HomeMy WebLinkAboutPlansGENERAL STRUCTURAL NOTE
GENERAL REQUIREMENTS
1. Design is based on the 20041 edition of the
International Building Code (IBC).
2.Deslgn Live Loads:
a. Roof (Snow) 40P5F
b. Loft Floor (Light Storage) I25P5F
c. Wind 90 MPH Basic Wind Speed
3 second gust
3.AI1 dimensions, elevations and details on structural documents
shall be verified against the architectural documents prior to
construction or fabrication.
4.The contract structural documents and specifications represent
the completed structure. The contractor shall provide all
measures necessary to protect the structure and existing
adjacent structures and utilities.
5.Coordinate all openings through floors, walls and roofs with
Mechanical and Electrical Contractors. Notify Engineer of any
openings to be cut In structural systems.
FOUNDATIONS
I.Foundatlon design is based upon the following assumed soil properties:
Maximum Bearing Capacity 1000 PSF.
Active Soli Pressure 50 PGF.
Soils are presumed to be non -expansive, non -soluble, and not prone to
excessive consolidation. Specific soil properties shall be verified by
the Soils Engineer upon excavation and prior to footing placement.
2.AII footings are to bear on undisturbed natural bearing materials
or compacted structural fill. Gompactive effort for structural
fill shall be In accordance with the Soils Engineer's
recommendations. Bearing soils (natural and compacted) shall be
Inspected and approved by the Soils Engineer prior to placement
of footings.
3.Avold excessive wettingor drying of the excavation, keeping the
excavation reasonably ree of water during placement of
concrete for footings.
4.6eneral Requirements:
a. Foundation walls with backfIll on only ono wall face shall have
all supporting framing systems or temporary bracing In place
prior to placing backfill (unless noted otherwise on plan).
b. Backf I I I on NOBS rs with fill on both sides to be compacted in
equal lifts each side of wall.
CONCRETE AND REINFORGIN6 STEEL
I.AII concrete shall attain 3,500 PSI compressive strength wlthIn
28 days.
2.1.1se Type 1-11 Portland Cement (ASTM CI50) with 4-6%
air entrainment. Concrete aggregate to be normal weight (stone).
3.Perform all cast -in-place concrete work in accordance with
"Specifications for Structural Concrete for Buildings," AGI 301-84,
unless noted otherwise. Provide hot or cold weather protection
per AGI 305 or 306.
4.Reinforcing steel shall conform to ASTM A615:
*4 and smaller &rade 40; *5 and larger &rade 60
5.Horizontal reinforcingsteel shall be made continuous by lapping
bars a minimum of 3bar diameters at all splices and providing
corner bars. Fabrication and installation of reinforcing steel shall
conform to AGI 315.
6.Provlde accessories necessary to properly support reinforcing
at the positions shown on the documents.
7.Calclum chloride or admixtures containing more than 0.05%
chloride Ions or thiocyanates are not permitted.
8.Do not place pipes, ducts or chases in structural concrete without
prior approval of the Structural Engineer.
STRUCTURAL WOOD FRAMING
A. DIMENSIONAL LUMBER
I.AII timber construction (light and heavy) shall conform to American
Institute of Timber Construction (AITG) and National Design
Specification (NDS) standards.
2.Structural framing lumber shall be Douglas FIr Larch, with the
following minimum grades:
Plates and Studs: 02
Joists and Rafters: *2
Beams, Posts and Timbers *1
3.AII sill plates In contact with concrete or masonry foundation shall
be Foundation Grade Redwood or Pressure Treated Hem-FIr *2
or better, designated for "Above &round" usage as defined by
the American Wood Preserver's Institute.
4.61u -laminated members shall be Douglas Fir/Larch as follows:
conform to AITG symbol 24F -V5 or better (Fb = 2400 PSI;
Fv = 165 PSI; E = 1,800,000 PSI), unless noted otherwise.
5.Bolse-Cascade products shown shall be as manufactured by the
Boise -Cascade Corp., Boise, Idaho. Boise -Cascade products
include: BGI's, Rim Boards, and LVL Headers. Installation details,
blocking, bracing and connections shall conform to the
requirements of the manufacturer.
&.Laminated Veneer Lumber (LVL) shall be designed and fabricated
In accordance with the National research Board and the National
Design Specification for wood. LVL's to be 144" thick with the
following minimum working stresses: Fb = 2600 PSI; Fv = 285 P5I;
E = 1,800,000 PSI
7.11400d manufactured products other than those noted, which have
I.G.G. approval, may be used wIth approval of the Engineer.
