACENT TO SITE RETAINING WALLS. SEE GEOTECHNICAL REPORT FORE REQUIREMENTS. STEEL ELEMENT ANCHOR RODS BOLTS COLD-FORMED STUDS/PLATE, 33 AND 43 MIL COLD-FORMED STUDS/PLATE, 54 MIL AND HEAVIER COLD-FORMED TRACK, ALL THICKNESSES DAS HAS OTHER SHAPES PIPE PLATES RECT HSS ROUND HSS WELDING ELECTRODES, THICKNESS OF THINNER PART > 0.1 INCHES (12 GA) WELDING ELECTRODES, THICKNESS OF THINNER PART ≤ 0.1 INCHES (12 GA) WF, WT STEEL MATERIAL TABLE ASTM/TYPE Fy (KSI) Fu (KSI) COMMENTS F1554 GR 55 55 75 WELDABLE, HEAVY HEX HEADED A325 OR F1852 -120 BOLTS ARE 3/4"Ø UNO, USE TENSION-CONTROLLED WHERE POSSIBLE A1003 33 --- A1003 50 -- -- A1003 33 -- -- A496 A108 A36 A53 GR B A36 A500 GR B A500 GR B E70 60 51 36 35 36 46 42 80 65 58 60 58 58 58 -STUDS ARE 3/4"Ø UNO -----PER AWS E60 OR E70 -- -- PER AWS A992 50 65 -- 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 CONCRETE NOTES 1. GENERAL: 1A. ALL WORK SHALL CONFORM WITH ACI 301, LATEST EDITION, UNLESS NOTED OTHERWISE IN DRAWINGS OR PROJECT SPECIFICATIONS. CONCRETE MIX TABLE 1B. DETAIL BARS IN ACCORDANCE WITH THE LATEST EDITIONS OF PUBLICATION SP-66: “ACI DETAILING 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 BARS CONTINUOUS AROUND CORNERS. WHERE PERMITTED, SPLICES MAY BE MADE BY CONTACT LAPS OR MECHANICAL CONNECTORS. - SEE ‘LAP SPLICE SCHEDULE’ FOR LAP LENGTHS. 1 2 3B. MISCELLANEOUS REINFORCING REQUIREMENTS: - PROVIDE ADDITIONAL BARS OR STIRRUPS REQUIRED TO SECURE REINFORCING IN PLACE DURING CONCRETE PLACEMENT. - MAKE ALL REINFORCING BAR BENDS IN THE FABRICATOR’S SHOP UNLESS NOTED. - NO WELDING OF REINFORCING PERMITTED UNLESS NOTED ON DRAWINGS. WHERE PERMITTED, PERFORM WELDING IN ACCORDANCE WITH AWS D1.4, LATEST EDITION. - PROVIDE ADDED REINFORCING TO TRIM ALL OPENINGS, NOTCHES, AND REENTRANT CORNERS AS NOTED IN TYPICAL DETAILS. 3C. INCLUDE IN THE BID THE COST FOR THE MATERIAL, FABRICATION AND PLACING OF 1000 LINEAR FEET OF #5 REINFORCING BARS AND 500 LINEAR FEET OF #8 REINFORCING BARS. THE REINFORCING WILL BE ADDED TO THE SHOP DRAWINGS AND IN FIELD OBSERVATION REPORTS BY THE ENGINEER AS “ADDED PER GENERAL NOTES.” AN UP-TO-DATE TOTAL OF LINEAR FEET ADDED WILL BE MAINTAINED AND SUBSTANTIATED BY SHOP DRAWINGS AND FIELD OBSERVATION REPORTS. 3 4 5 BP 003 4 4 NWC NWC 0.50 0.50 1 3/4 --- DP -- 3.5 3.5 5 NWC NWC NWC -0.50 0.40 1 3/4 3/4 NP NP 6 SVT, MSS SVT MSS, MCI CONCRETE MIX TABLE NOTES: 5. SLABS: 5A. VERIFY ALKALINITY OF CONCRETE SURFACE, SLAB VAPOR TRANSMISSION, AND SLAB FLATNESS/LEVELNESS ARE COMPATIBLE WITH FLOORING SYSTEM AND ADHESIVES PRIOR TO INSTALLING FLOORING. PROPORTIONS OF MATERIALS IN CONCRETE MIX SHALL BE ESTABLISHED BY CONTRACTOR TO: - PROVIDE THE MINIMUM COMPRESSIVE STRENGTH AS INDICATED IN THE MIX TABLE. DO NOT EXCEED THE MAXIMUM WATER-CEMENT RATIO NOTED. - PROVIDE WORKABILITY AND CONSISTENCY TO PERMIT CONCRETE TO BE WORKED READILY INTO FORMS AND AROUND REINFORCEMENT UNDER CONDITIONS OF PLACEMENT TO BE EMPLOYED, WITHOUT SEGREGATION OR EXCESSIVE BLEEDING. CONTRACTOR SHALL SELECT APPROPRIATE SLUMP. USE ADMIXTURES AS REQUIRED TO OBTAIN DESIRED RESULTS. 5B. TAKE PRECAUTIONS TO MINIMIZE SLAB CURLING. GRIND SLAB OR USE LEVELING COMPOUND IF FLOOR FLATNESS AND LEVELNESS VALUES ARE NOT ACCEPTABLE TO THE ARCHITECT. 6. NON-SHRINK GROUT: 6A. CONFORM TO ASTM C1107, GRADES B, OR C. USE TYPE I / II PORTLAND CEMENT UNLESS NOTED OTHERWISE. FOR CONCRETE MIXES USED ON FLOORS MINIMUM CEMENTITIOUS CONTENT SHALL BE 540 POUNDS PER CUBIC YARD 6B. ACHIEVE 8000 PSI COMPRESSIVE STRENGTH AT 28 DAYS. AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 b. WHERE AIR CONTENT IS INDICATED IN THE MIX TABLE, PROVIDE AIR ENTRAINING ADMIXTURE. TOTAL AIR CONTENT LIMITS INCLUDE BOTH ENTRAINED AND ENTRAPPED AIR +/1 1/2%. ‘NP’ IN COLUMN INDICATES ADDITION OF ENTRAINED AIR IS NOT PERMITTED EXCEPT WHERE CONTRACTOR CAN DEMONSTRATE THAT SLABS WITH ENTRAINED AIR WILL HAVE A FINISH ACCEPTABLE TO THE ARCHITECT WITHOUT BLISTERS. AIR CONTENT NOTED IS BASED ON 3/4" AGGREGATE. IF 3/8” AGGREGATE IS USED, INCREASE AIR CONTENT BY 1 1/2%. 8. CONSTRUCTION/CONTROL JOINTS: 8A. SUBMIT DRAWINGS SHOWING CONSTRUCTION AND CONTROL JOINT LOCATIONS ALONG WITH THE SEQUENCE OF POURS. CONSTRUCTION JOINT LOCATIONS AND CASTING SEQUENCE SHALL BE ARRANGED TO MINIMIZE THE EFFECTS OF ELASTIC AND LONG-TERM SHORTENING/SHRINKAGE. 9B. REFER TO TYPICAL DETAILS FOR SPACING LIMITS ON SLEEVES AND FOR REQUIREMENTS FOR EMBEDDED CONDUIT AND PIPE. EMBEDDED CONDUIT IS NOT PERMITTED IN SLABS ON METAL DECK. Fu (KSI) 90 80 75 COMMENTS Clinical Planning James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 POST-INSTALLED ANCHOR TABLE ANCHOR TYPE PRODUCT ADHESIVE (IN CONCRETE) HILTI HY 150 MAX SD (*) SCREW ANCHORS -- -58 MIN THREADED ROD, UNGREASED HILTI KWIK BOLT TZ -- -- SUBMIT CALCULATIONS FOR SUBSTITUTIONS HILTI HUS-EZ -- -- * USE HILTI HIT RE 500 SD FOR EMBEDMENT GREATER THAN 12" SUBMIT CALCULATIONS FOR SUBSTITUTIONS Civil TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 Landscape Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 Structural Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 6E. INSTALL DECK OVER 4 SUPPORTS (3 SPAN CONTINUOUS) UNLESS NOTED OTHERWISE. DO NOT INSTALL DECK AS SINGLE SPAN UNLESS SPECIFICALLY SHOWN ON DRAWINGS. 6F. PROVIDE DECK ATTACHMENTS AS NOTED ON DRAWINGS. 7. STRUCTURAL COLD FORMED METAL FRAMING: 7A. COLD FORMED METAL FRAMING IS A PERFORMANCE SPECIFIED ITEM DESIGNED BY THE CONTRACTOR. PROVIDE STUD DEPTH INDICATED ON THE DRAWINGS. DO NOT EXCEED MAXIMUM SPACING INDICATED. VARY FLANGE WIDTH, GAGE, YIELD STRENGTH, BRACING, STUD SPACING, ETC. AS REQUIRED TO SATISFY PERFORMANCE CRITERIA IN THE CONTRACT DOCUMENTS. MINIMUM STUD GAGE SPECIFIED IS REQUIRED FOR ATTACHMENT OF OTHER MATERIALS TO STUDS. DO NOT BASE BIDS ON MINIMUM GAGE OR MAXIMUM SPACING SPECIFIED. SUBMIT CALCULATIONS FOR SUBSTITUTIONS 36 MIN 6D. REINFORCE OPENINGS IN METAL ROOF DECK AND FLOOR DECK SUPPORTING CONCRETE FILL IN ACCORDANCE WITH TYPICAL DECK OPENING DETAILS. 6G. HANGERS: SEE TYPICAL METAL DECK DETAILS FOR ALLOWABLE HANGER LOADS AND SPACING. COMMENTS -- ADHESIVE ANCHOR RODS EXPANSION ANCHORS (IN CONCRETE) Fy (KSI) Fu (KSI) Mechanical/Plumbing METAL GAUGE CONVERSION GAUGE MINIMUM THICKNESS (MILS*) 22 20 18 16 14 12 27 33 43 54 68 97 NOTES: * 1 MIL = 1/1000" Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 Electrical Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 Technology Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 Building Performance Engineer Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 Cost Estimating Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 a. FOR THE MAXIMUM COARSE AGGREGATE SIZE INDICATED, USE THE FOLLOWING AGGREGATE SIZE NUMBERS PER ASTM C33: 3/4”: #67 AGGREGATE 1”: #57 AGGREGATE 7B. PROVIDE ACCESSORIES NECESSARY TO PROPERLY SUPPORT REINFORCING AND WELDED WIRE REINFORCING AT POSITIONS SHOWN ON PLANS. ALL REINFORCING, DOWELS, BOLTS, AND EMBEDDED PLATES SHALL BE SET AND TIED IN PLACE BEFORE THE CONCRETE IS POURED. “STABBING” INTO PREVIOUSLY PLACED CONCRETE IS NOT PERMITTED. 9. MEP AND OTHER OPENINGS AND EMBEDMENTS: 9A. PROVIDE SLEEVES AT OPENINGS (SUCH AS THOSE REQUIRED FOR PLUMBING AND ELECTRICAL PENETRATIONS) BEFORE PLACING CONCRETE. REMOVE METAL DECK AT SLEEVES AFTER CONCRETE HAS CURED. DO NOT CUT REINFORCING WHICH MAY CONFLICT. CORING OF CONCRETE IS NOT PERMITTED. 6C. PLACE CONCRETE ON METAL DECK IN ACCORDANCE WITH SDI PUBLICATION NO. 31 TO LIMIT CONSTRUCTION LOADS TO ALLOWABLE MAGNITUDES. Owner FOR CONCRETE PLACED BY PUMPING PROVIDE CONCRETE MIX FLOWABILITY TO FACILITATE PUMPING. ENTRAINED AIR MAY BE USED TO FACILITATE PUMPING SUBJECT TO THE PROVISIONS OF NOTE b BELOW. 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 FOR ADDITIONAL REQUIREMENTS 8B. CONSTRUCTION JOINTS IN SLABS-ON-GRADE AND SLABS ON DECK SHALL BE LOCATED TO ACCOMMODATE 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 AREA OF 15,000 SQUARE FEET UNLESS APPROVED BY THE ENGINEER. DO NOT PLACE CONTROL JOINTS IN SLABS ON METAL DECK. 6B. DECK DESIGN IS IN ACCORDANCE WITH STEEL DECK INSTITUTE (SDI) PUBLICATION NO. 31 AND DIAPHRAGM DESIGN MANUAL, LATEST EDITIONS. 7B. REFER TO DETAILS FOR MINIMUM CONNECTIONS AND OTHER REQUIREMENTS. DEVELOP FORCES NOTED. DO NOT IMPOSE FORCES ON THE BUILDING STRUCTURE IN DIRECTIONS OR AT LOCATIONS OTHER THAN THAT SHOWN ON THE STRUCTURAL DRAWINGS. DO NOT IMPOSE FORCES LARGER THAN SPECIFIED. CONNECTIONS TO CONCRETE SHALL NOT USE PAFs TO RESIST TENSION LOADS. 4. STRUCTURAL CONCRETE MIX REQUIREMENTS: 4A. SEE ‘CONCRETE MIX TABLE’ REINFORCING MATERIAL TABLE REINF ELEMENT ASTM Fy (KSI) TYP REINFORCING A615 60 WELDED & FIELD BENT REINF A706 60 WELDED WIRE REINFORCING, SMOOTH A185 65 INTENDED USE DRILLED PIERS GRADE BMS, TIE BMS, MAT SLABS, FND WALLS, WALLS SLAB ON GRADE SLABS ON METAL DECK ALL CONC EXPOSED TO WEATHER OR DEICERS: SLABS ON GRADE, SITE WALLS, MECHANICAL YARD 6. METAL DECK: 6A. SEE ‘METAL DECK SCHEDULE’ FOR MATERIALS, PROFILE, AND CONNECTIONS TO STRUCTURE. University of Colorado at Colorado Springs 2011101.00 Architect 4C. VALUE NOTED ON PLAN IS IN-PLACE CAMBER, AFTER ERECTION, PRIOR TO PLACING CONCRETE. ADJUST FABRICATION AS REQUIRED TO ACHIEVE CAMBER SPECIFIED WITHIN TOLERANCES. 5. STRUCTURAL STEEL INSTALLATION: 5A. ALL HIGH STRENGTH BOLTS USED IN COLUMN SPLICES, CONNECTIONS OF BEAMS AND GIRDERS TO COLUMNS, AND WHERE NOTED ON THE DRAWINGS AS TYPE “SC” OR OTHER TYPE FOLLOWED BY “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. The Lane Center for Academic Health Sciences Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 4B. CAMBER SHOWN IS BASED ON THE COMPUTED DEFLECTION OF THE BEAM DUE TO SELFWEIGHT OF CONCRETE PLACED. DESIGN IS BASED ON THE THEORETICAL CONCRETE THICKNESS 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. OTHER REQUIREMENTS, NOTE c 4. SUBMITTALS AND SUBSTITUTIONS: 4A. SUBMITTALS: REFER TO SPECIFICATIONS FOR DETAILED REQUIREMENTS. - IF THE CONTRACTOR REQUESTS A CHANGE FROM THE STRUCTURAL DRAWINGS, IT SHALL BE APPROVED BY THE ARCHITECT AND DESIGNED BY MARTIN/MARTIN, INC. PRIOR TO SUBMITTING SHOP DRAWINGS. VARIATION SHALL BE INDICATED ON THE SHOP DRAWINGS. CONTRACTOR SHALL 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 DETAIL USED TO PREPARE THE SUBMITTAL - SUBMIT A STATEMENT OF RESPONSIBILITY FOR CONSTRUCTION OF THE LATERAL LOAD RESISTING SYSTEM IDENTIFIED IN THE DESIGN CRITERIA IN ACCORDANCE WITH IBC SECTION 1709 BP 003 TOTAL AIR CONTENT (%), NOTE b 3B. FOUNDATION WALLS MAY BE BACKFILLED PRIOR TO THE SLAB-ON-GRADE AND UPPER SLAB CONSTRUCTION. BACKFILL SHALL BE PLACED EVENLY ALONG LENGTH OF BUILDING UP TO THE SPECIFIED GRADE. USE ONLY HAND OPERATED TOOLS FOR COMPACTION ADJACENT TO FOUNDATION WALLS AND GRADE BEAMS. GRADE BEAMS SHALL BE BACKFILLED EVENLY ON BOTH SIDES. HEAVY CONSTRUCTION EQUIPMENT SHALL NOT BE OPERATED WITHIN 10'-0" OF FOUNDATION WALL UNTIL SOG AND SECOND LEVEL SLAB IS IN PLACE AND HAS REACHED THE SPECIFIED 28-DAY COMPRESSIVE STRENGTH. 2C. WELD SIZES AND LENGTHS CALLED FOR ON THE DRAWINGS ARE THE NET EFFECTIVE REQUIRED. INCREASE WELD SIZE IF GAPS EXIST AT THE FAYING SURFACE. MAX AGGREGATE SIZE (IN), NOTE a 3. TEMPORARY CONDITIONS: 3A. THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. THE CONTRACTOR IS RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING AND/OR SUPPORT THAT MAY BE REQUIRED AS THE RESULT OF THE CONTRACTOR’S CONSTRUCTION METHODS AND/OR SEQUENCES. REFER TO “LATERAL LOAD RESISTING SYSTEM DESCRIPTION” IN DESIGN CRITERIA FOR ADDITIONAL INFORMATION. 2B. MINIMUM WELDS: AISC SPECIFICATION, NOT LESS THAN 3/16” FILLET, CONTINUOUS UNLESS OTHERWISE NOTED. MAX W/C RATIO, INCLUDING FLY ASH 2B. WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL NOTES AND SPECIFICATIONS, THE MORE STRINGENT REQUIREMENTS SHALL GOVERN. DETAILS ON DRAWINGS TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. DETAILS NOTED TYPICAL APPLY TO ALL SIMILAR CONDITIONS. WHERE NO SPECIFIC DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ELSEWHERE ON THE PROJECT. 2. WELDING REQUIREMENTS: 2A. WELDERS: HAVE IN POSSESSION CURRENT EVIDENCE OF PASSING THE APPROPRIATE A.W.S. QUALIFICATION TESTS. CONCRETE WEIGHT 1D. STRUCTURAL ELEMENTS ARE CENTERED ON GRID LINES AND GRID LINE INTERSECTIONS UNLESS DIMENSIONED OTHERWISE. 1. CONNECTIONS: 1A. PROVIDE CONNECTIONS AS SHOWN IN THE ‘STEEL BEAM CONNECTION SCHEDULES’ AND DETAILS HEREIN. REFER TO SPECIFICATION FOR ALTERNATIVES AND CONNECTIONS NOT SHOWN. 28 DAY STRENGTH, f'c (KSI) 1C. UNDERGROUND UTILITIES: LOCATE EXISTING UTILITIES AND NOTIFY ARCHITECT OF EXISTING UTILITIES OR SUBGRADE CONDITIONS WHICH INTERFERE WITH WORK. 2. USE OF DRAWINGS: 2A. DO NOT SCALE DRAWINGS. MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH STEEL NOTES FOUNDATION NOTES CONC MIX TYPE C:\Proj\2011101_structural_kevinh.rvt GENERAL NOTES BP 003 c. ABBREVIATIONS FOR OTHER REQUIREMENTS AS FOLLOWS: Issue DESIGN DEVELOPMENT BP#2 BP#3 RECORD DRAWINGS Date SEPTEMBER 12, 2012 NOVEMBER 16, 2012 DECEMBER 21, 2012 APRIL 18, 2014 MSS = MAXIMUM SHRINKAGE STRAIN LIMITED, RE: SPECS. SVT = CONTRACTOR SHALL PROVIDE CONCRETE WITH REDUCED WATER OR WITH SPECIAL ADMIXTURES AS REQUIRED IN ORDER TO ACHIEVE THE SLAB VAPOR TRANSMISSION REQUIRED FOR THE SPECIFIED FLOORING MATERIALS MCI = 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 CONSTRUCTION PROVIDE CONCRETE MIX WITH FLOWABILITY TO PREVENT ARCHING WHEN CASING IS PULLED. ENTRAINED AIR MAY BE USED TO FACILITATE CASING REMOVAL. Project Number: Drawn By: 2011101.00 KH/AM Reviewed By: KH Approved By: PD ---NOTES S-002 C:\Proj\2011101_structural_kevinh.rvt POST-INSTALLED ANCHORS/REINFORCING STEEL SPECIAL INSPECTIONS ITEM EXPANSION ANCHORS, SLEEVE ANCHORS, SCREW ANCHORS - PRIOR TO START OF WORK - PRIOR TO INSTALLATION OF ANCHOR - DURING INSTALLATION OF ANCHOR - AFTER INSTALLATION OF ATTACHED ASSEMBLY FREQUENCY STANDARD CRITERIA - PRIOR TO INSTALLATION OF ANCHOR - DURING INSTALLATION OF ANCHOR ITEM REINFORCING STEEL - DURING PLACEMENT -EACH ANCHOR C 100% VISUAL ICC-ES REPORT ICC-ES REPORT ICC-ES REPORT -- REVIEW CONTRACTOR'S INSTALLATION PROCEDURE. VERIFY TYPE, DIAMETER, LENGTH, FINISH, AND BASE MATERIAL. VERIFY MAXIMUM IMPACT WRENCH TORQUE RATING FOR SCREW ANCHORS. CONTINUOUS INSPECTION REQUIRED REGARDLESS IF PERIODIC INSPECTION IS PERMITTED BY ICC-ES REPORT. VERIFY HOLE DIMENSIONS, HOLE CLEANING, ANCHOR EMBEDMENT, EDGE DISTANCES AND SPACING. VERIFY NUMBER, EDGE DISTANCES, AND ANCHOR FLUSH WITH AND PERPENDICULAR TO THE RECEIVING SURFACE. ADHESIVE ANCHORS, REINFORCING STEEL ANCHORED INTO HARDENED CONCRETE - PRIOR TO START OF WORK STRUCTURAL CONCRETE SPECIAL INSPECTIONS -- ICC-ES REPORT REVIEW CONTRACTOR'S INSTALLATION PROCEDURE. EACH ANCHOR ICC-ES REPORT VERIFY TYPE, DIAMETER, LENGTH, FINISH, AND BASE MATERIAL. C ICC-ES REPORT CONTINUOUS INSPECTION REQUIRED REGARDLESS IF PERIODIC INSPECTION IS PERMITTED BY ICC-ES REPORT. VERIFY HOLE DIMENSIONS, HOLE CLEANING, ANCHOR EMBEDMENT, EDGE DISTANCES AND SPACING. - AFTER INSTALLATION OF ATTACHED ASSEMBLY 100% VISUAL - CURE TIME 100% VISUAL -- -- - PRIOR TO PLACEMENT OF CONCRETE - WELDING FIELD BENDING COATED REINFORCING MECHANICAL CONNECTORS BOLTS AND EMBEDMENTS - PRIOR TO PLACEMENT OF CONCRETE STANDARD 100% -- FIRST 3 AND 1% OF REMAINING ASTM E488 STATIC TENSION TEST THE INSTALLATION OF THE FIRST 3 OF EACH TYPE, BASE MATERIAL, AND POSITION (DOWN, HORIZONTAL, OVERHEAD). OBSERVE ASTM E488 MINIMUM EDGE DISTANCES FOR DETERMINING TEST LOCATIONS. SUBMIT PROPOSED TEST LOCATIONS AND REQUESTS FOR REQUIRED TENSION TEST LOAD VALUES TO ENGINEER. -- VERIFY ASTM A706 REINFORCING STEEL. ---- VERIFY TYPE, FINISH, DIAMETER, LENGTH, QUANTITY, EMBEDMENT LENGTH, SPACING AND EDGE DISTANCES. VERIFY USE OF PLACING TEMPLATE. - FORMWORK PRIOR TO PLACEMENT OF CONCRETE P ACI 318 6.1.1 - PLACEMENT OF CONCRETE - CURING C P INSPECT FIRST POUR OF EACH TYPE (GRADE BEAM, MAT, WALLS, SLAB, SLAB-ON-DECK, ETC.) ACI 318 5.9-5.10 ACI 318 5.11-5.13 STRUCTURAL CONCRETE TESTING FREQUENCY STANDARD -- -- CRITERIA REINFORCING STEEL, BOLTS AND EMBEDMENTS ASTM C172 100 CY/MIX/DAY EACH SHAFT - SLUMP EACH COMPOSITE SAMPLE - AIR CONTENT WHEN AIR ENTRAINMENT IS SPECIFIED EACH COMPOSITE SAMPLE - TEMPERATURE ADHESIVE ANCHORS, REINFORCING STEEL ANCHORED INTO HARDENED CONCRETE - TENSION TEST 100% AWS D1.4 ACI 301 3.3.2.8 ACI 301 3.2.1.2 ICC-ES REPORT VERIFY USE OF APPROVED DESIGN MIXTURE FOR EACH TRUCK LOAD CRITERIA TEST ANCHOR WITH CALIBRATED TORQUE WRENCH TO 100% OF THE INSTALLATION TORQUE NOTED IN ICC-ES REPORT. ATTAIN SPECIFIED TORQUE WITHIN 1/2 TURN OF THE NUT. C P P C -- EXPANSION ANCHORS, SLEEVE ANCHORS, SCREW ANCHORS - TORQUE TEST 100% VERIFY GRADE, FINISH, SIZE, BAR QUANTITY, LOCATION, SPACING, COVER, HOOK LENGTHS, SPLICE LENGTH, SPLICE LOCATIONS, BEND DIAMETERS, COATING, SURFACE CONDITION, AND SUPPORT. EACH TRUCK 2. DRILLED PIERS FREQUENCY ACI 318 3.5,7.1-7.7 INSPECT PER THE STRUCTURAL STEEL TABLE - WELDING CONCRETE - COMPOSITE SAMPLE 1. f'c < 5000 PSI ITEM P CRITERIA -- ITEM POST-INSTALLED ANCHORS/REINFORCING STEEL TESTING STANDARD -- - WELDING CONCRETE - MIX DESIGN VERIFY NUMBER, EDGE DISTANCES, AND ANCHOR FLUSH WITH AND PERPENDICULAR TO THE RECEIVING SURFACE. VERIFY FULL CURE TIME HAS ELAPSED PRIOR TO APPLICATION OF TORQUE OR LOAD TO ANCHOR. FREQUENCY - COLD WEATHER CURING - COMPRESSIVE STRENGTH MEASURE CONCRETE FLOOR FLATNESS (FF) AND FLOOR LEVELNESS (FL) ASTM C143 ASTM C1064 -- ASTM C1074 -- OBTAIN AT POINT OF PLACEMENT. FOR DRILLED PIERS OBTAIN NEAR BEGINNING OF LOAD PRIOR TO PLACEMENT IN SHAFT. ADJUST FREQUENCY AS REQUIRED TO PROVIDE MINIMUM 5 TOTAL TESTS PER MIX BUT NOT MORE THAN ONE SAMPLE PER TRUCK LOAD. SPECIFIED SLUMP SHALL BE AS SUMBITTED IN THE MIX DESIGN ± 1 1/2". PERFORM ADDITIONAL TESTS WHEN CONCRETE CONSISTENCY APPEARS TO CHANGE. 1. GENERAL: 1A. SCOPE OF WORK - THE OWNER WILL ENGAGE A QUALIFIED INSPECTION AND TESTING AGENCY(S) TO PERFORM SPECIAL INSPECTIONS AND TESTING FOR ALL STRUCTURAL MEMBERS AND ASSEMBLIES AS NOTED HEREIN. - SPECIAL INSPECTIONS ARE IN ADDITION TO INSPECTIONS BY THE AUTHORITY HAVING JURISDICTION REQUIRED BY IBC 2009 SECTION 110. - REFER TO THE SPECIFICATIONS FOR REPORTING AND PROCEDURAL REQUIREMENTS FOR QUALITY ASSURANCE AND QUALITY CONTROL. - REFER TO ARCH/MECH/ELEC/CIVIL SPECIFICATIONS AND DRAWINGS FOR ADDITIONAL SPECIAL INSPECTION AND TESTING THAT MAY BE REQUIRED. - SPECIAL INSPECTIONS AND TESTING ARE APPLICABLE TO ALL REVISIONS AND/OR FUTURE WORK ADDED BY AMENDMENTS TO THESE DOCUMENTS. 1B. DEFINITIONS - SPECIAL INSPECTOR: THE AGENCY ENGAGED BY THE OWNER AND APPROVED BY THE AUTHORITY HAVING JURISDICTION TO ACT AS THE DESIGNATED REPRESENTATIVE TO PERFORM INSPECTIONS. - SPECIAL INSPECTION: INSPECTION PERFORMED BY THE SPECIAL INSPECTOR ACCORDING TO IBC 2009 SECTION 1704 TO ENSURE COMPLIANCE WITH APPROVED CONSTRUCTION DOCUMENTS AND REFERENCED STANDARDS. - (P) PERIODIC INSPECTION: THE PART-TIME OR INTERMITTENT OBSERVATION BY THE SPECIAL INSPECTOR OF WORK BEING PERFORMED. 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. - (C) CONTINUOUS INSPECTION: THE FULL-TIME OBSERVATION BY THE SPECIAL INSPECTOR OF WORK BEING PERFORMED. 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 THE CONTRACT DOCUMENTS AND REFERENCED STANDARDS. - ALL COST OF ADDITIONAL TESTING AND/OR INSPECTIONS FOR CORRECTIVE WORK SHALL BE BORNE BY THE CONTRACTOR. 2. SHOP FABRICATIONS: 2A. GENERAL - PERFORM INSPECTIONS AND TESTING FOR ALL SHOP FABRICATED STRUCTURAL MEMBERS AND ASSEMBLIES AS NOTED HEREIN. SPECIAL INSPECTOR SHALL PERFORM SPECIAL INSPECTIONS AND TESTING UNLESS THE FABRICATOR IS REGISTERED AND APPROVED BY THE AUTHORITY HAVING JURISDICTION TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION OR FABRICATOR HAS A CURRENT ICC-ES EVALUATION REPORT. - SPECIAL INSPECTOR SHALL VERIFY THE FABRICATOR MAINTAINS AND FOLLOWS DETAILED SHOP FABRICATION AND QUALITY CONTROL PROCEDURES, UNLESS FABRICATOR IS REGISTERED AND APPROVED. - AT THE COMPLETION OF FABRICATION, THE APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE 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 OF AWS D1.1 SUBCLAUSE 6.14.6 AND AMERICAN SOCIETY FOR NONDESTRUCTIVE TESTING (ASNT) SNT-TC-1A OR ASNT CP-189. 2B. SHOP FABRICATIONS INCLUDED - SHOP FABRICATED STRUCTURAL STEEL INCLUDING STAIRS AND RAILING ELEMENTS - SHOP FABRICATED COLD FORMED STEEL ELEMENTS ASTM C31 (6x12 SPECIMENS) AND ASTM C39 ASTM E1155 REQUIRED WHEN AIR TEMPERATURE IS 40 °F AND BELOW OR 80°F AND ABOVE. RECORD MAXIMUM AND MINIMUM CONCRETE TEMPERATURE DURING CURING PERIOD, WHEN DAILY AVERAGE AIR TEMPERATURE OF 40 °F OR BELOW IS EXPECTED FOR 3 SUCCESSIVE DAYS DURING CURING PERIOD. TEST ONE CYLINDER SPECIMEN AT 7 DAYS AND TWO CYLINDER SPECIMENS AT 28 DAYS. IF DESIGN STRENGTH IS NOT ACHIEVED AT 28 DAYS, TEST REMAINING CYLINDER AT 56 DAYS. ACCEPTANCE CRITERIA PER ACI 318. PERFORM MEASUREMENTS WITHIN 48 HOURS OF FINISHING OPERATIONS AND PRIOR TO REMOVAL OF SHORES OR FORMS. MEASURE AREAS INDICATED IN THE SPECIFICATIONS. University of Colorado at Colorado Springs 2011101.00 Owner Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 Architect AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 Clinical Planning James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 Civil TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 Landscape SOILS SPECIAL INSPECTIONS ITEM FREQUENCY STANDARD SUBGRADE - EXCAVATION P -- - BEARING MATERIAL P SOILS REPORT CONTROLLED FILL - PRIOR TO PLACEMENT P -- C - PLACEMENT -- CRITERIA VERIFY EXCAVATIONS ARE EXTENDED TO THE PROPER DEPTH AND HAVE REACHED THE PROPER BEARING MATERIAL VERIFY BEARING MATERIAL IS ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY VERIFY SUBGRADE HAS BEEN PROPERLY PREPARED VERIFY USE OF PROPER MATERIALS, DENSITIES, COMPACTION, AND LIFT THICKNESSES 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 FILL AND/OR CONTROLLED LOW-STRENGTH MATERIAL. Structural Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 Mechanical/Plumbing Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 Electrical Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 Technology Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 DRILLED PIER FOUNDATIONS SPECIAL INSPECTIONS ITEM STRUCTURAL CONCRETE TESTING NOTES: 1. NONDESTRUCTIVE TESTING MAY BE PERMITTED BY THE ARCHITECT, BUT WILL NOT BE USED AS SOLE BASIS FOR APPROVAL OR REJECTION OF DEFICIENT CONCRETE. 