HomeMy WebLinkAboutInspection.533 W Hallam St.0285.2018 (8).ARBKSTRUCTURAL STEEL
GENERAL:
1. All structural steel work shall conform to AISC 360 and tolerances shall
conform to AISC 303 unless noted otherwise. Contractor shall keep a copy
of these references on site at all times.
2. Materials – See Steel Materials Table
3. Qualifications - Fabricator and Erector shall be experienced in fabrication
and erection of projects of similar size and complexity.
TESTING:
1. Tests and inspections shall be performed in compliance with AISC 360 and
Chapter 17 of the IBC. Inspections include: Welding, high strength bolting,
anchor rod placement, proper use of joint details, fabricated steel, and
erected steel frame. Testing includes: UT of full penetration welds, bolt
tensioning procedures, shear stud bend tests.
SUBMITTALS:
1. Submittals shall conform to AISC 360.
2. Submittals for structural steel shall include erection drawings, shop
drawings, and mill test reports.
3. Erection drawings shall include plan drawings at 1/8"=1'-0” minimum
scale complete with sections, elevations, and details as required to
properly erect the structural steel frame.
4. Shop drawings shall include piece drawings which indicate cuts,
connections, camber, holes, welds and dimensions as required for
fabrication of the members. Part drawings are not required to be
submitted unless specifically requested.
CONNECTIONS:
1. Engineer of Record (EOR) has designed all connections. If a connection
design is inadvertently omitted from contract documents the contractor
shall request specific connection design from the EOR.
2. Connection Design Forces: Unfactored ASD values.
3. Simple Beam Connections: Select connections with capacities equal to or
greater than beam reactions shown on the drawings. Single sided
connections shall be detailed to use the maximum number of bolt rows
that can fit into the supported beam web. Double sided connections shall
be detailed such that the angle or bent plate length is at least 60% of the
supported beam "T" dimension.
4. HSS Cap Plates: Provide 1/4" cap plates at top of all HSS columns, uno.
BOLTS:
1. Where indicated on the drawings as slip critical and where oversized or
long-slotted holes are utilized in shear, bolted joints shall be slip critical.
Faying surfaces shall be prepared to meet the requirements of a Class A
surface, and bolts shall be installed to the fully tensioned condition.
2. Where bolts are subject to non-static loading, are utilized to interconnect
parts of a built up compression member, or all Group B fasteners loaded
in tension shall be installed to the fully tensioned condition.
3. Bolts not subject to the requirements for slip critical connections and not
required to be fully tensioned may be installed to the snug-tight condition.
4. A307 bolts may be used only where indicated.
WELDS:
1. Fillet Welds: Size as indicated, but not less than AISC minimum size.
2. Groove Welds: Full penetration unless noted otherwise.
3. Welds are continuous unless noted otherwise.
ACCESSORIES:
1. Headed Stud Anchors: Shop weld except where applied through metal
deck or where shop installation would result in a tripping hazard.
SHOP CLEANING AND PAINTING:
1. Uncoated Steel: All steel not specifically indicated as painted, steel to
receive spray-on-fireproofing or to be galvanized, and faying surfaces of
slip critical connections shall be uncoated. Prepare surface per SSPC-SP1.
2. Primed Steel: Steel indicated to painted, with no specific paint
requirements stated, shall have the surface prepared per SSPC-SP2
minimum and receive one coat of fabricator's standard rust-inhibitive
primer paint applied to a minimum dry-film thickness of 1 mil.
3. Galvanized Steel: Steel indicated to be galvanized shall be cleaned,
prepared, and galvanized in accordance with ASTM A123. Repair minor
defects, damaged areas, and welded joints in accordance with ASTM
A780.
4. Other specified coatings: Where indicated on the drawings, provide
specified coating system as indicated. Clean and prepare steel as required
by the specification or coating manufacture.
ERECTION:
1. No final bolting or welding shall be performed until as much of the
structure which will be stiffened thereby has been properly aligned.
2. Field correction of fabrication or other errors will be permitted only when
approved by the EOR. Finish gas-cut sections in accordance with AWS
D1.1.
