HomeMy WebLinkAboutFile Documents.541 Race St.0197.2019.ARBKISSUE: 98% SD
HPC: 11.30.2015, 4.27.16, 12.8.16
PROGRESS: 5.16.16, 6.12.16, 6.23.16
11.2.16
HPC final: 3/1/17
PERMIT: 3.22.17
CONSTRUCTION:
PROJECT # 1403
FILENAME: 1403
ARCHITECT
WILLIS PEMBER ARCHITECTS, INC
412 N. MILL ST.
ASPEN, CO 81611
CONTACT: WILLIS PEMBER
(V) 970 920 1727
STRUCTURAL ENGINEER
EVOLVE STRUCTURAL DESIGN
1040 MAIN ST
CARBONDALE, CO 81623
CONTACT: SARA MICKUS
(V) 970.510-0773
SURVEYOR
HIRED GUN SURVEYING
P.O. BOX 9
SNOWMASS, CO 81654
CONTACT: TOM YOKUM
(V) (970) 923-2794
LANDSCAPE ARCHITECT
LIFT STUDIO
PO BOX 2748
ASPEN, CO 81612
CONTACT: RYAN VUGTEVEEN
(V) (970) 404 5610
CIVIL ENGINEER
WOODY CREEK ENGINEERING,LLC
520 E. HYMAN AVE. #201
ASPEN, CO 81612
CONTACT: JOSH RICE
(V) 970 309 7130
SOILS ENGINEER
CHURCH AND ASSOCIATES, INC
4501 WADSWORTH BLVD
WHEATRIDGE, CO 80033
(V) 303 463 9317
MECHANICAL CONSULTANT
DESIGN-BUILD BY GC
GENERAL CONTRACTOR
TBD.
FOX CROSSING PROPERTIES
LOTS 4&6 LLC
6330 MERCER STREET
HOUSTON, TEXAS 77005
CONTACT: JOHN MORTON
VC: 713 299 7674
ARCHITECT
WILLIS PEMBER ARCHITECTS, INC
412 N. MILL ST.
ASPEN, CO 81611
CONTACT: WILLIS PEMBER
(V) 970 920 1727
STRUCTURAL ENGINEER
EVOLVE STRUCTURAL DESIGN
1040 MAIN ST
CARBONDALE, CO 81623
CONTACT: SARA MICKUS
(V) 970.510-0773
SURVEYOR
HIRED GUN SURVEYING
P.O. BOX 9
SNOWMASS, CO 81654
CONTACT: TOM YOKUM
(V) (970) 923-2794
LANDSCAPE ARCHITECT
LIFT STUDIO
PO BOX 2748
ASPEN, CO 81612
CONTACT: RYAN VUGTEVEEN
(V) (970) 404 5610
CIVIL ENGINEER
WOODY CREEK ENGINEERING,LLC
520 E. HYMAN AVE. #201
ASPEN, CO 81612
CONTACT: JOSH RICE
(V) 970 309 7130
SOILS ENGINEER
CHURCH AND ASSOCIATES, INC
4501 WADSWORTH BLVD
WHEATRIDGE, CO 80033
(V) 303 463 9317
MECHANICAL CONSULTANT
DESIGN-BUILD BY GC
GENERAL CONTRACTOR
TBD.
A100
, 4.12.18
Residence
541 Race Street
Aspen, Colorado
Temporary Micropile Wall*
BY-1. Temporary Micropile Wall - Cover
BY-2. Temporary Micropile Wall - Location
BY-3. Temporary Micropile Wall - Profile
BY-4. Temporary Micropile Wall - General Notes
BY-5. Temporary Micropile Wall - Sections
BY-6. Temporary Micropile Wall - Typical Sections and Details
* These plans and specifications are designed to provide temporary excavation support with a finite design life during construction operations.
Long-term earth pressure loads shall be included in the structural design.
Temporary Micropile Wall
Cover
June 27, 2016 Residence
541 Race Street
266 Red Cliff Circle Glenwood Springs, CO 81601
Phone: (970) 230-9208
16-024G-D1
BY-1
of 6
RDJ
Project Number:
Date:Sheet Number:Prepared by:Project:
Set Revisions
Date Revision/Issue Prepared by
B&Y Drilling, Inc.
Designed For:Seal:
Proposed Micropile Cap Location
Micropile Wall
Start/End Wall Micropile Wall
Turn Line 1
Micropile Wall
Turn Line 2
Micropile Wall
Turn Line 3
Micropile Wall
Turn Line 4
Micropile Wall
Turn Line 5
Micropile Wall
Turn Line 6
Micropile Wall
Turn Line 7
0+
2
0
BY
-
5
1+10
BY-5
1+
7
0
BY
-
5
2+20
BY-5
Truncate back of cap at
property line
0+
2
0
0+40
0+60
0+
8
0
1+00
1
+
2
0
1
+
4
0
1+
6
0
1+
8
0
2+00
2+40
Heavy loads shall not be placed
between micropile cap and this
line (Sheet BY-4, Note 3.4)
Heavy loads shall not be placed
between micropile cap and this
line (Sheet BY-4, Note 3.4)
Temporary Micropile Wall
Location
June 27, 2016 Residence
541 Race Street
16-024G-D1
BY-2
of 6
RDJ
Project Number:
Date:Sheet Number:Prepared by:Project:
Sheet Revisions
Date Revision/Issue Prepared by
B&Y Drilling, Inc.
Designed For:Seal:
N
SCALE: 1" = 5'
5 0 2.5 5
Notes:
1. Base plan by Willis Pember Architects dated 6-23-16.
2. Micropile wall shall be constructed entirely within property boundaries.
3. This drawing should not be used for foundation wall layout.
266 Red Cliff Circle Glenwood Springs, CO 81601
Phone: (970) 230-9208
7940
7950
7930
7920
7910
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Micropile Wall
Cap
1+
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Bottom of Excavation
(BOE)
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7
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=
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at 1.5H:1V
2+
5
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Temporary Slope
at 1.5H:1V
0+
5
4
.
3
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=
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=
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=
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=
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=
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/
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=
7
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=
7
9
3
0
.
0
BO
E
=
7
9
2
0
.
0
Existing Grade
Temporary Micropile Wall
Profile
June 27, 2016 Residence
541 Race Street
16-024G-D1
BY-3
of 6
RDJ
Project Number:
Date:Sheet Number:Prepared by:Project:
Sheet Revisions
Date Revision/Issue Prepared by
B&Y Drilling, Inc.
Designed For:Seal:
266 Red Cliff Circle Glenwood Springs, CO 81601
Phone: (970) 230-9208
SCALE:
HORIZONTAL 1" = 10'
VERTICAL 1" = 10'
ABBREVIATIONS:
EG - Existing Grade
TOW - Top of Wall
BOE - Bottom of Excavation
1.0 Temporary Micropile Wall Materials
1.1 Micropile bars - Williams 38 Injection Bars (Vertical Micropiles) for Systems 1 and 2
Williams 32 Injection Bars (Battered Micropiles) for System 2
fy=85,000 psi
1.2 Grout - Grout may be neat-cement or with sand, with Type II cement in accordance with ASTM C150. Water-cement ratio should be between 0.4 and 0.6.
f'c=3,000 psi (28-day strength)
1.3 End hardware - Nuts shall be in accordance with manufacturer's recommendations. Bearing plate shall be in accordance with ASTM A36, Grade 36.
1.4 Concrete - Concrete mix shall consist of Type II cement in accordance with ASTM C150, potable water and normal weight aggregate in accordance with
ASTM C33. Air entrainment is not required. Admixtures, if used, should be non-corrosive to steel.
f'c=3,000 psi (28-day strength)
1.5 Cap reinforcement shall be in accordance with ASTM A615.
fy=60,000 psi
2.0 Micropile Wall Construction Sequence
2.1 Install micropiles at the locations and to the lengths shown on the plans. Micropile injection bars shall be installed per manufacturers recommendations.
Micropile locations may vary by up to 3".
2.2 Install end hardware and reinforcing bars as shown on the drawings.
2.3 Pour concrete cap to the minimum thickness shown on the drawings and to attain the minimum coverages specified herein. Cold weather protection
measures may be necessary.
2.4 After concrete and grout has attained 80% of specified strength, complete excavation to full depth of wall not to exceed maximum wall heights as shown on
the drawings. Excavation shall extend to grout/micropile columns (cap may be undermined). Soil should not be left between excavation face and
grout/micropile columns.
3.0 Temporary Micropile Wall Design Parameters
3.1 The micropile shoring was designed in general accordance with procedures contained in the FHWA "Micropile Design and Construction Reference Manual",
Publication No. FHWA NHI-05-039, December 2005.
3.2 The following strength parameters were assumed for the subsoils based on the "Soils and Foundation Investigation, Fox Crossing Development, Gibson
Avenue & Lone Pine Street, Aspen, Colorado" by Church & Associates, Inc., Project No. CO51128, report dated September 6, 2005.
The following values were assumed for soil design parameters:
φ γ
(deg) (psf) (pcf)
Sand and Gravel 36 100 130
An experienced geotechnical engineer should verify the above design parameters during construction.
3.3 Global Factor of Safety = 1.3 min.
3.4 The excavation shoring systems are designed to accommodate normal construction surcharge of material and light trucks, not heavy loads such as cranes
(wheels or outriggers), concrete trucks, concrete pumpers (wheels or outriggers) or large stockpiles. Heavy loads shall not be placed within areas designated
on Sheet BY-2.
3.5 No groundwater table was assumed. If groundwater is encountered during excavation, the excavation shall not continue and the site shall be dewatered to
below the base of planned excavation elevation prior to completion of the excavation.
3.6 The micropile walls lateral deflection may range from 0 to 2 inches. The design calculations show there will be no adverse deflection of the ground surface at
the property line based on anticipated subsurface conditions.
3.7 There will be no adverse effects including potential deflection on any adjacent properties based on anticipated subsurface conditions.
4.0 Special Provisions
4.1 Wall geometry used in design was based on plans provided by Willis Pember Architects plans dated 06-23-16.
4.2 This design is valid only for B&Y Drilling, Inc. at the subject site.
4.3 Excavation shall extend to micropile columns. During the excavation process, material should not be left between the excavation face and the grout/micropile
column.
4.4 The micropile wall designs are valid only for dry surface and subsurface conditions. If surface water or groundwater is encountered during excavation or
installation, RJ Engineering should be notified immediately and the wall may be redesigned at the discretion of RJ Engineering. Surface and subsurface
drainage from adjacent properties should not be discharged at the top or through the micropile wall. Saturated soils may result in materials piping out from
between micropiles resulting in failure and/or excessive wall movements.
4.5 The design life on this micropile wall is 12 weeks. Design life is defined by the beginning of excavation to backfill completion of the foundation wall. If the
duration of the project exceeds the 12 week duration, RJ Engineering shall be contacted to evaluate the performance of the system and determine if the
design life can be extended.
4.6 RJ Engineering is not responsible for maintaining slope stability above and below the micropile wall during construction.
4.7 There appears to be no known utility conflicts with installation of the micropile walls. Utility locations presented shall be field verified prior to micropile wall
installation.
4.8 RJ Engineering is not responsible for quality control, quality assurance, changed conditions or problems resulting from improper construction techniques.
4.9 RJ Engineering is not responsible for construction site safety.
4.10 RJ Engineering is not responsible for wall layout. General contractor or representative of the general contractor is responsible for micropile wall layout.
4.11 Observation of micropile wall installation should be performed by a qualified engineer. Inspection and/or monitoring of the micropile wall after completion of
excavation should be performed. The frequency and duration of the observation and monitoring shall be determined by the qualified engineer. The
qualified engineer shall have experience with design and installation of micropile wall systems using injection bars. Observations shall be made at least on
a weekly basis during installation and during the service life of the system.
Temporary Micropile Wall
General Notes
June 27, 2016 Residence
541 Race Street
16-024G-D1
BY-4
of 6
RDJ
Project Number:
Date:Sheet Number:Prepared by:Project:
Sheet Revisions
Date Revision/Issue Prepared by
B&Y Drilling, Inc.
Designed For:Seal:
266 Red Cliff Circle Glenwood Springs, CO 81601
Phone: (970) 230-9208
NORTH SIDE
Station 0+20
System 1
EAST SIDE
Station 1+10
System 1
SOUTH SIDE
Station 1+70
System 1
WEST SIDE
Station 2+20
System 2
Temporary Micropile Wall
Sections
June 27, 2016 Residence
541 Race Street
16-024G-D1
BY-5
of 6
RDJ
Project Number:
Date:Sheet Number:Prepared by:Project:
Sheet Revisions
Date Revision/Issue Prepared by
B&Y Drilling, Inc.
Designed For:Seal:
Notes:
1. The micropile wall and temporary slopes shall be constructed entirely within property boundaries.
266 Red Cliff Circle Glenwood Springs, CO 81601
Phone: (970) 230-9208
SCALE:
HORIZONTAL 1" = 10'
VERTICAL 1" = 10'
ABBREVIATIONS
EG - Existing Grade
TOW - Top of Wall
BOE - Bottom of Excavation
Injection Bar
Field Installed Grout
MICROPILE CROSS
SECTION A-A'
Borehole
MICROPILE BEARING PLATE
FRONT VIEW
8"
Micropile Hole Diameter
= Bar Diameter +1/4"8"
1/2" Min
Hex Nut Bearing Plate
MICROPILE DETAIL
Grout
A'A
Williams Injection Bar
6" Min
9"
Column
MICROPILE BEARING PLATE
SIDE VIEW
Cross Bar,
24" OC
Vertical Pile
MICROPILE CAP PLAN VIEW
VERTICAL SYSTEM
SYSTEM 1
MICROPILE CAP CROSS SECTION
VERTICAL SYSTEM
SYSTEM 1
12"
20"
Cross Bar, #4 Rebar
Continuous Waler,
#4 Rebar
3"
2" min.
3,000 psi Concrete
Grout
Vertical Pile
Continuous Waler,
#4 Rebar
Notes: Vertical piles 12" center to center with
back row at 12" offset
12"
12"
Continuous Waler,
#4 Rebar
Continuous Waler,
#4 Rebar
TYPICAL SECTION
SYSTEM 1
15.0' MAX CUT
EXISTING GRADE
VARIES
PROPOSED
EXCAVATION RL
=
2
0
'
MICROPILE CAP
SEE DETAILS
VARIES
2' MAX.
DH=16.0' MAX.
WILLIAMS 38mm
INJECTION BAR
BOTTOM OF EXCAVATION
(SEE SHEET BY-3)
SEE SHEET BY-3 FOR
TOP OF CAP/WALL EL.
PROPOSED TEMPORARY
EXCAVATION AT 1.5H:1V
Cross bar,
36" OC
Continuous waler,
#4 rebar
Vertical pile
12"
18"
36"
Cross bar, #4 Rebar
Continuous Waler,
#4 Rebar
3"
2" min.
3,000 psi Concrete
Grout
Continuous Waler,
#4 Rebar
Battered pile
Battered pile
Vertical pile
18"
18"
Continuous waler,
#4 rebar
36"
Notes: Vertical pile 18" center to center
Battered pile 36" center to center
MICROPILE CAP PLAN VIEW
BATTERED SYSTEM
SYSTEM 2
MICROPILE CAP CROSS SECTION
BATTERED SYSTEM
SYSTEM 2
VARIES
PROPOSED
EXCAVATION R
L
=
1
5
'
RL
=
2
0
'
WILLIAMS 32mm
INJECTION BAR
WILLIAMS 38mm
INJECTION BAR
PROPOSED TEMPORARY
EXCAVATION AT 1.5H:1V
20°
TYPICAL SECTION
SYSTEM 2
15.0' MAX. CUT
VARIES
2' MAX.
DH=15.0' MAX.
5'8"
MICROPILE CAP
SEE DETAILS
EXISTING GRADE
BOTTOM OF EXCAVATION
(SEE SHEET BY-3)
SEE SHEET BY-3 FOR
TOP OF CAP/WALL EL.
Temporary Micropile Wall
Typical Sections and Details
June 27, 2016 Residence
541 Race Street
16-024G-D1
BY-6
of 6
RDJ
Project Number:
Date:Sheet Number:Prepared by:Project:
Sheet Revisions
Date Revision/Issue Prepared by
B&Y Drilling, Inc.
Designed For:Seal:
NOT TO SCALE
Abbreviations:
RL - Reinforcement Length
DH - Design Height
266 Red Cliff Circle Glenwood Springs, CO 81601
Phone: (970) 230-9208
NOTES:
1. See Sheet BY-3 for top of wall/cap and bottom of excavation elevations.
N
10/04/17 DATE OF PUBLICATION
200' 400'800'100'
1" = 200'C-0.0
COVER SHEET
03/21/17 PERMIT
541 RACE STREET
NOTES:
1. ALL MATERIALS, WORKMANSHIP, AND CONSTRUCTION OF PUBLIC IMPROVEMENTS
SHALL MEET OR EXCEED THE STANDARDS AND
SPECIFICATIONS SET FORTH IN THE CITY OF ASPEN ("COA") MUNICIPAL CODE, COA
TECHNICAL MANUALS, AND APPLICABLE
STATE AND FEDERAL REGULATIONS. WHERE THERE IS CONFLICT BETWEEN THESE PLANS
AND THE TECHNICAL MANUAL OR ANY APPLICABLE
STANDARDS, THE HIGHER QUALITY STANDARD SHALL APPLY. ALL UTILITY WORK SHALL BE
INSPECTED AND APPROVED BY THE UTILITY.
2. THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR
ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF
THE VARIOUS UTILITY COMPANIES AND, WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE
FIELD. THE INFORMATION IS NOT TO BE RELIED UPON AS BEING EXACT OR COMPLETE.
3. THE CONTRACTOR SHALL HAVE ONE (1) SIGNED COPY OF THE APPROVED PLANS, ONE
(1) COPY OF THE APPROPRIATE CRITERIA AND
SPECIFICATIONS, AND A COPY OF ANY PERMITS AND EXTENSION AGREEMENTS NEEDED FOR
THE JOB ONSITE AT ALL TIMES.
4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ASPECTS OF SAFETY INCLUDING,
BUT NOT LIMITED TO, EXCAVATION, TRENCHING, SHORING,TRAFFIC CONTROL, AND
SECURITY.
