1. business and industrial
2. construction

Boise, Idaho
Las Vegas, NV
Dubai, UAE
Ho Chi Minh City, Vietnam
Boise, ID
Las Vegas, NV
Dubai, UAE
Ho Chi Minh City, Vietnam
RENDERING-ISOMETRIC NOTES
Sheet List
02/10/14
S0.02
STRUCTRURAL DESIGN NOTES
02/10/14
S0.03
STRUCTURAL DESIGN NOTES
02/10/14
S0.04
STRUCTURAL DESIGN NOTES
02/10/14
S1.01
OVERALL FOUNDATION PLAN
02/10/14
S1.02
FOUNDATION PLAN - NW QUADRANT
02/20/14
S1.03
FOUNDATION PLAN - NE QUADRANT
02/20/14
S1.04
FOUNDATION PLAN - SW QUADRANT
02/20/14
S1.05
FOUNDATION PLAN - SE QUADRANT
02/20/14
S1.06
OVERALL FLOOR FRAMING PLAN
02/10/14
S1.07
FLOOR FRAMING PLAN - NW QUADRANT
02/20/14
S1.08
FLOOR FRAMING PLAN - NE QUADRANT
02/21/14
S1.09
FLOOR FRAMING PLAN - SW QUADRANT
02/21/14
S1.10
FLOOR FRAMING PLAN - SE QUADRANT
02/21/14
S1.11
ROOF FRAMING PLAN
02/10/14
S2.01
ENLARGED PLANS
02/10/14
S2.02
STAIR FRAMING TYPICAL DETAILS
02/10/14
S3.01
ELEVATIONS
02/10/14
S4.01
SCHEDULES
02/10/14
S4.02
SCHEDULES - MASONRY PILASTER/LINTEL
02/10/14
S5.01
FOUNDATION TYPICAL DETAILS
02/10/14
S5.02
CONCRETE TYPICAL DETAILS
02/10/14
S5.03
SANDWICH CONCRETE TILT-UP PANEL DETAILS
02/10/14
S5.04
SANDWICH CONCRETE TILT-UP PANEL DETAILS
02/10/14
S5.11
MASONRY TYPICAL DETAILS
02/10/14
S5.12
MASONRY TYPICAL DETAILS
02/10/14
S5.21
STRUCTURAL STEEL TYPICAL DETAILS
02/10/14
S5.22
STRUCTURAL STEEL TYPICAL DETAILS
02/10/14
S5.23
STRUCTURAL STEEL TYPICAL DETAILS
02/10/14
S5.31
STEEL STUD TYPICAL DETAILS
02/10/14
S5.32
STEEL STUD TYPICAL DETAILS
02/10/14
S6.01
FOUNDATION DETAILS
02/10/14
S7.01
FLOOR FRAMING DETAILS
02/10/14
S8.01
ROOF FRAMING DETAILS
02/10/14
ALL STRUCTURAL DETAILS USED
ON THIS PLAN ARE COPYRIGHT C
OF LOCHSA ENGINEERING OF
IDAHO. THE RE-USE OF ANY
DETAILS AND CONCEPTS IS NOT
ACCEPTABLE WITHOUT WRITTEN
CONSENT OF LOCHSA
ENGINEERING OF IDAHO.
WIGWAM SKILLED
NURSING FACILITY
STRUCTURAL COVER SHEET
PRELIMINARY NOT
FOR
CONSTRUCTION
This document is
preliminary in nature
and is not a final,
signed and sealed
document
Rev.
100% DD SET 02/21/14
C:\Users\jgowans\Documents\134112 Wigwam SNF_JGowans.rvt
2/21/2014 2:58:29 PM
STRUCTURAL COVER SHEET
S0.01
REV.
This drawing package is being submitted for approval
only. Any materials ordered or constructed based on this
drawing package prior to final approval from the Architect
and Engineer-of-Record is at risk of the contractor. The
contractor is advised to obtain final approved drawing
package prior to ordering material and/or construction.
DRAWING TITLE
JOB TITLE
DWG #
STAMP
Description
This logo is intended as a place holder for possible future project
model renderings or Isometrics.
ORIGINAL
SUBMITTAL REV. #
SHEET TITLE
Rendering/ Isometric Notes:
1.
201 N. Maple Grove Ste 100
Boise, Idaho 83704
Phone (208) 342-7168
Fax (208) 342-3079
201 N. Maple Grove Ste 100
Boise, Idaho 83704
Phone (208) 342-7168
Fax (208) 342-3079
Date
STRUCTURAL COVER SHEET
WIGWAM SKILLED NURSING FACILITY
EASTERN AVE. & WIGWAM PKWY.
HENDERSON, NEVADA 89074
DATE:
02-10-14
JOB No.
134112.00
DESIGN BY:
DH/RM
DRAWN BY:
JG
SHEET No.
S0.01
Structural Loads
G.
H.
All specifications and codes noted shall be the latest approved editions and
revisions by the governmental agency having jurisdiction over this project.
3.
4.
5.
6.
7.
Warranty: The EOR has used the degree of care and skill ordinarily exercised
under similar circumstances by members of the profession in this locale and no
other warranty, either expressed or implied, is made in connection with
rendering professional services.
Structure noted in the drawings as existing shall be field verified by the
contractor and any discrepancies noted shall be reported to the
Architect/Structural Engineer.
Construction documents include but are not limited to: drawings, plan notes,
typical details, general notes, custom details, specifications, etc. In addition to
those prepared by other disciplines.
Do not scale the drawings for dimensions not shown.
9.
Notes and details on the drawings shall take precedence over general
notes, typical details, and the project specifications.
11.
12.
13.
14.
15.
16.
17.
18.
C:\Users\jgowans\Documents\134112 Wigwam SNF_JGowans.rvt
2/21/2014 2:58:32 PM
Summary of Work: Project consists of new construction as shown on these
Contract Documents used in coordination with the Architectural and other
discipline's documents. See also note 7.
8.
10.
I.
The Contractor shall verify all dimensions prior to starting construction. The
Architect shall be notified of any discrepancies or inconsistencies.
Typical details and schedules indicated may not be specifically referenced on
the drawings. The contractor is responsible to determine where each typical
detail or schedule applies. If locations are found where no typical detail,
typical schedule, or specific detail applies, notify the Architect/Structural
Engineer. - Drawings indicate general and typical details of construction.
Typical details and general notes shall apply even if not specifically denoted
on plans, UNO. Where conditions are not specifically indicated similar details
of construction shall be used, subject to review and approval by the Architect
and the Structural Engineer of Record.
The contract Structural drawings and specifications represent the finished
structure. They do not indicate the method of construction. Contractor to
provide construction means, methods, techniques, sequences and procedures
is required. Contractor to provide adequate excavation procedures, shoring,
bracing and erection procedures complying with national, state and local
safety ordinances. The Contractor shall provide all measures necessary to
protect the structure during construction. Such measures shall include, but
not be limited to: bracing and shoring for loads due to hydrostatic, earth, wind
or seismic forces, construction equipment, temporary loading, etc.
Observation visits (site visits) by representatives of Architect/Structural
Engineer do not include inspection of construction means and methods. Site
visits during construction are not continuous nor detailed inspection services
which are to be performed by others. Observations are performed solely for
the purpose of determining if the Contractor understands design intent shown
in the contract drawings. Observations do not guarantee Contractor's
performance and are not to be construed as supervision or verification of
construction.
Notify the Structural Engineer prior to constructing or fabricating, when
drawings by others show openings, pockets, etc., not shown on the
structural drawings, but which are located in the structural members.
Products that require a report on code compliance shall have an ICC-ES
or IAPMO report evaluated for the above listed governing building code.
Where required by the governing jurisdiction, a submittal as an alternate
material and method is required for all reports evaluated to an earlier edition
of the IBC. Reports evaluated to codes other than the above listed code are
not permitted, unless allowed by the governing jurisdiction.
Contractor shall investigate the site during clearing and earth work operations
for filled excavations or buried structures such as cesspools, cisterns,
foundations, utilities, etc. If any such structures are found, the Structural
Engineer shall be notified immediately.
22.
Maintain a copy of all shop drawings accepted by the Architect/Structural
Engineer at site during construction period.
Structural Engineer requires 10 working days after receipt of shop
drawings and calculations for processing.
As a minimum submit shop drawing submittals shall include the following
items plus, additional items listed in the project specifications for structural
review, but not be limited to:
a.
Concrete mix designs
b.
Concrete reinforcing bar shop drawings and placing plans
c.
Non-shrink grout material specifications and manufacturer's
installation recommendations
d.
Masonry materials and mix designs
e.
Masonry reinforcing bar shop drawings and placing plans.
f.
Structural steel shop and erection drawings
g.
Welding Procedure Specifications and certifications
h.
Metal deck material submittal
i.
Open web steel joist layout, accessories, and calculations
j.
Cold-formed steel shown on structural drawings
k.
Elevator supports and layout
l.
Tilt-up panel erection procedures including pick points,
bracing, additional reinforcing, etc.
DEFERRED STRUCTURAL COMPONENTS:
A.
Components referred to as Deferred Structural Components shall
comply with these notes. These elements have not been permitted under
the base building application. The contractor will be required to submit
the component system documents to the building official for approval.
The documents shall be stamped and signed by an engineer licensed
by the state where the project is located. The deferred structural
components shall not be installed until the design and submittal
documents have been approved by the building official.
B.
C.
D.
E.
F.
G.
H.
I.
J.
Design Base Shear:
Wind X (East-West)
X kips
Components and Cladding
Prior to building department submittal, the deferred structural
components submittals shall receive cursory review by Structural
Engineer of Record for loads imposed on primary structure and general
conformance with design concept of the project and general compliance
with the information given in the Structural Contract Documents. Review
of submittals does not constitute approval or acceptance of unauthorized
deviation from Contract Documents.
Submittals of contractor-designed components shall include the
designing professional engineer's stamp and signature, as noted above.
The submittal shall be approved by the component vendor prior to review
by the Structural Engineer of Record.
The designing professional is responsible for code conformance and all
necessary connections not specifically called out on architectural or
structural contract documents.
All Wall Surfaces
Exterior Cladding
Exterior Cladding
Uplift at Roof:
in Field
at Edges
at Corner
Overhangs:
at Edges
at Corners
Walls:
at Field
at Edge
3.
SEISMIC LOADS:
Occupancy Catagory
Importance Factor
Soil Site Class
Mapped Spectral Response
Acceleration
SS = xxx g
Spectral Response Coefficient:
SDS = xxx g
Seismic Design Criteria:
Seismic Responce Coefficient:
Seismic Design Category
Analysis Procedure
Structural System
Response Modification Factor
V = 90 mph
I = 1.0
C
GCpi ± 0.18
Wind Y (North-South)
X kips
The following working loads may be
used in lieu of Calculations, at
Contractors option
= + xxx psf
= - xxx psf
xxx psf
xxx psf
I=
X
-
S1 = xxx g
SD1 = xxx g
Additional Items:
Building Location
Mean Building Height
xxx N, xxx W
xxx feet
Redundancy Factors:
North/South Direction
East/West Direction
rho = xxx
rho = xxx
The following list includes the items that are defined as Deferred
Structural Components. Additional items may be included in the project
specifications.
60 psf (reducible)
100 psf
100 psf
80 psf
40 psf
40 psf
60 psf
100 psf
50 psf
80 psf
2000 lbs
20 psf
50 plf or 200lbs.
Weights Furnished by Manufacturer
Bottom
Board
Building
Blocking
Bottom of Deck
Base Plate
Bearing
Bent
C
C.G.
C.F.
CL
CLR.
COL.
CONC.
CONN.
CONST.
CONT.
CMU
C.Y.
Channel
Center of Gravity
Cubic Foot
Center Line
Clear
Column
Concrete
Connection
Construction
Continuous
Concrete Masonry Units
Cubic Yard
DIAG.
DIA.
DIMS.
D.F.
DWG.
Diagonal
Diameter
Dimensions
Douglas Fir
Drawing
E.
EA.
E.J.
ELEC.
EL. or ELEV.
ENGR.
EOD
EOR
E.N.
EQ.
EQUIP.
EST.
EXIST.
EXT.
East
Each
Expansion Joint
Electric or Electrical
Elevation or Elevator
Engineer
Edge of Deck
Engineer of Record
Edge Nail (Nailing)
Equal
Equipment
Estimate
Existing
Exterior
FAB.
F.D.
FF
FIG.
FIN.
FLR
FND.
FS
FT. or '
FTG.
Fabrication
Floor Drain
Far Face
Figure
Finish
Floor
Foundation
Far Side
Feet or Foot
Footing
GA.
GALV.
G.C.
GEN.
GLB.
GR. or GRD.
GRND.
Gage or Gauge
Galvanize
General Contractor
General (Notes)
Glu Lam Beam
Grade
Ground
H.D.
HORIZ.
Hold down (Simpson)
Horizontal
ID
IF
IN. or "
INCL.
Inside Diameter
Inside Face
Inches
Include or Included
JNT.
Joint
K
K.O.
Kip (1,000 lbs.)
Knockout
LAM.
lb.
LG.
Laminated
Pound
Long
X kips Seismic Y (North-South)
See mechanical, plumbing, and electrical drawings for the following:
Pipes, sleeves, hangers, trenches, wall, floor, and/or roof openings, duct
penetration, electrical conduit runs, boxes, outlets in walls and slabs, concrete
inserts for electrical, mechanical or plumbing fixtures, size and location of
machine or equipment bases, anchor bolts for mounts, etc., except as shown
or noted. See also note 13.
19.
For mechanical and electrical equipment anchorage that is to be designed by
others, see IBC section 1613 and ASCE 7 chapter 13. Use isolators,
fasteners and bracing approved by ICC-ES or approved third party capable of
transmitting code required lateral loads. Secure suspended equipment with
lateral bracing.
20.
For piping and ductwork bracing to be designed by others, see the latest
edition of "Guidelines for Seismic Restraints of Mechanical Systems" by the
Sheet Metal and Air Conditioning Contractors National Association.
21.
SHOP DRAWINGS:
A.
Shop drawings and material submittals shall be submitted to the Architect
and Structural Engineer of Record prior to any fabrication or construction.
Electronic submittals shall be made where possible. Any submittals
containing hard copies shall include one reproducible and one copy;
reproducible will be marked and returned. Additional copies of reviewed
shop drawings are the responsibility of the general contractor. No
modifications or substitution of drawings and specifications will be
accepted via shop drawing review. Contractor shall review and stamp
shop drawings prior to submission to the Architect/Structural Engineer.
Contractor shall review for completeness and compliance with contract
documents including addendums, clarifications, etc. See also note 7.
B.
C.
Submit shop drawings to the Architect/Structural Engineer as indicated or
specified for review prior to fabrication. Review will be for general
conformance with design intent conveyed in contract documents.
When an engineer is required to sign and stamp shop drawings and
calculations, ensure seal indicates engineer as registered in state where
project site occurs.
M
MATL.
MAX.
M.B.
MECH.
MED.
MET.
MEZZ.
MIN.
MIN.
MISC.
MIX.
MK.
MULT.
Bending Moment
Material
Maximum
Machine Bolt
Mechanical
Medium
Metal
Mezzanine
Minimum
Minute
Miscellaneous
Mixture
Mark
Multiple
N
NF
NO. or #
NOM.
NTS
NS
North
Near Face
Number
Nominal
Not to Scale
Near Side
OC
OD
OPP.
ORIG.
O.S.B.
OVS
OWSJ
On Center
Outside Diameter
Opposite
Original
Oriented Strand Board
Oversized
Open Web Steel Joist
PC.
PCF
PEN.
PERM.
PERP.
PL
P.P.
PROJ.
PSF
PSI
P-T
P.T.
Piece
Pounds Per Cubic Foot
Penetration
Permanent
Perpendicular
Plate
Partial Pen.
Project
Pounds Per Square Foot
Pounds Per Square Inch
Post Tension, Post Tensioned
Pressure Treated
QTR.
Quarter
RAD. or R.
REF.
REINF.
Radius
Reference
Reinforce, Reinforced,
Reinforcement or Reinforcing
Required
Revise or Revision
Room
Rough Opening
S
S
SCHED.
S.F.
SHT.
SHTG.
SIM.
SK.
SPECS.
SQ.
S.S.
SSLT
STD.
STIR.
STK.
STRUCT.
SYM.
South
I Beam
Schedule
Strut Force
Sheet
Sheathing
Similar
Sketch
Specifications
Square
Stainless Steel
Short Slotted Holes Transverse
to Direction of Load
Standard
Stirrup
Stock
Structural
Symmetrical
T AND G
T AND B
TAN.
THK.
THRU
TJI
TO
TOC or TO CONC.
TOF or TO FTG.
TOL.
TOM or TO MASONRY
TOS or TO STL.
TOW or TO WALL
TRANSV.
TYP.
Tongue and Groove
Top and Bottom
Tangent
Thick
Through
Trus Joist MacMillan I Joist
Top Of
Top of Concrete
Top of Footing
Tolerance
Top of Masonry
Top of Steel
Top of Wall
Transverse
Typical
UN
UNO
Unless Noted
Unless Noted Otherwise
VERT.
V.I.F.
VOL.
Vertical
Verify in the Field
Volume
W
W
WD.
W.P.
WT.
West
Wide Flange
Wood
Work Point
Weight
X-HVY
X-STR
Extra Heavy
Extra Strong
YD.
Yard
2L
Double Angle
STAMP
PRELIMINARY NOT
FOR
CONSTRUCTION
This document is
preliminary in nature
and is not a final,
signed and sealed
document
ALL STRUCTURAL DETAILS USED
ON THIS PLAN ARE COPYRIGHT C
OF LOCHSA ENGINEERING OF
IDAHO. THE RE-USE OF ANY
DETAILS AND CONCEPTS IS NOT
ACCEPTABLE WITHOUT WRITTEN
CONSENT OF LOCHSA
ENGINEERING OF IDAHO.
Symbol Legend
Slope Direction (down)
Span Direction
99'-10"
Deferred structural components:
a.
Open web steel joist
b.
Structural Insulated Panel product data, erection and shop
drawings
Symbols for Concrete per ACI
AT
Floor or Steel Elevation
Limits of Area Covered By
Bars or Post Tension
Rigid Connection
Welding symbols per AWS
Symbols for Structural Steel per AISC
Brace Frame
Brace Down
Concrete Wall
Change (Step) in Elevation
Earth
SC 2 - 3
New Construction
1
A
_______
-
Section Cut
A
_______
-
Elevation
Reference
Seismic Force
Resisting System
Slip Critical Connection
Number of Bolts per Row
Number of Rows
Existing Construction
SFRS
Spacing - Center to Center
Direction in Which Bars Extend
Miscellaneous Elevation
Masonry (CMU) Wall
Construction materials shall be spread out when placed on framed floors or
roofs. The construction material load shall not exceed the design live load per
square foot. Provide adequate shoring and/or bracing where structure has not
attained design strength.
See the architectural drawings for the following:
Size and location of door and window openings, size and location of interior
and exterior non-bearing partitions, size and location of concrete curbs, floor
drains, slopes, depressed areas, changes in level, chamfers, grooves, inserts,
size and location of floor and roof openings, floor and roof finishes, stair
framing and details, dimensions not shown on the structural drawings, ceiling
assemblies, exterior wall assemblies,etc.
Angle
Light Gauge
Low Hydrogen Electrode
Long Leg Back To Back
Long Leg Horizontal
Long Leg Vertical
Longitudinal
Laminated Veneer Lumber
Light Weight
REQD.
REV.
RM.
R.O.
X kips
98'-0"
20 psf (reducible)
L
L.G.
L.H.E.
LLBB
LLH
LLV
LONG.
LVL
L.W.
Boise, Idaho
Las Vegas, NV
Dubai, UAE
Ho Chi Minh City, Vietnam
B., BOTT.
BD.
BLDG.
BLKG.
BOD
BPL
BRG.
BT
CS = xxx
-
Design criteria shall be provided with submittal and calculations shall be
made available upon request.
Roof Live Loads:
Roof Live Load
Miscellaneous Live Loads:
Guardrails/Balcony Rails
Mechanical Equipment
xxx psf
xxx psf
Design Base Shear:
Seismic X (East-West)
Deferred Structural Components shall be manufactured, delivered,
handled, stored, and field erected in conformance with instructions
prepared by the component vendor.
Office Buildings Live Loads:
Lobbies and First Floor Corridor
Offices
Corridors above the First Floor
Concentrated Load (All Conditions)
Partition Loading
xxx psf
xxx psf
xxx psf
Submittals shall include details of connections to primary structure that
indicate magnitude and direction of all loads imposed at point of
connection.
Refer to other discipline's contract documents for additional deferred
components that may require structural design and details. Connections
of these elements shall not induce torsion on structural members.
Multi-family Live Loads:
Roof Live Load (Tenant Accessible)
Roof Live Load (Public Accessible)
Stair, Corridor, Lobby (at First Floor) &
other public rooms
Stair, Corridor, Lobby (All other floors)
Residential Floor
Residential Deck
Residentail Balconies
30 psf
40 psf
40 psf
Anchor Bolt
American Concrete Institute
Addition
Above Finish Floor
Aggregate
American Institute of Architects
American Institue of Steel Construction
American Iron and Steel Institute
Alternate
Aluminum
American National Standards Institute
American Plywood Association
Approximate
Architect or Architectural
Asphalt
Assembly
American Society for Testing and Materials
Average
American Welding Society
201 N. Maple Grove Ste 100
Boise, Idaho 83704
Phone (208) 342-7168
Fax (208) 342-3079
ASCE 7-05
NDS-05
TMS 402-08
Submit shop drawings and calculations to governing code authority when
specifically indicated or requested.
WIND LOADS:
Basic Wind Speed (3-Second Gust)
Importance Factor
Exposure
Internal Pressure Coefficient
10 psf
20 psf
20 psf
A.B.
ACI
ADD.
AFF
AGGR.
AIA
AISC
AISI
ALT.
AL.
ANSI
APA
APPROX.
ARCH.
ASPH.
ASS'Y.
ASTM
AVG.
AWS
WIGWAM SKILLED
NURSING FACILITY
F.
2.
Residential Live Loads:
Uninhabitable Attics w/out Storage
Uninhabitable Attics w/ Storage
Uninhabitable Attics w/ portions over
4'-0"
Habitable Attics and Sleeping Areas
Residential Floor
Residential Deck
60 psf (reducible)
100 psf (non-reducible)
STRUCTRURAL DESIGN
NOTES
ACI 318-08
AISC 341-05
AISC 360-05
AISI S100-07
Pg = 20 psf
I = 1.0
Ce = 1.0
Pf = 20 psf
Ct = 1.0
As indicated on drawings.
VERTICAL
LIVE(Tenant
LOADS:Accessible)
Roof Live Load
Roof Live Load (Public Accessible)
Revision Cloud and Number
Number of Nelson
Studs required
W12x19 [10] c=3/4"
AISC beam designation
Depth of steel joist
Uniform live load (PLF)
14K 240/130
Uniform total load (PLF)
Series of steel joist
This drawing package is being submitted for approval
only. Any materials ordered or constructed based on this
drawing package prior to final approval from the Architect
and Engineer-of-Record is at risk of the contractor. The
contractor is advised to obtain final approved drawing
package prior to ordering material and/or construction.
5
6
7
Building Code Requirements for Structural Concrete
Seismic Provisions For Structural Steel Buildings
Specifications For Structural Steel Buildings
North American Specifications For The Design Of
Cold-formed Steel Structural Members
Minimum Design Loads For Buildings And Other Structures
National Design Specifications For Wood Construction
Building Code Requirements For Masonry Structures
Shop drawings will be rejected for incompleteness, lack of coordination
with other portions of contract documents, lack of calculations (if required),
or where modifications or substitutions are indicated without prior review
per paragraph A above. Resubmittals shall be clouded and dated for all
changes to the submittal. Only clouded portions of resubmittal will be
reviewed and Structural Engineer of Record's review stamp applies to
only these areas.
4.
SNOW LOADS:
Ground Snow Load
Importance Factor
Exposure Factor
Flat Roof Snow Load
Thermal Factor
Snow Drifts
JOB TITLE
1
2
3
4
E.
1.
SHEET TITLE
References to ASTM and other standards shall refer to the latest edition
designated by IBC Chapter 35. Refer to the specifications for information
in addition to that covered by these structural notes and drawings. The
following standards were used for design.
Shop drawings are not a part of contract documents, therefore,
Architect's/Structural Engineer's review does not constitute an
authorization to deviate from terms and conditions of the contract.
See also note 7.
Date
D.
Description
2.
All design and construction shall conform to the 2009 International
Building Code and local jurisdictional amendments per state, county,
city. etc.
Rev.
1.
Abbreviations
100% DD SET 02/21/14
General
DATE:
02-10-14
JOB No.
134112.00
DESIGN BY:
DH/RM
DRAWN BY:
JG
SHEET No.
S0.02
Concrete
1.
1.
1.
The foundation system is designed based on the following:
3.
-
Drainage systems, including foundation, roof and surface drains, shall be
installed as directed by the Geotechnical Report and IBC Section 1805.
5.
Vapor retarder placed below slab on grade shall conform to ASTM E 1643
and ASTM E 745. Coordinate placement with Geotech and/or Architectural
drawings.
7.
8.
9.
10.
11.
4.
All concrete shall be ready mix concrete and shall be mixed and delivered in
accordance with ATSM C94 or ATSM C685
5.
Concrete mix designs shall meet the following minimum exposure
requirements per ACI 318 chapter 4.
Severity
Freezing and Thawing
Not Applicable
Moderate
Severe
Very Severe
The Contractor shall provide for the installation and design of all cribbing,
sheathing and shoring required to safely and adequately retain the earth
banks and support any existing structures in accordance with all national,
state and local safety ordinances.
All abandoned utilities, footings, etc., that interfere with the new
construction shall be removed. Notify the Structural Engineer should any
foundations for existing structures be encountered that are not shown on
the structural drawings.
Permability
Not Applicable
Required
Footings shall be placed and estimated according to depths shown on the
drawings. Excavations for footings shall be approved by the Geotechnical
Engineer prior to placing the concrete and reinforcing. The Contractor shall
notify the Geotechnical Engineer when the excavations are ready for
inspection. The Geotechnical Engineer shall submit a letter of compliance
to the Owner. Should soil encountered at these depths not be approved by
the Geotechnical Engineer, modified footing elevations or footing designs
may be subject to additional engineering fees.
All excavations shall be properly backfilled. Footing backfill and utility
trench backfill within the building perimeter shall be mechanically
compacted in layers, to the approval of the Geotechnical Engineer. See
Geotechnical report for requirements. Flooding will not be permitted.
The Contractor shall not backfill behind retaining walls before the concrete
or masonry walls have reached full design strength. The Contractor shall
brace or protect all building and pit walls below grade from lateral loads until
attaching floors are completely in place and have reached full design
strength. The Contractor shall provide for the design, any required permits
and the installation of such bracing and protection.
Sub-base below, slabs on grade shall be supported on natural grade or
structural fill as directed in the Geotechnical report or by a geotchnical
engineer. Sub-grade will be compacted per the recommendations of the
geotechnical engineer and no sub-grade rutting will be allowed at time of
concrete placement under slabs on grade.
Unless otherwise noted, footings shall be centered below columns or walls.
13.
EXISTING UTILITIES:
The contractor shall determine the location of all adjacent underground
utilities prior to any excavation, shoring, pile driving, or pier drilling. Any
utility information shown on the plans and details are approximate and not
verified by the structural Engineer of record. Contractor is to provide
protection of any utilities or underground structures during construction.
NEW UTILITIES:
Contractor to determine the location of all new below grade utilities and
coordinate placement with new footings per typical details for foundation
at or adjacent to excavations and utilities.
All reinforcing steel shall be detailed and placed in accordance with the
'Building Code Requirements for Reinforced Concrete' (ACI 318) and the
'Manual of Standard Practice for Reinforced Concrete Construction' by CRSI
and WCRSI as modified by the project drawings and specifications.
2.
Deformed reinforcing bars shall conform to the requirements of ASTM A615
grade 60 and ASTM A706 grade 60 for deformed weldable bars.
3.
Welding of reinforcing is permitted only where shown on the drawings or when
approved by the structural engineer. Welding of reinforcing bars shall be with
low hydrogen electrodes in accordance with the 'Recommended Practices for
Welding Reinforcing Steel, Etc.', American Welding Society, AWS D1.4 and
IBC table 1704.4.1 all reinforcing to be welded shall conform to ASTM A706
grade 60 u.n.o.
F0
F1
F2
F3
ACI Requirements
ACI 318 Table 4.3.1 and 4.4.1
ACI 318 Table 4.3.1 and 4.4.1
ACI 318 Table 4.3.1, 4.4.1, and 4.4.2
S0
S1
S2
S3
ACI 318 Table 4.3.1
ACI 318 Table 4.3.1
ACI 318 Table 4.3.1
P0
P1
ACI 318 Table 4.3.1
Corosion Protection of Reinforcing
Not Applicable
C0
Moderate
C1
Severe
C2
Maintain concrete above 50 degrees Fahrenheit and in a moist condition for a
minimum of 7 days after placement unless otherwise accepted by
Architect/Structural Engineer. If average temperature at the site is below 50°,
2 additional testing cylinders to be provided and field cured. For structural
components that are used prior to design strength.
7.
Any curing compounds used on concrete that is to receive a resilient tile finish
shall be approved by the Finish Applicator before use.
8.
Fly ash may be used in concrete mixes. The fly ash shall conform to ASTM
C618 Class F. The loss of ignition shall be limited to 2%. The addition rate for
fly ash shall be limited to 20% of the cement weight. The contractor shall
submit all certificates showing the fly ash is in accordance with the above
criteria.
9.
Do not use concrete or grout containing chlorides.
10.
AGGREGATE:
A.
Hard rock concrete - aggregate shall conform to all requirements and
tests of ASTM C33 and project specifications. Exceptions may be
used only with approval of the Structural Engineer. Provide concrete
mix design with proven shrinkage characteristics of less than
0.0005 inches/inch.
B.
Lightweight concrete - aggregate shall be in accordance with ASTM
C330 and project specifications. Lightweight concrete mix designs
shall be tested prior to approval, for shrinkage in accordance with
ASTM C157. Shrinkage shall not exceed 0.00035 inches / inch.
11.
At concrete slabs to be exposed, shrinkage limit shall be reduced to 0.00035
inches/inch uno.
12.
Structural concrete 28-day strengths & types are as follows:
Location of Concrete
Lean Mix
Footings
Slab on Grade (Interior)
Slab on Grade (Exterior)
Grade Beams
Stem Walls
Slab on Metal Deck
Roof Slab on Metal Deck
Tilt-Up Wall
Strength,
psi
4000
3000
3000
3000
4000
3000
3500
3500
5000
Type
Hard Rock
Hard Rock
Hard Rock
Hard Rock
Hard Rock
Hard Rock
Hard Rock
Light Weight
Hard Rock
Exposure
Categories
F0, S0, P0, C0,
F0, S0, P0, C0,
F0, S0, P0, C0,
F0, S0, P0, C0,
F0, S0, P0, C0,
F0, S0, P0, C0,
F0, S0, P0, C0,
F0, S0, P0, C0,
F0, S0, P0, C0,
13.
The modulus of elasticity of concrete, shall be tested in accordance with
ASTM C469 for framed concrete slabs and beams and shall be at least the
value given by the equations in section 8.5.1 of ACI 318 for the specified
concrete 28-day strength.
14.
Dry pack or grout under base plates, sill plates, etc., see specifications.
Strength requirements are as required for concrete. Minimum grout strength
shall be f'c= 7,000 psi.
4.
All reinforcing bar bends shall be made cold.
5.
Lap splices made at locations other than those specifically indicated on the
drawings shall require approval by engineer prior to any fabrication or
construction activities.
6.
Reinforcing dowels between footings and walls or columns shall be the same
number, size, spacing and grade as the specified vertical reinforcing, u.n.o.
15.
Concrete forms shall be laid out and constructed to provide the specified
cambers indicated on the structural drawings.
7.
All reinforcing bars shall be marked so their identification can be made when
the final in-place inspection occurs.
16.
