HomeMy WebLinkAboutB13-0075 Plans approvedBy
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Reviewed for Code Compliance Code: 2012 International Building Code (IBC) By Martin Haeberle, CBO at 2:20 pm, Apr 19, 2013
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Project number
Date
Drawn by
Checked by
P 303.558.3145
Boulder, Colorado
2995 Baseline Road #314
Structural Engineers
Studio NYL
www.studionyl.com
80303
F 303.440.8536
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GENERAL NOTES
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GENERAL NOTES
PROJECT SCOPE: THESE STRUCTURAL DRAWINGS MAY ONLY BE USED TO CONSTRUCT THE PROJECT
LOCATED AT THE LIONSHEAD CORE AREA IN VAIL, COLORADO.
BUILDING CODE: THESE PLANS HAVE BEEN PREPARED IN ACCORDANCE WITH THE INTERNATIONAL BUILDING
CODE, (2012 EDITION). ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THIS CODE AND TOWN OF
VAIL, COLORADO REQUIREMENTS.
DESIGN LOADS: THIS STRUCTURE SHALL BE CLASSIFIED AS A CATEGORY II STRUCTURE AS PER TABLE
1604.5:
A. DEAD LOADS ARE THE WEIGHT OF THE CONSTRUCTION MATERIALS AND SHALL BE IN ACCORDANCE WITH
SECTION 1606
B. LIVE LOADS SHALL BE IN ACCORDANCE WITH SECTION 1607.
OCCUPANCY OR USE UNIFORM [PSF]CONCENTRATED [LBS]
PLAYGROUND 100
C. SNOW LOADS SHALL BE IN ACCORDANCE WITH SECTION 1608
DESIGN SNOW:100 PSF
(IN ACCORDANCE WITH SECTION 7 OF ASCE 7)
D. WIND LOADS SHALL BE IN ACCORDANCE WITH SECTION 1609
V3S 90 MPH
EXPOSURE B
WIND FACTOR 1.0
E. EARTHQUAKE LOADS SHALL BE IN ACCORDANCE WITH SECTION 1613
SEISMIC IMPORTANCE FACTOR 1.0
SEISMIC USE GROUP II
SITE CLASS D
Ss 0.294684
S1 0.069118
S DS 0.307
S D1 0.111
SEISMIC DESIGN CATEGORY B
BASIC SEISMIC FORCE RESISTING SYSTEM CANILEVERED STEEL COLUMNS
DESIGN BASE SHEAR 0.51 KIPS
RESPONSE COEFFICIENT (Cs)0.1024
RESPONSE MODIFICATION FACTOR (R)3.00
ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE
F. FROST DEPTH SHALL BE 48”
CONSTRUCTION METHOD:
A. THE STRUCTURAL DRAWINGS REPRESENT THE FINAL STRUCTURE. THE DRAWINGS DO NOT INDICATE THE
CONTRACTORS MEANS, METHODS, TECHNIQUES, SEQUENCES OF CONSTRUCTION AND JOB SITE SAFETY. THE
ENGINEER OF RECORD IS NOT RESPONSIBLE FOR THE CONTRACTOR’S FAILURE TO FOLLOW PLANS,
SPECIFICATIONS, AND/OR ENGINEERING RECOMMENDATIONS, NOR IS THE ENGINEER OF RECORD
RESPONSIBLE FOR ECONOMIC LOSS AND/OR DELAYS OF THE CONTRACTOR OR SUBCONTRACTORS.
B. ALL CONSTRUCTION SHALL BE ADEQUATELY BRACED TO PREVENT DISTORTION AND DAMAGE DUE TO
CONSTRUCTION LOADS AND NATURAL FORCES.
C. THE CONTRACTOR SHALL MAKE ALLOWANCES FOR DIFFERENCE BETWEEN TEMPERATURE DURING
ERECTION AND MEAN TEMPERATURE WHEN STRUCTURE IS COMPLETED AND IN SERVICE
TRADE COORDINATION:
A. THE STRUCTURAL DRAWINGS ARE INTENDED TO BE USED IN CONJUNCTION WITH THE ARCHITECTURAL,
ELECTRICAL, MECHANICAL, PLUMBING AND SITE DRAWINGS. CONFLICTS IN DIMENSION AND INTERFERENCE
SHALL BE DIRECTED TO THE ARCHITECT PRIOR TO CONSTRUCTION.
SPECIFICATIONS:
A. IF CONFLICT ARISES FROM THE RECOMMENDATIONS OF THESE DRAWINGS AND THOSE CONTAINED IN THE
SPECIFICATIONS, THE ARCHITECT SHALL BE NOTIFIED OF THE DISCREPANCY PRIOR TO CONSTRUCTION.
OPENINGS:
A. OPENINGS, SLEEVES, POCKETS, ETC. SHALL NOT BE PLACED IN BEAMS, JOISTS, COLUMNS, ETC. UNLESS
SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS. NOTIFY THE ARCHITECT WHEN DRAWINGS BY
OTHERS SHOW OPENINGS, SLEEVES, POCKETS, ETC. NOT SHOWN ON THE STRUCTURAL DRAWINGS, BUT
WHICH ARE LOCATED IN STRUCTURAL MEMBERS.
EXISTING CONDITIONS:
A. THE EXISTING CONDITIONS DEPICTED ON THESE DRAWINGS ARE BASED ON THE BEST AVAILABLE
INFORMATION AND SHALL BE VERIFIED BY THE CONTRACTOR PRIOR TO CONSTRUCTION.
STRUCTURAL LAYOUT:
A. ALL CONCRETE & STEEL MEMBERS ARE CENTERED ON GRIDS UNLESS DIMENSIONED OTHERWISE ON
PLANS.
B. REFER TO ARCHITECTS DRAWINGS TO RELATE 100'-0" TO SITE DATUM.
CONSTRUCTED STRUCTURE: THE CONTRACTOR SHALL CONSTRUCT THE STRUCTURE IN ACCORDANCE WITH
THE STRUCTURAL CONTRACT DOCUMENTS. IF THE CONTRACTOR DEVIATES FROM THIS THE CONTRACTOR IS
RESPONSIBLE FOR SUBMITTING A PROPOSED REPAIR TO THE ENGINEER OF RECORD FOR REVIEW PRIOR TO
MAKING THAT REPAIR, AND THEN COMPLETING THE APPROVED REPAIR TO THE SATISFACTION OF THE
ENGINEER OF RECORD.
FOUNDATIONS
GEOTECHNICAL INVESTIGATION:
A. A GEOTECHNICAL REPORT BY KOECHLEIN CONSULTING ENGINEERS, INC. OF LAKEWOOD, CO DATED JULY 2,
2012 (# 02-058) IS AVAILABLE. THE CONTRACTOR SHALL FAMILIARIZE HIMSELF WITH ALL OF THE REPORT
REQUIREMENTS. THE FOLLOWING DESIGN PARAMETERS HAVE BEEN ASSUMED BASED ON THIS REPORT.
SHOULD THE FOLLOWING DESIGN PARAMETERS VARY FROM THOSE OF THE GEOTECHNICAL REPORT, THE
MORE STRINGENT REQUIREMENTS SHALL APPLY. IF CONDITIONS DIFFER FROM THOSE PRESENTED HEREIN,
THE ARCHITECT SHALL BE NOTIFIED BEFORE CONTINUATION OF THE WORK.
SPREAD FOOTINGS:
A. FOOTINGS HAVE BEEN DESIGNED FOR A NET ALLOWABLE SOIL BEARING PRESSURE OF 6000 PSF
B. SUBGRADE SHALL BE INSPECTED AND SIGNED OFF BY A COLORADO STATE REGISTERED GEOTECHNICAL
ENGINEER TO VERIFY THE ABOVE BEARING CAPACITIES IMMEDIATELY PRIOR TO THE FOOTINGS BEING
CONSTRUCTED.
C. BOTTOMS OF FOOTINGS SHALL BE A MINIMUM OF 4'-0" BELOW FINISHED GRADE.
D. FOOTINGS SHALL BE CONSTRUCTED ON UNDISTURBED NATURAL SOIL, OR ON COMPACTED STRUCTURAL
FILL MATERIAL PER GEOTECH RECOMMENDATIONS.
COMPACTED FILL:
A. USE ONLY APPROVED, NON-EXPANSIVE, GRANULAR MATERIAL AS FILL AS RECOMMENDED BY THE
SUPERVISING GEOTECHNICAL ENGINEER.
B. SUBGRADE COMPACTION SHALL BE MADE AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER.
PERIMETER DRAIN AND/OR UNDERSLAB DRAIN:
A. REFER TO GEOTECH REPORT FOR DETAILS OF ANY PERFORATED, PERIMETER DRAINS AROUND ALL
FOUNDATION WALLS, OR FOR AN UNDERSLAB DRAIN.
EXTERIOR GRADE:
A. SLOPE PERIMETER GRADE AWAY FROM BUILDINGS AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER.
ANCHOR BOLTS:
A. FOR STEEL COLUMNS SHALL BE 1" DIA. AS PER ASTM F1554-99. GR. 36 UNO.
B. FOR STEEL COLUMNS SHALL PROTRUDE A MINIMUM OF 2" ABOVE COLUMN BASE PLATE UNO.
STRUCTURAL SUBMITTALS AND SHOP DRAWINGS:
GENERAL REQUIREMENTS:
A. THE APPROVAL OF THE STRUCTURAL ENGINEER OF RECORD MUST BE SECURED ON ALL STRUCTURAL
SUBMITTALS.
