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1. GENERAL: 1A. USE THE MOST CURRENT DRAWINGS IN PREPARATION OF SUBMITTALS. ALL SUBMITTALS SHALL LIST DATE OF DRAWINGS USED TO PREPARE THE SUBMITTAL. 1B. BECAUSE THIS IS A PHASED CONSTRUCTION PROJECT, THE CONTRACTOR MUST ANTICIPATE ADDITIONAL DRAWING REVISIONS AFTER EARLY BID PACKAGES HAVE BEEN ISSUED. THESE REVISIONS WILL INCREASE THE CONSTRUCTION COST. THE CONTRACTOR SHALL INCLUDE THESE ANTICIPATED COSTS IN ANY BIDS OR PRICE GUARANTEES PROVIDED TO THE OWNER. SYMBOL DESCRIPTION MECH UNIT (XX.Xk = MECH UNIT OPERATING WEIGHT IN KIPS INCLUDING INERTIA BASE) CAST-IN-PLACE CONC XX.Xk EXTENT OF CONCRETE PAD SYMBOL DESCRIPTION SOG FW1 CONCRETE SLAB ON GRADE FOUNDATION WALLS DRILLED PIER DIAMETER IN INCHES PENETRATION INTO BEDROCK IN FEET TYPE T/DRILLED PIER ELEVATION PIER DOWELS DPXXA-XX XX'-X" PD-1 SYMBOL DESCRIPTION MOMENT CONNECTION AXIAL DRAG CONNECTION BRACING ABOVE DECK CONCRETE THICKNESS TYPE DECK TYPE DECK SPAN DIRECTION T/SLAB AT SLAB-ON-DECK 2VLIX.XXA XXX'-XX" XXk XXk BEAM SIZE [XX] c=X" (XXX'-XX") CAMBER (INCHES) EL OF T/STEEL SHEAR STUD QUANTITY SERVICE BM REACTION (KIPS) STEEL BEAM SYMBOL DESCRIPTION ELEVATION CALLOUT XXX'-XX" STEP SLOPE KEY NOTE SUBGRADE FORM SAVER DRAWING REVISION NUMBER CURRENT REVISION CLOUD 1 X LOAD FOR SPECIALTY DESIGNER WELDED-WIRE REINFORCEMENT SECTION OR DETAIL CUT SHEET NUMBER ELEVATION CUT SHEET NUMBER NEW GRID LINES X XX X XX X SOGXXA XXX'-XX" SLAB THICKNESS TYPE T/SLAB SLAB TYPE BOTTOM FLANGE CONNECTION PER * / 20 S-501 1. CODES AND STANDARDS: 1A. GENERAL DESIGN - INTERNATIONAL BUILDING CODE 2009 2. SEISMIC LOADS - SEISMIC DESIGN CATEGORY = B - OCCUPANCY CATEGORY = III - EARTHQUAKE IMPORTANCE FACTOR, Ie = 1.25 - MAPPED SPECTRAL RESPONSE ACCELERATION, Ss= 0.212 - MAPPED SPECTRAL RESPONSE ACCELERATION, S1= 0.059 - DESIGN SPECTRAL RESPONSE COEFFICIENT, SDs = 0.170 - DESIGN SPECTRAL RESPONSE COEFFICIENT, SD1 = 0.067 - SOIL SITE CLASS = C - BASIC STRUCTURAL SYSTEM: BUILDING FRAME SYSTEM - STRUCTURAL SEISMIC LATERAL SYSTEM: ORDINARY REINFORCED CONCRETE SHEAR WALLS - RESPONSE MODIFICATION FACTOR, R = 5 - SEISMIC RESPONSE COEFFICIENT, Cs= 0.033 - SYSTEM OVERSTRENGTH FACTOR, OMEGA = 2.5 - DESIGN BASE SHEAR EAST-WEST DIRECTION = 270 KIPS - DESIGN BASE SHEAR NORTH-SOUTH DIRECTION = 270 KIPS - SEISMIC ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE 3. WIND LOADS - OCCUPANCY CATEGORY = III - WIND IMPORTANCE FACTOR, Iw = 1.15 - BASIC WIND SPEED = 100 MPH - EXPOSURE CATEGORY = C - INTERNAL PRESSURE COEFFICIENT, GCpi = +/- 0.18 4. DESIGN WIND PRESSURE FOR COMPONENTS AND CLADDING AND ELEMENTS DESIGNED BY THE CONTRACTOR - PRESSURES LISTED BELOW ARE BASED ON 10 SF EFFECTIVE WIND AREA. FINAL CALCULATIONS TO BE COMPLETED BY CONTRACTOR - SEE ‘WALL CORNER AND SPECIAL ROOF ZONES DIAGRAM’ - TYPICAL WALL AREA INWARD PRESSURE = 33 PSF - TYPICAL WALL AREA OUTWARD PRESSURE = 33 PSF - WALL CORNERS(OUTWARD) = 60 PSF - TYPICAL ROOF AREA (OUTWARD) = 48 PSF - ROOF SPECIAL ZONES (EDGES) (OUTWARD) = 75 PSF - ROOF SPECIAL ZONES (CORNERS) (OUTWARD) = 101 PSF - PARAPETS (INWARD OR OUTWARD) = 123 PSF - TYPICAL SOFFITS (UPWARD OR DOWNWARD) = 33 PSF - SOFFIT CORNER AREAS (DOWNWARD) - 60 PSF 5. LATERAL LOAD RESISTING SYSTEM DESCRIPTION: - METAL ROOF DECK AND COMPOSITE CONCRETE SLAB ON METAL DECK DIAPHRAMS SPANNING BETWEEN ORDINARY REINFORCED CONCRETE SHEAR WALLS. CONCRETE SHEAR WALLS ARE SUPPORTED BY DRILLED PIERS. 6. GRAVITY LOADS 6A. SEE GRAVITY LOADS TABLE FOR SUPERIMPOSED DEAD LOAD AND LIVE LOADS USED IN DESIGN 6B. DRIFTING, SLIDING AND UNBALANCED SNOW - SEE 'DRIFTED SNOW LOADING DIAGRAM' ON S-004 - GROUND SNOW LOAD = 20 PSF - SNOW EXPOSURE FACTOR Ce = 1.0 - SNOW LOAD IMPORTANCE FACTOR Is = 1.1 - FLAT ROOF SNOW LOAD Pf= 30 PSF 7. FIRE RESISTANCE, CONDITIONS OF RESTRAINT: 7A. FOR DETERMINING FIRE-RESISTANCE RATINGS PER IBC SECTION 703, FLOOR AND ROOF FRAMING SUPPORTING A COMPOSITE SLAB CAN BE ASSUMED TO BE RESTRAINED. ALL OTHER FRAMING AND CONSTRUCTION WALL BE ASSUMED TO BE UNRESTRAINED. INDICATES DIMENSIONS OF WALL CORNER ZONES, TYP INDICATES DIMENSIONS OF SPECIAL ROOF ZONES (EDGES), TYP 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 20'-0" INDICATES DIMENSIONS OF SPECIAL ROOF ZONES (CORNERS), TYP WALL CORNER AND SPECIAL ROOF ZONES DIAGRAM ZONES AT PH STEPPED ROOF ZONES AT ROOF INDICATES CORNER ZONES AT ROOF STEPS 1. GENERAL: 1A. THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED, THESE DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE BUILDING OFFICIAL BY THE CONTRACTOR: - EXCAVATION SHORING - METAL STAIRS - CURTAIN WALL - LIGHT GAGE METAL FRAMING - METAL RAILINGS Project Number: Drawn By: Reviewed By: Approved By: Issue Date AndersonMasonDale Architects, P.C. 3198 Speer Boulevard Denver, CO, 80211 303-294-9448 Architect TerraNova Engineering, Inc. 815 S 25th Street Colorado Springs, CO 80904 719-635-6422 Civil Lime Green Design, Inc 900 E. Louisiana Avenue, Suite 209 Denver, CO 80210 303-733-7558 Landscape Martin/Martin 12499 West Colfax Avenue Lakewood, CO 80215 303-431-6100 Structural Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 Mechanical/Plumbing Shaffer Baucom Engineering & Consulting 7333 West Jefferson Avenue, Suite 230 Lakewood, CO 80235 303-986-8200 Electrical Rimrock Group 10807 New Allegiance Drive, Suite 400 Colorado Springs, CO 80921 719-533-1112 Technology James W Nakai & Associates, PC 520 E Colorado Ave Colorado Springs, CO 80903 719-635-2142 Clinical Planning Ambient Energy 130 W 5th Ave Denver, CO 80204 303-278-1532 Building Performance Engineer Parametrix, Inc. 7186 South Highland Drive Salt Lake City, UT 84121 801-733-5900 Cost Estimating Facilities Services University of Colorado at Colorado Springs Campus Services Building, Rm 212 1420 Austin Bluffs Parkway Colorado Springs, CO 80918 719-255-3505 Owner MM JOB #: 23616.S.01 PRINCIPAL: PD EOR: PD PROJECT MANAGER: KH DESIGNERS: KH/AM DATE PRINTED: KH/AM KH PD 4/18/2014 9:09:21 AM C:\Proj\2011101_structural_kevinh.rvt S-001 NOTES 2011101.00 The Lane Center for Academic Health Sciences University of Colorado at Colorado Springs 2011101.00 SHEET NUMBER SHEET TITLE DD BP#1 BP#2 BP#3 ADD 005 S-001 NOTES S-002 NOTES S-003 QUALITY ASSURANCE S-004 QUALITY ASSURANCE S-101 FIRST LEVEL FLOOR PLAN S-102 SECOND LEVEL FLOOR PLAN S-103 THIRD LEVEL FLOOR PLAN S-104 FOURTH LEVEL FLOOR PLAN S-105 PENTHOUSE FLOOR PLAN S-106 ROOF PLAN S-200 COLUMN SCHEDULE S-201 PARTIAL PLANS S-202 PARTIAL PLANS S-210 CORE WALL ELEVATIONS S-211 CORE WALL ELEVATIONS S-212 CORE WALL ELEVATIONS S-213 STAIR PLANS AND SECTIONS S-220 BUILDING ELEVATIONS S-221 BUILDING ELEVATIONS S-300 TYP CONCRETE DETAILS S-310 TYP DRILLED PIER DETAILS S-311 TYP FOUNDATION WALL DETAILS S-312 FOUNDATION WALL DETAILS S-313 TYP GRADE BEAM DETAILS S-314 TYP SOG DETAILS S-315 TYP STEEL TO CONCRETE CONNECTIONS S-316 STEEL TO CONCRETE CONNECTIONS S-320 TYP CONCRETE SHEAR WALL DETAILS S-500A TYP STL BM CONNS S-500B TYP STL BM CONNS S-501 TYP STEEL DETAILS S-502 STEEL DETAILS S-503 STEEL DETAILS S-530 TYP METAL DECK DETAILS S-531 TYP METAL DECK DETAILS S-540 TYP EXT WALL S-541 TYP EXT WALL STRUCTURAL DRAWING LIST SYMBOLS LEGEND ABBREVIATIONS (S) Salvaged S South SC Slip Critical SCHED Schedule SECT Section SIM Similar SLH Short Leg Horizontal SLRS Seismic Load Resisting System SLV Short Leg Vertical SOG Slab on Grade SP Space(s) SP @ Space at SPECS Specifications SPRT Support SS Stainless Steel STD Standard STIFF Stiffener STL Steel STR Structural SW Shearwall SYM Symmetrical T Top T&B Top and Bottom T/ or T.O. Top of THK Thick or Thickness TL Total Load TOC Top of Concrete TOF Top of Footing TOM Top of Masonry TOP Topping TOS Top of Steel TOW Top of Wall TRANS Transverse TWS Two-Way Slab TYP Typical ULT Ultimate UNO Unless Noted Otherwise VERT Vertical VIF Verify in Field W/ With W/O Without WD Width or Wood WF Wide Flange WP Working Point or Waterproofing WT Weight WWR Welded Wire Reinforcement WxH Width x Height MACH Machine MACH RM Machine Room MAS Masonry MATL Material MAX Maximum MBS Metal Building Supplier MCJ Masonry Control Joint MECH Mechanical MEP Mech/Elect/Plumb MIN Minimum MISC Miscellaneous ML Micro-Lam MLS Masonry Lap Splice mm Millimeter MNFR Manufacturer MO Masonry Opening MTL Metal N North N-S North-South NIC Not in Contract NM Non-Metallic NO or # Number NOM Nominal NS Non-Shrink or Near Side NTS Not To Scale NWC Normal Weight Concrete O.F. Outside Face OAE Or Approved Equivalent OC On Center OD Outside Diameter OH Opposite Hand OPNG Opening OPP Opposite OVS Oversized OWS One-Way Slab PAF Power Actuated Fastener PC Precast PCA Portland Cement Association PD Pier Dowel PEN Penetration PERP Perpendicular PL Plate (Steel) PLF Pounds Per Lineal Foot PREFAB Prefabricated PRELIM Preliminary PS Prestressed PSF Pounds Per Square Foot PSI Pounds Per Square Inch PT Point or Post-Tension or Pretensioned QTY Quantity RAD or R Radius RB Precast Rectangular Beam RC Reinforced Concrete RE: or REF Refer to (Reference) REINF Reinforce(ing)(d)(ment) REQD Required REQT(S) Requirement(s) RET Return RO Rough Opening ROF Random Oriented Fiber EL Elevation ELEV Elevator EMBED Embedded EN Edge Nail ENGR Engineer EOR Engineer-of-Record EQ Equal EQ SP Equally Spaced EQUIP Equipment ES Each Side EW Each Way EXP Expansion EXP ANCH Expansion Anchor EXT Exterior FAB Fabricate FD Footing Dowel FF Finished Floor FIN Finish(ed) FLG Flange FLR Floor FND Foundation FO Face of FP Full Penetration or Fire Proofing FRAM Framing FS Far Side FT Foot or Feet FTG Footing FV Field Verify GA Gage or Gauge GALV Galvanized GL Glu-lam GR Grade or Grind GR BM Grade Beam HAS or HDAS Headed Anchor Stud HD Headed or Holdown HDAR Headed Anchor Rod HDG Hot Dipped Galvanized HK Hook HORIZ Horizontal HT Height HVAC Heating-Ventilating and A/C I.F. Inside Face ID Inside Diameter IN Inch INT Interior IT Precast Inverted Tee Beam JST Joist JT Joint k Kip L or LG Length LB Precast L-Shaped Beam LB(S) Pound(s) LCE Compression Embedment LCS Compression Lap Splice LDH Hook Development Length LL Live Load LLH Long Leg Horizontal LLV Long Leg Vertical LOC(S) Location(s) or Locate LONG Longitudinal LSL Laminated Strand Lumber LT Light LTE Tension Embedment LTS Tension Lap Splice Length LTWT Lightweight LVL Level or Laminated Veneer Lumber LWC Light Weight Concrete / Per @ At AB Anchor Bolt ACI American Concrete Institute ADDNL Additional AESS Architectural Exposed Structural Steel AFF Above Finished Floor ALT Alternate ALUM Aluminum APA American Plywood Association APPROX Approximate ARCH Architect or Architectural B/ or BO Bottom of BAL Balance BD Board BF Braced Frame BG Backgouge BL Brick Ledge BLDG Building BLKG Blocking BM Beam BN Boundary Nail BOS Bottom of Steel BOT or B Bottom BRG Bearing BSMT Basement BTWN Between CC Center to Center CF Cold Formed CG Center of Gravity CIP Cast-In-Place CJ Control Joint CJP Complete Joint Penetration CL Centerline CLG Ceiling CLR Clear CMU Concrete Masonry Unit COL Column CONC Concrete CONN Connection CONST Construction CONT Continue or Continuous CONTR Contractor COORD Coordinate CSJ Construction Joint CTR(D) Center(ed) d Penny DAS Deformed Anchor Stud DBL Double DCW Demand Critical Weld DFS Deferred Submittal DIA or Ø Diameter DIAG Diagonal DIM Dimension DL Dead Load DN Down DO Ditto DP Drilled Pier or Deep DT Precast Double Tee DTL(S) Detail(s) DWG(S) Drawing(s) DWL(S) Dowels(s) (E) or EXIST Existing E-W East-West EA Each EC Epoxy Coated EE Each End EF Each Face EJ Expansion Joint PHASED CONSTRUCTION NOTES DESIGN CRITERIA GRAVITY LOADS TABLE LOCATION SUPERIMPOSED DEAD LOAD (PSF) LIVE LOAD (PSF) LIVE LOAD REDUCTION PARTITION LOAD (PSF) POINT LOAD (LB) STAIRS AND EXITS 10 100 No -- 300 TYPICAL FLOOR 10 100 Yes INCLUDED IN LL 2000 TYPICAL FLOOR OVER MECHANICAL 25 100 Yes INCLUDED IN LL 2000 MECHANICAL 10 75 + EQUIP BUT NOT LESS THAN 150 No -- -- TERRACE 45 100 (INCLUDES PLANTER LOAD) No -- 2000 ROOF AT FOURTH LEVEL 15 (INCLUDES 5 ROOFING LOAD) 30 MIN UNIFORM LOAD, SEE NOTE 6B FOR SNOW LOADS No -- -- ROOF AT PENTHOUSE LEVEL 15 (INCLUDES 5 ROOFING LOAD) 30 MIN UNIFORM LOAD, SEE NOTE 6B FOR SNOW LOADS No -- -- PENTHOUSE ROOF 40 (INCLUDES 5 ROOFING LOAD AND 10 FUTURE PHOTOVOLTAIC) 30 MIN UNIFORM LOAD, SEE NOTE 6B FOR SNOW LOADS No -- -- PERGOLA (LEVEL 2 AND LEVEL 4) 10 30 MIN UNIFORM LOAD, SEE NOTE 6B FOR SNOW LOADS No -- -- DEFERRED SUBMITTALS RELEASE NOTES: DD: DRAWINGS ARE RELEASED FOR DESIGN DEVELOPMENT AND GMP PRICING BP#1: DRAWINGS ARE RELEASED FOR EXTENTS OF OVEREXCAVATION BELOW SLABS ON GRADE ONLY BP#2: DRILLED PIERS, GRADE BEAMS, FOUNDATION WALLS, MAT SLABS, SLABS ON GRADE, CAST IN PLACE SHEAR WALLS, ANCHOR BOLTS, EMBEDS AND SLABS ON METAL DECK ARE RELEASED FOR PERMITTING AND BIDDING. BP#3: RELEASED FOR CONSTRUCTION. DESIGN DEVELOPMENT SEPTEMBER 12, 2012 BP#2 NOVEMBER 16, 2012 BP#3 DECEMBER 21, 2012 RECORD DRAWINGS APRIL 18, 2014
37

* BOTTOM FLANGE CONNECTION PER 20 Solar... · THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED,

Aug 25, 2020

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Page 1: * BOTTOM FLANGE CONNECTION PER 20 Solar... · THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED,

1. GENERAL:1A. USE THE MOST CURRENT DRAWINGS IN PREPARATION OF SUBMITTALS. ALL SUBMITTALSSHALL LIST DATE OF DRAWINGS USED TO PREPARE THE SUBMITTAL.

1B. BECAUSE THIS IS A PHASED CONSTRUCTION PROJECT, THE CONTRACTOR MUST ANTICIPATEADDITIONAL DRAWING REVISIONS AFTER EARLY BID PACKAGES HAVE BEEN ISSUED. THESEREVISIONS WILL INCREASE THE CONSTRUCTION COST. THE CONTRACTOR SHALL INCLUDETHESE ANTICIPATED COSTS IN ANY BIDS OR PRICE GUARANTEES PROVIDED TO THE OWNER.

SYMBOL DESCRIPTION

MECH UNIT (XX.Xk = MECHUNIT OPERATING WEIGHTIN KIPS INCLUDING INERTIABASE)

CAST-IN-PLACE CONC

XX.Xk

EXTENT OF CONCRETE PAD

SYMBOL DESCRIPTION

SOG

FW1

CONCRETE SLAB ON GRADE

FOUNDATION WALLS

DRILLED PIER DIAMETER IN INCHES

PENETRATION INTO BEDROCK IN FEET

TYPE

T/DRILLED PIER ELEVATION

PIER DOWELS

DPXXA-XX

XX'-X"

PD-1

SYMBOL DESCRIPTION

MOMENT CONNECTION

AXIAL DRAG CONNECTION

BRACING

ABOVE DECK CONCRETE THICKNESS

TYPE

DECK TYPE

DECK SPAN DIRECTION

T/SLAB AT SLAB-ON-DECK

2VLIX.XXA

XXX'-XX"

XXk XXkBEAM SIZE [XX] c=X"

(XXX'-XX")CAMBER (INCHES)

EL OF T/STEEL

SHEAR STUD QUANTITY

SERVICE BMREACTION (KIPS)

STEEL BEAM

SYMBOL DESCRIPTION

ELEVATION CALLOUTXXX'-XX"

STEP

SLOPE

KEY NOTE

SUBGRADE

FORM SAVER

DRAWING REVISION NUMBER

CURRENT REVISION CLOUD

1

X

LOAD FOR SPECIALTY DESIGNER

WELDED-WIRE REINFORCEMENT

SECTION ORDETAIL CUT

SHEET NUMBER

ELEVATION CUT

SHEET NUMBER

NEW GRID LINES

X

XX

X

XX

X

SOGXXA

XXX'-XX"

SLAB THICKNESS

TYPE

T/SLAB

SLAB TYPE

BOTTOM FLANGE CONNECTION PER* /20 S-501

1. CODES AND STANDARDS:1A. GENERAL DESIGN- INTERNATIONAL BUILDING CODE 2009

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 CONCRETESHEAR WALLS- RESPONSE MODIFICATION FACTOR, R = 5- SEISMIC RESPONSE COEFFICIENT, Cs= 0.033- SYSTEM OVERSTRENGTH FACTOR, OMEGA = 2.5- DESIGN BASE SHEAR EAST-WEST DIRECTION = 270 KIPS- DESIGN BASE SHEAR NORTH-SOUTH DIRECTION = 270 KIPS- SEISMIC ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE

3. WIND LOADS- OCCUPANCY CATEGORY = III- WIND IMPORTANCE FACTOR, Iw = 1.15- BASIC WIND SPEED = 100 MPH- EXPOSURE CATEGORY = C- INTERNAL PRESSURE COEFFICIENT, GCpi = +/- 0.18

4. DESIGN WIND PRESSURE FOR COMPONENTS AND CLADDING AND ELEMENTSDESIGNED BY THE CONTRACTOR- PRESSURES LISTED BELOW ARE BASED ON 10 SF EFFECTIVE WIND AREA. FINALCALCULATIONS TO BE COMPLETED BY CONTRACTOR- SEE ‘WALL CORNER AND SPECIAL ROOF ZONES DIAGRAM’- TYPICAL WALL AREA INWARD PRESSURE = 33 PSF- TYPICAL WALL AREA OUTWARD PRESSURE = 33 PSF- WALL CORNERS(OUTWARD) = 60 PSF- TYPICAL ROOF AREA (OUTWARD) = 48 PSF- ROOF SPECIAL ZONES (EDGES) (OUTWARD) = 75 PSF- ROOF SPECIAL ZONES (CORNERS) (OUTWARD) = 101 PSF- PARAPETS (INWARD OR OUTWARD) = 123 PSF- TYPICAL SOFFITS (UPWARD OR DOWNWARD) = 33 PSF- SOFFIT CORNER AREAS (DOWNWARD) - 60 PSF

5. LATERAL LOAD RESISTING SYSTEM DESCRIPTION:- METAL ROOF DECK AND COMPOSITE CONCRETE SLAB ON METAL DECK DIAPHRAMSSPANNING BETWEEN ORDINARY REINFORCED CONCRETE SHEAR WALLS. CONCRETESHEAR WALLS ARE SUPPORTED BY DRILLED PIERS.

6. GRAVITY LOADS6A. SEE GRAVITY LOADS TABLE FOR SUPERIMPOSED DEAD LOAD AND LIVE LOADS USEDIN DESIGN

6B. DRIFTING, SLIDING AND UNBALANCED SNOW- SEE 'DRIFTED SNOW LOADING DIAGRAM' ON S-004- GROUND SNOW LOAD = 20 PSF- SNOW EXPOSURE FACTOR Ce = 1.0- SNOW LOAD IMPORTANCE FACTOR Is = 1.1- FLAT ROOF SNOW LOAD Pf= 30 PSF

7. FIRE RESISTANCE, CONDITIONS OF RESTRAINT:7A. FOR DETERMINING FIRE-RESISTANCE RATINGS PER IBC SECTION 703, FLOOR ANDROOF FRAMING SUPPORTING A COMPOSITE SLAB CAN BE ASSUMED TO BERESTRAINED. ALL OTHER FRAMING AND CONSTRUCTION WALL BE ASSUMED TO BEUNRESTRAINED.

INDICATES DIMENSIONS OFWALL CORNER ZONES, TYP

INDICATES DIMENSIONS OF SPECIALROOF ZONES (EDGES), TYP

10'-0

"

10'-0"

10'-0" 10'-0"

10'-0

" 10'-0

"

10'-0

"

10'-0"

10'-0" 10'-0

"

10'-0"

10'-0

"

10'-0

"

20'-0"

INDICATES DIMENSIONS OF SPECIALROOF ZONES (CORNERS), TYP

WALL CORNER AND SPECIAL ROOF ZONES DIAGRAM

ZONES AT PH STEPPED ROOF

ZONES AT ROOF

INDICATES CORNERZONES AT ROOFSTEPS

1. GENERAL:1A. THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THETIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED, THESE DEFERRED SUBMITTALITEMS SHALL BE SUBMITTED TO THE BUILDING OFFICIAL BY THE CONTRACTOR:- EXCAVATION SHORING- METAL STAIRS- CURTAIN WALL- LIGHT GAGE METAL FRAMING- METAL RAILINGS

Project Number:

Drawn By:

Reviewed By:

Approved By:

Issue Date

AndersonMasonDale Architects, P.C.3198 Speer BoulevardDenver, CO, 80211303-294-9448

Architect

TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422

Civil

Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558

Landscape

Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100

Structural

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Mechanical/Plumbing

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Electrical

Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112

Technology

James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142

Clinical Planning

Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532

Building Performance Engineer

Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900

Cost Estimating

Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505

Owner

MM

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PR

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S-001

NOTES

2011101.00

The Lane Center forAcademic Health

SciencesUniversity of Colorado at

Colorado Springs

2011101.00

SHEETNUMBER SHEET TITLE DD BP#1 BP#2 BP#3

ADD005

S-001 NOTES ● ● ●

S-002 NOTES ● ● ●

S-003 QUALITY ASSURANCE ● ●

S-004 QUALITY ASSURANCE ● ●

S-101 FIRST LEVEL FLOOR PLAN ● ● ● ● ●

S-102 SECOND LEVEL FLOOR PLAN ● ● ● ● ●

S-103 THIRD LEVEL FLOOR PLAN ● ● ● ●

S-104 FOURTH LEVEL FLOOR PLAN ● ● ● ●

S-105 PENTHOUSE FLOOR PLAN ● ● ● ●

S-106 ROOF PLAN ● ● ● ●

S-200 COLUMN SCHEDULE ● ●

S-201 PARTIAL PLANS ● ●

S-202 PARTIAL PLANS ● ●

S-210 CORE WALL ELEVATIONS ● ●

S-211 CORE WALL ELEVATIONS ● ● ●

S-212 CORE WALL ELEVATIONS ● ● ●

S-213 STAIR PLANS AND SECTIONS ● ●

S-220 BUILDING ELEVATIONS ● ●

S-221 BUILDING ELEVATIONS ● ●

S-300 TYP CONCRETE DETAILS ● ●

S-310 TYP DRILLED PIER DETAILS ● ● ●

S-311 TYP FOUNDATION WALL DETAILS ● ● ●

S-312 FOUNDATION WALL DETAILS ● ● ●

S-313 TYP GRADE BEAM DETAILS ● ● ● ●

S-314 TYP SOG DETAILS ● ● ● ●

S-315 TYP STEEL TO CONCRETE CONNECTIONS ● ● ●

S-316 STEEL TO CONCRETE CONNECTIONS ●

S-320 TYP CONCRETE SHEAR WALL DETAILS ● ● ●

S-500A TYP STL BM CONNS ●

S-500B TYP STL BM CONNS ●

S-501 TYP STEEL DETAILS ●

S-502 STEEL DETAILS ● ●

S-503 STEEL DETAILS ● ●

S-530 TYP METAL DECK DETAILS ● ● ●

S-531 TYP METAL DECK DETAILS ● ● ●

S-540 TYP EXT WALL ● ● ●

S-541 TYP EXT WALL ● ●

STRUCTURAL DRAWING LISTSYMBOLS LEGEND

ABBREVIATIONS(S) Salvaged

S South

SC Slip Critical

SCHED Schedule

SECT Section

SIM Similar

SLH Short Leg Horizontal

SLRS Seismic Load ResistingSystem

SLV Short Leg Vertical

SOG Slab on Grade

SP Space(s)

SP @ Space at

SPECS Specifications

SPRT Support

SS Stainless Steel

STD Standard

STIFF Stiffener

STL Steel

STR Structural

SW Shearwall

SYM Symmetrical

T Top

T&B Top and Bottom

T/ or T.O. Top of

THK Thick or Thickness

TL Total Load

TOC Top of Concrete

TOF Top of Footing

TOM Top of Masonry

TOP Topping

TOS Top of Steel

TOW Top of Wall

TRANS Transverse

TWS Two-Way Slab

TYP Typical

ULT Ultimate

UNO Unless Noted Otherwise

VERT Vertical

VIF Verify in Field

W/ With

W/O Without

WD Width or Wood

WF Wide Flange

WP Working Point orWaterproofing

WT Weight

WWR Welded Wire Reinforcement

WxH Width x Height

MACH Machine

MACH RM Machine Room

MAS Masonry

MATL Material

MAX Maximum

MBS Metal Building Supplier

MCJ Masonry Control Joint

MECH Mechanical

MEP Mech/Elect/Plumb

MIN Minimum

MISC Miscellaneous

ML Micro-Lam

MLS Masonry Lap Splice

mm Millimeter

MNFR Manufacturer

MO Masonry Opening

MTL Metal

N North

N-S North-South

NIC Not in Contract

NM Non-Metallic

NO or # Number

NOM Nominal

NS Non-Shrink or Near Side

NTS Not To Scale

NWC Normal Weight Concrete

O.F. Outside Face

OAE Or Approved Equivalent

OC On Center

OD Outside Diameter

OH Opposite Hand

OPNG Opening

OPP Opposite

OVS Oversized

OWS One-Way Slab

PAF Power Actuated Fastener

PC Precast

PCA Portland CementAssociation

PD Pier Dowel

PEN Penetration

PERP Perpendicular

PL Plate (Steel)

PLF Pounds Per Lineal Foot

PREFAB Prefabricated

PRELIM Preliminary

PS Prestressed

PSF Pounds Per Square Foot

PSI Pounds Per Square Inch

PT Point or Post-Tension orPretensioned

QTY Quantity

RAD or R Radius

RB Precast Rectangular Beam

RC Reinforced Concrete

RE: or REF Refer to (Reference)

REINF Reinforce(ing)(d)(ment)

REQD Required

REQT(S) Requirement(s)

RET Return

RO Rough Opening

ROF Random Oriented Fiber

EL Elevation

ELEV Elevator

EMBED Embedded

EN Edge Nail

ENGR Engineer

EOR Engineer-of-Record

EQ Equal

EQ SP Equally Spaced

EQUIP Equipment

ES Each Side

EW Each Way

EXP Expansion

EXP ANCH Expansion Anchor

EXT Exterior

FAB Fabricate

FD Footing Dowel

FF Finished Floor

FIN Finish(ed)

FLG Flange

FLR Floor

FND Foundation

FO Face of

FP Full Penetration or FireProofing

FRAM Framing

FS Far Side

FT Foot or Feet

FTG Footing

FV Field Verify

GA Gage or Gauge

GALV Galvanized

GL Glu-lam

GR Grade or Grind

GR BM Grade Beam

HAS orHDAS

Headed Anchor Stud

HD Headed or Holdown

HDAR Headed Anchor Rod

HDG Hot Dipped Galvanized

HK Hook

HORIZ Horizontal

HT Height

HVAC Heating-Ventilating and A/C

I.F. Inside Face

ID Inside Diameter

IN Inch

INT Interior

IT Precast Inverted Tee Beam

JST Joist

JT Joint

k Kip

L or LG Length

LB Precast L-Shaped Beam

LB(S) Pound(s)

LCE Compression Embedment

LCS Compression Lap Splice

LDH Hook Development Length

LL Live Load

LLH Long Leg Horizontal

LLV Long Leg Vertical

LOC(S) Location(s) or Locate

LONG Longitudinal

LSL Laminated Strand Lumber

LT Light

LTE Tension Embedment

LTS Tension Lap Splice Length

LTWT Lightweight

LVL Level or Laminated VeneerLumber

LWC Light Weight Concrete

/ Per

@ At

AB Anchor Bolt

ACI American Concrete Institute

ADDNL Additional

AESS Architectural ExposedStructural Steel

AFF Above Finished Floor

ALT Alternate

ALUM Aluminum

APA American PlywoodAssociation

APPROX Approximate

ARCH Architect or Architectural

B/ or BO Bottom of

BAL Balance

BD Board

BF Braced Frame

BG Backgouge

BL Brick Ledge

BLDG Building

BLKG Blocking

BM Beam

BN Boundary Nail

BOS Bottom of Steel

BOT or B Bottom

BRG Bearing

BSMT Basement

BTWN Between

CC Center to Center

CF Cold Formed

CG Center of Gravity

CIP Cast-In-Place

CJ Control Joint

CJP Complete Joint Penetration

CL Centerline

CLG Ceiling

CLR Clear

CMU Concrete Masonry Unit

COL Column

CONC Concrete

CONN Connection

CONST Construction

CONT Continue or Continuous

CONTR Contractor

COORD Coordinate

CSJ Construction Joint

CTR(D) Center(ed)

d Penny

DAS Deformed Anchor Stud

DBL Double

DCW Demand Critical Weld

DFS Deferred Submittal

DIA or Ø Diameter

DIAG Diagonal

DIM Dimension

DL Dead Load

DN Down

DO Ditto

DP Drilled Pier or Deep

DT Precast Double Tee

DTL(S) Detail(s)

DWG(S) Drawing(s)

DWL(S) Dowels(s)

(E) orEXIST

Existing

E-W East-West

EA Each

EC Epoxy Coated

EE Each End

EF Each Face

EJ Expansion Joint

PHASED CONSTRUCTION NOTES

DESIGN CRITERIA

GRAVITY LOADS TABLE

LOCATIONSUPERIMPOSED

DEAD LOAD (PSF) LIVE LOAD (PSF)LIVE LOAD

REDUCTIONPARTITIONLOAD (PSF)

POINT LOAD(LB)

STAIRS ANDEXITS

10 100 No -- 300

TYPICAL FLOOR 10 100 Yes INCLUDED INLL

2000

TYPICAL FLOOROVERMECHANICAL

25 100 Yes INCLUDED INLL

2000

MECHANICAL 10 75 + EQUIP BUTNOT LESS THAN

150

No -- --

TERRACE 45 100 (INCLUDESPLANTER LOAD)

No -- 2000

ROOF ATFOURTH LEVEL

15 (INCLUDES 5ROOFING LOAD)

30 MIN UNIFORMLOAD, SEE NOTE

6B FOR SNOWLOADS

No -- --

ROOF ATPENTHOUSELEVEL

15 (INCLUDES 5ROOFING LOAD)

30 MIN UNIFORMLOAD, SEE NOTE

6B FOR SNOWLOADS

No -- --

PENTHOUSEROOF

40 (INCLUDES 5ROOFING LOADAND 10 FUTUREPHOTOVOLTAIC)

30 MIN UNIFORMLOAD, SEE NOTE

6B FOR SNOWLOADS

No -- --

PERGOLA (LEVEL2 AND LEVEL 4)

10 30 MIN UNIFORMLOAD, SEE NOTE

6B FOR SNOWLOADS

No -- --

DEFERRED SUBMITTALS

RELEASE NOTES:

DD: DRAWINGS ARE RELEASED FOR DESIGN DEVELOPMENT AND GMP PRICING

BP#1: DRAWINGS ARE RELEASED FOR EXTENTS OF OVEREXCAVATION BELOW SLABS ON GRADE ONLY

BP#2: DRILLED PIERS, GRADE BEAMS, FOUNDATION WALLS, MAT SLABS, SLABS ON GRADE,CAST IN PLACE SHEAR WALLS, ANCHOR BOLTS, EMBEDS AND SLABS ON METAL DECK ARERELEASED FOR PERMITTING AND BIDDING.

BP#3: RELEASED FOR CONSTRUCTION.

DESIGN DEVELOPMENT SEPTEMBER 12, 2012

BP#2 NOVEMBER 16, 2012

BP#3 DECEMBER 21, 2012

RECORD DRAWINGS APRIL 18, 2014

Page 2: * BOTTOM FLANGE CONNECTION PER 20 Solar... · THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED,

1. GENERAL:1A. ENGINEER: REFERENCES ON THE STRUCTURAL DRAWINGS TO ‘ENGINEER’ MEAN THESTRUCTURAL ENGINEER OF RECORD. OTHER ENTITIES ARE SPECIFICALLY NOTED AS“CONTRACTOR’S ENGINEER”, “MECHANICAL ENGINEER”, ETC.

1B. THESE NOTES SUPPLEMENT THE SPECIFICATIONS, WHICH SHALL BE REFERENCED FORADDITIONAL REQUIREMENTS.

1C. UNDERGROUND UTILITIES: LOCATE EXISTING UTILITIES AND NOTIFY ARCHITECT OF EXISTINGUTILITIES OR SUBGRADE CONDITIONS WHICH INTERFERE WITH WORK.

1D. STRUCTURAL ELEMENTS ARE CENTERED ON GRID LINES AND GRID LINE INTERSECTIONSUNLESS DIMENSIONED OTHERWISE.

2. USE OF DRAWINGS:2A. DO NOT SCALE DRAWINGS.

2B. WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL NOTES ANDSPECIFICATIONS, THE MORE STRINGENT REQUIREMENTS SHALL GOVERN. DETAILS ON DRAWINGSTAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. DETAILS NOTED TYPICALAPPLY TO ALL SIMILAR CONDITIONS. WHERE NO SPECIFIC DETAILS ARE SHOWN, CONSTRUCTIONSHALL CONFORM TO SIMILAR WORK ELSEWHERE ON THE PROJECT.

3. TEMPORARY CONDITIONS:3A. THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. THECONTRACTOR IS RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING AND/OR SUPPORTTHAT MAY BE REQUIRED AS THE RESULT OF THE CONTRACTOR’S CONSTRUCTION METHODSAND/OR SEQUENCES. REFER TO “LATERAL LOAD RESISTING SYSTEM DESCRIPTION” IN DESIGNCRITERIA FOR ADDITIONAL INFORMATION.

3B. FOUNDATION WALLS MAY BE BACKFILLED PRIOR TO THE SLAB-ON-GRADE AND UPPER SLABCONSTRUCTION. BACKFILL SHALL BE PLACED EVENLY ALONG LENGTH OF BUILDING UP TO THESPECIFIED GRADE. USE ONLY HAND OPERATED TOOLS FOR COMPACTION ADJACENT TOFOUNDATION WALLS AND GRADE BEAMS. GRADE BEAMS SHALL BE BACKFILLED EVENLY ONBOTH SIDES. HEAVY CONSTRUCTION EQUIPMENT SHALL NOT BE OPERATED WITHIN 10'-0" OFFOUNDATION WALL UNTIL SOG AND SECOND LEVEL SLAB IS IN PLACE AND HAS REACHED THESPECIFIED 28-DAY COMPRESSIVE STRENGTH.

4. SUBMITTALS AND SUBSTITUTIONS:4A. SUBMITTALS: REFER TO SPECIFICATIONS FOR DETAILED REQUIREMENTS.- IF THE CONTRACTOR REQUESTS A CHANGE FROM THE STRUCTURAL DRAWINGS, IT SHALL BEAPPROVED BY THE ARCHITECT AND DESIGNED BY MARTIN/MARTIN, INC. PRIOR TO SUBMITTINGSHOP DRAWINGS. VARIATION SHALL BE INDICATED ON THE SHOP DRAWINGS. CONTRACTORSHALL COMPENSATE MARTIN/MARTIN, INC. FOR MAKING THE CHANGE.- CONSTRUCTION DOCUMENTS SHALL NOT BE REPRODUCED FOR USE IN SUBMITTALS- ALL SHOP DRAWINGS SHALL REFERENCE THE STRUCTURAL DRAWING NUMBER AND DETAILUSED TO PREPARE THE SUBMITTAL- SUBMIT A STATEMENT OF RESPONSIBILITY FOR CONSTRUCTION OF THE LATERAL LOADRESISTING SYSTEM IDENTIFIED IN THE DESIGN CRITERIA IN ACCORDANCE WITH IBC SECTION 1709

4B. SUBSTITUTIONS: ARCHITECTS APPROVAL SHALL BE SECURED FOR ALL SUBSTITUTIONS

4C. NONCONFORMANCE: NOTIFY ARCHITECT OF CONDITIONS NOT CONSTRUCTED PER THECONTRACT DOCUMENTS PRIOR TO PROCEEDING WITH CORRECTIVE WORK. SUBMIT PROPOSEDREPAIR TO THE ARCHITECT FOR ACCEPTANCE. CONTRACTOR SHALL COMPENSATEMARTIN/MARTIN, INC. FOR DESIGNING THE REPAIR.

5. OSHA STANDARDS:5A. THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. NOTHING SHOWNON THE STRUCTURAL DRAWINGS SHALL BE CONSTRUED AS ELIMINATING THE NEED FOR THECONTRACTOR TO COMPLY WITH ALL OSHA REQUIREMENTS.

5B. THE CONTRACTOR SHALL ADD ALL NECESSARY BOLTS, ANCHOR BOLTS, PLATES, STIFFENERPLATES, STABILIZER PLATES, BRIDGING, BRACING, BEARING SEATS, COLUMN SPLICES, ETC., ASWELL AS CLOSURES FOR OPENINGS. IN ADDITION, FIELD WELD ANYTHING THAT MAY BECONSIDERED A TRIP HAZARD, SUCH AS SHEAR STUDS, AFTER PROTECTIVE DECKING ISINSTALLED.

5C. WASHERS OR RINGS MAY BE WELDED TO NON-AESS COLUMNS TO PROVIDE FOR SAFETYCABLES. DO NOT PLACE HOLES IN COLUMNS WITHOUT APPROVAL OF THE STRUCTURALENGINEER. ADJUST LOCATIONS OR ADD COLUMN SPLICES AS NECESSARY TO COMPLY WITHOSHA REQUIREMENTS. SUBMIT PROPOSED LOCATIONS.

5D. WHERE THE STRUCTURAL DRAWINGS APPEAR TO CONFLICT WITH OSHA REQUIREMENTS, THESTRUCTURAL DRAWINGS REPRESENT FINAL CONDITIONS ONLY. THE CONTRACTOR SHALL ADDALL ERECTION FRAMING NECESSARY TO COMPLY WITH OSHA.

6. CONSTRUCTION ENGINEERING:6A. THE STRUCTURE DEFINED ON THE CONTRACT DOCUMENTS HAS BEEN DESIGNED ONLY FORLOADS ANTICIPATED ON THE STRUCTURE DURING ITS SERVICE LIFE. PROVIDE ALL REQUIREDENGINEERING AND OTHER MEASURES TO ACHIEVE THE MEANS, METHODS, AND SEQUENCES OFWORK. SUCH ENGINEERING MAY INCLUDE, BUT IS NOT LIMITED TO:- LAYOUT- DESIGN FOR FORMWORK- DESIGN OF CONCRETE MIXES- ERECTION PROCEDURES WHICH ADDRESS STABILITY OF THE FRAME DURING CONSTRUCTION- WELD PROCEDURES- DESIGN OF TEMPORARY BRACING OF WALLS FOR WIND, SEISMIC, OR SOIL LOADS- SURVEYING TO VERIFY CONSTRUCTION TOLERANCES- EVALUATION OF TEMPORARY CONSTRUCTION LOADS ON STRUCTURE DUE TO EQUIPMENTAND MATERIALS- STRUCTURAL ENGINEERING TO RESIST ANY OTHER LOADS NOT IDENTIFIED ON DESIGNDRAWINGS

7. COORDINATION:7A. STRUCTURAL DRAWINGS ARE NOT STAND-ALONE DOCUMENTS AND ARE INTENDED TO BEUSED IN CONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND DRAWINGSFROM OTHER DISCIPLINES. THE CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS OF THECONTRACT DOCUMENTS INTO SHOP DRAWINGS AND WORK.

7B. COORDINATE DIMENSIONS OF ALL OPENINGS, BLOCKOUTS, DEPRESSIONS, ETC., WITHARCHITECTURAL DRAWINGS, DRAWINGS FROM OTHER DISCIPLINES, AND FIELD CONDITIONSPRIOR TO SHOP DRAWING SUBMITTAL.

7C. SEE ARCHITECTURAL PLANS FOR INTERIOR PARTITIONS. PARTITION FRAMING SHALL BECONNECTED TO THE PRIMARY STRUCTURE IN SUCH A WAY SO AS TO ALLOW FOR VERTICAL LIVELOAD DEFLECTIONS OF SPAN/360 OF THE FLOOR FRAMING. DO NOT MAKE RIGID VERTICAL ANDHORIZONTAL CONNECTIONS TO THE PRIMARY STRUCTURE IN THE PLANE OF THE PARTITION.

1. DESIGN CRITERIA:1A. THE GEOTECHNICAL REPORT PREPARED BY CTL THOMPSON, NUMBER CS178777-125, DATED DECEMBER 28, 2011, THE FINAL NOTICE LETTER, DATEDSEPTEMBER 19, 2012, AND THE LETTER ADDRESSING WALL BACKFILL DATED OCTOBER 30, 2012 PROVIDED CRITERIA FOR THE FOUNDATION DESIGN FOR THEPROJECT.