B. FASTENERS AND CONNECTORS
I. All timber nailing and connections shall conform to IBC and AITG.
Reference IBC Table No. 2304.9.1: Fastening Schedule.
2.Metal connectors for wood framing are manufactured by the
Simpson Strong -Tie Company, connectors with nails shorter than
common as follows:
8d x 14"; IOd x 11"; I6d x 21.t", unless noted otherwise.
3.Alternate connections and fasteners to those listed above, which
have I.G.G. approval, may be used upon approval by the Engineer.
STRUCTURAL STEEL
I.Deslgn, fabrication and installation of structural steel shall conform
AISG and AWS specifications.
2.Steel other than pipes and tubes shall be ASTM A56 (minimum yield
strength = 36 KSI). Pipe columns shall be ASTM A55-6 (minimum yield
strength = 35 K51) Tube steel (TS) shall be ASTM A500, &rade B
(minimum yield strength = 46 K51)
3.Connectfon bolts and anchor bolts shall be ASTM A307 unless noted
otherwise. Minimum of 2 bolts per connection.
4.Fillet We Ids shall be made with E70XX rod, size 3/16" and continuous
unless noted.
5.6roove welds shall be made with E70XX rod, and be full penetration
and continuous, unless noted otherwise.
WOOD ROOF TRUSSES
1. Provide open web trusses as profiled on the documents to
safely support the Indicated dead and live Toads.
2.Truss manufacturer shall be a member of the Truss Plate Institute
(TPI) and Component Manufacturer's Council. Trusses shall be
designed by a Professional Engineer employed by the manufacturer.
3.Lumber for trusses shall be of the species and grade as required
by the Engineer's design. &rade stamp each piece.
4.Manufacture and install press-fit metal plates complying with TPI -74.
5.Manufacturer shall submit shop drawings to Architect for
review and approval. Shop drawing shall Indicate truss pitch, span,
and spacing; gage, size and location of connectors; bearing
and anchorage details, truss -to -truss connections, bridging and
permanent bracing details; and all related items.
6.Submit shop drawings to the engineer for review and approval.
7.Submit design calculations, bearing the seal of the Manufacturer's
Engineer, wIth the shop drawings, indicating species and grade of
lumber, design loadings, and force analysis of each member and
design of each connection.
B.Fabricate trusses according to approved shop drawings. Provide
trusses and all related Items required for erection, to include
blocking, bridging and permanent bridging.
9.Snow load duration factor 1.0
a. Truss top chord dead load 12.0 PSF
b. Truss bottom chord dead Toad 10.0 PSF
PROVIDE 4' THICK
CONCRETE SLAB -ON -
GRADE OVER 4' THICK
LAYER OF FREE DRAINING
GRAVEL - COMPACT
EXISITN6 SUB -GRADE
REINFORCE SLAB
W/ 6xb-1442.1 x 1042.1
WELDED WIRE
FABRIC (W.W.F)
SUPPLY IN
FLAT SHEETS
*4 x 20"-x114"
O Ib' O.G.
x
I'-0"
PROVIDE CONTINUOUS
TREATED 2x4 SILL PLATE
W/ 1/2' dia ANCHOR BOLT 0
4'-0" 0.G. MAXIMUM
CONTINUOUS
`TREATED' 2x4 LEDGER
W/ GI/64" dia POWDER
DRIVEN NAIL 0 12" 0.G.
CONTINUOUS ICE 4
WATER SHIELD
1111 SII M
2" THICK _
RIGID
INSULATION- _
EXTRUDED
POLYSTYRENE
J
3/4" = I' -O"
STRUCTURAL WALL SHEATHING
(1/16" PLYWD)-TYP AT EXTERIOR
WALLS - SEE PLAN FOR ADDN'L
LOCATIONS
BUILT-UP POST
EDGE NAILS
EMBED LG
ATTACH HD TO FON IN/
'NEEDLE -CAPSULE'
ADHESIVE ANCHORS
(MFR= THE POWERS
FASTENING GROUP) OR
EQUAL PER SCHEDULE
U
HOLD-DOWN ANCHOR
(HD) AS MFR'D BY
SIMPSON GO. - SEE
PLAN FOR LOCATION.
BOLT TO BUILT-UP
POST (2-2x6 MIN)
PER MANUFACTURER'S
RECOMMENDATIONS
FOUNDATION WALL
(REINF. NOT SHOWN)
HD
ADHESIVE ANCHOR
BOLT DIA.
Emmy 6
HOLE DIA.
HDU2-SDS2.5
5/8"
5.1/2"
11/16"
HDU 4-3D32.5
5/6 "
5.1/2 "
I I /16 "
PHD2
5/8"
5.1/2"
II/16"
INSTALL ADHESIVE ANCHORS PER ALL
MANUFACTURER'S RECOMMENDATIONS.