8.
Welded wire fabric shall conform to ASTM A185.
9.
Minimum lap of welded wire fabric shall be 6 inches or one full mesh and one
half, whichever is greater.
Submit shop drawings to Architect/Structural Engineer indicating locations of
concrete joints for review prior to placing concrete. Place joints at locations to
minimize effects of shrinkage as well as being placed at points of low stress.
Locations shown on plans are a minimum. Additional locations may be
approved by engineer. Shop drawings shall be developed by referencing
all construction documents including, but not limited to: Architectural,
Mechanical, Civil, and Electrical.
10.
Submit shop drawings to structural engineer: Placing drawings that detail
fabrications, bending, and placement. Include bar sizes, lengths, material,
grade, bar schedules, stirrup spacing, bent bar diagrams, bar arrangement,
splices and laps, mechanical connections, tie spacing, hoop spacing, and
supports for concrete reinforcement.
17.
Concrete placement shall be in accordance with ACI standard 304 and project
specifications. Provide keys in construction joints unless detailed otherwise.
Thoroughly clean, remove laitance and thoroughly wet and remove standing
water in construction joints before placing new concrete. At vertical joints,
slush with a coat of neat cement before placing new concrete.
11.
In addition to all the reinforcing included on the drawings the contractor shall
provide for an allowance of 7% of reinforcing bars to be finished, fabricated
and placed during the progression as may be directed by the structural
engineer. In the event that the allowance is not completely exhausted, the
contractor should be prepared to issue a credit to the owner for the remaining
portion of the allowance.
1 1/2"
3/4"
Beams and Columns:
Primary reinforcing, ties, stirrups, spirals.
1 1/2"
Slab on grade:
2" clear from top
Precast concrete (Manufactured under plant
controled conditions):
See IBC section
1907.7.3
Prestressed concrete coverage:
See IBC section
1907.7.2
21.
Prior to concrete placement, all reinforcing bars, anchor bolts and other
concrete inserts shall be well secured in position utilizing wire tires or
approved alternative.
22.
Mechanical pipes or electrical conduit shall not pass through concrete
columns or beams unless specifically detailed.
23.
Unless otherwise indicated in the mechanical, electrical drawings or
project specifications, mechanical pipes and electrical conduits which
pass through slab on grade, concrete on steel deck, framed concrete
floors and walls do not require sleeves. If sleeves are required, the sleeves
shall be installed prior to placing concrete. Do not cut any reinforcing
which may interfere with sleeve placement. Provide concrete clear cover
per note 13 for adjacent to sleeves reinforcing. Coring openings in concrete
is not permitted. Notify the Structural Engineer in advance of conditions
not shown on the structural drawings.
24.
With the exception of slabs on grade and concrete on steel deck, the
outside diameter of mechanical pipes and/or embedded electrical conduits
(other than those passing through) shall not exceed 1/3 of the slab
thickness and shall be centered between the top and bottom reinforcing,
unless specifically detailed otherwise. Concentrations of mechanical pipes
and/or electrical conduits shall be avoided except where detailed openings
are provided. Conduit and pipe shall be spaced at 3" or 3 diameters on
center, whichever is larger.
25.
For slabs on grade and concrete on steel deck no pipes or conduits shall
be placed within the indicated concrete slab thickness and shall be located
below the slab unless specifically detailed otherwise.
26.
The projecting corners of columns, beams, walls, etc., shall be formed with
a 3/4 inch chamfer, unless otherwise noted on architectural drawings or
specifications.
27.
Shoring and re-shoring of elevated members shall be designed and
submitted for approval of engineer.
28.
Contractor to coordinate floor flatness and levelness with architectural
drawings and/or equipment manufacturer's requirements. The following\
table may be used as a minimum:
ACI 318 Table 4.3.1
ACI 318 Table 4.3.1
6.
Reinforcing Steel (for Concrete & Masonry)
1.
Class
Concrete not exposed to weather or in contact
with ground, UNO:
Slabs, walls, and joists:
#14 and #18bar
#11 bar and smaller
STAMP
Sulfate
Not Applicable
Moderate
Severe
Very Severe
12.
14.
Portland cement shall conform to ASTM C150 Type I or II concrete minimum,
coordinate additional requirements with note 5.
The contractor shall provide for proper dewatering of excavations from
surface water, ground water, seepage, etc.
4.
6.
3.
2"
1 1/2"
PRELIMINARY NOT
FOR
CONSTRUCTION
This document is
preliminary in nature
and is not a final,
signed and sealed
document
ALL STRUCTURAL DETAILS USED
ON THIS PLAN ARE COPYRIGHT C
OF LOCHSA ENGINEERING OF
IDAHO. THE RE-USE OF ANY
DETAILS AND CONCEPTS IS NOT
ACCEPTABLE WITHOUT WRITTEN
CONSENT OF LOCHSA
ENGINEERING OF IDAHO.
WIGWAM SKILLED
NURSING FACILITY
T
I
D
OE
T
RE
E
IN
G
EN
Concrete exposed to earth or weather:
#6 through #18 bar
#5 bar and smaller
18.
19.
Roughen concrete surface to a full amplitude of 1/4 inch where masonry
walls intersect concrete or where new concrete interfaces with existing
concrete.
If columns and walls are placed with a floor, two hours must elapse between
end of column or wall placement and beginning of the floor placement.
STRUCTURAL DESIGN NOTES
XX"
-
Concrete mix designs shall be submitted to the Structural Engineer for review.
All mix designs shall be designed by a qualified testing laboratory and shall be
sealed by an engineer licensed in the appropriate state per the appropriate
discipline. Base design mix on field experience or trial mixtures as
stipulated in IBC Section 1905.3
3"
JOB TITLE
Soil Bearing Capacity
Frost Depth
Equivalent Fluid Pressure
Unconstrained
Equivalent Fluid Pressure
Constrained
Passive Pressure
Friction Coefficient
Retaining Wall Surcharge
Concrete cast against and permanently exposed
to earth:
Composite
Composite
flatness, FF levelness, FL
Typical applications
20
15
Noncritical: mechanical rooms, nonpublic areas,
surfaces to have thick-set tile, parking structure
slabs
25
20
Carpeted areas of comercial office buildings or
lightly-trafficked office/industrial buildings
35
25
Thin set flooring or warehouse floor with
moderate or heavy traffic
45
35
Warehouse with air-pallet use, ice, or roller rinks
>50
>50
movie or tevevision studios
SHEET TITLE
2.
Location of Concrete
Minimum Concrete
Cover
Date
Structural Observations
A.
Construction observation by the Structural Engineer of Record is for general
conformance with design aspects only and is not intended in any way to
review the Contractor's construction procedures. The Structural Engineer of
Record has no overall supervisory authority or actual and/or direct
responsibility for the specific working conditions at the site and/or for any
hazards resulting from the action of any trade contractor. The Structural
Engineer of Record has no duty to inspect, supervise, note, correct, or report
any health or safety deficiencies to the owner, contractors, or other entities
or persons at the project site.
B.
The contractor shall provide the Structural Engineer of Record adequate
notice to schedule appropriate site visits for structural observation.
C.
Structural observation means the visual observation of the structural system
for general conformance to the Contract Documents at significant construction
stages and at completion of the structural system. Structural observation does
not include or waive the responsibility for the inspection required by IBC
Section 110 or other sections.
D.
The owner shall employ a registered design professional to perform structural
observation when required by IBC 1710. Observed deficiencies shall be
reported in writing to the Architect, special inspector, and contractor. The
contractor shall respond to these items in writing indicating how they have
been resolved. At the end of the project, the structural observer shall submit
to the building official a written statement that the site visits have been made
and identify any reported deficiencies that, to the best of the structural
observer's knowledge, have not been resolved.
have a copy at the jobsite.
Clear coverage of concrete over reinforcing bars shall be as follows:
This drawing package is being submitted for approval
only. Any materials ordered or constructed based on this
drawing package prior to final approval from the Architect
and Engineer-of-Record is at risk of the contractor. The
contractor is advised to obtain final approved drawing
package prior to ordering material and/or construction.
C:\Users\jgowans\Documents\134112 Wigwam SNF_JGowans.rvt
2/21/2014 2:58:37 PM
5.
The following inspections are required and shall be performed per the building code
or as requested by the engineer of record. See the following for material specific
requirements in cases where the requirements listed in the applicable codes and
these requirements are redundant the more stringent criteria shall apply:
A.
Inspection of fabricators per 1704.2
B.
Steel construction per 1704.3, and Table 1704.3, and the following:
a.
Shop welding unless performed on premises of an approved fabricator
as defined in IBC Section 1704.2.
b.
Field welding including shear studs (when permitted)
c.
Field welding of metal deck per appropriate ICC evaluation report.
(Periodic inspection permitted per IBC section 1704.3-2.2.2).
d.
Welded guardrail
e.
Light gauge steel
f.
Inspection of built-up light gauge steel members
g.
High strength bolting
C.
Concrete construction and post-tension construction per 1704.4, and
Table 1704.4 and the following:
a.
Testing laboratory will review concrete mix design data and will perform
the following concrete tests at frequency indicated in IBC section
1905.6:
b.
Slump tests in compliance with ASTM C143.
c.
Prepare four test cylinders for compressive strength testing in
compliance with ASTM C39, ACI 318 and IBC section 1905.6 and field
cure. Test one cylinder at 7 days, two cylinders at 28 days and retain
remaining cylinder for tests until completion of project. Determine
concrete compressive strength at 28 days based on average of two
cylinders tested. Additional cylinders may be required depending on
weather conditions, see structural engineer and concrete general notes.
d.
Entrained air content in compliance with ASTM C231 for air entrained
concrete.
e.
Bolts, embedded plates and post-installed mechanical anchors
(expansion anchors) installed in concrete.
f.
Special ductile moment-resisting concrete frame.
g.
Reinforcing, pre-stressing and post-tensioning steel and mechanical
reinforcing bar splices: During placement and/or during stressing.
h.
P-T cables in garages that are driven over
i.
Shotcrete
D.
Masonry construction per 1704.5 and Table 1704.5.1 (Category IV
Alternate: Table 1704.5.3)
E.
Soils per 1704.7, Table 1704.7 and the following:
a.
Excavations and backfills
b.
Foundation placement
c.
Piles (auger-cast, helical or driven), piers, and caisson inspections shall
be made by the Geotechnical Inspector per IBC table 1704.8, 9 and 10
and Tables 1704.8 and 9
F.
Sprayed fire-resistant materials per 1704.12 and .13 (see architectural
specifications)
G.
Exterior Insulation & Finish System (EIFS) per 1704.14 (see architectural
specifications)
H.
Special cases per 1704.15:
a.
Epoxy and grout set bolts and reinforcing bars. Ten percent
of drilled-in, epoxy, or grout set anchors shall be proof tested to
2 times allowable tension. Notify Architect/Structural Engineer of any
failures so additional testing of adjacent anchors can be directed.
b.
Other:_______________________
exposure B, 120mph, exposure C, 110mph or greater.
I.
Special Inspections for Seismic Requirements per 1707 and 1709 for seismic
design categories C, D, E, or F and the following:
a.
Designated seismic force resisting systems denoted by SFRS on plans,
elevations or details. All bolted connections to elements indicated as
SFRS to be Slip Critical type connections.
b.
NOTE: Existing seismic force resisting systems denoted on plans,
elevations, or detail by SFRS shall require structural observation
performed by a qualified third party, inspection and testing agency in
accordance with IBC 1710, any deficiencies or discrepancies from that
shown on the structural drawings shall be reported to the engineer of
record.
2.
20.
Description
4.
Material Certification: Submit laboratory test reports certifying materials are of
identifiable tested stock to owner, testing laboratory, Architect/Structural Engineer
and, upon request, to governing code authority. If laboratory test reports cannot be
made available, testing l aboratory \will perform tests as directed by
Architect/Structural Engineer. Contractor shall pay testing laboratory for costs
related to tests and inspections of unidentifiable materials or materials furnished
without laboratory test reports, materials found deficient after initial tests and
inspections, or materials replacing deficient materials.
DIT
Company:
E
O
T
Report No.
R
Dated:
-NEE
I
G
N
Copies are availableE
for review at the Architect's office and contractor shall
All aspects of work pertaining to the concrete construction shall be in
accordance with ACI 318, 'Building Code Requirements for Structural
Concrete' and the latest edition of 'Specifications for Structural Concrete for
Buildings', ACI 301, with modifications as noted on the project drawings
and\or specifications. ACI 318, section 5.12 for cold weather placement and
ACI 318, section 5.13 for hot weather placement.
Rev.
3.
Testing Laboratory: Retained by owner and satisfactory to Architect/Structural
Engineer and governing code authority to perform required tests and inspections
of this contract and applicable code.
The design of the foundation system is based on the Geotechnical report
(and any addenda) prepared by the following company:
100% DD SET 02/21/14
2.
Special Inspector shall be hired by the owner to perform the following special
inspections per IBC Section 1704. The type and frequency of special inspection,
structural testing and subsequent reporting conforming to the requirements of IBC
sections 1704, 1706, 1707, or 1708 shall be submitted by the inspection and
testing agencies to the architect/structural engineer for approval.
Boise, Idaho
Las Vegas, NV
Dubai, UAE
Ho Chi Minh City, Vietnam
Foundation
201 N. Maple Grove Ste 100
Boise, Idaho 83704
Phone (208) 342-7168
Fax (208) 342-3079
Quality Assurance and Special Inspection
DATE:
02-10-14
JOB No.
134112.00
DESIGN BY:
DH/RM
DRAWN BY:
JG
SHEET No.
S0.03
4.
Structural steel not exposed to weather shall be left unpainted unless noted
otherwise in the architectural drawings and/or specifications.
5.
MATERIALS:
A.
Structural Steel Shapes Shall Conform to the following:
Structural steel "W" shapes shall comply to ASTM Standard
A992.
E.
B.
Angles, plates "M" and "S" shapes, channels and bars
shall comply to ASTM Standard A36, unless noted otherwise.
F.
C.
Steel pipe shall comply to ASTM Standard A53 grade B (Fy = 35 ksi).
D.
Rectangular and square Hollow Structural Sections (HSS) shall
comply to ASTM Standard A500 grade B (Fy = 46 ksi).
E.
Round Hollow Structural Sections (HSS) shall comply to ASTM
Standard A500 grade B (Fy = 42 ksi).
F.
Raise - Pattern floor plates shall comply to ASTM A786.
6.
7.
Steel grating by the manufacturer, supplier, or contractor designed for
loads and deflections as required by the adopted code and as
indicated, unless noted otherwise. As a minimum, grating is to be
designed for a 300# point load and a maximum deflection of L/360 or
1/4". Submit style and layout for approval.
H.
For light gauge framing, track and header sizes, spacing and locations,
see plans. For conditions not shown, notify engineer.
F.
For all interior and exterior wall finishes, see architectural.
G.
Notching or coping of studs is not allowed, unless specifically noted.
H.
For all bearing conditions, ends of studs must seat firmly in runner track
with full contact between the stud and the adjoining track web. For
additional information see note 1.K.
I.
Framing design assumes all cladding is uniformly laterally attached to
each framing member and is limited to a uniform distribution of load to the
framing member. The design does not include review of effects of local
forces resulting from the attachment of any cladding (brick ties,
attachment clips, etc.)
Steel joist shall be designed using the following minimum load criteria
(All loads shown are UNFACTORED and do/do not include
overstrength factor):
IT
D
E
XXX psf Top Chord
XXX psf Bottom Chord
XXX psf Top Chord (Non-Reducible)
10 psf Top Chord (Non- Reducible)
XXXXX#
O
T
R
E
NE
I
G
N
E
Refer to the framing plans for any additional concentrated or uniform
load design requirements (Mechanical units, wind/seismic, screen walls
platforms, etc.).
J.
Punch outs shall not be located within 6" from any support, bearing
location or applied load.
K.
Non-bearing continuous track splices are to be screwed or welded as
shown in the construction documents. Wire tying of stud framing
components shall not be permitted.
L.
For ledger track conditions, the supported framing is to be within an 1/8" of
track ledger web.
M.
Contractor shall field install a web member on joists from point of load
to nearest panel point on opposite chord when concentrated loads are
not applied directly at panel points. See typical details for additional
information.
For exterior and interior non-load bearing walls use steel structural wall
bridging spaced evenly at 8'-0" oc. max., uno. Contractor, at his own
option, may use continuous cold rolled channel bridging centered in stud
punch outs. Steel structural stud wall bridging shall be a minimum same
size and ga. shown on the drawings, through stud punch outs.
B.
Weld lengths called for on plans are the net effective length required.
Weld size shall be AISC minimum unless a larger size is noted. All
welds shall use minimum E70XX electrodes.
J.
All OSHA requirements and standards for Open Web/Bar Joists shall be
followed. Such requirements would include but not be limited to; bolted
erection connections, bottom chord stability plates, bridging, etc.
C.
Welding tests and inspections, see specifications.
K.
D.
Filler material covered in ANSI/AWS D1.1 TABLE 3.1.
The maximum Open Web Joist live load deflection shall be 1/360 of the
span length.
L.
DO NOT camber or provide reduced camber for joists parallel to bearing
walls, flat beams, etc. where the drawings show the supported deck
directly attaching to both the joists and other bearing elements.
B.
Welders shall be qualified in light gage welding. All welding shall be
performed in accordance with the latest version of AWS D1.3
specifications for Welding of Sheet Steel Structures.
FIREPROOFING:
A.
The application of the fireproofing to the steel members and steel deck
is the responsibility of the contractor. The contractor must enforce the
requirements of the manufacturer and not impose any additional loads,
including construction live loads, during the application and curing of the
fireproofing.
C.
Minimum weld throat thickness (t) must meet or exceed the base steel
thickness of the thinnest connected part, unless noted otherwise.
BOLTING:
A.
Anchor bolts shall conform to ASTM F1554, grade 36 unless noted
otherwise.
Bolts shall conform to ASTM A325-N TYPE 1 less then 1 1/2" dia.
uno., see also note 'G' below.
Weather or Corrosion Resistance bolts are required to conform to
A325-N Type 3.
D.
Nuts shall conform to ASTM A563.
E.
Washers shall conform to ASTM F436. Washers used in load transfer
on subject to direct tension shall conform to ASTM F844.
F.
Threaded rods shall comply to ASTM A36 uno.
G.
Except as subsequently noted, high strength bolts need not be
tightened beyond the snug-tight condition, as defined in section 8.(c)
of the specifications for structural joints using ASTM A325 or A490
Bolts. For connections subject to direct tension, connections for braced
frames, and other connections shown or noted on the plans as SC (slip
critical) or fully tensioned, bolts shall be tightened by one of the methods
described in section (d) and to the minimum tension specified in section
8.(d), Table 4.
H.
12.
ANCHOR STUDS, SHEAR STUDS, AND DEFORMED ANCHORS:
A.
Shall be manufactured by Nelson Stud Welding Co. or equal.
Headed studs (shear and anchor) shall be made of material conforming
to ASTM A108.
C.
Deformed anchors shall be made of material conforming to ASTM A496.
D.
Studs and anchors shall be welded according to manufacturer's
recommendations. Manual arc (stick) welding of headed studs and/or
deformed anchors is not allowed: Paragraphs 7.5.5 to 7.5.5.6 of AWS
D1.1, are deleted.
Structural framing members have been designed to accommodate a
maximum of XX plf of fire proofing per member. Contact engineer if
proposed fireproofing system exceeds this value.
C.
Structural floor system has been designed to accommodate a maximum
of XX psf of fire proofing. Contact engineer if proposed fireproofing
system exceeds this value.
D.
For fireproofing requirements, specifications and thickness, refer to the
Architectural drawings.
E.
Bolt holes in steel shall be 1/16 inch larger than nominal side of bolt
used, except anchor bolt holes which may be 1/8" larger or as noted
on drawings.
B.
B.
Do not prime paint or galvanize steel or decking where fireproofing is to
be applied.
ARCHITECTURALLY EXPOSED STRUCTURAL STEEL
A.
Architecturally exposed structural steel (AESS) shall be fabricated in
accordance with the requirements of AISC Section 10.
B.
All welded joints shall ground smooth UNO.
C.
See Architectural drawings for additional requirements if no requirements
are shown provide mockup for review prior to commencing fabrication.
The precast wall panels are intended to be cast directly on a floor slab on
grade or on constructed waste slabs and erected by the 'TILT-UP' panel
method. Provide a cover/filler in the control joints on the slab on grade.
2.
See Concrete and Reinforcing Steel general notes for material requirements.
3.
Minimum bearing of steel deck on supports shall be 2 inches.
All 3" deep steel deck shall have minimum bearing of 3". Sheets
shall be attached to all supporting steel members as indicated on
drawings and in accordance with manufacturer's recommendations.
The structural drawings do not include temporary bracing and proposed
erection procedures for the TILT-UP panels. The reinforcing shown on the
structural drawings does not allow for lifting and erection stresses. Details
and calculations covering erection procedures, additional reinforcement,
lifting hardware and bracing shall be the responsibility of the contractor and
shall be prepared and sealed by an engineer licensed in the appropriate state
per the appropriate discipline.
4.
The TILT-UP panels shall not be lifted until the concrete has reached the
plan specified design strength with a minimum panel age of 7 days, uno.
C.
Minimum deck connection shall be seven 1/2" puddle welds per sheet
and 3/16" button punch or welds at 12" oc. uno.
5.
D.
See architectural, mechanical, electrical, etc., for sizes and locations of
deck openings and for deck openings smaller than 12" not shown on the
structural drawings. See typical details for framing requirements at deck
openings. Openings larger than 12" shall not be placed in deck unless
specifically shown on the structural drawings.
The parting medium shall be submitted for review by the Structural Engineer
and shall be applied in conformance with the Manufacture's
recommendations.
6.
The TILT-UP panels shall be safely shored during construction of the
structure.
7.
The TILT-UP panels shall be in final position for 14 days minimum before
cast-in-place concrete closures are placed.
8.
The Contractor shall submit detailed shop drawings of the TILT-UP panels
to the Structural Engineer for review prior to construction.
B.
E.
DO NOT hang loads from metal deck. Provide engineered structural
system to hang all loads from steel joists or beams. This includes but
is not limited to metal stud soffit or ceiling framing, mechanical or
plumbing equipment, etc.
F.
Steel deck manufacturers shall submit shop drawings for approval.
G.
Steel deck units with concrete fill shall be continuous over three or more
spans. If steel deck units with concrete fill span less than 3 spans, the
deck units shall be shored, u.n.o. steel roof deck units shall be
continuous over two or more spans, u.n.o.
H.
All exterior exposed or high moisture area decks are to be galvanized.
Galvanized deck to be zinc coated steel per ATSM A653, grade
33 minimum (minimum yield of 38 ksi) and ASTM A653, G60 with
the profile, depth and uncoated thickness as indicated on the drawings.
All metal accessories are to have the same gauge as the decking, uno.
Upon completion of erection, all welds on galvanized steel deck areas
shall be de-slagged, cleaned and touched-up with a zinc rich primer.
2.
3.
Light Gauge trusses shall be designed to support self weight
plus live load and superimposed dead loads including all mechanical
units, point loads "P" in pounds, chord force "CF" in pounds, lateral
force "V" in pounds per foot, and uplift forces "U" in pounds, as
specified on the framing plans. Bridging size and spacing shall be
specified by the truss manufacturer unless otherwise noted.
3.
All truss designs shall comply with ANSI/AISI/COFS/TRUSS-2007
North American standard for cold-formed steel framing-truss design 2007.
4.
All trusses are to be engineered by a truss manufacturer. Shop
drawings and calculations shall be supplied for each truss and
sealed by an engineer licensed in the appropriate state per the
appropriate discipline. Submit shop drawings and calculations to the
structural engineer for review.
5.
Shop drawings shall include the following information:
A.
The allowable loads in pounds per effective screw for the
connections and members used as allowed by ICC-ES
and ICC-ES Report Number
B.
Connections to structure
C.
Top and bottom chord design loads in psf.
D.
Size, gauge, and exact location by Dim. of all connectors
E.
The member gauge shape, yield strength
F.
The name and trademark of the manufacturer. The truss
fabricator and the project name and address
G.
Computed mid-span deflection (total load)
H.
Any special details required at bearing points.
STAMP
PRELIMINARY NOT
FOR
CONSTRUCTION
This document is
preliminary in nature
and is not a final,
signed and sealed
document
Handle and install trusses according to LGSEA-field installation guide for
cold-formed steel roof trusses; Light Gauge Steel Engineers Association.
7.
Truss designer shall design erection bracing and permanent
bridging/bracing of truss chords and webs.
8.
Truss manufacturer to design connections to structure uno.
ALL STRUCTURAL DETAILS USED
ON THIS PLAN ARE COPYRIGHT C
OF LOCHSA ENGINEERING OF
IDAHO. THE RE-USE OF ANY
DETAILS AND CONCEPTS IS NOT
ACCEPTABLE WITHOUT WRITTEN
CONSENT OF LOCHSA
ENGINEERING OF IDAHO.
For exterior and interior load bearing walls use steel structural wall bridging
spaced evenly at 4'-0" oc. max., uno. Except as specifically noted on the
drawings. Contractor, at his own option, may use continuous cold rolled
channel bridging centered in stud punch outs. Steel structural stud wall
bridging shall be a minimum same size and ga. shown on the drawings,
through stud punch outs.
WELDING
A.
Welding of steel structural members connections shall be done using
fillet, plug, butt or seam welds with a minimum as specified in AWS D1.3.
Use AWS type 6013 welding rods, minimum.
FASTENERS AND HARDWARE
A.
For exterior walls use #10 HILTI KWIK FLEX self drilling screws or
approved equal at spacing noted on plans and details, uno.
B.
For interior walls use #8 HILTI KWIK-PRO self drilling screws or approved
equal at spacing noted on plans and details, uno.
C.
Anchor light gage framing to base structure with approved expansion bolts,
epoxies, screws, actuated fasteners, etc as specified in the construction
documents. For additional information see the appropriate fastener notes.
D.
All screws shall be placed 3/4" min. from any edge of studs.
E.
Typical top of parapet shall be 1 1/4" track x same ga. stud depth as wall
with 1-#10 screw at each side of each stud, uno.
F.
Specified hardware shall be Simpson Strong-Tie or approved equal
installed per manufacturer's recommendations, uno.
Precast Concrete Wall Panels (Tilt-up)
1.
STEEL DECK:
A.
Deck shall be cold rolled steel factory primer painted uno., and
conforming to ASTM A 1008 grade 33 minimum (minimum yield of
38ksi), with the profile, depth, and uncoated thickness as indicated on
the drawings. All metal accessories are to have the same gauge as
the decking, uno.
N.
2.
6.
Boise, Idaho
Las Vegas, NV
Dubai, UAE
Ho Chi Minh City, Vietnam
E.
Joist bearings are shown flat in the details. Adjust for slope as required.
Provide continuous 14 gage L- shaped strip if supporting steel members
are not flat with respect to decking.
C.
C:\Users\jgowans\Documents\134112 Wigwam SNF_JGowans.rvt
2/21/2014 2:58:40 PM
Typical slotted slip track shall be 14 ga. for exterior walls, uno. and 18 ga.
for interior walls, uno.
I.
11.
9.
D.
WELDING:
A.
All welding shall comply to the American Welding Society Standard
(AWS D1.1 and AWS D1.8). All welded joints shall be detailed as
indicated by the prequalified joint details in the Structural Welding
Code.
B.
8.
Top chords of joists shall be designed for the seismic or wind Axial
collector forces (tension or compression) shown on plan. SF = Strut
Force. Strut forces shown on plans do not include overstrength or load
factors.
Dead Load
Dead Load
Live Loads
Uplift
Wp (To be used Seismic Axial Force)
G.
G.
Steel joist fabricator shall design joist and joist girder bearings to resist a
horizontal force acting parallel to the joist. The force shall be the greater
of: The seismic force, Fp=0.8 SDS Wp (per ASCE 7-05 section
12.14.7.5). or 5% of total Dead Load + Live Load (per ASCE 7-05
section 12.14.7.1).
Typical gap at slotted slip track shall be 3/4", uno.
=XX psf
=XX psf
=XX psf
=XX psf
201 N. Maple Grove Ste 100
Boise, Idaho 83704
Phone (208) 342-7168
Fax (208) 342-3079
D.
C.
ROOF
WIND LOAD NET (UPLIFT)
DEAD LOAD TOP CHORD
DEAD LOAD BOTTOM CHORD
LIVE LOAD
WIGWAM SKILLED
NURSING FACILITY
Steel joist fabricator shall design and provide joist bridging as required
by current SJI and AISC recommendations. As a minimum contractor is
responsible for end bay bridging for wind uplift. All joists 40 feet and
longer must have a row of bolted bridging in place prior to slackening
of hoisting lines.
All cold-formed steel construction shall be in accordance with the latest
American Iron and Steel Institute standards and guidelines.
Superimposed Design criteria Loads (unless noted otherwise):
9.
The Structural Engineer's review of the shop drawings is only for general
conformance with design concepts and project requirements, and does not
imply approval of any variance from the contract documents. Dimension and
quantities will not be checked by the Structural Engineer.
STRUCTURAL DESIGN NOTES
C.
B.
1.
This drawing package is being submitted for approval
only. Any materials ordered or constructed based on this
drawing package prior to final approval from the Architect
and Engineer-of-Record is at risk of the contractor. The
contractor is advised to obtain final approved drawing
package prior to ordering material and/or construction.
Steel joist fabricator shall submit shop drawings and calculations
sealed by an engineer licensed in the appropriate state per the
appropriate discipline for EOR records prior to project closeout.
GENERAL FRAMING
A.
Steel structural studs 16 ga. and thicker shall have yield strength
Fy = 50 ksi.
JOB TITLE
In addition to the steel included on the drawings, the contractor shall provide
a 5% allowance of steel to be finished, fabricated and installed during the
progression as may be directed by the structural engineer. In the event the
allowance is not completely exhausted, the contractor should be prepared to
issue a credit to the owner for the remaining portion of the allowance.
B.
1.
SHEET TITLE
Designing, detailing, fabrication, and erection of structural steel shall be in
accordance with the American Institute of Steel Construction (latest edition
and supplements). See general notes for additional information.
OPEN WEB STEEL JOISTS
A.
Steel joists and joist girders shall conform to SJI CJ-1.0, SJI K-1.1, SJI
LH/DLH-1.1 & SJI JG-1.1 published by the Steel Joint Institute (SJI) and
as adopted by the International Building Code Section 2206.
Date
3.
10.
Description
2.
Submit shop drawings to structural engineer indicating fabrication of
structural steel components. Include details of cuts, connections, splices,
camber, holes and other pertinent data. Include embedment drawings.
Indicate welds by standard AWS symbols, distinguishing between shop
and field welds,and show size, length and type of each weld. Indicate type,
size and length of bolts distinguish between shop and field bolts. Identify
retensioned and slip-critical high strength bolted connections.
Cold Formed Trusses
100% DD SET 02/21/14
1.
Cold-Formed Steel Structural Members
Rev.
Structural Steel
DATE:
02-10-14
JOB No.
134112.00
DESIGN BY:
DH/RM
DRAWN BY:
JG
SHEET No.
S0.04
Boise, Idaho
Las Vegas, NV
Dubai, UAE
Ho Chi Minh City, Vietnam
PLAN NOTES
Y
NE
For structural design notes, see sheet S0.02 thru S0.04.
2.
The dimensions shown here apply to structural elements only,
see Architectural plans for dimensions not shown.
3.
Contractor shall field verify existing structural conditions. If any
discrepancies are found, contractor shall contact the Architect
and Structural Engineer before performing alteration work.
4.
Top of concrete floor reference elevation =
X'-X"
100'-0" typical uno thus
5.
Slab on grade shall be 4" thick concrete with 4x4 W2.9xW2.9
welded wire fabric, placed 2" clear from top of concrete.
See architectural drawings for slab depressions, slopes, etc.
6.
Top of exterior footing shall be elevation 98'-0" min. and top
TOF
of interior footing shall be 99'-4" min., typ. uno. thus
X'-X"
7.
Contractor to coordinate slab on grade control joints
with 3/S5.01.
8.
