x * structural drawing list symbols legend abbreviations phased - UCCS [PDF]

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