Standard
3/4"ø A325 Bolt
BOLT GRADES
Bolt Size, Joint Type and
Designation on Drawings
3/4"ø Bolt, ASTM A325-N or ASTM F1852
3/4"ø A325 SC-A Bolt3/4"ø Bolt, ASTM A325 or ASTM F1852
with Class A Faying Surface
NOTES:
1. Reference plan, details and connection tables for bolt size and joint type.
2. All bolts are snug tight, unless indicated on plan or details as slip critical or fully
tensioned.
3. Where bolts are indicated as slip critical or fully tensioned, pretension bolt as defined
by AISC 360, Table J.1
4. Class A faying surfaces are unprimed surfaces or hot dip galvanized surfaces with
hand wire brush roughening, as defined by AISC 360.
5. Class B faying surfaces are blast cleaned surfaces as defined by AISC 360.
1"ø A490 Bolt1"ø Bolt, ASTM A490-N or ASTM F2280
1"ø Bolt, ASTM A490 or ASTM F2280
with Class A Faying Surface
1/2"ø or 3/4"ø A307 Bolt1/2"ø or 3/4"ø Bolt, ASTM A307 Gr. A
1"ø A490 SC-A Bolt
W and WT Sections
Material Standard
ASTM A992 (50 ksi) or
ASTM A572 Gr. 50 (50 ksi)
STEEL MATERIALS DESIGNATION
ASTM A36 (36ksi)M, S, C, MC, L, MT, ST Sections
ASTM A572 Gr. 50 (50ksi)HP Sections
ASTM A53 Gr. B (35ksi)Pipe
ASTM A500 Gr. B (46 ksi)Rectangular HSS
Round HSS
Plates, Bars, and threaded rod
- typical
- when noted as 50ksi
ASTM F1554 Gr. 55 w/ Supplement S1Anchor Rods
ASTM A325 or ASTM F1852
ASTM A490 or ASTM F2280
ASTM A307 Gr. A
Bolts
- typical (Group A)
- where noted as Group B
- where indicated as A307
ASTM A563, Heavy HexNuts
ASTM A500 Gr. B (42 ksi)
ASTM A36 (36ksi)
ASTM A572 Gr. 50 (50ksi)
ASTM F436, except plate washers to be
ASTM A36
Washers
ASTM F959Direct-Tension-Indicator Washers
ASTM A108Headed Stud Anchors
E70, 70ksiWeld Electrodes
STEEL DECKING
GENERAL:
1. Non-composite steel floor deck shall conform to SDI-NC1.0.
2. Composite steel floor deck shall conform to SDI-C1.0.
3. Steel roof deck shall conform to SDI-RD1.0.
4. Qualifications - Deck Manufacture shall be a member of the Steel Deck
Institute.
TESTING:
1. Tests and inspections shall be performed in compliance with AISC 360 and
Chapter 17 of the IBC. Inspections include: Welding, proper use of joint
details.
2. See "Special Inspections and Testing" Table.
SUBMITTALS:
1. Submittals for steel deck shall include deck placement drawings.
2. Deck placement drawings shall include plan drawings at 1/8"=1'-0”
minimum scale complete with details as required to properly erect the
steel deck.
DECK MATERIALS:
1. Steel for Deck: minimum yield strength of 33ksi.
2. Provide all required accessories including cell closures, pour stops, ridge,
and valley plates.
DECK ATTACHMENTS:
1. Weld Electrodes: E60, 60ksi unless noted otherwise. Low hydrogen
electrodes not required.
2. Self-drilling self-tapping screws (Tek screws): size as indicated, zinc plated
per ASTM F1941, minimum zinc thickness = 5 microns.
3. Low-velocity fasteners (shot pins): 0.145" (minimum) diameter hardened
pins.
4. For composite decks, headed stud anchors may replace welds for deck
attachment.
5. See plan notes and typical details for required deck attachment type and
pattern.
NON-COMPOSITE STEEL FLOOR DECK:
1. Deck indicated is designed to not require shoring. Manufacture to verify
supplied deck works for unshored construction.
2. Formed Openings Through Deck: see typical details for requirements at
deck openings. Deck to remain in place until opening is required. Trade
requiring opening is responsible for cutting opening.
3. See architectural drawings for fire rating requirements. Provide deck
stamped with appropriate UL label when required.
STEEL ROOF DECK:
1. Do not suspend point loads in excess of 20 pounds from deck.
Attachments shall be spaced 8 feet apart or more, and within 2 feet of
member supporting roof deck. Provide sub-framing as required for
heavier point loads.
