STRUCTURAL NOTES
CONCRETE REINFORCING
1. Reinforcing steel shall be deformed new billet steel bars in accordance
with ASTM A615 Grade 60.
2. Detailing of reinforcing steel shall conform to the American Concrete
Institute Detailing Manual.
3. All hooks and bends in reinforcing bars shall conform to ACI detailing
standards unless shown otherwise.
4. Detail reinforcing as follows:
a. Lap top reinforcing bars at midspan.
b. Lap bottom reinforcing bars at the supports.
c. Lap vertical bars in columns and walls only at floor lines, unless noted
otherwise.
d. Lap reinforcing bars 40 bar diameters minimum, unless noted
otherwise.
e. Provide standard hooks in top bars at cantilever and discontinuous
ends of beams, walls and slabs.
f. Provide corner bars for all horizontal bars at the inside and outside face
of intersecting beams or walls. Corner bars are not required if
horizontal bars are hooked.
5. Welding of reinforcing shall not be permitted.
6. Heat shall not be used in the fabrication of installation of reinforcement.
7. Reinforcing steel clear cover shall be as follows:
a. Grade beams - 1 1/2" top, 3" bottom, 3" side.
b. Slabs on grade - 1 1/2" top.
8. Submittal: Submit shop drawings for fabrication, bending and placement
of concrete reinforcement. Comply with ACI 315 "Details and Detailing of
Concrete Reinforcing"
AIR
ENTRAINED
NON-AIR
ENTRAINED
NOTE: DO NOT ADD WATER AT THE SITE FOR SLAB POURS.
4" ± 1"0.550.5
5 SACKS PER CUBIC YD.
(MAX. OF WHICH MAY BE
15% FLYASH)
3000 PSI NW
GRADE
BEAMS &
ELEVATOR PIT
0.480.48
WATER CEMENT RATIO
CONCRETE MIX CRITERIA
4" ± 1"5 SACKS PER CUBIC YD.
FLYASH NOT ALLOWED
3000 PSI NWSLAB
SLUMP
CEMENTITIOUS
CONTENT
MIN.
STRENGTH
@ 28 DAYS
CONCRETE
PLACEMENT
CAST IN PLACE CONCRETE
1. Cast in place concrete shall meet the following requirements:
2. Maximum replacement of portland cement with fly ash shall not exceed 15
percent by weight.
3. Horizontal construction joints in concrete pours shall be permitted only
where indicated on the drawings. All vertical construction joints shall be
made in the center of spans in accordance with the typical details.
Contractor shall submit proposed locations for construction joints not
shown on drawings for review by the Architect and Structural Engineer.
Additional construction joints may require additional reinforcing as
specified by the Engineer which shall be provided by the Contractor at no
additional cost to the Owner.
4. Embedded conduits, pipes, and sleeves shall meet the requirements of
ACI 318, latest edition.
5. Submittal: Submit proposed mix design in accordance with ACI 301, latest
edition. Each proposed mix design shall be accompanied by a record of
post performance based on at least 30 consecutive strength tests, or by
three laboratory trial mixtures with confirmation tests.
BUILDING PAD PREPARATION
1. Strip the building pad site (5 feet outside building lines) to remove all
vegetation, roots, organic material and any soft soils. Undercut the
existing subgrade to elevation referenced on subgrade treatment detail.
2. Before fill placement, the exposed subgrade shall be proof rolled with a
pneumatic roller vehicle such as a 15 to 25 ton loaded dump truck or
scraper under the supervision of a geotechnical representative.
3. Areas failing or rutting during proof roll shall be mitigated accordingly.
4. After proof rolling operations have provided the subgrade base desired by
the geotechnical representative, the surficial subgrade building area plus
the minimum of five (5) feet beyond the boundary of the building area shall
be scarified and then processed to a moisture content between one
percentage point below and three percentage points above the standard
proctor optimum. The subgrade soils shall be recompacted to a dry
density of at least 95 percent of the standard proctor (ASTM D-698)
maximum dry density for a depth of at least eight inches below the
surface.
5. All foundation excavations shall be inspected by the geotechnical
engineering firm prior to placement of reinforcing steel.
6. Moisture and density controlled select fill shall be used to achieve the
desired final grade. Select fill shall consist of homogenous soils free of
organic matter and debris, or rock larger that three inches in diameter, and
possessing a plasticity index (PI) of 8 to 20, with a maximum liquid limit
(LL) of 35. a minimum of eighteen (18) inches of select fill shall be placed
below all areas of the slab. Placed select fill shall extend a minimum of
five (5) feet beyond the edge of the building, unless structurally retained.
7. Select fill shall be placed in thin loose layers not exceeding eight inches,
and compacted within the range of two percentage points below (-3%) to
two percentage points above (+3%) the optimum moisture content value
and a
minimum of 95% of the maximum density for select fill less than four feet
and 98% for select fill greater than four feet as determined by the standard
proctor (ASTM D-698) test.
8. Conduct in-place density tests at the rate of at least one test per 2500
square feet of fill placement, minimum four tests per lift.
9. These geotechnical recommendations are for the building pad only. For
site paving requirements, refer the Civil plans & Geotechnical report.
FOUNDATIONS
1. Foundation design is based on an allowable soil bearing capacity as
follows:
a. Spread Footings ......................... 2,000 psf
b. Continuous Footings................... 1,500 psf
2. Refer to Geotechnical Engineering Report for Proposed Dairy Queen in
Sulphur Springs, Texas, Report No. 1609, dated February 2016 as
prepared by GeoConsultants, LLC, Longview, Texas.
3. It is the responsibility of the contractor to review the geotechnical report
prior to construction. If there are discrepancies between the information
provided in the Structural Notes (including building pad preparation) and
the information provided in the geotechnical report, the information
provided in the geotechnical report shall govern.
4. Perimeter footings shall bear at a minimum nominal depth of 24 inches
below floor elevation and 18 inches below exterior grades, whichever is
greater.
5. Minimum foundation widths for column and strip footings shall be 24
inches and 14 inches, respectively.
6. Footing and grade beam excavations shall be clean and dry when
concrete is placed.
S
1
DS
D1
LOADS
1. Dead Loads
Self Weight of Structural Elements & Weight
of Attached Materials
2. Live Loads
Roof Live Load = 20 psf
Mezzanine Load = Owner to specify
3. Wind Design Data
Importance Factor = 1.0
V = 110 mph
Exposure "B"
4. Seismic Design Data
Importance Factor = 1.0
S = 0.092
S = 0.030
Site Classification D
S = 0.099
S = 0.048
COORDINATION
1. Only larger sleeve openings and framed openings in
structural framing component members are indicated on the
structural drawings. However, all sleeves, inserts and
openings, including frames and/or sleeves shall be provided
for passage, provision and/or incorporation of the work of the
contract, including but not limited to Architect, Mechanical,
Electrical and Plumbing work. This work shall include the
coordination of sizes, alignment, dimensions, position,
locations, elevations, and grades as required as noted above,
shall be submitted to the Engineer for review.
