HomeMy WebLinkAboutPlansGENERAL STRUCTURAL NOTES
GENERAL REQUIREMENTS
1. Design Is based on the 1994 edition of the Uniform Building Code
(UBC).
2.Design Live Loads:
a. Roof (Snow) 40PSF
b. Seismic Zone 1
c. Wind 80 MPH Basic Wind Speed
Exposure B, ChapLer 16, Division II, UBC
3.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.
4.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.Foundation Design Is based on Soils Report *191-502 by Hepworth-
Pawlak Geotechnical, Inc., dated September 11, 1197. Maximum design
soil bearing capacity: 1000 PSF.
The Contractor shall review the Soils Report and follow all
recommendations therein, including, but not limited to excavation,
site conditions, drainage, backfill and compaction, slab -on -grade
construction, drainage systems, and site Inspection requirements.
2.AII footings are to bear on undisturbed natural bearing materials
or compacted structural f111. 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.
CONCRETE AND REINFORCING STEEL
I.AII concrete shall attain 3,000 PSI compressive strength
28 days.
2.Use Type I-11 Portland Cement (ASTM 0150) 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," ACI 301-84,
unless noted otherwise. Provide hot or cold weather protection
per ACI 305 or 306.
4.Reinforcing steel shall conform to ASTM A615:
*4 and smaller Grade 40; *5 and larger Grade 60
5.Horizontal reinforcing steel shall be made continuous by lapping
bars a minimum of 32 bars diameters at all splices and providing
corner bars. Fabrication and installation of reinforcing steel shall
conform to ACI 315.
6.Provide accessories necessary to properly support reinforcing
at the positions shown on the documents.
7.Calcium chloride or o:irrxtures containing more than 0.05%
chloride Ions or thiocyo..ates are not permitted.
B.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
Int Auto of Timber Construction (AITG) and National Design
Specification (NDS) standards.
2.Structural framing lumber shall be Douglas Fir Larch *2 or better.
3.AII s111 plates in contact with concrete or masonry foundation shall
be Foundation Grade Redwood or Pressure Treated Hem -Fir *2
or better, designated for "Above Ground" usage as defined be
the American Wood Preserver's Institute.
4.61u -laminated members shall be Douglas Fir/Larch as follows:
conform to AITC symbol 24F -V3 or better (Fb = 2400 PSI;
Fv = 165 P51; E = 1)800,000 PSI), unless noted otherwise.
57r -us -Joist products shown shall be as manufactured by the
Trus -Joist MacMillan Partnership Boise, Idoho. Trus -Joist products
Include: TJI's, LSL (Laminated Strand Lumber) Rim boards, and
LSL Headers. Installation details, blocking, bracing and connections
shall conform to the requirements of the manufacturer.
6.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 13&" thick with the
following minimum working stresses: Fb = 2600 PSI; Fv = 285 P51;
E = 1,800,000 P51
7.1Alood manufactured products other than those noted, which have
LG.B.O. approval, may be used with approval of the Engineer.
B. FASTENERS AND CONNECTORS
I.AII timber nailing and connections shall conform to UBC and AITG.
Reference UBC. Table No. 23 -I -Q: Nailing 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 IV4"; 10d x lit"; 160 x 21a", unless noted otherwise.
3.Alternate connections and Fasteners to those listed above, which
have 1.0.5.0. approval, may be used upon approval by the
Engineer.
4.Lag screw connections, including lead holes, pilot holes, and screw
installation, shall conform to NDS.
S.BoIts for wood member connections shall be ASTM A507 with
minimum 11,t" diameter- washer each end, unless noted otherwise.
Do not countersink bolts unless noted otherwise.
STRUCTURAL SHEATHING NOTES
(.Sheathing shall be American Plywood Association (APA), Exposure
1, C -D piywoods as follows:
Roofs S" thick, APA rated sheathing, 32/16, with
Plyclips midway between rafters at unsupported
sheet edges.
Walls 1t" thick, APA rated sheathing, 24/0, all
unsupported edges blocked.
2.Roofs: Place sheets with long dimension perpendicular to joist,
rafter or truss. Stagger end joints of sheets.
3.NaII all sheathings with 801 sinkers (Diameter = 0.113")
4.Nail sheathing at 10" O.G. at intermediate supports, and at 6"
0.C. at sheet edges.
REINFORCED UNIT MASONRY
I.Masonry unit design, manufacture and Installation shall conform to
standards set by the Masonry Institute of America.
2.Assembled masonry to develop 1500 PSI ultimate compressive
strength (F'm) in 28 days. Special inspection not requirea.
3.Concrete masonry units shall conform to ASTM C90, Grade 'N,'
Type 1, Lightweight block.