2. Formed Openings Through Deck: See typical details for requirements at
deck openings. Deck to remain in place until opening is required. Trade
requiring opening is responsible for cutting opening.
3. See architectural drawings for fire rating requirements. Provide deck
stamped with appropriate UL label when required.
WOOD FRAMING
GENERAL:
1. All wood construction work shall conform to ANSI/AF&PA NDS unless
noted otherwise. Contractor shall keep a copy of these references on site
at all times.
2. Materials – See Wood Materials Tables
3. Qualifications – Carpenter shall be experienced in construction of
projects of similar size and complexity and shall be knowledgeable of
conventional light frame construction practices and minimum nailing
requirements of the IBC.
PRODUCTS:
1. All wood framing shall be at a moisture content of 19% or less and shall
be marked S-Dry (surface dried) or KD (kiln dried).
2. Unless noted otherwise, all sizes noted on these drawings are nominal.
Actual sizes are based on "Minimum Dressed-Dry" dimensions according
to American Softwood and Lumber Standard PS20-10.
3. Unless noted otherwise, all manufactured framing sizes are based on
specified manufacturers published information.
4. Wall studs to be Douglas Fir-Larch (DFL) stud grade or Laminated Strand
Lumber (LSL)@16"OC, unless noted otherwise in the drawings.
5. Wood I-joists: where framing members are noted TJI on the drawings,
use engineered products by Weyerhaeuser or approved equal.
6. Structural Panels: Sheathing for roofs and walls shall conform to APA
PS-2 standards. All panels shall be Exposure 1, unless noted otherwise.
Provide pressure treated sheathing products within 6" of grade at
exterior locations, see architectural drawings for locations.
7. Sills: Sill plates shall be pressure treated Douglas Fir-Larch stamped to
show compliance with AWPA standards.
HEAVY TIMBER FRAMING:
1. General: sound, thoroughly seasoned, and free of warp or significant
surface defects.
2. Material: see table and plans for species and grade.
3. For large members (12" nominal or greater maximum dimension), box
heart members may be used. For smaller members, free of heart center
timbers may be used. Do not use timber with excessive reaction or
juvenile wood.
4. Moisture Content: Provide timber with 15% average moisture content at
time of dressing. Use a nominal 10x10 timber for determining baseline
average moisture content throughout the cross section. Variation in
moisture content from the center to the edge of the timber shall not
exceed 8%.
5. End Sealer: Manufacturer's standard, transparent, colorless wood sealer
effective in retarding transmission of moisture at cross-grain cuts and
compatible with finish.
6. Exposed framing shall be appearance grade; reference architectural
drawings for finish requirements.
CONNECTORS:
1. All bolts, metal connectors, hangers, anchors, and fasteners in contact
with preservative treated wood shall be hot dipped galvanized G90 or
stainless steel type 304 or 316.
2. Provide 5/8" diameter anchor bolts @48"OC at the top of all foundation
elements for attaching sill plates, except at shear walls. See Shear Wall
Nailing Schedule for shear wall anchor bolt spacing. As a minimum,
provide two bolts, each within 12" of the ends of each piece of sill plate.
3. J and L type bolts are allowed for anchorage of wood sills.
4. Anchor bolts shall be cast into concrete or grouted into masonry with a
minimum embedment of 7".
5. Provide plate washers at all shear wall anchor bolt connections to wall
plates. See "Typical Wood Shear Walls - Nailing Schedule and Details" for
more information.
6. Nailing shall conform to the minimum requirements contained in Table
2304.9.1 of the IBC unless more stringent requirements are shown on
these drawings or in these notes.
7. All nails are to be steel common wire nails and conform to ASTM F1667.
8. Pre-drill nail holes when necessary to prevent splitting.
9. Steel plates for wood construction shall conform to ASTM A36.
10. Bolts shall conform to ASTM A307.
11. All exposed bolts in wood structure which are not in contact with
preservative treated wood shall be plain, uncoated steel.
12. Holes for bolts shall be 1/16" oversized.
13. Retighten all bolts prior to closing in.
14. Lag screws shall penetrate the main member a minimum of eight times
the shaft diameter unless noted otherwise.