5/4" = I'-0"
SHEATHING NOTES
1. Sheathings shall be American Plywood Association (APA),
Exposure 1, G -D plywoods or oriented strand board (0.5B.)
as follows:
Floors .23/32" thick, APA rated Sturd-I-Floor,
24 0.C., T 4 6
Roofs 15/32" thick, APA rated sheathing,
52/16. Provide Plycilps midway
between rafters at unsupported
sheet edges.
Walls 7/16" thick, APA rated sheathing,
24/0, all edges blocked.
2. Sheath exterior face of all exterior frame walls with APA
sheathing unless noted otherwise on structural drawings.
5. Do not block floor and roof sheathing edges unless noted.
4. Plywood floor sheathing to be glued and nailed to the floor
joists using adhesives conforming to APA Specification AF6-0I
and applied in accordance with manufacturer's recommendations.
Remove dirt and water from joists, apply glue to joists and
complete all nailing before glue sets.
5. Floor and roof
sheathing layout.
6. NAILING
Framing
Members
USE
NAILS
(Deformed
shank)
NAIL SPACING
COMMENTS
a Intermed.
Supports
a Sheet
Edges
Floor
8d (.131" 0)
12"
6"
Roof
8d (.151" 0)
12"
6"
Wall
8d (.151" 0)
12"
6"
Note:
1. Nall diameter of .131" is equivalent to 8d common
or 12d sinker nails. Mechanically driven nails
of equal or greater diameter which penetrate the
framing members at least 1.3/4" may be used.
BASE PLATE I"x10"xl0"
W/ (4)-5/8" dia. ANCHOR
BOLTS OR EXPANSION
ANGH.'S- TYP a STEEL
COL'S- U.N.O.
1" DRYPACK -
x x -X-- cue
REINF. - SEE
FT6 SCHEDULE
STEEL COL
W.W.F. - SEE TYPICAL
DETAIL :rHCCT 5-1
EQUAL
BEAR ON
UNDISTURBED
GRANULAR
BEARING SOILS
EQUAL
SEE PLAN
5/4" - 1,1-0"
BASE PLATE I "x10"x10"
W/ (4)-5/8" dia. ANCHOR
BOLTS OR EXPANSION
ANCH.'S- TYP a STEEL.
COL'S- U.N.O.
1" DRYPACK -N
EQUAL
A
STEEL. COL
SAW -CUT EXIST.
5.0.6. ALL AROUND
/5J
SEE PLAN
3/4" = 1'-0"
KURTZ
ASSOC I ATES,
IN.
5012 COUNTY RD . 154
GLENWOOD SPRI NGS,
COLORADO
(a1o) 145-6305
Al TRAFFIG
CONTROL
GARAGE
REMODEL
325(7 HWY 6 4 24
SILT,
COLORADO
GENERAL
CONTRACTOR:
TSG CONSTRUCTION, INC.
(110) 51c1-1251
DRAWN SY: J.L.6.
CHECKED SY: S.J.K.
SCALE: AS SHOWN
PROJECT #: 15-14
DATE :
CONSTRUCTION SET:
04/03/2015
SHEET T I TLE :
GENERAL NOTES
4 1`OUNDATION
DETAILS
SHEET:
36-O" EXISTING
HDU2-
5D52.5
48'-O"
24'-0" EXISTING
I'-104"
/
24'-0" ADDITION
i I'-104"
SIMILAR
/ A --EXIST. THICKENED
EDGE (4 510E5)
HDU2-
SDS2.5
L
T.O. SLAB
100'-0"
DWL THICKENED EDGE
TO EXISTING W/ (I)45 x 24"
TOP 4 BOTTOM.
DRILL 5/4" dia. x 5"
HOLE IN EXISTING CONC.,
GLEAN HOLES 4 ATTACH
DWL IN/ 2 -PART
STRUCTURAL EPDXY, TYP
2 PLACES
/I'-0" THICKENED
/
EDGE (4 5I DES)
DIAL
T.O. SLAB
100'-O"
3'-O"
5'-0"
TYP
1'-0" THICKENED -1, /
EDGE (4 5I DE5)
m
SIMILAR
FOUNDATION PLAN
TYPE
L
A
SI
PLAN
E3
NORTH
HDU2-
SD52.5
CONCRETE FOOTING SCHEDULE
SIZE
REINFORCEMENT
SI
1\_
36'-O" ADDITION
HDU2-
5D52.5
REMARKS
6'-0" X 6'-0" X 12"
6'-0" X 6'-0" X 12"
2'-6" X 6'-0" X 10"
6 - #5 EACH WAY
6 - #5 EACH WAY
2 - 4*5 LONGITUDINAL
SEE 5/S
SEE D/S
SEE A/51
NOTES:
1. Place scheduled reinforcement 5" clear from bottom of footing.
2. Center footings below columns unless dimensioned otherwise.
KURTZ
A550G I ATES,
INC.