4.Mortar shall be Type N' or 'S.' Mortar- shall attain 1800 P51
compressive strength within 28 days.
5.Grout shall attain 22000 PSI compressive strength within 28 days.
6.Reinforcing bars to be deformed bars, minimum yield strength =
40 KSI. Lap reinforcing bar splices 40 bar diameters unless
otherwise noted.
tRelnforce all bond beams with 1- *5 continuous, unless otherwise
noted. Extend full height wall reinforcing continuous through
intermediate bond beams.
B.Provide continuous horizontal ladder type Dur -O -Wall reinforcing
at 16" on center, unless otherwise noted. Lap points minimum 8".
9.Grout all reinforced cells and bond beams solid. Grout all cells
below grade solid, unless otherwise noted.
4" GRAVEL
DWI_ $4x
21-4"
a 24" O.G.
CONTINUOUS PRESSURE
TREATED 2X8 SILL PLATE
WITH sig" die x 10"L-2"
ANCHOR BOLTS SPACED
AS FOLLOWS: WITHIN 8"
OF BLDG CORNERS,
GARAGE DOOR OPG'S
4 a 2'-8" 0.G. MAX. (SEE
PLAN FOR ADDN'L BOLTS)
W.W.F.
1 -*4 CONT.
.0
CONTI NUOUS
ICE WATER
SHIELD
2" THICK
RIGID
INSULATION- .fl
EXTRUDED -
POLYSTYRENE
CONT. 2 -*5
BUNDLED TOP
4 SOT STAGGER
SPLICES
I "=1'-0"
`SEE PLAN
to -
EQUAL
PROVIDE HORIZONTAL
BOND BEAM W/
1-#5 p TOP OF WALL
1/3 POINTS
#4 VERTICAL
@24" O.G.
PROVIDE WATER
RESISTANT FINISH
c
GROUT WALL
SOLID BELOW
GRADE
DOWEL 14
X 34" Han
24" O.G.
PROVIDE PERIMETER
DRAIN IN ACCORDANCE
W/ SOILS ENGINEER'S
RECOMMENDATIONS
1/2"=1'-0"
PROVIDE HORIZ.
STANDARD WEIGHT
JOINT REINF.
16" O.G.
8" CMU (CONCRETE
MASONRY UNIT) WALL
te'iate'r eve
'0
CONTACT LAP
CONTINUOUS
1x8 WOOD TRIM
CONTINUOUS
WOOD CLOSURE -
3/4" A -C PLYWD
8d NAIL
TO EA. TJI TSB
TYP. SLAB REINF:
PROVIDE WELDED WIRE FABRI_
(W.W.F.) PLUS SYNTHETIC FIBERS:
W.W.F. TO BE 6x6-W2.IxW2.1 (FURNISH
IN FLAT SHEETS)- SYNTHETIC FIBERS
TO BE 1.5 POUNDS OF COLLATED,
FIBRILLATED POLYPROPYLENE
FIBERS PER CUBIC YAW OF CONC.,
MIN. SEE FOUNDATION FLAN FOR SLAB
CONTROL JOINT LOCATION.
STEEL BAR GRATING
(I"x1/8" BARS a I.1/4"
0.GJ GW -100A (MFR=
MGNICHOLS CO) OR
EQUAL
CONT. BRC. L 1.3/4x
1.1/4"x1/4" (LLH) W/
1/4" dia x 3" HEADED
ANCHOR 5710 a 8"
0.C.- TYP EA SIDE
/ 99'-10"
N
1
I.1/2"
T.0. GONG = 98'-4
® DRAIN
12"
EA SIDE
1.1/2"-1
x x
LIFT
*4 x I6",
a 16" 0.0
EA SIDE
8" /
11
11
" L
2'-10"
8"
u4 x 1�
® 16" 0.G.
EA. WAY
s4 TOP S
BOT EA SIDE
LVL BLK'G SHOWN DASHED
TOE -NAIL TO SUPPORT W/ 160 c 8"
NAIL T -11 -TO -SUPPORT
PER E/SI
12
4
I"=1'-0"
3-#5 CONT.
HORIZONTAL
6
100'-0"
SEAT -CUT TJI
BOTTOM FLANGE
TO BEAR -DO NOT
OVER -GUT- DO
NOT GUT TJI WEB
PROVIDE PRESSURE TREATED
HEM -FIR *2 SILL W/ 1/2"
dia. ANCHOR BOLT C 2'-8"
4 1/4" T.JI
BEARING
12
SEE
D/51
PROVIDE CONT
3x8 BEVELED it
I"=1'-0"
TYPICAL NAILING:
TJI-TO-SUPPORT W/
4-0.131" dia. x 2.1/2"
MIN NAILS- BLK'G-TO-
SUPPORT W/ 0.131 dia.
x 2.1/2" MIN @ 12" O.G.
