HomeMy WebLinkAboutFile Documents.901 E Hyman Ave.0009-2022-BRES (5)GENERAL
1.All construction shall conform to the 2015 editions of the International Residential Code (IRC) & 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.
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 (1 3/4" min) and rimboard (1 1/4" 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=265 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 ICC-ES 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.
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
1. FLOOR SHEATHING 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 1 1/8" 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
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.
SHEATHING NAILING
SHEATHING
APPLICATION FASTENERS
NAIL SPACING
COMMENTS@ INTERMEDIATE
SUPPORTS @ PANEL EDGES
WOOD FLOOR 8d COMMON (0.131 Ø)12"6"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
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
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 S.E.O.R. 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 a PDF set of shop and erection drawings for review to the Architect and Structural Engineer of Record
prior to fabrication for the following items:
1.1.Wood roof trusses
1.2.Structural Insulated Panels (SIP's)
1.3.Structural steel
1.4.Concrete and masonry reinforcing steel
1.5.Concrete mix designs
1.6.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.
A35 OR LS50 CLIP @ KING STUD
TO TOP & BOT PL's @ WALL OPNG
WIDTH > 4'-0" & (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
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.
TYP DBL TOP PL CONN's
ATTACH ALL KING, TRIM STUD & HEADER, BEAM
PLIES PER TYP MULTIPLE PLY BM & COL DETAIL
FRAMING MEMBERS
REINFORCED CONCRETE
1.All concrete design is based on the "Building Code Requirements for Reinforced Concrete", ACI 318, latest edition, associated
Commentary (ACI 318R), and IRC/IBC Requirements.
2.All structural concrete shall be in accordance with ASTM C39 and properties noted. Minimum compressive strengths noted are
required at 28 days. Typical unless noted otherwise.
2.1.All concrete exposed to freeze-thaw cycles or deicing chemicals shall be air entrained 5-7%.
2.2.For structural concrete in buildings of occupancy categories R-2 & R-3: Minimum compressive strength = 3,000 psi.
Garage slab or exterior: Minimum compressive strength = 3,500 psi.
2.3.Structural concrete for all other structures: Minimum compressive strength = 3,500 psi & maximum w/cm ratio of 0.50.
Exposed to freeze-thaw cycles: Minimum compressive strength = 4500 psi & maximum w/cm ratio of 0.45.
Exposed to deicing chemicals: Minimum compressive strength = 5000 psi & maximum w/cm ratio of 0.40.
2.4.Stained or polished floor slabs: Minimum compressive strength = 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.
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.
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. 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.
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.
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 1 1/2"
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 1 1/2"
1.Minimum concrete cover specified or for cast-in-place, nonprestressed concrete
DESIGN LOADS
1.ROOF LOADS
Dead Load .......................................20 psf
Flat Roof Load (Snow)*....................70 psf
2.FLOOR LOADS
Dead Load .......................................32 psf
Live Load .........................................40 psf
3.LATERAL LOADS
Seismic Design Category.................C
Basic Wind Speed ...........................115 mph
Exposure Category .........................B
4. IMPORTANCE FACTOR ...........................1.0
* No duration of load increase was used in design
FOUNDATIONS
1.Concrete foundations are designed based on the following assumed soil values (full dead load plus full live load, placed on natural
soils and/or engineered structural fill per soils engineer).
Soil Density = 120 pcf (Assumed)
Allowable Bearing Pressure = 2,000 psf
Lateral At-Rest Earth Pressure = 50 pcf
Lateral Active Earth Pressure = 40 pcf
Lateral Passive Earth Pressure = 400 pcf (Ultimate)
Coefficient of Friction for Footing = 0.50 (Ultimate)
Frost Depth = 36" min
2.Soils conditions and types, at the proposed foundation bearing elevations, shall be verified as adequate for the noted soil values,
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.
SCALE: NTS1TYP FLOOR & ROOF SHEATHING
SCALE: 3/4" = 1'-0"2 TYP WALL FRAMING DETAIL
SCALE: NTS3TYP MULTI-PLY BEAMS & COLUMNS
MASONRY
1.Concrete masonry units (CMU's) shall conform to ASTM C90, Grade N, and shall have a minimum 28 day compressive strength
of 1900 psi.
2.Compressive strength of masonry construction (F'm) shall be 1500 psi minimum based on net compressive area.
3.Mortar for CMU's shall be Type M or Type S, ASTM C270. Admixtures shall not be used unless approved by the Architect. The
use of masonry cement is not permitted. Minimum compressive cube strength shall be 1900 psi.
