HomeMy WebLinkAboutRevisions to Approved Plans 11.19.2020GENERAL NOTES
DE516N CRITERIA:
I. Building Code IBC 2015
2. Risk Category II
3. Loads
A. Dead
I. Roof 15 psf
2. Floor, Attic, Ceiling, Deck 15 psf
3. Porch BO psf
B. Live
I. Roof 20
2. Floor office 65
3. Porch 50
4. Overlook, Stairs, Landings, Deck 100
5. Attic, Ceiling 20
G. Snow
I. Flat -roof Snow Load (Pf) 40 psf
2 Snow Exposure Factor (Ce) ID
3. Snow Load Importance Factor (Is) 10
4. Thermal Factor (GO ID
D. Wind
I. Basic Wind Speed (3 -second gust)
2. Hind Importance Factor (1w)
3. Wind Exposure
E. Seismic
I. Seismic Importance Factor (IE)
2. Mapped Spectral Response Accelerations (55, 51)
3. Site Glass
4. Spectral Response Coefficients (SDS, WI)
5. Seismic Design Category
b. Basic Seismic -Force -Resisting System
f
psf (50 psf office + 15 psf partition)
psf
psf
psf
89.1 mph ASD (115 mph ULT)
1.0 ASD (n/a ULT)
G
1. Design Base Shear
8. Seismic Response Coefficient (Cseq)
9. Response Modification Factor (R)
10. Analysis Procedure
1.0
0338, 0.084
D
0.344, 0.134
G
Light frame wood walls
sheathed with structural
wood panels rated for
shear resistance
2,925 Ib
0.0582
65
Sknplitled
NOTES:
I. All items in general notes ore applicable to entire set of structural construction documents,
unless noted otherwise (U.N.O.).
2. All materials and installation procedures shall conform to the Building Code. All structural
elements specified as being fabricated by a particular Manufacturer shall be as indicated,
unless approved equal is accepted in writing by the Structural Engineer. {"here discrepancies
occur between Manufacturer's standard details and the structural details, the structural details
shall take precedence.
3. Construction documents shall not be scaled for determination of quantities, dimensions, or
locations.
4. Connections of mechanical, electrical and plumbing elements to structure shall be by others.
5. Where publications are referred to herein, the latest edition shall be used.
6. Structural elements shall not be cut, coped, notched, drilled, etc., unless specifically permitted
by Structural Engineer, or as permitted in the Manufacturer's catalogue.
1. Structural Engineer shall be contacted when openings In structural elements are larger than the
stud, joist, or bar spacing.
8. My discrepancies between the structural construction documents and the construction
documents of any other discipline shall be reported immediately to both parties.
9. All special inspections shall be as required by the Building Code.
10. All materials testing shall be as required by the Building Code and in the architectural
specifications.
II. All corners ore 90 -degrees.
12. All construction testing reports and installation logs shall be provided to the Structural
Engineer within 1 dais of testing or installation.
13. The structural drawings indicate the structural elements in their final positions. The Contractor
shall provide adequate temporary shoring and bracing as required to achieve the completed
structure. The Contractor shall retain a Structural Engineer to design any temporary shoring or
bracing that is required.
14. Basement and retaining walls shall be backfilled only after all supporting roof framing, floor
framing, and/or slabs have been installed. Alternately, adequate temporary shoring maj be
used. Type of backfill shall be verifled with the Structural Engineer and the Geotechnical
Engineer before backfilling begins.
15. All existing structural elements, dimensions and elevations shall be field verified before
construction begins. My discrepancies between the structural construction documents and the
existing conditions shall be reported immediately to the Structural Engineer before proceeding.
CONNECTORS/FASTENERS/ADHESIVE5/WELDIN6/GROUT:
I. All nailing of wood members shall be as indicated in the Fastener Schedule of the Building
Code. All nails shall be cannon type. All nails shall have dimensions as specified in the
National Design Specification for Wood Construction. All nails shall conform to ASTM FI661.
2. All wood screws shall have dimensions as specified in the National Design Specification for
Wood Construction. All wood screws shall conform to ANSI/ASME 518.6.1. All wood screws
shall have minimum penetration of 10 diameters into base material. All wood screws shall be
Installed in pre -bored holes.
3. All lag screws shall have dimensions as specified in National Design Specification for Wood
Construction. All lag screws shall conform to ANSI/ASME 518.2.1. All lag screws shall have
minimum penetration of 4 diameters into base material. All lag screws shall have a washer at
the head. All lag screws shall be installed in pre -bored holes.
4. All bolts shall conform to ASTM A325, except thru-bolts for wood connections which shall
conform to ASTM A301. All bolts in steel connections shall have a washer at the nut. All bolts
in wood connections shall have a washer at both the head and the nut.
5. All anchor bolts shall conform to ASTMFI554, Tade 36. All anchor bolts shall be placed using
setting templates.
b. All drive pins shall be Hilti X -DNI. Drive pins shall have 15' minimum penetration into concrete
base material, and shall penetrate completely through steel base material, but need not
exceed 1/2" embedment.
1. All pre -fabricated steel connectors shall be as manufactured by Simpson. All pre-fctricated
steel connectors shall use maximum size and quantity of fasteners Indicated in the
Manufacturer's catalogue. All pre -fabricated steel connectors in contact with treated wood
shall be galvanized as recommended in the Manufacturer's catalogue.
8. All fasteners that are exposed to earth or weather, or are in treated wood, shall be
galvanized.
9. All glue For structural wood panels for floors shall conform to ASTM D3448.
10. All non -shrink grout shall be non-metallic with a minimum allowable compressive strength of
5 900 psi.