2. DRILLED PIERS:2A. PIER CAPACITY CRITERIA:- MAXIMUM END BEARING PRESSURE = 35 KSF- MAXIMUM SIDE SHEAR FOR LENGTH OF PENETRATION INTO BEDROCK FOR GRAVITY LOADS = 3.5 KSF- MAXIMUM SIDE SHEAR FOR LENGTH OF PENETRATION INTO BEDROCK FOR UPLIFT LOADS = 3.5 KSF- SIDE SHEAR FOR UPPER 5’-0” OF PIER WAS NEGLECTED- MINIMUM DEAD LOAD END BEARING PRESSURE MAINTAINED = 20 KSF- WHERE MINIMUM DEAD LOAD PRESSURES WERE NOT OBTAINED, PIER LENGTHS WERE EXTENDED BEYOND THE MINIMUM PENETRATIONUSING SIDE SHEAR TO COMPENSATE FOR THE DEAD LOAD DEFICIT.

3. FOUNDATION WALLS:3A. EQUIVALENT FLUID PRESSURES USED FOR WALL DESIGN:- “AT REST” CONDITION = 60 PCF- LATERAL PRESSURE DUE TO SURCHARGE = 100 PSF

3B. WALL DESIGN BASED ON ON-SITE OR IMPORTED SILTY TO CLAYEY SAND BACKFILL ADJACENT TO FOUNDATION WALLS. SEE GEOTECHNICAL REPORT FORREQUIREMENTS.

4. SITE RETAINING WALLS:4A. EQUIVALENT FLUID PRESSURES USED FOR WALL DESIGN:- “ACTIVE” CONDITION = 45 PCF- “PASSIVE” CONDITION = 350 PCF- LATERAL PRESSURE DUE TO SURCHARGE = 100 PSF- MAXIMUM FOOTING TOTAL LOAD SOIL BEARING PRESSURE = 2000 PSF- ULTIMATE COEFFICIENT OF FRICTION USED IN DESIGN TO RESIST LATERAL LOADS = 0.40

4B. WALL DESIGN BASED ON ON-SITE SILTY TO CLAYEY SAND BACKFILL ADJACENT TO SITE RETAINING WALLS. SEE GEOTECHNICAL REPORT FOREREQUIREMENTS.

5. VOID FORM:5A. ALL GRADE BEAMS, MATS, FOUNDATION WALLS, PILASTERS AND PIER CAPS SHALL BE CONSTRUCTED OVER A 4 INCH HIGH VOID.BP

003

BP003

1. GENERAL:1A. ALL WORK SHALL CONFORM WITH ACI 301, LATEST EDITION, UNLESS NOTED OTHERWISE INDRAWINGS OR PROJECT SPECIFICATIONS.

1B. DETAIL BARS IN ACCORDANCE WITH THE LATEST EDITIONS OF PUBLICATION SP-66: “ACIDETAILING MANUAL” WITH ADDED REQUIREMENTS OF THE PROJECT SPECIFICATION AND ACI 318:“BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE.”

2. REINFORCING MATERIALS:2A. SEE ‘REINFORCING MATERIALS TABLE’

3. REINFORCING FABRICATION:3A. SPLICES:- NO SPLICING OF REINFORCEMENT PERMITTED EXCEPT AS NOTED ON DRAWINGS. MAKE BARSCONTINUOUS AROUND CORNERS. WHERE PERMITTED, SPLICES MAY BE MADE BY CONTACT LAPSOR MECHANICAL CONNECTORS.- SEE ‘LAP SPLICE SCHEDULE’ FOR LAP LENGTHS.

3B. MISCELLANEOUS REINFORCING REQUIREMENTS:- PROVIDE ADDITIONAL BARS OR STIRRUPS REQUIRED TO SECURE REINFORCING IN PLACEDURING CONCRETE PLACEMENT.- MAKE ALL REINFORCING BAR BENDS IN THE FABRICATOR’S SHOP UNLESS NOTED.- NO WELDING OF REINFORCING PERMITTED UNLESS NOTED ON DRAWINGS. WHEREPERMITTED, PERFORM WELDING IN ACCORDANCE WITH AWS D1.4, LATEST EDITION.- PROVIDE ADDED REINFORCING TO TRIM ALL OPENINGS, NOTCHES, AND REENTRANT CORNERSAS NOTED IN TYPICAL DETAILS.-3C. INCLUDE IN THE BID THE COST FOR THE MATERIAL, FABRICATION AND PLACING OF 1000LINEAR FEET OF #5 REINFORCING BARS AND 500 LINEAR FEET OF #8 REINFORCING BARS. THEREINFORCING WILL BE ADDED TO THE SHOP DRAWINGS AND IN FIELD OBSERVATION REPORTS BYTHE ENGINEER AS “ADDED PER GENERAL NOTES.” AN UP-TO-DATE TOTAL OF LINEAR FEETADDED WILL BE MAINTAINED AND SUBSTANTIATED BY SHOP DRAWINGS AND FIELD OBSERVATIONREPORTS.

4. STRUCTURAL CONCRETE MIX REQUIREMENTS:4A. SEE ‘CONCRETE MIX TABLE’

5. SLABS:5A. VERIFY ALKALINITY OF CONCRETE SURFACE, SLAB VAPOR TRANSMISSION, AND SLABFLATNESS/LEVELNESS ARE COMPATIBLE WITH FLOORING SYSTEM AND ADHESIVES PRIOR TOINSTALLING FLOORING.

5B. TAKE PRECAUTIONS TO MINIMIZE SLAB CURLING. GRIND SLAB OR USE LEVELING COMPOUNDIF FLOOR FLATNESS AND LEVELNESS VALUES ARE NOT ACCEPTABLE TO THE ARCHITECT.

6. NON-SHRINK GROUT:6A. CONFORM TO ASTM C1107, GRADES B, OR C.

6B. ACHIEVE 8000 PSI COMPRESSIVE STRENGTH AT 28 DAYS.

7. PLACING REINFORCEMENT:7A. REINFORCEMENT PROTECTION:- SEE ‘CONCRETE COVER TABLE ON S-300- SEE ACI 318-08 7.5 FOR REINFORCEMENT PLACING TOLERANCES AND ACI 117 FORADDITIONAL REQUIREMENTS

7B. PROVIDE ACCESSORIES NECESSARY TO PROPERLY SUPPORT REINFORCING AND WELDEDWIRE REINFORCING AT POSITIONS SHOWN ON PLANS. ALL REINFORCING, DOWELS, BOLTS, ANDEMBEDDED PLATES SHALL BE SET AND TIED IN PLACE BEFORE THE CONCRETE IS POURED.“STABBING” INTO PREVIOUSLY PLACED CONCRETE IS NOT PERMITTED.

8. CONSTRUCTION/CONTROL JOINTS:8A. SUBMIT DRAWINGS SHOWING CONSTRUCTION AND CONTROL JOINT LOCATIONS ALONG WITHTHE SEQUENCE OF POURS. CONSTRUCTION JOINT LOCATIONS AND CASTING SEQUENCE SHALLBE ARRANGED TO MINIMIZE THE EFFECTS OF ELASTIC AND LONG-TERMSHORTENING/SHRINKAGE.

8B. CONSTRUCTION JOINTS IN SLABS-ON-GRADE AND SLABS ON DECK SHALL BE LOCATED TOACCOMMODATE THE MAXIMUM LENGTH AND AREA THE CONTRACTOR CAN REASONABLY POUR,FINISH, AND JOINT IN THE SAME DAY, BUT SHALL NOT EXCEED 150 FEET WITH A MAXIMUM AREAOF 15,000 SQUARE FEET UNLESS APPROVED BY THE ENGINEER. DO NOT PLACE CONTROL JOINTSIN SLABS ON METAL DECK.

9. MEP AND OTHER OPENINGS AND EMBEDMENTS:9A. PROVIDE SLEEVES AT OPENINGS (SUCH AS THOSE REQUIRED FOR PLUMBING ANDELECTRICAL PENETRATIONS) BEFORE PLACING CONCRETE. REMOVE METAL DECK AT SLEEVESAFTER CONCRETE HAS CURED. DO NOT CUT REINFORCING WHICH MAY CONFLICT. CORING OFCONCRETE IS NOT PERMITTED.

9B. REFER TO TYPICAL DETAILS FOR SPACING LIMITS ON SLEEVES AND FOR REQUIREMENTS FOREMBEDDED CONDUIT AND PIPE. EMBEDDED CONDUIT IS NOT PERMITTED IN SLABS ON METALDECK.

CONCRETE MIX TABLE NOTES:

PROPORTIONS OF MATERIALS IN CONCRETE MIX SHALL BE ESTABLISHED BY CONTRACTORTO: - PROVIDE THE MINIMUM COMPRESSIVE STRENGTH AS INDICATED IN THE MIX TABLE. DO NOTEXCEED THE MAXIMUM WATER-CEMENT RATIO NOTED. - PROVIDE WORKABILITY AND CONSISTENCY TO PERMIT CONCRETE TO BE WORKED READILYINTO FORMS AND AROUND REINFORCEMENT UNDER CONDITIONS OF PLACEMENT TO BEEMPLOYED, WITHOUT SEGREGATION OR EXCESSIVE BLEEDING. CONTRACTOR SHALL SELECTAPPROPRIATE SLUMP. USE ADMIXTURES AS REQUIRED TO OBTAIN DESIRED RESULTS.

USE TYPE I / II PORTLAND CEMENT UNLESS NOTED OTHERWISE. FOR CONCRETE MIXES USEDON FLOORS MINIMUM CEMENTITIOUS CONTENT SHALL BE 540 POUNDS PER CUBIC YARD

FOR CONCRETE PLACED BY PUMPING PROVIDE CONCRETE MIX FLOWABILITY TO FACILITATEPUMPING. ENTRAINED AIR MAY BE USED TO FACILITATE PUMPING SUBJECT TO THEPROVISIONS OF NOTE b BELOW.

a. FOR THE MAXIMUM COARSE AGGREGATE SIZE INDICATED, USE THE FOLLOWINGAGGREGATE SIZE NUMBERS PER ASTM C33:

3/4”: #67 AGGREGATE1”: #57 AGGREGATE

b. WHERE AIR CONTENT IS INDICATED IN THE MIX TABLE, PROVIDE AIR ENTRAININGADMIXTURE. TOTAL AIR CONTENT LIMITS INCLUDE BOTH ENTRAINED AND ENTRAPPED AIR +/-1 1/2%. ‘NP’ IN COLUMN INDICATES ADDITION OF ENTRAINED AIR IS NOT PERMITTED EXCEPTWHERE CONTRACTOR CAN DEMONSTRATE THAT SLABS WITH ENTRAINED AIR WILL HAVE AFINISH ACCEPTABLE TO THE ARCHITECT WITHOUT BLISTERS. AIR CONTENT NOTED IS BASEDON 3/4" AGGREGATE. IF 3/8” AGGREGATE IS USED, INCREASE AIR CONTENT BY 1 1/2%.

c. ABBREVIATIONS FOR OTHER REQUIREMENTS AS FOLLOWS:

MSS = MAXIMUM SHRINKAGE STRAIN LIMITED, RE: SPECS.SVT = CONTRACTOR SHALL PROVIDE CONCRETE WITH REDUCED WATER OR WITH SPECIALADMIXTURES AS REQUIRED IN ORDER TO ACHIEVE THE SLAB VAPOR TRANSMISSIONREQUIRED FOR THE SPECIFIED FLOORING MATERIALSMCI = MAXIMUM CHLORIDE ION LIMITS 0.15 FOR CONCRETE EXPOSED TO CHLORIDES IN USE.DP = PROVIDE 5 1/2" MINIMUM SLUMP. FOR DRILLED PIERS CASED DURING CONSTRUCTIONPROVIDE CONCRETE MIX WITH FLOWABILITY TO PREVENT ARCHING WHEN CASING ISPULLED. ENTRAINED AIR MAY BE USED TO FACILITATE CASING REMOVAL.

1. CONNECTIONS:1A. PROVIDE CONNECTIONS AS SHOWN IN THE ‘STEEL BEAM CONNECTION SCHEDULES’ ANDDETAILS HEREIN. REFER TO SPECIFICATION FOR ALTERNATIVES AND CONNECTIONS NOT SHOWN.

2. WELDING REQUIREMENTS:2A. WELDERS: HAVE IN POSSESSION CURRENT EVIDENCE OF PASSING THE APPROPRIATE A.W.S.QUALIFICATION TESTS.

2B. MINIMUM WELDS: AISC SPECIFICATION, NOT LESS THAN 3/16” FILLET, CONTINUOUS UNLESSOTHERWISE NOTED.

2C. WELD SIZES AND LENGTHS CALLED FOR ON THE DRAWINGS ARE THE NET EFFECTIVEREQUIRED. INCREASE WELD SIZE IF GAPS EXIST AT THE FAYING SURFACE.

2D. WELD SIZES SHALL BE AS SHOWN UNLESS A GREATER SIZE IS REQUIRED BY ANSI/AISC 360-05TABLES J2.3 AND J2.4.

2E. ALL GROOVE WELDS SHALL BE COMPLETE PENETRATION UNLESS NOTED.

2F. FIELD WELDING SYMBOLS INDICATE SUGGESTED CONSTRUCTION PROCEDURES.

3. COMPOSITE GRAVITY FRAMING:3A. COMPOSITE BEAMS ARE DESIGNED ASSUMING STUDS ARE INSTALLED IN THE WEAK POSITION(Rp = 0.6). SEE TYPICAL METAL DECK DETAILS FOR PLACEMENT REQUIREMENTS.

3B. COMPOSITE GIRDERS ARE DESIGNED ASSUMING STUDS ARE WELDED THROUGH THE METALDECK AND/OR METAL DECKING/SHEET STEEL COVERS MORE THAN HALF OF THE TOP FLANGE (Rp =0.75). SEE TYPICAL METAL DECK DETAILS FOR PLACEMENT REQUIREMENTS.

4. CAMBER:4A. FABRICATE BEAMS SUCH THAT ROLLING OR FABRICATION INDUCED CAMBER IS UP AFTERERECTION.

4B. CAMBER SHOWN IS BASED ON THE COMPUTED DEFLECTION OF THE BEAM DUE TOSELFWEIGHT OF CONCRETE PLACED. DESIGN IS BASED ON THE THEORETICAL CONCRETETHICKNESS PLUS 1/2” THICKNESS FOR DECK LEVELING AND 1/2” THICKNESS FOR BEAM LEVELING.INCLUDE QUANTITY OF ADDED CONCRETE DUE TO DECK AND BEAM DEFLECTION IN BID.

4C. VALUE NOTED ON PLAN IS IN-PLACE CAMBER, AFTER ERECTION, PRIOR TO PLACINGCONCRETE. ADJUST FABRICATION AS REQUIRED TO ACHIEVE CAMBER SPECIFIED WITHINTOLERANCES.

5. STRUCTURAL STEEL INSTALLATION:5A. ALL HIGH STRENGTH BOLTS USED IN COLUMN SPLICES, CONNECTIONS OF BEAMS ANDGIRDERS TO COLUMNS, AND WHERE NOTED ON THE DRAWINGS AS TYPE “SC” OR OTHER TYPEFOLLOWED BY “PT”, SHALL BE TENSIONED TO THE VALUES OF TABLE J3.1 OF ANSI/AISC 360-05.OTHER HIGH-STRENGTH BOLTS MAY BE INSTALLED SNUG TIGHT AS DEFINED BY AISC.

6. METAL DECK:6A. SEE ‘METAL DECK SCHEDULE’ FOR MATERIALS, PROFILE, AND CONNECTIONS TO STRUCTURE.

6B. DECK DESIGN IS IN ACCORDANCE WITH STEEL DECK INSTITUTE (SDI) PUBLICATION NO. 31 ANDDIAPHRAGM DESIGN MANUAL, LATEST EDITIONS.

6C. PLACE CONCRETE ON METAL DECK IN ACCORDANCE WITH SDI PUBLICATION NO. 31 TO LIMITCONSTRUCTION LOADS TO ALLOWABLE MAGNITUDES.

6D. REINFORCE OPENINGS IN METAL ROOF DECK AND FLOOR DECK SUPPORTING CONCRETE FILLIN ACCORDANCE WITH TYPICAL DECK OPENING DETAILS.

6E. INSTALL DECK OVER 4 SUPPORTS (3 SPAN CONTINUOUS) UNLESS NOTED OTHERWISE. DO NOTINSTALL DECK AS SINGLE SPAN UNLESS SPECIFICALLY SHOWN ON DRAWINGS.

6F. PROVIDE DECK ATTACHMENTS AS NOTED ON DRAWINGS.

6G. HANGERS: SEE TYPICAL METAL DECK DETAILS FOR ALLOWABLE HANGER LOADS ANDSPACING.

7. STRUCTURAL COLD FORMED METAL FRAMING:7A. COLD FORMED METAL FRAMING IS A PERFORMANCE SPECIFIED ITEM DESIGNED BY THECONTRACTOR. PROVIDE STUD DEPTH INDICATED ON THE DRAWINGS. DO NOT EXCEED MAXIMUMSPACING INDICATED. VARY FLANGE WIDTH, GAGE, YIELD STRENGTH, BRACING, STUD SPACING,ETC. AS REQUIRED TO SATISFY PERFORMANCE CRITERIA IN THE CONTRACT DOCUMENTS. MINIMUMSTUD GAGE SPECIFIED IS REQUIRED FOR ATTACHMENT OF OTHER MATERIALS TO STUDS. DO NOTBASE BIDS ON MINIMUM GAGE OR MAXIMUM SPACING SPECIFIED.

7B. REFER TO DETAILS FOR MINIMUM CONNECTIONS AND OTHER REQUIREMENTS. DEVELOPFORCES NOTED. DO NOT IMPOSE FORCES ON THE BUILDING STRUCTURE IN DIRECTIONS OR ATLOCATIONS OTHER THAN THAT SHOWN ON THE STRUCTURAL DRAWINGS. DO NOT IMPOSE FORCESLARGER THAN SPECIFIED. CONNECTIONS TO CONCRETE SHALL NOT USE PAFs TO RESIST TENSIONLOADS.

Project Number:

Drawn By:

Reviewed By:

Approved By:

Issue Date

AndersonMasonDale Architects, P.C.3198 Speer BoulevardDenver, CO, 80211303-294-9448

Architect

TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422

Civil

Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558

Landscape

Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100

Structural

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Mechanical/Plumbing

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Electrical

Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112

Technology

James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142

Clinical Planning

Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532

Building Performance Engineer

Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900

Cost Estimating

Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505

Owner

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NOTES

2011101.00

The Lane Center forAcademic Health

SciencesUniversity of Colorado at

Colorado Springs

2011101.00

FOUNDATION NOTESGENERAL NOTES

CONCRETE MIX TABLE

CO

NC

MIX

TY

PE

INTENDED USE 28 D

AY

ST

RE

NG

TH

, f'c

(K

SI)

CO

NC

RE

TE

WE

IGH

T

MA

X W

/C R

AT

IO, I

NC

LU

DIN

G F

LY

AS

H

MA

X A

GG

RE

GA

TE

SIZ

E (

IN),

NO

TE

a

TO

TA

L A

IR C

ON

TE

NT

(%

), N

OT

E b

OT

HE

R R

EQ

UIR

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, NO

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c

1 DRILLED PIERS 4 NWC 0.50 1 -- DP

2 GRADE BMS, TIE BMS,MAT SLABS, FND WALLS,WALLS

4 NWC 0.50 3/4 -- --

3 SLAB ON GRADE 3.5 NWC -- 1 NP SVT, MSS

4 SLABS ON METAL DECK 3.5 NWC 0.50 3/4 NP SVT

5 ALL CONC EXPOSED TOWEATHER OR DEICERS:SLABS ON GRADE, SITEWALLS, MECHANICALYARD

5 NWC 0.40 3/4 6 MSS, MCI

REINFORCING MATERIAL TABLE

REINF ELEMENT ASTM Fy (KSI) Fu (KSI) COMMENTS

TYP REINFORCING A615 60 90 --

WELDED & FIELD BENT REINF A706 60 80 --

WELDED WIRE REINFORCING, SMOOTH A185 65 75 --

STEEL MATERIAL TABLE

STEEL ELEMENT ASTM/TYPE Fy (KSI) Fu (KSI) COMMENTS

ANCHOR RODS F1554 GR 55 55 75 WELDABLE, HEAVY HEX HEADED

BOLTS A325 OR F1852 -- 120 BOLTS ARE 3/4"Ø UNO, USETENSION-CONTROLLED WHEREPOSSIBLE

COLD-FORMEDSTUDS/PLATE, 33 AND 43MIL

A1003 33 -- --

COLD-FORMEDSTUDS/PLATE, 54 MIL ANDHEAVIER

A1003 50 -- --

COLD-FORMED TRACK,ALL THICKNESSES

A1003 33 -- --

DAS A496 60 80 --

HAS A108 51 65 STUDS ARE 3/4"Ø UNO

OTHER SHAPES A36 36 58 --

PIPE A53 GR B 35 60 --

PLATES A36 36 58 --

RECT HSS A500 GR B 46 58 --

ROUND HSS A500 GR B 42 58 --

WELDING ELECTRODES,THICKNESS OF THINNERPART > 0.1 INCHES (12 GA)

E70 PER AWS

WELDING ELECTRODES,THICKNESS OF THINNERPART ≤ 0.1 INCHES (12 GA)

E60 OR E70 -- -- PER AWS

WF, WT A992 50 65 --

GAUGE

METAL GAUGE CONVERSION

MINIMUM THICKNESS(MILS*)

22 27

20 33

18 43

54

14 68

12 97

NOTES: * 1 MIL = 1/1000"

16

ANCHOR TYPE

POST-INSTALLED ANCHOR TABLE

PRODUCT

ADHESIVE(IN CONCRETE)

HILTI HY 150 MAX SD (*)

ADHESIVE ANCHOR RODS

SCREW ANCHORS

EXPANSION ANCHORS(IN CONCRETE)

--

HILTI KWIK BOLT TZ

HILTI HUS-EZ

Fy (KSI) COMMENTS

--

36MIN

--

Fu (KSI)

--

58MIN

--

SUBMIT CALCULATIONSFOR SUBSTITUTIONS

-- --

THREADED ROD,UNGREASED

SUBMIT CALCULATIONSFOR SUBSTITUTIONS

SUBMIT CALCULATIONSFOR SUBSTITUTIONS

CONCRETE NOTES

STEEL NOTES

* USE HILTI HIT RE 500 SD FOR EMBEDMENT GREATER THAN 12"

BP003

BP003

DESIGN DEVELOPMENT SEPTEMBER 12, 2012

BP#2 NOVEMBER 16, 2012

BP#3 DECEMBER 21, 2012

RECORD DRAWINGS APRIL 18, 2014

Page 3: * BOTTOM FLANGE CONNECTION PER 20 Solar... · THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED,

STATEMENT OF STRUCTURAL SPECIAL INSPECTIONS AND TESTING

QUALITY ASSURANCE GENERAL NOTES

1. GENERAL:1A. SCOPE OF WORK- THE OWNER WILL ENGAGE A QUALIFIED INSPECTION AND TESTING AGENCY(S) TO PERFORM SPECIALINSPECTIONS AND TESTING FOR ALL STRUCTURAL MEMBERS AND ASSEMBLIES AS NOTED HEREIN.- SPECIAL INSPECTIONS ARE IN ADDITION TO INSPECTIONS BY THE AUTHORITY HAVING JURISDICTION REQUIREDBY IBC 2009 SECTION 110.- REFER TO THE SPECIFICATIONS FOR REPORTING AND PROCEDURAL REQUIREMENTS FOR QUALITY ASSURANCEAND QUALITY CONTROL.- REFER TO ARCH/MECH/ELEC/CIVIL SPECIFICATIONS AND DRAWINGS FOR ADDITIONAL SPECIAL INSPECTION ANDTESTING THAT MAY BE REQUIRED.- SPECIAL INSPECTIONS AND TESTING ARE APPLICABLE TO ALL REVISIONS AND/OR FUTURE WORK ADDED BYAMENDMENTS TO THESE DOCUMENTS.

1B. DEFINITIONS- SPECIAL INSPECTOR: THE AGENCY ENGAGED BY THE OWNER AND APPROVED BY THE AUTHORITY HAVINGJURISDICTION TO ACT AS THE DESIGNATED REPRESENTATIVE TO PERFORM INSPECTIONS.- SPECIAL INSPECTION: INSPECTION PERFORMED BY THE SPECIAL INSPECTOR ACCORDING TO IBC 2009 SECTION1704 TO ENSURE COMPLIANCE WITH APPROVED CONSTRUCTION DOCUMENTS AND REFERENCED STANDARDS.- (P) PERIODIC INSPECTION: THE PART-TIME OR INTERMITTENT OBSERVATION BY THE SPECIAL INSPECTOR OFWORK BEING PERFORMED. SPECIAL INSPECTOR SHALL BE PRESENT IN THE AREA WHERE THE WORK IS BEINGPERFORMED. OBSERVATION OF ALL WORK (100% VISUAL) SHALL BE MADE AT THE COMPLETION OF THE WORK.- (C) CONTINUOUS INSPECTION: THE FULL-TIME OBSERVATION BY THE SPECIAL INSPECTOR OF WORK BEINGPERFORMED. SPECIAL INSPECTOR SHALL BE PRESENT IN THE AREA WHERE THE WORK IS BEING PERFORMED.OBSERVATION OF ALL WORK (100% VISUAL) SHALL BE MADE AT THE COMPLETION OF THE WORK.

1C. DEFICIENCIES IN WORK- CORRECT DEFICIENCIES IN WORK THAT TESTS AND INSPECTIONS INDICATE DO NOT COMPLY WITH THECONTRACT DOCUMENTS AND REFERENCED STANDARDS.- ALL COST OF ADDITIONAL TESTING AND/OR INSPECTIONS FOR CORRECTIVE WORK SHALL BE BORNE BY THECONTRACTOR.

2. SHOP FABRICATIONS:2A. GENERAL- PERFORM INSPECTIONS AND TESTING FOR ALL SHOP FABRICATED STRUCTURAL MEMBERS AND ASSEMBLIES ASNOTED HEREIN. SPECIAL INSPECTOR SHALL PERFORM SPECIAL INSPECTIONS AND TESTING UNLESS THEFABRICATOR IS REGISTERED AND APPROVED BY THE AUTHORITY HAVING JURISDICTION TO PERFORM SUCH WORKWITHOUT SPECIAL INSPECTION OR FABRICATOR HAS A CURRENT ICC-ES EVALUATION REPORT.- SPECIAL INSPECTOR SHALL VERIFY THE FABRICATOR MAINTAINS AND FOLLOWS DETAILED SHOP FABRICATIONAND QUALITY CONTROL PROCEDURES, UNLESS FABRICATOR IS REGISTERED AND APPROVED.- AT THE COMPLETION OF FABRICATION, THE APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OFCOMPLIANCE TO THE AUTHORITY HAVING JURISDICTION ACCORDING TO IBC 2009 SECTION 1704.2.2.- APPROVED FABRICATORS MAY PERFORM TESTING NOTED HEREIN EXCEPT THAT NONDESTRUCTIVE TESTING(NDT) SHALL ONLY BE PERFORMED BY PERSONNEL WITH QUALIFICATIONS THAT MEET OR EXCEED THE CRITERIA OFAWS D1.1 SUBCLAUSE 6.14.6 AND AMERICAN SOCIETY FOR NONDESTRUCTIVE TESTING (ASNT) SNT-TC-1A OR ASNTCP-189.

2B. SHOP FABRICATIONS INCLUDED- SHOP FABRICATED STRUCTURAL STEEL INCLUDING STAIRS AND RAILING ELEMENTS- SHOP FABRICATED COLD FORMED STEEL ELEMENTS

ITEM FREQUENCY STANDARD

REINFORCING STEEL

CRITERIA

- DURING PLACEMENT P VERIFY GRADE, FINISH, SIZE, BAR QUANTITY,LOCATION, SPACING, COVER, HOOK LENGTHS,SPLICE LENGTH, SPLICE LOCATIONS, BENDDIAMETERS, COATING, SURFACE CONDITION,AND SUPPORT.

ACI 318 3.5,7.1-7.7

- WELDING C VERIFY ASTM A706 REINFORCING STEEL.AWS D1.4

- FIELD BENDING P --ACI 301 3.3.2.8

- COATED REINFORCING P --ACI 301 3.2.1.2

BOLTS AND EMBEDMENTS

CONCRETE

- MIX DESIGN EACHTRUCK

VERIFY USE OF APPROVED DESIGN MIXTURE FOREACH TRUCK LOAD

--

- PLACEMENT OF CONCRETE C ACI 318 5.9-5.10

- CURING P ACI 318 5.11-5.13

STRUCTURAL CONCRETE SPECIAL INSPECTIONS

- PRIOR TO PLACEMENT OFCONCRETE

100% VERIFY TYPE, FINISH, DIAMETER, LENGTH,QUANTITY, EMBEDMENT LENGTH, SPACING ANDEDGE DISTANCES. VERIFY USE OF PLACINGTEMPLATE.

--

- WELDING -- INSPECT PER THE STRUCTURAL STEEL TABLE--

- MECHANICAL CONNECTORS C --ICC-ES REPORT

- FORMWORK PRIOR TOPLACEMENT OF CONCRETE

P INSPECT FIRST POUR OF EACH TYPE (GRADEBEAM, MAT, WALLS, SLAB, SLAB-ON-DECK, ETC.)

ACI 318 6.1.1

- PRIOR TO PLACEMENT OFCONCRETE

100%

ITEM FREQUENCY STANDARD

REINFORCING STEEL, BOLTSAND EMBEDMENTS

CRITERIA

- WELDING -- PER STRUCTURAL STEEL TESTING--

CONCRETE

- AIR CONTENT WHEN AIRENTRAINMENT IS SPECIFIED

EACHCOMPOSITE

SAMPLE

--ASTM C231 PRESSUREMETHOD

STRUCTURAL CONCRETE TESTING

- COMPOSITE SAMPLE OBTAIN AT POINT OF PLACEMENT. FOR DRILLEDPIERS OBTAIN NEAR BEGINNING OF LOAD PRIORTO PLACEMENT IN SHAFT. ADJUST FREQUENCYAS REQUIRED TO PROVIDE MINIMUM 5 TOTALTESTS PER MIX BUT NOT MORE THAN ONESAMPLE PER TRUCK LOAD.

ASTM C172

- SLUMP EACHCOMPOSITE

SAMPLE

SPECIFIED SLUMP SHALL BE AS SUMBITTED INTHE MIX DESIGN ± 1 1/2". PERFORM ADDITIONALTESTS WHEN CONCRETE CONSISTENCYAPPEARS TO CHANGE.

ASTM C143

1. f'c < 5000 PSI 100 CY/MIX/DAY

2. DRILLED PIERS EACH SHAFT

- TEMPERATURE EACHCOMPOSITE

SAMPLE AND 60MINUTE

INTERVALS

REQUIRED WHEN AIR TEMPERATURE IS 40 °FAND BELOW OR 80°F AND ABOVE.

ASTM C1064

- COLD WEATHER CURING -- RECORD MAXIMUM AND MINIMUM CONCRETETEMPERATURE DURING CURING PERIOD, WHENDAILY AVERAGE AIR TEMPERATURE OF 40 °F ORBELOW IS EXPECTED FOR 3 SUCCESSIVE DAYSDURING CURING PERIOD.

ASTM C1074

- COMPRESSIVE STRENGTH EACHCOMPOSITE

SAMPLE

TEST ONE CYLINDER SPECIMEN AT 7 DAYS ANDTWO CYLINDER SPECIMENS AT 28 DAYS. IFDESIGN STRENGTH IS NOT ACHIEVED AT 28DAYS, TEST REMAINING CYLINDER AT 56 DAYS.ACCEPTANCE CRITERIA PER ACI 318.

ASTM C31 (6x12SPECIMENS)

AND ASTM C39

STRUCTURAL CONCRETE TESTING NOTES:1. NONDESTRUCTIVE TESTING MAY BE PERMITTED BY THE ARCHITECT, BUT WILL NOT BE USED AS SOLE BASIS FORAPPROVAL OR REJECTION OF DEFICIENT CONCRETE.2. REPORTS OF COMPRESSIVE STRENGTH TESTS SHALL CONTAIN THE FOLLOWING INFORMATION: DATE OF CONCRETEPLACEMENT, LOCATION OF CONCRETE BATCH IN WORK, DESIGN 28-DAY COMPRESSIVE STRENGTH, CONCRETE SUPPLIERAND MIXTURE ID NUMBER, TIME OF BATCH AND PLACEMENT, AMBIENT AIR TEMPERATURE, SITE ADDED WATER ANDADMIXTURES, UNIT WEIGHT, AND AS REQUIRED BY ASTM C39.

MEASURE CONCRETE FLOORFLATNESS (FF) AND FLOORLEVELNESS (FL)

PERFORM MEASUREMENTS WITHIN 48 HOURSOF FINISHING OPERATIONS AND PRIOR TOREMOVAL OF SHORES OR FORMS. MEASUREAREAS INDICATED IN THE SPECIFICATIONS.

ASTM E1155--

ITEM FREQUENCY STANDARD

SUBGRADE

CRITERIA

- EXCAVATION P VERIFY EXCAVATIONS ARE EXTENDED TOTHE PROPER DEPTH AND HAVE REACHEDTHE PROPER BEARING MATERIAL

--

SOILS SPECIAL INSPECTIONS

- BEARING MATERIAL P VERIFY BEARING MATERIAL IS ADEQUATE TOACHIEVE THE DESIGN BEARING CAPACITY

SOILS REPORT

CONTROLLED FILL

- PLACEMENT C VERIFY USE OF PROPER MATERIALS, DENSITIES,COMPACTION, AND LIFT THICKNESSES

--

- PRIOR TO PLACEMENT P VERIFY SUBGRADE HAS BEEN PROPERLYPREPARED

--

SOILS SPECIAL INSPECTION NOTES:1. SEE CIVIL DRAWINGS AND/OR SPECIFICATIONS FOR ADDITIONAL EARTHWORK AND UTILITY INSPECTION REQUIREMENTS.2. SEE CIVIL DRAWINGS AND/OR SPECIFICATIONS FOR CLASSIFICATION AND TESTING REQUIREMENTS FOR COMPACTED FILLAND/OR CONTROLLED LOW-STRENGTH MATERIAL.

ITEM FREQUENCY STANDARD

DURING DRILLING

CRITERIA

- DRILLING OPERATIONS C PROVIDE REPORT FOR EACH DRILLED PIER.--

DRILLED PIER FOUNDATIONS SPECIAL INSPECTIONS

- SHAFT PLACEMENT C VERIFY LOCATION, PLUMBNESS, ANDDIAMETER.

--

- BEARING MATERIAL C VERIFY BEARING MATERIAL IS ADEQUATE TOACHIEVE THE DESIGN BEARING CAPACITY.

SOILS REPORT

CONCRETE AND REINFORCINGSTEEL

-- INSPECT PER THE STRUCTURAL CONCRETESPECIAL INSPECTIONS AND TESTING TABLES.RECORD CONCRETE VOLUMES.

--

- DEPTH OF PENETRATION C VERIFY DEPTH OF PENETRATION INTO BEARINGMATERIAL AND OVERALL LENGTH.

--

ITEM FREQUENCY STANDARD

EXPANSION ANCHORS, SLEEVEANCHORS, SCREW ANCHORS

CRITERIA

- PRIOR TO INSTALLATION OFANCHOR

EACHANCHOR

VERIFY TYPE, DIAMETER, LENGTH, FINISH, ANDBASE MATERIAL. VERIFY MAXIMUM IMPACTWRENCH TORQUE RATING FOR SCREWANCHORS.

ICC-ES REPORT

POST-INSTALLED ANCHORS/REINFORCING STEEL SPECIAL INSPECTIONS

ADHESIVE ANCHORS,REINFORCING STEEL ANCHOREDINTO HARDENED CONCRETE

- DURING INSTALLATION OFANCHOR

C CONTINUOUS INSPECTION REQUIREDREGARDLESS IF PERIODIC INSPECTION ISPERMITTED BY ICC-ES REPORT. VERIFY HOLEDIMENSIONS, HOLE CLEANING, ANCHOREMBEDMENT, EDGE DISTANCES AND SPACING.

ICC-ES REPORT

- AFTER INSTALLATION OFATTACHED ASSEMBLY

100% VISUAL VERIFY NUMBER, EDGE DISTANCES, AND ANCHORFLUSH WITH AND PERPENDICULAR TO THERECEIVING SURFACE.

--

- PRIOR TO INSTALLATION OFANCHOR

EACHANCHOR

VERIFY TYPE, DIAMETER, LENGTH, FINISH, ANDBASE MATERIAL.

ICC-ES REPORT

- DURING INSTALLATION OFANCHOR

C CONTINUOUS INSPECTION REQUIREDREGARDLESS IF PERIODIC INSPECTION ISPERMITTED BY ICC-ES REPORT. VERIFY HOLEDIMENSIONS, HOLE CLEANING, ANCHOREMBEDMENT, EDGE DISTANCES AND SPACING.

ICC-ES REPORT

- AFTER INSTALLATION OFATTACHED ASSEMBLY

100% VISUAL VERIFY NUMBER, EDGE DISTANCES, AND ANCHORFLUSH WITH AND PERPENDICULAR TO THERECEIVING SURFACE.

--

- PRIOR TO START OF WORK -- REVIEW CONTRACTOR'S INSTALLATIONPROCEDURE.

ICC-ES REPORT

- PRIOR TO START OF WORK -- REVIEW CONTRACTOR'S INSTALLATIONPROCEDURE.

ICC-ES REPORT

- CURE TIME 100% VISUAL VERIFY FULL CURE TIME HAS ELAPSED PRIOR TOAPPLICATION OF TORQUE OR LOAD TO ANCHOR.

--

TEST ANCHOR WITH CALIBRATED TORQUEWRENCH TO 100% OF THE INSTALLATIONTORQUE NOTED IN ICC-ES REPORT. ATTAINSPECIFIED TORQUE WITHIN 1/2 TURN OF THENUT.

ITEM FREQUENCY STANDARD

EXPANSION ANCHORS, SLEEVEANCHORS, SCREW ANCHORS

CRITERIA

POST-INSTALLED ANCHORS/REINFORCING STEEL TESTING

- TORQUE TEST 100% --

ADHESIVE ANCHORS,REINFORCING STEEL ANCHOREDINTO HARDENED CONCRETE

TEST THE INSTALLATION OF THE FIRST 3 OF EACHTYPE, BASE MATERIAL, AND POSITION (DOWN,HORIZONTAL, OVERHEAD). OBSERVE ASTM E488MINIMUM EDGE DISTANCES FOR DETERMININGTEST LOCATIONS. SUBMIT PROPOSED TESTLOCATIONS AND REQUESTS FOR REQUIREDTENSION TEST LOAD VALUES TO ENGINEER.

- TENSION TEST FIRST 3 AND 1%OF REMAINING

ASTM E488STATIC TENSION

Project Number:

Drawn By:

Reviewed By:

Approved By:

Issue Date

AndersonMasonDale Architects, P.C.3198 Speer BoulevardDenver, CO, 80211303-294-9448

Architect

TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422

Civil

Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558

Landscape

Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100

Structural

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Mechanical/Plumbing

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Electrical

Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112

Technology

James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142

Clinical Planning

Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532

Building Performance Engineer

Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900

Cost Estimating

Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505

Owner

MM

JO

B #

: 236

16.S

.01

PR

INC

IPA

L: P

DE

OR

: PD

PR

OJE

CT

MA

NA

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R: K

H

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NE

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QUALITY ASSURANCE

2011101.00

The Lane Center forAcademic Health

SciencesUniversity of Colorado at

Colorado Springs

2011101.00

BP#2 NOVEMBER 16, 2012

BP#3 DECEMBER 21, 2012

RECORD DRAWINGS APRIL 18, 2014

Page 4: * BOTTOM FLANGE CONNECTION PER 20 Solar... · THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED,

ITEM FREQUENCY STANDARD

WELDING

CRITERIA/REMARKS

- PARTIAL PENETRATIONGROOVE WELD

100% NOT REQUIRED FOR SHOP WELDSPERFORMED BY AN APPROVED FABRICATOR

ULTRASONIC ORRADIO GRAPHIC

STRUCTURAL STEEL TESTING

100% --ULTRASONIC ORRADIO GRAPHIC

- COMPLETE PENETRATIONGROOVE WELD

1% BEND TEST,100% RING TEST

BEND TEST: PER AWS D1.1 BENT STUD (TORQUETEST FOR THREADED STUDS) ACCEPTANCECRITERIA.RING TEST: STRIKE WITH HAMMER, IF THE STUDRINGS, STUD IS ACCEPTABLE. IF STUD DOES NOTRING, PERFORM AWS D1.1 BEND TEST.

AWS D1.1SECTION 7

- SHEAR CONNECTOR, HEADEDANCHOR STUD (HAS), DEFORMEDANCHOR STUD (DAS), THREADEDSTUDS

- FILLET WELD 10% NOT REQUIRED FOR SHOP WELDSPERFORMED BY AN APPROVED FABRICATOR

ASTM E709MAGNETIC PARTICLE

FRAMING

100% ANY CRACK REGARDLESS OF SIZE OR LOCATIONSHALL CAUSE WELD TO BE REJECTED.

ASTM E709 MAGNETICPARTICLE

- THERMAL CUTTING OF SHAPESAND PLATES EXCEEDING 2INCHES THICK

100% CRITERIA TO BE MET 6 INCHES ABOVE ANDBELOW EACH WELD, OR SHALL BE CAUSEFOR REJECTION.

ASTM A898 (LEVEL 1CRITERIA)

- SHAPES EXCEEDING 1 1/2INCHES THICK SUBJECT TOTHROUGH-THICKNESS WELDSHRINKAGE STRAINS

100% ANY DISCONTINUITY CAUSING A TOTAL LOSSOF BACK REFLECTION THAT CANNOT BECONTAINED WITHIN A CIRCLE 3 INCHES INDIAMETER SHALL BE REJECTED.

ASTM A435- PLATES EXCEEDING 1 1/2INCHES THICK SUBJECT TOTHROUGH-THICKNESS WELDSHRINKAGE STRAINS

STRUCTURAL STEEL TESTING NOTES:1. THE WELDING INSPECTOR SHALL HAVE THE AUTHORITY TO REJECT WELDMENTS. SUCH REJECTION MAY BE BASED ONVISUAL INSPECTION WHERE IN THE INSPECTOR'S OPINION THE WELDMENT WOULD NOT PASS A MORE DETAILED INVESTIGATION.2. IF DEFICIENT WELDS ARE DISCOVERED, THE REMAINING UNINSPECTED WELDS SHALL RECEIVE SUCH ULTRASONIC ORMAGNETIC PARTICLE TESTING AS MAY BE REQUIRED BY THE ARCHITECT AND ENGINEER. ALL COST OF ADDITIONAL TESTINGSHALL BE BORNE BY THE CONTRACTOR.3. REPORTS OF WELD TESTS SHALL CONTAIN THE FOLLOWING INFORMATION: DESCRIPTION OF EACH WELD, IDENTIFYINGMARK OF THE RESPONSIBLE WELDER, CRITIQUE OF DEFECTS NOTED BY VISUAL INSPECTION OR TESTING, STATEMENT OFACCEPTABILITY PER AWS STANDARDS.

- EMBEDDED PLATE ASSEMBLIESWITH PLATES EXCEEDING 3/4INCH

100% ULTRASONIC TEST ALONG CENTERLINE OF PLATE WIDTHAFTER STUD/REBAR SHOP WELDING.

ITEM FREQUENCY STANDARD

PRIOR TO START OF WORK

CRITERIA

- PRIOR TO FABRICATION ORERECTION

-- VERIFY PLATES AND SHAPES CONFORM TOASTM STANDARDS SPECIFIED, REVIEWMANUFACTURER'S CERTIFIED MILL TESTREPORTS OR CERTIFICATE OF COMPLIANCE

--

STRUCTURAL STEEL SPECIAL INSPECTIONS

DURING BOLTING

-- VERIFY BOLT ASSEMBLY CONFORMS TO ASTMSTANDARDS SPECIFIED, REVIEW CERTIFICATE OFCOMPLIANCE, OBSERVE PRE-INSTALLATIONVERIFICATION TESTING OF PRETENSIONEDFASTENER ASSEMBLIES, VERIFY APPROPRIATEFAYING SURFACE CONDITION

AISC 360 /RCSC SPECIFICATION

- PRIOR TO BOLTING

P VERIFY CONNECTED MATERIALS HAVE BEENDRAWN TOGETHER AND PROPERLY SNUGGED.

AISC 360 /RCSC SPECIFICATION

- SNUG-TIGHTENED JOINTS

P AISC 360 /RCSC SPECIFICATION

- PRETENSIONED AND SLIP-CRITICAL JOINTS

C AISC 360 /RCSC SPECIFICATION

- PRETENSIONED AND SLIP-CRITICAL JOINTS USINGCALIBRATED WRENCH OR TURN-OF-NUT METHOD WITHOUTMATCHMARKING

- PRIOR TO WELDING

DURING WELDING

P --AWS D1.1- SINGLE PASSFILLET WELD < 5/16"

C --AWS D1.1- SINGLE PASS FILLET WELD> 5/16" AND MULTIPASSFILLET WELD

C --AWS D1.1- PARTIAL PENETRATIONGROOVE WELD

C --AWS D1.1- COMPLETE PENETRATIONGROOVE WELD

P VERIFY TYPE, SIZE, SPACING, AND LOCATIONSAWS D1.1- SHEAR CONNECTOR, HEADEDANCHOR STUD (HAS) ANDDEFORMED ANCHOR STUD (DAS)

-- VERIFY MATERIALS, PROCEDURES, WELDERQUALIFICATIONS, AND REVIEW CERTIFICATESOF COMPLIANCE

AWS D1.1 /AISC 360

AFTER WELDING

100% VISUAL --AWS D1.1- SINGLE PASSFILLET WELD < 5/16"

100% VISUAL ALSO VERIFY TYPE, SIZE, SPACING, ANDLOCATIONS

AWS D1.1- SHEAR CONNECTOR, HEADEDANCHOR STUD (HAS) ANDDEFORMED ANCHOR STUD (DAS)

- DURING ERECTION P VERIFY INSTALLATION OF BRACING ANDSTIFFENING, MEMBER LOCATIONS, ANDCONNECTIONS. REPORT ANY OBSERVATION OFKINKS, BENDS, OR OTHER DAMAGE.

