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FIRM ILLINOIS LICENSE NO. 184-004153
KDK
KDK
S1.0
GENERAL NOTES
18-1015
232 E MAIN ST.
ASPEN, CO
CORE AND SHELL
BUILDING
6-14-2018
DESIGN CRITERIA
BUILDING CODE: 2015 INTERNATIONAL BUILDING CODE ASCE 7-10
DESIGN CODES: AISC (ASD) 360-10, ACI 318-14, ACI 530-13, AISI S100, NDS 2015
LOADS:
ROOF LIVE LOAD = 20 PSF (MIN.)
ROOF SUPERIMPOSED DEAD LOAD = 30PSF AT ROOF DECK AREA
ROOF DECK LIVE LOAD = 100PSF
SECOND FLOOR LIVE LOAD = 50PSF OFFICE + 15PSF PARTITIONS
STAIRS = 100PSF LIVE LOAD
RAILINGS = 50PLF UNIFORM AND 200LB CONCENTRATED (LOCATED ANYWHERE) NON-CONCURRENT
WIND:Vult = 115 MPH, EXPOSURE B, RISK CATEGORY II I = 1.0, GCpi =+/-0.18
SEE S1.2 AND S1.3 FOR COMPONENT AND CLADDING WIND PRESSURES
SNOW:Pg = 100 PSF, SEE S1.2 AND S1.3 FOR SNOW LOADS,
Ce = 1.0, I = 1.0, Ct = 1.0 TYPICAL, Ct = 1.2 @ AWNINGS
Pf = 70PSF
SEISMIC: I = 1.0, Ss = 31.4%, S1 = 8.2%, SITE CLASS C, SDS = 0.251, SD1 = 0.093, DESIGN CATEGORY B
ORDINARY MASONRY SHEAR WALLS AND CLT SHEAR WALLS AT G LINE
DESIGN BASE SHEAR = 58.1K
SEISMIC RESPONSE COEFFICIENT, Cs = 0.1256
RESPONSE MODIFICATION COEFFICIENT R = 2 EQUIVALENT FORCE PROCEDURE
GENERAL NOTES
1. ALL SECTIONS, DETAILS, AND NOTES ARE INTENDED TO BE TYPICAL AND SHALL APPLY TO SIMILAR
SITUATIONS.
2. ALL DIMENSIONS AND SIZES OF EXISTING CONSTRUCTION INDICATED ON DRAWINGS SHALL BE
CONSIDERED APPROXIMATE AND SHALL BE VERIFIED IN THE FIELD BY THE CONTRACTOR. EXISTING
DIMENSIONS SHALL BE DOCUMENTED IN WRITING AND PROVIDED TO THE ENGINEER FOR RECORD.
3. CONTRADICTIONS BETWEEN ACTUAL FIELD CONDITIONS AND CONDITIONS SHOWN SHALL BE REPORTED
TO THE ENGINEER AND IF NECESSARY FURTHER DETAILS WILL BE PROVIDED.
4. IF THE CONTRACTOR ENCOUNTERS PROBLEMS IN PERFORMANCE OF THE WORK INDICATED, HE SHALL
BRING SUCH PROBLEMS TO THE ATTENTION OF ENGINEER FOR THE PROPER ACTION BEFORE WORK
CONTINUES. THE CONTRACTOR SHALL NOTIFY THE A/E OF ANY ITEMS NOT SHOWN OR INDICATED IN THE
CONSTRUCTION DOCUMENTS THAT, IN HIS OPINION, REQUIRE REPAIR OR MODIFICATION.
5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND CONSTRUCTION OF ALL SHORING,
BRACING AND FALSEWORK REQUIRED FOR THE RENOVATION AND CONSTRUCTION WORK. THE
CONTRACTOR SHALL SUBMIT FOR ARCHITECT'S REVIEW A LAYOUT OF SHORING INDICATING PLACEMENT
AND LOAD CAPACITIES OF SHORING ELEMENTS.
6. DURING CONSTRUCTION ALL MATERIALS SHALL BE CAREFULLY HANDLED TO PROTECT ALL EXISTING
FACILITIES.
7. DO NOT CUT, CORE, OR HAMMER THRU OR INTO ANY EXISTING FRAMING UNLESS SPECIFICALLY NOTED
ON THE STRUCTURAL DRAWINGS OR NOTED IN WRITING FROM THE ENGINEER.