B. DO NOT REPRODUCE CONTRACT DOCUMENTS OR COPY STANDARD PRINTED INFORMATION AS THE BASIS
OF SHOP DRAWINGS
C. VERIFY ALL FOUNDATION, ROOF, FLOOR AND WALL OPENINGS WITH ARCHITECTURAL, MECHANICAL,
ELECTRICAL AND PLUMBING DRAWINGS
D. CONTRACTOR SHALL REVIEW AND STAMP ALL SHOP DRAWINGS PRIOR TO SUBMITTAL. ANY ITEMS NOT IN
ACCORDANCE WITH THE CONTRACT DOCUMENTS SHALL BE FLAGGED BY THE CONTRACTOR.
E. THE SHOP DRAWINGS DO NOT REPLACE THE CONTRACT DOCUMENTS. THE CONTRACTOR SHALL MAKE
SURE THE STRUCTURE IS CONSTRUCTED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.
F. ALL DIMENSIONS AND ELEVATIONS TO BE VERIFIED BY THE ARCHITECT.
G. ALLOW A MINIMUM OF TWO WEEKS FOR ENGINEER REVIEW, PRIOR TO FABRICATION OR CONSTRUCTION.
H. SUBMIT TWO COPIES OF ALL SHOP DRAWINGS. THE STRUCTURAL ENGINEER OF RECORD WILL MARK AND
RETURN ONE COPY AND RETAIN ONE COPY AS A RECORD SET.
ITEMS TO BE SUBMITTED FOR REVIEW:
A. PROVIDE CONCRETE REINFORCING BAR SCHEDULES, ELEVATIONS AND STEEL EMBED DRAWINGS. PROVIDE
PRODUCT DATA, CONCRETE MIX DESIGNS AND SUBMITTALS AS REQUIRED BY ACI 301.
B. PROVIDE STRUCTURAL STEEL SHOP DRAWINGS INCLUDING ANCHOR BOLT LAYOUT & DETAILS. PROVIDE
STEEL MILL CERTIFICATES, WELDING CERTIFICATES AND SUBMITTALS REQUIRED BY AISC "MANUAL OF STEEL
CONSTRUCTION".
SPECIAL STRUCTURAL INSPECTION (SPECIAL INSPECTOR SHALL BE EMPLOYED DIRECTLY BY THE OWNER):
GENERAL REQUIREMENTS:
A. SPECIAL STRUCTURAL INSPECTIONS SHALL COMPLY WITH CHAPTER 17 OF THE INTERNATIONAL BUILDING
CODE.
B. SPECIAL STRUCTURAL INSPECTION IS REQUIRED IN ADDITION TO ANY INSPECTIONS REQUIRED BY THE
LOCAL BUILDING DEPARTMENT OR GOVERNING OFFICIAL.
C. SPECIAL STRUCTURAL INSPECTIONS SHALL BE PERFORMED ON, BUT ARE NOT LIMITED TO THE FOLLOWING
ITEMS:
STRUCTURAL WELDING: PER SECTION 1704.3.1
A. ALL WELDING INSPECTIONS SHALL BE COMPLETED BY AN AWS CERTIFIED INSPECTOR.
B. ALL WELDS SHALL BE VISUALLY INSPECTED. 100% OF ALL GROOVE WELDS SHALL RECEIVE RADIOGRAPHIC
OR ULTRASONIC TESTING. MAGNETIC PARTICLE TEST 20% OF ALL FILLET WELDS.
C. NON-DESTRUCTIVE TESTING OF ALL COMPLETE PENETRATION WELDS.
D. VERIFICATION OF CURRENT WELDER’S CERTIFICATION.
E. WELD INSPECTION OF SHOP FABRICATIONS
CONCRETE: PER SECTION 1704.4
A. DURING THE TAKING OF TEST SPECIMENS.
B. DURING THE PLACEMENT OF REINFORCED CONCRETE
C. POSITION OF ALL REINFORCING STEEL, ANCHOR BOLTS AND EMBED PLATES PRIOR TO AND DURING THE
PLACEMENT OF THE CONCRETE
EXPANSION, EPOXY AND ADHESIVE ANCHORS:
A. DURING THE PLACEMENT OF ALL ANCHORS.
B. ALL ANCHORS TO BE INSTALLED PER MANUFACTURERS SPECIFICATIONS AND APPLICABLE ICBO REPORTS.
DUTIES AND RESPONSIBILITIES OF THE SPECIAL STRUCTURAL INSPECTOR:
A. THE SPECIAL STRUCTURAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FOR CONFORMANCE TO
THE APPROVED DESIGN DRAWINGS AND SPECIFICATIONS.
B. THE SPECIAL STRUCTURAL INSPECTOR SHALL REPORT TO THE CONTRACTOR UPON ARRIVING ON SITE TO
DETERMINE WHETHER ANY DESIGN TEAM COMMUNICATIONS TO THE CONTRACTOR AFFECT THE WORK TO BE
REVIEWED. THE SPECIAL STRUCTURAL SHALL LEAVE A COPY OF EACH OF HIS REPORTS WITH THE
CONTRACTOR UPON LEAVING SITE.
C. THE SPECIAL STRUCTURAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL,
THE ENGINEER OR ARCHITECT OF RECORD, AND OTHER DESIGNATED PERSONS WITHIN 24 HOURS. ALL
DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR
CORRECTION, THEN, IF UNCORRECTED, TO THE PROPER DESIGN AUTHORITY AND TO THE BUILDING OFFICIAL.
D. THE SPECIAL STRUCTURAL INSPECTOR IS NOT AUTHORIZED TO APPROVE ANY CHANGES TO THE
CONTRACT DOCUMENTS. ANY VARIATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE CONTRACTOR
AND ENGINEER OR ARCHITECT OF RECORD.
E. THE CONTRACTOR SHALL PROVIDE SAFE ACCESS TO ALL ITEMS REQUIRING SPECIAL STRUCTURAL
INSPECTION. THIS SHALL INCLUDE, BUT IS NOT LIMITED TO LADDERS, SCAFFOLDING AND MAN LIFTS.
F. THE SPECIAL STRUCTURAL INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT STATING WHETHER THE
WORK REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF THE INSPECTOR’S KNOWLEDGE, IN
CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP
PROVISIONS OF THE CODE.
CONCRETE:
GENERAL REQUIREMENTS:
A. 28-DAY COMPRESSIVE STRENGTH FOR CONCRETE SHALL BE AS PER CONCRETE SCHEDULE.
B. MAXIMUM CONCRETE SLUMP SHALL BE AS AS PER CONCRETE SCHEDULE.
C. TOTAL AIR CONTENT (INCLUDING BOTH ENTRAPED AND ENTRAINMENT AIR) SHALL BE AS FOLLOWS AS PER
CONCRETE SCHEDULE.
D. MAX WATER CEMENT RATIO SHALL BE AS PER CONCRETE SCHEDULE.
E. CEMENTITIOUS CONTENT SHALL BE REPLACED BY 15% MIN FLY ASH BY WEIGHT
F. ALL CONCRETE SHALL COMPLY WITH AND BE MIXED, TRANSPORTED AND PLACED IN ACCORDANCE WITH
ACI 318, AC1 301 “SPECIFICATION FOR STRUCTURAL CONCRETE” AND CRSI’S “MANUAL OF STANDARD
PRACTICE”.
G. ALL CONCRETE SHALL BE CONSTRUCTED WITHIN THE TOLERANCES SPECIFIED IN ACI STANDARD 117.
H. ALL VERTICAL SURFACES OF CONCRETE SHALL BE FORMED.
I. SLAB-ON-GROUND SHALL BE AS INDICATED ON THE DRAWINGS. UNLESS OTHERWISE INDICATED, SLAB
SHALL BE FINISHED IN ACCORDANCE WITH ACI STANDARD 302 FOR CLASS 2 FLOORS.
J. CEMENT TO BE TYPE I/II (UNO), OR AS RECOMMENDED BY GEOTECHNICAL ENGINEER FOR BELOW GRADE
CONSTRUCTION.
K. ALL OPENINGS THROUGH CONCRETE MARKED ON THESE DRAWINGS SHALL HAVE (2)-#5 BARS AROUND
EACH FACE OF THE OPENING AND EXTENDING A MINIMUM OF 2'-0" BEYOND EACH EDGE OF THE OPENING.
L. ALLOW 7 DAYS CURING FOR CONCRETE AND GROUT BEFORE EXCAVATING ADJACENT SEGMENTS.
M. CONTRACTOR SHALL NOTIFY STRUCTURAL ENGINEER 48 HRS. (AND A MINIMUM OF 24 HRS.) PRIOR TO ANY
CONCRETE PLACEMENT.
CONCRETE REINFORCING:
A. DETAIL ALL BARS IN ACCORDANCE WITH THE LATEST EDITIONS OF THE ACI DETAILING MANUAL AND ACI
BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE
B. PROVIDE ALL ACCESSORIES NECESSARY TO SUPPORT REINFORCING AT POSITIONS SHOWN ON THE PLANS
C. ALL REINFORCING BARS SHALL BE OF NEW BILLET STEEL CONFORMING TO ASTM A615, GRADE 60 FOR #4,
#5, #6 & #7 BARS. GRADE 40 FOR #3 BARS. GRADE 60 BARS SHALL NOT BE FIELD-BENT.