II. Gypsum wallboard shall conform to ASTM G36.
12. All fasteners to concrete or CMU shall be as follows with standard errbedments as specified in
the Manufacturer's catalogue. Fasteners shall be installed in accordance with all
Manufacturer's recomendations and specifications.
Expansion Hilti Kwik Bolt 3
Capsule Hilti HVA + HAS -E STD rod
Adhesive Hilti HIT HYI50 MAX + HAS -E STD rod
Screen Hilti HIT HYTO + ASTM A301 threaded rod
Epoxy Hilti HIT RE500 + HAS -E STD rod
SHOP DRAWINGS:
I. Supplier shall furnish one reproducible and three copies (or one electronic copy) of shop
drawings of the following structural elements: reinforcing steel, structural steel,
pre-engineered plated wood trusses, and engineered wood products.
2. Supplier shall provide four copies (or one electronic copy) of all mix designs.
3. Structural calculations shall be included for pre-engineered elements, and shall be stamped by
a Structural Engineer with a valid license in the jurisdiction of the project.
4. All items listed herein shall be provided to the Structural Engineer prior to fabrication, which
shall not begin until review has been completed.
5. Shop drawings shall not contain reproductions of the construction documents.
b. Shop drawings shall be reviewed and initialed by the Contractor prior to submitting them to the
Structural Engineer.
1. Variations from the construction documents requested by the Supplier or Contractor shall be
clearly noted on the shop drawings.
8. Shop drawing review by the Structural Engineer is only for general conformance with the
structural design requirements. Structural Engineer is not responsble for omissions, quantities,
or dimensions. Structural Engineer is not responsible for fabrication methods or construction
tectniques. Contractor is responsble for conforming to the contract documents.
FOUNDATION:
I. Refer to geotechnical report *113 459A by HP Geotech dated 2013-12-18.
2. All soil conditions shall be verified by the Geotechnical Engineer during excavation.
3. All recommendations for subgrade preparation under foundation elements shall be Followed as
specified in the geotechnical report.
4. All ASSUMED values noted herein shall be verified by the Geotechnical Engineer during
excavation, and issued to the Structural Engineer in a written report prior to construction.
5. All earth -retaining structures have been designed according to the following ASSUMED values:
At -rest Equivalent Fluid Pressure 60 pcf
Active Equivalent Fluid Pressure 40 pd
Passive Equivalent Fluid Pressure 240 pcf
Coefficient of Sliding Friction 025
b. Provide adequate drainage behind all earth -retaining structures such that hydrostatic pressure
does not occur. Earth retaining structures are not designed to resist hydrostatic pressure.
1. Concrete for foundations and slabs shall not be placed on frozen or saturated material.
8. All footings have been designed according to the following ASSUMED values:
Maximum allowable bearing pressure (tall) 1,500 psf
Minimum allowable dead load bearing pressure (qdl) 0 psf
9. All footings shall be Founded on undisturbed native material or compacted structural fill below
frost depth as specified in the geotechnical report.
CAST -IN-PLACE CONCRETE:
I. All cast -In-place concrete has been designed according to Building Code Requirements for
Reinforced Concrete (AGI 318).
2. All aspects of cast -in-place concrete construction shall be in conformance with the AGI Manual
of Concrete Practice.
3. All concrete shall have minimum 28 -day compressive strengths as follows:
Footings, Walls, 3,OOpsi
Slabs -on -Grade 3,500 psi
Slabs -on -Void 41300 psi
4. All concrete shall use Type I cement, except concrete exposed directly to soil shall use Type II
cement.
5. All concrete mix designs shall be formulated such that a minorum of 10% and a maximum of 40%
of the portland cement is replaced by fly ash, except all slabs shall have a maximum of 20% fly
ash.
6. Contractor shall notify Structural Engineer of location of all construction joints prior to
concrete pincement. Construction joints shall be prepared by roughening then cleaning the
surface of the concrete leaving no loose particles or damaged concrete. Horizontal joints
shall not be allowed unless specifically indicated on the construction documents.
1. All exposed edges and corners of concrete shall be chamfered 3/4'.
8. All vertical faces of concrete shall be formed, except drilled piers.
9. All concrete shall be finished as indicated on the architectural drawings.
REINFORCING STEEL:
I. All aspects of concrete reinforcing construction shall be in conformance with the AGI Manual of
Concrete Practice.
2. All reinforcing steel shall conform to ASTM A615-19 and shall be grade 60.
3. All welded wire fabric (Hit) shall conform to ASTM A-185.
4. All splices in reinforcing steel shall be 48 bar diameters. Provide corner bars at every
corner. All welded wire fabric shall be kipped and tied one full panel.
5. Reinforcing steel shall not be re-bent without approval by the Structural Engineer.
6. Reinforcing steel shall not be welded without approval by the Structural Engineer.
1. All reinforcing steel in slabs shall be placed using chairs.
8. All rebar shall have minimum cover as follows:
Gast against soil 3"
Gast against form, and exposed to soil or weather 1.5"
Cast against form, and not exposed to soil or weather 0.15"
WOOD:
I. All wood has been designed according to NDS National Design Specification for Wood
Construction.
2. All wood shall be Doug -Fir graded as follows:
Studs, built-up posts, blocking, braces Stud grade
4x and larger members No. I
All other No. 2
3. All wood members composed of multiple elements shall be glued and nailed together.
4. All wood columns/posts shall be continuous down to the foundation or to a transfer bean.
Joists spaces under posts/columns shall have solid blocking. Blocking shall be of equal or
larger size of the column/post.