4.Grout used in masonry construction shall be coarse grout, and shall conform to ASTM C476. Grout shall develop a minimum
compressive strength of 3000 psi at 28 days.
5.Reinforce all masonry walls with continuous horizontal 9 gauge ladder or truss type reinforcement meeting ASTM A82. Maximum
vertical spacing of joint reinforcing shall be 16 inches.
6.All walls shall be reinforced vertically at wall ends, corners, each side of door or window openings, and as otherwise noted on
plans. Provide continuous horizontal bond beams at top of walls and as otherwise noted.
7.All block shall be laid up in running bond.
8.Grout shall be consolidated by mechanical vibration during placement. Grout pours less than 12" may be puddled for
consolidation.
9.All bolts, anchors and embedded items shall be grouted in place, unless otherwise noted on the Drawings. Anchor bolts shall
have at least 1 inch of grout between the bolt and the masonry shell, and shall be headed or hooked.
GROUT, ADHESIVE & EPOXY
1.All grout beneath column base plates, or steel beams at bearing shall be non-metallic, non-shrink high strength grout by BASF
"Masterflow", 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.
3.Epoxy shall be Hilti HIT-HY 200 or approved equivalent, unless otherwise noted on the Drawings.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.
5.Sill plates shall be of naturally durable wood, or Zinc Borate treated LSL or Douglas Fir-Larch per IBC 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. 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 American Wood Council. 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.
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.
AB ANCHOR BOLT
ABV ABOVE
ACI AMERICAN CONCRETE INSTITUTE
ADDL ADDITIONAL
ADJ ADJUSTABLE
AFF ABOVE FINISHED FLOOR
ALT ALTERNATE
APA AMERICAN PLYWOOD ASSOC
ARCH ARCHITECT OR ARCHITECTURAL
B.O.BOTTOM OF
BLDG BUILDING
BLKG BLOCKING
BLW BELOW
BM BEAM
BOT BOTTOM
BOW BOTTOM OF WALL
BRG BEARING
BTWN BETWEEN
BWP BRACED WALL PANEL
CANTD CANTILEVERED
CCW COUNTER-CLOCKWISE
CIP CAST-IN-PLACE
CJ CONTROL JOINT
CJP COMPLETE JOINT PENETRATION
CL CENTERLINE
CLR CLEAR
CMU CONCRETE MASONRY UNIT
CNTRD CENTERED
COL COLUMN
CONC CONCRETE
CONN CONNECTION
CONST CONSTRUCTION
CONT CONTINUOUS
CONTR CONTRACTOR
CW CLOCKWISE
DBA DEFORMED BAR ANCHOR
DEFL DEFLECTION
DIAG DIAGONAL
DL DEAD LOAD
E.F.EACH FACE
E.N.EDGE NAILING
E.W.EACH WAY
EL ELEVATION
ELEV ELEVATOR
EMBED EMBEDMENT
EQ EQUAL
EQUIV EQUIVALENT
EXISTG/(E)EXISTING
EXP EXPANSION
EXT EXTERIOR
F.D.FLOOR DRAIN
FDN FOUNDATION
FLG FLANGE
FS FULL SAWN
FTG FOOTING
G.C.GENERAL CONTRACTOR
GA GAUGE/GAGE
GALV GALVANIZED, HOT DIP
GB GRADE BEAM
GL GLUE-LAMINATED MEMBER
H.A.S.HEADED ANCHOR STUD
HDR HEADER
HGR HANGER
HORIZ HORIZONTAL
HSS HOLLOW STRUCTURAL STEEL
HT HEIGHT
I.F.INSIDE FACE
IBC INTN'L BUILDING CODE
INT INTERIOR
IRC INTN'L RESIDENTIAL CODE
ISO ISOLATION
JST JOIST
JT JOINT
K KING
KSI KIPS PER SQUARE INCH
LL LIVE LOAD
LLH LONG LEG HORIZONTAL
LLV LONG LEG VERTICAL
LOC LOCATION
LT LIGHT
LVL LAMINATED VENEER LUMBER
MATL MATERIAL
MAX MAXIMUM
MECH MECHANICAL
MF MOMENT FRAME
MFR MANUFACTURER
MIN MINIMUM
MISC MISCELLANEOUS
MTL METAL
N.S.NOT SHOWN
NTS NOT TO SCALE
o.c.ON-CENTER
O.F.OUTSIDE FACE
OPNG OPENING
OPP OPPOSITE
OSB ORIENTED STRAND BOARD