D. REINFORCING STEEL SHALL BE PLACED TO PROVIDE THE FOLLOWING MINIMUM CONCRETE COVER TO
OUTSIDE FACE OF REBAR IN ACCORDANCE WITH ACI 318:
SLAB-ON-GRADE MID DEPTH OF SLAB UNO
FOOTINGS, WALLS, GRADE BEAMS 2" (3" BOTTOM)
E. REBAR SPLICES SHALL CONSIST OF TIED LAPS AT LEAST 50 BAR DIAMETERS IN ALL CASES. OFFSET
SPLICE LOCATION FOR BARS IN ONE LAYER BY AT LEAST 24 INCHES.
F. ALL WELDED WIRE MESH SHALL BE 6x6-W1.4xW1.4 (UNO) CONFORMING TO ASTM A185.
G. PROVIDE 6x6-W1.4xW1.4 WWF AS MINIMUM REINFORCING IN MECHANICAL HOUSEKEEPING PADS. SEE
MECHANICAL DRAWINGS FOR PAD SIZES, LOCATIONS AND PADS REQUIRING GREATER REINFORCING
H. ALL STIRRUPS SHALL HAVE A MINIMUM OF 2-#4 HORIZONTAL TOP REINFORCING BARS PROVIDED AS
SUPPORT WHEN NO OTHER HORIZONTAL REINFORCING IS SHOWN ON DETAILS.
I. ALL REINFORCING BARS, ANCHOR BOLTS AND OTHER CONCRETE INSERTS SHALL BE WELL SECURED IN
POSITION PRIOR TO PLACING CONCRETE.
J. ALL WELDING OF REINFORCING BARS SHALL BE IN COMPLIANCE WITH AWS D1.4-98
STRUCTURAL STEEL:
GENERAL REQUIREMENTS:
A. STEEL CONSTRUCTION SHALL CONFORM TO AISC "MANUAL OF STEEL CONSTRUCTION" (NINTH EDITION) AND
SHALL BE FABRICATED AND INSTALLED IN ACCORDANCE WITH AISC "CODE OF STANDARD PRACTICE FOR
STEEL BUILDINGS AND BRIDGES" LATEST EDITION.
B. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING ASTM SPECIFICATIONS:
BEAMS (W)A992 PIPES (HSS)A53, TYPE E, GRADE B
ANGLES (L)A36 TUBES (HSS)A500, GRADE B
PLATES (PL)A36 CHANNELS (C)A36
STEEL CASTINGS A148, GRADE 50
C. ALL BOLTED CONNECTIONS SHALL BE MADE USING A325-N BOLTS, 3/4" DIAMETER (UNO) INSTALLED IN
ACCORDANCE WITH "SPECIFICATIONS FOR STRUCTURAL JOINTS USING A325 OR A490 BOLTS" LATEST
EDITION, UNLESS OTHERWISE DETAILED. MINIMUM OF TWO BOLTS PER CONNECTION. ALL BOLT HOLES TO BE
1/16" LARGER IN DIAMETER THAN NOMINAL SIZE OF BOLT. ALL BASE PLATE BOLT HOLES TO BE 3/16" LARGER
IN DIAMETER THAN NOMINAL SIZE OF ANCHOR BOLT.
D. ALL STEEL SHALL BE SHOP PAINTED WITH A PRIMER. ALL WELDS AND BARE SPOTS SHALL RECEIVE
TOUCHUP PAINT. FINISH COAT PAINT TO ARCHITECTURAL DETAILS.
F. ALL STRUCTURAL STEEL SURFACES ENCASED IN CONCRETE OR WITH SPRAYED ON FIREPROOFING, SHALL
BE LEFT UNPAINTED. ALL STRUCTURAL STEEL SHALL BE FIREPROOFED IF REQUIRED PER ARCHITECT'S
DETAILS.
G. DURING ERECTION, APPROVED TEMPORARY BRACING SHALL BE INSTALLED AS REQUIRED TO PREVENT
DISTORTION OF DAMAGE TO THE FRAMEWORK DUE TO THE ERECTION FORCES. COLUMN BASE PLATES ARE
TO BE SHIMMED ON ALL SIDES PRIOR TO GROUTING, NOT WITH A CENTRAL SHIM.
H. HEAVY ROLLED SECTIONS (GROUPS 4 & 5) AND BUILT‑UP MEMBERS USING PLATES WITH A THICKNESS OF 2
IN. OR GREATER SUBJECTED TO TENSILE OR FLEXURAL STRESSES SHALL CONFORM TO ASTM A6. WELDS ON
SUCH MEMBERS SHALL CONFORM TO ASTM A6, SUPPLEMENTARY REQUIREMENT S5 AND ASTM A572 WITH
SUPPLEMENTARY REQUIREMENT S91. SUPPLEMENTARY REQUIREMENT S5 CHARPY V‑NOTCH TESTING SHALL
MEET A MINIMUM AVERAGE VALUE OF 20 FT‑LBS. ABSORBED ENERGY AT 70 F AND SHALL BE CONDUCTED IN
ACCORDANCE WITH ASTM A673.
I. ALL STEEL PERMANENTLY EXPOSED TO EARTH OR WITH CONCRETE CAST AROUND IT SHALL BE COATED IN
ZINC RICH PAINT OR ASPHALTIC MASTIC.
J. PROVIDE 3/16" CAP PLATE AT ALL EXPOSED ENDS OF HSS MEMBERS.
WELDING:
A. ALL WELDING SHALL BE PERFORMED IN ACCORDANCE WITH THE STANDARDS OF THE AMERICAN WELDING
SOCIETY. ELECTRODES MUST MEET E70XX SERIES REQUIREMENTS, LOW HYDROGEN WITH MINIMUM TENSILE
STRESS OF 70,000 PSI. ELECTRODES SHALL BE PRODUCED AND STORED IN ACCORDANCE WITH AWS D1.1
SECTIONS 4.5 OR 4.12.
B. STEEL FABRICATOR SHALL PROVIDE A FIRE WATCH DURING ALL FIELD-WELDING OPERATIONS.
C. MINIMUM WELD SIZE SHALL NOT BE LESS THAN 3/16" CONTINUOUS FILLET WELD, UNO
D. ALL WELDERS ARE TO BE LICENSED AND CERTIFIED TO AWS STANDARDS.
E. REPORTS OF EACH WELD TEST SHALL BE GIVEN TO THE STRUCTURAL ENGINEER. NO FAILED WELD SHALL
BE PERMITTED TO REMAIN IN SERVICE. IT IS THE RESPONSIBILITY OF THE TESTING LABORATORY TO PROVIDE
TIMELY NOTICE OF FAILED TESTS TO THE CONTRACTOR.
F. WELDING SHALL PROGRESS IN A MANNER, WHICH BALANCES THE STRESSES IN THE MEMBERS, IN
ACCORDANCE WITH AWS.
G. PREHEATING REQUIREMENTS FOR BASE METALS SHALL FOLLOW AWS GUIDELINES.
H. THE WELD METAL MATERIAL SHALL MEET THE PROPERTIES OF THE BASE METAL.
I. WELDED SPLICES AND CONNECTIONS FOR HEAVY ROLLED SHAPES (GROUPS 4 & 5) AND PLATES EXCEEDING
2 IN. THICKNESS SUBJECTED TO TENSILE OR FLEXURAL STRESS SHALL BE PERFORMED AS PER SECT. J1.7,
J1.8, J2.6, J2.7 AND M2.2 OF THE SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, ALLOWABLE STRESS
DESIGN AND PLASTIC DESIGN LATEST EDITION.
Reviewed for Code Compliance
Code: 2012 International Building Code (IBC)
By Martin Haeberle, CBO at 2:21 pm, Apr 19, 2013
CONCRETE MIX SCHEDULE
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1 DRILLED PIERS 4 NWC -470176 I / IINOTE e HRNP
2 FOOTINGS 4 NWC -470 3/4 45 I / II AE-
3 WALLS, COLUMNS 5 NWC0.50517 3/8 4-I / II MRWRA-
4STRUCTURAL SLABS
AND BEAMS
5 NWC 0.50517 3/4 4NP I / II --
5 ALL CONC. EXPOSED TO
WEATHER OR DEICERS:
BEAMS, SLABS, WALLS,
COLUMNS [PARKING
STRUCTURES, LOADING
DOCKS, SITE WALLS]
4 NWC0.40564 3/4 4 6I / II AE, WRA-
6INT TOPPING SLABS,
SLABS ON DECK
4 LWC 0.50517 3/4 4NP I / II --
7 INT SLAB ON GRADE 4NWC -5171 4NP I / II --
8 SLAB ON GRADE WITH
MOISTURE SENSITIVE
FLOORING
4 NWC 0.4551714NP I / II WRA-
9 ALL CONC OTHERWISE
NOT SPECIFIED
4 NWC
[LWC]
0.50517 3/4 4 6I / II AE-
CONCRETE MIX TABLE NOTES:
a. FOR THE MAXIMUM COURSE AGGREGATE SIZE INDICATED, USE THE FOLLOWING AGGREGATE SIZE
NUMBERS PER ASTM C33.
3/8": #8 AGGREGATE
3/4": #67 AGGREGATE
1": #57 AGGREGATE
b. TOTAL AIR CONTENT LIMITS INCLUDE BOTH ENTRAINED AND ENTRAPPED AIR +/- 1 1/2%. 'NP' IN COLUMN INDICATES
ADDITION OF ENTRAINED AIR IS NOT PERMITTED.
c. ABBREVIATIONS FOR THE REQUIRED ADMIXTURES AS FOLLOWS:
AE = AIR-ENTRAINING ADMIXTURE. DO NOT USE ENTRAINED AIR FOR STEEL TROWELED FINISHED FLOORS.