2. Compatibility of the structure and provisions for building
equipment supported on or from structural components shall
be verified as to size, dimensions, clearances, accessibility,
heights and reaction with the equipment for which the
structure has been designed prior to submission of shop
drawings and data for each piece of equipment and structural
components. Differences shall be noted on the submittals.
3. Shop drawings shall be prepared for all structural items and
submitted for review by the Engineer. Contract Drawings
shall not be reproduced and used as shop drawings. All
items deviating from the Contact Drawings or from previously
submitted shop drawings shall be clouded.
4. The details designated as "Typical Details" apply generally to
the Drawings in all areas where conditions are similar to
those described in the details.
5. The design and provision of all temporary supports such as
guys, braces, falsework, supports and anchors for safety
lines, cribbing, or any other temporary elements required for
the execution of the contract are not included in these
drawings and shall be the responsibility of the Contractor.
Temporary supports shall not result in the overstress or
damage of the elements to be braced nor any elements used
as brace supports.
CODES
1. Building Code: 2006 International Building Code
2. Structural Concrete:
Building Code Requirements for Structural Concrete,
American Concrete Institute, ACI 318, latest edition
referenced in the building code listed above.
3. Wood Framing:
National Design Specifications for Wood Construction with
Supplement, American Forest & Paper Association,
American Wood Council, latest edition referenced in the
building code listed above.
?????
SHEET NO.
PROJECT NO.
DATENO.
REVISIONS
DATE:
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BBSE
TBPE Firm No. F-15046
Bugh & Brown Structural Engineering, LLC
P.O. Box 8345
Tyler, Texas 75711
903-714-5994
The seal appearing on this drawing was
authorized by Michael E. Bugh, P.E. The
seal is not valid unless signed.
TIMBER FRAMING
1. Studs in load-bearing walls shall be as follows:
Exterior - 2x4 & 2x6 (SP)
2. Other species and grades may be used which have structural
properties equivalent to or greater than the species and grade as
specified below. Submit requested changes for approval.
Southern Pine No. 2 Grade (2x4)
Fb = 1,200 psi Fc-perp = 660 psi
Ft = 750 psi Fc-para = 1,500 psi
Fv = 175 psi E = 1,600,000 psi
Southern Pine No. 2 Grade (2x6)
Fb = 1,000 psi Fc-perp = 565 psi
Ft = 600 psi Fc-para = 1,400 psi
Fv = 175 psi E = 1,400,000 psi
Southern Pine No. 2 Grade (2x8)
Fb = 925 psi Fc-perp = 565 psi
Ft = 550 psi Fc-para = 1,350 psi
Fv = 175 psi E = 1,600,00 psi
Southern Pine No. 2 Grade (2x10)
Fb = 1,050 psi Fc-perp = 565 psi
Ft = 525 psi Fc-para = 1,500 psi
Fv = 175 psi E = 1,600,000 psi
Southern Pine No. 2 Grade (2x12)
Fb = 750 psi Fc-perp = 565 psi
Ft = 450 psi Fc-para = 1,250 psi
Fv = 175 psi E = 1,400,000 psi
Glue Laminated Lumber (GLB)
Fb = 2,400 psi Fc-perp = 740 psi
Ft = 1,150 psi Fc-para = 1,650 psi
Fv = 300 psi E = 1,700,000 psi
Laminated Veneer Lumber (LVL)
Fb = 2,600 psi Fc-perp = 750 psi
Ft = 1,555 psi Fc-para = 2,510 psi
Fv = 285 psi E = 1,900,000 psi
3. Member sizes given on plans and details are nominal sizes for
S4S material (e.g. 2x4, 4x4, etc.). Rough sawn members are full
dimension material (e.g. 4x10 RS). Rough sawn members shall
be of same material specified for framing lumber unless noted
otherwise.
4. All top plates shall be No. 2 Southern Pine.
5. All wood stud walls shall be full height without intermediate plate
line unless detailed otherwise.
6. Provide double the required number of studs at all wall corners
and on each side of all openings, unless noted or detailed
otherwise.
7. All wood framing in contact with concrete, masonry or exposed to
the elements shall be pressure treated.
8. No finger jointed lumber allowed for structural elements (i.e. studs,
joists, etc).
WALL SHEATHING
1. Wall sheathing shall be plywood or equivalent OSB sheathing.
2. Wall sheathing for shear walls shall be 15/32 inch thick and shall
conform to APA c-d rated sheathing 32/16, exterior grade, exposure
1.
3. Wall sheathing shall be supplied in 48"x96" sheets and shall be two
span (minimum) continuous.
4. Nail plywood to supporting members with 8d nails at 6"o.c. at panel
edges and 12"o.c. at intermediate supports unless noted otherwise.
ROOF SHEATHING
1. Roof sheathing panels shall be 23/32" C-D Exterior Grade and
shall conform to the requirements for the DOC PS 1 or PS 2.
OSB panels shall not be permitted.
2. Roof sheathing panels shall be provided in 48"x96" and shall span
no less than two spans continuously.
3. Roof sheathing panels shall be nailed to supporting members with
8d nails at a maximum spacing of 6" o.c. at panel edges and 12"
o.c. at intermediate supports, unless noted otherwise.
4. Panels shall be oriented so that the face grain of each panel is
perpendicular to the supporting members. Panels shall be placed
in a staggered pattern on the supporting members so that the
edges of adjacent panels are not aligned.
5. Provide two Simpson "PSCL5/8" panel edge clips between
adjacent panels at each support location.
S1.00
ST
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NO
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S
STRUCTURAL NOTES
Standard STD
Steel STL
Stiffener STIFF
Structural STRUCT'L
Structure STRUCT
Support SUPT
Symmetry SYMM
Temperature TEMP
Tension T
Top and Bottom T&B
Top of Concrete T.O.C.
Top of Footing T.O.F.
Tof of Joist T.O.J.
Top of Pier T.O.P.
Top of Steel T.O.S.
Top of Wall T.O.W.
Typical TYP
Unless Noted Otherwise UNO
Vertical VERT
Wood WD
Work Point W.P.
Manufacturer MFR
Mark MK
Material MAT'L
Maximum MAX
Mechanical MECH'L
Mech/Elec/Plumbing MEP
Metal MTL
Minimum MIN
Moment MOM
Near Side N.S.
Non-Shrink Grout N.S.G.