2. REPORTS OF COMPRESSIVE STRENGTH TESTS SHALL CONTAIN THE FOLLOWING INFORMATION: DATE OF CONCRETE PLACEMENT, LOCATION OF CONCRETE BATCH IN WORK, DESIGN 28-DAY COMPRESSIVE STRENGTH, CONCRETE SUPPLIER AND MIXTURE ID NUMBER, TIME OF BATCH AND PLACEMENT, AMBIENT AIR TEMPERATURE, SITE ADDED WATER AND ADMIXTURES, UNIT WEIGHT, AND AS REQUIRED BY ASTM C39. The Lane Center for Academic Health Sciences Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 ASTM C231 PRESSURE -METHOD EACH COMPOSITE SAMPLE AND 60 MINUTE INTERVALS EACH COMPOSITE SAMPLE PER STRUCTURAL STEEL TESTING QUALITY ASSURANCE GENERAL NOTES STATEMENT OF STRUCTURAL SPECIAL INSPECTIONS AND TESTING FREQUENCY STANDARD CRITERIA DURING DRILLING - DRILLING OPERATIONS C -- PROVIDE REPORT FOR EACH DRILLED PIER. - SHAFT PLACEMENT C -- VERIFY LOCATION, PLUMBNESS, AND DIAMETER. - BEARING MATERIAL C SOILS REPORT - DEPTH OF PENETRATION C -- VERIFY DEPTH OF PENETRATION INTO BEARING MATERIAL AND OVERALL LENGTH. CONCRETE AND REINFORCING STEEL -- -- INSPECT PER THE STRUCTURAL CONCRETE SPECIAL INSPECTIONS AND TESTING TABLES. RECORD CONCRETE VOLUMES. VERIFY BEARING MATERIAL IS ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY. Building Performance Engineer Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 Cost Estimating Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 Issue MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH DESIGNERS: KH/AM DATE PRINTED: 4/18/2014 9:09:25 AM BP#2 BP#3 RECORD DRAWINGS Project Number: Drawn By: Date NOVEMBER 16, 2012 DECEMBER 21, 2012 APRIL 18, 2014 2011101.00 KH/AM Reviewed By: KH Approved By: PD QUALITY ASSURANCE S-003 C:\Proj\2011101_structural_kevinh.rvt STRUCTURAL METAL DECKING SPECIAL INSPECTIONS ITEM FREQUENCY CRITERIA STANDARD ITEM FREQUENCY STANDARD P P P ---- VERIFY TYPE, SIZE, LOCATION, SPACING VERIFY TYPE, LOCATION, AND ATTACHMENT NO CUTS OR NOTCHES THROUGH SECTION FLANGES PERMITTED. CRITERIA METAL DECK - METAL DECK - ATTACHMENT P P --- VERIFY TYPE, GAGE, AND LOCATION VERIFY ATTACHMENT TYPE, SIZE, SPACING, AND EDGE DISTANCES FRAMING - MEMBERS AND CONNECTIONS - BRIDGING AND BLOCKING - FIELD CUTS AND NOTCHES - FIELD CUTS AND NOTCHES P -- VERIFY CUTS OR NOTCHES THROUGH SECTION ARE REPAIRED. - SPLICING P -- NO SPLICING OF STRUCTURAL MEMBERS PERMITTED UNLESS SPECIFIED ON THE CONSTRUCTION DOCUMENTS. - PUNCHOUTS P -- WELDED ATTACHMENTS - PRIOR TO WELDING -- AWS D1.1/D1.3 P 100% VISUAL - DURING WELDING - AFTER WELDING SCREWED ATTACHMENTS - FASTENER VERIFY MATERIALS HAVE BEEN DRAWN TOGETHER AND SCREWS ARE FULLY DRIVEN WITH A MINIMUM PENETRATION OF 3 THREADS THROUGH THE LAST MATERIAL JOINED. -- P WELDED ATTACHMENTS - PRIOR TO WELDING - DURING WELDING - AFTER WELDING - CORROSION RESISTANCE TREATMENT VERIFY TYPE, DIAMETER, LENGTH, SPACING AND EDGE DISTANCES -- P - DAMAGED SCREWS WELDED AREAS ARE TO BE TREATED WITH APPROVED TREATMENT TO MATCH CORROSION RESISTANCE OF EFFECTED AREA -- P - SCREW PENETRATION -VERIFY ALL SPECIFIED WELDS HAVE BEEN MADE. VERIFY SIZE, SPACING AND QUALITY. -- P - CORROSION RESISTANCE TREATMENT VERIFY FILLER MATERIALS, WELDING PROCEDURES, WELDER QUALIFICATIONS, AND MANUFACTURER'S CERTIFICATE OF COMPLIANCE AWS D1.3 AWS D1.3 STRUCTURAL STEEL SPECIAL INSPECTIONS STRUCTURAL COLD FORMED STEEL SPECIAL INSPECTIONS NO POPPED SCREW HEADS OR STRIPPED SCREWS ARE PERMITTED. ALL DAMAGED SCREWS SHALL BE REPLACED. -- P 100% VISUAL P AWS D1.1/D1.3 AWS D1.3 AWS D1.3 -- -- VERIFY FILLER MATERIALS, WELDING PROCEDURES, WELDER QUALIFICATIONS, AND MANUFACTURER'S CERTIFICATE OF COMPLIANCE FRAMING - DURING ERECTION --WELDED AREAS ARE TO BE TREATED WITH APPROVED TREATMENT TO MATCH CORROSION RESISTANCE OF EFFECTED AREA DURING BOLTING - SNUG-TIGHTENED JOINTS - SCREW PENETRATION P -- VERIFY MATERIALS HAVE BEEN DRAWN TOGETHER AND SCREWS ARE FULLY DRIVEN WITH A MINIMUM PENETRATION OF 3 THREADS THROUGH THE LAST MATERIAL JOINED. POWER-ACTUATED FASTENERS - PRIOR TO INSTALLATION - DURING INSTALLATION - AFTER INSTALLATION P ICC-ES REPORT FIRST OF EACH FASTENER TYPE AND BASE MATERIAL ICC-ES REPORT P 100% VISUAL ICC-ES REPORT -- -- - PRIOR TO WELDING VERIFY TYPE, DIAMETER, LENGTH, SPACING AND EDGE DISTANCES - COLD FORMED STEEL ASSEMBLIES -- VERIFY SPACING REQUIREMENTS FROM BEARINGS AND CONNECTIONS AND REINFORCING IS USED WHERE REQUIRED -- -- STANDARD -- P P FREQUENCY - PRIOR TO BOLTING SCREWED ATTACHMENTS - FASTENER - DAMAGED SCREWS ITEM PRIOR TO START OF WORK - PRIOR TO FABRICATION OR ERECTION NO POPPED SCREW HEADS OR STRIPPED SCREWS ARE PERMITTED. ALL DAMAGED SCREWS SHALL BE REPLACED. VERIFY TYPE, NUMBER OF FASTENERS, AND INSTALLATION IN CONFORMANCE WITH ICC-ES REPORT VERIFY TYPE, DIAMETER, LENGTH, FINISH, AND BASE MATERIAL. -VERIFY MATERIALS HAVE BEEN DRAWN TOGETHER AND FASTENER HEAD STAND-OFF IS ACCEPTABLE (FULLY DRIVEN). P CRITERIA VERIFY PLATES AND SHAPES CONFORM TO ASTM STANDARDS SPECIFIED, REVIEW MANUFACTURER'S CERTIFIED MILL TEST REPORTS OR CERTIFICATE OF COMPLIANCE AISC 360 / VERIFY BOLT ASSEMBLY CONFORMS TO ASTM RCSC SPECIFICATION STANDARDS SPECIFIED, REVIEW CERTIFICATE OF COMPLIANCE, OBSERVE PRE-INSTALLATION VERIFICATION TESTING OF PRETENSIONED FASTENER ASSEMBLIES, VERIFY APPROPRIATE FAYING SURFACE CONDITION AWS D1.1 / VERIFY MATERIALS, PROCEDURES, WELDER AISC 360 QUALIFICATIONS, AND REVIEW CERTIFICATES OF COMPLIANCE -- VERIFY INSTALLATION OF BRACING AND STIFFENING, MEMBER LOCATIONS, AND CONNECTIONS. REPORT ANY OBSERVATION OF KINKS, BENDS, OR OTHER DAMAGE. AISC 360 / VERIFY CONNECTED MATERIALS HAVE BEEN RCSC SPECIFICATION DRAWN TOGETHER AND PROPERLY SNUGGED. - PRETENSIONED AND SLIPCRITICAL JOINTS P AISC 360 / VERIFY PROPER USE OF PRETENSION METHOD, RCSC SPECIFICATION VERIFY CONNECTED MATERIALS HAVE BEEN DRAWN TOGETHER AND PROPERLY SNUGGED. - PRETENSIONED AND SLIPCRITICAL JOINTS USING CALIBRATED WRENCH OR TURNOF-NUT METHOD WITHOUT MATCHMARKING C AISC 360 / VERIFY PROPER USE OF PRETENSION METHOD, RCSC SPECIFICATION VERIFY CONNECTED MATERIALS HAVE BEEN DRAWN TOGETHER AND PROPERLY SNUGGED. VERIFY TIGHTNESS OF NUT FOR 10% OF BOLTS (2 MIN) AT EACH JOINT. -- - SINGLE PASS FILLET WELD > 5/16" AND MULTIPASS FILLET WELD C AWS D1.1 -- AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 - PARTIAL PENETRATION GROOVE WELD C AWS D1.1 -- - COMPLETE PENETRATION GROOVE WELD C AWS D1.1 -- - SHEAR CONNECTOR, HEADED ANCHOR STUD (HAS) AND DEFORMED ANCHOR STUD (DAS) P AWS D1.1 VERIFY TYPE, SIZE, SPACING, AND LOCATIONS 100% VISUAL AWS D1.1 -- 100% VISUAL AWS D1.1 ALSO VERIFY TYPE, SIZE, SPACING, AND LOCATIONS Civil TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 Landscape Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 Structural STRUCTURAL STEEL INSPECTION NOTES: 1. IN TENSIONED JOINTS, WHEN SPLINES ARE NOT SHEARED OR INDICATOR WASHERS ARE NOT PROPERLY DEFORMED, THE TESTING AGENCY SHALL DETERMINE THAT PROPER BOLT TENSION HAS BEEN ACHIEVED BY THE APPLICATION OF A PROPERLY CALIBRATED TESTING TORQUE OR THE CONTRACTOR MAY REMOVE AND REPLACE ALL DEFICIENT BOLTS. ALL COST OF ADDITIONAL INSPECTION SHALL BE BORNE BY THE CONTRACTOR. DRIFTED SNOW LOAD DIAGRAM Architect James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 AWS D1.1 - SHEAR CONNECTOR, HEADED ANCHOR STUD (HAS) AND DEFORMED ANCHOR STUD (DAS) Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 Clinical Planning P AFTER WELDING - SINGLE PASS FILLET WELD < 5/16" University of Colorado at Colorado Springs 2011101.00 Owner P DURING WELDING - SINGLE PASS FILLET WELD < 5/16" The Lane Center for Academic Health Sciences Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 Mechanical/Plumbing Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 Electrical Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 STRUCTURAL STEEL TESTING 9 8 76.9 6 5.9 5 4.9 4 3.9 3 2.62.4 21.9 1.5 1 ITEM FREQUENCY STANDARD 10% ASTM E709 MAGNETIC PARTICLE NOT REQUIRED FOR SHOP WELDS PERFORMED BY AN APPROVED FABRICATOR - PARTIAL PENETRATION GROOVE WELD 100% ULTRASONIC OR RADIO GRAPHIC NOT REQUIRED FOR SHOP WELDS PERFORMED BY AN APPROVED FABRICATOR - COMPLETE PENETRATION GROOVE WELD 100% ULTRASONIC OR RADIO GRAPHIC -- WELDING - FILLET WELD A B.1 B.2 B.5 D4 A.6 B.4 D3 FRAMING - THERMAL CUTTING OF SHAPES AND PLATES EXCEEDING 2 INCHES THICK C.1 D3 C.3 C D1 D1 C.6 100% D D.1 E MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH Technology Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 Building Performance Engineer Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 Cost Estimating Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 ASTM E709 MAGNETIC ANY CRACK REGARDLESS OF SIZE OR LOCATION PARTICLE SHALL CAUSE WELD TO BE REJECTED. 100% ASTM A898 (LEVEL 1 CRITERIA) - PLATES EXCEEDING 1 1/2 INCHES THICK SUBJECT TO THROUGH-THICKNESS WELD SHRINKAGE STRAINS 100% ASTM A435 ANY DISCONTINUITY CAUSING A TOTAL LOSS OF BACK REFLECTION THAT CANNOT BE CONTAINED WITHIN A CIRCLE 3 INCHES IN DIAMETER SHALL BE REJECTED. - EMBEDDED PLATE ASSEMBLIES WITH PLATES EXCEEDING 3/4 INCH 100% ULTRASONIC TEST ALONG CENTERLINE OF PLATE WIDTH AFTER STUD/REBAR SHOP WELDING. CRITERIA TO BE MET 6 INCHES ABOVE AND BELOW EACH WELD, OR SHALL BE CAUSE FOR REJECTION. STRUCTURAL STEEL TESTING NOTES: 1. THE WELDING INSPECTOR SHALL HAVE THE AUTHORITY TO REJECT WELDMENTS. SUCH REJECTION MAY BE BASED ON VISUAL 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 OR MAGNETIC PARTICLE TESTING AS MAY BE REQUIRED BY THE ARCHITECT AND ENGINEER. ALL COST OF ADDITIONAL TESTING SHALL BE BORNE BY THE CONTRACTOR. 3. REPORTS OF WELD TESTS SHALL CONTAIN THE FOLLOWING INFORMATION: DESCRIPTION OF EACH WELD, IDENTIFYING MARK OF THE RESPONSIBLE WELDER, CRITIQUE OF DEFECTS NOTED BY VISUAL INSPECTION OR TESTING, STATEMENT OF ACCEPTABILITY PER AWS STANDARDS. Issue BP#2 BP#3 RECORD DRAWINGS Date NOVEMBER 16, 2012 DECEMBER 21, 2012 APRIL 18, 2014 W DRIFT P W S 94 PSF 17'-3" 22 PSF Project Number: D2 69 PSF 11'-4" 22 PSF Drawn By: D3 82 PSF 14'-6" 22 PSF D1 BP 003 D4 50 PSF 6'-9" 22 PSF D5 39 PSF 8'-0" 22 PSF WHERE DRIFT WIDTH EXCEEDS ROOF WIDTH, DRIFT IS TRUNCATED AT EDGE OF ROOF FACE OF BUILDING 2011101.00 KH/AM Reviewed By: KH Approved By: PD S P DESIGNERS: KH/AM DATE PRINTED: 4/18/2014 9:09:26 AM D5 TYP AT PARAPETS BEND TEST: PER AWS D1.1 BENT STUD (TORQUE TEST FOR THREADED STUDS) ACCEPTANCE CRITERIA. RING TEST: STRIKE WITH HAMMER, IF THE STUD RINGS, STUD IS ACCEPTABLE. IF STUD DOES NOT RING, PERFORM AWS D1.1 BEND TEST. - SHAPES EXCEEDING 1 1/2 INCHES THICK SUBJECT TO THROUGH-THICKNESS WELD SHRINKAGE STRAINS D4 D2 AWS D1.1 SECTION 7 B B.8 D4 1% BEND TEST, - SHEAR CONNECTOR, HEADED ANCHOR STUD (HAS), DEFORMED 100% RING TEST ANCHOR STUD (DAS), THREADED STUDS CRITERIA/REMARKS QUALITY ASSURANCE S-004 C:\Proj\2011101_structural_kevinh.rvt 9 8 1'-11" 7 6.9 9'-9" 27'-0" 6 4'-0" 23'-0" 5.9 5 2'-8" 24'-4" 4.9 4 1'-4" 25'-8" 3.9 3 3'-8" 2.4 2.6 23'-4" 10'-6" 2 16'-4" 1.9 1.5 3'-2" 1 13'-4" 13'-8" 20° The Lane Center for Academic Health Sciences DP48B-14' 99'-0" PD-3A 2'-6" 11" University of Colorado at Colorado Springs 2011101.00 DP24A-8' 96'-4" PD-2 T/BL = 99'-4" 18 S-311 2'-0" 1'-3" 2'-3" 3" 1'-1" 11" ADD 005 1'-0" B.8 SIM " 9'-10 18 S-311 DP48A-14' 99'-0" PD-3A 1 6" 7 S-312 S-314 5 TYP S-313 T/BL = 99'-4" ASI 027 6'-0" 1'-1" 7" 5'-6" S-314 S-314 BP 003 DP24A-14' 96'-4" PD-2 DP24A-14' 96'-4" PD-2 DP24A-14' 96'-4" PD-2 16 DP24A-14' 96'-4" PD-2 1'-6" TYP 8" 10 STEEL STAIR BY CONTRACTOR. SEE ARCH FOR STRINGER REQTS S-313 TYP AT COLUMNS BP 003 DP24A-16' 96'-4" PD-2 HSS8x4x1/2 TYP AT CW, SEE DTL FOR BASE PL 15 (2) THUS S-312 BP 003 10 S-314 11 21'-0" Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 C.6 7'-7" 2'-10" 2'-0" 10 1 8 S-313 S-314 7'-0" 17'-8" 2'-4" 6'-8" T/BL = 99'-4" TYP AT GRID D BL TYP GR BM CONST JT 18'-0" 2'-4" 6'-8" 18'-0" 2'-4" 6'-8" 18'-0" 2'-4" 2 S-313 6'-8" 2 TYPICAL AT BRICK LEDGE 18'-0" S-313 2'-4" 6'-8" Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 S-314 1'-6" GR BM AT STOREFRONT 18'-0" Electrical Technology 2'-6" S-312 (2) LOCS 10 DP24A-14' 96'-4" PD-2 1'-6" TYP 11" 6 S-316 DP24A-14' 96'-4" PD-2 TYP BASE PLATE DP36A-10' 96'-4" PD-4B FW3 5'-2 1/2" D D.1 WP 2'-2" 1 S-201 Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 Mechanical/Plumbing /8" CONTRACTOR NOTE DRILLED PIERS NOT ALIGNED IN E-W DIRECTION DP24A-10' 96'-4" PD-2 2 T/CAP = 99'-0" TYP, UNO S-315 9 S-314 SEE COL SCHED ON S-200 FOR COL SIZES HSS 5x5x1/4 DOOR POST SEE ARCH FOR LOC ADD BASE PLATE: 12 005 9'-8" 7'-0" 5" T/BL = 99'-4" DP48B-16' 96'-4" PD-4B 12 S-312 07 18'-1 DP48B-16' 96'-4" PD-3B 15 S-315 TYP DRILLED PIER DOWELS 12" SOG AT STAIR POSTS PER 11 SIM C C.3 2'-3" 14 10" S-312 8" 9" DP30A-18' 99'-0" PD-1 8" 4 12 S-310 TYP DRILLED PIER DP30A-18' 99'-0" PD-1 8" CL OF DP 22'-3" T/BL = 99'-4" 6 S-310 DP30A-18' 99'-0" PD-1 Structural 1/2" 1'-2 /2" 1 1'-10 '-11" 5 S-314 DP30A-18' 99'-0" PD-1 Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 C.1 FW2 DP30A-18' 99'-0" PD-1 Landscape 1'-2" 2'-4" S-213 TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 S-221 2 2'-3" 2 DP30A-18' 99'-0" PD-1 James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 Civil 2'-3" 10" 1'-1" 2'-3" 9'-7" 1'-0" BP 003 DP48B-14' 91'-0" PD-6 19 S-313 PIER DWLS IN N-S WALL 2 S-314 DP30A-18' 99'-0" PD-1 10 B B.5 8" 14 S-314 Clinical Planning 1'-0" SIM 1'-11" FW1 1'-0" 1'-0" B.2 DP48A-14' 99'-0" PD-3A RFC 049 FW1 DP48A-14' 1'-0" 99'-0" PD-3B S-312 100'-0" SOG4A 2 S-314 6'-3" 2" 9" DP48A-14' 99'-0" PD-3B 11 S-312 8 SEE 4 / S-210 FOR FND MAT AND DP DETAILS DP48B-14' 1'-2" PIER CL 91'-0" PD-6 FW1 DP48A-14' 99'-0" PD-3B B/ WALL STEP FW1 4" 1'-8" 4'-10" 2'-6" 2'-6" 2'-6" 3'-9" FW1 1'-8" 10 S-312 29'-1" DP48A-14' 99'-0" PD-3B SOG5A 9 S-312 FW2 2'-2" FW2 TYP FND WALL CONST JT T/CAP 95'-0" ADD 005 29'-7" 8 S-314 DP48B-14' 91'-0" PD-6 AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 " 14'-2 10'-9" 8'-0" DP54-14' 99'-0" PD-3A BP 003 DP48B-14' 91'-0" PD-6 ADD 005 (2) THUS T/BL = 103'-4" 21'-7" S-311 DP48A-14' 99'-0" PD-3A ADD 005 B/ WALL STEP B.1 Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 Building Performance Engineer Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 13'-7" 1'-0" BP 003 SOG5A DP54-14' 99'-0" PD-3A B/WALL STEP 12'-0" 2 BP 003 RFC 018 BP 003 DP30A-10' 99'-0" PD-5 Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 Architect BP 003 RFC 016 1'-0" 1'-0" 1'-2" 1'-8" 12 S-312 2" SOUTH OF GRID 1'-8" 1'-0" SIM " 1'-10 1'-0" S-312 12'-6" 8 1/2" ADD 005 1'-0" FW4 DP48B-16' 96'-4" PD-3B 2 1'-0" 1'-8" B.4 DP48B-16' 96'-4" PD-3B 10" 1'-4" DP CL DP48A-14' 99'-0" PD-3A FW1 1 S-314 DP48A-14' 99'-0" PD-3A 2" 9'-9" S-221 FW1 11 11" 2'-1 1/2" 1'-2 1/2" 11" 4'-10" DP48A-14' 99'-0" PD-3A 4'-10" 7'-4" DP54-14' 99'-0" PD-3A 11" 6 S-320 8'-11" 3'-7" 2'-8" FW1 1'-1" 1'-1" DP54-14' 99'-0" PD-3A 6 S-320 10 S-312 3" Owner A RFC 047 FW1 2'-2" 7 1/2" 19 S-311 BP 003 1'-8" 1'-1" 2'-9" DP48A-14' 99'-0" PD-3A 12'-5" 2'-9" 3 S-210 1'-2" 1'-8" EQ EQ,TYP, TYP UNO 1'-8" DP48B-14' 99'-0" PD-5 FW1 4" 1'-0" DP48B-14' 99'-0" PD-3A 11 S-312 6" PIER CL 1'-8" 2 DP48B-14' 99'-0" PD-3B 1'-0" S-220 FW2 11'-2" 5" PIER CL VESTIBULE FOUNDATION Cost Estimating E DP30A-12' 99'-0" PD-1 DP30A-12' 99'-0" PD-1 DP30A-8' 99'-0" PD-1 DP30A-8' 99'-0" PD-1 DP30A-8' 99'-0" PD-1 DP30A-8' 99'-0" PD-1 DP30A-8' 99'-0" PD-1 7 S-316 TYP GRID E DP30A-10' 99'-0" PD-1 Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 1 S-220 Issue FIRST LEVEL FLOOR PLAN DESIGNERS: KH/AM DATE PRINTED: 4/18/2014 9:09:27 AM TR UE NORTH KEYNOTE LEGEND 1 BP 003 2 INDICATES AREA THAT SHALL BE OVER-EXCAVATED TO 9'-0" MINIMUM BELOW THE BOTTOM OF THE SLAB-ONGRADE. 9'-0" OVER-EXCAVATION SHALL EXTEND TO THE OUTSIDE FACE OF THE FOUNDATION WALL/GRADE BEAM. BACKFILL OVER-EXCAVATION BELOW SLAB-ONGRADE WITH DENSELY COMPACTED GRANULAR FILL. SEE EARTHWORK SPEC. STAIR FRAMING BY MTL STAIR MANUF. SIZE POSTS AND BASE PLATES TO FIT IN STUD WALL. BRACE STAIR AS REQUIRED. BRACING, POSTS AND BASE PLATES SHALL FIT WITHIN STUDWALLS, SEE ARCH. DO NOT CONNECT TO FND WALL. PROVIDE STRINGER W/ FLANGE WIDTH SUFFICIENT FOR HANDRAIL CONNECTION SHOWN BY ARCHITECT. 2' 4' 8' 16' 1/8" = 1'-0" FOUNDATION NOTES DESIGN DEVELOPMENT SITE / UTILITIES BP#2 BP#3 ADDENDUM 005 ASI 027 RECORD DRAWINGS Date SEPTEMBER 12, 2012 OCTOBER 29, 2012 NOVEMBER 16, 2012 DECEMBER 21, 2012 JANUARY 25, 2013 JUNE 13, 2013 APRIL 18, 2014 1. SEE S0 SERIES SHEETS FOR GENERAL NOTES, SYMBOLS AND ABBREVIATIONS. 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 OF PCA AND ACI 302.1R-04. Project Number: Drawn By: 5. SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR SLAB SLOPES, DEPRESSIONS, FILL, PADS, AND CURBS NOT SHOWN ON THE STRUCTURAL DRAWINGS. MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH KH/AM Reviewed By: KH Approved By: PD 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. 2011101.00 FIRST LEVEL FLOOR PLAN 9. SEE S-311 FOR FOUNDATION WALL SCHEDULE FOR FOUNDATION WALLS NOTED THUS: "FWX" S-101 C:\Proj\2011101_structural_kevinh.rvt 9 8 7 6.9 9'-9" 27'-0" 6 4'-0" 23'-0" 5.9 5 2'-8" 24'-4" 4.9 4 1'-4" 25'-8" 3.9 3 3'-8" 2.4 2.6 23'-4" 10'-6" 2 16'-4" 1.9 1.5 3'-2" 1'-10" 2'-0" 1 13'-4" 13'-8" 20° The Lane Center for Academic Health Sciences T/WALL = 114'-6" COL CL, (3) LOCS AT GRID 2 BP 003 8" 1'-0" 14k 14k W12x19 [20] W12x19 [20] 14k OPEN * * * * * * W21x44 [30] 14k W16x31 [16] RFC 062 19 14k S-503 6k 6k W24x55 [13,6,13] 26k 4 Structural C C.3 S-312 Mechanical/Plumbing Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 C.6 TYP T/ GIRT ELEVATION = 114'-8" HSS5x3x1/2 11 S-502 TYP AT SOUTH CW Electrical Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 Technology 12 S-502 HSS5x3x1/2 D D.1 7'-0" 2 S-201 5'-2 1/2" VESTIBULE ROOF WP Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 Building Performance Engineer Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 Cost Estimating ** TYP Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 TOC= 102'-0" HSS8x3x1/4 AESS ( 116' - 0" ) 14k Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 14k W12x19 [8] * Landscape C.1 14 W18x35 [10] 40k 14k 26k B W24x55 [12,9,12] 14k W12x19 [10] W12x19 [10] * * 26k (2)#5 TYP AT PERIMETER OF SLAB. EXTEND 5'-0" PAST REENTRANT CORNERS 8" 14k 14k W12x19 [10] 26k 26k 26k 26k 14k W12x19 [10] W24x55 [13,6,13] 40k 14k 26k S-540 B 14k 14k W12x19 [10] * * 40k 10 14k 26k W21x44 [24] AT (4) LOCS MARKED "A" COORD LOC W/ PARTITION SUPPLIER AT (5) LOCS MARKED "B" COORD LOC W/ PARTITION SUPPLIER 6k 12k W21x44 [8] B B 14k 14k W12x19 [10] 40k 26k 26k ~ W24x55 [13,6,13] 14k 26k ~ 26k 40k 14k 14k W12x19 [10] 26k W21x44 [24] 14k W12x19 [10] 14k W12x19 [10] 26k 26k 26k 14k W24x55 [13,6,13] 40k 14k 26k 40k 14k 26k W21x44 [24] 14k W12x19 [10] 14k W12x19 [10] 26k 26k 14k W12x19 [10] 26k 14k W24x55 [13,6,13] 40k 14k 26k 40k 14k 28k W21x44 [24] 14k W12x19 [10] 26k 14k W12x19 [10] 28k 14k W12x19 [10] 40k 14k W24x55 [17,6,17] 14k 28k 42k 16k 16k W12x19 [10] 16k 16k W12x19 [10] 12k W12x19 [10] 12k 28k 22k 16k 10k 10k W12x19 [10] 20k W21x44 [30] 12k W21x44 [12]12k W21x44 [30] W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] W24x55 [30] 12k W18x35 [10] 12k * * W18x35 [8]* * 28k 10k 10k 8" W12x19 [6] 6k 42k S-501 B.8 " 0 7/8 18'-1 ADD 005 * W16x26 [8] 12k A 18 HSS8x4x1/2 AT CW, (6) THUS FOR BASE PL SEE 14 / S-312 AND 15 / S-312 S-221 ADD 005 TYP 2'-3" 17 S-531 2 TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 9'-0" 2'-3" S-503 * A 1 1/2 5x3x HSS T/ WALL = 109'-4" B A ASI 020 1/2 5x3x HSS CHANNEL TO ALIGN WITH PARITION. COORD LOC WITH SUPPLIER 18 W12x19 [3] 6k 14 42k RFC 054 TYP 304 STAINLESS STEEL ANCHOR RODS. (4) LOCS AT GRID 2.4. TOC= 108'-11" 1/2 5x3x HSS T/ WALL = 109'-4" W16x26 [4] 6k 10 S-530 26k 8k S-531 ASI 008 RFC 039 10k 16k W24x55 [12,9,12] 12k W21x44 [8] 6k A 0". T/ PILASTER = 115'-0" James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 Civil 29'-1" 8k W12x19 [6] W12x19 [10] 8k 8k 16k W12x26 [16] 8k 1'-8" 116'-0" ADD 006 W12x26 [10] 2VLI3.5A W16x26 [4] 6k B 29'-7" 26k S-314 14k 42k 26k 48k 13 S-213 26k (2)#7 CTR IN SLAB GRID A-E W21x44 [16] W12x19 [10] ~ ~ 1'-6" Clinical Planning S-313 8k 14k 11'-7" 6k 10" 6k W12x19 [6] 44k 16k S-315 TYP B.2 B.5 W21x44 [26] AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 AT STOREFRONT 2 26k 6k 6k W12x19 [6] 18k W18x35 [18] 10" 26k 26k W12x19 [12] W21x50 [36] 26k 44k 16 EQ W18x35 [20] 32k W18x35 [26] 1'-2" 16k ~ 22k 16k W12x19 [10] W12x26 [18] 18k 42k RFC 081 EQ 22k 10k S-531 26k 26k 16k W12x19 [12] W21x50 [30] 26k 42k 16k S-501 26k 42k 16k 68k W24x55 [22] 12'-0" 48k W21x50 [30] 3 CONT TYP REINF TO GRID 2 S-311 3 S-201 W12x19 [12] W12x26 [10] 20 S-314 W16x26 [6] 6k 13 10'-7" ADD 005 EQ 36k 1'-7" S-313 16k 1'-4" 10" 7 1/4" 16k W12x19 [10] HSS6x6x3/8 16k W24x55 [22] 12'-0" W12x19 [10] 16k 40k 42k 26k 28k 42k S-501 W12x19 [12] 2'-2" 1'-5" W21x50 [30] 26k 42k 16k W12x19 [10] W12x19 [10] 18k W18x35 [18] W12x19 [10] 18k 44k 28k 18k W21x50 [30] 28k 22k 16k W12x19 [10] W12x19 [10] 14k 2'-0" 10'-2" W12x19 [10] 10k 6k 20k 44k 3 ADD 005 9 S-314 16 8" 10 SIM ADD 005 1'-0" 3" B.1 9'-0" 14k W16x26 [8] 6k B/GR BM = 112'-4" 1 8k USE W27 EMBED AND ANGLE BP 003 11'-6" BP 003 S-311 Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 Architect 1 9'-0" 2'-3" * * W16x26 [6] 116'-0" SOG10A 116'-0" ASI 001 8" T/BL = 115'-4" 1'-0" 1'-10" 16 A T/PILASTER = 115'-6 1/2" (4) LOCS 1/2 5x3x HSS T/ WALL = 109'-4" 16k 9 S-314 16k 18k 14k 10k BP #3 S-313 S-311 S-313 RFC 032 Owner 1/2 5x3x HSS KICKER PER 10 / S-503 W18x35 6k 5'-10" RFC 040 2 SOG5.5 HSS6x6x3/8 W12x19 [6] 6k RFC 024 2'-0" S-312 S-311 " 9'-10 T/BL = 107'-4" 18 S-315 RFC 083 RFC 035&046 T/BL = 107'-4" T/ WALL = 109'-4" RFC 136 GRADE BEAM AT CURTAINWALL HSS4x4x1/4 BP-1 T/CAP = 115'-0" 16k 8" T/BL = 110'-8" 1'-0" 8 1/2" 18k 1'-0" 3" 18k 2'-8" 1 8'-4" S-221 T/WALL = 114'-6" TYP AT COUNTERFORTS 10 S-313 6'-2" 1'-0" S-313 S-311 16k T/WALL = 116'-0" 10 16 S-312 8" 17 54k S-316 SIM 18 2'-4" 3" BP CL RFC 045 S-313 26k 6'-5" 5 T/ BL = 115'-4" 1'-0" 8" A.6 1'-5 1/2" T/WALL = 114'-6" TYPE 304 STAINLESS STEEL ANCHOR RODS. (9) LOCS AT GRID A.6&B. 15'-3" BP 003 7 3/4" 5'-4 DP30A-12' 114'-6" PD-1 8 1/2" 5 26k ADD 006 10 15 W12x26 [6] 6k 26k ASI 008 26k 5'-4" DP30A-12' 112'-0" PD-2 T/BL = 115'-4" ~ RFC 039 16k T/ CAP = 115'-0" 1" SOUTH OF GRID 2'-0" T/BL = 115'-4" S-313 18k 16 S-313 8" SIM 5 21'-0" S-220 16'-1" 1 2 University of Colorado at Colorado Springs 2011101.00 E 7" Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 S-540 1 S-220 Issue TR UE NORTH SECOND LEVEL FLOOR PLAN MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH DESIGNERS: KH/AM DATE PRINTED: 4/18/2014 9:09:29 AM 2' KEYNOTE LEGEND 1 INDICATES AREA THAT SHALL BE OVER-EXCAVATED TO 9'-0" MINIMUM BELOW THE BOTTOM OF THE SLAB-ONGRADE. 9'-0" OVER-EXCAVATION SHALL EXTEND TO THE OUTSIDE FACE OF THE FOUNDATION WALL/GRADE BEAM. BACKFILL OVER-EXCAVATION BELOW SLAB-ONGRADE WITH DENSELY COMPACTED GRANULAR FILL. SEE EARTHWORK SPEC. 4' 8' 16' 1/8" = 1'-0" STEEL FLOOR FRAMING PLAN NOTES 1. SEE S0 SERIES SHEETS FOR GENERAL NOTES, SYMBOLS AND ABBREVIATIONS. 2. SEE S5 SERIES SHEETS FOR TYPICAL STEEL DETAILS. DESIGN DEVELOPMENT SITE / UTILITIES BP#2 BP#3 ADDENDUM 005 ADDENDUM 006 ASI 001 ASI 008 ASI 020 RECORD DRAWINGS Date SEPTEMBER 12, 2012 OCTOBER 29, 2012 NOVEMBER 16, 2012 DECEMBER 21, 2012 JANUARY 25, 2013 FEBRUARY 8, 2013 FEBRUARY 19, 2013 MARCH 7, 2013 MAY 20, 2013 APRIL 18, 2014 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 AND SCHEDULE Project Number: 2011101.00 KH/AM 6. SPACE BEAMS EQUALLY BETWEEN GRID LINES UNLESS DIMENSIONED OTHERWISE. Drawn By: Reviewed By: KH 7. TOP OF BEAM ELEVATION = BOTTOM OF METAL DECK UNLESS NOTED OTHERWISE ON PLAN. Approved By: PD 8. SEE 17/S-530 FOR REQUIREMENTS AT MECHANICAL AND ELECTRICAL EQUIPMENT. SECOND LEVEL FLOOR PLAN S-102 C:\Proj\2011101_structural_kevinh.rvt 9 8 7 6.9 9'-9" 27'-0" 6 4'-0" 23'-0" 5.9 5 2'-8" 24'-4" 4.9 4 1'-4" 25'-8" 3.9 3 3'-8" 2.4 2.6 23'-4" 10'-6" 2 16'-4" 1.9 3'-2" 1.5 1 13'-4" 13'-8" 20° The Lane Center for Academic Health Sciences University of Colorado at Colorado Springs 2011101.00 2 S-213 S-220 7" 1 S-316 28k * * * * * * (2)#5 TYP AT PERIMETER OF SLAB. EXTEND 5'-0" PAST REENTRANT CORNER 8" * * 11 S-502 21'-0" Mechanical/Plumbing TYP AT SOUTH CW Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 C.6 29'-7" HSS5x3x1/2 Technology HSS5x3x1/2 14k W18x35 [10] RFC 056 Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 12 S-502 D D.1 ( 129' - 6 1/2" ) RFC 036 Electrical HSS12x3x5/16 AESS ( 130' - 2" ) WP Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 14k 5'-2 1/2" W24x55 [13,6,13] 26k 4 Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 Building Performance Engineer 16'-1" 14k 14k 26k * W12x19 [8] 6k 6k 15 S-502 HSS8x6x3/8 40k 14k W21x44 [24] 14k W12x19 [10] 14k 26k 14k W12x19 [10] 14k 26k 26k 26k 40k W12x19 [10] 26k 14k 14k W12x19 [10] W24x55 [13,6,13] 40k 14k 26k 14k W12x19 [10] 14k W12x19 [10] 26k W21x44 [24] 14k 40k 26k 26k 26k 14k 14k W12x19 [10] W24x55 [13,6,13] 14k 26k 40k ~ 26k W21x44 [24] ~ W24x55 [13,6,13] 14k 14k W12x19 [10] W12x19 [10] 14k 14k 40k 26k 26k 26k 40k 14k W21x44 [24] 14k W12x19 [10] 14k 26k 14k W12x19 [10] 14k 26k 26k 26k 40k W12x19 [10] 26k 14k W24x55 [13,6,13] 14k 14k W12x19 [10] * * 14k W12x19 [10] 14k 26k 26k 14k W12x19 [10] 14k 26k 14k 14k W12x19 [10] 12k W12x19 [10] W12x19 [10] 12k 14k 26k 20k 14k 8k W12x19 [10] 8k 14k 26k 40k Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 OPEN 1'-8" W16x31 [16] W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W14x22 [16] W24x55 [30] 20k 12k 12k W18x35 [10] 8" 26k W21x44 [24] C " 0 7/8 18'-1 * W24x55 [13,6,13] 40k Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 9'-0" 26k 40k Landscape Structural C.3 1/2 5x3x HSS W18x35 [8] * 8k W21x44 [24] S-221 C.1 TYP T/ GIRT ELEVATION =129'-4" 1/2 5x3x HSS ** 40k TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 7'-0" 16k 26k 42k 8 S-502 W12x19 [8] 12k 2 B.8 TYPE B S-540 W16x26 [4] 6k W12x19 [4] 6k S-502 James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 Civil 7 2VLI3.5A 130'-8" * * ADD 006 S-501 9 B B.5 29'-1" W12x19 [6] 10k 10k 36k W12x19 [10] W18x35 [30] 8k W21x50 [26] 10k ] 6 [10 2 x 2 1 10k W 7'-0" 2'-10 1/4" W21x44 5 1/2" 11'-7" 14k W12x19 [12] BP 003 [3] x19 2 1 W 6k * 4 18k 42k 20k 16k 16k W16x26 [10] W12x19 [10] 16k (2)#7 CTR IN SLAB GRID A-E 48k 6'-3" 14k 10k W12x19 [12] W14x22 [14] 26k 26k ~ ~ TYP 26k 24k W12x19 [10] W24x55 [32] DOWN 22k W14x22 [22] 24k 6k 6k 24k 2'-10" W18x35 [26] S-531 26k 26k RFC 081 34k 8" 14k 8" 11'-3" 1'-7" 8'-2" 10" 30k 60k 6k S-315 20 14k 12k 22k W12x19 [10] W24x55 [12,0] ~ 12k 42k W12x26 [14] 10k 10" 16k EQ EQ W21x50 [24] 26k 6" 17'-10 1/2" W12x19 [10] ~ 16k W21x50 [26] 26k 42k 16k W24x62 [12] 16k 42k 24k ADD 005 16 6k W12x26 10k 1/2 5x3x HSS W16x26 [4] 6k S-501 CONT TYP REINF TO GRID 2 W12x19 [10] 16k 16k W12x19 [12] W21x50 [26] 7 26k 42k 26k 48k 26k 8k S-501 W12x19 [12] W24x55 [12] 7 6k 16k W24x55 [48] 20k W16x26 [8] 26k 26k 6k 18k 26k 2'-8 1/4" 16k 14k W12x19 [12] W16x26 [8] 14k 22k 26k W24x55 [26] W21x44 [32] 18k 16k 26k 10'-1" 14k 48k 4'-6" PAST FO WALL W18x35 [28] 14k W12x19 [10] 14k W12x19 [10] 14k 42k 26k 14k W12x19 [10] 26k 14k 10k W18x35 [18] 14k 14k W12x19 [10] 14k W12x19 [10] 14k 20k 26k W21x50 [26] EQ 8k ASI 020 16k 3 3/4" (SEE ARCH FOR ELEVATION) HSS6x6x1/4 10k W12x19 [10] 10k 14k W18x35 [10] 14k 20k 42k S-531 TYPE A 8k W16x26 [14] ASI 020 14 HSS8x4x1/2 (129'-3 1/2") 1'-7" 6k 6k W12x19 [8] Clinical Planning 9'-0" W12x19 [8] 12k S-531 S-502 OPEN 5" AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 B.2 9'-0" * * 14 ADD 005 ( 129'-3 1/2" ) 24k 5" " 1'-10 1/2 5x3x HSS W12x19 [6] 6k 8" 12k W14x2212k EQ 9 ( 129'-3 1/2" ) 36k 1/2 5x3x HSS ADD 005 RFC136 S-315 ( 129'-3 1/2" ) 18k S-531 W21x44 [24] " 9'-10 W12x19 [6] 6k 18 HSS8x4x1/2 10 Architect B.1 " 6 1/4 7" * 14k SIM W/ W21 EMBED S-320 HSS8x4x1/2 DECK DIRECTION CHANGE W18x40 [22] 32k 16k 4 S-201 x35 W18 20 S-501 W12x19 [8] 6k HSS8x4x1/2 W14x22 [12] 10" Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 6'-2" 1 9 10 S-502 SHOP WELD STUB TO HSS PER 10/S-502 TYP AT EAST CW 16k A HSS10x8x1/4 (137'-7") ABOVE (130'-2 1/2) AT L3 6k S-221 #5@12"OC SLAB DWLS THIS LOC (2)#5 CTR IN SLAB W12x26 [10] 6k BP 003 6'-5" A.6 16k ADD 005 3/4" 5'-4 TYP AT STRUT 4'-1" W14x22 [12] 16k W12x26 [4] 6k S-540 2VLI3.5A 4 3 S-202 4 S-213 EQ 26k TYP Owner 1" SOUTH TO GIRT CL HSS12x4x5/16 SEE ARCH FOR ELEV 10k W12x26 [8]10k 18k 8k W18x35 [22] 18k W12x19 [12] 7" BP 003 W12x19 [6] 8k 2 Cost Estimating ** E TYP Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 S-540 7" 1 S-220 Issue TR UE NORTH THIRD LEVEL FLOOR PLAN MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH DESIGNERS: KH/AM DATE PRINTED: 4/18/2014 9:09:30 AM 2' 4' 8' 16' 1/8" = 1'-0" STEEL FLOOR FRAMING PLAN NOTES 1. SEE S0 SERIES SHEETS FOR GENERAL NOTES, SYMBOLS AND ABBREVIATIONS. DESIGN DEVELOPMENT BP#2 BP#3 ADDENDUM 005 ADDENDUM 006 ASI 020 RECORD DRAWINGS Date SEPTEMBER 12, 2012 NOVEMBER 16, 2012 DECEMBER 21, 2012 JANUARY 25, 2013 FEBRUARY 8, 2013 MAY 20, 2013 APRIL 18, 2014 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 AND SCHEDULE Project Number: 2011101.00 KH/AM 6. SPACE BEAMS EQUALLY BETWEEN GRID LINES UNLESS DIMENSIONED OTHERWISE. Drawn By: Reviewed By: KH 7. TOP OF BEAM ELEVATION = BOTTOM OF METAL DECK UNLESS NOTED OTHERWISE ON PLAN. Approved By: PD 8. SEE 17/S-530 FOR REQUIREMENTS AT MECHANICAL AND ELECTRICAL EQUIPMENT. THIRD LEVEL FLOOR PLAN S-103 C:\Proj\2011101_structural_kevinh.rvt 9 8 7 6.9 9'-9" 27'-0" 6 4'-0" 23'-0" 5.9 5 2'-8" 24'-4" 4.9 4 1'-4" 25'-8" 3.9 3 3'-8" 2.4 2.6 23'-4" 10'-6" 2 16'-4" 1.9 1.5 3'-2" 13'-4" 1 13'-8" 20° The Lane Center for Academic Health Sciences University of Colorado at Colorado Springs 2011101.00 2 S-213 7" S-220 36k 5 1/2" 5" 7 W12x19 [12] 9 ' -1 1 4/ " 6'-3" 14k ADD 005 36k AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 B.2 Clinical Planning TYP S-502 B B.5 STRIP W36 FLANGE T&B ONE SIDE TO MATCH SLAB EDGE DIM TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 2 29'-1" B.8 W36x135 [36] W12x19 [10] S-221 Landscape Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 C.1 19 S-531 Structural 48k 16k 42k 9 C C.3 58k 26k W24x55 [26] S-501 C.6 29'-7" W36x135 [24] W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 Electrical Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 W16x26 [4] 6k 56k 26k W24x62 [16,6,16] 36k 9 HSS8x3x1/4 AESS ( 140' - 0" ) * * * * * * * * * (2)#5 TYP AT PERIMETER OF SLAB. EXTEND 5'-0" PAST REENTRANT CORNER 8" * * W21x44 [20] Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 Cost Estimating 18k * E * 4 Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 Building Performance Engineer 16'-1" 12k W18x35 [10] W12x19 [10] W12x19 [10] 18k W12x19 [8] 6k 6k 10k 18k 10k W21x44 [20] 10k W12x19 [10] W12x19 [10] W12x19 [10] 18k 10k 18k 10k 10k W12x19 [10] ~ W21x44 [20] ~ W12x19 [10] W12x19 [10] 18k 10k 18k 10k W21x44 [20] 10k W12x19 [10] W12x19 [10] W12x19 [10] 18k 10k 18k 10k W21x44 [20] 10k W12x19 [10] W12x19 [10] W12x19 [10] 18k 10k 18k 10k W21x44 [20] 10k W12x19 [10] W12x19 [10] W12x19 [10] 18k 10k W18x35 [8] 6k * 10k 10k W12x19 [10] W12x19 [10] 6k 10k W18x35 [10] S-501 * *6k D D.1 * 14k 12k 26k 36k 12k 26k 26k 36k 12k 12k 12k W24x62 [16,6,16] 12k 36k 26k 26k 26k 36k 12k W24x62 [16,6,16] 12k 36k 12k 12k 36k 26k 26k 26k W24x62 [16,6,16] 12k 36k 26k 26k 36k 12k 26k W24x62 [16,6,16] 12k 36k 12k 36k 26k 26k 26k 12k 26k W24x62 [16,6,16] 12k 10k 36k 12k W12x19 [4] 6k 8" 20k 12k 10k W16x26 [8] 12k * * 6k 20k Technology 10k EXTERIOR WALL ABOVE Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 Mechanical/Plumbing 1 S-202 TOC= 144'-1" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W16x31 [16] c=3/4" W21x50 [30] W16x31 [16] W24x55 [30] W16x31 [16] c=3/4" 2VLI3.5A 145'-4" W16x26 [4] 6k James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 Civil 16k 16k 8k 34k 42k BP 003 26k 52k 20k W16x26 [10] (2)#7 CTR IN SLAB GRID A-E 18k 16k W12x19 [10] TYP 16k ~ ~ B.1 W18x35 W14x22 [14] Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 Architect 14k S-315 A ADD 005 21'-0" W14x22 [22] 24k 10" W12x19 [12] 11'-3" 16 26k 22k 26k W24x62 [36] W21x44 [24] 10k 6k 6k 24k ~ CONT TYP SLAB REINF TO GRID 2 HSS10x8x1/4 (152' - 3") ABOVE ( 144' - 10 1/2" ) BELOW 22k 8k S-531 W12x19 [6] 8k W12x19 [12] 6k 2VLI3.5A 10 8" W18x40 [30] ~ 16k W12x19 [10] 16k 10k 26k 20k 22k 22k 56k 26k 26k 48k 26k W24x55 [36] 26k 64k 22k 22k 22k 52k 26k 22k W24x55 [36] 26k 60k S-531 16k W18x35 [26] W16x26 [14] W16x26 [14] W16x26 [14] W16x26 [14] W16x26 [14] W16x26 [14] W16x26 [14] 22k 54k 26k 26k W24x55 [36] 20 32k 10" 24k 10" 22k 8" 11'-6" 2'-8" W12x19 [6] EQ 18k 52k * DECK DIRECTION CHANGE W18x40 [22] EQ 1'-7" * 6k W12x19 [6] EQ 26k W21x50 [24] 36k 22k 22k 22k * * 22k 22k W24x55 [30] 32k 26k 1'-8 1/4" 22k 22k W16x26 [14] 4'-9" 22k 22k 7'-5" 26k 50k 26k ADD 005 16k 10k W12x26 [12] W16x26 [14] W12x19 [10] 16k 42k W24x55 [24] 26k * * 4'-6" PAST FO WALL 22k 32k W21x44 [2] 6k * W14x22 [12] RFC 027 7'-5" 26k W12x19 [10] 14k 10k W18x35 [18] 26k W21x50 [36] 26k 42k 14k W12x19 [10] W14x22 [10] 14k W12x19 [10] 8k 10k W16x26 [8] 10k 20k 20k * * 12k 12k W12x19 [4] 6k 22k S-315 14k 14k 16 W16x26 [14] ADD 005 16k S-315 RFC 031 W18x35 [10] ADD 005 18 W24x55 [24] 32k 22k W12x19 [4] 6k * RFC136 14k 12k 8k * #5@12"OC SLAB DWLS THIS LOC (2)#5 CTR IN SLAB 8" WEST WALL ABOVE FOURTH LEVEL SIM W/ W21 EMBED 20 S-501 (SEE ARCH FOR ELEVATION) HSS6x6x1/4 1 SIM W/ W27 EMBED 1'-1" TYP AT STRUT BP 003 S-221 20 S-501 16k Owner 1" SOUTH TO GIRT CL HSS12x4x5/16 SEE ARCH FOR ELEV *10k W18x35 [8] 10k * 18k * W14x22 [12] 6k W12x19 [4] 6k 7" 16k ASI 001 4'-1" W18x35 [22] * 18k * 1 S-316 11'-7" BP 003 2 TYP Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 S-540 7" 1 S-220 Issue FOURTH LEVEL FLOOR PLAN TR UE NORTH MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH DESIGNERS: KH/AM DATE PRINTED: 4/18/2014 9:09:31 AM 2' 4' 8' 16' 1/8" = 1'-0" STEEL FLOOR FRAMING PLAN NOTES 1. SEE S0 SERIES SHEETS FOR GENERAL NOTES, SYMBOLS AND ABBREVIATIONS. DESIGN DEVELOPMENT BP#2 BP#3 ADDENDUM 005 ASI 001 RECORD DRAWINGS Date SEPTEMBER 12, 2012 NOVEMBER 16, 2012 DECEMBER 21, 2012 JANUARY 25, 2013 FEBRUARY 19, 2013 APRIL 18, 2014 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 AND SCHEDULE Project Number: 2011101.00 KH/AM 6. SPACE BEAMS EQUALLY BETWEEN GRID LINES UNLESS DIMENSIONED OTHERWISE. Drawn By: Reviewed By: KH 7. TOP OF BEAM ELEVATION = BOTTOM OF METAL DECK UNLESS NOTED OTHERWISE ON PLAN. Approved By: PD 8. SEE 17/S-530 FOR REQUIREMENTS AT MECHANICAL AND ELECTRICAL EQUIPMENT. FOURTH LEVEL FLOOR PLAN S-104 C:\Proj\2011101_structural_kevinh.rvt 9 8 7 6.9 9'-9" 27'-0" 6 4'-0" 23'-0" 5.9 5 2'-8" 24'-4" 4.9 4 1'-4" 25'-8" 3.9 3 3'-8" 2.4 2.6 23'-4" 10'-6" 2 16'-4" 1.9 3'-2" 1.5 13'-4" 1 13'-8" 20° The Lane Center for Academic Health Sciences University of Colorado at Colorado Springs 2011101.00 5 S-201 1 S-316 5" * * W12x19 B.2 RFC 033 W30x90 B.8 W18x35 10k (3) LOCS Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 C.1 W18x35 10k * 14k 12k Structural * 2 S-202 8k 15 S-530 C C.3 Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 2'-0" 29'-7" W24x55 S-501 W18x35 18 C.6 W18x35 10k W18x35 W18x40 W18x40 W18x40 1'-3 1/2" INDICATES KICKER BELOW, SEE DETAIL Electrical Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 W18x35 10k * * * * * * W24x55 10k 10k * * W24x55 6k 10k Technology * 8k 6k 8k 10k 6k W24x55 8k 10k 8k 10k 8k W24x55 8k 10k 8k 8k 10k 8k W24x55 W18x35 10k 10k Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 Mechanical/Plumbing W18x35 10k * D T/STEEL AT GRID D= 158'-6 1/2" D.1 7" Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 Building Performance Engineer Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 16'-1" 5" Landscape S-502 8k RFC 042 SEE 4 / S-501 FOR DRAG CONN W21x44 29'-1" W18x35 W24x55 BP 003 TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 W18x35 10k S-320 6k 6k 3 B James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 Civil 17 6k 50k Clinical Planning 14 8k 12k 21'-0" * AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 6k 8k 6k W18x35 B.1 14k 6k 8k W12x26 * 8k 8k 6k 6k W12x19 10k W12x19 S-315 14k 10k 12k Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 Architect 16k W18x35 [0,6] W18x35 [22] 12k W12x19 W12x26 6k W12x19 W18x35 8k 24k 8k 14k 14k * B.5 COORD W/ PARTITION SUPPLIER AND ARCH 8k 10k W18x35 A 12'-6" 8k 8k 10k * 6k W18x35 6'-0" RFC136 18 S-501 6k W18x35 6k TYP 8k W24x55 8k 8k * *10k 8 S-530 6k 10k W18x40 W18x35 W18x35 W18x35 W18x35 W18x35 W18x35 W18x35 W18x35 W18x35 W18x35 W18x35 W18x35 W24x55 8k 6k W12x19 6k 1'-6" OPTION #1 SIM 6k HSS6x6x1/4 6'-0" W18x35 W21x44 ADD 005 S-315 BP 003 S-530 3NB ADD 006 16 W16x26 [10] 12k W16x26 [10] 12k 22k 24k W24x94 [9,4,0] 6k 6k W12x19 40k W12x26 [4] 6k 6k 18k W12x26 [6] 18k 6k 64k 12 W21x50 [22] 6k TYP AT PENTHOUSE PERIMETER 54k 10k 10k 10k 34k 34k W24x62 [62] 10k 34k 76k S-530 RFC 027 W18x35 [22] W18x35 [18] W18x35 [18] W18x35 [18] W18x35 [18] W18x35 [18] 34k 34k 34k 56k 12 SIM 6k W12x26 [6] 6k 18'-0" 6'-6" W24x62 [62] 10k 10k 10k 76k 34k 34k 52k W18x35 W24x68 94k 11'-1" 22k 15 17 S-530 W18x35 [18] W18x35 [18] W18x35 [18] W18x35 [18] W18x35 [18] W18x35 [18] 34k 34k W24x62 [62] 10k 48k 38k 24k 34k 34k 34k 34k 34k W18x35 [18] W18x35 [18] 34k 10k 66k 41.0k 8" RFC 042 W27x84 [88] 62k 2VLI8A 160'-0" SLOPE STRUCTURE 5'-10" 52k S-503 5'-0" PAST FO WALL 16k W12x19 [10] 17'-10" W12x19 [10] 10k 12k 1'-0" W24x62 [62] 41.0k 10k 8k 6k W12x19 6k 34k 10k W24x68 [0,4,9] 10k 1'-8" 26k 10k 18k S-315 W14x22 6k W12x19 6k 2'-6" 6k W12x19 [10] 6k RFC136 18 52k 14k * W18x35 * S-530 6k 6k S-315 56k 11 W18x40 * * 16 6k 6k SIM W/ OPTION #1 SIM W21 EMBED W18x35 20 S-501 W27x84 [72] 6k W12x19 6k 6k * 6k * RFC 063 ADD 005 6k W12x19 [12] 6k W18x35 [10] 6k 2VLI3.5A ( 159'-7 1/2" ) 6k BP 003 6k W12x19 [10] 6k S-316 W12x19 [10] 6k 5 ADD 005 5'-8" S-531 34k 62k 1'-5" S-503 34k S-315 34k 15 34k 17 #5@12"OC SLAB DWLS THIS LOC (2)#5 CTR IN SLAB 34k BP 003 34k COORD EXACT SIZE/LOC OF OPNG WITH ROOF HATCH 6k W12x19 [4] 6k 34k 6k W12x19 [4] 6k TYP 6'-1" 10k 3'-9" 2'-6" W12x19 6k 34k RFC 027 PROVIDE DOUBLE ANGLE CONNECTION TO HSS COL, BEND ANGLE LEGS AS REQD C8x11.5 WITH CONN PER 16 * 6k 10k * PROVIDE DOUBLE ANGLE CONNECTION TO HSS COL, BEND ANGLE LEGS AS REQD 6k W18x35 6k * 6k 6k W24x55 * 6k 6k Owner 5" 6k 7" BP 003 6k 7" FOR STAIR ROOF FRAME BELOW Cost Estimating E Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 Issue PENTHOUSE FLOOR PLAN TR UE NORTH MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH DESIGNERS: KH/AM DATE PRINTED: 4/18/2014 9:09:32 AM 2' 4' 8' 16' 1/8" = 1'-0" STEEL FLOOR FRAMING PLAN NOTES 1. SEE S0 SERIES SHEETS FOR GENERAL NOTES, SYMBOLS AND ABBREVIATIONS. DESIGN DEVELOPMENT BP#2 BP#3 ADDENDUM 005 ADDENDUM 006 RECORD DRAWINGS Date SEPTEMBER 12, 2012 NOVEMBER 16, 2012 DECEMBER 21, 2012 JANUARY 25, 2013 FEBRUARY 8, 2013 APRIL 18, 2014 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 AND SCHEDULE Project Number: 2011101.00 KH/AM 6. SPACE BEAMS EQUALLY BETWEEN GRID LINES UNLESS DIMENSIONED OTHERWISE. Drawn By: Reviewed By: KH 7. TOP OF BEAM ELEVATION = BOTTOM OF METAL DECK UNLESS NOTED OTHERWISE ON PLAN. Approved By: PD 8. SEE 17/S-530 FOR REQUIREMENTS AT MECHANICAL AND ELECTRICAL EQUIPMENT. PENTHOUSE FLOOR PLAN S-105 C:\Proj\2011101_structural_kevinh.rvt 9 8 7 6.9 9'-9" 27'-0" 6 4'-0" 23'-0" 5.9 5 2'-8" 24'-4" 4.9 4 1'-4" 25'-8" 3.9 3 3'-8" 2.6 23'-4" 2.4 10'-6" 2 16'-4" 3'-2" 1.9 1.5 13'-4" 1 13'-8" 20° The Lane Center for Academic Health Sciences University of Colorado at Colorado Springs 2011101.00 Owner A 12'-0" (3) EQ SP 4'-7" B.2 BP 003 6k 8" B 3NB 16 OPTION #1, SIM TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 4" S-315 ADD 005 S-316 29'-1" B.8 8 SEE 8 / S-501 FOR CONN AT BM, TYP James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 Civil 6k W18x35 6k W18x35 Clinical Planning B.5 RFC 061 Landscape Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 C.1 HATCH INDICATES 3NC DECK 10k Structural 26k C C.3 8" 3'-4" AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 21'-0" REMOVABLE ELEVATOR HOIST BEAM BELOW BY CONTRACTOR 14k W18x35 W16x26 10k W24x76 10k 32k 10k 16k 10k W18x35 10k 22k 10k 26k 10k 10k 10k W24x76 10k 6k 10k 3NC 6k ADD 005 W18x35 W16x26 W16x26 W16x26 W16x26 W16x26 W16x26 W16x26 W16x26 W16x26 W16x26 W12x19 W12x26 SIM 24k W16x26 10k 10k 10'-0" W18x35 B.1 B/DECK = 176'-4" W12x19 6k 10k 3NB 2'-4 3/8" S-316 16k ADD 005 Architect RFC 061 OH 8 THRU PLATE CONN PER 20 / S-500A W18x106 10k 16k 10k 16k 10k W18x35 10k 16k 10k 10k 10k 10k S-530 S-530 6k 16k 11 11 HSS6x6x1/4 W18x35 6k S-315 6k OPTION #1, SIM 16k SLOPE STRUCTURE 16 ADD 005 6k 6k W12x19 6k 6k W12x26 T/STEEL @ GRID B = 176'-7 1/2" SIM 10k 1 S-316 5'-0" Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 T/STEEL @ GRID C = 176'-0" Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 Mechanical/Plumbing 3 1/2" Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 29'-7" C.6 Electrical Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 Technology 7'-0" D D.1 Building Performance Engineer WP Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 16'-1" 5'-2 1/2" Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 Cost Estimating E Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 Issue TR UE NORTH ROOF PLAN MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH DESIGNERS: KH/AM DATE PRINTED: 4/18/2014 9:09:33 AM 2' 4' 8' 16' 1/8" = 1'-0" DESIGN DEVELOPMENT BP#2 BP#3 ADDENDUM 005 RECORD DRAWINGS Date SEPTEMBER 12, 2012 NOVEMBER 16, 2012 DECEMBER 21, 2012 JANUARY 25, 2013 APRIL 18, 2014 STEEL FLOOR FRAMING PLAN NOTES 1. SEE S0 SERIES SHEETS FOR GENERAL NOTES, SYMBOLS AND ABBREVIATIONS. 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 AND SCHEDULE Project Number: 2011101.00 KH/AM 6. SPACE BEAMS EQUALLY BETWEEN GRID LINES UNLESS DIMENSIONED OTHERWISE. Drawn By: Reviewed By: KH 7. TOP OF BEAM ELEVATION = BOTTOM OF METAL DECK UNLESS NOTED OTHERWISE ON PLAN. Approved By: PD 8. SEE 17/S-530 FOR REQUIREMENTS AT MECHANICAL AND ELECTRICAL EQUIPMENT. ROOF PLAN S-106 ROOF LEVEL 176'-0" 176'-0" 160'-0" 160'-0" W10x33 W10x33 THIRD LEVEL HSS14x0.375 AESS HSS14x0.375 AESS W10x54 W10x54 HSS12x6x1/2 HSS14x0.375 AESS W10x60 W10x54 W10x88 W10x88 PBC8x5 HSS2-1/2x2-1/2x1/4 HSS14x0.375 AESS HSS6x6x1/4 HSS14x0.375 AESS RFC 155 AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 Clinical Planning James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 SECOND LEVEL HSS14x0.250 AESS HSS6x6x3/8 HSS14x0.375 AESS 116'-0" FIRST LEVEL Column Locations Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 130'-8" 116'-0" 100'-0" University of Colorado at Colorado Springs 2011101.00 Architect 130'-8" SECOND LEVEL FOURTH LEVEL 145'-4" HSS8.625x0.500 AESS THIRD LEVEL The Lane Center for Academic Health Sciences Owner HSS14x0.375 AESS HSS14x0.375 AESS HSS14x0.625 AESS HSS10x4x1/2 AESS HSS14x0.625 AESS W10x60 W10x60 145'-4" HSS8x8x5/16 FOURTH LEVEL W10x33 PENTHOUSE LEVEL W10x49 PENTHOUSE LEVEL W10x49 C:\Proj\2011101_structural_kevinh.rvt ROOF LEVEL Civil TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 Landscape Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 FIRST LEVEL BP-7 A-2, B(6'-3")-2 BP-1 A-2.6 A-3.9 BP-3 A.6-4, A.6-4.9, A.6-5.9, A.6-6.9, A.6-8(5'-4") BP-7 B(-1'-10 3/8")-2 BP-8 B(10'-6")-2.4(2'-10 7/8") BP-4 B(-1'-10 3/8")-2.4(-1'-2 3/8") BP-1 B(-1'-7")-3.9 BP-3 BP-3 2 BP-3 B-4, B-6.9 B(-2'-9 1/4")-4, B(-2'-9 1/4")-4.9, B(-2'-9 1/4")-5.9 B-4.9, B-5.9 BP-7 B.1-2.4(-2'-3"), B.2-2.4(-2'-3") BP-3 BP-3 BP-2 BP-2 BP-1 BP-1 BP-3 BP-6 B.1(-1'-9")-2.4 B.8(-2'-3")-2.4 C-2, C-3, C-4, C-7 C-5, C-6 C-8 C-9 C.3(-2'-3")-2.4 D-1 BP-6 BP-1 BP-1 BP-8 BP-3 BP-8 D-1.5(-1'-4") D-2, D-3, D-4, D-5, D-6, D-7, D-8 D-9 D.1-1.5 D.1-1.9, D.1-2.4 E(2'-2 1/2")-1.5 100'-0" BP-5 E(3'-4 1/2")-1.9(1'-11") BP-3 E-2, E-3, E-4, E-5, E-6, E-7, E-8, E-9 Structural Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 Mechanical/Plumbing PREFABRICATED BUILDING COLUMN NOTES Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 COLUMN SCHEDULE KEY Electrical FOR COLUMNS MARKED 'PBC', PROVIDE PREFABRICATED BUILDING COLUMN PER THE SPECIFICATIONWITH THE FOLLOWING PROPERTIES: PBC8x5 - CONCRETE FILLED PIPE = HSS6x3x1/4 - OUTER SHELL DIMENSIONS = 8"x5" - ALLOWABLE SAFE LOAD >= 20 kips Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 6 S-501 Technology Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 Building Performance Engineer Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 15 S-315 TYP, UNO Cost Estimating Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 Issue MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH DESIGNERS: KH/AM DATE PRINTED: 4/18/2014 9:09:34 AM BP#2 BP#3 RECORD DRAWINGS Project Number: Drawn By: Date NOVEMBER 16, 2012 DECEMBER 21, 2012 APRIL 18, 2014 2011101.00 KH/AM Reviewed By: KH Approved By: PD COLUMN SCHEDULE S-200 C:\Proj\2011101_structural_kevinh.rvt 2 2 1.9 1.5 1 2.4 C.6 2.4 10'-9" 11 10" 10 BASE PL PILASTER S-314 14 S-313 15 S-313 S-313 1'-10 3/8" 1'-10 3/8" 11 2" TO BP CL 10" 2'-6" 2'-3" 7'-0" 1'-6" D.1 DP36A-10' 96'-4" PD-2 Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 Architect BP 003 S-313 Owner 5'-8" WP 5'-2 1/2" AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 6 S-316 PILASTER BASE PL Clinical Planning 10" 1" D S-312 1'-10" B.1 B DP24A-10' 96'-4" PD-4B SEE ARCH 10'-3 1/2" T/ PILASTER = 99'-0" 15 5 3'-4 1/2" 1'-9" 17 S-313 S-314 A 6'-11" S-503 HSS7x7x1/4 3 SOG5.5 6 S-316 10" S-313 13 SIM AT STOREFRONT 2 HSS7x7x1/4 ASI 008 1'-4" 1'-1" 8'-6" 10'-6" S-503 2'-4" TYPE 304 STAINLESS STEEL ANCHOR RODS. (3) LOCS AT VESTIBULE. University of Colorado at Colorado Springs 2011101.00 2'-3" S-313 E Civil AT STOREFRONT BP 003 1'-11" 3 DP24A-10' 96'-4" PD-2 2 James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 2'-2 1/2" S-314 4'-4 1/2" 5 HSS4x4x1/4 HSS7x7x1/4 10 RFC 039 13 S-313 S-313 C9x13.4 BELOW S-503 OH 3NB 5 4 S-503 DP24A-10' 112'-4" PD-2 SIM 1'-4" DP30A-10' T/GR BM = 99'-0" 96'-4" PD-2 3'-3" S-503 HSS7x7x1/4 ABOVE C9x13.4 BELOW C9x13.4 BELOW TYP AT HSS TO HSS T/ PILASTER = 115'-4" 2 1/2" POST CL TO BM CL 1 S-213 HSS4x4x1/4 DP30A-10' 96'-4" PD-2 1'-0 1/2" 3 HSS12x6x1/2 BP-6 PER 15 / S-315 1'-6" 10'-6" 2 12'-5" RFC 039 TYPE 304 STAINLESS STEEL ANCHOR RODS 18 S-313 HSS8x4x1/2 TYP AT CW, FOR BASE PL SEE 15 / S-312 2'-3" ASI 008 The Lane Center for Academic Health Sciences 13'-7" EXTEND GRADE BM REINF AT INSIDE FACE TO FAR END OF PILASTER AND TERMINATE WITH HOOK A TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 T/ PILASTER = 99'-0" TYP AT VESTIBULE S-503 10'-10 1/2" Landscape Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 Structural Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 5 SOUTH EAST STAIR ROOF 1/4" = 1'-0" 3 EAST VESTIBULE FLOOR PLAN 1 1/4" = 1'-0" WEST VESTIBULE FLOOR PLAN Mechanical/Plumbing Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 1/4" = 1'-0" Electrical 2 1.9 1.5 1 2.4 Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 C.6 Technology Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 2.4 Building Performance Engineer MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH TYP HSS TO POST CONN 5'-2 1/2" WP 10'-1" 9'-0" 2 B.1 S-503 ( 110' - 0" ) 3NB HSS8x8x3/8 S-502 HSS8x8x1/2 S-502 17 HSS6x6x1/4 AESS (125'-4") EDGE OF PLATE SEE ARCH S-502 1'-11" D.1 3'-2" 5 13 B Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 2'-6" ( 110' - 0" ) HSS8x8x3/8 TYP HSS TO HSS 2'-1" DESIGNERS: KH/AM DATE PRINTED: 4/18/2014 9:09:35 AM HSS6x6x1/4 (125'-4") 3NB S-502 (125'-4") HSS8x8x3/16 AESS 4 D HSS8x8x1/2 S-502 HSS8x4x3/8 AESS (125'-4") HSS5x3x1/2 HSS8x4x3/8 ( 110'-0" ) 4 6'-0" ASI 007 Cost Estimating 12 S-502 13'-7" ( 110' - 0" ) SIM FOR EDGE PLATE TYP T/ HSS5x3 ELEVATION = 114'-8" GIRT TO POST HSS5x3x1/2 ( 110' - 0" ) 5 S-502 ADD 005 S-502 HSS8x4x3/8 (125'-4") S-502 S-502 15 S-502 HSS4x4x3/8 HSS8x8x3/16 AESS 7 7 Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 7'-0" S-502 14 Issue ( 110' - 0" ) 4 1 S-502 S-502 EDGE OF PLATE SEE ARCH 3 S-502 4 HSS8x6x3/8 ( 114'-10 1/2" ) HSS8x8x3/8 ( 110'-0" ) 1'-10" HSS10x8x1/4 (125'-4") S-502 A GIRT TO COL 9'-0 1/2" 1'-11" SIM FOR EDGE PLATE 8 S-502 3'-4 1/2" 1 EDGE OF PLATE SEE ARCH 10'-10 1/2" 1/2 5x3x HSS ADD 005 ( 110' - 0" ) 2 E 3 S-502 BP#2 BP#3 ADDENDUM 005 ASI 007 ASI 008 RECORD DRAWINGS Date NOVEMBER 16, 2012 DECEMBER 21, 2012 JANUARY 25, 2013 MARCH 7, 2013 MARCH 7, 2013 APRIL 18, 2014 B.2 Project Number: Drawn By: 4 EAST VESTIBULE ROOF PLAN 2 WEST VESTIBULE ROOF PLAN 2011101.00 KH/AM Reviewed By: KH Approved By: PD PARTIAL PLANS 1/4" = 1'-0" 1/4" = 1'-0" S-201 1.9 1.5 1 2 B.1 14k 2.4 1.9 1.5 2.4 1 B.1 B.2 B.2 L8x4x3/4 LLV, AESS 7'-9" L8x4x3/4 LLV, AESS 6k 6k W18x35 [10] D.1 S-501 16 S-502 HSS8x4x1/4 AESS HSS8x4x1/4 AESS 29'-7" Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 18k 8" D S-503 WP 13'-4" 13'-8" Mechanical/Plumbing Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 D.1 1'-2" Electrical 7 5'-2 1/2" Landscape [4] x19 2 1 W 6k 9 TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 7'-0" # 6k 22k D 7'-0" L8x4x3/4 LLV, AESS W18x35 [10] 6k James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 Structural 6k W18x50 [2] 8k 10k W18x35 [8] ] 5 [10 3 x 8 W1 DO NOT CONNECT HSS BEAM TO COL 8k [10] 0 5 18x 8k W W1 8x3 5[ 16 6k 6k ] k 6 ] 0 [1 x35 8 1 6k W 16 k 22k Clinical Planning 10k HSS8x6x1/2 AESS TYP W18 TO COL S-503 4'-5" (3) EQ SP 16k C.6 6 14k 29'-7" [28] x50 8 1 W SIM ALUMINUM EXTRUSION SHALL NOT BE CONTINUOUS AT SUPPORT 52k [20] x35 W18 HSS8x4x1/4 AESS 16k [14] 0 5 x W18 9" (154'-10 1/2") C.6 # PROVIDE ALUMINUM EXTRUSION CONNECTION THAT PROVIDES THERMAL RELIEF C.3 AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 Civil SLOPE STRUCTURE . DOWN 1/4"/12" 2'-0" (154'-10 1/2") AESS AESS TOC= 144'-1" 20k TYP 10k 24k HSS8x6x1/2 AESS HSS8x4x1/4 AESS S-503 TYP T/ CURTAIN WALL POST [22] x35 W18 S-501 13 20k ] 0 [12 5 x 8 W1 SS V, AE x1LL L8x4 HSS8x4x1/4 9 C.3 ASI 012 6 S-502 S-502 PL2 AESS, GR 50 C 6k 20k Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 Architect 3.5A 2VLI HSS8x4x1/4 C 6k 6k HSS8x4x1/4 AESS 6k W12x26 [8] 6k C.1 18k 20k 14k S AES LLV, x3/4 L8x4 PL2 AESS, GR 50 HSS8x4x1/4 AESS " 12'-0 6k ] 9 [ x50 W18 48k ] 5 [24 3 x 8 W1 W12x19 [8] 6k 6k C.1 20 1'-10 1/2" [16] x35 8 1 W S-531 PROVIDE ALUMINUM EXTRUSION CONNECTION THAT PROVIDES THERMAL RELIEF # ADD 005 14k [5] x35 W18 HSS8x6x3/8 AESS S-502 B.8 University of Colorado at Colorado Springs 2011101.00 Owner 19 S-502 PL2 AESS, GR 50 1'-10" x35 [14] W18 TYP 19 20 10k EQ (3) LOCS # # 8k B.8 10k S-502 # 29'-1" (154'-10 1/2") T/STEEL = 154' 10 1/2" TYP FOR PERGOLA FRAMING ALL FRAMING AND CONNS ARE AESS EQ HSS8x4x1/4 AESS [12] x35 8 1 W [20] x35 W18 HSS8x4x1/4 AESS 8k EQ S AES LLV, x3/4 L8x4 HSS8x4x1/4 AESS PL2 AESS, GR 50 The Lane Center for Academic Health Sciences FOR CONN, SEE 16 / S-503 EQ 8k HSS8x4x1/4 AESS B.5 18k HSS8x6x3/8 AESS # 18k [12] x35 8 1 W S-502 17 6k W18x35 6k 29'-1" SIM W18x35 [10] 6k B 12'-0 7/8" 17 B.5 1'-2" " 1'-10 ADD 005 4'-0" B 8" 1'-1 3/4" C:\Proj\2011101_structural_kevinh.rvt 2 5'-2 1/2" WP Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 Technology Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 Building Performance Engineer Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 2 PENTHOUSE - PERGOLA FRAMING 1 3/16" = 1'-0" Cost Estimating FOURTH