5. All wood that is In contact with concrete or masonry, or that is exposed to earth or weather
shall be pressure -treated.
b. All treated wood shall be AGO 0.25 pcf, except where in contact with soil or standing water it
shall be AGO 0.40 pcf.
1. All wood posts built-up from multiple studs shall be constructed in accordance with NDS National
Design Specification for Wood Construction section 1533.
8. All wood members for roofs with snow load have been designed with a duration of load factor
(GD) of 1.15. All wood members for walls with wind load have been designed with a duration of
load factor (CD) of 1.6.
9. All composite wood decking shall be as manufactured by Evergrain. All composite wood
decking shall be designed for the spans and loads as indicated on the drawings.
ENGINEERED WOOD:
!. All engineered wood has been designed according to NDS Manual for Engineered Wood
Construction.
2. All laminated veneer lumber (LVL) shall be Microilam as manufactured by Weyerhaeuser.
3. All laminated strand lumber (L5L) rim board and studs shall be TlmberStrand 1.3E as
manufactured by Weyerhaeuser.
4. All laminated strand lumber (LSL) beans and headers shall be Timber -Strand 155E as
manufactured by Weyerhaeuser.
5. All 1 -joists shall be series indicated on plan as manufactured by Weyerhaeuser.
b. All structural wood panels shall conform to all APA specifications.
1. All composite wood decking shall be as manufactured by [Evergrainl. All composite wood
decking shall be designed for the spans and loads as indicated on the cinawings.
8. All engineered wood that is in contact with concrete or masonry, or that is exposed to earth
or weather shall be Wolmanized.
9. All aspects of engineered wood costuction shall be in accordance with all of the Supplier's
specifications and recommendations.
10. All engineered wood shall be designed for maximum deflections as follows:
Load Roof Floor
Total L/240 L/240
Live L/360 L/480
FINISHED GRADE, SEE
CIVIL DHSS
III= III=1
1-III111-
1 1/2'
GLR
TYP
WOOD COLUMN, SEE PLAN
SIMPSON ABA66Z WITH
5/8'4' EXP. ANCHOR
12"0 CONCRETE PEDESTAL
WITH (4)1+4 VERT. AND #3
TIES (TdBSM)
#4x2-b'Vx8"H DOWELS AT
EACH VERT. BAR
T.O. FOOTING
SEE PLAN
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EQ. /
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EQ.
-IEDULE /
SECTION
REINFORCE PER
SCHEDULE
TYPICAL EXTERIOR HOOD COLUMN
TO CONCRETE PEDESTAL TO
CONCRETE FOOTING CONNECTION
3/4"=1'-O
T.O. CONCRETE (OR CMU)
SEE PLAN
ALL OTHER FRAMN6
NOT SHOWN FOR CLARITY
NGHOR BOLT
(DIAMETER = 4))
ELEVATION
TYPICAL ANCHOR BOLT IN CONCRETE
(OR CMU)
3/4"=1'-0
STONE, SEE ARCH. DHSS
FINI3IIED GRADE, SEE
CIVIL DHSS
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If 4"
WOOD COLUMN, SEE PLAN
SIMPSON ABU88Z WITH
(2)5/8'0 EXP. ANCHOR
EXTERIOR STRUCTURAL
SLAB, SEE PLAN
T.O. PILASTER
SEE PLAN
T.O. 5
SEE PLAN
#4x2'-4" DOWELS; MATCH
SPACING OF SLAB BARS;
DRILL 4" INTO EXISTING AND
SET IN EPDXY
(4)#5 VERT. WITH *3 TIES
12'oc
ALL HORIZONTAL HALL
REINFORCING SHALL BE
CONTINUOUS THRU
PILASTER
T.O. LEDGE
GCC ARCH. OHM
-(2) *5 VERT. ADDITIONAL
TYPICAL PILASTER
#4x2'-611/x8"H DOWELS AT
EACH VERT. BAR
T.O. FOOTING
SEE PLAN
3/4"=1'-0
FOUNDATION WALL TOP REINF
SEE APPLICABLE SECTION
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BENT BARS; MATCH SIZE
AND QUANTITY OF TOP BARS
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ALL OTHER REINFORCING
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TYPICAL REINFORCING AT STEP IN TOP
OF FOUNDATION NALL (BOTTOM OF
HALL 15 SIMILAR)
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WOOD BEAM, SEE PLAN
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SIMPSON GGQ6b5DS2.5
WOOD COLUMN, SEE PLAN
SIMPSON ABA66Z WITH
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T.O. FOOTING
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SEE SGEDULE
ELEVATION
REINFORCE PER
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TYPICAL HOOD BEAM TO HOOD
COLUMN TO CONCRETE FOOTING
‘;-CONNECTION
O. 3/4"=11-0
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HOOD BEAM, SEE PLAN
SIMPSON LPG4Z
WOOD COLUMN, SEE PLAN
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3/4"=1'-0
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WOOD COLUMN, SEE PLAN
SIMPSON ABA44Z WITH
I/2"4) EXP. ANCHOR
12"4) CONCRETE PEDESTAL
WITH (4)*4 VERT. AND *3
TIES (TdB*M)
#4x2-6"Vx8"H DOWELS AT
EACH VERT. BAR
T.O. FOOTING
SEE PLAN
SECTION
REINFORCE PER
SCHEDULE
TYPICAL INTERIOR HOOD COLUMN
TO CONCRETE PEDESTAL TO
6 CONCRETE FOOTING CONNECTION 11
PLAN
WOOD BEAM, SEE PLAN
WOOD BEAM, SEE PLAN
HANGER, SEE PLAN
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HOOD COLUMN, SEE PLAN
3/4"=1'-O
ELEVATION
I 3/4"
k
PLAN
HOOD BEAM, SEE PLAN,
MI I tR CORNER
1' LAG SCREWS AS SHOWN
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WOOD COLUMN, GEE PLAN
3/4:1-0
RIWISIONS
APPROVED
DATE: ( III rI f `IO BY: FZ%►'
NOTE: These drawing revisions must accompany the
previously approved set of plans at job site for
Building Inspector's reference.