--

FRAMING

VERIFY PROPER USE OF PRETENSION METHOD,VERIFY CONNECTED MATERIALS HAVE BEENDRAWN TOGETHER AND PROPERLY SNUGGED.

VERIFY PROPER USE OF PRETENSION METHOD,VERIFY CONNECTED MATERIALS HAVE BEENDRAWN TOGETHER AND PROPERLY SNUGGED.VERIFY TIGHTNESS OF NUT FOR 10% OF BOLTS(2 MIN) AT EACH JOINT.

STRUCTURAL STEEL INSPECTION NOTES:1. IN TENSIONED JOINTS, WHEN SPLINES ARE NOT SHEARED OR INDICATOR WASHERS ARE NOT PROPERLY DEFORMED, THETESTING AGENCY SHALL DETERMINE THAT PROPER BOLT TENSION HAS BEEN ACHIEVED BY THE APPLICATION OF APROPERLY CALIBRATED TESTING TORQUE OR THE CONTRACTOR MAY REMOVE AND REPLACE ALL DEFICIENT BOLTS. ALLCOST OF ADDITIONAL INSPECTION SHALL BE BORNE BY THE CONTRACTOR.

ITEM FREQUENCY STANDARD

FRAMING

CRITERIA

- MEMBERS AND CONNECTIONS P VERIFY TYPE, SIZE, LOCATION, SPACING--

- BRIDGING AND BLOCKING P --

- FIELD CUTS AND NOTCHES P NO CUTS OR NOTCHES THROUGH SECTIONFLANGES PERMITTED.

--

STRUCTURAL COLD FORMED STEEL SPECIAL INSPECTIONS

- PUNCHOUTS P VERIFY SPACING REQUIREMENTS FROMBEARINGS AND CONNECTIONS AND REINFORCINGIS USED WHERE REQUIRED

--

- SPLICING P NO SPLICING OF STRUCTURAL MEMBERSPERMITTED UNLESS SPECIFIED ON THECONSTRUCTION DOCUMENTS.

--

VERIFY TYPE, LOCATION, AND ATTACHMENT

WELDED ATTACHMENTS

- PRIOR TO WELDING -- VERIFY FILLER MATERIALS, WELDINGPROCEDURES, WELDER QUALIFICATIONS, ANDMANUFACTURER'S CERTIFICATE OF COMPLIANCE

AWS D1.1/D1.3

- DURING WELDING P

--

AWS D1.3

- CORROSION RESISTANCETREATMENT

P WELDED AREAS ARE TO BE TREATED WITHAPPROVED TREATMENT TO MATCH CORROSIONRESISTANCE OF EFFECTED AREA

--

SCREWED ATTACHMENTS

- FASTENER P VERIFY TYPE, DIAMETER, LENGTH, SPACING ANDEDGE DISTANCES

--

- SCREW PENETRATION P VERIFY MATERIALS HAVE BEEN DRAWNTOGETHER AND SCREWS ARE FULLY DRIVENWITH A MINIMUM PENETRATION OF 3 THREADSTHROUGH THE LAST MATERIAL JOINED.

--

- DAMAGED SCREWS P NO POPPED SCREW HEADS OR STRIPPED SCREWSARE PERMITTED. ALL DAMAGED SCREWS SHALLBE REPLACED.

--

- COLD FORMED STEELASSEMBLIES

P ICC-ES REPORT VERIFY TYPE, NUMBER OF FASTENERS, ANDINSTALLATION IN CONFORMANCE WITH ICC-ESREPORT

- AFTER WELDING 100% VISUAL AWS D1.3

--

POWER-ACTUATED FASTENERS

- PRIOR TO INSTALLATION FIRST OF EACHFASTENER TYPE

AND BASEMATERIAL

VERIFY TYPE, DIAMETER, LENGTH, FINISH, ANDBASE MATERIAL.

ICC-ES REPORT

- DURING INSTALLATION P --ICC-ES REPORT

- AFTER INSTALLATION 100% VISUAL VERIFY MATERIALS HAVE BEEN DRAWNTOGETHER AND FASTENER HEAD STAND-OFFIS ACCEPTABLE (FULLY DRIVEN).

--

ITEM FREQUENCY STANDARD

METAL DECK

CRITERIA

- METAL DECK P VERIFY TYPE, GAGE, AND LOCATION--

- ATTACHMENT P --

- FIELD CUTS AND NOTCHES P VERIFY CUTS OR NOTCHES THROUGH SECTIONARE REPAIRED.

--

STRUCTURAL METAL DECKING SPECIAL INSPECTIONS

VERIFY ATTACHMENT TYPE, SIZE, SPACING,AND EDGE DISTANCES

WELDED ATTACHMENTS

- PRIOR TO WELDING -- VERIFY FILLER MATERIALS, WELDINGPROCEDURES, WELDER QUALIFICATIONS, ANDMANUFACTURER'S CERTIFICATE OF COMPLIANCE

AWS D1.1/D1.3

- DURING WELDING P

VERIFY ALL SPECIFIED WELDS HAVE BEEN MADE.VERIFY SIZE, SPACING AND QUALITY.

AWS D1.3

- CORROSION RESISTANCETREATMENT

P WELDED AREAS ARE TO BE TREATED WITHAPPROVED TREATMENT TO MATCH CORROSIONRESISTANCE OF EFFECTED AREA

--

SCREWED ATTACHMENTS

- FASTENER P VERIFY TYPE, DIAMETER, LENGTH, SPACING ANDEDGE DISTANCES

--

- SCREW PENETRATION P VERIFY MATERIALS HAVE BEEN DRAWNTOGETHER AND SCREWS ARE FULLY DRIVENWITH A MINIMUM PENETRATION OF 3 THREADSTHROUGH THE LAST MATERIAL JOINED.

--

- DAMAGED SCREWS P NO POPPED SCREW HEADS OR STRIPPED SCREWSARE PERMITTED. ALL DAMAGED SCREWS SHALLBE REPLACED.

--

- AFTER WELDING 100% VISUAL AWS D1.3

--

123456789

A

B

C

D

E

3.94.95.96.9 2.6

D1

D2

D4

D4

D3

D3D4

D1

D5TYP AT PARAPETS

B.4

1.9 1.5

D.1

2.4

A.6

C.6

C.3

C.1

B.8

B.5

B.2B.1

DRIFT P W S

D1 94 PSF 17'-3" 22 PSF

P

W

S

D2 69 PSF 11'-4" 22 PSF

D3 82 PSF 14'-6" 22 PSF

D4 50 PSF 6'-9" 22 PSF

D5 39 PSF 8'-0" 22 PSF

FACE OF BUILDINGWHERE DRIFT WIDTH EXCEEDSROOF WIDTH, DRIFT ISTRUNCATED AT EDGE OF ROOF

Project Number:

Drawn By:

Reviewed By:

Approved By:

Issue Date

AndersonMasonDale Architects, P.C.3198 Speer BoulevardDenver, CO, 80211303-294-9448

Architect

TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422

Civil

Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558

Landscape

Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100

Structural

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Mechanical/Plumbing

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Electrical

Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112

Technology

James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142

Clinical Planning

Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532

Building Performance Engineer

Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900

Cost Estimating

Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505

Owner

MM

JO

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: 236

16.S

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S-004

QUALITY ASSURANCE

2011101.00

The Lane Center forAcademic Health

SciencesUniversity of Colorado at

Colorado Springs

2011101.00

DRIFTED SNOW LOAD DIAGRAM

BP003

BP#2 NOVEMBER 16, 2012

BP#3 DECEMBER 21, 2012

RECORD DRAWINGS APRIL 18, 2014

Page 5: * BOTTOM FLANGE CONNECTION PER 20 Solar... · THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED,

123456789

A

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1'-11" 9'-9" 27'-0" 4'-0" 23'-0" 2'-8" 24'-4" 1'-4" 25'-8" 3'-8" 23'-4" 10'-6" 16'-4" 3'-2" 13'-4" 13'-8"

2'-0

"21

'-0"

29'-1

"29

'-7"

2'-6

"13

'-7"

3.9

S-310

6 TYP DRILLEDPIER

2'-9

"1'

-1"

2'-8

"

S-314

2

1'-8

"

1'-2" 12'-5" 7 1/2" 2'-2"2'-2"

2'-6

"

4'-1

0"8'

-11"

1'-8

"

2

S-313

TYPICALAT BRICK LEDGE

2

S-313

GR BM ATSTOREFRONT

2'-6

"11

'-2"

2

S-311

SOG5A

S-314

2

8"10

"

5

S-313

1'-0" 3"

1'-8" 3"

DP30A-18'

PD-1

99'-0"

DP30A-18'

PD-1

99'-0"

DP30A-18'

PD-1

99'-0"

DP30A-18'

PD-1

99'-0"

DP30A-18'

PD-1

99'-0"

DP24A-14'

PD-2

96'-4"

DP24A-14'

PD-2

96'-4"

DP24A-14'

PD-2

96'-4"

DP24A-14'

PD-2

96'-4"

DP24A-14'

PD-2

96'-4"

DP30A-8'

PD-1

99'-0"

DP30A-8'

PD-1

99'-0"

DP30A-12'

PD-1

99'-0"

DP30A-8'

PD-1

99'-0"

9"1'

-8"

DP30A-8'

PD-1

99'-0"

DP30A-8'

PD-1

99'-0"

S-220

1

DP30A-12'

PD-1

99'-0"

DP30A-18'

PD-1

99'-0"

DP48A-14'

PD-3A

99'-0"

DP48A-14'

PD-3A

99'-0"

DP48A-14'

PD-3B

99'-0"

DP48A-14'

PD-3B

99'-0"

S-221 1

FW1

FW1

FW

2

FW1

FW

2

FW

1

DP48B-14'

PD-3A

99'-0"

DP48B-14'

PD-3B

99'-0"

DP48A-14'

PD-3A

99'-0"

DP48A-14'

PD-3B

99'-0"

4.95.96.9

T/BL = 99'-4"

T/BL = 99'-4"

11

S-314

11

S-314

10

S-314

8'-0"

DP24A-14'

PD-2

96'-4"DP24A-10'

PD-2

96'-4"

1'-8" 4"

10

S-314

6"8"9"

8"8"8"

10

S-314

T/BL = 99'-4"

TYP AT GRID D BL

2'-6

"

4'-1

0"

DP24A-8'

PD-2

96'-4"

DP30A-18'

PD-1

99'-0"

DP24A-16'

PD-2

96'-4"

DP30A-10'

PD-1

99'-0"

S-210

3

2" SOUTH OF GRID1'-8"

2.6

1'-0

"1'

-0"

10'-9

"21

'-7"

5"11

"

WP5'-2 1/2"

7'-0

"

DP48B-14'

PD-3A

99'-0"

DP48B-14'

PD-6

91'-0"

DP48B-14'

PD-6

91'-0"DP48B-14'

PD-6

91'-0"

DP48B-14'

PD-6

91'-0"

B/ WALL STEP

1

S-310

12 TYP DRILLEDPIER DOWELS

S-315

15 TYP BASEPLATE

S-313

8 TYP GR BMCONST JT

7'-0" 17'-8" 2'-4" 6'-8" 18'-0" 2'-4" 6'-8" 18'-0" 2'-4" 6'-8" 18'-0" 2'-4" 6'-8" 18'-0" 2'-4" 6'-8" 18'-0" 2'-2"

DP54-14'

PD-3A

99'-0"

DP54-14'

PD-3A

99'-0"

DP54-14'

PD-3A

99'-0"

DP54-14'

PD-3A

99'-0"

18'-10 7/8"

5'-11"1'-10 1/2"

1'-2 1/2"

8"

14'-2"

1'-10"

2'-4"

1'-0"

9'-10"

2'-3"

9'-8"

2'-3"

1'-1

1"2'

-3"

11"

FW

1

1'-1"

2"1'

-0"

9'-7

"1'

-0"

SEEFOR FND MAT ANDDP DETAILS

/4 S-210

1'-8"

2'-9

"

1'-1

"

11"11" 11"11"

11"11"

T/BL = 103'-4"

T/BL = 99'-4"

T/BL = 99'-4"

S-312

7

6

S-312

4

S-312

2

S-312

3'-7

"1'

-1"

EQ

, TY

P U

NO

EQ

TY

P, U

NO

S-312

9

1'-1" 7"

6'-0" 5'-6"

2'-10"

7'-7" 2'-0"

CL

OF

DP

22'-3

"

CONTRACTOR NOTEDRILLED PIERS NOTALIGNED IN E-WDIRECTION

DP48B-16'

PD-3B

96'-4"

DP48B-16'

PD-3B

96'-4"

DP48B-16'

PD-4B

96'-4"

16

S-313

TYP ATCOLUMNS

T/CAP = 99'-0"

TYP, UNO

T/CAP 95'-0"

FW

1FW

1

FW1

FW

1

S-320

6

S-320

6

1'-0" 12'-6" 8 1/2" 1'-8"

7'-4

"2'

-2"

S-311

19

S-2131

15

S-312

14

S-312

2'-6

"4'

-10"

3'-9

"

11"1'-2 1/2"2'-1 1/2"

S-312

12

DP48A-14'

PD-3A

99'-0"

(2) THUS

DP36A-10'

PD-4B

96'-4"

(2) THUS

FW3

FW2

2'-3"1'-3"

S-312

11

1'-0"1'-0"

1'-8

"4" 1'-0

"

S-312

10

DP48A-14'

PD-3B

99'-0"

DP48A-14'

PD-3A

99'-0"

DP48B-14'

PD-5

99'-0"

FW4

DP48A-14'

PD-3A

99'-0"

12" SOG ATSTAIR POSTSPER

2

2

18

S-311

SIM

18

S-311

B.4

1'-2" PIER CL

10"

2"

9'-9

"

SEE COL SCHED ONS-200 FOR COL SIZES

DP48A-14'

PD-3A

99'-0"

HSS8x4x1/2 TYP AT CW,SEE DTL FOR BASE PL

S-313

19

DP30A-10'

PD-5

99'-0"1'-0"

1'-0

"1'

-0"

1'-6"1'-6" TYP

1'-6

" T

YP

1'-6"BP003

6'-3

"

S-220

2

S-2212

BP003

S-201

1 VESTIBULEFOUNDATION

1.9 1.5

D.1

2.4

20°

1'-4" DP CL

1'-2"

10

S-314

SOG5A

10

S-314

STEEL STAIR BYCONTRACTOR. SEE ARCHFOR STRINGER REQTS

S-314

11 SIM

PIER DWLSIN N-S WALL

1'-0"

1'-0

"

DP48B-16'

PD-3B

96'-4"

5" PIER CL

6" P

IER

CL

B/ WALLSTEP

B/WALL STEP

12'-0"

10"

1'-1

"2'

-3"

1'-0"

S-312

10SIM

S-312

11 SIM

S-314

8 TYP FND WALLCONST JT

SOG4A

100'-0"

FW

2

8

S-312

S-314

14

C.6

C.3

C.1

B.8

B.5

B.2

B.1

1'-2"1'-2"

12

S-314 TYP

HSS 5x5x1/4 DOOR POSTSEE ARCH FOR LOCBASE PLATE:

ADD005

ADD005

ADD005

ADD005

ADD005

S-315

12ADD005

RFC 016RFC 018

7

S-316

TYPGRID E

RFC 047

FW1RFC 049

9

S-316

(2) LOCS

ASI027

Project Number:

Drawn By:

Reviewed By:

Approved By:

Issue Date

AndersonMasonDale Architects, P.C.3198 Speer BoulevardDenver, CO, 80211303-294-9448

Architect

TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422

Civil

Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558

Landscape

Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100

Structural

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Mechanical/Plumbing

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Electrical

Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112

Technology

James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142

Clinical Planning

Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532

Building Performance Engineer

Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900

Cost Estimating

Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505

Owner

MM

JO

B #

: 236

16.S

.01

PR

INC

IPA

L: P

DE

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: PD

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OJE

CT

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S-101

FIRST LEVEL FLOOR PLAN

2011101.00

The Lane Center forAcademic Health

SciencesUniversity of Colorado at

Colorado Springs

2011101.00

4' 16'2' 8' 1/8" = 1'-0"

FIRST LEVEL FLOOR PLANTRUE NORTH

FOUNDATION NOTES

1. SEE S0 SERIES SHEETS FOR GENERAL NOTES, SYMBOLS ANDABBREVIATIONS.

2. SEE S3 SERIES SHEETS FOR TYPICAL CONCRETE DETAILS.

3. SEE S-314 FOR TYPICAL SLAB-ON-GRADE DETAILS.

4. SEE ARCHITECTURAL DRAWINGS FOR VAPOR RETARDER LOCATIONS.CONTRACTOR SHALL INSTALL VAPOR RETARDER PER RECOMMENDATIONS OFPCA AND ACI 302.1R-04.

5. SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR SLAB SLOPES,DEPRESSIONS, FILL, PADS, AND CURBS NOT SHOWN ON THE STRUCTURALDRAWINGS.

6. SEE S-310 FOR TYPICAL DRILLED PIER DETAILS.

7. SEE S-311&S-312 FOR TYPICAL FOUNDATION WALL DETAILS.

8. SEE S-200 FOR COLUMN SCHEDULE.

9. SEE S-311 FOR FOUNDATION WALL SCHEDULE FOR FOUNDATION WALLSNOTED THUS: "FWX"

KEYNOTE LEGEND

1 INDICATES AREA THAT SHALL BE OVER-EXCAVATED TO9'-0" MINIMUM BELOW THE BOTTOM OF THE SLAB-ON-GRADE. 9'-0" OVER-EXCAVATION SHALL EXTEND TO THEOUTSIDE FACE OF THE FOUNDATION WALL/GRADEBEAM. BACKFILL OVER-EXCAVATION BELOW SLAB-ON-GRADE WITH DENSELY COMPACTED GRANULAR FILL.SEE EARTHWORK SPEC.

2 STAIR FRAMING BY MTL STAIR MANUF. SIZE POSTSAND BASE PLATES TO FIT IN STUD WALL. BRACE STAIRAS REQUIRED. BRACING, POSTS AND BASE PLATESSHALL FIT WITHIN STUDWALLS, SEE ARCH. DO NOTCONNECT TO FND WALL. PROVIDE STRINGER W/FLANGE WIDTH SUFFICIENT FOR HANDRAILCONNECTION SHOWN BY ARCHITECT.

BP003

BP003

BP003

BP003

BP003

BP003

BP003

BP003

BP003

DESIGN DEVELOPMENT SEPTEMBER 12, 2012

SITE / UTILITIES OCTOBER 29, 2012

BP#2 NOVEMBER 16, 2012

BP#3 DECEMBER 21, 2012

ADDENDUM 005 JANUARY 25, 2013

ASI 027 JUNE 13, 2013

RECORD DRAWINGS APRIL 18, 2014

Page 6: * BOTTOM FLANGE CONNECTION PER 20 Solar... · THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED,

123456789

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9'-9" 27'-0" 4'-0" 23'-0" 2'-8" 24'-4" 1'-4" 25'-8" 3'-8" 23'-4" 10'-6" 16'-4" 3'-2" 13'-4" 13'-8"

21'-0

"29

'-1"

29'-7

"16

'-1"

2VLI3.5A

3.9

SOG10A

116'-0"

SOG5.5

116'-0"

116'-0"

S-530

10

42k W21x44 [30] 42k 40k W21x44 [24] 40k 40k W21x44 [24] 40k 40k W21x44 [24] 40k 40k W21x44 [24] 40k

40k W24x55 [12,9,12] 40k

22k

W16

x31

[16]

c=3

/4"

22k

28k

W16

x31

[16]

c=3

/4"

28k

28k

W16

x31

[16]

c=3

/4"

28k

28k

W16

x31

[16]

c=3

/4"

28k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W21

x44

[30]

26k

26k

W21

x44

[30]

26k

42k W21x50 [30] 42k

14k

W12

x19

[10]

14k

18k

W12

x19

[10]

18k

18k

W12

x19

[10]

18k

18k

W12

x19

[10]

18k

16k

W12

x19

[10]

16k

16k

W12

x19

[10]

16k

40k

W24

x55

[22]

54k

W16x26 [6] W16x26 [6]

16k

W12

x19

[10]

16k

48k

W24

x55

[22]

68k

16k

W12

x19

[12]

16k

16k

W12

x19

[10]

16k

18k

W12

x26

[18]

22k

16k

W12

x19

[12]

16k

42k W21x50 [30] 42k 42k W21x50 [30] 42k

12k

W12

x19

[10]

12k

14k

W12

x19

[10]

14k

14k

W12

x19

[10]

14k

14k

W12

x19

[10]

14k

14k

W12

x19

[10]

14k

14k

W12

x19

[10]

14k

16k

W12

x19

[10]

16k

16k

W12

x19

[10]

16k

14k

W12

x19

[10]

14k

14k

W12

x19

[10]

14k

14k

W12

x19

[10]

14k

14k

W12

x19

[10]

14k

14k

W12

x19

[10]

14k

14k

W12

x19

[10]

14k

14k

W12

x19

[10]

14k

14k

W12

x19

[10]

14k

14k

W12

x19

[10]

14k

14k

W12

x19

[10]

14k

26k W24x55 [13,6,13] 26k 26k W24x55 [13,6,13] 26k28k W24x55 [17,6,17] 28k 26k W24x55 [13,6,13] 26k 26k W24x55 [13,6,13] 26k 26k W24x55 [13,6,13] 26k

10k

W18x35 [8]

12k

W16x26 [8]

12k

W18

x35

[10]

12k

20k

W24

x55

[30]

20k

44k W21x50 [30] 44k14k W16x26 [8]

S-314

9

18

S-311

2

S-313

GRADE BEAM ATCURTAINWALL

1'-4

"10

"7

1/4"

OPEN

S-220

1

S-221 1

8"

8"

T/BL = 115'-4"

4.95.96.9

T/BL = 115'-4"

2'-8

"8'

-4"

5'-1

0" T/BL = 107'-4"

T/BL = 110'-8"

DP30A-12'

PD-2

112'-0"

16k

W16

x31

[16]

16k

44k 48kW21x50 [36]

HSS6x6x3/8

10k

W12

x19

[10]

10k

W16x26 [4]

W16x26 [4]

W12x19 [6]

10k

W12

x19

[10]

10k

6kW

18x3

56kW12x19 [6]

HSS6x6x3/8

16k

W12

x19

[12]

16k

8k W12x26 [10] 10k

26k

W18

x35

[26]

26k

16k

W12

x19

[10]

16k

18k

W21

x44

[16]

44k

36k

W18

x35

[18]

18k

14k

W12

x19

[20]

14k

14k

W12

x19

[20]

14k

42k W24x55 [12,9,12] 42k

14k

W16

x31

[16]

14k

16k

W12

x19

[12]

16k

14k

W18

x35

[10]

14k

22k W18x35 [20] 26k

W12

x26

[6]

6k

5

S-313

5

S-313

10

S-313

10

S-313

6k

6k

6k

6k

2'-0

"

2'-0" 1'-10"

1'-0" 8"

8"1'

-0"

15'-3"

2'-4

"

3" B

P C

L

HSS4x4x1/4BP-1

2.6

6k 6k

3

S-501

3

S-50112'-0

"

12'-0

"

TOC= 108'-11"

TOC= 102'-0"

WP5'-2 1/2"

7'-0

"

1

1

1

16

S-315

TYP

16

S-311

15

S-311

T/ WALL = 109'-4"

T/ WALL = 109'-4"

T/ WALL = 109'-4"

T/ WALL = 109'-4"

T/CAP = 115'-0"

DP30A-12'

PD-1

114'-6"

5'-4"

W18

x35

[18]

~ ~

(2)#5 TYP ATPERIMETER OF SLAB.EXTEND 5'-0" PAST RE-ENTRANT CORNERS

S-2131

USE W27EMBEDANDANGLE

6'-5

" 8"1'-0

"1'

-0"

8"1'-0"3"

8 1/2"1'-0"

1'-0"3"

T/BL = 115'-4"

2

S-313

AT STOREFRONT

13

S-314

13

S-314

T/ PILASTER = 115'-0"

1'-5

"2'

-2"

2'-0"

S-312

16

14

S-312

HSS8x4x1/2 AT CW,(6) THUS FOR BASEPL SEEAND

BP003

W21x44 [26]

W12

x19

[6]

W12

x26

[16] W12x19 [3]

W12x26 [10]

W12

x19

[6]

26k

6k

14k

10k

32k

6k

8k8k

8k

8k

8kW

12x1

9 [1

0]8k

6k W12

x19

[6]6k

1'-10"

10"

10"

11'-7

"

EQ EQ EQ

1'-6"

10

S-540

11'-6"

10k

BP003

BP003

S-220

2

S-2212

BP003

10

S-313

BP#3

1'-8"

7"

1" SOUTH

COL CL, (3) LOCSAT GRID 2

OF GRID

17

S-531

20

S-531

17

S-312

T/BL = 107'-4"

HS

S5x3x1/2

HS

S5x3x1/2

HS

S5x3x1/2

HS

S5x3x1/2

HSS5x3x1/2

HSS5x3x1/2

S-502

11 TYP ATSOUTH CW

S-502

12

114'-8"TYP T/ GIRTELEVATION =/14 S-312

/15 S-312

S-201

2 VESTIBULEROOF

1.9 1.5

D.1

2.4

20°

10'-7

"1'

-2"

8"

18

S-501

A.6

W12x19 [8]

6k6k

S-201

3

4

S-540

TYP

W21

x44

[12]

W21x44 [8]

W21x44 [8]

12k

12k 6k

12k

12k

6k

1'-7

"

**

**

* * * * * * * * * * * * * * **

*

T/ CAP = 115'-0"

SIM

HS

S5x3x1/2

6k2'-0

"10

'-2"

~ ~

CONT TYPREINF TOGRID 2

(2)#7 CTRIN SLABGRID A-E~

~

T/WALL = 116'-0"

T/WALL = 114'-6"

8"8"

8"8"

S-314

9

T/WALL = 114'-6"

TYP AT COUNTERFORTS

T/ BL = 115'-4"

T/WALL = 114'-6"

B/GR BM = 112'-4"

7

S-311

C.6

C.3

C.1

B.8

B.5

B.2

B.1

5'-4 3/4"

6'-2"

9'-10"

9'-0"

9'-0"

9'-0"

18'-10 7/8"

2'-3"

2'-3"

5

S-316

HSS8x3x1/4

KICKERPER /10 S-503

AESS( 116' - 0" )

8 1/2"

1'-5

1/2

"

2'-3" TYPADD005

SIM

10

S-313

SIMADD005

16

S-311

ADD005

ADD005

18

S-503

ADD005

ADD006

ADD006

T/PILASTER = 115'-6 1/2" (4) LOCSASI001

TYPE 304 STAINLESS STEELANCHOR RODS. (9) LOCS ATGRID A.6&B.

TYP 304 STAINLESS STEELANCHOR RODS. (4) LOCS ATGRID 2.4.

ASI008

ASI008

RFC 039

RFC 039

RFC 045

S-313

16

19

S-503

A

A

A

A AT (4) LOCS MARKED"A" COORD LOC W/PARTITION SUPPLIER

B

BB

B

B

AT (5) LOCS MARKED"B" COORD LOC W/PARTITION SUPPLIER

CHANNEL TO ALIGNWITH PARITION. COORDLOC WITH SUPPLIER

0".

RFC 062

14

S-531 ASI020

18

S-315

RFC 136

RFC 054

RFC 083

RFC 024

RFC 035&046RFC 040

RFC 032

RFC 081

Project Number:

Drawn By:

Reviewed By:

Approved By:

Issue Date

AndersonMasonDale Architects, P.C.3198 Speer BoulevardDenver, CO, 80211303-294-9448

Architect

TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422

Civil

Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558

Landscape

Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100

Structural

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Mechanical/Plumbing

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Electrical

Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112

Technology

James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142

Clinical Planning

Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532

Building Performance Engineer

Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900

Cost Estimating

Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505

Owner

MM

JO

B #

: 236

16.S

.01

PR

INC

IPA

L: P

DE

OR

: PD

PR

OJE

CT

MA

NA

GE

R: K

H

DE

SIG

NE

RS

: K

H/A

MD

AT

E P

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TE

D:

KH/AM

KH

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4/1

8/2

014 9

:09:2

9 A

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:\P

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S-102

SECOND LEVEL FLOOR PLAN

2011101.00

The Lane Center forAcademic Health

SciencesUniversity of Colorado at

Colorado Springs

2011101.00

4' 16'2' 8' 1/8" = 1'-0"

SECOND LEVEL FLOOR PLANTRUE NORTH

STEEL FLOOR FRAMING PLAN NOTES1. SEE S0 SERIES SHEETS FOR GENERAL NOTES, SYMBOLS ANDABBREVIATIONS.

2. SEE S5 SERIES SHEETS FOR TYPICAL STEEL DETAILS.

3. SEE S200 FOR STEEL COLUMN SCHEDULE.

4. SEE S-530 FOR TYPICAL METAL DECK DETAILS AND SCHEDULE.

5. SEE S-500A &S-500B FOR TYPICAL STEEL CONNECTION DETAILS ANDSCHEDULE

6. SPACE BEAMS EQUALLY BETWEEN GRID LINES UNLESS DIMENSIONEDOTHERWISE.

7. TOP OF BEAM ELEVATION = BOTTOM OF METAL DECK UNLESS NOTEDOTHERWISE ON PLAN.

8. SEE 17/S-530 FOR REQUIREMENTS AT MECHANICAL AND ELECTRICALEQUIPMENT.

KEYNOTE LEGEND

1 INDICATES AREA THAT SHALL BE OVER-EXCAVATED TO9'-0" MINIMUM BELOW THE BOTTOM OF THE SLAB-ON-GRADE. 9'-0" OVER-EXCAVATION SHALL EXTEND TO THEOUTSIDE FACE OF THE FOUNDATION WALL/GRADEBEAM. BACKFILL OVER-EXCAVATION BELOW SLAB-ON-GRADE WITH DENSELY COMPACTED GRANULAR FILL.SEE EARTHWORK SPEC.

DESIGN DEVELOPMENT SEPTEMBER 12, 2012

SITE / UTILITIES OCTOBER 29, 2012

BP#2 NOVEMBER 16, 2012

BP#3 DECEMBER 21, 2012

ADDENDUM 005 JANUARY 25, 2013

ADDENDUM 006 FEBRUARY 8, 2013

ASI 001 FEBRUARY 19, 2013

ASI 008 MARCH 7, 2013

ASI 020 MAY 20, 2013

RECORD DRAWINGS APRIL 18, 2014

Page 7: * BOTTOM FLANGE CONNECTION PER 20 Solar... · THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED,

123456789

A

B

C

D

E

21'-0

"29

'-1"

29'-7

"16

'-1"

3.9

2VLI3.5A

130'-8"

OPEN

OPEN

S-220

1

S-221 1

7"

7"

8"

8"

4.95.96.9

9'-9" 27'-0" 4'-0" 23'-0" 2'-8" 24'-4" 1'-4" 25'-8" 3'-8" 23'-4" 10'-6" 16'-4" 3'-2" 13'-4" 13'-8"

26k W24x55 [13,6,13] 26k 26k W24x55 [13,6,13] 26k26k W24x55 [13,6,13] 26k 26k W24x55 [13,6,13] 26k 26k W24x55 [13,6,13] 26k 26k W24x55 [13,6,13] 26k

40k W21x44 [24] 40k 40k W21x44 [24] 40k 40k W21x44 [24] 40k 40k W21x44 [24] 40k 40k W21x44 [24] 40k 40k W21x44 [24] 40k

12k

W12

x19

[10]

12k

14k

W12

x19

[10]

14k

14k

W12

x19

[10]

14k

14k

W12

x19

[10]

14k

14k

W12

x19

[10]

14k

14k

W12

x19

[10]

14k

14k

W18

x35

[10]

14k

14k

W12

x19

[10]

14k

14k

W12

x19

[10]

14k

14k

W12

x19

[10]

14k

14k

W12

x19

[10]

14k

14k

W12

x19

[10]

14k

14k

W12

x19

[10]

14k

14k

W12

x19

[10]

14k

14k

W12

x19

[10]

14k

14k

W12

x19

[10]

14k

14k

W12

x19

[10]

14k

14k

W12

x19

[10]

14k

14k

W12

x19

[10]

14k

42k W21x50 [26] 42k 48k W24x55 [26] 48k 42k W21x50 [26] 42k 42k W21x50 [26] 42k 60k W24x55 [32] 48k 42k W21x50 [26] 42k

20k

W16

x31

[16]

c=3

/4"

20k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

14k

W16

x31

[16]

14k

8k

W18x35 [8]

12k

W12x19 [8]

12k

W12x19 [8]

12k

W18

x35

[10]

12k

20k

W24

x55

[30]

20k

14k

W12

x19

[10]

14k

14k

W12

x19

[10]

14k

14k

W12

x19

[10]

14k

22k

W18

x35

[28]

26k

14k

W12

x19

[12]

14k

16k

W12

x19

[12]

16k

8kW

24x5

5 [1

2]

16k

W12

x19

[12]

16k

16k

W24

x62

[12]

16k

W12

x19

[10]

16k

16k

W12

x19

[10]

16k

12k

W12

x19

[10]

12k

18k W21x44 [32] 18k

14k

W18

x35

[10]

14k

16k

W12

x19

[10]

16k

10k W12x26 [14] 6k

22k

W24

x55

[12,

0]30

k

14k

W12

x19

[10]

14k

W12

x26

[4]

6k

14k

W12

x19

[10]

14k

8k W16x26 [14] 8k

10k W12x26 [8]

6kW12

x19

[6]

6k

12k W14x2212k

W12x26 [10] 6k

W12x19 [8]

18k

W16

x26

[10]

34k

28k

36k

32k W21x44 [24] 36k

16k

W12

x19

[10]

16k

14k

W12

x19

[12]

14k

W16x26 [8]

6k

14k

W12

x19

[10]

14k

24k

W18

x35

[26]

24k

10k

W12

x19

[10]

10k

14k

W14

x22

[16]

14k

8kW

12x1

9 [1

0]8k

20k W24x55 [48] 24k

6k

W16x26 [8]

W16x26 [4]6k

W16x26 [4]6k

W12x19 [4]6k

W12x19 [6]6k

HSS10x8x1/4

2.6

20k

W14x22 [14] 16k

6k

WP5'-2 1/2"

7'-0

"

2VLI

3.5A

W18

x35

[18]

HS

S6x

6x1/

4

TYP ATSTRUT #5@12"OC SLAB

DWLS THIS LOC

~ ~

(2)#5 TYP ATPERIMETER OF SLAB.EXTEND 5'-0" PAST RE-ENTRANT CORNER

16

S-315

TYP

FO

WA

LL

4'-6

" P

AS

T

(2)#5 CTR IN SLAB

18k W18x35 [22] 18k

18k W18x40 [22] 24k

26k

W21

x50

[24]

26k

16k W14x22 [12] 16k

16k W14x22 [12] 16k

8kW

12x1

9 [1

2]10

k

8kW

12x1

9 [1

2]8k

24k

W14

x22

[22]

22k

S-316

1

10k

BP003

BP003

W12x19 [8]6k6k

EQ

EQ

EQ

8"

8'-2

"10

"1'

-7"

11'-3

"

11'-7

"

10"

DECKDIRECTIONCHANGE

10k

S-220

2

S-2212

1'-8"

7"

W18

x35

[30]

6k W12x26 10k

6k

W18x35

10kW

12x1

9 [6

] 10k

10kW12x26 [10]10k

5"

1'-10"

GIRT CL1" SOUTH TO

20

S-531

HSS8x4x1/2HSS8x4x1/2 HSS8x4x1/2

( 129'-3 1/2" ) ( 129'-3 1/2" )( 129'-3 1/2" )9

S-502

HS

S5x3x1/2

HS

S5x3x1/2

HS

S5x3x1/2

HS

S5x3x1/2

HSS5x3x1/2

HSS5x3x1/2

HS

S5x3x1/2

S-502

10

S-502

11 TYP ATSOUTH CW

TYP ATEAST CW

S-502

12

TYPE A

129'-4"TYP T/ GIRTELEVATION =

1.9 1.5

D.1

2'-1

0 1/

4"

5"

S-502

15S-502

8

HSS8x6x3/8

( 129' - 6 1/2" )

2.4

20°

A.6

8" 2'-10"

S-213

2

10"

5 1/

2"

6'-3

"

HSS12x4x5/16SEE ARCHFOR ELEV

S-201

4

4

S-540

TYP

4

S-540

TYP

6'-5

"

8"

6"17

'-10

1/2"

3 3/

4"

W12x19 [3]

6k

7

S-501

7

S-501

7'-0"

4'-1"

BP003

**

**

* * * * * * * * * * * * * * **

*

*

S-501

20 SIM W/W21 EMBED

(2)#7 CTRIN SLABGRID A-E

HSS8x4x1/2(129'-3 1/2") 1'-7"

SHOP WELD STUB TOHSS PER 10/S-502

~

~

~ ~

CONT TYPREINF TOGRID 2

7

S-501

DO

WN

(SE

E A

RC

H F

OR

ELE

VA

TIO

N)

10'-1

"

EQ EQ

W21

x44

S-213

4

C.6

C.3

C.1

B.8

B.5

B.2

B.1

HSS12x3x5/16

W12x19 [8]

6k 6k

AESS( 130' - 2" )

S-202

3

9

S-320

2'-8

1/4

"

ADD005

W12x19 [6]6k

ADD005

ADD005

9

S-502

TYPE B4

S-540

6 1/4"

7"

*

(137'-7") ABOVE(130'-2 1/2) AT L3

ADD005

5'-4 3/4"

6'-2"

9'-10"

9'-0"

9'-0"

9'-0"

18'-10 7/8"

ADD006

RFC 056

10

S-531

14

S-531

14

S-531

ASI020

ASI020

18

S-315RFC136

RFC 081

RFC 036

Project Number:

Drawn By:

Reviewed By:

Approved By:

Issue Date

AndersonMasonDale Architects, P.C.3198 Speer BoulevardDenver, CO, 80211303-294-9448

Architect

TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422

Civil

Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558

Landscape

Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100

Structural

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Mechanical/Plumbing

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Electrical

Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112

Technology

James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142

Clinical Planning

Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532

Building Performance Engineer

Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900

Cost Estimating

Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505

Owner

MM

JO

B #

: 236

16.S

.01

PR

INC

IPA

L: P

DE

OR

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PR

OJE

CT

MA

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R: K

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S-103

THIRD LEVEL FLOOR PLAN

2011101.00

The Lane Center forAcademic Health

SciencesUniversity of Colorado at

Colorado Springs

2011101.00

4' 16'2' 8' 1/8" = 1'-0"

THIRD LEVEL FLOOR PLANTRUE NORTH

STEEL FLOOR FRAMING PLAN NOTES1. SEE S0 SERIES SHEETS FOR GENERAL NOTES, SYMBOLS ANDABBREVIATIONS.

2. SEE S5 SERIES SHEETS FOR TYPICAL STEEL DETAILS.

3. SEE S200 FOR STEEL COLUMN SCHEDULE.

4. SEE S-530 FOR TYPICAL METAL DECK DETAILS AND SCHEDULE.

5. SEE S-500A &S-500B FOR TYPICAL STEEL CONNECTION DETAILS ANDSCHEDULE

6. SPACE BEAMS EQUALLY BETWEEN GRID LINES UNLESS DIMENSIONEDOTHERWISE.

7. TOP OF BEAM ELEVATION = BOTTOM OF METAL DECK UNLESS NOTEDOTHERWISE ON PLAN.

8. SEE 17/S-530 FOR REQUIREMENTS AT MECHANICAL AND ELECTRICALEQUIPMENT.

DESIGN DEVELOPMENT SEPTEMBER 12, 2012

BP#2 NOVEMBER 16, 2012

BP#3 DECEMBER 21, 2012

ADDENDUM 005 JANUARY 25, 2013

ADDENDUM 006 FEBRUARY 8, 2013

ASI 020 MAY 20, 2013

RECORD DRAWINGS APRIL 18, 2014

Page 8: * BOTTOM FLANGE CONNECTION PER 20 Solar... · THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED,

123456789

A

B

C

D

E

21'-0

"29

'-1"

29'-7

"16

'-1"

3.9

2VLI3.5A

145'-4"

22k

W16

x26

[14]

22k

22k

W16

x26

[14]

22k

22k

W16

x26

[14]

22k

22k

W16

x26

[14]

22k

22k

W16

x26

[14]

22k

22k

W16

x26

[14]

22k

22k

W16

x26

[14]

22k

22k

W16

x26

[14]

22k

22k

W16

x26

[14]

22k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

50k W24x55 [36] 54k 60k W24x55 [36] 52k 64k W24x55 [36] 48k

26k W24x55 [24] 26k 32k W24x55 [30] 36k32k W24x55 [24] 32k

10k

W12

x19

[10]

12k

10k

W12

x19

[10]

12k

10k

W12

x19

[10]

12k

10k

W12

x19

[10]

12k

10k

W12

x19

[10]

12k

10k

W12

x19

[10]

12k

12k

W18

x35

[10]

14k

10k

W12

x19

[10]

12k

10k

W12

x19

[10]

12k

10k

W12

x19

[10]

12k

10k

W12

x19

[10]

12k

10k

W12

x19

[10]

12k

10k

W12

x19

[10]

12k

10k

W12

x19

[10]

12k

10k

W12

x19

[10]

12k

10k

W12

x19

[10]

12k

10k

W12

x19

[10]

12k

10k

W12

x19

[10]

12k

10k

W12

x19

[10]

12k

10k

W18

x35

[10]

10k

20k

W21

x50

[30]

20k

36k W24x62 [16,6,16] 36k 36k W24x62 [16,6,16] 36k 36k W24x62 [16,6,16] 36k 36k W24x62 [16,6,16] 36k

20k

W24

x55

[30]

20k

14k

W14

x22

[10]

14k

14k

W12

x19

[10]

14k

14k

W12

x19

[10]

14k

12k

W18

x35

[10]

12k

42k W21x50 [36] 42k

18k W21x44 [20] 18k 18k W21x44 [20] 18k18k W21x44 [20] 18k

6k

W18x35 [8]

10k

W16x26 [8]

10k

W16x26 [8]

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

26k

W16

x31

[16]

c=3

/4"

26k

EXTERIOR WALLABOVE

S-220

1

S-221 1

7"

7"

8"

8"

4.95.96.9

9'-9" 27'-0" 4'-0" 23'-0" 2'-8" 24'-4" 1'-4" 25'-8" 3'-8" 23'-4" 10'-6" 16'-4" 3'-2" 13'-4" 13'-8"

18k W21x44 [20] 18k 18k W21x44 [20] 18k 18k W21x44 [20] 18k

36k W24x62 [16,6,16] 36k 36k W24x62 [16,6,16] 36k

56k W24x62 [36] 52k 42k W24x55 [26] 42k

10k W18x35 [8] 10k

22k

W18

x40

[30]

24k

16k

W12

x19

[10]

16k

18k

W16

x26

[10]

34k

10k W12x26 [12] 10k

16k

W12

x19

[10]

16k

20k

W18

x35

[26]

52k

20k

16k

16k

W12

x19

[10]

16k

16k

W12

x19

[10]

16k

22k

W16

x26

[14]

22k

6kW

12x1

9 [1

0]6k

12k

W16

x31

[16]

12k

8kW

12x1

9 [1

0]8k

6kW

12x1

9 [4

]

W12x19 [4]6k

W16x26 [4]6k

W12x19 [4]6k

W16x26 [4]6k

2.6

2VLI

3.5A

W18

x35

[18]

HS

S6x

6x1/

4

TYP ATSTRUT

~ ~

(2)#5 TYP ATPERIMETER OF SLAB.EXTEND 5'-0" PAST RE-ENTRANT CORNER

#5@12"OC SLABDWLS THIS LOC

16

S-315

TYP

FO

WA

LL

4'-6

" P

AS

T

(2)#5 CTR IN SLAB

18k W18x35 [22] 18k

18k W18x40 [22] 24k

26k

W21

x50

[24]

26k

16k

W14x22 [12]

16k

16k W14x22 [12] 16k

S-316

1BP003

6kW12

x19

[6]

6k

32k W21x44 [24] 36k

14k

W12

x19

[12]

14k

24k

W14

x22

[22]

22k

8kW

12x1

9 [1

2]8k

8kW

12x1

9 [1

2]

10k

W14x22 [14]

BP003

W12x19 [8]6k 6k

56k

W36

x135

[24]

58k

48k

W36

x135

[36]

36k

10k

7'-5" 7'-5" 4'-9" 2'-8"

10k

10k

6k

EQ

EQ

EQ

1'-7

"10

"

10" 11'-7

"

11'-3

"

6k

DECKDIRECTIONCHANGE

19

S-531

S-220

2

S-2212

1'-8

1/4

"1'

-1"

7"

9

S-501

9

S-501

HS

S10

x8x1

/4

( 14

4' -

10 1

/2"

)

GIRT CL1" SOUTH TO

S-213

2

20

S-531

TOC= 144'-1"

1.9 1.5

D.1

2.4

20°

10"

6'-3

"

5 1/

2"

HSS12x4x5/16SEE ARCHFOR ELEV

4

S-540

TYP

S-202

1

4'-1"

BP003

**

**

* * * * * * * * * * * * * * **

*

* * * * *

*

S-501

20 SIM W/W21 EMBED

(2)#7 CTRIN SLABGRID A-E~

~

(SE

E A

RC

H F

OR

ELE

VA

TIO

N)

8"W

ES

T W

ALL

AB

OV

EF

OU

RT

H L

EV

EL

~ ~

CONT TYPSLAB REINFTO GRID 2

W18x35

C.6

C.3

C.1

B.8

B.5

B.2

B.1

HSS8x3x1/4

W21x44 [2]

AESS( 140' - 0" )

W12

x19

[6]

W12

x19

[6]

6k 6k

*

*

* * * *

W12x19 [4]6k

ADD005

6k*ADD005

16

S-315

ADD005

5"

(152

' - 3

")A

BO

VE

BE

LOW

ADD005

7

S-502

TYP

ADD005

STRIP W36 FLANGE T&BONE SIDE TO MATCHSLAB EDGE DIM

9'-1

1/4

"

*

S-501

20 SIM W/W27 EMBED

ASI001

11'-6"

8"

8"

RFC 027

10

S-531

18

S-315

RFC136

RFC 031

Project Number:

Drawn By:

Reviewed By:

Approved By:

Issue Date

AndersonMasonDale Architects, P.C.3198 Speer BoulevardDenver, CO, 80211303-294-9448

Architect

TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422

Civil

Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558

Landscape

Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100

Structural

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Mechanical/Plumbing

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Electrical

Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112

Technology

James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142

Clinical Planning

Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532

Building Performance Engineer

Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900

Cost Estimating

Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505

Owner

MM

JO

B #

: 236

16.S

.01

PR

INC

IPA

L: P

DE

OR

: PD

PR

OJE

CT

MA

NA

GE

R: K

H

DE

SIG

NE

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: K

H/A

MD

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S-104

FOURTH LEVEL FLOOR PLAN

2011101.00

The Lane Center forAcademic Health

SciencesUniversity of Colorado at

Colorado Springs

2011101.00

4' 16'2' 8' 1/8" = 1'-0"

FOURTH LEVEL FLOOR PLANTRUE NORTH

STEEL FLOOR FRAMING PLAN NOTES1. SEE S0 SERIES SHEETS FOR GENERAL NOTES, SYMBOLS ANDABBREVIATIONS.