8. VERIFY LOCATION OF ALL OPENINGS, EMBEDDED ITEMS AND CONCRETE CONFIGURATIONS WITH
DRAWINGS AND SPECIFICATIONS FROM ALL OTHER DISCIPLINES. LOCATE AND SHOW ALL THESE ITEMS ON
APPROVED SHOP DRAWINGS.
9. IT IS NOT TO BE IMPLIED IN ANY WAY WHATSOEVER THAT THE ENGINEER OR ARCHITECT IS RESPONSIBLE
FOR THE METHODS AND MEANS OF ANY ASPECT OF THIS PROJECT.
10. EXISTING PIPES, ELECTRICAL BOXES, DUCTWORK, FAN UNITS, GARAGE DOOR TRACKS AND MOTORS,
HANDRAIL ETC. TO BE RELOCATED AND MODIFIED AS NECESSARY TO ACCOMMODATE COLUMN, BEAM OR
SLAB MODIFICATIONS/ADDITIONS.
11. THE CONTRACTOR AND SUBCONTRACTOR ASSUME FULL LIABILITY FOR THE STRUCTURAL INTEGRITY OF
THE INDICATED STRUCTURAL ROOF AND/OR FLOOR SYSTEMS WHEN SHOP DRAWINGS ARE NOT SUBMITTED
OR FOLLOWED.
12. DO NOT SCALE THESE DRAWINGS. USE DIMENSIONS.
13. IN CASES WHICH MATERIAL SHOWN OR SPECIFIED IS NOT READILY AVAILABLE, THE CONTRACTOR MAY
PROPOSE THE USE OF AN ALTERNATE SUBJECT TO THE REVIEW OF THE ENGINEER. THE ALTERNATE MUST
PROVIDE THE SAME STRENGTH, STIFFNESS, AND DURABILITY OF THE ORINGINAL DESIGN. THE
CONTRACTOR IS RESPONSIBLE FOR VERIFYING THAT THE ALTERNATES TO NOT INTERFERE WITH ANY
ARCHITECTURAL, STRUCTURAL, ELECTRICAL, OR MECHANICAL REQUIREMENTS, ETC.
15. THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. THE CONTRACTOR IS
RESPONSIBLE FOR ALL TEMPORARY BRACING THAT MAY BE REQUIRED AS THE RESULT OF THE
CONTRACTOR'S MEANS AND METHODS AND/OR SEQUENCES.
16. THE CONTRACTOR'S CONSTRUCTION AND/OR ERECTION SEQUENCES SHALL RECOGNIZE AND CONSIDER
THE EFFECTS OF THERMAL MOVEMENTS OF STRUCTURAL ELEMENTS DURING THE CONSTRUCTION PERIOD.
17. THE CONTRACTOR IS RESPONSIBLE FOR LIMITING THE AMOUNT OF CONSTRUCTION LOADS IMPOSED ON
THE STRUCTURAL FRAMING. CONSTRUCTION LOADS SHOULD NOT EXCEED THE DESIGN CAPACITY OF THE
FRAMING AT THE TIME THE CONSTRUCTION LOADS ARE IMPOSED.
FOUNDATIONS
1. SPREAD FOOTINGS SHALL BEAR ON UNDISTURBED SOIL OR ENGINEERED FILL CAPABLE OF SUSTAINING A
NET ALLOWABLE BEARING PRESSURE OF 4000 PSF UNDER INDIVIDUAL AND CONTINUOUS FOOTINGS UNDER
FULL SERVICE DEAD AND LIVE LOADS. REFER TO GEOTECHNICAL REPORT BY CTL THOMPSON INC.
PROJECT NO. GS06130.000-125 DATED MAY 19, 2017
2. ANY UNSUITABLE SOIL SHALL BE REMOVED AND REPLACED BY CLEAN GRANULAR FILL MATERIAL
COMPACTED TO A MINIMUM OF 95% OF "ASTM" D-1557-78 MODIFIED PROCTOR DENSITY OR BY A LEAN
CONCRETE MIX AS APPROVED BY GEOTECHNICAL ENGINEER. BUILDING SITE TO BE UNDERCUT AS NEEDED
AND UNDER DIRECTION OF GEOTECH TO REMOVE UNSUITABLE FILL AND BACKFILLED WITH ENGINEERED
FILL TO BOTTOM OF FOOTING ELEVATIONS AS SHOWN. THERE IS POTENTIAL NEEDED TO UNDERPIN THE
ADJACENT PROPERTY TO THE WEST. REFER TO GEOTECHNICAL REPORT REGARDING SITE PREPARATION.
