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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 318-11, ACI 530-11, 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
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 318-11.
CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 318-11.
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
ACI 318-14
ACI 318-14
UNIFORM ROOF SNOW
LOAD = 70 PSF
12/02/2020
SPECIAL INSPECTION SCHEDULE PER 2015 IBC CHAPTER 17
ITEMS `CONTINUIOUS PERIODIC
INSPECTION INSPECTION
SOILS 1705.6
1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO
ACHIEVE THE DESIGN BEARING CAPACITY.
2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED
PROPER MATERIAL.
3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS.
4. VERIFY USE OF PROPER MATERIALS, DENSITIES, AND LIFT THICKNESSES DURING
PLACEMENT AND COMPACTION OF COMPACTED FILL.
5. PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE SUBGRADE AND VERIFY THAT
SITE HAS BEEN PREPARED PROPERLY.
X
X
X
X
X
CONCRETE 1705.3
1. INSPECTION OF REINFORCING STEEL.
2. INSPECTION OF ANCHORS CAST IN AND POST-INSTALLED IN HARDENED
CONCRETE MEMBERS.
3. VERIFY USE OF REQUIRED DESIGN MIX.
4. AT THE TIME OF FRESH CONCRETE IS SAMPLED TO FABRICATE SPECIMENS FOR
STRENGTH TESTS, PERFORM SLUMP AND AIRE CONTENT TESTS, AND DETERMINE THE
TEMPERATURE OF THE CONCRETE.
5. INSPECTION OF CONCRETE PLACMENT FOR PROPER APPLICATION TECHNIQUES.
6. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND
TECHNIQUES.
7. INSPECT FORMWORK FOR SHAPE, LOCATION, AND DIMENSIONS OF THE CONCRETE
MEMBER BEING FORMED.
X
X
X
X
X
X
X
STEEL CONSTRUCTION (OTHER THAN STRUCTURAL STEEL) 1705.2.2
1. MATERIAL VERIFICATION OF COLD-FORMED STEEL DECK:
A. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED
IN THE APPROVED CONSTRUCTION DOCUMENTS,
B. MANUFACTURER'S CERTIFIED TEST REPORTS.
2. INSPECTION OF WELDING:
A. COLD-FORMED STEEL DECK:
1. FLOOR AND ROOF DECK WELD
X
X
MASONRY -LEVEL A QUALITY ASSURANCE 1705.4
1. VERIFY COMPLIANCE WITH APPROVED SUBMITTALS.
2. AS MASONRY CONSTRUCTION BEGINS, VERIFY THAT THE FOLLOWING ARE IN
COMPLIANCE:
A. PROPORTIONS OF SITE-PREPARED MORTAR
3. PRIOR TO GROUTING, VERIFY THAT THE FOLLOWING ARE IN COMPLIANCE:
A. PROPORTIONS OF SITE-PREPARED GROUT
B. CONSTRUCTION OF MORTAR JOINTS
4. VERIFY DURING CONSTRUCTION:
A. PREPARATION, CONSTRUCTION, AND PROTECTION OF MASONRY DURING
COLD WEATHER (TEMPERATURES BELOW 40 DEGREES) OR HOT WEATHER
(TEMPERATURES ABOVE 90 DEGREES)
B. PLACEMENT OF GROUT
X
X
X
X
X
X
X
www.kengsc.com
Project number
Date
Drawn by
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SEAL:
COPYRIGHT 2018 K.ENG LLC
SHEET
NUMBER:
TITLE:
FIRM ILLINOIS LICENSE NO. 184-004153
KDK
KDK
S1.1
SPECIAL
INSPECTIONS
18-1015
232 E MAIN ST.
ASPEN, CO
CORE AND SHELL
BUILDING
6-14-2018
STATEMENT OF SPECIAL INSPECTIONS
1. SPECIAL INSPECTIONS AND STRUCTURAL TESTING SHALL BE PROVIDED BY AN INDEPENDENT AGENCY EMPLOYED BY THE OWNER FOR THE ITEMS IDENTIFIED IN
THIS SECTION AND IN OTHER AREAS OF THE APPROVED CONSTRUCTION PLANS AND SPECIFICATIONS, UNLESS WAIVED BY THE BUILDING OFFICIAL (SEE IBC
CHAPTER 17).
2. THE NAMES AND CREDENTIALS OF THE SPECIAL INSPECTORS TO BE USED SHALL BE SUBMITTED TO THE BUILDING OFFICIAL FOR APPROVAL.
3. DUTIES OF THE SPECIAL INSPECTOR:
A. THE SPECIAL INSPECTOR SHALL REVIEW ALL WORK LISTED BELOW FOR CONFORMANCE WITH THE APPROVED CONSTRUCTION PLANS AND
SPECIFICATIONS AND THE 2012 IBC.
B. THE SPECIAL INSPECTOR SHALL FURNISH SPECIAL INSPECTION REPORTS TO THE EOR,
CONTRACTOR, OWNER AND BUILDING OFFICIAL ON A WEEKLY BASIS, OR MORE FREQUENTLY AS REQUIRED BY THE BUILDING OFFICIAL. ALL ITEMS NOT IN
COMPLIANCE SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, AND IF UNCORRECTED, TO THE EOR AND THE
BUILDING OFFICIAL.
C. ONCE CORRECTIONS HAVE BEEN MADE BY THE CONTRACTOR, THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT TO THE BUILDING O
FFICIAL STATING THAT THE WORK REQUIRING SPECIAL INSPECTION WAS,TO THE BEST OF THE SPECIAL INSPECTOR’S KNOWLEDGE, IN CONFORMANCE WITH
THE APPROVED CONSTRUCTION PLANS AND SPECIFICATIONS AS WELL AS THE APPLICABLE WORKMANSHIP PROVISIONS OF THE 2012 IBC.
4. DUTIES AND RESPONSIBILITIES OF THE CONTRACTOR:
A. THE CONTRACTOR SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE OWNER AND THE BUILDING OFFICIAL PRIOR TO THE
COMMENCEMENT OF WORK. IN ACCORDANCE WITH IBC 1704.4, THE STATEMENT OF RESPONSIBILITY SHALL CONTAIN ACKNOWLEDGEMENT OF THE SPECIAL
INSPECTION REQUIREMENTS CONTAINED WITHIN THIS “STATEMENT OF SPECIAL INSPECTIONS”.
B. THE CONTRACTOR SHALL NOTIFY THE RESPONSIBLE SPECIAL INSPECTOR THAT WORK IS READY FOR INSPECTION AT LEAST ONE WORKING DAY (24
HOURS MINIMUM) BEFORE SUCH INSPECTION IS REQUIRED.
C. ALL WORK REQUIRING SPECIAL INSPECTION SHALL REMAIN ACCESSIBLE AND EXPOSED UNTIL IT HAS BEEN OBSERVED BY THE SPECIAL INSPECTOR.
5. PLEASE SEE THE “SPECIAL INSPECTION SCHEDULE”FOR THE TYPES, EXTENTS AND FREQUENCY OF SPECIFIC ITEMS REQUIRING SPECIAL INSPECTIONS AND
STRUCTURAL TESTS AS PART OF THIS PROJECT.
6. CONTINUOUS INSPECTION MEANS THAT THE SPECIAL INSPECTOR IS ON SITE AT ALL TIMES OBSERVING THE WORK REQUIRING SPECIAL INSPECTION. PERIODIC
INSPECTION MEANS THAT THE SPECIAL INSPECTOR IS ON SITE AT TIME INTERVALS NECESSARY TO CONFIRM THAT ALL WORK REQUIRING INSPECTION IN IS
COMPLIANCE.
7. INSPECTION FOR PREFABRICATED CONSTRUCTION SHALL BE THE SAME AS IF THE MATERIAL USED IN THE CONSTRUCTION TOOK PLACE ON SITE. CONTINUOUS
INSPECTION WILL NOT BE REQUIRED DURING PREFABRICATION IF THE APPROVED AGENCY CERTIFIES THE CONSTRUCTION AND FURNISHES EVIDENCE OF
COMPLIANCE.
8. INSPECTION OF DRILLED CONCRETE OR MASONRY ANCHORS, INCLUDING UNDERCUT, EXPANSION, AND ADHESIVE, SHALL INCLUDE VISUAL VERIFICATION OF
ANCHOR TYPE, DIMENSIONS OF DRILLED HOLE DEPTH, SPACING, AND EDGE DISTANCES, HOLE CLEANING, ANCHOR EMBEDMENT AND TIGHTENING TORQUE IN
ACCORDANCE WITH PUBLISHED MANUFACTURER DATA (LATEST AVAILABLE INFORMATION.)