LEVEL - TERRACE Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 3/16" = 1'-0" Issue 19 S-502 TYP L8x4x1/2 LLV, AESS 20 S-502 3 Project Number: Drawn By: RFC 111 SIM ANGLE TO ANGLE DECEMBER 21, 2012 JANUARY 25, 2013 MARCH 27, 2013 APRIL 18, 2014 7'-3" L8x4x1/2 LLV, AESS L8x4x1/2 LLV, AESS L8x4x1/2 LLV, AESS 11'-2" BP#3 ADDENDUM 005 ASI 012 RECORD DRAWINGS NO CONNECTION BETWEEN ANGLE. TYP L8x4x1/2 LLV, AESS L8x4x1/2 LLV, AESS L8x4x1/2 LLV, AESS HSS8x4x1/4 AESS SEE ARCH TYP HSS8x4x1/4 AESS 7'-3" 9 S-320 MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH 5'-11" HSS8x4x1/4 AESS SEE ARCH FOR END OF ANGLE L8x4x1/2 LLV, AESS L8x4x1/2 LLV, AESS 11'-2" 4 HSS8x4x1/4 AESS 7'-3" L8x4x1/2 LLV, AESS 4'-7" HSS8x4x1/4 AESS 11'-2" 5 4.9 HSS8x4x1/4 AESS 7'-3" L8x4x1/2 LLV, AESS B 6 5.9 4'-0" L8x4x1/2 LLV, AESS L8x4x1/2 LLV, AESS HSS8x4x1/4 AESS HSS8x4x1/4 AESS L8x4x1/2 LLV, AESS A.6 L8x4x1/2 LLV, AESS 3'-3" 6.9 L8x4x1/2 LLV, AESS 7 11'-2" SEE ARCH DESIGNERS: KH/AM DATE PRINTED: 4/18/2014 9:09:36 AM T/STEEL = 125'-10" TYP FOR PERGOLA FRAMING ALL FRAMING AND CONNS ARE AESS Date 20 S-502 TYP HSS TO ANGLE NO CONNECTION BETWEEN ANGLE. TYP 2011101.00 KH/AM Reviewed By: KH Approved By: PD ALUMINUM TRELLIS FRAMING 3/16" = 1'-0" PARTIAL PLANS S-202 C:\Proj\2011101_structural_kevinh.rvt 3 2.6 B.4 B 9 A.6 8 7 6.9 11" The Lane Center for Academic Health Sciences 1'-0" T/WALL, SEE ARCH TYPICAL A ROOF LEVEL 2'-6" MIN ROOF LEVEL 2'-0" MIN 3'-0" MIN University of Colorado at Colorado Springs 2011101.00 Owner Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 Architect S-212 S-310 BP 003 17 S-320 PENTHOUSE LEVEL 160'-0" 3'-1 1/2" S-212 TYP AT MAT FND 2'-6" MIN 16 1'-10" MIN 3 1 AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 PENTHOUSE LEVEL 160'-0" 1'-0" MIN 7 1/2" B SIM 1'-0" MIN S-320 (4)#5 EQ SP VERT, CTR IN WALL ABOVE FOURTH LEVEL 2'-6" #5@12"OC VERT, CTR IN WALL ABOVE FOURTH LEVEL 13'-2 1/2" 6" MIN 19'-0" 8 ' -0 " BP 003 #5@12"OC VERT, CTR IN WALL ABOVE FOURTH LEVEL S-320 FOURTH LEVEL 145'-4" FOURTH LEVEL 145'-4" FOR BRICK SUPPORT EMBED 10 1'-1" 3'-7" 2 S-212 #5@12"OC HORIZ, CTR IN WALL ABOVE FOURTH LEVEL 13 #5@18"OC EF VERT ABOVE THIRD LEVEL 9" 3'-3" S-316 RFC 145 WEST WALL IS 8" THICK ABOVE FOURTH LEVEL 2'-6" MIN S-212 FROM PENTHOUSE TO ROOF LEVEL S-320 1'-6" MIN 13'-10 1/2" 11'-4 1/2" S-310 4 S-320 2'-6" MIN 1'-6" MIN 1/4" = 1'-0" 2 S-320 THIRD LEVEL 130'-8" THIRD LEVEL 130'-8" 4 TYP WALL INTERSECTION #7@12"OC EF VERT (2) BARS AT 3" OC TO MATCH SIZE OF WALL REINF AT OPENING EDGES, UNO S-320 8 7 6.9 TYP 3 S-320 #5@12"OC EF HORIZ TYP AT OPNGS, SIDES, T&B 2 A.6 RFC 040 LTS, TYP S-211 20 S-311 2 S-320 6" MIN 13'-2 1/2" 6 S-320 #5@18"OC EF HORIZ, SECOND TO FOURTH LEVEL OH TYP 12 TYP S-320 SECOND LEVEL 116'-0" B 8 ' -0 " SEE 12 / S-320 FOR HORIZ REINF TYPICAL 1'-0" MIN 3 2 S-210 19 S-311 16 #5@18"OC EF HORIZ, ADJACENT TO DOOR BELOW FOURTH LEVEL. TYPICAL Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 Cost Estimating Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 1'-0" MIN S-320 LTS PAST PERP WALL CONT HORIZ REINF LTS PAST PERP WALL B.4 Issue Date 18'-6" 9 ' -0 " 9 ' -0 " #7@18"OC EF VERT BELOW FOURTH LEVEL DESIGNERS: KH/AM DATE PRINTED: 4/18/2014 9:09:37 AM Building Performance Engineer #7 EF ABOVE AND BELOW AT OPNG, EXTEND LTS PAST EDGE OF OPNG 9 2'-6" FIRST LEVEL 100'-0" 3'-11" 3'-7 1/2" S-311 FOR FND WALL CORNER REINF BP#2 BP#3 RECORD DRAWINGS NOVEMBER 16, 2012 DECEMBER 21, 2012 APRIL 18, 2014 FIRST LEVEL 100'-0" #5@12"OC EF HORIZ, EA SIDE OF DOOR #7@18"OC EF VERT 1 S-210 (4)#7 EQ SP EF VERT BELOW FOURTH LEVEL Project Number: Drawn By: BP 003 MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 SECOND LEVEL 116'-0" 2'-0" MIN S-211 Technology 6" MIN 1 S-211 #7@18"OC EF VERT, SECOND TO FOURTH LEVEL 2'-0" MIN 9 LTS TYP 1'-0" MIN 5 S-320 Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 3 6" MIN TYP S-320 Structural Electrical S-320 4 Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 3 3 Landscape Mechanical/Plumbing #5@18"OC EF HORIZ ABOVE THIRD LEVEL SOUTH CORE - PLAN TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 2'-0" 15 20 James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 Civil 4 #5@12"OC HORIZ, CTR IN WALL ABOVE FOURTH LEVEL Clinical Planning 3 NORTH CORE - PLAN 1/4" = 1'-0" 2 BP 003 RFC 017 NORTH CORE - SOUTH WALL ELEVATION 1/4" = 1'-0" 1 RFC 017 2011101.00 KH/AM Reviewed By: KH Approved By: PD NORTH CORE - WEST WALL ELEVATION 1/4" = 1'-0" CORE WALL ELEVATIONS S-210 C:\Proj\2011101_structural_kevinh.rvt 6.9 7 8 B.4 9 A.6 B T/WALL = SEE ARCH TYPICAL ROOF LEVEL ROOF LEVEL The Lane Center for Academic Health Sciences University of Colorado at Colorado Springs 2011101.00 Owner A.6 B B.4 Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 Architect PENTHOUSE LEVEL 160'-0" PENTHOUSE LEVEL 160'-0" PENTHOUSE LEVEL 160'-0" 3 3 Clinical Planning S-320 S-320 James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 6 S-320 5 S-316 6 3 (2) #7@3" OC EF, T&B TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 3 LTS S-316 Civil (2) #7@ 3" OC EF, T&B LTS S-320 S-316 4 3 AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 S-320 6 S-320 OH Landscape S-320 #5@18"OC EF VERT, TYP FOURTH LEVEL 145'-4" FOURTH LEVEL 145'-4" FOURTH LEVEL 145'-4" Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 Structural Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 Mechanical/Plumbing #5@18"OC EF VERT, TYP Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 #5@18"OC EF HORIZ, TYP Electrical #5@18"OC EF HORIZ, TYP THIRD LEVEL 130'-8" THIRD LEVEL 130'-8" THIRD LEVEL 130'-8" Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 Technology Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 (6)#7@12"OC EF VERT SECOND LEVEL TO THIRD LEVEL 6 3 S-320 S-320 9 S-320 #5@18"OC EF HORIZ ABOVE SECOND LEVEL AT STRUT TYP FULL HEIGHT (3)#7@12"OC EF VERT CORNER REINF, SECOND LEVEL TO THIRD LEVEL ~ 20 ~ S-311 TYP FULL HEIGHT 20 (6)#7@12"OC EF VERT ADD BARS AT FW1 Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 BP 003 6 Cost Estimating S-320 S-311 SECOND LEVEL 116'-0" #6@12" OC EW ABOVE BRICK LEDGE TO END OF WALL #7@10"OC EF VERT SECOND LEVEL 116'-0" Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 18 S-312 (3)#7@12"OC EF VERT ADD BARS AT CORNER OF FW 1 ~ S-320 S-320 LTS, TYP SECOND LEVEL 116'-0" 4 4 BP 003 LTS, TYP LTS 5 S-316 Building Performance Engineer BP 003 5'-8" #7@18"OC EF HORIZ 6 FW1 S-311 S-311 SEE 2/S-311 FOR FND WALL REINF ~ ~ ~ DESIGNERS: KH/AM DATE PRINTED: 4/18/2014 9:09:39 AM ~ EXTEND FW1 OUTSIDE FACE REINF BELOW BRICK LEDGE TO END OF WALL Issue SEE 2 / S-311 FOR FND WALL REINF FIRST LEVEL 100'-0" FIRST LEVEL 100'-0" FIRST LEVEL 100'-0" BP#2 BP#3 ADDENDUM 005 RECORD DRAWINGS Date NOVEMBER 16, 2012 DECEMBER 21, 2012 JANUARY 25, 2013 APRIL 18, 2014 Project Number: Drawn By: BP 003 MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH S-312 WALL INTERSECTION 9 FW1 S-320 18 19 3 ADD 005 NORTH CORE - NORTH WALL ELEVATION 1/4" = 1'-0" 2 NORTH CORE - EAST WALL ELEVATION 1/4" = 1'-0" 1 2011101.00 KH/AM Reviewed By: KH Approved By: PD NORTH CORE - CENTER WALL ELEVATION 1/4" = 1'-0" CORE WALL ELEVATIONS S-211 C:\Proj\2011101_structural_kevinh.rvt B 2.6 3 3 2.6 B 16 T/POCKET = 175'-10 1/2" 4 A 4 S-212 S-315 OPTION #1 SIM EACH SIDE S-212 ROOF LEVEL ROOF LEVEL ROOF LEVEL 1'-9" ROOF LEVEL B/EMBED = 176'-0" The Lane Center for Academic Health Sciences #5@12"OC EF VERT 7'-0 1/2" B/POCKET = 174'-1 1/2" 3 3 S-320 S-320 BP 003 University of Colorado at Colorado Springs 2011101.00 #5@18"OC EF HORIZ 3 S-320 3 #5@18"OC EF VERT S-320 BP 003 SIM 11 S-320 6 Owner ADD 005 S-320 3'-0" MIN Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 3'-4 1/2" #5@18"OC EF HORIZ #5@8" OC EF VERT FOURTH LEVEL TO ROOF 11 14 S-530 S-320 PENTHOUSE LEVEL 160'-0" PENTHOUSE LEVEL 160'-0" PENTHOUSE LEVEL 160'-0" Architect PENTHOUSE LEVEL 160'-0" AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 Clinical Planning 4 James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 SOUTH CORE - SOUTH WALL AT PH 1/4" = 1'-0" S-212 Civil TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 FOURTH LEVEL 145'-4" FOURTH LEVEL 145'-4" Landscape FOURTH LEVEL 145'-4" Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 1'-6' MIN 1'-9 3/8" 1'-6 5/8" Structural Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 2'-6" MAX #5@18"OC EF VERT ABOVE THIRD LEVEL #5@18"OC EF VERT ABOVE THIRD LEVEL 3'-9" MIN BP 003 3 8 S-320 THIRD LEVEL 130'-8" 003 4 (4)#5 EF VERT, EQ SP AT JAMB, ABOVE SECOND LEVEL S-320 S-320 Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 #5@18"OC EF HORIZ, ABOVE SECOND LEVEL, ADJACENT TO DOOR. BP TYPICAL 10 6 Electrical THIRD LEVEL 130'-8" 4 ' -8 " 17'-7" Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 SEE 8 / S-320 DETAIL FOR HORIZ REINF, TYP TYP ABOVE DOOR BP THIRD LEVEL 130'-8" S-320 Mechanical/Plumbing S-320 10 S-320 003 11 #5@18"OC EF VERT TYP BTWN DOORS S-320 BP 003 S-320 SECOND LEVEL 116'-0" TYP AT EDGE Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 4 7 TYP S-320 15 16 S-311 S-311 Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 Building Performance Engineer #5@12"OC EF VERT, ABOVE SECOND LEVEL 2 Technology S-320 2 S-320 TYP SECOND LEVEL 116'-0" Cost Estimating SECOND LEVEL 116'-0" Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 11 S-311 SEE 2 / S-311 FOR FND WALL REINF #5@18"OC EF HORIZ, FIRST TO SECOND LEVEL 3 S-320 FW1 6 S-320 3 S-320 #5@12"OC EF VERT BELOW SECOND LEVEL FIRST LEVEL 100'-0" #5@18"OC EF HORIZ FULL HEIGHT #5@12"OC EF VERT BELOW THIRD LEVEL BP 003 BP 003 #5@12"OC EF VERT BELOW THIRD LEVEL FIRST LEVEL 100'-0" S-311 S-320 Date NOVEMBER 16, 2012 DECEMBER 21, 2012 JANUARY 25, 2013 APRIL 18, 2014 #5@9"OC EF HORIZ BELOW FIRST LEVEL BP 003 Project Number: Drawn By: RFC 017 MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH Issue BP#2 BP#3 ADDENDUM 005 RECORD DRAWINGS 12 3 LTS, TYP DESIGNERS: KH/AM DATE PRINTED: 4/18/2014 9:09:40 AM #5@18"OC EF HORIZ FULL HEIGHT FIRST LEVEL 100'-0" BP 003 3 SOUTH CORE - EAST WALL ELEVTAION 1/4" = 1'-0" 2 SOUTH CORE - WEST WALL ELEVATION 1/4" = 1'-0" 1 2011101.00 KH/AM Reviewed By: KH Approved By: PD SOUTH CORE - NORTH WALL ELEVATION 1/4" = 1'-0" CORE WALL ELEVATIONS S-212 B.2 B.5 B.8 1'-11 1/4" HSS4x4x1/4, (3) LOCS T/STEEL = 123'-1" T/STEEL = 137'-9" T/STEEL = 152'-5" 3'-7 1/2" 11 3/4" 10 1/4" T/ CURB = 116'-10" 8 4'-6 1/4" 10 1/4" C.3 3'-9 3/8" 3'-5" 11 1/8" 10 1/2" C.6 6'-10 1/2" 1'-3 1/4" 10 1/4" SECOND LEVEL 116'-0" CONTINUOUS DOGLEG STRINGER BY CONTRACTOR 14 S-503 T/LEDGE = 113'-8" 14 S-312 2'-3" B DOWN T/ LEDGE = 108'-11" T/ LEDGE = 103'-7" The Lane Center for Academic Health Sciences University of Colorado at Colorado Springs 2011101.00 T/ LEDGE = 102'-8" 15 ADDNL REINF REQD AT POST LOCS, SEE 14 / S-312 T/ LEDGE = 105'-7" 1 S-312 Owner 2'-4 " STEEL STAIR BY CONTRACTOR 2'-3" ATTACH CURTAINWALL MULLIONS AT HORIZ HSS ELEVATIONS ONLY. TYP. STRINGER SHALL CANTILEVER TO CORNER. NO VERTICAL SUPPORT FROM POST STAIR LANDING FRAMING BY CONTRACTOR 2'-4 " HSS5x5x1/4 9 8'-0" C.1 2'-4 " C:\Proj\2011101_structural_kevinh.rvt B.1 1 UP FIRST LEVEL 100'-0" 1 HSS STAIR SUPPORT BEAM. SEE PLAN Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 T/ LEDGE = 99'-0" B.4 Architect CONNECT LANDING FRAMING TO CONCRETE WALL AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 Clinical Planning James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 ADD 006 4 STAIR 3 PARTIAL PLAN 1 1/4" = 1'-0" SOUTH FOUNDATION WALL - INTERIOR ELEVATION 3/16" = 1'-0" Civil TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 Landscape Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 Structural Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 A Mechanical/Plumbing Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 PENTHOUSE LEVEL 160'-0" Electrical T/STEEL= 157'-4" Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 Technology Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 Building Performance Engineer 13 S-501 2.6 Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 2 FOURTH LEVEL 145'-4" 12 S-501 Cost Estimating 10 S-501 TYP AT KINK TYP 16 TYP S-501 3 17 S-213 S-501 Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 19 S-501 HSS14x4x3/8 LANDING BY SUPPLIER, W/ 3" CONC ABOVE DECK 11 S-501 TYP HSS14x4x1/4 HSS14x4x3/8 HSS14x4x3/8 11 SIM S-501 A THIRD LEVEL 130'-8" 15 S-501 19 Issue Date HSS14x4x1/4 HSS14x4x3/8 DESIGNERS: KH/AM DATE PRINTED: 4/18/2014 9:09:41 AM MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH S-501 TYP AT KINK BP#2 BP#3 ADDENDUM 006 RECORD DRAWINGS NOVEMBER 16, 2012 DECEMBER 21, 2012 FEBRUARY 8, 2013 APRIL 18, 2014 DOWN 14 S-501 HSS14x4x3/8 12 14 GA MIN TREAD FORM W/ 3" CONC BY STAIR SUPPLIER HSS14x4x1/4 S-501 SECOND LEVEL 116'-0" 13 Project Number: 2011101.00 S-501 Drawn By: 3 SOUTH EAST STAIR ELEVATION 1/4" = 1'-0" 2 Reviewed By: KH Approved By: PD SOUTH EAST STAIR 1/4" = 1'-0" KH/AM STAIR PLANS AND SECTIONS S-213 C:\Proj\2011101_structural_kevinh.rvt 9 8 7 6 5 4 8 231 SIM S-540 EQ EQ EQ EQ 3 EQ BYND 237 1 ROOF LEVEL EQ ADD 006 TYP. EACH SIDE 236 OF OPENING 9'-11 5/8" EQ The Lane Center for Academic Health Sciences EJ 233 ML-1 236 TYP. 233 8" ADD 006 1.5 FOR ALT 600S FRAMING BY CFS CONTRACTOR 238 EQ 2 1.9 233 ML-1 16 231 S-540 238 1'-8" EJ EJ EJ EJ EJ University of Colorado at Colorado Springs 2011101.00 EJ 1'-8" EJ PENTHOUSE LEVEL 160'-0" 165' -4" 202 RFC 145 AT WALL BEYOND 10 S-316 AC-1 1'-8" EJ EJ EJ EJ W8 BRICK SUPPORT Owner ~ S-540 ~ 11 14 19 S-540 S-540 AT WALL BEYOND 4'-3" 3'-0" 4'-3" 3'-1 1/8" 14 S-540 EJ EJ EJ Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 SIM EJ FOURTH LEVEL 145'-4" 176' -1" TYP AT CORNERS 28'-9 3/4" 14 8 8 S-503 S-503 202 ~ ~ S-541 OH AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 14 AC-6 S-540 SIM EJ EJ EJ EJ EJ EJ EJ EJ 12 8 S-503 S-503 8 202OH SIM S-503 THIRD LEVEL 130'-8" 176' -1" BRICK RELIEF ANGLE TYP AT SOFFIT AND WINDOW HEAD ~ ~ 7 S-540 ADD 005 SIM AT GIRT AC-6 SIM AT GIRT S-540 7 EJ EJ EJ EJ EJ EJ EJ EJ S-540 S-503 8 S-503 OH SECOND LEVEL 116'-0" S-503 176' -1" ~ ~ AS-2 AS-1 AS-1 AS-1 S-540 AS-1 TYP AT STOREFRONT AS-1 AC-18 Structural AC-16 FIRST LEVEL 100'-0" AC-20 99' - 4" 99' - 4" 244 1 99' - 4" 99' - 4" 219 18 99' - 4" 228 229 TYP 239 234 99' - 4" 18 S-540 S-540 99' - 4" JAMB 800S WALL FRAMING BY CFS 230 CONTRACTOR, SPLICE AS REQD. 228 229 219 219 Landscape Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 SIM 17 James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 11 8 Clinical Planning Civil SIM 14 215 Architect Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 99' - 4" Mechanical/Plumbing Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 BUILDING ELEVATION - WEST Electrical 1/8" = 1'-0" Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 1.5 1.9 2 2.6 3 8 3.9 4 4.95 5.9 6 8 SIM AT CONC WALL 237 S-540 S-540 BEYOND EQ 6.9 7 EQ EQ EQ EQ SIM 9 Technology Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 231 238 EQ 8 EQ ROOF LEVEL EQ Building Performance Engineer Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 TYP. 236 ML-1 10 207 ABOVE STAIR, TYP 3 1'-8" SIDES ADD 005 EJ SIM S-541 WALL BEYOND 231 238 6 215 S-541 8 11 EJ ML-1 Cost Estimating S-541 S-541 15'-0" EJ EJ 14 12 S-540 S-540 EJ EJ EJ EJ EJ PENTHOUSE LEVEL 160'-0" 12 36'-10 3/4" Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 80'-6 1/8" S-540 241 CJ ADD 005 14 14 S-540 S-540 13'-4 7/8" 14 TYP AT CORNER AC-10 S-541 BRICK RELIEF ANGLE AT WINDOW HEAD ~ CJ ~ CJ 3 S-316 4 S-541 FOURTH LEVEL 145'-4" 18'-8" 219 12 12 S-540 S-540 80'-6 1/8" CJ 241 O.P.H. CJ CJ 15 S-541 AC-27 8 S-540 8 AC-29 S-540 AC-11 Issue AC-9 THIRD LEVEL 130'-8" 20 S-540 BP#3 ADDENDUM 005 RECORD DRAWINGS Date DECEMBER 21, 2012 JANUARY 25, 2013 APRIL 18, 2014 13'-4 7/8" DESIGNERS: KH/AM DATE PRINTED: 4/18/2014 9:09:46 AM 18'-8" EJ EJ 15'-8 3/8" SECOND LEVEL 116'-0" 225 AC-22 17 234 S-541 115' - 4" 219 115' - 4" AC-12 115' - 4" Project Number: Drawn By: MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH FIRST LEVEL 100'-0" KH Approved By: PD BUILDING ELEVATION - EAST 1/8" = 1'-0" KH/AM Reviewed By: BUILDING ELEVATIONS 2 2011101.00 S-220 C:\Proj\2011101_structural_kevinh.rvt E D.1 D C B AT LADDER A A.6 A B.4 B BEYOND C ROOF LEVEL E 8 ADD 005 EJ D D.1 S-540 ROOF LEVEL EJ The Lane Center for Academic Health Sciences SIM. AT PERGOLA 16 233 ADD 006 233 105 S-540 ADD 006 8 8 S-541 S-541 207 8 16 S-541 S-540 University of Colorado at Colorado Springs 2011101.00 14 S-320 EJ EJ EJ EJ 12 12 S-540 S-540 56'-8" 202 CJ 14 14 ADD 005 ADD 006 S-540 S-540 AC-3 SIM AT GIRT SIM ADD 006 800S CFS WALL FRAMING GRID A TO B 7 12 ~ ~ CJ SIM AT GIRT 14 ADD 006 S-540 8 7 S-540 SIM BRICK RELIEF ANGLE, SEE ARCH FOR ELEVATION 3 AC-26 S-540 SIM AT GIRT S-540 19 AC-2 S-540 S-316 EJ 14 14 S-540 S-540 EJ EJ 12 S-540 BRICK RELIEF ANGLE, SEE ARCH FOR ELEVATION 242 EJ 14 12 CJ HSS GIRT, SEE PLAN FOR ELEVATION, TYP 8 TYP AT CORNER AC-8 9 AC-28 S-540 AS-9 S-540 AS-9 9 AC-28 AC-7 ADD 006 S-541 THIRD LEVEL 130'-8" S-540 BRICK RELIEF ANGLE TO ALIGN WITH WINDOW HEAD AND SOFFIT TYP CJ 14 800S CFS WALL FRAMING S-540 SECOND LEVEL 116'-0" AS-8 115' - 4" AC-7 S-540 AS-8 S-540 115' - 4" 11 11 S-540 S-540 20 S-540 AT DOOR BEYOND ADD 006 SECOND LEVEL 116'-0" O.P.H. 234 12 12 S-540 S-540 110' -FRAMING 8" CFS WALL FROM TOP OF CONCRETE WALL TO RELIEF ANGLE ABOVE 107' - 4" 9'-4" ~ 14 225 225 234 Clinical Planning S-540 12 S-540 10 BYND FIRST LEVEL 100'-0" FIRST LEVEL 100'-0" 99' - 4" AC-17 TYPICAL CFS WALL FRAMING AT WINDOWS 99' - 4" 234 234 TYPICAL 600S CFS WALL FRAMING BTWN WINDOWS DO NOT CONNECT CFS WALL FRAMING, SHEATHING OR RELIEF ANGLE TO DOOR POSTS. RELIEF ANGLE IS CONTINUOUS PAST POSTS 2 James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 Civil TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 Landscape Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 Structural 219 103' - 4" 1 AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 202 14 S-541 S-540 AC-23 Architect CJ 12 AC-15 FOURTH LEVEL 145'-4" S-541 S-540 THIRD LEVEL 130'-8" 16'-8 3/8" ADD 006 ~ ADD 005 14 Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 202 12 14 AC-5 S-540 Owner S-540 ~ CJ 223 14 8'-3 5/8" ~ S-540 14 AC-5 S-540 ADD 006 PENTHOUSE LEVEL 160'-0" 11 S-540 FOURTH LEVEL 145'-4" S-540 CJ 14 BRICK RELIEF ANGLE AT WINDOW HEAD AND SOFFIT SIM AT GIRT 12 S-540 202 S-540 58'-4" S-540 12 S-540 S-540 12 EJ CJ 14 242 EJ OPH 8 ~ ~ W8 BRICK SUPPORT EJ PENTHOUSE LEVEL 160'-0" Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 Mechanical/Plumbing Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 Electrical Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 BUILDING ELEVATION - NORTH Technology 1/8" = 1'-0" Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 BUILDING ELEVATION - SOUTH Building Performance Engineer 1/8" = 1'-0" Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 Cost Estimating Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 EXTERIOR WALL FRAMING SCHEDULE FOR BIDDING MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH DESIGNERS: KH/AM DATE PRINTED: 4/18/2014 9:09:51 AM LOCATION STUD SIZE AND SPACING COMMENTS METAL STUD BACKING BRICK AT RIBBON WINDOWS - TYPICAL 600S162-68 @ 16" OC 14/S-540 Issue METAL STUD BACKING BRICK AT RIBBON WINDOWS - CORNER 600S162-68 @ 12" OC 14/S-540 BP#3 ADDENDUM 005 RECORD DRAWINGS STUD BACKING FULL HEIGHT BRICK TYPICAL 800S200-54 @ 16" OC 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 BY THE CFSF CONTRACTOR. Date DECEMBER 21, 2012 JANUARY 25, 2013 APRIL 18, 2014 Project Number: Drawn By: 2011101.00 KH/AM Reviewed By: KH Approved By: PD BUILDING ELEVATIONS S-221 C:\Proj\2011101_structural_kevinh.rvt CONCRETE COVER LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE (INCHES) 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 F'c = 3,000 PSI THRU 3,500 PSI BAR SIZE (IN-LB) COMP BAR SIZE (METRIC) #3 #4 #5 #6 #7 #8 #9 #10 #11 #10 #13 #16 #19 #22 #25 #29 #32 #36 F'c = 4,000 PSI TENSION LCE LCS LDH LTE TOP 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 COMP LTE LTS LTS LCE OTHER TOP OTHER 16 22 27 33 48 55 62 70 77 28 37 46 56 81 93 105 118 131 21 28 36 43 62 71 80 90 100 8 9 12 14 17 19 21 24 27 F'c = 5,000 PSI TENSION LCS LDH 12 15 19 23 26 30 34 38 42 6 7 8 10 12 13 15 17 19 COMP LTS LTE LTE LTS LCE TOP OTHER TOP OTHER 18 25 31 37 54 62 70 78 87 14 19 24 28 42 47 54 60 67 24 32 40 48 70 80 91 102 113 18 25 31 37 54 62 70 78 87 8 9 11 14 16 18 20 23 25 TENSION LCS LDH 12 15 19 23 26 30 34 38 42 6 6 7 9 10 12 13 15 17 LTE LTE LTS LTS TOP OTHER TOP OTHER 17 22 28 33 48 55 62 70 78 13 17 21 25 37 42 48 54 60 22 29 36 43 63 72 81 91 101 17 22 28 33 48 55 62 70 78 The Lane Center for Academic Health Sciences University of Colorado at Colorado Springs 2011101.00 Owner 4d 2 1/2" MIN d D1 ~ ~ d D1 12d Architect 90° HOOK 180° HOOK PRINCIPAL REINFORCING 6d 4" MIN D2 135° HOOK #3-#8 TIE OR STIRRUP NOTES: 1. ALL BENDS SHALL BE MADE COLD 2. #14 & #18 BARS SHALL BE BEND TESTED & LAB APPROVED PRIOR TO BENDING 1 ~ ~ ~ 90° HOOK #3-#5 STIRRUPS ONLY 6 d ~ 6 4" d MI N D2 d Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 GENERAL NOTES: 1. 'LCE' = COMPRESSION EMBEDMENT LENGTH, 'LCS' = COMPRESSION LAP SPLICE LENGTH, 'LTE' = TENSION EMBEDMENT LENGTH, 'LTS' = TENSION LAP SPLICE LENGTH, 'LDH' = HOOK DEVELOPMENT LENGTH 2. 'TOP' BARS ARE HORIZONTAL BARS PLACED SUCH THAT MORE THAN 12 IN. OF FRESH CONCRETE IS CAST BELOW THE BAR 3. ALL BARS THAT ARE NOT 'TOP' BARS ARE 'OTHER' BARS 4. UNLESS NOTED OTHERWISE, ALL HOOK BARS SHALL EXTEND TO THE FAR FACE (LESS 2" COVER) MAX OFFSET BEND D1 #3 - #8 #9 - #11 6d 8d D2 #3 - #5 #6 - #8 #9 - #11 4d 6d 8d LAP SPLICE NOTES: 1. ALL SPLICES SHALL BE WIRED IN CONTACT AND STACKED VERTICALLY 2. ALL SPLICES ARE 'LTS' UNLESS NOTED OTHERWISE 3. SMALLER BAR LAP LENGTH SHALL BE USED WHEN SPLICING DIFFERENT SIZED BARS 4. LAP LENGTHS SPECIFICALLY DETAILED ON DRAWINGS SHALL GOVERN IN LIEU OF LAP LENGTHS SCHEDULED 5. 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 BUNDLE 6. 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 AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 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 Civil Clinical Planning James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 Landscape Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 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 GREATER 2. 