2. SEE S5 SERIES SHEETS FOR TYPICAL STEEL DETAILS.

3. SEE S200 FOR STEEL COLUMN SCHEDULE.

4. SEE S-530 FOR TYPICAL METAL DECK DETAILS AND SCHEDULE.

5. SEE S-500A &S-500B FOR TYPICAL STEEL CONNECTION DETAILS ANDSCHEDULE

6. SPACE BEAMS EQUALLY BETWEEN GRID LINES UNLESS DIMENSIONEDOTHERWISE.

7. TOP OF BEAM ELEVATION = BOTTOM OF METAL DECK UNLESS NOTEDOTHERWISE ON PLAN.

8. SEE 17/S-530 FOR REQUIREMENTS AT MECHANICAL AND ELECTRICALEQUIPMENT.

DESIGN DEVELOPMENT SEPTEMBER 12, 2012

BP#2 NOVEMBER 16, 2012

BP#3 DECEMBER 21, 2012

ADDENDUM 005 JANUARY 25, 2013

ASI 001 FEBRUARY 19, 2013

RECORD DRAWINGS APRIL 18, 2014

Page 9: * BOTTOM FLANGE CONNECTION PER 20 Solar... · THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED,

123456789

A

B

C

D

E

21'-0

"29

'-1"

29'-7

"16

'-1"

3.9

2VLI8A

3NB

34k

W18

x35

[18]

34k

34k

W18

x35

[18]

34k

34k

W18

x35

[18]

34k

24k

W18

x35

[18]

24k

34k

W18

x35

[18]

34k

34k

W18

x35

[18]

34k

34k

W18

x35

[18]

34k

34k

W18

x35

[18]

34k

34k

W18

x35

[18]

34k

34k

W18

x35

[18]

34k

34k

W18

x35

[18]

34k

34k

W18

x35

[18]

34k

34k

W18

x35

[18]

34k

48k W24x62 [62] 52k 76k W24x62 [62] 56k 76k W24x62 [62] 54k

62kW27x84 [72] 56k 52k W24x62 [62] 52k 62k W27x84 [88] 66k

8kW

18x3

510

k

8kW

18x3

510

k

8k

W18

x35

10k

8kW

18x3

510

k

8kW

18x3

510

k

8kW

18x3

510

k

8kW

18x3

510

k

8kW

18x3

510

k

8kW

18x3

510

k

8kW

18x3

510

k

8kW

18x3

510

k

8kW

18x3

510

k

8kW

18x4

010

k

8kW

18x4

010

k

6kW

18x4

06k

6kW

18x3

56k

6kW

18x3

56k

10k W24x55 10k 10k W24x55 10k 10k W24x55 10k 10k W24x55 10k 10k W24x55 10k 10k W24x55 10k

8kW

24x5

58k

26k W24x68 [0,4,9] 34k

12k

W18

x35

[10]

18k

6kW

14x2

26k

10k

W12

x19

[10]

10k

6kW

18x3

56k

10k

W12

x19

[10]

16k

2VLI3.5A

SLO

PE

ST

RU

CT

UR

E

4.95.96.9

9'-9" 27'-0" 4'-0" 23'-0" 2'-8" 24'-4" 1'-4" 25'-8" 3'-8" 23'-4" 10'-6" 16'-4" 3'-2" 13'-4" 13'-8"

2.6

1'-8

"

64k

W24x94 [9,4,0]

50k

12k

W21x44

12k

6k W24x55 6k 6k W18x35 6k

6kW

18x40

6k

14k

W30

x90

14k

14k W21x44 12k 6kW

18x3

56k

6kW

12x2

66k

8k

6k

W12

x19

10k

94k

W24

x68

10k

22k

W18

x35

[22]

22k

12k

W18

x35

[22]

24k

18k W12x26 [6] 18k

6k W12x26 [6] 6k

8kW

18x3

56k

8kW

18x3

56k

14k

W18

x35

[0,6

]16

k

12k

W16

x26

[10]

12k

6kW

12x1

9 [1

0] 6k

6kW

12x1

9 [1

0]6k

38k W21x50 [22] 40k

6k W18x35 6k

6kW

12x1

96k

#5@12"OC SLABDWLS THIS LOC

16

S-315

FO

WA

LL

5'-0

" P

AS

T

(2)#5 CTR IN SLAB

17

S-315

W12x19 [12] 6k6k

S-316

1

5"

5"

COORD EXACT SIZE/LOC OFOPNG WITH ROOF HATCH

160'-0"

6'-0"

1'-3 1/2"1'-0"

8"

5'-10" 6'-6"

1'-5

"

41.0k41.0k

7"

5"

W24

x55

8k8k

3

S-501 (3) LOCS

S-530

8TYP

S-530

17

W18

x35

W24

x55

W12

x19 1'-6" 8k8k6k

8k8k

6k

W12x26 [4]W12x26 [4]

6k6k6k 6k

1.9 1.5

D.1

S-201

5

17

S-502

2.4

20°

W18x35

W18x35

W18x35

W18x35

10k

10k

10k

10k

18

S-501

FOR STAIR ROOFFRAME BELOW

W12

x19

W12

x19

W18x35W18x35

W12

x26

W18x35

W18

x40

W16

x26

[10]

2'-0

"

6k

6k 6k

12'-6"

18'-0

"

14k

14k

6k

W12x19

W12x19

W12x19

6k

6k

6k 6k

6k

6k

6kW12x196k

6kW12x196k

S-530

15

COORD W/ PARTITIONSUPPLIER AND ARCH

S-202

2

12

S-530

TYP ATPENTHOUSEPERIMETER

T/STEEL AT GRID D= 158'-6 1/2"

INDICATES KICKERBELOW, SEE DETAIL

8k

* * * * * * * * * * * **

**

*

S-501

20 SIM W/W21 EMBED

14

S-320

SEEFOR DRAG CONN

/4 S-501HSS6x6x1/4

5'-8"C8x11.5 WITHCONN PER

S-531

1612

S-530SIM

W18x35

W18x35

W18x35

10k

10k

W18x35 10k

*

*

*

*

*

*

******

*

*

PROVIDE DOUBLE ANGLECONNECTION TO HSSCOL, BEND ANGLE LEGSAS REQD

PROVIDE DOUBLE ANGLECONNECTION TO HSSCOL, BEND ANGLE LEGSAS REQD

C.6

C.3

C.1

B.8

B.5

B.2

B.1

5

S-316

W12x19 [4] 6k6k

15

S-503

15

S-503

17'-1

0"

W12

x19

[10] 6k

6k

TYP6k W12x19 [4] 6k

7"

7"

OPTION #1SIM

ADD005

11

S-530

ADD005

16

S-315

OPTION #1SIM

ADD005

ADD006

11'-1

"

RFC 027

3'-9" 2'-6" 6'-1"

RFC 027

2'-6

"

W12x19 6k

6'-0"

( 159'-7 1/2" )

18

S-315

18

S-315

RFC136 RFC136

RFC 063

RFC 042

RFC 042

RFC 033

Project Number:

Drawn By:

Reviewed By:

Approved By:

Issue Date

AndersonMasonDale Architects, P.C.3198 Speer BoulevardDenver, CO, 80211303-294-9448

Architect

TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422

Civil

Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558

Landscape

Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100

Structural

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Mechanical/Plumbing

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Electrical

Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112

Technology

James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142

Clinical Planning

Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532

Building Performance Engineer

Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900

Cost Estimating

Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505

Owner

MM

JO

B #

: 236

16.S

.01

PR

INC

IPA

L: P

DE

OR

: PD

PR

OJE

CT

MA

NA

GE

R: K

H

DE

SIG

NE

RS

: K

H/A

MD

AT

E P

RIN

TE

D:

KH/AM

KH

PD

4/1

8/2

014 9

:09:3

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:\P

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S-105

PENTHOUSE FLOOR PLAN

2011101.00

The Lane Center forAcademic Health

SciencesUniversity of Colorado at

Colorado Springs

2011101.00

4' 16'2' 8' 1/8" = 1'-0"

PENTHOUSE FLOOR PLANTRUE NORTH

BP003

BP003

BP003

BP003

BP003

STEEL FLOOR FRAMING PLAN NOTES1. SEE S0 SERIES SHEETS FOR GENERAL NOTES, SYMBOLS ANDABBREVIATIONS.

2. SEE S5 SERIES SHEETS FOR TYPICAL STEEL DETAILS.

3. SEE S200 FOR STEEL COLUMN SCHEDULE.

4. SEE S-530 FOR TYPICAL METAL DECK DETAILS AND SCHEDULE.

5. SEE S-500A &S-500B FOR TYPICAL STEEL CONNECTION DETAILS ANDSCHEDULE

6. SPACE BEAMS EQUALLY BETWEEN GRID LINES UNLESS DIMENSIONEDOTHERWISE.

7. TOP OF BEAM ELEVATION = BOTTOM OF METAL DECK UNLESS NOTEDOTHERWISE ON PLAN.

8. SEE 17/S-530 FOR REQUIREMENTS AT MECHANICAL AND ELECTRICALEQUIPMENT.

DESIGN DEVELOPMENT SEPTEMBER 12, 2012

BP#2 NOVEMBER 16, 2012

BP#3 DECEMBER 21, 2012

ADDENDUM 005 JANUARY 25, 2013

ADDENDUM 006 FEBRUARY 8, 2013

RECORD DRAWINGS APRIL 18, 2014

Page 10: * BOTTOM FLANGE CONNECTION PER 20 Solar... · THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED,

123456789

A

B

C

D

E

21'-0

"29

'-1"

29'-7

"16

'-1"

3.9

3NB

4.95.96.9

9'-9" 27'-0" 4'-0" 23'-0" 2'-8" 24'-4" 1'-4" 25'-8" 3'-8" 23'-4" 10'-6" 16'-4" 3'-2" 13'-4" 13'-8"

2.6

SLO

PE

ST

RU

CT

UR

E

T/STEEL @ GRID C = 176'-0"

T/STEEL @ GRID B = 176'-7 1/2"

WP5'-2 1/2"

7'-0

"

24k W24x76 26k 22k W18x35 16k 32k W24x76 26k

16k W18x35 16k 16k W18x35 16k 16k W18x106 16k 6k W18x35 6k6k W12x26 6k

W16

x26

W16

x26

W16

x26

W16

x26

W16

x26

W12

x19

W12

x19

W12

x26

W16

x26

W16

x26

W16

x26

W16

x26

W16

x26

W16

x26

W18

x35

W18x356k 6k 6k

REMOVABLEELEVATOR HOISTBEAM BELOW BYCONTRACTOR

6k

16

S-315

16

S-315

OPTION #1, SIM

OPTION #1, SIM

11

S-530

10k

10k

10k

10k

10k

10k

10k

10k

10k

10k

10k

6k 10k

10k

10k

10k

10k

10k

10k

10k

10k

10k

10k

10k

12'-0"

HATCH INDICATES3NC DECK

BP003

3 1/2"

8"

8"

HSS6x6x1/4

14k

6k

6k6k

1.9 1.5

D.1

2.4

20°

W12x19W12x19W12x196k

W18x35

10k

SEEFOR CONN AT BM,TYP

3'-4"

5'-0"

/8 S-501

THRU PLATE CONNPER /20 S-500A

C.6

C.3

C.1

B.8

B.5

B.2

B.1

3NC

S-316

1

SIM

ADD005 ADD

005

3NB

B/DECK = 176'-4"

10'-0

"

4"

ADD005

ADD005

11

S-530

SIM

W16

x26

W18x35

4'-7"

8

S-316

8

S-316

OH

RFC 061

RFC 061

2'-4 3/8"(3) EQ SP

Project Number:

Drawn By:

Reviewed By:

Approved By:

Issue Date

AndersonMasonDale Architects, P.C.3198 Speer BoulevardDenver, CO, 80211303-294-9448

Architect

TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422

Civil

Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558

Landscape

Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100

Structural

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Mechanical/Plumbing

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Electrical

Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112

Technology

James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142

Clinical Planning

Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532

Building Performance Engineer

Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900

Cost Estimating

Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505

Owner

MM

JO

B #

: 236

16.S

.01

PR

INC

IPA

L: P

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S-106

ROOF PLAN

2011101.00

The Lane Center forAcademic Health

SciencesUniversity of Colorado at

Colorado Springs

2011101.00

4' 16'2' 8' 1/8" = 1'-0"

ROOF PLANTRUE NORTH

STEEL FLOOR FRAMING PLAN NOTES1. SEE S0 SERIES SHEETS FOR GENERAL NOTES, SYMBOLS ANDABBREVIATIONS.

2. SEE S5 SERIES SHEETS FOR TYPICAL STEEL DETAILS.

3. SEE S200 FOR STEEL COLUMN SCHEDULE.

4. SEE S-530 FOR TYPICAL METAL DECK DETAILS AND SCHEDULE.

5. SEE S-500A &S-500B FOR TYPICAL STEEL CONNECTION DETAILS ANDSCHEDULE

6. SPACE BEAMS EQUALLY BETWEEN GRID LINES UNLESS DIMENSIONEDOTHERWISE.

7. TOP OF BEAM ELEVATION = BOTTOM OF METAL DECK UNLESS NOTEDOTHERWISE ON PLAN.

8. SEE 17/S-530 FOR REQUIREMENTS AT MECHANICAL AND ELECTRICALEQUIPMENT.

DESIGN DEVELOPMENT SEPTEMBER 12, 2012

BP#2 NOVEMBER 16, 2012

BP#3 DECEMBER 21, 2012

ADDENDUM 005 JANUARY 25, 2013

RECORD DRAWINGS APRIL 18, 2014

Page 11: * BOTTOM FLANGE CONNECTION PER 20 Solar... · THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED,

FIRST LEVEL FIRST LEVEL

100'-0" 100'-0"

SECONDLEVEL

SECONDLEVEL

116'-0" 116'-0"

THIRD LEVEL THIRD LEVEL

130'-8" 130'-8"

FOURTHLEVEL

FOURTHLEVEL

145'-4" 145'-4"

PENTHOUSELEVEL

PENTHOUSELEVEL

160'-0" 160'-0"

ROOF LEVEL ROOF LEVEL

176'-0" 176'-0"

ColumnLocations A-2, B(6'-3")-2 A-2.6

A.6-4, A.6-4.9,A.6-5.9, A.6-6.9,

A.6-8(5'-4")B(-1'-10 3/8")-2

B(10'-6")-2.4(2'-107/8")

B(-1'-103/8")-2.4(-1'-2 3/8")

B(-1'-7")-3.9 B-4, B-6.9B(-2'-9 1/4")-4, B(-2'-9

1/4")-4.9, B(-2'-91/4")-5.9

B-4.9, B-5.9B.1-2.4(-2'-3"),B.2-2.4(-2'-3")

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 D-1.5(-1'-4")D-2, D-3, D-4, D-5,

D-6, D-7, D-8D-9 D.1-1.5 D.1-1.9, D.1-2.4 E(2'-2 1/2")-1.5

E(3'-41/2")-1.9(1'-11")

E-2, E-3, E-4, E-5,E-6, E-7, E-8, E-9

HS

S8x

8x5/

16

W10

x60

HS

S14

x0.6

25 A

ES

S

W10

x88

HS

S14

x0.2

50 A

ES

SW

10x3

3

W10

x54

W10

x60

W10

x54

BP-3

W10

x54

BP-1 BP-1BP-2 BP-1 BP-1BP-3BP-1BP-7 BP-1 BP-2

HS

S14

x0.3

75 A

ES

S

W10

x60

HS

S14

x0.3

75 A

ES

S

W10

x88

HS

S14

x0.3

75 A

ES

S

HS

S14

x0.3

75A

ES

S

HS

S14

x0.3

75 A

ES

S

BP-3

HS

S14

x0.6

25 A

ES

S

BP-8BP-3

HS

S6x

6x3/

8

HS

S14

x0.3

75 A

ES

S

BP-8 BP-5

HS

S8.

625x

0.50

0 A

ES

S

BP-6

W10

x49

W10

x49

W10

x33

W10

x33

BP-3 BP-3

PB

C8x

5

HS

S10

x4x1

/2 A

ES

S

BP-3

HS

S14

x0.3

75 A

ES

S

BP-8BP-3 2

HS

S2-

1/2x

2-1/

2x1/

4

HS

S6x

6x1/

4

HS

S14

x0.3

75 A

ES

S

BP-3BP-7 BP-7

HS

S12

x6x1

/2

BP-6BP-4

A-3.9

FOR COLUMNS MARKED 'PBC', PROVIDE PREFABRICATED BUILDING COLUMNPER THE SPECIFICATIONWITH THE FOLLOWING PROPERTIES:

PBC8x5- CONCRETE FILLED PIPE = HSS6x3x1/4- OUTER SHELL DIMENSIONS = 8"x5"- ALLOWABLE SAFE LOAD >= 20 kips

PREFABRICATED BUILDING COLUMN NOTES

S-501

6

S-315

15

COLUMN SCHEDULE KEY

TYP,UNO

Project Number:

Drawn By:

Reviewed By:

Approved By:

Issue Date

AndersonMasonDale Architects, P.C.3198 Speer BoulevardDenver, CO, 80211303-294-9448

Architect

TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422

Civil

Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558

Landscape

Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100

Structural

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Mechanical/Plumbing

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Electrical

Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112

Technology

James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142

Clinical Planning

Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532

Building Performance Engineer

Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900

Cost Estimating

Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505

Owner

MM

JO

B #

: 236

16.S

.01

PR

INC

IPA

L: P

DE

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: PD

PR

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CT

MA

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S-200

COLUMN SCHEDULE

2011101.00

The Lane Center forAcademic Health

SciencesUniversity of Colorado at

Colorado Springs

2011101.00

BP#2 NOVEMBER 16, 2012

BP#3 DECEMBER 21, 2012

RECORD DRAWINGS APRIL 18, 2014

RF

C 1

55

Page 12: * BOTTOM FLANGE CONNECTION PER 20 Solar... · THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED,

12

D

E

2'-6

"13

'-7"WP5'-2 1/2"

7'-0

"

1

S-502

S-502

3

4

S-502

2

S-502

1'-1

0"9'

-0 1

/2"

3'-4

1/2

"

5

S-502

13

S-502

14

S-502

3NB

HS

S5x3x1/2

HSS5x3x1/2 HSS5x3x1/2

S-502

12

HSS8x8x3/8

HSS8x6x3/8( 114'-10 1/2" )

7

S-5024

S-502

4

S-502

1.9 1.5

D.1

1'-11" 10'-1"

( 110'-0" )

GIRT TO COL

S-502

15 GIRT TOPOST

HSS8x8x1/2

( 110' - 0" )

HS

S8x

8x3/

8

( 11

0' -

0" )

HSS8x8x1/2

( 110' - 0" )

HS

S8x

4x3/

8

( 11

0' -

0" )

HS

S8x

8x3/

8

( 11

0' -

0" )

HSS4x4x3/8

( 110' - 0" )

HSS8x4x3/8( 110'-0" )

114'-8"TYP T/ HSS5x3ELEVATION =

2.4

SE

E A

RC

H

ED

GE

OF

PLA

TE

3'-2"

SEE ARCHEDGE OF PLATE

C.6

S-502

8

ADD005

12

D

E

2'-6

"13

'-7"WP5'-2 1/2"

7'-0

"

10

S-314

2

S-313

AT STOREFRONT

DP24A-10'

PD-2

96'-4"

S-313

14

S-313

15

T/ PILASTER = 99'-0"

DP24A-10'

PD-4B

96'-4"

DP30A-10'

PD-2

96'-4"

DP30A-10'

PD-2

96'-4"

TYP AT VESTIBULE

S-313

17

T/ PILASTER = 99'-0"

DP36A-10'

PD-2

96'-4"

S-313

18HSS8x4x1/2 TYP AT CW,FOR BASE PL SEE

1'-6"

1.9 1.5

D.1

1'-11"

3'-4

1/2

"

2'-2

1/2

"

1'-4"

2'-4

"

15

S-312

HSS12x6x1/2BP-6 PER

/15 S-315

/15 S-312

S-316

6

PILASTER BASE PL

S-316

6

BASE PL PILASTER

2.4

2'-3

"

2'-3"

10"

1'-6

"

5'-8"

2'-3

"

T/GR BM = 99'-0"

10"

3'-3

"

1'-10"

1'-1"1'-4"

5

S-313SIM

SE

E A

RC

H

EXTEND GRADE BM REINF ATINSIDE FACE TO FAR END OFPILASTER AND TERMINATEWITH HOOK

C.6

TYPE 304 STAINLESS STEELANCHOR RODS. (3) LOCS ATVESTIBULE.

ASI008

RFC 039

2

A

B

2.4

10

S-314

DP24A-10'

PD-2

112'-4"

SOG5.5

10'-9"

10'-6

"10

'-6"

T/ PILASTER = 115'-4"

S-313

13

10"

8'-6

"

10'-3 1/2" 10"

2

S-313

AT STOREFRONT

1'-1

0 3/

8" 1"

SIM

1'-1

0 3/

8"

10'-10 1/2"

11

S-313

11

S-313

B.1

13

S-314

BP CL2" TO

TYPE 304 STAINLESSSTEEL ANCHOR RODS

ASI008 RFC 039

2

A

B

2.4

10'-10 1/2"

3NB

2'-1

"9'

-0"

6'-0

"S

EE

AR

CH

ED

GE

OF

PLA

TE

HS

S8x

8x3/

16

HSS8x4x3/8

HSS8x8x3/16

(125'-4")

(125'-4")

(125

'-4")

(125

'-4")

4

S-502

HS

S6x

6x1/

4H

SS

10x8

x1/4

AESS

AESS

AE

SS

(125

'-4")

5

S-502

SIM FOREDGE PLATE

TYP HSSTO HSS

1'-11"

1

S-502

SIM FOREDGE PLATE S-502

3

HSS6x6x1/4 AESS

(125'-4")

B.2

B.1

7

S-502

TYP HSS TOPOST CONN

17

S-503

ADD005

ASI007

2

A

3

S-213

HSS7x7x1/4

HSS7x7x1/4

HS

S7x

7x1/

4

HS

S7x

7x1/

4

HSS4x4x1/4

HSS4x4x1/4

3NB

ABOVE

BELOW

1

S-503

BE

LOW

BE

LOW

C9x

13.4

C9x13.4

C9x

13.4

3

S-503

3

S-503

S-503

4TYP ATHSS TOHSS

12'-5" 1'-0 1/2"

TO

BM

CL

2 1/

2" P

OS

T C

L

4'-4

1/2

"1'

-9"

6'-1

1"

5

S-503

5

S-503

OH

Project Number:

Drawn By:

Reviewed By:

Approved By:

Issue Date

AndersonMasonDale Architects, P.C.3198 Speer BoulevardDenver, CO, 80211303-294-9448

Architect

TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422

Civil

Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558

Landscape

Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100

Structural

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Mechanical/Plumbing

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Electrical

Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112

Technology

James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142

Clinical Planning

Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532

Building Performance Engineer

Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900

Cost Estimating

Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505

Owner

MM

JO

B #

: 236

16.S

.01

PR

INC

IPA

L: P

DE

OR

: PD

PR

OJE

CT

MA

NA

GE

R: K

H

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S-201

PARTIAL PLANS

2011101.00

The Lane Center forAcademic Health

SciencesUniversity of Colorado at

Colorado Springs

2011101.00

1/4" = 1'-0"

WEST VESTIBULE ROOF PLAN2

1/4" = 1'-0"

WEST VESTIBULE FLOOR PLAN1

BP003

1/4" = 1'-0"

EAST VESTIBULE FLOOR PLAN3

1/4" = 1'-0"

EAST VESTIBULE ROOF PLAN4

1/4" = 1'-0"

SOUTH EAST STAIR ROOF5

BP003

BP#2 NOVEMBER 16, 2012

BP#3 DECEMBER 21, 2012

ADDENDUM 005 JANUARY 25, 2013

ASI 007 MARCH 7, 2013

ASI 008 MARCH 7, 2013

RECORD DRAWINGS APRIL 18, 2014

Page 13: * BOTTOM FLANGE CONNECTION PER 20 Solar... · THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED,

12

B

C

D

1.9 1.5

D.1

2.4

29'-1

"29

'-7"

SLOPE STRUCTUREDOWN 1/4"/12"

WP5'-2 1/2"

7'-0

"

1'-10"

19

S-531

9

S-501

9

S-501

8"

1'-2"

TOC= 144'-1"

TYP T/ CURTAINWALL POST

16

S-502

13'-4" 13'-8"

9"

2VLI3.5A

1'-2"

1'-10"

4'-0

"

EQ

EQ

10k

W18x35 [20]

10k24k

W18x35 [22]

18k20k

W18x35 [20]

18k

6k W18x35 [10] 6k

22k

W18

x35

[8]

14k

6k W18x35 [10] 6k 6k W18x35 [10] 6k

52k

W18x50 [28]

22k

48k

W18x35 [24]

20k

6kW12x26 [8]6k

6k

W12x19 [8] 6k

20k

W18x50 [12]

20k

16k

W18x50 [14]

16k8k

W18x50 [10]

8k

6k

W18x50 [9]

6k

10k

W18x35 [14]

10k

18k

W18x35 [12]

8k

8k

W18x35 [12]

8k

14k

W18x35 [16]

14k

6k

W18x35 [5]

6k

8k

W18x35 [10]

10k

6k W18x35 [10] 6k

6

S-503 TYP W18 TO COL

7

S-503

13

S-503

C.6

C.3

C.1

B.8

B.5

B.2

B.1

W18

x50

[2]

6k

6k

4'-5"

12'-0

7/8

"

EQ

EQ

W12x19 [4]6k 6k

W18x35

.

6k

/16 S-503FOR CONN, SEE

W18x35 [16]

18k

16k

1'-1

3/4

"

ADD005

12'-0"

S-502

6ASI012

12

B

C

D

1.9 1.5

D.1

2.4

29'-1

"29

'-7"

WP5'-2 1/2"

7'-0

"

14k

HSS8x6x3/8

HSS8x6x1/2

HSS8x6x1/2

HSS8x6x3/8

HSS8x4x1/4

HSS8x4x1/4

2'-0

"

AESS

AESS

AESS

AESS

(3) LOCS

PL2

PL2

PL2

PL2

AESS, GR 50

AESS, GR 50

AESS, GR 50

AESS, GR 50

17

S-502

HS

S8x

4x1/

4H

SS

8x4x

1/4

HS

S8x

4x1/

4

HSS8x4x1/4 AESS

AE

SS

AE

SS

AE

SS

AESS

(154

'-10

1/2"

)(1

54'-1

0 1/

2")

(154

'-10

1/2"

)

SIM17

S-502

7'-9

"

L8x4x1

L8x4x3/4

L8x4x3/4L8x4x3/4

L8x4x3/4

L8x4x3/4

LLV, A

ES

S

LLV, A

ES

S

LLV, A

ES

S

LLV, AESS LLV, AESS

LLV, AESS

19

S-502

TYP

20

S-502

TYP

AESS

20

S-502SIM

HSS8x4x1/4 AESS

HSS8x4x1/4 AESS

HSS8x4x1/4 AESS

HSS8x4x1/4 AESS

HSS8x4x1/4 AESS

HSS8x4x1/4 AESS

8"

(3) E

Q S

P

#

#

#

#

C.6

C.3

C.1

B.8

B.5

B.2

B.1

#

#

ALUMINUM EXTRUSIONSHALL NOT BE CONTINUOUSAT SUPPORT

PROVIDE ALUMINUMEXTRUSION CONNECTIONTHAT PROVIDES THERMALRELIEF

PROVIDE ALUMINUMEXTRUSION CONNECTIONTHAT PROVIDES THERMALRELIEF

#

T/STEEL = 154' 10 1/2"TYP FOR PERGOLA FRAMINGALL FRAMING AND CONNSARE AESS

1'-1

0 1/

2"

DO NOT CONNECTHSS BEAM TO COL

ADD005

4567

B

4.95.96.9

A.6

L8x4x1/2 LLV, AESS

HS

S8x

4x1/

4 A

ES

S

HS

S8x

4x1/

4 A

ES

S

L8x4x1/2 LLV, AESS L8x4x1/2 LLV, AESSHS

S8x

4x1/

4 A

ES

S

L8x4

x1/2

LLV

, AE

SS

L8x4

x1/2

LLV

, AE

SS

L8x4x1/2 LLV, AESS

HS

S8x

4x1/

4 A

ES

S

L8x4

x1/2

LLV

, AE

SS

L8x4

x1/2

LLV

, AE

SS

HS

S8x

4x1/

4 A

ES

S

L8x4x1/2 LLV, AESS

HS

S8x

4x1/

4 A

ES

S

L8x4x1/2 LLV, AESS L8x4

x1/2

LLV

, AE

SS

L8x4x1/2 LLV, AESS

HS

S8x

4x1/

4 A

ES

S

HS

S8x

4x1/

4 A

ES

S

L8x4x1/2 LLV, AESS

L8x4

x1/2

LLV

, AE

SS

L8x4

x1/2

LLV

, AE

SS

L8x4

x1/2

LLV

, AE

SS

7'-3" 11'-2" 5'-11" 7'-3" 11'-2" 7'-3"7'-3" 11'-2" 4'-7"11'-2" 3'-3" 4'-0"

SE

E A

RC

H

SE

E A

RC

HS

EE

AR

CH

TY

PT/STEEL = 125'-10"TYP FOR PERGOLA FRAMINGALL FRAMING AND CONNSARE AESS

19

S-502

20

S-502

TYP

TYPHSS TO ANGLE

20

S-502

SIMANGLE TO ANGLE

NO CONNECTIONBETWEEN ANGLE. TYP

NO CONNECTIONBETWEEN ANGLE. TYP

SEE ARCHFOR END OFANGLE

9

S-320 RFC 111

Project Number:

Drawn By:

Reviewed By:

Approved By:

Issue Date

AndersonMasonDale Architects, P.C.3198 Speer BoulevardDenver, CO, 80211303-294-9448

Architect

TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422

Civil

Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558

Landscape

Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100

Structural

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Mechanical/Plumbing

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Electrical

Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112

Technology

James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142

Clinical Planning

Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532

Building Performance Engineer

Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900

Cost Estimating

Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505

Owner

MM

JO

B #

: 236

16.S

.01

PR

INC

IPA

L: P

DE

OR

: PD

PR

OJE

CT

MA

NA

GE

R: K

H

DE

SIG

NE

RS

: K

H/A

MD

AT

E P

RIN

TE

D:

KH/AM

KH

PD

4/1

8/2

014 9

:09:3

6 A

MC

:\P

roj\20

11

101

_str

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nh

.rvt

S-202

PARTIAL PLANS

2011101.00

The Lane Center forAcademic Health

SciencesUniversity of Colorado at

Colorado Springs

2011101.00

3/16" = 1'-0"

FOURTH LEVEL - TERRACE1 3/16" = 1'-0"

PENTHOUSE - PERGOLA FRAMING2

3/16" = 1'-0"

ALUMINUM TRELLIS FRAMING3

BP#3 DECEMBER 21, 2012

ADDENDUM 005 JANUARY 25, 2013

ASI 012 MARCH 27, 2013

RECORD DRAWINGS APRIL 18, 2014

Page 14: * BOTTOM FLANGE CONNECTION PER 20 Solar... · THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED,

FIRST LEVEL100'-0"

SECOND LEVEL116'-0"

THIRD LEVEL130'-8"

FOURTH LEVEL145'-4"

PENTHOUSE LEVEL160'-0"

ROOF LEVEL

789 6.9

3

S-320

3

S-320

4

S-320

(4)#7 EQ SP EF VERTBELOW FOURTH LEVEL

#5@18"OC EF HORIZ,ADJACENT TO DOORBELOW FOURTHLEVEL. TYPICAL

#7@18"OC EF VERTBELOW FOURTHLEVEL

1'-0" MIN

6" MIN

1'-0" MIN

2'-0

" M

IN

2'-0

" M

IN

1'-0" MIN

2'-6

" M

IN2'

-6"

MIN

LTS

, TY

P

2

S-320

TYP

PERP WALL

LTS PAST

12

S-320

SEEFOR HORIZ REINFTYPICAL

/12 S-320

6

S-320

CONT HORIZ REINFLTS PAST PERP WALL

TYP ATOPNGS,

SIDES, T&B

#7 EF ABOVE AND BELOWAT OPNG, EXTEND LTSPAST EDGE OF OPNG

1'-0" MIN

13'-2 1/2"

9'-0

"

8'-0

"

18'-6"

2'-6"

#5@18"OC EF HORIZ,SECOND TO FOURTHLEVEL

OH

6" MIN

6" MIN

6" MIN

TYP

MIN1'-0"

BP003

13

S-320

#5@12"OC HORIZ,CTR IN WALL ABOVEFOURTH LEVEL

8'-0

"

#5@12"OC VERT,CTR IN WALL ABOVEFOURTH LEVEL

19'-0"

9

S-311

FOR FND WALLCORNER REINF

3'-7 1/2"3'-11"

#7@18"OC EF VERT

9'-0

"

#5@12"OC EF HORIZ,EA SIDE OF DOOR

#7@18"OC EF VERT,SECOND TO FOURTHLEVEL

TYP WALLINTERSECTION

LTS

TY

P

(2) BARS AT 3" OC TOMATCH SIZE OF WALLREINF AT OPENINGEDGES, UNO

WEST WALL IS 8" THICKABOVE FOURTH LEVEL

13'-2 1/2"

#5@12"OC VERT, CTRIN WALL ABOVEFOURTH LEVEL

2'-6

" M

IN

2'-6" 2'-0"

(4)#5 EQ SP VERT, CTRIN WALL ABOVEFOURTH LEVEL

#5@12"OC HORIZ,CTR IN WALL ABOVEFOURTH LEVEL

T/WALL, SEE ARCH TYPICAL

15

S-320

4

S-320

16

S-320

SIM

17

S-320

FOR BRICKSUPPORTEMBED

10

S-316RFC 145

789

B

6.9

1

S-210

2

S-210

1

S-211

2

S-211

3

S-211

B.4

A.6

FIRST LEVEL100'-0"

SECOND LEVEL116'-0"

THIRD LEVEL130'-8"

FOURTH LEVEL145'-4"

PENTHOUSE LEVEL160'-0"

ROOF LEVEL

B

1'-6

" M

IN1'

-6"

MIN

1'-1

0" M

IN

S-320

5TYP

3

S-320

3

S-320

#5@12"OC EF HORIZ

#7@12"OC EF VERT

19

S-311

#5@18"OC EF HORIZABOVE THIRD LEVEL

#5@18"OC EF VERTABOVE THIRD LEVEL

20

S-311

2

S-320

TYP

B.4

BP003

BP003

A.6

3'-0" MIN2'-0" MIN

2'-6

" M

IN

RFC 040

3

A

B

2.6

2

S-212

1

S-212

3

S-212

1'-1" 9"

7 1/

2"11

'-4 1

/2"

3'-7" 3'-3"

3'-1

1/2

"13

'-10

1/2"

1'-0

"

11"

16

S-310

TYP AT MAT FND

20

S-3104

S-212

FROM PENTHOUSETO ROOF LEVEL

Project Number:

Drawn By:

Reviewed By:

Approved By:

Issue Date

AndersonMasonDale Architects, P.C.3198 Speer BoulevardDenver, CO, 80211303-294-9448

Architect

TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422

Civil

Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558

Landscape

Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100

Structural

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Mechanical/Plumbing

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Electrical

Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112

Technology

James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142

Clinical Planning

Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532

Building Performance Engineer

Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900

Cost Estimating

Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505

Owner

MM

JO

B #

: 236

16.S

.01

PR

INC

IPA

L: P

DE

OR

: PD

PR

OJE

CT

MA

NA

GE

R: K

H

DE

SIG

NE

RS

: K

H/A

MD

AT

E P

RIN

TE

D:

KH/AM

KH

PD

4/1

8/2

014 9

:09:3

7 A

MC

:\P

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11

101

_str

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nh

.rvt

S-210

CORE WALL ELEVATIONS

2011101.00

The Lane Center forAcademic Health

SciencesUniversity of Colorado at

Colorado Springs

2011101.00

1/4" = 1'-0"

NORTH CORE - WEST WALL ELEVATION1 1/4" = 1'-0"

NORTH CORE - PLAN3 1/4" = 1'-0"

NORTH CORE - SOUTH WALL ELEVATION2

1/4" = 1'-0"

SOUTH CORE - PLAN4

BP003

BP#2 NOVEMBER 16, 2012

BP#3 DECEMBER 21, 2012

RECORD DRAWINGS APRIL 18, 2014

RFC 017 RFC 017

Page 15: * BOTTOM FLANGE CONNECTION PER 20 Solar... · THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED,

FIRST LEVEL100'-0"

SECOND LEVEL116'-0"

THIRD LEVEL130'-8"

FOURTH LEVEL145'-4"

PENTHOUSE LEVEL160'-0"

ROOF LEVEL

B

4

S-320

4

S-320

6

S-320

#7@18"OC EF HORIZ

#7@10"OC EF VERT

#5@18"OC EF HORIZABOVE SECOND LEVEL

LTS

, TY

P

B.4

TYP FULLHEIGHT

TYP FULLHEIGHT

18

S-312

A.6

T/WALL = SEE ARCH

TYPICAL

FIRST LEVEL100'-0"

SECOND LEVEL116'-0"

THIRD LEVEL130'-8"

FOURTH LEVEL145'-4"

PENTHOUSE LEVEL160'-0"

ROOF LEVEL

7 8 96.9

LTS

, TY

P

(6)#7@12"OC EF VERTADD BARS AT FW1

(6)#7@12"OC EF VERTSECOND LEVEL TOTHIRD LEVEL

(3)#7@12"OC EF VERTADD BARS AT CORNEROF FW 1

(3)#7@12"OC EF VERTCORNER REINF, SECONDLEVEL TO THIRD LEVEL

FW1

SEE FORFND WALL REINF

/2 S-311

#5@18"OC EF HORIZ, TYP

#5@18"OC EF VERT, TYP

20

S-311

5'-8"

AT STRUT

6

S-320

4

S-3203

S-320 6

S-320

OH

6

S-320

S-320

9

19

S-311

18

S-312

3

S-320

LTS(2) #7@ 3" OC EF, T&B

3

S-316

FIRST LEVEL100'-0"

SECOND LEVEL116'-0"

THIRD LEVEL130'-8"

FOURTH LEVEL145'-4"

PENTHOUSE LEVEL160'-0"

B

3

S-320

6

S-320

#5@18"OC EF HORIZ, TYP

#5@18"OC EF VERT, TYP

6

S-320

3

S-320

B.4A.6

20

S-311

FW19

S-311

WALL INTERSECTION

SEE 2/S-311 FORFND WALL REINF

EXTEND FW1 OUTSIDE FACEREINF BELOW BRICK LEDGE TOEND OF WALL~ ~

~

~

~

~

~

LTS

#6@12" OC EW ABOVE BRICKLEDGE TO END OF WALL

BP003

LTS(2) #7@3" OCEF, T&B

3

S-316

S-316

5

S-316

5

ADD005

Project Number:

Drawn By:

Reviewed By:

Approved By:

Issue Date

AndersonMasonDale Architects, P.C.3198 Speer BoulevardDenver, CO, 80211303-294-9448

Architect

TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422

Civil

Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558

Landscape

Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100

Structural

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Mechanical/Plumbing

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Electrical

Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112

Technology

James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142

Clinical Planning

Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532

Building Performance Engineer

Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900

Cost Estimating

Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505

Owner

MM

JO

B #

: 236

16.S

.01

PR

INC

IPA

L: P

DE

OR

: PD

PR

OJE

CT

MA

NA

GE

R: K

H

DE

SIG

NE

RS

: K

H/A

MD

AT

E P

RIN

TE

D:

KH/AM

KH

PD

4/1

8/2

014 9

:09:3

9 A

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:\P

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11

101

_str

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.rvt

S-211

CORE WALL ELEVATIONS

2011101.00

The Lane Center forAcademic Health

SciencesUniversity of Colorado at

Colorado Springs

2011101.00

1/4" = 1'-0"

NORTH CORE - CENTER WALL ELEVATION1 1/4" = 1'-0"

NORTH CORE - EAST WALL ELEVATION2 1/4" = 1'-0"

NORTH CORE - NORTH WALL ELEVATION3

BP003

BP003BP

003

BP#2 NOVEMBER 16, 2012

BP#3 DECEMBER 21, 2012

ADDENDUM 005 JANUARY 25, 2013

RECORD DRAWINGS APRIL 18, 2014

Page 16: * BOTTOM FLANGE CONNECTION PER 20 Solar... · THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED,

FIRST LEVEL100'-0"

SECOND LEVEL116'-0"

THIRD LEVEL130'-8"

FOURTH LEVEL145'-4"

PENTHOUSE LEVEL160'-0"

ROOF LEVEL

A B

#5@9"OC EF HORIZBELOW FIRST LEVEL

#5@12"OC EF VERTBELOW SECOND LEVEL

LTS

, TY

P

#5@18"OC EF HORIZ,FIRST TO SECOND LEVEL

3

S-320

4

S-320

2

S-320TYP

SEE FORFND WALL REINF

/2 S-311

#5@12"OC EF VERT,ABOVE SECOND LEVEL

#5@18"OC EF HORIZ,ABOVE SECOND LEVEL,ADJACENT TO DOOR.TYPICAL

FW1

11

S-311

12

S-311

15

S-311

16

S-311

8

S-320

(4)#5 EF VERT, EQ SP ATJAMB, ABOVE SECOND LEVEL

10

S-320

10

S-320

4'-8

"

11

S-320

SEE DETAILFOR HORIZ REINF, TYP

/8 S-320

#5@18"OC EF VERT

7

S-320

MAX

2'-6"

1'-6 5/8"1'-9 3/8"

1'-6' MIN

MIN

3'-9"

TYP ABOVEDOOR

TYP BTWN DOORS

TYP ATEDGE

17'-7"

3

S-320

11

S-530

3'-0" MIN

6

S-320

11

S-320

SIM

3'-4 1/2"

#5@8" OC EF VERTFOURTH LEVEL TO ROOF

7'-0 1/2"

#5@18"OC EF HORIZ

#5@12"OC EF VERT

ADD005

16

S-315

OPTION #1 SIMEACH SIDE

FIRST LEVEL100'-0"

SECOND LEVEL116'-0"

THIRD LEVEL130'-8"

FOURTH LEVEL145'-4"

PENTHOUSE LEVEL160'-0"

ROOF LEVEL

3 2.6

6

S-320

3

S-320

3

S-320#5@12"OC EF VERTBELOW THIRD LEVEL

#5@18"OC EF HORIZFULL HEIGHT

#5@18"OC EF VERTABOVE THIRD LEVEL

3

S-320

4

S-212

B/POCKET = 174'-1 1/2"

1'-9

"

T/POCKET = 175'-10 1/2"

B/EMBED = 176'-0"

FIRST LEVEL100'-0"

SECOND LEVEL116'-0"

THIRD LEVEL130'-8"

FOURTH LEVEL145'-4"

PENTHOUSE LEVEL160'-0"

ROOF LEVEL

32.6

4

S-320

6

S-320

#5@12"OC EF VERTBELOW THIRD LEVEL

#5@18"OC EF HORIZFULL HEIGHT

#5@18"OC EF VERTABOVE THIRD LEVEL

2

S-320

TYP

3

S-320

4

S-212

PENTHOUSE LEVEL160'-0"

ROOF LEVEL

B

3

S-320

3

S-320

#5@18"OC EF VERT

#5@18"OC EF HORIZ

14

S-320

Project Number:

Drawn By:

Reviewed By:

Approved By:

Issue Date

AndersonMasonDale Architects, P.C.3198 Speer BoulevardDenver, CO, 80211303-294-9448

Architect

TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422

Civil

Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558

Landscape

Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100

Structural

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Mechanical/Plumbing

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Electrical

Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112

Technology

James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142

Clinical Planning

Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532

Building Performance Engineer

Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900

Cost Estimating

Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505

Owner

MM

JO

B #

: 236

16.S

.01

PR

INC

IPA

L: P

DE

OR

: PD

PR

OJE

CT

MA

NA

GE

R: K

H

DE

SIG

NE

RS

: K

H/A

MD

AT

E P

RIN

TE

D:

KH/AM

KH

PD

4/1

8/2

014 9

:09:4

0 A

MC

:\P

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11

101

_str

uctu

ral_

kevi

nh

.rvt

S-212

CORE WALL ELEVATIONS

2011101.00

The Lane Center forAcademic Health

SciencesUniversity of Colorado at

Colorado Springs

2011101.00

1/4" = 1'-0"

SOUTH CORE - NORTH WALL ELEVATION1 1/4" = 1'-0"

SOUTH CORE - WEST WALL ELEVATION2 1/4" = 1'-0"

SOUTH CORE - EAST WALL ELEVTAION3

BP003

BP003

BP003

BP003

BP003

BP003

BP003

BP003

BP003

BP003

S-2124

SOUTH CORE - SOUTH WALL AT PH1/4" = 1'-0"

BP#2 NOVEMBER 16, 2012

BP#3 DECEMBER 21, 2012

ADDENDUM 005 JANUARY 25, 2013

RECORD DRAWINGS APRIL 18, 2014

RFC 017

Page 17: * BOTTOM FLANGE CONNECTION PER 20 Solar... · THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED,

FIRST LEVEL100'-0"

SECOND LEVEL116'-0"

T/ LEDGE = 108'-11"

T/ LEDGE = 105'-7"

T/ LEDGE = 102'-8"

T/ LEDGE = 99'-0"

14

S-312

15

S-312

T/ LEDGE = 103'-7"

2'-3

"

2'-4

"

2'-4

"

2'-3

"

2'-4

"

T/ CURB = 116'-10"

1 1

1

ADDNL REINF REQD ATPOST LOCS, SEE /14 S-312

C.6C.3C.1B.8B.5B.2B.1

1'-11 1/4"

11 3/4"

8'-0"

10 1/4"

3'-7 1/2" 4'-6 1/4"

10 1/4" 11 1/8"

3'-9 3/8" 3'-5"

10 1/2" 10 1/4"

6'-10 1/2" 1'-3 1/4"

T/LEDGE = 113'-8"

2

A

2.6

HS

S14

x4x1

/4

HS

S14

x4x3

/8H

SS

14x4

x3/8

HSS14x4x3/8

HS

S14

x4x3

/8H

SS

14x4

x3/8

HS

S14

x4x1

/4

3

S-213

S-501

10

HSS14x4x1/4

TYP

11

S-501

11

S-501TYP

SIM

S-501

15

16

S-501

TYP

LANDING BYSUPPLIER, W/ 3"CONC ABOVE DECK

14 GA MIN TREADFORM W/ 3" CONCBY STAIR SUPPLIER

17

S-501

12

S-501

TYP ATKINK

13

S-501

19

S-501

19

S-501

DO

WN

SECOND LEVEL116'-0"

THIRD LEVEL130'-8"

FOURTH LEVEL145'-4"

PENTHOUSE LEVEL160'-0"

A

S-501

13

S-501

14

S-501

12TYP AT KINK

T/STEEL= 157'-4"

89

B

B.4

S-503

14

HSS5x5x1/4

CONTINUOUS DOGLEGSTRINGER BY CONTRACTOR

STAIR LANDING FRAMINGBY CONTRACTOR

DOWN

UP

STEEL STAIR BYCONTRACTOR

HSS STAIR SUPPORTBEAM. SEE PLAN

CONNECT LANDINGFRAMING TOCONCRETE WALL

STRINGER SHALLCANTILEVER TO CORNER.NO VERTICAL SUPPORTFROM POST

ADD006

HSS4x4x1/4, (3) LOCST/STEEL = 123'-1"T/STEEL = 137'-9"T/STEEL = 152'-5"

ATTACH CURTAINWALLMULLIONS AT HORIZHSS ELEVATIONS ONLY.TYP.