EXP 10-31-21
No.Description Date
1 PERMIT 9-25-2018
2 ISSUE FOR BID 11-28-2018
14 WESTERN WOOD COORD.9-18-2020
12/02/2020
A
A B C D F G
C.2
1
2
3
4
5
6
7
8
D.4 E.8 F.8
9
8.5
10
OFFICE
LL = 50PSF
SDL = 15PSF PARTITIONS
ROOF DECK
LL = 100PSF
SDL = PAVER SYSTEM
@ 30 PSF
ROOF
SL = 70 PSF
SDL = MECH UNITS
ROOF
SL = 70 PSF
SDL = MECH UNITS 7.5
F.9A.1
9.8
A.2
5.8
6.86.9
A
A B C D F G
C.2
1
2
3
4
5
6
7
8
D.4 E.8 F.8
9
8.5
10
INTERIOR ZONE 1
EDGE ZONE 2
TYP
CORNER ZONE 3
EFFECTIVE WIND AREA (IBC DEFINITION)ZONE 1 ZONE 2
AREA 100 SQ FT AND MORE +7.7 PSF / -21.8 PSF +7.7 PSF / -25.8 PSF +16 PSF / -25.8 PSF
(INCLUDES JOISTS)
AREA 50 SQ FT AND LESS +8.3 PSF / -22.4 PSF +8.3 PSF / -30.1 PSF +8.3 PSF / -36.1 PSF
AREA 10 SQ FT AND LESS +9.7 PSF / -23.8 PSF +9.7 PSF / -39.9 PSF +9.7 PSF / -60.1 PSF
(INCLUDES ROOF DECKING)
+ = DOWN FORCE -= UPLIFT FORCE
ZONE 3
TYP
5' - 6"
7.5
F.9A.1
9.8
5.8
6.86.9
A
A B C D F G
C.2
E
1
2
3
4
D.4 E.8 F.8
9
8.5
10
INTERIOR ZONE 1
CORNER ZONE 3
EFFECTIVE WIND AREA (IBC DEFINITION)ZONE 1 ZONE 2
AREA 10 SQ FT AND LESS +21.8 PSF / -23.8 PSF +21.8 PSF / -27.9 PSF +21.8 PSF / -27.9 PSF
(INCLUDES ROOF DECKING)
AREA 20 SQ FT AND LESS +21.2 PSF / -22.6 PSF +21.2 PSF / -26.6 PSF +21.2 PSF / -26.6 PSF
AREA 50 SQ FT AND MORE +20.4 PSF / -21PSF +20.4 PSF / -25 PSF +20.4 PSF / -25 PSF
(INCLUDES JOISTS)
+ = DOWN FORCE -= UPLIFT FORCE
ZONE 3
EDGE ZONE 2
TYP
TYP
5' - 6"
5' - 6"
7.5
F.9
A.1
A.1
9.8
A.2
A.2
5.8
6.86.9
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Project number
Date
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COPYRIGHT 2018 K.ENG LLC
SHEET
NUMBER:
TITLE:
FIRM ILLINOIS LICENSE NO. 184-004153
KDK
KDK
S1.2
LOADING
DIAGRAMS
18-1015
232 E MAIN ST.
ASPEN, CO
CORE AND SHELL
BUILDING
6-14-2018
1" = 10'-0"S1.2
1 SECOND FLOOR LOADING PLAN
1" = 10'-0"S1.2
2 SECOND FLOOR LEVEL COMPONENT AND CLADDING WIND LOADS
1" = 10'-0"S1.2
3 ROOF COMPONENT AND CLADDING WIND LOADS
EXP 10-31-21
No.Description Date
1 PERMIT 9-25-2018
2 ISSUE FOR BID 11-28-2018
14 WESTERN WOOD COORD.9-18-2020
12/02/2020
A
A B C D F G
C.2
E
1
2
3
4
5
D.4 E.8 F.8
9
8.5
10
BALANCED SNOW
LOAD = 60 PSF
BALANCED SNOW
LOAD (E TO G)
= 70 PSF
CASE 1 BALANCED SNOW LOAD (A TO E)
= 70 PSF
VALLEY
SL = 140PSF
RIDGE
SL = 35PSF
CASE 2 UNBALANCED SNOW LOAD
7.5
F.9A.1
9.8
24
'
-
2
1
/
8
"
5.8
6.86.9
HI
E
G
H
T
=
G
R
A
D
E
T
O
P
A
R
A
P
E
T
OVERWALL BUILDING DIMENSION (LENGTH OR WIDTH)
5' - 6"5' - 6"
INTERIOR ZONE 4EDGE ZONE 5 EDGE ZONE 5
EFFECTIVE WIND AREA (IBC DEFINITION)ZONE 4 ZONE 5
AREA 10 SQ FT AND LESS +/-23.6 PSF +/-29.1 PSF
AREA 50 SQ FT AND LESS +/-21.3 PSF +/-24.6 PSF
www.kengsc.com
Project number
Date
Drawn by
Checked by
SEAL:
COPYRIGHT 2018 K.ENG LLC
SHEET
NUMBER:
TITLE:
FIRM ILLINOIS LICENSE NO. 184-004153
KDK
KDK
S1.3
LOADING
DIAGRAMS
18-1015
232 E MAIN ST.
ASPEN, CO
CORE AND SHELL
BUILDING
6-14-2018
1" = 10'-0"S1.3
1 ROOF SNOW LOADS
1/4" = 1'-0"S1.3
2 EXTERIOR WALL COMPONENT AND CLADDING WIND PRESSURES
EXP 10-31-21
No.Description Date
1 PERMIT 9-25-2018
2 ISSUE FOR BID 11-28-2018
14 WESTERN WOOD COORD.9-18-2020
12/02/2020
A
A B C D F G
C.2
1
2
3
4
5
6
7
8
D.4 E.8 F.8
9
8.58.5
10
10
10'-8 1/4"10'-11 1/4"11'-2 1/2"10'-6"9'-9 1/2"10 1/2"
5'
-
0
"
6'
-
1
0
7
/
8
"
11
'
-
7
7
/
8
"
12
'
-
6
1
/
8
"
4'
-
2
3
/
4
"
13
'
-
3
1
/
4
"
13
'
-
3
1
/
4
"
13
'
-
3
1
/
2
"
13
'
-
9
3
/
4
"
2'-10 3/8"
TC2
P3
F8
M1
M2
TC2
P3
F3
TC1
P3
TC1
P1
F1
TC1
P1
F1
5" SLAB-ON-GRADE OVER ENGINEERED FILL
REINF. W/ 6X6 W2.9XW2.9 WWF
T/SLAB = +0' -0"
(= 7903.20' CIVIL DATUM)
1
S4.0
M1
T/SLAB = -1' -0"
2
S4.0
18
S4.0
16
S4.0
T/SLAB = -2' -8"
5
S4.0
5 1/2" CLT WALL
PANEL BY OTHERS
L2
L3
7
S4.0
TC3
P4
F1
TC3
P4
F5
TC3
P4
F5
TC3
P4
F5
T/PIER = -0' -8"
6
S4.0
8
S4.1
10
S4.0
11
S4.0
M1
M2
STEP FTG
7
S4.0
8
S4.0
7
S4.0
14
S4.0
24' - 5 7/8"9' - 4 7/8"8' - 4"9' - 4 3/4"
B/FTG = -3' -0"
1
S4.1
5' - 4 1/4"
5'
-
9
"
3'
-
9
3
/
4
"
5'
-
0
7
/
8
"
4'
-
1
1
1
/
8
"
13' - 11 3/4"9' - 0"
4 5/8"3' - 4"18' - 2 1/8"3' - 4"
1' - 10 7/8"
2' - 0"
B/FTG = -11’-5”B/FTG = -8’-10”
15
S4.0
M5
M4
WOOD
PARTITION
WALLS
NOTE:
ALL FOOTINGS TO BEAR UPON
ENGINEERED FILL OR APPROVED
SUBBASED AS PER THE GEOTECHNICAL
REPORT. CONFIRM ALL SOIL
IMPROVEMENT REQUIREMENTS WITH
GEOTECHNICAL REPORT
B/FTG = -7' -5"
EQ 6' - 0"EQ
T/SLAB = -1' -11 1/4"
5'
-
1
1
/
4
"
8'
-
2
1
/
4
"
6' - 9 5/8"
DRYWELL -SEE
CIVIL DWGS
B/WELL = -13' -3"
B/FTG = -13' -3"
B/FTG = -7' -10"
B/FTG = -11' -8 1/2"
MATCH EXISTING
B/FTG = -3' -3 1/2"
MATCH EXISTING
B/FTG = -4' -7 1/2"
MATCH EXISTING
ALONG COL. LINE A
B/COLUMN FTG = -8' -4"B/COLUMN FTG = -4' -9"
3"
B/FTG = -5' -2"
STEP FTG
4
S4.0
4
S4.0
A
T/FTG = -5' -2"
B/FTG
= -4' -0"
B/FTG
= -4' -6"
13
S4.0
INFILL BLOCK PER
SCHEDULE (M1)
AFTER ELEV.
INSTALL
16
S4.2
@
LINTEL
A
13
S4.0
17
S4.0
+/
-
1
'
-
6
7
/
8
"
9'
-
0
"
3
S4.0
B/FTG = -4' -7 1/2"
3
S4.1
4
S4.1
EARTH RETENTION (BY OTHERS) IS REQUIRED
7.5
M21' - 9 7/8"
5"
F.9A.1
1' - 0 3/4"9' - 7 1/2"
12' - 0"TO CMU
1' - 0"
2' - 0"12' - 0"
3"14' - 0"
9.8
2' - 0"
A.2
3"2' - 8"
12
'
-
7
"
5'
-
9
3
/
4
"
5'
-
6
3
/
4
"
8'
-
0
"
7'
-
3
3
/
4
"
5'
-
1
1
3
/
4
"
TC2
F1
P3
TC2
P3
F4
TC2
P3
F4
TC2
P3, F4
TC4
P5
F6
T/PIER = -1' -0"
5 1/2" CLT WALL
PANEL BY OTHERS
5 1/2" CLT WALL
PANEL BY
OTHERS
1'
-
2
"
M2
M2
3'-3"
1'-5"13'-3"
6"14'-8"6"
TC1
P2
F7
TC1
2'-1"
10"
4'
-
2
3
/
4
"
13
'
-
3
1
/
4
"
13
'
-
3
1
/
4
"
13
'
-
3
1
/
2
"
3'
-
9
3
/
4
"
9'
-
1
"
11
"
B/FTG =
-12' -3"
5'-6"2'-0"2'-0"2'-0"4'-2"
M2
B/FTG = -3' -0"
2
S4.1
T/FTG = -6' -2"
3'
-
5
3
/
8
"
4'-1"
6
S4.0 4'-3 7/8"
5 7/8"
M1
10'-8"
6"
2'-1"
7 1/2"
2'
-
6
"
2'
-
6
"
1
S4.1
5
S4.1
2'-11 1/2"
8
S4.1
STEP
T/FTG = -7' -2"
4
3
/
8
"
6
S4.1
2'-4 1/2"
2'
-
6
"
21'-9 7/8"
B/FTG = -3' -0"
B/FTG
= -3' -0"
B/FTG = -3' -0"
1'
-
2
1
/
2
"
1'-2"T/CONC.