5. IF DURING THE CONSTRUCTION PROCESS CONDITIONS ARE ENCOUNTERED WHICH
COULD INDICATE A SITUATION THAT IS NOT IDENTIFIED IN THE PLANS OR SPECIFICATIONS,
THE CONTRACTOR SHALL CONTACT THE WOODY CREEK ENGINEERING, LLC IMMEDIATELY.
6. ALL REFERENCES TO ANY PUBLISHED STANDARDS SHALL REFER TO THE LATEST
REVISION OF SAID STANDARD UNLESS SPECIFICALLY STATED OTHERWISE.
7. THE CONTRACTOR SHALL SUBMIT A TRAFFIC CONTROL PLAN IN ACCORDANCE WITH
MUTCD TO THE APPROPRIATE RIGHT-OF-WAY
AUTHORITY (TOWN, COUNTY OR STATE) FOR APPROVAL PRIOR TO ANY CONSTRUCTION
ACTIVITIES WITHIN OR AFFECTING THE RIGHT-OF-WAY.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ANY AND ALL TRAFFIC CONTROL
DEVICES AS MAY BE REQUIRED BY THE
CONSTRUCTION ACTIVITIES.
8. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING ALL LABOR AND MATERIALS
NECESSARY FOR THE COMPLETION OF THE INTENDED
IMPROVEMENTS SHOWN ON THESE DRAWINGS OR AS DESIGNATED TO BE PROVIDED,
INSTALLED, OR CONSTRUCTED UNLESS SPECIFICALLY
NOTED OTHERWISE.
9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR KEEPING ROADWAYS FREE AND
CLEAR OF ALL CONSTRUCTION DEBRIS AND DIRT TRACKED FROM THE SITE.
10. THE CONTRACTOR SHALL BE RESPONSIBLE FOR RECORDING AS-BUILT INFORMATION
ON A SET OF RECORD DRAWINGS KEPT ON THE
CONSTRUCTION SITE AND AVAILABLE AT ALL TIMES.
11. DIMENSIONS FOR LAYOUT AND CONSTRUCTION ARE NOT TO BE SCALED FROM ANY
DRAWING. IF PERTINENT DIMENSIONS ARE NOT SHOWN, CONTACT WOODY CREEK
ENGINEERING, LLC FOR CLARIFICATION AND ANNOTATE THE DIMENSION ON THE AS-BUILT
RECORD DRAWINGS.
15. THE CONTRACTOR SHALL COMPLY WITH ALL TERMS AND CONDITIONS OF THE COLORADO
PERMIT FOR STORM WATER DISCHARGE, THE STORM WATER MANAGEMENT PLAN, AND THE
EROSION CONTROL PLAN.
16. ALL STRUCTURAL EROSION CONTROL MEASURES SHALL BE INSTALLED AT THE LIMITS
OF CONSTRUCTION PRIOR TO ANY OTHER EARTH-DISTURBING ACTIVITY. ALL EROSION
CONTROL MEASURES SHALL BE MAINTAINED IN GOOD REPAIR BY THE CONTRACTOR UNTIL
SUCH TIME AS THE ENTIRE DISTURBED AREA IS STABILIZED WITH HARD SURFACE OR
LANDSCAPING.
17. THE CONTRACTOR SHALL SEQUENCE INSTALLATION OF UTILITIES IN SUCH A MANNER
AS TO MINIMIZE POTENTIAL UTILITY CONFLICTS. IN
GENERAL, STORM SEWER AND SANITARY SEWER SHOULD BE CONSTRUCTED PRIOR TO
INSTALLATION OF THE WATER LINES AND DRY UTILITIES.
18. HEAT TAPE ALL PIPES.
19. 100'-0" = 7935'-1.2"
VICINITY MAP
54
1
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54
1
R
A
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A
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P
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N
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C
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10/04/17 CHECK SET
10/14/2017
10/4/2017
I
storm grates
N89°20'00"W 85.41'
N89°20'00"W 85.41'
N0
0
°
4
0
'
0
0
"
E
71
.
0
5
'
S0
0
°
4
0
'
0
0
"
W
71
.
0
5
'
6068.38 sq.ft.+/-
LOT 6
RA
C
E
A
L
L
E
Y
20
'
R
I
G
H
T
O
F
W
A
Y
B1
A1 A2
A3
A4 A5
A6 A7
C
D
E
F
B2
7933
79
3
3
7
9
3
5
7934
7
9
3
5
7935
7936
7937
7934
storm grates
N89°20'00"W 85.41'
N89°20'00"W 85.41'
N0
0
°
4
0
'
0
0
"
E
71
.
0
5
'
S0
0
°
4
0
'
0
0
"
W
71
.
0
5
'
6068.38 sq.ft.+/-
LOT 6
RA
C
E
A
L
L
E
Y
20
'
R
I
G
H
T
O
F
W
A
Y
79
3
3
7932
79
3
4
79
3
6
79
3
7
79
3
6
79
3
7
79
3
8
79
3
7
793
6
7
9
3
5
7
9
3
4
79
3
3
79
3
2
79
3
5
793
1
7
9
3
2
EX1
EX2
79
3
8
N
10'20'40'5'
1" = 10'
C-1.0
BASINS
NOTES:
1. EXISTING DRAINAGE BASIN CONSISTS OF LOT.
2. PROPOSED DRAINAGE BASINS ARE DETERMINED
BY TOPOGRAPHY AND STRUCTURE.
HISTORICAL DRAINAGE BASINS PROPOSED DRAINAGE BASINS
HISTORICAL DRAINAGE BASINS
PROPOSED DRAINAGE BASINS
54
1
R
A
C
E
54
1
R
A
C
E
S
T
R
E
E
T
,
A
S
P
E
N
,
C
O
10/04/17 DATE OF PUBLICATION
03/21/17 PERMIT
CHECK SET10/04/17
10/14/201710/4/2017
7935
7937.75
storm grates
N89°20'00"W 85.41'
N89°20'00"W
N0
0
°
4
0
'
0
0
"
E
71
.
0
5
'
S0
0
°
4
0
'
0
0
"
W
71
.
0
5
'
6068.38 sq.ft.+/-
LOT 6
RA
C
E
A
L
L
E
Y
20
'
R
I
G
H
T
O
F
W
A
Y
79
3
3
7932
79
3
4
7
9
3
6
79
3
7
79
3
6
79
3
7
7
9
3
5
7
9
3
4
79
3
3
79
3
2
79
3
5
793
1
7
9
3
2
-2.0%
4" TRENCH
DRAIN
PIPE B
PIPE C
1X SILVA CELLS
COVER = 2 FT
AREA = 204 SF
PIPE D
PUMP VAULT
-2.0%
-2.1%
TW=7935
TW=7936
-12.5%
-0
.
0
%
6" TRENCH DRAIN
-8.0%
-2.0%
TOW=VARIES
<=30"
HEIGHT
2.0%
7933
79
3
3
7
9
3
5
7934
7936 7937
7
9
3
5
7935
7934
79
3
2
-
7
.
7
%
-1
2
.
8
%
-13.7
%
FOUR RISERS
FF=7935 FT
FF=7937.6 FT
FF=7935 FT
FF=7935.1 FT
FOUR RISERS
FLOW LINE
TBC
INTEGRAL DECK
DRAIN ONE
4" PVC PIPE
IE:7935.01
INTEGRAL DECK
DRAIN TWO
4" PVC PIPE
IE:7935.01
CONNECT TO
TRENCH DRAIN
PIPE E
OUTLET
-1.9%
-2.7%
-2.4%
TW=7927.87GREEN ROOF: 7935
SLOPE > 2%
TW=7937.27
TW=7936
7935
TW=7938
TW=7938
TW = 7928.91
PIPE F
PIPE G
PIPE H
6" PERF. PVC PIPE
TD=7937.19
TD=7924.56
TD=7934.85
TOW = 7934.0
PLANTER
-3
.
8
%
7933.16
7935.20
7935.48
7935.30
7934.89
7934.17
7933.39
7933.83 7934.70
7935.05
7935.10
7934.85
7934.96
7934.98
7934.85
7937.60
7934.89
7934.89
7935.10
7935.08
7934.98
WO: 7924.77
BW = 7924.55
WO: 7924.77
BW = 7924.55
TW = 7927.87
TW = 7927.87
BW = 7927.58
BW = 7927.87
BW = 7927.87
7934
7937.60
TBC = 7937.19
7937.75
FLOW LINE = 7937.42
7933.00
7935.20 7936.28
7937.60
7937.60 FLOW LINE = 7937.48
TD = 7927.58
7935.43
7935.72
BW = 7929.05
BW = 7929.05
BW = 7929.05
TW = 7927.87
BW = 7927.87
7932.81 7933.47
7934.98
DRAINAGE EASEMENT
(HATCHED)
TIE INTO EXISTING STRUCTURE
1.56 IN ORIFICE
INV = 7919.13 FT
EXISTING STRUCTURE
GR=7928.83 FT
INV IN=7926.45 FT (E)
INV IN = 7919.14 FT (N)
INV OUT = 7919.07 FT (W)
OUTLET
IE=7926.97 FT
7932.65 7932.99INLET
IE=7929.15 FT
TBC = 7937.14
TBC = 7937.37
-3
.
2
%
1.
6
%
CURB
TOW:7935.5
TOW:7935.8
79
3
8
7935.06
7935.06
7935.06
7935.06
-1.04%
-1.04%
7935.06
7935.06
7935.15
7935.26
7935.29
7935.48
7935.09
7933
DO NOT GRADE ON ADJACENT PROPERTY
OTHER SIDE OF SWALE SHOWN FOR REFERNCE
INSTALL TYPE A
CURB AND GUTTER
INSTALL TYPE A
CURB AND
GUTTER
INSTALL TYPE A
CURB AND
GUTTER
TOW = 7940.25
7936 7937
7937
7936
ERRANT VEHICLE
PROTECTION WALL
PROVIDE MINIMUM
2-FT DISTANCE
FROM FACE OF
CURB TO FACE OF
WALL
WIDTH=10-IN
SEE STRUCTURAL
PLANS (SDA-01)
FOR DETAIL
7938.5
7938.5
N
5'10'20'2.5'
1" = 5'
C-2.0
GRADING &
DRAINAGE
54
1
R
A
C
E
EXISTING TREE REMOVED
EXISTING TREE KEPT
EXISTING CONTOUR
PROPOSED CONTOUR
NOTES:
1. ROOF AREA = 3089 SF
2. TOTAL IMPERVIOUS AREA= 3873 SF.
3. UTILITY LOCATIONS UNKNOWN AND ASSUMED.
REPLACE CURB AND GUTTER IF DAMANGED
DURING CONSTRUCTION.
4. ALL INLETS ARE NDS 6" ROUND GRATES WITH
SPEE-D CATCH BASINS
7910
SPOT ELEVATION XXXX.XX
CONC. = CONCRETE
HP = HIGH POINT
TD = TRENCH DRAIN
UTILITY SERVICE
E=ELECTRIC
UG=UNDERGROUND GAS
SS=SANITARY SEWER
W=WATER
54
1
R
A
C
E
S
T
R
E
E
T
,
A
S
P
E
N
,
C
O
DATE OF PUBLICATION
03/21/17 PERMIT
STRUCTURE
IMPERVIOUS
PERMIT
6/28/2018
6/28//18
1/11/20186/28/2018
PROPOSED SURFACE
7900.00
7910.00
7920.00
7930.00
7940.00
7950.00
7960.00
0+00.00
0+25.00 0+50.00 0+75.00
1+00.00
1+25.00 1+50.00
1+75.00
7920.00
7930.00
7940.00
0+00.00
0+25.00
0+29.90
PIPE B
2% SLOPE
TRENCH DRAIN
PIPE D
2% SLOPE
PIPE C
2% SLOPE
STA:0+10.57
ELEV:7924.56
STA:0+22.42
ELEV:7927.58
STA:0+09.79
ELEV:7935.06
STA:0+10.40
ELEV:7923.24
STA:0+17.46
ELEV:7925.42
STA:0+22.58
ELEV:7925.51
2 MUNRO FS E 1
3
HP SUMP PUMPS
FLOAT
SWITCHES AT
7922.04
STA:0+14.09
ELEV:7923.17 STA:0+17.83
ELEV:7922.19
STA:0+20.94
ELEV:7922.28
STA:0+13.83
ELEV:7921.18
M/D/YYSD NOT FOR CONST.
XX/XX/XXCD FOR CONST.
C-3.1
PROFILES &
CROSS-SECTIONS
COURTWELL PROFILE AND PUMP
VAULT INCLUDING PIPE B,C,D
PIPE A PROFILE
NOTES:
1. TRENCH DRAIN IS ZURN Z-706 WITH HEAVY DUTY
DUCTILE IRON SLOTTED GRATE - TRAFFIC RATED
SEE DETAILS C-4.0.
2. INLETS AND INLET GRATES ARE NDS 9" CATCH
BASIN SERIES AND NDS 980-9" SQ. GRATES. SEE
DETAILS C-4.0.
DATE OF PUBLICATION
03/21/17 PERMIT
54
1
R
A
C
E
54
1
R
A
C
E
S
T
R
E
E
T
,
A
S
P
E
N
,
C
O
CHECK SET
10/04/17
10/04/17
10/14/201710/4/2017
7910.00
7920.00
7930.00
7940.00
7950.00
7960.00
0+00.00 0+15.00
7900.00
7910.00
7920.00
7930.00
7940.00
7950.00
7960.00
0+00.00 0+21.00
7900.00
7910.00
7920.00
7930.00
7940.00
7950.00
7960.00
0+00.00 0+21.00
M/D/YYSD NOT FOR CONST.
XX/XX/XXCD FOR CONST.
C-3.2
PROFILES &
CROSS-SECTIONS
PIPE F PROFILE PIPE H PROFILE
PIPE G PROFILE
DATE OF PUBLICATION
03/21/17 PERMIT
54
1
R
A
C
E
54
1
R
A
C
E
S
T
R
E
E
T
,
A
S
P
E
N
,
C
O
CHECK SET
10/04/17
10/04/17
10/4/2017
7910.00
7920.00
7930.00
7940.00
7950.00
7960.00
0+00.00
0+25.00 0+50.00 0+75.00
0+76.69
PROPOSED SURFACE
7915.00
7920.00
7930.00
0+00.00
0+25.00 0+50.00
0+60.00
STA:0+17.03
ELEV:7926.76
STA:0+00.00
ELEV:7926.97
STA:0+00.00
ELEV:7928.83
STA:0+00.00
ELEV:7930.22
STA:0+58.72
ELEV:7919.13
STA:0+00.00
ELEV:7926.76
M/D/YYSD NOT FOR CONST.
XX/XX/XXCD FOR CONST.
C-3.3
PROFILES &
CROSS-SECTIONS
PIPE E PROFILE NOTES:
1. TRENCH DRAIN IS ZURN Z-706 WITH HEAVY DUTY
DUCTILE IRON SLOTTED GRATE - TRAFFIC RATED
SEE DETAILS C-4.0.
2. INLETS AND INLET GRATES ARE NDS 9" CATCH
BASIN SERIES AND NDS 980-9" SQ. GRATES. SEE
DETAILS C-4.0.
PIPE I PROFILE
DATE OF PUBLICATION
03/21/17 PERMIT
54
1
R
A
C
E
54
1
R
A
C
E
S
T
R
E
E
T
,
A
S
P
E
N
,
C
O
CHECK SET
10/04/17
10/04/17
10/14/2017
10/4/2017
7935
7935.50
TW =
7928.91
7935
TW = 7928.91
7935.06
7935.06
7935.06
7935.06
-1.04%
-1.04%
7935.06
7935.06
N
M/D/YYSD NOT FOR CONST.
5'10'20'2.5'
XX/XX/XXCD FOR CONST.
1" = 5'
C-4.0
UTILITIES
DATE OF PUBLICATION
03/21/17 PERMIT
54
1
R
A
C
E
54
1
R
A
C
E
S
T
R
E
E
T
,
A
S
P
E
N
,
C
O
PERMIT
10/04/17
4/12/18
TRENCH DRAIN DETAIL CATCH BASIN AND GRATE DETAIL
DECK DRAIN SILVA CELL DETAIL
M/D/YYSD NOT FOR CONST.
XX/XX/XXCD FOR CONST.
C-5.1
DETAILS
DATE OF PUBLICATION
03/21/17 PERMIT
54
1
R
A
C
E
54
1
R
A
C
E
S
T
R
E
E
T
,
A
S
P
E
N
,
C
O
2'4'8'1'
SCALE: 1" = 2'
CURB AND GUTTER DETAIL
CHECK SET
10/04/17
10/04/17
10/14/201710/4/2017
M/D/YYSD NOT FOR CONST.
XX/XX/XXCD FOR CONST.
C-5.2
DETAILS
SEDIMENT FENCE DETAIL TRACK PAD DETAIL
DATE OF PUBLICATION
03/21/17 PERMIT
54
1
R
A
C
E
54
1
R
A
C
E
S
T
R
E
E
T
,
A
S
P
E
N
,
C
O
ORIFICE PLATE DETAIL
PUMP DETAIL
MUNRO FS E 1/3HP SUMP PUMP
PERMIT
10/04/17
4/12/18
3/16/20184/12/2018
I
RA
C
E
A
L
L
E
Y
20
'
R
I
G
H
T
O
F
W
A
Y
TR
A
C
K
P
A
D
18
'
X
5
'
N
M/D/YYSD NOT FOR CONST.
5'10'20'2.5'
XX/XX/XXCD FOR CONST.
1" = 5'
C-6.0
SEDIMENT AND
EROSION
CONTROL
DATE OF PUBLICATION
03/21/17 PERMIT
54
1
R
A
C
E
54
1
R
A
C
E
S
T
R
E
E
T
,
A
S
P
E
N
,
C
O
CHECK SET
10/04/17
10/04/17
10/14/201710/4/2017
0'10' 20'
Cover, Index and Notes
2017-02-23 Owner Review
2017-03-01 HPC Final Review2017-03-22 Building Permit2018-06-29 Building Permit Rev01
541 RACE ALLEY | LINE SHACKS
BUILDING PERMIT REV01: JUNE 29, 2018
Issuance
0' 2' 4'
Landscape Development
Plan
2017-02-14 Coordination
2017-02-22 Coordination 2017-02-23 Owner Review2017-03-01 HPC Final Review2017-03-22 Building Permit2018-06-29 Building Permit Rev01
Issuance
BE
N
C
H
GA
S
F
I
R
E
PL
A
N
T
E
R
W
A
L
L
BE
N
C
H
COUCH
COUCH
TABLE
WINDOW
WELL (RE
ARCH)
WINDOW
WELL (RE
ARCH)
FR
O
N
T
P
O
R
C
H
(
R
E
A
R
C
H
)
FR
O
N
T
P
O
R
C
H
(
R
E
A
R
C
H
)
CU
R
B
LA
W
N
P
A
T
H
PLANT
CONT.