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% TYPICAL REINFORCING BENDS Structural Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 Mechanical/Plumbing 10 NO SCALE Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 REINFORCING DEVELOPMENT, PLACEMENT, AND BEND INFO Electrical D MAX D=0.3T OR 2" WHICHEVER IS SMALLER LTS + 18", TYP 2" CLR TO REINF, TYP EW 12" MAX W 3'-0" MAX ADD 1/2 NUMBER OF BARS INTERRUPTED BY OPNG PLUS 1, SPACE AT 3" OC 12" FROM ALL EDGES, TYP Building Performance Engineer H, 3'-0" MAX NOTE 1 T ALIGN PEN'S VERTICALLY D = OUTSIDE DIAMETER B/WALL NOTE: WHERE CLEAR DISTANCE BETWEEN SLEEVES CAN NOT BE ACHIEVED AS SHOWN, STRUCTURAL ENGINEER OF RECORD SHALL BE NOTIFIED. SCHEDULE 40 SLEEVES SHALL BE USED IN CRITICAL AREAS OF THE WALL AND SLABS AS DETERMINED BY STRUCTURAL ENGINEER OF RECORD. IN WALL OR SLAB CONDUITS GREATER THAN [0.2T] SHALL BE SUBMITTED FOR REVIEW NOTES: 1. GREATER OF 2xD AND 12", WHERE CLEAR DISTANCE IS NOT ACHIEVABLE, TREAT AREA AS SINGLE OPENING REINFORCED PER "TYPICAL OPENING" DETAIL 2. DO NOT CUT REBAR AT PENETRATIONS LOCS. REBAR MAY BE MOVED 8" MAX TO ACCOMMODATE PENETRATIONS NO SCALE AT OPENINGS 12" OR LESS TYPICAL OPENING TYP CIP SLAB OR WALL PENETRATIONS 8'-0" MAX UNSUPPORTED LENGTH 3/4" CHAMFER AT CORNERS, TYP 8 S-300 EE Issue BP#2 BP#3 RECORD DRAWINGS Date NOVEMBER 16, 2012 DECEMBER 21, 2012 APRIL 18, 2014 2'-6" MIN BEARING ON SOIL SIDEWALK EJ 1'-6 5/8" SEE CIVIL FOR ELEVATION AND SLOPE SIDEWALK SEE CIVIL 6" 2" CLR, TOP 3" CLR, BOT DESIGNERS: KH/AM DATE PRINTED: 4/18/2014 9:09:52 AM Cost Estimating NOTES: 1. DETAIL APPLIES UNLESS REINF IS SPECIFICALLY DETAILED ON THE DRAWINGS . LESSER OF: 1) LDH 2) FAR FACE OF CONC LESS 2" AT BEAM OR WALL FACE (7) #4 @10" OC #4 @18" OC NOTES: 1. ALL REBAR EPOXY COATED. MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 DETAIL SIMILAR FOR CIRCULAR OPENINGS NOTE 1 AT PIPING OR CONDUIT 11 Technology Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 NOTE 2 3D (12" MIN) CLEAR Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 REMOVE SOIL FOR SWAIL DITCH AFTER CONCRETE HAS REACHED 70% OF SPECIFIED 28-DAY STRENGTH LTS NO SCALE PEDESTRIAN BRIDGE SECTION PROPERLY COMPACTED ON SITE OR IMPORTED SAND BACKFILL PER OCTOBER 30, 2012 CTL LETTER. REVIEWED AND APPROVED BY OWNERS GEOTECHNICAL ENGINEER 8 NO SCALE Project Number: Drawn By: TYPICAL PEDESTRIAN BRIDGE AT SIDEWALK 4 NO SCALE TYP FORMSAVER 2011101.00 KH/AM Reviewed By: KH Approved By: PD FORM SAVER BP 003 12 LTS UNO TYP CONCRETE DETAILS S-300 C:\Proj\2011101_structural_kevinh.rvt 3" CLR SHAFT DIA LTS + H LTS R CL 3" TYPE DP24A DP30A DP36A DP48A DP48B DP54 H VOID, SEE FND NOTES VERT REINF, EQUALLY SPACED AROUND PERIMETER DRILLED PIER SCHEDULE REINFORCEMENT SHAFT DIA VERTICAL TIES 24" (6)#7 #4@14" 30" (6)#9 #4@18 36" (8)#8 #4@16 48" (20)#10 #5@6 48" (14)#10 #4@10 54" (22)#10 #5@8 REMARKS The Lane Center for Academic Health Sciences University of Colorado at Colorado Springs 2011101.00 FORM TOP AS REQUIRED TO PREVENT MUSHROOMING T/BEARING MATERIAL, SEE GEOTECHNICAL REPORT FOR DESCRIPTION. ASSUME 6222.50' FOR BID PURPOSES 6" UNO 9 NO SCALE Owner Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 TYP STEPPED GR BM/WALL AT PIER AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 #3 ALIGNMENT BARS OR OTHER APPROVED ALIGNMENT DEVICES AT 1/4 POINTS AROUND PERIMETER AT TOP, BOT, AND MID Clinical Planning James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 Civil 3 1/2" PIER DIAMETER PIER TIE REINFORCING PATTERN 4" HORZ LEG TIED TO TIE PENETRATION INTO BEARING MATERIAL IN FEET (SEE PLAN) 6" ~ ROUGHEN WHEN THE DRILLING PROCEDURE RESULTS IN EXCESSIVE REMOLDING AND CAKING OF THE BEDROCK ON THE PIER WALLS AS DETERMINED BY THE GEOTECHNICAL ENGINEER 6" LTS SPLICE BARS AT B/PIER IF REQUIRED FOR OVERRUN PIER VERTICAL BARS 4" MINIMUM LENGTH = 24'-0" MINIMUM PENETRATION INTO BEARING MATERIAL. SEE PLAN. Architect DP30A-10 TYPICAL ALIGNMENT BAR PLAN MARK TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 Landscape Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 Structural Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 Mechanical/Plumbing BP 003 Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 6 EQ EQ EQ EQ SP Electrical 9" 4" CLR (8) #6 DOWELS 4" CLR TYP DRILLED PIER SCHEDULE 3" 9" NO SCALE Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 Technology Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 B EQ SP PD-4B DOWELS AT WALL ON PIER EQ SP TYP Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 CENTER PIER ON COLUMN ABOVE UNO FND WALL REINF (12) #11 DOWELS AT TYPE A (6)#11 DOWELS AT TYPE B W/ STD HOOK AT BOT 9" 6" CL R PROVIDE #4 DWL TIES, TYP @48"OC PD-6 DOWELS AT MAT INDICATES PIER REINFORCING A A 9" C SEE PLAN INDICATES DP VERT REINF 6" CLR, TYP T.O.CAP VOID, SEE FND NOTES 3 ' -7 7 8/ " 3" MAX TO PIER BAR EQ 2" CLR CONST JT 3" CLR CONST JT Project Number: 3" MAX FULL DEPTH HOOK, TYP #5@9" AROUND SUMP PIT 3" CLR EQ A VOID, SEE FND NOTES Drawn By: T.O.PIER (4) #4 TIES MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH SEPTEMBER 12, 2012 NOVEMBER 16, 2012 DECEMBER 21, 2012 APRIL 18, 2014 B S/2 MAX, TYP (3)#5 EF, TYP AT PERIMETER OF MAT 5'-0" TO CSJ EQ A LTS MATCH SIZE & SPACING OF T&B REINF 4" VOID FORM, SEE FND NOTES BP 003 BP 003 20 DESIGN DEVELOPMENT BP#2 BP#3 RECORD DRAWINGS 9" GRATING COVER. SEE ARCH ANCHOR RODS OR DOWELS 3" PROVIDE #4 DWL TIES @48" OC IN WALL, TYP Date 9" PIER CAP W/ #9@8" OC EW T&B B 6" FROM T/WALL LTS LTS MATCH COLUMN REINFORCING Issue 3" 1'-0" 6" MAX DESIGNERS: KH/AM DATE PRINTED: 4/18/2014 9:09:54 AM INDICATES CAP VERT BARS 4" CLR C WALL DWLS TO MATCH WALL REINF, TYP 3" CLR Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 Cost Estimating 4" CLR VOID, SEE FND NOTES PIER DOWELS SEE ELEVATION FOR WALL REINF Building Performance Engineer SIM AT CORNER. PLACE DWLS IN E/W WALL UNO 9" B LTS LTS + 2'-0" COLUMN REINFORCING VOID, SEE FND NOTES 4" CLR, TYP NO SCALE SHEAR WALL MAT SUMP REINF 16 NO SCALE PIER CAP AT SHEAR WALL 12 PD-5 DOWELS AT FND WALL PILASTER NO SCALE PIER DOWELS PD-3 A&B DOWELS AT WALL ON PIER PD-2 DOWELS AT GRADE BEAM CAP PD-1 DOWELS AT PIER SUPPORT STL COLUMN 2011101.00 KH/AM Reviewed By: KH Approved By: PD TYP DRILLED PIER DETAILS S-310 C:\Proj\2011101_structural_kevinh.rvt OUTSIDE FACE (SOIL SIDE) BAR SIZE & SPACING TO MATCH HORIZ REINF 13 S-314 DO NOT PLACE HARDSCAPE ON BACKFILL UNTIL BACKFILL SETTLEMENT HAS OCCURRED. RE: GEOTECHNICAL ENGINEER FOR CRITERIA. 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" LTS OR CONT, TYP 2'-0" CLAY BACKFILL PER OCTOBER 30, 2012 CTL LETTER INSIDE FACES INSIDE FACES SECOND LEVEL, ELEV = 116'-0" 2 ' 0- " CROSS WALL OR COUNTERFORT HORIZ REINF SEE PLAN 2" CLR OUTSIDE FACE (SOIL SIDE) SEE 10 / S-300 The Lane Center for Academic Health Sciences 1" CLR OPEN CIRCLE INDICATES VERTICAL REINF 9 University of Colorado at Colorado Springs 2011101.00 SOLID CIRCLE INDICATES ADDITIONAL VERTICAL BARS, SIZE TO MATCH WALL VERT REINF S-311 SIM AT INTERSECTION Owner HORIZ B EF PROPERLY COMPACTED ON SITE OR IMPORTED SAND BACKFILL BEHIND FOUNDATION WALLS AND UNDER ALL HARDSCAPE PER OCTOBER 30, 2012 CTL LETTER 4 ' -3 1 2/ " INSIDE FACES BP 003 SOME LOCS 9 NO SCALE Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 TYP GR BEAM/FND WALL REINF Architect AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 ELEV = 106'-0" Clinical Planning FIRST LEVEL, ELEV = 100'-0" SEE DECK SCHED FOR MIN BRG LENGTH VERT EF 2" CLR SEE PLAN Civil HORIZ A EF TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 6 ' -2 3 4/ " BEND DOWN FOLLOWING PLACEMENT OF DECK James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 T/BRICK LEDGE 9 ' -0 " 9'-0" OVEREXCAVATION AND COMPACTED GRANULAR FILL EQ DECK ORIENTATION VARIES 1 1.5 Landscape L3x3x1/4 CONT W/ 1/2"Øx4" HAS @24" TEMPORARY EXCAVATION SLOPE PER SOILS REPORT Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 WALL MAY BE BACKFILLED FULL HEIGHT PRIOR TO CONSTRUCTING SOG AND SECOND LEVEL SLAB ON DECK Structural T/PIER AT BRICK LEDGE 18 NO SCALE 3" CLR EQ Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 EQ Mechanical/Plumbing AT DECK BEARING BP 003 2 TYP SOIL PREP SECTION NO SCALE Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 TYP FND WALL Electrical 7 DRILLED PIER DOWELS PER 16 8" SPACING 3 6.9 Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 NOTE 2 1'-0" S-310 60'-0" MAX Technology 3'-0" @12 "OC HORIZ 3'-0" #9@12"OC VERT EF AT PERIMETER CONT WALL REINF LTS PAST PERP WALL 16 S-315 LTS Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 Building Performance Engineer NOTE 2 #4xCONT, TYP CONT FND WALL REINF 2 ' -7 " SEE 9 / S-311 FOR FND WALL CORNER REINF REQUIREMENTS SECOND LEVEL 60'-0" MAX 7 S-311 2" CLR LTS LTS OR CONT #4x ASTM A706 DWLS @12", BEND DOWN, TYP 2" CLR #7x 3 Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 B B LTS CONT VERT REINF LTS PAST SECOND LEVEL CONT HORIZ FND WALL REINF Cost Estimating LTS B EQ NOTES: 1. SUBMIT LOCATIONS OF CONST JTS FOR REVIEW PRIOR TO CONSTRUCTION 2. LOCATE CONST JTS AT LEAST 5'-0" FROM PILASTERS AND CORNERS. AT GR BEAMS, JT SHALL BE IN MIDDLE THIRD OF SPAN 1'-8" NO SCALE SLAB BEARING AT SOUTH CORE 11 NO SCALE CORE WALL TO FND WALL INTERSECTION 7 TYP T/FND WALL NO SCALE 1ST POUR 2ND POUR 3 DOWELS TO MATCH SIZE AND SPACING OF WALL ABOVE EQ 2" CLR CONT KEY, TYP CONT WALL REINF TO END OF WALL STEP B 1 1/2" EDGES MAY BE ANGLED AT CONTR'S OPTION L3x3x1/4 CONT W/ 1/2Øx4" HAS @ 24" #5@12"OC SEE ELEVATION FOR REINF 8" Project Number: EQ EQ EQ #4xCONT, TYP HORIZ WALL REINF T > 16" 4 1/2" LTS + 1'-0" VERT WALL REINF EQ EQ SEE 9 / S-311 FOR FND WALL INTERSECTION REINF REQUIREMENTS EQ LTS SECOND LEVEL #4x5'-0" @12", FORMSAVER CTR ON CSJ VERT REINF AT STEP TO MATCH FND WALL ABOVE SEPTEMBER 12, 2012 NOVEMBER 16, 2012 DECEMBER 21, 2012 APRIL 18, 2014 EQ 3'-0" DESIGNERS: KH/AM DATE PRINTED: 4/18/2014 9:09:56 AM ASTM A706 DWLS @12", #4x BEND DOWN, TYP AT SECOND LEVEL SOG DESIGN DEVELOPMENT BP#2 BP#3 RECORD DRAWINGS LTS 3'-0" Date 1 1/2" 3 2 S-313 Issue 1 ' -6 " 15 PILASTER AT B/6.9 Drawn By: 8" NO SCALE T 19 T BP 003 MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH EQ TYPICAL DWLS TO MATCH SIZE AND SPACING OF SECOND LEVEL WALL REINF 1" CLR Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 T ≤ 16" NOTES: 1. CLEAN SURFACES AND REMOVE LAITANCE 2. WET SURFACE AND REMOVE STANDING WATER PRIOR TO PLACING CONCRETE 1'-0" INTERMITTENT 1'-0" LONG KEYS @ 2'-0" OC A 2011101.00 KH/AM Reviewed By: KH Approved By: PD B TYP FOUNDATION WALL DETAILS BP 003 20 BP 003 NO SCALE WALL TRANSITION 16 NO SCALE THRESHOLD AT SOUTH CORE FND WALL 12 A NO SCALE WALL STEP AT SOUTH CORE 8 NO SCALE TYP WALL VERTICAL CONST JOINT S-311 3/16 TYP A 4 1/2" S-312 5/16 2" PL 3/8x5 ES, NOTCH AT COL WELD PL 1 1/2 W/ (10) 3/4"Ø ANCHOR BOLTS IN 1 5/16" HOLES PL 1 1/2 W/ (8) 3/4"Ø ANCHOR BOLTS IN 1 5/16" HOLES 2" 3" 2 (2) SIDES TYP 3/16 PL 3/8x5 ES T/ WALL SEE PLAN T/ WALL SEE PLAN #5@12" OC EW ABOVE BL 3" SECTION A 3" 2" #5@12" VERT EF, INSIDE LAYER AS SHOWN POST, SEE PLAN CURTAINWALL SHALL BE SUPPORTED ON CONCRETE AT BASE OF WALL TYP 3'-0" NOTCH PL OVER WELD #6x AT 12" OC Owner 3" A EAST CW BP 2 ' -3 " 7 7/8" 3 5/8" NO SCALE #6 DOWELS AT 12" EF #5@12" HORIZ University of Colorado at Colorado Springs 2011101.00 #5@12" HORIZ EF, OUTSIDE LAYER AS SHOWN #5@10" VERT ADD 005 17 2" CLR, TYP EXTERIOR STAIR 2'-6" MAX PROVIDE 8" WIDE BLOCKOUT IN COUNTERFORT FOR GRADE BEAM REINF TO EXTEND THROUGH. CONTINUE ALL CONTERFORT REINF THROUGH BLOCKOUT. The Lane Center for Academic Health Sciences LTS (2) SIDES TYP STEP B/WALL LTS SECTION A 2" 3'-0" 3" 2" 9/16 WASHER WELD NOT REQD BTWN PLATES (5/16) TYP (5/16) TYP 5/16 1'-2" 1'-0" 2" PL WASHER 1/2x2x2 W/ STD HOLE 2" 2" 6" TYP 2" 3" 8" (5/16) (5/16) 2" PL WASHERS 1/2x2x2 W/ STD HOLE 2" 3" 2" C:\Proj\2011101_structural_kevinh.rvt TYP 9/16 BP 003 9 VARIES Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 GRADE BEAM BELOW, PROVIDE CORNER REINF PER 9/2-311 NO SCALE #5@12" VERT EF, INSIDE LAYER AS SHOWN MECH YARD WALL CONN TO FND WALL Architect CSJ AT CONTR OPTION NOTCH PLATE OVER WELD 2'-6" SEE 1 / S-213 #5@9" VERT TYP, (6) #5@4" EF AT POST, CTR ON POST, SEE 1/S-213 FOR LOCATIONS SEE 2 / S-311 FOR FND WALL REINF 6" SEE PLAN 4'-6" 6 S-320 AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 #10@8" HORIZ EF, OUTSIDE LAYER AS SHOWN Clinical Planning James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 T/ BL SEE PLAN #5@8" CLOSED TIES Civil (2) #5, EF TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 OVER THIS LENGTH (2) #10 T&B 4" VOID FORM SEE FND NOTES T/ PIER SEE PLAN T/ PIER SEE PLAN Structural Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 SEE PLAN BP 003 BP 003 SOUTH FOUNDATION WALL SECTION PL WASHER 1/2x2x2 W/ STD HOLE 6 TYP EDGE PILASTER MECH YARD FND WALL - WEST NO SCALE 2 6" MECH YARD FND WALL - EAST Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 BRICK LEDGE BELOW 3" (5/16) (5/16) T/ WALL SEE PLAN OMIT TYP WALL VERT BARS OVER THIS LENGTH TYP 5/16 (2) SIDES TYP 3/16 2'-10" (12) #10 VERT 3" (2) ADDNL #10 BARS T&B 3" #5@12" HORIZ DRILLED PIER DOWELS, SEE 12 6 S-312 S-310 #5@10" VERT A Cost Estimating 2" CLR, TYP Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 3" SEE 1 / S-213 TYP WALL REINF CJ #4 CLOSED STIRRUPS W/ (4) LEGS AT 6" 0.C. #10@8" HORIZ EF, OUTSIDE LAYER AS SHOWN U-BAR, MATCH SIZE AND SPACING OF HORIZ BARS 1'-6" NOTCH PL OVER WELD SEE PLAN (2) #5 EF BP 003 BP 003 BP 003 SOUTH FOUNDATION WALL GR BM 11 6" T/ BL SEE PLAN (4) #7 T&B NO SCALE NO SCALE 7 TYP CORNER PILASTER NO SCALE MECH YARD FND WALL PLAN - WEST 3.9 Issue 3" MAX 4 SIM AT THRESHOLD BP#2 BP#3 ADDENDUM 005 RECORD DRAWINGS 10 S-314 DESIGNERS: KH/AM DATE PRINTED: 4/18/2014 9:09:58 AM A.6 CONT GRADE BM HORIZ REINF Date NOVEMBER 16, 2012 DECEMBER 21, 2012 JANUARY 25, 2013 APRIL 18, 2014 #7@12"OC VERT #5@18" OC EW, EF SEE PLAN 3" CLR LTS #7@9"OC HORIZ #4@12" TIES W/ (2) TIES AT 3" OC AT TOP OF PILASTER 4" VOID FORM SEE FND NOTES T/ PIER SEE PLAN CONT WALL HORIZ REINF B SEE PLAN Project Number: 2011101.00 Drawn By: CONT HORIZ WALL REINF TO FAR FACE AND HOOK (8) #6 VERT MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 #5@12" VERT EF, INSIDE LAYER AS SHOWN 15 Technology Building Performance Engineer LTS 3 ' -0 " SEE PLAN SECTION A WASHER WELD NOT REQD BTWN PLATES #4@20" TIE SETS W/ (2) TIE SETS AT 3" OC AT TOP OF PILASTER 2" 2" PL 3/8x5 ES, NOTCH PL AT COL WELD PL 1 1/2 W/ (10) 3/4"Ø ANCHOR BOLTS IN 1 5/16" HOLES NO SCALE Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 Electrical 9/16 TYP NO SCALE 2" 2" 1'-0" 2" 2" 10 3" NO SCALE 4 1/2" 14 2" NORTH CORE COUNTERFORT AT WALL Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 Mechanical/Plumbing BP 003 NO SCALE 4" VOID FORM SEE FND NOTES SEE PLAN BP 003 18 Landscape SEE PLAN #4@20" TIE SETS W/ (2) TIES AT 3" OC AT TOP OF PILASTER SEE ELEVATION FOR CIP SHEAR WALL REINF 3" CLR SEE PLAN OMIT TYP WALL VERT BARS (8) #10 VERT SEE PLAN Reviewed By: KH Approved By: PD 9 S-311 SEE FOR TYP FND WALL CORNER REINF ADD 005 BP 003 16 NO SCALE PILASTER AT B/6.5 12 FOUNDATION WALL DETAILS ADD 005 NO SCALE PILASTER AT B4 8 NO SCALE TYP ELEVATOR PIT ON GRADE 4 NO SCALE MECH YARD FND WALL - NORTH KH/AM S-312 2" CLR 3'-0" 1'-1" 3'-0" #4x ASTM A706 DWLS @12", BEND DOWN, TYP (8) #7 ADDNL STIRRUP ES OF OPNG 1'-1" 2" CLR TYP T/BL = SEE PLAN NO BRICK LEDGE AND STEM AT SIM LTE @12" OC (1) #10 T&B The Lane Center for Academic Health Sciences University of Colorado at Colorado Springs 2011101.00 T/PIER (2) #10 T&B 4" VOID FORM. SEE FND NOTES T/PIER BP 003 Owner TYPICAL - AT BRICK LEDGE 4" VOID FORM. SEE FND NOTES #4xCONT, TYP ALIGN PILASTER W/ FACE OF GR BM #5@8" EW THUS #5@8" SIDE THUS 2" CLR 3'-0" GRADE BEAM - 2 ASTM A706 #4x DWLS @12" BEND DOWN, TYP Architect 8" NO SCALE Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 3'-0" 5 GRADE BEAM LTS LTS Clinical Planning . James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 Civil 1'-4" 1'-3 1/4" D ABOVE CAP TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 DP CL 9 S-311 MATCH SIZE AND NUMBER OF BM SIDE REINF Landscape Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 2'-1 1/4" 1'-8" DP CL 2" CLR 2" CLR TYP MATCH SIZE AND NUMBER OF BM BOT REINF 7/8" 4" 2'-1" 1 BP 003 18 VOID FORM, SEE FND NOTES NO SCALE DP CL 1'-4" 2'-5" 6" 1'-2" LTE 1.5 BP 003 PILASTER AT SW CORNER 14 3". 3" NOTES: 1. SEE BP 003 ADD 005 10 PILASTER AT SW VESTIBULE - 1 NO SCALE Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 SEE PLAN AT STOREFRONT/CURTAINWALL E DP CL Structural 1'-1" (3) #4 HOOK ENDS OF GR BM BARS AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 AT SECOND LEVEL EXTEND TOP REINF TO END OF CURB AT SIM MATCH SIZE AND NUMBER OF BM TOP REINF HOOK GR BM BARS 10" TYP GRADE BEAM - SLEEVED OPENING FND WALL (16)#7 VERTS #4 TIE SETS @12" NO SCALE LTS ALIGN FACE OF GR BM AND FACE OF PILASTER LTS SKEW (2) STIRRUPS AT END OF GR BM 9 2 7/8" 13 PILASTER AT SE VESTIBULE NO SCALE 2 7/8" 17 SEE PLAN #5@9" OC HORIZ, CTR IN GR BM SEE PLAN #5@12" OC HORIZ ADDNL #6@12" (2 MIN) ABOVE AND BELOW OPNG PILASTER AT SW VESTIBULE - 3 NO SCALE SEE PLAN #5@12" OC VERT SEE PLAN #5x 1.5 BP 003 . T/BL = SEE PLAN SLEEVED PEN SIZE SHALL NOT EXCEED D/6, SPACE MULTIPLE PEN'S AT 3xDIA OC MIN 1'-6" AT SECOND LEVEL @18" OC AT TYP D 1'-6" LTS LOC OPNG WITHIN MIDDLE THIRD OF BEAM DEPTH LTE #4x SKEW HOOKS AS REQD TO MAINTAIN COVER 2" CLR D.1 #4@12" DP CL LTS 3 3/8" #5@8" SIDE THUS 3 3/8" DP CL #5@8" EW THUS SOG THK 1'-1" HOOK T&B BARS FROM GR BM #5xCONT AT TYP, CTR IN STEM LTE MIN 1'-1" 2" CLR C:\Proj\2011101_structural_kevinh.rvt #4xCONT, TYP DP CL NO SCALE 2 TYP GRADE BEAM TO FND WALL - 1 8 S-313 NO SCALE Mechanical/Plumbing FOR POUR LENGTH LIMITS AND CONTROL JOINT DETAILS. Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 TYP GRADE BEAM Electrical Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 GRADE BEAM DP DOWELS NOTE 2 60'-0" MAX Technology Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 MATCH SIZE AND NUMBER OF BM TOP REINF HOOK ENDS OF GR BM BARS Building Performance Engineer MATCH SIZE AND NUMBER OF BM SIDE REINF B Cost Estimating Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 3" DP CL Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 60'-0" MAX NOTE 2 MATCH SIZE AND NUMBER OF BM BOT REINF HOOK ENDS OF GR BM BARS 9 1/2" 19 NO SCALE PILASTER AT SE CORNER 15 6 1/2" 3". NOTES: 1. SUBMIT LOCATIONS OF CONST JTS FOR REVIEW PRIOR TO CONSTRUCTION 2. LOCATE CONST JTS AT LEAST 5'-0" FROM PILASTERS AND CORNERS. AT GR BEAMS, JT SHALL BE IN MIDDLE THIRD OF SPAN 3" DP CL BP 003 ADD 005 VOID FORM, SEE FND NOTES ADD 005 11 PILASTER AT SW VESTIBULE - 2 NO SCALE 3" NO SCALE TYP GRADE BEAM TO FND WALL - 2 A 1ST POUR 2ND POUR Issue Date 1 1/2" EQ DESIGN DEVELOPMENT BP#2 BP#3 ADDENDUM 005 RECORD DRAWINGS EQ 2" CLR BOT 3" UNO A NO SCALE EQ EQ T ≤ 16" NOTES: 1. CLEAN SURFACES AND REMOVE LAITANCE 2. WET SURFACE AND REMOVE STANDING WATER PRIOR TO PLACING CONCRETE TYP GRADE BEAM AT COLUMN 8 NO SCALE LTE Drawn By: EQ LTE A 16 1 ' -6 " T EQ Project Number: 8" EW ADDNL #5@12" (2 MIN) 1 1/2" EDGES MAY BE ANGLED AT CONTR'S OPTION #5@12" T&B REINFx VOID FORM BELOW CAP OUTSIDE PIER, SEE FND NOTES T > 16" T 2" CLR SIDES EQ EQ EQ E W SEE PLAN #5@12" HORIZx 1 1/2" TYP LAP LTE LAP LTE MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH CONT KEY, TYP EQ T/CAP = SEE PLAN 2" MAX, AS REQD ADDNL STIRRUP ES EQ CONTINUE GRADE BEAM REINF THRU CAP 2" CLR TOP DESIGNERS: KH/AM DATE PRINTED: 4/18/2014 9:10:00 AM A SEPTEMBER 12, 2012 NOVEMBER 16, 2012 DECEMBER 21, 2012 JANUARY 25, 2013 APRIL 18, 2014 T&B REINF TO RUN THRU JOINT UNINTERRUPTED LOCATE IN MIDDLE THIRD OF SPAN KH/AM Reviewed By: KH Approved By: PD TYP GRADE BEAM DETAILS B TYP GRADE BEAM CONST JT 2011101.00 S-313 8'-0". 2" CLR TYP SLAB REINF T = 5 1/2": #5@12" OC EW BOT T = 10": #6@12"OC EW BOT T 1" CLR 11 6 S-314 CONTROL OR CONSTRUCTION JT S-314 ~ 7 S-314 10'-0" MAX EW MAX ASPECT #4xCONT CONT VAPOR RETARDER, SEE ARCH 3'-0" 3'-0" #4x A706 AND FIELD BEND DOWN S-314 4 S-314 University of Colorado at Colorado Springs 2011101.00 8 S-314 10 S-314 NOTES: 1. PREPARED/COMPACTED SUBGRADE, SEE EARTHWORK SPEC FOR REQUIREMENTS. SEE PLAN FOR EXTENT AND DEPTH OF OVEREXCAVATION AND RECOMPACTION. 13 The Lane Center for Academic Health Sciences 12 PROVIDE JT EW AT ALL RE-ENTRANT CORNERS AT 12" ADD 005 RATIO = 1:1.5 PROVIDE TYP TRIM REINF AT ALL OPNGS, NOTCHES, AND RE-ENTRANT CORNERS NOTE 1 BAR SUPPORTS, SEE SPEC BP 003 ~ 2 S-314 3" CLR 2" T = 5 1/2": NONE T = 10": #4@12"OC EW TOP 1" CLR #4x12'-0" @12", FORMSAVER CTR ON CSJ ~ CONTROL JOINTS NOT PERMITTED ~ C:\Proj\2011101_structural_kevinh.rvt SEE GENERAL NOTES FOR POUR LENGTH AND AREA LIMITS NOTES: 1. KEY PLAN ILLUSTRATES CONSTRUCTION CONCEPTS ONLY. SEE PLAN FOR ACTUAL DIMENSIONS AND ARRANGEMENT 2. PROVIDE ADDITIONAL CONTROL JOINTS AT ABRUPT CHANGES IN THICKNESS AND LOCATIONS PRONE TO CRACKING. COORD LOCS WITH FLOOR FINISHES AND INTERIOR WALLS BP 003 NO SCALE 9 SOG AT T/ WALL 5 TYP SOG - SECOND LEVEL NO SCALE Owner Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 TYP SOG KEY PLAN NO SCALE 4" TY MIN P CONST JOINT H COLUMN TOOLED JT AT EXPOSED AREAS CJ OR CONST JT TOP REINFORCING ISOLATION JT 1'-0" PLAN AT COLUMN #4x 2" 3'-0" 3" CLR A COLUMN FACE 7 S-314 @12" TOP CONT VAPOR RETARDER, SEE ARCH TYPICAL SLAB-ON-GRADE SECTION 8" SECTION AT COLUMN TYPICAL A CONCRETE ENCASEMENT TO COVER COL BASE, TYP BP 003 NOTES: 1. PREPARED/COMPACTED SUBGRADE, SEE EARTHWORK SPEC FOR REQUIREMENTS. SEE PLAN FOR EXTENT AND DEPTH OF OVEREXCAVATION AND RECOMPACTION. BP 003 10 6 TYP SOG EXT THRESHOLD NO SCALE Landscape Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 Structural 2" CLR EQ (1) #4xCONT 14 TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 7 S-314 #4x4'-0@12", EC, CTR TYP SOG ISOLATED EQUIP PAD Civil PLAN AT PILASTER FIRST POUR 3'-0" 3" CLR BP 003 James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 A #4@12" T&B EW NO SCALE BAR SUPPORTS, SEE SPEC COLUMN OR PILASTER A CONTR OPTION A706 AND FIELD BEND DOWN 7 S-314 CL COL 90° 90° 90° MATCH TOP REINF Clinical Planning T = 4": WWR 6x6-W2.9xW2.9 T = 5": #4@18" OC EW T 2'-0" HOOK 3" CLR TYP DIAMOND OR ROUND BLOCKOUT LTS + H NOTE 1 1 1/2" CLR ANCHOR RODS BY EQUIP MNFR AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 N MI 4" 6" MIN SEE ARCH, MECH, AND ELEC Architect NO SCALE TYP SOG BLOCKOUT AT COLUMN/PILASTER 2 NO SCALE Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 Mechanical/Plumbing Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 TYP SOG Electrical Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 Technology Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 ELASTOMERIC JT SEALANT WHERE REQD (SEE ARCH) 8" EQ EQ EQ EDGES MAY BE ANGLED AT CONTR'S OPTION STAIR STRINGER AND CONN TO SOG BY STAIR MNFR T 1 1/2" 1'-0" MIN NOTES: 1. CLEAN SURFACES AND REMOVE LAITANCE 2. WET SURFACE AND REMOVE STANDING WATER PRIOR TO PLACING CONCRETE 1/4" PREFORMED JT FILLER OVER FULL SLAB DEPTH, FILLER SHALL NOT PROTRUDE ABOVE SLAB (3) #4xCONT 2'-0" 2'-0" @24" Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 Cost Estimating Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 A 3" CLR #4x Building Performance Engineer 2'-0" (MIN), EXTEND THICKENED ZONE 1'-0" AT T ≥ 6" AT T < 6" BEYOND STRINGERS #4 ES CONT NO SCALE TYP SOG BELOW METAL STAIR 7 NO SCALE TYP SOG ISOLATION JOINT 2ND POUR 6" LAP (2) MESH PANELS OR LTS A T T 11 SLAB REINF 1ST POUR NOTE 1 1/8" . DESIGN DEVELOPMENT BP#2 BP#3 ADDENDUM 005 RECORD DRAWINGS Date SEPTEMBER 12, 2012 NOVEMBER 16, 2012 DECEMBER 21, 2012 JANUARY 25, 2013 APRIL 18, 2014 CONT VAPOR RETARDER, SEE ARCH EXTEND REINF THRU JT 1" AT T = 4" 1 1/4" AT T = 5" 12" #3x @16" W/(4) #4xCONT 12" ADHESIVE ANCHOR Project Number: Drawn By: 2011101.00 KH/AM CONTROL JOINT NOTES: 1. DETAIL APPLIES FOR ALL OPNGS IN SOG'S AND SLABS ON METAL DECK 2. REINF NOT REQUIRED AT OPNGS SMALLER THAN 10"x10" 3. SEE OTHER DTLS FOR REINF AT OPNGS IN CONC WALLS, CONC STR SLABS, AND METAL DECK SLABS POST-INSTALLED REBAR OPTION NO SCALE TYP SOG EQUIP PAD 8 Reviewed By: KH Approved By: PD TYP SOG DETAILS BP 003 BP 003 12 NOTES: 1. PROVIDE TOOLED JT OR SAW CUT AS SOON AS THE CONC HAS HARDENED SUFFICIENTLY TO PERMIT CUTTING WITHOUT CHIPPING, SPALLING, OR TEARING (BUT NOT MORE THAN 12 HOURS AFTER CASTING) OPENING 3" MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH CONSTRUCTION JOINT 2'-0" TYP (2) #4 TYP 2" CLR TYPICAL 2 VARIES 1" CLR DESIGNERS: KH/AM DATE PRINTED: 4/18/2014 9:10:01 AM WWR 6x6-W2.9xW2.9 DIAG BARS 2" MIN 1 RE-ENTRANT CORNER: 1" CLR Issue NO SCALE TYP TRIM REINF 4 NO SCALE TYP SOG JOINTS S-314 S-315 S-315 AT SKEWED CONNS 2" 5" 5" 2" 13/16"x2 3/4" SLOTTED HOLE IN L, STD HOLE IN BM T/PL = T/BM, TYP PLATE THICKNESS T (IN) PLATE WIDTH B (IN) PLATE LENGTH N (IN) BP1 1 12 12 BP2 1 1/2 13 13 PL3/8x8x8 W/(2) 1/2"Ø HAS (BOT) AND (2) #4 (A706) (TOP) @ 4'-0" OC MAX AND 1'-0" FROM END BP3 1 17 17 BP4 3/4 10 10 BP5 1/2 16 9 BP6 3/4 13 13 BP7 1 16 16 BP8 1 1/2 22 22 10 S-315 BEAM EDGE OF CONC EQ 5/16 TRIM FLG T&B, ONE SIDE ONLY, AS REQD FOR FIELD WELDING CLEARANCES EMBED ELEVATION B/CONC 11 S-315 2. SEE 6 S-315 TOTAL # HAS 12 6 4 C10, W10 10 10 12 6 4 C12, W12 25 25 12 8 4 W14 33 33 14 9 6 W16 39 39 16 10 6 W18 40 50 18 12 6 W21 46 56 21 14 8 W24 46 64 24 16 10 W27 50 68 27 18 12 W30 55 73 30 18 14 W33 55 74 33 20 14 W36 58 77 36 20 16 AT BOT CORNER EDGES The Lane Center for Academic Health Sciences University of Colorado at Colorado Springs 2011101.00 * SERVICE LEVEL (ASD) ** EMBEDDED PLATE TYPE IS BASED ON BEAM DEPTH. IF PLAN REACTION IS GREATER THAN SCHEDULED CAPACITY, REQUEST CUSTOM CONNECTION FROM ENGINEER NOTES: 6" LONG STUDS SHALL BE USED AT 8" THICK WALLS. A NOTES: 1. COMPLETE ALL WELDS PRIOR TO INSTALLING DECK OR USING BEAM TO SUPPORT ANY CONSTRUCTION MATERIALS SEE 6 / S-316 WHERE LESS L (IN) 10 WHERE LESS 6 S-315 D (IN) 10 2 S-315 3 SIDES, NOTE 1 BEAM ELEVATION AT TOP CORNER EDGES CAPACITY (KIPS)* 6" STUDS 8" STUDS C8, W8 2'-0" MIN EQ L6x3 1/2x3/8, (2) PT BOLTS, CENTER VERTICALLY ON BM TYP EMBEDDED PL SCHED** 3 S-315 2" 3/16 3/16 3/4"Ø HAS, TYP, SEE SCHEDULE FOR LENGTH AND TOTAL # 3/4" RETURN TOP, FULL RETURN 5/16 BOT EQ BASE PLATE MARK L L6x6x1/2 x CONT PL 3/4 8 S-315 2'-0" MIN TYP BASE PLATE SCHEDULE EMBED & BEAM CL T/CONC DO NOT WELD ACROSS TOP WHERE OF ANGLE LESS D #6x2'-4", EMBED SUPPLIER TO TIE IN PLACE CENTERED ON PLATE, WELDING NOT PERMITTED AT WALL END 2" 1'-0" MIN 7 1 1/2" T&B C:\Proj\2011101_structural_kevinh.rvt AT PILASTER 4 1 1/2" ± 1" 1 1/2" A MINIMUM CONCRETE EDGE DISTANCES AT WALLS FOR WELDING OF REBAR TO EMBED PLATES WHEN REQUIRED. DAS MAY BE SUBSTITUTED FOR REBAR. ADD 005 N STUD SUPPORT AT PH WALL NO SCALE 5/16 9 2" TYP 17 NO SCALE Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 TYP BM EMBED PL CONN & SCHEDULE Architect AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 1 1/2" #6 T & B (A706) 4° MAX James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 Civil W8-W18: (3) #6 W21-W36: (3) #8 A706 1'-0" REPLACE TOP (2) HAS w/ (2) #6 (A706) T 8" TO 2'-0" 1 1/2" 5" 1 1/2" Clinical Planning 5" 4° MAX #6x2'-4", EMBED SUPPLIER TO TIE IN PLACE CENTERED ON PLATE, WELDING NOT PERMITTED LTS (5/16) REPLACE ALL HAS W/ #6 (A706) 0" TO 1'-0" B HSS OR PIPE COLUMN REMOVE ERECTION BOLT FROM CONN ANGLE ON FAR SIDE PL1/2x6x6 Owner ADDNL #6 FOR W27 & ABOVE TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 RET BOT 5/16 Landscape Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 1'-0" AT HSS OR PIPE COL FOR ADDNL INFO LTS EDGE OF CONCRETE 4" TO 2'-0" 20 S-315 LESSER OF: 1) LDH 2) FAR FACE OF CONC LESS 2" N NOTE 3 5/16 Mechanical/Plumbing 1 5/16"Ø HOLES IN BASE PLATE 2 1/2" TYP A (2) SIDES TYP PL3/8x9x12 ON OUTSIDE FACE OF SHAFT. 