WRA = WATER REDUCED ADMIXTURE.
MRWRA = MID-RANGE WATER REDUCING ADMIXTURE, MAXIMUM SLUMP = 6".
HRWRA = HIGH-RANGE WATER REDUCING ADMIXTURE, MAXIMUM SLUMP = 8".
d. ABBREVIATIONS FOR OTHER REQUIREMENTS AS FOLLOWS:
FRC = FIBER REINFORCED CONCRETE.
MSS = MAXIMUM SHRINKAGE STRAIN LIMITED, RE: SPECS.
FA = FLY ASH NOT PERMITTED.
FAR = FLY ASH REQUIRED.
HRNP = HIGH RANGE WATER REDUCING ADMIXTURE SHALL NOT BE USED TO OBTAIN HIGH SLUMP UNLESS DATA ARE
SUBMITTED DEMONSTRATING SLUMP IS NOT LOST UNTIL CONCRETE IS OVER 90 MINUTES OLD.
e. FOR DRILLED PIERS CASED DURING CONSTRUCTION PROVIDE CONCRETE MIX WITH FLOWABILITY TO PREVENT
ARCHING WHEN CASING IS PULLED.
f. FOR CONCRETE PLACED BY PUMPING PROVIDE CONCRETE MIX FLOWABILITY TO FACILITATE PUMPING. ENTRAINED
AIR AMY BE USED IF IT CAN BE SHOWN THAT THE FLOOR WILL HAVE A FINISH ACCEPTABLE TO THE ARCHITECT
WITHOUT BLISTERS.
REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION
REFERENCE IBC 2009, TABLE 1704.3
TASK CONTINUOUSPERIODIC
1. MATERIAL VERIFICATION OF HIGH-STRENGTH BOLTS, NUTS AND WASHERS:
A. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS
SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS.-X
B. MNFR'S CERTIFICATE OF COMPLIANCE REQ'D.-X
2. INSPECTION OF HIGH-STRENGTH BOLTING:
A. SNUG-TIGHT BOLTS.-X
B. PRETENSIONED AND SLIP-CRITICAL JOINTS USING TURN-OF-NUT W/
MATCHMARKING, TWIST-OFF BOLT OR DIRECT TENSION INDICATOR
METHODS OF INSTALLATION
-X
3. MATERIAL VERIFICATION OF STRUCTURAL STEEL & COLD-FORMED
STEEL DECK:
A. FOR STRUCTURAL STEEL, IDENTIFICATION MARKINGS TO CONFORM
TO AISC 360.-X
C. MNFR'S CERTIFIED MILL TEST REPORTS.-X
4. MATERIAL VERIFICATION OF WELD FILLER MATERIALS:
A. IDENTIFICATION MARKINGS TO CONFORM TO AWS SPECIFICATIONS
IN THE APPROVED CONSTRUCTION DOCUMENTS.-X
B. MNFR'S CERTIFICATE OF COMPLIANCE REQ'D.-X
5. INSPECTION OF WELDING:
A. STRUCTURAL STEEL AND COLD-FORMED STEEL DECK:
1) COMPLETE AND PARTIAL JT PEN GROOVE WELDS.X -
2) MUILTIPASS FILLET WELDS.X -
3) SINGLE PASS FILLET WELDS > 5/16"X -
5) SINGLE PASS FILLET WELDS ≤ 5/16"-X
6) FLOOR AND ROOF DECK WELDS -X
B. REINFORCING STEEL:
1) VERIFICATION OF WELDABILITY OF REINFORCING STEEL
OTHER THAN ASTM A706 -X
2) REINFORCING STEEL RESISTING FLEXURAL AND AXIAL
FORCES IN INTERMEDIATE AND SPECIAL MOMENT FRAMES, AND
BOUNDARY ELEMENTS OF SPECIAL STRUCTURAL WALLS OF
CONCRETE AND SHEAR REINFORCEMENT.
X -
3) SHEAR REINFORCEMENT X -
4) OTHER REINFORCING STEEL -X
6. INSPECTION OF STEEL FRAME JOINT FOR COMPLIANCE:
A. DETAILS SUCH AS BRACING AND STIFFENING -X
B. MEMBER LOCATIONS -X
C. APPLICATION OF JOINT DETAILS AT EACH CONNECTION -X
REQUIRED VERIFICATION AND INSPECTION OF SOILS
REFERENCE IBC 2009, TABLE 1704.7
TASK CONTINUOUSPERIODIC
1. VERIFY MATERIALS BELOW FOOTINGS ARE ADEQUATE TO ACHIEVE THE
DESIGN BEARING CAPACITY.-X
2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE
REACHED PROPER MATERIAL.-X
3. PERFORM CLASSIFICATION AND TESTING OF CONTROLLED FILL MATERIALS.-X
4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES
DURING PLACEMENT AND COMPACTION OF CONTROLLED FILL.X -
5. PRIOR PLACEMENT OF COMPACTED FILL, OBSERVE SUBGRADE AND
VERIFY THAT SITE HAS BEEN PREPARED PROPERLY.-X
SPECIAL INSPECTION NOTES
1. SPECIAL INSPECTION:
1A. SPECIAL INSPECTION SHALL BE PROVIDED PER IBC 2009 SECTION 110 AND CHAPTER 17. THE
LISTS BELOW AREA SUMMARY OF REQUIRED VERIFICATIONS AND INSPECTIONS.
1B. REFER TO THE SPECIFICATIONS FOR DETAILED TESTING REQUIREMENTS.
2. DEFINITIONS:
2A. CONTINUOUS SPECIAL INSPECTION IS THE FULL-TIME OBSERVATION OF WORK BY THE
SPECIAL INSPECTOR PRESENT IN THE AREA WHERE THE WORK HAS BEEN OR IS BEING
PERFORMED AND AT THE COMPLETION OF WORK.
2B. PERIODIC SPECIAL INSPECTION IS THE PART-TIME OR INTERMITTENT OBSERVATION OF
WORK BY THE SPECIAL INSPECTOR PRESENT IN THE AREA WHERE THE WORK HAS BEEN OR IS
BEING PERFORMED AND AT THE TIME OF COMPLETION.
C. PRETENSIONED AND SLIP-CRITICAL JOINTS USING TURN-OF-NUT W/O
MATCHMARKING OR CALIBRATED WRENCH METHODS OF INSTALLATION X-
B. FOR OTHER STEEL, IDENTIFICATION MARKINGS TO CONFORM TO
ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION
DOCUMENTS.
-X
4) PLUG AND SLOT WELDS X -
REQUIRED VERIFICATION AND INSPECTION OF CONC. CONSTRUCTION
REFERENCE IBC 2009, TABLE 1704.4
TASK CONTINUOUSPERIODIC
1. INSPECTION OF REINFORCING STEEL, INCLUDING PRESTRESSING
TENDONS AND PLACEMENT.-X
2. INSPECTION OF REINFORCING STEEL, WELDING IN ACCORDANCE WITH IBC
2009, TABLE 1704.3, ITEM 5b.--
3. INSPECT BOLTS TO BE INSTALLED IN CONCRETE PRIOR TO AND DURING
PLACEMENT OF CONCRETE WHERE ALLOWABLE LOADS HAVE BEEN
INCREASED OR WHERE STRENGTH DESIGN IS USED.
X -
4. VERIFYING USE OF REQUIRED DESIGN MIX.-X
6. AT THE TIME FRESH CONCRETE IS STAMPED TO FABRICATE SPECIMENS
FOR STRENGTH TESTS, PERFORM SLUMP AND CONTENT TESTS, AND
DETERMINE THE TEMPERATURE OF THE CONCRETE.
X -
7. INSPECTION OF CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER
APPLICATION TECHNIQUES.X -
8. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURES AND
TECHNIQUES.-X
9. INSPECTION OF PRESTRESSED CONCRETE:
A. APPLICATION OF PRESTRESSING FORCES.X -
B. GROUTING OF BONDED PRESTRESSING TENDONS IN THE SEISMIC
FORCE RESISTING SYSTEM.X -
10. ERECTION OF PRECAST CONCRETE MEMBERS.-X
11. VERIFICATION OF IN-SITU CONCRETE STRENGTH, PRIOR TO STRESSING
OF TENDONS IN POST-TENSIONED CONCRETE AND PRIOR TO REMOVAL OF
SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS.