3. BOTTOM OF ALL EXTERIOR FOOTINGS SHALL BEAR A MINIMUM OF 3' -0" BELOW GRADE FOR FROST
PROTECTION.
4. BACKFILL AGAINST WALLS AND GRADE BEAMS EVENLY ON BOTH SIDES. RETAINING WALLS SHALL BE
BRACED AGAINST BACKFILLING PRESSURES UNTIL THE FLOOR SLAB (AND POSSIBLY THE FIRST FLOOR
FRAMING) IS IN PLACE.
5. A VAPOR BARRIER SHALL BE PROVIDED UNDER ALL INTERIOR SLABS-ON-GRADE PER THE
SPECIFICATIONS.
6. NO FOUNDATIONS SHALL BE PLACED ONTO OR AGAINST SUBGRADES THAT ARE FROZEN OR CONTAINING
FREE WATER, FROST, OR ICE
STRUCTURAL STEEL
1. ALL STEEL SHALL CONFORM TO THE FOLLOWING:
ALL WIDE FLANGE BEAMS = ASTM A992
HSS RECT SHAPES = ASTM A500 GRADE B
MISC. PLATES, CHANNELS, ANGLES, ETC. = ASTM A36
ANCHOR RODS = ASTM F1554 GRADE 36
BOLTS (TYPICAL) = ASTM A325N, U.N.O.
WELDING ELECTRODES = E70XX
2. ALL STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED, AND ERECTED IN
ACCORDANCE WITH THE AISC CODE OF STANDARD PRACTICE (2016), EXCEPT AS
MODIFIED IN THESE NOTES.
3. THE SPLICING OF STEEL MEMBERS IS PROHIBITED.
4. ALL FILLET WELDS SHALL BE A MINIMUM OF 1/4".
5. GROUT UNDER BASE PLATES AND BEAM BEARING PLATES SHALL ATTAIN A MINIMUM
COMPRESSIVE STRENGTH OF 5000 PSI.
6. STEEL FABRICATOR TO SUBMIT SIGNED AND SEALED CONNECTION CALCULATIONS
BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF COLORADO.
CONNNECTIONS SHALL BE DESIGNED AS AISC SIMPLE SHEAR CONNECTIONS CAPABLE
OF SUPPORTING THE REACTION INDICATED OR CAPABLE OF SUPPORTING 50% OF THE
TOTAL ALLOWABLE UNIFORM LOAD FOR A GIVEN SIZE, SPAN, AND GRADE OF BEAM AS
TABULATED IN THE AISC TABLES FOR ALLOWABLE LOADS. BEAM MOMENT PROVIDED
ON PLANS WHEN REQUIRED AS PART OF CONNECTION. CONNECTION CALCULATIONS
TO BE REVIEWED BY ENGINEER OF RECORD FOR COMPLIANCE.
MASONRY (STRUCTURAL)
1. REINFORCED MASONRY SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH, f'm, OF 2000 PSI. MASONRY UNITS SHALL BE NORMAL WEIGHT CONCRETE
BLOCK CONFORMING TO ASTM C90, GRADE N, TYPE 1 WITH A MINIMUM NET AREA COMPRESSIVE STRENGTH OF 2800 PSI. MORTAR SHALL CONFORM TO
ASTM C270, TYPE S. GROUT SHALL CONFORM TO ASTM C476 AND SHALL HAVE A MINIMUM STRENGTH OF 2000 PSI. IN NO INSTANCE SHALL MORTAR BE
USED AS A SUBSTITUTE FOR GROUT. ALL REINFORCING, WHETHER VERTICAL OR HORIZONTAL, SHALL BE EMBEDDED IN GROUTED CELLS.
2. REINFORCING BARS SHALL CONFORM TO ASTM A615, INCLUDING SUPPLEMENTAL REQUIREMENTS S1, GRADE 60 UNLESS NOTED OTHERWISE.
3. JOINT REINFORCING SHALL BE GALVANIZED FABRICATED UNITS (LADDER TIES) WITH A SINGLE PAIR OF 9 GAGE SIDE RODS AND 9 GAGE CROSS RODS
FABRICATED FROM COLD DRAWN STEEL WIRE COMPLYING WITH ASTM A82. JOINT REINFORCING SHALL BE SPACED AT 16"O.C. VERTICALLY IN ALL
MASONRY WALLS.