WALL +0' -0"
19
S4.0
7
S4.1
19
S4.0
19
S4.0
7 3/8"
C TO C HOLD-DOWNS
5'-8"6"
6"
C TO C HOLD-DOWNS
11'-7"
6"
2"
B/FTG = -10’-2”
T/FTG -8' -2"
B/FTG = -8’-10”
STEP
T/FTG = -5' -10"
B/FTG = -5' -10"
B/FTG =
-11' -3"
B/FTG = -9’-10”
2"
2"
2"
S4.1
9
T/CONC.
WALL +0' -8"
T/CONC.
WALL +0' -8"
6.86.9
2'-0"
SL
A
B
S
L
O
P
E
S
T/SLAB = -2' -2"
11
S4.1
10
S4.1
2'-6"
13
S4.0
4
S4.0
C
SLOPE
T/SLAB = -1' 1 11/16"
1'-0"
T/SLAB
= -1' -0"
A
A B C D F G
C.2
1
2
3
4
5
6
7
8
D.4 E.8 F.8
9
8.58.5
10
10'-8 1/4"10'-11 1/4"11'-2 1/2"10'-6"10'-8"
6'-10 7/8"
11'-7 7/8"
12'-6 1/8"
4'-2 3/4"
13'-3 1/4"
13'-3 1/4"
13'-3 1/2"
8'-10 5/8"
4'-11 1/8"
3'-9 3/4"
5'-0 7/8"
24'-5 7/8"27'-1 5/8"
9'-4 7/8"8'-4"9'-4 3/4"
4
S4.2
7
S4.2
5
S4.2
L3
17
S4.2
INFILL BLOCK PER
SCHEDULE
AFTER ELEV.
INSTALL
16
S4.2 @
LINTEL
7.5
F.9A.1
9.8
A.2
5.8
6.7
6.86.9
TIMBER FRAMED WOOD WITH CLT PANELS
REFER TO STAMPED AND SIGNED DRAWINGS
BY WESTEN WOOD STRUCTURES, INC.
CLT WALL PANELS
TIMBER BEAM DOES NOT
BEAR ON MASONRY
TIMBER BEAM DOES NOT
BEAR ON MASONRY
TIMBER BEAM DOES NOT
BEAR ON MASONRY
6
S4.2
8
S4.2
SPAN DIRECTION
OF CLT PANELS
9
S4.2
10
S4.2
11
S4.2
FACE MOUNTED STEEL
BRACKET -SEE WESTERN WOOD
DRAWINGS
TIMBER BEAM DOES NOT
BEAR ON MASONRY
BEAM BEARS OVER CMU
ON SIMPSON GLB SEAT
SEE WESTERN WOOD DRAWINGS
BEAM BEARS OVER CMU
ON SIMPSON GLB SEAT
SEE WESTERN WOOD DRAWINGS
12
S4.2
13
S4.2
14
S4.2
15
S4.2
7
S4.3
www.kengsc.com
Project number
Date
Drawn by
Checked by
SEAL:
COPYRIGHT 2020 K.ENG LLC
SHEET
NUMBER:
TITLE:
FIRM ILLINOIS LICENSE NO. 184-004153
KDK
KDK
S2.0
FIRST AND
SECOND FLOOR
PLANS
18-1015
232 E MAIN ST.
ASPEN, CO
CORE AND SHELL
BUILDING
6-14-2018
3/16" = 1'-0"S2.0
1
FIRST FLOOR FOUNDATION
PLAN
EXP 10-31-21
3/16" = 1'-0"S2.0
2 SECOND FLOOR FRAMING PLAN
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
6 FOUNDATION REVIEW 7-24-2020
7 FOUNDATION - TIMBER COOR. 8-7-2020
8 FOUNDATION - TIMBER FINAL 8-13-2020
10 WESTERN WOOD COOR.8-15-2020
11 CENTAUR FTG ELEV COOR. 8-25-2020
12 MODIF COORDINATION 9-2-2020
13 PERMIT REVISION 9-4-2020
14 WESTERN WOOD COORD.9-18-2020
16 CONSTRUCTION DOCUMENT
REVISION
10-5-2020
17 CONSTRUCTION REVISIONS 10-15-2020
18 CONSTRUCTION REVISION 10-16-2020
19 CONSTRUCTION REVISIONS 10-26-2020
PROVIDE MASONRY,
FOUNDATION, AND
LATERAL DESIGN
CALCULATIONS
COLUMN SIZE
DOESN'T MATCH
CLT DRAWINGS
AT TC4 - PLEASE
CLARIFY
COLUMN SIZE
DOESN'T MATCH
CLT DRAWINGS
(TYP) AT TC2 -
PLEASE CLARIFY
CLT DRAWINGS
INDICATE A GLULAM
COLUMN HERE -
PLEASE CLARIFY
CLT DRAWINGS
INDICATE A GLULAM
COLUMN HERE -
PLEASE CLARIFY
12/02/2020
A
A B C D F G
C.2
E
1
2
3
4
D.4 E.8
F.8
9
8.5
10
10'-8 1/4"10'-11 1/4"16'-5 1/2"15'-11"
5'-3"5'-3"
6'
-
1
0
7
/
8
"
11
'
-
7
7
/
8
"
12
'
-
6
1
/
8
"
52
'
-
1
1
1
/
4
"
4'
-
1
1
1
/
8
"
5'
-
0
7
/
8
"
24'-5 7/8"9'-4 7/8"8'-4"9'-4 3/4"
1
S4.2
2
S4.2 3
S4.2
5
S4.3
6
S4.3
7.5
F.9A.1
5.8
6.86.9
TIMBER FRAMED WOOD WITH CLT
PANELS
REFER TO STAMPED AND SIGNED
DRAWINGS BY WESTEN WOOD
STRUCTURES, INC.
TIMBER FRAMED WOOD WITH CLT
PANELS
REFER TO STAMPED AND SIGNED
DRAWINGS BY WESTEN WOOD
STRUCTURES, INC.
CLT WALL PANELS
SPAN DIRECTION
OF CLT PANELS
SLOPED BEAM SEAT-
SEE WESTERN WOOD
DRAWINGS
SLOPED BEAM SEAT-
SEE WESTERN WOOD
DRAWINGS
19
S4.2
1
S4.3
2
S4.3
3
S4.33
S4.3
4
S4.3
4
S4.3
SIMILAR
NO BOND BEAM
BEAM BEARS OVER CMU
ON SIMPSON GLB SEAT CENTERED OVER WALL
SEE WESTERN WOOD DRAWINGS
D.4 E.8
8.5
W12X26 HOIST
BEAM -LOCATE
PER ELEVATOR
MANUFACTURER
CLT PANEL BY WESTERN WOOD
18
S4.2
18
S4.2
18
S4.2
18
S4.2
www.kengsc.com
Project number
Date
Drawn by
Checked by
SEAL:
COPYRIGHT 2020 K.ENG LLC
SHEET
NUMBER:
TITLE:
FIRM ILLINOIS LICENSE NO. 184-004153
KDK
KDK
S2.1
ROOF FRAMING
PLANS
18-1015
232 E MAIN ST.
ASPEN, CO
CORE AND SHELL
BUILDING
6-14-2018
3/16" = 1'-0"S2.1
1 ROOF FRAMING PLAN
EXP 10-31-21
3/16" = 1'-0"S2.1
2 ELEVATOR OVERRUN
No.Description Date
1 PERMIT 9-25-2018
2 ISSUE FOR BID 11-28-2018
3 PERMIT CORRECTIONS 8-9-2019
4 PERMIT CORRECTION 12-18-2019
14 WESTERN WOOD COORD.9-18-2020
PROVIDE
MASONRY AND
LATERAL DESIGN
CALCULATIONS
12/02/2020
MARK COLUMN
TC1 6 3/4"x9"
TIMBER COLUMN SCHEDULE -BY
OTHERS, FOR REFERENCE ONLY
TC2 8 3/4"x9"
TC3 6 3/4"x30"
TC4 6 3/4"x21 1/2"
TIMBER COLUMN
TOP OF PIER =
0' -0" TYP
SEE PLAN FOR
PIERS NOTED WITH
DIFFERENT T/PIER
ELEVATIONS
BE
T
W
E
E
N
P
L
A
T
E
S
6
7
/
8
"
C
L
E
A
R
9"1
1
/
2
"
1'
-
0
"
1
1
/
2
"
TC1 COLUMN
3/4" DIA. HILTI KWIK BOLT III
W/ 4 1/4" EMBEDMENT, TYPICAL
1" NON-SHRINK
5000psi GROUT
BED
1/2" BASE PLATE
3"
7
1
/
2
"
3"
3"
1/4" PLATE W/ (2)
3/4" DIA. BOLTS
1/4
BE
T
W
E
E
N
P
L
A
T
E
S
8
7
/
8
"
C
L
E
A
R
9"1
1
/
2
"
1'
-
2
"
1
1
/
2
"
TC2 COLUMN
3/4" DIA. ANCHOR RODS
1/2" BASE PLATE
1/4
8
3
/
4
"
1'
-
3
"
1
1
/
2
"
1'
-
0
"
1
1
/
2
"
2"2'-2"2"
TIMBER COLUMN
5"
1/4" PLATE W/ (4)
3/4" DIA. BOLTS
3
1
/
4
"
3"
3 1/2"1 3/4"
BE
T
W
E
E
N
P
L
A
T
E
S
6
7
/
8
"
C
L
E
A
R
6
3
/
4
"
2'-6"
TC3 COLUMN
1'
-
3
"
1
1
/
2
"
1'
-
0
"
1
1
/
2
"
2"1'-5 1/2"2"
BE
T
W
E
E
N
P
L
A
T
E
S
6
7
/
8
"
C
L
E
A
R
6
3
/
4
"
1'-9 1/2"
TC4 COLUMN
4
1
/
4
"
4
1
/
4
"
CONCRETE PIER REINF.