-X
12. INSPECT FORM WORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE
CONCRETE MEMBER BEING FORMED.-X
5. INSPECTION OF ANCHORS INSTALLED IN HARDENED CONCRETE -X
Pr
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Da
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Dr
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b
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Ch
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P 303.558.3145
Boulder, Colorado
2995 Baseline Road #314
Structural Engineers
Studio NYL
www.studionyl.com
80303
F 303.440.8536
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.1
ABBREVIATIONS &
SYMBOL LEDGEND
12
0
6
4
02
-
2
6
-
2
0
13
LB
M
JW
L
L
IO
N
S
H
E
A
D
R
E
D
E
V
E
L
O
P
M
E
N
T
STANDARD SYMBOLS LEGEND
X " - X '-X "
X'-X " (T Y P )(U N O )
WLWIND LOAD
WINDOWWDW
W/
W/O
WITH
WITHOUT
SLSNOW LOAD
GEOTECHNICAL
GRID LINE
GYPSUM BOARD
GIRDER TRUSS
HIP TRUSS
AND AIR CONDITIONING
HOLLOW STRUCTURAL TUBE
HEATING, VENTILATING
GEOTECH
DIAMETER
BRIDGING
‑/DIA
BRDG
@AT
BLDG
C
CIP
CONT
CLR
COL
CONC
CMU
CJ
BOFBOTTOM OF FOOTING
BOTTOM
BEARING
BTM
BRG
ANCHOR BOLT
BLOCKING
BOTTOM OF CONCRETE
BUILDING EXPANSION JOINTBEJ
BLKG
BMBEAM
AB
BOC
ADJUSTABLE
ARCHITECT/ENGINEER
ALTERNATE
ARCHITECT
ALT
A/E
ARCH
AFF
ADJ
CONTROL JOINT
ESTIMATED
EQUAL, EQUALLYEQ
EST
GAGE
GALVANIZED
GA
GALV
HSS
COLUMN
CONTINUOUS
CONCRETE
CLEAR
ENGINEERENGR
EACH WAY
EACH FACE
ELEVATION
EF
EW
EL\ELEV
CAST IN PLACE
BUILDING
CENTERLINE
DOWEL
DRAWING
DWL
DWG
DEADLOAD
DIMENSION
DETAIL
DIAGONAL
DL
DIM
DET
DIAG
F/F
FINISHED FLOOR ELEVFFL
FACE TO FACE
FIELD VERIFYFV
HT
HVAC
EXPANSION JOINTEXP JT
EXISTING
EXPANSION
(E)
EXP
GYP BD
L
GT
NOT APPLICABLEN/A
LONG LEG HORIZONTALLLH
TOP & BOTTOM
TOP OF CAISSON
TOP OF CONCRETE
TOP OF SLAB
TOP OF STEEL
TOP OF WALL
TRUSS BEARING
TONGUE AND GROOVE
TOP OF LEDGE
PERP
PERIM
R/RAD
PRELIM
ODOUTSIDE DIAMETER
MEZZANINE
LFLINEAR FOOT
MEZZ
MONO TRUSS
MINIMUM
MISCELLANEOUS
LLLIVE LOAD
MISC
MT
MIN
OFOUTSIDE FACE
LONG LEG VERTICAL
MECHANICAL
MAXIMUM
LT
LW
LP
LH
MECH
LIGHT
LIGHT WEIGHT
LAYOUT POINT
LEFT HAND
MAX
JST
JT
IF
JOIST
JOINT
INSIDE FACE
LLV
OC
OH
OPP
OPPOSITE HAND
ON CENTER
OPPOSITE
NW
NF
NO/#
NTS
NIC
NOM
NOT IN CONTRACT
NOT TO SCALE
NNORTH
NUMBER
NEAR FACE
NORMAL WEIGHT
NOMINAL
RADIUS
SECTION
SCISSOR TRUSS
SECT
ST
TB
TYPTYPICAL
REINFORCEMENT
PRELIMINARY
ROUGH OPENINGRO
SAW CUT JOINTSCJ
PERPENDICULAR
PLATEPLT/P
PERIMETER
REINF
STRUCTURAL
STDSTANDARD
STL
STRUCT
STEEL
STAGSTAGGERED
TOS
T&G
TSL
TOW
TOL
SPECIFICATIONSSPEC
SIM
SSOUTH
SIMILAR
TCA
TOC
TEMP
THK
T&B
TEMPORARY
THICKNESS
WELDED WIRE FABRICWWF
WWEST
UNLESS NOTED OTHERWISE
VERTVERTICAL
UNO
ABBREVIATIONS
COMPLETE JOINTCJP
GENERAL STRUCT NOTESGSN
LENGTH AFTER WELDINGLAW
L
GLULAM BEAMGLB
VERIFY IN FIELDVIF
UNDERSIDEU/S
REQUIREDREQD
JBJOIST BEARING
BRACED FRAMEBF
G
SWSHEARWALL
SOGSLAB ON GRADE
BPBEAM POCKET
EASTE
DEPRESSIONDEP
REFER TORE:
TBD TO BE DETERMINED
ABRV DESCRIPTION ABRV DESCRIPTION
FOOTINGFTG
COORDCOORDINATE
L
(N)NEW
ABRV
WORKING POINTWP
HANGERHGR
AND/OR/
HORIZONTALHORIZ
ABBREVIATION
CONCRETE MASONRY UNIT
ABOVE FINISHED FLOOR
- SHEATHING
BRG WALL
NO HATCHGRID-LINE SYMBOL
PIER
DRAWING
REFERENCE
DRILLED PIER SYMBOL/NOTATION
TOP OF PIER ELEV
PENETRATION
DIAMETER
- TRIMMER/KING STUD
DRAWING/DETAIL IDENTIFICATION SYMBOLS
- MEMBER @ BEARING
CONDITION
- MEMBER @ HANGER
CONDITION
- VOID FORM
(SECTION VIEW)
- TRIMMER/KING STUDS
OR BEARING MULTI-PLY
2x WOOD STUDS/POSTS
- NOMINAL WOOD
LUMBER
- MICRO-LAM/
RIM BOARD
- NOMINAL WOOD
POST
- HSS COLUMN
- STEEL COLUMN
KEY NOTE/ID TAG SYMBOLS
- DEPRESSION IN FOUNDATION WALL
OPEN
- VOID FORM
(FRONT VIEW)
- HANGER
- SLOPESLOPE
MISC. SYMBOLS
MATCHLINE SYMBOL
MATCHLINE MATCHLINE
HATCH PATTERNS
CMU
SWX
- CMU WALL
- BEARING WALL
- SHEARWALL
- STEEL
- GROUT/SAND
- GRAVEL
- EARTH
- CONCRETE
- FRAMING MEMBER ID TAG
- SQUARE KEY NOTE
- CIRCULAR KEY NOTE
- HEXAGON KEY NOTE
DRAWING/VIEW
TITLE OR NAME
DRAWING SCALE
REFERENCE
NUMBER
PLAN
NORTH
N SCALE:
DRAWING VIEW SYMBOL
REVISION
CLOUD REVISION
TRIANGLE
REVISION SYMBOLS
ELEVATION
MARKER
ELEVATION SYMBOL
H
HALTERNATE OR AUXILIARY DETAIL
VIEW SYMBOL
SECTION CUT SYMBOL
- COLUMN BOTH
CONDITION
ELEVATION
XX'-XX"
- BEAM W/CRANK CONNECTION
DETAIL IDENTIFICATION
SECTION VIEW
STRUCTURAL SHEET NUMBER
STRUCTURAL SHEET NUMBER
DETAIL IDENTIFICATION
PLAN VIEW
- COLUMN ABOVE
- COLUMN BELOW - HANGER BELOW
- HANGER ABOVE
XXX
1
- OPENING IN FLOOR/ROOF
- RECESS IN SLAB
- STEP IN SLAB
- STEEL MOMENT CONNECTION
- SPAN DIRECTION
X
X-X
X
X-X
X
S-X.X S-X.X
X
X
X
XX-XX
(X)T
(X)KS
Reviewed for Code Compliance
Code: 2012 International Building Code (IBC)
By Martin Haeberle, CBO at 2:21 pm, Apr 19, 2013
FINISHED GRADE
0' - 0"
TOS
21' - 0"
TYPICAL BOF
-5' - 0"
7'-0"x7'-0"x1'-6" FTG PAD
W(6) #5 BOT EA WAY
#4 AT 12" OC TOP EA WAY
S2.0
7
Sim
HS
S
8
.
6
2
5
X
0
.
5
0
0
3/16" CAP PL
RE: DETAIL 1 FOR
REINFORCEMENT
1'
-
6
"
FINISHED GRADE
0' - 0"
TYPICAL BOF
-5' - 0"
S2.0
7
9'-0"x9'-0"x1'-6" FTG PAD
W(8) #5 BOT EA WAY
#4 AT 12" OC TOP EA WAY
HS
S
8
.
6
2
5
X
0
.
5
0
0
3/16" CAP PL
REFER TO DETAIL 1
FOR REINFORCEMENT
1'
-
6
"
T.O.S.
25' - 7"
2"6"6"2"
1' - 4"
2"
6"
6"
2"
1'
-
4
"
PL 3/4"x 16"x 16"
(8) 1"ø GALV ANCHOR BOLTS
3/8" STIFFENER PL (TYP)
EQ EQ
FINISHED GRADE
0' - 0"
TOS
21' - 0"
EMBED W/ SIMPSON SET-XP
MIN 1'-4" EMBEDMENT
6'-0"x7'-0" FTG PAD
W/ (6) #5 TRAN & (5) #5 LONG BOT
#4 AT 12" OC TOP EA WAY
(E) FND VIF
HS
S
8
.
6
2
5
X
0
.