4. GROUT CELLS SOLID AT VERTICAL AND HORIZONTAL WALL REINFORCING. GROUT ALL CELLS BELOW GRADE SOLID.
5. REINFORCING THAT IS TO BE SPLICED SHALL BE LAPPED A MINIMUM OF 30" FOR #5 REBAR AND SMALLER AND 42" FOR #6 AND #7 REBARS.
6. SECURE ALL REINFORCING IN PLACE AT 48" O.C. MAXIMUM PRIOR TO GROUTING.
7. SEE ARCHITECTURAL ELEVATIONS AND PLANS FOR LOCATIONS OF VERTICAL CONTROL JOINTS. SPACE VERTICAL CONTROL JOINTS AT 32'-0" OR LESS.
HORIZONTAL BOND BEAM OR MASONRY BEAM REINFORCEMENT SHALL BE CONTINUNOUS ACROSS THE JOINT. JOINT REINFORCING SHALL STOP ON EACH
SIDE OF THE CONTROL JOINT.
8. FOUNDATION DOWELS SHALL NOT BE BENT MORE THAN 1 IN 6 (HORIZ. TO VERT.) TO ALIGN WITH MASONRY CELLS.
9. VERTICAL REINFORCING SHALL HAVE A MINIMUM CLEARANCE OF 3/4" OR ONE BAR DIAMETER WHICHEVER IS GREATER TO A MASONRY FACE.
REINFORCING, HORIZ. OR VERT., SHALL BE SPACED AT LEAST ONE BAR DIAMETER APART.
10. VERTICAL CELLS TO BE GROUTED NEED TO HAVE AN UNOBSTRUCTED CELL AREA OF NOT LESS THAN 3"x4".
11. VERTICAL GROUTED SHALL BE DONE IN FOUR FEET LIFTS WITH GROUTING STOPPING 1 1/2" BELOW THE TOP OF THE MASONRY BLOCK AS TO FORM A
KEY.
12. MASONRY BOND BEAM LINTELS SHALL BE GROUTED SOLID IN ONE CONTINUOUS OPERATION.
13. ALL BOLTS, RODS, ANCHORS, ETC. SHALL BE GROUTED SOLID IN POSITION OR BE EXPASION BOLTED INTO GROUTED SOLID CELLS.
CONCRETE
1. ALL FOUNDATION AND SLAB -ON-GRADE CONCRETE SHALL BE NORMAL WEIGHT CONCRETE WITH A
28 DAY COMPRESSIVE STRENGTH OF 4000 PSI. CONCRETE TOPPING AT THE SECOND FLOOR SHALL BE
LIGHTWEIGHT (110PCF) CONCRETE WITH A 28 DAY COMPRESSIVE STRENGTH OF 3000 PSI. THE
WATER CEMENT RATIO SHALL BE 0.4 MAX. CONCRETE MIXES SHALL HAVE A MAXIMUM SLUMP OF 4"
WITHOUT A WATER REDUCING ADMIXTURE AND 10" WITH A WATER REDUCING ADMIXTURE.
2. ALL EXPOSED CONCRETE SHALL HAVE AN APPROVED AIR ENTRAINING ADMIXTURE. PROVIDE 6%
TO 8% AIR ENTRAINMENT.
3. ALL REINFORCING SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH ACI 318-14.
CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 318-14.
4. REINFORCING STEEL: ASTM A615 GRADE 60, UNCOATED.
5. CONCRETE COVER FOR REINFORCEMENT:
UNFORMED SURFACE IN CONTACT WITH THE GROUND = 3"
FORMED SURFACES EXPOSED TO EARTH OR WEATHER = 1 1/2" (#5 BARS OR SMALLER)
=2" ( #6 BARS AND LARGER)
FORMED SURFACES NOT EXPOSED TO EARTH OR WEATHER:
SLABS, WALLS, JOISTS = 3/4" (#11 BARS AND SMALLER)
BEAMS, COLUMNS = 1 1/2" (TO PRIMARY REINF., TIES, OR STIRRUPS)
6. NO CHLORIDES ALLOWED IN THE CONCRETE MIX.
7. ALL SLABS-ON-GRADE SHALL BE PLACED ON COMPACTED GRANULAR FILL. PITCH SLABS TO
DRAINS.