GATE
GATE
SITE WALL
EGRESS LADDER; RE ARCH
OVERHEAD HEATER TO
LOWER LEVEL PATIO, TYP
WRAP TILE UP FACE OF LOWER LEVEL FIRE FEATURE WALL
HE
A
T
E
R
HE
A
T
E
R
HE
A
T
E
R
CR
A
S
H
R
A
T
E
D
W
A
L
L
;
R
E
C
I
V
I
L
A
N
D
S
T
R
L
8/17/18
nickt
0' 2' 4'
Planting Plan
2017-02-14 Coordination Set
2017-02-23 Owner Review2017-03-01 HPC Final Review2017-03-22 Building Permit2018-06-29 Building Permit Rev01
Issuance
0' 2' 4'
Lighting Plan
2017-02-14 Coordination Set
2017-02-23 Owner Review
2017-03-01 HPC Final Review
2017-03-22 Building Permit
Issuance
Sections
2017-02-14 Coordination Set
2017-03-01 HPC Final Review2017-03-22 Building Permit2018-06-29 Building Permit Rev01
Issuance
8/17/18
nickt
Lighting Cutsheets
2017-02-14 Coordination Set
2017-03-01 HPC Final Review
2017-03-22 Building Permit
Issuance
LIGHT 00
LIGHT 03 LIGHT 01
LIGHT 02
75mm
350mm
Product Cutsheets
2017-03-22 Building Permit
Issuance
FIRE FEATURE APPLIANCE LAWN PAVE SYSTEM
OUTDOOR HEATER PORCELAIN TILE
ISSUE: 98% SD
HPC: 11.30.2015, 4.27.16, 12.8.16
PROGRESS: 5.16.16, 6.12.16, 6.23.16
11.2.16
HPC: 3.1.17
PERMIT: 3.22.17
CONSTRUCTION:
PROJECT # 1403
FILENAME: 1403
ARCHITECT
WILLIS PEMBER ARCHITECTS, INC
412 N. MILL ST.
ASPEN, CO 81611
CONTACT: WILLIS PEMBER
(V) 970 920 1727
STRUCTURAL ENGINEER
EVOLVE STRUCTURAL DESIGN
1040 MAIN ST
CARBONDALE, CO 81623
CONTACT: SARA MICKUS
(V) 970.510-0773
SURVEYOR
HIRED GUN SURVEYING
P.O. BOX 9
SNOWMASS, CO 81654
CONTACT: TOM YOKUM
(V) (970) 923-2794
LANDSCAPE ARCHITECT
LIFT STUDIO
PO BOX 2748
ASPEN, CO 81612
CONTACT: RYAN VUGTEVEEN
(V) (970) 404 5610
CIVIL ENGINEER
WOODY CREEK ENGINEERING,LLC
520 E. HYMAN AVE. #201
ASPEN, CO 81612
CONTACT: JOSH RICE
(V) 970 309 7130
SOILS ENGINEER
CHURCH AND ASSOCIATES, INC
4501 WADSWORTH BLVD
WHEATRIDGE, CO 80033
(V) 303 463 9317
MECHANICAL CONSULTANT
DESIGN-BUILD BY GC
GENERAL CONTRACTOR
TBD.
FOX CROSSING PROPERTIES
LOTS 4&6 LLC
6330 MERCER STREET
HOUSTON, TEXAS 77005
CONTACT: JOHN MORTON
VC: 713 299 7674
A.199
temporary location
for transplanted
trees. provide
protective fencing.
tree permit notes
5.25.18 in red
8/17/18
nickt
LA
LB
LC
LE
LG
001
002
003
004
005 006
007 008
009
010
011
012
014
015
013
009
ISSUE: 98% SD
HPC: 11.30.2015, 4.27.16, 12.8.16
PROGRESS: 5.16.16, 6.12.16, 6.23.16
11.2.16
HPC FINAL: 3.1.17
PERMIT:
CONSTRUCTION:
PERMIT RESPONCE: 6.27.17
PROJECT # 1403
FILENAME: 1403
CONSULTANTS
ARCHITECT
WILLIS PEMBER ARCHITECTS, INC
412 N. MILL ST.
ASPEN, CO 81611
CONTACT: WILLIS PEMBER
(V) 970 920 1727
STRUCTURAL ENGINEER
EVOLVE STRUCTURAL DESIGN
1040 MAIN ST
CARBONDALE, CO 81623
CONTACT: SARA MICKUS
(V) 970.510-0773
SURVEYOR
HIRED GUN SURVEYING
P.O. BOX 9
SNOWMASS, CO 81654
CONTACT: TOM YOKUM
(V) (970) 923-2794
LANDSCAPE ARCHITECT
LIFT STUDIO
PO BOX 2748
ASPEN, CO 81612
CONTACT: RYAN VUGTEVEEN
(V) (970) 404 5610
CIVIL ENGINEER
WOODY CREEK ENGINEERING,LLC
520 E. HYMAN AVE. #201
ASPEN, CO 81612
CONTACT: JOSH RICE
(V) 970 309 7130
SOILS ENGINEER
CHURCH AND ASSOCIATES, INC
4501 WADSWORTH BLVD
WHEATRIDGE, CO 80033
(V) 303 463 9317
MECHANICAL CONSULTANT
DESIGN-BUILD BY GC
GENERAL CONTRACTOR
TBD.
OWNERS
FOX CROSSING PROPERTIES
LOTS 4&6 LLC
6330 MERCER STREET
HOUSTON, TEXAS 77005
CONTACT: JOHN MORTON
VC: 713 299 7674
RACE ALLEY
541 RACE STREET
ASPEN, CO 81611
PARCEL ID # 273707392007
NORTH
FLOOR AREA
CALCULATIONS
Z010
NORTH
NORTH
ISSUE: 98% SD
HPC: 11.30.2015, 4.27.16, 12.8.16
PROGRESS: 5.16.16, 6.12.16, 6.23.16
11.2.16
HPC: 3.1.17
PERMIT: 3.22.17
CONSTRUCTION:
PROJECT # 1403
FILENAME: 1403
CONSULTANTS
ARCHITECT
WILLIS PEMBER ARCHITECTS, INC
412 N. MILL ST.
ASPEN, CO 81611
CONTACT: WILLIS PEMBER
(V) 970 920 1727
STRUCTURAL ENGINEER
EVOLVE STRUCTURAL DESIGN
1040 MAIN ST
CARBONDALE, CO 81623
CONTACT: SARA MICKUS
(V) 970.510-0773
SURVEYOR
HIRED GUN SURVEYING
P.O. BOX 9
SNOWMASS, CO 81654
CONTACT: TOM YOKUM
(V) (970) 923-2794
LANDSCAPE ARCHITECT
LIFT STUDIO
PO BOX 2748
ASPEN, CO 81612
CONTACT: RYAN VUGTEVEEN
(V) (970) 404 5610
CIVIL ENGINEER
WOODY CREEK ENGINEERING,LLC
520 E. HYMAN AVE. #201
ASPEN, CO 81612
CONTACT: JOSH RICE
(V) 970 309 7130
SOILS ENGINEER
CHURCH AND ASSOCIATES, INC
4501 WADSWORTH BLVD
WHEATRIDGE, CO 80033
(V) 303 463 9317
MECHANICAL CONSULTANT
DESIGN-BUILD BY GC
GENERAL CONTRACTOR
TBD.
OWNERS
FOX CROSSING PROPERTIES
LOTS 4&6 LLC
6330 MERCER STREET
HOUSTON, TEXAS 77005
CONTACT: JOHN MORTON
VC: 713 299 7674
RACE ALLEY
541 RACE STREET
ASPEN, CO 81611
PARCEL ID # 273707392007
ARCHITECTURAL SITE
PLAN
A.200
NORTH
8/17/18
nickt
LA
LB
LC
LE
LG
001
002
003
004
005 006
007 008
009
010
011
012
014
015
013
009
ISSUE: 98% SD
HPC: 11.30.2015, 4.27.16, 12.8.16
PROGRESS: 5.16.16, 6.12.16, 6.23.16
11.2.16
HPC FINAL: 3.1.17
PERMIT SUBMITTAL: 3.22.17, 10.13.17
CONSTRUCTION:
PROJECT # 1403
FILENAME: 1403
CONSULTANTS
ARCHITECT
WILLIS PEMBER ARCHITECTS, INC
412 N. MILL ST.
ASPEN, CO 81611
CONTACT: WILLIS PEMBER
(V) 970 920 1727
STRUCTURAL ENGINEER
EVOLVE STRUCTURAL DESIGN
1040 MAIN ST
CARBONDALE, CO 81623
CONTACT: SARA MICKUS
(V) 970.510-0773
SURVEYOR
HIRED GUN SURVEYING
P.O. BOX 9
SNOWMASS, CO 81654
CONTACT: TOM YOKUM
(V) (970) 923-2794
LANDSCAPE ARCHITECT
LIFT STUDIO
PO BOX 2748
ASPEN, CO 81612
CONTACT: RYAN VUGTEVEEN
(V) (970) 404 5610
CIVIL ENGINEER
WOODY CREEK ENGINEERING,LLC
520 E. HYMAN AVE. #201
ASPEN, CO 81612
CONTACT: JOSH RICE
(V) 970 309 7130
SOILS ENGINEER
CHURCH AND ASSOCIATES, INC
4501 WADSWORTH BLVD
WHEATRIDGE, CO 80033
(V) 303 463 9317
MECHANICAL CONSULTANT
DESIGN-BUILD BY GC
GENERAL CONTRACTOR
TBD.
OWNERS
FOX CROSSING PROPERTIES
LOTS 4&6 LLC
6330 MERCER STREET
HOUSTON, TEXAS 77005
CONTACT: JOHN MORTON
VC: 713 299 7674
RACE ALLEY
541 RACE STREET
ASPEN, CO 81611
PARCEL ID # 273707392007
LOWER FLOOR PLAN
PROPOSED
A201
NORTH
EE
EE
HR GR
EE
DE
ET
SA
CO
SA
SA
V
DV
V
SA
V
RED NOTES - REF. PERMIT CONDITIONS AND ABBREVIATION KEY
8/17/18
nickt
G/D
GR
HR
SA
SA
CO
CO
V
DV
V
MA
RED NOTES - REF. PERMIT CONDITIONS AND ABBREVIATION KEY
8/17/18
nickt
ISSUE: 98% SD
HPC: 11.30.2015, 4.27.16, 12.8.16
PROGRESS: 5.16.16, 6.12.16, 6.23.16
11.2.16
HPC FINAL: 3.1.17
PERMIT: 3.22.17, 10.13.17
CONSTRUCTION:
PROJECT # 1403
FILENAME: 1403
ARCHITECT
WILLIS PEMBER ARCHITECTS, INC
412 N. MILL ST.
ASPEN, CO 81611
CONTACT: WILLIS PEMBER
(V) 970 920 1727
STRUCTURAL ENGINEER
EVOLVE STRUCTURAL DESIGN
1040 MAIN ST
CARBONDALE, CO 81623
CONTACT: SARA MICKUS
(V) 970.510-0773
SURVEYOR
HIRED GUN SURVEYING
P.O. BOX 9
SNOWMASS, CO 81654
CONTACT: TOM YOKUM
(V) (970) 923-2794
LANDSCAPE ARCHITECT
LIFT STUDIO
PO BOX 2748
ASPEN, CO 81612
CONTACT: RYAN VUGTEVEEN
(V) (970) 404 5610
CIVIL ENGINEER
WOODY CREEK ENGINEERING,LLC
520 E. HYMAN AVE. #201
ASPEN, CO 81612
CONTACT: JOSH RICE
(V) 970 309 7130
SOILS ENGINEER
CHURCH AND ASSOCIATES, INC
4501 WADSWORTH BLVD
WHEATRIDGE, CO 80033
(V) 303 463 9317
MECHANICAL CONSULTANT
DESIGN-BUILD BY GC
GENERAL CONTRACTOR
TBD.
FOX CROSSING PROPERTIES
LOTS 4&6 LLC
6330 MERCER STREET
HOUSTON, TEXAS 77005
CONTACT: JOHN MORTON
VC: 713 299 7674
A203
8/17/18
nickt
GF GG
GN
GOGM GP
GL
GA GB GD GE
GC
ELEVATIONS
A301
ISSUE: 98% SD
HPC: 11.30.2015, 4.27.16, 12.8.16
PROGRESS: 5.16.16, 6.12.16, 6.23.16
11.2.16
HPC FINAL: 3.1.17
PERMIT: 3.22.17
CONSTRUCTION:
PROJECT # 1403
FILENAME: 1403
CONSULTANTS
ARCHITECT
WILLIS PEMBER ARCHITECTS, INC
412 N. MILL ST.
ASPEN, CO 81611
CONTACT: WILLIS PEMBER
(V) 970 920 1727
STRUCTURAL ENGINEER
EVOLVE STRUCTURAL DESIGN
1040 MAIN ST
CARBONDALE, CO 81623
CONTACT: SARA MICKUS
(V) 970.510-0773
SURVEYOR
HIRED GUN SURVEYING
P.O. BOX 9
SNOWMASS, CO 81654
CONTACT: TOM YOKUM
(V) (970) 923-2794
LANDSCAPE ARCHITECT
LIFT STUDIO
PO BOX 2748
ASPEN, CO 81612
CONTACT: RYAN VUGTEVEEN
(V) (970) 404 5610
CIVIL ENGINEER
WOODY CREEK ENGINEERING,LLC
520 E. HYMAN AVE. #201
ASPEN, CO 81612
CONTACT: JOSH RICE
(V) 970 309 7130
SOILS ENGINEER
CHURCH AND ASSOCIATES, INC
4501 WADSWORTH BLVD
WHEATRIDGE, CO 80033
(V) 303 463 9317
MECHANICAL CONSULTANT
DESIGN-BUILD BY GC
GENERAL CONTRACTOR
TBD.
OWNERS
FOX CROSSING PROPERTIES
LOTS 4&6 LLC
6330 MERCER STREET
HOUSTON, TEXAS 77005
CONTACT: JOHN MORTON
VC: 713 299 7674
RACE ALLEY
541 RACE STREET
ASPEN, CO 81611
PARCEL ID # 273707392007
8/17/18
nickt
GS
GT
GV
GH GI GJ
GP GQ GR GS
GK ISSUE:
PROGRESS: 98% SD
HPC SUBMITTAL:4.27.2016, 12.9.16
PROGRESS: 5.16.2016 6.12.16
HPC FINAL: 3.1.17
PERMIT SUBMITTAL: 3.22.17
CONSTRUCTION:
PROJECT # 1403
FILENAME: 1403
CONSULTANTS
ARCHITECT
WILLIS PEMBER ARCHITECTS, INC
412 N. MILL ST.
ASPEN, CO 81611
CONTACT: WILLIS PEMBER
970 920 1727
STRUCTURAL ENGINEER
EVOLVE STRUCTURAL DESIGN
1040 MAIN ST
CARBONDALE, CO 81623
CONTACT: SARA MICKUS
970.510-0773
SURVEYOR
HIRED GUN SURVEYING
PO BOX 9
SNOWMASS, CO 81654
CONTACT: TOM YOKUM
970 923-2794
LANDSCAPE ARCHITECT
LIFT STUDIO
PO BOX 2748
ASPEN, CO 81612
CONTACT: RYAN VUGTEVEEN
970 404 5610
CIVIL ENGINEER
WOODY CREEK ENGINEERING,LLC
520 E. HYMAN AVE. #201
ASPEN, CO 81612
CONTACT: JOSH RICE
970 309 7130
SOILS ENGINEER
CHURCH AND ASSOCIATES, INC
4501 WADSWORTH BLVD
WHEATRIDGE, CO 80033
303 463 9317
MECHANICAL CONSULTANT
DESIGN-BUILD BY GC
GENERAL CONTRACTOR
TBD.
OWNERS
FOX CROSSING PROPERTIES
LOTS 4&6 LLC
6330 MERCER STREET
HOUSTON, TEXAS 77005
CONTACT: JOHN MORTON
RACE ALLEY
541 RACE STREET
ASPEN, CO 81611
PARCEL ID # 273707392007
ELEVATIONS
A302
ISSUE: 98% SD
HPC: 11.30.2015, 4.27.16, 12.8.16
PROGRESS: 5.16.16, 6.12.16, 6.23.16
11.2.16
HPC FINAL: 3.1.17
PERMIT: 3.22.17
CONSTRUCTION:
PROJECT # 1403
FILENAME: 1403
CONSULTANTS
ARCHITECT
WILLIS PEMBER ARCHITECTS, INC
412 N. MILL ST.
ASPEN, CO 81611
CONTACT: WILLIS PEMBER
(V) 970 920 1727
STRUCTURAL ENGINEER
EVOLVE STRUCTURAL DESIGN
1040 MAIN ST
CARBONDALE, CO 81623
CONTACT: SARA MICKUS
(V) 970.510-0773
SURVEYOR
HIRED GUN SURVEYING
P.O. BOX 9
SNOWMASS, CO 81654
CONTACT: TOM YOKUM
(V) (970) 923-2794
LANDSCAPE ARCHITECT
LIFT STUDIO
PO BOX 2748
ASPEN, CO 81612
CONTACT: RYAN VUGTEVEEN
(V) (970) 404 5610
CIVIL ENGINEER
WOODY CREEK ENGINEERING,LLC
520 E. HYMAN AVE. #201
ASPEN, CO 81612
CONTACT: JOSH RICE
(V) 970 309 7130
SOILS ENGINEER
CHURCH AND ASSOCIATES, INC
4501 WADSWORTH BLVD
WHEATRIDGE, CO 80033
(V) 303 463 9317
MECHANICAL CONSULTANT
DESIGN-BUILD BY GC
GENERAL CONTRACTOR
TBD.