5
0
0
S2.0
6
3/16" CAP PL
24" DIA PEDESTAL
W/ (8) #7 VERT W/ STD 90 HOOK
AND (3) #3 STIRRUPS
EMBED TOP REINF
W/ SIMPSON SET-XP
8" MIN EMBEDMENT
6' - 0"
1'
-
6
"
BOF TO MATCH BOTTOM OF (E)
RETAINING WALL
FINISHED GRADE
0' - 0"
TYPICAL BOF
-5' - 0"
CJP
3/16
TYP
GROUT PAD W/ GALV
LEVELING NUTS
1'
-
0
"
1'
-
0
"
C
V
R
1'
-
0
"
E
M
B
E
D
STIFFENER PL
SEE DETAIL 5/S2.0
FINISHED GRADE
0' - 0"
SIMPSON SET-XP
EPOXY, EA BAR
INTENSIONALLY ROUGHEN
SURFACE OF (E) RET WALL TO
1/4" AMPLITUDE, CLEAN FREE
OF DUST PRIOR TO POUR
(6) #5 TRANS
(E) RETAINING WALL
12
"
M
I
N
V
I
F
4' - 0" LAP1' - 4" EMBED
8" EMBED
Pr
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P 303.558.3145
Boulder, Colorado
2995 Baseline Road #314
Structural Engineers
Studio NYL
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1/4" = 1'-0"2 ADA POD SECTION
1/4" = 1'-0"3 TALL POD SECTION
1 1/2" = 1'-0"5 TYPICAL BASEPLATE PLAN
4 ISO VIEW
1/4" = 1'-0"1 WALL POD SECTION
1 1/2" = 1'-0"7 TYP BASE PL ANCHORAGE
1 1/2" = 1'-0"6
BASE PL ANCHORAGE AT RETAINING
WALL
Reviewed for Code Compliance
Code: 2012 International Building Code (IBC)
By Martin Haeberle, CBO at 2:21 pm, Apr 19, 2013
Reviewed for Code Compliance
Code: 2012 International Building Code (IBC)
By Martin Haeberle, CBO at 2:21 pm, Apr 19, 2013
'*' ISSUED FOR INFORMATION ONLY' ' NOT PART OF SET' ' ISSUED AS PART OF A SETISSUE LOG KEY:#DATEISSUE LOG MECHANICAL SHEET INDEX TITLE MECHANICAL COVER SHEETM1.0CONSTRUCTION DOCUMENTS 03.01.2013MECHANICAL PLANM2.0 MECHANICAL DIAGRAMSM3.0
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16
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RUCTION GAPS; 3M CP-25
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C.BELOW GRADE, ALL SIZES: JACKETED, PRE-INSULATED PIPING, WITH PEX-A FLUID CARRIER PIPE EQUAL TO BELOW SPECIFICATION. WIRSBO ECOPEX OR EQUIVALENT.D.SNOWMELT SERPENTINE TUBING:1)ALL TUBING TO BE CROSS-LINKED POLYETHYLENE (PEX TYPE A) WITH AN OXYGEN DIFFUSION BARRIER. TUBING TO BE RATED FOR CONTINUOUS OPERATION OF 100 PSIG AND A TEMPERATURE SUITABLE FOR THE SPECIFIC APPLICATION. FACTORY MANIFOLDS SHALL BE EQUIPPED WITH LOOP VALVES AND ZONE VALVES PER CONTROLS REQUIREMENTS.SYSTEMS SHALL BE CAPABLE OF WITHSTANDING TEMPERATURES 180 DEGREE F TO 230 DEGREE F FOR LIMITED PERIODS OF TIME. INSTALL PIPING AND MANIFOLD IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.2)SNOWMELT PIPING SHALL BE PLACED ON 9 INCH CENTERS. TUBE DIAMETER, NOMINAL 5/8". WIRSBO HEPEX OR APPROVED EQUIVALENT.43.INDOOR PIPING INSULATION - INSULATE ALL NEW SNOWMELT PIPING WITH U.L.APPROVED, WHITE, ALL SERVICE, MINERAL FIBER, SNAP-ON, PIPE INSULATION.INSULATE FITTINGS WITH MINERAL FIBER BLANKET INSULATION AND PREMOLDED P.V.C. COVERS. ALL MATERIALS SHALL HAVE A SMOKE DEVELOPED RATING OF 50 OR LESS AND A FLAME SPREAD RATING OF 25 OR LESS. PROVIDE CALCIUM SILICATE THERMAL INSERT AT HANGERS AND SUPPORTS. INSULATION SHALL PASS UNINTERRUPTED THROUGH HANGERS. VAPOR BARRIERS SHALL BE CONTINUOUS, AND SEALED WITH “NON-BREATHING” VAPOR BARRIER MASTIC ON PIPING OPERATING AT TEMPERATURES BELOW AMBIENT. ALL RAW EDGES OF INSULATION SHALL BE NEATLY TRIMMED AND SEALED WITH MASTIC.A.INSULATION THICKNESS BELOW BASED ON INSULATION CONDUCTIVITY VALUE NOT EXCEEDING 0.27 BTU*IN/(HR*FT^2*°F):1)SNOWMELT WATER - NPS 1.5” AND LESS, 1.5” THICK; NPS 2” AND GREATER, 2” THICK. RUNOUTS WITHIN 4 FEET OF TERMINAL AND 1” PIPE DIAMETER OR LESS, 1/2” THICK.44.EQUIPMENT LABELS: LABEL ALL NEW PIPING AND EQUIPMENT. PROVIDE FULL BAND OR STRIP TYPE MARKERS AND FLOW ARROWS ON PIPING. PROVIDE ENGRAVED PLASTIC VALVE TAGS WITH VALVE NUMBER AND ATTACH WITH STANDARD CHAIN OR S-HOOKS. PROVIDE ENGRAVED PLASTIC SIGN ON OR NEAR SPECIFIED EQUIPMENT.
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ABOVE SEA LEVELPROJECT ALTITUDE 8150'1.REBALANCE (E) TOV SNOWMELT CIRC PUMPS IN FIRST CHAIR MECH ROOM TO ACCOMMODATE ADDITIONAL LOAD.2.REBALANCE (E) TOV SNOWMELT ZONES AT FIRST CHAIR PROJECT TO MAINTAIN ORIGINAL DESIGN CONDITIONS AS NEEDED. PRE-TAB (E) SNOWMELT PUMPS AND MANIFOLDS/ZONES FOR CURRENT FLOW RATES AND PRESSURE DROP.3.FOUNTAIN DOMESTIC WATER EXTENSION,FOUNDATION PUMP VAULT DRAINAGE, FOUNTAIN PUMP VAULT VENTILATION, AND ANY OTHER RELATED NEEDS BY FOUNTAIN CONTRACTOR.SCOPE NOTES:MECHANICAL PLANM2.1
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PERMIT SET 03.29.2013 VAIL, COLORADO9275.00 03-01-2013 SHEET TITLE:NO.Job no.:REVISION Drawn by:Date:Designed by:DATE BY LIONSHEAD PARK RENOVATIONSEAUDINANZECOPYRIGHT 2013 BG
S:\BGProjects\9275.00 Sun Dial Plaza\Cad\BGCE CAD\927500M10.dwg Printed By: cadd-txc March 29, 2013 - 11:32am LC-XXX
Vail:Denver:Fort Collins:Albuquerque:www.bgce.com(970)949-6108 (303) 278-3820 (970) 221-5691 (505) 323-9070 1ADDENDUM 103.22.13 ELP 2PERMIT DOCUMENTS03.29.13 ELP M1.0ELPTXCMECHANICALCOVER SHEET
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1.REWORK (E) ARRABELLE ZONES TO ACCOMMODATE (N) PLAYGROUND BOUNDARY.FIELD VERIFY (E) BOUNDARY AS TO NOT DISTURB OR DAMAGE ADJ. (E) ZONES/LOOPS THAT ARE TO REMAIN.DETERMINE IN THE FIELD IF (E) LOOPS/TUBING WILL BE CUT AND SPLICED WITH (N) TUBING OR IF (N)LOOPS WILL BE ADDED TO (E) MANIFOLD BOX BASED ON ACTUAL LOOP INSTALLATION. (E)MANIFOLDS AND BOXES TO REMAIN.IF SPLICED, LOOP LENGTHS SHALL NOT EXCEED 250FT, SUPPLY TUBING SHOULD BE SPLICED WITH SUPPLY, RETURN WITH RETURN, ETC. ALL SPLICES TO CARRY MINIMUM 10 YEAR WARRANTY.CAREFULLY RECORD EXACT LOCATIONS OF ALL SPLICES ON AS-BUILT DRAWINGS.2.ALL MANIFOLD BOXES SHALL BE PLACED IN LANDSCAPE AREAS AS DIRECTED BY THE OWNER'S REP. ALL BOXES SHALL BE HIGHLINE XLUB 17x30x18 WITH GREEN BOLT-DOWN LID (BOX 195036, LID #195051) OR EQUAL. NOTIFY DESIGN TEAM IF LARGER BOX IS REQUIRED BASED ON FIELD INSTALLATION OF MANIFOLDS.NOTES:
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VAIL, COLORADO9275.00 03-01-2013 SHEET TITLE:NO.Job no.:REVISION Drawn by:Date:Designed by:DATE BY LIONSHEAD PARK RENOVATIONSEAUDINANZECOPYRIGHT 2013 BG
S:\BGProjects\9275.00 Sun Dial Plaza\Cad\BGCE CAD\927500M20.dwg Printed By: cadd-txc March 29, 2013 - 11:32am LC-XXX
Vail:Denver:Fort Collins:Albuquerque:www.bgce.com(970)949-6108 (303) 278-3820 (970) 221-5691 (505) 323-9070 1ADDENDUM 103.22.13 ELP 2PERMIT DOCUMENTS03.29.13 ELP M2.0ELPTXCMECHANICAL PLAN
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S:\BGProjects\9275.00 Sun Dial Plaza\Cad\BGCE CAD\927500M21.dwg Printed By: cadd-txc March 29, 2013 - 11:32am LC-XXX
Vail:Denver:Fort Collins:Albuquerque:www.bgce.com(970)949-6108 (303) 278-3820 (970) 221-5691 (505) 323-9070 1ADDENDUM 103.22.13 ELP 2PERMIT DOCUMENTS03.29.13 ELP M2.1ELPTXCMECHANICAL PLAN
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VAIL, COLORADO9275.00 03-01-2013 SHEET TITLE:NO.Job no.:REVISION Drawn by:Date:Designed by:DATE BY LIONSHEAD PARK RENOVATIONSEAUDINANZECOPYRIGHT 2013 BG
S:\BGProjects\9275.00 Sun Dial Plaza\Cad\BGCE CAD\927500M30.dwg Printed By: cadd-txc March 29, 2013 - 11:33am LC-XXX
Vail:Denver:Fort Collins:Albuquerque:www.bgce.com(970)949-6108 (303) 278-3820 (970) 221-5691 (505) 323-9070 1ADDENDUM 103.22.13 ELP 2PERMIT DOCUMENTS03.29.13 ELP M3.0ELPTXCMECHANICALDIAGRAMS
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'*' ISSUED FOR INFORMATION ONLY' ' NOT PART OF SET' ' ISSUED AS PART OF A SETISSUE LOG KEY:#DATEISSUE LOG ELECTRICAL SHEET INDEX TITLE ELECTRICAL COVER SHEETE1.0BID SET 03.01.2013ELECTRICAL PLANE2.0 ELECTRICAL ONE-LINE DIAGRAME3.0 1.. VERIFY DIMENSIONS ON CIVIL AND LANDSCAPE DRAWINGS AND IN FIELD PRIOR TO COMMENCEMENTOF WORK.2.A.EACH BIDDER SHALL EXAMINE THE BIDDING DOCUMENTS CAREFULLY, AND NOT LATER THAN SEVEN DAYS PRIOR TO THE DATE OF RECEIPT OF BIDS, SHALL MAKE WRITTEN REQUEST TO THE ARCHITECT FOR INTERPRETATION OR CORRECTION OF ANY DISCREPANCIES, AMBIGUITIES, INCONSISTENCIES, OR ERRORS THEREIN WHICH HE MAY DISCOVER. THE ARCHITECT WILL BE ISSUE ANY INTERPRETATION OR CORRECTION AS AN ADDENDUM. ONLY A WRITTEN INTERPRETATION OR CORRECTION BY ADDENDUM SHALL BE BINDING. NO BIDDER SHALL RELY UPON INTERPRETATIONS OR CORRECTIONS GIVEN BY ANY OTHER METHOD. IF DISCREPANCIES, AMBIGUITIES, INCONSISTENCIES, OR ERRORS ARE NOT COVERED BY ADDENDUM OR WRITTEN DIRECTIVE, CONTRACTOR SHALL INCLUDE IN HIS BID, LABOR MATERIALS AND METHODS OF CONSTRUCTION RESULTING IN HIGHER COST. AFTER AWARD OF CONTRACT, NO ALLOWANCE OR EXTRA COMPENSATIONWILL BE MADE ON BEHALF OF THE CONTRACTOR DUE TO HIS FAILURE TO MAKE THE WRITTEN REQUESTS AS DESCRIBEDABOVE.B.FAILURE TO REQUEST CLARIFICATION DURING THE BID PERIOD OF ANY INADEQUACY, OMISSION, OR CONFLICT WILL NOT RELIEVE THE CONTRACTOR OF THEIR RESPONSIBILITIES. THE SIGNING OF THE CONTRACT WILL BE CONSIDERED AS IMPLICITLY DENOTING THAT THE CONTRACTOR HAS A THOROUGH COMPREHENSION OF THE FULL INTENT AND SCOPE OF THE WORKING DRAWINGS AND SPECIFICATIONS.3.VISIT SITE PRIOR TO BID AND VERIFY THAT CONDITIONS ARE AS INDICATED. CONTRACTOR SHALL INCLUDE IN HIS BID COSTS REQUIRED TO MAKE HIS WORK MEET EXISTING CONDITIONS.4.REVIEW ARCHITECTURAL, LANDSCAPE, CIVIL AND OTHER DRAWINGS PRIOR TO BID.5.WORK SHALL BE PERFORMED IN A WORKMANLIKE MANNER TO THE SATISFACTION OF THE OWNER.6.WORK, MATERIALS, AND EQUIPMENT SHALL CONFORM TO THE LATEST EDITIONS OF LOCAL, STATE OF COLORADO, AND NATIONAL CODES AND ORDINANCES.7.PROVIDE PERMITS AND INSPECTIONS REQUIRED.8.GUARANTEE THE INSTALLATION AGAINST DEFECTS IN MATERIALS AND WORKMANSHIP WHICH MAY OCCUR UNDER NORMAL USAGE FOR A PERIOD OF ONE YEAR AFTER OWNER'S ACCEPTANCE. DEFECTS SHALL BE PROMPTLY REMEDIED WITHOUT COST TO THE OWNER.9.SYSTEMS SHALL BE COMPLETE, OPERABLE, AND READY FOR CONTINUOUS OPERATION.10.CONTRACTOR'S FAILURE TO ORDER OR RELEASE ORDER FOR MATERIALS AND/OR EQUIPMENT WILL NOT BE ACCEPTED AS A REASON TO SUBSTITUTE ALTERNATE MATERIALS, EQUIPMENT, OR INSTALLATION METHODS.11.ALL EMPTY RACEWAY SYSTEMS SHALL HAVE A NUMBER 12 PULLWIRE OR EQUAL.12.INSTALL ALL MATERIALS IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. ANY DEVIATIONS SHALL BE BROUGHT TO THE OWNER/ENGINEER'S ATTENTION PRIOR TO INSTALLATION.13.SYSTEMS SHALL BE TESTED FOR PROPER OPERATION. IF TESTS SHOW THAT WORK IS DEFECTIVE, CONTRACTOR SHALL MAKE CORRECTIONS NECESSARY AT NO COST TO OWNER.14.SPLICES IN EXTERIOR PULLBOXES AND MANHOLES SHALL BE MADE WATERPROOF USING "SCOTCHCAST" SPLICE KIT OR APPROVED EQUAL. SEAL ENDS OF CONDUITS AND DUCTS WITH "DUCTSEAL" OR APPROVED EQUAL.15.CONTRACTOR SHALL BE RESPONSIBLE FOR REPLACING EQUIPMENT WHICH IS DAMAGED DUE TO INCORRECT FIELD WIRING PROVIDED UNDER THIS SECTION, OR FACTORY WIRING IN EQUIPMENT PROVIDED UNDER THIS SECTION.16.ALL ELECTRICAL SYSTEMS COMPONENTS SHALL BE LISTED OR LABELED BY U.L. OR OTHER RECOGNIZED TESTING FACILITY.17.EXTERIOR WEATHERPROOF RECEPTACLES SHALL BE DIE CAST ALUMINUM WITH DIE CAST ALUMINUM, LOCKABLE IN-USE WEATHERPROOF COVERS.18.PULLBOXES, CABINETS, ETC. MOUNTED ON THE EXTERIOR AT GRADE LEVEL, SHALL BE WEATHERPROOF TYPE WITH HINGED LOCKABLE COVERS SECURED WITH TAMPERPROOF SCREWS.GENERAL NOTES:LUMINAIRE SCHEDULE