7/ 13/5 )/4"
SOUTH ELEVATION
THRU BOLTS AS SHOWN
6X10 TOP CHORD
6Th WEB
WOOD POST, SEE PLAN
WOOD BEAM, SEE PLAN
LAG SCREWS A5 SHOWN
(4" MIN. EMBED.), TYP.
WOOD COLUMN, SEE PLAN
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ASPEN EQUESTRIAN ESTATES SUBDIVISION
GARFIELD COUNTY, COLORADO
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CONTRACTOR SHALL FIELD VERIFY
ALL EXISTING DIMENSIONS, ELEVATIONS,
AND STRUCTURAL ELEMENTS BEFORE
CONSTRUCTION BEGINS.
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PLAN NOTES:
I. EXTERIOR STRUCTURAL SLAB CONSTRUCTION: 6" AIR -ENTRAINED CONCRETE SLAB OVER 6"
FORMED VOID OVER COMPACTED STRUCTURAL FILL (SEE GEOTECHNICAL REPORT). REINFORCE
SLAB WITH EPDXY-COATED #4 ® IS"oc E.W. AT MID -DEPTH. PROVIDE (2) #4x4'-0" DIAGONAL IN
SLAB AT ALL RE-ENTRANT CORNERS. PROVIDE NO CONTROL JOINTS.
2. TOP OF NEW FOOTING ELEVATION = q2-8", UNLESS NOTED OTHERWISE THUS: T.O.
FOOTING=ELEVATION
3. TOP OF NEW FOUNDATION WALL ELEVATION NOTED THUS: T.O. WALL=ELEVATION
4. TOP OF EXTERIOR SLAB ELEVATION NOTED TI -US: T.O. SLAB=ELEVATION
5. TOP OF SLAB SLOPES LINEARLY BETWEEN SPOT ELEVATIONS.
6. SEE SHEET 50.1 FOR GENERAL NOTES AND TYPICAL DETAILS.
7. SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL DIMENSIONS.
S. ALL FOUNDATION ELEMENTS ARE CENTERED ON WALLS AND COLUMNS, UNLESS NOTED OTHERWISE.
q. NEW I EXISTING FLOOR CONSTRUCTION: 23/32" APA RATED STURD-I-FLOOR (24°oc, EXP. I, TIG)
OVER JOISTS AS SHOWN. ATTACH STURD-I-FLOOR TO SUPPORTS WITH GLUE AND IOd 0 6"oc AT
PANEL EDGES AND 12"oc ATINTERMEDIATESUPPORTS.
10. TOP OF SHEATHING ELEVATION NO1 tU TRIS: T.O. SHEATHING=ELEVATION
II. SEE SHEET 50.1 FOR GENERAL NOTES AND TYPICAL DETAILS.
12. SEE ARCHITECTURAL DRAWINGS AND FOUNDATION PLAN FOR ADDITIONAL DIMENSIONS.
13. ALL COLUMNS, POSTS, AND WALLS SHOWN ARE BELOW, UNLESS NOTED OTHERWISE.
14. ALL FLOOR BEAMS ARE DROPPED, UNLESS NOTED OTHERWISE.
Q 15. EXISTING EXTERIOR I ARENA HALL CONSTRUCTION: 2X6 STUDS 0 16°oc WITH (I) 2X6 BOTTOM
rn PLATE AND (2) 2X6 TOP PLATES. 7/16" APA RATED SHEATHING (24/16, EXP. I) ON EXTERIOR FACE
ATTACHED WITH 8d ® 6"oc AT PANEL EDGES AND 12"oc AT INTERMEDIATE SUPPORTS. I/2"
GYPSUM WALLBOARD ON INTERIOR FACE ATTACHED WITH 16x1.25" TYPE W OR 5 SCREWS ® 8"0c
AT PANEL EDGES AND 12"0c IN THE FIELD. BLOCK ALL PLYWOOD/05B PANEL EDGES.
lb. EXISTING EXTERIOR I ARENA HALL OPENING CONSTRUCTION: (2) 2X10 HEADER (UNLESS NOTED
OTHERWISE) NTH INSULATION (SEE ARCHITECTURAL DRAWINGS) BETWEEN PLIES. (I) 2X6 SILL
(WHERE APPLICABLE). (2) 2X6 KINGSTUDS + (I) 2X6 TRIMSTUD, UNLESS NOTED OTHERWISE.
HEADERS SHALL NOT BE CONTINUOUS OVER INTERMEDIATE POSTS, UNLESS SPECIFICALLY
INDICATED ON THE PLAN.
Il. EXISTING INTERIOR BEARING WALL CONSTRUCTION: 2X4 STUDS 0 16"oc WITH (I) 2X4 BOTTOM
PLATE AND (2) 2X4 TOP PLATES. I/2" GYPSUM WALLBOARD ON BOTH FACES ATTACHED WITH
*bx1.25' TYPE WOR 5 SCREWS 0 Floe AT PANEL EDGES AND 12"oc IN THE FIELD.