S
9.
For typical concrete/foundation details, see sheets S5.01
and S5.02.
STAMP
11.
See Geo-Tech report for underslab and footing requirements.
12.
C#
13.
F# and CF# Denotes footing type,
see footing schedule on sheet S4.01.
MATCHLINE B
CJ
Denotes masonry control joint location, see 3/S5.11
for construction. Coordinate with architectural
for locations.
Denotes recess, sloped or elevated floor
elevations, coordinate size and location with
arch. Also see 5/S5.01 where applicable.
Contractor to coordinate placement of utilities thru or adjacent
to the footings or stem walls with detail 1/S5.01 or the footings
may be stepped per 2/S2.01 at contractors option, typ.
19.
For typical elevated concrete pad or curb construction
see 6/S5.02 or 7/S5.02. Coordinate size, location, and
thickness with equipment supplier.
20.
Exterior non-structural light gauge framing shown for reference only.
For additional information see LG series light gauge framing
drawings.
21.
Typical non-bearing cold form stud framing details are shown
on S5.31 and S5.32. Sizes as follows:
A. Headers - 2-600S137-54 and 600T150-54
uno. see 16/S5.05.
B. Typical exterior framing - 600S137-33
at 16" oc uno.
C. Jamb stud - 2-600S137-54 uno.
D. Horizontal Bridging - see 2, 3, or 4/S5.32.
X
Y
KEY PLAN
2
S3.01
NORTH
NWQ
SWQ
FOUNDATION PLAN
1 OVERALL
1/8" = 1'-0"
N
NEQ
SEQ
This drawing package is being submitted for approval
only. Any materials ordered or constructed based on this
drawing package prior to final approval from the Architect
and Engineer-of-Record is at risk of the contractor. The
contractor is advised to obtain final approved drawing
package prior to ordering material and/or construction.
SE
Rev.
MA
TC
HL
INE
A
C:\Users\jgowans\Documents\134112 Wigwam SNF_JGowans.rvt
2/21/2014 2:58:42 PM
SW
100% DD SET 02/21/14
Description
Date
SHEET TITLE
MATCHLINE A
S3.01
MATCHLINE B
8" Masonry wall
f'm = 1500 psi
#5 vertical at 24" oc., centered
2-#5 horizontal at 48" oc. in bond beam.
Provide additional reinforcing at wall openings,
ends, corners and intersections per detail sheet
S5.11, special inspection is required. See sheet
S5.11 for masonry typ. details. Solid grout all cells.
All masonry bearing walls are to be considered SFRS .
18.
3
MATCHLINE B
Denotes base plate type, see schedule and
details on sheet S4.01.
ALL STRUCTURAL DETAILS USED
ON THIS PLAN ARE COPYRIGHT C
OF LOCHSA ENGINEERING OF
IDAHO. THE RE-USE OF ANY
DETAILS AND CONCEPTS IS NOT
ACCEPTABLE WITHOUT WRITTEN
CONSENT OF LOCHSA
ENGINEERING OF IDAHO.
WIGWAM SKILLED
NURSING FACILITY
17.
Denotes column type,
see column schedule on sheet S4.01.
BPL #
15.
16.
PRELIMINARY NOT
FOR
CONSTRUCTION
This document is
preliminary in nature
and is not a final,
signed and sealed
document
OVERALL FOUNDATION PLAN
14.
1
Indicates step(s) in footing, see 2/S5.01.
.Denotes holdown per plan or see X/S4.0X
for Holdown schedule.
10.
S3.01
S
JOB TITLE
A
INE
HL
TC
MA
NW
1.
201 N. Maple Grove Ste 100
Boise, Idaho 83704
Phone (208) 342-7168
Fax (208) 342-3079
Foundation Notes:
DATE:
02-10-14
JOB No.
134112.00
DESIGN BY:
DH/RM
DRAWN BY:
JG
SHEET No.
S1.01
Boise, Idaho
Las Vegas, NV
Dubai, UAE
Ho Chi Minh City, Vietnam
PLAN NOTES
Y
1.
For structural design notes, see sheet S0.02 thru S0.04.
2.
The dimensions shown here apply to structural elements only,
see Architectural plans for dimensions not shown.
3.
Contractor shall field verify existing structural conditions. If any
discrepancies are found, contractor shall contact the Architect
and Structural Engineer before performing alteration work.
4.
Top of concrete floor reference elevation =
X'-X"
100'-0" typical uno thus
5.
Slab on grade shall be 4" thick concrete with 4x4 W2.9xW2.9
welded wire fabric, placed 2" clear from top of concrete.
See architectural drawings for slab depressions, slopes, etc.
6.
Top of exterior footing shall be elevation 98'-0" min. and top
TOF
of interior footing shall be 99'-4" min., typ. uno. thus
X'-X"
S
9.
For typical concrete/foundation details, see sheets S5.01
and S5.02.
11.
See Geo-Tech report for underslab and footing requirements.
12.
C#
13.
F# and CF# Denotes footing type,
see footing schedule on sheet S4.01.
14.
4" CONCRETE
SLAB, SEE NOTE 4
CF3
17.
ALL STRUCTURAL DETAILS USED
ON THIS PLAN ARE COPYRIGHT C
OF LOCHSA ENGINEERING OF
IDAHO. THE RE-USE OF ANY
DETAILS AND CONCEPTS IS NOT
ACCEPTABLE WITHOUT WRITTEN
CONSENT OF LOCHSA
ENGINEERING OF IDAHO.
Denotes base plate type, see schedule and
details on sheet S4.01.
8" Masonry wall
f'm = 1500 psi
#5 vertical at 24" oc., centered
2-#5 horizontal at 48" oc. in bond beam.
Provide additional reinforcing at wall openings,
ends, corners and intersections per detail sheet
S5.11, special inspection is required. See sheet
S5.11 for masonry typ. details. Solid grout all cells.
All masonry bearing walls are to be considered SFRS .
CF3
16.
PRELIMINARY NOT
FOR
CONSTRUCTION
This document is
preliminary in nature
and is not a final,
signed and sealed
document
Denotes column type,
see column schedule on sheet S4.01.
BPL #
15.
NE
Indicates step(s) in footing, see 2/S5.01.
.Denotes holdown per plan or see X/S4.0X
for Holdown schedule.
10.
4" CONCRETE
SLAB, SEE NOTE 4
S
CJ
Denotes masonry control joint location, see 3/S5.11
for construction. Coordinate with architectural
for locations.
Denotes recess, sloped or elevated floor
elevations, coordinate size and location with
arch. Also see 5/S5.01 where applicable.
18.
Contractor to coordinate placement of utilities thru or adjacent
to the footings or stem walls with detail 1/S5.01 or the footings
may be stepped per 2/S2.01 at contractors option, typ.
19.
For typical elevated concrete pad or curb construction
see 6/S5.02 or 7/S5.02. Coordinate size, location, and
thickness with equipment supplier.
20.
Exterior non-structural light gauge framing shown for reference only.
For additional information see LG series light gauge framing
drawings.
21.
Typical non-bearing cold form stud framing details are shown
on S5.31 and S5.32. Sizes as follows:
A. Headers - 2-600S137-54 and 600T150-54
uno. see 16/S5.05.
B. Typical exterior framing - 600S137-33
at 16" oc uno.
C. Jamb stud - 2-600S137-54 uno.
D. Horizontal Bridging - see 2, 3, or 4/S5.32.
F4
F4
WIGWAM SKILLED
NURSING FACILITY
NW
8.
STAMP
FOUNDATION PLAN - NW
QUADRANT
.03
/S1
E1
, SE
INE
HL
TC
MA
CF
3
Contractor to coordinate slab on grade control joints
with 3/S5.01.
JOB TITLE
CF
3
7.
F4
201 N. Maple Grove Ste 100
Boise, Idaho 83704
Phone (208) 342-7168
Fax (208) 342-3079
Foundation Notes:
F4
F4
MATCHLINE, SEE 1/S1.05
Date
X
SE
N
KEY PLAN
NORTH
NWQ
SWQ
NEQ
SEQ
Rev.
FLOOR FOUNDATION PLAN NW QUADRANT
1 FIRST
3/16" = 1'-0"
Y
100% DD SET 02/21/14
C:\Users\jgowans\Documents\134112 Wigwam SNF_JGowans.rvt
2/21/2014 2:58:43 PM
SW
Description
CF4
This drawing package is being submitted for approval
only. Any materials ordered or constructed based on this
drawing package prior to final approval from the Architect
and Engineer-of-Record is at risk of the contractor. The
contractor is advised to obtain final approved drawing
package prior to ordering material and/or construction.
MATCHLINE, SEE 1/S1.04
CF3
MATCHLINE, SEE 1/S1.04
MATCHLINE, SEE 1/S1.03
CF4
S3.01
CF3
1
CF4
CF4
SHEET TITLE
4" CONCRETE
SLAB, SEE NOTE 4
MATCHLINE B
DATE:
02-10-14
JOB No.
134112.00
DESIGN BY:
DH/RM
DRAWN BY:
JG
SHEET No.
S1.02
Boise, Idaho
Las Vegas, NV
Dubai, UAE
Ho Chi Minh City, Vietnam
PLAN NOTES
1.
For structural design notes, see sheet S0.02 thru S0.04.
2.
The dimensions shown here apply to structural elements only,
see Architectural plans for dimensions not shown.
3.
Contractor shall field verify existing structural conditions. If any
discrepancies are found, contractor shall contact the Architect
and Structural Engineer before performing alteration work.
4.
Top of concrete floor reference elevation =
X'-X"
100'-0" typical uno thus
5.
Slab on grade shall be 4" thick concrete with 4x4 W2.9xW2.9
welded wire fabric, placed 2" clear from top of concrete.
See architectural drawings for slab depressions, slopes, etc.
6.
Top of exterior footing shall be elevation 98'-0" min. and top
TOF
of interior footing shall be 99'-4" min., typ. uno. thus
201 N. Maple Grove Ste 100
Boise, Idaho 83704
Phone (208) 342-7168
Fax (208) 342-3079
Foundation Notes:
X'-X"
8.
S
9.
For typical concrete/foundation details, see sheets S5.01
and S5.02.
11.
See Geo-Tech report for underslab and footing requirements.
12.
C#
13.
F# and CF# Denotes footing type,
see footing schedule on sheet S4.01.
14.
CF3
17.
ALL STRUCTURAL DETAILS USED
ON THIS PLAN ARE COPYRIGHT C
OF LOCHSA ENGINEERING OF
IDAHO. THE RE-USE OF ANY
DETAILS AND CONCEPTS IS NOT
ACCEPTABLE WITHOUT WRITTEN
CONSENT OF LOCHSA
ENGINEERING OF IDAHO.
Denotes base plate type, see schedule and
details on sheet S4.01.
8" Masonry wall
f'm = 1500 psi
#5 vertical at 24" oc., centered
2-#5 horizontal at 48" oc. in bond beam.
Provide additional reinforcing at wall openings,
ends, corners and intersections per detail sheet
S5.11, special inspection is required. See sheet
S5.11 for masonry typ. details. Solid grout all cells.
All masonry bearing walls are to be considered SFRS .
CJ
Denotes masonry control joint location, see 3/S5.11
for construction. Coordinate with architectural
for locations.
Denotes recess, sloped or elevated floor
elevations, coordinate size and location with
arch. Also see 5/S5.01 where applicable.
18.
Contractor to coordinate placement of utilities thru or adjacent
to the footings or stem walls with detail 1/S5.01 or the footings
may be stepped per 2/S2.01 at contractors option, typ.
19.
For typical elevated concrete pad or curb construction
see 6/S5.02 or 7/S5.02. Coordinate size, location, and
thickness with equipment supplier.
20.
Exterior non-structural light gauge framing shown for reference only.
For additional information see LG series light gauge framing
drawings.
21.
Typical non-bearing cold form stud framing details are shown
on S5.31 and S5.32. Sizes as follows:
A. Headers - 2-600S137-54 and 600T150-54
uno. see 16/S5.05.
B. Typical exterior framing - 600S137-33
at 16" oc uno.
C. Jamb stud - 2-600S137-54 uno.
D. Horizontal Bridging - see 2, 3, or 4/S5.32.
CF3
F4
Denotes column type,
see column schedule on sheet S4.01.
BPL #
15.
16.
PRELIMINARY NOT
FOR
CONSTRUCTION
This document is
preliminary in nature
and is not a final,
signed and sealed
document
WIGWAM SKILLED
NURSING FACILITY
CF3
.02
/S1
E1
, SE
INE
HL
TC
MA
4" CONCRETE
SLAB, SEE NOTE 4
Indicates step(s) in footing, see 2/S5.01.
.Denotes holdown per plan or see X/S4.0X
for Holdown schedule.
10.
4" CONCRETE
SLAB, SEE NOTE 4
S
STAMP
JOB TITLE
NE
Contractor to coordinate slab on grade control joints
with 3/S5.01.
FOUNDATION PLAN - NE
QUADRANT
7.
CF3
CF3
4" CONCRETE
SLAB, SEE NOTE 4
Date
CF3
CF3
CF3
3
MATCHLINE, SEE 1/S1.02
MATCHLINE, SEE 1/S1.05
MATCHLINE, SEE 1/S1.05
X
KEY PLAN
NORTH
NWQ
SWQ
NEQ
SEQ
Rev.
FLOOR FOUNDATION PLAN NE QUADRANT
1 FIRST
3/16" = 1'-0"
N
100% DD SET 02/21/14
C:\Users\jgowans\Documents\134112 Wigwam SNF_JGowans.rvt
2/21/2014 2:58:45 PM
Description
MATCHLINE, SEE 1/S1.04
CF3
S3.01
This drawing package is being submitted for approval
only. Any materials ordered or constructed based on this
drawing package prior to final approval from the Architect
and Engineer-of-Record is at risk of the contractor. The
contractor is advised to obtain final approved drawing
package prior to ordering material and/or construction.
SHEET TITLE
F4
DATE:
02-10-14
JOB No.
134112.00
DESIGN BY:
DH/RM
DRAWN BY:
JG
SHEET No.
S1.03
Boise, Idaho
Las Vegas, NV
Dubai, UAE
Ho Chi Minh City, Vietnam
PLAN NOTES
Y
NE
For structural design notes, see sheet S0.02 thru S0.04.
2.
The dimensions shown here apply to structural elements only,
see Architectural plans for dimensions not shown.
3.
Contractor shall field verify existing structural conditions. If any
discrepancies are found, contractor shall contact the Architect
and Structural Engineer before performing alteration work.
4.
Top of concrete floor reference elevation =
X'-X"
100'-0" typical uno thus
5.
Slab on grade shall be 4" thick concrete with 4x4 W2.9xW2.9
welded wire fabric, placed 2" clear from top of concrete.
See architectural drawings for slab depressions, slopes, etc.
6.
Top of exterior footing shall be elevation 98'-0" min. and top
TOF
of interior footing shall be 99'-4" min., typ. uno. thus
X'-X"
7.
CF4
Contractor to coordinate slab on grade control joints
with 3/S5.01.
8.
S
9.
For typical concrete/foundation details, see sheets S5.01
and S5.02.
MATCHLINE, SEE 1/S1.02
CF4
CF4
MATCHLINE, SEE 1/S1.02
CF3
S3.01
MATCHLINE, SEE 1/S1.03
MATCHLINE, SEE 1/S1.05
X
11.
See Geo-Tech report for underslab and footing requirements.
12.
C#
13.
F# and CF# Denotes footing type,
see footing schedule on sheet S4.01.
CF4
14.
4" CONCRETE
SLAB, SEE NOTE 4
Indicates step(s) in footing, see 2/S5.01.
PRELIMINARY NOT
FOR
CONSTRUCTION
This document is
preliminary in nature
and isMATCHLINE
not a final,B
signed and sealed
document
.Denotes holdown per plan or see X/S4.0X
for Holdown schedule.
10.
1
S
STAMP
Denotes column type,
see column schedule on sheet S4.01.
BPL #
15.
ALL STRUCTURAL DETAILS USED
ON THIS PLAN ARE COPYRIGHT C
OF LOCHSA ENGINEERING OF
IDAHO. THE RE-USE OF ANY
DETAILS AND CONCEPTS IS NOT
ACCEPTABLE WITHOUT WRITTEN
CONSENT OF LOCHSA
ENGINEERING OF IDAHO.
Denotes base plate type, see schedule and
details on sheet S4.01.
8" Masonry wall
f'm = 1500 psi
#5 vertical at 24" oc., centered
2-#5 horizontal at 48" oc. in bond beam.
Provide additional reinforcing at wall openings,
ends, corners and intersections per detail sheet
S5.11, special inspection is required. See sheet
S5.11 for masonry typ. details. Solid grout all cells.
All masonry bearing walls are to be considered SFRS .
F4
F4
WIGWAM SKILLED
NURSING FACILITY
NW
1.
201 N. Maple Grove Ste 100
Boise, Idaho 83704
Phone (208) 342-7168
Fax (208) 342-3079
Foundation Notes:
F4
17.
18.
Contractor to coordinate placement of utilities thru or adjacent
to the footings or stem walls with detail 1/S5.01 or the footings
may be stepped per 2/S2.01 at contractors option, typ.
19.
For typical elevated concrete pad or curb construction
see 6/S5.02 or 7/S5.02. Coordinate size, location, and
thickness with equipment supplier.
20.
Exterior non-structural light gauge framing shown for reference only.
For additional information see LG series light gauge framing
drawings.
21.
Typical non-bearing cold form stud framing details are shown
on S5.31 and S5.32. Sizes as follows:
A. Headers - 2-600S137-54 and 600T150-54
uno. see 16/S5.05.
B. Typical exterior framing - 600S137-33
at 16" oc uno.
C. Jamb stud - 2-600S137-54 uno.
D. Horizontal Bridging - see 2, 3, or 4/S5.32.
F4
4" CONCRETE
SLAB, SEE NOTE 4
SHEET TITLE
CF
3
Denotes recess, sloped or elevated floor
elevations, coordinate size and location with
arch. Also see 5/S5.01 where applicable.
MA
TC
HL
INE
, SE
E1
/S1
.05
SW
Date
CF
3
4" CONCRETE
SLAB, SEE NOTE 4
3
CF
Description
3
CF
N
KEY PLAN
NORTH
NWQ
SWQ
NEQ
SEQ
Rev.
FLOOR FOUNDATION PLAN NW QUADRANT
1 FIRST
3/16" = 1'-0"
Y
100% DD SET 02/21/14
C:\Users\jgowans\Documents\134112 Wigwam SNF_JGowans.rvt
2/21/2014 2:58:46 PM
3
CF
This drawing package is being submitted for approval
only. Any materials ordered or constructed based on this
drawing package prior to final approval from the Architect
and Engineer-of-Record is at risk of the contractor. The
contractor is advised to obtain final approved drawing
package prior to ordering material and/or construction.
CF3
SE
Denotes masonry control joint location, see 3/S5.11
for construction. Coordinate with architectural
for locations.
JOB TITLE
F4
CJ
FOUNDATION PLAN - SW
QUADRANT
16.
DATE:
02-10-14
JOB No.
134112.00
DESIGN BY:
DH/RM
DRAWN BY:
JG
SHEET No.
S1.04
Boise, Idaho
Las Vegas, NV
Dubai, UAE
Ho Chi Minh City, Vietnam
PLAN NOTES
1.
For structural design notes, see sheet S0.02 thru S0.04.
2.
The dimensions shown here apply to structural elements only,
see Architectural plans for dimensions not shown.
3.
Contractor shall field verify existing structural conditions. If any
discrepancies are found, contractor shall contact the Architect
and Structural Engineer before performing alteration work.
4.
Top of concrete floor reference elevation =
X'-X"
100'-0" typical uno thus
5.
Slab on grade shall be 4" thick concrete with 4x4 W2.9xW2.9
welded wire fabric, placed 2" clear from top of concrete.
See architectural drawings for slab depressions, slopes, etc.
6.
Top of exterior footing shall be elevation 98'-0" min. and top
TOF
of interior footing shall be 99'-4" min., typ. uno. thus
201 N. Maple Grove Ste 100
Boise, Idaho 83704
Phone (208) 342-7168
Fax (208) 342-3079
Foundation Notes:
X'-X"
8.
S
9.
For typical concrete/foundation details, see sheets S5.01
and S5.02.
MATCHLINE, SEE 1/S1.03
MATCHLINE, SEE 1/S1.03
X
CF3
MATCHLINE, SEE 1/S1.04
11.
See Geo-Tech report for underslab and footing requirements.
12.
C#
13.
F# and CF# Denotes footing type,
see footing schedule on sheet S4.01.
14.
CF
3
17.
CF3
CF3
F4
ALL STRUCTURAL DETAILS USED
ON THIS PLAN ARE COPYRIGHT C
OF LOCHSA ENGINEERING OF
IDAHO. THE RE-USE OF ANY
DETAILS AND CONCEPTS IS NOT
ACCEPTABLE WITHOUT WRITTEN
CONSENT OF LOCHSA
ENGINEERING OF IDAHO.
Denotes base plate type, see schedule and
details on sheet S4.01.
8" Masonry wall
f'm = 1500 psi
#5 vertical at 24" oc., centered
2-#5 horizontal at 48" oc. in bond beam.
Provide additional reinforcing at wall openings,
ends, corners and intersections per detail sheet
S5.11, special inspection is required. See sheet
S5.11 for masonry typ. details. Solid grout all cells.
All masonry bearing walls are to be considered SFRS .
F4
16.
Denotes column type,
see column schedule on sheet S4.01.
BPL #
15.
4" CONCRETE
SLAB, SEE NOTE 4
PRELIMINARY NOT
FOR
CONSTRUCTION
This document is
preliminary in nature
and is not a final,
signed and sealed
document
.Denotes holdown per plan or see X/S4.0X
for Holdown schedule.
10.
MATCHLINE, SEE 1/S1.02
Indicates step(s) in footing, see 2/S5.01.
CJ
WIGWAM SKILLED
NURSING FACILITY
S3.01
S
STAMP
Denotes masonry control joint location, see 3/S5.11
for construction. Coordinate with architectural
for locations.
Denotes recess, sloped or elevated floor
elevations, coordinate size and location with
arch. Also see 5/S5.01 where applicable.
18.
Contractor to coordinate placement of utilities thru or adjacent
to the footings or stem walls with detail 1/S5.01 or the footings
may be stepped per 2/S2.01 at contractors option, typ.
19.
For typical elevated concrete pad or curb construction
see 6/S5.02 or 7/S5.02. Coordinate size, location, and
thickness with equipment supplier.
20.
Exterior non-structural light gauge framing shown for reference only.
For additional information see LG series light gauge framing
drawings.
21.
Typical non-bearing cold form stud framing details are shown
on S5.31 and S5.32. Sizes as follows:
A. Headers - 2-600S137-54 and 600T150-54
uno. see 16/S5.05.
B. Typical exterior framing - 600S137-33
at 16" oc uno.
C. Jamb stud - 2-600S137-54 uno.
D. Horizontal Bridging - see 2, 3, or 4/S5.32.
FOUNDATION PLAN - SE
QUADRANT
3
Contractor to coordinate slab on grade control joints
with 3/S5.01.
JOB TITLE
CF3
7.
4" CONCRETE
SLAB, SEE NOTE 4
MA
TC
HL
INE
,S
EE
1
Date
/S1
.04
CF
3
4" CONCRETE
SLAB, SEE NOTE 4
CF
3
Description
SE
KEY PLAN
NORTH
NWQ
SWQ
NEQ
SEQ
Rev.
FLOOR FOUNDATION PLAN NW QUADRANT
1 FIRST
3/16" = 1'-0"
N
100% DD SET 02/21/14
C:\Users\jgowans\Documents\134112 Wigwam SNF_JGowans.rvt
2/21/2014 2:58:48 PM
CF3
This drawing package is being submitted for approval
only. Any materials ordered or constructed based on this
drawing package prior to final approval from the Architect
and Engineer-of-Record is at risk of the contractor. The
contractor is advised to obtain final approved drawing
package prior to ordering material and/or construction.
SHEET TITLE
CF3
DATE:
02-10-14
JOB No.
134112.00
DESIGN BY:
DH/RM
DRAWN BY:
JG
SHEET No.
S1.05
Boise, Idaho
Las Vegas, NV
Dubai, UAE
Ho Chi Minh City, Vietnam
PLAN NOTES
Y
NE
For structural design notes, see sheet S0.02 thru S0.04.
2.
The dimensions shown here apply to structural elements only,
see Architectural plans for dimensions not shown.
3.
Contractor shall field verify existing structural conditions. If any
discrepancies are found, contractor shall contact the Architect
and Structural Engineer before performing alteration work.
4.
5.
Top of concrete floor reference elevation =
X'-X"
100'-0" typical uno thus
H#
Denotes header/beam, see schedule on S4.01.
6.
For typical framing details, see sheets Sx.0x thru Sx.0x.
7.
Floor Deck
3/4" APA T & G sheathing 40/20
(sub-floor)
Nailing patterns
10d at 6" oc., all panel edges
10d at 12" oc. at intermediate supports
stagger panel joints.
For additional information, see 6/S5.42
W
O
O
D
A
INE
HL
TC
MA
1.
201 N. Maple Grove Ste 100
Boise, Idaho 83704
Phone (208) 342-7168
Fax (208) 342-3079
Floor Framing Notes:
NW
Floor deck shall be 3 1/2" hardrock concrete over the flutes of
2"x18 ga. type W2 Verco steel deck, or approved equal. Total
thickness = 5 1/2". Reinforce with 6x6 W2.9xW2.9 WWF
placed 1 1/2" clear from top of concrete. For negative
reinforcing over girder supports, see 6/S5.21. Deck shall be
continuous for 3 or more spans (4-supports) where possible,
shore deck where single spans exceed 10'-0". For typical
composite slab construction, see 4/S5.21. For support of steel
deck at columns, see 3/S5.21. Weld deck using 1/2" diameter net
effective puddle welds:
A.
Perpendicular bearings: 4 welds per
sheet per support.
B.
Parallel edges at 18" oc.
C.
Side seams: Button punch side seams at 24" oc.
ST
EE
L
5
1/
2"
7.
STAMP
Floor deck shall be 4 1/2" hardrock concrete over the flutes of
3"x18 ga. type W3 Verco steel deck, or approved equal.
Total thickness = 7 1/2". Reinforce with 6x6 W2.9xW2.9 WWF
placed 1 1/2" clear from top of concrete. For negative
reinforcing over girder supports, see 6/S5.21. Deck shall be
continuous for 3 or more spans (4-supports) where possible,
shore deck where single spans exceed 8'-0". For typical
composite slab construction, see 4/S5.21. For support of steel
deck at columns, see 3/S5.21.Weld deck using 1/2" diameter net
effective puddle welds:
A.
Perpendicular bearings: 4 welds per
sheet per support.
B.
Parallel edges at 18" oc.
C.
Side seams: Button punch side seams at 24" oc.
7.
Floor deck shall be 4" hardrock concrete over the flutes of
1 1/2"x18 ga. type B Verco steel deck, or approved equal.
Total thickness = 5 1/2". Reinforce with 6x6 W2.9xW2.9
WWF placed 1 1/2" clear from top of concrete. For negative
reinforcing over girder supports, see 6/S5.21. Deck shall be
continuous for 3 or more spans (4-supports) where possible,
shore deck where single spans exceed 8'-0". For typical
composite slab construction, see 4/S5.21. For support of steel
deck at columns, see 3/S5.21.Weld deck using 1/2" diameter net
effective puddle welds:
A.
Perpendicular bearings: 4 welds per
sheet per support.
B.
Parallel edges at 18" oc.
C.
Side seams: Button punch side seams at 24" oc.
ALL STRUCTURAL DETAILS USED
ON THIS PLAN ARE COPYRIGHT C
OF LOCHSA ENGINEERING OF
IDAHO. THE RE-USE OF ANY
DETAILS AND CONCEPTS IS NOT
ACCEPTABLE WITHOUT WRITTEN
CONSENT OF LOCHSA
ENGINEERING OF IDAHO.
S3.01
1
MATCHLINE B
S3.01
MATCHLINE B
MATCHLINE B
X
OVERALL FLOOR FRAMING
PLAN
3
JOB TITLE
ST
EE
L
5
1/
2"
ST
EE
L
7
WIGWAM SKILLED
NURSING FACILITY
1/
2"
7.
PRELIMINARY NOT
FOR
CONSTRUCTION
This document is
preliminary in nature
and is not a final,
signed and sealed
document
SW1
8.
X'-X"
9.
Denotes shearwall, see schedule x/Sx.0x.
For constructoion information, see 7/S5.42.
All shearwalls are to be considered SFRS .
Denotes recess, sloped or elevated floor
elevations, coordinate size and location with
arch. Also see X/Sx.0x where applicable.
10.
Denotes kinked beam, see X/SX.0X.
11.
Exterior non-structural light gauge framing shown for reference only.
For additional information see LG series light gauge framing
drawings.
12.
J1 =
Y
2
KEY PLAN
S3.01
NORTH
NWQ
SWQ
FLOOR FRAMING PLAN
1 OVERALL
1/8" = 1'-0"
N
NEQ
SEQ
This drawing package is being submitted for approval
only. Any materials ordered or constructed based on this
drawing package prior to final approval from the Architect
and Engineer-of-Record is at risk of the contractor. The
contractor is advised to obtain final approved drawing
package prior to ordering material and/or construction.
SE
100% DD SET 02/21/14
C:\Users\jgowans\Documents\134112 Wigwam SNF_JGowans.rvt
2/21/2014 2:58:51 PM
MA
TC
HL
INE
A
SW
Rev.
Description
Date
SHEET TITLE
Open web steel truss 16" deep at 32" oc.
DATE:
02-10-14
JOB No.
134112.00
DESIGN BY:
DH/RM
DRAWN BY:
JG
SHEET No.
S1.06
Boise, Idaho
Las Vegas, NV
Dubai, UAE
Ho Chi Minh City, Vietnam
PLAN NOTES
For structural design notes, see sheet S0.02 thru S0.04.
2.
The dimensions shown here apply to structural elements only,
see Architectural plans for dimensions not shown.
3.
Contractor shall field verify existing structural conditions. If any
discrepancies are found, contractor shall contact the Architect
and Structural Engineer before performing alteration work.
4.
5.
Top of concrete floor reference elevation =
X'-X"
100'-0" typical uno thus
H#
Denotes header/beam, see schedule on S4.01.
6.
For typical framing details, see sheets Sx.0x thru Sx.0x.
7.
Floor Deck
3/4" APA T & G sheathing 40/20
(sub-floor)
Nailing patterns
10d at 6" oc., all panel edges
10d at 12" oc. at intermediate supports
stagger panel joints.
For additional information, see 6/S5.42
W
O
O
D
1.
201 N. Maple Grove Ste 100
Boise, Idaho 83704
Phone (208) 342-7168
Fax (208) 342-3079
Floor Framing Notes:
Y
PRELIMINARY NOT
FOR
CONSTRUCTION
This document is
preliminary in nature
and is not a final,
signed and sealed
document
Floor deck shall be 3 1/2" hardrock concrete over the flutes of
2"x18 ga. type W2 Verco steel deck, or approved equal. Total
thickness = 5 1/2". Reinforce with 6x6 W2.9xW2.9 WWF
placed 1 1/2" clear from top of concrete. For negative
reinforcing over girder supports, see 6/S5.21. Deck shall be
continuous for 3 or more spans (4-supports) where possible,
shore deck where single spans exceed 10'-0". For typical
composite slab construction, see 4/S5.21. For support of steel
deck at columns, see 3/S5.21. Weld deck using 1/2" diameter net
effective puddle welds:
A.
Perpendicular bearings: 4 welds per
sheet per support.
B.
Parallel edges at 18" oc.
C.
Side seams: Button punch side seams at 24" oc.
7.
Floor deck shall be 4 1/2" hardrock concrete over the flutes of
3"x18 ga. type W3 Verco steel deck, or approved equal.