15. Diagonal (toe-nail) lag screws shall be installed with a minimum edge
distance of four times the shaft diameter.
WOOD FRAMING (continued)
INSTALLATION:
1. Built-up Columns: Where hidden in a wall, at contractor's option, wood
columns may be built-up from 2x laminations. Laminations shall be
stitched nailed with staggered 16d@4"OC. Do not splice laminations.
2. Truss rods and connections shall be tightened after installation and
leveling.
3. At roofs and floors, lay panels with long dimension perpendicular to
supports with short edges staggered.
4. Glue and nail floor sheathing to supports with 8d@6"OC edges and 8d@
12"OC field.
5. Nail roof sheathing to supports with 8d@6"OC edges and 8d@12"OC
field.
6. See plans for areas of special blocking and nailing.
7. Nail vertical sheathing to supports with 8d@6"OC edges and 8d@12"OC
field for walls not designated as shear walls.
8. Where shear walls are noted on the plans, the sheathing is used as part
of the lateral load resisting system. See typical details for attachment of
sheathing to supports for wood structural panel shear walls.
9. All panel edges within the extent of the shear wall shall be blocked with
flat 2x4 blocking.
FRAMING TOLERANCES:
1. Layout of walls and partitions: within 1/4" of intended position.
2. Plates and runners: 1/4" in 8' from a straight line.
3. Studs: 1/4" in 8' out of plumb, not cumulative.
4. Face of framing: 1/4" in 8' from a true plane.
COMMON NAIL DIMENSIONS
Minimum Length (in)Common Nail (Steel Wire)Minimum Diameter (in)
0.113 2
0.131 2 1/2
0.148 3
0.148 3 1/4
0.162 3 1/2
0.192 4
6d
8d
10d
12d
16d
20d
DOUGLAS FIR-LARCH (DFL)
Select Structural 1,500 psi 1,700 psi 180 psi 1,900 ksi
No1 1,000 psi 1,500 psi 180 psi 1,700 ksi
No2 900 psi 1,350 psi 180 psi 1,600 ksi
Flexural
Stress
DESIGN VALUES FOR DIMENSIONAL LUMBER
Compressive
Stress
Horizontal
Shear Stress
Modulus of
Elasticity
Species &
Grade
Flexural
Stress
DESIGN VALUES FOR MANUFACTURED LUMBER
LAMINATED STRAND LUMBER (LSL)
2x4 and 2x6
Studs - 1.3E
Compressive
Stress
Horiz
Shear
Stress
Modulus of
Elasticity
1,700 psi 1,400 psi 400 psi 1,300 ksi
2,250 psi 1,950 psi 400 psi 1,500 ksi
2,600 psi 2,510 psi 285 psi 2,000 ksi
Type - E
Compressive
Stress Perp
435 psi
475 psi
750 psi
Tensile
Stress
1,075 psi
1,500 psi
1,555 psi
LAMINATED VENEER LUMBER (LVL)
2x8 Studs -
1.5E
Headers and
Beams - 2.0E
WOOD STRUCTURAL PANEL REQUIREMENTS
Roof over Trusses/Rafters
Minimum ThicknessSupporting Element APA Span Rating
48/24 23/32"
Floors (Sturd-I T&G)24 OC Single Floor 23/32"
Walls 32/16 15/32"
Shear Walls 32/16 15/32"
KL A&
