HomeMy WebLinkAboutFile Documents.546 McSkimming Rd.0190.2019 (21).ARBKSTRUCTURAL GENERAL NOTES
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 13 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 (114" 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 (112" 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.
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. 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
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. 6 114" 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 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 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 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.Structural steel
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
A.F.F.______A.F.F.______
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.
TYP DBL TOP PL CONN's
TYP MULTI-PLY BEAMS & COLUMNS
SCALE: N.T.S.
32
SCALE: 3 4" = 1'-0"
TYP WALL FRAMING DETAIL
57 BAR Ø
(24" MIN)57 BAR Ø(24" MIN)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 - TYP57 BAR Ø(24" MIN)4
NOT TO SCALE
TYP REINF AT CONC WALLS
S0.001
S0.001 S0.001 S0.001
ATTACH ALL KING, TRIM STUD & HEADER, BEAM
PLIES PER TYP MULTIPLE PLY BM & COL DETAIL
FRAMING MEMBERS12 DR 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
212" MIN
TYP REINF DETAILS5
NOT TO SCALE
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. Minimum compressive strengths noted are required at 28 days,
typical unless noted otherwise.
2.1.For structural concrete in buildings of occupancy categories R-2 & R-3: Minimum compressive strength = 3000 psi.
Exterior & garage slab minimum compressive strength = 3,500 psi & air entrained 5-7%.
2.2.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 = 5000 psi & maximum w/cm ratio of 0.40.
2.3.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 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.
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.
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 112"
CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT
WITH GROUND
Slabs, Walls, Joists:No. 14 and No. 18 bars 112"
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
DESIGN LOADS
1.ROOF LOADS
Dead Load .......................................20 psf
Live Load (Snow).............................75 psf*
2.FLOOR LOADS
Dead Load .......................................15 psf
Live Load .........................................40 psf
3.LATERAL LOADS
Seismic Design Category.................C
Basic Wind Speed ...........................115 mph
Exposure Category .........................B
Importance Factor ...........................1
* 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.
S0.001
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
HxJOIST
JOIST
JOIST
JOIST
REVISIONS:
DATE: 05/14/18
PROJECT # : 18.018C
DRAWN BY : SE
CHECKED BY : SE
STRUCTURAL DESIGN
www.evolvestruct.com
1040 Main Street
Carbondale, CO 81623
(970) 510-0773
MCSKIMMING RESIDENCE546 MCSKIMMING ROADASPEN, COLORADO05/14/18 PERMIT
05/25/18 PRICING
06/29/18 CD
07/02/18 ASI #1 1
01/25/19 CO #13 2
08/05/19 SITE WALLS
GENERAL
STRUCTURAL
NOTES & TYPICAL
DETAILS
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DECK
6
5
4
3
2
1
A B C D D.1 E F
A B C D D.1 E F
3'-0" WIDE x 12" DEEP FTG w/ #5
@ 16" EA WAY, BOT - TYP U.N.O.
8" CONC WALL CNTRD ON FTG w/ #5 @
16"o.c. EA WAY CTRD - TYP U.N.O.
2
S6.004
T.O. FF = 100'-1 14"
T.O. WALL
VARIES
8" CONC WALL w/ #5 @
12"o.c., EA WAY CTRD
12" DEEP FTG w/ #5 @ 12"
EA WAY, BOT
3
S6.004
T.O. WALL
VARIES
10" CONC WALL w/ #5
@ 10"o.c. EA WAY O.F.
14" DEEP FTG w/ #5 @ 12"
EA WAY, BOT TYP U.N.O.
1
S6.004
1
S2.005SIM
1
S6.004SIM3'-0" WIDE x 12" DEEP FTG w/ #5
@ 16" EA WAY, BOT - TYP U.N.O.
T.O.W PER CIVIL - MAX
RETAINED HT = 7'-0"
T.O.W PER CIVIL - MAX
RETAINED HT = 3'-0"
T.O.W PER LANDSCAPE
& CIVIL - MAX RETAINED
HT = 1'-6"
T.O.W SLOPES
UNIFORMLY - TYP
T.O. WALL
97'-0"
T.O. WALL
98'-4"
T.O.W SLOPES MAX 4"
BELOW GRADE
L4x4x14 CONT EMBED AT I.F.
w/ 12"Ø x 6" WHS @ 16"o.c.
PLANTER PL 12 INSTALLED IN
FIELD - LOCATIONS PER
LANDSCAPE ARCH
12" DEEP FTG w/ #5 @ 12"
EA WAY, BOT TYP U.N.O.
4
S6.004
8" MIN CONC WALL w/ #5
@ 12"o.c. EA WAY CTRD -
TYP @ POOL RET WALLS
T.O. FTG
87'-8" V.I.F.
T.O. WALL
93'-0"
T.O. FTG
91'-0" V.I.F.8" MIN CONC WALL w/ #5
@ 12"o.c. EA WAY CTRD
4
S6.004
L4x4x14 CONT EMBED w/ 12"Ø x
6" WHS @ 16"o.c. - AT PLANTER
TYP WHERE STL PLATE
OCCURS
RETAINING WALL
LOCATION & EXTENTS TO
BE COORD w/ LANDSCAPE
DRAWINGS - TYP U.N.O.
RADIUSED WALL
TANGENT POINT
T.O.W PER LANDSCAPE
& CIVIL - MAX RETAINED
HT = 5'-7"T.O.W PER CIVIL - MAX
RETAINED HT = 3'-0"
T.O. FTG
87'-8" V.I.F.