LAYOUT AND DIMENSIONS
#4 TIES @
12" O.C.
(6) #6 DOWELS
WITH STD. HOOKS
INTO FOOTING
1'
-
0
1
/
4
"
2'
-
0
"
1'-4"
P1
1'-0 3/4"
1'
-
0
1
/
4
"
2'
-
0
"
1'-10"
P2
(6) #6 DOWELS
WITH STD. HOOKS
INTO FOOTING
1'
-
1
0
"
1'-4"
P3
(4) #6 DOWELS
WITH STD. HOOKS
INTO FOOTING
1'-8"
2'
-
1
0
"
10"
11
"
8"
P4
(8) #6 DOWELS
WITH STD. HOOKS
INTO FOOTING
1'-8"
2'
-
9
"
10"
P5
(8) #6 DOWELS
WITH STD. HOOKS
INTO FOOTING
8
1
/
2
"
11
"
1'
-
1
1
/
2
"
1'
-
5
"
1'
-
5
"
SEE 1/S3.0 FOR PIER ELEVATIONS
FOOTING SCHEDULE (BEARING 4000PSF)
MARK SIZE REINFORCEMENT COMMENTS
F2 NOT USED
F1 3' - 9" X 3' - 9" X 12" (12) #3 EACH WAY, BOTTOM
F3 5' - 0" X 5' - 0" X 12" (8) #4 EACH WAY, BOTTOM
F4 5' - 0" X 3' - 6" X 12" (7) #4 EACH WAY, BOTTOM N-S WALL AND FOOTING
REBAR TO PASS THROUGH FTG
F5 3' - 0" X 3' - 0" X 12" (8) #3 EACH WAY, BOTTOM
F6 4' - 0" X 4' - 6" X 12" (6) #4 EACH WAY, BOTTOM E-S WALL FOOTING
REBAR TO PASS THROUGH FTG
F7 3' - 0" X 3' - 0" X 12" (8) #3 EACH WAY, BOTTOM N-S WALL AND FOOTING
REBAR TO PASS THROUGH FTG
F8 3' - 0" X 4' - 9" X 12" (5) #4 LONG WAY, BOTTOM
(7) #4 SHORT WAY, BOTTOM
LOOSE LINTEL SCHEDULE
MARK SIZE BEARING
REQ'D
COMMENTS
L1 (2)L3 1/2X3 1/2X1/4 4"
L2 W12X19 6" PROVIDE 1/4” BOTTOM PLATE AND 1/2" DIA. X 4" LONG HEADED STUDS @ 32" O.C.
L3 W8X10 6" PROVIDE 1/4” BOTTOM PLATE AND 1/2" DIA. X 4" LONG HEADED STUDS @ 32" O.C.
MASONRY WALL SCHEDULE (STRUCTURAL)
MARK BLOCK SIZE LEVELSVERTICAL REINFORCMENT COMMENTS
M1 8" CMU #4 @ 32" O.C. (TYPICAL)GROUND TO PARAPET
#4 @ 8" O.C. (FOR 2' - 0" EACH SIDE OF OPENINGS) OR ROOF
ADDITIONAL MASONRY NOTES:
1. PROVIDE DOWELS, EITHER #4 X 48" OR #5 X 60" LONG TO MATCHING SIZE AND SPACING OF VERTICAL MASONRY REINFORCING INTO
FOUNDATION WALL. DOWELS SHALL EXTEND HALFWAY INTO FOUNDATION WALL AND TIED TO FOUNDATION VERTICAL REINFORCING. HOOKED
DOWELS (12” MIN.) ARE TO BE PROVIDED AT FOOTINGS.
2. ALL VERTICAL BARS TO BE CONTACT LAP SPLICED AS THE LENGTHS PROVIDED IN THE MASONRY NOTES ON SHEET S1.0.
3. ALL MASONRY TO HAVE f'm = 2000 PSI. REFER TO MASONRY NOTES ON SHEET S1.0.
4. ALL WALLS TO HAVE MASONRY BOND BEAM COURSES AS FOLLOWS (UNLESS NOTED OTHERWISE IN SCHEDULE):
PROVIDE BOND BEAMS AT ROOF/FLOOR LINES (BELOW JOIST BEARING) SEE WALL SECTIONS AND AT TOP OF PARAPET.
5. ALL MASONRY WALLS TO BE PROVIDED WITH 8 GAGE GALVANIZED TRUSS TYPE JOINT REINFORCEMENT SPACED AT 16" O.C. VERTICALLY. REFER
TO MASONRY NOTES ON SHEET S1.0.
6. WALL REINFORCEMENT SPECIFIED TO CONTINUE ABOVE MASONRY OPENINGS.
7. ALL MASONRY REINFORCEMENT INDICATED ABOVE TO BE CENTERED IN CORE,
8. IN NO INSTANCE SHALL MORTAR BE USED AS A SUBSTITUTE FOR GROUT. ALL REINFORCING, WHETHER VERTICAL OR HORIZONTAL, SHALL BE
EMBEDDED IN GROUTED CELLS.
M3 NOT USED
M2 10" CMU #5 @ 8" O.C. (TYPICAL)GROUND TO ROOF
OR SECOND FLOOR
M4 6" CMU #4 @ 32" O.C. GROUND TO ROOF
M5 10" CMU #4 @ 32" O.C. GROUND TO ROOF GROUT WALL SOLID
VERTICAL WALL
REINFORCING -SEE
SCHEDULE FOR SIZE AND
SPACING
MASONRY WALL -
SEE SCHEDULE
TYPICAL WALL
REINFORCING
CENTERED ON
CELLS
TYPICAL REINFORCEMENT PLACEMENT
TYPICAL REINFORCEMENT
PLACEMENT AT END WALL CONDITION
(2) VERTICAL BARS SPACED
8" O.C. BAR SIZE TO MATCH
TYPICAL WALL
REINFORCING.
MASONRY WALL -
SEE SCHEDULE
T/
3
3" TO VERT. BAR
36 BAR DIA.T/4
T
NOTE: LOCATE CMU CONTROL JOINTS @ 24'-0" O.C. MAX.
VERTICAL JOINT CONT. FROM TOP OF FOOTING TO TOP OF
PARAPET. PACK JOINT W/DUR-O-WALL EXPANSION.
JOINT FILLER AND
CAULK EACH
SIDE.
2-#5 VERT. IN CELL @
EACH SIDE OF JOINT.
HORIZ. REBAR ACROSS JOINT (#5 @
96" O.C. TO BE CONTINUOUS
ACROSS JOINT WRAP BAR WITH
SCHED. 125 PVC PIPE FOR FIRST 30"
EACH SIDE OF CMU CONTROL
JOINTS.)
WATERSTOP BELOW GRADE
TYPICAL
TY
P
I
C
A
L
OR 1'-6" MIN.
24"
CORNER BARS
#5 CORNER BARS, TYPICAL
4
S3.0
TYPICAL WALL
CONSTRUCTION JOINT
5
S3.0
TYPICAL CORNER & INTERSECTION
MASONRY WALL DETAILS
6
S3.0
TYPICAL MASONRY
CONTROL JOINT
1'-0"
8"
1'-0"
1/
4
T
SAW CUT
CONTROL
JOINT
SLAB ON GRADE
W.W.F.
CONTROL JOINT FILLER
NOTE:SAW CUT SLAB WITHIN 12
HOURS AFTER SLAB HAS BEEN PLACED.
T = SLAB THICKNESS
CONTROL
JOINT
FILLER
SAWCUT
SLAB ON GRADE
NOTE: ANY MATERIALS USED
IN FORMING KEY JOINT MUST
BE REMOVED
2X4 KEY
CONSTRUCTION JOINT
1/
2
T
(M
I
N
.
)
T
CONTROL JOINT
4
1
1
4
1
2
7
S3.0
TYPICAL SLAB
JOINT DETAILS
SLAB-ON-GRADE JOINTS SHALL BE SPACED
IN TWO ORTHAGONAL DIRECTIONS AT NOT
MORE THAN 15 FT O.C. FOR A 5" THICK
SLAB AND NOT MORE THAN 12 FT O.C. FOR
A 4" THICK SLAB.
2 "H" MIN.