7/8" HAMMER DRILLED HOLE. LOCATE WALL REINF PRIOR TO DRILLING. DO NOT CUT OR DAMAGE REINF. REPAIR SPALLED CONCRETE PER SPEC. A 3/16 3/16 D #3 3/16 2 #3 1/4 #4 #5 1/4 5/16 2 1/2 3 #4 #5 5/16 3/8 #6 3/8 3 1/2 #6 7/16 #7 7/16 4 #8 1/2 4 1/2 #7 #8 1/2 9/16 3 1/2" Cost Estimating Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 2 S-315 FOR HORIZ BARS NOTES: 1. REQUEST CONN FROM ENGINEER IF Ø > 45° 11 NO SCALE TYP REBAR WELD SCHEDULE 7 NO SCALE TYP BM EMBED AT SKEWED BM 3 NO SCALE TYP BM EMBED NEAR TOP-EDGE OF WALL 4 4 BP#2 BP#3 ADDENDUM 005 ASI 001 RECORD DRAWINGS 3" 6" MIN TO OPNG 2'-0" EQ #5x . Drawn By: 15 S-315 @18" Project Number: 3" PL 1/2 W/ (2) ANCHOR RODS, INSTALL ANCHOR RODS AWAY FROM DOOR 4 1/2" 2" 1/4 4" 3'-0" #6 (A706), MATCH HAS LAYOUT AND TOTAL NUMBER SHOWN IN BM EMBED SCHEDULE 3" 3" 2 SIDES EQ 4 FOR WALLS BETWEEN 8" AND 14" THICK, PLATE WIDTH TO MATCH WALL THICKNESS. FOR WALLS THICKER THAN 14", PLATE WIDTH = 14" FOR ADDNL INFO L4x3x1/4xCONT (LLV) W/ 11/16"x2 1/2" HORIZ SLOTS IN VERT LEG OPTION #2 - POST-INSTALLED ANCHORS 4 TYP DRAG BM CONN BP 003 16 TYP MTL DECK SLAB TO CONC WALL 12 NO SCALE OVERHEAD DOOR POST BASE PLATE 8 NO SCALE TYP BM EMBED AT END OF WALL 4 NO SCALE TYP BM EMBED AT PILASTER 2011101.00 KH/AM Reviewed By: KH Approved By: PD TYP STEEL TO CONCRETE CONNECTIONS ADD 005 NO SCALE NOVEMBER 16, 2012 DECEMBER 21, 2012 JANUARY 25, 2013 FEBRUARY 19, 2013 APRIL 18, 2014 @18" L4x3x1/4xCONT (LLV) 5/8"Ø HILTI KWIK BOLT TZ (4" EMBED) @ 2'-0" OC. PLACE FIRST ANCHOR 6" (MIN), 1'-0" (MAX), AWAY FROM EDGE OF OPNG PL1/2x7x7 3" 3" 3" 3" Date 3'-0" . EMBED PL 3/8x8x8 W/ (4) 3/8"Øx6" HDAS @ 4'-0" OC MAX WITHIN 1'-0" OF END 5/16 A NO SCALE TYP COL BASE PLATE - GRAVITY #5x TYP EQ 20 BAR SIZE 3" MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH 4 S-300 EMBED & BEAM CL ASI 001 L OPTION #1 - EMBED PLATE 7" TYP 5/16 5/16 NO SCALE 3-SIDES TYP 5/16 5/16 5/16 5/16 E Issue 3 SIDES 5/16 Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 EQ EQ EQ SEE 9 / S-315 FOR ANGLE AND SHEAR CONN REQTS 1'-0" DESIGNERS: KH/AM DATE PRINTED: 4/18/2014 9:10:03 AM PL 1 1/4 WITH (8)#9 A706 5/8 BAR SIZE PL1/2x7x5 SHORT DIM PERP TO BM 5/16 EXTEND REBAR LTE TOP INTO WALL Building Performance Engineer BEAM WEB 1 1/2" 1 1/2" ±1" 1 1/2" S-315 ~ BENT PL 3/8xL D STOP WELD (2) BAR DIA'S FROM BEND Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 10 ADD 005 15 STRUT TO WALL CONN L L (E) (E) 1 3/4" NO SCALE TYP BM EMBED NEAR EDGE OF WALL LTE 5/16 BP 003 NO SCALE FOR HAS AND HOOKED BARS NOTES: 1. ALL WELDED REBAR SHALL BE A706 2" MIN TO OPNG 19 (3) SIDES TYP 2 Ø NOTES: 1. SEE COLUMN SCHEDULE OR PLAN FOR BASE PLATE MARK 2. PLATE SIZE MAY BE INCREASED AT HSS COL TO PROVIDE BOLT CLEARANCE 3. ALL AROUND WELD MAY BE USED IN LIEU OF THE WELD SHOWN 2 1/8" 1" ± 1/2" 8" RFC 064 TYP BM EMBED NEAR B/WALL Technology TYPICAL 1 1/4" MAX PROJECTION AT EAST WALL. CHIP OUT CONCRETE 1" MAX, AS REQUIRED, RECESS PLATE AND GROUT. . NO SCALE 6" OPTIONAL LEVELING NUTS DOUBLE NUT OR HEADED ANCHOR ROD AT WEST WALL 6 Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 1/2" TYP 4 1/2" 1'-6" MIN 3/16 T 4 1/2" A TYP TYP BM EMBED NEAR T/WALL Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 Electrical PL3/8x4 1/2x8 CTR ON HSS, ES 5/16 5/16 NO SCALE 2" MIN PROJECTION ABOVE NUT 1 1/2" TYP 10 1 1/2" NS GROUT PL3/4x9x12 W/ (4) 5/8"Ø THREADED RODS IN OVS HOLES, AT INSIDE FACE OF WALL. PL3/16x2x2 WASHER, TYP 1'-0" B PL WASHER 5/16x2x2 W/ STD HOLE DRAG BEAM CONN W/ SIDE PLATE NO SCALE 9" BP 003 B/CONCRETE 4" TYP 18 E70XX BACK-TO-BACK Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 3/4"Ø ANCHOR RODS, UNO RFC136 BP 003 SINGLE SIDED Structural S-315 2" T/SOG = 100'-0" 2" TYP EQ 5" 5/16 1 1/2" TYP The Lane Center for Academic Health Sciences EQ TOUCH UP FIELD WELDED AREAS WITH ZINC RICH PRIMER (4) 5/8"Ø ADHESIVE ANCHORS (HDG). EMBED 12" WITH HILTI HY-150 MAX-SD IN HAMMER DRILLED HOLE. DO NOT CUT OR DAMAGE EXISTING GRADE BEAM REINFORCING. PULL TEST (1) ANCHOR TO 3 KIP TENSION LOAD. University of Colorado at Colorado Springs 2011101.00 4" 1" EMBED PL 1/2 W/ (4) 3/4"x6" HAS THUS: Owner NOTES - SEE 6/A-405 FOR ADDITIONAL INFORMATION SEE 2 / S-315 FOR HORIZ BARS SEE 11 / S-315 FOR WELD REQTS 8" 4" BP 003 BP 003 5 GATE POST BASE NO SCALE 1 1/2" T/GRADE BEAM = 99'-4" 1" NS GROUT 9 PL3/4x14x21 W/(6)#6 A706 TYP, PL3/4x14x27 W/(10)#6 A706 AT W24 THUS: 2" 10" 2" 2" PL3/4x7x0'-10" (HDG) W/ (4) 1"Ø HOLES 3 1/2" AT SIM 5/16 WASHER PL 1/4x1 1/2"Ø (HDG) W/ STD HOLES ASI 027 5" SEE 9 / S-315 FOR BM CONN TO EMBED, TYP 8" POST TO PL 1" CLR C:\Proj\2011101_structural_kevinh.rvt BM CL WASHER TO PL (2) SIDES 3/16 NO SCALE ASI 001 1 NE WINDOW SUPPORT Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 NO SCALE END OF WALL EMBED Architect AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 3/8 SEE ARCH PL WASHER 3/8x3x3 W/ STD HOLE A 9 S-540 BASE PL 1 1/2 W/ (8) 1"Ø ANCHOR BOLTS AND 1 3/4"Ø HOLES 14 Civil 9" S-313 James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 2" BENT PL 3/8 W/ 6" VERT LEG (HDG), RE: 3 / S-316 2'-4" FOR CJ REQTS Clinical Planning SEE ARCH Landscape 2" 1/2"Øx4" EMBED STAINLESS STEEL EXP ANCHOR AT 12" OC, 3" EA SIDE OF SPLICES, 6" FROM END OF WALL FOR ADDNL INFO 15 S-315 2" BP 003 RFC 0145 NO SCALE (2) SIDES TYP 3/16 HORIZ LSL HOLE AT BENT PL 10 Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 9" 4" 1/4"x1 1/2"Ø HDG PL WASHER POST INSTALLED BRICK SUPPORT 9" 9" 2" 6 NO SCALE Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 Mechanical/Plumbing SECTION A ASI 001 Structural Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 ROUND HSS BASE PL Electrical Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 ELASTOMERIC JOINT SEALANT 5" PL 1/2x10x10 WITH (4) 3/4"Ø x 5" EMBED HAS. 1'-6" OC AND 1'-0" MAX FROM ENDS 1'-3" MIN FOR CJ REQTS 4" #4 x 14 S-503 2" TYP (2) SIDES, TYP 3/16 Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 BOTTOM OF CONCRETE IN SOME LOCS, ALIGN B/PL WITH B/CONC NOTES: AESS PAINT SYSTEM SHALL BE INSTALLED ON COLUMN AND BASE PLATE PRIOR TO ENCASING IN CONCRETE 11 Cost Estimating BENT PL 3/8 W/ 6" VERT LEG (HDG) CHIP OUT CONC AND GRIND SURFACE SMOOTH TO RECESS PLATE RFC 0145 9 1" (4) #4 ADHESIVE ANCHORS. (1) ES OF BASE PLATE Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 S-540 SEE ARCH . Building Performance Engineer 3" TYP 1/2" T/PIER 3/16 6" WASHER PL1/4x1 1/2x 1 1/2 WITH STD HOLE TYP 2" TYP SEE LANDSCAPE Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 1" MAX 1" 4" MIN 2 1/2" MIN PL1/2x8x10 W/ (4) 1/2"Øx4 1/2" EMBED SCREW ANCHORS IN 1"Ø HOLES Technology SEE ARCH RFC 037 NO SCALE POST CONN AT STAIR LANDING - 2 7 NO SCALE 3 COL BASE AT GRID E FOR EMBED NO SCALE BRICK SUPPORT AT CONCRETE Issue 20 S-315 BP#3 ADDENDUM 006 ASI 001 ASI 027 RECORD DRAWINGS DESIGNERS: KH/AM DATE PRINTED: 4/18/2014 9:10:04 AM EXTEND ROOFING MEMBRANE ABOVE T/EMBED. SEE ARCH RET TOP 5/16 PL TO FL 5/16 PL1/2x4x1'-3 T/INSULATION = SEE ARCH 3 5/16 8 PL TO FL T/STEEL = SEE PLAN B/EMBED = 176'-2 1'-1" Project Number: FOR ADDNL CONN REQTS, SEE 9 / S-315 MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH DECEMBER 21, 2012 FEBRUARY 8, 2013 FEBRUARY 19, 2013 JUNE 13, 2013 APRIL 18, 2014 5" PL TO 5/16 EMBED 5/16 Date RFC 061 8 5/16 NO SCALE . PENTHOUSE DRAG CONN Drawn By: 2011101.00 KH/AM Reviewed By: KH Approved By: PD STEEL TO CONCRETE CONNECTIONS S-316 16 S-315 AT SOMD W 3'-0" MAX B.4 B.4 ADD 1/2 NUMBER OF BARS INTERRUPTED BY OPNG PLUS 1, SPACE AT 3" OC ANGLE PER PLAN PL1/2x6 W/ (2) BOLTS IN STD HOLES. SEE ARCH FOR HORIZ DIM 1'-0" MIN C-C MAX OD OF CONDUIT IS 1 1/4" 3'-0" #5@12"OC VERT H, 3'-0" MAX #4xCONT 4" PROVIDE U-BARS AT OPNG EDGES, TO MATCH SIZE AND SPACING OF TYP WALL REINF @12"OC LTS #4(A706)x 4" PL3/8 TO MATCH ANGLE SIZE ACCEPTABLE ZONE FOR PLACING CONDUIT C:\Proj\2011101_structural_kevinh.rvt LTS + 18", TYP . TYP LTS HORIZ BARS TO MATCH TYP WALL REINF 3/16 3/16 DETAIL SIMILAR FOR CIRCULAR OPENINGS 5/16 5/16 1'-0" MIN FROM END SEE ELEV FOR WALL REINF The Lane Center for Academic Health Sciences University of Colorado at Colorado Springs 2011101.00 WALL REINF (2) #5@3" OC T&B 2" NOTES: 1. DETAIL APPLIES UNLESS REINF IS SPECIFICALLY DETAILED ON THE DRAWINGS 2" BP 003 17 NO SCALE LINK BM AT 8" WALL 4" Owner PL1/2x8x10 W/(4) 1/2"Øx6" HAS 2" TYPICAL OPENING Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 CONDUIT IN WALL BP 003 13 NO SCALE 9 CIP SHEAR WALL STEP NO SCALE PERGOLA EMBED TO WALL 5 NO SCALE TYP CIP SHEAR WALL - PENETRATIONS Architect AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 1" CLR 2.6 Clinical Planning #5 TIES @8" OC LTS TRIM REINF WHERE SHOWN, SEE CIP SHEAR WALL ELEVATIONS 3" PENTHOUSE LEVEL 160'-0" CONST JT LOCS SHALL NOT CONFLICT WITH EMBEDDED PLATES, SUBMIT JOINT LOCATIONS FOR REVIEW LTS Civil 3" (2) 3/4"Ø ADHESIVE ANCHOR RODS WITH 5" EMBED AT EACH ANGLE. FINGER TIGHTEN NUT, BACK OFF 1/4 TURN AND DAMAGE THREADS. 3 SIDES James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 HORIZ REINF TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 3" PL WASHER 1/4x 2 1/2x 2 1/2 W/ STD HOLE Landscape 1/4 SEE ELEVATION FOR REINF Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 VERT REINF 2" MIN CLR, TYP L6x6x3/8x1'-0" W/ (2) 1 1/2" LONG VERT SLOTTED HOLES IN VERT LEG AT 8" SPACING. LOCATE ANGLE AT 1'-6" FROM END OF WALL AND AT 4'-0" MAX SPACING U-BAR SIZE & SPACING TO MATCH HORIZ REINF Structural Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 Mechanical/Plumbing BP 003 BP 003 14 NO SCALE DIAPHRAGM CONN AT PENTHOUSE SOUTH WALL 10 NO SCALE SECTION AT OPNG IN CORE WALL 6 NO SCALE 2 TYP CIP SHEAR WALL - END NO SCALE TYP CIP SHEAR WALL - CONST JT Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 Electrical Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 U-BAR SIZE & SPACING TO MATCH HORIZ REINF OF WALL B WALL B U-BAR SIZE & SPACING TO MATCH HORIZ REINF #5@9"OC HORIZ U BAR SIZE AND SPACING TO MATCH HORIZ REINF OF WALL B Technology Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 WALL B WALL A SEE ELEV FOR VERT REINF Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 TRIM REINF WHERE SHOWN, SEE CIP SHEAR WALL ELEVATIONS LTS CORNER BAR TO MATCH SIZE AND SPACING OF HORIZ REINF OF WALL A Building Performance Engineer 3" LTS SEE ELEV FOR VERT REINF, TYP Cost Estimating LTS 2" MIN CLR, TYP LTS TYP 3" U-BAR SIZE & SPACING TO MATCH HORIZ REINF OF WALL A LTS Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 WALL A BP 003 BP 003 15 NO SCALE CIP SHEAR WALL CORNER 11 NO SCALE TYP CIP SHEAR WALL - PIER AT DOOR 7 NO SCALE 3 TYP CIP SHEAR WALL - END 2 NO SCALE TYP CIP SHEAR WALL - CORNER 3'-0" 3'-0" #4x (A706) @12", FIELD BEND #4x6'-0" @18"OC #4@12" OC x 4'-0" CENTERED ON JOINT #4xOPNG WIDTH DESIGNERS: KH/AM DATE PRINTED: 4/18/2014 9:10:06 AM STAIR LANDING SLAB BY SUPPLIER 3'-0" #4(A706)x BP#2 BP#3 ADDENDUM 005 ADDENDUM 006 RECORD DRAWINGS @12"OC #4xCONT Date NOVEMBER 16, 2012 DECEMBER 21, 2012 JANUARY 25, 2013 FEBRUARY 8, 2013 APRIL 18, 2014 U-BAR SIZE & SPACING TO MATCH HORIZ REINF OF WALL A SEE ELEV FOR REINF BELOW OPNG #5@12"OC EF HORIZ LTS #5@9"OC EF HORIZ SEE ELEV FOR HORIZ REINF TYP #5@9"OC STIRRUPS LTS LTS #5@12"OC 3" LTS L2x2x3/16 CONT W/ 1/2"Øx3" HAS @ 24" #5@12"OC EF VERT Project Number: 2011101.00 Drawn By: SEE 12 / S-320 AND ELEV FOR REINF MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH Issue 1 1/2" LEDGE (2)#7@3"OC EF T&B INSIDE STIRRUPS, CONT FULL LENGTH OF WALL WALL A NO SCALE CIP SHEAR WALL BM AT OPNG 12 Reviewed By: KH Approved By: PD TYP CONCRETE SHEAR WALL DETAILS ADD 005 BP 003 16 (2)#7@3"OC EF T&B INSIDE STIRRUPS, CONT FULL LENGTH OF WALL NO SCALE TYP CIP SHEAR WALL - LINK BM 8 NO SCALE TYP CIP SHEAR WALL - LINK BEAM SECTION AT FLOOR OPNG 4 NO SCALE TYP CIP SHEAR WALL INTERSECTION KH/AM S-320 C G 2 COLUMNS OF BOLTS 5/16 1/2 14º < Θ ≤ 22º 0º < Θ ≤ 7º 5/16 3/8 Ø 7º < Θ ≤ 14º 5/16 7/16 COPE BEAM WHERE REQD. SEE SCHED FOR MAXIMUM COPES AND NOTES 2 & 3 FOR ADDITIONAL REQMTS. STD HOLES IN BEAM STD OR SSL IN PLATE COLUMN WEB/ FLANGE OR BEAM WEB A 5/16 5/16 XXk XXk XXk XXk SUPPORT, SEE DTLS PL 3/8: ≤ 5 BOLTS, STANDARD OR HORIZ SHORT SLOTS MAY BE USED ≥ 6 BOLTS, HORIZ SHORT SLOTS REQUIRED XXk XXk 3 S-500B XXk XXk SEE PLAN 1 1/2" # BOLT ROWS (4 SHOWN) 5 G 1 TYP BEAM SINGLE PLATE NO SCALE NO SCALE 20 S-500A FOR SINGLE PLATE CONN SCHEDULE 18 S-500B FOR SINGLE ANGLE CONN SCHEDULE 20 S-500B AT BM SPLICE PL 1/2 XXk FABRICATOR MAY SELECT SINGLE PLATE, SINGLE ANGLE, DOUBLE ANGLE, OR END PLATE CONNECTION THAT PROVIDES REACTION NOTED ON PLAN XXk 1 1/2" MIN 3" 1 1/2" 1 1/2" BEAM SIZE BEAM SIZE 5/16 3/8 XXk XXk 22º < Θ ≤ 45º, BEVEL END OF PL AT FACE OF SUPPORT 90 ° 5/16 (3/8) 45º < Θ ≤ 60º 3" MAX 3" MIN TYP W8-W12 W10-W18 W16-W24 W18-W30 W21-W40 W24-W44 W30-W44 W33-W44 1 1/2" MIN 2 3 4 5 6 7 8 9 XXk 1 1/2" MIN BEAM SIZES 1 1/2" 3" TYP # BOLT ROWS G ≤ 6" G ≤ 10" CAPACITY CAPACITY C MAX C MAX (KIPS) (KIPS) TOP T & B TOP T & B 12 8 6" 6" 10" 10" 22 15 6" 6" 10" 10" 37 25 8" 6" 10" 10" 53 37 10" 6" 12" 10" 73 52 11" 8" 14" 10" 95 68 13" 9" 16" 12" 118 86 16" 11" 16" 15" 142 106 16" 14" 16" 16" XXk C:\Proj\2011101_structural_kevinh.rvt BEAM REACTION EXTENDED SINGLE PL CONNECTIONS The Lane Center for Academic Health Sciences FOR DOUBLE ANGLE & END PLATE CONN SCHEDULE NOTES: 1. REFER TO STEEL NOTES FOR MATERIAL GRADES OF CONNECTION MATERIAL BOLTS & WELDS. 2. ALL REACTIONS NOTED ON PLAN AND IN SCHEDULES AND DETAILS ARE SERVICE LEVEL. 3. REACTION APPLIES TO BOTH ENDS OF BEAM WHERE ONLY ONE REACTION IS GIVEN. 6. 6k MINIMUM REACTION SHALL BE ASSUMED WHERE NO REACTION OR OTHER REQUIREMENTS ARE PROVIDED. University of Colorado at Colorado Springs 2011101.00 Owner Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 TYP BEAM CONNECTIONS Architect AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 SECTION: BEAM TO COLUMN FOR SKEW ANGLES ≤ 55°, USE G=6" FOR SKEW ANGLES ≤ 60°, USE G=10" AT SKEW ≤ 60º NOTES: 1. SERVICE LEVEL (ASD) IN KIPS. 2. WHERE NO DECK IS PRESENT AT CONNECTION, AND BEAM COPE 'C' EXCEEDS 'G', BRACE TOP 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". AT SKEW ≤ 30º COPE LENGTH SEE SCHED 3 S-500A 18 10 TYP BEAM SKEWED CONN TYP BEAM EXTENDED SINGLE PL CONN NO SCALE 6 NO SCALE 1 1/2" ALL HOLES IN BEAMS ARE STANDARD HOLES 1 1/2" BOTTOM COPE ONLY TOP COPE ONLY NO SCALE 1 1/2" d/2 MIN 1 1/2" James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 Civil 1 1/2" 1 1/2" X 30° MA ALL HOLES IN BEAMS ARE STANDARD HOLES TH LENG E P CO SCHED SEE TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 Landscape Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 Structural NGTH E L E COP SCHED SEE 1 1/2" PLAN: SKEWED BEAM SLOPING UP OR DOWN . NGTH E L E COP SCHED SEE 1 1/2" OM BOTT COPE H DEPT d w/ WEB EXT PL d d/2 MIN k + 1 1/2" 3" 1 1/2" G USE 'TOP COPED' VALUES IN TABLE COPE TOP TH DEP ~ COPE LENGTH SEE SCHED Clinical Planning OM BOTT COPE H DEPT 3 SIDES TOP & BOTTOM COPE 1 1/2" 1/2" RADIUS TYP COPE ~ ~ . k + 1 1/2" G d/2 MIN PL3/8x4x6 AT TOP FLANGE, REQUIRED ONLY WHERE NO DECK IS PRESENT AT CONNECTION AND BEAM COPE 'C' EXCEEDS 'G' SECTION: BEAM SLOPING UP 3" TYP SECTION: BEAM SLOPING DOWN TYP A S-500A 1 1/2" S-500A A 10 ALL HOLES IN BEAMS ARE STANDARD HOLES G 1 1/2" d D D 20 NOTE: THE GEOMETRY SHOWN IS THE BASIS FOR CALCULATIONS OF LIMIT STATES INVOLVING COPED BEAMS. ALL EDGE DISTANCE DIMENSIONS SHOWN ARE MINIMUMS. TH LENG E P CO SCHED SEE TOP COPE H DEPT 3" 1 1/2" TYP COPE LENGTH, SEE SCHED Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 TOP & BOTTOM COPE - SLOPED Mechanical/Plumbing Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 TYP BEAM COPE GEOMETRY Electrical T INDICATES TOP COPE ONLY UNCOPED COPE CONDITION 5 6 COPE LENGTH ≤ 4" 7 8 9 2 3 4 5 6 COPE LENGTH ≤ 5 1/4" 7 8 4 5 6 7 8 2 9 3 4 5 6 7 8 9 2 3 4 5 6 7 1.5 x d 9 6# 31 & UP 16 16 11 16 8 16 7 14 6 12-19 & C10 16 28 14 7 24 17 11 6# 22 13 9 6# 19 11 7 6# 14 22-30 16 28 16 9 28 21 16 7 28 16 13 6 27 14 10 6# 21 11 33-45 16 16 11 16 9 16 7 14 6 49 & UP 16 16 13 16 10 16 9 16 7 14-22 & C12 16 28 15 7 26 17 11 6 23 12 10 6# 20 10 8 6# 14 7 26-35 16 28 16 9 28 20 16 7 28 15 14 6 28 13 11 6# 21 9 40 & UP 16 28 16 11 28 26 16 9 28 20 16 7 28 17 15 6 22-26 28 28 20 28 15 26 13 20 9 30-38 28 28 24 28 18 28 16 25 12 43 & UP 28 28 27 28 21 28 18 28 14 26-31 28 41 28 22 41 39 28 17 41 30 28 14 41 24 22 10 35 17 36-57 28 41 28 26 41 41 28 20 41 36 28 17 41 31 28 13 41 22 67 & UP 28 41 28 28 41 41 28 27 41 41 28 24 41 41 28 18 41 33 35-46 28 41 54 28 26 41 41 54 54 28 21 41 37 54 54 28 18 41 32 54 50 27 14 41 23 54 39 50-71 28 41 54 28 28 41 41 54 54 28 24 41 41 54 54 28 21 41 38 54 54 28 16 41 29 54 46 76 & UP 28 41 54 28 28 41 41 54 54 28 28 41 41 54 54 28 25 41 41 54 54 28 20 41 35 54 54 ROUND HSS OR PIPE 9 D <=13" 13"< <=17" 28 13 41 41 54 54 66 66 41 41 54 54 66 66 41 37 54 54 66 66 41 29 54 44 66 66 62-93 41 54 66 41 41 54 54 66 66 41 41 54 54 66 66 41 41 54 54 66 66 41 33 54 52 66 66 101 & UP 41 54 66 41 41 54 54 66 66 41 41 54 54 66 66 41 41 54 54 66 66 41 41 54 54 66 66 55-62 41 54 66 78 41 41 54 54 66 66 78 78 41 41 54 54 66 66 78 78 41 41 54 54 66 66 78 78 41 33 54 52 66 66 78 78 68 & UP 41 54 66 78 41 41 54 54 66 66 78 78 41 41 54 54 66 66 78 78 41 41 54 54 66 66 78 78 41 35 54 54 66 66 78 78 1/2" AT ORTHOGONAL CONNS, 1 1/2" MAX AT SKEWED CONNS 1/2" 1/2" 1 1/2" T/2 MIN T/2 MIN 10 S-500A 5 S-500A NO SCALE TYP BEAM TO GIRDER . 5/16 5/16 BEAM TO COLUMN FLANGE TYP BEAM SINGLE PLATE CONNECTION SCHEDULE BEAM TO COLUMN WEB - OPTION 1 PL 3/8 BEAM TO COLUMN WEB - OPTION 2 Issue 1/4" 1 1/2" Date dc = LARGER OF TOP OR BOTTOM COPE DECEMBER 21, 2012 APRIL 18, 2014 3/16 PL 3/8 TOP & BOTTOM COPE T&B PL TO COL . 1/4" 1 1/2" 1/2" NOTE: DETAIL APPLIES ONLY WHERE INDICATED IN CONNECTION SCHEDULES Project Number: 3/8" SLOT WALL OF HSS COL THRU PLATE OPTION BLOCK FLANGE AS REQ'D TO WELD 1 1/2" BEAM TO HSS COL dc 5/16 5/16 k1 PL 1 T&B TYP, PL 1 1/2 T&B AT W12 & W14 COLS w/ 8" FLANGES TYP BEAM WEB EXTENSION dc ~ RECT OR ROUND HSS COLUMN OR PIPE A 5/16 5/16 Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 BP#3 RECORD DRAWINGS 5 S-500A 5/16 5/16 NO SCALE TYPICAL W8, W10, W12 & W14 COLUMNS ONLY 5/16 TYP 5/16 AT EXTENDED PL CONN 5/16 5/16 3 Drawn By: dc . 1/2" Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 5/16 5/16 3/16 A 4 NO SCALE KH/AM KH Approved By: PD SINGLE COPE TYP STL BM CONNS TYP BEAM WEB REINF 2011101.00 Reviewed By: PL 3/8 1 1/2" 1/2" MAX COPED T&B 10 S-500A 1/2" 54 54 66 66 78 78 90 90 103 103 3" MAX 8" G 1/4" 1 1/2" . 5 S-500A MIN NOMINAL FLANGE WIDTH: 6 1/2" FOR W8 COLS 8" FOR W10 THRU W14 COLS ADD WEB EXTENSION PL WHERE AVAILABLE BEAM DEPTH IS INSUFFICIENT FOR CONNECTION DEPTH. PL THK AND GRADE TO MATCH BM WEB G . COPED AT TOP FLG ONLY 18 S-500A CJP AT STRIPPED FLANGES W 2. FOR SKEWED BEAM CONNECTIONS SEE 4 S-500A Building Performance Engineer Cost Estimating ~ NOTES: 1. # INDICATES WEB REINFORCEMENT REQD TO ACHIEVE NOTED CAPACITY. SEE 54 54 66 66 78 78 90 90 103 103 54 54 66 66 78 78 90 90 103 103 5/16" T/2 MIN 54 54 66 66 78 78 90 90 103 103 1/4" MIN WALL THK 3/16" 3/16" 3/16" 3/16" 1/4" 1/4" 5/16" 5/16" 3/8" 1/2" 1/2" WHERE WALL THICKNESS < MIN, PROVIDE THRU PLATE AS SHOWN 41 54 66 54 66 78 90 103 W 3" 4" 5" 6" 7" 8" 9" 10" 12" 14" 16" WHERE WALL THICKNESS < MIN, PROVIDE THRU PLATE AS SHOWN 44-57 W27 - W44 RECT HSS MIN WALL THK 3/16" 17"< <=22" CONNECTION, SEE SCHEDULES. USE T&B COPE VALUES d 6 6# k 8 6# 6 6 S-500A Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 dc 10 6# 12 W24 Technology 9 1/4" 12 6 14 7 W21 8 T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB 16 9 W18 MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH 3 COPE LENGTH ≤ 8" 16 W16 20 2 9 COPE LENGTH ≤ 6 1/8" 18-28 W14 DESIGNERS: KH/AM DATE PRINTED: 4/18/2014 9:10:09 AM 4 3/4"Ø A325 SINGLE PLATE CONNECTION SCHEDULE - MAX REACTION (KIPS) - SERVICE LEVEL T/2 MIN W12 3 Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 T/2 MIN # OF BOLTS 2 COPE TYPE BEAM SIZES W8 10-15 & C8 16 W10 TB INDICATES TOP AND BOTTOM COPE S-500A W16 W18 W21 7 8 9 2 3 4 5 6 7 8 2 9 3 4 5 6 7 8 9 2 3 4 5 6 7 8 9 2 3 4 5 6 9 EQ EQ AT DBL ANGLES T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB 8 6# 6 6# BEAM WEB 1 1/4" MIN 10 6# 1 1/4" MIN 10 6 18-28 10 10 9 10 7 10 6 9 6# 31 & UP 10 10 10 10 8 10 7 10 6 12-19 & C10 10 20 10 7 20 17 10 6# 20 13 9 6# 19 11 7 6# 14 9 22-30 10 20 10 9 20 20 10 7 10 6 10 6# 20 11 33-45 10 10 10 10 9 10 7 10 6 49 & UP 10 10 10 10 10 10 9 10 7 14-22 & C12 10 20 10 7 20 17 10 6 20 12 10 6# 20 10 8 6# 14 7 26-35 10 20 10 9 20 20 10 7 20 15 10 6 20 13 10 6# 20 9 40 & UP 10 20 10 10 20 20 10 9 20 20 10 7 20 17 10 6 22-26 20 20 20 20 15 20 13 20 9 30-38 20 20 20 20 18 20 16 20 12 43 & UP 20 20 20 20 20 20 18 20 14 26-31 20 33 20 20 33 33 20 17 33 30 20 14 33 24 20 10 33 17 36-57 20 33 20 20 33 33 20 20 33 33 20 17 33 31 20 13 33 22 67 & UP 20 33 20 20 33 33 20 20 33 33 20 20 33 33 20 18 33 33 35-46 20 33 46 20 20 33 33 46 46 20 20 33 33 46 46 20 18 33 32 46 46 20 14 33 23 46 39 50-71 20 33 46 20 20 33 33 46 46 20 20 33 33 46 46 20 20 33 33 46 46 20 16 33 29 46 46 Architect 76 & UP 20 33 46 20 20 33 33 46 46 20 20 33 33 46 46 20 20 33 33 46 46 20 20 33 33 46 46 AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 STANDARD OR HORIZ SHORT SLOTTED HOLES MAY BE USED, TYP 1 33 33 46 46 59 59 33 33 46 46 59 59 33 29 46 44 59 59 62 & UP 33 46 59 33 33 46 46 59 59 33 33 46 46 59 59 33 33 46 46 59 59 33 33 46 46 59 59 33 46 59 72 84 97 33 33 46 46 59 59 72 72 84 84 97 97 33 33 46 46 59 59 72 72 84 84 97 97 33 33 46 46 59 59 72 72 84 84 97 97 33 33 46 46 59 59 72 72 84 84 97 97 . BOLTS ALIGNED BOLTS STAGGERED . . BOLTS ALIGNED . 1/2". 