OWNERS
FOX CROSSING PROPERTIES
LOTS 4&6 LLC
6330 MERCER STREET
HOUSTON, TEXAS 77005
CONTACT: JOHN MORTON
VC: 713 299 7674
RACE ALLEY
541 RACE STREET
ASPEN, CO 81611
PARCEL ID # 273707392007
8/17/18
nickt
W16x77 W8x352x8's
ISSUE:
PROGRESS: 98% SD
HPC SUBMITTAL:4.27.2016, 12.9.16
PROGRESS: 5.16.2016 6.12.16
HPC: 3.1.17
PERMIT SUBMITTAL: 3.22.17, 10.13.17
CONSTRUCTION:
PROJECT # 1403
FILENAME: 1403
CONSULTANTS
ARCHITECT
WILLIS PEMBER ARCHITECTS, INC
412 N. MILL ST.
ASPEN, CO
CONTACT: WILLIS PEMBER
(V) 970 920 1727
STRUCTURAL ENGINEER
EVOLVE ENGINEERING
1040 MAIN STREET
CARBONDALE, CO 81623
CONTACT: SARA MICKUS
(970) 618 7708
SURVEYOR
HIRED GUN SURVEYING
P.O. BOX 9
SNOWMASS, CO 81654
CONTACT: TOM YOKUM
(V) (970) 923-2794
LANDSCAPE ARCHITECT
LIFT STUDIO LLC
PO BOX 2748
ASPEN, CO 81612
CONTACT: RYAN V
970 404 5610
CIVIL ENGINEER
WOODY CREEK ENGINEERING, LLC
P.O. BOX 575
WOODY CREEK, CO 81656
CONTACT: JOSH RICE
970 309 7130
SOILS ENGINEER
CHURCH AND ASSOCIATES, INC
4501 WADSWORTH BLVD
WHEATRIDGE, CO 80033
(V) 303 463 9317
MECHANICAL CONSULTANT
DESIGN BUILD
GENERAL CONTRACTOR
RUDD CONSTRUCTION
132 PARK AVENUE
BASALT, CO 81621
CONTACT: SCOTT DURYEA
(V) 970 618 7200
OWNERS
FOX CROSSING PROPERTIES
LOTS 4&6 LLC
6330 MERCER STREET
HOUSTON, TEXAS 77005
CONTACT: JOHN MORTON
RACE ALLEY
541 RACE STREET
ASPEN, CO 81611
PARCEL ID # 273707392007
SECTIONS
A401
8/17/18
nickt
ISSUE:
PROGRESS: 98% SD
HPC SUBMITTAL:4.27.2016, 12.9.16
PROGRESS: 5.16.2016 6.12.16
HPC: 3.1.17
PERMIT SUBMITTAL: 3.22.17, 10.13.17
CONSTRUCTION:
PROJECT # 1403
FILENAME: 1403
ARCHITECT
WILLIS PEMBER ARCHITECTS, INC
412 N. MILL ST.
ASPEN, CO
CONTACT: WILLIS PEMBER
(V) 970 920 1727
STRUCTURAL ENGINEER
EVOLVE ENGINEERING
1040 MAIN STREET
CARBONDALE, CO 81623
CONTACT: SARA MICKUS
(970) 618 7708
SURVEYOR
HIRED GUN SURVEYING
P.O. BOX 9
SNOWMASS, CO 81654
CONTACT: TOM YOKUM
(V) (970) 923-2794
LANDSCAPE ARCHITECT
LIFT STUDIO LLC
PO BOX 2748
ASPEN, CO 81612
CONTACT: RYAN V
970 404 5610
CIVIL ENGINEER
WOODY CREEK ENGINEERING, LLC
P.O. BOX 575
WOODY CREEK, CO 81656
CONTACT: JOSH RICE
970 309 7130
SOILS ENGINEER
CHURCH AND ASSOCIATES, INC
4501 WADSWORTH BLVD
WHEATRIDGE, CO 80033
(V) 303 463 9317
MECHANICAL CONSULTANT
DESIGN BUILD
GENERAL CONTRACTOR
RUDD CONSTRUCTION
132 PARK AVENUE
BASALT, CO 81621
CONTACT: SCOTT DURYEA
(V) 970 618 7200
FOX CROSSING PROPERTIES
LOTS 4&6 LLC
6330 MERCER STREET
HOUSTON, TEXAS 77005
CONTACT: JOHN MORTON
A402
8/17/18
nickt
ISSUE:
PROGRESS: 98% SD
HPC SUBMITTAL:4.27.2016, 12.9.16
PROGRESS: 5.16.2016 6.12.16
HPC: 3.1.17
PERMIT SUBMITTAL: 3.22.17, 10.13.17
CONSTRUCTION:
PROJECT # 1403
FILENAME: 1403
ARCHITECT
WILLIS PEMBER ARCHITECTS, INC
412 N. MILL ST.
ASPEN, CO
CONTACT: WILLIS PEMBER
(V) 970 920 1727
STRUCTURAL ENGINEER
EVOLVE ENGINEERING
1040 MAIN STREET
CARBONDALE, CO 81623
CONTACT: SARA MICKUS
(970) 618 7708
SURVEYOR
HIRED GUN SURVEYING
P.O. BOX 9
SNOWMASS, CO 81654
CONTACT: TOM YOKUM
(V) (970) 923-2794
LANDSCAPE ARCHITECT
LIFT STUDIO LLC
PO BOX 2748
ASPEN, CO 81612
CONTACT: RYAN V
970 404 5610
CIVIL ENGINEER
WOODY CREEK ENGINEERING, LLC
P.O. BOX 575
WOODY CREEK, CO 81656
CONTACT: JOSH RICE
970 309 7130
SOILS ENGINEER
CHURCH AND ASSOCIATES, INC
4501 WADSWORTH BLVD
WHEATRIDGE, CO 80033
(V) 303 463 9317
MECHANICAL CONSULTANT
DESIGN BUILD
GENERAL CONTRACTOR
RUDD CONSTRUCTION
132 PARK AVENUE
BASALT, CO 81621
CONTACT: SCOTT DURYEA
(V) 970 618 7200
FOX CROSSING PROPERTIES
LOTS 4&6 LLC
6330 MERCER STREET
HOUSTON, TEXAS 77005
CONTACT: JOHN MORTON
A403
8/17/18
nickt
1-1/2-3"58"
2-
3
"
2-
3
"
8"
878"
7
12"6-
7
/
8
"
34"
8-
1
/
8
"
W
F
8
NON-BEARING AND BEARING
634" OR 4-3/4"
5 12"
OR 3 1/2"
NOTE:REF. STRUCTURAL
PLANS FOR INT. BEARING WALL
LOCATIONS.
758"
STC RATING = 50-54
FIRE RATING REQ'D - 1 HOUR
OCCUPANCY SEPARATION
BETWEEN GARAGE + LIVING SPACE.
LOAD-BEARING
512"
R ASSEMBLY = R-21.47
ASSEMBLY:
GA FILE NO. WP 3240
58"5
8"78"
1-1/2-3"
2-
3
"
STC RATING = 56
FIRE RATING REQ'D - 1 HOUR
LESS THAN 5' FROM PROPERTY LINE
LOAD-BEARING
R ASSEMBLY = R-24.91 | W 8.6 CONT.
ASSEMBLY:
GA FILE NO. WP 3240
58"78"
STC RATING = NA
LOAD-BEARING
R ASSEMBLY = R-49.62
STC RATING = NA
NON-RATED ASSEMBLY
LOAD-BEARING
R ASSEMBLY = 8.6 CONTINUOUS
EXISTING CONSTRUCTION
HISTORIC
8"
STC RATING = NA
NON-RATED
LOAD-BEARING
R ASSEMBLY = R-24.91 | W 8.6 CONT.
EXISTING HISTORIC
CONSTRUCTION W/
INTERIOR INSULATION
R ASSEMBLY = 21.05 | 10.1 CONT
LOAD-BEARING
8"1 12"
5
8"238"
NON-RATED
R-ASSEMBLY = 32.86 +1
STC = NA
LOAD BEARING
EXTERIOR
INTERIOR
BEARING
EXT. EGRESS WELLS
NON THERMAL
STC RATING = NA
RATED CLASS A FIREPROOF ROOF
ASSEMBLY
LOAD-BEARING
R ASSEMBLY = R-49.07 | 10.1 CONT
512"
112"
112"
1 2"
5
8"
7
1
4"
11
2
"
11
2"
1
2"
STC RATING = NA
RATED CLASS A FIREPROOF ROOF
ASSEMBLY
LOAD-BEARING
R ASSEMBLY = R-49.07 | 10.1 CONT
5 8"
5
-
1
/
2
"
HISTORIC ROOF CABIN RESTORATION HISTORIC ROOF CABIN RESTORATION
NON VENTED NON VENTED
4"4"
14"
RATED CLASS A FIREPROOF ROOF
ASSEMBLY
38"
78"
1 1/2" = 1'-0"W1
WALL TYPE 1
EXISTING LOG WALLW2
WALL TYPE 2
EXISTING LOG WALL WITH INTERIOR FINISH A601
_A601
DETAILS - TYP.
ASSEMBLIES
ISSUE: 98% SD
HPC: 11.30.2015, 4.27.16, 12.8.16
PROGRESS: 5.16.16, 6.12.16, 6.23.16
11.2.16
HPC FINAL: 3.1.17
PERMIT SUBMITTAL : 3.22.17, 10.13.17
CONSTRUCTION:
PROJECT # 1403
FILENAME: 1403
CONSULTANTS
ARCHITECT
WILLIS PEMBER ARCHITECTS, INC
412 N. MILL ST.
ASPEN, CO 81611
CONTACT: WILLIS PEMBER
(V) 970 920 1727
STRUCTURAL ENGINEER
EVOLVE STRUCTURAL DESIGN
1040 MAIN ST
CARBONDALE, CO 81623
CONTACT: SARA MICKUS
(V) 970.510-0773
SURVEYOR
HIRED GUN SURVEYING
P.O. BOX 9
SNOWMASS, CO 81654
CONTACT: TOM YOKUM
(V) (970) 923-2794
LANDSCAPE ARCHITECT
LIFT STUDIO
PO BOX 2748
ASPEN, CO 81612
CONTACT: RYAN VUGTEVEEN
(V) (970) 404 5610
CIVIL ENGINEER
WOODY CREEK ENGINEERING,LLC
520 E. HYMAN AVE. #201
ASPEN, CO 81612
CONTACT: JOSH RICE
(V) 970 309 7130
SOILS ENGINEER
CHURCH AND ASSOCIATES, INC
4501 WADSWORTH BLVD
WHEATRIDGE, CO 80033
(V) 303 463 9317
MECHANICAL CONSULTANT
DESIGN-BUILD BY GC
GENERAL CONTRACTOR
TBD.
OWNERS
FOX CROSSING PROPERTIES
LOTS 4&6 LLC
6330 MERCER STREET
HOUSTON, TEXAS 77005
CONTACT: JOHN MORTON
VC: 713 299 7674
RACE ALLEY
541 RACE STREET
ASPEN, CO 81611
PARCEL ID # 273707392007
1-1/2" = 1'-0"W3
WALL TYPE 3
GARAGE RAIN SCREEN EXTERIOR WALL
1-1/2" = 1'-0"W4
WALL TYPE 4
EXTERIOR WALL BELOW GRADE TYP
1-1/2" = 1'-0"
W5
WALL TYPE 5
CONCRETE WALL TYPICAL (NON-THERMAL)
1-1/2" = 1'-0"W6
WALL TYPE 6
INTERIOR WALL - 1 HOUR
1-1/2" = 1'-0"W7
WALL TYPE 7
INTERIOR WALL
1-1/2" = 1'-0"W8
WALL TYPE 8
EXISTING LOG WALL WITH INTERIOR FURRING
1-1/2" = 1'-0"
R1
ROOF TYPE 1
LOW SLOPE ROOF
1-1/2" = 1'-0"R2
ROOF TYPE 2
EXISTING ROOF
1-1/2" = 1'-0"R3
ROOF TYPE 3
EXISTING ROOF
1-1/2" = 1'-0"--
.
NOT USED
1-1/2" = 1'-0"
8/17/18
nickt
8/17/18
nickt
8/17/18
nickt
8'-458"
FINISH STAIR OPENING
3'
-
0
"
2"
38"
3-
7
/
8
"
1 12"
38"
2"
312"
2"
3-
7
/
8
"
4-1/8"
4-1/8"
ISSUE:
PROGRESS: 98% SD
HPC SUBMITTAL:4.27.2016, 12.9.16
PROGRESS: 5.16.2016 6.12.16
HPC: 3.1.17
PERMIT SUBMITTAL: 3.22.17, 10.13.17
CONSTRUCTION:
PROJECT # 1403
FILENAME: 1403
CONSULTANTS
ARCHITECT
WILLIS PEMBER ARCHITECTS, INC
412 N. MILL ST.
ASPEN, CO
CONTACT: WILLIS PEMBER
(V) 970 920 1727
STRUCTURAL ENGINEER
EVOLVE ENGINEERING
1040 MAIN STREET
CARBONDALE, CO 81623
CONTACT: SARA MICKUS
(970) 618 7708
SURVEYOR
HIRED GUN SURVEYING
P.O. BOX 9
SNOWMASS, CO 81654
CONTACT: TOM YOKUM
(V) (970) 923-2794
LANDSCAPE ARCHITECT
LIFT STUDIO LLC
PO BOX 2748
ASPEN, CO 81612
CONTACT: RYAN V
970 404 5610
CIVIL ENGINEER
WOODY CREEK ENGINEERING, LLC
P.O. BOX 575
WOODY CREEK, CO 81656
CONTACT: JOSH RICE
970 309 7130
SOILS ENGINEER
CHURCH AND ASSOCIATES, INC
4501 WADSWORTH BLVD
WHEATRIDGE, CO 80033
(V) 303 463 9317
MECHANICAL CONSULTANT
DESIGN BUILD
GENERAL CONTRACTOR
RUDD CONSTRUCTION
132 PARK AVENUE
BASALT, CO 81621
CONTACT: SCOTT DURYEA
(V) 970 618 7200
OWNERS
FOX CROSSING PROPERTIES
LOTS 4&6 LLC
6330 MERCER STREET
HOUSTON, TEXAS 77005
CONTACT: JOHN MORTON
RACE ALLEY
541 RACE STREET
ASPEN, CO 81611
PARCEL ID # 273707392007
STAIR/EGRESS
DETAILS
A701
NORTH NORTH
NORTH
8/17/18
nickt
LA
LB
LC
LE
LG
008
009
010
009
ISSUE:
PROGRESS: 98% SD
HPC SUBMITTAL:4.27.2016, 12.9.16
PROGRESS: 5.16.2016 6.12.16
HPC: 3.1.17
PERMIT SUBMITTAL: 3.22.17, 10.13.17
CONSTRUCTION:
PROJECT # 1403
FILENAME: 1403
CONSULTANTS
ARCHITECT
WILLIS PEMBER ARCHITECTS, INC
412 N. MILL ST.
ASPEN, CO
CONTACT: WILLIS PEMBER
(V) 970 920 1727
STRUCTURAL ENGINEER
EVOLVE ENGINEERING
1040 MAIN STREET
CARBONDALE, CO 81623
CONTACT: SARA MICKUS
(970) 618 7708
SURVEYOR
HIRED GUN SURVEYING
P.O. BOX 9
SNOWMASS, CO 81654
CONTACT: TOM YOKUM
(V) (970) 923-2794
LANDSCAPE ARCHITECT
LIFT STUDIO LLC
PO BOX 2748
ASPEN, CO 81612
CONTACT: RYAN V
970 404 5610
CIVIL ENGINEER
WOODY CREEK ENGINEERING, LLC
P.O. BOX 575
WOODY CREEK, CO 81656
CONTACT: JOSH RICE
970 309 7130
SOILS ENGINEER
CHURCH AND ASSOCIATES, INC
4501 WADSWORTH BLVD
WHEATRIDGE, CO 80033
(V) 303 463 9317
MECHANICAL CONSULTANT
DESIGN BUILD
GENERAL CONTRACTOR
RUDD CONSTRUCTION
132 PARK AVENUE
BASALT, CO 81621
CONTACT: SCOTT DURYEA
(V) 970 618 7200
OWNERS
FOX CROSSING PROPERTIES
LOTS 4&6 LLC
6330 MERCER STREET
HOUSTON, TEXAS 77005
CONTACT: JOHN MORTON
RACE ALLEY
541 RACE STREET
ASPEN, CO 81611
PARCEL ID # 273707392007
A703
LANDSCAPE
DETAILS8/17/18
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GAGB
GC
GDGE
GH
GI
GJ
GK
GF
GG
GS
GT
GV
GS GR GQ
GP
GL
GN
GP
GO GM
LGLFLA
LB
LC
LE
GM
SA
SB
WINDOW SCHEDULE
A801
NOTES: WINDOW SCHEDULE
NOTES: HISTORIC WINDOWS AND DOORS
NOTES: DOOR SCHEDULE
ISSUE:
PROGRESS: 98% SD
HPC SUBMITTAL:4.27.2016, 12.9.16
PROGRESS: 5.16.2016 6.12.16
HPC FINAL: 3.1.17
PERMIT: 3.22.17
CONSTRUCTION:
PROJECT # 1403
FILENAME: 1403
CONSULTANTS
ARCHITECT
WILLIS PEMBER ARCHITECTS, INC
412 N. MILL ST.
ASPEN, CO 81611
CONTACT: WILLIS PEMBER
970 920 1727
STRUCTURAL ENGINEER
EVOLVE STRUCTURAL DESIGN
1040 MAIN ST
CARBONDALE, CO 81623
CONTACT: SARA MICKUS
970.510-0773
SURVEYOR
HIRED GUN SURVEYING
PO BOX 9
SNOWMASS, CO 81654
CONTACT: TOM YOKUM
970 923-2794
LANDSCAPE ARCHITECT
LIFT STUDIO
PO BOX 2748
ASPEN, CO 81612
CONTACT: RYAN VUGTEVEEN
970 404 5610
CIVIL ENGINEER
WOODY CREEK ENGINEERING,LLC
520 E. HYMAN AVE. #201
ASPEN, CO 81612
CONTACT: JOSH RICE
970 309 7130
SOILS ENGINEER
CHURCH AND ASSOCIATES, INC
4501 WADSWORTH BLVD
WHEATRIDGE, CO 80033
303 463 9317
MECHANICAL CONSULTANT
DESIGN-BUILD BY GC
GENERAL CONTRACTOR
TBD.