"H
"
D
I
M
.
SE
E
PL
A
N
"D
"
"D"
"D
"
CONT. FOOTINGBARS TO MATCH
CONT. FOOTING
REINF.
CONT. FOOTING
MIN.
1 1/2 MIN.
1
8
S3.0
TYPICAL STEPPED
FOOTING DETAIL
www.kengsc.com
Project number
Date
Drawn by
Checked by
SEAL:
COPYRIGHT 2020 K.ENG LLC
SHEET
NUMBER:
TITLE:
FIRM ILLINOIS LICENSE NO. 184-004153
KDK
KDK
S3.0
SCHEDULES AND
TYPICAL DETAILS
18-1015
232 E MAIN ST.
ASPEN, CO
CORE AND SHELL
BUILDING
6-14-2018
3/4" = 1'-0"S3.0
1 TYPICAL BASE PLATE DETAIL
3/4" = 1'-0"S3.0
2 PIER DETAILS
1" = 1'-0"S3.0
3 NOT USED
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
6 FOUNDATION REVIEW 7-24-2020
7 FOUNDATION - TIMBER COOR. 8-7-2020
8 FOUNDATION - TIMBER FINAL 8-13-2020
13 PERMIT REVISION 9-4-2020
14 WESTERN WOOD COORD.9-18-2020
17 CONSTRUCTION REVISIONS 10-15-2020
12/02/2020
COMPACTED
FILL
(2) #4 BOTTOM
SLAB-ON-GRADE
#4 DOWELS @ 18" O.C.
SIDEWALK -
SEE CIVIL.
DWGS
12"
20"
8"
1' - 0"
1' - 0 1/4"
3'
-
0
"
M
I
N
.
FOOTING TO BEAR UPON
ENGINEERED FILL OR
APPROVED SUBBASED AS
PER THE GEOTECHNICAL
REPORT
2' - 0"
1'
-
0
"
3"
1' - 2"
GRADE
#4 @ 8" HORZ.
#4 @ 16" O.C.
VERT. W/ 12"
HOOK
(3) #4
MASONRY
WALL -
SEE PLAN
PROPERTY LINE
EXISTING
BUILDING W/
BASEMENT
MATCH BOTTOM
OF EXISTING
FOOTING, V.I.F.
SLAB-ON-GRADE
1/2" FIBER
EXP. JOINT
SPLICE
30" LAP
COMPACTED
STONE
SEE PLAN
FIRST FLOOR
RIGID NON-
COMPRESSIBLE
INSULATION
2' - 0"
1' - 0"
3"
1' - 2"
#4 @ 8" HORZ.
#4 @ 16" O.C.
VERT. W/ 12"
HOOK
(3) #4
MASONRY
WALL -
SEE PLAN
PROPERTY LINE
EX
I
S
T
I
N
G
B
U
I
L
D
I
N
G
MATCH BOTTOM
OF EXISTING
FOOTING, V.I.F.
SLAB-ON-GRADE
1/2" FIBER EXP. JOINT
PROVIDE BOND
BREAKER
SPLICE
30" LAP
SEE PLAN
1' - 0" @ 4A
VARIES @ SECT 4C
1' - 0" @ SECT 4
8"
1
1
SLAB-ON-GRADE OVER
ENGINEERED FILL
(4) #4 BOTTOM
MASONRY
WALL -SEE
PLAN
SLAB-ON-GRADE
COMPACTED
FILL
2' - 6"
1' - 0"
#4 @ 8" HORZ.
#4 @ 16" O.C.
VERT. W/ 12"
HOOK
8"1' - 0"10"
#4 @ 9”BOTTOM
SIDEWALK
SEE PLAN
1/2" FIBER EXP. JOINT
10"
10 3/4"
T/WALL = -2' -0"
(4) #4 BOTTOM
SLAB-ON-GRADE, ELEV. VARIES
COMPACTED
FILL
2' - 6"
1' - 0"
#4 @ 8" HORZ.
#4 @ 16" O.C.
VERT. W/ 12"
HOOK
10"10"10"
#4 @ 12”BOTTOM
SIDEWALK
SEE PLAN
1/2" FIBER EXP. JOINT
CLT
WALL
-BY OTHERS
5/8" DIA. x 7" LONG GALVANIZED
HILTI KWIK BOLT III @ 18" O.C.
3 1/2" EMBEDMENT
COUNTERSUNK INTO SILL BEAM
4X6 SOUTHERN
PINE
9"
3 1/2"
3 3/4"
T/WALL = -1' -4"
COMPACTED
FILL
(2) #4 BOTTOM
SLAB-ON-GRADE
GRADE SLOPES
SIDEWALK -SEE CIVIL DWGS
4 1/2"
1' - 2"
VARIES
1/2" FIBER EXP. JOINT
3' - 0" MIN.
(2) #4
#4 X 16" LONG @ 18" O.C.
9 1/2"
#4 DOWELS @ 18" O.C.12"
20"
8"
(11) #4 TOP & BOTTOM
SLAB-ON-GRADE
COMPACTED
FILL
5' - 0"
1' - 0"
#4 @ 8" HORZ.
EACH FACE
#4 @ 16" O.C.
VERT. W/ 12"
HOOK, EACH FACE
1' - 6 1/2"2' - 0"1' - 5 1/2"
#4 @ 12”TOP &
BOTTOM
SIDEWALK -SEE
CIVIL DWGS
SEE PLAN
6"
5' - 0".
10"
1'-0"
1'-2"
SLAB-ON-
GRADE -SEE
PLAN
MASONRY
WALL-SEE
PLAN
#5 @ 10" TOP AND BOTTOM, EACH WAY
#4 @ 12" O.C. (H)
#4 DOWELS
WITH STD HOOK
@ 8" O.C.
SEE PLAN
8"
PROVIDE SUMP PIT
12/S4.0 AT SOUTHWEST
CORNER
#4 @ 12" O.C. EACH WAY, CENTERED
COMPACTED STONE
10"
1'-2"
SPLICE
30" LAP
T/SLAB = -1' -0"
8" MIN.
#4 @ 12" O.C.
EACH WAY
#4 DOWELS @ 12" O.C.
WITH 16" LEGS
FTG -SEE PLAN
STEEL GRATING
PROVIDE RECESS FOR
GRATING, 2-SIDES2'-0" SQ
2"
2'-0"
L3X3X1/4 W/ 3/8" DIA.
HILTI KWIK BOLT, 2
3/4" EMBED @ 10" O.C.
10"
1'-0"
COMPACTED
FILL
(2) #4 BOTTOM
GRADE
SIDEWALK -SEE CIVIL DWGS
4 1/2"
1' - 2"
SLAB-ON-GRADE
#4 DOWELS @ 18" O.C.12"
20"
8"
3' - 0" MIN.
9 1/2"
COMPACTED
FILLSEE PLAN
SLAB-ON-GRADE
GRADE
SIDEWALK -SEE CIVIL DWGS
10"
FOOTING -SEE PLAN
PIER-SEE PLAN
TIMBER COLUMN BY OTHERS -SEE PLAN
1/2" FIBER EXP. JOINT
1'-9"1'-9"
(2) #4 BOTTOM
MASONRY
WALL -SEE
PLAN
SLAB-ON-GRADE
COMPACTED
FILL
1' - 8"
1' - 0"
#4 @ 12" HORZ.
#4 @ 32" O.C.
VERT. W/ 6" HOOK
6"8"6"
SEE PLAN
1/2" FIBER EXP. JOINT
2' - 2".
8"
1
1
SLAB-ON-GRADE OVER
ENGINEERED FILL
(3) #4 HORIZ.
#4 @ 18" O.C. VERT.
11 1/4".
10"
1
1
SLAB-ON-GRADE
OVER ENGINEERED
FILL
2X6 WOOD
PARTITION
WALL
@ SECT
13A AS
PER PLAN
(2) #4 BOTTOM @ SECT. 13A
4X6
5/8" DIA. x 7" LONG GALVANIZED
HILTI KWIK BOLT III @ 32" O.C.
3 1/2" EMBEDMENT
COUNTERSUNK INTO SILL BEAM
3"
3 1/2"
(4) #4 BOTTOM
MASONRY
WALL -SEE
PLAN
SLAB-ON-GRADE
COMPACTED
FILL
3' - 0"
1' - 4"
#4 @ 12" HORZ.
#5 @ 8" O.C. VERT.
W/ 12" HOOK
1' - 1"10"1' - 1"
SEE PLAN
1/2" FIBER EXP. JOINT
VARIES
#4 @ 9" O.C.
2' - 0"
1' - 0"
3"
1' - 2"
GRADE
#4 @ 8" HORZ.
#4 @ 16" O.C.
VERT. W/ 12"
HOOK
(3) #4
MASONRY
WALL -
SEE PLAN
PROPERTY LINE
EX
I
S
T
I
N
G
B
U
I
L
D
I
N
G
MATCH BOTTOM
OF EXISTING
FOOTING, V.I.F.
SLAB-ON-GRADE
1/2" FIBER EXP. JOINT
PROVIDE BOND
BREAKER
SPLICE
30" LAP
SEE PLAN
T/WALL = 0' -0"
COMPACTED
FILL
GRADE
SIDEWALK -SEE
CIVIL DWGS
SLAB-ON-GRADE#4 DOWELS @
18" O.C.