18. EXISTING INTERIOR BEARING WALL OPENING CONSTRUCTION: (2) 2X10 HEADER (UNLESS NOTED
OTHERWISE) WITH 7/16" APA RATED SHEATHING (24/16, EXP. I) FILLER PIECE BETWEEN PLIES. (I)
2X4 KINGSTUD + (I) 2X4 TRIMSTUD, UNLESS NOTED OTHERWISE. HEADERS SHALL NOT BE
CONTINUOUS OVER INTERMEDIATE POSTS, UNLESS SPECIFICALLY INDICATED ON THE PLAN.
Iq. EXISITNG FOUNDATION HALLS 8"W X 36"H.
20. EXISITNG FOOTINGS 16"W X 8"H.
21. DECK CONSTRUCTION: 15" COMPOSITE DECKING OVER 2X12 0 I6"oc, UNLESS NOTED OTHERWISE.
ATTACH DECKING TO SUPPORTS WITH (2) *5x2.5° COMPOSITE WOOD SCREWS AT THE END OF EACH
PIECE AND AT ALL INTERMEDIATE SUPPORTS.
IS' q 5/16"
1
1
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HANGER SCHEDULE
MARK
HANGER
HUC212-2
NOTES
OUNDATIO�4 MAIN LEVEL FRAMING PLAN
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CONTRACTOR SHALL FIELD VERIFY
ALL EXISTING DIMENSIONS, ELEVATIONS,
AND STRUCTURAL ELEMENTS BEFORE
CONSTRUCTION BEGINS.
L_J
ntegral, inc.
Structural Engineering Studio
2590 31st Street
Boulder Colorado 80301
303 495 5206 v 303 495 5276 f
www. i2structural. com
PLAN NOTES:
I. NEW d EXISTING FLOOR CONSTRUCTION: 23/32' APA RATED STURD-I-FLOOR (24"oc, EXP. I, TiG)
OVER JOISTS AS SHOWN. ATTACH STURD-I-FLOOR TO SUPPORTS WITH GLUE AND 10d ® b"oc AT
PANEL EDGES AND 12"oc AT INTERMEDIATE SUPPORTS.
2. TOP OF SHEATHING ELEVATION NOTED THUS: T.O. SHEATHING=ELEVATION
3, SCE SHEET 50.1 FOR GENERAL NOTES AND TYPICAL DETAILS.
4. SEE ARCHITECTURAL DRAWINGS AND FOUNDATION PLAN FOR ADDITIONAL DIMENSIONS.
5. ALL COLUMNS, POSTS, AND WALLS SHOWN ARE BELOW, UNLESS NOTED OTHERWISE.
b. ALL FLOOR BEAMS ARE FLUSH, UNLESS NOTED OTHERWISE.
1. AT ALL BEAM BEARING LOCATIONS, PROVIDE STUD PACK EQUAL TO OR EXCEEDING BEAM WIDTH,
UNLESS NO1tD OTHERWISE
b. ROOF CONSTRUCTION: 15/32' APA RATED SHEATHING (32/16, EXP. I) OVER 2X8 ® 24"oc. ATTACH
SHEATHING TO SUPPORTS WITH Sd @ b"oc AT PANEL EDGES AND 12'oc AT INTERMEDIATE
SUPPORTS.
4. SEE ARCHITECTURAL DRAWINGS FOR ROOF SLOPES, HEEL HEIGHTS, OVERHANG LENGTHS, AND TOP
OF WALL PLATE ELEVATIONS.
10. ALL ROOF BEAMS ARE DROPPED, UNLESS NOTED OTHERWISE.
II. EXISTING EXTERIOR 4 ARENA WALL CONSTRUCTION 2X6 STUDS ® I6"oc WITH (I) 2X6 BOTTOM
PLATE AND (2) 2X6 TOP PLATES. 1/1b" APA RATED SHEATHING (24/16, EXP. I) ON EXTERIOR FACE
ATTACHED WITH Sd ® 6"oc AT PANEL EDGES AND IToc AT INTERMEDIATE SUPPORTS. 1/2"
GYPSUM WALLBOARD ON INTERIOR FADE ATTACHED WITH *6x1.25' TYPE W OR 5 SCREWS 0 S'oc
AT PANEL EDGES AND 12"oc IN THE FIELD. BLOCK ALL PLYWOOD/OSB PANEL EDGES.
12. EXISTING EXTERIOR 4 ARENA WALL OPENING CONSTRUCTION: (2) 2X4 HEADER (UNLECO NOTED
OTHERWISE) WITH INSULATION (SEE ARCHITECTURAL DRAWINGS) BETWEEN PLIES. (I) 2X6 SILL
(WHERE APPLICABLE). (2) 2X6 KINGSTUDS + (I) 2X6 TRIMSTUD, UNLESS NOTED OTHERWISE.
HEADERS SHALL NOT BE CONTINUOUS OVER INTERMEDIATE POSTS, UNLESS SPECIFICALLY
INDICATED ON THE PLAN.
13. EXISTING INTERIOR BEARING WALL CONSIRIUCTION: 2X4 STUDS 0 I6"oc WITH (I) 2X4 BOTTOM
PLATE AND (2) 2X4 TOP PLATES. 1/2' GYPSUM WALLBOARD ON BOTH FACES ATTACHED WITH
N6x125° TYPE W OR 5 SCREWS 0 8"oc AT PANEL EDGES AND 12'oc IN THE FIELD.