EA. SIDE (STAGGER)
1, 4 2.I/2"
1/16" L-7.1/4"
2x8 STUD WALLS
1/2" PLYWD- SEE
SHEATHING NOTES
A
EXCEPTION SUBJECT 18 TO
r,
GARFIELD COTm
J 24P 7, £y
NOTHESE
Page
Ih
••�JF�Y 14.10
ditto" ..•
- 187
KURTZ 4
ASSOCIATES, I NG.
5012 COUNTY RD 154
GLENWOOD SPRINGS,
COLORADO
(970) 945-6305
AN ADDITION
TO THE "GOLD
STORAGE"
MAINTENANCE
BUILDING
AT
ASPEN GLEN
DEVELOPMENT
9121 HIGHWAY 82
CARBONDALE,
COLORADO
GARFIELD COUNTY
DRAWN BY: S.L.W.
CHECKED BY: B.J.K.
SCALE: AS SHOWN
PROJECT NO.: 9766
DATE:
CONSTRUCTION SET:
(/16/1998
SHEET TITLE:
GENERAL NOTES
AND
DETAILS
SHEET:
s
EXISTING
42'-6"
16'-0"
fj/////////v///////////////////////////////////////////////////////////
L /
T.O. SLAB
100'-0" -
TYP.
PERIMETER
EXISTING
SHARPENING
ROOM
r
4'-0"
18"x18"
DRAIN
PIT
10'-0" x 10'-O"
OVERHEAD DOOR
10'-O"
2'-8"
'Yr
SLOPE SLkB TO
DRAIN - P.
4 SIDES.
—a
T.O. SLAB
• DRAIN
PIT= 99'-10"
di
FLOOR PLAN
SCALE: 1/4" = I' -O"
42'-6"
NORTH 43
PARTS
OFFICE
9'-0"
1
///////////////////
T.O. SLAB
100'-0" -
TYP.
PERIMETER
PROVIDE EXPANSION
JOINT BETWEEN NEW
d EXISTING CMU WALL
9
////k?'/////////////////////////////////
1.1/2 PEEP
SAWGUT SLAB
CONTROL JOINT
/Th
PROVIDE 2-2x8
SILL 1t, IN/ 3-5/8"
dla. COUNTER -SUNK
ANCHOR BOLTS
c 7 1
1
4'-0"
1
18"x18"
DRAIN
PIT
SLOPE SLAB TO
DRAIN - TYP.
4 SIDES
—�I
10'-0"
T.O. SLAB I PROVIDE 2-2x8
DRAIN SILL R W/ 3-5/8"
PIT= 41011-10" clic. COUNTER -SUNK
ANCHOR BOLTS
ti
6'-0"
1 b'-0"
NORTH
FOUNDATION PLAN
SCALE: 1/4" = I'-0"
Ic
t
i -
1
51
O
1'-0" N
2'-5"1
9'—on
91-6"
51
152'-10"
in
L"
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•
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0 tADI
cA- 12\
or itKEY PLAN
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ot Pt"
SCALE: 1/16" = 1'-0"
TtF. GARAGE DOOR HDR
3/4" = I' -O"
EXISTING
25'-9"
L
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STORAGE'
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ADDITION
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KING STUD
NAIL BUILT-
UP POST PER
GENERAL
NOTES d USG
42'-6"
//////////
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51
/////////////////////////// J//7// M//////// /////////
P A
6.3/4"x10.1/2" GL. HDR
4/2
U
ROOF FRAMING FLAN
SCALE: 1/4" = I' -O"
14" T.-II/332F
• 19.2" 0.G.
2'
F 0-
6.3/4"x12" G.L. HDR
L590
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NORTH
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2x8 STUDS
®12" O.G.
,
/rrpuNlna
KURTZ 1£
ASSOCIATES, INC.
5012 COUNTY RD 154
GLENWOOD SPRINGS,
COLORADO
(910) 945-6305
AN ADDITION
TO THE "GOLD
STORAGE"
MAINTENANCE
BUILDING
AT
ASPEN GLEN
DEVELOPMENT
9929 HIGHWAY 82
CARBONDALE,
COLORADO
GARFIELD COUNTY
DRAWN BY: S.L.W.
CHECKED BY: B.J.K.
SCALE: AS SHOWN
PROJECT NO.: 9 766
DATE:
GONSTCCTI¢N
(/16/1998
SHEET TITLE:
FLOOR PLAN
ROOF PLAN 4
FOUNDATION PLAN
SHEET:
S=2