10'-0"
1'-0"
1'-0"
4'-0"3'-6"39'-912"1'-112"4'-714"R156'-014"R153'-714"R86'-214"41'-13 4"V.I.F.30'-31 4 "
64'-101 2 "14'-2"11"15'-1"7'-33 4"27'-81 4"3'-5"6'-8"6'-4"5'-8"21'-814"3'-33 4"14'-2"18'-6"4'-33 4"
3'-113 4"14'-812"6'-31 4"4'-0"15'-2"16'-33 4"6'-214"
5'-914"5'-512"8'-4"6'-8"T.O. WALL
91'-6"
DOWEL ALL HORIZ REINF
TO (E) WALL & FTG -TYP,
EMBED 4" IN EPOXY
10'-4"6'-8"3'-1134"11'-714"15'-63 4"
T.O. WALL
93'-0"
T.O. WALL
93'-0"1'-112"3'-212"6"1'-0"B.O. WING WALL =
90'-0" V.I.F. - TYP @ 2
B.O.W WALL STEP
6'-4"
TEMP SHORING AS
REQ'D BY OTHERS
20'-0
3 4 "
REVISIONS:
DATE: 05/14/18
PROJECT # : 18.018C
DRAWN BY : SE
CHECKED BY : SE
STRUCTURAL DESIGN
www.evolvestruct.com
1040 Main Street
Carbondale, CO 81623
(970) 510-0773
MCSKIMMING RESIDENCE546 MCSKIMMING ROADASPEN, COLORADO05/14/18 PERMIT
05/25/18 PRICING
06/29/18 CD
07/02/18 ASI #1 1
01/25/19 CO #13 2
08/05/19 SITE WALLS
SITE WALL PLAN
S2.005
SITE WALL PLAN
SCALE: 316" = 1'-0"A
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PERPLANPER PLAN
3" CLRPER PLAN
T.O. FTG
PER
PLAN
PER PLAN
T.O. CONC
PER PLAN
T.O. GRADE
CONC FTG w/ REINF PER PLAN
FLATWORK PER ARCH
SCALE: 3/4" = 1'-0"1 SITE WALL DETAIL
PER PLAN
PER PLAN
T.O. FTG
PER PLAN
T.O. CONC
PER PLAN
T.O. GRADE
CONC FTG w/ REINF PER PLAN
DRIVEWAY ASPHALT
PER ARCH
SCALE: 3/4" = 1'-0"2 SITE WALL DETAILFROST DEPTHFROST DEPTHPERPLAN3" CLR1'-6"
(2) #5 T&B
PER ARCH2'-0" - MAXCONC RETAINING WALL w/
REINF PER PLAN 2'-6" - MAXCONC RETAINING WALL w/
REINF PER PLAN
PER PLAN
PER
PLAN
PER PLAN
T.O. CONC
CONC FTG w/ REINF PER PLAN
DRIVEWAY PER CIVIL
SCALE: 3/4" = 1'-0"3 SITE WALL DETAIL
RE: S2.005 FROST DEPTHPERPLAN3" CLR 7'-6" - MAX(2) #5 T&B
CONC RETAINING WALL w/
REINF PER PLAN
2" CLR
2'-0"
#5 HOOKED DOWEL AT EA
VERT TYP
3'-6"3'-0"4 SECTION AT PLUNGE POOL
POOL LINER PER POOL
DESIGNER
CONC WALL PER PLAN
(E) ADJACENT FTG - V.I.F.
POOL EXCAVATION DOES
NOT UNDERMINE FOOTING
TYP
FINISHED PATIO PER
LANDSCAPE
(E) ADJACENT BLDG
FOUNDATION
CONC FOOTING / POOL SLAB
PER PLAN 5'-4" MAX3'-6"L6x6x12 TYP (3) SIDES OF
LANDING
SCALE: 3/4" = 1'-0"4 SECTION AT PLUNGE POOL
SCALE: 3/4" = 1'-0"
STD HOOK TYP
STD HOOK TYP
312" CONC OVER 2" DP 20 GAGE
GALV METAL DECK BTWN ANGLES
w/ 6x6 - W2.1xW2.1 WWF
14" DP x 8" WIDE MIN THICKENED
EDGE w/ (2) #4 BOT
INTERIOR STAIR LANDING
BEYOND
W6x20 STL COL TYP
BASE PLATE SIM
TO 3/S6.001 - TYP
CAP PL 3 8 TYP
EDGE PL 12 x 6 MIN - WELDED
TO ANGLE FRAME
LEDGER PL 12 x 3 w/ 3 4"Ø
BOLTS @ 6"o.c. - BOLT
TO WOOD BM
412" MAX
WATERPROOFING &
FLASHING PER ARCH TYP
RETAINING
WALL PER PLAN
1'-0"
1'-4"
RETAINING
WALL PER PLAN
PER PLAN
T.O. FTG
PER PLAN
T.O. FTG
PER PLAN
T.O. FTG
#4 x 1'-6" HOOKED DOWELS @
12"o.c.
RE: S2.005RE: S2.005
RE: S2.005RE: S2.005
PER PLAN
T.O. WALL
PER PLAN
T.O. WALL
112" DP VERT CONTROL JOINTS
@ 8'-0"o.c. RECOMMENDED AT
EXPOSED CONC RETAINING
WALLS - TYP
REVISIONS:
DATE: 05/14/18
PROJECT # : 18.018C
DRAWN BY : SE
CHECKED BY : SE
STRUCTURAL DESIGN
www.evolvestruct.com
1040 Main Street
Carbondale, CO 81623
(970) 510-0773
MCSKIMMING RESIDENCE546 MCSKIMMING ROADASPEN, COLORADO05/14/18 PERMIT
05/25/18 PRICING
06/29/18 CD
07/02/18 ASI #1 1
01/25/19 CO #13 2
08/05/19 SITE WALLS
FRAMING DETAILS
S6.004
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