14. EXISTING INTERIOR BEARING WALL OPENING CONSTRUCTION: (2) 2X4 HEADER (UNLESS NOTED
OTHERWISE) WITH 1/16' APA RATED SHEATHING (24/16, EXP. I) FILLER PIECE BETWEEN PLIES. (2)
2X4 KINGST11D + (2) 2X4 TRIMSTUD, UNLESS NOTED OTHERWISE. HEADERS SHALL NOT BE
CONTINUOUS OVER INTERMEDIATE POSTS, UNLESS SPECIFICALLY INDICATED ON THE PLAN.
HANGER SCHEDULE
MARK HANGER NOTES
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GARFIELD COUNTY, COLORADO
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CONTRACTOR SHALL FIELD VERIFY
ALL EXISTING DIMENSIONS, ELEVATIONS,
AND STRUCTURAL ELEMENTS BEFORE
CONSTRUCTION BEGINS.
ntegral, inc.
Structural Engineering Studio
2590 31st Street
Boulder Colorado 80301
303 495 5206 v 303 495 5276 f
www.2structural. corn
PLAN NOTES:
I. EXISTING ROOF CONSTRUCTION: 15/32" APA RATED SI IEATHING (32/16, EXP. I) OVER JOISTS A5
SHOWN. ATTACH 54ILATHING TO SUPPORTS WITH 8d a b"oc AT PANEL EDGES AND 12"oc AT
INTERMEDIATE SUPPORTS.
2. SEE SHEET 50.1 FOR GENERAL NOTES AND TYPICAL DETAILS.
3. SEE ARCHITECTURAL DRAWINGS AND FOUNDATION PLAN FOR ADDITIONAL DIMENSIONS.
4. ALL COLUMNS, POSTS, AND WALLS SHOWN ARE BELOW, UNLESS NOTED OTHERWISE,
5. SEE ARCHITECTURAL DRAWINGS FOR ROOF SLOPES, HEEL HEIGHTS, OVERHANG LENGTHS, AND TOP
OF HALL PLATE ELEVATIONS.
6. ALL BEAMS ARE DROPPED, UNLESS NOTED OTHERWISE.
1. AT ALL BEAM AND GIRDER TRUSS BEARING LOCATIONS, PROVIDE STUD PACK EQUAL TO OR
EXCEEDING BEAM WIDTH, UNLESS NOTED OTHERWISE.
S. EXISTING EXTERIOR WALL CONSTRUCTION: 2X6 STUDS a Ib"oc WITH (I) 2X6 BOTTOM PLATE AND
(2) 2X6 TOP PLATES. 1/16" APA RATED SHEATHING (24/16, EXP. 1) ON EXTERIOR FADE ATTACHED
WITH 8d a 6"oc AT PANEL EDGES AND 12"oc AT INTERMEDIATE SUPPORTS. 1/2" GYPSUM
WALLBOARD ON INTERIOR FADE ATTACHED WITH #6x125" TYPE W OR 5 SCREWS a 8"oc AT PANEL
EDGES AND 12"oc IN THE FIELD. BLOCK ALL PLYWOOD/OSB PANEL EDGES.
4. EXISTING EXTERIOR WALL OPENING CONSTRUCTION: (2) 2X4 HEADER (UNLESS NOTED OTHERWISE)
WITH INSULATION (SEE ARCHITECTURAL DRAWINGS) BETWEEN PLIES. (I) 2X6 SILL (WHERE
APPLICABLE). (2) 2X6 KINGSTUDS + (I) 2X6 TRIMSTUD, UNLESS NOTED OTHERWISE. HEADERS
SHALL NOT BE CONTINUOUS OVER INTERMEDIATE POSTS, UNLESS SPECIFICALLY INDICAItll ON THE
PLAN.
10. EXTERIOR WALL OPENING CONSTRUCTION: (2) 2X4 HEADER (UNLESS NOTED OTHERWISE) WITH
INSULATION (SEE ARCHITECTURAL DRAWINGS) BETWEEN PLIES. (I) 2X6 SILL (WHERE APPLICABLE).
(2) 2X6 KINGSTUDS + (I) 2X6 TRIMSTUD, UNLESS NOTED OTHERWISE. HEADERS SHALL NOT BE
CONTINUOUS OVER INTERMEDIATE POSTS, UNLESS SPECIFICALLY INDICATED ON THE PLAN.
II. EXISTING INTERIOR BEARING WALL CONSIRUCTION: 2X6 STUDS a Ib"oc WITH (I) 2X6 BOTTOM
PLATE AND (2) 2X4 TOP PLATES. I/2" GYPSUM WALLBOARD ON BOTH FACES ATTACHED NTH
#6x125" TYPE W OR S SCREWS a 8"oc AT PANEL EDGES AND 12'oc IN THE FIELD.
12. EXTERIOR WALL CONSTRUCTION: 2X6 STUDS a lb"ac WITH (I) 2X6 BOTTOM PLATE AND (2) 2X6
TOP PLATES. 1/16" APA RATED SHEATHING (24/16, EXP. I) ON EXTERIOR FACE ATTACHED 111TH 8d
I b"oc AT PANEL EDGES AND 12"oc AT INTERMEDIATE SUPPORTS. 1/2" GYPSUM WALLBOARD ON
INTERIOR FADE ATTACHED WITH 116x125" TYPE W OR 5 SCREWS a 8"oc AT PANEL EDGES AND
12"oc IN THE FIELD. BLOCK ALL PLYWOOD/OSB PANEL EDGES.