P.E.PRE-ENGINEERED
P.T.PRESSURE TREATED
PAF POWER-ACTUATED FASTENER
PC PRE CAST
PEN PENETRATION
PERP PERPENDICULAR
PL PLATE
PLCS PLACES
PLF POUNDS PER LINEAR FOOT
PLL PARALLEL
PLY PLYWOOD
PSF POUNDS PER SQUARE FOOT
PSL PARALLEL STRAND LUMBER
R RADIUS
R.D.ROOF DRAIN
RE:REFER TO
REINF REINFORCING/MENT
REQD REQUIRED
RS ROUGH SAWN
RTU ROOF TOP UNIT
S.O.G.SLAB ON GRADE
SCHED SCHEDULE
SEOR STRUCTURAL ENGR OF RECORD
SHT SHEET
SHTG SHEATHING
SIM SIMILAR
SP SPACE OR SPACING
SPECS SPECIFICATIONS
SS STAINLESS STEEL
STD STANDARD
STGD STAGGERED
STL STEEL
STRUCT STRUCTURAL
SYM SYMMETRICAL
T TRIMMER
T&B TOP AND BOTTOM
T&G TONGUE AND GOOVE
T.O.TOP OF
TOF TOP OF FOOTING
TOL TOP OF LEDGE
TOS TOP OF SLAB
TOW TOP OF WALL
TYP TYPICAL
UNO UNLESS NOTED OTHERWISE
VERT VERTICAL
VIF VERIFY IN FIELD
w/WITH
WP WORK POINT
WWF WELDED WIRE FABRIC
SHEAR WALL (SW) PANELS
1.All bearing walls, including unlabeled, hatched Shear Walls, shall be continuously sheathed as Typical Exterior or Interior Shear
Wall, accordingly.
2.Typical Exterior Shear Wall shall be 7/16" APA rated OSB or plywood attached to studs w/ 8d common or galvanized box nails (1
3/8" stud penetration) @ 6"o.c. at panel edges & 12"o.c. at intermediate supports. Block all panel edges.
3.Typical Interior Shear Wall shall be 5/8" gypsum board, both sides of wall, attached to studs w/ 6d cooler nails, 0.120ӯ x 1 3/4",
min, 3/8" head (or No. 6 1 1/4" 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 Shear Walls are critical to the current lateral force resisting system design. They shall not be modified.
5.Special Shear Walls, holdown straps & anchors, as required, are denoted per plan and shall be constructed per schedules shown
on these drawings.
6.Nails for gyp board attachment shall be Dritite or 'cooler' type nails.
7.Nails for plywood shall be common nails. Use of pneumatically driven nails is subject to approval by the building department and
structural engineer. Do not overdrive nails.
8.Plywood sheathing shall be standard (C-D) grade with exterior glue.
9.Gypsum board and plywood to conform to IBC tables 2306.4.5 and 2306.4.1.
10.Install 2x continuous blocking at horizontal panel joints/edges as needed for edge nailing.
11.Provide edge nailing to stud or post where holdowns occur.
STRUCTURAL GENERAL NOTES ABBREVIATIONS
EXISTING FLOOR JOIST OR ROOF RAFTER
EXISTING FLUSH BEAM
EXISTING DROPPED BEAM
EXISTING HEADER BEAM OR LINTEL
STRUCTURAL SYMBOLS LEGEND
EXISTING MASONRY WALL & CONCRETE FOOTING
CONCRETE WALL & FOOTING
EXISTING CONCRETE WALL & FOOTING
EXISTING LEDGER
EXISTING WALL BELOW FRAMING TO BE REMOVED
EXISTING BEARING STUD WALL BELOW FRAMING
EXISTING ROOF RAFTER OR FLOOR JOIST SPAN, ARROWS DESIGNATE
BEARING LOCATIONS
ROOF OVERFRAMING PER TYPICAL DETAIL
X
STEEL OR WOOD COLUMN WHICH SUPPORTS FRAMING OR LOADS FROM ABOVE
SEE WALL FRAMING NOTES FOR MIN SIZE, NUMBER, & TYPE
FLOOR JOIST OR ROOF RAFTER
JOIST HANGER OR BEAM TO BEAM CONNECTION
RE: HANGER SCHEDULE FOR CONNECTION, U.N.O.
FLUSH BEAM
VERTICAL STEP IN FLOOR
WOOD STUD STRUCTURAL WALL ABOVE
NON-BEARING STUD WALL BELOW FRAMING
REVISION CLOUD INDICATING REVISED ITEMS
REVISION NUMBER CORRESPONDS WITH REVISIONS IN TITLE BLOCK
STEEL OR WOOD COLUMN FROM ABOVE OR BTWN BEAMS WHICH ARE SUPPORTED
ON FRAMING, MIN WIDTH TO MATCH SUPPORTED FRAMING, U.N.O.