8. FIELD BENDING OF REINFORCING SHALL BE DONE COLD.
9. NO ALUMINUM OF ANY TYPE SHALL BE ALLOWED IN THE CONCRETE WORK.
10. ALL READY-MIXED CONCRETE WILL COMPLY WITH ASTM C94.
11. BASE PLATES, ANCHOR RODS, BELOW GRADE SHALL BE COVERED WITH A MINIMUM OF 3" OF
CONCRETE.
SHOP DRAWING SUBMITTALS
1. SHOP DRAWINGS FOR STRUCTUAL ITEMS (WOOD JOISTS, STRUCTURAL STEEL, MISCELLANEOUS STEEL, CONCRETE REINFORCEMENT)
ARE TO BE SUBMITTED TO THE ENGINEER FOR REVIEW. NO WORK ON ITEMS SHOWN THEREON IS TO PROCEED UNLESS THE REVIEW
STAMP CLEARLY INDICATES "REVIEWED" OR "REVIEWED WITH COMMENTS." CONTRACTOR ASSUMES ALL RISKS WHEN PROCEEDING
WITHOUT APPROVED SHOP DRAWINGS INCLUDING CORRECTIVE ACTION SUCH AS ENGINEERING REDESIGN, FIELD REPAIRS, OR REMOVAL
AND REPLACEMENT OF DEFICIENT ITEMS.
2. THE CONTRACTOR SHALL PRECHECK ALL THE SHOP DRAWING SUBMITTALS PRIOR TO THE SUBMISSION TO THE ENGINEER AND/OR
ARCHITECT FOR REVIEW. ALL SUBMITTALS SHALL BEAR THE REVIEW STAMP OF THE CONTRACTOR.
3. THE USE OF REPRODUCTIONS OF THESE CONTRACT DRAWINGS BY ANY CONTRACTOR, SUB CONTRACTOR, ERECTOR, FABRICATOR,
DETAILER, OR MATERIAL SUPPLIER IN LIEU OF PREPARED SHOP DRAWINGS SIGNIFIES THE CONTRACTOR'S ACCEPTANCE OF ALL OF THE
INFORMATION SHOWN HEREIN AS CORRECT AND OBLIGATES HIMSELF TO ANY JOB EXPENSE, REAL OR IMPLIED, ARISING DUE TO ANY
ERRORS THAT MAY HAVE OCCURRED HEREON. SUCH USE OF THESE CONTRACT DOCUMENTS WILL NOT BE ALLOWED WITHOUT PRIOR
CONSENT OF THE ENGINEER.
4, THE ENGINEER DOES NOT APPROVE THE DESIGN OF CONCRETE MIXES. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE
PERFORMANCE OF THE CONCRETE SUPPLIED TO THE JOB. PROPOSED MIX DESIGNS SHALL BE SUBMIITTED TO THE ENGINEER FOR
RECORD AND SHALL BE REVIEWED AND APPROVED FOR CONFORMANCE TO THE REQUIREMENTS OF THE CONTRACT DOCUMENTS BY AN
INDEPENDANT TESTING AGENCY.
5. AWNING FRAMING DESIGNED BY OTHERS FOR SNOW AND WIND LOADS AS INDICATED ON S1.2. AWNING SHOP DRAWINGS ALONG WITH
STRUCTURAL CALCULATIONS SIGNED BY COLORADO PE SHALL BE SUBMITTED FOR REVIEW FOR COMPLIANCE BY EOR.
NOTE REFER TO SHEET S1.1 FOR SPECIAL INSPECTIONS REQUIRED
TIMBER FRAMING
1. ALL FRAMING FOR FLOORS AND ROOF CONSIST OF TIMBER BEAMS AND COLUMNS AND CLT FLOOR AND WALL PANELS AS
DESIGNED AND DETAILED BY WESTERN WOOD STRUCTURES, INC. REFER TO STAMPED AND SIGNED DRAWINGS BY WESTERN
WOOD FOR ALL INFORMATION NOT SHOWN IN THESE PLANS.
EXP 10-31-21
No. Description Date
1 PERMIT 9-25-2018
2 ISSUE FOR BID 11-28-2018
4 PERMIT CORRECTION 12-18-2019
5 CONSTRUCTION 5-27-2020
14 WESTERN WOOD COORD. 9-18-2020
20 PERMIT CORRECTIONS 2-9-2021