Engineers Builders
215 North 12th Street, Unit E
Carbondale, Colorado 81623
P: (970) 927 5174 F: (970) 927 5194
Buffalo, WY ○ Carbondale, CO ○ Golden, CO ○ Loveland, CO
&
Consultant
ARCHITECTURE PLANNING+
( T ) 9 7 0 / 9 2 5 4 7 5 5 ( F ) 9 7 0 / 9 2 0 2 9 5 0
6 0 5 E A S T M A I N S T R E E T, A S P E N, C O L O R A D O 8 1 6 1 1
SHEET TITLE
K L&A, IN Cc2019
PROJECT NO:
Issue:
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DUNCAN RESIDENCE
533 W HALLAM ST
ASPEN, CO 81611
S103
GENERAL NOTES
B0567
10/31/18 PERMIT
06/20/19 PERMIT
COMMENTS
RESPONSE
04/03/2020
04/20/2020
04/21/2020
justinh
FLOW FILL AT
LIGHT WELL
MAT FOOTING
1'-0"
T/SOG
T/FTG
T/SHEATHING
T/WALL
T/FTG
T/SOG
CONC FDN WALL,
#4 DWL TO MATCH VERT
WALL REINF SPACING, TYP
CONC MAT FTG, REINF
W/ #5@12"OC EW BOT
CONC FDN WALL, REINF W/
#6@18"OC EW EF, CENTER
INSIDE MAT IN STEM
FLOOR FINISHES, RE: ARCH
WOOD SHEATHING W/ CONC
STRUCT TOPPING SLAB, RE: PLAN
FOR THK & REINF
WOOD FRAMING W/ SIMPSON
HANGER, RE: PLAN &
HANGER SCHED TYP
CONC SOG, RE: PLAN FOR
THK & REINF
CONC FTG, RE: PLAN
& FTG SCHED
NON-COMPRESSIBLE EXPANSION
JOINT MATERIAL, TYP
PT 2x SILL PLATE W/ ANCHOR
BOLT, RE: GEN NOTES
RE: 1/S401
LIGHT WELL SOG, RE: PLAN
FOR THK & REINF
CONC FDN WALL, REINF W/
#6@18"OC EW CENTERED
T/LEDGE
RE: PLAN RE: PLAN
RE: PLANRE: PLAN
2" CLR
GRID
T/SLAB
T/SOG
T/FTG
T/SHEATHING
T/WALL
T/FTG
T/SOG
GRID
CONC FDN WALL, REINF W/
#6@9"OC VERT & #6@18"OC
HORIZ CENTERED
#6 DWL TO MATCH VERT
WALL REINF SPACING, TYP
CONC FTG, RE: PLAN
& FTG SCHED
CONC FDN WALL, REINF W/
#6@18"OC EW CENTERED
RE: PLAN
FLOOR FINISHES, RE: ARCH
WOOD SHEATHING W/ CONC
STRUCT TOPPING SLAB, RE: PLAN
FOR THK & REINF
WOOD FRAMING W/ SIMPSON
HANGER, RE: PLAN &
HANGER SCHED TYP
CONC SOG, RE: PLAN FOR
THK & REINF
CONC FTG, RE: PLAN
& FTG SCHED
NON-COMPRESSIBLE EXPANSION
JOINT MATERIAL, TYP
PT 2x SILL PLATE W/ ANCHOR
BOLT, RE: GEN NOTES
NOTE:
FLOOR FRAMING MAY SPAN
OPP DIRECTION
DOUBLE 11 7/8" LVL LEDGER, ATTACH
TO FDN WALL W/ 5/8"/x8" TITEN HD
SCREW ANCHOR@16"OC STAGGERED
T/SLAB
RE: PLAN
AT SIM, THICKER
EXT FDN WALL
STUD PACK BEYOND AT LVL BEAM,
RE: PLAN, FASTEN TO CONC WALL
W/ (4)5/8"/x8" TITEN HD SCREW
ANCHORS, EQUALLY SPACED
MOISTURE BARRIER
MOISTURE BARRIER
T/WALL
CONC FDN WALL,
EXT HARDSCAPING,
RE: ARCH
STRUCT SLAB, RE: PLAN
FOR THK & REINF
L3x3x1/4xCONT W/
1/2"/x4" HSA@36"OC
T/STL
T/SHEATHING
T/STEM WALL
RE: 1/S401
FINISHES, RE: ARCH
WOOD STUD WALL, RE: PLAN
WOOD FRAMING, RE: PLAN
WF BM, RE: PLAN
5/8"/ THREADED ROD@16"OC
#4 HORIZ
AT SIM, DECK AND WOOD
FRAMING SPAN OPP DIRECTION
GRID
2x PT SILL PLATE
T/SLAB
DECK ATTACHMENT, RE: PLAN