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ELECTRICAL SPECIFICATIONSE1.1ADDENDUM #1 PERMIT SET 03.22.13 03.29.13 VAIL, COLORADO9275.00 03-01-2013 SHEET TITLE:NO.Job no.:REVISION Drawn by:Date:Designed by:DATE BY LIONSHEAD PARK RENOVATIONSEAUDINANZECOPYRIGHT 2013 BG
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3.
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4.
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.
1.
0
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B.
D
r
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w
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s
:
1.
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h
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d
r
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w
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s
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2.
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2.3
B
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D
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(
S
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A.
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2.
4
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e
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3.
4
D
E
L
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V
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A
N
D
S
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A
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A
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A.
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p
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B.
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p
t
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3.
5
P
R
O
T
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C
T
I
O
N
O
F
W
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R
K
A
N
D
P
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A.
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h
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ry
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3.
6
F
I
N
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C
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N
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A.
F
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p
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a
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E.
C
l
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a
n
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p
:
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A
c
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t
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D
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r
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t
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:
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p
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p
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T
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t
s
:
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r
o
v
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d
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a
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a
b
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,
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d
.
S
u
bm
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t
t
h
r
e
e
(
3
)
c
o
p
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o
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c
h
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ap
p
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a
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.
1.
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2.
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1.
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A
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B
3
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2.
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8
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3.
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o
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a
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2
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c
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1
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1
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4.
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4
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5.
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o
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d
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;
1
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8
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;
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.
2.
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2
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C
T
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A.
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2.
0
3
G
R
O
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D
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T
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D
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A.
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r
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s
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p
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4
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1
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m
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PA
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3
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X
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C
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T
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N
3.
0
1
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A.
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d
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c
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s
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8
A
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.
6
A
W
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a
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d
l
a
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g
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,
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s
s
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d
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d
.
B.
C
o
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d
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c
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o
r
T
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m
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n
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t
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o
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s
a
n
d
C
o
n
n
e
c
t
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o
n
s
:
1.
E
q
u
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p
m
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n
t
G
r
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d
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n
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C
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d
u
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r
T
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m
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n
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t
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:
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o
l
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d
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on
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c
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s
.
2.
U
n
d
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c
t
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:
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l
d
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d
c
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n
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c
t
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,
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x
c
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d
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d
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t
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.
3.
C
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c
t
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s
t
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r
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n
d
R
o
d
s
:
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o
l
t
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d
c
on
n
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c
t
o
r
s
.
3.
0
2
E
Q
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A.