12"
20"
8"
www.kengsc.com
Project number
Date
Drawn by
Checked by
SEAL:
COPYRIGHT 2020 K.ENG LLC
SHEET
NUMBER:
TITLE:
FIRM ILLINOIS LICENSE NO. 184-004153
KDK
KDK
S4.0
SECTIONS
18-1015
232 E MAIN ST.
ASPEN, CO
CORE AND SHELL
BUILDING
6-14-2018
3/4" = 1'-0"S4.0
1 SECTION
1/2" = 1'-0"S4.0
2 SECTION
1/2" = 1'-0"S4.0
3 SECTION
3/4" = 1'-0"S4.0
4 SLAB STEP
1/2" = 1'-0"S4.0
5 SECTION
1/2" = 1'-0"S4.0
6 SECTION
3/4" = 1'-0"S4.0
7 SECTION
1/2" = 1'-0"S4.0
9 NOT USED
3/4" = 1'-0"S4.0
10 SECTION
1/2" = 1'-0"S4.0
11 SECTION
1/2" = 1'-0"S4.0
12 SUMP PIT DETAIL AT ELEVATOR
3/4" = 1'-0"S4.0
8 SECTION
3/4" = 1'-0"S4.0
14 SECTION
1/2" = 1'-0"S4.0
15 SECTION
4, 4A
3/4" = 1'-0"S4.0
16 SLAB STEP
3/4" = 1'-0"S4.0
13 SLAB STEP
1/2" = 1'-0"S4.0
17 SECTION
1/2" = 1'-0"S4.0
18 SECTION
3/4" = 1'-0"S4.0
19 SECTION
EXP 10-31-21
No.Description Date
1 PERMIT 9-25-2018
2 ISSUE FOR BID 11-28-2018
3 PERMIT CORRECTIONS 8-9-2019
4 PERMIT CORRECTION 12-18-2019
5 CONSTRUCTION 5-27-2020
7 FOUNDATION - TIMBER COOR. 8-7-2020
8 FOUNDATION - TIMBER FINAL 8-13-2020
11 CENTAUR FTG ELEV COOR. 8-25-2020
13 PERMIT REVISION 9-4-2020
14 WESTERN WOOD COORD.9-18-2020
16 CONSTRUCTION DOCUMENT
REVISION
10-5-2020
17 CONSTRUCTION REVISIONS 10-15-2020
19 CONSTRUCTION REVISIONS 10-26-2020
FOOTING IS
ECCENTRICALLY
LOADED. PROVIDE
CALCULATIONS
INDICATING THIS
HAS BEEN TAKEN
INTO ACCOUNT
FOOTING IS
ECCENTRICALLY
LOADED. PROVIDE
CALCULATIONS
INDICATING THIS
HAS BEEN TAKEN
INTO ACCOUNT
FOOTING IS
ECCENTRICALLY
LOADED. PROVIDE
CALCULATIONS
INDICATING THIS
HAS BEEN TAKEN
INTO ACCOUNT
TWO MATS OF
REBAR ARE
REQUIRED DUE TO
WALL THICKNESS
PER ACI 318-14
CHAPTER 11
REQUIREMENTS
TWO MATS OF
REBAR ARE
REQUIRED DUE
TO WALL
THICKNESS PER
ACI 318-14
CHAPTER 11
REQUIREMENTS
12/02/2020
SLAB-ON-GRADE
COMPACTED FILL
VERTICAL
REINFORCING -SEE
SCHEDULE
FOOTING -SEE PLAN
SE
E
P
L
A
N
CMU -SEE PLAN
5' - 0"
1'
-
6
"
#3 X 4 FT LONG
@ 32" O.C.
3"
#6 @ 12" O.C. TOP & BOTTOM
30
"
L
A
P
S
P
L
I
C
E
(9) #6 TOP & BOTTOM
#4 @ 12" HORZ.
#5 @ 8" O.C. VERT.
W/ 12" HOOK
10"
SLAB-ON-GRADE
ELEV. VARIES -SEE PLAN
COMPACTED FILL
VERTICAL
REINFORCING -SEE
SCHEDULE
FOOTING -SEE PLAN
SE
E
P
L
A
N
1' - 0"
CMU -SEE PLAN
6' - 6"
1'
-
0
"
#3 @ 32" O.C.
3"
#5 @ 10" O.C.
30
"
L
A
P
S
P
L
I
C
E
(8) #5
18"12"
#4 @ 12" HORZ.
#5 @ 8" O.C. VERT.
W/ 12" HOOK
10"
T/SLAB = 0' -0"
EX
I
S
T
I
N
G
B
U
I
L
D
I
N
G
4'
-
7
1
/
2
"
OVERPOUR
ADJACENT BOTTOM
OF FOOTING POUR
SEE 3/S4.0 SLAB-ON-GRADE
PROPERTY LINE
1'
-
6
"
.
REBAR IN SLAB PER 16/S4.3SLAB-ON-GRADE
EX
I
S
T
I
N
G
B
U
I
L
D
I
N
G
2' - 6"2' - 8"
3'
-
3
1
/
2
"
4'
-
7
1
/
2
"
SEE 3/S4.0
PROPERTY
LINE
1'
-
6
"
.
REBAR IN SLAB PER 16/S4.3
3'
-
0
"
SLAB-ON-GRADE
COMPACTED FILL
FOOTING -SEE PLAN
SE
E
P
L
A
N
5' - 0"
1'
-
6
"
#6 @ 12" O.C. TOP & BOTTOM
(8) #5 TOP & BOTTOM
3"
5'-6"2'-0"2'-0"2'-0"4'-2"
-2' - 0" SOG
0' - 0:" SOG
-1' -0" SOG
DR
Y
W
E
L
L
C.2
CMU
CONC WALL
SEE 3/S4.1 SIMILAR FOR BAR BEND
1'
-
0
"
B/FTG -13' -3"
B/FTG -12' -3"
B/FTG -11' -3"
-2' - 8" SOG
-1' - 0" T/PIER-1' -11 1/4" SOG
B/FTG MATCH EXISTING
DO NOT UNDERMINE
CMU CMU WOOD
WOOD
COLUMN
PIERCONC WALL
CONC WALL
CONC WALL
BOTTOM REBAR
1'-0"
2'-0"2'-0"4'-0"
1 1 1/2
3'-6"2'-0"4'-0"
CM
U
2'-0"
2'-0"
COMPACT ENGINEERED
FILL PRIOR TO POURING
UPPER FOOTING
1'
-
0
"
1'
-
0
"
1'
-
0
"
1'
-
0
"
FTG ALONG COL LINE 10
FTG ALONG COL LINE 9
A C.2 D.4 E.8 F.8
6
1
/
2
"
B/FTG -5' -2"
B/FTG -7' -10"
1'
-
0
"
1'
-
0
"
4'
-
1
0
"
11 1/2
B/FTG -5' -10"
3'-6"
1'-6"2'-0"1'-6"
B/FTG -6' -10"
1'
-
0
"
1'
-
4
"
(11) #4 TOP & BOTTOM
SLAB-ON-GRADE
COMPACTED
FILL
5' - 0"
1'
-
0
"
#4 @ 8" HORZ.
EACH FACE
#4 @ 16" O.C.
VERT. W/ 12"
HOOK, EACH FACE
1' - 6 1/2"2' - 0"1' - 5 1/2"
#4 @ 12”TOP &
BOTTOM
SIDEWALK -SEE
CIVIL DWGS
6"
1/2" FIBER EXP. JOINT
CLT WALL
-BY OTHERS
4X6 SOUTHERN PINE
8"
9 1/2"
3/4" DIA. A36 THREADED ROD INSTALL
W/ HILTI HY200 EPOXY AND 9"
EMBEDMENT
HOLD-DOWN BRACKET BY CLT PROVIDER
SEE PLAN FOR LOCATIONS (2 THUS)
3
1
/
2
"
5/8" DIA. x 7" LONG GALVANIZED
HILTI KWIK BOLT III @ 24" O.C.
3 1/2" EMBEDMENT
COUNTERSUNK INTO SILL BEAM
WALL PER 9/S4.0
PIER P4
1'-3"2'-0"
1'-2"
2'-1"1'
-
7
1
/
8
"
#5 DOWELS FOR
CMU WALL INTO
FOOTING
#4 @ 8" HORIZ.
#4 VERT AS SHOWN
(12" TO 14" O.C.)
T/CONC = 0' -0"
T/CONC +0' -0"
T/CONC +0' -8"
WALL PER 1/S4.1
5"
5"
1'
-
2
1
/
2
"
4
6"
8"1
1
SLAB-ON-GRADE OVER
ENGINEERED FILL
VA
R
I
E
S
8"1
1
SLAB-ON-GRADE OVER
ENGINEERED FILL
www.kengsc.com
Project number
Date
Drawn by
Checked by
SEAL:
COPYRIGHT 2018 K.ENG LLC
SHEET
NUMBER:
TITLE:
FIRM ILLINOIS LICENSE NO. 184-004153
KDK
KDK
S4.1
SECTIONS
18-1015
232 E MAIN ST.
ASPEN, CO
CORE AND SHELL
BUILDING
6-14-2018
3/4" = 1'-0"S4.1
1 SECTION
3/4" = 1'-0"S4.1
2 SECTION
1/2" = 1'-0"S4.1
4 SECTION
1/2" = 1'-0"S4.1
3 SECTION
3/4" = 1'-0"S4.1
5 SECTION
3/16" = 1'-0"S4.1
6 ELEV VIEW SHEAR WALL ON COL LINE 7
3/16" = 1'-0"S4.1
7 ELEV VIEW WALLS ON COL LINE 9 AND 10
1/2" = 1'-0"S4.1
8 SECTION
3/4" = 1'-0"S4.1
9 PLAN VIEW OF FOUNDATION WALL
EXP 10-31-21
3/4" = 1'-0"S4.1
10 SLAB STEP
3/4" = 1'-0"S4.1
11 SLAB STEP
No.Description Date
1 PERMIT 9-25-2018
2 ISSUE FOR BID 11-28-2018
3 PERMIT CORRECTIONS 8-9-2019
4 PERMIT CORRECTION 12-18-2019
5 CONSTRUCTION 5-27-2020
7 FOUNDATION - TIMBER COOR. 8-7-2020
8 FOUNDATION - TIMBER FINAL 8-13-2020
11 CENTAUR FTG ELEV COOR. 8-25-2020
12 MODIF COORDINATION 9-2-2020
13 PERMIT REVISION 9-4-2020
14 WESTERN WOOD COORD.9-18-2020
17 CONSTRUCTION REVISIONS 10-15-2020
19 CONSTRUCTION REVISIONS 10-26-2020
12/02/2020
MASONRY WALL -
SEE PLAN
ROOF CLT PANEL
(2) #5 CONT.