Project Number:

Drawn By:

Reviewed By:

Approved By:

Issue Date

AndersonMasonDale Architects, P.C.3198 Speer BoulevardDenver, CO, 80211303-294-9448

Architect

TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422

Civil

Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558

Landscape

Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100

Structural

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Mechanical/Plumbing

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Electrical

Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112

Technology

James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142

Clinical Planning

Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532

Building Performance Engineer

Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900

Cost Estimating

Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505

Owner

MM

JO

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: 236

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STAIR PLANS AND SECTIONS

2011101.00

The Lane Center forAcademic Health

SciencesUniversity of Colorado at

Colorado Springs

2011101.00

3/16" = 1'-0"

SOUTH FOUNDATION WALL - INTERIOR ELEVATION1

1/4" = 1'-0"

SOUTH EAST STAIR2 1/4" = 1'-0"

SOUTH EAST STAIR ELEVATION3

1/4" = 1'-0"

STAIR 3 PARTIAL PLAN4

BP#2 NOVEMBER 16, 2012

BP#3 DECEMBER 21, 2012

ADDENDUM 006 FEBRUARY 8, 2013

RECORD DRAWINGS APRIL 18, 2014

Page 18: * BOTTOM FLANGE CONNECTION PER 20 Solar... · THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED,

FIRST LEVEL100'-0"

SECOND LEVEL116'-0"

AC-16

AC-1

AC-6

AC-6

202

202

202

219219 219

EJ EJ EJ EJ EJ EJ

EJ EJ

EJ EJ

EJ

EJ

EJ

EJ

EJ

EJ

EJ

EJ

EJ

EJ

EJ

EJ

EJ EJ EJ EJ EJ EJ EJ EJ215

AC-18

99' - 4" 99' - 4" 99' - 4"99' - 4"99' - 4"99' - 4"99' - 4"99' - 4"

EJ

AS-1 AS-1 AS-1AS-1AS-1AS-2

228 229 229228

231

231

233

234

EQ EQEQ EQ

237BYND

230

AC-20

239

238238

238238

236236TYP. EACH SIDEOF OPENING

236236 TYP.

ML-1ML-1

EQ EQ

8"

SIM

1'-8"

1'-8"

1'-8"

FORALT

EJ

236

EQ EQ

244

233233

ADD006

ADD006

THIRD LEVEL130'-8"

FOURTH LEVEL145'-4"

PENTHOUSE LEVEL160'-0"

ROOF LEVEL

123456789

17

S-540

14

S-540

14

S-540

14

S-540

18

S-540

19

S-540

AT WALLBEYOND

16

S-540

8

S-540SIM

11

S-540

AT WALLBEYOND

1.9 1.5

176' -1"

176' -1"

176' -1"

18

S-540

TYP ATSTOREFRONT

JAMBTYP

~ ~

~ ~

~ ~

BRICK RELIEF ANGLETYP AT SOFFIT ANDWINDOW HEAD

~ ~

165' -4"

W8 BRICK SUPPORT

28'-9 3/4"

14

S-540

8

S-503

8

S-503

8

S-5038

S-503

8

S-503

8

S-503

SIM

OH

OH SIM

OH

12

S-503

11

S-503

SIM

14

S-541

TYP AT CORNERS

SIM

7

S-540

SIM AT GIRT

7

S-540 SIM AT GIRT

800S WALL FRAMING BY CFSCONTRACTOR, SPLICE ASREQD.

ADD005

9'-11 5/8"

600S FRAMING BYCFS CONTRACTOR

3'-1 1/8"4'-3"3'-0"4'-3"10

S-316

RFC 145

FIRST LEVEL100'-0"

SECOND LEVEL116'-0"

AC-27

AC-10

AC-11 AC-9

AC-22AC-12

207

EJEJEJEJ EJ EJ EJ

CJ CJ

EJ

EJ EJ

O.P.H.

225

115' - 4"115' - 4"115' - 4"

219

231

231

ML-1 ML-1

234

236236

237

BEYOND

215

238238EQ EQ EQ EQ EQ EQ EQ EQ

AC-29

238238

219

CJ CJ

CJ241

241

1'-8" 15'-0"

EJ

CJ

236TYP.

THIRD LEVEL130'-8"

FOURTH LEVEL145'-4"

PENTHOUSE LEVEL160'-0"

ROOF LEVEL

2 3 4 5 6 7 8 93.9 4.9 5.9 6.92.6

4

S-541

6

S-541

8

S-540

12

S-540

8

S-540SIM

1.91.5

S-540

20

~ ~

BRICK RELIEF ANGLEAT WINDOW HEAD

80'-6 1/8"

80'-6 1/8"

36'-10 3/4"

18'-8"

18'-8"

8

S-540

12

S-540

13'-4 7/8"

13'-4 7/8"

8

S-541

15'-8 3/8"

8

S-540SIM AT CONC WALL

10

S-541

WALLBEYOND

11

S-541

ABOVE STAIR,TYP 3 SIDES

17

S-541

3

S-31614

S-541TYP AT CORNER

15

S-541

12

S-540

12

S-540

14

S-540

14

S-540

ADD005

14

S-540

SIM

ADD005

Project Number:

Drawn By:

Reviewed By:

Approved By:

Issue Date

AndersonMasonDale Architects, P.C.3198 Speer BoulevardDenver, CO, 80211303-294-9448

Architect

TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422

Civil

Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558

Landscape

Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100

Structural

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Mechanical/Plumbing

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Electrical

Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112

Technology

James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142

Clinical Planning

Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532

Building Performance Engineer

Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900

Cost Estimating

Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505

Owner

MM

JO

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: 236

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S-220

BUILDING ELEVATIONS

2011101.00

The Lane Center forAcademic Health

SciencesUniversity of Colorado at

Colorado Springs

2011101.00

1/8" = 1'-0"

BUILDING ELEVATION - WEST1

1/8" = 1'-0"

BUILDING ELEVATION - EAST2

BP#3 DECEMBER 21, 2012

ADDENDUM 005 JANUARY 25, 2013

RECORD DRAWINGS APRIL 18, 2014

Page 19: * BOTTOM FLANGE CONNECTION PER 20 Solar... · THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED,

FIRST LEVEL100'-0"

SECOND LEVEL116'-0"

AS-9AS-9AS-9AS-9

AS-8AS-8 AS-8AS-8

AC-8

AC-2

202

202

219

EJEJ

EJEJ

EJ

EJ

CJ

223

99' - 4"

103' - 4"

107' - 4"

110' - 8"

115' - 4"

99' - 4"

234

234 234

O.P.H.

AC-28AC-28

CJ

CJ

BYND

CJ

EJ

225

242

EJ

BEYOND

ADD006

ADD006

233

AC-7

AC-7

ADD006

ADD006

THIRD LEVEL130'-8"

FOURTH LEVEL145'-4"

PENTHOUSE LEVEL160'-0"

ROOF LEVEL

A B C D EB.4

14

S-540

14

S-540

14

S-540

19

S-540

16

S-540

8

S-540

12

S-540

12

S-540

12

S-540

D.1

9'-4

"

A.6

BRICK RELIEF ANGLE TOALIGN WITH WINDOWHEAD AND SOFFIT TYP

14

S-540

14

S-540

14

S-540

TYPICAL CFS WALLFRAMING AT WINDOWS

TYPICAL 600S CFSWALL FRAMING BTWNWINDOWS

12

S-540

CFS WALL FRAMING FROMTOP OF CONCRETE WALL TORELIEF ANGLE ABOVE

12

S-54011

S-540

12

S-540

9

S-541

9

S-541

8

S-541

BRICK RELIEF ANGLE,SEE ARCH FORELEVATION

800S CFS WALLFRAMING

11

S-540S-540

20 AT DOORBEYOND

3

S-316

14

S-541

TYP AT CORNER

DO NOT CONNECT CFS WALLFRAMING, SHEATHING OR RELIEFANGLE TO DOOR POSTS. RELIEFANGLE IS CONTINUOUS PASTPOSTS

14

S-540

12

S-540

ADD005

8

S-540

11

S-540

ADD005

FIRST LEVEL100'-0"

SECOND LEVEL116'-0"

AC-26

AC-17

207

202

202

AC-15

EJ EJ EJ

CJCJ

CJ

AC-23

225

115' - 4"234

AT LADDER

105

CJ

EJ

242

EJ

SIM.

OPH

ADD006

ADD006

233

AC-5

AC-5

ADD006

ADD006

AC-3ADD006

THIRD LEVEL130'-8"

FOURTH LEVEL145'-4"

PENTHOUSE LEVEL160'-0"

ROOF LEVEL

ABCDE

12

S-540

8

S-540

SIM ATGIRT

12

S-540

12

S-540

7

S-540SIM AT GIRT

D.1

16

S-540AT PERGOLA

56'-8"

~ ~

W8 BRICK SUPPORT

~ ~

~ ~

~ ~

BRICK RELIEFANGLE AT WINDOWHEAD AND SOFFIT

14

S-540

58'-4"

12

S-540

14

S-320

7

S-540SIM AT GIRT

8

S-540SIM AT

GIRT

12

S-540

8

S-541

HSS GIRT, SEE PLANFOR ELEVATION, TYP

BRICK RELIEF ANGLE, SEEARCH FOR ELEVATION

12

S-540

8

S-541

14

S-540

8'-3 5/8" 16'-8 3/8"

14

S-540

10

S-540

800S CFS WALL FRAMINGGRID A TO B

SIM

14

S-540SIM

14

S-540

14

S-540

14

S-540

ADD005

EXTERIOR WALL FRAMING SCHEDULEFOR BIDDING

LOCATION STUD SIZE AND SPACING

STUD BACKING FULL HEIGHT BRICK -TYPICAL

COMMENTS

800S200-54 @ 16" OC

METAL STUD BACKING BRICK ATRIBBON WINDOWS - TYPICAL

600S162-68 @ 16" OC 14/S-540

METAL STUD BACKING BRICK ATRIBBON WINDOWS - CORNER

600S162-68 @ 12" OC 14/S-540

STUD BACKING FULL HEIGHT BRICK -CORNER

800S200-68 @ 12" OC

FULL HEIGHT STUD BACKING STUCCO -TYPICAL

800S162-43 @ 16" OC MECHANICAL PENTHOUSE

FULL HEIGHT STUD BACKING STUCCO -CORNER

800S162-54 @ 16" OC MECHANICAL PENTHOUSE

NOTE:THE SIZES LISTED IN THIS TABLE MAY BE USED FOR BIDDING. FINAL DESIGN IS BYTHE CFSF CONTRACTOR.

Project Number:

Drawn By:

Reviewed By:

Approved By:

Issue Date

AndersonMasonDale Architects, P.C.3198 Speer BoulevardDenver, CO, 80211303-294-9448

Architect

TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422

Civil

Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558

Landscape

Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100

Structural

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Mechanical/Plumbing

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Electrical

Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112

Technology

James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142

Clinical Planning

Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532

Building Performance Engineer

Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900

Cost Estimating

Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505

Owner

MM

JO

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: 236

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S-221

BUILDING ELEVATIONS

2011101.00

The Lane Center forAcademic Health

SciencesUniversity of Colorado at

Colorado Springs

2011101.00

1/8" = 1'-0"

BUILDING ELEVATION - NORTH1

1/8" = 1'-0"

BUILDING ELEVATION - SOUTH2

BP#3 DECEMBER 21, 2012

ADDENDUM 005 JANUARY 25, 2013

RECORD DRAWINGS APRIL 18, 2014

Page 20: * BOTTOM FLANGE CONNECTION PER 20 Solar... · THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED,

21

28

36

43

62

71

80

90

100

LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE (INCHES)

#3

#4

#5

#6

#7

#8

#9

#10

#11

8

11

14

16

19

22

25

28

31

12

15

19

23

26

30

34

38

42

6

8

10

12

13

15

17

19

22

21

28

36

43

62

71

80

90

100

GENERAL NOTES:1. 'LCE' = COMPRESSION EMBEDMENT LENGTH, 'LCS' = COMPRESSION LAP SPLICE LENGTH, 'LTE' = TENSION EMBEDMENT LENGTH, 'LTS' = TENSION LAP SPLICE LENGTH, 'LDH' = HOOK DEVELOPMENT LENGTH2. 'TOP' BARS ARE HORIZONTAL BARS PLACED SUCH THAT MORE THAN 12 IN. OF FRESH CONCRETE IS CAST BELOW THE BAR3. ALL BARS THAT ARE NOT 'TOP' BARS ARE 'OTHER' BARS4. UNLESS NOTED OTHERWISE, ALL HOOK BARS SHALL EXTEND TO THE FAR FACE (LESS 2" COVER)

LAP SPLICE NOTES:1. ALL SPLICES SHALL BE WIRED IN CONTACT AND STACKED VERTICALLY2. ALL SPLICES ARE 'LTS' UNLESS NOTED OTHERWISE3. SMALLER BAR LAP LENGTH SHALL BE USED WHEN SPLICING DIFFERENT SIZED BARS4. LAP LENGTHS SPECIFICALLY DETAILED ON DRAWINGS SHALL GOVERN IN LIEU OF LAP LENGTHS SCHEDULED5. BUNDLED BAR SPLICES: A. INDIVIDUAL BAR SPLICES WITHIN THE BUNDLE SHALL BE STAGGERED B. INCREASE LAP LENGTH 20% FOR A 3 BAR BUNDLE C. INCREASE LAP LENGTH 33% FOR A 4 BAR BUNDLE6. IF A NOTE OR DETAIL CALLS FOR A BAR TO BE EMBEDDED Ld (DEVELOPMENT LENGTH) INTO CONCRETE, THIS LENGTH SHALL CORRESPOND TO A 'LTE' LAP

ADJUSTMENTS TO GIVEN LAP LENGTHS:1. IF REINFORCING IS SPECIFIED AS EPOXY COATED, INCREASE SCHEDULED LAP LENGTHS BY 50%2. IF LIGHTWEIGHT AGGREGATE IS SPECIFIED, INCREASE SCHEDULED LAP LENGTHS BY 30%3. SCHEDULED LAP LENGTHS ASSUME: A. CLEAR COVER IS GREATER THAN BAR DIAMETER, BUT NOT LESS THAN 3/4" B. CLEAR SPACING BETWEEN BARS IS GREATER THAN 2 BAR DIAMETERS C. IF EITHER CONDITION A OR B IS NOT MET FOR A GIVEN BAR, INCREASE LENGTHS BY 50%4. SPLICE LENGTHS NOTED BASED ON Fy = 60,000 PSI. FOR OTHER YIELD STRENGTHS, MULTIPLY SPLICE LENGTHS NOTED BY Fy/60,000

HOOK EMBEDMENT NOTES:1. SCHEDULED HOOK EMBEDMENT LENGTHS ASSUME: A. SIDE COVER IS 2 1/2 INCHES OR GREATER B. COVER BEYOND IS 2 INCHES OR GREATER2. IF REINFORCING IS SPECIFIED AS EPOXY COATED, INCREASE SCHEDULED LAP LENGTHS BY 20%3. IF LIGHTWEIGHT AGGREGATE IS SPECIFIED, INCREASE SCHEDULED LAP LENGTHS BY 30%4. IF SIDE COVER IS LESS THAN 2 1/2 INCHES, INCREASE LENGTHS BY 40%

77

70

62

55

48

131

118

105

93

81

22

33

27

16

37

56

46

28

COMP TENSION

78

87

8

9

12

14

17

19

21

24

27

12

15

19

23

26

30

34

38

42

6

7

8

10

12

13

15

17

19

18

25

31

37

54

62

70

78

87 67

60

54

47

42

113

102

91

80

70

19

28

24

14

32

48

40

24

COMP

17

22

28

33

48

55

62

70

78

6

6

7

9

10

12

13

15

17

17

22

28

33

48

55

62

70

78 60

54

48

42

37

101

91

81

72

63

17

25

21

13

29

43

36

2218

25

31

37

54

62

70

8

9

11

14

16

18

20

23

25

12

15

19

23

26

30

34

38

42

LCE LCS LDHLTETOP

LTEOTHER

LTSTOP

LTSOTHER

LCE LCS

F'c = 3,000 PSI THRU 3,500 PSI

BAR SIZE(IN-LB)

F'c = 4,000 PSI F'c = 5,000 PSI

COMP TENSIONTENSION

LCE LCS LDHLTETOP

LTEOTHER

LTSTOP

LTSOTHER

LDHLTETOP

LTEOTHER

LTSTOP

LTSOTHER

#10

#13

#16

#19

#22

#25

#29

#32

#36

BAR SIZE(METRIC)

D2 D2

D1D1

NOTES:1. ALL BENDS SHALL BE MADE COLD2. #14 & #18 BARS SHALL BE BEND TESTED& LAB APPROVED PRIOR TO BENDING

1

6

90° HOOK

PRINCIPAL REINFORCING

180° HOOK

90° HOOK#3-#5

STIRRUPS ONLY

135° HOOK#3-#8

TIE OR STIRRUP

MAX OFFSET BEND

~ ~~

~

~ ~

D1

#3 - #8 6d

#9 - #11 8d

#3 - #5 4d

#6 - #8

#9 - #11

6d

8d

D2

d

12d

d

4d2 1/2" MIN

d

6d4" MIN

d6d4"

MIN

TYPICAL REINFORCING BENDS

CONCRETE COVER

CASE COVER (IN)

CONCRETE PLACED AGAINST EARTH 3

CONCRETE PLACED IN FORMS, EXPOSED TO WEATHER OR EARTH 2

CONCRETE PLACED ON VOID FORMS WITH MASONITE OR PLYWOOD COVERING 2

SLABS, WALLS OR PILASTERS NOT EXPOSED TO EARTH OR WEATHER 1

ADD 1/2 NUMBER OF BARSINTERRUPTED BY OPNGPLUS 1, SPACE AT 3" OC

DETAIL SIMILARFOR CIRCULAROPENINGS

NOTES:1. DETAIL APPLIES UNLESS REINF IS SPECIFICALLY DETAILED ON THE DRAWINGS

LTS + 18", TYP

3'-0" MAX

W

H, 3

'-0"

MA

X

TYPICAL OPENING

T

MA

X D

=0.3

T O

R 2

"W

HIC

HE

VE

R IS

SM

ALL

ER

D = OUTSIDE DIAMETER

3D (12" MIN)CLEAR

NOTE: WHERE CLEAR DISTANCE BETWEEN SLEEVES CAN NOT BEACHIEVED AS SHOWN, STRUCTURAL ENGINEER OF RECORD SHALL BENOTIFIED.SCHEDULE 40 SLEEVES SHALL BE USED IN CRITICAL AREAS OF THEWALL AND SLABS AS DETERMINED BY STRUCTURAL ENGINEER OFRECORD.IN WALL OR SLAB CONDUITS GREATER THAN [0.2T] SHALL BE SUBMITTEDFOR REVIEW

AT PIPING OR CONDUIT

NOTE 1

D 12" MAX

NO

TE

1ALIGN PEN'SVERTICALLY

B/WALL

NOTES:1. GREATER OF 2xD AND 12", WHERE CLEAR DISTANCE IS NOT ACHIEVABLE, TREAT AREAAS SINGLE OPENING REINFORCED PER "TYPICAL OPENING" DETAIL2. DO NOT CUT REBAR AT PENETRATIONS LOCS. REBAR MAY BE MOVED 8" MAX TOACCOMMODATE PENETRATIONS

ED

GE

S, T

YP

12"

FR

OM

ALL

TYP EW2" CLR TO REINF,

NOTE 2

AT OPENINGS 12" OR LESS

LESSER OF: 1) LDH 2) FAR FACE OF CONC LESS 2"

FORM SAVER

.

LTS

AT BEAM OR WALL FACE

TYPICAL

LTS UNO

1'-6 5/8"

SIDEWALK SEE CIVIL

2'-6" MIN BEARINGON SOIL

PROPERLY COMPACTED ON SITE ORIMPORTED SAND BACKFILL PEROCTOBER 30, 2012 CTL LETTER.REVIEWED AND APPROVED BYOWNERS GEOTECHNICAL ENGINEER

8'-0" MAX UNSUPPORTEDLENGTH

SEE CIVIL FORELEVATION AND SLOPE

REMOVE SOIL FOR SWAILDITCH AFTER CONCRETE HASREACHED 70% OF SPECIFIED28-DAY STRENGTH

SIDEWALK EJ

3" C

LR, B

OT

2" C

LR, T

OP

6"

(7) #4 @10" OC

#4 @18" OC

NOTES:1. ALL REBAR EPOXY COATED.

3/4" CHAMFERAT CORNERS,TYP

8

S-300EE

Project Number:

Drawn By:

Reviewed By:

Approved By:

Issue Date

AndersonMasonDale Architects, P.C.3198 Speer BoulevardDenver, CO, 80211303-294-9448

Architect

TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422

Civil

Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558

Landscape

Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100

Structural

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Mechanical/Plumbing

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Electrical

Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112

Technology

James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142

Clinical Planning

Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532

Building Performance Engineer

Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900

Cost Estimating

Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505

Owner

MM

JO

B #

: 236

16.S

.01

PR

INC

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L: P

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S-300

TYP CONCRETE DETAILS

2011101.00

The Lane Center forAcademic Health

SciencesUniversity of Colorado at

Colorado Springs

2011101.00

NO SCALE10 REINFORCING DEVELOPMENT, PLACEMENT, AND BEND INFO

NO SCALE11 TYP CIP SLAB OR WALL PENETRATIONS

NO SCALE4 TYP FORMSAVER

BP003

BP#2 NOVEMBER 16, 2012

BP#3 DECEMBER 21, 2012

RECORD DRAWINGS APRIL 18, 2014

NO SCALE8 PEDESTRIAN BRIDGE AT SIDEWALKNO SCALE12 PEDESTRIAN BRIDGE SECTION

Page 21: * BOTTOM FLANGE CONNECTION PER 20 Solar... · THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED,

LTS

MIN

IMU

M P

EN

ET

RA

TIO

N IN

TO

BE

AR

ING

MA

TE

RIA

L. S

EE

PLA

N.

MIN

IMU

M L

EN

GT

H =

24'

-0"

SHAFT DIA

SPLICE BARS AT B/PIER IFREQUIRED FOR OVERRUN

VERT REINF, EQUALLYSPACED AROUNDPERIMETER

3" CLR

#3 ALIGNMENT BARS OR OTHERAPPROVED ALIGNMENT DEVICESAT 1/4 POINTS AROUNDPERIMETER AT TOP, BOT, ANDMID

TYPICAL ALIGNMENT BAR

4"6"

6"

3 1/2"

PIER VERTICALBARS

T/BEARING MATERIAL, SEEGEOTECHNICAL REPORT FORDESCRIPTION. ASSUME 6222.50'FOR BID PURPOSES

PLAN MARK

DP30A-10

PIER DIAMETER

PENETRATION INTOBEARING MATERIALIN FEET (SEE PLAN)

FORM TOP AS REQUIRED TOPREVENT MUSHROOMING

4" HORZ LEGTIED TO TIE

REINFORCING PATTERNPIER TIE

~

LTS

ROUGHEN WHEN THE DRILLINGPROCEDURE RESULTS IN EXCESSIVEREMOLDING AND CAKING OF THEBEDROCK ON THE PIER WALLS ASDETERMINED BY THE GEOTECHNICALENGINEER

BP003

PD-5DOWELS AT FND WALL

PILASTER

PD-6DOWELS AT MAT

MATCH COLUMNREINFORCING

(4) #4 TIES

COLUMNREINFORCING

PIER DOWELS

VOID, SEEFND NOTES

PD-3 A&BDOWELS AT WALL ON PIER

9"9"

3" 2" C

LR

CONST JT

ANCHOR RODSOR DOWELS

PD-1DOWELS AT PIER

SUPPORT STL COLUMN

VOID, SEEFND NOTES

INDICATES CAPVERT BARS

INDICATES PIERREINFORCING

VOID, SEE FNDNOTES

CENTER PIER ONCOLUMN ABOVE UNO

PD-2DOWELS AT GRADE BEAM CAP

B

CA

B

CA

LTS

3" CLR3" CLR

3" CLR3" CLR

EQ

EQ

EQ

(12) #11 DOWELSAT TYPE A(6)#11 DOWELS ATTYPE BW/ STD HOOK ATBOT

9"

TY

P

EQ

SP

9"9"

EQ

SP

4" C

LR

4" CLR, TYP

SIM AT CORNER. PLACEDWLS IN E/W WALL UNO

4" CLR

3"

3"

3'-7

7/8

"

CONST JT

(8) #6 DOWELS

B

VOID, SEEFND NOTES

PD-4BDOWELS AT WALL ON PIER

B

LTS

+ 2

'-0"

LTS

5'-0

" T

O C

SJ

EQ SP 9"

4" C

LR

PIE

R B

AR

3" M

AX

TO

INDICATES DPVERT REINF

FND WALL REINF

LTS

6" CLR, TYP

PROVIDE #4 DWL TIES@48" OC IN WALL, TYP

PROVIDE #4 DWLTIES, TYP @48"OC

9" EQ EQ EQ

T/W

ALL

6" F

RO

M

3" M

AX

6" C

LR

S/2

MA

X, T

YP

4" C

LR

LTS + H

VOID, SEEFND NOTES

H

3" CLR

6" UNO

T.O.PIER

(3)#5 EF, TYP ATPERIMETER OF MAT

4" VOID FORM,SEE FND NOTES

PIER CAP W/ #9@8" OC EW T&B

WALL DWLS TO MATCHWALL REINF, TYP LT

S

SEE PLAN

SEE ELEVATION FOR WALL REINF

FULL DEPTHHOOK, TYP

1'-0"

6" M

AX

T.O.CAP

#5@9" AROUNDSUMP PIT

MATCH SIZE &SPACING OF T&B REINF

A

A

GRATING COVER.SEE ARCH

Project Number:

Drawn By:

Reviewed By:

Approved By:

Issue Date

AndersonMasonDale Architects, P.C.3198 Speer BoulevardDenver, CO, 80211303-294-9448

Architect

TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422

Civil

Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558

Landscape

Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100

Structural

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Mechanical/Plumbing

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Electrical

Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112

Technology

James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142

Clinical Planning

Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532

Building Performance Engineer

Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900

Cost Estimating

Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505

Owner

MM

JO

B #

: 236

16.S

.01

PR

INC

IPA

L: P

DE

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S-310

TYP DRILLED PIER DETAILS

2011101.00

The Lane Center forAcademic Health

SciencesUniversity of Colorado at

Colorado Springs

2011101.00

NO SCALE6 TYP DRILLED PIER SCHEDULE

DRILLED PIER SCHEDULE

TYPE SHAFT DIA

REINFORCEMENT

REMARKSVERTICAL TIES

DP24A 24" (6)#7 #4@14"

DP30A 30" (6)#9 #4@18

DP36A 36" (8)#8 #4@16

DP48A 48" (20)#10 #5@6

DP48B 48" (14)#10 #4@10

DP54 54" (22)#10 #5@8

NO SCALE12 PIER DOWELS

NO SCALE9 TYP STEPPED GR BM/WALL AT PIER

NO SCALE16 PIER CAP AT SHEAR WALLNO SCALE20 SHEAR WALL MAT SUMP REINF

BP003

BP003

DESIGN DEVELOPMENT SEPTEMBER 12, 2012

BP#2 NOVEMBER 16, 2012

BP#3 DECEMBER 21, 2012

RECORD DRAWINGS APRIL 18, 2014

Page 22: * BOTTOM FLANGE CONNECTION PER 20 Solar... · THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED,

VERT WALLREINF

HORIZ WALLREINF

LTS

INTERMITTENT 1'-0"LONG KEYS @ 2'-0" OC

NOTE 2

60'-0" MAXNOTE 2

NOTES:1. SUBMIT LOCATIONS OF CONST JTS FOR REVIEW PRIOR TO CONSTRUCTION2. LOCATE CONST JTS AT LEAST 5'-0" FROM PILASTERS AND CORNERS. AT GR BEAMS,JT SHALL BE IN MIDDLE THIRD OF SPAN

60'-0

" M

AX

EQ

EQ

EQ

8"T

EQ

EQ

EQ

EQ

EQ

1'-6

"T

T > 16"

T ≤ 16"

1 1/2"

1 1/2"

1ST POUR 2ND POUR

CONT KEY, TYP

EDGES MAY BEANGLED ATCONTR'S OPTION

NOTES:1. CLEAN SURFACES AND REMOVE LAITANCE2. WET SURFACE AND REMOVE STANDING WATER PRIOR TO PLACING CONCRETE

B

A

B

A

#4xCONT, TYP

3'-0

"

3'-0"

2" C

LR

#4x ASTM A706 DWLS @12",

BEND DOWN, TYP

EQ EQ

TYPICAL

2" C

LR

MIN BRG LENGTHSEE DECK SCHED FOR

BEND DOWN FOLLOWINGPLACEMENT OF DECK

DECK ORIENTATIONVARIES

EQ EQ

L3x3x1/4 CONT W/1/2"Øx4" HAS @24"

AT DECK BEARING

SEE PLAN

T/BRICK LEDGE

EQEQ

AT BRICK LEDGE

SEE PLAN

VERT EF

HORIZ A EF

2" CLR

ELEV = 106'-0"

6'-2

3/4

"

HORIZ B EF

4'-3

1/2

"

WALL MAY BE BACKFILLEDFULL HEIGHT PRIOR TOCONSTRUCTING SOG ANDSECOND LEVEL SLAB ONDECK

3" C

LR

1" CLR

T/PIER

SOME LOCS

SEE /10 S-300

BP003

INSIDE FACESINSIDE FACES

INSIDE FACES

CROSS WALL ORCOUNTERFORT

BAR SIZE & SPACINGTO MATCH HORIZREINF

OUTSIDE FACE (SOILSIDE)

OUTSIDE FACE(SOIL SIDE)

HORIZ REINF

SOLID CIRCLE INDICATES ADDITIONALVERTICAL BARS, SIZE TO MATCHWALL VERT REINF

OPEN CIRCLE INDICATESVERTICAL REINF

LTS OR CONT, TYP

BP003

9'-0

"

9'-0" OVEREXCAVATIONAND COMPACTEDGRANULAR FILL

1

1.5

TEMPORARY EXCAVATIONSLOPE PER SOILS REPORT

FIRST LEVEL, ELEV = 100'-0"

SECOND LEVEL, ELEV = 116'-0"

9

S-311

SIM ATINTERSECTION

DO NOT PLACE HARDSCAPE ON BACKFILL UNTIL BACKFILL SETTLEMENTHAS OCCURRED. RE: GEOTECHNICAL ENGINEER FOR CRITERIA.

2'-0" CLAY BACKFILL PEROCTOBER 30, 2012 CTL LETTER

PROPERLY COMPACTED ON SITE ORIMPORTED SAND BACKFILL BEHINDFOUNDATION WALLS AND UNDER ALLHARDSCAPE PER OCTOBER 30, 2012 CTLLETTER

2'-0

"

S-314

13

B

3

SEE FOR FNDWALL CORNER REINFREQUIREMENTS

/9 S-311

2'-7

"

CONT WALL REINF LTSPAST PERP WALL

CONT FND WALL REINF

LTS

B

3

CONT WALL REINF TO ENDOF WALL STEP

SEE ELEVATIONFOR REINF

VERT REINF AT STEPTO MATCH FNDWALL ABOVE

SEE FOR FNDWALL INTERSECTIONREINF REQUIREMENTS

/9 S-311

#5@12"OC

S-311

7S-315

16

LTS

LTS

DWLS TO MATCH SIZEAND SPACING OF SECONDLEVEL WALL REINF

CONT VERT REINFLTS PAST SECONDLEVEL

3

SECOND LEVEL

1'-8"

1'-0"

3

SECOND LEVEL

L3x3x1/4 CONT W/1/2Øx4" HAS @ 24"

#4x5'-0" @12",FORMSAVERCTR ON CSJ

#4xCONT, TYP

3'-0

"

3'-0"

#4x ASTM A706 DWLS @12",

BEND DOWN, TYP

8" 1'-0"

4 1/

2"

2" C

LR

B

6.97

LTS OR CONT

CONT HORIZ FNDWALL REINF

#9@12"OC VERT EFAT PERIMETER

#7x @12 "OC HORIZ

2" CLR

LTS

DRILLED PIER DOWELSPER

S-310

16

BP003

1" CLR

8" SPACING

LTS

LTS

+ 1

'-0"

DOWELS TO MATCH SIZE ANDSPACING OF WALL ABOVE

AT SECONDLEVEL SOGS-313

2

BP003

Project Number:

Drawn By:

Reviewed By:

Approved By:

Issue Date

AndersonMasonDale Architects, P.C.3198 Speer BoulevardDenver, CO, 80211303-294-9448

Architect

TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422

Civil

Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558

Landscape

Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100

Structural

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Mechanical/Plumbing

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Electrical

Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112

Technology

James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142

Clinical Planning

Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532

Building Performance Engineer

Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900

Cost Estimating

Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505

Owner

MM

JO

B #

: 236

16.S

.01

PR

INC

IPA

L: P

DE

OR

: PD

PR

OJE

CT

MA

NA

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S-311

TYP FOUNDATION WALL DETAILS

2011101.00

The Lane Center forAcademic Health

SciencesUniversity of Colorado at

Colorado Springs

2011101.00

NO SCALE8 TYP WALL VERTICAL CONST JOINT

NO SCALE7 TYP T/FND WALL

NO SCALE2 TYP FND WALL

NO SCALE9 TYP GR BEAM/FND WALL REINF

NO SCALE18 TYP SOIL PREP SECTION

FOUNDATION WALL SCHEDULE

MARK HORIZ A HORIZ B VERT

FW1 #10@12" #10@18" #5@12"

FW1 27" #10@12" #10@18" #5@12"

FW2 #5@9" #5@12" #5@12"

FW3 #7@12" #7@12" #7@12"

FW4 #10@12" #10@18" #5@9"

NO SCALE11CORE WALL TO FND WALLINTERSECTION

NO SCALE12 WALL STEP AT SOUTH CORE

NO SCALE15 SLAB BEARING AT SOUTH CORE

NO SCALE16THRESHOLD AT SOUTH CORE FNDWALL

NO SCALE19 PILASTER AT B/6.9

NO SCALE20 WALL TRANSITION

BP003

DESIGN DEVELOPMENT SEPTEMBER 12, 2012

BP#2 NOVEMBER 16, 2012

BP#3 DECEMBER 21, 2012

RECORD DRAWINGS APRIL 18, 2014

Page 23: * BOTTOM FLANGE CONNECTION PER 20 Solar... · THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED,

2" CLR, TYP

3" C

LR

4" VOID FORMSEE FND NOTES

#10@8" HORIZ EF,OUTSIDE LAYER ASSHOWN

#5@12" VERT EF, INSIDELAYER AS SHOWN

SEE PLANT/ PIER

SEE PLANT/ WALL

SEE PLAN

LTS

#5@12" OC EWABOVE BL

2" CLR, TYP

3" C

LR

4" VOID FORMSEE FND NOTES

#10@8" HORIZ EF,OUTSIDE LAYER ASSHOWN

#5@12" VERT EF, INSIDELAYER AS SHOWN

SEE PLANT/ PIER

SEE PLANT/ WALL

SEE PLAN

(2) ADDNL #10 BARS T&B

6"

T/ BLSEE PLAN

3"

4" VOID FORMSEE FND NOTES

#5@12" HORIZ EF,OUTSIDE LAYER ASSHOWN

#5@12" VERT EF, INSIDELAYER AS SHOWN

SEE PLANT/ PIER

SEE PLANT/ WALL

SEE PLAN

6"

T/ BLSEE PLAN

#5@8" CLOSED TIES

(2) #5, EF

(2) #10 T&B

U-BAR, MATCH SIZE ANDSPACING OF HORIZ BARS

LTS6

S-312

BRICK LEDGE BELOW

DRILLED PIER DOWELS,SEE

S-310

12

2

S-312

3'-0"

#6 DOWELS AT 12" EF

BP003

STEP B/WALL

LTS

#6x AT 12" OC

GRADE BEAM BELOW, PROVIDECORNER REINF PER 9/2-311

#4@20" TIE SETSW/ (2) TIES AT 3"OC AT TOP OFPILASTER

(8) #10 VERT

SE

E P

LAN

OV

ER

TH

IS L

EN

GT

H

OM

IT T

YP

WA

LL V

ER

T B

AR

S

SEE PLAN

BP003

#4@20" TIE SETS W/(2) TIE SETS AT 3"OC AT TOP OFPILASTER

(12) #10 VERT

TYP WALL REINF

BP003

SEE PLAN

SE

E P

LAN

2'-10"

3'-0

"

OMIT TYP WALL VERTBARS OVER THISLENGTH

EXTERIORSTAIR

#5@9" VERT TYP, (6) #5@4"EF AT POST, CTR ON POST,SEE 1/S-213 FOR LOCATIONS

2'-6

"

4'-6

"2

'-3"

2'-6

" M

AX

#5@10" VERT

PL 1 1/2 W/ (10) 3/4"ØANCHOR BOLTS IN 1 5/16"HOLES

PL 3/8x5 ES, NOTCHAT COL WELD

2" 1'-0"

2"

2" 2"3"

4 1/

2"4

1/2"3"

2"

2"

5/16TYP

(5/16)(5/16)

TYP

9/16

VARIES

/1 S-213SEE

SEE PLAN

A

SECTION A

2"

6"

#5@12" HORIZ

3 5/8" 3"

3"

3" 2"

CSJ ATCONTROPTION

NOTCH PLATE OVER WELD

PL WASHERS 1/2x2x2W/ STD HOLE

3/16

(2) SIDESTYP

WASHER WELD NOTREQD BTWN PLATES

POST, SEE PLAN

CURTAINWALL SHALL BESUPPORTED ON CONCRETEAT BASE OF WALL TYP

1'-6

"

#4 CLOSED STIRRUPSW/ (4) LEGS AT 6" 0.C.

(2) #5 EF

(4) #7 T&B

SEE /1 S-213

A

PL 1 1/2 W/ (10) 3/4"Ø ANCHORBOLTS IN 1 5/16" HOLES

PL 3/8x5 ES, NOTCH PLAT COL WELD

2" 1'-0"2"

2" 2"3"

4 1/

2"4

1/2"3"

2"

2"

5/16TYP

(5/16)(5/16)

TYP

9/16

SECTION A

2"6"

3"

3"

#5@10" VERT

#5@12" HORIZ

CJ

PL WASHER 1/2x2x2W/ STD HOLE

3/16

(2) SIDESTYP

WASHER WELD NOT REQDBTWN PLATES

NOTCH PL OVER WELD

4

B

3.9

#7@9"OC HORIZ

#7@12"OC VERT

S-311

9

SEE FOR TYPFND WALL CORNERREINF

LTS

CONT WALLHORIZ REINF

3" M

AX

A.6

CONT HORIZ WALLREINF TO FARFACE AND HOOK

ADD005

(8) #6 VERT

SEE PLAN

SE

E P

LAN

#4@12" TIES W/ (2)TIES AT 3" OC ATTOP OF PILASTER

CONT GRADE BMHORIZ REINF

3'-0

"

A

SECTION A

PL 3/8x5 ES

PL 1 1/2 W/ (8) 3/4"ØANCHOR BOLTS IN1 5/16" HOLES

9/16TYP

(5/16)(5/16)

TYP

5/16TYP

2"

1'-2"

2"

2"3"

8"3"

2"

PL WASHER 1/2x2x2W/ STD HOLE

3/16(2) SIDESTYP

NOTCH PLOVER WELD

7 7/8"

PROVIDE 8" WIDE BLOCKOUT INCOUNTERFORT FOR GRADEBEAM REINF TO EXTENDTHROUGH. CONTINUE ALLCONTERFORT REINF THROUGHBLOCKOUT.

ADD005

S-320

6

SEE ELEVATION FORCIP SHEAR WALL REINF

SEE FORFND WALL REINF

/2 S-311

#5@18" OC EW, EF

SIMAT THRESHOLD S-314

10

ADD005

Project Number:

Drawn By:

Reviewed By:

Approved By:

Issue Date

AndersonMasonDale Architects, P.C.3198 Speer BoulevardDenver, CO, 80211303-294-9448

Architect

TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422

Civil

Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558

Landscape

Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100

Structural

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Mechanical/Plumbing

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Electrical

Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112

Technology

James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142

Clinical Planning

Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532

Building Performance Engineer

Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900

Cost Estimating

Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505

Owner

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: 236

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S-312

FOUNDATION WALL DETAILS

2011101.00

The Lane Center forAcademic Health

SciencesUniversity of Colorado at

Colorado Springs

2011101.00

NO SCALE2 MECH YARD FND WALL - EAST

NO SCALE4 MECH YARD FND WALL - NORTH

NO SCALE6 MECH YARD FND WALL - WEST

NO SCALE7 MECH YARD FND WALL PLAN - WEST

NO SCALE9MECH YARD WALL CONN TO FNDWALL

NO SCALE10 TYP EDGE PILASTER

NO SCALE11 TYP CORNER PILASTER

NO SCALE14 SOUTH FOUNDATION WALL SECTION

NO SCALE15 SOUTH FOUNDATION WALL GR BM

NO SCALE12 PILASTER AT B4NO SCALE16 PILASTER AT B/6.5

NO SCALE17 EAST CW BP

NO SCALE18NORTH CORE COUNTERFORT ATWALL

BP003

BP003

BP003

BP003

BP003

BP003

NO SCALE8 TYP ELEVATOR PIT ON GRADE

BP#2 NOVEMBER 16, 2012

BP#3 DECEMBER 21, 2012

ADDENDUM 005 JANUARY 25, 2013

RECORD DRAWINGS APRIL 18, 2014

Page 24: * BOTTOM FLANGE CONNECTION PER 20 Solar... · THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED,

ADDNL STIRRUP ES

T&B REINF TO RUNTHRU JOINTUNINTERRUPTED

LOCATE IN MIDDLETHIRD OF SPAN

ADDNL #5@12"(2 MIN)

EQ

EQ

EQ

NOTE 2

60'-0" MAXNOTE 2

NOTES:1. SUBMIT LOCATIONS OF CONST JTS FOR REVIEW PRIOR TO CONSTRUCTION2. LOCATE CONST JTS AT LEAST 5'-0" FROM PILASTERS AND CORNERS. AT GR BEAMS,JT SHALL BE IN MIDDLE THIRD OF SPAN

60'-0

" M

AX

B

EQ

EQ

EQ

8"T

EQ

EQ

EQ

EQ

EQ

1'-6

"T

T > 16"

T ≤ 16"

1 1/2"

1 1/2"

1ST POUR 2ND POUR

CONT KEY, TYP

EDGES MAY BEANGLED ATCONTR'S OPTION

NOTES:1. CLEAN SURFACES AND REMOVE LAITANCE2. WET SURFACE AND REMOVE STANDING WATER PRIOR TO PLACING CONCRETE

A

A

3"3"

LTE LTE

B

NOTES:

1. SEE FOR POUR LENGTH LIMITS AND CONTROL JOINT DETAILS.S-313

8

AT STOREFRONT/CURTAINWALL

SEE PLAN SEE PLAN

TYPICAL - AT BRICK LEDGE

T/BL = SEE PLAN

T/PIER

4" VOID FORM.SEE FND NOTES

2" C

LR

(1) #10 T&B

#5@9" OC HORIZ,CTR IN GR BM

#5@12" OC VERT

SEE PLAN

SKEW HOOKS AS REQDTO MAINTAIN COVER

3'-0

"

3'-0"

#4x ASTM A706

DWLS @12" BENDDOWN, TYP

#4xCONT, TYP

8"

2" C

LR

AT SECOND LEVEL

.