OWNERS
FOX CROSSING PROPERTIES
LOTS 4&6 LLC
6330 MERCER STREET
HOUSTON, TEXAS 77005
CONTACT: JOHN MORTON
RACE ALLEY
541 RACE STREET
ASPEN, CO 81611
PARCEL ID # 273707392007
WINDOW SCHEDULE
A801
8/17/18
nickt
ISSUE: 98% SD
HPC: 11.30.2015, 4.27.16, 12.8.16
PROGRESS: 5.16.16, 6.12.16, 6.23.16
11.2.16
HPC FINAL: 3.1.17
PERMIT: 3.22.17, 10.13.17
CONSTRUCTION:
PROJECT # 1403
FILENAME: 1403
CONSULTANTS
ARCHITECT
WILLIS PEMBER ARCHITECTS, INC
412 N. MILL ST.
ASPEN, CO 81611
CONTACT: WILLIS PEMBER
(V) 970 920 1727
STRUCTURAL ENGINEER
EVOLVE STRUCTURAL DESIGN
1040 MAIN ST
CARBONDALE, CO 81623
CONTACT: SARA MICKUS
(V) 970.510-0773
SURVEYOR
HIRED GUN SURVEYING
P.O. BOX 9
SNOWMASS, CO 81654
CONTACT: TOM YOKUM
(V) (970) 923-2794
LANDSCAPE ARCHITECT
LIFT STUDIO
PO BOX 2748
ASPEN, CO 81612
CONTACT: RYAN VUGTEVEEN
(V) (970) 404 5610
CIVIL ENGINEER
WOODY CREEK ENGINEERING,LLC
520 E. HYMAN AVE. #201
ASPEN, CO 81612
CONTACT: JOSH RICE
(V) 970 309 7130
SOILS ENGINEER
CHURCH AND ASSOCIATES, INC
4501 WADSWORTH BLVD
WHEATRIDGE, CO 80033
(V) 303 463 9317
MECHANICAL CONSULTANT
DESIGN-BUILD BY GC
GENERAL CONTRACTOR
TBD.
OWNERS
FOX CROSSING PROPERTIES
LOTS 4&6 LLC
6330 MERCER STREET
HOUSTON, TEXAS 77005
CONTACT: JOHN MORTON
VC: 713 299 7674
RACE ALLEY
541 RACE STREET
ASPEN, CO 81611
PARCEL ID # 273707392007
LOWER FLOOR
ELECTRICAL PLAN
E201
NORTH
8/17/18
nickt
ISSUE: 98% SD
HPC: 11.30.2015, 4.27.16, 12.8.16
PROGRESS: 5.16.16, 6.12.16, 6.23.16
11.2.16,
HPC 3.1.17
PERMIT: 3.22.17, 10.13.17
CONSTRUCTION:
PROJECT # 1403
FILENAME: 1403
CONSULTANTS
ARCHITECT
WILLIS PEMBER ARCHITECTS, INC
412 N. MILL ST.
ASPEN, CO 81611
CONTACT: WILLIS PEMBER
(V) 970 920 1727
STRUCTURAL ENGINEER
EVOLVE STRUCTURAL DESIGN
1040 MAIN ST
CARBONDALE, CO 81623
CONTACT: SARA MICKUS
(V) 970.510-0773
SURVEYOR
HIRED GUN SURVEYING
P.O. BOX 9
SNOWMASS, CO 81654
CONTACT: TOM YOKUM
(V) (970) 923-2794
LANDSCAPE ARCHITECT
LIFT STUDIO
PO BOX 2748
ASPEN, CO 81612
CONTACT: RYAN VUGTEVEEN
(V) (970) 404 5610
CIVIL ENGINEER
WOODY CREEK ENGINEERING,LLC
520 E. HYMAN AVE. #201
ASPEN, CO 81612
CONTACT: JOSH RICE
(V) 970 309 7130
SOILS ENGINEER
CHURCH AND ASSOCIATES, INC
4501 WADSWORTH BLVD
WHEATRIDGE, CO 80033
(V) 303 463 9317
MECHANICAL CONSULTANT
DESIGN-BUILD BY GC
GENERAL CONTRACTOR
TBD.
OWNERS
FOX CROSSING PROPERTIES
LOTS 4&6 LLC
6330 MERCER STREET
HOUSTON, TEXAS 77005
CONTACT: JOHN MORTON
VC: 713 299 7674
RACE ALLEY
541 RACE STREET
ASPEN, CO 81611
PARCEL ID # 273707392007
GROUND FLOOR
ELECTRICAL +RCP
E202
NORTH
8/17/18
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8/17/18
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8/17/18
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8/17/18
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REINFORCED CONCRETE
1.All concrete design is based on the "Building Code Requirements for Reinforced Concrete", ACI 318, latest edition, and
associated Commentary (ACI 318R).
2. All structural concrete shall have a minimum compressive strength at 28 days of 3000 psi in accordance with ASTM C39. All
structural concrete exposed to freeze-thaw cycles shall have a maximum w/cm ratio of 0.45 and a minimum 28 day compressive
strength of 4500 psi. Stained or polished concrete floor slabs are recommended to be a minimum of 4000 psi with low pozzolanic
material ratios.
3. All concrete shall be consolidated using mechanical vibrators.
4. All concrete work shall conform to the requirements of the IBC and ACI Standard 318, latest edition, of the American Concrete
Institute (ACI), unless shown or noted otherwise on these drawings.
5. Aggregate shall conform to ASTM C33.
6. Cement shall be ASTM C150, Type I or Type II modified.
7. Concrete shall be placed in accordance with ASTM C94 and ACI Standard 304.
8. All embedded items shall be placed accurately and secured prior to beginning concrete placement.
9. Construction joints shall be located so as not to impair the strength of the structure. Construction joints shall comply with ACI 318,
unless noted otherwise.
10. Concrete mix designs shall be submitted to the Architect & S.E.O.R. for approval prior to placement of any concrete.
11. Reinforcement and embedded items shall be free of excessive scale, rust, dirt, grease, & all or any other substance that will
impair bond with concrete.
STRUCTURAL GENERAL NOTES
GENERAL
1.All construction shall conform to the 2015 edition of the International Building Code (IBC), and the City of Aspen amendments.
2. Details not specifically shown on these drawings shall be similar to details for like construction as shown on these drawings.
3. The Contractor shall verify all dimensions and conditions at the job site, and shall report any discrepancies to the Architect and
Structural Engineer of Record (S.E.O.R.) before proceeding with work.
4. Refer to Architectural drawings for dimensions and other information not specifically shown on Structural Drawings. Dimensions
shown are approximate and are provided as an aid in interpreting the drawings and must be verified with the Architectural
drawings. In the event of conflict, dimensions shown on the Architectural drawings shall govern. Notify the S.E.O.R. of any
discrepancies prior to constructing the impacted portions of the work. Scaled dimensions shall not be used.
5. No structural members shall be cut, notched or otherwise penetrated unless specifically approved by the S.E.O.R. in advance or
as shown on these drawings.
6. Provide openings, curbs, framing, supports and attachments for items as indicated on Architectural, Mechanical, Electrical or
other drawings included in the Construction Documents.
7. Where these General Notes and typical details are in conflict with the Specifications, these Notes and Details shall govern.
REINFORCING STEEL
1. All detailing, fabrication, and placement of reinforcing steel shall be in accordance with the ACI Manual of Concrete Practice.
2. Except where otherwise noted on the Drawings, reinforcing bars shall conform to ASTM Specification A615 and shall be Grade
60. Ties and field-bent bars as noted on plan shall be Grade 40. All reinforcing bars to be welded shall conform to ASTM
A706.
3. Welded wire fabric reinforcement shall conform to ASTM A185 and shall be sheet-type; roll-type is not acceptable.
4. Coverage for reinforcing bars shall be in accordance with the requirements of the IBC, the ACI Standard 318 and in the Table
below, unless shown otherwise on the Drawings.
5. Lap splices for reinforcing bars shall be 57 bar diameters (24" minimum) for concrete reinforcement and 72 bar diameters (36"
minimum) for masonry reinforcement unless shown otherwise on the Drawings. Wire bars together at laps or splices. Stagger
laps in adjacent horizontal bars a minimum of the required splice length. Hooks shall be ACI standard hooks unless shown
otherwise. Welded wire fabric shall be spliced by lapping a minimum of 12 inches, or (2) cross wires, whichever is greater.
MANUFACTURED WOOD PRODUCTS
1. Manufactured wood I-joists shall be installed in accordance with the manufacturer's recommended details for blocking, bracing,
bearing and connections. See plan for size, depth and product designations. Any alternate products shall be submitted to the
engineer for written approval prior to construction.
2. Laminated Veneer Lumber (LVL) beam & column plies shall be 1
3 4" in width with number of plies and depths as noted on plan.
LVL shall have the following minimum working stresses: Fc pll=2,510 psi, Fb=2,600 psi, Fv=285 psi, E=2,000,000 psi.
3. Laminated Strand Lumber (LSL), beams (13 4" min) and rimboard (11 4" min) shall be as noted on plan, with the following minimum
working stresses: Fc pll=1,400 psi, Fb=1,700 psi, Fv=400 psi, E=1,300,000 psi.
4. Versa-Stud (1
1 2" min) shall be noted on plan, with the following minimum working stresses: Fc pll=3,000 psi, Fb=2,400 psi,
E=1,700,000 psi.
5. Parallel Strand Lumber (PSL) beams shall be as noted on plan with the following minimum working stresses: Fb=2,900 psi,
Fv=290 psi, E=2,000,000 psi.
6. Parallel Strand Lumber (PSL) columns shall be as noted on plan with the following minimum working stresses: Fc pll=2,500 psi,
Fb=2,400 psi, Fv=190 psi, E=1,800,000 psi.
7. Glulam (GL) beams shall be as noted on plan with the following minimum working stresses: 24F-V4, Fb(tension zone)=2,400 psi,
Fv=240 psi, E=1,800,000 psi. All mult-span beams, including cantilever conditions, shall be 24F-V8 unless noted otherwise in the
drawings.
8. Manufactured wood products as noted above shall be installed per manufacturer's specifications.
9. Manufactured wood products in contact with concrete or masonry foundation or exposed to exterior conditions shall be treated per
manufacturer's specifications.
10. Wood manufactured products other than those noted, which have I.C.B.O. approval, may be used with approval by the engineer
of record. Substitutions made by the Owner or Contractor shall include all connection hardware as required for sizes used, and
shall have equivalent load ratings as those called for on the Drawings.
STRUCTURAL ERECTION AND BRACING REQUIREMENTS
1. The Structural Drawings illustrate the completed structure with all elements in their final positions, properly supported
and braced.
2. The Contractor, in the proper sequence, shall provide shoring and bracing as required during construction to achieve
the final completed structure. Design, sequencing, location, placement, etc. of bracing and shoring is the responsibility
of the Contractor.
3. The Contractor shall be responsible for the safety of the building and workers during construction. The Contractor
shall comply with all applicable safety regulations.
BACKFILLING
1. Contractor shall not backfill against basement and/or retaining walls until all supporting elements (ex: concrete slabs
and/or floor framing) are in place and securely anchored, or until adequate temporary shoring is installed.
2. Contractor shall verify type of backfill material with Geotechnical Engineer prior to backfilling.
STRUCTURAL STEEL
1. All detailing, fabrication, and erection of structural and miscellaneous steel shall be in accordance with the requirements of the
American Institute of Steel Construction (AISC) Code of Standard Practice, latest edition, and the American Welding Society
(AWS) Specifications.
2. All structural steel rolled shapes, except angles and plates, shall conform to ASTM A992, 50 ksi.
3. Angles, channels & plates shall conform to ASTM A36, 36 ksi, unless otherwise noted on the Drawings.
4. Pipes shall conform to ASTM A53, Grade B, 35 ksi.
5. Tube shapes (HSS) shall conform to ASTM A500, Grade B, rectangular shapes = 46 ksi & round shapes = 42 ksi.
6. All bolts for steel-to-steel connections shall conform to ASTM A325, unless otherwise noted on the Drawings.
7. All anchor bolts shall conform to ASTM F1554 Gr. 36, unless otherwise noted on the Drawings.
8. All shear studs shall conform to ASTM A108 & shall be welded to steel beams for full shear capacity.
9. All welding shall be in accordance with the requirements of the IBC and the Structural Welding Code, AWS D1, latest edition,
by the American Welding Society. Shop welding shall be performed in shops approved by the Building Official, per IBC Section
1704.2.5. Welding shall be done using E70XX electrodes, unless noted otherwise on the Drawings.
10. Expansion bolts and epoxy anchors called for on the Drawings shall be Hilti or approved equivalent, with embedment as shown
on the Drawings. Expansion bolts shall be Hilti Kwik Bolt 3 & Epoxy shall be Hilti HIT-HY 200 or approved equivalent, unless
otherwise noted on the Drawings.
11. Powder actuated fasteners shall be Hilti DNI or approved equivalent, with full penetration into steel members, unless otherwise
noted on the Drawings.
12. Steel, including bolts & anchors, in contact with earth, or as otherwise noted on the Drawings, shall be hot dip galvanized or
prime painted. Do not paint within 3" of field welds until welds are completed.
FASTENER AT NEAR FACE
FASTENER AT FAR FACE
(3-PLY & 4-PLY ONLY)
PLY TO PLY CONNECTION 3-PLY2-PLY
2 ROWS 10d NAILS @ 12"o.c.ONE FACE EA FACE
PLY TO PLY CONNECTION 3-PLY2-PLY
2 ROWS 12d NAILS @ 12"o.c.ONE FACE EA FACE
2"
12"/24"o.c.2"
PLY TO PLY CONNECTION 3-PLY2-PLY
3 ROWS 16d NAILS @ 12"o.c.ONE FACE EA FACE
4-PLY
EA FACE2 ROWS 1/4"x6" SDS SCREWS @ 24"o.c.
4-PLY
3 ROWS 1/4"x6" SDS SCREWS @ 24"o.c.EA FACE
FOR COLUMNS OVER 3-PLY, ATTACH EACH ADDITIONAL PLY w/ (2) ROWS OF 10d NAILS @ 12"o.c.
SAWN LUMBER (2" NOM. THICKNESS) CONNECTION SCHEDULE
LVL 1 3/4" THICK, MEMBER WIDTH < 14" CONNECTION SCHEDULE
LVL 1 3/4" THICK, MEMBER WIDTH > = 14" CONNECTION SCHEDULE
2-PLY MEMBER 3-PLY MEMBER 4-PLY MEMBER
ELEVATION
TYP MULTIPLE PLY BEAMS & COLUMNS
SCALE: N.T.S.
3
S0.01
GROUT & ADHESIVE
1. All grout beneath column base plates, or steel beams at bearing shall be non-metallic, non-shrink high strength grout
by "Five Star, "Embeco", or approved equal installed to manufacturer's specifications.
2. All structural construction adhesive specified shall be Loctite PL Premium Fast Grab or approved equal & shall be
installed to manufacturer's specifications.
1. FLOOR SHEATHING (AND FLAT ROOF SHTG) SHALL BE AS FOLLOWS:
WOOD STRUCTURAL PANELS CERTIFIED BY THE APA FOR USE AS FLOOR SHEATHING, RATED STURD-I
FLOOR, 24" o.c, 23 32" THICK, T & G OR 118" WARMBOARD-S. FLOOR SHEATHING SHALL BE GLUED AND
FASTENED TO FLOOR JOISTS & BEAMS USING ADHESIVES CONFORMING TO APA SPECIFICATION
AFG-01 AND APPLIED IN ACCORDANCE WITH MANUFACTURER RECOMMENDATIONS. REMOVE
WATER, DUST AND DEBRIS FROM JOISTS. APPLY GLUE TO JOISTS & BEAMS AND COMPLETE ALL
FASTENING BEFORE GLUE SETS. FLOOR SHEATHING USED AT EXTERIOR DECKS SHALL BE LABELED
"EXTERIOR" OR "EXPOSURE 1".
2. ROOF SHEATHING SHALL BE AS FOLLOWS:
WOOD STRUCTURAL PANELS CERTIFIED BY THE APA FOR USE AS ROOF SHEATHING, LABELED
"EXTERIOR" OR "EXPOSURE 1", RATED SHEATHING, 40/20, 5/8" THICK
3. FLOOR AND ROOF
SHEATHING LAYOUT:
3-SPAN CONTINUOUS - MIN,
PERP TO FRAMING MEMBERS
FRAMING MEMBERS
TYP FLOOR & ROOF SHEATHING
SCALE: NTS
1
BRACED WALL PANELS
1. All bearing walls, including unlabeled, hatched BWP's, shall be continuously sheathed as Typical Exterior or Interior
Panels, accordingly.
2. Typical Exterior Panels shall be
7 16" APA rated OSB or plywood attached to studs w/ 8d common or galvanized box
nails (13 8" stud penetration) @ 6"o.c. at panel edges & 12"o.c. at intermediate supports. Block all panel edges.
3. Typical Interior Panels shall be
5 8" gypsum board, both sides of wall, attached to studs w/ 6d cooler nails, 0.120 x 13 4",
min 3 8" head (or No. 6 11 4" Type S or W screws), spaced at 4"o.c. at all supports, studs & plates. Studs shall be spaced
@ 24"o.c. max @ panels.
4. All hatched BWP's are critical to the current lateral force resisting system design. They shall not be modified.
5. Special BWP's, holdown straps & anchors, as required, are denoted per plans and shall be constructed per schedules
shown on these drawings.
2'-0" MIN LAP - U.N.O.
WOOD AND TIMBER FRAMING
1. All wood and heavy timber construction shall conform to the American Institute of Timber Construction (AITC) and National Design
Specification (NDS) Standards, latest edition.
2. Structural framing lumber shall be at a minimum, as noted below, unless noted otherwise, and shall have a maximum moisture
content of 19% at time of delivery.