5012 COUNTY RD . 154
GLENIA10012 SPRI NGS,
COLORADO
(c41o) ci45 -6305
Al TRAFF I G
CONTROL
GARAGE
REMODEL
325'11 HYAIY 6 4 24
SILT,
COLORADO
GENERAL
CONTRACTOR:
T5G CONSTRUCTION, INC.
(170) 311-1231
DRAWN BY: J.L.G.
CHECKED BY: E3.J.K.
SCALE : A5 SHOWN
PROJECT #: 15-14
DATE :
CONSTRUCTION SET:
04/03/2015
SHEET T I TLE :
FOUNDATION
PLAN
SHEET:
WIO STEEL BM
W/ WOOD
PACK -OUT
NAIL BUILT-UP
POSTS IN/ (2)-I6d
@ lb" O.G.
BUILT-UP POST
SEE PLAN
I6d NAILS at
3" O.G. TO BM
ADDN'L 2x
FULL HT.
EACH SIDE
POST 4 BM
III - 11-0" 1-OII
(A)
\ \ \
9
0
48'-O"
24'-0" EXISTING BELOW
24'-O" ADDITION BELOW
12'-O"
24'-0"
12'-0"
2x6 LOOK -OUT
e 24" O.G.
Q
9
1 MONO -P ITCH
TRUSS
24" O.G.
2x6 LOOK -OUT
® 24" O.G.
1
7
1
1
1
1
1
1
zl
01
z.
1
0
1
1
1
2 -SPAN CONT.
E3C
@ 16" O.G.
UPPER FLOOR 4 LOWER ROOF FRAMING PLAN NOTES:
® 24" O.G.
2x6 LOOK -OUT
9-
OPEN
(1)-1 1.7/8"
LVL
T.O. PLYWD
113'-4"
HDR
��^EXIST. WALL:
2x4 ® I6" O.G.
(SEE PLAN
NOTE NO. 14)
c
Ir
•m
0
1
1
1
1
1
1
1
1
c
1
—HDR
MONO -PITCH
TRUSS
24" O.G.
ac
A
STORAGE LOFT ff LOWER ROOF FRAMING PLAN
2x6 LOOK -OUT
24" O.G.
1/4" = l'-0"
1. - T floor joist or roof rafter (showing joist span direction).
2. Floor joists to be BGI/60 unless noted otherwise (U.N.O.).
3. Floor sheathing to be 44" thick (nominal) tongue and groove plywood
(See Sheathing Notes, sheet 5-I).
f'.)
4. c -3 joist hanger or beam to beam connection.
CJ
5.
b. 5
designates stud wall supported on the framing at
this level.
5 wood stud wall below this level of framing. Space studs
at I6" on center at all exterior walls and all bearing walls.
I. Minimum header size to be (2)-2x8 at 2x4 stud walls.
Support headers each end with 2 studs (I Jack + I King) minimum.
column or post from above that is supported on framing
at this level.
10. ■ designates HDR support or post which supports framing this
level. Minimum post sizes: 2-2x4 and 2-2x6 at 2x4 and 2x6
stud walls respectively. Viere the post supports a post above
provide solid blocking or 'squash blocks' through the floor.
Post and HDR Support Schedule:
OA (3)-2x4
® (3)-2x6
(D. (3)-2x4 (1 Jack + 2 Kings)
OD (3)-2x6 (I Jack + 2 Kings)
® (4)-2x4 (3 Jacks + 1 King)
® (5)-2x6 (See A/53)
GO Steel Column:
TS4x4x1/4 (See D/54)
PLAN
ED
NORTH
II. 3G1 designates framing members manufactured by
Boise -Cascade Corp. or approved equal.
12. LVL = Laminated Veneer Lumber. See Structural General
Notes for allowable stresses. LVL's shall be 144" thick.
13. (XX' -X") = top of steel beam.
I4. Provide (I) -2x4 sister stud @ each existing 2x4 stud so
as to have double 2x4 studs e I6" O.G.
KURTZ
ASSOG I ATES,
INC.