Not in Contract N.I.C
Not to Scale N.T.S.
Number NO.
On Center o.c.
Open Hole OPN HL
Opening OPN'G
Opposite Hand O.H.
Outside Face O.F.
Pan (form) P.
Panel PNL
Standard Abbreviations
Architectural Exposed Structural Steel A.E.S.S.
Above Finish Floor A.F.F.
Aggregate AGG
Alternate ALT
Anchor Bolt A BOLT
Architect ARCH
Architectural ARCH'L
Beam BM
Bearing BRG
Between BTWN
Block BLK
Bottom BOT
Building BLDG
Building Line B.L.
Cast-In-Place C.I.P.
Center Line C
Channel CHNL
Cold-Formed Metal Framing CFMF
Column COL
Compression C.
Concrete CONC.
Penetration PEN
Pilaster PIL
Plate P
Point PT
Pound lb
Lbs. per Sq. Ft. PSF
Lbs. per Sq. In. PSI
PreCast Concrete P/C
Property Line P.L.
Radius R
Rectangle(ular) RECT
Refer (to) RE:
Reinforcing REINF.
Required REQ'D
Schedule SCHED
Section SECT.
Shear V
Sheet SHT
Similar SIM
Slip-Critical SC
Square SQ
Concrete Masonry CMU
Connection CXN
Construction CONSTR.
Construction Joint C.J.
Continuous CONT.
Contraction Joint CONTR.JT
Contractor CONTR.
Deformed Bar Anchor DBA
Detail DTL
Diameter DIA
Dimension DIM
Dowel DWL
Drawing DWG
Each EA
Each Face E.F.
Each Way E.W.
Elevation EL
Engineer ENGR
Equal EQ
Existing EXIST'G
Expansion (bolt) EXP
Expansion Joint E.J.
Exterior EXT
Fabricator FABR
Far Side F.S.
Field Verify F.V.
Finish FIN.
Finish Floor F.F.
Finish Floor Elevation F.F. EL
Floor FLR
Foot-Kips (moment) F-K
Force (axial) F
Grade GR
Headed Stud Anchor HSA
Height HT
Hollow Structural Section HSS
Horizontal HORIZ
Inside Face I.F.
Interior INT
Joint JT
Joist JST or J
Kip (1,000 pounds) K
L
L
(1704.14)
(1704.13)
(1704.12)
(1704.11)
(1704.10)
(1704.7)
(1704.3)
(1704.5)
See architectural
drawings
See architectural
drawings
See architectural
drawings
See architectural
drawings
See architectural
drawings
3a, 3b, and 3c
3a and 3b
2a, 2b, and 2c
REMARKSN/A
YES NONOYES
TESTING
DESCRIPTION OF WORK
IBC SECTION 1704
SPECIAL INSPECTIONS
The contractor shall include in the bid the cost of all testing and inspections
indicated on the plans and in the specifications, including special inspections
required by the building code. The actual contracting of the inspection and testing
services shall be in accordance with the division of responsibility dictated by the
International Building Code.
IBC Section 1704 requires that in addition to the inspections required by Section
109, the owner shall employ one or more special inspectors who shall provide
inspections during construction of certain types of work.
"Special inspection" concerns work requiring observation and judgement and shall
be performed by a structural engineer (or a designated person under the
supervision of the engineer). "Testing" involves the analysis of materials in
accordance with approved standards and shall be performed by an independent
testing agency.
The contractor shall coordinate the testing and inspection services in accordance
with the progress of the work. The contractor shall provide sufficient prior notice
to the testing and/or inspection agency of the required work to allow proper
scheduling of personnel. The cost of any retesting or additional inspections as a
result of failed tests and rejected work shall be borne by the contractor.
This project requires a STRUCTURAL TESTING AND SPECIAL INSPECTION
SCHEDULE, to be signed by the Owner, Contractor, Architect, Structural
Engineer of Record and Testing Agency. Refer to the program summary
schedule for frequency of testing and inspections.
1a, 1b, 1c and 1d
5. Wall Panels and Veneers
6. Sprayed Fire-Resistant
Materials
7. Exterior Insulation and Finish
Systems (EIFS)
8. Special Cases
9. Smoke Control
REQUIRED SPECIAL INSPECTIONS
INSPECTION
4. Soils
(1704.4)
1. Concrete Construction
2. Masonry Construction
3. Steel Construction
SPECIAL INSPECTIONS WORK REQUIRED
Items marked with an asterisk " " are conventional testing not strictly a part of
Section 1704 but are required for adequate quality assurance and can be provided
by the contractor. All other work must be provided by the owner as indicated by the
International Building Code.
1. Concrete Testing
a. Provide mix design in accordance with ACI requirements.
b. Test concrete at the time of pouring for slump, air-entrainment, and
temperature in accordance with the specifications.
c. Make and test concrete cylinders for representative strength in
accordance with the specifications.
d. Provide periodic visual inspection of reinforcing:
I. Visual inspection of 25% of continuous strip footings prior to pour
II. Visual inspection of 50% of slab on grade
2. Masonry
a. Design of masonry based on net area compressive strength of
masonry = 1750 psi. Inspections may be performed in accordance
with Table 1704.5.1.
b. Provide letter of certification from the manufacturer of concrete
masonry units and suppliers of mortar and grout, to assure compliance
with the compressive strengths required.
c. Inspection of masonry core grouting - 1 inspection prior to each
grouting procedure.
I. Reinforcing size and spacing
II. Hot weather or cold weather procedures
3. Steel
a. Inspections shall be performed in accordance with Section 1704.3 &
Table 1704.3.
b. Welding inspection shall be in compliance with AWS D1.1. The basis
for welding inspector qualification shall be AWS D1.1.
c. Verify compliance with the details shown on the approved construction
documents.
4. Soils
a. Verify footing excavation for suitability for planned footing.
b. Verify material used for compacted backfill.
c. Test compacted backfill for specified compaction.
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SHEET NO.
PROJECT NO.
DATENO.
REVISIONS
DATE:
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4
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BBSE
TBPE Firm No. F-15046
Bugh & Brown Structural Engineering, LLC
P.O. Box 8345
Tyler, Texas 75711
903-714-5994
The seal appearing on this drawing was
authorized by Michael E. Bugh, P.E. The
seal is not valid unless signed.
S1.00a
ST
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FOUNDATION PLAN
1
S1.01
SCALE: 1/4"=1'-0"
PLAN NORTH
N
VAPOR BARRIER NOTE:
PROVIDE 6 MIL POLY VAPOR BARRIER
UNDER FOUNDATION. TAPE ALL LAPS,
TEARS & PENETRATION PER
MANUFACTURERS RECOMMENDATIONS.