3. Provide solid blocking at supports between joists and rafters. Within floor joist spaces beneath solid or built-up posts, provide solid
blocking with area same as post above.
4. All plywood shown on these drawings shall be minimum C-D grade with exterior glue in accordance with DOC PS 1 and comply
with IBC section 2304.
5. Sill plates shall be of naturally durable wood, or Zinc Borate treated LSL or Douglas Fir-Larch per IBC Section 2304.12 with Fc
perp = 625 psi, minimum and shall be protected for dry use.
6. All wood framing shall be preservative pressure treated when in contact with concrete or masonry foundation or exposed to
exterior conditions. All fasteners used to connect pressure-treated wood shall be hot-dipped galvanized (HDG) or stainless steel.
7. Except as noted otherwise, provide minimum nailing as specified in IBC Table 2304.10.1 Structural nailing shall be with common
nails, unless otherwise noted on the Drawings. Nails exposed to weather shall be galvanized. Nails used to connect preservative
treated wood shall be hot dipped galvanized (HDG) or stainless steel.
8. Metal timber connectors shall be Simpson Strong-Tie or equivalent. Hardware specified is for specific member size &
manufacturer as show on the structural drawings. Hanger slope, skew & top flange shall be designated by the contractor as
required. Simpson connectors for preservative treated wood or connectors in contact with concrete shall be ZMAX or HDG, or as
otherwise recommended by specific connector supplier. Install all connectors in accordance with manufacturer's instructions for
maximum rated loads.
9. Bolts used as timber-to-steel or timber-to-timber connectors shall be ASTM A307 unless noted otherwise on the Drawings. Bolts
shall be installed in accordance with the requirements of the latest edition of the National Design Specification for Wood
Construction (NDS) by the National Forest Products Assoc. Bolts used to connect pressure-treated wood shall be HDG or
stainless steel.
10. Lag screws shall be ASTM A307. Holes for lag screws shall be bored the same depth and diameter as the bolt shank. The
remaining depth of penetration shall be bored per NDS requirements. Lag screws used to connect pressure-treated wood shall be
HDG or stainless steel.
11. Provide malleable iron washers or equivalent cut plate washers under all nuts, bolts or lag screw heads which bear on wood.
12. Wood screws shall be steel per NDS requirements. Pre-drill holes to prevent splitting as recommended in the NDS.
13. Wood members shall be cut or notched only as shown on the Structural Drawings.
14. Provide cross bridging, solid bridging or other lateral support for all framing members in accordance with the requirements of IBC
Section 2308.
15. Except where more stringent construction is shown on the Drawings, wood construction shall comply with the requirements of the
IBC, latest edition, as a minimum.
SHEATHING NAILING
SHEATHING
APPLICATION FASTENERS
NAIL SPACING
COMMENTS
@ INTERMEDIATE
SUPPORTS @ PANEL EDGES
WOOD FLOOR 10d COMMON (0.148 Ø)12"6" U.N.O.GLUED (SEE NOTE 1)
WOOD ROOF 8d COMMON (0.131 Ø)12"6"-
DBL 2x TOP PL TYP U.N.O.
(2) 10d @ CORNER & INTERSECTION LAPS
10d COMMON @ 24"o.c.
(2) 10d ADD'L
(8) 10d COMMON
MIN BTWN SPLICES
MINIMUM CONCRETE COVER FOR REINFORCEMENT1
CONCRETE CAST AGAINST AND PERMANENTLY
EXPOSED TO EARTH 3"
CONCRETE EXPOSED TO EARTH OR WEATHER
No. 6 thru No. 18 bars 2"
No. 5 bar, W31 or D31 wire, and
smaller 11 2"
CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT
WITH GROUND
Slabs, Walls, Joists:No. 14 and No. 18 bars 1
1 2"
No. 11 bar and smaller 3 4"
Beams, Columns:Primary reinforcement, ties, stirrups,
spirals 112
1.Minimum concrete cover specified or for cast-in-place, nonprestressed concrete
TYPE SPECIES GRADE Fb (MIN)
Existing 2x structural Joists, Rafters & Headers Hem Fir No. 2 850 psi
2x Structural Joists, Rafters & Headers Douglas Fir-Larch No. 2 900 psi
2x Studs, Posts & Plates
Douglas Fir-Larch No. 2 900 psi
Versa-Stud 1.7E 2,400 psi
Plates
Douglas Fir-Larch No. 2 900 psi
LSL 1.3E 1,700 psi
Stringers, Beams & Posts (4x)Douglas Fir-Larch No. 1 1,000 psi
Stringers, beams (6x & greater)Douglas Fir-Larch No. 1 1,350 psi
Posts (6x & greater)Douglas Fir-Larch No. 1 1,200 psi
DESIGN LOADS
1. ROOF LOADS
1.1. Dead Load ............................. 15 psf
1.2. Live Load (Snow).................... 75 psf*
2. FLOORS LOADS
2.1. Dead Load ............................. 20 psf
2.2. Live Load ............................... 40 psf
3. LATERAL LOADS
3.1. Seismic Design Category....... C
3.2. Basic Wind Speed ................. 115 mph
3.3. Exposure Category ............... B
3.4. Importance Factor ................. 1
* No duration of load increase was used in design
FOUNDATIONS
1. Concrete foundations are designed based on the following soil parameters as provided in the Geotechnical Engineering Study
prepared for Fox Crossing Development at Gibson Avenue & Lone Pine Street, Aspen, Colorado, Project No. CO51128, by Intec
Church and Associates, Inc. dated September 6, 2005.
1.1. Density = 120 pcf (Assumed)
1.2. Allowable Bearing Pressure = 2,500 psf
1.3. Lateral At-Rest Earth Pressure = 60 pcf (Properly compacted backfill)
1.4. Lateral Active Earth Pressure = 50 pcf (Properly compacted backfill)
1.5. Lateral Passive Earth Pressure = 350 pcf (Compacted fill, Ultimate)
1.6. Coefficient of Friction for Footing = 0.40 (Assumed, Ultimate)
1.7. Frost Depth = 42" min
2. Soils conditions and types shall be verified by a representative of a qualified Geotechnical Engineer (employed by Owner) during
excavation.
3. Proper surface and below grade perimeter drainage shall be installed per Civil & Geotechnical Engineers to relieve foundations
from hydrostatic pressures.
4. It is the responsibility of the Contractor to review the Geotechnical Engineer's recommendations and notify the Architect and/or
S.E.O.R. if any changes to the design are required prior to start of construction.
SPECIAL INSPECTION
1. The owner shall employ a special inspector per IBC Chapter 17. The special inspector shall submit a copy of all his
reports to the Owner, Architect, Structural Engineer and the Building Department. When the work is completed, the
special inspector shall submit a final signed report stating whether the work was, to the best of his knowledge, in
conformance with the approved set of plans and specifications and the applicable workmanship provisions of the
building code. The structural engineer of record will make visits to the site to observe general compliance with the
approved structural plans, specifications and change orders. The contractor shall coordinate with the special
inspector in order to ensure that the special inspection as indicated below can be performed with minimal impact to
the project schedule.
2. Special inspection is required for the following types of work. Refer to Chapter 17 of the
2015 IBC for additional testing and specific requirements.
2.1. All cast-in-place concrete work & reinforcing placement, except nonstructural concrete (periodic).
2.2. All masonry construction (periodic per IBC 1705.4).
2.3. All bolts and embeds in concrete (continuous if wet stabbed, periodic if tied).
2.4. All shop and field welding (periodic).
2.5. All high-strength bolted connections (periodic).
SHOP AND ERECTION DRAWINGS
1. The Contractor shall furnish (2) sets of shop and erection drawings for review to the Architect and Structural Engineer
of Record prior to fabrication for the following items:
1.1. Structural steel
1.2. Concrete and masonry reinforcing steel
1.3. Concrete mix designs
1.4. Glazing and intermediate structure per manufacturer for large areas of wall
2. The manufacture, fabrication or erection of above noted items prior to written review by the Architect and Structural
Engineer of Record is at the sole risk of the Contractor.
ATTACH ALL KING & TRIM STUD PLIES PER TYP MULTIPLE PLY BM & COL
DETAIL ATTACH ALL HEADER PLIES PER TYP
MULTIPLE PLY BM & COL DETAIL
A35 OR LS50 CLIP @ KING STUD
TO TOP & BOT PL's @ WALL OPNG
WIDTH > 3'-6" & (2) A35 OR LS50's
@ WIDTH > 7'-0" - TYP U.N.O.
2x SILL PL - USE (2)
2x PL's w/ A35 EA END
@ EXT WALL OPNG
8'-0" & GREATER -
TYP
(1) 2x6 TRIM STUD MIN,
TYP U.N.O. PER PLAN
(2) 2x6 HDR MIN, TYP
U.N.O. PER PLAN
(2) 16d COMMON, END NAIL OR (4) 8d
COMMON TOENAIL, EA STUD - TYP
BOT/SILL PL - SEE PLAN NOTES
OR SPECIFIC DETAILS FOR
ANCHOR BOLT SIZE & SPACING
2x6 STUDS @ 16"o.c. PER
PLAN & DETAILS - U.N.O
2x SOLID BLKG REQ'D AT
CEILING LINES & AT ALL
EDGES OF EXT WALL SHTG
(1) 2x6 KING STUD MIN,
TYP U.N.O. PER PLAN
(4) 16d COMMON
(2) 16d COMMON, END NAIL,
TOP PL TO EACH STUD - TYP
2
SCALE: 3 4" = 1'-0"
TYPICAL WALL FRAMING DETAIL
A.F.F.______ABOVE FINISH FLOOR
ABV_______ABOVE
ADD'L______ADDITIONAL
ADJ________ADJUSTABLE
ALT________ALTERNATE
A.C.I._______AMERICAN CONCRETE INSTITUTE
A.P.A.______AMERICAN PLYWOOD ASSOC.
AB_________ANCHOR BOLT
ARCH______ARCHITECT(URAL)
BM_________BEAM
BLW_______BELOW
BRG_______BEARING
BTWN______BETWEEN
BLKG______BLOCKING
B or BOT____BOTTOM
B.O.________BOTTOM OF
B.O.W._____BOTTOM OF WALL
BWP_______BRACED WALL PANEL
BLDG______BUILDING
CANT'D_____CANTILEVERED
C.I.P._______CAST-IN-PLACE
CLR________CLEAR
CNTRD_____CENTERED
CL_________CENTERLINE
CW________CLOCKWISE
COL_______COLUMN
C.J.P.______COMPLETE JOINT PENETRATION
CONC______CONCRETE
C.M.U.______CONCRETE MASONRY UNIT
CONN______CONNECTION
CONST_____CONSTRUCTION
CONT______CONTINUOUS
CONTR_____CONTRACTOR
C.J. _______CONTROL JOINT
CCW_______COUNTER-CLOCKWISE
DIAG_______DIAGONAL
DL_________DEAD LOAD
DEFL_______DEFLECTION
D.B.A.______DEFORMED BAR ANCHOR
D.W.F.______DEFORMED WIRE FABRIC
E.F.________EACH FACE
E.N.________EDGE NAILING
EL_________ELEVATION
ELEV_______ELEVATOR
EMBED_____EMBEDMENT
EQ_________EQUAL
EQUIV______EQUIVALENT
EXISTG/(E)__EXISTING
EXP________EXPANSION
EXT________EXTERIOR
F.D.________FLOOR DRAIN
FLG________FLANGE
FTG________FOOTING
FDN________FOUNDATION
GA_________GAUGE/GAGE
GALV______GALVANIZED, HOT DIP
G.C._______GENERAL CONTRACTOR
GL_________GLUE-LAMINATED MEMBER
G.B.________GRADE BEAM
HGR_______HANGER
H.A.S.______HEADED ANCHOR STUD
HDR_______HEADER
HT_________HEIGHT
HSS________HOLLOW STRUCTURAL STEEL
HK_________HOOK
HORIZ______HORIZONTAL
I.F._________INSIDE FACE
INT________INTERIOR
IBC________INTN'L BUILDING CODE
IRC________INTN'L RESIDENTIAL CODE
ISO________ISOLATION
JT_________JOINT
JST________JOIST
K__________KING
KSI________KIPS PER SQUARE INCH
LVL________LAMINATED VENEER LUMBER
LT_________LIGHT
LL_________LIVE LOAD
LOC________LOCATION
LLH________LONG LEG HORIZONTAL
LLV________LONG LEG VERTICAL
MFR_______MANUFACTURER
M.O._______MASONRY OPENING
MAT'L______MATERIAL
MAX_______MAXIMUM
MECH______MECHANICAL
MTL________METAL
MISC_______MISCELLANEOUS
MIN________MINIMUM
M.F. MOMENT FRAME
N.S.________NOT SHOWN
NTS________NOT TO SCALE
o.c.________ON-CENTER
OPNG______OPENING
O.H._______OPPOSITE HAND
OSB_______ORIENTED STRAND BOARD
O.F.________OUTSIDE FACE
PLL________PARALLEL
PSL________PARALLEL STRAND LUMBER
PEN________PENETRATION
PERP______PERPENDICULAR
PLCS_______PLACES
PL_________PLATE
PLWD______PLYWOOD
PLF________POUNDS PER LINEAR FOOT
PSF________POUNDS PER SQUARE FOOT
P.A.F.______POWER-ACTUATED FASTENER
P.C.________PER CAST
P.E.________PRE-ENGINEERED
P.T.________PRESSURE TREATED
R__________RADIUS
RE:________REFER TO
REINF______REINFORCING/MENT
REQ'D______REQUIRED
R.D.________ROOF DRAIN
R.S.________ROUGH SAWN
SCHED_____SCHEDULE
SHTG______SHEATHING
SHT________SHEET
SIM________SIMILAR
S.O.G.______SLAB ON GRADE
SP_________SPACE (ING)
SPECS_____SPECIFICATIONS
STAG______STAGGERED
S.S.________STAINLESS STEEL
STD________STANDARD
STL________STEEL
STRUCT____STRUCTURAL
S.E.O.R.____STRUCTURAL ENGINEER OF RECORD
SYM_______SYMMETRICAL
T&B________TOP AND BOTTOM
T.O.________TOP OF
T.O.M.______TOP OF MASONRY
T.O.S.______TOP OF STEEL
T.O.W._____TOP OF WALL
T.P.________TOP PLATE
T&G_______TONGUE AND GOOVE
T__________TRIMMER
TS_________TUBE STEEL COLUMN
TYP________TYPICAL
U.B.C.______UNIFORM BUILDING CODE
U.N.O.______UNLESS NOTED OTHERWISE
V.I.F._______VERIFY IN FIELD
VERT______VERTICAL
WT________WEIGHT
WWF_______WELDED WIRE FABRIC
w/_________WITH
WD________WOOD
W.P._______WORK POINT
ABBREVIATIONS
TYPICAL FRAMING CONNECTION SCHEDULE
(MINIMUM U.N.O.)1, 2
NAILING TYPE
Joists or Rafters to T.O. Double Top Plate, Sill Plate or Beam (3) 10d Toenail
Rim Joist or Structural Fascia to Joists, Rafters (2) 16d, (1) T&B End Nail
Sole Plate to Sill Plate (3) 10d @ 16"o.c.Face Nail
Sole Plate to Joist, Rim Joist, Beam or Blkg - Typ (2) 16d @ 16"o.c.Face Nail
Sole Plate to Joist, Rim Joist, Beam or Blkg at BWP (3) 16d @ 16"o.c.Face Nail
Double Studs, Built-up Corner Studs, Trim Studs to King Studs1 Per Typ Detail
Rim Joist to Top Plate 8d @ 6"o.c.Toenail
Blkg Btwn Rafters & Joists to Top Plate, Sill Plate or Beam 8d @ 6"o.c. (3) min per block Toenail
2x Decking to Joists (2) 10d each joist Face Nail
1. Refer to Typical Multiple Ply Beams & Columns Detail for additional information.
2. Refer to Typical Framed Wall Detail for additional information.
S0.01S0.01
EXISTING FLOOR JOIST OR ROOF RAFTER, U.N.O.
EXISTING FLUSH BEAM SUPPORTING FRAMING
EXISTING DROPPED BEAM SUPPORTING FRAMING
EXISTING HEADER SUPPORTING FRAMING
STRUCTURAL SYMBOLS LEGEND
EXISTING MASONRY CONSTRUCTION
NEW CONCRETE FOUNDATION WALL & FOOTING
EXISTING CONCRETE FOUNDATION WALL & FOOTING
EXISTING LEDGER SUPPORTING FRAMING
EXISTING BEARING WALL TO BE REMOVED
EXISTING BEARING WALL
ROOF OR FLOOR MEMBER SPAN AND LENGTH
ARROWS DESIGNATE BEARING LOCATIONS
ROOF OVERFRAMING PER TYPICAL DETAIL / S0.0
X
STEEL OR WOOD COLUMN WHICH SUPPORTS FRAMING OR LOADS FROM ABOVE
SEE WALL FRAMING NOTES FOR MIN SIZE, NUMBER, AND TYPE
FLOOR JOIST OR ROOF RAFTER, U.N.O.
JOIST HANGER OR BEAM TO BEAM CONNECTION
RE: HANGER SCHEDULE FOR CONN, U.N.O.
FLUSH BEAM SUPPORTING FRAMING
VERTICAL STEP IN FLOOR
WOOD STUD BEARING WALL ABOVE
NON-BEARING WOOD STUD WALL BELOW FRAMING
REVISION CLOUD INDICATING A REVISED ITEM
REVISION NUMBER CORRESPONDS WITH REVISIONS IN TITLE BLOCK
STEEL OR WOOD COLUMN FROM ABOVE OR B/W BEAMS WHICH IS SUPPORTED ON
FRAMING, MIN WIDTH TO MATCH SUPPORTED FRAMING, U.N.O.
EXISTING ROOF OR FLOOR MEMBER SPAN AND LENGTH
ARROWS DESIGNATE BEARING LOCATIONS
DROPPED BEAM SUPPORTING FRAMING
HEADER SUPPORTING FRAMING
WALL STEP, POINTS IN DIRECTION OF DOWN
MASONRY CONSTRUCTION
LEDGER SUPPORTING FRAMING
2x WOOD STUD BEARING WALL BELOW FRAMING
MOMENT CONNECTION
INDICATES LOCATION OF EXTERIOR AND INTERIOR BRACED WALL PANELS (BWP's).