BP003

SEE PLAN SEE PLAN

T/BL = SEE PLAN

T/PIER

4" VOID FORM.SEE FND NOTES

(2) #10 T&B

#5@12" OC HORIZ

#5x @12" OC

#5xCONT AT TYP, CTRIN STEM

#4x @18" OC AT TYP

LTE

MIN

BP003

AT SECOND LEVEL

3'-0

"

3'-0"

#4x ASTM A706 DWLS @12",

BEND DOWN, TYP

#4xCONT, TYP

.

2" C

LR

NO BRICK LEDGEAND STEM AT SIM

D

ADDNL STIRRUPES OF OPNG

SO

G T

HK

SLEEVED PEN SIZESHALL NOT EXCEEDD/6, SPACEMULTIPLE PEN'S AT3xDIA OC MIN

ADDNL #6@12" (2MIN) ABOVE ANDBELOW OPNG

LOC OPNG WITHINMIDDLE THIRD OFBEAM DEPTH

LTE LTE

MATCH SIZE ANDNUMBER OF BMBOT REINF

MATCH SIZE ANDNUMBER OF BMSIDE REINF

MATCH SIZE ANDNUMBER OF BMTOP REINF

LTS LTS

LTE 3". 3"

(3) #4

FND WALL GRADE BEAM

VOID FORM, SEEFND NOTES

EXTEND TOP REINFTO END OF CURB ATSIM

ADD005

MATCH SIZE ANDNUMBER OF BMBOT REINF

MATCH SIZE ANDNUMBER OF BMSIDE REINF

MATCH SIZE ANDNUMBER OF BMTOP REINF

3". 3"

GRADE BEAM

VOID FORM, SEEFND NOTES

ADD005

1 1/

2" T

YP

A

A

T/CAP = SEE PLAN

#5@12" HORIZx EW

LAP LTE

VOID FORM BELOWCAP OUTSIDEPIER, SEE FNDNOTES

2" C

LR B

OT

2" C

LR T

OP

2" CLR SIDES

3" UNO

#5@12" T&B REINFx

EW

LAP

LT

E

CONTINUE GRADE BEAMREINF THRU CAP

2" MAX, AS REQD

SE

E P

LAN

HOOK T&B BARSFROM GR BM

(8) #7

#4@12"

1'-1" 1'-1"

DP CL

1'-1

"1'

-1"

DP CL

2" CLR TYP

#5@8" EW THUS

HOOK GRBM BARS

1'-1

"1'

-8"

1'-4

"

DP CL

1'-4" 6" 1'-2"

DP CL

ALIGN FACE OF GRBM AND FACE OFPILASTER

2 7

/8"

LTS

7/8"2" CLR TYP

#5@8" SIDE THUS 2 7

/8"

LTS

1.5E

S-311

9ABOVE CAP

6 1/2"9 1/2"

DP CL

DP CL

HOOK ENDS OFGR BM BARS

DP DOWELS

HOOK ENDSOF GR BMBARS

1'-6"

1'-6

"

DP CL#5@8" EWTHUS

#5@8" SIDETHUS

3 3

/8"

LTS

3 3

/8"

LTS

1.5

D.1

4" 2'-1" 2'-5"

2'-1

1/4

"1'

-3 1

/4"

10"

(16)#7 VERTS

#4 TIE SETS @12"

HOOK ENDS OFGR BM BARS

SKEW (2)STIRRUPS ATEND OF GRBM

2" CLR

2" C

LR

DP CL

DP CL

ALIGN PILASTER W/FACE OF GR BM

1

D

BP003

3"

ADD005

Project Number:

Drawn By:

Reviewed By:

Approved By:

Issue Date

AndersonMasonDale Architects, P.C.3198 Speer BoulevardDenver, CO, 80211303-294-9448

Architect

TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422

Civil

Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558

Landscape

Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100

Structural

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Mechanical/Plumbing

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Electrical

Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112

Technology

James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142

Clinical Planning

Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532

Building Performance Engineer

Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900

Cost Estimating

Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505

Owner

MM

JO

B #

: 236

16.S

.01

PR

INC

IPA

L: P

DE

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: PD

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S-313

TYP GRADE BEAM DETAILS

2011101.00

The Lane Center forAcademic Health

SciencesUniversity of Colorado at

Colorado Springs

2011101.00

NO SCALE8 TYP GRADE BEAM CONST JT

NO SCALE2 TYP GRADE BEAM

NO SCALE5 GRADE BEAM - 2NO SCALE9TYP GRADE BEAM - SLEEVEDOPENING

NO SCALE10 TYP GRADE BEAM TO FND WALL - 1

NO SCALE11 TYP GRADE BEAM TO FND WALL - 2

NO SCALE16 TYP GRADE BEAM AT COLUMN

NO SCALE13 PILASTER AT SE VESTIBULE

NO SCALE14 PILASTER AT SW VESTIBULE - 1

NO SCALE15 PILASTER AT SW VESTIBULE - 2

NO SCALE17 PILASTER AT SW VESTIBULE - 3

NO SCALE18 PILASTER AT SW CORNER

NO SCALE19 PILASTER AT SE CORNER

BP003

BP003

BP003

DESIGN DEVELOPMENT SEPTEMBER 12, 2012

BP#2 NOVEMBER 16, 2012

BP#3 DECEMBER 21, 2012

ADDENDUM 005 JANUARY 25, 2013

RECORD DRAWINGS APRIL 18, 2014

Page 25: * BOTTOM FLANGE CONNECTION PER 20 Solar... · THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED,

PLAN AT PILASTER

FIRST POUR

PLAN AT COLUMN

CJ ORCONST JT

90°

CL COL

TOOLED JT ATEXPOSED AREAS

COLUMN FACE

COLUMN

ISOLATION JT

CONCRETE ENCASEMENTTO COVER COL BASE,TYP

SECTION AT COLUMN

COLUMN ORPILASTER

CONST JOINT

DIAMOND ORROUNDBLOCKOUT

S-314

7

TYP4" M

IN

90

°

90

°

4" MIN

S-314

7

A

A

CONT VAPORRETARDER,SEE ARCH

2ND POUR1ST POUR

EXTEND REINFTHRU JT

1/8" .

NOTES:1. PROVIDE TOOLED JT OR SAW CUT AS SOON AS THE CONC HAS HARDENED SUFFICIENTLYTO PERMIT CUTTING WITHOUT CHIPPING, SPALLING, OR TEARING (BUT NOT MORE THAN 12HOURS AFTER CASTING)

LAP (2) MESHPANELS OR LTS

1 1

/4"

AT

T =

5"

1" A

T T

= 4

"

NOTE 1

SLAB REINF

T2"

MIN

#4 ES CONT

2

1

T

CONSTRUCTION JOINT

CONTROL JOINT

6"

AT T < 6"AT T ≥ 6"

EQ

EQ

EQ

8"T

1 1/2"EDGES MAY BEANGLED ATCONTR'S OPTION

NOTES:1. CLEAN SURFACES AND REMOVE LAITANCE2. WET SURFACE AND REMOVE STANDING WATER PRIOR TO PLACING CONCRETE

A

A

BP003

1/4" PREFORMED JTFILLER OVER FULL SLABDEPTH, FILLER SHALLNOT PROTRUDE ABOVESLAB

ELASTOMERIC JTSEALANT WHEREREQD (SEE ARCH)

2'-0

" T

YP

NOTES:1. DETAIL APPLIES FOR ALL OPNGS IN SOG'S AND SLABS ON METAL DECK2. REINF NOT REQUIRED AT OPNGS SMALLER THAN 10"x10"3. SEE OTHER DTLS FOR REINF AT OPNGS IN CONC WALLS, CONC STR SLABS, AND METALDECK SLABS

OPENING

RE-ENTRANT CORNER:DIAG BARS

(2) #4 TYP

BP003

S-314

6

S-314

6

4

S-314

PROVIDE JT EW ATALL RE-ENTRANTCORNERS

CONTROL ORCONSTRUCTION JT

RATIO = 1:1.5

10'-0" MAX EWMAX ASPECT

NOTES:1. KEY PLAN ILLUSTRATES CONSTRUCTION CONCEPTS ONLY. SEE PLAN FOR ACTUAL DIMENSIONS AND ARRANGEMENT2. PROVIDE ADDITIONAL CONTROL JOINTS AT ABRUPT CHANGES IN THICKNESS AND LOCATIONS PRONE TO CRACKING. COORD LOCS WITH FLOOR FINISHES AND INTERIOR WALLS

PROVIDE TYPTRIM REINF ATALL OPNGS,NOTCHES, ANDRE-ENTRANTCORNERS

7

S-314

S-314

8

S-314

8

SEE GENERALNOTES FOR POURLENGTH AND AREALIMITS

S-314

8

S-314

2TYP SLABREINF

~

~

~~

10

S-314

11

S-314

12

S-314

CONT VAPORRETARDER, SEE ARCH

BAR SUPPORTS,SEE SPEC

NOTES:1. PREPARED/COMPACTED SUBGRADE, SEE EARTHWORK SPEC FOR REQUIREMENTS.SEE PLAN FOR EXTENT AND DEPTH OF OVEREXCAVATION AND RECOMPACTION.

T = 4": WWR 6x6-W2.9xW2.9T = 5": #4@18" OC EW

NO

TE

1T

TYPICAL SLAB-ON-GRADE SECTION

3" C

LR T

YP

BP003

T = 5 1/2": NONET = 10": #4@12"OC EW TOP

T = 5 1/2": #5@12" OC EW BOTT = 10": #6@12"OC EW BOT

1" C

LR

CONT VAPORRETARDER, SEE ARCH

BAR SUPPORTS,SEE SPEC

NO

TE

1

NOTES:1. PREPARED/COMPACTED SUBGRADE, SEE EARTHWORK SPEC FOR REQUIREMENTS. SEEPLAN FOR EXTENT AND DEPTH OF OVEREXCAVATION AND RECOMPACTION.

3" C

LR

T

CONTROL JOINTS NOT PERMITTED

BP003

3'-0"

TOP REINFORCING

MATCH TOP REINF

2'-0" HOOK

#4x

#4x4'-0@12", EC,CTR

(1) #4xCONT

TYPICAL

3'-0

"

@12" TOP2"

LTS + H

2" C

LREQEQ

H

A

A

CONTR OPTION A706 AND FIELD BEND DOWN

8"

BP003

STAIR STRINGER ANDCONN TO SOG BY STAIRMNFR

(3) #4xCONT

#4x2'-0"

BEYOND STRINGERS

2'-0" (MIN), EXTEND THICKENED ZONE 1'-0"

1'-0

" M

IN

2'-0"@24"

3" C

LR

12"

12"

WWR 6x6-W2.9xW2.9

VA

RIE

S

#3x @16" W/(4) #4xCONT

2" C

LR

1" C

LR

1" CLR

TYPICAL

POST-INSTALLED REBAR OPTION

ADHESIVE ANCHOR

3"

2" C

LR

2"

1" C

LR

#4x 3'-0

"

3'-0"

AT 12"

#4xCONT

A706 AND FIELD BEND DOWN

#4x12'-0" @12",FORMSAVERCTR ON CSJ

BP003

8'-0".

ADD005

#4@12" T&B EW

ANCHOR RODS BYEQUIP MNFR

1'-0

"

SE

E A

RC

H, M

EC

H, A

ND

ELE

C

6" MIN

3" C

LR

1 1/

2" C

LR

3" CLR

S-314

7

Project Number:

Drawn By:

Reviewed By:

Approved By:

Issue Date

AndersonMasonDale Architects, P.C.3198 Speer BoulevardDenver, CO, 80211303-294-9448

Architect

TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422

Civil

Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558

Landscape

Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100

Structural

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Mechanical/Plumbing

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Electrical

Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112

Technology

James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142

Clinical Planning

Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532

Building Performance Engineer

Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900

Cost Estimating

Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505

Owner

MM

JO

B #

: 236

16.S

.01

PR

INC

IPA

L: P

DE

OR

: PD

PR

OJE

CT

MA

NA

GE

R: K

H

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S-314

TYP SOG DETAILS

2011101.00

The Lane Center forAcademic Health

SciencesUniversity of Colorado at

Colorado Springs

2011101.00

NO SCALE6TYP SOG BLOCKOUT ATCOLUMN/PILASTER

NO SCALE4 TYP SOG JOINTS

NO SCALE7 TYP SOG ISOLATION JOINT

NO SCALE8 TYP TRIM REINF

NO SCALE5 TYP SOG KEY PLAN

NO SCALE2 TYP SOG

NO SCALE9 TYP SOG - SECOND LEVEL

NO SCALE10 TYP SOG EXT THRESHOLD

NO SCALE11 TYP SOG BELOW METAL STAIR

NO SCALE12 TYP SOG EQUIP PAD

NO SCALE13 SOG AT T/ WALL

NO SCALE14 TYP SOG ISOLATED EQUIP PAD

BP003

DESIGN DEVELOPMENT SEPTEMBER 12, 2012

BP#2 NOVEMBER 16, 2012

BP#3 DECEMBER 21, 2012

ADDENDUM 005 JANUARY 25, 2013

RECORD DRAWINGS APRIL 18, 2014

Page 26: * BOTTOM FLANGE CONNECTION PER 20 Solar... · THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED,

TYP EMBEDDED PL SCHED**

BEAM

C8, W8

CAPACITY (KIPS)* D(IN)

L(IN)

TOTAL# HAS

10 12 6 4

C10, W10 10 12 6 4

C12, W12 25 12 8 4

W14 33 14 9 6

W16 39 16 10 6

W18 40 18 12 6

W21 46 21 14 8

W24 46 24 16 10

W27 50 27 18 12

W30 55 30 18 14

W33 55 33 20 14

W36 58 36 20 16

* SERVICE LEVEL (ASD)** EMBEDDED PLATE TYPE IS BASED ON BEAM DEPTH. IFPLAN REACTION IS GREATER THAN SCHEDULED CAPACITY,REQUEST CUSTOM CONNECTION FROM ENGINEERNOTES: 6" LONG STUDS SHALL BE USED AT 8" THICK WALLS.

T/PL = T/BM, TYP

PL 3/4

3/4"Ø HAS, TYP, SEESCHEDULE FOR LENGTHAND TOTAL #

13/16"x2 3/4" SLOTTED HOLEIN L, STD HOLE IN BM

L6x3 1/2x3/8, (2) PTBOLTS, CENTERVERTICALLY ON BM

NOTES:1. COMPLETE ALL WELDS PRIOR TO INSTALLING DECK OR USING BEAM TO SUPPORT ANY CONSTRUCTION MATERIALS

2. SEE FOR WELDING OF REBAR TO EMBED PLATES WHEN REQUIRED. DAS MAY BE SUBSTITUTED FOR REBAR.

1 1/2" ± 1"

L1 1/

2" T

&B

WELDING CLEARANCES

TRIM FLG T&B, ONE SIDEONLY, AS REQD FOR FIELD

EQ

EQ

EQ

2"2"

D

2" 5" 5" 2"EMBED & BEAM CL

B/CONC

T/CONC

EDGE OFCONC

2'-0

" M

IN

2'-0" MIN

BEAM ELEVATION

EMBED ELEVATION

MINIMUM CONCRETE EDGE DISTANCES AT WALLS

S-315

2

WHERELESS

S-315

6 WHERELESS

8

S-315

AT WALL END

OF ANGLE

DO NOT WELDACROSS TOP

S-315

6AT BOTCORNEREDGES

7

S-315

AT SKEWEDCONNS

6" STUDS 8" STUDS

10

10

25

33

39

50

56

64

68

73

74

77

1'-0

" M

IN

S-315

10WHERELESS

S-315

3AT TOPCORNEREDGES

4

S-315AT PILASTER

S-315

11

5/16

3/4" RETURNTOP, FULL

RETURNBOT

5/163 SIDES,NOTE 1

A

A

1 1/2"

1 1/

2"

#6 T & B (A706)

LTS

4° MA

X

EDGE OF CONCRETE

8" TO 2'-0"5"

ADDNL #6 FOR W27 & ABOVE

W8-W18: (3) #6W21-W36: (3) #8A706

1 1/2"

LTS

4° MAX

B/CONCRETE

4" T

O 2

'-0"

5"

FOR WALLS BETWEEN 8" AND14" THICK, PLATE WIDTH TOMATCH WALL THICKNESS. FORWALLS THICKER THAN 14",PLATE WIDTH = 14"

#6 (A706), MATCH HASLAYOUT AND TOTALNUMBER SHOWN IN BMEMBED SCHEDULE LT

E

EQ EQ EQ

NOTES:1. REQUEST CONN FROM ENGINEER IF Ø > 45°

Ø

BENT PL 3/8xL ~

BEAM WEB

3 1/2"

6"

0" T

O 1

'-0"

REPLACE TOP (2)HAS w/ (2) #6 (A706)

#6x2'-4", EMBEDSUPPLIER TO TIE INPLACE CENTERED ONPLATE, WELDING NOTPERMITTED

REPLACE ALLHAS W/ #6 (A706)

SINGLE SIDED BACK-TO-BACK

1'-0"

1'-0

"

LESSER OF: 1) LDH 2) FAR FACE OFCONC LESS 2"

S-315

2

10

S-315

FOR HAS ANDHOOKED BARS

FOR HORIZBARS

BAR SIZE E L

23/16#3

#4 1/4 2 1/2

#5 5/16 3

#6 3/8 3 1/2

#7 7/16 4

DBAR SIZE

3/8

1/2

7/16

5/16

1/4

#7

#6

#5

#4

#3

#8 1/2 4 1/2 9/16#8

FROM BEND

STOP WELD (2)BAR DIA'S

D(E) L(E) L

NOTES:1. ALL WELDED REBAR SHALL BE A706

3/4"Ø ANCHOR RODS,UNO

DOUBLE NUT ORHEADED ANCHOR ROD

NOTES:1. SEE COLUMN SCHEDULE OR PLAN FOR BASE PLATE MARK2. PLATE SIZE MAY BE INCREASED AT HSS COL TO PROVIDE BOLT CLEARANCE3. ALL AROUND WELD MAY BE USED IN LIEU OF THE WELD SHOWN

PL WASHER 5/16x2x2 W/STD HOLE

N

B

1 1/

2" N

S G

RO

UTT

OPTIONAL LEVELINGNUTS

1 5/16"Ø HOLES INBASE PLATE

4" T

YP

4" T

YP

TYPICAL

5/16NOTE 3

1'-6

" M

IN

AB

OV

E N

UT

2" M

INP

RO

JEC

TIO

N

N

B

2" T

YP

HSS OR PIPE COLUMN

AT HSS OR PIPE COL

5/16

T

TYP BASE PLATE SCHEDULE

BASEPLATEMARK

BP1

BP2

PLATETHICKNESS

T (IN)

PLATEWIDTHB (IN)

PLATELENGTH

N (IN)

A

A

2 1/2" TYP2 1/2" TYP

1 12 12

1 1/2 13 13

BP3 1 17 17

BP5 1/2 16 9

BP6 3/4 13 13

BP003

BP7 1 16 16

BP8 1 1/2 22 22

BP4 3/4 10 10

/6 S-316SEE

ADD005

OPTION #1 - EMBED PLATE

OPTION #2 - POST-INSTALLED ANCHORS

L4x3x1/4xCONT (LLV)

L4x3x1/4xCONT (LLV) W/11/16"x2 1/2" HORIZ SLOTSIN VERT LEG

EMBED PL 3/8x8x8 W/(4) 3/8"Øx6" HDAS @4'-0" OC MAX WITHIN1'-0" OF END

1 1/

2"

#5x @18"

3'-0" .

5/8"Ø HILTI KWIK BOLTTZ (4" EMBED) @ 2'-0"OC. PLACE FIRSTANCHOR 6" (MIN), 1'-0"(MAX), AWAY FROMEDGE OF OPNG

1 3/

4"

OP

NG

6" M

IN T

O

OP

NG

2" M

IN T

O

#5x @18"

3'-0" .

S-300

4

3/16 43/16 4

1'-0

"

1 1/2" ±1" A

SEE FOR ANGLEAND SHEAR CONN REQTS

5/163-SIDESTYP

1 1/2"

PL 1 1/4 WITH(8)#9 A706

EXTEND REBARLTE TOP INTOWALL

PL1/2x7x7

PL1/2x7x5 SHORT DIMPERP TO BM

5/165/16

TYP

/9 S-315

TYP

7"

5/163 SIDES

5/16

5/8E70XX

ASI001

PL3/8x8x8 W/(2) 1/2"ØHAS (BOT) AND (2) #4(A706) (TOP) @ 4'-0"OC MAX AND 1'-0"FROM END

L6x6x1/2 x CONT

3/163/16

#6x2'-4", EMBEDSUPPLIER TO TIE INPLACE CENTERED ONPLATE, WELDING NOTPERMITTED

ADD005

3" 3" 3" 3"

EMBED & BEAM CL

A

3"E

QE

QE

Q3"

2'-0

"

5/16 45/16

5/16 45/16

3"

4 1/

2"

4"2"

3" 3"

PL 1/2 W/ (2) ANCHORRODS, INSTALLANCHOR RODS AWAYFROM DOOR

1/2"

TY

P

S-315

15FOR ADDNL INFO

1/42 SIDES

5/165/16

TYP

5/16(3) SIDESTYP

1" ±

1/2

"

8"1

1/2"

TY

P

9"

1'-0

"

PL3/4x9x12 W/ (4) 5/8"Ø THREADED RODSIN OVS HOLES, AT INSIDE FACE OF WALL.

PL3/8x4 1/2x8 CTR ON HSS, ES

4 1/2" 4 1/2"

PL3/16x2x2 WASHER, TYP

3/16(2) SIDESTYP

.

PL3/8x9x12 ON OUTSIDE FACE OF SHAFT.

7/8" HAMMER DRILLED HOLE. LOCATEWALL REINF PRIOR TO DRILLING. DONOT CUT OR DAMAGE REINF. REPAIRSPALLED CONCRETE PER SPEC.

2 1

/8"

BP003

1 1/4" MAX PROJECTION AT EAST WALL.CHIP OUT CONCRETE 1" MAX, ASREQUIRED, RECESS PLATE AND GROUT.

AT WEST WALL

RFC 064

REMOVE ERECTION BOLTFROM CONN ANGLE ON FARSIDE

(5/16)

5/16RET BOT

PL1/2x6x6

S-315

20FOR ADDNL INFO

1 1/

2"

RFC136

Project Number:

Drawn By:

Reviewed By:

Approved By:

Issue Date

AndersonMasonDale Architects, P.C.3198 Speer BoulevardDenver, CO, 80211303-294-9448

Architect

TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422

Civil

Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558

Landscape

Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100

Structural

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Mechanical/Plumbing

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Electrical

Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112

Technology

James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142

Clinical Planning

Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532

Building Performance Engineer

Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900

Cost Estimating

Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505

Owner

MM

JO

B #

: 236

16.S

.01

PR

INC

IPA

L: P

DE

OR

: PD

PR

OJE

CT

MA

NA

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S-315

TYP STEEL TO CONCRETE

CONNECTIONS

2011101.00

The Lane Center forAcademic Health

SciencesUniversity of Colorado at

Colorado Springs

2011101.00

NO SCALE9 TYP BM EMBED PL CONN & SCHEDULE

NO SCALE2 TYP BM EMBED NEAR EDGE OF WALLNO SCALE6 TYP BM EMBED NEAR B/WALL

NO SCALE8 TYP BM EMBED AT END OF WALL

NO SCALE7 TYP BM EMBED AT SKEWED BM

NO SCALE4 TYP BM EMBED AT PILASTER

NO SCALE10 TYP BM EMBED NEAR T/WALL

NO SCALE3TYP BM EMBED NEAR TOP-EDGE OFWALL

NO SCALE11 TYP REBAR WELD SCHEDULENO SCALE15 TYP COL BASE PLATE - GRAVITY

NO SCALE16 TYP MTL DECK SLAB TO CONC WALLNO SCALE20 TYP DRAG BM CONN

NO SCALE17 STUD SUPPORT AT PH WALL

BP003

BP003

NO SCALE12 OVERHEAD DOOR POST BASE PLATE

ADD005

BP#2 NOVEMBER 16, 2012

BP#3 DECEMBER 21, 2012

ADDENDUM 005 JANUARY 25, 2013

ASI 001 FEBRUARY 19, 2013

RECORD DRAWINGS APRIL 18, 2014

NO SCALE19 STRUT TO WALL CONN

NO SCALE18 DRAG BEAM CONN W/ SIDE PLATE

Page 27: * BOTTOM FLANGE CONNECTION PER 20 Solar... · THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED,

5"E

QE

Q2"

2" 10" 2"

PL3/4x14x21 W/(6)#6 A706 TYP,PL3/4x14x27 W/(10)#6 A706 AT W24THUS:

SEE FOR BMCONN TO EMBED, TYP

/9 S-315

2"5"

1 1/

2"

SEE FOR HORIZ BARSSEE FOR WELD REQTS/11 S-315

/2 S-315

BM CL

3 1/

2" A

T S

IM

A

BASE PL 1 1/2 W/ (8)1"Ø ANCHOR BOLTSAND 1 3/4"Ø HOLES

2" 9" 9" 2"

2"9"

9"2"

2'-4

"

SECTION A

14

S-313

3/8

3/16(2) SIDESTYP

PL WASHER 3/8x3x3 W/STD HOLE

ASI001

S-315

15FOR ADDNLINFO

1" C

LR

5/16

EMBED PL 1/2 W/ (4)3/4"x6" HAS THUS:

4"

4"

1"

8"

8"

2" T

YP

SEE ARCH

1"

BENT PL 3/8 W/ 6"VERT LEG (HDG)

PL 1/2x10x10 WITH (4) 3/4"Øx 5" EMBED HAS. 1'-6" OCAND 1'-0" MAX FROM ENDS

3" T

YP

SEE ARCH

9

S-540FOR CJ REQTS

1" M

AX

BOTTOM OF CONCRETE INSOME LOCS, ALIGN B/PLWITH B/CONC

3/161/2"

4" M

IN

(4) #4 ADHESIVEANCHORS. (1) ESOF BASE PLATE

6"

#4 x

2 1/

2" M

IN

1'-3" MIN

.

SEE LANDSCAPE

T/PIER

5"

ELASTOMERIC JOINTSEALANT

RFC 037

NOTES:AESS PAINT SYSTEM SHALL BE INSTALLED ON COLUMN AND BASE PLATE PRIORTO ENCASING IN CONCRETE

S-315

20FOR EMBED

5/16RET TOP

5/16

B/EMBED = 176'-2

T/STEEL = SEE PLAN

1'-1

"5"

T/INSULATION = SEE ARCH

EXTEND ROOFING MEMBRANEABOVE T/EMBED. SEE ARCH

/9 S-315

FOR ADDNL CONNREQTS, SEE

PL1/2x4x1'-3

5/165/16PL TO

EMBED

5/16 8PL TOFL

5/16 3PL TO

FL

RFC 061 .

PL3/4x7x0'-10" (HDG)W/ (4) 1"Ø HOLES

T/SOG = 100'-0"

T/GRADE BEAM = 99'-4"

5/16POST TO PL

1 1/2" TYP

(4) 5/8"Ø ADHESIVEANCHORS (HDG). EMBED12" WITH HILTI HY-150MAX-SD IN HAMMERDRILLED HOLE. DO NOTCUT OR DAMAGEEXISTING GRADE BEAMREINFORCING. PULLTEST (1) ANCHOR TO 3KIP TENSION LOAD.

WASHER PL 1/4x1 1/2"Ø(HDG) W/ STD HOLES

3/16WASHER TOPL (2) SIDES

1" NS GROUT TOUCH UP FIELD WELDEDAREAS WITH ZINC RICHPRIMER

NOTES- SEE 6/A-405 FOR ADDITIONAL INFORMATION

SEE ARCH

BENT PL 3/8 W/ 6"VERT LEG (HDG),RE:

SEE ARCH

9

S-540

FOR CJREQTS

4"

1/2"Øx4" EMBED STAINLESSSTEEL EXP ANCHOR AT 12"OC, 3" EA SIDE OF SPLICES,6" FROM END OF WALL

HORIZ LSL HOLEAT BENT PL

1/4"x1 1/2"Ø HDGPL WASHER

/3 S-316

RFC 0145

PL1/2x8x10 W/ (4)1/2"Øx4 1/2" EMBEDSCREW ANCHORS IN1"Ø HOLES

2" T

YP

4"2"

TY

P

WASHER PL1/4x1 1/2x 1 1/2WITH STD HOLE TYP

3/16

(2) SIDES,TYP

RFC 0145

S-503

14

CHIP OUT CONC AND GRINDSURFACE SMOOTH TORECESS PLATE

1"

Project Number:

Drawn By:

Reviewed By:

Approved By:

Issue Date

AndersonMasonDale Architects, P.C.3198 Speer BoulevardDenver, CO, 80211303-294-9448

Architect

TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422

Civil

Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558

Landscape

Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100

Structural

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Mechanical/Plumbing

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Electrical

Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112

Technology

James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142

Clinical Planning

Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532

Building Performance Engineer

Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900

Cost Estimating

Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505

Owner

MM

JO

B #

: 236

16.S

.01

PR

INC

IPA

L: P

DE

OR

: PD

PR

OJE

CT

MA

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H

DE

SIG

NE

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S-316

STEEL TO CONCRETE

CONNECTIONS

2011101.00

The Lane Center forAcademic Health

SciencesUniversity of Colorado at

Colorado Springs

2011101.00

NO SCALE1 END OF WALL EMBED

NO SCALE6 ROUND HSS BASE PL

BP003

BP003

NO SCALE5 NE WINDOW SUPPORT

BP003

NO SCALE3 BRICK SUPPORT AT CONCRETE

BP#3 DECEMBER 21, 2012

ADDENDUM 006 FEBRUARY 8, 2013

ASI 001 FEBRUARY 19, 2013

ASI 027 JUNE 13, 2013

RECORD DRAWINGS APRIL 18, 2014

ASI001

NO SCALE7 COL BASE AT GRID E

NO SCALE8 PENTHOUSE DRAG CONN

NO SCALE9 GATE POST BASE

ASI027

NO SCALE10 POST INSTALLED BRICK SUPPORT

NO SCALE11 POST CONN AT STAIR LANDING - 2

Page 28: * BOTTOM FLANGE CONNECTION PER 20 Solar... · THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED,

ADD 1/2 NUMBER OF BARSINTERRUPTED BY OPNGPLUS 1, SPACE AT 3" OC

DETAIL SIMILARFOR CIRCULAROPENINGS

NOTES:1. DETAIL APPLIES UNLESS REINF IS SPECIFICALLY DETAILED ON THE DRAWINGS

LTS + 18", TYP

3'-0" MAX

W

H, 3

'-0"

MA

X

TYPICAL OPENING

PROVIDE U-BARSAT OPNG EDGES,TO MATCH SIZEAND SPACING OFTYP WALL REINF

U-BAR SIZE & SPACING TOMATCH HORIZ REINF OFWALL A

3"

3"

LTS

TY

P

WALL A

WALL B

U-BAR SIZE & SPACINGTO MATCH HORIZ REINFOF WALL B

WALL A

U-BAR SIZE & SPACING TOMATCH HORIZ REINF OFWALL A

LTS

3"

U-BAR SIZE & SPACINGTO MATCH HORIZ REINF

LTSTRIM REINFWHERE SHOWN,SEE CIP SHEARWALL ELEVATIONS

CLR, TYP2" MIN

HORIZ REINF

VERT REINF

CONST JT LOCSSHALL NOT CONFLICTWITH EMBEDDEDPLATES, SUBMITJOINT LOCATIONSFOR REVIEW

1" CLR

LTS

3"3"

4"4"

FO

R P

L AC

ING

CO

ND

UIT

AC

CE

PT

AB

LE Z

ON

E1'-0" MIN C-C

WALL REINF

MAX OD OFCONDUIT IS 1 1/4"

FROM END1'-0" MIN

CONDUIT IN WALL

#4xCONT

#4x6'-0" @18"OC

#4(A706)x @12"OC

3'-0"

LTS

#5@9"OC EF HORIZ

#5@9"OC STIRRUPS

(2)#7@3"OC EF T&BINSIDE STIRRUPS, CONTFULL LENGTH OF WALL

LTS

#5 TIES @8" OC

SEE ELEVATION FORREINF

LTS

#5@9"OC HORIZ

SEE ELEV FORVERT REINF

#4x (A706) @12",FIELD BEND

3'-0

" 3'-0"

#4xOPNG WIDTH

L2x2x3/16 CONT W/1/2"Øx3" HAS @ 24"

LTS

#5@12"OC EF HORIZ

#5@12"OC EF VERT

(2)#7@3"OC EF T&BINSIDE STIRRUPS, CONTFULL LENGTH OF WALL

STAIR LANDINGSLAB BY SUPPLIER

1 1/2" LEDGE

#4@12" OC x 4'-0"CENTERED ON JOINT

ADD005

5/165/16

PL1/2x8x10 W/(4)1/2"Øx6" HAS

2"

2" 4" 2"

PL1/2x6 W/ (2) BOLTS IN STDHOLES. SEE ARCH FORHORIZ DIM

ANGLE PER PLAN

PL3/8 TO MATCHANGLE SIZE

3/163/16

TYP

.

B.4

#4xCONT

#4(A706)x @12"OC

3'-0"

LTS

SEE ELEV FORWALL REINF

LTS

U-BAR SIZE & SPACINGTO MATCH HORIZ REINF

LTSCLR, TYP

2" MIN

SEE ELEV FORVERT REINF, TYP

TRIM REINFWHERE SHOWN,SEE CIP SHEARWALL ELEVATIONS

PENTHOUSE LEVEL160'-0"

2.6

(2) 3/4"Ø ADHESIVEANCHOR RODS WITH 5"EMBED AT EACH ANGLE.FINGER TIGHTEN NUT,BACK OFF 1/4 TURN ANDDAMAGE THREADS.

1/43 SIDES

L6x6x3/8x1'-0" W/ (2) 1 1/2" LONGVERT SLOTTED HOLES IN VERTLEG AT 8" SPACING. LOCATEANGLE AT 1'-6" FROM END OFWALL AND AT 4'-0" MAX SPACING

PL WASHER 1/4x 2 1/2x 2 1/2W/ STD HOLE

3"

LTS

U BAR SIZE ANDSPACING TO MATCHHORIZ REINF OF WALL B

WALL B

WALL A

CORNER BAR TOMATCH SIZE ANDSPACING OF HORIZREINF OF WALL A

LTS

SEE ELEV FOR REINFBELOW OPNG

SEE ELEV FORHORIZ REINF TYP

#5@12"OC

/12 S-320SEE AND ELEV FOR REINF

B.4S-315

16AT SOMD

(2) #5@3" OC T&B

HORIZ BARS TOMATCH TYP WALLREINF

#5@12"OC VERT

Project Number:

Drawn By:

Reviewed By:

Approved By:

Issue Date

AndersonMasonDale Architects, P.C.3198 Speer BoulevardDenver, CO, 80211303-294-9448

Architect

TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422

Civil

Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558

Landscape

Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100

Structural

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Mechanical/Plumbing

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Electrical

Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112

Technology

James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142

Clinical Planning

Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532

Building Performance Engineer

Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900

Cost Estimating

Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505

Owner

MM

JO

B #

: 236

16.S

.01

PR

INC

IPA

L: P

DE

OR

: PD

PR

OJE

CT

MA

NA

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R: K

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S-320

TYP CONCRETE SHEAR WALL

DETAILS

2011101.00

The Lane Center forAcademic Health

SciencesUniversity of Colorado at

Colorado Springs

2011101.00

NO SCALE5 TYP CIP SHEAR WALL - PENETRATIONS

NO SCALE3 TYP CIP SHEAR WALL - CORNER

NO SCALE4TYP CIP SHEAR WALL -INTERSECTION

NO SCALE6 TYP CIP SHEAR WALL - END NO SCALE2 TYP CIP SHEAR WALL - CONST JT

NO SCALE8TYP CIP SHEAR WALL - LINK BEAMSECTION AT FLOOR OPNG

NO SCALE10 SECTION AT OPNG IN CORE WALL

NO SCALE11 TYP CIP SHEAR WALL - PIER AT DOOR

NO SCALE12 TYP CIP SHEAR WALL - LINK BM

NO SCALE9 PERGOLA EMBED TO WALLNO SCALE13 CIP SHEAR WALL STEP

NO SCALE7 TYP CIP SHEAR WALL - END 2

NO SCALE14DIAPHRAGM CONN AT PENTHOUSESOUTH WALL

BP003

BP003

BP003

NO SCALE15 CIP SHEAR WALL CORNER

BP003

NO SCALE16 CIP SHEAR WALL BM AT OPNG

BP003

NO SCALE17 LINK BM AT 8" WALL

BP003

BP003

BP#2 NOVEMBER 16, 2012

BP#3 DECEMBER 21, 2012

ADDENDUM 005 JANUARY 25, 2013

ADDENDUM 006 FEBRUARY 8, 2013

RECORD DRAWINGS APRIL 18, 2014

Page 29: * BOTTOM FLANGE CONNECTION PER 20 Solar... · THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED,

1 1/2"3"1 1/2"

3" T

YP

1 1/

2"STD HOLES IN BEAMSTD OR SSL IN PLATE

2 COLUMNS OF BOLTS

# BOLT ROWS (4 SHOWN)

COLUMN WEB/ FLANGEOR BEAM WEB

PL 1/2

1 1/

2"

G

C

CAPACITY(KIPS)

W8-W12 12 8

W10-W18 22 15

W16-W24 37 25

W18-W30 53 37

W21-W40 73 52

W24-W44 95 68

W30-W44 118 86

BEAMSIZES

EXTENDED SINGLE PL CONNECTIONS

W33-W44 142 106

TOP

6"

6"

8"

10"

11"

13"

16"

16"

T & B

6"

6"

6"

6"

8"

9"

11"

14"

G ≤ 6"

C MAX

TOP

10"

10"

10"

12"

14"

16"

16"

16"

T & B

10"

10"

10"

10"

10"

12"

15"

16"

G ≤ 10"

C MAX

COPE BEAM WHERE REQD.SEE SCHED FOR MAXIMUMCOPES AND NOTES 2 & 3 FORADDITIONAL REQMTS.

CAPACITY(KIPS)

2

3

4

5

6

7

8

# BOLTROWS

9

NOTES:1. SERVICE LEVEL (ASD) IN KIPS.2. WHERE NO DECK IS PRESENT AT CONNECTION, AND BEAM COPE 'C' EXCEEDS 'G', BRACETOP FLANGE OF BEAM TO GIRDER. PROVIDE PL3/8x4x6 ON TOP FLANGE. WELD 4 SIDES.3. AT COLUMNS, BEAM COPE 'C' SHALL NOT EXCEED 'G'.4. MINIMUM BEAM WEB THICKNESS SHALL BE 0.23".

SECTION:BEAM SLOPING DOWN

SECTION: BEAM SLOPING UP

PLAN: SKEWED BEAM SLOPINGUP OR DOWN

SECTION:BEAM TO COLUMN

D

D

~

~

~

G

5/165/16

G

G

G

3/4"Ø A325 SINGLE PLATE CONNECTION SCHEDULE - MAX REACTION (KIPS) - SERVICE LEVEL

BEAM SIZES

COPE CONDITION

# OF BOLTS 432 65 7 8 9 2 3 4 5 2 3 4 5 2 3 4 5 2 3 4 5 6 8 9

COPE TYPE

UNCOPED COPE LENGTH ≤ 4" COPE LENGTH ≤ 5 1/4" COPE LENGTH ≤ 6 1/8" COPE LENGTH ≤ 8"

22-30

12-19 & C10

31 & UP

18-28

10-15 & C8

33-45

49 & UP

14-22 & C12

26-35

40 & UP

W8

W10

W12

W14

W16

W18

W21

W24

W27 - W44

22-26

30-38

43 & UP

26-31

36-57

67 & UP

35-46

50-71

76 & UP

44-57

62-93

101 & UP

55-62

NOTES:1. # INDICATES WEB REINFORCEMENT REQD TO ACHIEVE NOTED CAPACITY. SEE

2. FOR SKEWED BEAM CONNECTIONS SEE

S-500A

4

68 & UP

76 7 8 96 7 8 96 7 8 9

T INDICATES TOPCOPE ONLY

TB INDICATES TOPAND BOTTOM COPE

TTBT TTB TTB TBTTB TBT TBT TTBT TTB TTB TTB TBTBT TBTTTB TTB TBT TTBT TTB TTB TTB TBTBT TBT TBT TTBT TTB TTB TTBTBT TBT TB

12 616

16 916

16 1116

14 7

16 916

16 1116

16 1316

15 7 26 17

16 9 2828 20

16 11 282816 26

2828 20

28 24

28 27

4128 22 39

26 41

28 41

544128 26 41 54 54

54 54

54 54

665441 66

54

66

78 78

103

10 6#

14 7

16 8

11 6#

16 7

16 9

16 10

11 6 23 12

16 7 28 15

16 9 28 20

28 15

28 18

21

17 30

20 36

27 41

21 37 54 54

24 41 54 54

28 41 54 54

66

66

78

8 6#

12 6

16 7

9 6#

13 6

16 7

16 9

10 6# 20 10

14 6 28 13

16 7 28 17

26 13

28 16

28 18

28 14 41 24

28 17 41

28 41

18 54

21 54

54

66

66

66

78

54

665441

786654

28 41

28 41

28 41

28 41

5441

54

5441

665441

786654 90

54

54

41 54

54

41 54

66

66

78665441

786654 90 103

28

28 41

28 41

28 41

28 41

28 41

28 41

5441

5441

665441

786654

66

66

5441

5441

78665441

786654

28 41

28 41

28 41

5441

5441

5441

665441

31

24 41

25 41

38

32 50

54

54

66

66

66

5437

5441

5441

78665441

6 6#

9 6#

14 6

7 6#

10 6#

14 6

16 7

8 6# 14 7

11 6# 21 9

15 6 28 13

20 9

25 12

28 14

22 10 35 17

28 13 41

28 41

14 54

16 54

54

66

66

66

78

27 41

28 41

28 41

5441

5441

5441

665441

22

18 33

20 35

29

23 39

46

54

66

66

66

4429

5233

5441

78665233

16

16

16

28

78665441 78665435

10390 1039010390

S-500A

18

28 24 17 22 13 19 11 14 9

28 28 21 28 16 27 14 21 11

28

28

4128

4128

4128

4128

28 4128 41

28 4128 41

6641

6641

665441 41 54 66 665441 665441

78665441 78665441 78665441 78665441 78665441 78665441 78665441

786654 786654 10390 10390 786654 786654 10390 10390

MIN NOMINAL FLANGE WIDTH:6 1/2" FOR W8 COLS8" FOR W10 THRU W14 COLS

PL 1 T&B TYP,PL 1 1/2 T&B AT W12 & W14COLS w/ 8" FLANGES

BEAM TO COLUMN WEB - OPTION 2BEAM TO COLUMN FLANGE

8"

S-500A

5

T/2

MIN

PL 3/8

k1

BEAM TO COLUMN WEB - OPTION 1

S-500A

10COPED AT TOP FLG ONLY

..

COPED T&B

S-500A

5

T/2

MIN

S-500A

6

BEAM TO GIRDER

W8, W10, W12 & W14COLUMNS ONLY

1/2"1/2"

1/2"

T/2

MIN

T/2

MIN

5/165/16

TYP

5/165/16 5/16

5/16 T&B PL TOCOL

5/165/16

AT EXTENDEDPL CONN S-500A

10

TYP

RECT OR ROUNDHSS COLUMN ORPIPE

1/2"

T/2

MIN

5/165/16

BEAM TO HSS COL

~~

3/8"

THRU PLATE OPTION

SLOT WALLOF HSS COL

5/165/16

3"

W

RECT HSS

3/16"

MIN WALL THK

WHERE WALLTHICKNESS < MIN,

PROVIDE THRU PLATEAS SHOWN

4"

3/16"5"

3/16"

6" 3/16"

7" 1/4"

8" 1/4"

9" 5/16"

10" 5/16"

12"

1/2"14"

3/8"

16" 1/2"

S-500A

5

A

A

TYPICAL

W3" MAX

1 1/2"

1 1/2"

1/2" MAX1 1/2" MAX AT SKEWED CONNS1/2" AT ORTHOGONAL CONNS,

<=13"

D

ROUND HSSOR PIPE

3/16"

MIN WALL THK

WHERE WALLTHICKNESS < MIN,

PROVIDE THRU PLATEAS SHOWN

13"<<=17"

1/4"

17"<5/16"

<=22"

.

10

S-500A

FOR SKEW ANGLES ≤ 55°,USE G=6"FOR SKEW ANGLES ≤ 60°,USE G=10"

AT SKEW ≤ 60º

7º < Θ ≤ 14º

14º < Θ ≤ 22º

22º < Θ ≤ 45º, BEVELEND OF PL AT FACE

OF SUPPORT

45º < Θ ≤ 60º

0º < Θ ≤ 7º

Ø

90°

(3/8)5/16

3/85/16

3/85/16

7/165/16

1/25/16

30° MAX

AT SKEW ≤ 30º

20

S-500A

PL3/8x4x6 AT TOP FLANGE,REQUIRED ONLY WHERE NODECK IS PRESENT ATCONNECTION AND BEAMCOPE 'C' EXCEEDS 'G'

A

3 SIDES

AA

XXkXXk

XXkXXk

XXk

XXk

XXkXXk

XX

kX

Xk

XX

k

XX

kX

Xk

XXkBEAM SIZE

BE

AM

SIZ

E

NOTES:1. REFER TO STEEL NOTES FOR MATERIAL GRADES OFCONNECTION MATERIAL BOLTS & WELDS.2. ALL REACTIONS NOTED ON PLAN AND IN SCHEDULES ANDDETAILS ARE SERVICE LEVEL.3. REACTION APPLIES TO BOTH ENDS OF BEAM WHEREONLY ONE REACTION IS GIVEN.6. 6k MINIMUM REACTION SHALL BE ASSUMED WHERE NOREACTION OR OTHER REQUIREMENTS ARE PROVIDED.