3/8" CONT. BENT PLATE
W/ 5/8" DIA. HEADED
ANCHOR BOLTS @ 32" O.C.
(FOR LATERAL LOAD
TRANSFER ONLY)
GR
O
U
T
S
O
L
I
D
5"
1
1
/
2
"
ANCHORAGE OF
CLT TO PLATE
BY WESTERN
WOOD
BOND BEAM
DIM. TO BE APPROVED BY
WESTERN WOOD
T/MASONRY = +16 ' -0"
1 1/2"
5"
4"
PROVIDE
WEDGE
WASHER
BOLT IN BOTTOM OF
2" LONG VERT. SLOT
2X8 W/ 1/2" DIA. ANCHOR BOLTS
@ 48" O.C. COUNTERSINK NUT
4"
3"
MASONRY WALL -SEE PLAN
BOND BEAM
BOND BEAM
W/(1) #4
CONT.
DOUBLE TOP PLATE -
SEE ARCH. DWGS
W/ 1/2" X 8" LONG
THREADED RODS @
36" O.C.
CLT PANEL
L5X5X5/16 W/ 5/8"
DIA. ANCHOR BOLTS
@ 48" O.C. (FOR
LATERAL LOAD
TRANSFER ONLY)
GR
O
U
T
S
O
L
I
D
(2) #5 CONT.
ANCHORAGE OF
CLT TO ANGLE
BY WESTERN
WOOD
DIM. TO BE APPROVED BY
WESTERN WOOD
4"1"
3"
ROD
5"
BOLT IN BOTTOM OF
2" LONG VERT. SLOT
T/CLT = +11' -0"
MASONRY WALL -SEE PLAN
BOND BEAM
BOND BEAM
W/(1) #4
CONT.
DOUBLE TOP PLATE -
SEE ARCH. DWGS
W/ 1/2" X 8" LONG
THREADED BOLTS @
36" O.C.
GR
O
U
T
S
O
L
I
D
FINISH -SEE
ARCH. DWGS
CLT PANEL
L5X5X3/8 W/ 5/8" DIA.
ANCHOR BOLTS @ 24" O.C.
(2) #5 CONT.ANCHORAGE OF
CLT TO PLATE
BY WESTERN
WOOD
DIM. TO BE APPROVED BY
WESTERN WOOD
4"1"
1
1
/
2
"
ROD
5"
T/CLT = +11' -0"
MASONRY
WALL -SEE
PLAN
SLOPING ROOF CLT PANEL
(2) #5 CONT.
CONT. BENT PLATE
8"X4"X3/8"
W/ 5/8" DIA. HEADED
ANCHOR BOLTS @ 24" O.C.
(FOR LATERAL LOAD
TRANSFER ONLY)
ROD
6"
5"
ANCHORAGE OF
CLT TO PLATE
BY WESTERN
WOOD
T/MASONRY VARIES
2X10 W/ 1/2" DIA. ANCHOR BOLTS
@ 48" O.C. COUNTERSINK NUT
4"
1"
1
1
/
2
"
MASONRY
WALL -SEE
PLAN
SLOPING ROOF CLT PANEL
(2) #5 CONT.
ON SLOPE
ROD
6"
5"
1
1
/
2
"
ANCHORAGE OF
CLT TO PLATE
BY WESTERN
WOOD
3"
SLOPING ROOF CLT PANEL
BOLT IN BOTTOM OF
2" LONG VERT. SLOT
3"1"
T/MASONRY VARIES
2X10 W/ 1/2" DIA. ANCHOR BOLTS
@ 48" O.C. COUNTERSINK BOLT
4"
8"
CONT. BENT PLATE
8"X4"X3/8"
W/ 5/8" DIA. HEADED
ANCHOR BOLTS @ 24" O.C.
(FOR LATERAL LOAD
TRANSFER ONLY)
L5X5X5/16 W/ 5/8" DIA. ANCHOR
BOLTS @ 24" O.C. (FOR LATERAL
LOAD TRANSFER ONLY)
1"4"
DIM. TO BE APPROVED BY
WESTERN WOOD
MASONRY
WALL -SEE
PLAN
(2) #5 CONT.
CONT. L7X4X3/8 LLV
W/ 5/8" DIA. HEADED
ANCHOR BOLTS @ 16" O.C.
ANCHORAGE OF
CLT TO ANGLE
BY WESTERN
WOOD
DIM. TO BE APPROVED BY
WESTERN WOOD
2"
CLT PANEL
1"
1"
3"
ROD
6"
T/CLT = +11' -0"
MASONRY
WALL -SEE
PLAN
(2) #5 CONT.
CONT. L7X4X3/8 LLV
W/ 5/8" DIA. HEADED
ANCHOR BOLTS @ 24" O.C.
ANCHORAGE OF
CLT TO PLATE
BY WESTERN
WOOD
2"
CLT PANEL 1"3"
ROD
6"
DIM. TO BE APPROVED BY
WESTERN WOOD
T/CLT = +12' -0"
MASONRY
WALL -SEE
PLAN
CLT PANEL
3/8" CONT. BENT PLATE
W/ 5/8" DIA. HEADED
ANCHOR BOLTS @ 32" O.C.
(FOR LATERAL LOAD
TRANSFER ONLY)
ROD
5"
5
1
/
2
"
2
1
/
2
"
5"
1
1
/
2
"
ANCHORAGE OF
CLT TO PLATE
BY WESTERN
WOOD
3X10
1 1/2"
T/CLT = +12' -0"
4"
4"
3"
1/2" DIA. ANCHOR BOLTS @ 48" O.C.
COUNTERSINK BOLT
MASONRY
WALL -SEE
PLAN
(2) #5 CONT.
ANCHORAGE OF
CLT TO ANGLE
BY WESTERN
WOOD
3"
CLT PANEL
DIM. TO BE APPROVED BY
WESTERN WOOD
T/CLT = +12' -0"
BOLTS IN BOTTOM OF
2" LONG VERT. SLOT
L5X5X5/16 W/ 5/8" DIA. ANCHOR
BOLTS @ 48" O.C. (FOR LATERAL
LOAD TRANSFER ONLY)
1"4"
6"
MASONRY
WALL -SEE
PLAN
ANCHORAGE OF
CLT TO ANGLE
BY WESTERN
WOOD
3"
CLT PANEL
DIM. TO BE APPROVED BY
WESTERN WOOD
T/CLT = +12' -0"
BOLTS IN BOTTOM OF
2" LONG VERT. SLOT
L5X5X5/16 W/ 5/8" DIA. ANCHOR
BOLTS @ 48" O.C. (FOR LATERAL
LOAD TRANSFER ONLY)
1"4"
4"
SO
L
I
D
GR
O
U
T
BOND BEAM
(DOES NOT MATCH
SOUTH WALL OF STAIRS)
MASONRY
WALL -SEE
PLAN
ANCHORAGE OF
CLT TO ANGLE
BY WESTERN
WOOD
2"
CLT PANEL
DIM. TO BE APPROVED BY
WESTERN WOOD
T/CLT = +12' -0"
L5X5X5/16 W/ 5/8" DIA. ANCHOR
BOLTS @ 24" O.C. (FOR LATERAL
LOAD TRANSFER ONLY)
1"4"
4"
SO
L
I
D
GR
O
U
T
BOND BEAM
MASONRY
WALL -SEE
PLAN
CLT PANEL
T/CLT = +12' -0"
1'
-
2
1
/
2
"
6 7/8"
1/2"1/2"
1 1/2"
6"
1/
2
"
3/
8
"
1'
-
2
1
/
2
"
5 5/8"3/8"
3"
9 5/8"
3/
8
"
8 5/8"
1/2" EXP BOLT
CENTERED IN PLATE
16" DEEP TIMBER BEAM
BEAM BRACKET
BRACKET ELEV.
BRACKET PROFILE
1/4" PLATE
1/2" DIA. HOLE
1/4
1/4
1/4
1/
2
"
MASONRY
WALL -SEE
PLAN
CLT PANEL
T/CLT = +12' -0"
SO
L
I
D
GR
O
U
T
BOND BEAM
TIMBER BEAM
1 1/2"1'-0"1 1/2"
1
1
/
2
"
8"
8"
4
1
/
2
"
BRACKET BY WESTERN WOOD
BACK PLATE ELEVATION
(6) 5/8" DIA.