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.
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M
e
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a
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P
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S
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p
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g
O
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t
d
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h
t
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F
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x
t
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:
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s
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3.
0
3
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N
A.
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r
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6
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m
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w
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C
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7
7
.
1.
C
o
l
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f
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r
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d
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v
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r
:
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f
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l
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s
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2.
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f
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n
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s
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3.
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C
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.
B.
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c
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3.
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s
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x
p
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2.
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b
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A.Receptacles for Owner-Furnished Equipment: Match plug configurations.PART 2 - PRODUCTS 2.01GFCI RECEPTACLES A.General Description: Straight blade, feed through type. Comply with NEMA WD 1, NEMA WD 6, UL 498, and UL 943, Class A, and include indicator light that is lighted when device is tripped.B.Weather Proof “In-Use” Covers: Cast metal, lockable, in-use rated.PART 3 - EXECUTION 3.01INSTALLATION A.Comply with NECA 1, including the mounting heights listed in that standard, unless otherwise noted.B.Conductors:1.Do not strip insulation from conductors until just before they are spliced or terminated on devices.2.Strip insulation evenly around the conductor using tools designed for the purpose. Avoid scoring or nicking of solid wire or cutting strands from stranded wire.3.The length of free conductors at outlets for devices shall meet provisions of NFPA 70, Article 300, without pigtails.C.Device Installation:1.Connect devices to branch circuits using pigtails that are not less than 6 inches in length.2.When there is a choice, use side wiring with binding-head screw terminals. Wrap solid conductor tightly clockwise, 2/3 to 3/4 of the way around terminal screw.3.Use a torque screwdriver when a torque is recommended or required by the manufacturer.4.When conductors larger than No. 12 AWG are installed on 15- or 20-A circuits, splice No. 12 AWG pigtails for device connections.5.Tighten unused terminal screws on the device.6.When mounting into metal boxes, remove the fiber or plastic washers used to hold device mounting screws in yokes, allowing metal-to-metal contact.3.02IDENTIFICATION A.Comply with Division 16 Section "Electrical Identification."1.Receptacles: Identify panelboard and circuit number from which served. Use hot, stamped or engraved machine printing with black-filled lettering on face of plate, and durable wire markers or tags inside outlet boxes.SECTION 16442 - PANELBOARDS PART 1 - GENERAL 1.01SUMMARY A.This Section includes the following:.1.Lighting and appliance branch-circuit panelboards.1.02DEFINITIONS A.EMI: Electromagnetic interference.B.GFCI: Ground-fault circuit interrupter.C.RFI: Radio-frequency interference.D.RMS: Root mean square.E.SPDT: Single pole, double throw.1.03SUBMITTALS A.Product Data: For each type of panelboard, overcurrent protective device, accessory, and component indicated. Include dimensions and manufacturers' technical data on features, performance, electrical characteristics, ratings, and finishes.B.Shop Drawings: For each panelboard and related equipment.1.Show tabulations of installed devices, equipment features, and ratings. Include the following:a.Enclosure types and details for types other than NEMA 250, Type 1.b.Bus configuration, current, and voltage ratings.c.Short-circuit current rating of panelboards and overcurrent protective devices.d.UL listing for series rating of installed devices.e.Features, characteristics, ratings, and factory settings of individual overcurrent protective devices and auxiliary components.f.Label designation for each panelboard.C.Operation and Maintenance Data: For panelboards and components to include in emergency, operation, and maintenance manuals:1.Manufacturer's written instructions for testing and adjusting overcurrent protective devices.2.Time-current curves, including selectable ranges for each type of overcurrent protective device.1.04QUALITY ASSURANCE A.Source Limitations: Obtain panelboards, overcurrent protective devices, components, and accessories through one source from a single manufacturer.B.Product Options: Drawings indicate size, profiles, and dimensional requirements of panelboards and are based on the specific system indicated. Refer to Division 1 Section "Product Requirements."C.Electrical Components, Devices, and Accessories: Listed and labeled as defined in NFPA 70, Article 100, by a testing agency acceptable to authorities having jurisdiction, and marked for intended use.D.Comply with NEMA PB 1.E.Comply with NFPA 70.1.05COORDINATION A.Coordinate layout and installation of panelboards and components with other construction that penetrates walls or is supported by them, including electrical and other types of equipment, raceways, piping, and encumbrances to workspace clearance requirements.PART 2 - PRODUCTS 2.01MANUFACTURERS A.Manufacturers: Subject to compliance with requirements, provide products by one of the following:1.Panelboards, Overcurrent Protective Devices, Controllers, Contactors, and Accessories:a.Eaton Corporation; Cutler-Hammer Products.b.General Electric Co.; Electrical Distribution & Protection Div.c.Siemens Energy & Automation, Inc.d.Square D.2.02MANUFACTURED UNITS A.Enclosures: Flush- and surface-mounted cabinets. NEMA PB 1, Type 1.1.Rated for environmental conditions at installed location.a.Outdoor Locations: NEMA 250, Type 3R.2.Front: Secured to box with concealed trim clamps. For surface-mounted fronts, match 3.Hinged Front Cover for Panelboards: Entire front trim hinged to box and with standard door within hinged trim cover.4.Skirt for Surface-Mounted Panelboards: Same gage and finish as panelboard front with flanges for attachment to panelboard, wall, and ceiling or floor.5.Finish: Manufacturer's standard enamel finish over corrosion-resistant treatment or primer coat. Paint loadcenters to match adjacent wall colors.6.Directory Card: With transparent protective cover, mounted in metal frame, inside panelboard door.B.Phase and Ground Buses:.1.Material: Tin-plated aluminum.2.Designer Note: Subparagraphs below are optional features. Coordinate with Drawings.3.Equipment Ground Bus: Adequate for feeder and branch-circuit equipment ground conductors; bonded to box.C.Conductor Connectors: Suitable for use with conductor material.1.Main and Neutral Lugs: Mechanical type.2.Ground Lugs and Bus Configured Terminators: Compression type..D.Service Equipment Label: UL labeled for use as service equipment for panelboards with main service disconnect switches.E.Future Devices: Mounting brackets, bus connections, and necessary appurtenances required for future installation of devices.2.03PANELBOARD SHORT-CIRCUIT RATING.A.UL label indicating series-connected rating with integral or remote upstream overcurrent protective devices. Include size and type of upstream device allowable,branch devices allowable, and UL series-connected short-circuit rating.B.Fully rated to interrupt symmetrical short-circuit current available at terminals.2.04LIGHTING AND APPLIANCE BRANCH-CIRCUIT PANELBOARDS A.Branch Overcurrent Protective Devices: Plug-incircuit breakers, replaceable without disturbing adjacent units.B.Doors: Concealed hinges; secured with flush latch with tumbler lock; keyed alike.2.05OVERCURRENT PROTECTIVE DEVICES A.Molded-Case Circuit Breaker: UL 489, with series-connected rating to meet available fault currents.1.Thermal-Magnetic Circuit Breakers: Inverse time-current element for low-level overloads, and instantaneous magnetic trip element for short circuits.Adjustable magnetic trip setting for circuit-breaker frame sizes 250 A and larger.2.GFCI Circuit Breakers: Single- and two-pole configurations with 5 or 30-mA trip sensitivity.B.Molded-Case Circuit-Breaker Features and Accessories: Standard frame sizes, trip ratings, and number of poles.1.Lugs: Mechanical style, suitable for number, size, trip ratings, and conductor materials.2.Ground-Fault Protection: Integrally mounted relay and trip unit with adjustable pickup and time-delay settings, push-to-test feature, and ground-fault indicator.3.Multipole units enclosed in a single housing or factory-assembled to operate as a single unit.PART 3 - EXECUTION 3.01INSTALLATION A.Install panelboards and accessories according to NEMA PB 1.1..B.Mount plumb and rigid without distortion of box.C.Install filler plates in unused spaces.D.Arrange conductors in gutters into groups and bundle and wrap with wire ties.3.02IDENTIFICATION A.Identify field-installed conductors, interconnecting wiring, and components; provide warning signs as specified in Division 16 Section "Electrical Identification."B.Create a directory to indicate installed circuit loads. Obtain approval before installing. Use a computer or typewriter to create directory; handwritten directories arenot acceptable.C.Panelboard Nameplates: Label each panelboard with engraved metal or laminated-plastic nameplate mounted with corrosion-resistant screws.3.03CONNECTIONS A.Ground equipment according to Division 16 Section "Grounding and Bonding."B.Connect wiring according to Division 16 Section "Conductors and Cables."3.04CLEANING A.On completion of installation, inspect interior and exterior of panelboards. Remove paint sP platters and other spots. Vacuum dirt and debris; do not use compressed air to assist in cleaning. Repair exposed surfaces to match original finish.VAIL, COLORADO9275.00 03-01-2013 SHEET TITLE:NO.Job no.:REVISION Drawn by:Date:Designed by:DATE BY LIONSHEAD PARK RENOVATIONSEAUDINANZECOPYRIGHT 2013 BG
S:\BGProjects\9275.00 Sun Dial Plaza\Cad\BGCE CAD\927500E11.dwg Printed By: cadd-txc March 29, 2013 - 11:39am LC-XXX
Vail:Denver:Fort Collins:Albuquerque:www.bgce.com(970)949-6108 (303) 278-3820 (970) 221-5691 (505) 323-9070 1ADDENDUM 103.22.13 ELP 2PERMIT DOCUMENTS03.29.13 ELP E1.1MASMASELECTRICALSPECIFICATIONS
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