X
S2.X
TYPICAL SLAB CONTROL JOINT:
PROVIDE KEYED CONSTRUCTION
JOINT OR SAW-CUT JOINT PER 1 &
2/S2.01. CUT JOINTS WITHIN 8
HOURS AFTER CONCRETE
PLACEMENT AS SHOWN ON PLAN
(MAX 15' x 15' SPACING.)
TYPICAL SLAB NOTE:
4" CONC. SLAB OVER 4" SAND
CUSHION. REINF. W/ #3 @ 16"o.c.,
E.W. PLACE REINF. IN CENTER
OF SLAB. T.O.S.C. EL = 100'-0"
X
S2.X
X
S2.X
2
S2.2
FOUNDATION PLAN NOTES
1. REFER STRUCTURAL NOTES ON SHEET S1.00 & S1.00a.
2. REFERENCE FINISHED FLOOR ELEVATION = 100'-0".
ACTUAL FINISHED FLOOR ELEVATION = ______.
3. REFER S2 SHEETS FOR FOUNDATIONS SECTIONS &
TYPICAL DETAILS.
10'-5 1/2"19'-6 1/2"
SW
-1
-
RE
: x/S
3.x
HD
HD
4 5/1
6"
9'-11
3/1
6"
1'-0
"
38
'-1
0"
3
S2.2
X
S2.X
X
S2.X
EXTENTS OF DEMO
OF EXIST'G CONC
FOUNDATION
NEW 2x6 LD BRG
WALL
C.J.
C.J.
C.J.
CONT. 2x6 LD BRG
WALL, TYP
30'-0"
X
S2.X
EXISTING
CONSTRUCTION
NE
W
FO
UN
DA
TIO
N
EX
IS
T'G
FO
UN
DA
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N
13
'-3"
1'-3"
14'-6"
NE
W
FR
AM
IN
G
EX
IS
T'G
FR
AM
IN
G
FOUNDATION PLAN
1
S1.01
SCALE: 1/4"=1'-0"
PLAN NORTH
N
VAPOR BARRIER NOTE:
PROVIDE 6 MIL POLY VAPOR BARRIER
UNDER FOUNDATION. TAPE ALL LAPS,
TEARS & PENETRATION PER
MANUFACTURERS RECOMMENDATIONS.
FOUNDATION PLAN NOTES
1. REFER STRUCTURAL NOTES ON SHEET S1.00 & S1.00a.
2. REFERENCE FINISHED FLOOR ELEVATION = 100'-0".
ACTUAL FINISHED FLOOR ELEVATION = ______.
3. REFER S2 SHEETS FOR FOUNDATIONS SECTIONS &
TYPICAL DETAILS.
C.J.
TYPICAL SLAB CONTROL JOINT:
PROVIDE KEYED CONSTRUCTION
JOINT OR SAW-CUT JOINT PER 1 &
2/S2.01. CUT JOINTS WITHIN 8
HOURS AFTER CONCRETE
PLACEMENT AS SHOWN ON PLAN
(MAX 15' x 15' SPACING.)
TYPICAL SLAB NOTE:
4" CONC. SLAB OVER 4" SAND
CUSHION. REINF. W/ #3 @ 16"o.c.,
E.W. PLACE REINF. IN CENTER
OF SLAB. T.O.S.C. EL = 100'-0"
27'-6"
1'-3" 26'-3"
4
S2.2
CONT. 2x6 LD BRG
WALL, TYP
3
S2.2
1
S2.2
1
S2.2
6/S2.2
2
S2.2
5
S2.2
EXISTING
CONSTRUCTION
TO REMAIN
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SHEET NO.
PROJECT NO.
DATENO.
REVISIONS
DATE:
1
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4
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BBSE
TBPE Firm No. F-15046
Bugh & Brown Structural Engineering, LLC
P.O. Box 8345
Tyler, Texas 75711
903-714-5994
The seal appearing on this drawing was
authorized by Michael E. Bugh, P.E. The
seal is not valid unless signed.
S1.01
FO
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AN
SCALE: 1/4"=1'-0"
CEILING JOIST FRAMING PLAN
1
S1.02
PLAN NORTH
N
CEILING JOIST FRAMING PLAN NOTES
1. REFER STRUCTURAL NOTES ON SHEET S1.00 &
S1.00a.
2. T.O.P EL = 111'-0".
3. REFER S3 SHEETS FOR TYPICAL DETAILS.
SW
-1
-
RE
: x/S
3.x
EXISTING
CONSTRUCTION
TO REMAIN
EXISTING
CONSTRUCTION
SCALE: 1/4"=1'-0"
CEILING JOIST FRAMING PLAN
1
S1.02
PLAN NORTH
N
CEILING JOIST FRAMING PLAN NOTES
1. REFER STRUCTURAL NOTES ON SHEET S1.00 &
S1.00a.
2. REFERENCE FINISHED FLOOR ELEVATION = 100'-0".
ACTUAL FINISHED FLOOR ELEVATION = _____.
3. REFER S3 SHEETS FOR TYPICAL DETAILS.
HDR
HD
RH
DR
LVL
LV
L
LV
LLV
L
LVL
EXTENTS OF DEMO
OF EXIST'G
CONSTRUCTION
HD
R
2x8 @ 24"o.c.
LV
L
LVL
2x6
@
2
4"o
.c.
2x6 @
2
4"o
.c.
2x10 @ 24"o.c.
2x10 @ 24"o.c.
2x6
@
24
"o
.c.
2x6 @
2
4"o
.c.
B.O. LVL EL =
110'-5/8"
2x6 @ 24"o.c.
HDR
X
S3.X
X
S3.X
X
S3.X
X
S3.X
X
S3.X
B.O. LVL EL =
110'-5/8"
B.O. LVL EL =
111'-10"
B.O. LVL EL =
110'-5/8"
B.O. LVL EL =
110'-5/8"
5
S3.02
4
S3.02
7
S3.02
X
S3.X
LEGEND
EXIST'G CONSTRUCTION
LL
?????
SHEET NO.
PROJECT NO.
DATENO.
REVISIONS
DATE:
1
2
3
4
5
6
7
8
- -
- -
- -
- -
- -
PH
ON
E: (903) 596-8300
FA
X: (903) 596-8302
11
21
E
S
OU
TH
EA
ST
L
OO
P 3
23
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UIT
E 1
04
TY
LE
R, T
EX
AS
7
57
03
SH
EE
T T
IT
LE
NE
W A
DD
ITIO
NS
FO
R:
TY
LE
R,
TE
XA
S
8/29/17
STE
WA
RT F
UN
ER
AL
HO
ME
- -
- -
- -
BBSE
TBPE Firm No. F-15046
Bugh & Brown Structural Engineering, LLC
P.O. Box 8345
Tyler, Texas 75711
903-714-5994
The seal appearing on this drawing was
authorized by Michael E. Bugh, P.E. The
seal is not valid unless signed.