Total thickness = 7 1/2". Reinforce with 6x6 W2.9xW2.9 WWF
placed 1 1/2" clear from top of concrete. For negative
reinforcing over girder supports, see 6/S5.21. Deck shall be
continuous for 3 or more spans (4-supports) where possible,
shore deck where single spans exceed 8'-0". For typical
composite slab construction, see 4/S5.21. For support of steel
deck at columns, see 3/S5.21.Weld deck using 1/2" diameter net
effective puddle welds:
A.
Perpendicular bearings: 4 welds per
sheet per support.
B.
Parallel edges at 18" oc.
C.
Side seams: Button punch side seams at 24" oc.
7.
Floor deck shall be 4" hardrock concrete over the flutes of
1 1/2"x18 ga. type B Verco steel deck, or approved equal.
Total thickness = 5 1/2". Reinforce with 6x6 W2.9xW2.9
WWF placed 1 1/2" clear from top of concrete. For negative
reinforcing over girder supports, see 6/S5.21. Deck shall be
continuous for 3 or more spans (4-supports) where possible,
shore deck where single spans exceed 8'-0". For typical
composite slab construction, see 4/S5.21. For support of steel
deck at columns, see 3/S5.21.Weld deck using 1/2" diameter net
effective puddle welds:
A.
Perpendicular bearings: 4 welds per
sheet per support.
B.
Parallel edges at 18" oc.
C.
Side seams: Button punch side seams at 24" oc.
WIGWAM SKILLED
NURSING FACILITY
1/
2"
ALL STRUCTURAL DETAILS USED
ON THIS PLAN ARE COPYRIGHT C
OF LOCHSA ENGINEERING OF
IDAHO. THE RE-USE OF ANY
DETAILS AND CONCEPTS IS NOT
ACCEPTABLE WITHOUT WRITTEN
CONSENT OF LOCHSA
ENGINEERING OF IDAHO.
5
J
NO 1, S
TE EE
12
1/
2"
ST
EE
L
7
W
12
x2
6
J
N O 1, S
TE EE
12
NW
ST
EE
L
.03
/S1
E1
, SE
INE
HL
TC
MA
5
1/
2"
7.
STAMP
FLOOR FRAMING PLAN - NW
QUADRANT
JOB TITLE
ST
EE
L
W
12
x2
6
E
SE
J1, E 12
T
NO
NE
J
NO 1, S
TE EE
12
SW1
8.
X'-X"
6
2x2
W1
W
12
x2
6
Denotes recess, sloped or elevated floor
elevations, coordinate size and location with
arch. Also see X/Sx.0x where applicable.
10.
Denotes kinked beam, see X/SX.0X.
Exterior non-structural light gauge framing shown for reference only.
For additional information see LG series light gauge framing
drawings.
12.
J1 =
Open web steel truss 16" deep at 32" oc.
MATCHLINE, SEE 1/S1.03
MATCHLINE, SEE 1/S1.04
MATCHLINE, SEE 1/S1.05
FRAMING PLAN NW QUADRANT
1 FLOOR
3/16" = 1'-0"
Y
SE
N
KEY PLAN
NORTH
NWQ
SWQ
NEQ
SEQ
Rev.
C:\Users\jgowans\Documents\134112 Wigwam SNF_JGowans.rvt
2/21/2014 2:58:52 PM
SW
100% DD SET 02/21/14
Description
MATCHLINE, SEE 1/S1.04
W16x26
S3.01
W24x68
1
W16x26
Date
6
6x2
W1
SHEET TITLE
J1, SEE
NOTE 12
6
2x2
W1
11.
This drawing package is being submitted for approval
only. Any materials ordered or constructed based on this
drawing package prior to final approval from the Architect
and Engineer-of-Record is at risk of the contractor. The
contractor is advised to obtain final approved drawing
package prior to ordering material and/or construction.
6
2x2
W1
9.
Denotes shearwall, see schedule x/Sx.0x.
For constructoion information, see 7/S5.42.
All shearwalls are to be considered SFRS .
DATE:
02-10-14
JOB No.
134112.00
DESIGN BY:
DH/RM
DRAWN BY:
JG
SHEET No.
S1.07
Boise, Idaho
Las Vegas, NV
Dubai, UAE
Ho Chi Minh City, Vietnam
PLAN NOTES
The dimensions shown here apply to structural elements only,
see arch. plans for any dimensions not shown.
3.
Contractor shall field verify existing structural conditions. If any
discrepancies are found, contractor shall contact the Architect
and Structural Engineer before performing alteration work.
4.
For typical framing details, see sheets Sx.0x thru Sx.0x.
000#
Roof supported mechanical unit with operating weight.
Provide double joists at each end of unit and full depth
blocking between main framing under mechanical unit curb.
Coordinate exact location, size and number of deck
penetrations with mechanical.
5.
000#
Roof supported mechanical unit with operating weight.
Provide C6X8.2 minimum framing under mechanical unit
curb. Coordinate exact location, size and number of deck
penetrations with mechanical. For additional information
see 7/S5.21 uno.
W
O
O
D
5.
H1
NE
7.
Roof Deck,
19/32" APA sheathing 40/20
(exterior)
Nailing patterns:
10d at 6" oc, all panel edges
10d at 12" oc. at intermediate supports
stagger panel joints.
H1
W
O
O
D
Contractor to field coordinate roof openings and support framing
locations. For typical deck reinforcing at deck penetrations, see
7/S5.21
Denotes snow drift area to be included in joist
design by manufacturer. Loads are as
indicated on the snow drift schedule S4.0x.
6
2x2
W1
E
SE
J1, E 12
T
NO
10.
6
2x2
W1
For beam to beam or beam to column connection
see 1/S5.21 and 2/S5.22 unless specifically detailed.
X'-X"
H#
11.
W12x40
WIGWAM SKILLED
NURSING FACILITY
W12x40
6
2x2
W1
E
SE
J1, E 12
T
NO
Roof deck shall be 1 1/2" x 18 ga. Verco HSB36 deck or equal.
Deck shall span continuous over 3 or more spans (4 supports).
(UNO) Shore single spans where they exceed 8'-0". See
architectural drawings for insulation, roofing, etc. For support of
steel deck at columns, see 3/S5.21. Weld deck using 1/2” dia. net
effective puddle welds.
A.
Perpendicular bearings: 7 welds per
sheet per support.
B.
Parallel edges at 12" oc.
C.
3/16” dia. Button punch: side lap at 12” oc.
8.
9.
ALL STRUCTURAL DETAILS USED
ON THIS PLAN ARE COPYRIGHT C
OF LOCHSA ENGINEERING OF
IDAHO. THE RE-USE OF ANY
DETAILS AND CONCEPTS IS NOT
ACCEPTABLE WITHOUT WRITTEN
CONSENT OF LOCHSA
ENGINEERING OF IDAHO.
ST
EE
L
7.
J1, SEE
NOTE 12
PRELIMINARY NOT
FOR
CONSTRUCTION
This document is
preliminary in nature
and is not a final,
signed and sealed
document
Roof hung mechanical with operating weight. Provide unit
support, see x/Sx.0x.
000#
6.
W12x40
Denotes bottom of deck elevation.
Work point is a projection up from
grid or the center of framing/wall below.
Denotes header/beam, see schedule on S4.01.
SW1
E
SE
J1, E 12
T
NO
12.
13.
X'-X"
Denotes shearwall, see schedule x/Sx.0x.
All shearwalls are to be considered SFRS .
Shading denotes overbuild framing,
see x and x/Sx.0x.
6
2x2
W1
Exterior non-structural light gauge framing shown for reference only.
For additional information see LG series light gauge framing
drawings.
15.
RJ = Pre-Manufactured light gauge trusses at 24" oc.
W12x40
0
2x3
W1
14.
2
2x2
W1
W14x26
SHEET TITLE
J1, SEE
NOTE 12
0
2x3
W1
2
2x2
W1
3
MATCHLINE, SEE 1/S1.02
MATCHLINE, SEE 1/S1.05
MATCHLINE, SEE 1/S1.05
X
KEY PLAN
NORTH
NWQ
SWQ
NEQ
SEQ
Rev.
FLOOR FRAMING PLAN
1 PRELIMINARY
3/16" = 1'-0"
N
100% DD SET 02/21/14
C:\Users\jgowans\Documents\134112 Wigwam SNF_JGowans.rvt
2/21/2014 2:58:56 PM
Description
MATCHLINE, SEE 1/S1.04
Date
W12x40
S3.01
This drawing package is being submitted for approval
only. Any materials ordered or constructed based on this
drawing package prior to final approval from the Architect
and Engineer-of-Record is at risk of the contractor. The
contractor is advised to obtain final approved drawing
package prior to ordering material and/or construction.
.02
/S1
E1
, SE
INE
HL
TC
MA
6
2x2
W1
5.
STAMP
FLOOR FRAMING PLAN - NE
QUADRANT
H2
2.
JOB TITLE
H2
For structural design notes, see sheet S0.02 thru S0.0?.
ST
EE
L
H1
1.
201 N. Maple Grove Ste 100
Boise, Idaho 83704
Phone (208) 342-7168
Fax (208) 342-3079
Roof Framing Notes:
DATE:
02-10-14
JOB No.
134112.00
DESIGN BY:
DH/RM
DRAWN BY:
JG
SHEET No.
S1.08
Boise, Idaho
Las Vegas, NV
Dubai, UAE
Ho Chi Minh City, Vietnam
PLAN NOTES
For structural design notes, see sheet S0.02 thru S0.04.
2.
The dimensions shown here apply to structural elements only,
see Architectural plans for dimensions not shown.
3.
Contractor shall field verify existing structural conditions. If any
discrepancies are found, contractor shall contact the Architect
and Structural Engineer before performing alteration work.
4.
5.
Top of concrete floor reference elevation =
X'-X"
100'-0" typical uno thus
H#
Denotes header/beam, see schedule on S4.01.
6.
For typical framing details, see sheets Sx.0x thru Sx.0x.
7.
Floor Deck
3/4" APA T & G sheathing 40/20
(sub-floor)
Nailing patterns
10d at 6" oc., all panel edges
10d at 12" oc. at intermediate supports
stagger panel joints.
For additional information, see 6/S5.42
NE
W
O
O
D
MATCHLINE, SEE 1/S1.05
1/
2"
X
Floor deck shall be 4 1/2" hardrock concrete over the flutes of
3"x18 ga. type W3 Verco steel deck, or approved equal.
Total thickness = 7 1/2". Reinforce with 6x6 W2.9xW2.9 WWF
placed 1 1/2" clear from top of concrete. For negative
reinforcing over girder supports, see 6/S5.21. Deck shall be
continuous for 3 or more spans (4-supports) where possible,
shore deck where single spans exceed 8'-0". For typical
composite slab construction, see 4/S5.21. For support of steel
deck at columns, see 3/S5.21.Weld deck using 1/2" diameter net
effective puddle welds:
A.
Perpendicular bearings: 4 welds per
sheet per support.
B.
Parallel edges at 18" oc.
C.
Side seams: Button punch side seams at 24" oc.
7.
Floor deck shall be 4" hardrock concrete over the flutes of
1 1/2"x18 ga. type B Verco steel deck, or approved equal.
Total thickness = 5 1/2". Reinforce with 6x6 W2.9xW2.9
WWF placed 1 1/2" clear from top of concrete. For negative
reinforcing over girder supports, see 6/S5.21. Deck shall be
continuous for 3 or more spans (4-supports) where possible,
shore deck where single spans exceed 8'-0". For typical
composite slab construction, see 4/S5.21. For support of steel
deck at columns, see 3/S5.21.Weld deck using 1/2" diameter net
effective puddle welds:
A.
Perpendicular bearings: 4 welds per
sheet per support.
B.
Parallel edges at 18" oc.
C.
Side seams: Button punch side seams at 24" oc.
WIGWAM SKILLED
NURSING FACILITY
ST
EE
L
7
W1
2x2
6
1/
2"
SW1
EE 2
,S 1
J1 TE
NO
8.
X'-X"
9.
Denotes shearwall, see schedule x/Sx.0x.
For constructoion information, see 7/S5.42.
All shearwalls are to be considered SFRS .
Denotes recess, sloped or elevated floor
elevations, coordinate size and location with
arch. Also see X/Sx.0x where applicable.
10.
Denotes kinked beam, see X/SX.0X.
Exterior non-structural light gauge framing shown for reference only.
For additional information see LG series light gauge framing
drawings.
12.
J1 =
6
x2
12
W
11.
Open web steel truss 16" deep at 32" oc.
SHEET TITLE
EE 2
,S 1
J1 TE
NO
Description
MA
TC
HL
INE
, SE
E1
/S1
.05
Date
SW
KEY PLAN
NORTH
NWQ
SWQ
NEQ
SEQ
Rev.
N
100% DD SET 02/21/14
C:\Users\jgowans\Documents\134112 Wigwam SNF_JGowans.rvt
2/21/2014 2:58:58 PM
Y
PLAN SW QUADRANT
1 FRAMING
3/16" = 1'-0"
FLOOR FRAMING PLAN - SW
QUADRANT
J1
NO , SEE
TE
12
JOB TITLE
ST
EE
L
5
J1
NO , SEE
TE
12
W1
2x2
6
6
x2
12
W
W1
2x2
6
ALL STRUCTURAL DETAILS USED
ON THIS PLAN ARE COPYRIGHT C
OF LOCHSA ENGINEERING OF
IDAHO. THE RE-USE OF ANY
DETAILS AND CONCEPTS IS NOT
ACCEPTABLE WITHOUT WRITTEN
CONSENT OF LOCHSA
ENGINEERING OF IDAHO.
1/
2"
J1, SEE
NOTE 12
7.
SE
6
x2
12
W
EE 2
,SE 1
1
J T
NO
Floor deck shall be 3 1/2" hardrock concrete over the flutes of
2"x18 ga. type W2 Verco steel deck, or approved equal. Total
thickness = 5 1/2". Reinforce with 6x6 W2.9xW2.9 WWF
placed 1 1/2" clear from top of concrete. For negative
reinforcing over girder supports, see 6/S5.21. Deck shall be
continuous for 3 or more spans (4-supports) where possible,
shore deck where single spans exceed 10'-0". For typical
composite slab construction, see 4/S5.21. For support of steel
deck at columns, see 3/S5.21. Weld deck using 1/2" diameter net
effective puddle welds:
A.
Perpendicular bearings: 4 welds per
sheet per support.
B.
Parallel edges at 18" oc.
C.
Side seams: Button punch side seams at 24" oc.
5
MATCHLINE, SEE 1/S1.03
PRELIMINARY NOT
FOR
CONSTRUCTION
This document is
preliminary in nature
and is not a final,
signed and sealed
document
ST
EE
L
MATCHLINE, SEE 1/S1.02
W1
6x2
6
MATCHLINE, SEE 1/S1.02
W16x26
S3.01
W24x68
1
W16x26
7.
STAMP
This drawing package is being submitted for approval
only. Any materials ordered or constructed based on this
drawing package prior to final approval from the Architect
and Engineer-of-Record is at risk of the contractor. The
contractor is advised to obtain final approved drawing
package prior to ordering material and/or construction.
NW
Y
1.
201 N. Maple Grove Ste 100
Boise, Idaho 83704
Phone (208) 342-7168
Fax (208) 342-3079
Floor Framing Notes:
DATE:
02-10-14
JOB No.
134112.00
DESIGN BY:
DH/RM
DRAWN BY:
JG
SHEET No.
S1.09
Boise, Idaho
Las Vegas, NV
Dubai, UAE
Ho Chi Minh City, Vietnam
PLAN NOTES
For structural design notes, see sheet S0.02 thru S0.04.
2.
The dimensions shown here apply to structural elements only,
see Architectural plans for dimensions not shown.
3.
Contractor shall field verify existing structural conditions. If any
discrepancies are found, contractor shall contact the Architect
and Structural Engineer before performing alteration work.
4.
5.
Top of concrete floor reference elevation =
X'-X"
100'-0" typical uno thus
H#
Denotes header/beam, see schedule on S4.01.
6.
For typical framing details, see sheets Sx.0x thru Sx.0x.
7.
Floor Deck
3/4" APA T & G sheathing 40/20
(sub-floor)
Nailing patterns
10d at 6" oc., all panel edges
10d at 12" oc. at intermediate supports
stagger panel joints.
For additional information, see 6/S5.42
W
O
O
D
1.
201 N. Maple Grove Ste 100
Boise, Idaho 83704
Phone (208) 342-7168
Fax (208) 342-3079
Floor Framing Notes:
STAMP
PRELIMINARY NOT
FOR
CONSTRUCTION
This document is
preliminary in nature
and is not a final,
signed and sealed
document
MATCHLINE, SEE 1/S1.03
MATCHLINE, SEE 1/S1.03
X
W14x26
ST
EE
L
MATCHLINE, SEE 1/S1.04
Floor deck shall be 3 1/2" hardrock concrete over the flutes of
2"x18 ga. type W2 Verco steel deck, or approved equal. Total
thickness = 5 1/2". Reinforce with 6x6 W2.9xW2.9 WWF
placed 1 1/2" clear from top of concrete. For negative
reinforcing over girder supports, see 6/S5.21. Deck shall be
continuous for 3 or more spans (4-supports) where possible,
shore deck where single spans exceed 10'-0". For typical
composite slab construction, see 4/S5.21. For support of steel
deck at columns, see 3/S5.21. Weld deck using 1/2" diameter net
effective puddle welds:
A.
Perpendicular bearings: 4 welds per
sheet per support.
B.
Parallel edges at 18" oc.
C.
Side seams: Button punch side seams at 24" oc.
5
MATCHLINE, SEE 1/S1.02
7.
1/
2"
W12x40
3
S3.01
7.
Floor deck shall be 4 1/2" hardrock concrete over the flutes of
3"x18 ga. type W3 Verco steel deck, or approved equal.
Total thickness = 7 1/2". Reinforce with 6x6 W2.9xW2.9 WWF
placed 1 1/2" clear from top of concrete. For negative
reinforcing over girder supports, see 6/S5.21. Deck shall be
continuous for 3 or more spans (4-supports) where possible,
shore deck where single spans exceed 8'-0". For typical
composite slab construction, see 4/S5.21. For support of steel
deck at columns, see 3/S5.21.Weld deck using 1/2" diameter net
effective puddle welds:
A.
Perpendicular bearings: 4 welds per
sheet per support.
B.
Parallel edges at 18" oc.
C.
Side seams: Button punch side seams at 24" oc.
7.
Floor deck shall be 4" hardrock concrete over the flutes of
1 1/2"x18 ga. type B Verco steel deck, or approved equal.
Total thickness = 5 1/2". Reinforce with 6x6 W2.9xW2.9
WWF placed 1 1/2" clear from top of concrete. For negative
reinforcing over girder supports, see 6/S5.21. Deck shall be
continuous for 3 or more spans (4-supports) where possible,
shore deck where single spans exceed 8'-0". For typical
composite slab construction, see 4/S5.21. For support of steel
deck at columns, see 3/S5.21.Weld deck using 1/2" diameter net
effective puddle welds:
A.
Perpendicular bearings: 4 welds per
sheet per support.
B.
Parallel edges at 18" oc.
C.
Side seams: Button punch side seams at 24" oc.
7
WIGWAM SKILLED
NURSING FACILITY
1/
2"
W12x40
W1
2x3
0
J1, SEE
NOTE 12
W1
2x2
2
ALL STRUCTURAL DETAILS USED
ON THIS PLAN ARE COPYRIGHT C
OF LOCHSA ENGINEERING OF
IDAHO. THE RE-USE OF ANY
DETAILS AND CONCEPTS IS NOT
ACCEPTABLE WITHOUT WRITTEN
CONSENT OF LOCHSA
ENGINEERING OF IDAHO.
FLOOR FRAMING PLAN - SE
QUADRANT
JOB TITLE
ST
EE
L
W1
2x2
6
W12x40
J1
NO , SEE
TE
12
5
1/
2"
W1
2x2
6
W1
2x3
0
ST
EE
L
W1
2x2
2
8.
W1
2x2
6
J1, SEE
NOTE 12
Denotes shearwall, see schedule x/Sx.0x.
For constructoion information, see 7/S5.42.
All shearwalls are to be considered SFRS .
Denotes recess, sloped or elevated floor
elevations, coordinate size and location with
arch. Also see X/Sx.0x where applicable.
10.
Denotes kinked beam, see X/SX.0X.
11.
Exterior non-structural light gauge framing shown for reference only.
For additional information see LG series light gauge framing
drawings.
12.
J1 =
Open web steel truss 16" deep at 32" oc.
N
KEY PLAN
NORTH
NWQ
SWQ
NEQ
SEQ
Rev.
PLAN SE QUADRANT
1 FRAMING
3/16" = 1'-0"
H1
100% DD SET 02/21/14
C:\Users\jgowans\Documents\134112 Wigwam SNF_JGowans.rvt
2/21/2014 2:59:00 PM
H1
Description
SE
This drawing package is being submitted for approval
only. Any materials ordered or constructed based on this
drawing package prior to final approval from the Architect
and Engineer-of-Record is at risk of the contractor. The
contractor is advised to obtain final approved drawing
package prior to ordering material and/or construction.
W1
2x2
6
MA
TC
HL
INE
,S
EE
1
Date
/S1
.04
W12x40
SHEET TITLE
W1
2x2
6
J1
NO , SEE
TE
12
X'-X"
9.
W12x40
J1
NO , SEE
TE
12
SW1
DATE:
02-10-14
JOB No.
134112.00
DESIGN BY:
DH/RM
DRAWN BY:
JG
SHEET No.
S1.10
Boise, Idaho
Las Vegas, NV
Dubai, UAE
Ho Chi Minh City, Vietnam
PLAN NOTES
1.
For structural design notes, see sheet S0.02 thru S0.0?.
2.
The dimensions shown here apply to structural elements only,
see arch. plans for any dimensions not shown.
3.
Contractor shall field verify existing structural conditions. If any
discrepancies are found, contractor shall contact the Architect
and Structural Engineer before performing alteration work.
4.
For typical framing details, see sheets Sx.0x thru Sx.0x.
000#
Roof supported mechanical unit with operating weight.
Provide double joists at each end of unit and full depth
blocking between main framing under mechanical unit curb.
Coordinate exact location, size and number of deck
penetrations with mechanical.
5.
000#
Roof supported mechanical unit with operating weight.
Provide C6X8.2 minimum framing under mechanical unit
curb. Coordinate exact location, size and number of deck
penetrations with mechanical. For additional information
see 7/S5.21 uno.
W
O
O
D
5.
Y
NE
ST
EE
L
RJ, SEE
NOTE 15
RJ, SEE
NOTE 15
5.
NW
Roof hung mechanical with operating weight. Provide unit
support, see x/Sx.0x.
000#
6.
Contractor to field coordinate roof openings and support framing
locations. For typical deck reinforcing at deck penetrations, see
7/S5.21
7.
Roof Deck,
19/32" APA sheathing 40/20
(exterior)
Nailing patterns:
10d at 6" oc, all panel edges
10d at 12" oc. at intermediate supports
stagger panel joints.
STAMP
PRELIMINARY NOT
FOR
CONSTRUCTION
This document is
preliminary in nature
and is not a final,
signed and sealed
document
W
O
O
D
ROOF TRUSSES
AT 24" OC.
201 N. Maple Grove Ste 100
Boise, Idaho 83704
Phone (208) 342-7168
Fax (208) 342-3079
Roof Framing Notes:
ROOF TRUSSES
AT 24" OC.
RJ, SEE
NOTE 15
Roof deck shall be 1 1/2" x 18 ga. Verco HSB36 deck or equal.
Deck shall span continuous over 3 or more spans (4 supports).
(UNO) Shore single spans where they exceed 8'-0". See
architectural drawings for insulation, roofing, etc. For support of
steel deck at columns, see 3/S5.21. Weld deck using 1/2” dia. net
effective puddle welds.
A.
Perpendicular bearings: 7 welds per
sheet per support.
B.
Parallel edges at 12" oc.
C.
3/16” dia. Button punch: side lap at 12” oc.
8.
9.
10.
ALL STRUCTURAL DETAILS USED
ON THIS PLAN ARE COPYRIGHT C
OF LOCHSA ENGINEERING OF
IDAHO. THE RE-USE OF ANY
DETAILS AND CONCEPTS IS NOT
ACCEPTABLE WITHOUT WRITTEN
CONSENT OF LOCHSA
ENGINEERING OF IDAHO.
WIGWAM SKILLED
NURSING FACILITY
7.
RJ, SEE
NOTE 15
ST
EE
L
RJ, SEE
NOTE 15
Denotes snow drift area to be included in joist
design by manufacturer. Loads are as
indicated on the snow drift schedule S4.0x.
For beam to beam or beam to column connection
see 1/S5.21 and 2/S5.22 unless specifically detailed.
X'-X"
H#
11.
Denotes bottom of deck elevation.
Work point is a projection up from
grid or the center of framing/wall below.
Denotes header/beam, see schedule on S4.01.
SW1
1
S3.01
13.
RJ, SEE
NOTE 15
Denotes shearwall, see schedule x/Sx.0x.
All shearwalls are to be considered SFRS .
Shading denotes overbuild framing,
see x and x/Sx.0x.
14.
Exterior non-structural light gauge framing shown for reference only.
For additional information see LG series light gauge framing
drawings.
15.
RJ = Pre-Manufactured light gauge trusses at 24" oc.
ROOF FRAMING PLAN
S3.01
X'-X"
JOB TITLE
12.
3
RJ, SEE
NOTE 15
RJ, SEE
NOTE 15
RJ, SEE
NOTE 15
Date
RJ, SEE
NOTE 15
C:\Users\jgowans\Documents\134112 Wigwam SNF_JGowans.rvt
2/21/2014 2:59:04 PM
RJ, SEE
NOTE 15
RJ, SEE
NOTE 15
SE
Y
2
S3.01
ROOF FRAMING PLAN
1 PRELIMINARY
1/8" = 1'-0"
N
100% DD SET 02/21/14
SW
Rev.
Description
ROOF TRUSSES
AT 24" OC.
This drawing package is being submitted for approval
only. Any materials ordered or constructed based on this
drawing package prior to final approval from the Architect
and Engineer-of-Record is at risk of the contractor. The
contractor is advised to obtain final approved drawing
package prior to ordering material and/or construction.
SHEET TITLE
ROOF TRUSSES
AT 24" OC.
DATE:
02-10-14
JOB No.
134112.00
DESIGN BY:
DH/RM
DRAWN BY:
JG
SHEET No.
S1.11
Boise, Idaho
Las Vegas, NV
Dubai, UAE
Ho Chi Minh City, Vietnam
PLAN NOTES
1.
For structural design notes, see sheet S0.02 thru S0.04.
2.
The dimensions shown here apply to structural elements only,
see arch. plans for any dimensions not shown.
3.
Contractor shall field verify existing structural conditions. If any
discrepancies are found, contractor shall contact the Architect
and Structural Engineer before performing alteration work.
4.
For stair framing typical details, see S2.02.
5.
Landings shall be:
3/4" APA T & G sheathing 40/20
(sub-floor)
Nailing patterns
10d at 6" oc., all panel edges
10d at 12" oc. at intermediate supports
stagger panel joints.
6.
Landings shall be 3 1/2" hardrock concrete over the flutes of
2"x18 ga. type W2 Verco steel deck, or approved equal. Total
thickness = 5 1/2". Reinforce with 6x6 W2.9xW2.9 WWF
placed 1 1/2" clear from top of concrete. Deck shall be
continuous for 3 or more spans (4-supports) where possible,
shore deck where single spans exceed 10'-0". Weld deck
using 1/2" diameter net effective puddle welds:
A.
Perpendicular bearings: 4 welds per
sheet per support.
B.
Parallel edges at 18" oc.
C.
Side seams: Button punch side seams at 24" oc.
NE
7.
STAIR 1 FRAMING PLAN NE QUADRANT
1 ENLARGED
1/4" = 1'-0"
N
STAIR 2 FRAMING PLAN SE QUADRANT
2 ENLARGED
1/4" = 1'-0"
N
8.
9.
10.
STAMP
Treads shall be 12 ga. pans filled with 2" of hardrock concrete min.
uno.
PRELIMINARY NOT
FOR
CONSTRUCTION
This document is
preliminary in nature
and is not a final,
signed and sealed
document
Denotes kinked beam, see X/SX.XX.
Exterior non-structural light gauge framing shown for reference only.
For additional information see LG series light gauge framing
drawings.
Typical non-bearing cold form stud framing details are shown
on S5.31 and S5.32. Sizes as follows:
A. Headers - 2-600S137-54 and 600T150-54
uno. see 16/S5.05.
B. Typical exterior framing - 600S137-33
at 16" oc uno.
C. Jamb stud - 2-600S137-54 uno.
D. Horizontal Bridging - see 2, 3, or 4/S5.32.
ALL STRUCTURAL DETAILS USED
ON THIS PLAN ARE COPYRIGHT C
OF LOCHSA ENGINEERING OF
IDAHO. THE RE-USE OF ANY
DETAILS AND CONCEPTS IS NOT
ACCEPTABLE WITHOUT WRITTEN
CONSENT OF LOCHSA
ENGINEERING OF IDAHO.
WIGWAM SKILLED
NURSING FACILITY
SE
201 N. Maple Grove Ste 100
Boise, Idaho 83704
Phone (208) 342-7168
Fax (208) 342-3079
Stair Plan Notes:
JOB TITLE
SW
STAIR 4 FRAMING PLAN NW QUADRANT
4 ENLARGED
1/4" = 1'-0"
N
This drawing package is being submitted for approval
only. Any materials ordered or constructed based on this
drawing package prior to final approval from the Architect
and Engineer-of-Record is at risk of the contractor. The
contractor is advised to obtain final approved drawing
package prior to ordering material and/or construction.
Rev.
100% DD SET 02/21/14
C:\Users\jgowans\Documents\134112 Wigwam SNF_JGowans.rvt
2/21/2014 2:59:08 PM
Description
Date
SHEET TITLE
STAIR 3 FRAMING PLAN SW QUADRANT
3 ENLARGED
1/4" = 1'-0"
N
ENLARGED PLANS
NW
DATE:
02-10-14
JOB No.
134112.00
DESIGN BY:
DH/RM
DRAWN BY:
JG
SHEET No.
S2.01
MC12x10.6 TYP.
OF 3
1" SEE
SEE PLAN
3/16
L3x3x1/4 x0'-3" LONG
WITH 5/8" DIA. E.B.
EACH STRINGER
CONCRETE
SLAB ON GRADE
SEE PLAN
The dimensions shown here apply to structural elements only,
see architectural plans for dimensions not shown.
3.
Contractor shall field verify existing structural conditions. If any
discrepancies are found, contractor shall contact the Architect
and Structural Engineer before performing alteration work.
4.
For concrete and foundation typical details, see sheets
S5.01 and S5.02.
5.
Slab on grade construction is called out on plans.
Coordinate slab on grade construction with sheet S5.01.
11"
4
LANDING SUPPORT
BEAM, SEE PLAN
6.
Coordinate top of footing and top of slab elevations with
foundation plans.
7.
Columns and base plates are called out on plans and coordinated
in the schedule shown on S4.01.
8.
Sub-grade material below slabs and footings shall be
constructed as indicated by geo-tech report.
9.
Coordinate non-shrink grout under steel columns with base plate
schedule on sheet S4.01.
10.
All rebar to maintain clear distances per concrete notes on
sheet S0.04.
11.
All hooked dowels are shown with 90° std. hook, see 5/S5.02. uno.
12.
All rebar shall maintain tension lap splice, see 3/S5.02.
13.
All dowels shall maintain development lengths, see 1/S5.02.
14.
Concrete strengths are provided in notes on sheet S5.01.
1/4
4
1' - 6"
2
POST TO SLAB
NO SCALE
16GA. BENT
CLOSURE PLATE
12GA. STEEL PAN
STAIRS WITH
CONCRETE FILL
SEE PLAN
CONCRETE. OVER
STEEL DECK, SEE PLAN
CONCRETE OVER
STEEL DECK,
SEE PLAN
SEE PLAN
12GA STEEL PAN STAIRS
WITH CONCRETE FILL
LANDING SUPPORT
BEAM, SEE PLAN
CJP
4
NO SCALE
STRINGER,
SEE PLAN
SEE PLAN
CONCRETE OVER
STEEL DECK,
SEE PLAN
SEE PLAN
CONNECTION,
SEE _______
1
STRINGER, SEE PLAN
CONCRETE/STEEL PAN STAIR UP
FROM LANDING
12 GA STEEL PAN STAIRS
WITH CONCRETE FILL
LANDING SUPPORT
BEAM, SEE PLAN
SEE PLAN
3
NO SCALE
SEE PLAN
1/2
CONCRETE/STEEL PAN STAIR DOWN
FROM LANDING
S5.21
LANDING SUPPORT
BEAM, SEE PLAN
WEB EXTENSION AS
REQUIRED FOR
BOLTED CONNECTION
15.