5012 COUNTY RD. 154
GLENWOOD SPRI NGS,
COLORADO
(QlO) '145-6505
Al TRAFF I G
CONTROL
GARAGE
REMODEL
32511 HM(6 4 24
SILT,
COLORADO
GENERAL
CONTRACTOR:
TSG CONSTRUCTION, INC.
(170) 3741-7231
DRAWN BY: J.L.G.
CHECKED 3Y: S.J.K.
SCALE: AS SHOWN
PROJECT #: 15-14
DATE:
CONSTRUCTION SET:
04/03/2015
SHEET T I TLE :
STORAGE LOFT
4 LOWER ROOF
FRAMING PLAN
SHEET:
S=5
2x4 STUDS
16" O.G.
T.O. PLYWD
E# PLAN
CANT.
RIM
CONT. 2x6 WOOD PLATE
(DOUGLAS -FIR NO.I, FREE
OF TWIST AND WARP) -
ATTAGH-TO-AIO IN/
0.131" dia. LOW VELOCITY
POWDER DRIVEN NAILS
to 6" 0.G. (STAGGER)
AIO 5TL BM
3/4" = 1'-0"
PROVIDE
CONTINUOUS
FLASHING 4
VENTILATION -
2x8 BLK'G (DASHED)
BETA TRUSSES -
NAIL -TO -EACH STUD
IN/ (2)-I6d
12
—14
MONO -PITCH
TRU55
J5T HGR LU -210 -
NAIL THRU
SHEATHING -TO -RIM
A/ (10)-16d NAILS
BLOCKING PANEL
BETWEEN .JOISTS
BC
BEARING WALL:
(2)-2x4 STUDS
@ 16" O.G. (SEE
PLAN NOTE NO. 14)
TYPICAL NAILS:
501 -T0 -SUPPORT Al
3- .131" dia. x 2.1/2"
MIN., BLK'G-TO-SUPPORT
IN/ .131" dia. x 2.1/2"
MIN. to 12" 0.C. EA. SIDE
(STAGGER)
CONTINUOUS BGI SPANS
I" = II -0"
BEVELED L5L BLK'G
BTWN TRUSSES -
NOTE: BLK'G TO
BE NOTCHED
FOR VENTILATION:
1.1/2" fir` 1.1/2"
EQUAL
14
CONT. 2x6 RIM
IN/ (2)-16d NAILS
TO EACH RAFTER
MONO -PITCH
TRUSS
ATTACH EACH TRUSS
EACH END IN/ H2.5
HURRICANE TIE
2x4
STUDS
3/4" = 1'-0"
FULL HT STIFF
PLATE 1/4"
EACH SIDE
DONT. Ix
FASCIA
NP>
V
STL E3M
CAP PLATE 1/2"
IN/ 4- 1/2" dia
THREADED STUDS
TS COL
1.1/2" = I'-0"
ALJ
O
m
O
24'-0" NEW LOFT BELOW
L
2x6 LOOK -OUT
co 24" 0.G.
HDR
■
REUSED
EXISTING
COMMON
TRUSS
24" O.G.
■
HDR
L
• HDR •
ATTACH EACH
TRUSS EACH
END IN/ H2.5
HURRICANE TIE
OR EQUAL
■
HDR
24" 0.G.
2x6 LOOK -OUT
UPPER ROOF FRAMING PLAN
1/4" = i•ro
PLAN
O,
NORTH
4
ROOF FRAMING PLAN NOTES
1. --.4-- --7.— Designates premanufactured
roof truss, showing span direction.
2. [a Joist hanger or beam to beam connection.
3. 5 5 Wood stud wall below this level of framing.
Exterior walls to be 2x4 studs @ 16" O.G..
4. Minimum header size to be 2- 2x8 at 2x4 stud walls.
5. Support headers each end with 2 studs (I hack +
1 king) minimum.
6. ■ Designates header support or post
which supports framing this level.
Minimum post sizes: 2- 2x4 and 2- 2x6
at 2x4 and 2x6 stud walls respectively.
KURTZ
A550G I ATOS,
INC.
5012 COUNTY RD . 154
GLENWOOD SPRI NGS,
COLORADO
(QUO) Q45-6305
Al TRAFF I G
CONTROL
GARAGE
REMODEL
325Q 1 HIAIY 6 4 24
SILT,
COLORADO
GENERAL
CONTRACTOR:
TSG CONSTRUCTION, INC.
(QUO) 3-q--231
DRAWN BY: J.L.G.
CHECKED BY: B.J.K.
SCALE : AS SHOWN
PROJECT #: 15-14
DATE:
CONSTRUCTION SET:
04/03/2015
SHEET T I TLE :
UPPER ROOF
FRAM I NG PLAN
SHEET:
3-4