S1.02
CE
IL
IN
G J
OIS
T
FR
AM
IN
G P
LA
N
SCALE: 1/4"=1'-0"
PLAN NORTH
N
X
S3.X
X
S3.X
ROOF RAFTER PLAN
1
S1.03
SW
-1
-
RE
: x/S
3.x
X
S3.X
EXISTING
CONSTRUCTION
SCALE: 1/4"=1'-0"
PLAN NORTH
N
ROOF FRAMING PLAN NOTES
1. REFER STRUCTURAL NOTES ON SHEET S1.00 &
S1.00a.
2. REFERENCE FINISHED FLOOR ELEVATION = 100'-0".
ACTUAL FINISHED FLOOR ELEVATION = _____.
3. REFER S3 SHEETS FOR TYPICAL DETAILS.
ROOF FRAMING PLAN
1
S1.03
RE:
ARCH'L
RE
:
AR
CH
'L
RE:
ARCH'L
RE
:
AR
CH
'L
3
ROOF FRAMING LEGEND
(2) 2x12 RIDGE BM
(2) 2x12 HIP BM
2x10 RAFTER @ 24"o.c.
1
2
3
2
2
3
3
1
X
S3.X
X
S3.X
X
S3.X
X
S3.X
LEGEND
EXIST'G CONSTRUCTION
2x6 OVERFRAMING
ROOF RAFTER PLAN NOTES
1. REFER STRUCTURAL NOTES ON SHEET S1.00 &
S1.00a.
2. T.O.P EL = 111'-10".
3. REFER S3 SHEETS FOR TYPICAL DETAILS.
L
EXISTING
CONSTRUCTION
TO REMAIN
?????
SHEET NO.
PROJECT NO.
DATENO.
REVISIONS
DATE:
1
2
3
4
5
6
7
8
- -
- -
- -
- -
- -
PH
ON
E: (903) 596-8300
FA
X: (903) 596-8302
11
21
E
S
OU
TH
EA
ST
L
OO
P 3
23
, S
UIT
E 1
04
TY
LE
R, T
EX
AS
7
57
03
SH
EE
T T
IT
LE
NE
W A
DD
ITIO
NS
FO
R:
TY
LE
R,
TE
XA
S
8/29/17
STE
WA
RT F
UN
ER
AL
HO
ME
- -
- -
- -
BBSE
TBPE Firm No. F-15046
Bugh & Brown Structural Engineering, LLC
P.O. Box 8345
Tyler, Texas 75711
903-714-5994
The seal appearing on this drawing was
authorized by Michael E. Bugh, P.E. The
seal is not valid unless signed.
S1.03
RO
OF
F
RA
MIN
G
PL
AN
TYPICAL SLAB-ON-GRADE CONTROL
JOINT DETAIL
TYPICAL SLAB-ON-GRADE
CONSTRUCTION JOINT DETAIL
1
S2.01
N.T.S.
N.T.S.
T
CONT 3/4"x1 1/2" KEY
6"6"
4" SAND CUSHION
8"
T.O.S.C. EL=
SEE PLAN
T/3
T
1/4"
POURED JOINT
SEALER AT EXPOSED
CONCRETE ONLY
SAWCUT JOINTS
WITHIN 8 HOURS
AFTER SLAB
PLACEMENT
4" SAND CUSHION
SUBGRADE
2
S2.01
TYPICAL CORNER & INTERSECTING
GRADEBEAM DETAIL
N.T.S.
CONC. GRADEBEAM - SEE
PLAN
CORNER CONDITION PLAN INTERSECTING CONDITION PLAN
30 BAR DIA
EA LEG
(2'-0" MIN)
CORNER BAR TO MATCH
GRADEBEAM REINF @
TOP & BOT REINF ONLY
GRADEBEAM REINF - RE:
GRADEBEAM SECTIONS
GRADEBEAM REINF - RE:
GRADEBEAM SECTIONS
30 BAR DIA
EA LEG
(2'-0" MIN)
GRADEBEAM REINF - RE:
GRADEBEAM SECTIONS
GRADEBEAM
REINF - RE:
GRADEBEAM
SECTIONS
NOTE:
1. WHERE TOP & BOT BARS ARE DETAILED W/ 90° HOOKS
AT ENDS, CORNER BARS MAY BE OMITTED.
2. MATCH SIZE, LOCATION & NUMBER OF HORIZONTAL
BEAM BARS, EXCEPT THAT WHERE THERE ARE MORE
THAN 2 TOP & BOT BARS, ONLY THE INSIDE & OUTSIDE
BARS MUST BE MATCHED.
CORNER BAR TO MATCH
GRADEBEAM REINF @
TOP & BOT REINF ONLY
3
S2.01
CONC. GRADEBEAM - SEE
PLAN
TYPICAL SLAB-ON-GRADE RE-ENTRANT
CORNER REINFORCING DETAIL
N.T.S.
PLAN
FACE OF CONC.
SLAB-ON-GRADE
2-#4 x 3'-0" @ ALL
RE-ENTRANT CORNERS
NOT ALIGNED W/ A
CONTROL JT - PLACE IN
TOP OF SLAB W/ 1" CLEAR
COVER
6
S2.01
TYPICAL GRADEBEAM SHEAR KEY
@ VERTICAL JOINT DETAIL
N.T.S.
(2) 2x6 x 0'-6"
SHEAR KEYS
3"
MIN
.6
"6
"6
"
3"
MIN
.
4
S2.01
SQUARE OR ROUND
BLOCKOUT IN
SLAB-ON-GRADE
#4 x 2'-6" EA SIDE OF
BLOCKOUT - PLACE
REINF @ MID-DEPTH
OF SLAB
TYPICAL REINF. @ FLOOR SLAB
PENETRATION DETAIL
N.T.S.
5
S2.01
NOTE:
1. RE: 1/S2.01 FOR KEY WIDTH.
2. THIS DETAIL APPLIES TO GRADEBEAMS ≤ 4'-0" DEEP.
6" 6"6"6"
GRADEBEAM
CONSTR. JT
WITHIN 2'-0" OF C
OF SPAN
1 1/2"
4 ADD'L
STIRRUPS
GRADEBEAM
REINF CONT.
THRU CONST. JT
3"
MIN
6"
6"
MIN
6"
3"
MIN
TYPICAL GRADEBEAM SHEAR KEY @
VERTICAL JOINT DETAIL
ELEVATION
7
S2.01
TYPICAL GRADEBEAM PENETRATION:
ELEVATION (SIM @ VERTICAL PENETRATIONS)
N.T.S.