WHERE BWP's ARE NOT DIMENSIONED, EXTEND BETWEEN WALL OPENINGS OR
CORNERS AS SHOWN ON PLAN. SEE BRACED WALL PANEL NOTES / S0.0
HOLDOWN FRAMING STRAP OR FOUNDATION ANCHOR PER PLAN & SCHEDULE
STEEL OR WOOD COLUMN FROM ABOVE WHICH IS CONTINUOUS TO LEVEL BELOW
OR TO FOUNDATION
JOIST
JOIST
JOIST
JOIST
Hx
REVISIONS:
DATE: 2/27/17
PROJECT # : 17.001C
DRAWN BY : SE
CHECKED BY : SE
03/21/17 PERMIT
STRUCTURAL DESIGN
www.evolvestruct.com
1040 Main Street
Carbondale, CO 81623
(970) 510-0773
54
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GENERAL
NOTES &
TYPICAL
DETAILS
S0.01
S
8/17/18
nickt
T.O. SLAB = 89'-71 4"
8" CONC BASEMENT
WALL - TYP U.N.O.
8" CONC FOUNDATION
WALL w/ #5 @ 12"o.c.
EA WAY CTRD - TYP
U.N.O.
10" CONC RETAINING WALL
w/ #5 @ 8"o.c. VERT O.F. & #5
@ 12"o.c. HORIZ - TYP U.N.O.
(SITE WALL LOCATIONS PER
LANDSCAPE ARCH, TYP)8" CONC RETAINING WALL
w/ #5 @ 12"o.c. EA WAY
CTRD - TAPER T.O. WALL
PER ARCH
CONC BUTTRESS WALL
w/ #5 @12"o.c. EA WAY
E.F. - TYP @ 2
5
S5.01
4
S5.01
TYP
6
S5.01
TY
P
T.O. WALL
102'-6"
T.O. FOOTING
100'-0"
T.O. WALL
100'-11"
T.O. WALL
TAPERS &
SLOPES
T.O. WALL
102'-1"
T.O. WALL
99'-11"
T.O. WALL
92'-51 4"
T.O. WALL
92'-91 4"
T.O. FTG
91'-0"
T.O. FTG
86'-11
1'-0"
T.O. WALL
99'-5"
T.O. WALL
99'-5"
T.O. WALL
102'-11"
T.O. LEDGE
99'-5"
16" W x 12" DP CONT
GUARDRAIL FTG w/ (2)
#5 CONT - TYP, DOWEL
TO RET WALL w/ #4 @
12"o.c.
T.O. FTG
90'-0"
T.O. FTG
90'-0"
T.O. WALL
100'-91 4"
T.O. WALL
99'-11"T.O. WALL
99'-5"
T.O. WALL
99'-9"
T.O. WALL
99'-9"
T.O. WALL
99'-9"
T.O. WALL
99'-9"
T.O. WALL
100'-91 4"
TYP U.N.O.
T.O. FTG
94'-6"
T.O. FTG
88'-111 4"
T.O. FTG
94'-6"
T.O. FTG
93'-0"
T.O. FTG
97'-0"
T.O. FTG
97'-0"
T.O. FTG
93'-0"
T.O. FTG
88'-111 4"
T.O. WALL
101'-10"
T.O. WALL
95'-0"
T.O. FTG
86'-11
W10 COL AT EDGE OF
LOW LANDING
W10 CONT STAIR
STRINGER
T.O. WALL
100'-0"
T.O. LEDGE
98'-6"
T.O. WALL
102'-6"
STL BM POCKET @
CHANNEL ABOVE -
TYP @ 2
8" CONC BASEMENT
WALL w/ #5 @ 10"o.c.
VERT I.F. & #5 @
12"o.c. HORIZ - TYP
8" CONC CRAWL
SPACE WALL w/
#5 @ 12"o.c. EA
WAY CTRD - TYP
CONCRETE FOOTING SCHEDULE
MARK SIZE REINFORCING
FC16 1'-4" WIDE x 10" THICK CONT (2) #5 CONT, BOT
FC18 1'-6" WIDE x 10" THICK CONT (2) #5 CONT, BOT
FC22 1'-10" WIDE x 10" THICK CONT (3) #5 CONT, BOT
FC24 2'-0" WIDE x 12" THICK CONT (3) #5 CONT, BOT
FC16 - TYP INT FTG U.N.O.
3'
-
4
1
4"
FC24 - TYP @ BASEMENT WALL
T.O. FTG
88'-111 4"
T.O. FTG
88'-111 4"
CONC CURB PER 4/S5.01
TYP - LOCATE PER ARCH
12" DP FTG AT STAIRS w/
#5 @ 12"o.c. T&B EA WAY
FC16 - TYP @ GARAGE
T.O. CURB
89'-71 4"
TYPICAL SLAB ON GRADE
4" CONCRETE SLAB ON INSUL PER ARCH ON
APPROVED NATIVE OR PREPARED SUBGRADE PER
GEOTECH REPORT. REINFORCE SLAB WITH
6x6-W2.1xW2.1 WWF OR #3 @ 12"o.c EA WAY -
CENTERED. PROVIDE 11 4" DEEP SAW-CUT
CONTROL JOINTS @ 12'-0" o.c. MAX EACH WAY - TYP
TYPICAL SLAB ON GRADE
4" CONCRETE SLAB ON INSUL PER ARCH ON
APPROVED NATIVE OR PREPARED SUBGRADE PER
GEOTECH REPORT. REINFORCE SLAB WITH
6x6-W2.1xW2.1 WWF OR #3 @ 12"o.c EA WAY -
CENTERED. PROVIDE 11 4" DEEP SAW-CUT
CONTROL JOINTS @ 12'-0" o.c. MAX EACH WAY - TYP
6
S5.01
TYP
11
'
-
7
1
4"
5'-0"26'-8"10'-1"22'-0"
3'-8"
11'-81 2"
17
'
-
8
"
10
'
-
8
"
8'
-
4
1
2"
17
'
-
8
"
10
'
-
8
"
11'-8"
6'-8"
26'-8"5'-31 4"
12" DP x 6'-0" WIDE
CONC FTG w/ #5 @
16"o.c. T&B EA WAY
TYP (3) SIDES
2'-7"
2'
-
7
"
2
'
-
7
"
1'-10"
8"
2'
-
7
1
4"
1'-0"
1'
-
0
"
1'
-
0
"
12" DP x 6'-0" WIDE
CONC FTG w/ #5 @
16"o.c. T&B EA WAY
4'
-
4
1
2"
21
'
-
1
1
"
2'
-
0
1
2"
8'
-
4
1
2"
28
'
-
4
"
3'
-
0
"
96.7°
90.
0
°
8
3
.
2
°
FOUNDATION NOTES:
1. REFER TO SHEET S0.0 FOR GENERAL NOTES.
2. SEE FRAMING PLANS ABOVE FOR COLUMN & POST LOCATIONS & SIZES.
3. CONCRETE FOOTINGS & THICKENED SLABS SHALL BE PER PLAN & SCHEDULE ON S1.01.
4. ALL CONCRETE WALLS SHALL BE CENTERED ON FOOTINGS - U.N.O.
5. SEE 3/S5.01 FOR ALL CONCRETE REINFORCING STANDARD HOOKS AND BENDS.
6. PROPER SURFACE & BELOW GRADE PERIMETER DRAINAGE SHALL BE INSTALLED PER CIVIL & GEOTECHNICAL ENGINEERS
TO RELIEVE FOUNDATION WALLS FROM HYDROSTATIC PRESSURES.
7. REFER TO SHEET S5.01 FOR TYPICAL CONCRETE DETAILS.
8. DO NOT PLACE BACKFILL AGAINST BASEMENT WALLS UNTIL ALL SUPPORTING ELEMENTS, INCLUDING MAIN LEVEL FLOOR
SHEATHING, ARE IN PLACE AND SECURELY ANCHORED, OR UNTIL ADEQUATE TEMPORARY SHORING IS INSTALLED.
9. ALL DIMENSIONS SHALL BE COORDINATED WITH ARCHITECTURAL DRAWINGS & FIELD VERIFIED BY CONTRACTOR.
10. SOILS CONDITIONS TO BE VERIFIED IN FIELD AT OPEN HOLE BY SOILS ENGINEER PER FOUNDATIONS NOTES ON S0.01.
11. ANCHOR ALL SILL PLATES TO TOP OF CONCRETE WITH
5 8" DIAMETER ANCHOR BOLTS WITH MINIMUM 7" EMBEDMENT AT 6'-0"
MAXIMUM, 2 ANCHORS MINIMUM PER PLATE, 4" FROM EACH END, U.N.O.. REFER TO BWP SCHEDULE FOR ATYPICAL A.B.'S
AND SPACINGS, REFER TO PLANS ABOVE FOR LOCATIONS
12. REFER TO PLANS AND SCHEDULE FOR ALL HOLDOWN ANCHORS BETWEEN FRAMING AND INTO CONCRETE. REFER TO
PLANS ABOVE FOR SPECIFICATIONS.
13. ISOLATE ALL SLABS-ON-GRADE FROM STRUCTURAL ELEMENTS WITH EXPANSION JOINT MATERIAL - U.N.O.
FOUNDATION
PLAN
S1.01
REVISIONS:
DATE: 2/27/17
PROJECT # : 17.001C
DRAWN BY : SE
CHECKED BY : SE
03/21/17 PERMIT
STRUCTURAL DESIGN
www.evolvestruct.com
1040 Main Street
Carbondale, CO 81623
(970) 510-0773
54
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SCALE: 1 4" = 1'-0"
A
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8/17/18
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BATHROOM #3
CLOSET
LAUNDRY HALL
BEDROOM #2
BEDROOM #3
BATHROOM #2
STAIR
FAMILY ROOM
BEDROOM #1BATHROOM #1
(3
)
1
1
7
8"
L
V
L
117 8" TJI 560 @ 16"o.c. - TYP
GREEN ROOF MEDIUM (100
PSF MAX) PER LANDSCAPE
ARCH OVER STEEL PLATE
1 4 - BEAR PLATE 4" ON
CONC @ ENDS
13
S5.02
TY
P
4
S5.02
TY
P
5
S5.01
(2
)
1
1
7
8"
L
V
L
T.O. DECKING
= 99'-91 2"
2x6 @ 16"o.c. DECK
JOISTS - TYP
P.T. 2x6 LEDGER w/ 5 8"Ø
THREADED RODS @
16"o.c. EMBED 6" IN
EPOXY - TYP @ DECKS
T.O. PLY = 98'-81 4"
W10x39 - 2x NAILER PER 5/S5.02
T.O. STL = 99'-9" TYP U.N.O.
W10x68 CONT
STAIR STRINGER
W10x68 - T.O.
STL = 99'-81 2"
W10x39
4" BM POCKET w/
P.T. 2x BRG PLATE
TYP
ITS
3
.
5
6
/
1
1
.
8
8
TYP
ITS
3
.
5
6
/
1
1
.
8
8
STL BM POCKET w/ (2) 5 8"Ø
THREADED RODS EMBED 6"
IN EPOXY - SHIM END PL TO
FACE OF CONC TYP @ 4
L4x4x3 8 LEDGER w/ 5 8"Ø
x 6" WELDED HEADED
STUDS @ 12"o.c.
L3x3x1 4 STIFFENING RIBS
@ 24"o.c. MAX
21" DP MIN x 8" W CONC
BM w/ (2) #6 T&B & #6 @
8"o.c. EA FACE w/ #3
TIES @ 8"o.c.
W10x22
TYP
@
2
HUC
6
1
2
(2) 117 8" LVL LEDGER
w/ 7 8"Ø THREADED
RODS @ 16"o.c.
STAGG EMBED 6" IN
EPOXY - TYP
(2) 117 8" LVL
(2
)
1
1
7
8"
L
V
L
(2
)
1
1
7
8"
L
V
L
(2) 117 8" LVL
(3) 117 8" LVL
6'-0" MIN - TYP 13'-4"
TYP
@
2
(4) 2
x
4
TYP
@
2
(4)
2
x
4
ROOFING ASSEMBLY w/
WATERPROOFING &
FLASHING PER ARCH
14
S5.02
TY
P
91 2" TJI 210 @ 16"o.c.
7
S5.02
9
S5.02
8
S5.02
C1
5
x
3
3
.
9
-
T
.
O
.
S
T
L
=
1
0
0
'
-
1
5
8"
11
S5.02T.O. PLY = 99'-65 8"
P.T. 2x8 @ 16"o.c.
1'-111 4"
T.O. SLAB = 102'-6" AT HIGH
PTS. (SLOPE TO DRAIN 1 4"/FT
MIN PER ARCH)
HUC
6
1
0
(2) 91 2" LVL LEDGER w/
7 8"Ø THREADED RODS @
16"o.c. STAGG EMBED 6"
IN EPOXY - TYP @ DINING
RM
(3) 91 2" LVL
(2) 117 8" LVL HDR
T.O. PLY = 99'-111 4"
1
S5.02
TYP
2
S5.02
TY
P
BLOCKED DIAPH.
w/ 3x NOMINAL
BLK'G. 10d NAILS
@ 4"o.c. EDGE & @
12"o.c. FIELD - TYP
MID ZONE
(2) 117 8" LVL
TYP @ SHOWER
DEPRESSION
2x8 16"o.c.
BLOCKED DIAPH.
w/ 3x NOMINAL
BLK'G. 10d NAILS
@ 212'o.c. EDGE &
@ 12"o.c. FIELD -
TYP PERIM. ZONE
2x8 LEDGER
RE:
1
5
/
S
5
.
0
2
(4)
2
x
4
11'-8"
W1
0
x
1
9
(2
)
1
1
7
8"
L
V
L
HUC
4
1
2
11
7
8"
T
J
I
5
6
0
@
1
6
"
o
.
c
.
-
T
Y
P
IT IS RECOMMENDED THAT ALL DAMAGED STRUCTURE
BE RETROFIT WITH NEW FRAMING. NOTIFY S.E.O.R. OF
EXISTING CONDITIONS FOR RETROFIT DESIGN PRIOR TO
PROCEEDING WITH REPAIRS.
ROOF & FLOOR FRAMING NOTES:
1. REFER TO SHEET S0.0 FOR GENERAL NOTES AND DETAILS, INCLUDING:
- FLOOR & ROOF SHEATHING PER 1/S0.01. SEE CROSS HATCHED ZONES FOR BLOCKED DIAPHRAGMS.
- TYPICAL WALL FRAMING PER 2/S0.01.
- ATTACHMENT OF MULTI-PLY COLUMNS & BEAMS PER 3/S0.01.
- ALL TYPICAL FRAMING CONNECTIONS PER SCHEDULE ON S0.01.
2. ALL COLUMNS SHOWN SHALL BE (2) 2x6, TYP - U.N.O.
3. ALL BEARING WALL HEADERS SHALL BE (2) 2x6, TYP - U.N.O.
4. ALL INTERIOR & EXTERIOR BEARING WALLS ARE 2x6 STUDS AT 16"o.c., TYP - U.N.O..
5. ALL INTERIOR & EXTERIOR BEARING WALLS SHALL BE SHEATHED PER BRACED WALL PANEL NOTES ON S0.01, TYP - U.N.O.
a. SPECIAL BRACE WALL PANELS PER SCHEDULE AND PLAN.
b. ANY WALL OPENINGS TO BE MODIFIED SHALL BE APPROVED BY THE S.E.O.R.
6. ALL FRAMING MATERIAL EXPOSED TO WEATHER SHALL BE PRESERVATIVE PRESSURE TREATED PER S0.01 - U.N.O.
7. ALL DEAD LOAD SHALL BE APPLIED TO STRUCTURE PRIOR TO INSTALLING WINDOWS & DOORS.
8. SHOP DRAWINGS FOR LARGE AREAS OF GLAZING SHALL BE PROVIDED TO S.E.O.R. FOR REVIEW PRIOR TO FABRICATION TO
COORDINATE CONNECTIONS & LOADING WITH MAIN BUILDING STRUCTURE.
9. ANCHOR ALL SILL PLATES TO TOP OF CONCRETE WITH
5 8" DIAMETER ANCHOR BOLTS WITH MINIMUM 7" EMBEDMENT AT 4'-0"
MAXIMUM, 2 ANCHORS MINIMUM PER PLATE, 3" FROM EACH END, U.N.O.. REFER TO BWP SCHEDULE FOR ATYPICAL A.B.'S
AND SPACINGS, REFER TO PLANS ABOVE FOR LOCATIONS.
10. ALL DIMENSIONS SHALL BE COORDINATED WITH ARCHITECTURAL DRAWINGS & FIELD VERIFIED BY CONTRACTOR.
MAIN LEVEL
FRAMING PLAN
S1.02
REVISIONS:
DATE: 2/27/17
PROJECT # : 17.001C
DRAWN BY : SE
CHECKED BY : SE
03/21/17 PERMIT
STRUCTURAL DESIGN
www.evolvestruct.com
1040 Main Street
Carbondale, CO 81623
(970) 510-0773
54
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09/19/17 CONST
05/11/18 HPC RESUBMIT
MAIN LEVEL FRAMING PLAN
SCALE: 1 4" = 1'-0"
A
N
8/17/18
nickt
KITCHEN
LIVING ROOM
CLOSET POWDER ENTRY
BEDROOM MASTER BATH
DINING ROOM
GARAGE
P.E. HEADER w/ GLAZING
SYSTEM DESIGN AS
REQ'D - TYP
HSS 5x5x5 16 - TYP @ GARAGE
2x
8
@
1
2
"
o
.
c
.
-
T
Y
P
@
G
A
R
A
G
E
U
.
N
.
O
.
W1
0
x
4
5
-
C
O
P
E
D
T
O
5
"
A
T
C
A
N
T
'
D
E
N
D
(3) 117 8" LVL
2x8 @ 24"o.c.
(3) 117 8" LVL
ALIGN NEW BM @ (E) BM
LINE
(E) EAVE AND
RAFTER TO REMAIN -
TYP
P.E. ROOF
GLAZING
SYSTEM
CUSTOM STL BRACKET
TYP @ (E) LOG RAFTER
TO NEW BM - V.I.F.