FABRICATOR MAY SELECT SINGLE PLATE,SINGLE ANGLE, DOUBLE ANGLE, OR ENDPLATE CONNECTION THAT PROVIDESREACTION NOTED ON PLAN

BEAM REACTION

FOR SINGLE PLATE CONN SCHEDULE

FOR SINGLE ANGLE CONN SCHEDULE

FOR DOUBLE ANGLE & END PLATECONN SCHEDULE

S-500A

20

SEE PLAN

3

S-500B

AT BMSPLICE

S-500B

18

S-500B

20

d

TOP & BOTTOM COPE

TOP COPE ONLY

TY

P

3"1

1/2"

d/2

MIN

COPE LENGTH, SEE SCHED

d

SEE SCHED

COPE LENGTH

d/2

MIN

1 1/

2"

TY

P

3"

d w

/ WE

B E

XT

PL

NOTE:THE GEOMETRY SHOWN IS THE BASIS FORCALCULATIONS OF LIMIT STATES INVOLVINGCOPED BEAMS. ALL EDGE DISTANCEDIMENSIONS SHOWN ARE MINIMUMS.

1 1/

2"

k +

1 1/

2"

1/2" RADIUSTYP COPE

.

BOTTOM COPE ONLY

d/2

MIN

3" T

YP

k +

1 1/

2"1

1/2"

USE 'TOP COPED'VALUES IN TABLE

SEE SCHEDCOPE LENGTH

SEE SCHEDCOPE LENGTH

SEE SCHEDCOPE LENGTH

SEE SCHEDCOPE LENGTH

DE

PTH

TOP

CO

PE

DE

PTH

BO

TTOM

CO

PE

DE

PTH

TOP

CO

PE

DE

PTH

BO

TTOM

CO

PE

1 1/

2"1

1/2"

1 1/

2"

1 1/

2"

S-500A

3

TOP & BOTTOM COPE - SLOPED

ALL HOLES INBEAMS ARESTANDARDHOLES

ALL HOLES INBEAMS ARESTANDARD HOLES

ALL HOLES INBEAMS ARESTANDARD HOLES

SEE SCHED

COPE LENGTH

1 1/2"

1 1/2"

1 1/2"

1 1/2"

1 1/2"

1 1/

2" M

IN

SUPPORT, SEE DTLS

PL 3/8:≤ 5 BOLTS, STANDARD OR HORIZSHORT SLOTS MAY BE USED≥ 6 BOLTS, HORIZ SHORT SLOTSREQUIRED

TY

P

3" M

IN

1 1/

2" M

IN

3" MAX 1 1/2" MIN

TOP & BOTTOM COPE

SINGLE COPE

k

1 1/

2"1

1/2"

d.

1

/4"

. 1/4"

1/4

d"

d = LARGER OF TOP OR BOTTOM COPE

PL 3/8

d

c

. 1/4" d

PL 3/8

c

c

BLOCK FLANGE ASREQ'D TO WELD

c

NOTE: DETAIL APPLIES ONLY WHEREINDICATED IN CONNECTION SCHEDULES

3/16

3/16

c

1 1/2"

1 1/2"

d

1.5 x d

G

G

CONNECTION, SEESCHEDULES.USE T&B COPE VALUES

1/2"

ADD WEB EXTENSION PLWHERE AVAILABLE BEAMDEPTH IS INSUFFICIENT FORCONNECTION DEPTH. PL THKAND GRADE TO MATCH BMWEB

5/165/16

CJP ATSTRIPPEDFLANGES

Project Number:

Drawn By:

Reviewed By:

Approved By:

Issue Date

AndersonMasonDale Architects, P.C.3198 Speer BoulevardDenver, CO, 80211303-294-9448

Architect

TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422

Civil

Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558

Landscape

Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100

Structural

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Mechanical/Plumbing

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Electrical

Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112

Technology

James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142

Clinical Planning

Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532

Building Performance Engineer

Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900

Cost Estimating

Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505

Owner

MM

JO

B #

: 236

16.S

.01

PR

INC

IPA

L: P

DE

OR

: PD

PR

OJE

CT

MA

NA

GE

R: K

H

DE

SIG

NE

RS

: K

H/A

MD

AT

E P

RIN

TE

D:

KH/AM

KH

PD

4/1

8/2

014 9

:10:0

9 A

MC

:\P

roj\20

11

101

_str

uctu

ral_

kevi

nh

.rvt

S-500A

TYP STL BM CONNS

2011101.00

The Lane Center forAcademic Health

SciencesUniversity of Colorado at

Colorado Springs

2011101.00

NO SCALE10TYP BEAM EXTENDED SINGLE PLCONN

NO SCALE20 TYP BEAM SINGLE PLATE CONNECTION SCHEDULE

NO SCALE18 TYP BEAM SKEWED CONN

NO SCALE1 TYP BEAM CONNECTIONS

NO SCALE6 TYP BEAM COPE GEOMETRY

NO SCALE5 TYP BEAM SINGLE PLATE

NO SCALE4 TYP BEAM WEB REINF

NO SCALE3 TYP BEAM WEB EXTENSION

BP#3 DECEMBER 21, 2012

RECORD DRAWINGS APRIL 18, 2014

Page 30: * BOTTOM FLANGE CONNECTION PER 20 Solar... · THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED,

OF

SIM

ILA

R B

EA

MT

/2 M

IN, B

AS

ED

ON

T

FOR ANGLE/ENDPLATE SIZE &DETAIL

1" MAX

SEE SCHEDULEFOR CAPACITYAND WELDING

S-500B

20

S-500B

1

DOUBLE ANGLE END PLATE

A

ABEAM SIZES

COPE CONDITION

# OF BOLTS 432 65 7

TTBT TTB TTB TBTTB TBT TBT TTBT TTB TTB TTB TBTBT TBTTTB TTB

8 9 2

COPE TYPE

UNCOPED COPE LENGTH ≤ 4" COPE LENGTH ≤ 5 1/4" COPE LENGTH ≤ 6 1/8" COPE LENGTH ≤ 8"

22-30

12-19

31 & UP

18-28

10-15

33-45

49 & UP

14-22

26-35

40 & UP

W8

W10

W12

W14

W16

W18

W21

W24

W27

W30

W33

W36

22-26

30-38

43 & UP

26-31

36-57

67 & UP

35-46

50-71

76 & UP

44-57

62-93

101 & UP

55-62

68-103

104 & UP

84-129

146 & UP

90-148

173 & UP

118-152

169 & UP

135-160

170 & UP

W40 149-215

235 & UP

W44 ALL

TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT

3/4"Ø A325 DOUBLE ANGLE AND END PLATE CONNECTION SCHEDULE - MAX REACTION (KIPS) - SERVICE LEVEL

NOTES:1. # INDICATES WEB REINFORCEMENT REQD TO ACHIEVE NOTED CAPACITY. SEE

3 4 5 6 7 8 9 2 3 4 5 6 7 8 9 2 3 4 5 6 7 8 9 2 3 4 5 6 7 8 9

T INDICATES TOPCOPE ONLY

TB INDICATESTOP ANDBOTTOM COPE

S-500A

4

12 619

18 926

26 1133

14 7 263322 17

20 9 334228 21

26 1133

32 1339

15 7 273523 17

20 9 314026 20

28 11 405134 26

3140 20

3747 24

4253 27

5843 22 39

6951 26 47

9269 35 63

877052 26 47 66 62

1038362 78

1199571 93

12210281 91

14011793 104

131

161 120

166 126

151

14311995

13811592

14311995

34 44

40 52

54 70

41 53

49 63

58 76

7762

8871

11089

1038770

1089174

13111089

139120101

166143119

31 56

38 67

73

88

55 72

63 82

79 103

87

99

124

114

120

145

988163

1038566

12410379

13311495

166143119

16614311995

166143119

166143119

166143119 190

166143 190 214

142123103 13611697

166143119 166143119

166143 159136

166143 166143 190 190 214 214

189 182 212 205

190 190

162 155

10 6#

14 7

20 8

11 6# 22 13

16 7 32 16

21 9

25 10

11 6 23 12

16 7 15

23 9 20

30 15

18

21

17 30

20 36

27 49

21 37 58

33

166143119

24 44

29 53

69

82

43 68

49 78

62 97

87

99

124

114

120

145

987749

1038151

1249762

13311489

166143118

13611691 155

8 6#

12 6

18 7

9 6# 19 11

13 6 27 14

18 7

22 9

10 6# 20 10

14 6 28 13

20 7 38 17

26 13

32 16

40 18

14 24

17 31

24 42

18 32 50

29

35

35

44

166143119

21 38

25 46

60

72

37 59

43 67

54 84

85

97

122

114

120

145

966642

1017045

1228454

13311277

166143102

13611479 155

31 14

10 17

13 22

18 33

14 23 39

22 35

28 45

42 69

27 45

34 56

45 74

52

64

62

69

166143119

16 29

20 35

46

56

29 44

33 52

42 66

66

76

95

102

107

129

735233

785435

956642

1198760

15611579

1218962 155

6 6#

9 6#

14 6

7 6# 14 9

10 6# 21 11

14 6

17 7

8 6# 14 7

11 6# 21 9

15 6 30 13

20 9

25 12

166 190 214

166143119 190 166143119 166143119 190 190 166143119 166143111 190 190 166143119 16612486 190 190

159136 182 205 159134 182 205 142104 182 205

166143 190 214 166143 166143 190 190 214 214 166143 166143 190 190 214 214 166143 166127 190 190 214 214

166143 190 214 166143 166143 190 190 214 214 166143 166143 190 190 214 214 166143 166143 190 190 214 214 166143 155114 190 190 214 214

166143 190 214 166143 166143 190 190 214 214 166143 166143 190 190 214 214 166143 166143 190 190 214 214 166143 166129 190 190 214 214

166143 190 214 166143 166143 190 190 214 214 166143 166143 190 190 214 214 166143 166143 190 190 214 214 166143 163119 190 190 214 214

166143 190 214 166143 166143 190 190 214 214 166143 166143 190 190 214 214 166143 166143 190 190 214 214 166143 166142 190 190 214 214

166 166 190 190 214 214 166 166 190 190 214 214 166 166 190 190 214 214 166 166 190 190 214 214

31

40

37

42

66

78

93

91

104

131

120

126

151

44

40 52

54 70

41 53

49 63

58 76

7762

8871

11089

1038770

1089174

13111089

139120101

142123103 162

166143 189 212

66

78

93

91

104

131

120

126

151

44

52

54 70

53

63

58 76

7762

8871

11089

1038770

1089174

13111089

139120101

142123103

166143 189 212

162

66

78

93

91

104

131

120

126

151

77

88

11089

10387

10891

13111088

139120101

142123103

166143 189 212

162

SHOP WELDED/FIELD BOLTED CONN SHOP & FIELD BOLTED CONN..

T/2

MIN

S-500B

1

S-500A

6

DOUBLE ANGLE OREND PLATE

COPED BEAM CONDITION AT GIRDER

COLUMN WEB ORFLANGE

..

SHOP WELDED/FIELD BOLTED CONN SHOP & FIELD BOLTED CONN

S-500B

1

WHERE WEB tw<0.41", TOTAL CONNECTIONCAPACITY (SUM OF REACTIONS FROM BOTHSIDES) IS LIMITED AS FOLLOWS:0.35" ≤ tw < 0.41", 20.5k x # OF SHARED BOLTS0.30" ≤ tw < 0.35", 17.6k x # OF SHARED BOLTS0.23" ≤ tw < 0.30", 13.7k x # OF SHARED BOLTStw ≤ 0.23", 9.9k x # OF SHARED BOLTS

TYPICAL AT COLUMN/GIRDER

T/2

MIN

1/2"

DETAIL CONN TO PERMITSAFE ERECTION OF BM EASIDE WHERE BOLTS ARESHARED, IN ACCORDANCEWITH ALL OSHA STANDARDS,TYP

S-500B

2

7º < Θ ≤ 14º

14º < Θ ≤ 22º

22º < Θ ≤ 45º, BEVELEND OF BM WEB AT

END PLATE

45º < Θ ≤ 60º

0º < Θ ≤ 7º

Ø

(3/8)5/16

3/85/16

3/85/16

7/165/16

1/25/16

0º = Θ5/165/16

ANGLES - BOLTED BEAM / BOLTED SUPPORT ANGLES - WELDED BEAM / BOLTED SUPPORT

5/16

3 SIDES,TYP

END PLATE

DOUBLE ANGLE OREND PLATE

A

A

A

1/2" 1/2" MAX

3/4"Ø A325 SINGLE ANGLE CONNECTION SCHEDULE - MAX REACTION (KIPS) - SERVICE LEVEL

BEAM SIZES

COPE CONDITION

# OF BOLTS 2 3 4 5 2 3 4 5 2 3 4 5 2 3 4 5 6 8 9

COPE TYPE

COPE LENGTH ≤ 4" COPE LENGTH ≤ 5 1/4" COPE LENGTH ≤ 6 1/8" COPE LENGTH ≤ 8"

22-30

12-19 & C10

31 & UP

18-28

10-15 & C8

33-45

49 & UP

14-22 & C12

26-35

40 & UP

W8

W10

W12

W14

W16

W18

W21

22-26

30-38

43 & UP

26-31

36-57

67 & UP

35-46

50-71

76 & UP

44-57

62 & UP

76 7 8 96 7 8 96 7 8 9

W24 TO W44

2 3 4 5

UNCOPED

6 7 8 9

NOTES:1. # INDICATES WEB REINFORCEMENT REQD TO ACHIEVE NOTED CAPACITY. SEE

S-500A

4

T INDICATES TOPCOPE ONLY

TB INDICATESTOP ANDBOTTOM COPE

10 6

10 9

10 10

10 7 20 17

10 9 20 20

10 10

10 10

10 7 20 17

10 9 20 20

10 10 20 20

20 20

20 20

20 20

46 46

6#

10 7

10 8

10 6# 20 13

10 7 20 16

10 9

10 10

10 6 20 12

10 7 20 15

10 9 20 20

20 15

20 18

20

17 30

20 33

20 33

20

8 6#

10 6

10 7

9 6# 19 11

10 6 20 14

10 7

10 9

10 6# 20 10

10 6 20 13

10 7 20 17

20 13

20 16

20 18

20 14 33 24

20 17 33

20 33

18 46

20

20

20 33

20 33

20 33

20 20

20

31

20 33

46

6 6#

9 6#

10 6

7 6# 14 9

10 6# 20 11

10 6

10 7

8 6# 14 7

10 6# 20 9

10 6 20 13

20 9

20 12

20 14

20 10 33 17

20 13 33

20 33

14 46

16 46

20 33

20 33

22

18 33

29

23 39

46

20 20 33 33

20 20 33 33

20 20 33 33

20 20 33 33 33 32

33 33 46 46

46 4633 33

10 20

20

20

20

46

20 33

20 33

20 33

20 33

33 46 59

33 46 59 72 84 97

10 20

10 20

10

10

10 20

10 20

10

10

10 10

TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT

4620 33 46 4620 20 33 33 2020 46 4633 33

4620 33 46 4620 20 33 33 2020 46 4633 33 2020 33 33 46 46 2020 33 33 46 46

33 33 46 46 59 59 33 33 46 46 59 59 33 33 46 46 59 59 33 29 46 44 59 59

33 46 59 33 33 46 46 59 59 33 33 46 46 59 59 33 33 46 46 59 59 33 33 46 46 59 59

33 33 46 46 59 59 72 72 84 84 97 97 33 33 46 46 59 59 72 72 84 84 97 97 33 33 46 46 59 59 72 72 84 84 97 97 33 33 46 46 59 59 72 72 84 84 97 97

BOLTED BEAM / WELDED SUPPORT

AT COLUMN

BOLTS STAGGERED..

BOLTS ALIGNED

T/2

MIN

AT GIRDER

S-500B

1

S-500A

6

BOLTED BEAM / BOLTED SUPPORT WELDED BEAM / BOLTED SUPPORT

BOLTS STAGGERED..

BOLTS ALIGNED

T/2

MIN

S-500B

2

1/2" MAX

5/163 SIDES,TYP5/16

5/8" RETTOP FULLRET BOT

S-500B

1

A

A

A

BOLTED BEAM/BOLTED SUPPORTSHARED HOLES

tw

FOR SHARED HOLES WHERE WEB tw<0.41", TOTAL CONNECTIONCAPACITY(SUM OF REACTIONS FROM BOTH SIDES) IS LIMITED TOVALUES IN THE TABLE BELOW. USE THE LESSER VALUE FROM THISTABLE AND THE CONNECTION SCHEDULE.NP=NOT PERMITTED

23456789

# O

F B

OLT

S

0.24

" ≤

tw <

0.3

0"

0.30

" ≤

tw <

0.3

5"

0.35

" ≤

tw <

0.4

1"

NP12192734424957

NP15243443536271

NP17283950627283

1/2".

MIN

1 1/

4"M

IN1

1/4"

3" M

IN, T

YP

,

3" MAX1 1/4" MIN

AT DBL ANGLES

STANDARD OR HORIZSHORT SLOTTEDHOLES MAY BEUSED, TYP

3/8" ANGLETHICKNESS

BO

LTS

MA

Y B

ES

TA

GG

ER

ED

OR

ALI

GN

ED

ANGLE END PLATE

MIN

1 1/

4"M

IN1

1/4"

TY

P3"

MIN

PL 3/8

EQ EQ

OF PLATE

BOLT GAUGE SHALLNOT EXCEED DEPTH

BEAM WEB

MIN

1 1/

4"

AT

DO

UB

LE A

NG

LE

3" M

AX

AT

SIN

GLE

AN

GLE

, NO

LIM

IT

"UNCOPED" VALUES MAYBE USED WHENFLANGES ARE BLOCKEDOR STRIPPED ONE SIDETO PASS T DIMENSIONOF COLUMN

1/2" RADIUS TYP

SINGLE ANGLECONN

Project Number:

Drawn By:

Reviewed By:

Approved By:

Issue Date

AndersonMasonDale Architects, P.C.3198 Speer BoulevardDenver, CO, 80211303-294-9448

Architect

TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422

Civil

Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558

Landscape

Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100

Structural

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Mechanical/Plumbing

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Electrical

Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112

Technology

James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142

Clinical Planning

Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532

Building Performance Engineer

Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900

Cost Estimating

Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505

Owner

MM

JO

B #

: 236

16.S

.01

PR

INC

IPA

L: P

DE

OR

: PD

PR

OJE

CT

MA

NA

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S-500B

TYP STL BM CONNS

2011101.00

The Lane Center forAcademic Health

SciencesUniversity of Colorado at

Colorado Springs

2011101.00

NO SCALE3 TYP BEAM DBL ANGLE SPLICE

NO SCALE20 TYP BEAM DOUBLE ANGLE AND END PLATE CONNECTION SCHEDULE

NO SCALE18 TYP BEAM SINGLE ANGLE CONNECTION SCHEDULE

NO SCALE1 TYP BEAM ANGLES/END PLATE

NO SCALE2 TYP BEAM FLANGE BLOCK

BP#3 DECEMBER 21, 2012

RECORD DRAWINGS APRIL 18, 2014

Page 31: * BOTTOM FLANGE CONNECTION PER 20 Solar... · THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED,

2"

6"

2"2"

6"

2"

1 1/2"1 1/2"

MIN WEB CONNECTION(1) C7x12.25 FOR W10SHIM AS REQD

NOTES:1. (2) CHANNELS REQD FOR COLS OVER 30'-0" LONG OR OVER 100 LB/FT2. STD HOLES IN COL, STD OR OVS HOLES IN CHANNEL

OPTIONAL LIFTINGHOLE IN CHANNEL

ET

PJP EFFECTIVEWELD SIZE

T ≤ 3/4" 1/4

5/16

3/8

3/4" < T ≤ 1 1/2"

1 1/2" < T ≤ 2 1/4"

T = THK OF THINNER FLG

(E)

PJP EAFLG, SEE

TABLE

FIELD WELDED OPTION

PL 3/8

5/163 SIDES, ALTTO BOLTING

SHIM AS REQ'D,SHIMS MAY BELOOSE, SHOPWELDED, OREXTENDED ANDSHOP BOLTED, TYP

OPTIONAL LIFTINGHOLE

PL 1/2 EA FLG

5/16

3 SIDES, ALTTO BOLTING

AT SAME SERIES WF COL - FIELD BOLTED OPTION

AT WF COL TO HSS COL

NOTES:1. STD HOLES IN COL STD AND CONN PLATES

1 1/

2"

2@3"

1 3/

4"1

3/4"2@

3"

1 1/

2"

EQ

EQ

1 1/4"

7" AT NOM 10" FLG5 1/2" AT NOM 8" FLG

1 1/4"

1 1/

2"1

3/4"

1 3/

4"

1 1/

2"

1 1/4"

3" AT W10

1 1/4"

5/16

5/16NOTE 1

2 1/2"2 1/2"

4"4"

FINISH PERAISC

.

.

PL WASHER 5/16x2x2W/ STD HOLES

PL 1 1/2x1'-3x1'-3 W/ (4)3/4 THREADED STUDS

7/16

TYP ATSTUD TO PL

PL 1 1/2x1'-3x1'-3 W/OVS HOLES

NOTES:1. ALL AROUND WELD MAY BE USED IN LIEU OF WELD SHOWN

STIFFENERPL 3/8 ES

3"

5/16

3 1/2"

PL 3/8

5/16 2-6

DECK SUPPORT

A

A

k

1" MIN

1 1/2" TYP

1 1/2" MIN

8

S-501AT BM CONN

1/41/4

STIFF PL 3/8 ES

CAP PL 3/4 W/ (4)BOLTS

3"

TYPICAL

1/41/4

TYP

k

WF OR HSS COL,ORIENTATON VARIES

5/16

AT WF,TYP

(2) BOLTS

1/2" 3"

AT BEAM END

5/16AT HSS,TYP

8

S-501SIM AT BEAM CONN

MAXIMUM # OF BOLTSSHOWN IN STL CONNSCHED

PL 3/8

STRIP FLG ONE SIDEOR COPE

5/165/16

k

EXTEND PLATE TOBOT FLANGE AT SIM

5/165/16

AT SIM

1" END PL,MAX WIDTH 7"

MIN (2) BOLT ROWS SHAREDBY END PL CONNECTIONS

A

A

AT W12 PROVIDE END PLCONN PERW/ MAX NUMBER OF BOLTSAND 1" PL THICKNESS

/20 S-500B

AT GIRDER PROVIDE END PLCONN PERW/ MAX NUMBER OF BOLTSAND 1" PL THICKNESS

/20 S-500B

BOLTS THRUBOTH END PLATES

CJP,GRINDFLUSH

AT TYP

AT SIM

AT SIM

CJP, GRINDFLUSH

KINK UP OR DOWN

1/41/4

3/16 2-123/16 2-12

CAP PL 1/4

BENT PL3/8 xCONT

1/2"Ø DAS @ 8"OC,EXTEND 3'-0" PASTBM CL

1" C

LR

2" MING

CAP PL 1/4

BASE PL3/8x6

3 SIDES

NS

GRO

UT

3/4

" MA

X

A

A

1 1/2" TYP

1 1/2"

G

G

3/16

(2) 3/8"Øx2 1/2" EMBEDSCREW ANCHORS

0" MIN, 3/4" MAXNS GROUT

S-501

1011

S-501

.

S-501

12

TYP

LEVEL 2-3 LANDING

LEVEL 3-4 LANDING

HORIZREACTIONONLY

HORIZ ANDVERTREACTION

CONN TO HSSBY CURTAINWALL MNFR.

e

CONN TO HSS BY CURTAIN WALLMNFR. DESIGN CONN TO MULIONFOR ECCENTRICITY 'e'. NOMOMENT PERMITTED TO HSS

L3x3x1/4 CONT3 SIDES

3 1

/2"

SEE ARCH

3/16 2-123/16 2-12

STAIRTREAD BYSUPPLIER

LANDING BYSUPPLIER

LANDING SUPPORTHEADER BTWNSTRINGERS BY STAIRSUPPLIER

PL 3/8x5x10

L4x4x1/4 BRACE@4'-0" OC

3/163/16

4"

COORD W/PARTITIONSUPPLIER

C8x11.5xCONT W/ HOLESFOR ROD ATTACHMENT OFPARTITION HEAD

L4x4x1/4 PARALLEL W/ PARTITIONAT EA END, SLOPE UP AND CONNTO TOP OF ADJACENT HANGER

7/8

"1" MAX

PL3/8x6x63/16 1 1/23/16 1 1/2EA END

TYP

3/163/16

1/4

1/43 SIDES

3/163 SIDES

(3/16) 3(3/16) 3

L4x4x3/8x3"

L4x4x3/8x6"

AT HSS COL

AT WF COL

3/8" STIFF PL, ALIGNW/ HSS WALLS3/16

WELD TO EALEG, TYP

1/43 SIDES

PL WASHER

LSL HOLES IN BM FLGPARALLEL TO BEAM

PL3/8 W/ (2) BOLTSIN STD HOLES

IN PL TYP1 1/2" MIN

5/165/16 3 SIDES

TYP

5/165/16

.

.

MIN

1 1/

2"

BEAM TO COLUMN FLG/HSS/EMBED

BEAM TO COLUMN WEB

S-500A

20A

2"

S-500A

10

S-315

9

AT ROUND CUTPLATE TO MATCH

1" MAX

2"

3" 1 3/4"

CLASS 'A' SCBOLTS, TYP

PL 1/2

1 1/

2"

3/83/8

3" T

YP1 1/

2"

Project Number:

Drawn By:

Reviewed By:

Approved By:

Issue Date

AndersonMasonDale Architects, P.C.3198 Speer BoulevardDenver, CO, 80211303-294-9448

Architect

TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422

Civil

Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558

Landscape

Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100

Structural

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Mechanical/Plumbing

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Electrical

Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112

Technology

James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142

Clinical Planning

Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532

Building Performance Engineer

Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900

Cost Estimating

Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505

Owner

MM

JO

B #

: 236

16.S

.01

PR

INC

IPA

L: P

DE

OR

: PD

PR

OJE

CT

MA

NA

GE

R: K

H

DE

SIG

NE

RS

: K

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.rvt

S-501

TYP STEEL DETAILS

2011101.00

The Lane Center forAcademic Health

SciencesUniversity of Colorado at

Colorado Springs

2011101.00

NO SCALE6 TYP COL SPLICE

NO SCALE3 TYP COL TRANSFERNO SCALE7 TYP BM OVER COLUMN

NO SCALE8 TYP FULL HEIGHT SHEAR CONN

NO SCALE9 BALCONY DRAG CONN

NO SCALE10 SOUTH EAST STAIR CORNER

NO SCALE11 SOUTH EAST STAIR HEADER

NO SCALE12 SOUTH EAST STAIR STRINGER

NO SCALE13 SOUTH EAST STAIR DETAIL 1

NO SCALE14 SOUTH EAST STAIR DETAIL 2

NO SCALE15 SOUTH EAST STAIR DETAIL 3

NO SCALE16 SOUTH EAST STAIR DETAIL 4

NO SCALE17 SOUTH EAST STAIR DETAIL 5

NO SCALE18 TYP SPRT FOR PARTITION

NO SCALE19 SOUTH EAST STAIR BM TO COL

NO SCALE20 BM FLANGE CONN NO SCALE4 TYP BM DRAG CONN THRU COL

BP#3 DECEMBER 21, 2012

RECORD DRAWINGS APRIL 18, 2014

Page 32: * BOTTOM FLANGE CONNECTION PER 20 Solar... · THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED,

1/2"

PL1/2x3x6

5/165/16

5/165/16

NOTE: AESS STEEL. SEE SPECFOR AESS TOLERANCE LIMITS.

BENT PL 3/8xCONT

3/16 2-12(3/16) 2-12

1'-0

"

1'-10"

SEE ARCH, 1'-10" MAX

BM CL

RECESSED CAP PL 1/4,SEAL WELD ALLAROUND

1"

2 1/

2" C

LR

L4x4x1/2x4

3/163 SIDES

A

SECTION A

SEAL

3/16 2T&B

L4x4x1/2x6, EA SIDE

5/163 SIDES

1/2" MAX

L4x4x1/2x4, EA SIDE

1/43 SIDES1/2" MAX

L4x4x1/2x6, EA SIDE

L4x4x1/2x8, EA SIDE

5/165/16

3 SIDES

(5/16)(5/16)

5/16

5/16

1/2" MAX

(5/16)(5/16)

BENT PL 3/8xCONT

3/16 2-123/16 2-12

5/165/16

5/165/16

PL1/2x3x6

1'-0

"

5"2" MAX

SEE ARCH

DDIVISION 9 FRAMINGSEE ARCH

L4x4x1/2x0'-7

1/43 SIDES

1/41/4

1" MAX

PL3/8x6

5/16 55/16 5

L4x4x1/2x0'-7

TYPE A

TYPE B

(1/4)5/16

1"

ADD005

RFC 026

.

1/42 SIDES

1/2"

STRIP VERTLEG AT BOLT

COPE GIRT 2 1/4"AT COL

5/16

NOTE: STEEL IS AESS. SEESPEC FOR REQTS.

5"

CL HSS GIRT = CL HSS8x4 VERT

5/163 SIDES

(5/16)G

NOTE: STEEL IS AESS. SEESPEC FOR REQTS.

8"

NOTE: STEEL IS AESS. SEESPEC FOR REQTS.

7/163 SIDES

7/16HSS TO HSS

7/163 SIDES

WP AT COL CL

1/2" MAX

L4x4x1/2x4 TOP

L4x4x1/2x6 BOT

(5/16)(5/16)

5/163 SIDES

(5/16)(5/16)

5/16

A

SECTION A

L4x4x3/8x4 TOP

1/43 SIDES

1/41/4

3 SIDES

FITTED PL 3/81/4

1/2" MAX

A

SECTION A

L4x4x3/8x4 TOP

L4x4x3/8x9 BOT

5/16

1/43 SIDES

1/43 SIDES

1/4

(1/4)(1/4)

5"

1/4 12

1/4(3) SIDES

FITTED PL TO HSS

1/4

.

.

1/16

" M

AX

FULL RET AT ENDTYP T&B

FILL RECESSED AREA WITH WELDMATERIAL AND GRIND SMOOTH.TYP T&B

1/4"

1/4"RECESSED ENDPL 1/4 ES

PL3/16x7x8 ATLOCS NOTEDTHUS: #

3/16

AT LOCS NOTED: #PL 3/16 TO PL 1/2

3/4" RET T&B

GA

P E

S

PL1/2x1x7 1/2 ATLOCS NOTEDTHUS: #

1/41/4AT LOCS NOTED: #

PL 1/2 TO PL 2

ASI012

L4x4x3/8

PL3/8x6x6

1/4 31/4 3

1/41/4

PL3/8x6 ES W/ (2) BOLTSIN 3" SLOTTED HOLES.STD HOLES IN HSS.

3"3"

3"

S-502

18

3'-6"

1/4ES

1"

PLATE TOTUBE CONN

PL2x7 1/2, AESS,GR 50

HSS8x4x1/4

1/4

SEALWELD

T&B3/8 AT SIM

1/43 SIDES

TYP 1 1/4" TYP

1"

L5x3 1/2x3/8x0'-6W/ (2) BOLTS ESOF HSS

S-501

8

5"

FITTED STIFFPL 3/8 ES

5/163 SIDES

TYP

RECESSED CAP PL 1/4 AESS,SEAL WELD ALL AROUND

PL3/8x6x10 AESS

5/165/16

2"

PL3/8x8x10 AESS

PL3/8x1 5/8x8 AESS

2"3"

1/2"

1/2"

3"2"

(1) BOLT IN HORIZ LEG,(2) BOLTS IN VERT LEGTYP

1 1/2"

AT CONN MARKED THUS: #PROVIDE LSL HOLES IN PL,FINGER TIGHTEN, BACK OFFNUT 1/4" TURN AND DAMAGETHREADS, STD HOLES INANGLE

STD HOLES INPLATE AND ANGLEAT TYP

PL WASHER 1/4x3"Ø, TYP

ANGLE ISCONTINUOUS ATSOME LOCS

1/4 3

PL6x4x3/8 ES, AESS

5/16

HSS TO ANGLE

HSS TO COLUMN

1/2" 3 1/2"

5/163 SIDES

3/85/16

BEVEL END OFPLATE AT FACEOF SUPPORT

ESSEAL WELD T&B

5/16

3 1/2" RETT&B

10" MAX

S-500A

10PL 1/2x9 W/ (3) BOLT ROWS PER:

20°

4" MAX

Project Number:

Drawn By:

Reviewed By:

Approved By:

Issue Date

AndersonMasonDale Architects, P.C.3198 Speer BoulevardDenver, CO, 80211303-294-9448

Architect

TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422

Civil

Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558

Landscape

Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100

Structural

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Mechanical/Plumbing

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Electrical

Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112

Technology

James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142

Clinical Planning

Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532

Building Performance Engineer

Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900

Cost Estimating

Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505

Owner

MM

JO

B #

: 236

16.S

.01

PR

INC

IPA

L: P

DE

OR

: PD

PR

OJE

CT

MA

NA

GE

R: K

H

DE

SIG

NE

RS

: K

H/A

MD

AT

E P

RIN

TE

D:

KH/AM

KH

PD

4/1

8/2

014 9

:10:1

6 A

MC

:\P

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11

101

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nh

.rvt

S-502

STEEL DETAILS

2011101.00

The Lane Center forAcademic Health

SciencesUniversity of Colorado at

Colorado Springs

2011101.00

NO SCALE1 VESITBULE BM COL CONN

NO SCALE3 VESTIBULE BM MITERED CORNER

NO SCALE4 HSS BM CONN

NO SCALE2 HSS BM CONN AT COL

NO SCALE5 VESTIBULE DECK EDGENO SCALE13 VESTIBULE DECK EDGE AT PARAPET

NO SCALE14 SECTION AT VESITBULE ENTRY

NO SCALE9 GIRT TO WF CONN

NO SCALE11 CURTAIN WALL GIRT CONN - SOUTH

NO SCALE10 CURTAIN WALL GIRT CONN - EAST

NO SCALE12 GIRT CONN AT ROUND HSS

AT HSS 4x4

TYPICAL

NO SCALE7 VESTIBULE BM TO POST CONN

NO SCALE8 GIRT CONN TO WF COL

NO SCALE15 GIRT TO HSS POST CONN

NO SCALE18 PERGOLA BEAM TO PLATE CONN

NO SCALE16 POST SUPPORT

NO SCALE17 PERGOLA SUPPORT HANGER

NO SCALE19 PERGOLA ANGLE TO POST CONN

NO SCALE20 PERGOLA BEAM CONN

BP#3 DECEMBER 21, 2012

ADDENDUM 005 JANUARY 25, 2013

ASI 012 MARCH 27, 2013

RECORD DRAWINGS APRIL 18, 2014

NO SCALE6SKEWED CONNECTION AT LEVEL 4TERRACE

ASI012RFC 059

RFC 102&111

RFC 036

Page 33: * BOTTOM FLANGE CONNECTION PER 20 Solar... · THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED,

3/162

S-503

A

6"

B/STEEL = 155'-1"

157'-4"

6"

ALIGN

3/16

3/16

L4x4x3/8 x6"W/(2) BOLTS, TYP

(3/16)(3/16) TYP AT

HSS

A

A

6"

1"

3/163/16

TYP

1/41/4

WT6x9.5 ALIGN WEB WITHBM ABOVE. PL3/8x4 FARSIDE, ALIGN WITH WT

1/41/4

TYP

W12 ABOVE HSS, SEEPENTHOUSE PLAN

S-501

8

1"

HSS END3" AT

157'-4"

3/163/16

(3/16)(3/16)

2 1/2"

ALIGN

W18

PL 1/2x14x1'-3 W/(10) 3/4"Ø BOLTS

HSS14

.

1 1/2"

3"

1 1/2"

1 1/

2"

3"3"

3"3"

1 1/

2"

5/165/16

RFC 098

5/16(3) SIDES

W18

PL 1/2x11x1'-3 W/ VERT LSL HOLESAND (6) 3/4"Ø BOLTS. FINGERTIGHTEN, BACK OFF NUT 1/4 TURNAND DAMAGE THREADS

HSS14

D.1

PL 3/4x11, W/STD HOLES

1 1/2"3 1/2"1 1/2"

2"3

1/2"

3 1/

2"2"

5/165/16

EA PL

D

1'-2"

PL WASHER 1/4x3"Ø, TYP

ADD005

KICKER:FOR L≤8'-0": L3x3x1/4FOR 8'-0"<L≤12'-0": L4x4x1/4

PL 3/8x6x0'-6 TYP

3/163/16

TYP

3/16 1 1/23/16 1 1/2

TYP

2 1/2" MIN

EW, TYP1 1/8" MIN

L6x3 1/2x3/8x0'-6 W/(2) BOTS EA LEG

BOLTED OPTION

CONTRACTOR MAY USEANY COMBINATION OFWELDING OR BOLTINGSHOWN

A

A

L

k

3/16 33/16 3

EA END

A

SECTION A

1" C

LR

(5) SC BOLTS MIN

PL 3/8x6x1'-1" ES W/3" VERT SLOTTEDHOLES.

(2) 3/4"Ø BOLTS,HAND TIGHTENBACK OFF NUT ANDDAMAGE THREADS

L6x4x3/8x2'-6" LLV W/ 3" VERTSLOTTED HOLES AT POST, EASIDE OF POST

3'-0"W24x55

3/16 3-123/16 3-12

1'-1 1/2"3"

2 1/2"

EQ

EQ

1/41/4

PL1/2x8x8 W/(4) 3/4Øx6" HAS

2" T

YP

1/4TYP

1" ±1"

1/4TYP

L3x3x1/4 T&B

.

ADD006

S-316

11

RFC 145

AT LEVEL 3.5AND 4.5 LANDING

.

PL1/2x6x7 ESPL 1/2x6x12 ES AT SIM

HSS8x3 W/ CAP PL 1/4HSS12x3 W/ CAP PL 1/4 AT SIM

3/163/16 3 SIDES

TYP

5/16EA PL

HSS14 COL

MAX

10 1/2"

SUNSHADE ANDMATERIALSEPARATION BYSUPPLIER

HSS8X3

2" 3"

1 1/2"

NO VERTICAL SUPPORT ATSIM. PROVIDE VERTICALSLOTTED HOLES INSUNSHADE VERT

PL3/8 (AESS) EACHSIDE OF SUNSHADEVERT, CONTR COORDLOC WITH SUNSHADESUPPLIER

1 1/

2"3"

1 1/

2"

5/165/16

ADD005

MAX

10 1/2"

HSS12X3

1/2"

CLR

SUNSHADE ANDMATERIALSEPARATION BYSUPPLIER

NO VERTICAL RXN FROMSUNSHADE ABOVE.PROVIDE VERTICALSLOTTED HOLES INSUNSHADE VERT

PL3/8 (AESS) EACHSIDE OF SUNSHADEVERT, CONTR COORDLOC WITH SUNSHADESUPPLIER

2" 3" 1 1/2"

5/165/16

1 1/

2"3"

1 1/

2"

ADD005

2" 1"

FULL HT STIFF PL ES

PL3/8x10x7 W/ 3" VERTSLOTTED HOLES.ALIGN BOLTS IN HOLEPER DIMS BELOW

(2)L6x4x3/8 W/ (2)BOLTS IN STD HOLES

CAP PL 3/8

3/163/16

3/16

3/163 SIDESTYP

9"

CJP T&BTYP

SHEAR CONN, SEESTEEL CONNSCHED

CONTR OPTION TOSHOP WELD STUB

S-503

9

NOTES:1. GREATER OF 1.5 x WEB THICKNESS OR 1 1/2"2. GREATER OF 1.0 x WEB THICKNESS OR 1", NEED NOT EXCEED 2"3. MIN RADIUS = 3/8"4. BACKING MAY REMAIN IN PLACE UNO.

NOTE 1

NOTE 1

NO

TE

2N

OT

E 2

NOTE 3

NOTE 3

NOTE 4

NO WELDINGPERMITTED ATTHIS LOCATION

NOTE 4

AT CORNER OR TEE JOINT

AT BUTT JOINT

5/16

1 1/

2"3"

1 1/

2"1/

2"

PL1/4 ES W/(2) BOLTS

2"2"

1/41/4

TYP

PL1/4 ES W/(2) BOLTS

1 1/

2"

3"1

1/2"

S-500A

5 FOR ADDNLPLATE REQTS

5/165/16

TYP

PL3/8 ES OF POST W/ (2)BOLTS. STD HOLES INPLATE, VERT LSLHOLES IN POST

1 1/

2"3"

2"

1 1/2"

L4x4x1/4x2'-4" LONG W/(3) 1/2"Ø HILTI KWIKBOLT TZ WITH 3 1/2"EMBEDMENT. INSTALL(1) ANCHOR IN THECENTER OF EA BOTFLUTE

1" M

AX

3/163/16

3/16EA FLANGE

WELDEDCONNECTION ATPERP CHANNEL

RFC 062

NOTES:SEE FOR ADDNL INFO/18 S-501

Project Number:

Drawn By:

Reviewed By:

Approved By:

Issue Date

AndersonMasonDale Architects, P.C.3198 Speer BoulevardDenver, CO, 80211303-294-9448

Architect

TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422

Civil

Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558

Landscape

Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100

Structural

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Mechanical/Plumbing

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Electrical

Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112

Technology

James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142

Clinical Planning

Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532

Building Performance Engineer

Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900

Cost Estimating

Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505

Owner

MM

JO

B #

: 236

16.S

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S-503

STEEL DETAILS

2011101.00

The Lane Center forAcademic Health

SciencesUniversity of Colorado at

Colorado Springs

2011101.00

NO SCALE1 SOUTH EAST STAIR - ROOF 1

NO SCALE2 SOUTH EAST STAIR - ROOF 2

NO SCALE3 SOUTH EAST STAIR - ROOF 3

NO SCALE4 SOUTH EAST STAIR - ROOF 4

NO SCALE5 SOUTH EAST STAIR 5

1 1/2" = 1'-0"6 W18 TO HSS CONN

1 1/2" = 1'-0"7 HSS COL CONN AT D/1.9

NO SCALE10 TYP KICKER

NO SCALE13 TOP OF CURTAIN WALL CONN

NO SCALE14 POST CONN AT STAIR LANDING

1 1/2" = 1'-0"8 TYP HSS GIRT TO COL

1 1/2" = 1'-0"11 SUNSHADE TO HSS 8x3

1 1/2" = 1'-0"12 SUNSHADE TO HSS 12x3

NO SCALE15 T/COL TO GIRDER AT PENTHOUSE

NO SCALE16 TYP MOMENT CONNNO SCALE9TYP WF CJP WELD ACCESS ANDBACKING

NO SCALE17 VESTIBULE BEAM TO POST CONN

ADD005

NO SCALE18 OVERHEAD DOOR TOP CONN

ADD005

BP#3 DECEMBER 21, 2012

ADDENDUM 005 JANUARY 25, 2013

ADDENDUM 006 FEBRUARY 8, 2013

RECORD DRAWINGS APRIL 18, 2014

NO SCALE19 SPRT FOR PARTITION AT DECK

Page 34: * BOTTOM FLANGE CONNECTION PER 20 Solar... · THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED,

NOTES:1. SEE SPECIFICATIONS FOR FLOOR FINISH & FLATNESS REQUIREMENTS2. INSTALL DECK OVER 4 SUPPORTS (3 SPAN CONTINUOUS) WHERE POSSIBLE3. COMPOSITE DECK DESIGN IS SIZED BASED UPON THE FOLLOWING MAXIMUM CONDITIONS: a. WET WEIGHT OF CONC = 145 PSF NORMAL WEIGHT b. DECK DEFLECTION = 3/4" c. AVERAGE SLAB THICKNESS INCREASED BY 1/2" FOR LEVELING d. CONST LIVE LOAD = 20 PSF. IF CONST LIVE LOAD WILL EXCEED 20 PSF, THEN CONTR SHALL DESIGN

DECK FOR INCREASED LOADING4. DECK TYPE 'VLJ' MAY BE SUBSTITUTED FOR DECK TYPE 'VLI'5. SCHEDULED STUD LENGTH IS NET-IN-PLACE LENGTH OF HDAS6. SUBMIT SHOP DRAWINGS INDICATING STUD LAYOUT (NO. OF STUDS/RIB) AND PLACEMENT ALONG BEAM7. NO TEMPORARY SHORING OF STEEL DECK PERMITTED WITHOUT PRIOR ACCEPTANCE OF THE ENGINEER8. HANGERS WITH A 50 POUND MAXIMUM LOAD MAY BE PLACED AT 4'-0" MINIMUM SPACING EACH WAY.

DECK CONNECTION SCHEDULE

PERP SUPPORT MEMBERS PARALLEL SUPPORT MEMBERS SIDELAPSTYPE

A

CONNECTION PATTERN

3/4"Ø PUDDLE WELDS 36/4

CONNECTION PATTERN

3/4"Ø PUDDLE WELDS 12" OC

CONNECTION PATTERN

#10 SCREW 3'-0" OC

B 5/8"Ø PUDDLE WELDS 5/8"Ø PUDDLE WELDS 12" OC #10 SCREW 10 / SPAN

C 3/4"Ø PUDDLE WELDS 24/4 3/4"Ø PUDDLE WELDS 12" OC 8 / SPAN

NOTES:1. COMPOSITE METAL DECK SPECIFIED IS MANUFACTURED BY VULCRAFT. ALTERNATECOMPOSITE METAL DECK MAY BE SUPPLIED PROVIDED MINIMUM DECK PROPERTIES ARESATISFIED AND THE RATIO OF THE RIB WIDTH MEASURED AT MID HEIGHT OF DECK TO RIBHEIGHT IS NO LESS THAN 1.5.