For structural steel typical details, see sheets S5.21 and S5.22.
16.
For typical bearing wall construction, see plans.
Coordinate location with plans and architectural.
17.
For all top of steel, bottom of deck or finish floor
elevations, see framing plans.
18.
For floor deck size, attachment and span direction, see plans.
DECK SEE PLAN
SEE PLAN
STRINGER,
SEE PLAN
5 1/2"
1
NO SCALE
PLATE 3/16" ,
CONT.
WEB EXTENSION AS
REQUIRED FOR
BOLTED CONNECTION
3/16
3/16
2-12
2-12
STAMP
PRELIMINARY NOT
FOR
CONSTRUCTION
This document is
preliminary in nature
and is not a final,
signed and sealed
document
ALL STRUCTURAL DETAILS USED
ON THIS PLAN ARE COPYRIGHT C
OF LOCHSA ENGINEERING OF
IDAHO. THE RE-USE OF ANY
DETAILS AND CONCEPTS IS NOT
ACCEPTABLE WITHOUT WRITTEN
CONSENT OF LOCHSA
ENGINEERING OF IDAHO.
BEAM,
SEE PLAN
CONNECTION,
1
SEE_______
S5.21
NO SCALE
8
DECK CLOSURE
9
NO SCALE
STAIR FRAMING TYPICAL
DETAILS
NO SCALE
7
CONCRETE/STEEL PAN STAIR UP
FROM LANDING, WIDE FLANGE
This drawing package is being submitted for approval
only. Any materials ordered or constructed based on this
drawing package prior to final approval from the Architect
and Engineer-of-Record is at risk of the contractor. The
contractor is advised to obtain final approved drawing
package prior to ordering material and/or construction.
Rev.
100% DD SET 02/21/14
C:\Users\jgowans\Documents\134112 Wigwam SNF_JGowans.rvt
2/21/2014 2:59:10 PM
Description
Date
SHEET TITLE
6
CONCRETE/STEEL PAN STAIR DOWN
FROM LANDING, WIDE FLANGE
JOB TITLE
4
CONCRETE/STEEL PAN STAIR WITH
OFFSET UP FROM LANDING
NO SCALE
2.
SEE PLAN
2-#5 CONT.
STEEL PAN STAIR AT CONCRETE
SLAB ON GRADE
1/4
For structural design notes, see sheet S0.02 thru S0.04.
STRINGER EXTENSION
1/4
EXTEND
THICKENED
SLAB FOR
STAIR WIDTH
PLUS 1'-6" ON
EACH SIDE
1.
CONCRETE OVER
STEEL DECK,
SEE PLAN
LANDING SUPPORT
BEAM, SEE PLAN
SEE
SEE PLAN
CONCRETE SLAB,
SEE PLAN
PLATE 5/8"x9"x0'-9" WITH
4-5/8" DIA. x3" EMBED
EXPANSION BOLTS ON
1 1/2" NON-SHRINK GROUT
12GA STEEL PAN
STAIRS WITH
CONCRETE FILL
SEE PLAN
12GA STEEL PAN
STAIRS WITH
CONCRETE FILL
ARCH.
3/16
EACH
FLUTE
STRINGER,
SEE PLAN
SEE PLAN
1/2
Stair Detail Notes:
201 N. Maple Grove Ste 100
Boise, Idaho 83704
Phone (208) 342-7168
Fax (208) 342-3079
HSS COLUMN
SEE PLAN
EACH
FLUTE
ARCH.
12 GA. STEEL PAN
STAIRS WITH
CONCRETE FILL
STRINGER SEE PLAN
WIGWAM SKILLED
NURSING FACILITY
CONCRETE OVER
STEEL DECK,
SEE PLAN
Boise, Idaho
Las Vegas, NV
Dubai, UAE
Ho Chi Minh City, Vietnam
DETAIL NOTES
DATE:
02-10-14
JOB No.
134112.00
DESIGN BY:
DH/RM
DRAWN BY:
JG
SHEET No.
S2.02
UP TO 16"
1 1/2"
17" TO 23"
2"
24" TO 35"
2 1/2"
36" AND OVER
3"
DESIGNER, MAKE SURE YOU "SAVE AS" THIS FAMILY INTO THE
PROJECT'S XREF FOLDER. DO NOT OVERIDE THE FAMILY IN TEMPLATE.
DESIGNER TO COORDINATE THIS SCHEDULE WITH LIVE SCHEDULE.
REMOVE / UNCHECK THIS NOTE WHEN PLOTTING
BPL# THICKNESS
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
3/4"
3/4"
3/4"
3/4"
3/4"
3/4"
3/4"
3/4"
3/4"
3/4"
3/4"
3/4"
3/4"
3/4"
3/4"
BASE PLATE SCHEDULE
DIM 'B'
DIM 'N'
ANCHOR BOLT
12"
12"
12"
12"
12"
12"
12"
12"
12"
12"
12"
12"
12"
12"
12"
12"
12"
12"
12"
12"
12"
12"
12"
12"
12"
12"
12"
12"
12"
12"
BASE PLATE,
SEE SCHEDULE
PROVIDE 3" DIA. GROUT
HOLE NEAR CENTER OF
BASE PLATE
TOP OF CONCRETE
2
_______
NON-SHRINK GROUT, SEE _______
S4.01
LEVELING NUT MAY BE
PROVIDED IF REQUIRED
BY CONTRACTOR
TYPE
4-3/4" DIA. x 9" EMBED.
4-3/4" DIA. x 9" EMBED.
4-3/4" DIA. x 9" EMBED.
4-3/4" DIA. x 9" EMBED.
4-3/4" DIA. x 9" EMBED.
4-3/4" DIA. x 9" EMBED.
4-3/4" DIA. x 9" EMBED.
4-3/4" DIA. x 9" EMBED.
4-3/4" DIA. x 9" EMBED.
4-3/4" DIA. x 9" EMBED.
4-3/4" DIA. x 9" EMBED.
4-3/4" DIA. x 9" EMBED.
4-3/4" DIA. x 9" EMBED.
4-3/4" DIA. x 9" EMBED.
4-3/4" DIA. x 9" EMBED.
201 N. Maple Grove Ste 100
Boise, Idaho 83704
Phone (208) 342-7168
Fax (208) 342-3079
MINIMUM NON-SHRINK
GROUT THICKNESS *
PROVIDE BOLT WITH HEAVY
HEX-HEAD AND NUT OR
PLAIN BAR THREADED AT
BOTH ENDS WITH HEAVY
HEX NUT AT EACH END
SEE SCHEDULE
BASE PLATE
MINIMUM WIDTH
ANCHOR BOLTS,
SEE SCHEDULE
Boise, Idaho
Las Vegas, NV
Dubai, UAE
Ho Chi Minh City, Vietnam
NON-SHRINK
GROUT SCHEDULE
SPOIL THREADS TWO
PLACES BELOW NUT
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
STAMP
NOTES:
1.
Minimum grout thickness shall be 2 times the anchor bolts diameter.
2.
Minimum grout strength shall be f'c= 7,000 psi.
TYPICAL NON-SHRINK GROUT AT
BASE PLATE
HEAVY HEX NUT
OR BOLT HEAD
2
TYPICAL HEADED ANCHOR BOLT
NO SCALE
PRELIMINARY NOT
FOR
CONSTRUCTION
This document is
preliminary in nature
and is not a final,
signed and sealed
document
3
NO SCALE
ALL STRUCTURAL DETAILS USED
ON THIS PLAN ARE COPYRIGHT C
OF LOCHSA ENGINEERING OF
IDAHO. THE RE-USE OF ANY
DETAILS AND CONCEPTS IS NOT
ACCEPTABLE WITHOUT WRITTEN
CONSENT OF LOCHSA
ENGINEERING OF IDAHO.
NOTES:
2
1. For grout thickness see schedule on _______ .
S4.01
"B" SEE SCHEDULE
"B" SEE SCHEDULE
1 1/2" TYP.
TYPE
"B" SEE SCHEDULE
"B" SEE SCHEDULE
HSS COLUMN
1/4
BASE PLATE DETAIL
C:\Users\jgowans\Documents\134112 Wigwam SNF_JGowans.rvt
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NO SCALE
C
WIDTH
CF3
CF4
F4
3' - 0"
4' - 0"
4' - 0"
CONT.
CONT.
4' - 0"
1' - 0"
1' - 0"
1' - 0"
-
REMARKS
4-#5 CONT.
5-#5 CONT.
5-#5 EACH WAY
OR AISC MIN.
WIDE FLANGE
COLUMN
TYPE
NOTES:
1. All rebar to be evenly distributed in footing with minimum required clearances from edges.
2. Footing intersections and corners, see _______
3
CENTERLINE
OF COLUMN
CENTERLINE
OF COLUMN
TYPE
MARK
Schedule-FOOTING (30x42) Live
SIZE
REINFORCING
LENGTH THICKNESS
TOP
BOTTOM
SHEET TITLE
OR AISC MIN.
"N" SEE SCHEDULE
1/4
1 1/2" TYP.
1 1/2" TYP.
3" TYP. 1 1/2" TYP.
1 1/2" TYP.
"N" SEE SCHEDULE
3" TYP.
1 1/2" TYP.
1 1/2" TYP.
1 1/2" TYP.
1 1/2" TYP.
B
SCHEDULES
A
CENTERLINE
OF COLUMN
S5.02
D
1
FOOTING SCHEDULE
4
NO SCALE
This drawing package is being submitted for approval
only. Any materials ordered or constructed based on this
drawing package prior to final approval from the Architect
and Engineer-of-Record is at risk of the contractor. The
contractor is advised to obtain final approved drawing
package prior to ordering material and/or construction.
CENTERLINE
OF COLUMN
HSS COLUMN
Date
HSS COLUMN
OR AISC MIN.
JOB TITLE
1/4
Description
OR AISC MIN.
Rev.
1 1/2" TYP.
1/4
TYPE
1 1/2" TYP.
1 1/2" TYP.
1 1/2" TYP.
"N" SEE SCHEDULE
1 1/2" TYP.
1 1/2" TYP.
100% DD SET 02/21/14
1 1/2" TYP.
WIGWAM SKILLED
NURSING FACILITY
typ. for bolt grade, see steel notes on sheet S5.22.
"N" SEE SCHEDULE
2. Anchor bolt detail, see
3
_______
S4.01
DATE:
02-10-14
JOB No.
134112.00
DESIGN BY:
DH/RM
DRAWN BY:
JG
SHEET No.
S4.01
Boise, Idaho
Las Vegas, NV
Dubai, UAE
Ho Chi Minh City, Vietnam
LINTEL SCHEDULE
MARK
OPENING
WIDTH
HEIGHT
"H"
-
0'-0" - 4'-0"
24"
2-#5
2-#5
-
1500
-
-
-
4'-1" - 6'-0"
32"
2-#5
2-#5
-
1500
-
-
-
6'-1" - 8'-0"
48"
2-#5
2-#5
-
1500
-
-
L1
SEE PLAN
16"
2-#5
2-#5
-
1500
A
-
L2
SEE PLAN
40"
4-#5
4-#5
#3 AT 8" OC
1500
B
-
L3
SEE PLAN
56"
L4
SEE PLAN
64"
O
T
R
E
E
N
I
G
N
E
PLAN
2-#5
2-#3 AT 8" OC
1500
C
2-12" SIDE BY SIDE
2-#5
2-#5
2-#3 AT 8" OC
1500
D
-
.
SEE
PLAN
TOP OF WALL
OR SILL ETC.
U-BARS TO
MATCH
VERT. WALL
REINF. TYP.
SEE
TOP OF WALL
OR SILL ETC.
PLAN
1 1/2"
CLR.
SEE
PLAN
STIRRUPS
REINF.
TOP OF WALL
OR SILL ETC.
MARK
"t"
"w"
C1
1'-4"
1'-4"
C2
1'-6"
3'-0"
C3
8'-0"
7'-7 3/8"
C4
2'-0"
2'-0"
REINFORCING
VERTICAL
HORIZONTAL
1-#6 EACH CORNER
1-#4 AT 12" OC.
O
T
R
E
E
N
I
G
N
E
STRENGTH
F'm/F'c (psi)
T
I
D
E
REMARKS
TYPE
4000
A
-
4000
C
-
10-#6 EVENLY
5-EACH FACE
1-#4 AT 12" OC.
1-#7 AT 12" OC.
1-#4 AT 12" OC.
4000
D
INNER AND OUTER
LAYER BARS
3-#5
1-#4 AT 12" OC.
4000
B
-
STAMP
PRELIMINARY NOT
FOR
CONSTRUCTION
This document is
preliminary in nature
and is not a final,
signed and sealed
document
NOTES:
1. For reinforcing placement, see
.
2. All rebar centered in each cell, uno.
3. Pilasters shown on 2nd floor are to be cont to foundation uno.
ALL STRUCTURAL DETAILS USED
ON THIS PLAN ARE COPYRIGHT C
OF LOCHSA ENGINEERING OF
IDAHO. THE RE-USE OF ANY
DETAILS AND CONCEPTS IS NOT
ACCEPTABLE WITHOUT WRITTEN
CONSENT OF LOCHSA
ENGINEERING OF IDAHO.
"w"
STIRRUPS
REINF.
ALT. SIDES
"w"
"t"
WIGWAM SKILLED
NURSING FACILITY
"t"
LINTEL
REINF.
U-BARS TO
MATCH
VERT. WALL
REINF. TYP.
HORIZ.
WALL REINF.
STIRRUPS
REINF.
ALT. SIDES
"H"
1 1/2"
CLR.
"H"
HORIZ.
WALL REINF.
LINTEL
REINF.
CONCRETE COLUMN SCHEDULE
2-#5
TOP OF WALL
OR SILL ETC.
STIRRUPS
REINF.
T
I
D
E
"H"
SEE
STRENGTH
F'm/F'c (psi)
TYPE
"H"
NOTES:
1. Typical lintel jamb construction, see
2. 1-#5 each face horizontal bars at 16" oc.
F'm =
STIRRIPS
201 N. Maple Grove Ste 100
Boise, Idaho 83704
Phone (208) 342-7168
Fax (208) 342-3079
REINFORCING
BOTTOM BARS
TOP BARS
2" CLR.
MIN.
180° HOOK
TYPE
A
TYPE
LINTEL SCHEDULE AND SECTIONS
B
2" CLR.
MIN.
TYPE
LINTEL
REINF.
C
2" CLR.
MIN.
TYPE
TYPE
D
1
A
TYPE
B
CONCRETE COLUMN SCHEDULE AND SECTIONS
2
NO SCALE
This drawing package is being submitted for approval
only. Any materials ordered or constructed based on this
drawing package prior to final approval from the Architect
and Engineer-of-Record is at risk of the contractor. The
contractor is advised to obtain final approved drawing
package prior to ordering material and/or construction.
Rev.
100% DD SET 02/21/14
C:\Users\jgowans\Documents\134112 Wigwam SNF_JGowans.rvt
2/21/2014 2:59:13 PM
Description
Date
SHEET TITLE
SCHEDULES - MASONRY
PILASTER/LINTEL
JOB TITLE
NO SCALE
LINTEL
REINF.
DATE:
02-10-14
JOB No.
134112.00
DESIGN BY:
DH/RM
DRAWN BY:
JG
SHEET No.
S4.02
BOTTOM OF FOOTING ELEVATION
5.
1
_______
S5.01
SEE CIVIL
DRAWINGS FOR
EXISTING UTILITIES
6.
2
7.
1
EXISTING UTILITY
PARALLEL TO FOUNDATION
9"
SLEEVE SEE
NOTE 5 AND 6
2x"S" MIN.
ELEVATION
SECTION
UTILITY (PIPES)
THROUGH FOUNDATIONS
PILASTER, SEE
PLAN OR SCHED.
GRID
"t"
EQ
18"
7" - 8"
3/8"x4 1/2"x4 1/2"
18"
9" - 11"
3/4"x4 1/2"x4 1/2"
20"
DIAMOND LOAD PLATE SPACING
CENTER TO CENTER - INCHES
SECTION X
3" MIN. CONC.
COVER AT
STRUCTURAL STEEL
4
CURB WHERE OCCURS,
6
SEE DETAIL _______
18
#4
S5.01
AT 24" OC.
18
SLAB ON GRADE
1-#4xCONT. WITH 1'-6"
BENDS OR 1'-6"x1'-6" DWLS.
AT CORNERS AND ENDS
2
TOP OF CONC.
= Second
Strips to be divided by construction joints at the centerline of columns where
they occur and subdivided as required into areas not exceeding 225 sqft. by
construction joints.
In areas where columns do not occur provide construction and contraction
joints as above.
Contractors shall obtain architect's approval for all joint locations.
Diamond dowel system R is manufactured by PNA Construction
Technologies, Inc. or Engineered approved Equivalent.
Comply with ACI302.IR04, ACI360R-06 and ACI detailing material
(SP66).
Use internal vibration to consolidate concrete around diamond shear
plate, per industry guidelines.
SUB-GRADE, SEE
GEO-TECH. REPORT
1'-6" MIN. OR
6(t) WHICH EVER
IS GREATER
1' - 6"
3
GREATER THAN 8"
1'-8" MAX.
#4 DWLS. AT 24" OC.
1" CLR.
SLAB ON GRADE
TOP OF CONC.
#4 DWLS. AT 16" OC.
RECTANGULAR OR
ROUND OPENING
SLAB ON GRADE
2-#5 CONT.
6" WALL WITH #4 AT 24" OC
EACH WAY, MIN. HORIZ.
REINF. 1-#4 TOP AND BOT.
NOTES:
1.
For location and depth or Arch. dwgs.
STEP IN SLAB ON GRADE
NO SCALE
5
16" MIN.
2-#4 CONT. WITH 1'-6"
BENDS OR 1'-6"x1'-6" DWLS.
AT CORNERS AND AT END
OR CURB WHERE CONC. OR
CMU WALL OCCURS
2-#4x 4'-0" AT
CENTERLINE OF
SLAB, TYPICAL AT
ALL SLAB CORNERS
NO SCALE
PLAN
.
3"
REINF. BARS
CLEAN AND ROUGHEN
JOINT TYP.
NOTES:
1.
Size and locate curbs as required.
2.
Provide inserts in curbs as per Arch. and Mech. dwgs.
3.
For height see Arch. or Mech. 10" max.
CONCRETE CURB
A
SHEET TITLE
= First
FOR DIMENSIONS,
SEE PLAN, ARCH.,
MECH., ETC.
CURB WIDTH AS REQ'D. 8"
OR LESS, 4" MIN.
SECTION
6
A
OPENING IN SLAB ON GRADE
7
NO SCALE
This drawing package is being submitted for approval
only. Any materials ordered or constructed based on this
drawing package prior to final approval from the Architect
and Engineer-of-Record is at risk of the contractor. The
contractor is advised to obtain final approved drawing
package prior to ordering material and/or construction.
C:\Users\jgowans\Documents\134112 Wigwam SNF_JGowans.rvt
2/21/2014 2:59:16 PM
COLUMN OR
WALL FACE
NO SCALE
1' - 0"
NO SCALE
ALL STRUCTURAL DETAILS USED
ON THIS PLAN ARE COPYRIGHT C
OF LOCHSA ENGINEERING OF
IDAHO. THE RE-USE OF ANY
DETAILS AND CONCEPTS IS NOT
ACCEPTABLE WITHOUT WRITTEN
CONSENT OF LOCHSA
ENGINEERING OF IDAHO.
SECTION Y
STD. 90° HOOK
SLAB JOINT INFORMATION
For all typical construction details not shown on this sheet,
see all "S5" series drawings.
PLAN C
COLUMN ISOLATION JOINTS
1' - 0"
7.
11.
3" MIN. CONC. COVER
AT STRUCT. STEEL
NOTES:
1.
Slab shall be placed in strip pattern.
6.
For interior and exterior wall finishes, see architectural.
Date
225 SQUARE FEET
MAXIMUM, TYPICAL
10.
Description
2
For typical bearing wall construction, see plans.
Coordinate location with plans and architectural.
PRELIMINARY NOT
FOR
CONSTRUCTION
This document is
preliminary in nature
and is not a final,
signed and sealed
document
FOUNDATION TYPICAL
DETAILS
1/4"x4 1/2"x4 1/2"
4.
5.
9.
STAMP
Rev.
SEE DETAIL A B
For floor deck size, attachment, span direction,and finish
floor elevations, see plans.
JOB TITLE
< 6"
3.
8.
100% DD SET 02/21/14
S5.01
For structural framing sizes, bottom of deck and top of steel
elevations, see plans.
0"
1
7.
EDGE OF SLAB
OR PIT WALL
ETC., SEE PLAN
DIAMOND LOAD PLATE
DIMENSIONS - INCHES
2.
Sub-grade material below slabs and footings shall be
constructed as indicated by geo-tech report.
2'
-
ISOLATION JOINT
AT COLUMNS, SEE
4
DETAIL_______
VARIES
SEE
NOTE 3
SLAB DEPTH
- INCHES
1
6.
GRID
SEE
NOTE 3
2
SUB-GRADE SEE
GEO-TECH. REPORT
ALT. CONSTRUCTION JOINT REINF. C
COLUMN
CENTERLINE
WHERE OCCUR
Columns and base plates are called out on plans and coordinated
in the schedule shown on S4.01.
SUB-GRADE SEE
GEO-TECH. REPORT
SEE
BELOW
1
5.
TOP OF FOUNDATION
R
DOWEL SIZE AND SPACING FOR DIAMOND-SHAPED LOAD PLATES
B
FIRST POUR
SLAB ON GRADE
3" MIN. WHERE
POSSIBLE OTHERWISE
PLACE IN CENTER
OF SLAB
CONTRACTION JOINT
DIAMOND DOWEL
PLATE SIZE AND
SPACING, SEE
TABLE
DEPRESSION "t",8"
MAX. SEE PLAN OR
ARCH. DRAWINGS
2" CLR.
UNO
"t"
NOTE:
1. CONTRACTION JOINT
SPACING TO BE MAX.
12 FT FOR 4" SLABS
14 FT FOR 6" SLABS OR
AS DIRECTED PER ACI 360
For all top of footing, top of slab, and slab on grade construction,
see foundation plan.
R
VARIES
CONTRACTION JOINT, SAW CUT 1/8"
WIDE x 1" DEEP MIN. SAWING MUST
OCCUR AS SOON AS CONCRETE
SURFACE IS FIRM ENOUGH SO
CONCRETE WILL NOT BE DAMAGED,
BUT NO LATER THAN 12 HOURS AFTER
CONCRETE HAS BEEN PLACED
A
FINISH GRADE
SEE ARCH.
4.
S5.01
TYP. EDGE OF SLAB
BARS CONT.
SLAB ON GRADE
EMBEDDED
DIAMOND DOWEL
POCKET
CONSTRUCTION OR
CONTRACTION
JOINT, SEE _______
3
PLAN B
#4x4'-0" LONG
SUB-GRADE SEE GEOTECH. REPORT
CONSTRUCTION JOINT
PLAN A
Contractor shall field verify existing structural conditions. If any
discrepancies are found, contractor shall contact the Architect
and Structural Engineer before performing alteration work.
CONSTRUCTION JOINT
NOTE:
1.
Plan is similar at corners.
_______
S5.01
6
MI "
N.
3/4" DIA. x 16" LONG
SMOOTH BAR DOWELS
AT 24" OC, GREASE
DOWELS ONE SIDE OF
JOINT ONLY
30'-0" MAX.
CONSTRUCTION OR
CONTRACTION JOINT,
SEE 3
3.
TOOLED JOINTS
AT EXPOSED
AREAS
Y
2'-6" MAX.
SLAB BARS
EQ
2"
CLR.
2"
#4x4'-0" LONG
SP
E
SP CIF
SE AC IED
E T ING
AB
LE
EDGE OF SLAB,
SEE
00°
45.
2"
NOTES:
1. Contractors shall obtain
architect's approval for all
joint locations.
The dimensions shown here apply to structural elements only,
see arch. plans for any dimensions not shown.
WIGWAM SKILLED
NURSING FACILITY
4" N.
I
M
CONSTRUCTION JOINT
2.
WALL
90.00°
.
IN .
M
4" TYP
90.00°
W COL., HSS TUBE, PIPE
OR CONC. COL. SEE
PLAN OR SCHED.
X
CONT. BARS
CONSTRUCTION
JOINTS
2
STEPPED FOOTING
NO SCALE
GRID
CONTRACTION
JOINTS
FOR LAP LENGTH
SEE 2
_______
S5.02
NO SCALE
REINF. BARS,
SEE PLAN
3" CLR.
TYP.
REINF. SHALL MATCH
LONGIT. FOOTING REINF.
SIZE AND NUMBER
1
FOUNDATION AT OR ADJACENT TO EXCAVATIONS AND UTILITIES
"t" MIN.
For structural design notes, see sheet S0.02 thru S0.0?.
0"
FOUNDATION PARALLEL
TO EXCAVATION
Sleeves shall be minimum 1" clear all around pipes,
conduit etc.
9"
For pipes etc. within the footing thickness, step
footing as required to pass pipes through stem wall. SLEEVE DIA.
SEE NOTE 6
EXTEND CONC.
AROUND
SLEEVE SEE
NOTE 5
1.
2'
-
BOTTOM OF EXCAVATION
SHALL NOT EXTEND
BELOW THIS LINE
3"
C
TY LR.,
P.
1'-6" MIN.
1
3"
CLR.
1
"S" 2'-0"
MAX.
2
Contractor shall adhere to the recommendations in
the Geotechnical Notes, for all excavations, backfill
requirements etc.
Pipes passing through footings:
Less than 3'-0" below foundation, provide sleeve and
concrete. More than 3'-0" below foundation, step
foundation per
to
2 maintain 3'-0" Maximum.
_______
"t"
4.
Typical Detail Notes:
S
S
SHOWN ON PLAN
INDICATES THIS POINT
OF THE STEPPED
FOOTING
S5.01
Boise, Idaho
Las Vegas, NV
Dubai, UAE
Ho Chi Minh City, Vietnam
EXCAVATION
PROVIDE DOWELS TO
MATCH VERT. WALL
REINF., SPACING, SIZE
AND NUMBER
BEND
AS
REQ'D.
"t" MIN.
FINISH GRADE
TYPICAL DETAIL NOTES
_______
S5.02
SEE NOTE 5
FINISH GRADE
NOTES:
1.
Contractor shall locate bottom of excavation to
avoid surcharge on utilities and other foundations.
2.
Contractor shall coordinate all excavations with
foundation with foundation requirements.
2
3.
Step foundation as required per _______
3'-0" MAX.
FOUNDATION
9"
FOUNDATION
FOR LAP.
LENGTH
SEE _______
2
PIPES THRU
FOUNDATION WALL
201 N. Maple Grove Ste 100
Boise, Idaho 83704
Phone (208) 342-7168
Fax (208) 342-3079
CONT. FOOTING
SEE NOTE 7
.10'-0"
DATE:
02-10-14
JOB No.
134112.00
DESIGN BY:
DH/RM
DRAWN BY:
JG
SHEET No.
S5.01
25
19
28
15
22
#4
29
43
22
33
25
37
19
29
#5
36
54
28
41
31
47
24
36
#6
43
64
33
50
37
56
29
43
#7
63
94
48
72
54
81
42
63
#8
72
107
55
82
62
93
48
71
#9
81
121
62
93
70
105
54
81
#10
91
136
70
105
79
118
61
91
#11
101
151
78
116
87
131
67
101
#14
121
181
93
139
105
157
81
121
#18
161
241
124
186
139
209
107
161
#5
#6
#7
#8
#9
#10
#11
EXTEND BAR AS FAR AS POSSIBLE
AND BEND WITH 90º STANDARD
HOOK WHERE ℓd CANNOT BE
ACHIEVED
FACE OF SUPPORT
ℓd
TENSION DEVELOPMENT LENGTH (CONCRETE ONLY)
#4
1
28
36
37
48
47
60
56
72
81
106
93
121
105
136
118
153
131
170
15
19
19
25
24
31
29
37
42
54
48
62
54
70
61
79
67
87
TENSION LAP SPLICE (CONCRETE ONLY) TENSION LAP SPLICE LENGTHS,
(IN INCHES) FOR GRADE 60 UNCOATED BARS
CONDUIT IN SLAB OR WALL
12d
LAP SPLICE
135° STD HOOK
NOTE:
1.
USE TENSION LAP SPLICES, SEE
REINFORCING AT WALL
INTERSECTIONS
3
NO SCALE
4
NO SCALE
5
BAR BENDS
NO SCALE
AS NECESSARY, EXTEND AS FAR AS
POSSIBLE AND BEND TO OBTAIN ℓd
HORIZ. WALL REINF.
ℓ
VERTICAL REINF.
CONT. THRU JOINT
Y
X
FORMS
EDGE KEY 2x4 CONT.
REMOVE BEFORE PLACING
CONCRETE ABOVE
CONSTRUCTION JOINT
Z
ℓd
Y
2-#5
CONCRETE WALL
X
2-#5 EACH
JAMB TYP.
Y
REINF.
2-#5
2-#6
2-#7
NOTE:
1.
Provide edge key on both faces when both faces are exposed.
7
Fc' = 5000
Fc' = 6000
Fc' = 7000
Fc' = 8000
#3
60
8
7
6 1/2
6 1/2
6
6
6
#4
60
11
9 1/2
9
8 1/2
7 1/2
7
6 1/2
#5
60
13 1/2
12
11
10 1/2
9 1/2
9
8 1/2
#6
60
16 1/2
14
13 1/2
12 1/2
11 1/2
11
10
#7
60
19
16 1/2
15 1/2
15
13 1/2
12 1/2
11 1/2
#8
60
22
19
18
17
15 1/2
14 1/2
13 1/2
#9
60
24 1/2
21 1/2
20
19
17 1/2
16
15
#10
60
31
6
6
6
6
6
6
#11
60
37
32
30 1/2
28 1/2
26
24 1/2
22 1/2
#14
60
49 1/2
43
40 1/2
38 1/2
35
32 1/2
30 1/2
7.
For structural framing sizes, bottom of deck and top of steel
elevations, see plans.
8.
For floor deck size, attachment, span direction,and finish
floor elevations, see plans.
9.
For typical bearing wall construction, see plans.
Coordinate location with plans and architectural.
10.
For interior and exterior wall finishes, see architectural.
11.
For all typical construction details not shown on this sheet,
see all "S5" series drawings.
STAMP
PRELIMINARY NOT
FOR
CONSTRUCTION
This document is
preliminary in nature
and is not a final,
signed and sealed
document
ALL STRUCTURAL DETAILS USED
ON THIS PLAN ARE COPYRIGHT C
OF LOCHSA ENGINEERING OF
IDAHO. THE RE-USE OF ANY
DETAILS AND CONCEPTS IS NOT
ACCEPTABLE WITHOUT WRITTEN
CONSENT OF LOCHSA
ENGINEERING OF IDAHO.
6
1
For ℓd see _______
Z
S5.02
CONCRETE
RAD. 1 1/2"
BOLT DIA.
LINTEL SECTION
EMBEDMENT SCHEDULE
BOLT
DIA.
MIN. EMBED
UNO
1/2"
4"
5/8"
5"
3/4"
6"
7/8"
6"
NOTE:
1.
Minimum bolt spacing shall be 12 bolt diameters,
minimum edge distance shall be 6 bolt diameters
S5.02
DOUBLE CURTAIN
8
ANCHOR BOLT EMBEDMENT
9
NO SCALE
Notes:
1.
Table for use with normal weight hardrock concrete. For lightweight
aggregate use 1.3ℓdh.