1/2" MAX A T/2 MIN T/2 MIN 6 S-500A A 5/8" RET TOP FULL RET BOT 5/16 BOLTED BEAM / BOLTED SUPPORT 1 S-500B 1 S-500B 2 S-500B 3 SIDES, TYP 5/16 WELDED BEAM / BOLTED SUPPORT BOLTED BEAM / WELDED SUPPORT University of Colorado at Colorado Springs 2011101.00 3" MIN TYP END PLATE Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 TYP BEAM ANGLES/END PLATE NO SCALE Clinical Planning FOR SHARED HOLES WHERE WEB tw<0.41", TOTAL CONNECTION CAPACITY(SUM OF REACTIONS FROM BOTH SIDES) IS LIMITED TO VALUES IN THE TABLE BELOW. USE THE LESSER VALUE FROM THIS TABLE AND THE CONNECTION SCHEDULE. NP=NOT PERMITTED tw 4 S-500A The Lane Center for Academic Health Sciences Owner ANGLE 33 33 46 46 59 59 BOLTS STAGGERED 1 1/4" MIN 20 13 33 46 59 NOTES: 1. # INDICATES WEB REINFORCEMENT REQD TO ACHIEVE NOTED CAPACITY. SEE 3" MIN, TYP, BOLTS MAY BE STAGGERED OR ALIGNED 20 14 PL 3/8 1 1/4" MIN 20 16 3/8" ANGLE THICKNESS 44-57 W24 TO W44 BOLTED BEAM/BOLTED SUPPORT SHARED HOLES 2 3 4 5 6 7 8 9 NP 12 19 27 34 42 49 57 NP 15 24 34 43 53 62 71 NP 17 28 39 50 62 72 83 James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 1/2" RADIUS TYP Civil TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 SINGLE ANGLE CONN Landscape Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 "UNCOPED" VALUES MAY BE USED WHEN FLANGES ARE BLOCKED OR STRIPPED ONE SIDE TO PASS T DIMENSION OF COLUMN Structural Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 A AT COLUMN 18 8 7 0.35" ≤ tw < 0.41" W14 6 COPE LENGTH ≤ 8" 0.30" ≤ tw < 0.35" W12 5 COPE LENGTH ≤ 6 1/8" 0.24" ≤ tw < 0.30" W10 4 COPE LENGTH ≤ 5 1/4" BOLT GAUGE SHALL NOT EXCEED DEPTH OF PLATE 3" MAX 1 1/4" MIN 1 1/4" MIN # OF BOLTS 2 3 COPE TYPE BEAM SIZES W8 10-15 & C8 10 3/4"Ø A325 SINGLE ANGLE CONNECTION SCHEDULE - MAX REACTION (KIPS) - SERVICE LEVEL COPE LENGTH ≤ 4" UNCOPED 3" MAX AT SINGLE ANGLE, NO LIMIT AT DOUBLE ANGLE COPE CONDITION TB INDICATES TOP AND BOTTOM COPE # OF BOLTS C:\Proj\2011101_structural_kevinh.rvt T INDICATES TOP COPE ONLY Mechanical/Plumbing AT GIRDER 2 TYP BEAM SINGLE ANGLE CONNECTION SCHEDULE NO SCALE NO SCALE Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 TYP BEAM FLANGE BLOCK Electrical SHOP WELDED/FIELD BOLTED CONN . W10 W12 W14 W16 W18 W24 W30 W33 W36 MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH W40 W44 5 6 7 8 9 2 3 4 5 6 COPE LENGTH ≤ 5 1/4" 7 8 9 2 3 4 5 6 COPE LENGTH ≤ 6 1/8" 7 8 9 2 3 4 5 6 COLUMN WEB OR FLANGE COPE LENGTH ≤ 8" 7 8 9 2 3 4 5 6 7 8 19 12 6 10 6# 8 6# 6 6# 18-28 26 18 9 14 7 12 6 9 6# 31 & UP 33 26 11 20 8 18 7 14 6 12-19 22 33 14 7 26 17 11 6# 22 13 9 6# 19 11 7 6# 14 9 22-30 28 42 20 9 33 21 16 7 32 16 13 6 10 6# 21 11 33-45 33 26 11 21 9 18 7 14 6 49 & UP 39 32 13 25 10 22 9 17 7 14-22 23 35 15 7 27 17 11 6 23 12 10 6# 20 10 8 6# 14 7 26-35 26 40 20 9 31 20 16 7 31 15 14 6 28 13 11 6# 21 9 40 & UP 34 51 28 11 40 26 23 9 40 20 20 7 38 17 15 6 27 14 DOUBLE ANGLE OR END PLATE Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 2 S-500B 30 13 WHERE WEB tw<0.41", TOTAL CONNECTION CAPACITY (SUM OF REACTIONS FROM BOTH SIDES) IS LIMITED AS FOLLOWS: 0.35" ≤ tw < 0.41", 20.5k x # OF SHARED BOLTS 0.30" ≤ tw < 0.35", 17.6k x # OF SHARED BOLTS 0.23" ≤ tw < 0.30", 13.7k x # OF SHARED BOLTS tw ≤ 0.23", 9.9k x # OF SHARED BOLTS 30 15 26 13 20 9 30-38 47 37 24 37 18 32 16 25 12 43 & UP 53 42 27 42 21 40 18 31 14 26-31 43 58 34 22 44 39 33 17 44 30 29 14 44 24 22 10 35 17 36-57 51 69 40 26 52 47 40 20 52 36 35 17 52 31 28 13 45 22 67 & UP 69 92 54 35 70 63 54 27 70 49 54 24 70 42 42 18 69 33 35-46 52 70 87 41 26 53 47 66 62 41 21 53 37 66 58 35 18 53 32 66 50 27 14 45 23 66 39 50-71 62 83 103 49 31 63 56 78 73 49 24 63 44 78 69 44 21 63 38 78 60 34 16 56 29 78 46 76 & UP 71 95 119 58 38 76 67 93 88 58 29 76 53 93 82 58 25 76 46 93 72 45 20 74 35 93 56 DETAIL CONN TO PERMIT SAFE ERECTION OF BM EA SIDE WHERE BOLTS ARE SHARED, IN ACCORDANCE WITH ALL OSHA STANDARDS, TYP 81 102 122 62 55 77 72 91 87 62 43 77 68 91 87 62 37 77 59 91 85 52 29 77 44 91 66 62-93 93 117 140 71 63 88 82 104 99 71 49 88 78 104 99 71 43 88 67 104 97 64 33 88 52 104 76 101 & UP 95 119 143 89 79 110 103 131 124 89 62 110 97 131 124 89 54 110 84 131 122 89 42 110 66 131 95 55-62 92 115 138 161 70 63 87 81 103 98 120 114 70 49 87 77 103 98 120 114 70 42 87 66 103 96 120 114 62 33 87 52 103 73 120 102 68-103 95 119 143 166 74 66 91 85 108 103 126 120 74 51 91 81 108 103 126 120 74 45 91 70 108 101 126 120 69 35 91 54 108 78 126 107 SHOP WELDED/FIELD BOLTED CONN . 1/2" 95 119 143 166 89 79 110 103 131 124 151 145 89 62 110 97 131 124 151 145 89 54 110 84 131 122 151 145 88 42 110 66 131 95 151 129 84-129 119 143 166 101 95 120 114 139 133 101 89 120 114 139 133 101 77 120 112 139 133 101 60 120 87 139 119 146 & UP 119 143 166 119 119 143 143 166 166 119 118 143 143 166 166 119 102 143 143 166 166 119 79 143 115 166 156 90-148 119 143 166 190 103 97 123 116 142 136 162 155 103 91 123 116 142 136 162 155 103 79 123 114 142 136 162 155 103 62 123 89 142 121 162 155 173 & UP 119 143 166 190 119 119 143 143 166 166 190 190 119 119 143 143 166 166 190 190 119 111 143 143 166 166 190 190 119 86 143 124 166 166 190 190 118-152 143 166 190 214 143 136 166 159 189 182 212 205 143 136 166 159 189 182 212 205 143 134 166 159 189 182 212 205 143 104 166 142 189 182 212 205 169 & UP 143 166 190 214 143 143 166 166 190 190 214 214 143 143 166 166 190 190 214 214 143 143 166 166 190 190 214 214 143 127 166 166 190 190 214 214 135-160 143 166 190 214 143 143 166 166 190 190 214 214 143 143 166 166 190 190 214 214 143 143 166 166 190 190 214 214 143 114 166 155 190 190 214 214 170 & UP 143 166 190 214 143 143 166 166 190 190 214 214 143 143 166 166 190 190 214 214 143 143 166 166 190 190 214 214 143 129 166 166 190 190 214 214 149-215 143 166 190 214 143 143 166 166 190 190 214 214 143 143 166 166 190 190 214 214 143 143 166 166 190 190 214 214 143 119 166 163 190 190 214 214 235 & UP 143 166 190 214 143 143 166 166 190 190 214 214 143 143 166 166 190 190 214 214 143 143 166 166 190 190 214 214 143 142 166 166 190 190 214 214 166 190 214 166 166 190 190 214 214 166 166 190 190 214 214 166 166 190 190 214 214 166 166 190 190 214 214 SHOP & FIELD BOLTED CONN . 1/2" MAX FOR ANGLE/END PLATE SIZE & DETAIL 1 S-500B SEE SCHEDULE FOR CAPACITY AND WELDING 20 S-500B 3 TYPICAL AT COLUMN/GIRDER 44-57 1 S-500B A NO SCALE 1" MAX Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 TYP BEAM DBL ANGLE SPLICE 45º < Θ ≤ 60º 5/16 (3/8) 22º < Θ ≤ 45º, BEVEL END OF BM WEB AT END PLATE 5/16 3/8 14º < Θ ≤ 22º 5/16 1/2 7º < Θ ≤ 14º 5/16 7/16 0º < Θ ≤ 7º 5/16 3/8 0º = Θ 5/16 5/16 Issue BP#3 RECORD DRAWINGS Date DECEMBER 21, 2012 APRIL 18, 2014 END PLATE Project Number: 3 SIDES, TYP 5/16 DOUBLE ANGLE OR END PLATE Drawn By: ANGLES - BOLTED BEAM / BOLTED SUPPORT 2011101.00 KH/AM Reviewed By: KH Approved By: PD 6 S-500A 4 S-500A TYP BEAM DOUBLE ANGLE AND END PLATE CONNECTION SCHEDULE Building Performance Engineer Cost Estimating 31 20 NO SCALE END PLATE A ANGLES - WELDED BEAM / BOLTED SUPPORT TYP STL BM CONNS COPED BEAM CONDITION AT GIRDER 20 Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 A 40 NOTES: 1. # INDICATES WEB REINFORCEMENT REQD TO ACHIEVE NOTED CAPACITY. SEE DOUBLE ANGLE A 22-26 ALL Technology 1/2" 9 T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB T TB 10-15 104 & UP W27 4 COPE LENGTH ≤ 4" 1 S-500B Ø DESIGNERS: KH/AM DATE PRINTED: 4/18/2014 9:10:13 AM W21 3 3/4"Ø A325 DOUBLE ANGLE AND END PLATE CONNECTION SCHEDULE - MAX REACTION (KIPS) - SERVICE LEVEL T/2 MIN, BASED ON T OF SIMILAR BEAM # OF BOLTS 2 COPE TYPE BEAM SIZES . T/2 MIN UNCOPED COPE CONDITION W8 TB INDICATES TOP AND BOTTOM COPE SHOP & FIELD BOLTED CONN T/2 MIN T INDICATES TOP COPE ONLY Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 A S-500B LANDING SUPPORT HEADER BTWN STRINGERS BY STAIR SUPPLIER 2-12 2-12 AT W12 PROVIDE END PL CONN PER 20 / S-500B W/ MAX NUMBER OF BOLTS AND 1" PL THICKNESS BENT PL3/8 x CONT 2" PJP EA FLG, SEE TABLE (E) 2 1/2" PJP EFFECTIVE WELD SIZE TYP AT STUD TO PL 7/16 T E T ≤ 3/4" 1/4 3/4" < T ≤ 1 1/2" 5/16 1 1/2" < T ≤ 2 1/4" 3/8 FINISH PER AISC PL 1 1/2x1'-3x1'-3 W/ OVS HOLES 1" END PL, MAX WIDTH 7" CAP PL 1/4 2-12 2-12 3/16 3/16 MIN (2) BOLT ROWS SHARED BY END PL CONNECTIONS 2" A PL 1 1/2x1'-3x1'-3 W/ (4) 3/4 THREADED STUDS The Lane Center for Academic Health Sciences 2" 3/16 3/16 4" PL WASHER 5/16x2x2 W/ STD HOLES 1" CLR L3x3x1/4 CONT 3 SIDES OPTIONAL LIFTING HOLE IN CHANNEL University of Colorado at Colorado Springs 2011101.00 2" STAIR TREAD BY SUPPLIER 1/2"Ø DAS @ 8"OC, EXTEND 3'-0" PAST BM CL MIN WEB CONNECTION (1) C7x12.25 FOR W10 SHIM AS REQD 6" G SEE ARCH 5/16 AT GIRDER PROVIDE END PL CONN PER 20 / S-500B W/ MAX NUMBER OF BOLTS AND 1" PL THICKNESS 2" MIN T = THK OF THINNER FLG 6" LANDING BY SUPPLIER 1 1/2" 4" 1/4 1/4 3 1/2" C:\Proj\2011101_structural_kevinh.rvt NOTE 1 . . BOLTS THRU BOTH END PLATES 5/16 A 17 13 SOUTH EAST STAIR DETAIL 5 NO SCALE 9 SOUTH EAST STAIR DETAIL 1 NO SCALE NO SCALE NOTES: 1. ALL AROUND WELD MAY BE USED IN LIEU OF WELD SHOWN BALCONY DRAG CONN Owner NOTES: 1. (2) CHANNELS REQD FOR COLS OVER 30'-0" LONG OR OVER 100 LB/FT 2. STD HOLES IN COL, STD OR OVS HOLES IN CHANNEL Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 FIELD WELDED OPTION AT WF COL TO HSS COL Architect 5 1/2" AT NOM 8" FLG 7" AT NOM 10" FLG 1 1/2 1 1/2 PL3/8x6x6 3 SIDES 3/16 1 1/4" 1 1/4" 1 1/2" James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 1 3/4" 1 1/2" TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 7 /8" 1 3/4" OPTIONAL LIFTING HOLE 2@3" Civil EQ 3 /4 "MAX SHIM AS REQ'D, SHIMS MAY BE LOOSE, SHOP WELDED, OR EXTENDED AND SHOP BOLTED, TYP A PL 1/2 EA FLG A Landscape G 3 SIDES, ALT TO BOLTING 5/16 CAP PL 1/4 1 1/2" BASE PL3/8x6 C8x11.5xCONT W/ HOLES FOR ROD ATTACHMENT OF PARTITION HEAD L4x4x1/4 PARALLEL W/ PARTITION AT EA END, SLOPE UP AND CONN TO TOP OF ADJACENT HANGER 14 TYP SPRT FOR PARTITION NO SCALE (2) 3/8"Øx2 1/2" EMBED SCREW ANCHORS NO SCALE Structural NOTES: 1. STD HOLES IN COL STD AND CONN PLATES 1 1/2" TYP 3 SIDES, ALT TO BOLTING 5/16 10 NO SCALE 6 SOUTH EAST STAIR CORNER NO SCALE Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 Mechanical/Plumbing AT SAME SERIES WF COL - FIELD BOLTED OPTION SOUTH EAST STAIR DETAIL 2 Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 PL 3/8 4" COORD W/ PARTITION SUPPLIER 1 1/2" 2@3" 3/16 3/16 18 1 1/4" Clinical Planning CJP, GRIND FLUSH 3/16 3/16 PL 3/8x5x10 1" MAX 0" MIN, 3/4" MAX NS GROUT 1 1/2" L4x4x1/4 BRACE @4'-0" OC 1 1/4" 3" AT W10 G NS GROUT EA END 3/16 TYP 3/16 AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 TYP COL SPLICE Electrical 3" 5/16 1/4 11 TYP 10 S-501 S-501 3" 1 1/2" TYP SIM AT BEAM CONN Technology 1" MIN k DECK SUPPORT STIFF PL 3/8 ES 1/4 TYP 1/4 1/4 3/16 AT SIM AT TYP (3/16) (3/16) CAP PL 3/4 W/ (4) BOLTS Cost Estimating (2) BOLTS AT WF, TYP 5/16 3 3 1/4 1/4 1 1/2" MIN 1/2" WF OR HSS COL, ORIENTATON VARIES 3/8" STIFF PL, ALIGN W/ HSS WALLS Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 A AT SIM L4x4x3/8x6" WELD TO EA LEG, TYP 3/16 3 SIDES Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 5/16 . L4x4x3/8x3" 3 SIDES Building Performance Engineer A AT HSS COL 3" STIFFENER PL 3/8 ES 12 S-501 TYPICAL k 3 SIDES Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 3 1/2" AT HSS, TYP 5/16 2-6 PL 3/8 8 S-501 Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 AT BEAM END AT BM CONN 1/4 8 S-501 AT WF COL 19 NO SCALE 15 SOUTH EAST STAIR BM TO COL 20A S-500A NO SCALE SOUTH EAST STAIR DETAIL 3 11 NO SCALE SOUTH EAST STAIR HEADER 7 NO SCALE TYP BM OVER COLUMN 3 NO SCALE TYP COL TRANSFER 9 S-315 Issue Date 2" 1" MAX HORIZ REACTION ONLY LSL HOLES IN BM FLG PARALLEL TO BEAM 1 1/2" LEVEL 3-4 LANDING 10 S-500A 5/16 5/16 STRIP FLG ONE SIDE OR COPE HORIZ AND VERT REACTION 3 SIDES TYP Project Number: PL 3/8 Drawn By: AT SIM 5/16 5/16 1 1/2" BEAM TO COLUMN FLG/HSS/EMBED PL3/8 W/ (2) BOLTS IN STD HOLES PL 1/2 MAXIMUM # OF BOLTS SHOWN IN STL CONN SCHED CJP, GRIND FLUSH EXTEND PLATE TO BOT FLANGE AT SIM KINK UP OR DOWN MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH LEVEL 2-3 LANDING BEAM TO COLUMN WEB NO SCALE BM FLANGE CONN 16 NO SCALE 3/8 3/8 CONN TO HSS BY CURTAIN WALL MNFR. DESIGN CONN TO MULION FOR ECCENTRICITY 'e'. NO MOMENT PERMITTED TO HSS SOUTH EAST STAIR DETAIL 4 12 NO SCALE SOUTH EAST STAIR STRINGER 8 NO SCALE KH/AM KH Approved By: PD e 1 1/2" MIN IN PL TYP 2011101.00 Reviewed By: . 20 DECEMBER 21, 2012 APRIL 18, 2014 k 2" CONN TO HSS BY CURTAIN WALL MNFR. 1 3/4" CLASS 'A' SC BOLTS, TYP 5/16 5/16 . 3" BP#3 RECORD DRAWINGS 3" TYP PL WASHER AT ROUND CUT PLATE TO MATCH 1 1/2" MIN DESIGNERS: KH/AM DATE PRINTED: 4/18/2014 9:10:15 AM 5/16 5/16 TYP FULL HEIGHT SHEAR CONN 4 NO SCALE TYP BM DRAG CONN THRU COL TYP STEEL DETAILS S-501 SEE ARCH 2" MAX 2 SIDES 3/16 3/16 STRIP VERT LEG AT BOLT 1 1/4" TYP COPE GIRT 2 1/4" AT COL TYPE A 1" 5" HSS8x4x1/4 PL2x7 1/2, AESS, GR 50 2-12 2-12 RECESSED CAP PL 1/4, SEAL WELD ALL AROUND 5/16 5/16 1/4 1/4 5 5 5/16 5/16 5/16 5/16 1" 1" 18 S-502 2-12 2-12 The Lane Center for Academic Health Sciences 5/16 5/16 5/16 5/16 PL3/8x6 University of Colorado at Colorado Springs 2011101.00 PL1/2x3x6 PL1/2x3x6 SEAL WELD 1/4 T&B Owner ES 3/8 AT SIM 17 (3/16) 3/16 L4x4x1/2x0'-7 . 1/2" BENT PL 3/8xCONT 1" 3 SIDES TYP 1/4 5" BENT PL 3/8xCONT 5/16 (1/4) L5x3 1/2x3/8x0'-6 W/ (2) BOLTS ES OF HSS PLATE TO TUBE CONN BM CL 1/4 1" MAX 1'-10" 1'-0" 3 SIDES TYP 5/16 SEE ARCH, 1'-10" MAX 3 SIDES 1/4 L4x4x1/2x0'-7 1/2" FITTED STIFF PL 3/8 ES 8 S-501 1'-0" C:\Proj\2011101_structural_kevinh.rvt 3'-6" 1/4 ADD 005 NO SCALE 13 PERGOLA SUPPORT HANGER VESTIBULE DECK EDGE AT PARAPET NO SCALE RFC 026 9 NOTE: AESS STEEL. SEE SPEC FOR AESS TOLERANCE LIMITS. TYPE B NO SCALE 5 GIRT TO WF CONN NO SCALE 1 VESTIBULE DECK EDGE Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 VESITBULE BM COL CONN NO SCALE 1/16" MAX GAP ES Architect PL1/2x1x7 1/2 AT LOCS NOTED THUS: # Clinical Planning D DIVISION 9 FRAMING SEE ARCH (5/16) AX 4" M G Landscape Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 8" 5/16 12 3 SIDES 5/16 (5/16) (5/16) 3 1/2" RET T&B 5/16 1/4 FILL RECESSED AREA WITH WELD MATERIAL AND GRIND SMOOTH. TYP T&B 18 (5/16) (5/16) L4x4x1/2x8, EA SIDE PL 1/2x9 W/ (3) BOLT ROWS PER: NO SCALE James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 Civil . (3) SIDES FITTED PL TO HSS 1/4 ASI 012 3 SIDES TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 AT LOCS NOTED: # PL 3/16 TO PL 1/2 3/16 3/4" RET T&B AT LOCS NOTED: # 1/4 PL 1/2 TO PL 2 1/4 FULL RET AT END TYP T&B 1/4 5/16 5/16 10" MAX 20° . L4x4x1/2x6, EA SIDE PL3/16x7x8 AT LOCS NOTED THUS: # 1/4" RECESSED END PL 1/4 ES AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 1/2" MAX 1/4" NOTE: STEEL IS AESS. SEE SPEC FOR REQTS. RFC 059 PERGOLA BEAM TO PLATE CONN 14 NO SCALE 10 SECTION AT VESITBULE ENTRY NO SCALE CURTAIN WALL GIRT CONN - EAST Structural Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 5/16 10 S-500A Mechanical/Plumbing Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 ASI 012 6 NO SCALE SKEWED CONNECTION AT LEVEL 4 TERRACE 2 NO SCALE HSS BM CONN AT COL Electrical RECESSED CAP PL 1/4 AESS, SEAL WELD ALL AROUND Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 PL3/8x6x10 AESS 5" PL3/8x8x10 AESS 3" L4x4x3/8x4 TOP 2" 5/16 5/16 L4x4x3/8x9 BOT PL WASHER 1/4x3"Ø, TYP 3 SIDES ANGLE IS CONTINUOUS AT SOME LOCS 3 SIDES (5/16) (5/16) Building Performance Engineer Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 3/16 A Cost Estimating L4x4x1/2x6 BOT 1/2" MAX Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 1/2" (5/16) (5/16) CL HSS GIRT = CL HSS8x4 VERT (1/4) (1/4) L4x4x1/2x4 5/16 5/16 2" 3" AT CONN MARKED THUS: # PROVIDE LSL HOLES IN PL, FINGER TIGHTEN, BACK OFF NUT 1/4" TURN AND DAMAGE THREADS, STD HOLES IN ANGLE SEAL 1/2" MAX 1/4 5" (1) BOLT IN HORIZ LEG, (2) BOLTS IN VERT LEG TYP Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 SECTION A L4x4x1/2x4 TOP 5/16 2" 3 SIDES 5/16 A 2 1/2" CLR PL3/8x1 5/8x8 AESS Technology T&B 1/4 STD HOLES IN PLATE AND ANGLE AT TYP 1 1/2" 1/4 3 3 SIDES 1/4 19 NO SCALE PERGOLA ANGLE TO POST CONN 15 NO SCALE 2 NOTE: STEEL IS AESS. SEE SPEC FOR REQTS. SECTION A RFC 102&111 3/16 11 GIRT TO HSS POST CONN NO SCALE CURTAIN WALL GIRT CONN - SOUTH 7 NO SCALE VESTIBULE BM TO POST CONN 3 NO SCALE VESTIBULE BM MITERED CORNER L4x4x1/2x6, EA SIDE ES SEAL WELD T&B 5/16 Issue BP#3 ADDENDUM 005 ASI 012 RECORD DRAWINGS A DESIGNERS: KH/AM DATE PRINTED: 4/18/2014 9:10:16 AM L4x4x3/8x4 TOP 1/4 1/4 HSS TO ANGLE HSS TO HSS 7/16 3" 3" 3" FITTED PL 3/8 PL3/8x6x6 NOTE: STEEL IS AESS. SEE SPEC FOR REQTS. PERGOLA BEAM CONN 16 NO SCALE POST SUPPORT 12 NO SCALE GIRT CONN AT ROUND HSS 3 SIDES 1/2" MAX 1/4 SECTION A Approved By: PD 8 3 SIDES STEEL DETAILS AT HSS 4x4 RFC 036 NO SCALE GIRT CONN TO WF COL 4 NO SCALE HSS BM CONN KH/AM KH 1/4 1/4 1/4 2011101.00 Reviewed By: 7/16 PL3/8x6 ES W/ (2) BOLTS IN 3" SLOTTED HOLES. STD HOLES IN HSS. 5/16 NO SCALE Project Number: L4x4x1/2x4, EA SIDE Drawn By: HSS TO COLUMN 20 3 SIDES TYPICAL 3 SIDES WP AT COL CL 3 SIDES 3 SIDES 5/16 1/2" MAX 1/4 BEVEL END OF PLATE AT FACE 5/16 3/8 OF SUPPORT MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH 3 SIDES 7/16 1/2" 3 1/2" L4x4x3/8 DECEMBER 21, 2012 JANUARY 25, 2013 MARCH 27, 2013 APRIL 18, 2014 3 3 1/4 1/4 PL6x4x3/8 ES, AESS Date S-502 C:\Proj\2011101_structural_kevinh.rvt A 3" 1" CLR 157'-4" ALIGN 2 1/2" (2) 3/4"Ø BOLTS, HAND TIGHTEN BACK OFF NUT AND DAMAGE THREADS W24x55 3'-0" 3/16 3/16 3-12 3-12 3/16 2 ALIGN 3/16 3/16 EQ 1/4 1/4 1 1/2" TYP A PL 3/8x6x1'-1" ES W/ 3" VERT SLOTTED HOLES. (5) SC BOLTS MIN 1 1/2" 3" 1 1/2" PL1/4 ES W/ (2) BOLTS FOR ADDNL PLATE REQTS 1 1/2" 1/2" 5 S-500A 1/4 1/4 3 3 EA END B/STEEL = 155'-1" 2" PL1/4 ES W/ (2) BOLTS 6" University of Colorado at Colorado Springs 2011101.00 6" EQ 3" 1'-1 1/2" The Lane Center for Academic Health Sciences S-503 2 1/2" SECTION A L6x4x3/8x2'-6" LLV W/ 3" VERT SLOTTED HOLES AT POST, EA SIDE OF POST Owner Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 ADD 005 17 NO SCALE VESTIBULE BEAM TO POST CONN 13 5 TOP OF CURTAIN WALL CONN NO SCALE 1 SOUTH EAST STAIR 5 NO SCALE SOUTH EAST STAIR - ROOF 1 NO SCALE Architect TYP 11 S-316 PL1/2x8x8 W/ (4) 3/4Øx6" HAS 1/4 6" HSS14 2 1/2" MIN 1 1/8" MIN EW, TYP (3) SIDES James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 5/16 W18 BOLTED OPTION 5/16 5/16 Clinical Planning 3/16 5/16 5/16 1 1/2" Civil A 3" TYP A 1/4 3/16 TYP 3/16 L3x3x1/4 T&B 3" 3/16 Structural 3" KICKER: FOR L≤8'-0": L3x3x1/4 FOR 8'-0"<L≤12'-0": L4x4x1/4 1 1/2 1 1/2 1 1/2" Landscape Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 1" PL 3/8x6x0'-6 TYP . TYP AT HSS (3/16) (3/16) L4x4x3/8 x6" W/(2) BOLTS, TYP 3" 1" ±1" CONTRACTOR MAY USE ANY COMBINATION OF WELDING OR BOLTING SHOWN k PL3/8 ES OF POST W/ (2) BOLTS. STD HOLES IN PLATE, VERT LSL HOLES IN POST 1 1/2" 3/16 3/16 TYP TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 3" L 2" TYP 1 1/2" 1 1/2" A 3" 2" TYP . L6x3 1/2x3/8x0'-6 W/ (2) BOTS EA LEG AT LEVEL 3.5 AND 4.5 LANDING AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 1 1/2" PL 1/2x14x1'-3 W/ (10) 3/4"Ø BOLTS A Mechanical/Plumbing ADD 006 ADD 005 18 NO SCALE RFC 145 14 OVERHEAD DOOR TOP CONN Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 RFC 098 10 POST CONN AT STAIR LANDING NO SCALE NO SCALE 6 TYP KICKER 2 W18 TO HSS CONN 1 1/2" = 1'-0" NO SCALE SOUTH EAST STAIR - ROOF 2 Electrical D 3/16 3 SIDES TYP 2" HSS8X3 3" 3/16 NOTES: SEE 18 / S-501 FOR ADDNL INFO ADD 005 RFC 062 NO SCALE SPRT FOR PARTITION AT DECK 15 NO SCALE T/COL TO GIRDER AT PENTHOUSE 11 1 1/2" = 1'-0" SUNSHADE TO HSS 8x3 7 Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 WT6x9.5 ALIGN WEB WITH BM ABOVE. PL3/8x4 FAR SIDE, ALIGN WITH WT 157'-4" Cost Estimating Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 TYP PL WASHER 1/4x3"Ø, TYP ADD 005 3" AT HSS END 3/16 3/16 PL 1/2x11x1'-3 W/ VERT LSL HOLES AND (6) 3/4"Ø BOLTS. FINGER TIGHTEN, BACK OFF NUT 1/4 TURN AND DAMAGE THREADS 1 1/2" = 1'-0" HSS COL CONN AT D/1.9 3 NO SCALE SOUTH EAST STAIR - ROOF 3 Issue NOTE 1 BP#3 ADDENDUM 005 ADDENDUM 006 RECORD DRAWINGS . 2" NOTE 3 CJP T&B TYP CONTR OPTION TO SHOP WELD STUB 5/16 5/16 5/16 1 1/2" AT CORNER OR TEE JOINT NOTE 3 SHEAR CONN, SEE STEEL CONN SCHED NOTE 1 1 1/2" NO VERTICAL RXN FROM SUNSHADE ABOVE. PROVIDE VERTICAL SLOTTED HOLES IN SUNSHADE VERT 5/16 3/16 3/16 3" HSS12X3 9 S-503 NOTES: AT BUTT JOINT 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. 10 1/2" MAX EA PL NO SCALE TYP WF CJP WELD ACCESS AND BACKING 16 NO SCALE TYP MOMENT CONN 12 1 1/2" = 1'-0" PL3/8 (AESS) EACH SIDE OF SUNSHADE VERT, CONTR COORD LOC WITH SUNSHADE SUPPLIER HSS8x3 W/ CAP PL 1/4 HSS12x3 W/ CAP PL 1/4 AT SIM SUNSHADE AND MATERIAL SEPARATION BY SUPPLIER HSS14 COL SUNSHADE TO HSS 12x3 Drawn By: 3/16 3/16 PL1/2x6x7 ES PL 1/2x6x12 ES AT SIM 1 1/2" = 1'-0" TYP HSS GIRT TO COL 4 NO SCALE SOUTH EAST STAIR - ROOF 4 2011101.00 KH/AM Reviewed By: KH Approved By: PD STEEL DETAILS 8 DECEMBER 21, 2012 JANUARY 25, 2013 FEBRUARY 8, 2013 APRIL 18, 2014 3 SIDES TYP ADD 005 9 Date (3/16) (3/16) Project Number: 1 1/2" NOTE 4 3" 1/2" CLR NO WELDING PERMITTED AT THIS LOCATION NOTE 2 DESIGNERS: KH/AM DATE PRINTED: 4/18/2014 9:10:18 AM NOTE 2 NOTE 4 MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH TYP Building Performance Engineer PL 3/4x11, W/ STD HOLES SUNSHADE AND MATERIAL SEPARATION BY SUPPLIER 1 1/2" 1/4 1/4 1 1/2" PL3/8 (AESS) EACH SIDE OF SUNSHADE VERT, CONTR COORD LOC WITH SUNSHADE SUPPLIER CAP PL 3/8 3/16 3 1/2" 2" 3 1/2" 3 1/2" 2" 1 1/2" 3" (2)L6x4x3/8 W/ (2) BOLTS IN STD HOLES 1 1/2" Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 1/4 1/4 5/16 5/16 1 1/2" 9" 1" WELDED CONNECTION AT PERP CHANNEL 3/16 3/16 2" PL3/8x10x7 W/ 3" VERT SLOTTED HOLES. ALIGN BOLTS IN HOLE PER DIMS BELOW Technology 5/16 5/16 1'-2" W18 NO VERTICAL SUPPORT AT SIM. PROVIDE VERTICAL SLOTTED HOLES IN SUNSHADE VERT 8 S-501 1" 1" MAX FULL HT STIFF PL ES 3/16 3/16 19 EA PL 10 1/2" MAX Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 W12 ABOVE HSS, SEE PENTHOUSE PLAN HSS14 L4x4x1/4x2'-4" LONG W/ (3) 1/2"Ø HILTI KWIK BOLT TZ WITH 3 1/2" EMBEDMENT. INSTALL (1) ANCHOR IN THE CENTER OF EA BOT FLUTE EA FLANGE D.1 S-503 #4x ADHESIVE ANCHOR, TYP A @12" A PL3/8x3 CONT W/ 1/2"Ø HAS @ 12" (NOTE 4), LOCATE PL BELOW WWF (NOTE 3), TYP @12" WWR (NOTE 3) #4@12" EW (3 EW MIN) TOC #4xCONT TYP ALL SIDES TYPICAL GREATER THAN 6" WWR (NOTE 3) #4x STD HOOK, TYP POST-INSTALLED REBAR OPTION SKEW HOOK AS REQ'D TO PROVIDE CLR COVER @12" 3" TYP TYPICAL POST-INSTALLED REBAR OPTION NOTES: 1. SEE MECH/ELEC DRAWINGS FOR SIZE, THICKNESS, AND LOCATIONS. 2. EQUIP BASE SHALL NOT BE PLACED MONOLITHICALLY WITH SLAB/CURB WITHOUT WRITTEN APPROVAL 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. 3 3 --- --- --- --- B X.Xk BMS OR JOISTS BELOW ~ DECK SPAN D ~ PLAN 100 PLF TO 250 PLF MAX 2 2 2 1 1/2 1 1/2 1 1/2 3 3 3 20 18 16 22 20 18 22 20 18 50 50 40 33 33 33 33 33 33 COMPOSITE COMPOSITE COMPOSITE ROOF ROOF ROOF ROOF ROOF ROOF 0.406 0.558 0.704 0.155 0.201 0.289 0.770 0.960 1.330 0.341 0.495 0.653 0.186 0.234 0.318 0.382 0.501 0.688 --- 18 16 DECK CONN TYPE (SEE SCHED) A A DECK DIAPHRAGM SHEAR (PLF) --- REMARKS --- - B C 677 1900 --- 3/16 3/16 MC6x12 AT 1 1/2" ROOF DECK, MC8x21.4 AT 3" ROOF DECK 3 3 The Lane Center for Academic Health Sciences PARALLEL SUPPORT MEMBERS CONNECTION PATTERN CONNECTION PATTERN CONNECTION PATTERN A 3/4"Ø PUDDLE WELDS 36/4 3/4"Ø PUDDLE WELDS 12" OC #10 SCREW 3'-0" OC B 5/8"Ø PUDDLE WELDS 24/4 5/8"Ø PUDDLE WELDS 12" OC #10 SCREW 10 / SPAN C 3/4"Ø PUDDLE WELDS 24/4 3/4"Ø PUDDLE WELDS 12" OC WELDED 8 / SPAN Owner Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 2 2 2 2 2 2 2 2 2 Architect AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 36" COVERAGE PERP SUPPORT BELOW 4 4 4 4 4 4 4 4 4 1.5 (B, F, A, VL) DECK PARALLEL SUPPORT BELOW PARALLEL SUPPORT CONN James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 36/7 PATTERN: Civil 24" COVERAGE 3N DECK TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 24/4 PATTERN: SIDELAP CONNS PERP SUPPORT CONN, EACH SHEET AT COMPOSITE 36" COVERAGE 2VLI DECK 36/4 PATTERN: Landscape Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 INDICATES CONNECTION LOCATION, TYP LAP ENDS OF ROOF AND FORM DECK SHEETS 2" UNO, BUTT ENDS OF COMPOSITE DECK SHEETS NOTES: 1. COMPOSITE METAL DECK SPECIFIED IS MANUFACTURED BY VULCRAFT. ALTERNATE COMPOSITE METAL DECK MAY BE SUPPLIED PROVIDED MINIMUM DECK PROPERTIES ARE SATISFIED AND THE RATIO OF THE RIB WIDTH MEASURED AT MID HEIGHT OF DECK TO RIB HEIGHT IS NO LESS THAN 1.5. Clinical Planning 36/4 PATTERN: TYP SUPPORTING BM OR JOIST University of Colorado at Colorado Springs 2011101.00 SIDELAPS DECK CLOSURES AS REQUIRED INTERIOR EXTERIOR S NEG (IN^3/FT) 0.346 0.504 0.653 0.192 0.247 0.327 0.433 0.552 0.749 MINIMUM DECK BEARINGS (IN) MECH CURB A 8'-9" 4'-0" MAX DECK CANTILEVER 2'-6" - EDGE OF MTL DECK SHEET, TYP S POS (IN^3/FT) I (IN^4/FT) DECK USAGE MC, TYP DECK TYPE 2VL 2VL 2VL 1.5B 1.5B 1.5B 3N 3N 3N DECK FY (KSI) ~ A MIN DECK GAGE, 1-SPAN 16 16 PERP SUPPORT MEMBERS TYPE METAL DECK PROPERTIES NOTES: 1. FOR EQUIP WEIGHTS LESS THAN 200 LBS CURB MAY BE SUPPORTED ON ROOF DECK 2. FOR EQUIP WITH CURB LOADS LESS THAN 50 PLF USE DETAIL C 3. FOR EQUIP WITH CURB LOADS LESS THAN 100 PLF PROVIDE DOUBLE LAYER OF DECK AND DETAIL C. EXTEND DOUBLE DECK 1'-0" MIN EACH SIDE OF CURB AND 2" MIN PAST ADJACENT SUPPORT MEMBER 4. FOR EQUIP WITH CURB LOADS GREATER THAN 100 PLF USE DETAILS A AND B C ~ MAX UNSHORED CLEAR SPAN 8'-9" 8'-9" MIN DECK GAGE, 2 SPAN OR MORE 20 18 DECK CONNECTION SCHEDULE TYP CONC EQUIPMENT BASE DECK GAGE NO SCALE 3N 3N DECK DEPTH (IN) 17 3NB 3NC SHEAR STUD LENGTH (IN) SLAB REINF 4 6x6-W2.1xW2.1 WWR 4 6x6-W2.1xW2.1 WWR (1ST POUR) #4@12"EW (2ND POUR) ----- NOTES: 1. SEE SPECIFICATIONS FOR FLOOR FINISH & FLATNESS REQUIREMENTS 2. INSTALL DECK OVER 4 SUPPORTS (3 SPAN CONTINUOUS) WHERE POSSIBLE 3. 