1.5 (B, F, A, VL) DECK36/7 PATTERN:

36/4 PATTERN:

3N DECK 24/4 PATTERN:

2VLI DECK 36/4 PATTERN:

INDICATES CONNECTIONLOCATION, TYP

36" COVERAGE

24" COVERAGE

36" COVERAGE

TYP FASTENER LAYOUT AT PERP SUPPORT

PARALLELSUPPORT CONN

PARALLELSUPPORTBELOW

PERP SUPPORTBELOW

DE

CK

SP

AN

EDGE OF MTL DECKSHEET, TYP

SIDELAPCONNS

PERP SUPPORTCONN, EACHSHEET ATCOMPOSITE

LAP ENDS OFROOF ANDFORM DECKSHEETS 2" UNO,BUTT ENDS OFCOMPOSITEDECK SHEETS

DECK CLOSURES ASREQUIRED

TYP DECK CONNECTIONS

WELDED

24/4

L4x4x5/16, 4 SIDES OFOPNGS

INDIVIDUAL OPNG ORGROUP OF SMALLEROPNGS

COPE LEG EE

STL BM OR JOIST

PLAN VIEW

SECTION

TY

P4'

-0"

MA

X,

AT JOIST, EXTENDANGLE LEG TO EDGE

TYP

10'-0" MAX,

~ ~

~~

3/163/16

TYP

3/16TYP

C6x13 AT 'B' DECKMC8X21.4 AT 'N' DECK,PLACE OVER HIGHFLUTE NEAREST OPNG

PLAN VIEW

SECTION

NOTES:1. FRAMES WILL SUPPORT THE WEIGHT OF A 500 LB MECH UNIT

AT JOIST, EXTENDCHANNEL TO EDGE

3/16

ANGLE TOCHANNEL,

TYP

AT OPENINGS LARGER THAN 13"

AT OPENINGS LARGER THAN 6" UP TO 13"

TY

P6"

MIN

,

EW

13"

MA

X

PL 16GA (MIN)ABOVE ORBELOW DECK

INDIVIDUAL OPNGOR GROUP OFSMALLER OPNGS

L3x3x1/4, FIELD CUTAS REQUIRED

AT BEAM, EXTENDCHANNEL TO CL, MIN

3/16

AT EACHANNELTOE, TYP

#10 TEK SCREWSAT PLATE EDGES,(2) PER FLUTEPERP TO DECKAND AT CORNERS

6" MAX

ALTERNATE FRAME OPTION TYPICAL FRAME OPTION

CLR DIM IN ANY DIRECTION:≥ 24", PROVIDE REINF PLATE AS SHOWN< 24", TREAT GROUP AS INDIVIDUALOPNG W/ EXTENTS AS SHOWN, PROVIDEFRAME

EXTENTS OF GROUP

EX

TE

NT

S O

F G

RO

UP

1'-1 3

/ 4"

AT OPENINGS UP TO 6"

EW

6" M

AX

ROOF DECK OPNG:COORD SIZE ANDLOC WITH MEP ANDARCH, TYP

CLR DIM IN ANY DIRECTION:≥ 18", NO REINFORCEMENT REQUIRED< 18", TREAT GROUP AS INDIVIDUALOPNG W/ EXTENTS AS SHOWN,PROVIDE REINF PLATE OR FRAME

10 "

OF

GR

OU

P

EX

TE

NT

S

OF GROUP

EXTENTS

ADJACENT OPNG

ADJACENT OPNG

1/4" MAX

2" MIN BRG AT BEAM

L3x3x1/4 CONT W/1/2Øx4" HAS @ 24",TYP

DECK DIRECTIONVARIES

AT SIM, PROVIDE 1 1/2"x4"NOTCH @24"OC

AT DECK PARALLEL

SEE PLAN

FORMED EDGE

AT DECK PARALLEL

FORMED EDGE

SEE PLAN

EXTEND ROOFDECK TO BEAM

2" C

LR

#4xCONT AT EADECK FLUTE

FROM TOP OFFIRST POUR

#4xCONT TYPALL SIDES

#4@12" EW (3 EW MIN)

NOTES:1. SEE MECH/ELEC DRAWINGS FOR SIZE, THICKNESS, AND LOCATIONS.2. EQUIP BASE SHALL NOT BE PLACED MONOLITHICALLY WITH SLAB/CURB WITHOUT WRITTENAPPROVAL OF ENGINEER.3. WWR TO MATCH THAT OF SLAB OR 6x6-W2.9xW2.9 WHERE SLAB WWR NOT IDENTIFIED.4. F1554 GR55 WELDABLE THREADED ROD WITH NUT MAY BE USED AS AN ALTERNATE TO HAS.

STD HOOK, TYP

VA

RIE

S, 6

" M

AX

TOC

TYPICAL

POST INSTALLED REBAR OPTION

3"

WWR (NOTE 3)

4" THRU 6"

GREATER THAN 6"

4" THRU 6"

GREATER THAN 6"

3" T

YP

STUD RAILOPTION

POST-INSTALLEDREBAR OPTION

STUD RAILOPTION

POST-INSTALLEDREBAR OPTION

ADHESIVEANCHOR, TYP

#4x @12"#4xCONT, TYP

PL3/8x3 CONT W/ 1/2"ØHAS @ 12" (NOTE 4),LOCATE PL BELOWWWF (NOTE 3), TYP

WWR (NOTE 3)

SKEW HOOKAS REQ'D TOPROVIDECLR COVER

5/16

ATTHREADED

ROD

GREATER THAN 6"

(2) #4xCONT,TYP

TYPICAL

#4x @12"

4" THRU 6"

TYPICAL

#4x @12"

A A

A

2" M

AX

1 1/

2" M

IN

~

A

A

B

PLAN

CURB PERPENDICULAR TO SUPPORT

NOTES:1. FOR EQUIP WEIGHTS LESS THAN200 LBS CURB MAY BE SUPPORTEDON ROOF DECK2. FOR EQUIP WITH CURB LOADSLESS THAN 50 PLF USE DETAIL C3. FOR EQUIP WITH CURB LOADSLESS THAN 100 PLF PROVIDE DOUBLELAYER OF DECK AND DETAIL C.EXTEND DOUBLE DECK 1'-0" MIN EACHSIDE OF CURB AND 2" MIN PASTADJACENT SUPPORT MEMBER4. FOR EQUIP WITH CURB LOADSGREATER THAN 100 PLF USE DETAILSA AND B

PL 16 GAx12xCONTW/(2) ROWS OF #10SCREWS @12"

MECH CURB

PL 16 GAx12xCONTW/(2) ROWS OF #10SCREWS @12"

SUPPORTING BEAM OR JOIST

MC6x12 AT 1 1/2"ROOF DECK, MC8x21.4AT 3" ROOF DECK,SPACE @ 4'-0 OC MAX

MECH CURB

MC, TYP

BMS OR JOISTSBELOW

X.Xk

MECH CURB

SUPPORTING BMOR JOIST

MC6x12 AT 1 1/2" ROOFDECK, MC8x21.4 AT 3"ROOF DECK

MECH CURB

BCURB PARALLEL TO SUPPORT

~

~ ~

2" MIN

DSMALL MECHANICAL EQUIPMENT - DECK PERPENDICULAR

CSMALL MECHANICAL EQUIPMENT - DECK PARALLEL

50 PLF MAX

50 PLF MAX

DECK SPAN

D

C

100 PLF TO 250 PLF MAX

100 PLF TO 250 PLF MAX

3/16 33/16 3

TYP

Project Number:

Drawn By:

Reviewed By:

Approved By:

Issue Date

AndersonMasonDale Architects, P.C.3198 Speer BoulevardDenver, CO, 80211303-294-9448

Architect

TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422

Civil

Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558

Landscape

Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100

Structural

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Mechanical/Plumbing

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Electrical

Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112

Technology

James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142

Clinical Planning

Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532

Building Performance Engineer

Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900

Cost Estimating

Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505

Owner

MM

JO

B #

: 236

16.S

.01

PR

INC

IPA

L: P

DE

OR

: PD

PR

OJE

CT

MA

NA

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S-530

TYP METAL DECK DETAILS

2011101.00

The Lane Center forAcademic Health

SciencesUniversity of Colorado at

Colorado Springs

2011101.00

NO SCALE10 METAL DECK SLAB SCHEDULE

METAL DECK SLAB SCHEDULE

SLAB MARK

DECK CONCRETE CONCRETE

MAXUNSHORED

CLEAR SPAN

MIN DECKGAGE,1-SPAN

MIN DECKGAGE, 2SPAN OR

MOREMAX DECK

CANTILEVER

DECK CONNTYPE (SEE

SCHED)

DECKDIAPHRAGMSHEAR (PLF) REMARKSTYPE

DEPTH(IN)

CONCABOVE

DECK (IN)

ADDNL CONC(SECOND POUR)

(IN)

TOTALTHK(IN)

CONC TYPE (SEEGEN NOTES)

SHEAR STUDLENGTH (IN) SLAB REINF

2VLI3.5A 2 VL 2 3 1/2 -- 5 1/2 TYPE 4 4 6x6-W2.1xW2.1 WWR 8'-9" 16 20 2'-6" A -- --

2VLI8A 2 VL 2 3 1/2 4 1/2 10 TYPE 4 4 6x6-W2.1xW2.1 WWR (1ST POUR)#4@12"EW (2ND POUR)

8'-9" 16 18 - A -- --

3NB 3N 3 -- -- -- -- -- -- 8'-9" -- 18 - B 677 --

3NC 3N 3 -- -- -- -- -- -- 4'-0" -- 16 - C 1900 --

METAL DECK PROPERTIES

DECKTYPE D

EC

K D

EP

TH

(IN

)

DE

CK

GA

GE

DE

CK

FY

(K

SI)

DE

CK

US

AG

E

I (IN

^4/F

T)

S P

OS

(IN

^3/F

T)

S N

EG

(IN

^3/F

T) MINIMUM DECK

BEARINGS (IN)

EX

TE

RIO

R

INT

ER

IOR

2VL 2 20 50 COMPOSITE 0.406 0.341 0.346 2 4

2VL 2 18 50 COMPOSITE 0.558 0.495 0.504 2 4

2VL 2 16 40 COMPOSITE 0.704 0.653 0.653 2 4

1.5B 1 1/2 22 33 ROOF 0.155 0.186 0.192 2 4

1.5B 1 1/2 20 33 ROOF 0.201 0.234 0.247 2 4

1.5B 1 1/2 18 33 ROOF 0.289 0.318 0.327 2 4

3N 3 22 33 ROOF 0.770 0.382 0.433 2 4

3N 3 20 33 ROOF 0.960 0.501 0.552 2 4

3N 3 18 33 ROOF 1.330 0.688 0.749 2 4

NO SCALE8 TYP METAL DECK ROOF OPENINGS

NO SCALE11TYP MTL DECK TO T/CONC WALL -CONT

NO SCALE12 DECK TRANSITION

NO SCALE17 TYP CONC EQUIPMENT BASE

NO SCALE15 TYP MECH SUPPORT ON ROOF DECK

DESIGN DEVELOPMENT SEPTEMBER 12, 2012

BP#2 NOVEMBER 16, 2012

BP#3 DECEMBER 21, 2012

RECORD DRAWINGS APRIL 18, 2014

Page 35: * BOTTOM FLANGE CONNECTION PER 20 Solar... · THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED,

MTL POUR STOP,SEE TABLE

OVERHANGTOTAL SLABDEPTH

16 GA

≤ 3"

14 GA

≤ 6"

12 GA

≤ 9"

3/16"

≤ 12"

5 1/2"

MTL POUR STOP THICKNESS

OVERHANG UP TO 12"

1 1/2-6

AT DECK PARALLEL

MTL POUR STOP BYDECK MNFR TOSUPPORT WETWEIGHT OF CONC(14 GAGE MIN)

SLAB SCHEDULE, SEE

MAX DECK CANTILEVERPER METAL DECK

TY

P

1" C

LR,

#4xCONT

#4x @12"

AT DECK PERPENDICULAR

S-530

10

SKEW HOOKAS REQ'DTO PROVIDECLR COVER

A

SLAB REINF, SEEMETAL DECK SLABSCHED

3" MAX

A

OVERHANG

2" MIN

LTS

~~

~~

~ ~

~~

~~

~ ~~

~

EQ

EQ

~ ~

CONST JTPARALLELTO GIRDERS

EQEQ

5'-0" .

#4x4'-0"@12" CTR IN SLABOVER DECK

CONST JTPARALLELTO BEAMS

.

.

BEAM

BEAM

BEAM

BEAM

GIR

DE

R

GIR

DE

R.

.

NOTES:1. NO SAW CUT JOINTS IN ELEVATED SLAB ON METAL DECK UNO

SEE GENERAL NOTES FOR POURLENGTH AND AREA LIMITS

EDGE OFSLAB

(2) #4 TYP

NOTES:1. DECK OPNGS REQUIRE STIFFENERS OR FRAMING. SEE DECK OPNG DETAILS2. CENTER BARS IN SLAB ABOVE METAL DECK

HOOK BARS IF NOT POSSIBLETO ACHIEVE 2'-0" EXTENSIONBEYOND EDGE OF OPNG

2" CLR, TYP'2'-0" TYP

TRIM REINFORCING

PLAN VIEW

GIRDER

C8x11.5 TYP

OFFSET HDASON FLG IF REQD

1 1/2" TYP

~10'-0" MAX

6'-0

" M

AX

L8x4x3/4x8 LLV,CNTR CHANNELWEB ON ANGLE

CONN OPTIONS TO STEEL

~ ~ MTL POUR STOPBY DECK MNFR

3/163/16

TYP

1/4

3/163/16

TO CONCRETE

L3x3x1/4x9 W/ (2)3/4"Øx6 1/2" EMBEDEXP ANCHORS

6"

3/163 SIDES

STEEL BEAMOR CONC WALL

PL 3/8

AT OPENINGS LARGER THAN 10"

~

B

10"

Ø O

R10

" S

Q M

AX

#5 T&B ES

(2) #5@3"CTR ES

NOTES:1. PLACE SLEEVE ON DECK PRIOR TO CONCRETE PLACEMENT2. DO NOT CUT METAL DECK UNTIL CONC HAS REACHED DESIGN STRENGTH3. 2"Ø SLEEVES DO NOT REQUIRE TRIM STEEL (6" MIN SPACING)4. MULTIPLE OPENINGS PERP TO DECK SPAN CLOSER THAN MIN SPACING SHALL BECONSIDERED A SINGLE OPENING AND REINFORCED PER 'TYPICAL OPENING' DETAIL.5. PROVIDE REINFORCING BETWEEN MULTIPLE OPENINGS PARALLEL TO DECK SPAN

SLEEVE, TYP

3x DIA OF LARGER

2'-0

" T

YP

EX

TE

ND

BA

RS

2" T

YP

2" TYP

DE

CK

SP

AN

MAX

10"

NOTE 4

NOTE 5

AT OPENINGS 10" OR LESS

CUT 2 VERTRIBS MAX

DRAIN BODY OR DECKCLOSURE

DRAIN FLASHING(IF REQD)

C4x5.4x4'-0 ES OFOPNG

(IF REQD)

1' MAX TO EDGEOF FLASHING

NOTES:1. DECK MAY BE CUT PRIOR TO SLAB POUR2. IF DRAIN FLASHING EMBED IN SLAB IS REQUIRED, FLASHING SHALLNOT EXTEND OVER THE TOP OF COMPOSITE BEAMS3. PROVIDE BACK UP BARS IF REQD FOR DECK WELDING

MAX OPNG

1'-2"x1'-2"1" MIN

1 1/

2" M

IN

1/8 11/8 1

ES OFCHANNELAT EACHHIGH FLUTE

AT FLOOR DRAIN

A

A B

A

BEAM [50]

GIR

DE

R [2

6,8,

26]

NOTES:1. PROVIDE STUDS AT 24" MAX WHERE NUMBER OF STUDS IS NOT INDICATED

DE

CK

SP

AN

~~

~~

~~

~

~ ~

~

~

# OF STUDS AREINDICATED THUSON FRAMING PLAN

LENGTH OF BEAM

50 STUDS SPACED OVER FULL

EQ

SP

AC

ED

26 S

TU

DS

EQ

SP

AC

ED

8 S

TU

DS

EQ

SP

AC

ED

26 S

TU

DS

CONSIDER NON-ORTHOGONALBEAMS TO BE "DECKPERPENDICULAR"FOR STUD LAYOUTA

#4x5'-0" @1'-6" TOPAT GIRDER OR

DIRECTION CHANGE

DECKCLOSURESBY DECKSUPPLIER

1" MIN

SIDELAPCONNECTION PERCONNECTIONSCHEDULE

PARALLEL SUPPORTCONNECTION PERCONNECTIONSCHEDULE

SEE DECK PERPCONDITION FORSTUD LAYOUTAT DECKTRANSITION

CLR

1" M

IN

SEE MTLDECKSCHED FORSTUDLENGTH

1" C

LR

CO

VE

R1"

MIN

TYP STUD, DECK, AND WWR INFO

BEAM FLANGE LIMITATIONS

bf

MIN4"

1 3/

8"M

IN1

3/8"

MIN

3"MIN

TY

P1"

MIN

1 3/

8"M

IN

3" M

IN

1 3/

8"M

IN

3" M

IN

3" MIN

BE

AM

CL

STUDS MAY BEINSTALLEDEITHER SIDE OFDECK STIFFENER(STRONG ORWEAK POSITION)

1 STUD/RIB 2 STUDS/RIB 3 STUDS/RIB.. . .

DECKSTIFFENER

DE

CK

SP

AN

STUD PLACEMENT AT DECK PERPENDICULAR

SEE NOTE 1, TYP

SE

E N

OT

E 1

3" MIN

1 3/8" MIN

1 3/8" MIN

3" M

IN1 3/8" MIN

3" MIN1 3/8" MIN

1 3/8" MIN3" MIN3" MIN

1 3/8" MIN

SIN

GLE

RO

W S

PA

CIN

G.

.

MU

TLI

PLE

RO

W S

PA

CIN

G

DE

CK

SP

AN

4 1/

2"M

IN4

1/2"

MIN

4 1/

2"M

IN

SPACE STUDSUNIFORMLY OVERLENGTH OR BTWNSUPPORTEDMEMBERS

STUD PLACEMENT AT DECK PARALLEL

STEP 1:

STEP 2:

.

.

CASE 2: # STUDS < # RIBSSTEP 1 = ONE STUD EVERY OTHER RIBSTEP 2 = 1/2 OF REMAINING STUDS AT EACH END OF BEAM, PLACE INEMPTY RIBS STARTING FROM THE BEAM END

.

. . . . .

STEP 1:

STEP 2:

.

CASE 3: # RIBS < # STUDS < 2x # RIBSSTEP 1 = ONE STUD EVERY RIBSTEP 2 = 1/2 OF REMAINING STUDS AT EACH END OF BEAM, PLACEONE IN EACH RIB STARTING FROM THE BEAM END

. . . . .. . . . ..

. . ..

STEP 1:

STEP 2:

.

CASE 4: # STUDS > 2x # RIBSSTEP 1 = TWO STUDS EVERY RIBSTEP 2 = 1/2 OF REMAINING STUDS AT EACH END OF BEAM, PLACEONE IN EACH RIB STARTING FROM THE BEAM END

. . . . .. . . . ..

. . ..

.

BEAM CL

BEAM CL

BEAM CL

STEP 1:

STEP 2:

.

.

CASE 1: # STUDS < # RIBS/2STEP 1 = ONE STUD EVERY THIRD RIBSTEP 2 = 1/2 OF REMAINING STUDS AT EACH END OF BEAM, PLACE INEVERY OTHER EMPTY RIB STARTING FROM THE BEAM END

.

. . .

BEAM CL

. .

36" MAXIMUM

STUD LAYOUT AT DECK PERPENDICULAR

MIN

1 3/

8"

3" M

IN3"

MIN

MIN

1 3/

8"

D

BC

C

B

A

D

4" M

IN

MIN1 3/8"

3 7

/8"

4" ≤ bf5" < bf ≤ 5 3/4"5 3/4" < bf7 1/4" < bf < 8 3/4"8 3/4" ≤ bf

L3x3x1/4 TYP, SUPPORTONLY REQD WHENUNSUPPORTED DECK AREAEXCEEDS 3"

PROVIDE 16 GA MINSHEET METAL ASREQUIRED

DECK SPAN

L3x3x1/4

PROVIDE 16 GA MINSHEET METAL TO FILLCOL CAVITY AS REQD

L3x3x1/4

PROVIDE 16 GA MINSHEET METAL TO FILLCOL CAVITY AS REQD

CONDITION #1

CONDITION #2

DECK SPAN

DECK SPAN

CONDITION #3

3/16TYP

3/163/16

TYP

3/163/16

TYP

AT INTERIOR COLUMN

L3x3x1/4

(2) 1/2"Øx6 HDAS

CONT BAR, SEEEXTERIOR EOSDETAILS

PLAN

2"2"

3/163/16

ANGLE TOCOL FLG,

TYP

3/16

BENT PL TOANGLE AND

COL

NOTES:1. CONTRACTOR MAY DESIGN ALTERNATE METHODS OF DECK SUPPORT.DECK SUPPORTS SHALL BE ABLE TO SUPPORT THE DECK AS A FORM WITHTHE WET WEIGHT OF THE CONCRETE AND ALL CONSTRUCTION LOADS

AT PERIMETER COLUMN

SECTION

TYP1'-1 1/8" MIN,

TY

P

3" M

IN,

TYP2 1

/2" M

AX,

3" M

AX

3" M

AX

3"

OFFSET > 3"

1/2"

MA

X1/

2" M

AX

OFFSET < 3"

S-541

14FOR

EDGEPL

3'-0"#4x

3'-0"

#4xCONT, TYP

3/4"Øx6"HDAS @12"

@12"

CLOSURE ANGLE#4@12"OCxCONT AT STEP,CTR IN SLAB

3"

L4x4x5/16xCONT,BTWN BEAMS

3/16 2-123/16 2-12

DUCT SUPPORTBY CONTR

3000 LB POINT LOADOR 500 PLF MAX

BENT PL 3/8

SEE PLAN1'-0" MAX

3/16 1 1/2-6

1" C

LR

LTS

#4xCONT

1/2"Ø DAS @ 12" 2" MIN BRG

1/4 2-12

3/16

GUARDRAIL POST,SEE ARCH

PL3/16x2x4 7/8. INSTALL AFTERSLAB EDGE BENT PL HASBEEN WELDED TO BEAM.ALIGN ±1 1/2" FROM CL OF EARAILING POST. NOTREQUIRED AT RAILINGCORNERS

S-531

20FOR SLAB EDGE

PL3/8x3xCONT

3/16

Project Number:

Drawn By:

Reviewed By:

Approved By:

Issue Date

AndersonMasonDale Architects, P.C.3198 Speer BoulevardDenver, CO, 80211303-294-9448

Architect

TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422

Civil

Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558

Landscape

Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100

Structural

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Mechanical/Plumbing

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Electrical

Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112

Technology

James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142

Clinical Planning

Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532

Building Performance Engineer

Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900

Cost Estimating

Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505

Owner

MM

JO

B #

: 236

16.S

.01

PR

INC

IPA

L: P

DE

OR

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PR

OJE

CT

MA

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R: K

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S-531

TYP METAL DECK DETAILS

2011101.00

The Lane Center forAcademic Health

SciencesUniversity of Colorado at

Colorado Springs

2011101.00

NO SCALE17 TYP INT SLAB EDGE

NO SCALE8 TYP SLAB CONST JOINT LOCATIONSNO SCALE16 TYP METAL DECK SLAB OPENINGS

NO SCALE10 TYP SHEAR STUD LAYOUT

NO SCALE4 TYP MTL DECK SUPPORT AT COL

NO SCALE19 TYP SLAB STEP - DECK PARALLEL

NO SCALE20 TYP MECH SHAFT OPENING

DESIGN DEVELOPMENT SEPTEMBER 12, 2012

BP#2 NOVEMBER 16, 2012

BP#3 DECEMBER 21, 2012

ASI 020 MAY 20, 2013

RECORD DRAWINGS APRIL 18, 2014

NO SCALE14 SLAB EDGE AT RAILING TYPE A

ASI020

Page 36: * BOTTOM FLANGE CONNECTION PER 20 Solar... · THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED,

1" C

LR

BENT PL 5/16xCONT

1/2"Ø DAS x 3'-0"@ 12" OC

3/16 2-12

DECK ORIENTATIONVARIES

TYPICAL SLAB EDGE

AT PERPENDICULAR FRAMING

EXTEND TYP SHEARCONN FROM STLCONN SCHED TOEXTENTS OF GIRDERAS SHOWN, PROVIDEMAXIMUM # OFBOLTS

STRIP FLG ONE SIDEOR COPE

3" MAX

SLAB REINF, SEE METALDECK SLAB SCHED

T&

Bk

2" MIN

SEE PLAN

DECK ORIENTATIONVARIES

DESIGN CRITERIA FOR PERFORMANCE SPECIFIED COLD FORMED STEEL FRAMING (CFSF)COLD FORMED METAL FRAMING USED FOR EXTERIOR CLADDING SUPPORT IS A PERFORMANCESPECIFIED SYSTEM DESIGNED AND PROVIDED BY THE CONTRACTOR (CFSF CONTRACTOR). REFER TOSPECIFICATIONS FOR PROFESSIONAL ENGINEERING AND SUBMITTAL REQUIREMENTS. CONTRACTORSHALL DESIGN ALL MEMBERS AND CONNECTIONS FORMING A COMPLETE SYSTEM FOR THE DEAD,SNOW AND WIND FORCES INDICATED IN THE DESIGN CRITERIA SECTION. IN ADDITION TO THOSE FORCESTHE FOLLOWING CONSTRAINTS SHALL BE MET:1. FRAMING MEMBERS WILL BE THE DEPTH NOTED ON WALL SECTION ON THE ARCHITECTURALDRAWINGS.

2. MINIMUM STUD THICKNESS BASED ON THE ATTACHMENT OF CLADDING MATERIAL IS GIVEN IN THEFOLLOWING TABLE:

MATERIAL ATTACHED TO STUDS MIN. MIL THICKNESS MAX. STUD SPACINGWELDED BRICK LEDGE 68 16" OCBRICK BACKUP 43 16" OCMETAL PANELS 54 16" OCALL OTHERS 33 16" OC

COLD FORMED STEEL TRACK THICKNESSES SHALL BE EQUAL TO OR GREATER THAN THE WALL STUDSATTACHED TO IT.

DO NOT BASE BIDS ON THE ABOVE MINIMUM THICKNESSES. VARY THICKNESS, FLANGE WIDTH, YIELDSTRESS, AND SPACING AS REQUIRED TO SATISFY PERFORMANCE CRITERIA. SEE S-221 FOR SIZES FORBIDDING

3. FRAMING MEMBERS WILL DELIVER FORCES TO THE STRUCTURAL FRAME AT THE LOCATIONS,DIRECTIONS, AND MAGNITUDES NOTED IN THE DETAILS. VARIATIONS PROPOSED BY THECONTRACTOR/CFSF ENGINEER TO ACCOMMODATE PREFABRICATION AND ALTERNATE SCHEMES WILLBE SUBJECT TO THE EOR'S REVIEW AND APPROVAL. CONTRACTOR SHALL COMPENSATE M/M FOR THISREVIEW.

4. LOADS:-WIND LOADS GIVEN IN THESE DOCUMENTS ARE BASED ON A COMPONENT AND CLADDING TRIBUTARYAREA OF 10 SQUARE FEET. REDUCTION IN LOADS BASED ON TRIBUTARY AREA ARE ALLOWED ASPERMITTED IN THE GOVERNING BUILDING CODE.-CFSF ENGINEER IS RESPONSIBLE FOR CALCULATING CUMULATIVE FORCES AT WINDOW JAMBS ANDMULLIONS FROM DISTRIBUTED LOADS PROVIDED IN THESE DOCUMENTS'. COORDINATE MULLION ANDJAMB LOCATIONS WITH THE GENERAL CONTRACTOR.-CFSF CONTRACTOR SHALL ACCOUNT FOR ANY ECCENTRICITY AT CONNECTIONS OF WINDOW HEADERTRACK OR SILL PLATE WHICH COULD CAUSE ECCENTRIC LOADS ON COLD FORMED METAL FRAMING.

5. DEFLECTION CRITERIA-MAX HORIZONTAL DEFLECTION:

FOR STUDS SUPPORTING METAL PANELS = SPAN/240FOR STUDS SUPPORTING MASONRY VENEER = SPAN/600FOR STUDS SUPPORTING STUCCO AND PLASTER = SPAN/360FOR STUDS SUPPORTING OTHER = SPAN/240

-MAX VERTICAL DEFLECTION:FOR EXTERIOR SOFFIT STUDS SUPPORTING STUCCO OR PLASTER = SPAN/360

-PER IBC TABLE 1604.3 FOOTNOTE F, WIND LOAD IS PERMITTED TO BE TAKEN AS 0.7 TIMES THECOMPONENT AND CLADDING LOADS FOR THE PURPOSE OF DETERMINING DEFLECTION LIMITS EXCEPTAT COLDFORMED STEEL FRAMING SUPPORTING MASONRY VENEER.- MAX VERTICAL LIVE LOAD DEFLECTION LIMITS USED IN DESIGN OF STRUCTURAL MEMBERS ATVERTICAL SLIP CONNECTIONS:

PERIMETER BEAMS AT STUD INFILL FRAMING= 3/8”PERIMETER BEAMS AT STUD BY-PASS FRAMING= 3/4”INTERIOR FRAMING = SPAN/ 360

6. ADDITIONAL CRITERIA FOR CFSF.-PROVIDE DOUBLE JAMB STUDS MIN AT ALL OPENINGS.-PROVIDE 1 ROW AT MID-HT (MIN) HORIZONTAL STUD BRIDGING.-PROVIDE 1 STUD EA SIDE OF MASONRY CONTROL JOINTS RE: ARCH FOR LOCATIONS7. WINDOW MULLIONS APPLY CONCENTRATED LOADS TO STUD WALLS SUPPORTING WINDOWS. DESIGNFOR THE EFFECT OF CONCENTRATED LOADS. DESIGN FOR EFFECTS OF ECCENTRICCITY OFCONNECTION SHOWN IN THE WINDOW SHOP DRAWINGS.8. ALL CFSF CONNS TRANSFERRING FORCE SHALL BE TIGHT, WITH MINIMAL DEFORMATION AND PLAY.RE: SPECS FOR REQUIREMENTS.9. AT CFSF SUPPORTING METAL PANEL, METAL PANEL SHALL BE CONNECTED AT EVERY WALL STUD.

600 S 162 - 54

MATERIAL THICKNESS:MATERIAL THICKNESSES ARE GIVEN IN1/1000 INCHES(EXAMPLE: 54 MILS = 0.054", 1 MIL = 1/1000")

MEMBER DEPTH:

MEMBER DEPTHS ARE GIVENIN 1/100 INCHES(EXAMPLE: 6" = 600 x 1/100")

FLANGE WIDTH:FLANGE WIDTHS ARE GIVEN IN 1/100 INCHES(EXAMPLE: 1 5/8" = 1.625" = 162 x 1/100")

STYLE:THE FOUR ALPHA CHARACTERS UTILIZEDBY THE DESIGNATOR SYSTEM ARE:S = STUD OR JOIST SECTIONST = TRACK SECTIONSU = CHANNEL SECTIONSF = FURRING CHANNEL SECTIONS(EXAMPLE: STUD OR JOIST SECTION = S)

TYPICAL ANNOTATION

KNURLED SHANK

FASTENERS ARE TO BEDRIVEN THROUGH THETHICKNESS OF STEEL

IN STEEL IN CONCRETE

1/3

SLA

B T

HK

P M

AX

=

PAF

COLD FORMED STL 3" MIN EDGE DISTANCE

4" MIN FASTENER SPACING

d (MIN) BTWN FASTENERS

COLD-FORMED STLd (MIN) TO EDGE OF

CO

LD-F

OR

ME

D S

TL

d (M

IN) T

O E

DG

E O

F

EDGE OF ATTACHEDCOLD-FORMED STL

TEK SCREWS

TEK SCREW SIZE

#10

#12

d

5/8"

3/4"

#6, #8 1/2"

TYPICAL CF-P TEK SCREW SPACING

TYPICAL CF-P POWDER ACTUATED FASTENER (PAF)

BRICK VENEER

HORIZ STUD SUPPORTBY CFS CONTRACTOR.MAX DEFORMATIONUNDER DESIGN LOADSSHALL NOT EXCEED1/32" DUE TO ALLSOURCES

1" TYP SEE PLAN

S-540

7

S-540

9

SEE ARCH

SEE ARCH

S-540

4

CONCENTRATED RXN FROMWINDOW MULLION ABOVEAT SOME LOCS, INCLUDEDEAD, WIND AND SNOWLOAD ON SUNSHADE, TYP.

CONCENTRATED RXN FROMWINDOW MULLION BELOW ATSOME LOCS. INCLUDE LATERALLOADS FROM WINDOW ANDDEAD, SNOW AND WIND LOADSON SUNSHADE.

600S WALL FRAMINGBY CFS CONTRACTOR

SOFFIT FRAMING AND RIGIDCONNECTION TO WALL FRAMINGBY CFS CONTRACTOR AT SOMELOCS

SEE ARCH

METAL PANEL AT SIM.CONNECT METALPANEL TO EACHSTUD.

NO BRICK RELIEF ANGLEOR MULLION REACTIONAT SIM

RIGID CONN BYCFSF CONTRACTOR

AT MASONRY VENEER AT ALL OTHER FINISHES

1/83 SIDES

3/163/16

12"

MA

X

12"

MA

X

1 1/2"±1"

PL3/16x 'T' - 1"

T

NOTES:- CONNECTIONS SHOWN ARE TYPICAL EACH STUD

WEB STIFFENER IS A STUDSEGMENT W/LENGTH =STUD DEPTH -3/8". FASTENW/(4) #10 TEK SCREWS

3/8"

HOLD BACK WEBSTIFFENER TO AVOIDINTERFERENCEW/ANGLE WELD

1"

FULL AVAILABLELENGTH, 4" MIN

ILLUSTRATION OF WELD

BENT PL 3/8(HDG)

1/8 41/8 1

RET TOP

BRICK LEDGEANGLE1/4" MAX

4" MAX4" MAX

A

1"

SEE ARCH

A

4" M

IN

TOUCH UP FIELD WELDED AREAWITH ZINCH RICH PAINT AFTERWELDING

CENTER ON VENEERJOINTS, SEE ARCH FORLOCS

PAF SIZE &SPACING BY CFSFCONTRACTOR

S-540

6

DECK PERPENDICULAR TO WALL DECK PARALLEL TO WALL

BRIDGE PL ANDSTUD TO TRACKCONN BY CFSFCONTRACTOR

BRIDGE PL CONN TO MTLDECK DESIGNED BY CFSFCONTRACTOR

EQ EQ

600S SOFFIT HANGER

RIGID CONN TO SLABABOVE BY CFSCONTRACTOR

DO NOT ATTACH SOFFITFRAMING TO STOREFRONTHEADER

RIGID CONN FROMSOFFIT TO HANGERBY CFS CONTR

RXN FROM STOREFRONTMULLIONS, BELOW DESIGN800S HEADER TO SPAN JAMBTO JAMB

S-540

4

VERT SLIPCONN, TYPEA STUD

FOR SLABEDGE INFO

NO KICKER OR FULL DEPTHBEAM CONN REQD. DO NOTCONNECT STUDS TO BEAM

VERT SLIPCONN, TYPEA STUD

NO KICKER OR FULL DEPTHBEAM CONN REQD. DO NOTCONNECT STUDS TO BEAM

AT SLAB ON METAL DECK FLOOR

3/16 2-123/16 2-12

L6x6x3/8xCONT2" MIN

AT ROOF DECK

600S SOFFIT HANGER

RIGID CONN TO SLABABOVE BY CFSCONTRACTOR

RIGID CONN FROMSOFFIT TO HANGERBY CFS CONTR

S-540

10

800S WALL FRAMING

A

ASTOREFRONT JAMB

JAMB PACK ANDCONNS BY CFSCONTR

9 1

/2"

BRICK VENEER

1" TYP SEE PLAN

SEE ARCH

SEE ARCH

W8x24 AESS. INSTALLAT CFSF TOLERANCES.

SEE ARCH

3/163/16

3/163 SIDES

1 1/2" ±1"PL3/16x4, CTR ONBEAM WEB

C6x8.2 @ 6'-0" OC AND2'-0" MAX FROM JOINTS.INSTALL AT CFSFTOLERANCES

L3x3x3/16 AT EACHCHANNEL, EXTEND1" MIN PAST BEAMWEB

3/16 23/16 2

3/16 23/16 2

1"

S-540

14SIM FOR

STUDS BTWNCHANNELS

L6x6x3/8xCONT

PL3/16x4, CTR ONANGLE LEG

1 1/2" ±1"

3/163 SIDES

3/163/16

3/16 2-123/16 2-12

1/2" MAX1/4" MIN

TYPICAL AT PERGOLA

1/2" MAX1/4" MAX1/2" MAX1/4" MAX

AT CORNER

1/2" M

AX1/4

" MAX

A

A

CONNECT WINDOW TOCFS FRAMING, DO NOTATTACH TO W8

1/2"

NOTE:ALIGN WITH ALL MASONRY CONTROL JOINTS, 30'-0" MAX

2" MIN

W8 SHALL BECONTINUOUS ATCORNER

MAX MIS-ALIGNMENT = ±1/8".TYP HORIZ AND VERT DUE TOALL SOURCES.

ADD005

RFC 057

VENEER

SEE ARCH

CONCENTRATED RXN FROMWINDOW ABOVE.

600S WALL FRAMING

FIXED CONNECTION(TSN MIDWALL ORSIMILAR) BY CFSCONTRACTOR

ADD005

VERT SLIP CONN

S-540

9

3 5/8" MAX

VERTICAL LEG OFANGLE TIGHT TO BACKOF VENEER

VENEER TIES

VENEER LOOSE LINTEL SCHEDULEREMARKSLINTELOPENING LENGTH, L

LLV6"

LLV6"

LLV6"

4"

BEARING EE

L ≤ 6'-0" L3 1/2x3 1/2x1/4

10'-0" < L ≤ 12'-0"

6'-0" < L ≤ 8'-0"

8'-0" < L ≤ 10'-0"

L6x3 1/2x1/2

L6x3 1/2x5/16

L5x3 1/2x1/4

-

STRUCTURAL WALLSYSTEM

8" M

AX

Project Number:

Drawn By:

Reviewed By:

Approved By:

Issue Date

AndersonMasonDale Architects, P.C.3198 Speer BoulevardDenver, CO, 80211303-294-9448

Architect

TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422

Civil

Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558

Landscape

Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100

Structural

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Mechanical/Plumbing

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Electrical

Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112

Technology

James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142

Clinical Planning

Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532

Building Performance Engineer

Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900

Cost Estimating

Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505

Owner

MM

JO

B #

: 236

16.S

.01

PR

INC

IPA

L: P

DE

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: PD

PR

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CT

MA

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S-540

TYP EXT WALL

2011101.00

The Lane Center forAcademic Health

SciencesUniversity of Colorado at

Colorado Springs

2011101.00

NO SCALE4 TYP EXTERIOR SLAB EDGE

NO SCALE6 TYP COLD FORMED WALL FRAMING INFONO SCALE14 EXTERIOR WALL AT STRIP WINDOW

NO SCALE7TYP CF RIGID CLIP CONN AT STLFRAMING

NO SCALE9 TYP CF WEB STIFFENER AT BL

NO SCALE11 TYP CF BOTTOM TRACK TO CONC

NO SCALE10TYP CF METAL STUD DEFLECT TRACKAT MTL DECK SLAB

NO SCALE17EXTERIOR WALL AT LEVEL 1STOREFRONT

NO SCALE8TYP CF BYPASS VERT DEFLECTIONCONN AT FLR

NO SCALE18 EXTERIOR WALL AT LEVEL 1 BRICK

NO SCALE16 EXTERIOR WALL AT STRIP WINDOW - 2

NO SCALE19EXTERIOR WALL BELOW STRIPWINDOW

NO SCALE12 TYP CF STUD TO STUD SLIP CONNNO SCALE20 TYP MAS VENEER LOOSE LINTEL

DESIGN DEVELOPMENT SEPTEMBER 12, 2012

BP#3 DECEMBER 21, 2012

ADDENDUM 005 JANUARY 25, 2013

RECORD DRAWINGS APRIL 18, 2014

RFC 127

RFC 057

RFC 120

Page 37: * BOTTOM FLANGE CONNECTION PER 20 Solar... · THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED,

BRICK VENEER

HORIZ STUD SUPPORTBY CFS CONTRACTOR.MAX DEFORMATIONUNDER DESIGN LOADSSHALL NOT EXCEED1/32" DUE TO ALLSOURCES

1" TYP SEE PLAN

S-540

7

S-540

9

SEE ARCH

SEE ARCH

CONCENTRATED RXN FROMWINDOW MULLION BELOW ATSOME LOCS. INCLUDE LATERALLOADS FROM WINDOW ANDDEAD, SNOW AND WIND LOADSON SUNSHADE.

800S WALL FRAMINGBY CFS CONTRACTOR

SEE ARCH

S-540

12 AT METALSTUDS BELOW

3/16 2-123/16 2-12

L6x6x3/8xCONT

S-540

4FOR BM CONN

METAL PANEL. CONNTO EACH STUD

HORIZ STUDSUPPORT BY CFSCONTRACTOR

SEE ARCH

S-540

4CURTAINWALL CONN TOSLAB EDGE BY SUPPLIER

CONCENTRATEDRXN FROMCURTAINWALLMULLION BELOW

HEADER BY CFS CONTR TODISTRIBUTE MULLION RXNTO (3) STUDS MINIMUM

800S WALL FRAMING BYCFS CONTRACTOR

GRAVITY/LATERALCONN TO SLAB EDGEBY CFS CONTR

ADD005

HANGER/KICKERCONNECTION ANDFASTENERS BY CFSCONTRACTOR. INSTALLPER MNFR'SRECOMMENTATIONS.

S-540

9

SEE ARCH

BRICK VENEER

600S WALL FRAMING BYCFS CONTRACTOR

800S WALL FRAMING BYCFS CONTRACTOR

SEE ARCH

S-540

7

S-540

11

S-540

4

CONCENTRATED RXN FROMWINDOW MULLION BELOW

BEAM BEYOND

1

1

ECC

S-540

4FOR SLAB EDGE

WIND LOAD

DEAD LOAD (DL)

CURTAINWALL CONN BYCURTAINWALLSUPPLIER. DESIGNCONN TO MULLION FORMOMENT = DL*ECC

VERTICAL AND HORIZRXN AT SLAB EDGEONLY

PROVIDE TWO SIDEDCONNECTION TOMULLION

SECTION

PLAN

800 S CFS WALLFRAMING BY CFSCONTRACTOR

362 S CFS WALLFRAMING BY CFSCONTRACTOR

S-541

8

HSS 7x7, SEE PLAN

VERT SLIP CONN BYCFS CONTRACTOR

SEE ARCH FOR ELEV

BRICK VENEER

METAL PANEL

600S WALL FRAMING BYCFS CONTRACTOR

S-540

7RIGID CONN BYCFS CONTR

CONCENTRATED RXN FROMWINDOW MULLION BELOW ATSOME LOCS. INCLUDE LATERALLOADS FROM WINDOW ANDDEAD, SNOW AND WIND LOADSON SUNSHADE.

HORIZ STUD SUPPORT BYCFS CONTRACTOR

A

800S WALL FRAMING BYCFS CONTRACTOR

BRICK VENEER

S-540

8VERT SLIP CONNBY CFS CONTR

SOFFIT FRAMING, DO NOTATTACH TO WALL STUDS

PL3/8x8, ALIGN TOP OFPLATE WITH TOP OF SLAB,AT LOCS WITH HORIZ STUDSUPPORT AT BOT FLANGEOF BEAM, PROVIDE PLATETO ALIGN WITH BEAM BOTFLANGE

3/16

1/2"

CONNECT CFS FRAMING TOPLATE AND FLANGE AS INDICATEDIN ADJACENT WALL FRAMINGDETAILS.

RELIEF ANGLE ISCONTINUOUS

2 1/2"

PL3/8x8

5/165/16

Project Number:

Drawn By:

Reviewed By:

Approved By:

Issue Date

AndersonMasonDale Architects, P.C.3198 Speer BoulevardDenver, CO, 80211303-294-9448

Architect

TerraNova Engineering, Inc.815 S 25th StreetColorado Springs, CO 80904719-635-6422

Civil

Lime Green Design, Inc900 E. Louisiana Avenue, Suite 209Denver, CO 80210303-733-7558

Landscape

Martin/Martin12499 West Colfax AvenueLakewood, CO 80215303-431-6100

Structural

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Mechanical/Plumbing

Shaffer Baucom Engineering & Consulting7333 West Jefferson Avenue, Suite 230Lakewood, CO 80235303-986-8200

Electrical

Rimrock Group10807 New Allegiance Drive, Suite 400Colorado Springs, CO 80921719-533-1112

Technology

James W Nakai & Associates, PC520 E Colorado AveColorado Springs, CO 80903719-635-2142

Clinical Planning

Ambient Energy130 W 5th AveDenver, CO 80204303-278-1532

Building Performance Engineer

Parametrix, Inc.7186 South Highland DriveSalt Lake City, UT 84121801-733-5900

Cost Estimating

Facilities ServicesUniversity of Colorado at Colorado SpringsCampus Services Building, Rm 2121420 Austin Bluffs ParkwayColorado Springs, CO 80918719-255-3505

Owner

MM

JO

B #

: 236

16.S

.01

PR

INC

IPA

L: P

DE

OR

: PD

PR

OJE

CT

MA

NA

GE

R: K

H

DE

SIG

NE

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S-541

TYP EXT WALL

2011101.00

The Lane Center forAcademic Health

SciencesUniversity of Colorado at

Colorado Springs

2011101.00

NO SCALE8 TYP CF SPANDREL AT ROOF NO SCALE4EXTERIOR WALL AT EASTCURTAINWALL - 2

NO SCALE6 EXTERIOR WALL AT EAST CURTAINWALL - 1

NO SCALE9 EXTERIOR SLAB EDGE AT CW

NO SCALE10 STAIR 2 EXTERIOR WALL HEAD

NO SCALE11 STAIR 2 EXTERIOR WALL HEAD - 2

NO SCALE17 STAIR 2 SOFFIT

NO SCALE14CF STUDS AT CORNER AND EDGECOLUMNS

NO SCALE15 CORNER AT STAIR 2

BP#3 DECEMBER 21, 2012

ADDENDUM 005 JANUARY 25, 2013

RECORD DRAWINGS APRIL 18, 2014