13. ROOF CONSTRUCTION: 15/32" APA RATED SHEATHING (32/16, EXP. I) OVER 2X8 a 24"oc. ATTACH
SHEATHING TO SUPPORTS WITH 8d a b"oc AT PANEL EDGES AND Inc AT INTERMEDIATE
SUPPORTS,
14. ROOF OVERFRAMING CONSTRUCTION: ALL MAIN ROOF FRAMING AND SHEATHING SHALL BE
INSTALLED BEFORE INSTALLING OVERFRAMING. 2X6 RAFTERS a 24"oc WITH 2X8 RIDGES,
VALLEYS, AND HIPS WHERE REQUIRED. 2X10 FLAT AT PERIMETER. PROVIDE 2X4 POSTS DOWN TO
MAIN ROOF AT 48"oc ALONG EACH MAIN ROOF MEMBER STAGGERING LOCATIONS WITH
ADJACENT MEMBERS. SHEATHING AND ITS ATTACHMENT SHALL MATCH MAIN ROOF. ALTERNATE
OVERFRAMING MAY BE PROVIDED BY USING PRE-ENGINEERED PLATED ROOF TRUSSES, OR MAIN
ROOF TRUSSES MAY BE CONFIGURED TO MEET FINAL ROOF PLANES.
ROOF FRAMING PLAN
I/4"=1' -O"
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ASPEN EQUESTRIAN ESTATES SUBDIVISION
GARFIELD COUNTY; COLORADO
S1.3
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ARCH. DHSS
FINISHED GRADE, SEE
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L4X44" CONT. WITH
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I'-0"
T.O. LEDGE At
SEE ARCH. DW
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111\111-11
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1111111
3/411=11-0
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T.O. FOOTING
511 PLAN
EXISTING EXTERIOR WALL
CONSTRUCTION
EXISTING FLOOR
CONSTRUCTION
T.O. 01 (LATHING.
SEE PLAN q
EXISTING EXTERIOR WALL
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BEAM, SEE PLAN
STAIRS, WHERE
APPLICABLE
SEE ARCHITECTURAL
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SEE PLAN
N
T.O. FOOTING
SEE PLAN
PROVIDE ADEQUATE FLASHING
AND WATERPROOFING TO
PREVENT WATER INFILTRATION
AND DAMAGE
EXISTING EXTERIOR WALL
CONSTRUCTION
EXISTING FLOOR
CONSTRUCTION
il
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SEE PLAN
EXISTING EXTERIOR WALL
CONSTRUCTION
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EXISTING FOUNDATION
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EXISTING FOOTING
CONSTRUCTION
DECK CONSTRUCTION,
SEE PLAN
BEAM, SEE PLAN
2X12 DONT. LEDGER WITH
(3)#I2 SCREWS o EACH
STUD (Ib"oc MAX)
4" STONE VENEER, SEE
ARCH.DWGS
FINISHED GRADE, SEE
CIVIL DHSS
L4X44" DONT. WITH I"
EXP. ANCHORS 0 16"oc
2X FULL WIDTH
BLOCKING BTWN STUDS
EXISTING EXTERIOR WALL
CONSTRUCTION
l
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EXISTING FLOOR
CONSTRUCTION
T.O. SI ILATHINGJ�
SEE PLAN Y
EXISTING EXTERIOR WALL
CONSTRUCTION
EXISTING FOUNDATION
WALL CONSTRUCTION
EXISTING FOOTING
CONSTRUCTION
3/4'=I' -O
1
FINISHED GRADE, SEE
CIVIL DWG5
F
—111-111-1
111111111111
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1I I-1 I-111-
A
3/4"=1'-0
to
4
•
EXTERIOR STRUCTURAL
SLAB, SEE PLAN
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d
•
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8"
I'-4"
T.O. SLAB
SEE PLAN
#4x2' -6"x2'-6" DOLLS
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*5 ® 18"oc E.W. GNTRD
(2)#5 CONT. TSB
#4x21-6"VxS'N DOWELS
I8"oc
4
T.O. FOOTING 4
SEE PLAN
FLOOR EDGE NAILING
EXISTING FLOOR CONSTRUCTION
T.O. SI ILATHING�1
SLE PLAN Y
BEAM, SEE PLAN
72.1/ 3/4"=1'-O
X11
�J2 . 3/4"= I' -O
i2 ntegral, inc.
Structural Engineering Studio
2590 31st Street
Boulder Colorado 80301
303 495 5206 v 303 495 5276 f
www.i2structural.com
EXISTING FLOOR
CONSTRUCTION
T.O. SHEATHING4
SEE PLAN t
3/4"= I' -O
3/4"=I'-0
2X FULL HT BLOCKING
BTWN JOISTS OVER BEAM
WOOD BEAM, SEE PLAN
EXISTING FLOOR
CONSTRUCTION
T.O. SHEATHING)
SEE PLAN
(E) HOOD BEAM, SEE PLAN,
WITH ADDITIONAL PLY, SEE
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ENTRY ADDITION
ASPEN EQUESTRIAN ESTATES SUBDIVISION
GARFIELD COUNTY. COLORADO
2
JOISTS ONLY ON ONE
SIDE WHERE APPLICABLE
EXISTING FLOOR CONSTRUCTION
T.O. SHEATHING
COE PLAN
3/4"=I' -O
NEW FLOOR
CONSTRUCTION, SEE PLAN
SIMPSON LU521O OR
LU521O-2 AS APPLICABLE
BEAM, SEE PLAN
EXISTING FLOOR
CONSTRUCTION
T.O. SHEATHING
111111.1.111.