2.
Table for use with uncoated reinforcement. For coated reinforcement,
use 1.5ℓdh.
3.
Effects of light weight aggregate and epoxy coating are cumulative.
4.
For typical bar bends, see
ℓdh
CRITICAL SECTION
(COLD JOINT)
ANCHOR BOLT EMBEDMENT
Sub-grade material below slabs and footings shall be
constructed as indicated by geo-tech report.
Description
N
1. ote
C st
2. a hec o E
H nd k n
3. c ook st AC gin
Fo apa s h irru I 1 eer
ra r ℓ cit av ps 2.5 :
fo tio dh y f e n re .4
r m is < or o q'd fo
in all sho co de . r co
. c ow w m le
ve
ov e n pre lop
r
er d w red ss m
, e it u io en
tc h e ce n. t
ng d c
. c ap
he ac
ck ity
Idh (in)
Fc' = 3000 Fc' = 4000 Fc' = 4500
JAMB, LINTEL OR END OF WALL
SINGLE CURTAIN
PLAN SECTION
2-#5 MIN.
Notes:
2
1.
For ℓ see _______
2.
6.
EMBEDMENT
MINIMUM
U-BARS, MATCH SIZE
AND SPACING OF VERT.
NO SCALE
GRADE
Y
2-#5 TYP.
CONCRETE WALL OPENINGS AND DETAILS
NO SCALE
PIPING CONDUIT IN OR THRU SLAB
OR WALL
JAMB OR END OF WALL
DOUBLE CURTAIN
PLAN SECTION
ALTERNATE BENDS
4" BEND MIN. SKEW
2-#5 MIN.
AS REQD.
FLOOR LINE
DOWELS OR BEND FROM
BELOW TO MATCH VERT. WALL REINF.
WIDTH
< 5'-0"
5'-0" - 7'-0"
7'-0" - 10'-0"
Columns and base plates are called out on plans and coordinated
in the schedule shown on S4.01.
NOTE:
1.
Where clear distance between sleeves is impossible this area shall
be treated as a slab opening or as a wall opening.
ANCHOR
BOLT
TYP.
ℓ
WALL
REINF.
LINTEL REINFORCING
HORIZONTAL WALL CONSTRUCTION
JOINT
X
5.
2-#5 MIN.
ℓd
TYP.
EXPOSED EDGE
TYP. TYP.
ℓd
1 1/2"
ℓ
ℓd
CONSTRUCTION
JOINT
ℓd
For all top of footing, top of slab, and slab on grade construction,
see foundation plan.
3D OR 4"
THE LARGER
ℓ
2-#5 EACH
JAMB TYP.
4.
U-BARS, MATCH
SIZE AND SPACING
OF HORIZ.
2-#5 x 36"
AT 45° TYP.
Z
Contractor shall field verify existing structural conditions. If any
discrepancies are found, contractor shall contact the Architect
and Structural Engineer before performing alteration work.
NO SCALE
ℓd
Y
LINTEL REINFORCING
SEE SCHEDULE
3.
PIPING THRU SLAB OR WALL
1 1/2" BOLT DIA.
REINFORCING AT FOOTING
INTERSECTIONS
NOTES:
1.
All bends shall be made cold.
2.
#14 and #18 bars shall be bend tested and lab approved prior to
bending.
2
_______
S5.02
The dimensions shown here apply to structural elements only,
see arch. plans for any dimensions not shown.
SHEET TITLE
2
_______
S5.02
D
STIRRUPS AND TIES
INTERSECTION
DOUBLE MAT
SINGLE MAT
NOTE:
1.
Use tension lap splices per
d
.
IN
M
3"
LAP SPLICE
CORNER BARS (L)
MAY BE USED IN LIEU
OF BEN WALL REINF.
FOR LAP SPLICES
R
O
CORNER
MIN. D=1 1/2" FOR #3
MIN. D=2" FOR #4
MIN. D=2 1/2" FOR #5
D
4 VERT.
BARS TYP.
3D OR 4"
THE LARGER
D
6d
STD HOOK
INTERSECTION
C:\Users\jgowans\Documents\134112 Wigwam SNF_JGowans.rvt
2/21/2014 2:59:19 PM
MAX. OFFSET BEND
PRINCIPAL REINFORCING
2-TYP. WALL
VERT. UNO
BEND ALT.
WAYS
SEE NOTE 1
180° STD HOOK
2.
CENTERLINE
SLAB OR WALL
D=6d FOR #3 TO #8
D=8d FOR #9 TO #11
D=10d FOR #14 TO #18
CORNER
STD HOOK
90° STD HOOK
For structural design notes, see sheet S0.02 thru S0.0?.
Date
SEE NOTE 1
2-TYP. WALL
VERT. UNO
1
4d OR
2 1/2" MIN.
D
LAP SPLICE
d
d
6
1.
WIGWAM SKILLED
NURSING FACILITY
STD. HOOK
D
CORNER BARS (L) MAY
BE USED IN LIEU OF
BENT REINFORCING
BARS FOR LAP SPLICES
NO SCALE
2
NO SCALE
4 VERT.
BARS TYP.
BAR
SIZE
22
28
29
37
36
47
43
56
63
81
71
93
81
105
91
118
101
131
MAX. D=T/5 OR 2"
WHICHEVER IS SMALLER
NO SCALE
19
24
25
32
31
40
37
48
54
70
62
80
70
91
79
102
87
113
Boise, Idaho
Las Vegas, NV
Dubai, UAE
Ho Chi Minh City, Vietnam
17
25
32
33
43
41
54
50
64
72
94
82
107
93
121
105
136
116
151
201 N. Maple Grove Ste 100
Boise, Idaho 83704
Phone (208) 342-7168
Fax (208) 342-3079
32
17
22
22
29
28
36
33
43
48
63
55
72
62
81
70
91
78
101
CONCRETE TYPICAL DETAILS
22
32
42
43
56
54
70
64
84
94
122
107
139
121
157
136
177
151
196
10
This drawing package is being submitted for approval
only. Any materials ordered or constructed based on this
drawing package prior to final approval from the Architect
and Engineer-of-Record is at risk of the contractor. The
contractor is advised to obtain final approved drawing
package prior to ordering material and/or construction.
#3
22
28
29
37
36
47
43
56
63
81
72
93
81
105
91
118
101
131
JOB TITLE
CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2
A
B
A
B
A
B
A
B
A
B
A
B
A
B
A
B
A
B
#3
Typical Detail Notes:
Rev.
f'c = 4000 psi
TOP BARS
OTHER BARS
TYPICAL DETAIL NOTES
100% DD SET 02/21/14
f'c = 3000 psi
TOP BARS
OTHER BARS
BAR
LAP
SIZE CLASS
f'c = 3000 psi
f'c = 4000 psi
TOP BARS
OTHER BARS
TOP BARS
OTHER BARS
CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2
Notes:
1.
Table for use with normal weight hardrock concrete and grade 60 uncoated
reinforcing bars. For lightweight aggregate use 1.3ℓ.
2.
Class A - Half or less of the bars are spliced within a required lap length.
Class B - More than half of the bars are spliced within a required lap length.
3.
Top bars are horizontal bars with 12" or more of concrete cast in the
member below the bar.
4.
For bars enclosed in standard column spirals, use 0.75ℓ or 12" min.
5.
Lap splices of individual bars with a bundle shall be 1.2ℓ for that bar in a 3-bar
bundle and 1.33ℓ for a 4-bar bundle. Entire bundles shall not be staggered
such that they do not overlap.
6.
ℓ - Basic lap length, shown at left.
7.
Case Selection
-For foundation reinforcement use Case 1 uno.
-For column reinforcement and dowels use Case 1 uno.
-For beam reinforcement use Case 1 uno.
-For structural slab reinforcement use Case 2 uno.
-For slab on grade reinforcement use Case 1 uno.
-For wall reinforcement and dowels use Case 1 (Except as noted below) uno.
-For walls with a single mat of steel centered in the wall, use Case 1 for wall
reinforcement and dowels uno.
-For chord steel reinforcement use Case 2 uno.
T
BAR
SIZE
Notes:
1.
Table for use with normal weight hardrock concrete and grade 60 uncoated
reinforcing bars. For lightweight aggregate use 1.3ℓ.
2.
Top bars are horizontal bars with 12" or more of concrete cast in the
member below the bar.
3.
For bars enclosed in standard column spirals, use 0.75 ℓ or 12" min.
4.
Development length of individual bars within a bundle shall be 1.2 ℓd for that bar
in a 3-bar bundle and 1.33 ℓd for a 4-bar bundle.
5.
Compression development length (only where indicated on drawings) For grade
60 bars use 22 bar diameters.
6.
Case Selection
-For foundation reinforcement use Case 1 uno.
-For column reinforcement and dowels use Case 1 uno.
-For beam reinforcement use Case 1 uno.
-For structural slab reinforcement use Case 2 uno.
-For slab on grade reinforcement use Case 1 uno.
-For wall reinforcement and dowels use Case 1 (Except as noted below) uno.
-For walls with a single mat of steel centered in the wall, use Case 1 for wall
reinforcement and dowels uno.
-For chord steel reinforcement use Case 2 uno.
DATE:
02-10-14
JOB No.
134112.00
DESIGN BY:
DH/RM
DRAWN BY:
JG
SHEET No.
S5.02
6x6 W4.4xW4.4
WELDED WIRE FABRIC
3" OR 4" NON-STRUCTURAL
(ARCHITECTURAL)
EXTERIOR PANEL,
COORDINATE WITH ARCH.
1'-0" MIN. COORD.
WITH ELEVATIONS
5/16
2" MAX. INSULATION WITH
STANDARD CONNECTORS
EQ.
2"
3"
2-SIDES TYP.
5/16
TYP. FS 4
REBAR TO
EMBED PLATE
PLATE 5/8x5x1'-2"
SPLICE PLATE
EQ.
5/16
3/8
1
BUTTERFLY CONNECTION
PLATE 3/8" THK. WITH 1/2"
SLOT AND 3/4" DIA. HOLE,
BEND TOP AND BOTTOM
LEGS ALT WAYS TO FILL JNT.
4"
1 1/2"
2
LEDGER SPLICE DETAIL
NO SCALE
TOF
2"
1 1/2"
S5.03
INTERIOR FACE OF WALL
ANCHOR BOLTS
CENTERED IN 3"
SSLT HOLE AT
PANEL EDGES ONLY
ANGLE LEDGER
SANDWICH CONCRETE TILT-UP
PANEL, SEE_______
1
1 1/2"
NOTE:
1.
For typical panel information not shown, see
TYPICAL PANEL CONSTRUCTION
NO SCALE
1
_______
S5.03
EQUAL
8"
EQUAL
EMBED. PLATE 3/8x12x1'-0"
WITH 4-3/4" DIA. x 8"
NELSON STUDS
2-#5x9'-0" AT 6" GA.
DOUBLE BENT DEFORMED
WELDABLE REBAR
.
PLAN VIEW-PANEL TO PANEL
CONNECTION
3
NO SCALE
2.
The dimensions shown here apply to structural elements only,
see arch. plans for any dimensions not shown.
3.
Contractor shall field verify existing structural conditions. If any
discrepancies are found, contractor shall contact the Architect
and Structural Engineer before performing alteration work.
4.
For all top of footing, top of slab, and slab on grade construction,
see foundation plan.
5.
Columns and base plates are called out on plans and coordinated
in the schedule shown on S4.01.
6.
Sub-grade material below slabs and footings shall be
constructed as indicated by geo-tech report.
7.
For structural framing sizes, bottom of deck and top of steel
elevations, see plans.
8.
For floor deck size, attachment, span direction,and finish
floor elevations, see plans.
9.
For typical bearing wall construction, see plans.
Coordinate location with plans and architectural.
10.
For interior and exterior wall finishes, see architectural.
4
BASE CONNECTION AT PANEL ENDS
11.
For all typical construction details not shown on this sheet,
see all "S5" series drawings.
NO SCALE
STAMP
PRELIMINARY NOT
FOR
CONSTRUCTION
This document is
preliminary in nature
and is not a final,
signed and sealed
document
WIDTH
TYP.
EXTERIOR PANEL FOOTING AND
POUR STRIP
10"
S5.04
11
12
STEPPED FOOTING
NO SCALE
2-#4x2'-0" DEFORMED
WELDABLE BARS
3" 4" 3"
TYP.
CHORD REINFORCING
WELDABLE REBAR
SANDWICH
CONCRETE TILT-UP
1
PANEL,SEE _______
1' - 0"
3-SIDES
DRYPACK AFTER WELDING
SPLICE CONNECTION
4
4
L6x4x3/8x0'-9" WITH
2-3/4" DIA. x5" LG.
NELSON HEADED
STUDS VERT. GAGE =6"
2-#5 EACH FACE TYP.
PANEL EDGE REINF.
S5.03
NOTE:
1.
Some information not shown for clarity. For more
information see_______
1
14
PANEL TO PANEL CHORD
CONNECTION
NO SCALE
Date
POUR STRIP
SEE PLAN
COLD JOINT
3
SEE _______
S5.01
FINISHED GRADE
SEE ARCH.
TYP.
PLATE 3/8x6x0'-9" WITH
2-3/4" DIA. x5" LG. NELSON
HEADED STUDS. VERT.
GAGE = 6"
90° STANDARD HOOK, TYP.
SKEW AS REQUIRED
L3x3x3/8x0'-6"
CONC. TILT-UP PANEL
WHERE OCCURS
15
SECTION AT PANEL TO PANEL CHORD
16
CONNECTION
PLAN VIEW- PANEL TO PANEL
CONNECTION
NO SCALE
NO SCALE
DOWEL TO
MATCH SLAB ON
GRADE REINF.
CONT. FTG. SEE
PLAN OR SCHED.
FOR SIZE AND REINF.
2" CLEAR FORMED
3" CLEAR AGAINST EARTH
NOTES:
1
_______
1.
Panel reinforcing not shown for clarity.
2.
For typical panel information not shown, see S5.03 .
3.
Reference panel elevations for panel connections
to footing information.
TYP.
NOTE:
1
_______
1.
For typical panel information not shown, see S5.03 .
S5.03
JOIST CONNECTION AT PANEL JOINT
WELDABLE CHORD
REINF. BARS SEE PANEL
ELEVATIONS FOR SIZE
AND NUMBER
L2x2x1/4x1'-8"
4
4
1' - 0"
5/16
2-#4x2'-0" DEFORMED
WELDABLE BARS
PANEL JOINT
16
_______
S5.03
13
1/4
~
2-3/4" DIA. A325
THREADED BOLTS
WELDED TO EMBED.
WITH SSLT HOLES
S5.03
S5.03
3
3
L6x4x1/2x1'-2 3/4"
LLH WITH 3/8" STIFF
PLATE CENTERED
ON PANEL JOINT
PLATES FOR PANEL BASE
CONNECTION
NO SCALE
SANDWICH
CONCRETE TILT-UP
1
PANEL, SEE_______
SANDWICH
CONCRETE
TILT-UP PANEL,
SEE _______
1
2"
10"
L2x2x1/4 TYP.
SANDWICH CONCRETE
TILT-UP PANEL DETAILS
4"
2'-0" MIN.
1" MIN. NONSHRINK
GROUT
PANEL EMBED.
1
PLATE, SEE _______
4"
1
NO SCALE
1 1/2"
2 1/2"
3/8" PLATE
"t" BUT NOT
LESS THAN
EXTERIOR PANEL AND FOOTING AT
OPENING
PJ
3/16
3/16
PLATE 1/2x12x1'-0"
WITH 4-3/4" DIA.
NELSON STUDS
AT 6" GA.
1
NOTES:
1.
Panel reinforcing not shown for clarity.
1
_______
2.
For typical panel information not shown, see S5.03 .
10
3/16
3/16
3/8" PLATE
2" CLEAR FORMED
3" CLEAR AGAINST EARTH
CONT. FTG. SEE
PLAN OR SCHED.
FOR SIZE AND REINF.
10"
FOOTING
REINFORCING BARS
AS REQUIRED TYP.
3"
CLR.
S5.03
NO SCALE
1 1/2"
2-#4x2'-0" DEFORMED
WELDABLE BARS
1' - 0 1/2"
8"
1" MIN. NONSHRINK GROUT
3"
CLR.
PORTION OF
SANDWICH
CONCRETE TILT-UP
1
PANEL, SEE_______
S5.03
4"
SEE PLAN
S5.01
CONT. FTG. SEE
2" CLEAR FORMED
PLAN OR SCHED.
3" CLEAR AGAINST EARTH
EPOXY GROUT THE
FOR SIZE AND REINF.
WELD PLATE 1/2x4 1/2x0'-10"
BLOCK-OUT AFTER
NOTES:
PANEL INSTALLATION
1
_______
1.
Panel reinforcing not shown for clarity.
TYP.
2.
For typical panel information not shown, see S5.03 .
3.
Reference panel elevations for panel connections
NOTES:
to footing information.
1.
Panel reinforcing not shown for clarity.
1
_______
4.
For slab on grade to panel connection
2.
For typical panel information not shown, see S5.03 .
18
dowel requirement, see panel elevation and _______ .
NO SCALE
COLD JOINT
SEE_______
3
PROVIDE TOP REINFORCING
TO MATCH SIZE AND
SPACING OF BOTTOM BARS
WHERE FOOTING STEP
EXCEEDS 12"
17
PANEL REBAR PLACEMENT
NO SCALE
18
This drawing package is being submitted for approval
only. Any materials ordered or constructed based on this
drawing package prior to final approval from the Architect
and Engineer-of-Record is at risk of the contractor. The
contractor is advised to obtain final approved drawing
package prior to ordering material and/or construction.
FINISHED GRADE
SEE ARCH.
9
POUR STRIP
FINISHED GRADE
SEE ARCH.
S
S
SHOWN
ON PLAN INDICATES
THIS POINT OF THE
STEPPED FOOTING
SHEET TITLE
1-#4 CONT.
S5.01
DEFORMED
WELDABLE REBAR
PLAN BASE CONNECTION AT PANEL
ENDS
PANEL JOINT
SEE PLAN
Description
SEE PLAN
Rev.
COLD JOINT
SEE _______
3
100% DD SET 02/21/14
POUR STRIP
S5.03
1 1/2"
DEPTH
NO SCALE
CONCRETE TILT-UP
WALL PANEL
BEYOND
S5.03
INSIDE FACE
OF PANEL
8
SECTION C
NO SCALE
SANDWICH
CONCRETE TILT-UP
PANEL, SEE_______
1
4
7
SECTION C
NO SCALE
SANDWICH
CONCRETE TILT-UP PANEL,
SEE _______
1
S5.03
"t"
NO SCALE
6
SECTION A
NOTES:
1.
Panel reinforcing not shown for clarity.
1
2.
For typical panel information not shown, see _______ .
3" CLR.,
TYP.
5
BASE CONNECTION AT PANEL ENDS
EMBED PLATE 3/8"x12"x1'-6"
WELD REBAR
RODS ATTACHED
TO BASE PLATE
NOTES:
1
1.
Panel reinforcing not shown for clarity.
_______
2.
For typical panel information not shown, see S5.03 .
2-#5 DEFORMED
WELDABLE U BARS
INSIDE FACE
OF PANEL
2'-0" MIN.
8
2"
WELD REBAR
RODS ATTACHED
TO BASE PLATE
S5.03
2-#5x4'-6" AT 6" GA.
WELDABLE REBAR
CENTERLINE
OF BASE PLATE
EMBED PLATE 3/8"x12"x1'-6"
NOTES:
1.
Panel reinforcing not shown for clarity.
1
2.
For typical panel information not shown, see _______ .
ALL STRUCTURAL DETAILS USED
ON THIS PLAN ARE COPYRIGHT C
OF LOCHSA ENGINEERING OF
IDAHO. THE RE-USE OF ANY
DETAILS AND CONCEPTS IS NOT
ACCEPTABLE WITHOUT WRITTEN
CONSENT OF LOCHSA
ENGINEERING OF IDAHO.
S5.03
INSIDE FACE
OF PANEL
1" MIN. NONSHRINK GROUT
90° STANDARD
HOOK
2"
EMBED PLATE 3/8"x12"X1'-0"
8"
8"
1"
TYP.
WELDABLE REBAR, TYP.
WELDABLE REBAR
2"
TOF
6
8
7
_______ ______________
S5.03 S5.03 S5.03
SANDWICH
CONCRETE TILT-UP
PANEL,
1
SEE _______
3"
2"
1" MIN. NON-SHRINK
GROUT
INSIDE FACE
OF PANEL
WIDTH
CONTINUOUS WALL
PANEL,
WHERE OCCURS
_______
S5.03
CENTERLINE
OF BASE PLATE
3"
3 SIDES TYP.
1/4
SANDWICH
CONCRETE TILT-UP
PANEL,
SEE _______
1
3"
3/8
EMBED PLATE,
SEE PLAN VIEW, WITH
4-3/4" DIA. x8" LONG
HEADED STUDS
_______
S5.03
2"
WELD PLATE
1/2x4 1/2x0'-6"
CENTERED ON PANEL
EMBED PLATE
WIDTH
WIGWAM SKILLED
NURSING FACILITY
TYP. FS 4
REBARS TO
EMBED PLATE
PANEL WIDTH TO
EDGE OF PLATE
DEPTH
3"
DEPTH
2"
PANEL EMBED
PLATE 1/2x8x0'-8"
SANDWICH
CONCRETE TILT-UP
PANEL,
SEE_______
1
JOB TITLE
2"
PANEL WIDTH TO
EDGE OF PLATE
3"
CLR.
2-#5x2'-2" VERT. AND
HORIZ. DEFORMED
WELDABLE REBAR
NO SCALE
For structural design notes, see sheet S0.02 thru S0.0?.
8"
ANCHOR BOLTS
4"
90° STANDARD
HOOK TYP. SKEW
AS REQUIRED
FIBER COMPOSITE
CONNECTOR BY
THERMOMASS OR
SIMILAR AT 16"OC.
EACH WAY, MANUF.
TO VERIFY
1.
7
NOTE:
1.
For additional panel reinforcing, see panel elevations.
C:\Users\jgowans\Documents\134112 Wigwam SNF_JGowans.rvt
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2-#5x2'-2" VERT, AND
HORIZ. DEFORMED
WELDABLE REBAR
INTERIOR FACE OF WALL
2"
TYP.
1 3/4" CLR.,
TYP.
1
REBAR BEYOND
Typical Detail Notes:
INTERIOR FACE OF WALL
3/4" MAX. ARCH.
REVEAL SEE ARCH
FOR LOCATIONS
4
L2x2x3/8x1'-0" LONG WITH
2-#4 x 24" LONG DEFORMED
WELDABLE BARS TYP.
1-#4x3'-0" TYP.
1-#5 AT 12" OC. VERT.,
TYP., UNO.
1-#5 AT 18" OC. HORIZ.,
TYP., UNO.
LINE OF 3" WALL CONDITION
4
2-#5 EACH FACE, TYP.
PANEL EDGE REINF.
6 1/2" THICK STRUCTURAL
INTERIOR PANEL - f'c=5000 psi
EXTERIOR FACE OF WALL
1/4
Boise, Idaho
Las Vegas, NV
Dubai, UAE
Ho Chi Minh City, Vietnam
GRID
TYPICAL DETAIL NOTES
3/16
201 N. Maple Grove Ste 100
Boise, Idaho 83704
Phone (208) 342-7168
Fax (208) 342-3079
WELD
EACH LEG
OF PLATE
DATE:
02-10-14
JOB No.
134112.00
DESIGN BY:
DH/RM
DRAWN BY:
JG
SHEET No.
S5.03
3 1/2"
EMBED,
SEE SECTION X
2
2
3/16
AISC MIN., TYP.
B.O. DECK
SEE PLAN
2" 8" 2"
JOIST SEE PLAN
1/4
L6x6x1/2x0'-10" WITH
3/8" STIFF. PLATE
CENTERED ON EMBED.
6" 2"
EMBED PLATE 1/2"
WITH 6-3/4" DIA. x5" LONG
NELSON HEADED STUDS
AND 2-#4x2'-0"
DEFORMED WELDABLE
A706 BARS
L4x4x5/16xCONT.
SEE NOTE 3
PLATE 3/8x4x0'-8"
AT 24" OC. AND
1-BETWEEN JOISTS/ BEAMS
WITH 2-3/4" DIA. x5"
EMBED WITH 6" GA.
SECTION X
NOTES:
1.
Panel reinforcing not shown for clarity.
1
_______
2.
For typical panel information not shown, see S5.03 .
3.
.
SANDWICH
CONCRETE TILT-UP
PANEL, SEE _______
1
S5.03
S5.03
1
DECK LEDGER
2.
The dimensions shown here apply to structural elements only,
see arch. plans for any dimensions not shown.
3.
Contractor shall field verify existing structural conditions. If any
discrepancies are found, contractor shall contact the Architect
and Structural Engineer before performing alteration work.
4.
For all top of footing, top of slab, and slab on grade construction,
see foundation plan.
5.
Columns and base plates are called out on plans and coordinated
in the schedule shown on S4.01.
6.
Sub-grade material below slabs and footings shall be
constructed as indicated by geo-tech report.
7.
For structural framing sizes, bottom of deck and top of steel
elevations, see plans.
8.
For floor deck size, attachment, span direction,and finish
floor elevations, see plans.
9.
For typical bearing wall construction, see plans.
Coordinate location with plans and architectural.
10.
For interior and exterior wall finishes, see architectural.
11.
For all typical construction details not shown on this sheet,
see all "S5" series drawings.
STAMP
PRELIMINARY NOT
FOR
CONSTRUCTION
This document is
preliminary in nature
and is not a final,
signed and sealed
document
2
NO SCALE
ALL STRUCTURAL DETAILS USED
ON THIS PLAN ARE COPYRIGHT C
OF LOCHSA ENGINEERING OF
IDAHO. THE RE-USE OF ANY
DETAILS AND CONCEPTS IS NOT
ACCEPTABLE WITHOUT WRITTEN
CONSENT OF LOCHSA
ENGINEERING OF IDAHO.
This drawing package is being submitted for approval
only. Any materials ordered or constructed based on this
drawing package prior to final approval from the Architect
and Engineer-of-Record is at risk of the contractor. The
contractor is advised to obtain final approved drawing
package prior to ordering material and/or construction.
Rev.
100% DD SET 02/21/14
C:\Users\jgowans\Documents\134112 Wigwam SNF_JGowans.rvt
2/21/2014 2:59:24 PM
Description
Date
SHEET TITLE
SANDWICH CONCRETE
TILT-UP PANEL DETAILS
JOB TITLE
WIGWAM SKILLED
NURSING FACILITY
NO SCALE
S5.03
For structural design notes, see sheet S0.02 thru S0.0?.
BOD
NOTES:
1.
Panel reinforcing not shown for clarity.
1
2.
For typical panel information not shown, see _______ .
S5.03
3.
Angle splice, see _______
.
2
14
For joist / embed occurring at panel joint, see_______
JOIST SEAT CONNECTION
CENTER LINE OF
EMBED PLATE
BOT. OF DECK
SEE PLAN
2"
CHORD BARS,
SEE ELEVATIONS
1.
CHORD BARS,
SEE ELEVATION
STEEL DECK
SEE PLAN
CENTER LINE OF
EMBED PLATE
4-SIDES
4
SEE FRAMING PLAN
NOTES FOR WELDING
STEEL DECK,
SEE PLAN
1' - 4"
BOD
S5.04
201 N. Maple Grove Ste 100
Boise, Idaho 83704
Phone (208) 342-7168
Fax (208) 342-3079
S5.03
Typical Detail Notes:
1 5/8"
SANDWICH
CONCRETE TILT-UP
1
PANEL, SEE_______
ANGLE AND ATTACHMENT,
SEE _______
2
Boise, Idaho
Las Vegas, NV
Dubai, UAE
Ho Chi Minh City, Vietnam
TYPICAL DETAIL NOTES
DATE:
02-10-14
JOB No.
134112.00
DESIGN BY:
DH/RM
DRAWN BY:
JG
SHEET No.
S5.04
#3
15.1
15.1
13.1
13.1
12.0
12.0
12.0
12.0
NOTES:
1.
All lengths are in inches.
#4
20.1
23.7
17.4
20.5
15.6
18.4
14.2
16.8
2.
#5
25.2
38.1
21.8
33.0
19.5
29.5
17.8
27.0
#6
42.8
NP
37.1
NP
33.2
NP
30.3
NP
#7
59.4
NP
51.4
NP
46.0
NP
42.0
NP
#3
15.1
15.1
13.1
13.1
12.0
12.0
12.0
12.0
#4
20.1
23.7
17.4
20.5
15.6
18.4
14.2
16.8
#5
25.2
38.1
21.8
33.0
19.5
29.5
17.8
27.0
#6
39.3
54.0
34.0
54.0
30.4
54.0
27.8
52.1
#7
45.8
63.0
39.7
63.0
35.5
63.0
32.4
63.0
OPEN END
BLOCK, TYP.
BREAK SHELL
AT HORIZ.
REINF., TYP.
_______
S5.11
3.
Where 2 bars per cell occur they shall
be placed per edge condition see note 2.
4.
6" CMU 2 bars per cell is not permitted.
8" CMU 2 bars per cell up to #5 are
permitted. 10" CMU 2 bars per cell
up to #7 are permitted.
5.
NP indicates Not Permitted.
6.
#10 and #11 bars where shown on
plans or details require a
mechanical splice.
PREFORMED
RUBBER FILLER
TYP.
INTERSECTION
TENSION
LAP SPLICE
SEE NOTE 3
OPEN END
BLOCK, TYP.
PLAN SINGLE MAT
TENSION
LAP SPLICE
BEND
ALT.
WAYS
DOUBLE MAT
STOP EVERY
OTHER HORIZ. BAR
EXCEPT AS NOTED
BELOW TYP.
PLAN DOUBLE MAT
NOTES:
1.
Contractor shall obtain architect's approval of joint locations,
which shall not exceed 24'-0" oc.
2.
Horizontal reinf. at floor lines, roof lines, lintel reinf. and every
other horiz. bar (or bar set) shall be continuous through joint.
3.
Provide vertical wall reinf. each side of joint, #5 bars min.
SINGLE MAT
NOTE:
1
1.
Tension lap splice per schedule _______
.
S5.11
TENSION DEVELOPMENT AND LAP SPLICE LENGTH (FOR
MASONRY ONLY)
1
NO SCALE
For structural design notes, see sheet S0.02 thru S0.0?.
2.
The dimensions shown here apply to structural elements only,
see arch. plans for any dimensions not shown.
3.
Contractor shall field verify existing structural conditions. If any
discrepancies are found, contractor shall contact the Architect
and Structural Engineer before performing alteration work.
4.
For all top of footing, top of slab, and slab on grade construction,
see foundation plan.
5.
Columns and base plates are called out on plans and coordinated
in the schedule shown on S4.01.
6.
Sub-grade material below slabs and footings shall be
constructed as indicated by geo-tech report.
7.
For structural framing sizes, bottom of deck and top of steel
elevations, see plans.
8.
For floor deck size, attachment, span direction,and finish
floor elevations, see plans.
CORNER
For bar placement, edge distance
(d Dim.) see
.
5
PLAN DETAIL - CMU WALL CONTROL
JOINT
2
CMU WALL INTERSECTIONS
NO SCALE
Boise, Idaho
Las Vegas, NV
Dubai, UAE
Ho Chi Minh City, Vietnam
Center Edge
180º STD.
HOOK TYP.
AS INDICATED
ON PLAN
1.
9.
For typical bearing wall construction, see plans.
Coordinate location with plans and architectural.
10.
For interior and exterior wall finishes, see architectural.
11.
For all typical construction details not shown on this sheet,
see all "S5" series drawings.