ROOF RAFTER OR FLOOR JOIST SPAN, ARROWS DESIGNATE
BEARING LOCATIONS
DROPPED BEAM
HEADER BEAM OR LINTEL
WALL STEP, POINTS IN DIRECTION OF DOWN
MASONRY WALL & CONCRETE FOOTING
LEDGER
BEARING STUD WALL BELOW FRAMING
MOMENT CONNECTION
SHEAR WALL (SW) PANEL & BEARING WALL BELOW FRAMING
HOLDOWN FRAMING OR FOUNDATION ANCHOR PER PLAN & SCHEDULE
EXISTING STEEL OR WOOD COLUMN TO BE REMOVED
EXISTING FRAMING TO BE REMOVED
EXISTING VERTICAL STEP IN FLOOR
EXISTING WALL STEP, POINTS IN DIRECTION OF DOWN
HOLDOWNS INSTALLED AT BASE OF WALL PANEL ABOVE
SHEAR WALL (SW) PANEL & NON-BEARING WALL BELOW FRAMING
S1 H1
EXISTING SHEAR WALL (SW) PANEL & BEARING WALL BELOW FRAMING
STONE VENEER
SLOPE ROOF SLOPE ARROW, POINTS TO DOWN
EDGE OF FLOOR DECKING OR SHEATHING
EXISTING STEEL OR WOOD COLUMN WHICH SUPPORTS FRAMING OR LOADS FROM
ABOVE
EXISTING STEEL OR WOOD COLUMN FROM ABOVE OR BTWN BEAMS WHICH ARE
SUPPORTED ON FRAMING
PROJECT # : 22.006C
DRAWN BY: SL
CHECKED BY: SE
STRUCTURAL DESIGN
www.evolvestruct.com
1040 Main Street
Carbondale, CO 81623
(970) 510-0773
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DATE: ISSUE:
PLOT DATE: 5/25/2022
05/25/2022 PERMIT
S0.01
GENERAL
NOTES & TYP
DETAILS
05/25/2022
SPECIAL INSPECTION REQUIRED:
-Structural steel welding: Field & Shop
-High strength bolting
-Epoxy anchors
-Intumescent paint
-Spray applied fire resistive materials
-Permanent micropiles
Special inspection is required per 2015 IBC
section 1704. Inspector to verify that copy of
agreement for inspection program to be on
the job site prior to performing any
inspections. A copy of all Special Inspector
field reports to be on the job site for
inspectors' review if requested. Failure to
comply may result in denial of inspection.
05/31/2022
justinh 05/25/2022
SCALE: 3/4" = 1'-0"
RE: x/x.xxxx
22.006C PLANS (2022-04-28)
1 TYP STL BM AT WOOD COL
END PL 3/8"
SOLID WOOD OR
STEEL SHIM AS REQ'D
COL PER PLAN
CNTRD BELOW BEAM
(2) 5/8"Ø LAG SCREWS,
ONE EA SIDE OF WEB
@ BM GUAGE
5" MIN PEN INTO
TOP PL/COL
CONT DBL 2x TOP PL
AS OCCURS
STL BM PER PLAN
2x NAILER AS REQ'D
TYP AT FLATS
3/161/2"
PER PLAN
T.O. STL
SCALE: 3/4" = 1'-0"
RE: x/x.xxxx
22.006C PLANS (2022-04-28)
2
STL BM AT (E) TIMBER PERP
BM PER PLAN w/ PACKOUT
PER TYP DTL
(E) JOIST & HANGER
PER PLAN
(E) BM PER PLAN
SCALE: 3/4" = 1'-0"
RE: x/x.xxxx
22.006C PLANS (2022-04-28)
3
TYP
WF BM PACKOUT & 2x TOP PL
RIPPED TOP PL TO MATCH BM FLANGE WIDTH, GLUE
TO TOP FLANGE OF BM & ATTACH w/ 0.157Ø P.A.F.
STGD @ 8"o.c.w /1/2" PEN INTO STL - TYP AT STL BM
FLANGES <= 1/2". AT STL BM FLANGES > 1/2", GLUE
TO TOP FLANGE OF BM & ATTACH w/ (2) ROWS OF
1/2"Ø THRU BOLTS AT 48"o.c. ADHESIVE SHALL BE
PER GENERAL NOTES ON S0.001
MULTIPLE TOP PL's SHALL BE ATTACHED TO
BASE TOP PL w/ 10d COMMONS STGD @ 6"o.c.
(2) ROWS 1/2"Ø THRU BOLTS @ 48"o.c.