3 ADD'L TIES @ 4" o.c.
(TYP EA SIDE OF PIPE
SLEEVE)
1" CLR
MIN
(TYP)
BE
AM
D
EP
TH
D/3
C
LR
(M
IN
)
D/3
C
LR
(M
IN
)
PIPE SLEEVE - COORD W/
MECH'L CONTRACTOR FOR
EXACT SIZE AND LOCATION (DIA
NOT TO EXCEED 6" NOR 1/3 THE
BEAM DEPTH; VERIFY ALL
PENETRATIONS LARGER THAN
3" PRIOR TO PLACEMENT)
ELEVATION
8
S2.01
N.T.S.
9
S2.01
N.T.S.
10
S2.01
L
T.O.S.C. EL=
SEE PLAN
HOLE DIAMETER, "D" (IN)
REINFORING SIZE (#)
REINFORCING INSTALLATION INFORMATION
RENFORCING
7/8"
#6
3/4"
#5
5/8"
#4
1/2"
#3
HILTI "HIT-HY 100" ADHESIVE
ANCHORING SYSTEM
EMBED, "L"9"7 1/2"6"4 1/2"
ANCHOR EMBED LENGTH (IN)
1"
#7
10 1/2"
1 1/8"
#8
12"
1 3/8"
#9
13 1/2"
1 1/2"
#10
15"
POST-INSTALLED DOWEL NOTES
1. POST-INSTALLED DOWELS SHALL BE INSTALLED
USING HILTI HIT SYSTEM. USE HY-100 MAX
ADHESIVE IN CONCRETE.
2. ALL DEBRIS SHALL BE BLOWN OUT OF THE HOLES
WITH COMPRESSED AIR AFTER DRILLING. REFER
MANUFACTURERS RECOMMENDATIONS FOR FULL
INSTRUCTION FOR CLEANING.
3. ALL ABANDONED HOLES SHALL BE FILLED WITH
NON-SHRINK GROUT.
EXISTING
CONCRETE
TYP POST-INSTALLED REBAR (REINF) IN
CONCRETE (HIT-HY 100)
REINFORCING
EMBEDMENT, "L"
SEE TABLE
C OF POST-INSTALLED
REBAR
L
NEW CONCRETE
REFER SECTION FOR
DWL SIZE AND
LENGTH
HOLE DIAMETER -
REFER TABLE
SEE SECTIONS FOR
ANCHOR DIAMETER
"D"
EXISTING
CONCRETE
HIT-TZ ROD
EMBEDMENT, "L"
SEE TABLE
"HAS-E" RODS
HOLE DIAMETER, "D" (IN)
ANCHOR DIAMETER (IN)
ANCHOR INSTALLATION INFORMATION
MAX. TORQUE
(FT. LBS.)
EMBED, "L"
(IN)
ANCHOR
7/8
3/4
97 1/2
3/4
5/8
9/16
1/2
63 3/8
7/16
3/8
"HIT-TZ"
TYP POST-INSTALLED ANCHOR (BOLT) IN CONCRETE (HIT-HY 200)
15 30 60 110
"HAS-E" RODS
"HIT-TZ"6 3/45 5/84 1/23 3/8
1 1/8
1
12
1 3/8
1 1/4
15
1
7/8
10 1/2
N/A N/A N/A
N/A N/A N/A
15 30 60 100 125 150 200
HAS-E ROD
EMBEDMENT, "L"
SEE TABLE
ADHESIVE ANCHOR NOTES
"HAS-E RODS"
1. ADHESIVE ANCHORS SHALL BE HILTI HIT SYSTEM. USE HY-200 MAX ADHESIVE IN
CONCRETE.
2. ALL DEBRIS SHALL BE BLOWN OUT OF THE HOLES WITH COMPRESSED AIR AFTER
DRILLING.
3. ALL ABANDONED HOLES SHALL BE FILLED WITH NON-SHRINK GROUT.
4. HOLES IN CONNECTION PLATES SHALL BE NOT MORE THAN 1/16" LARGER THAN THE
ANCHOR DIAMETER. IF LARGER HOLES ARE REQUIRED FOR ERECTION PURPOSES,
PROVIDE 1/4"x 3"x 3" PLATE WASHERS CONTINUOUSLY WELDED TO
THE CONNECTION PLATE.
"HIT-TZ"
1. ADHESIVE ANCHORS SHALL BE HILTI HIT SYSTEM. USE HY-200 MAX ADHESIVE IN
CONCRETE.
2. CLEANING HOLES AFTER DRILLING NOT REQUIRED WITH USE OF "HIT-TZ" ANCHORS.
3. ALL ABANDONED HOLES SHALL BE FILLED WITH NON-SHRINK GROUT.
4. HOLES IN CONNECTION PLATES SHALL BE NOT MORE THAN 1/16" LARGER THAN THE
ANCHOR DIAMETER. IF LARGER HOLES ARE REQUIRED FOR ERECTION PURPOSES,
PROVIDE 1/4"x 3"x 3" PLATE WASHERS CONTINUOUSLY WELDED TO
THE CONNECTION PLATE.
N.T.S.
?????
SHEET NO.
PROJECT NO.
DATENO.
REVISIONS
DATE:
1
2
3
4
5
6
7
8
- -
- -
- -
- -
- -
PH
ON
E: (903) 596-8300
FA
X: (903) 596-8302
11
21
E
S
OU
TH
EA
ST
L
OO
P 3
23
, S
UIT
E 1
04
TY
LE
R, T
EX
AS
7
57
03
SH
EE
T T
IT
LE
NE
W A
DD
ITIO
NS
FO
R:
TY
LE
R,
TE
XA
S
8/29/17
STE
WA
RT F
UN
ER
AL
HO
ME
- -
- -
- -
BBSE
TBPE Firm No. F-15046
Bugh & Brown Structural Engineering, LLC
P.O. Box 8345
Tyler, Texas 75711
903-714-5994
The seal appearing on this drawing was
authorized by Michael E. Bugh, P.E. The
seal is not valid unless signed.
S2.01
FO
UN
DA
TIO
N
DE
TA
IL
S
TYP GRADEBEAM SECTION
3/4" = 1'-0"
4" SAND CUSHION
VAPOR BARRIER -
SEE PLAN
1'-4"
(2) #6 TOP & BOT
W/ #3 TIES @ 18"o.c.
#3 DWL x
@ 18" o.c.