#4 DOWEL@18"OC
PT SHEATHING AT BASE OF
WALL, RE: ARCH, PROVIDE
BLOCKING FOR PANEL EDGE
NAILING, RE: TYP DETAILS
10
T/WALL
CONC FDN WALL,
RE: 1/S401
GARAGE DOOR, RE: ARCH
STRUCT SLAB, RE: PLAN
FOR THK & REINF
L3x3x1/4xCONT W/
1/2"/x4" HSA@36"OC
NOTE:
NO DOOR AT SIM
#4 DOWEL@18"OC
TOPPING SLAB OR FINISHES,
RE: ARCH, RE: PLAN FOR
SLAB REINF
T/SLAB
T/STL
T/SHEATHING
WOOD FRAMING W/ SIMPSON
HANGER, RE: PLAN &
HANGER SCHED
FINISHES, RE: ARCH
WF BM, RE: PLAN
EXT HARDSCAPING,
RE: ARCH
STRUCT SLAB, RE: PLAN
FOR THK & REINF
L4x4x1/4xCONT AT EXT
CONDITION ONLY W/
1/2"/x4" HSA@36"OC
1/4 2-12
1/4 2-12VERT LEG
T/SLAB
2x PT SILL PLATE
AT SIM, DECK & JOISTS
SPAN OPP DIRECTION
J
L4x4x1/4xCONT, NO
HSA AT THIS LOCATION
RE: 4/S401
T/SLAB
WF BM, RE: PLAN
EXT HARDSCAPING,
RE: ARCH
STRUCT SLAB, RE: PLAN
FOR THK & REINF
T/SLAB
WOOD STUD WALL, RE: PLAN
#4 HORIZ
STRUCT SLAB, RE: PLAN
FOR THK & REINF
5/8"/ THREADED ROD@16"OC
T/STEM WALL
TOPPING SLAB, RE: ARCH3" MIN
#4 CONT
DECK ATTACHMENT,
RE: PLAN
2x PT SILL PLATE
PT SHEATHING AT BASE
OF WALL, RE: ARCH
F
T/SLAB
WF BM, RE: PLAN & TYP
DETAIL FOR PACK OUT
REQUIREMENTS
WOOD STUD WALL, RE: PLAN
#4 HORIZ
STRUCT SLAB, RE: PLAN
FOR THK & REINF
5/8"/ THREADED ROD@16"OC
T/SHEATHING
WOOD FRAMING W/ SIMPSON
HANGER, RE: PLAN &
HANGER SCHED
DOUBLE LVL LEDGER, ATTACH TO
SLAB W/ 5/8"/x8" TITEN HD
SCREW ANCHOR@16"OC, ATTACH TO
PACK OUT W/ (2)10d NAILS@8"OC
FINISHES, RE: ARCH
T/STEM WALL
2x PT SILL PLATE
3 1/2"
AT SIM, DECK SPANS
OPP DIRECTION
GRID
SLOPED TOPPING SLAB,
RE: ARCH
NOTE:
WHERE WOOD FRAMING SPANS
OPP DIRECTION, PROVIDE
BLOCKING, RE: DETAILS
DECK ATTACHMENT,
RE: PLAN
KL A&
Engineers Builders
215 North 12th Street, Unit E
Carbondale, Colorado 81623
P: (970) 927 5174 F: (970) 927 5194
Buffalo, WY ○ Carbondale, CO ○ Golden, CO ○ Loveland, CO
&
Consultant
ARCHITECTURE PLANNING+
( T ) 9 7 0 / 9 2 5 4 7 5 5 ( F ) 9 7 0 / 9 2 0 2 9 5 0
6 0 5 E A S T M A I N S T R E E T, A S P E N, C O L O R A D O 8 1 6 1 1
SHEET TITLE
K L&A, IN Cc2019
PROJECT NO:
Issue:
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:
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A
M
DUNCAN RESIDENCE
533 W HALLAM ST
ASPEN, CO 81611
S401
DETAILS
B0567
3/4" = 1'-0"2 SECTION AT LIGHT WELL
3/4" = 1'-0"1 SECTION AT BASEMENT FOUNDATION
1" = 1'-0"3 SECTION AT STRUCTURAL SLAB
1" = 1'-0"5 SECTION AT GARAGE THRESHOLD
1" = 1'-0"4 SECTION AT STRUCTURAL SLAB
1" = 1'-0"6 SECTION AT GARAGE
1" = 1'-0"7 SECTION AT GARAGE/MUDROOM
MOISTURE BARRIER
10/31/18 PERMIT
06/20/19 PERMIT
COMMENTS
RESPONSE
04/03/2020
04/20/2020
04/21/2020
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