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 LOADING 4. DECK TYPE 'VLJ' MAY BE SUBSTITUTED FOR DECK TYPE 'VLI' 5. SCHEDULED STUD LENGTH IS NET-IN-PLACE LENGTH OF HDAS 6. SUBMIT SHOP DRAWINGS INDICATING STUD LAYOUT (NO. OF STUDS/RIB) AND PLACEMENT ALONG BEAM 7. NO TEMPORARY SHORING OF STEEL DECK PERMITTED WITHOUT PRIOR ACCEPTANCE OF THE ENGINEER 8. HANGERS WITH A 50 POUND MAXIMUM LOAD MAY BE PLACED AT 4'-0" MINIMUM SPACING EACH WAY. A POST INSTALLED REBAR OPTION STUD RAIL OPTION TYPE 2 VL 2 VL TYPICAL GREATER THAN 6" (2) #4xCONT, TYP SLAB MARK 2VLI3.5A 2VLI8A DEPTH (IN) 2 2 CONCRETE CONC ADDNL CONC TOTAL ABOVE (SECOND POUR) THK CONC TYPE (SEE DECK (IN) (IN) (IN) GEN NOTES) 3 1/2 -5 1/2 TYPE 4 3 1/2 4 1/2 10 TYPE 4 3" STUD RAIL OPTION DECK METAL DECK SLAB SCHEDULE CONCRETE DECK SPAN AT THREADED ROD 5/16 #4x VARIES, 6" MAX 4" THRU 6" 1 1/2" MIN 2" MAX C:\Proj\2011101_structural_kevinh.rvt 4" THRU 6" #4xCONT, TYP Structural Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 CURB PERPENDICULAR TO SUPPORT TYP FASTENER LAYOUT AT PERP SUPPORT TYP DECK CONNECTIONS Mechanical/Plumbing Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 100 PLF TO 250 PLF MAX MECH CURB 2" MIN MC6x12 AT 1 1/2" ROOF DECK, MC8x21.4 AT 3" ROOF DECK, SPACE @ 4'-0 OC MAX 10 PL 16 GAx12xCONT W/(2) ROWS OF #10 SCREWS @12" ~ Technology ~ C6x13 AT 'B' DECK MC8X21.4 AT 'N' DECK, PLACE OVER HIGH FLUTE NEAREST OPNG PLAN VIEW L3x3x1/4, FIELD CUT AS REQUIRED AT BEAM, EXTEND CHANNEL TO CL, MIN AT JOIST, EXTEND CHANNEL TO EDGE L3x3x1/4 CONT W/ 1/2Øx4" HAS @ 24", TYP AT EA CHANNEL TOE, TYP 3/16 SMALL MECHANICAL EQUIPMENT - DECK PARALLEL 50 PLF MAX MECH CURB Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 INDIVIDUAL OPNG OR GROUP OF SMALLER OPNGS DECK DIRECTION VARIES 50 PLF MAX ~ 10'-0" MAX, TYP 4'-0" MAX, TYP STL BM OR JOIST AT SIM, PROVIDE 1 1/2"x4" NOTCH @24"OC CURB PARALLEL TO SUPPORT MECH CURB C METAL DECK SLAB SCHEDULE Electrical SUPPORTING BEAM OR JOIST B NO SCALE ~ PLAN VIEW Building Performance Engineer Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 2" MIN BRG AT BEAM AT JOIST, EXTEND ANGLE LEG TO EDGE 3/16 3/16 TYP Cost Estimating COPE LEG EE TYP ANGLE TO CHANNEL, TYP 3/16 PL 16 GAx12xCONT W/(2) ROWS OF #10 SCREWS @12" L4x4x5/16, 4 SIDES OF OPNGS Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 3/16 Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 1/4" MAX SECTION SECTION ALTERNATE FRAME OPTION TYPICAL FRAME OPTION AT OPENINGS LARGER THAN 13" D 15 SMALL MECHANICAL EQUIPMENT - DECK PERPENDICULAR NO SCALE TYP MECH SUPPORT ON ROOF DECK 11 NO SCALE TYP MTL DECK TO T/CONC WALL CONT SEE PLAN CLR DIM IN ANY DIRECTION: ≥ 18", NO REINFORCEMENT REQUIRED < 18", TREAT GROUP AS INDIVIDUAL OPNG W/ EXTENTS AS SHOWN, PROVIDE REINF PLATE OR FRAME ADJACENT OPNG CLR DIM IN ANY DIRECTION: ≥ 24", PROVIDE REINF PLATE AS SHOWN < 24", TREAT GROUP AS INDIVIDUAL OPNG W/ EXTENTS AS SHOWN, PROVIDE FRAME ADJACENT OPNG Issue DESIGN DEVELOPMENT BP#2 BP#3 RECORD DRAWINGS MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH 6" MAX EW SEE PLAN #4xCONT AT EA DECK FLUTE FORMED EDGE EXTENTS OF GROUP FROM TOP OF FIRST POUR AT OPENINGS UP TO 6" AT DECK PARALLEL 12 NO SCALE DECK TRANSITION NOTES: 1. FRAMES WILL SUPPORT THE WEIGHT OF A 500 LB MECH UNIT 8 NO SCALE TYP METAL DECK ROOF OPENINGS 13" MAX EW 3/ 4" 1'-1 PL 16GA (MIN) ABOVE OR BELOW DECK #10 TEK SCREWS AT PLATE EDGES, (2) PER FLUTE PERP TO DECK AND AT CORNERS 6" MAX SEPTEMBER 12, 2012 NOVEMBER 16, 2012 DECEMBER 21, 2012 APRIL 18, 2014 EXTENTS OF GROUP AT DECK PARALLEL ROOF DECK OPNG: COORD SIZE AND LOC WITH MEP AND ARCH, TYP INDIVIDUAL OPNG OR GROUP OF SMALLER OPNGS 6" MIN, TYP EXTENTS OF GROUP 1 0" EXTEND ROOF DECK TO BEAM 2" CLR DESIGNERS: KH/AM DATE PRINTED: 4/18/2014 9:10:21 AM FORMED EDGE Date Project Number: Drawn By: 2011101.00 KH/AM Reviewed By: KH Approved By: PD EXTENTS OF GROUP AT OPENINGS LARGER THAN 6" UP TO 13" TYP METAL DECK DETAILS S-530 AT DECK PARALLEL 4 1/2" MIN 1 3/8" MIN 3" MI N 1 3/8" MIN 4 1/2" MIN . SEE NOTE 1 4" MIN . 3" MI N DECK SPAN bf SINGLE ROW SPACING BEAM CL 1 3/8" MIN 3" MIN . 1 3/8" MIN MUTLIPLE ROW SPACING The Lane Center for Academic Health Sciences 1 3/8" MIN 3" MIN D 4 1/2" MIN OVERHANG AT DECK PERPENDICULAR 3" MIN 1 3/8" MIN SPACE STUDS UNIFORMLY OVER LENGTH OR BTWN SUPPORTED MEMBERS 1 3/8" MIN BEAM CL CASE 3: # RIBS < # STUDS < 2x # RIBS STEP 1 = ONE STUD EVERY RIB STEP 2 = 1/2 OF REMAINING STUDS AT EACH END OF BEAM, PLACE ONE IN EACH RIB STARTING FROM THE BEAM END Owner . . STEP 2: C B University of Colorado at Colorado Springs 2011101.00 Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 STUD PLACEMENT AT DECK PARALLEL STUD PLACEMENT AT DECK PERPENDICULAR . TYP INT SLAB EDGE . 17 3 STUDS/RIB . 1" MIN TYP . STUDS MAY BE INSTALLED EITHER SIDE OF DECK STIFFENER (STRONG OR WEAK POSITION) OVERHANG UP TO 12" NO SCALE . IN . . . STEP 1: . . MTL POUR STOP, SEE TABLE 2 STUDS/RIB . 3" M 3" MI N CASE 2: # STUDS < # RIBS STEP 1 = ONE STUD EVERY OTHER RIB STEP 2 = 1/2 OF REMAINING STUDS AT EACH END OF BEAM, PLACE IN EMPTY RIBS STARTING FROM THE BEAM END STEP 2: 3" MIN 4" MIN SEE NOTE 1, TYP 1 STUD/RIB DECK STIFFENER 1 3/8" MIN . DECK SPAN 1 1/2-6 A 10 S-530 . BEAM CL A MAX DECK CANTILEVER PER METAL DECK SLAB SCHEDULE, SEE . 3/16" 2" MIN . 36" MAXIMUM STEP 1: 3" SLAB REINF, SEE METAL DECK SLAB SCHED 12 GA BEAM FLANGE LIMITATIONS 8 3/4" ≤ bf 7 1/4" < bf < 8 3/4" 5 3/4" < bf 5" < bf ≤ 5 3/4" 4" ≤ bf N MI MTL POUR STOP BY DECK MNFR TO SUPPORT WET WEIGHT OF CONC (14 GAGE MIN) SKEW HOOK AS REQ'D TO PROVIDE CLR COVER 14 GA STEP 2: ≤ 12" . #4xCONT 16 GA ≤ 9" . 5 1/2" ≤ 6" . @12" ≤ 3" . LTS . #4x OVERHANG TOTAL SLAB DEPTH . 3" MAX . MTL POUR STOP THICKNESS 1" CLR, TYP C:\Proj\2011101_structural_kevinh.rvt CASE 1: # STUDS < # RIBS/2 STEP 1 = ONE STUD EVERY THIRD RIB STEP 2 = 1/2 OF REMAINING STUDS AT EACH END OF BEAM, PLACE IN EVERY OTHER EMPTY RIB STARTING FROM THE BEAM END 26 STUDS EQ SPACED ~ ~ STUD LAYOUT AT DECK PERPENDICULAR ASI 020 10 SLAB EDGE AT RAILING TYPE A NO SCALE NO SCALE Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 Mechanical/Plumbing Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 D 14 TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 Structural NOTES: 1. PROVIDE STUDS AT 24" MAX WHERE NUMBER OF STUDS IS NOT INDICATED BEAM CL James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 Landscape CONSIDER NONORTHOGONAL BEAMS TO BE "DECK PERPENDICULAR" FOR STUD LAYOUT ~ A Clinical Planning Civil # OF STUDS ARE INDICATED THUS ON FRAMING PLAN ~ A TYP STUD, DECK, AND WWR INFO ~ DECK SPAN 8 STUDS EQ SPACED GIRDER [26,8,26] 1" MIN CLR . . . . . . . . . . . . DECK CLOSURES BY DECK SUPPLIER SEE MTL DECK SCHED FOR STUD LENGTH FOR SLAB EDGE C B 26 STUDS EQ SPACED 20 S-531 . 3/16 . STEP 1: 1 3/8" MIN BEAM [50] ~ PL3/16x2x4 7/8. INSTALL AFTER SLAB EDGE BENT PL HAS BEEN WELDED TO BEAM. ALIGN ±1 1/2" FROM CL OF EA RAILING POST. NOT REQUIRED AT RAILING CORNERS 1" MIN 3 7/8" CASE 4: # STUDS > 2x # RIBS STEP 1 = TWO STUDS EVERY RIB STEP 2 = 1/2 OF REMAINING STUDS AT EACH END OF BEAM, PLACE ONE IN EACH RIB STARTING FROM THE BEAM END STEP 2: . 2-12 . 1/4 ~ BEAM CL PL3/8x3xCONT #4x5'-0" @1'-6" TOP AT GIRDER OR DIRECTION CHANGE 1" MIN COVER 3/16 PARALLEL SUPPORT CONNECTION PER CONNECTION SCHEDULE SIDELAP CONNECTION PER CONNECTION SCHEDULE ~ SEE DECK PERP CONDITION FOR STUD LAYOUT AT DECK TRANSITION AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 ~ 50 STUDS SPACED OVER FULL LENGTH OF BEAM ~ . . . . . . . . . . ~ 1" CLR GUARDRAIL POST, SEE ARCH . STEP 1: . Architect TYP SHEAR STUD LAYOUT Electrical 3" CUT 2 VERT RIBS MAX NOTES: 1. DECK MAY BE CUT PRIOR TO SLAB POUR 2. IF DRAIN FLASHING EMBED IN SLAB IS REQUIRED, FLASHING SHALL NOT EXTEND OVER THE TOP OF COMPOSITE BEAMS 3. PROVIDE BACK UP BARS IF REQD FOR DECK WELDING CLOSURE ANGLE 2" CLR, TYP' 2'-0" TYP 1/2" MAX 2" EXTEND BARS 2'-0" TYP 3" L3x3x1/4 DECK SPAN PROVIDE 16 GA MIN SHEET METAL TO FILL COL CAVITY AS REQD CONST JT PARALLEL TO BEAMS ~ ~ ~ EQ . ~ PROVIDE 16 GA MIN SHEET METAL TO FILL COL CAVITY AS REQD 3" MIN, TYP L3x3x1/4 EQ CONDITION #3 SEE GENERAL NOTES FOR POUR LENGTH AND AREA LIMITS TO CONCRETE ~ 5'-0" . AT INTERIOR COLUMN BEAM ~ NOTES: 1. NO SAW CUT JOINTS IN ELEVATED SLAB ON METAL DECK UNO AT OPENINGS LARGER THAN 10" Project Number: Drawn By: NOTES: 1. CONTRACTOR MAY DESIGN ALTERNATE METHODS OF DECK SUPPORT. DECK SUPPORTS SHALL BE ABLE TO SUPPORT THE DECK AS A FORM WITH THE WET WEIGHT OF THE CONCRETE AND ALL CONSTRUCTION LOADS ~ NO SCALE TYP METAL DECK SLAB OPENINGS 8 NO SCALE TYP SLAB CONST JOINT LOCATIONS 4 NO SCALE TYP MTL DECK SUPPORT AT COL 2011101.00 KH/AM Reviewed By: KH Approved By: PD TYP METAL DECK DETAILS B A SEPTEMBER 12, 2012 NOVEMBER 16, 2012 DECEMBER 21, 2012 MAY 20, 2013 APRIL 18, 2014 3/16 3/16 ~ BEAM CONST JT PARALLEL TO GIRDERS 3/16 CONN OPTIONS TO STEEL TRIM REINFORCING 16 #4x4'-0"@12" CTR IN SLAB OVER DECK ~ NOTES: 1. DECK OPNGS REQUIRE STIFFENERS OR FRAMING. SEE DECK OPNG DETAILS 2. CENTER BARS IN SLAB ABOVE METAL DECK PL 3/8 3 SIDES CONDITION #2 DESIGN DEVELOPMENT BP#2 BP#3 ASI 020 RECORD DRAWINGS ~ HOOK BARS IF NOT POSSIBLE TO ACHIEVE 2'-0" EXTENSION BEYOND EDGE OF OPNG L8x4x3/4x8 LLV, CNTR CHANNEL WEB ON ANGLE 6" EDGE OF SLAB 1'-1 1/8" MIN, TYP Date DECK SPAN BEAM ~ L3x3x1/4x9 W/ (2) 3/4"Øx6 1/2" EMBED EXP ANCHORS Issue . GIRDER 3/16 3/16 ~ MTL POUR STOP BY DECK MNFR TYP EQ ~ . GIRDER A ~ OFFSET HDAS ON FLG IF REQD 3/16 TYP 3/16 ~ ~ BEAM ~ ~ PLAN VIEW BENT PL 3/8 MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH SECTION 1/4 TYP MECH SHAFT OPENING L3x3x1/4 TYP, SUPPORT ONLY REQD WHEN UNSUPPORTED DECK AREA EXCEEDS 3" L3x3x1/4 . 1 1/2-6 #4xCONT NO SCALE 21 /2" TY MA P X, DECK SPAN 1 1/2" TYP B 1" CLR DESIGNERS: KH/AM DATE PRINTED: 4/18/2014 9:10:22 AM LTS 3000 LB POINT LOAD OR 500 PLF MAX TYP Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 CONDITION #1 C8x11.5 TYP DUCT SUPPORT BY CONTR 20 PROVIDE 16 GA MIN SHEET METAL AS REQUIRED ~ STEEL BEAM OR CONC WALL 3/16 Cost Estimating AT PERIMETER COLUMN 3/16 TYP 3/16 2" MIN BRG Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 10'-0" MAX ~ 1/2"Ø DAS @ 12" Building Performance Engineer DECK SPAN 3/16 AT OPENINGS 10" OR LESS TYP SLAB STEP - DECK PARALLEL SEE PLAN 1'-0" MAX Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 PLAN 6'-0" MAX 19 14 S-541 CONT BAR, SEE EXTERIOR EOS DETAILS BENT PL TO ANGLE AND COL 3/16 NOTES: 1. PLACE SLEEVE ON DECK PRIOR TO CONCRETE PLACEMENT 2. DO NOT CUT METAL DECK UNTIL CONC HAS REACHED DESIGN STRENGTH 3. 2"Ø SLEEVES DO NOT REQUIRE TRIM STEEL (6" MIN SPACING) 4. MULTIPLE OPENINGS PERP TO DECK SPAN CLOSER THAN MIN SPACING SHALL BE CONSIDERED A SINGLE OPENING AND REINFORCED PER 'TYPICAL OPENING' DETAIL. 5. PROVIDE REINFORCING BETWEEN MULTIPLE OPENINGS PARALLEL TO DECK SPAN (2) #4 TYP NO SCALE Technology (2) 1/2"Øx6 HDAS AT FLOOR DRAIN 2-12 2-12 FOR EDGE PL NOTE 4 L4x4x5/16xCONT, BTWN BEAMS 3/16 3/16 ANGLE TO 3/16 COL FLG, TYP 3/16 GIRDER 3/4"Øx6" HDAS @12" (2) #5@3" CTR ES OFFSET < 3" 3" MAX C4x5.4x4'-0 ES OF OPNG NOTE 5 Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 1/2" MAX A OFFSET > 3" 2" 3'-0" #4@12"OC xCONT AT STEP, CTR IN SLAB 1 1 DRAIN FLASHING (IF REQD) @12" 2" TYP ES OF CHANNEL #5 T&B ES AT EACH HIGH FLUTE 1 1/2" MIN 3'-0" #4x 1/8 1/8 10" MAX 10" Ø OR 10" SQ MAX DRAIN BODY OR DECK CLOSURE 3x DIA OF LARGER SLEEVE, TYP 2" TYP 1'-2"x1'-2" MAX OPNG 1" MIN #4xCONT, TYP 1' MAX TO EDGE OF FLASHING (IF REQD) S-531 CONCENTRATED RXN FROM WINDOW MULLION ABOVE AT SOME LOCS, INCLUDE DEAD, WIND AND SNOW LOAD ON SUNSHADE, TYP. RIGID CONN TO SLAB ABOVE BY CFS CONTRACTOR 600S SOFFIT HANGER SEE ARCH 1" TYP 1/8 1/8 BENT PL 3/8 (HDG) SEE ARCH STYLE: THE FOUR ALPHA CHARACTERS UTILIZED BY THE DESIGNATOR SYSTEM ARE: S = STUD OR JOIST SECTIONS T = TRACK SECTIONS U = CHANNEL SECTIONS F = FURRING CHANNEL SECTIONS (EXAMPLE: STUD OR JOIST SECTION = S) 1" 600 S 162 - 54 FULL AVAILABLE LENGTH, 4" MIN A 1" SEE ARCH 7 S-540 4" MAX TYPICAL ANNOTATION 17 CENTER ON VENEER JOINTS, SEE ARCH FOR LOCS A RFC 127 HORIZ STUD SUPPORT BY CFS CONTRACTOR. MAX DEFORMATION UNDER DESIGN LOADS SHALL NOT EXCEED 1/32" DUE TO ALL SOURCES EXTERIOR WALL AT LEVEL 1 STOREFRONT 9 NO SCALE 1/4" MAX BRICK LEDGE ANGLE KNURLED SHANK FASTENERS ARE TO BE DRIVEN THROUGH THE THICKNESS OF STEEL 600S SOFFIT HANGER IN CONCRETE IN STEEL METAL PANEL AT SIM. CONNECT METAL PANEL TO EACH STUD. 10 S-540 BRIDGE PL CONN TO MTL DECK DESIGNED BY CFSF CONTRACTOR TYPICAL CF-P POWDER ACTUATED FASTENER (PAF) EQ EQ 9 S-540 BRIDGE PL AND STUD TO TRACK CONN BY CFSF CONTRACTOR SEE ARCH CONCENTRATED RXN FROM WINDOW MULLION BELOW AT SOME LOCS. INCLUDE LATERAL LOADS FROM WINDOW AND DEAD, SNOW AND WIND LOADS ON SUNSHADE. 800S WALL FRAMING A TEK SCREW SIZE d #6, #8 1/2" #10 5/8" #12 3/4" TEK SCREWS A NO SCALE SOFFIT FRAMING AND RIGID CONNECTION TO WALL FRAMING BY CFS CONTRACTOR AT SOME LOCS STOREFRONT JAMB EXTERIOR WALL AT LEVEL 1 BRICK 14 DECK PERPENDICULAR TO WALL d (MIN) TO EDGE OF COLD-FORMED STL DECK PARALLEL TO WALL TYPICAL CF-P TEK SCREW SPACING EXTERIOR WALL AT STRIP WINDOW NO SCALE EDGE OF ATTACHED COLD-FORMED STL d (MIN) BTWN FASTENERS 9 1/2" JAMB PACK AND CONNS BY CFS CONTR 18 d (MIN) TO EDGE OF COLD-FORMED STL NO BRICK RELIEF ANGLE OR MULLION REACTION AT SIM RIGID CONN FROM SOFFIT TO HANGER BY CFS CONTR 10 NO SCALE TYP CF METAL STUD DEFLECT TRACK AT MTL DECK SLAB 6 MAX. STUD SPACING 16" OC 16" OC 16" OC 16" OC COLD FORMED STEEL TRACK THICKNESSES SHALL BE EQUAL TO OR GREATER THAN THE WALL STUDS ATTACHED TO IT. The Lane Center for Academic Health Sciences DO NOT BASE BIDS ON THE ABOVE MINIMUM THICKNESSES. VARY THICKNESS, FLANGE WIDTH, YIELD STRESS, AND SPACING AS REQUIRED TO SATISFY PERFORMANCE CRITERIA. SEE S-221 FOR SIZES FOR BIDDING University of Colorado at Colorado Springs 2011101.00 3. FRAMING MEMBERS WILL DELIVER FORCES TO THE STRUCTURAL FRAME AT THE LOCATIONS, DIRECTIONS, AND MAGNITUDES NOTED IN THE DETAILS. VARIATIONS PROPOSED BY THE CONTRACTOR/CFSF ENGINEER TO ACCOMMODATE PREFABRICATION AND ALTERNATE SCHEMES WILL BE SUBJECT TO THE EOR'S REVIEW AND APPROVAL. CONTRACTOR SHALL COMPENSATE M/M FOR THIS REVIEW. Owner 4" MIN FASTENER SPACING 4. LOADS: -WIND LOADS GIVEN IN THESE DOCUMENTS ARE BASED ON A COMPONENT AND CLADDING TRIBUTARY AREA OF 10 SQUARE FEET. REDUCTION IN LOADS BASED ON TRIBUTARY AREA ARE ALLOWED AS PERMITTED IN THE GOVERNING BUILDING CODE. -CFSF ENGINEER IS RESPONSIBLE FOR CALCULATING CUMULATIVE FORCES AT WINDOW JAMBS AND MULLIONS FROM DISTRIBUTED LOADS PROVIDED IN THESE DOCUMENTS'. COORDINATE MULLION AND JAMB LOCATIONS WITH THE GENERAL CONTRACTOR. -CFSF CONTRACTOR SHALL ACCOUNT FOR ANY ECCENTRICITY AT CONNECTIONS OF WINDOW HEADER TRACK OR SILL PLATE WHICH COULD CAUSE ECCENTRIC LOADS ON COLD FORMED METAL FRAMING. PAF TYP CF WEB STIFFENER AT BL BRICK VENEER RIGID CONN TO SLAB ABOVE BY CFS CONTRACTOR 3" MIN EDGE DISTANCE COLD FORMED STL P MAX = RXN FROM STOREFRONT MULLIONS, BELOW DESIGN 800S HEADER TO SPAN JAMB TO JAMB MIN. MIL THICKNESS 68 43 54 33 1/3 SLAB THK DO NOT ATTACH SOFFIT FRAMING TO STOREFRONT HEADER NO SCALE MATERIAL ATTACHED TO STUDS WELDED BRICK LEDGE BRICK BACKUP METAL PANELS ALL OTHERS FLANGE WIDTH: FLANGE WIDTHS ARE GIVEN IN 1/100 INCHES (EXAMPLE: 1 5/8" = 1.625" = 162 x 1/100") ILLUSTRATION OF WELD 4 S-540 2. MINIMUM STUD THICKNESS BASED ON THE ATTACHMENT OF CLADDING MATERIAL IS GIVEN IN THE FOLLOWING TABLE: MATERIAL THICKNESS: MATERIAL THICKNESSES ARE GIVEN IN 1/1000 INCHES (EXAMPLE: 54 MILS = 0.054", 1 MIL = 1/1000") 600S WALL FRAMING BY CFS CONTRACTOR RIGID CONN FROM SOFFIT TO HANGER BY CFS CONTR DESIGN CRITERIA FOR PERFORMANCE SPECIFIED COLD FORMED STEEL FRAMING (CFSF) COLD FORMED METAL FRAMING USED FOR EXTERIOR CLADDING SUPPORT IS A PERFORMANCE SPECIFIED SYSTEM DESIGNED AND PROVIDED BY THE CONTRACTOR (CFSF CONTRACTOR). REFER TO SPECIFICATIONS FOR PROFESSIONAL ENGINEERING AND SUBMITTAL REQUIREMENTS. CONTRACTOR SHALL 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 FORCES THE FOLLOWING CONSTRAINTS SHALL BE MET: 1. FRAMING MEMBERS WILL BE THE DEPTH NOTED ON WALL SECTION ON THE ARCHITECTURAL DRAWINGS. MEMBER DEPTH: MEMBER DEPTHS ARE GIVEN IN 1/100 INCHES (EXAMPLE: 6" = 600 x 1/100") RET TOP TOUCH UP FIELD WELDED AREA WITH ZINCH RICH PAINT AFTER WELDING WEB STIFFENER IS A STUD SEGMENT W/LENGTH = STUD DEPTH -3/8". FASTEN W/(4) #10 TEK SCREWS SEE PLAN 1 4 3/8" 4" MIN C:\Proj\2011101_structural_kevinh.rvt HOLD BACK WEB STIFFENER TO AVOID INTERFERENCE W/ANGLE WELD 5. DEFLECTION CRITERIA -MAX HORIZONTAL DEFLECTION: FOR STUDS SUPPORTING METAL PANELS = SPAN/240 FOR STUDS SUPPORTING MASONRY VENEER = SPAN/600 FOR STUDS SUPPORTING STUCCO AND PLASTER = SPAN/360 FOR STUDS SUPPORTING OTHER = SPAN/240 -MAX VERTICAL DEFLECTION: FOR EXTERIOR SOFFIT STUDS SUPPORTING STUCCO OR PLASTER = SPAN/360 -PER IBC TABLE 1604.3 FOOTNOTE F, WIND LOAD IS PERMITTED TO BE TAKEN AS 0.7 TIMES THE COMPONENT AND CLADDING LOADS FOR THE PURPOSE OF DETERMINING DEFLECTION LIMITS EXCEPT AT COLDFORMED STEEL FRAMING SUPPORTING MASONRY VENEER. - MAX VERTICAL LIVE LOAD DEFLECTION LIMITS USED IN DESIGN OF STRUCTURAL MEMBERS AT VERTICAL 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 LOCATIONS 7. WINDOW MULLIONS APPLY CONCENTRATED LOADS TO STUD WALLS SUPPORTING WINDOWS. DESIGN FOR THE EFFECT OF CONCENTRATED LOADS. DESIGN FOR EFFECTS OF ECCENTRICCITY OF CONNECTION 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. TYP COLD FORMED WALL FRAMING INFO NO SCALE Architect AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 Clinical Planning James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 Civil TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 Landscape Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 Structural Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 Mechanical/Plumbing Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 Electrical SEE ARCH 1" TYP CONCENTRATED RXN FROM WINDOW ABOVE. Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 SEE PLAN SEE ARCH SEE ARCH Technology 1 1/2"±1" 3/16 3/16 2" MIN 3/16 3/16 PL3/16x4, CTR ON ANGLE LEG 3 SIDES Building Performance Engineer SEE PLAN PL3/16x 'T' - 1" L6x6x3/8xCONT FIXED CONNECTION (TSN MIDWALL OR SIMILAR) BY CFS CONTRACTOR RIGID CONN BY CFSF CONTRACTOR Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 3" MAX 2-12 2-12 PAF SIZE & SPACING BY CFSF CONTRACTOR 3 SIDES 1/8 3/16 1/2"Ø DAS x 3'-0" @ 12" OC 12" MAX VENEER 14 S-540 T SIM FOR STUDS BTWN CHANNELS 12" MAX 600S WALL FRAMING Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 3/16 Cost Estimating AT MASONRY VENEER AT ALL OTHER FINISHES 6 S-540 3/16 3/16 2 2 1" CLR 3/16 3/16 1 1/2" ±1" BENT PL 5/16xCONT NOTES: - CONNECTIONS SHOWN ARE TYPICAL EACH STUD 1" EXTERIOR WALL BELOW STRIP WINDOW 11 STRUCTURAL WALL SYSTEM W8x24 AESS. INSTALL AT CFSF TOLERANCES. VENEER TIES SEE ARCH VERTICAL LEG OF ANGLE TIGHT TO BACK OF VENEER PL3/16x4, CTR ON BEAM WEB CONNECT WINDOW TO CFS FRAMING, DO NOT ATTACH TO W8 1/4" MIN 1/2" MAX TYP CF BOTTOM TRACK TO CONC 7 NO SCALE TYP CF RIGID CLIP CONN AT STL FRAMING L6x6x3/8xCONT 3/16 3/16 DECK ORIENTATION VARIES 2-12 2-12 EXTEND TYP SHEAR CONN FROM STL CONN SCHED TO EXTENTS OF GIRDER AS SHOWN, PROVIDE MAXIMUM # OF BOLTS 3/16 3/16 3/16 1 1/2" ±1" 1/4" MAX 1/2" MAX 3 SIDES VERT SLIP CONN, TYP EA STUD 9 S-540 W8 SHALL BE CONTINUOUS AT CORNER NO KICKER OR FULL DEPTH BEAM CONN REQD. DO NOT CONNECT STUDS TO BEAM AT ROOF DECK VERT SLIP CONN, TYP EA STUD VERT SLIP CONN VENEER LOOSE LINTEL SCHEDULE 4 S-540 Issue DESIGN DEVELOPMENT BP#3 ADDENDUM 005 RECORD DRAWINGS Date SEPTEMBER 12, 2012 DECEMBER 21, 2012 JANUARY 25, 2013 APRIL 18, 2014 STRIP FLG ONE SIDE OR COPE AT PERPENDICULAR FRAMING FOR SLAB EDGE INFO Project Number: Drawn By: 2011101.00 KH/AM OPENING LENGTH, L LINTEL BEARING EE REMARKS Reviewed By: KH L ≤ 6'-0" L3 1/2x3 1/2x1/4 4" - Approved By: PD 6'-0" < L ≤ 8'-0" L5x3 1/2x1/4 6" LLV 8'-0" < L ≤ 10'-0" L6x3 1/2x5/16 6" LLV 10'-0" < L ≤ 12'-0" L6x3 1/2x1/2 6" LLV TYPICAL ADD 005 RFC 057 A 20 NO SCALE TYPICAL SLAB EDGE k T&B 8" MAX RFC 120 2" MIN 1/2" DESIGNERS: KH/AM DATE PRINTED: 4/18/2014 9:10:24 AM 2 2 C6x8.2 @ 6'-0" OC AND 2'-0" MAX FROM JOINTS. INSTALL AT CFSF TOLERANCES A 3 5/8" MAX MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH DECK ORIENTATION VARIES 1 1/2 /4" M " M AX AX 19 NO SCALE 3/16 3/16 L3x3x3/16 AT EACH CHANNEL, EXTEND 1" MIN PAST BEAM WEB Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 SLAB REINF, SEE METAL DECK SLAB SCHED 2" MIN BRICK VENEER ADD 005 2-12 NO SCALE TYP MAS VENEER LOOSE LINTEL 16 AT PERGOLA MAX MIS-ALIGNMENT = ±1/8". TYP HORIZ AND VERT DUE TO ALL SOURCES. NOTE: ALIGN WITH ALL MASONRY CONTROL JOINTS, 30'-0" MAX NO SCALE AT CORNER NO KICKER OR FULL DEPTH BEAM CONN REQD. DO NOT CONNECT STUDS TO BEAM TYP EXT WALL RFC 057 EXTERIOR WALL AT STRIP WINDOW - 2 AT SLAB ON METAL DECK FLOOR 12 NO SCALE TYP CF STUD TO STUD SLIP CONN 8 NO SCALE TYP CF BYPASS VERT DEFLECTION CONN AT FLR 4 NO SCALE TYP EXTERIOR SLAB EDGE S-540 C:\Proj\2011101_structural_kevinh.rvt ECC A 4 S-540 DEAD LOAD (DL) SOFFIT FRAMING, DO NOT ATTACH TO WALL STUDS VERT SLIP CONN BY CFS CONTR WIND LOAD 800S WALL FRAMING BY CFS CONTRACTOR CURTAINWALL CONN BY CURTAINWALL SUPPLIER. DESIGN CONN TO MULLION FOR MOMENT = DL*ECC SEE ARCH VERTICAL AND HORIZ RXN AT SLAB EDGE ONLY 8 S-540 FOR SLAB EDGE 11 S-540 SECTION 7 S-540 PROVIDE TWO SIDED CONNECTION TO MULLION BRICK VENEER The Lane Center for Academic Health Sciences 4 S-540 BEAM BEYOND University of Colorado at Colorado Springs 2011101.00 600S WALL FRAMING BY CFS CONTRACTOR Owner BRICK VENEER Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 800S WALL FRAMING BY CFS CONTRACTOR PLAN 17 NO SCALE 9 STAIR 2 SOFFIT PL3/8x8, ALIGN TOP OF PLATE WITH TOP OF SLAB, AT LOCS WITH HORIZ STUD SUPPORT AT BOT FLANGE OF BEAM, PROVIDE PLATE TO ALIGN WITH BEAM BOT FLANGE NO SCALE EXTERIOR SLAB EDGE AT CW HANGER/KICKER CONNECTION AND FASTENERS BY CFS CONTRACTOR. INSTALL PER MNFR'S RECOMMENTATIONS. 800 S CFS WALL FRAMING BY CFS CONTRACTOR AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 1 1 Clinical Planning James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 9 S-540 BRICK VENEER CONNECT CFS FRAMING TO PLATE AND FLANGE AS INDICATED IN ADJACENT WALL FRAMING DETAILS. Architect Civil 3/16 8 S-541 VERT SLIP CONN BY CFS CONTRACTOR SEE ARCH TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 CONCENTRATED RXN FROM WINDOW MULLION BELOW SEE ARCH FOR ELEV Landscape Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 1/2" 362 S CFS WALL FRAMING BY CFS CONTRACTOR Structural Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 HSS 7x7, SEE PLAN 14 NO SCALE CF STUDS AT CORNER AND EDGE COLUMNS 10 NO SCALE Mechanical/Plumbing STAIR 2 EXTERIOR WALL HEAD 6 NO SCALE Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 EXTERIOR WALL AT EAST CURTAINWALL - 1 Electrical 2 1/2" Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 SEE ARCH 5/16 5/16 600S WALL FRAMING BY CFS CONTRACTOR 1" TYP SEE PLAN Technology Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 METAL PANEL SEE ARCH Building Performance Engineer RIGID CONN BY CFS CONTR 7 S-540 L6x6x3/8xCONT NO SCALE CORNER AT STAIR 2 11 NO SCALE STAIR 2 EXTERIOR WALL HEAD - 2 DESIGNERS: KH/AM DATE PRINTED: 4/18/2014 9:10:25 AM 4 S-540 Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 GRAVITY/LATERAL CONN TO SLAB EDGE BY CFS CONTR HORIZ STUD SUPPORT BY CFS CONTRACTOR. MAX DEFORMATION UNDER DESIGN LOADS SHALL NOT EXCEED 1/32" DUE TO ALL SOURCES HORIZ STUD SUPPORT BY CFS CONTRACTOR 4 S-540 BRICK VENEER MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH CURTAINWALL CONN TO SLAB EDGE BY SUPPLIER 2-12 2-12 3/16 3/16 HORIZ STUD SUPPORT BY CFS CONTRACTOR CONCENTRATED RXN FROM WINDOW MULLION BELOW AT SOME LOCS. INCLUDE LATERAL LOADS FROM WINDOW AND DEAD, SNOW AND WIND LOADS ON SUNSHADE. 15 Cost Estimating 7 S-540 PL3/8x8 RELIEF ANGLE IS CONTINUOUS Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 800S WALL FRAMING BY CFS CONTRACTOR Issue FOR BM CONN METAL PANEL. CONN TO EACH STUD BP#3 ADDENDUM 005 RECORD DRAWINGS 800S WALL FRAMING BY CFS CONTRACTOR 12 S-540 SEE ARCH Project Number: CONCENTRATED RXN FROM CURTAINWALL MULLION BELOW CONCENTRATED RXN FROM WINDOW MULLION BELOW AT SOME LOCS. INCLUDE LATERAL LOADS FROM WINDOW AND DEAD, SNOW AND WIND LOADS ON SUNSHADE. Drawn By: 8 4 NO SCALE EXTERIOR WALL AT EAST CURTAINWALL - 2 KH/AM KH Approved By: PD ADD 005 TYP CF SPANDREL AT ROOF 2011101.00 Reviewed By: TYP EXT WALL NO SCALE DECEMBER 21, 2012 JANUARY 25, 2013 APRIL 18, 2014 HEADER BY CFS CONTR TO DISTRIBUTE MULLION RXN TO (3) STUDS MINIMUM AT METAL STUDS BELOW 9 S-540 SEE ARCH Date S-541

Structural Design: Lane Center, Colorado Springs

Add this document to collection(s)

Add this document to saved

Suggest us how to improve StudyLib