3" MIN
TYP
1
S2.2
SE
E
PL
AN
T.O.S.C. EL=
SEE PLAN
SITE PAVING BY
OTHERS
1'-0"
1/2"Ø x 1'-4" LONG DWL @ 18"
o.c. GREASE DWL & PROVIDE
PLASTIC SLEEVE @ ONE END
- DRILL & ANCHOR PER 9/S2.01
1'-0
"
1/2" APPROVED EXP JT W/
SEALANT ON TOP OF JOINT
SLAB REINF - SEE PLAN
EXIST'G 2x WD LD BRG
WALL
EXIST'G CONCRETE FDN
1/2"
EXP JT
4" SAND CUSHION
COMPACTED SUBGRADE
(2) #5 CONT.
SECTION @ EXIST'G WD FRAMING
3/4" = 1'-0"
2
S2.2
T.O.S.C. EL=
SEE PLAN
1'-0"
1/2"Ø x 1'-4" LONG DWL @ 18"
o.c. GREASE DWL & PROVIDE
PLASTIC SLEEVE @ ONE END
- DRILL & ANCHOR PER 9/S2.01
1'-0
"
1/2" APPROVED EXP JT W/
SEALANT ON TOP OF JOINT
SLAB REINF - SEE PLAN
1/2"Ø HILTI "HAS-E" ROD @
48"o.c. - DRILL & ANCHOR
PER 10/S2.01
EXIST'G CONCRETE FDN
1/2"
EXP JT
4" SAND CUSHION
COMPACTED SUBGRADE
(2) #5 CONT.
SECTION @ NEW WD FRAMING
3/4" = 1'-0"
3
S2.2
T.O.S.C. EL=
SEE PLAN
NEW 2x6 LD BRG WALL -
SEE PLAN
1'-0"
1'-0
"
1/2" APPROVED EXP JT W/
SEALANT ON TOP OF JOINT
SLAB REINF - SEE PLAN
EXIST'G CONCRETE FDN
1/2"
EXP JT
4" SAND CUSHION
COMPACTED SUBGRADE
(2) #5 CONT.
SECTION @ EXIST'G DOOR OPEN'G
3/4" = 1'-0"
4
S2.2
T.O.S.C. EL=
SEE PLAN
1/2"Ø HILTI "HAS-E" ROD @
48"o.c. - DRILL & ANCHOR
PER 10/S2.01
EXIST'G CONCRETE FDN
FDN SECTION
3/4" = 1'-0"
5
S2.2
NEW 2x6 CONT. LD BRG
WALL - SEE PLAN
WALL SHEATHING - RE:
STRUCT'L NOTES
1'-3
"9
"
1'-3" 9"
7/S
2.2
ENLARGED FTG PLAN
3/4" = 1'-0"
6
S2.2
7/S2.2
C OF
COL
L
C OF
COL
L
6x6 WD POST W/ SIMPSON
"ABA66Z" STANDOFF BASE
W/ 5/8"Ø HILTI "HAS-E" ROD
- DRILL & ANCHOR PER
10/S2.01
2'-0
"
2'-0"
C OF
COL
L
1'-3" 9"
2'-0"
SE
E
PL
AN
T.O.S.C. EL=
SEE PLAN
6X6 WD COL - SEE PLAN
SIMPSON "ABA66Z"
STANDOFF BASE
5/8"Ø HILTI "HAS-E" ROD -
DRILL & ANCHOR PER
10/S2.01
SLAB REINF - SEE PLAN
4" SAND CUSHION
2'-0
"
2'-0
"
SITE PAVING BY
OTHERS
FOOTING SECTION
3/4" = 1'-0"
7
S2.2
3"
CVR
?????
SHEET NO.
PROJECT NO.
DATENO.
REVISIONS
DATE:
1
2
3
4
5
6
7
8
- -
- -
- -
- -
- -
PH
ON
E: (903) 596-8300
FA
X: (903) 596-8302
11
21
E
S
OU
TH
EA
ST
L
OO
P 3
23
, S
UIT
E 1
04
TY
LE
R, T
EX
AS
7
57
03
SH
EE
T T
IT
LE
NE
W A
DD
ITIO
NS
FO
R:
TY
LE
R,
TE
XA
S
8/29/17
STE
WA
RT F
UN
ER
AL
HO
ME
- -
- -
- -
BBSE
TBPE Firm No. F-15046
Bugh & Brown Structural Engineering, LLC
P.O. Box 8345
Tyler, Texas 75711
903-714-5994
The seal appearing on this drawing was
authorized by Michael E. Bugh, P.E. The
seal is not valid unless signed.
S2.02
FO
UN
DA
TIO
N
DE
TA
IL
S
FASTENING SCHEDULEN.T.S.
1
S3.01
FASTENING SCHEDULE (from IBC 2012, TABLE 2304.9.1)
CONNECTION FASTENING LOCATION
1. Joist to sill or girder 3 - 8d common (2 1/2" x 0.131")3 - 3" x 0.131" nails
3 - 3" 14 gage staples
toenail
2. Bridging to joist 2 - 8d common (2 1/2" x 0.131")2 - 3" x 0.131" nails
2 - 3" 14 gage staples
toenail each end
3. Top plate to stud 2 - 16d common (3 1/2" x 0.162")3 - 3" x 0.131" nails
3 - 3" 14 gage staples
end nail
4a. Stud to sole plate 4 - 8d common (2 1/2" x 0.131")4 - 3" x 0.131" nails
3 - 3" 14 gage staples
toenail
4b. Sole plate to joist or blocking atbraced wall panel
2 - 16d common (3 1/2" x 0.162")3 - 3" x 0.131" nails
3 - 3" 14 gage staples
end nail
6. Double studs 16d (3 1/2" x 0.162") at 24" o.c.3" x 0.131" nail at 8" o.c.
3" 14 gage staple at 8" o.c.
face nail
7a. Double top plates 16d (3 1/2" x 0.162") at 16" o.c.3" x 0.131" nail at 12" o.c.