SEE PLAN
SIMPSON LU521O
BEAM, SEE PLAN
2X FULL HT BLOCKING
BETWEEN JOISTS
SET NEW JOISTS BETWEEN
EXISTING AND BEAR ON
WALL
6
EXISTING EXTERIOR WALL
CONS I te..UCTION
3/4"=I'-0
ROOF CONSTRUCTION, SEE PLAN
2X FULL HT CONT. LEDGER WITH
(3)SDWSx4" AT EACH STUD
(16'oc MAX)
2X FULL WIDTH
BLOCKING BTWN STUDS
EXISTING EXTERIOR WALL
CONSTRUCTION
3/4"=1'-0
ROOF CONSTRUCTION, SEE PLAN
SIMPSON A35 WITH SDgx1.5"
INTO BEAM
2X FULL HT BLOCKING BTWN
RAFTERS
BEAM, SEE PLAN
2X FULL HT CONT. RIM
3/4"=1'-0
JOISTS ONLY ON ONE
SIDE WHERE APPLICABLE
FLOOR EDGE NAILING
EXISTING FLOOR CONSTRUCTION
T.O. SHEATHINGJ�
SEE PLAN q
3/4"=I' -O
3/4"=1'-0
ROOF CONSTRUCTION, PLAN
BEAM, SEE PLAN
NEW FLOOR
CONSTRUCTION, SEE PLAN
2X FULL HT CONT. LEDGER WITH
(3)SDWSx4° AT EACH STUD
(I6"oc MAX)
12
BEAM, SEE PLAN
STAIRS, WHERE
APPLICABLE
2X FULL WIDTH
BLOCKING BTWN STUDS
EXISTING EXTERIOR WALL
CONSTRUCTION
I -I
3/4",ILO
2'-0"
ROOF •NSTRUCTION, GCC PLAN
SIMPSON LU528
SIMPSON A35 WITH SD4x15"
INTO BEAM
2X FULL HT BLOCKING BTWN
RAFTERS
TOP CHORD, GCC DETAIL IO/SO.I
2X FULL HT CONT. RIM
BEAM, SEE PLAN
2
3/4"=I'-0
EXISTING FLOOR CONSTRUCTION
EXISTING EXTERIOR WALL
CONSTRUCTION
EXISTING FLOOR CONSTRUCTION
T.O. SHEATHING
SEE PLAN
SIMPSON JB2I2A
BEAM, SEE PLAN
3/4"=I'-0
NEW FLOOR
CONSTRUCTION, SEE PLAN
3/4"=I' -O
ROOF CONSTRUCTION, SEE PLAN
2X FULL HT CONT. LEDGER
WITH (3)S2141Sx4" AT EACH
STUD (Ib"oc MAX)
2X FULL WIDTH BLOCKING
BETWEEN STUDS
EXISTING EXTERIOR WALL
CONSTRUCTION
2X FULL HT CONT. LEDGER WITH
(3)SD1^Sx4" AT EACH STUD
(Ib"oc MAX)
13
3/4"=1'-0
NEW FLOOR
CONSTRUCTION, GCE PLAN
BEAM, SEE PLAN
STAIRS, WHERE
APPLICABLE
3/4"=I'-0
ROOF CONSTRUCTION, SEE PLAN
2X FULL WIDTH
BLOCKING BTWN STUDS
EXISTING EXTERIOR WALL 2X FULL HT CONT. LEDGER WITH
CONS I KUCTION (3)SDWSx4" AT EACH STUD
(16"oc MAX)
EXISTING FLOOR
CONSTRUCTION
T.O. SHEATHING.
GCE PLAN
EXISTING EXTERIOR WALL
CONSTRUCTION
3/4"=I' -O
3/4"=I'-0
ROOF CONSTRUCTION, SEE PLAN
SIMPSON A35 WITH SDgxIS"
INTO BEAM (EACH RAFTER)
BEAM, GCE PLAN
14
2X FULL WIDTH
BLOCKING BTWN STUDS
EXISTING EXTERIOR HALL
CONSTRUCTION
EXISTING FLOOR
CONSTRUCTION
T.O. SHEATHING
SEE PLAN
EXISTING EXTERIOR WALL
CONSTRUCTION
\2
3/4"=1'-O
VALLEY CONDITION (HIP
CONDITION SHOPAI)
ROOF CONSTRUCTION, SEE PLAN
SIMPSON L55J28Z
BEAM, SEE PLAN
12
5
ntegral, inc.
Structural Engineering Studio
2590 31st Street
Boulder Colorado 80301
303 495 5206 v 303 495 5276 I
www.i2structural.com
2
3/4"=1'-0
3/4"=1'-0
ROOF EDGE NAILING
ROOF CONSTRUCTION, SEE PLAN
3/4"=1'-O
ROOF OVERFRAMING
CONSTRUCTION, SEE PLAN
EXISTING ROOF
CONSTRUCTION
I�
U
EXTERIOR WALL CONSTRUCTION,
SEE PLAN, EXCEPT NO WALLBOARD
2X FULL HT BLOCKING l 24"oc
IN FIRST RAFTER SPACE
2X FULL HT CONT. RIM
II
u
HERE ROOF 15 LOWER:
2X FULL HT CONT.
LEDGER WITH (3)4'12
SCREWS ® EACH STUD
(Vac MAX)
EXISTING EXTERIOR HALL
CONSTRUCTION
3/4"=1'-0
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ASPEN EQUESTRIAN ESTATES SUBDIVISION
GARFIELD COUNTY, COLORADO
S2.2