MIN (4) BOLTS PER PACKOUT MEMBER
2x OR LVL OUTER PLY
SPACER BLKG
BEAR ON BOT FLANGE & FLUSH
w/ OUTER EDGE
ONE SIDE SHOWN, RE: PLAN
FOR ONE SIDE OR BOTH SIDES
TO BE PACKED OUT
2
1
/
2
"
7
5
/
8
"
2
1
/
2
"
PER PLAN
T.O. STL
SCALE: 3/4" = 1'-0"
RE: x/x.xxxx
22.006C PLANS (2022-04-28)
4 TYP STL BM-COL BRG
CAP PL 1/2
(4) 5/8"Ø THRU-BOLTS
AT BM GAUGE
BM PER PLAN
STIFF PL 3/8
CNTRD ON COL
TYP AT FLATS
3/16
3/16
PER PLAN
T.O. STL
3/16
3"
COL PER PLAN
STIFF PL 3/8
CNTRD ON COL
CAP PL 1/2
(4) 5/8"Ø THRU-BOLTS
AT BM GAUGE
COL PER PLAN
1 1/2"
TYP
BM PER PLAN
PL 1 4 x 4" EA
SIDE w/ (2) 1 2"Ø
BOLTS @ 3"o.c.
SCALE: 3/4" = 1'-0"
RE: x/x.xxxx
22.006C PLANS (2022-04-28)
5 COL TO STL BM BELOW
TYP
3/16
(E) STL BM
NEW COL PER PLAN
BASE PL 1 2 MIN
x 5 x 0'-5"
SHIM PL 1 2 MIN
x 7 x 0'-7"
(E) FLOOR
DECKING
ALT: DIRECT WELD COL
TO BM FLANGE
BRG PL 1 4 x 4
41 2"
BACK PL 1 4
STIFF PL 1 4 CNTRD
1/4TYP1/4
(E
)
3
x
1
2
W12x30 - CONT
(E
)
4
x
1
2
(E
)
4
x
1
2
(E
)
4
x
1
2
(E)
(
3
)
2
x
4
(E
)
(
3
)
2
x
4
(
E
)
(
3
)
2
x
4
(
E
)
(
3
)
2
x
4
(
E
)
(
3
)
2
x
4
(E) (4) 2x4
- W
E
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)
B
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B
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RE
:
5
/
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2
.
0
1
HS
S
3
1
/
2
x
3
1
/
2
x
1
/
4
R
E
4
/
S
2
.
0
1
(4)
2
x
4
2
S2.01
1
S2.01
FULL DEPTH SIDE PL
3/8x0'-6 5/8" EA SIDE
w/ BRG PL 3/8x0'-3 1/2"
AT EA TIMBER JOIST
LIVING
ROOM
KITCHEN
BATHROOM
ENTRY
OF
F
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E
BEDROOM (5)
2
x
4
(E)(3) 2x4COL TO BEAR ON
STEEL BM BELOW
(E) 2x12 @ 16"o.c. w/
LUS210 TO NEW BM
PACKOUT
(E) FRAMING TO
REMAIN - TYP U.N.O.
3"Ø MAX PLUMBING
PENETRATION THRU
FLOOR BM BELOW
2'-0"
3"Ø MAX PLUMBING
PENETRATION THRU
FLOOR BM BELOW
2'-0"
ALL EXISTING STRUCTURE IS TO REMAIN - U.N.O. CONTRACTOR SHALL
FIELD VERIFY ALL NOTED EXISTING STRUCTURE PRIOR TO
CONSTRUCTION AND SHALL NOTIFY THE S.E.O.R. OF ANY DISCREPANCIES
BRG CONN SIM
TO 1/S2.01
BM TO EXTEND TO
SUPPORT (E)
TIMBER JOIST
INSTALL NEW 4x12
OVER NEW WALL
V.I.F.
PROJECT # : 22.006C
DRAWN BY: SL
CHECKED BY: SE
STRUCTURAL DESIGN
www.evolvestruct.com
1040 Main Street
Carbondale, CO 81623
(970) 510-0773
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DATE: ISSUE:
PLOT DATE: 5/25/2022
05/25/2022 PERMIT
UPPER FLOOR FRAMING PLAN
SCALE: 1 4" = 1'-0"A
PARTIAL UPPER
FLOOR FRAMING
PLAN & DETAILS
N
S2.01
05/25/2022
05/31/2022
justinh
05/25/2022
2 layers of 5/8" type X gyp required to
wrap all sides of each new column for
required 1 hour fire rated protection.
Overlap edges of layers so that joints do
not align between layers.