3
201 N. Maple Grove Ste 100
Boise, Idaho 83704
Phone (208) 342-7168
Fax (208) 342-3079
Placement
of Bar
Center Edge Center Edge Center Edge
Typical Detail Notes:
STAMP
PRELIMINARY NOT
FOR
CONSTRUCTION
This document is
preliminary in nature
and is not a final,
signed and sealed
document
NO SCALE
HORIZONTAL REBAR
CENTERED IN WALL
EMBEDMENT
ALL STRUCTURAL DETAILS USED
ON THIS PLAN ARE COPYRIGHT C
OF LOCHSA ENGINEERING OF
IDAHO. THE RE-USE OF ANY
DETAILS AND CONCEPTS IS NOT
ACCEPTABLE WITHOUT WRITTEN
CONSENT OF LOCHSA
ENGINEERING OF IDAHO.
MINIMUM
7
d
WIGWAM SKILLED
NURSING FACILITY
1 1/2 BOLT DIA.
JOB TITLE
d
t
d
SAW CUT, SEE DETAIL
GRATING SEE ARCH.
2-#5 CONT.
_______
S5.11
CONT. FTG AND
REINF. SEE PLAN
1' - 0"
DOWEL WITH 90
STANDARD HOOK
OR EPOXY WITH
6" MIN. EMBED
8
WATERSTOP, TYP.
1'-6"
#4 x 1'-6"
MATCH U-BARS
#4 U-BARS 3
EACH SIDE
MIN.
BEND ALTERNATE
WAYS INTO FOOTING
WITH 90°
STANDARD HOOK
THICKEND SLAB AT NON-BEARING
MASONRY WALL
NO SCALE
L3x2x1/4 LLV WITH
2-1/2" DIA. HILTI
KWIK BOLT III WITH
3 1/2" EMBEDMENT
EACH SIDE
SHEET TITLE
CONT. REINF. FROM
THICKENED SLAB,
SEE_______
9
MIN.
SLAB ON GRADE
EXTERIOR TO INTERIOR
NON-BEARING WALL
NO SCALE
S5.11
WATERPROOF
MEMBRANE WRAP
COMPLETELY
AROUND PIT
8"
NOTES:
1.
For balance of information, see detail.
2.
Cont. structural steel with zinc rich paint.
9
ELEVATOR PIT
10
NO SCALE
GRID
DOWELS TO MATCH SIZE
AND SPACING OF VERT.
WALL REINF. FOR LAP
1
SPLICE SCHED. SEE _______
S5.11
S5.02
SLAB ON GRADE
8" STEM WALL WITH
1-#5 AT XX" OC..
VERT. 1-#5 AT 12"
OC. HORIZ.
90° STANDARD HOOK
8" CMU EXTERIOR WALL FOOTING
11
100% DD SET 02/21/14
C:\Users\jgowans\Documents\134112 Wigwam SNF_JGowans.rvt
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NO SCALE
CONCRETE LAP
2
SPLICE, SEE _______
NO SCALE
BRIDGING AT CMU WALL
ROUGHEN AND
CLEAN TO 1/4"
AMPLITUDE
STEM WALL,
SEE PLAN
2" CLR. FORMED
3" CLR. AGAINST
EARTH
DOWELS TO MATCH SIZE
AND SPACING OF VERT.
WALL REINF. FOR LAP
1
SPLICE SCHED. SEE _______
Date
BRIDGING
CONNECTIONS PER
JOIST MANUFACTURER
RECOMMENDATIONS
6
ANCHOR BOLT EMBEDMENT - CMU
Description
NO SCALE
NOTES:
1.
Minimum bolt spacing shall be 12 bolt diameters, minimum
edge distance shall be 6 bolt diameters.
2.
1" min. grout all around bolts in masonry shell.
3.
Grout cell for a minimum of 6" above and below the bolts.
8"
CMU OR
CONC.
WALL
S5.11
4
MIN.
EMBED
UNO
4"
5"
6"
6"
1' - 0"
BRIDGING PER
JOIST
MANUFACTURER
NOTE:
1.
See plan, joist notes and manufacturer for bridging notes.
MASONRY WALL OPENINGS AND
DETAILS
1/2"
5/8"
3/4"
7/8"
CMU WALL, FOR
SIZE AND REINF.,
ETC.
FINISH
GRADE
EQ
A
NOTES:
1.
Extend jamb bars full height of wall when
width of opening is more than 4'-0".
2.
Typical tension lap splice per schedule _______
.
1
BEND ALTERNATE
WAYS INTO FOOTING
t
d
EQ
2-#5 VERT.
JAMB AND END OF WALL
BOLT
DIA.
S5.11
CMU WALL,
SEE PLAN
DOUBLE MAT
SHELL
NO SCALE
CONTROL JOINT
3
SEE _______
L3x3x1/4 WITH 3-KWIK BOLT 3
WITH 5" MIN. EMBEDMENT
EXPANSION BOLT.
SEE JOIST MANUFACTURER
FOR LENGTH AND SPACING
REQUIREMENTS
U-BARS TO MATCH
HORIZ. WALL REINF.,
AS INDICATED ON PLAN
CMU WALL
t
NO SCALE
PROVIDE DOWELS TO MATCH JAMB
BARS, TYP. LAP SPLICE SEE NOTE 2
FACE OF CMU
FLUSH WITH
FOUNDATION
5
PLAN DETAIL FOR REBAR PLACEMENT IN CMU
2-#5 TYP.
SINGLE MAT
EMBEDMENT SCHED.
SINGLE CURTAIN HORIZONTAL BAR
_______
S5.11
FLOOR LINE
STD. 180º HOOK AS
INDICATED ON PLAN
SEE NOTE 3
3" CLR.
A
WALL RENIF.
HORIZONTAL REBAR
IN CONTACT WITH
VERTICAL REBAR
3" CLR.
1
_______
S5.11
EMBED. PER
SCHED. 1
MASONRY SHOWN,
CONCRETE IS SIMILAR
DOUBLE CURTAIN HORIZONTAL BAR
~
LAP SPLICE
EMBED. PER
SCHED.
SEE NOTE 2
A
2-#5
2.8
3.8
4.8
5.8
7.8
t
2-#5 EA.
JAMB
5 5/8"
7 5/8"
9 5/8"
11 5/8"
15 5/8"
NOTE:
1.
Where two vertical reinforcing bars occur in a cell, bars shall be secured in place by a bar
positioned at the top and bottom, and at intervals not exceeding 200 bar diameters.
2-#5 EACH
JAMB TYP.
1
_______
S4.02
HORIZONTAL REBAR
IN CONTACT WITH
VERTICAL REBAR
ACTUAL
NORMAL
d (inches)
THICKNESS THICKNESS (t)
6" CMU
8" CMU
10" CMU
12" CMU
16" CMU
ANCHOR BOLT
SINGLE CURTAIN HORIZONTAL BAR
Concrete Masonry Units
#9
NP
NP
6.25
8.25
12.25
RAD. 1 1/2
BOLT DIA.
d d
1
_______
S4.02
LINTEL REINF.
SEE SCHED.
ON S4.01
d (inches)
#7
#8
NP
NP
5
4.625
7
6.625
9
8.625
13
12.625
t
VERTICAL REBAR IN CENTER OF CELL
CMU (Concrete Masonry Units)
NORMAL
ACTUAL
THICKNESS THICKNESS (t) #3 - #6
6" CMU
5 5/8"
3.25
8" CMU
7 5/8"
5.25
10" CMU
9 5/8"
7.25
12" CMU
11 5/8"
9.25
16" CMU
15 5/8"
13.25
d d
t
d
t
d
t
VERTICAL REBAR PLACED FOR MAXIMUM d
WHERE STRAIGHT EXTENSIONS IS NOT POSSIBLE,
EXTEND BARS AS FAR AS POSSIBLE AND HOOK
SEE NOTE 2
MASONRY TYPICAL DETAILS
f'm =
3000 psi
TYPICAL VERTICAL
JOINT FULL HEIGHT
This drawing package is being submitted for approval
only. Any materials ordered or constructed based on this
drawing package prior to final approval from the Architect
and Engineer-of-Record is at risk of the contractor. The
contractor is advised to obtain final approved drawing
package prior to ordering material and/or construction.
12"
f'm =
2500 psi
2-#5 VERT.
TYPICAL DETAIL NOTES
Rev.
8"
f'm =
2000 psi
PROVIDE SASH
BLOCKS AT CONTROL
JOINTS FILL WITH
POLYSULFIDE
SEALANT EACH SIDE,
SEE SPEC'S.
TENSION
LAP SPLICE
BAR
SIZE
f'm =
1500 psi
LAP SPLICE
Masonry
Design
Strength
BREAK SHELL AT
HORIZ. REINF., TYP.
2-#5
VERT.
TENSION
CMU Thickness
Tension Development and Lap Splice Length
( for Masonry only )
DATE:
02-10-14
JOB No.
134112.00
DESIGN BY:
DH/RM
DRAWN BY:
JG
SHEET No.
S5.11
BOND BEAM
BOND BEAM,
SEE PLAN
SOLID GROUT BEAM POCKET
L4x4x1/4
CONTINUOUS ANGLE
SLICE, IF REQD. AT
EMBED PLATE
CMU WALL
CMU WALL
2-#5x5'-0" CENTERED
UNDER BEAM
VERT. REBAR,
SEE NOTE 2.
BEARING PLATE 3/4x5x b f +
6-MIN. 12" WITH 2-3/4"x8"
HEADED STUDS ON 8" GAGE. FLUSH
PLATE TO INSIDE
NOTES:
1.
Grout around anchor studs shall be placed no more than 2 hours
after grout pour immediately below.
2.
Provide 1-#5 vert. rebar in each cell continuous to ground under
bearing plate, min. 2-cells.
BEAM BEARING PLATE
PERPENDICULAR TO WALL
BOND BEAM
L3x2x1/4 LLH
CONTINUOUS ANGLE
SPLICE, IF REQD.
AT EMBED PLATE
PLATE 1/2"x6 SQ.;
2 EQUALLY SPACED
BETWEEN BEAMS
WITH 1-3/4"x5"
NELSON STUD
24"
#4 DOWELS 24"
AT 24" O.C.
PLATE 1/2x6 SQ.
AT 24" OC WITH
1-3/4"x5" NELSON
STUD
1/4
3
CMU WALL
1
NO SCALE
PERPENDICULAR CONCRETE SLAB
ON DECK
2
NO SCALE
2.
The dimensions shown here apply to structural elements only,
see arch. plans for any dimensions not shown.
3.
Contractor shall field verify existing structural conditions. If any
discrepancies are found, contractor shall contact the Architect
and Structural Engineer before performing alteration work.
4.
For all top of footing, top of slab, and slab on grade construction,
see foundation plan.
5.
Columns and base plates are called out on plans and coordinated
in the schedule shown on S4.01.
6.
Sub-grade material below slabs and footings shall be
constructed as indicated by geo-tech report.
BEAM OR CHANNEL
7.
CONNECTION PLATE,
BOLTS AND WELD, SEE _______
1
SKEW PLATE AS
S5.21
NEEDED
For structural framing sizes, bottom of deck and top of steel
elevations, see plans.
8.
For floor deck size, attachment, span direction,and finish
floor elevations, see plans.
9.
For typical bearing wall construction, see plans.
Coordinate location with plans and architectural.
10.
For interior and exterior wall finishes, see architectural.
11.
For all typical construction details not shown on this sheet,
see all "S5" series drawings.
CONCRETE OVER
STEEL DECK
CMU WALL
CONCRETE OVER
STEEL DECK
For structural design notes, see sheet S0.02 thru S0.0?.
PARALLEL CONCRETE SLAB ON DECK
3
NO SCALE
4
W-BEAM SUPPORT AT MASONRY
NO SCALE
201 N. Maple Grove Ste 100
Boise, Idaho 83704
Phone (208) 342-7168
Fax (208) 342-3079
SEE
NOTE 1
S5.21
3
1.
8"
DO NOT WELD
BEAM FLANGE
TO PLATE
AT X" OC
1' - 4"
#4 24"
STIFF PLATE 3/8"
EACH SIDE
SEE_______
2
1/4
24"
BEAM
PLATE 5/8x10xBEAM HEIGHT
+3"-1'-6" MIN., WITH 6-3/4"
DIA. x 5" NELSON STUDS
AT 8" GA.
3
8"
1/4
1' - 4"
2 1/4" AT 8" WALL
3" AT 12"' WALL
Typical Detail Notes:
1' - 4"
PROVIDE 16" DEEP
BOND BEAM WITH
2-#5x CONT.
Boise, Idaho
Las Vegas, NV
Dubai, UAE
Ho Chi Minh City, Vietnam
TYPICAL DETAIL NOTES
PROVIDE 2-3/4" DIA. NELSON
THREADED STUDS, WELDED TO
BEARING PLATE. INSTALL
STUDS IN CENTER OF SHORT
SLOTTED HOLES IN BEAM
FLANGE
STAMP
PRELIMINARY NOT
FOR
CONSTRUCTION
This document is
preliminary in nature
and is not a final,
signed and sealed
document
CMU WALL
SOLID GROUT BEAM POCKET, PLACE
GROUT BEFORE ANY UPPER BEAMS
ARE STACKED ABOVE
SOLID GROUT POCKET
3-#6x4'-0" WITH
STAGGERED
HOOK
10"
MIN.
BOLSTER ANGLE
SEE
_______
---
1/4
1/4
FOR JOIST ATTACHMENT
AT BEARING SEE _______
12
CMU WALL
S5.22
1/2"
STEEL DECK
_______
S5.22
ROOF DECK
4
4
2-#5
8"
1 1/2"
NON-SHRINK
GROUT
JOIST ATTACHMENT
AT BEARING WALL
SEE_______
12
_______
S5.21
2-#5
1/4
_______
---
WEB STIFFENER 3/8"
EACH SIDE,SEE _______
2
BEAM
ALL STRUCTURAL DETAILS USED
ON THIS PLAN ARE COPYRIGHT C
OF LOCHSA ENGINEERING OF
IDAHO. THE RE-USE OF ANY
DETAILS AND CONCEPTS IS NOT
ACCEPTABLE WITHOUT WRITTEN
CONSENT OF LOCHSA
ENGINEERING OF IDAHO.
8"
_______
S5.21
3' - 0".
3'-0".
3/8" PLATE x AS REQ'D.
ANGLE LEDGER,
SEE _______
-
1' - 4"
WT4x29xAS REQUIRED
WEB STIFFENER
3/8" EACH SIDE,
SEE 2
WIGWAM SKILLED
NURSING FACILITY
CMU WALL
PLATE 3/4"x8"x1'-4" WITH
2-3/4" DIA x8" LONG
ANCHOR STUDS AT 8" OC.
2' - 0".
VERT. REINF. SEE
PLAN AND PILASTER
SCHEDULE
NOTE:
6
1.
For additional information, see _______
.
BOND BEAM
8"
4"
3-#4 x
HAIRPINS
2-#5 MIN. VERT.
NOTES:
1.
Grout around anchor studs shall be placed a minimum of
2 hours after grout pour immediately below.
S5.12
DRAG STRUT STEEL BEAM PARALLEL
TO WALL
5
NO SCALE
BEAM BEARING PLATE PARALLEL TO
WALL
NO SCALE
CMU WALL
NOTE:
1.
Coordinate roof slope with plan and arch.
6
PLATE 5/8x12x1'-6"
WITH 6-3/4" DIA. x 5"
NELSON STUDS
AT 8" GA.
ROOF JOIST
L6x4x5/16x0'-10" LLV
NOTE:
1.
Coordinate roof slope with plan.
1/4
JOIST BEARING ON TOP OF MASONRY
7
WALL
STEEL JOIST SEAT AT 8" MASONRY
WALL
NO SCALE
NO SCALE
MASONRY TYPICAL DETAILS
2-#5
3
BEARING PLATE 3/4x6x1'-0"
WITH 2-3/4" DIA. x8" EMBED
ANCHOR STUDS AT 8" GA.,
SEE NOTE 1
JOB TITLE
5/16
8"
3'-0".
1 1/2" NON-SHRINK
GROUT
3' - 0".
BEAM
8
ANGLE LEDGER,
SEE_______
---
FOR JOIST ATTACHMENT
AT BEARING SEE 12
CMU WALL
3"
NOTES:
1.
Coordinate roof slope with plan.
2.
Grout joist pockets solid.
SHEET TITLE
PILASTER WHERE
APPLICABLE;
OTHERWISE PROVIDE
TYPICAL VERTICAL
WALL REINFORCING
IN 3-CELLS UNDER
BEARING PLATE
Description
STEEL JOIST POCKET AT 8" MASONRY
9
WALL
100% DD SET 02/21/14
C:\Users\jgowans\Documents\134112 Wigwam SNF_JGowans.rvt
2/21/2014 2:59:29 PM
NO SCALE
This drawing package is being submitted for approval
only. Any materials ordered or constructed based on this
drawing package prior to final approval from the Architect
and Engineer-of-Record is at risk of the contractor. The
contractor is advised to obtain final approved drawing
package prior to ordering material and/or construction.
.
Date
BEARING PLATE
3/4x8x1'-2" WITH
2-3/4" DIA. x8"
LONG ANCHOR
STUDS AT 8" GA
GROUT AROUND
ANCHOR STUDS
SHALL BE PLACED
AT LEAST 2-HOURS
AFTER THE GROUT
POUR IMMEDIATELY
BELOW
Rev.
8"
1' - 4"
BOND BEAM
_______
S5.22
DATE:
02-10-14
JOB No.
134112.00
DESIGN BY:
DH/RM
DRAWN BY:
JG
SHEET No.
S5.12
3/16
3/16
SEE
SCHEDULE
TYP.
L2x2x1/4
EXTEND PLATE AS MAY BE
REQ'D. FOR CONNECTIONS
AISC
MIN.
2db
SIDED BEAM TO BEAM
"D"
"D"
"D"
BENT PL 3/16" x CONT.,
WITH 1/2"x6" HEADED
STUDS AT 12"
1/4
1/4
18"
5-3/4" DIA.
3/8
1/4
21"
6-1" DIA.
1/2
5/16
24"
7-1" DIA.
1/2
5/16
27"
8-1" DIA.
1/2
5/16
30" -33"
9-1" DIA.
1/2
5/16
36" - 40"
10-1" DIA.
1/2
5/16
3-SIDES
TYP.
1
FRAMING
MEMBER,
FOR OWJ
SEE D
B TYP.
A TYP.
E
3/16
(C) SEE TABLE
2'-0"
MAX.
3-SIDES
TYP.
B TYP.
C
3/16
3/16
3/16
JOIST TOP
CHORD
JOIST WEB
MEMBER
SEE NOTE 5
L3x3x1/4 EXTEND
ANGLES 4 FLUTES
PAST OPENING TYP.
3/16
3/16
D
FRAME MEMBER SIZES
3'-6" MIN. CL
SEE NOTE 4
CLOSURE PLATE
1/4 ALL AROUND
3/16
OPENING
OF ADJ. OPENINGS
LONG OPENINGS DIM. > 24" < 60"MAX.
SEE NOTE 4
3/16
2-12
A
OPENING
(A)
C6x8.2
(B)
L4x3x1/4 LLV
(C)
L7x4x1/2x0'-3" LLV MIN.
2-12
(B) SEE TABLE
TYPICAL OPENING IN STEEL DECK
For structural framing sizes, bottom of deck and top of steel
elevations, see plans.
8.
For floor deck size, attachment, span direction,and finish
floor elevations, see plans.
9.
For typical bearing wall construction, see plans.
Coordinate location with plans and architectural.
10.
For interior and exterior wall finishes, see architectural.
11.
For all typical construction details not shown on this sheet,
see all "S5" series drawings.
STAMP
PRELIMINARY NOT
FOR
CONSTRUCTION
This document is
preliminary in nature
and is not a final,
signed and sealed
document
ALL STRUCTURAL DETAILS USED
ON THIS PLAN ARE COPYRIGHT C
OF LOCHSA ENGINEERING OF
IDAHO. THE RE-USE OF ANY
DETAILS AND CONCEPTS IS NOT
ACCEPTABLE WITHOUT WRITTEN
CONSENT OF LOCHSA
ENGINEERING OF IDAHO.
L2
DECK SPAN PERPENDICULAR TO BEAM
WWF
#4x3'-0" AT 24", 1" CLR.
FROM TOP OF CONC.
#4 AT 12" AT A
#4 AT 24" AT B
1" CLEAR FROM
TOP OF CONC.
DECK SPAN PARALLEL TO BEAM
EDGE OF COMPOSITE SLAB
B
LONG OPENINGS DIM. 24" MAX.
(A)
4
COMPOSITE SLAB CONSTRUCTION
5
NO SCALE
FRAME MEMBER
EQUALS THICKNESS
OF ANGLE
3/16
3/16
B
STEEL DECK
8" DIA. OR A SERIES
OF PENETRATIONS
WITHIN AN 8" SQUARE
MAX. IS CONSIDERED
TO BE A SINGLE
OPENING
7.
Note:
For information not shown see detail above.
SUPPORTING
MEMBERS, TYP.
SEE TABLE FOR TYP. C
FRAMING MEMBERS
SIZE
1' - 9"
Sub-grade material below slabs and footings shall be
constructed as indicated by geo-tech report.
BEAM
DECK SPAN PARALLEL TO BEAM
NO SCALE
E
1' - 0"
MAX.
DETAILS ARE SIM.
WHERE SLAB OPENINGS
6
OCCURE SEE _______
NO SCALE
5'-0" MAX.
AT B
S5.21
TYPICAL BEAM CONNECTION SCHEDULE AND DETAILS
1/2" DIA. NET EFF.
PUDDLE WELDS EACH
VALLEY AND AT 12" OC.
PARALLEL EDGES, TYP.
L13
TYP.
L1
Note:
For information not
shown see detail above.
6.
STRUCTURAL STEEL TYPICAL
DETAILS
3/8
1/2"x6" HEADED
STUDS, MATCH
SPACING OF #4 BARS
1' - 9"
Columns and base plates are called out on plans and coordinated
in the schedule shown on S4.01.
* TYPICAL ANGLE TO ANGLE
OR ANGLE TO CHANNEL WELD
E
NOTES:
1. Added framing is not reqd. for openings
where long opening dim. is less than 6".
2. For structure required to support
mechanical unit gravity use C6x8.2 under
entire perimeter uno on plan. As a
TYP.
minimum provide C6x8.2 under entire
perimeter of curb.
3. See mech. for equipment mounting,
attachment openings, etc.
4. Composite slab or roofing see plans and
arch. drawings. Where hard rock conc.
occurs provide 3/4" Dia. x 8" Nelson
Headed Studs at 24" oc.
5. Connection at top chord panel point. If not
at panel point, field install L2x2x1/4 from
point of load to nearest panel point on
bottom chord. Shore joist during welding.
L3x3x1/4
6
This drawing package is being submitted for approval
only. Any materials ordered or constructed based on this
drawing package prior to final approval from the Architect
and Engineer-of-Record is at risk of the contractor. The
contractor is advised to obtain final approved drawing
package prior to ordering material and/or construction.
4-3/4" DIA.
NOTES:
1.
All 3/4" dia. bolts shall be A325-N. All 1" dia. bolts shall be A490-N.
2.
Provide larger welds where may be required by AISC.
3.
Use larger plates and welds where required by brace frame
connections or other specific details.
4.
d = bolt diameter.
5.
Use bshort slotted holes in one end of beam for field tolerences.
6.
"D" = Nominal member depth.
AT A
1' - 6"
MAX.
5.
SEE PLAN FOR WWF, UNO
PROVIDE 6x6-W2.0xW2.0
DECK
L
For all top of footing, top of slab, and slab on grade construction,
see foundation plan.
SHEET TITLE
16"
2-12
DECK SPAN PERPENDICULAR TO BEAM
1/4
3/8
#4 AT 24"
1" CLR. FROM
TOP CONC. TYP.
L13
TYP.
MIN. DECK
BEARING PER
GENERAL NOTES
STANDARD 90° HOOK,
SKEW AS REQ'D.
3/16
#4 AT 12" AT A
#4 AT 24" AT B
1" CLEAR FROM
TOP OF CONC.
SEE PLAN FOR WWF
UNO PROVIDE 6x6W2.0xW2.0
4.
Date
3-3/4" DIA.
L=SPAN
Contractor shall field verify existing structural conditions. If any
discrepancies are found, contractor shall contact the Architect
and Structural Engineer before performing alteration work.
Description
12" - 14"
L/5
2" MIN.
BEARING
SIZE OF
FILLET
WELD
3/8
AT B
1' - 0"
MAX.
3.
Rev.
2-3/4" DIA.
L/5
The dimensions shown here apply to structural elements only,
see arch. plans for any dimensions not shown.
100% DD SET 02/21/14
SHEAR
PLATE
THICKNESS
AT A
1' - 6"
MAX.
EQ
"D"
8" - 10"
BOLT NO.
AND SIZE
3
NO SCALE
EQ
AISC
MIN.
AISC
MIN.
3" 3"
NOMINAL
MEMBER
DEPTH "D"
2
2.
TYP.
3/16
SUPPORT OF STEEL DECK AT
COLUMNS
NO SCALE
BEAM CONNECTION SCHEDULE
C:\Users\jgowans\Documents\134112 Wigwam SNF_JGowans.rvt
2/21/2014 2:59:31 PM
NOTES:
1.
All deck must be supported around columns.
2.
Use this detail at contractors option or as
required by deck manufacturer or vendor.
STIFFENER PLATES
BEAM TO BEAM ALIGNMENTS
NO SCALE
PLAN VIEWS
NOTE:
1.
Use larger plates and welds as may be req'd. by beam
connection schedule.
SEE
SCHEDULE
TYP.
PROVIDE PARTIAL HEIGHT
PLATE TOP AND
STIFF, ('t' TO MATCH 't' OF
BOTTOM THICKNESS SHEAR PLATE), THIS SIDE,
TO MATCH SHEAR
WITH 6 BOLTS OR MORE
PLATE THICKNESS
BEAM TO COLUMN WEB
(A) SEE
TABLE
SEE PLAN FOR
BEAM SIZE
3" 3"
AISC
MIN.
SEE
SCHEDULE
TYP.
BEAM, SEE PLAN
FOR SIZE, TYP.
6" OR LESS CONNECTION
3" MAX.
2d b
TYPICAL
M
AX
.
For structural design notes, see sheet S0.02 thru S0.0?.
201 N. Maple Grove Ste 100
Boise, Idaho 83704
Phone (208) 342-7168
Fax (208) 342-3079
1"
3" MAX.
SEE
SCHEDULE
TYP.
2 SIDED BEAM TO BEAM
1/4" TYP.
1.
WIGWAM SKILLED
NURSING FACILITY
BEAM TO COLUMN FLANGE
3" MAX.
COLUMN k1 (+1/2")
DISTANCE -0"
STIFFENER PLATE 3/8"
TYPICAL UNLESS NOTED
OR DETAILED OTHERWISE
AISC
MIN.
AISC
MIN.
AISC
MIN.
SEE
SCHEDULE
TYP.
Typical Detail Notes:
3" MAX.
AISC
MIN.
JOB TITLE
AISC
SHEAR MIN.
PLATE
2db
3" 3"
3" 3"
AISC
MIN.
AISC
MIN.
3" MAX.
TYP.
SEE PLAN FOR
COMPOSITE
CONSTRUCTION
3" MAX.
2d b
Boise, Idaho
Las Vegas, NV
Dubai, UAE
Ho Chi Minh City, Vietnam
TYPICAL DETAIL NOTES
L2x2x1/4
TYPICAL
DATE:
02-10-14
JOB No.
134112.00
DESIGN BY:
DH/RM
DRAWN BY:
JG
SHEET No.
S5.21
1-#4, 1" CLR. FROM
TOP OF CONCRETE,
TYP. ALL EDGES
3/16
3/16
PROVIDE EDGE OF DECK
SUPPORT L5x3x1/4 LLV - LH
SERIES L2 1/2x2 1/2x1/4 - K SERIES
3-12
3-12
WHERE CONCENTRATED
LOAD DOES NOT OCCUR
AT PANEL POINTS ADD L1
1/2x1 1/2x5/16 EACH SIDE,
OR MATCH JOIST WEB
MEMBERS, WHICHEVER IS
LARGER, FROM POINT OF
CONCENTRATED LOAD TO
NEAREST PANEL POINT ON
OPPOSITE CHORD
EDGE PLATE 3/16" OR
BENT PLATE VERIFY
6
CONDITION, SEE _______
S5.21
2-12
SECTION A
1
OPENING IN SLAB ON METAL DECK
2
EDGE OF ROOF DECK
NO SCALE
TYPICAL JOINT REINFORCEMENT
DETAIL
NO SCALE
3" MAX.
NO SCALE
3" MAX.
AISC
MIN.
23
/4"
AISC
MIN.
CJP, TYP.
/4"
11
6"
S5.21
HSS COL.
SEE
SCHEDULE
CJP, TYP.
_______
S5.21
SEE
SCHEDULE
2 - SIDED
OR
3 - SIDED
1 SIDED
OR
2 - SIDED
SEE
SCHEDULE
4 - SIDED
CUT
MIN., TYP.
FACE OF
WEB OR
FLG. TYP.
"
1 1/4
BACKING BAR
AS REQ'D.
BEAM SEE
PLAN
W BEAM TO TUBE COLUMN DETAIL
5
NO SCALE
BEAM TO BEAM RIGID CONNECTION
6
SEE PLAN FOR
BEAM SIZE
AS REQ'D.
NOTE:
1.
Use larger welds and welds as required by beam conn.
schedule or by AISC specification section J2 welds.
CARRIED COLUMN DETAIL
WELD
CONT. 14 GA.
PLATE
DECK WELDING DETAIL
NO SCALE
Boise, Idaho
Las Vegas, NV
Dubai, UAE
Ho Chi Minh City, Vietnam
For floor deck size, attachment, span direction,and finish
floor elevations, see plans.
4
9.
For typical bearing wall construction, see plans.
Coordinate location with plans and architectural.
10.
For interior and exterior wall finishes, see architectural.
11.
For all typical construction details not shown on this sheet,
see all "S5" series drawings.
STAMP
PRELIMINARY NOT
FOR
CONSTRUCTION
This document is
preliminary in nature
and is not a final,
signed and sealed
document
3-SIDES TYP.
SEE NOTE 1
AS REQ'D.
STIFF PL 3/8 (SEE NOTE 1)
EACH SIDE VERIFY POSITIONS
WHERE INTERSECTING
MEMBERS MAY OCCUR
SEE NOTE 1
1/4
COLUMN ORIENTATION
MAY VARY - SEE PLAN
OR SCHEDULE FOR SIZE
NOTE:
1.
Use larger plate and weld as required by beam connection
schedule or by AISC specification section J2 welds.
7
SKEWED BEAM CONN. DETAIL
SEE
PLAN
5/16
3-SIDES TYP.
SEE NOTE 1
5/16
3-SIDES TYP.
SEE NOTE 1
NO SCALE
3"
SEE PLAN FOR
BEAM SIZES TYP.
8
BEAM TO COLUMN
1/8" x 1 = K JOIST
1/4" x 2 = LH JOIST
REQUIRED JOIST BEARING 2 1/2" FOR K SERIES,
4" FOR LH AND DLH SERIES. WHERE REQ'D BEARING
IS NOT AVAILABLE PROVIDE SPECIAL JOIST SEATS
CAP PLATE 3/4" THICK
WIDTH TO BE 1" LARGER
THAN COLUMN OR MATCH
BEAM FLANGE WIDTH,
WHICHEVER IS LARGER
LENGTH AS REQUIRED, WITH
4-3/4" DIA. A325 BOLTS
AS
REQ'D.
STIFFENER. PLATE 3/8"
(SEE NOTE 1) EACH. SIDE
VERIFY POSITIONS
WHERE INTERSECTING
MEMBERS MAY OCCUR
1/4
SEE NOTE 1
COLUMN SEE PLAN OR
SCHEDULE FOR SIZE
W BEAM SEE PLAN
NOTE:
1.
Use larger plate and weld as may be req'd. by beam connection
schedule or by AISC specification section J2 welds.
10
BEAM TO BEAM AND COLUMN
NO SCALE
NOTE:
1.
Coordinate roof slope with plan.
11
JOIST ATTACHMENT AT BEARING
12
NO SCALE
Rev.
100% DD SET 02/21/14
C:\Users\jgowans\Documents\134112 Wigwam SNF_JGowans.rvt
2/21/2014 2:59:34 PM
Description
NO SCALE
DECK NOT CENTERED WELDS AT
DECK PARALLEL TO BEAMS
NOTE:
1.