BOLTS
MAX. ALLOWABLE
REACTION = 16K
MASONRY
WALL -SEE
PLAN
CLT PANEL
T/CLT = +12' -0"
TIMBER BEAM
1 1/2"1'-0"1 1/2"
1
1
/
2
"
8"
4
1
/
2
"
BRACKET BY WESTERN WOOD
BACK PLATE ELEVATION
(4) 5/8" DIA.
BOLTS
MAX. ALLOWABLE
REACTION = 10.7K
MASONRY
WALL -SEE
PLAN
(2) #5 CONT.
ANCHORAGE OF
CLT TO ANGLE
BY WESTERN
WOOD
3"
CLT PANEL
DIM. TO BE APPROVED BY
WESTERN WOOD
T/CLT = +12' -0"
BOLTS IN BOTTOM OF
2" LONG VERT. SLOT
L5X5X5/16 W/ 5/8" DIA. ANCHOR
BOLTS @ 24" O.C. (FOR LATERAL
LOAD TRANSFER ONLY)
1"4"
6"
L4X4X1/4 X 4" LONG W/ 1/2" DIA.
HILTI HLC SLEEVE ANCHORS,
1 1/2" EMBED. PROVIDE (2)
ANGLES EQUALLY SPACED
PER WALL SECTION
3/16
3/16
LINTEL
ELEVATOR
SHAFT MASONRY
WALL -SEE
PLAN
ANCHORAGE OF
CLT TO ANGLE
BY WESTERN
WOOD
CLT PANEL
DIM. TO BE APPROVED BY
WESTERN WOOD
T/CLT = +12' -0"
1"4"
L5X5X5/16 W/ 1/2" DIA. HILTI
HLC SLEEVE ANCHORS,
1 1/2" EMBED. @ 16" O.C.
2"
MASONRY
WALL -SEE
PLAN
ROOF CLT PANEL ANCHORAGE OF CLT
TO PLATE
BY WESTERN WOOD3X10 W/ 1/2" DIA. ANCHOR BOLTS
@ 32" O.C. COUNTERSINK NUT
4"
MASONRY WALL -
SEE PLAN
ROOF CLT PANEL
(2) #5 CONT.
GR
O
U
T
S
O
L
I
D
BOND BEAM
T/MASONRY = +16 ' -0"
4"
1 1/2"1'-0"1 1/2"
1
1
/
2
"
8"
5"
BRACKET BY
WESTERN WOOD
BACK PLATE
ELEVATION
(4) 5/8" DIA.
HILTI KWIK
BOLTS, 4"
EMBED.
5"
MAX. ALLOWABLE
REACTION = 11K
www.kengsc.com
Project number
Date
Drawn by
Checked by
SEAL:
COPYRIGHT 2018 K.ENG LLC
SHEET
NUMBER:
TITLE:
FIRM ILLINOIS LICENSE NO. 184-004153
KDK
KDK
S4.2
SECTIONS
18-1015
232 E MAIN ST.
ASPEN, CO
CORE AND SHELL
BUILDING
6-14-2018
EXP 10-31-21
3/4" = 1'-0"S4.2
1 SECTION
3/4" = 1'-0"S4.2
4 SECTION
3/4" = 1'-0"S4.2
7 SECTION
3/4" = 1'-0"S4.2
2 SECTION
3/4" = 1'-0"S4.2
3 SECTION
3/4" = 1'-0"S4.2
5 SECTION
3/4" = 1'-0"S4.2
6 SECTION
3/4" = 1'-0"S4.2
8 SECTION
3/4" = 1'-0"S4.2
9 SECTION
3/4" = 1'-0"S4.2
10 SECTION
3/4" = 1'-0"S4.2
11 SECTION
3/4" = 1'-0"S4.2
12 SECTION
3/4" = 1'-0"S4.2
13 SECTION
3/4" = 1'-0"S4.2
14 SECTION
3/4" = 1'-0"S4.2
15 SECTION
3/4" = 1'-0"S4.2
16 SECTION
3/4" = 1'-0"S4.2
17 SECTION
3/4" = 1'-0"S4.2
18 SECTION
3/4" = 1'-0"S4.2
19 SECTION
No.Description Date
1 PERMIT 9-25-2018
2 ISSUE FOR BID 11-28-2018
3 PERMIT CORRECTIONS 8-9-2019
4 PERMIT CORRECTION 12-18-2019
5 CONSTRUCTION 5-27-2020
14 WESTERN WOOD COORD.9-18-2020
12/02/2020
MASONRY
WALL -SEE
PLAN
3"
SLOPING ROOF CLT PANEL
BOLT IN BOTTOM OF
2" LONG VERT. SLOT
L5X5X5/16 W/ 5/8" DIA. ANCHOR
BOLTS @ 16" O.C. (FOR LATERAL
LOAD TRANSFER ONLY)
1"4"
DIM. TO BE APPROVED BY
WESTERN WOOD
ANCHORAGE OF
CLT TO ANGLE
BY WESTERN
WOOD
6"
MASONRY
WALL -SEE
PLAN
SLOPING ROOF CLT PANEL
BOLT IN BOTTOM OF
2" LONG VERT. SLOT
L5X5X5/16 W/ 1/2" DIA. HILTI HLC
SLEEVE ANCHORS 1 1/2" EMBED. @
24" O.C. (FOR LATERAL LOAD
TRANSFER ONLY)
1"4"
DIM. TO BE APPROVED BY
WESTERN WOOD
ANCHORAGE OF
CLT TO ANGLE
BY WESTERN
WOOD
3"
BOND BEAM
B/BOND BEAM =
+23' -4"
GR
O
U
T
S
O
L
I
D
MASONRY WALL -
SEE PLAN
ROOF CLT PANEL
3/8" CONT. BENT PLATE
W/ 5/8" DIA. HEADED
ANCHOR BOLTS @ 16" O.C.
6"
1
1
/
2
"
ANCHORAGE OF
CLT TO PLATE
BY WESTERN
WOOD
DIM. TO BE APPROVED BY
WESTERN WOOD
PROVIDE
WEDGE
WASHER
6"
4"
MASONRY
WALL -SEE
PLAN
SLOPING ROOF CLT PANEL
BOND BEAM
1 1/2"1'-0"1 1/2"
BRACKET BY
WESTERN WOOD
BACK PLATE
ELEVATION(4) 5/8" DIA.
HILTI KWIK
BOLTS, 4"
EMBED.
MAX. ALLOWABLE
REACTION = 11K
8"
GR
O
U
T
S
O
L
I
D
8"
1
1
/
2
"
MASONRY WALL -
SEE PLAN
3/8" CONT. BENT PLATES
W/ 5/8" DIA. HEADED
ANCHOR BOLTS @ 16" O.C.
DIM. TO BE APPROVED BY
WESTERN WOOD
PROVIDE
WEDGE
WASHERROOF CLT PANEL
(2) #5 CONT.
1
1
/
2
"
ANCHORAGE OF
CLT TO PLATE
BY WESTERN
WOOD1 1/2"
5"
4"
6"1
1
/
2
"
6"
4"
MASONRY WALL -
SEE PLAN
3/8" CONT. BENT PLATES
W/ 5/8" DIA. HEADED
ANCHOR BOLTS @ 16" O.C.
DIM. TO BE APPROVED BY
WESTERN WOOD
PROVIDE
WEDGE
WASHER
ROOF CLT PANEL
2
1
/
2
"
ANCHORAGE OF
CLT TO PLATE
BY WESTERN
WOOD1 1/2"
5"
4"
1
1
/
2
"
6"
4"
BOND BEAM
SO
L
I
D
GR
O
U
T
12
"
M
I
N
.
1
1
/
2
"
8"
8"
8"
8"
1
1
/
2
"
BACK PLATE
ELEVATION
Tmin = 3/8"
MAX. ALLOWABLE
REACTION = 4K
8"4"EDGE OF CMU
(8) 5/8" DIA.
HILTI KWIK
BOLTS, 4"
EMBED.
DO NOT
LOCATE IN
MORTAR
JOINT
MASONRY WALL -SEE
PLAN, WALL IS GROUTED
SOLID FOR 2' -0" WIDTH
AT BEAM AS PER WALL
SCHEDULE
BOND BEAM
GR
O
U
T
S
O
L
I
D
CLT PANEL
T/CLT = +11' -0"
TIMBER BEAM
BRACKET BY
WESTERN WOOD
1'
-
4
"
C.2
1"8"6"
2
1
/
2
"
8"
8"
8"
8"
www.kengsc.com
Project number
Date
Drawn by
Checked by
SEAL:
COPYRIGHT 2018 K.ENG LLC
SHEET
NUMBER:
TITLE:
FIRM ILLINOIS LICENSE NO. 184-004153
KDK
KDK
S4.3
SECTIONS
18-1015
232 E MAIN ST.
ASPEN, CO
CORE AND SHELL
BUILDING
6-14-2018
EXP 10-31-21
3/4" = 1'-0"S4.3
1 SECTION
3/4" = 1'-0"S4.3
2 SECTION
3/4" = 1'-0"S4.3
3 SECTION
3/4" = 1'-0"S4.3
4 SECTION
3/4" = 1'-0"S4.3
5 SECTION
3/4" = 1'-0"S4.3
6 SECTION
3/4" = 1'-0"S4.3
7 SECTION
No.Description Date
1 PERMIT 9-25-2018
2 ISSUE FOR BID 11-28-2018
3 PERMIT CORRECTIONS 8-9-2019
4 PERMIT CORRECTION 12-18-2019
5 CONSTRUCTION 5-27-2020
14 WESTERN WOOD COORD.9-18-2020
12/02/2020