(2) 71 4" LVL IN
HUC - TYP IN (3)
ROWS
(E) LOG RAFTERS
TO REMAIN
SEE OTHER CABIN ROOF
FRAMING FOR ADD'L
TYP INFO NOT SHOWN
W1
0
x
4
5
-
C
O
P
E
D
T
O
5
"
A
T
C
A
N
T
'
D
E
N
D
S
1
S5.03
TYP
4
S5.03
TY
P
6
S5.03
TY
P
5
S5.03
TY
P
TYP
@
9
HSS
5
x
5
x
5 16
(5)
2
x
6
HS
S
5
x
5
x
5
16
-
H
I
G
H
&
L
O
W
HS
S
5
x
5
x
5
16
-
H
I
G
H
&
L
O
W
(E) 6"Ø RAFTERS - TYP
(E) 6"Ø RAFTERS - TYP
(E) 6"Ø RAFTERS - TYP
2x
8
@
2
4
"
o
.
c
.
W8x58 @ 3'-0"o.c. MAX - BENT STL BM TYP @ 9
(E
)
2
x
T
&
G
D
E
C
K
I
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G
T
O
R
E
M
A
I
N
-
T
Y
P
OR
R
E
P
L
A
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I
N
K
I
N
D
2
S5.03
TYP
3
S5.03
TY
P
PACKOUT ALL BENTS
PER 5/S5.02 w/ 2x6
LEDGER (1) SIDE MIN FOR
DECKING NAILING - TYP
W1
0
x
2
2
RE: 6/
S
5
.
0
2
(4) 2x
6
RE: 6/
S
5
.
0
2
(4) 2x
6
TYP
@
4
(4) 2
x
6
(E) HEADERS
V.I.F. - TYP
IT IS RECOMMENDED THAT ALL DAMAGED STRUCTURE
BE RETROFIT WITH NEW FRAMING. NOTIFY S.E.O.R. OF
EXISTING CONDITIONS FOR RETROFIT DESIGN PRIOR TO
PROCEEDING WITH REPAIRS.
HSS 5x5x5 16 - HIGH & LOW - TYP
9
S5.03
SHEATH WALL BELOW
CLERESTORY WINDOWS PER
BWP NOTES ON S0.01 - TYP
TYP
LB2
8
HS
S
5
x
5
x
5
16
HSS 5x5x5 16 CONT - TYP
STRUCT FASCIA
8
S5.03
TYP
RE: 7/S5.03 TYP
HSS 5x5x5 16
HSS 5x5x5 16
HSS 5x5x5 16 CONT - VALLEY BM
P.E. ROOF
GLAZING
SYSTEM
FP FLUE PENETRATIONS
COORD w/ STL BENT
LOCATION
(E) PORCH FRAMING
TO REMAIN - TYP
T.O. STL
112'-63 4"
1'
-
0
1
2"
TY
P
T.O. STL
111'-03 8"T.O. STL
111'-03 8"
T.O. STL
112'-63 4"
T.O. STL
112'-01 4"T.O. STL
112'-01 4"
ROOF & FLOOR FRAMING NOTES:
1. REFER TO SHEET S0.0 FOR GENERAL NOTES AND DETAILS, INCLUDING:
- FLOOR & ROOF SHEATHING PER 1/S0.01. SEE CROSS HATCHED ZONES FOR BLOCKED DIAPHRAGMS.
- TYPICAL WALL FRAMING PER 2/S0.01.
- ATTACHMENT OF MULTI-PLY COLUMNS & BEAMS PER 3/S0.01.
- ALL TYPICAL FRAMING CONNECTIONS PER SCHEDULE ON S0.01.
2. ALL COLUMNS SHOWN SHALL BE (2) 2x6, TYP - U.N.O.
3. ALL BEARING WALL HEADERS SHALL BE (2) 2x6, TYP - U.N.O.
4. ALL INTERIOR & EXTERIOR BEARING WALLS ARE 2x6 STUDS AT 16"o.c., TYP - U.N.O..
5. ALL INTERIOR & EXTERIOR BEARING WALLS SHALL BE SHEATHED PER BRACED WALL PANEL NOTES ON S0.01, TYP - U.N.O.
a. SPECIAL BRACE WALL PANELS PER SCHEDULE AND PLAN.
b. ANY WALL OPENINGS TO BE MODIFIED SHALL BE APPROVED BY THE S.E.O.R.
6. ALL FRAMING MATERIAL EXPOSED TO WEATHER SHALL BE PRESERVATIVE PRESSURE TREATED PER S0.01 - U.N.O.
7. ALL DEAD LOAD SHALL BE APPLIED TO STRUCTURE PRIOR TO INSTALLING WINDOWS & DOORS.
8. SHOP DRAWINGS FOR LARGE AREAS OF GLAZING SHALL BE PROVIDED TO S.E.O.R. FOR REVIEW PRIOR TO FABRICATION TO
COORDINATE CONNECTIONS & LOADING WITH MAIN BUILDING STRUCTURE.
9. ANCHOR ALL SILL PLATES TO TOP OF CONCRETE WITH
5 8" DIAMETER ANCHOR BOLTS WITH MINIMUM 7" EMBEDMENT AT 4'-0"
MAXIMUM, 2 ANCHORS MINIMUM PER PLATE, 3" FROM EACH END, U.N.O.. REFER TO BWP SCHEDULE FOR ATYPICAL A.B.'S
AND SPACINGS, REFER TO PLANS ABOVE FOR LOCATIONS.
10. ALL DIMENSIONS SHALL BE COORDINATED WITH ARCHITECTURAL DRAWINGS & FIELD VERIFIED BY CONTRACTOR.
ROOF FRAMING
PLAN
S1.03
REVISIONS:
DATE: 2/27/17
PROJECT # : 17.001C
DRAWN BY : SE
CHECKED BY : SE
03/21/17 PERMIT
STRUCTURAL DESIGN
www.evolvestruct.com
1040 Main Street
Carbondale, CO 81623
(970) 510-0773
54
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09/19/17 CONST
05/11/18 HPC RESUBMIT
ROOF FRAMING PLAN
SCALE: 1 4" = 1'-0"
A
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8/17/18
nickt
TYP FOOTING & WALL STEP1
S5.01 NOT TO SCALE
TY
P
TYP
2'
-
0
"
M
I
N
2'-0" MIN
2'-6" MIN
2'
-
0
"
M
A
X
1'-0" - TYP
#5 x 4'-0" DIAG, E.F. AT
TOP OF WALL AND BOT
OF WALL STEPS - TYP
WALL FTG PER PLAN
WALL FTG PER PLAN
57 BAR Ø
(24" MIN)
57
B
A
R
Ø
(2
4
"
M
I
N
)
57 BAR Ø
(24" MIN)
CORNER INTERSECTION & END OF WALL ALTERNATE CORNER
57 BAR Ø
(24" MIN)
CORNER BAR AT EA
HORIZ BAR - TYP
LAP HORIZ BARS
EA SIDE OF
CORNER - TYP
(1) #5 VERT AT
END OF WALL OR
CORNER - TYP
12
D
'D
'
R R
R = 4D FOR #3 THRU #8 BARS
R = 5D FOR #9 THRU #11 BARS
R = 6D FOR # 14 AND #18 BARS
90° HOOK
180° HOOK
R
R
4D
OFFSET
57 BAR Ø FOR CONC
64 BAR Ø FOR MASONRY
TIED BARS
MIN 1.5D OR 1"
MAX 1/5 LAP LENGTH OR 6"
LAP SPLICE
21 2" MIN
57
B
A
R
Ø
(2
4
"
M
I
N
)
TYP REINF AT CONC WALLS/GRADE BEAMS2
NOT TO SCALE
TYP REINF DETAILS3
NOT TO SCALE
PER PLAN
T.O. FTG
BASEMENT FDN DETAIL6
SCALE: 3 4" = 1'-0"
BASEMENT WALL PER PLAN
#5 x 3'-0" DOWELS @
EA VERT
FND DRAIN & GRAVEL AS
REQ'D PER GEOTECH
PER PLAN
T.O. SLAB
11 2" CLR
DO NOT BACKFILL UNTIL
FLOOR DIAPHRAGM IS
FRAMED & S.O.G. IS IN PLACE
INSULATION
PER ARCH
INT WALL FOOTING DETAIL4
3 4" = 1'-0"
CONC FTG PER PLAN w/
REINF PER SCHED PER PLAN
CONT 2x P.T. SILL PL
w/ 5 8"Ø A.B. @ 48"o.c.
S.O.G. PER PLAN - TYP
INT 2x BEARING WALL PER PLAN
1 2" EXP JOINT MAT'L - TYP
CONC CURB PER PLAN w/ #4
CONT TOP & #4 STD HOOK
DOWELS @ 24"o.c.
PER PLAN
T.O. FTG
PER PLAN
T.O. SLAB
PE
R
P
L
A
N
(2) #5 CONT AT TOP
CONC FTG PER PLAN w/
REINF PER SCHED
PE
R
PL
A
N
PER PLAN
FND DRAIN & GRAVEL AS
REQ'D PER GEOTECH
PER PLAN
T.O. SLAB
PER PLAN
T.O. FTG
WALL BEYOND
PER PLAN & ARCH
S.O.G. PER PLAN
SLAB POUR OVER DETAIL5
3 4" = 1'-0"
DRIVEWAY SLAB BY OTHERS,
SLOPE PER GRADING PLAN
#4 HOOKED DOWELS @ 24"o.c.,
CNTRD
PER PLAN
T.O. WALL
CONC WALL PER PLAN
S5.01 S5.01 S5.01 S5.01
S5.01
FTG PER PLAN
SLAB PER PLAN
12" EXP JOINT MAT'L - TYP
REVISIONS:
DATE: 2/27/17
PROJECT # : 17.001C
DRAWN BY : SE
CHECKED BY : SE
03/21/17 PERMIT
STRUCTURAL DESIGN
www.evolvestruct.com
1040 Main Street
Carbondale, CO 81623
(970) 510-0773
54
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S5.01
FOUNDATION
DETAILS
S
8/17/18
nickt
(2) ROWS 1 2"Ø THRU BOLTS
@ 48"o.c. - MIN (4) BOLTS
PER PACKOUT MEMBER
2x OR LVL OUTER PLY
SPACER BLKG
FLUSH TO EDGE
OF STEEL
BEAR ON
BOT
FLANGE
TYPICAL - U.N.O. PER PLAN
ONE SIDE SHOWN
RE: PLAN FOR ONE SIDE OR BOTH SIDES TO BE PACKED OUT
1" TYP
1"
MA
X
U.
N
.
O
.
11
2"
M
I
N
3"
M
A
X
21
2"
MI
N
11
2"
M
I
N
3"
M
A
X
TOP PL, 2x TYP U.N.O.
SCALE: 3 4" = 1'-0"
5 TYP STEEL BEAM PACKOUT
MULTIPLE TOP PL's SHALL BE
ATTACHED TO BASE TOP PL w/
10d COMMONS STGRD @ 6"o.c.
RIPPED TOP PL TO MATCH BM FLANGE WIDTH, GLUE TO
TOP FLANGE OF BM & ATTACH w/ 0.145"Ø P.A.F. STGRD @
8"o.c. w/ 1 2" PEN INTO STL - TYP AT STEEL BEAM FLANGES
< = 1 2".
AT STEEL BEAM FLANGES > 12", GLUE TO TOP FLANGE OF
BM & ATTACH w/ (2) ROWS OF 12"Ø THRU BOLTS @ 48"o.c.
ADHESIVE SHALL BE PER PER GENERAL NOTES ON S0.0.
DOUBLE 2x OR 3x MIN SOLID BLK'G
PANEL @ 24"o.c. IN FIRST (3) BAYS - TYP
JOIST PER PLAN
INT FINISH PER ARCH
10" COINCRETE
FOUNDATION WALL
FLOOR SHTG & NAILING
PER 1/S0.01
JOIST PER PLAN
LEDGER PER PLAN - w/
WATERPROOFING BTWN
CONC & WOOD
BASEMENT WALL
PER PLAN
(E) 7"-9" LOGS
FLOOR SHTG & NAILING
PER 1/S0.01
JOIST PER PLAN
INT FINISH PER ARCH
BEAM PER PLAN
FLOOR SHTG & NAILING
PER 1/S0.01
JOIST PER PLAN
INT FINISH PER ARCH
BEARING WALL
PER PLANS
SCALE: 3 4" = 1'-0"
1 JOIST TO INT WALL DETAIL
SCALE: 3 4" = 1'-0"
2 JOIST TO BEAM DETAIL
SCALE: 3 4" = 1'-0"
3 JOIST BEARING AT FOUNDATION
SCALE: 3 4" = 1'-0"
4 JOIST PARALLEL TO BASEMENT WALL
SOLID BLK'G PANEL
3 16
2x NAILER AS REQ'D
1 2" MAX
SOLID WOOD OR
STEEL SHIM AS REQ'D
END PL 1 4"
5" MIN PENETRATION
INTO TOP PL/COL
COL PER PLAN
CNTRD BELOW BEAM
(2) 5 8" Ø LAG SCREWS,
ONE EA SIDE OF WEB
STEEL BEAM
PER PLAN
TYP STEEL BM BEARING6
SCALE: 3 4" = 1'-0"
DBL 2x TOP PL
S5.02 S5.02
S5.02
S5.02
S5.02
S5.02
(E) 7"-9" LOGS
NAILS @ 21 2"o.c. TO BLKG
7" MIN
P.T. 2x6 SILL PLATE MIN PL 1 4 x 12 x 1'-0" @ 48"o.c. MAX w/ (3) 5 8"Ø THREADED
RODS @ 4"o.c. EMBED 4" IN EPOXY TO CONC & (5)
1 4"Ø x 6" SDS SCREWS @ 2"o.c. TO SILL LOG
2" CLR
(2) #5 CONT AT TOP
#4 x 36" DOWEL @
24"o.c. TYP
4'-0" MIN
REVISIONS:
DATE: 2/27/17
PROJECT # : 17.001C
DRAWN BY : SE
CHECKED BY : SE
03/21/17 PERMIT
STRUCTURAL DESIGN
www.evolvestruct.com
1040 Main Street
Carbondale, CO 81623
(970) 510-0773
54
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FRAMING
DETAILS
S5.02
S
8/17/18
nickt
1'-63 4"
VA
R
I
E
S
6'-6"
4'-03 4"
2'-4"
93 8"
1'-0"
TYP
2'-4"
ROOF SHTG & NAILING PER
1/S0.01
2x NAILER &
PACKOUTS PER
5/S5.02
BM PER PLAN
BM PER PLAN, TYP
HANGER PER
PLAN, TYP
JOISTS PER PLAN
GLAZING PER ARCH
5"
BM PER PLAN -
COPE EAVE DEPTH
MAX AS NOTED COLUMN PER PLAN
INT FINISH PER ARCHEXT FINISH PER ARCH
ROOF SHTG & NAILING
PER 1/S0.01
2x NAILER & PACKOUTS
PER 5/S5.02
111 2"
ROOF ASSEMBLY
PER ARCH - TYP
(E) 7"-9" LOGS
(E) 7"-9" LOGS -
TYP
BM PER PLAN BM PER PLAN
ROOF DECKING
PER PLAN
BM PER PLAN
(E) LOG RAFTERS
TO REMAIN
(E) LOG RAFTERS
TO REMAIN
SCALE: 3 4" = 1'-0"
6 GARAGE ROOF PERIMETER DETAIL
SCALE: 3 4" = 1'-0"
5 GARAGE ROOF PERIMETER DETAIL
SCALE: 3 4" = 1'-0"
1 ROOF PERIMETER DETAIL
SCALE: 3 4" = 1'-0"
2 ROOF RIDGE DETAIL
SCALE: 3 4" = 1'-0"
3 ROOF PITCH CHANGE DETAIL
SCALE: 3 4" = 1'-0"
4 ROOF PERIMETER DETAIL
BM PER PLAN w/ 2x
NAILER T&B
FULL PEN
TYP @ ALL BENTS
TYP
1 4
BM PER PLAN
BEYOND
FULL PEN
TYP @ ALL BENTS
S5.03 S5.03 S5.03 S5.03
S5.03
S5.03
(4) 1 4"Ø x 8" SDS
SCREWS TYP
REVISIONS:
DATE: 2/27/17
PROJECT # : 17.001C
DRAWN BY : SE
CHECKED BY : SE
03/21/17 PERMIT
STRUCTURAL DESIGN
www.evolvestruct.com
1040 Main Street
Carbondale, CO 81623
(970) 510-0773
54
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FRAMING
DETAILS
S5.03
S
8/17/18
nickt
RA
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6
1
1
8/17/18
nickt
LA
LB
LC
LE
LG
001
002
003
004
005 006
007 008
009
010
011
012
014
015
013
009
TO OSA
INTAKE
1000 CFM
ASSUMED
14x12 OR
EQ.
RA
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A
B
I
N
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8
1
6
1
1
12
x
1
0
12
x
1
0
20x1012x6
6"
Ø
6"
Ø
6"
Ø
8x6
6"Ø TYP. 8
6"Ø TYP. 8
16
x
1
4
16x14
4"
4"
4"
4"
8/17/18
nickt
RA
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8
1
6
1
1
GA
GV
GU
GT
GL
GK
GJ
GI
GH
GGGF
GE
GD
GC
GB
GM
101
102
103
104
105
106
107
ABOVE
GO
ABOVE
GP
ABOVE
GQ
ABOVE
GN
GR
ABOVE
GS
ABOVE
108
109
110
111
112
SAFETY
GLAZING
SAFETY
GLAZING
SAFETY
GLAZING
SAFETY
GLAZING
SAFETY
GLAZING
SAFETY
GLAZING
OSA UP TO LOUVER IN
SIDEWALL ABOVE ROOF
LINE OF DINING ROOM
UNIT LOCATED
IN ATTIC IN
PANBRANCH DROPS
TO CEILING OF
LOWER LEVEL
TO REACH THE
FLOOR
REGISTERS
SERVING
MASTER/WIC
14
x
1
2
7"Ø TYP. 3 7"Ø TYP. 3
10x10
5"Ø
8x
8
6"Ø
6"
Ø
7"
Ø
20x10
20
x
1
0
8x8
5"
5"
7"
7"
7"
7"
10x10
Louver
10x10
Louver
8/17/18
nickt