See steel deck welding schedule, notes and other details.
9
8.
2" MIN.
LESS
THAN 2"
STIFF. PL3/8 (SEE NOTE 1)
EACH SIDE VERIFY POSITIONS
WHERE INTERSECTING
MEMBERS MAY OCCUR
For structural framing sizes, bottom of deck and top of steel
elevations, see plans.
JOIST SEE PLAN
2" MIN.
1 1/2"
7.
2" MIN.
WELD
1 1/2" MIN.
Sub-grade material below slabs and footings shall be
constructed as indicated by geo-tech report.
ALL STRUCTURAL DETAILS USED
ON THIS PLAN ARE COPYRIGHT C
OF LOCHSA ENGINEERING OF
IDAHO. THE RE-USE OF ANY
DETAILS AND CONCEPTS IS NOT
ACCEPTABLE WITHOUT WRITTEN
CONSENT OF LOCHSA
ENGINEERING OF IDAHO.
DECK SPLIT
(PREFERRED)
3-SIDES TYP.
SEE NOTE 1
TYPICAL ELEVATION
1/2"
MAX.
SEE BEAM CONNECTION
SCHEDULE FOR PLATE
SIZE, BOLTS, ETC.
1/4
3/16
PLAN - OVER 60°
CENTERLINE OF
COLUMN AND BEAM
WELD
DECK CENTERED
6.
3/16
3/16
SEE PLAN FOR
BEAM SIZE
PLATE 3/8" MIN. OR
WEB THKNS. MIN.
OR BEND WEB
NO SCALE
WELD
CAP PLATE 3/4" THICK
WIDTH TO BE 1" LARGER
THAN COLUMN OR MATCH
BEAM FLANGE WIDTH,
WHICHEVER IS LARGER
LENGTH AS REQUIRED, WITH
4-3/4" DIA. A325 BOLTS
Columns and base plates are called out on plans and coordinated
in the schedule shown on S4.01.
S5.21
NO SCALE
CENTERLINE OF COLUMN
SEE PLAN OR SCHEDULE
5.
BRIDGING AT STEEL BEAM
CAP PLATE 3/4" THICK
WIDTH TO BE 1" LARGER
THAN COLUMN OR MATCH
BEAM FLANGE WIDTH,
WHICHEVER IS LARGER,
LENGTH AS REQUIRED
WITH 4-3/4" DIA. A325 BOLT
BEAM
SEE PLAN
3"
CJP
OVER 30°
SEE BEAM CONNECTION
1
SCHEDULE _______
UP TO 30°
BEAM SEE
PLAN FOR SIZE
BRIDGING
CONNECTIONS PER
JOIST MANUFACTURER
RECOMMENDATIONS
NOTE:
1.
See plan, joist notes and manufacturer for bridging notes.
1 1/2"
NOTE:
1.
Drill stress relieving hole prior to slotting tube, hole shall be 1/8" larger than plate width.
For all top of footing, top of slab, and slab on grade construction,
see foundation plan.
PLAN - UP TO 30° TO 60°
W-SHAPES SHOWN OTHER
SHAPES SIMPSON SEE
PLAN, TYP.
CONNECTION
PLATE 3/8"
UNO.
SEE
SCHEDULE
4.
CENTERLINE OF COLUMN
3"
TYP.
SEE
SCHEDULE
SEE SCHEDULE FOR
NUMBER OF BOLTS
AND SIZE OF PLATES
FOR ADDITIONAL INFO
SEE DETAIL 1
CUT
MIN., TYP.
S5.21
PLAN - UP TO 30°
BEAM SEE
PLAN FOR SIZE
3" MIN.
BOLTS, CONN.
PLATE, WELDS,
ETC. SEE_______
1
BRIDGING PER
JOIST
MANUFACTURER
PLATE 3/8xAS
REQ'D.x 0'-11 1/4"
PLATE 3/8xAS REQ'D.x0'-8"
BOLTS, CONN.
PL, WELDS, ETC.
SEE_______
1
Contractor shall field verify existing structural conditions. If any
discrepancies are found, contractor shall contact the Architect
and Structural Engineer before performing alteration work.
NO SCALE
BOLTS PER SCHEDULE,
ADD BOLTS AS MAY BE
REQ'D. FOR EVEN NUMBER
BEAM SEE PLAN
/4"
3
2
/4"
11
23
/4"
1/4" CAP PLATE,
FLUSH WITH
BEAM WHERE
APPLIES
W BEAM
3
3.
This drawing package is being submitted for approval
only. Any materials ordered or constructed based on this
drawing package prior to final approval from the Architect
and Engineer-of-Record is at risk of the contractor. The
contractor is advised to obtain final approved drawing
package prior to ordering material and/or construction.
3/16
The dimensions shown here apply to structural elements only,
see arch. plans for any dimensions not shown.
SHEET TITLE
SEE PLAN
CONT. BENT
PLATE 3/16
6
OR _______
S5.21
TYPICAL
CONCENTRATED
LOAD TO OCCUR AT
PANEL POINTS
2.
Date
ANGLE
TO BEAM
BEAM, SEE
PLAN
For structural design notes, see sheet S0.02 thru S0.0?.
201 N. Maple Grove Ste 100
Boise, Idaho 83704
Phone (208) 342-7168
Fax (208) 342-3079
2" MIN.
DECK BEARING
SEE PLAN FOR DECK
SIZE, WELDING,
DIRECTION, ETC.
1.
WIGWAM SKILLED
NURSING FACILITY
3-12
3/16" x 4" SQ.
PLATE WITH 1/2"
DIA. MB. TOP AND
BOTTOM
STRUCTURAL STEEL TYPICAL
DETAILS
".
-0
2'
3/16
Typical Detail Notes:
JOB TITLE
".
-0
2'
2-#4x4'-0" IN CENTER
OF CONCRETE,
TYPICAL ALL CORNERS
TYPICAL DETAIL NOTES
3/16
2" ±
BEARING
CONT. BENT
PLATE 3/16
PLAN
TYPICAL
PANEL
POINTS
1' - 6" MAX.
2"
A
1/8
1/8
TYP. EACH
END
3"
2'-0"
TYP
DATE:
02-10-14
JOB No.
134112.00
DESIGN BY:
DH/RM
DRAWN BY:
JG
SHEET No.
S5.22
1/2"
1/4
1/4
OR AISC MIN.
Typical Detail Notes:
ROOF DECK AND
ATTACHMENT SEE PLAN
JOIST, SEE PLAN
2
2
L3x3x1/4 BRACE
AT 15'-0" OC. MAX.
ROOF DECK
DIRECTION OF
DECK MAY VARY,
SEE PLAN
1.
For structural design notes, see sheet S0.02 thru S0.0?.
2.
The dimensions shown here apply to structural elements only,
see arch. plans for any dimensions not shown.
3.
Contractor shall field verify existing structural conditions. If any
discrepancies are found, contractor shall contact the Architect
and Structural Engineer before performing alteration work.
4.
For all top of footing, top of slab, and slab on grade construction,
see foundation plan.
5.
Columns and base plates are called out on plans and coordinated
in the schedule shown on S4.01.
6.
Sub-grade material below slabs and footings shall be
constructed as indicated by geo-tech report.
7.
For structural framing sizes, bottom of deck and top of steel
elevations, see plans.
8.
For floor deck size, attachment, span direction,and finish
floor elevations, see plans.
9.
For typical bearing wall construction, see plans.
Coordinate location with plans and architectural.
10.
For interior and exterior wall finishes, see architectural.
11.
For all typical construction details not shown on this sheet,
see all "S5" series drawings.
GUSSET PL 3/8
3"
3"
JOIST
JOIST,
SEE PLAN
JOIST,
SEE PLAN
L3x3x1/4 BRACE AS
RECOMENDED BY JOIST
MANUFACTURER, TYP.
3/16
3/16
3/16
3-SIDES
2
GIRDER
SEE PLAN
2
2
PLATE 3/4xCOLUMN
WIDTH +6"xJOIST
BEARING WIDTH
1/4
1/4
1/4
x1/4
L3x3
JOIST GIRDER,
SEE PLAN TYP.
TYP.
W BEAM
3/16
BRACE L3x3x1/4
WITH 2-3/4" DIA.
BOLTS EACH END
DO NOT WELD
STABILIZER PLATE 3/4x6x1'-0"
ROOF W
BEAM
3/16
3/16
TYP.
SEE PLAN
1/4
1
JOIST CONNECTION TO GIRDER
NO SCALE
TYPICAL GIRDER AT INTERIOR
COLUMN
NO SCALE
PL 3/8"
2
DIAGONAL BRACE CONNECTION
NO SCALE
3
DIAGONAL BRACE CONNECTION
NO SCALE
W BEAM
4
201 N. Maple Grove Ste 100
Boise, Idaho 83704
Phone (208) 342-7168
Fax (208) 342-3079
2-3/4" DIA. THRU BOLTS
FOR ERECTION ONLY
EACH GIRDER
1/8" x 1 = K JOIST
1/4" x 2 = LF JOIST
Boise, Idaho
Las Vegas, NV
Dubai, UAE
Ho Chi Minh City, Vietnam
TYPICAL DETAIL NOTES
STAMP
PRELIMINARY NOT
FOR
CONSTRUCTION
This document is
preliminary in nature
and is not a final,
signed and sealed
document
ALL STRUCTURAL DETAILS USED
ON THIS PLAN ARE COPYRIGHT C
OF LOCHSA ENGINEERING OF
IDAHO. THE RE-USE OF ANY
DETAILS AND CONCEPTS IS NOT
ACCEPTABLE WITHOUT WRITTEN
CONSENT OF LOCHSA
ENGINEERING OF IDAHO.
WIGWAM SKILLED
NURSING FACILITY
CJP
BEAM
KINKED BEAM CONNECTION
5
This drawing package is being submitted for approval
only. Any materials ordered or constructed based on this
drawing package prior to final approval from the Architect
and Engineer-of-Record is at risk of the contractor. The
contractor is advised to obtain final approved drawing
package prior to ordering material and/or construction.
Rev.
100% DD SET 02/21/14
C:\Users\jgowans\Documents\134112 Wigwam SNF_JGowans.rvt
2/21/2014 2:59:35 PM
Description
Date
SHEET TITLE
STRUCTURAL STEEL TYPICAL
DETAILS
JOB TITLE
NO SCALE
DATE:
02-10-14
JOB No.
134112.00
DESIGN BY:
DH/RM
DRAWN BY:
JG
SHEET No.
S5.23
0.0451
33
45
S125
1.25"
54
0.0566
16
0.0566
33
45
68
0.0713
14
0.0713
33
97
0.1017
12
0.1017
43
0.0451
18
54
0.0566
68
97
2.5"
U50
.50"
F-SECTIONS
F125
1.25"
T125
1.25"
T150
1.5"
T200
2"
T-SECTIONS
STEEL STUD/JOIST SECTION
IDENTIFICATION
1
NO SCALE
2-ROWS OF 3 EACH
SIDE 12-TOTAL
1-ROW OF 4 TOP AND
BOTTOM 8-TOTAL
Contractor shall field verify existing structural conditions. If any
discrepancies are found, contractor shall contact the Architect
and Structural Engineer before performing alteration work.
4.
For all top of footing, top of slab, and slab on grade construction,
see foundation plan.
8 INCHES
2-ROWS OF 3 EACH
SIDE 12-TOTAL
1-ROW OF 3 TOP AND
BOTTOM 6-TOTAL
5.
Columns and base plates are called out on plans and coordinated
in the schedule shown on S4.01.
6 INCHES
2-ROWS OF 3 EACH
SIDE 12-TOTAL
1-ROW OF 3 TOP AND
BOTTOM 6-TOTAL
6.
Sub-grade material below slabs and footings shall be
constructed as indicated by geo-tech report.
7.
For structural framing sizes, bottom of deck and top of steel
elevations, see plans.
8.
For floor deck size, attachment, span direction,and finish
floor elevations, see plans.
9.
For typical bearing wall construction, see plans.
Coordinate location with plans and architectural.
10.
For interior and exterior wall finishes, see architectural.
11.
For all typical construction details not shown on this sheet,
see all "S5" series drawings.
12 INCHES
0.0451
50
65
2-ROWS OF 4 EACH
SIDE 16-TOTAL
16
0.0566
50
65
0.0713
14
0.0713
50
65
0.1017
12
0.1017
50
65
TYPICAL
TRACK
TYPICAL STUD
TYPICAL
TRACK
TYPICAL STUD
OR TRACK
TYPICAL CORNER
SCREW AT 30" OC.
STUD TO STUD
TYPICAL STUD
'A'
EXAMPLE CALL OUT:
600S162-54
600:
SIZE = 6"
S:
SECTION DESIGNATION (STYLE) = S STUD
162:
1.625" FLANGE WIDTH
54:
.054 THICKNESS
Refer to: STEEL STUD MANUFACTURERS ASSOCIATION
3.
45
TYPICAL
TRACK
NOTES:
1.
Fy = The minimum yield strength of the connected parts
Fu = The minimum tensile strength of the connected parts
2.
When connecting materials of different thickness or tensile
strengths, use the weld size for the lighter ga. section.
3.
Weld procedures are based on Section E2 of the AISI Code
and AWS D1.3.
4.
Steel stud sections must be at least 18 ga. minimum for
welding.
TYPICAL
STUD
TRACK
6" STUD OR TRACK
16 GA. MIN.
SCREW AT 30" OC.
STUD TO STUD
TYPICAL TRACK
2
STEEL STUD/JOIST WELDING
NO SCALE
4 INCHES
2-ROWS OF 2 EACH
SIDE 8-TOTAL
1-ROW OF 3 TOP AND
BOTTOM 6-TOTAL
NOTE:
1.
All connections are to be made with #10 screws uno.
TYPICAL INTERSECTION
PLAN DETAILS AT WALL
INTERSECTIONS
R
E
E
N
I
G
T
I
N
E ED
10 INCHES
3
NO SCALE
4
CONNECTION SCHEDULE
NO SCALE
ANGLE 1 1/2x1 1/2x GA.
x STUD WIDTH (-) 0'-2"
WITH 3-SCREWS TO
WEB OF STUD
STUD FRAMING
SHOT PIN EACH
SIDE OF SPLICE
SCREW TYPICAL
EACH SIDE OF
STUD TO TRACK
EQ
STEEL STUD TO
BEAR ON TRACK,
TYP., UNO.
SCREW
EACH SIDE AT
EACH STUD
5
_______
S5.31
B- SCREWS,
SEE _______
CONNECTION
4
SCHEDULE
S5.31
7/8" MIN. BETWEEN
SCREWS AND END OF
HEADER WEB
BOXED HEADER,
SEE SCHEDULES
3-SCREWS.
MIN. _______
4
A- SCREWS,
SEE _______
CONNECTION
4
SCHEDULE
S5.31
STEEL STUD BOX
HEADER
S5.31
JAMB STUDS
SCREW EACH SIDE
OF JAMB
SCREW AT 24" OC.
TYP. EACH SIDE
OF TRACK
ADDITIONAL HEADER
STUDS IF SPECIFIED
NOTE:
11
1.
For connection to jamb, see _______
.
9
NO SCALE
USE THIRD
STUD WHERE
APPLICABLE
USE THIRD STUD
WHERE APPLICABLE
SCREW
AT 12" OC., TYP.
6" STRAPxJAMB
WIDTHxSAME GA. AS
JAMB. EACH SIDE OF
JAMB AT
OC.
C:\Users\jgowans\Documents\134112 Wigwam SNF_JGowans.rvt
2/21/2014 2:59:39 PM
USE THIRD
STUD WHERE
APPLICABLE
JAMB STUD
6"
SCREW
AT 12" OC., TYP.
STAGGERED
JAMB STUD/TRACK
4-SCREWS AT
EACH STUD
STRAP OPTION
PLAN VIEW
USE THIRD
STUD WHERE
APPLICABLE
JAMB STUD
WELD OPTION
PLAN VIEW
TYPICAL JAMB CONSTRUCTION
NO SCALE
TRACK OPTION
ELEVATION
TRACK OPTION
PLAN VIEW
FASTENER SPACING
STUD
SPACING
S250
1 3/4"
2 1/2"
S362
S400
3"
S600
4"
S800
6"
14
12
_______
S5.31
BOXED HEADER TO JAMB
CONNECTION
NO SCALE
SEE SCHEDULE BELOW
NO SCALE
10
BOXED HEADER CONNECTION
NOTE:
1.
For alternate, see
FOR TYPICAL HEADER
CONSTRUCTION,
SEE
BOXED HEADER,
SEE SCHEDULES
10
_______
S5.31
T200x16 GA.x MATCH
HEADER WIDTH
S5.31
UPTURNED T125
TRACK UNO., USE SAME
GA. AND DEPTH AS
WALL UNO.
S5.31
SILL CONNECTION
FOR TYPICAL HEADER
CONSTRUCTION, SEE _______
10
JOB TITLE
B- SCREWS,
13
SEE CONNECTION
_______
S5.31
SCHEDULE
EQ.
13
_______
S5.31
.
11
BOXED HEADER TO JAMB
CONNECTION ALTERNATE
NO SCALE
1/2"
.
.
1/2"
SCREWS AT
TRACK TO JAMB,
SEE_______
AND PLANS
4
1/2"
.
S5.31
A- SCREWS,
EACH SIDE OF HEADER,
4
SEE CONNECTION _______
S5.31
EQ. SCHEDULE
.
1/2"
JAMB STUDS
Date
BOXED HEADER TRACK TOP
AND BOTTOM, CUT FLANGE AND
BEND WEBS, 3" MIN., FOR
CONNECTION TO JAMB
SCREW AT 24" OC.
TYP. AT EACH
HEADER STUD
JAMB STUDS
NO SCALE
1. 1/2"
NO SCALE
8
TYPICAL STUD WEB STIFFENER
EQ.
. EQ.
. EQ.
.
NO SCALE
UPTURNED T125 TRACK
UNO., USE SAME GA. AND
DEPTH AS WALL UNO.
TURN DOWN WHERE
NEEDED
7
TRACK SPLICE
1 1/2"
.
NO SCALE
6
TRACK TO STRUCTURE
HEIGHT +1"
5
PLAN VIEW
.
EQ.
.
7
_______
S5.31
STUD TO TRACK CONNECTION
A
1. 1/2"
S5.31
STRAP OPTION
ELEVATION
STEEL TRACK
.
1 1/2"
NOTE:
1.
For track splice, see
For structural design notes, see sheet LG0.02 thru LG0.0?.
STUD FRAMING
SHOT PIN AT 12" OC.
STAGGERED,
2" PITCH MIN., UNO.
NOTE:
6
1.
For track to structure, see_______ .
SILL TRACK 18 GA.
UNO. CUT FLANGE
AND BEND WEB FOR
CONNECTION TO JAMB
1.
HEADER + TRACK
SCREW TYPICAL
EACH SIDE OF
STUD TO TRACK
TOP OR BOTTOM
TRACK, HEADER
OR SILL
Light Gauge Typical Detail Notes:
TACK WELD ANGLE
TO TRACK
STEEL TRACK
ALL STRUCTURAL DETAILS USED
ON THIS PLAN ARE COPYRIGHT C
OF LOCHSA ENGINEERING OF
IDAHO. THE RE-USE OF ANY
DETAILS AND CONCEPTS IS NOT
ACCEPTABLE WITHOUT WRITTEN
CONSENT OF LOCHSA
ENGINEERING OF IDAHO.
DETAIL NOTES
4"
STEEL STUD TO
BEAR ON TRACK,
TYPICAL, UNO.
STEEL TRACK
SECTION A
EQ
T125 TRACK,
MATCH STUD
GAUGE AND
DEPTH, TYP.,
UNO.
6" MIN.
STUD FRAMING
STUD FRAMING,
SEE PLANS
PRELIMINARY NOT
FOR
CONSTRUCTION
This document is
preliminary in nature
and is not a final,
signed and sealed
document
OR THIS FOR
LIGHT GUAGE ONLY PROJECTS
STUD FRAMING
SCREW
EACH SIDE AT
EACH STUD
STAMP
12
STEEL STUD TYPICAL
DETAILS
S250
1-ROW OF 4 TOP AND
BOTTOM 8-TOTAL
33
BOXED HEADER TO JAMB
CONNECTION ALTERNATE
13
NO SCALE
This drawing package is being submitted for approval
only. Any materials ordered or constructed based on this
drawing package prior to final approval from the Architect
and Engineer-of-Record is at risk of the contractor. The
contractor is advised to obtain final approved drawing
package prior to ordering material and/or construction.
2"
The dimensions shown here apply to structural elements only,
see arch. plans for any dimensions not shown.
SHEET TITLE
S200
2.
45
TRACK SCREWS
TO JAMB
Description
1.625"
For structural design notes, see sheet S0.02 thru S0.0?.
STUD SCREWS
TO JAMB
Rev.
S162
1.
DEPTH OF TRACK
OR STUDS
100% DD SET 02/21/14
1.375"
Typical Detail Notes:
1. 1/2"
S137
TYPICAL
STUD
Boise, Idaho
Las Vegas, NV
Dubai, UAE
Ho Chi Minh City, Vietnam
18
201 N. Maple Grove Ste 100
Boise, Idaho 83704
Phone (208) 342-7168
Fax (208) 342-3079
0.0451
WIGWAM SKILLED
NURSING FACILITY
43
U-SECTIONS
T-SECTIONS
F-SECTIONS
FLANGE WIDTH
2-SCREWS AT 30" OC.
STUD TO STUD
SCREW AT 30" OC.
STUD TO STUD
EQ.
. EQ.
. EQ.
.
U-SECTIONS
S-SECTIONS
DESIGNATION
TYPICAL DETAIL NOTES
1 1/2"
.
S-SECTIONS
Fu
(ksi)
HEIGHT +1"
SHAPE
Fy
(ksi)
HEADER + TRACK
`A'
SECTION THICKNESS WELD SIZE
(in.)
(mils)
(in.)
(ga.)
DATE:
02-10-14
JOB No.
134112.00
DESIGN BY:
DH/RM
DRAWN BY:
JG
SHEET No.
S5.31
KWIK BRIDGE
PUNCH SYSTEM
AISC MAX
1 1/2"x16 GA. CRC,
AT 8'-0" OC. MAX.,
UNO.
~
2-SCREWS BETWEEN
STRAPS AND BLOCKING,
TYP.
1 1/2"x16 GA. CRC,
AT 8'-0" OC. MAX.,
UNO.
OR
STUD FRAMING
OR
1.
For structural design notes, see sheet S0.02 thru S0.0?.
2.
The dimensions shown here apply to structural elements only,
see arch. plans for any dimensions not shown.
3.
Contractor shall field verify existing structural conditions. If any
discrepancies are found, contractor shall contact the Architect
and Structural Engineer before performing alteration work.
4.
For all top of footing, top of slab, and slab on grade construction,
see foundation plan.
5.
Columns and base plates are called out on plans and coordinated
in the schedule shown on S4.01.
6.
Sub-grade material below slabs and footings shall be
constructed as indicated by geo-tech report.
7.
For structural framing sizes, bottom of deck and top of steel
elevations, see plans.
8.
For floor deck size, attachment, span direction,and finish
floor elevations, see plans.
9.
For typical bearing wall construction, see plans.
Coordinate location with plans and architectural.
10.
For interior and exterior wall finishes, see architectural.
11.
For all typical construction details not shown on this sheet,
see all "S5" series drawings.
S5.32
BRIDGE CLIP WITH
2-SCREWS TO STUD
AND 2-SCREWS TO
BRIDGING CHANNEL
WALL COVERING
NOTES:
1.
Blocking to occur at each end of wall or adjacent to each opening
and at 8'-0" OC max. horiz. and at 8'-0" max. vert.
2.
Contractors options: continuous CRC per _______
in lieu of stud and
3
strap bridging.
S5.32
2" x 20 GA. STEEL
STRAP BOTH SIDES
2
BRIDGING FOR STUD WALLS
NO SCALE
NO SCALE
STUD WALL
4-SHOT PINS
1
1
NOTE:
1.
See steel stud manufacturers
association (SSMA) for bridging
requirements at interior nonstructural walls.
SCREW OPTIONS
NOTE:
1.
Use this detail or approved manufacturer's alternate.
1
1
BRIDGE CLIP
AISC MAX
AISC MAX
WELD OPTIONS
3
COLD-ROLLED CHANNEL BRIDGING
NO SCALE
CLOSURE PLATE,
BY OTHERS,
12 GA. MIN.
CLOSURE PLATE,
BY OTHERS,
1/4" MIN.
1" MAX.
CONCRETE OVER
STEEL DECK,
BY OTHERS
SPAZZER BAR,
SEE NOTE 1
3" MIN.
UNO.
VERTICLIP SLB OR EQUAL
WITH 2-SCREWS CENTERED
IN SLOT AT EACH STUD AND
ONE ON EACH SIDE OF
JAMBS, COORDINATE
APPROPRIATE CLIP SIZE
WITH STUD SIZE.
1" MAX.
STIFFCLIP LB OR EQUAL WITH
4-SCREWS MINIMUM, AT EACH
STUD AND ONE ON EACH SIDE
OF JAMBS, COORDINATE
APPROPRIATE CLIP SIZE WITH
STUD SIZE.
CONCRETE OVER
STEEL DECK,
BY OTHERS
1/2"
CLOSURE PLATE,
BY OTHERS,
12 GA. MIN.
VERTICLIP SLB OR EQUAL WITH
2-SCREWS CENTERED IN SLOTS
AT EACH STUD AND ONE ON
EACH SIDE OF JAMBS,
COORDINATE APPROPRIATE
CLIP SIZE WITH STUD SIZE.
PRELIMINARY NOT
FOR
CONSTRUCTION
This document is
preliminary in nature
and is not a final,
signed and sealed
document
ALL STRUCTURAL DETAILS USED
ON THIS PLAN ARE COPYRIGHT C
OF LOCHSA ENGINEERING OF
IDAHO. THE RE-USE OF ANY
DETAILS AND CONCEPTS IS NOT
ACCEPTABLE WITHOUT WRITTEN
CONSENT OF LOCHSA
ENGINEERING OF IDAHO.
DETAIL NOTES
Light Gauge Typical Detail Notes:
1.
For structural design notes, see sheet LG0.02 thru LG0.0?.
METAL DECK,
BY OTHERS
4-SHOT PINS
STUD FRAMING
STAMP
OR THIS FOR
LIGHT GUAGE ONLY PROJECTS
1" MAX.
4-#12 SCREWS
2 1/2"
MIN.
PLAN DETAILS BLOCKING OR
BRIDGING AT STEEL STUD WALLS
AISC MAX
STUD FRAMING
FRAMING
SCREWS AS
REQUIRED BY
MANUFACTURER
Boise, Idaho
Las Vegas, NV
Dubai, UAE
Ho Chi Minh City, Vietnam
Typical Detail Notes:
STEEL FRAMING
SCREW AT EACH
INTERMEDIATE STUD
TYPICAL DETAIL NOTES
STUD FRAMING
STUD FRAMING
S5.32
SOLID BLOCKING GA.
TO MATCH STUDS WITH
WEB BENT AND
ATTACHED TO STUDS
WITH 2-SCREWS
SEE _______
2
2-#10 SCREWS TO
PUNCH SYSTEM
201 N. Maple Grove Ste 100
Boise, Idaho 83704
Phone (208) 342-7168
Fax (208) 342-3079
20 GA. x 2" CONT.
2
STRAP TYP., SEE _______
KWIK BRIDGE
PUNCH SYSTEM
WIGWAM SKILLED
NURSING FACILITY
SOLID BLOCKING SAME GA. AS
STUDS (C-RUNNER) AT EACH END
OF WALL ADJACENT TO WALL
OPENINGS
STUD FRAMING
STUD FRAMING
NOTE:
1.
For walls less than 16'-0" in height, and gyp. board on both sides,
no spazzer bar needed. For walls 16'-0" to 30'-0" use spazzer bar at mid-height
NO SCALE
5
VERTICLIP SLB CONNECTION
NO SCALE
STUD FRAMING
6
STIFFCLIP CONNECTION
NO SCALE
VERTICLIP AT LIGHT GA. FRAMING
7
JOB TITLE
4
SPAZZER BAR BRIDGING
NO SCALE
BOTH ENDS
BACK TO BACK T125
TRACK, USE 16 GA.
AND DEPTH AS WALL
UNO.
BOTTOM BEARING CONDITION
T125 TRACK WITH SCREW
AT EACH SIDE OF EACH
STUD. MATCH STUD DEPTH
AND GAUGE
T200-43 SLOTTED SLIP TRACK
WITH SCREW EACH SIDE AT
EACH STUD, CENTERED IN
SLOTS. MATCH STUD DEPTH
AND GAUGE
ROOF DECK,
BY OTHERS
8-SCREWS TOTAL
EACH SIDE OF
SPLICE
CENTER OF SPLICE
2-SCREWS
AT EACH PLATE
2-#10 SCREWS,
AT 12" OC.
STUD FRAMING
STUD FRAMING
T125-54 MIN. TRACK AT
SPLICE. TRACK TO
MATCH STUD SIZE
STUD FRAMING,
SEE PLAN
TOP BEARING CONDITION
9
_______
S5.32
2-WELDS
EACH SIDE
OF SPLICE
2
2
STUD FRAMING
STUD FRAMING
if stud wall does not land on flute.
NOTE:
1.
Plate not required when roof deck spans opposite of shown above direction.
SCREW OPTION
8
STUD TO ROOF DECK
NO SCALE
STUD SLIP CONNECTION TO ROOF
NO SCALE
9
BACK TO BACK TRACK DETAIL
NO SCALE
10
TYPICAL STUD SPLICE DETAIL
WELD OPTION
11
NO SCALE
1" MIN.
TYP.
CONCRETE SLAB OVER
METAL DECK, BY OTHERS
1" MIN.
TYP.
SHOT PIN,
AT EACH FLUTE
T200 SLOTTED SLIP TRACK
WITH SCREW EACH SIDE
AT EACH STUD CENTERED
IN SLOTS. MATCH STUD
DEPTH AND GAUGE
STUD ALIGNMENT NOT WITH DECK FLUTE
SLOTTED SLIP TRACK AT CONCRETE
DECK
NO SCALE
12
Rev.
STUD ALIGNMENT WITH DECK FLUTE
3/4" GAP,
MAX
C:\Users\jgowans\Documents\134112 Wigwam SNF_JGowans.rvt
2/21/2014 2:59:42 PM
3/4" GAP,
MAX
T200 SLOTTED SLIP TRACK
WITH SCREW EACH SIDE
AT EACH STUD CENTERED
IN SLOTS. MATCH STUD
DEPTH AND GAUGE
100% DD SET 02/21/14
Description
CONCRETE SLAB OVER
METAL DECK, BY OTHERS
CENTER OF SPLICE
Date
NOTE:
1.
Use plate and connection shown on
STEEL STUD TYPICAL
DETAILS
2-ROWS OF 4-SCREWS
AT WEB
ROOF DECK,
BY OTHERS
2-SCREWS
AT 16" OC.
T125-54 MIN. TRACK
AT SPLICE.
TRACK TO MATCH
STUD SIZE
This drawing package is being submitted for approval
only. Any materials ordered or constructed based on this
drawing package prior to final approval from the Architect
and Engineer-of-Record is at risk of the contractor. The
contractor is advised to obtain final approved drawing
package prior to ordering material and/or construction.
ROOF DECK,
BY OTHERS
1 1/2"
SHEET TITLE
1 1/2"
PLATE 18 GA. x6x
3-FLUTES WIDE AT 48" OC.
WITH SCREW TO
VALLEY OF DECK FLUTES
4-SCREWS EACH
FLANGE, BOTH SIDES
3' - 0" MIN.
2-SCREWS
AT 16" OC.
3' - 0" MIN.
T125 TRACK WITH SCREW
AT EACH SIDE OF EACH
STUD. MATCH STUD DEPTH
AND GAUGE
DATE:
02-10-14
JOB No.
134112.00
DESIGN BY:
DH/RM
DRAWN BY:
JG
SHEET No.
S5.32