3" 14 gage staple at 12" o.c.
typical face nail
7b. Double top plates 8 - 16d (3 1/2" x 0.162")12 - 3" x 0.131" nails
12 - 3" 14 gage staples
lap splice
8. Blocking between joists or raftersto top plate
3 - 8d common (2 1/2" x 0.131")3 - 3" x 0.131" nails
3 - 3" 14 gage staples
toenail
9. Rim joist to top plate 8d (2 1/2" x 0.131") at 6" o.c.3" x 0.131" nails at 6" o.c.
3" 14 gage staples at 6" o.c.
toenail
10. Top plates, laps and intersections 2 - 16d common (3 1/2" x 0.162")3 - 3" x 0.131" nails
3 - 3" 14 gage staples
face nail
11. Continuous header, two pieces 16d common (3 1/2" x 0.162") 16" o.c. along edge
12. Ceiling joists to plate 3 - 8d common (2 1/2" x 0.131")5 - 3" x 0.131" nails
5 - 3" 14 gage staples
toenail
13. Continuous header to stud 4 - 8d common (2 1/2" x 0.131") toenail
14. Ceiling joists, laps over partitions(see Section 2308.10.4.1, Table2308.10.4.1)
3 - 16d common (3 1/2" x 0.162")minimum, Table 2308.10.4.1
4 - 3" x 0.131" nails4 - 3" 14 gage staples
facenail
15. Ceiling joists to parallel rafters(see Section 2308.10.4.4.1, Table2308.10.4.1)
3 - 16d common (3 1/2" x 0.162")minimum, Table 2308.10.4.1
4 - 3" x 0.131" nails4 - 3" 14 gage staples
facenail
16. Rafter to plate (see Section2308.10.1, Table 2308.10.1)
3 - 8d common (2 1/2" x 0.131")3 - 3" x 0.131" nails
3 - 3" 14 gage staples
toenail
17. Built-up corner studs 16d (3 1/2" x 0.162")3" x 0.131" nail
3" 14 gage staple
24" o.c.16" o.c.16" o.c.
18a. Built-up girder and beams 20d common (4" x 0.192") 32" o.c.3" x 0.131" nail at 24" o.c.
3" 14 gage staple at 24" o.c.
face nail at top andbottom staggered on
opposite sides
18b. Built-up girders and beams 2 - 20d common (4" x 0.192")3 - 3" x 0.131" nail at 24" o.c.
3 - 3" 14 gage staple at 24" o.c.
face nail at ends andat each splice
19. Collar tie to rafter 3 - 10d common (3" x 0.148")3 - 3" x 0.131" nails
3 - 3" 14 gage staples
face nail
20a. Jack rafter to hip 3 - 10d common (3" x 0.148")4 - 3" x 0.131" nails
4 - 3" 14 gage staples
toenail
20b. Jack rafter to hip 2 - 16d common (3 1/2" x 0.162")3 - 3" x 0.131" nails
3 - 3" 14 gage staples
facenail
21. Roof rafter to 2-by ridge beam 2 - 16d common (3 1/2" x 0.162")3 - 3" x 0.131" nails
3 - 3" 14 gage staples
toenail & facenail
22. Joist to band joist 3 - 16d common (3 1/2" x 0.162")4 - 3" x 0.131" nails
4 - 3" 14 gage staples
facenail
23. Ledger strip 3 - 16d common (3 1/2" x 0.162")4 - 3" x 0.131" nails
4 - 3" 14 gage staples
facenail at each joist
DBL. 2x PLATEAT TOP OF WALL
2x BLOCKING ATPANEL EDGE
EDGE NAILING-REFER 4/S2.03 FORREQ'D FASTENERS& SPACING
1/2"Ø x
ANCHOR BOLTS@ 4'-0"o.c.
3/S2.03
12
"E
MB
ED
SHEAR WALL
1'-0
"
1 3
/4" FO
R 2
x42
3/4
" FO
R 2
x6
CL
PROVIDE SHEAR WALLBOUNDARY NAILINGINTO HOLDOWN POST
REFER 4/S3.01FOR NUMBEROF STUDS@ END OF S.W.SIMPSON HOLDOWN
AS SCHED'D IN 4/S3.01
P.T. SILL PLATE
CONCRETEFOUNDATION M
IN.
EM
BE
DR
E:4
/S3
.01
CLEAN HOLE W/ WATEROR AIR PER MANUF.INSTRUCTIONS & FILL W/SPECIFIED ADHESIVE
TRIMMER STUD (AS REQ'D)
PLAN ELEVATION
3"1'-3
"
TYPICAL SHEAR WALL DETAILN.T.S.
2
S3.01
H.D. @ FOUNDATIONN.T.S.
3
S3.01
SHEAR WALL SCHEDULEN.T.S.
4
S3.01
15/32" C-D EXT-APA PLYWOOD OR OSBSHEATHING, EXPOSURE 1(BOTH W/ NAILINGPATTERNS CALLED FOR IN SHEAR WALL TABLE)
FIELD NAILING-REFER 4/S2.03 FORREQ'D FASTENERS& SPACING
NOTE: 1. REFER 3/S2.03 FOR DETAIL PLAN OF HOLD DOWNS AT THE FOUNDATION.2. REFER MFR. RECOMMENDATIONS FOR EPOXY ANCHORAGE OF ANCHOR RODS TO FOUNDATION3. MULTIPLE STUD MEMBERS SHALL BE CONNECTED TOGETHER PER FASTENING SCHEDULE ON 1/S2.03.
SW-1:HILTI HAS STD. ROD SET IN HILTIHIT HY-200 ADHESIVE - RE:10/S2.01
SHEAR WALL FASTENER SCHEDULE
*MINIMUM
POST OR
SIMPSON
MODEL NO.
STUD SIZE
HOLD DOWN FASTENERS
(2) 2x6
HDU 4-SDS2.5
SHEAR WALL
SHEATHING
15/32" CDX (OUTSIDE)
SHEATHING FASTENERS
PATTERN
NAILING
FIELD
PATTERN
NAILING
EDGE
SHEAR WALL
DESIGNATION
SW-1
8d @ 4" o.c. 8d @ 12" o.c.
3
'CL' DIA TYPE
DIM FOR BOLT HOLDOWN
ANCHORPLACEMENT ANCHOR
HOLDOWN
5/8"1 5/16"
DEPTH
HOLDOWN
EMBED
8"
HILTI
MST27 STRAP TIE BYSIMPSON OR EQUAL.CENTER ON TOP PLATESPLICE.
2x6 STUDS @1'-4"o.c.
DOUBLE 2x6TOP PLATES
4'-0" MIN.LAP SPICE
TYPICAL TOP CHORD SPLICEDETAILN.T.S.
5
S3.01
SUPPORT STUDSPER SCHEDULE
2x PLATE
WOOD HEADER - RE:PLAN OR SCHED.
NUMBER OF TYP. WALL STUDSBELOW EACH END OF HEADER
CLEARSPAN
NOTES:1. FOR HEADER SPANS NOT SHOWN, USE NEXT LARGER SIZE.2. HEADER BEAM SIZES INDICATED ON PLAN SHALL PREVAIL OVER SCHEDULE.3. COORDINATE ALL DOOR & WINDOW SIZES & LOCATIONS WITH ARCH'L. DRAWINGS.4. REFER TO TYPICAL HEADER TO WALL BEARING DETAIL 4/S3.2.5. * - DENOTES ADD 1/2" PLYWOOD SPACER AS REQ'D.
DOOR / WINDOWHEADER SCHEDULE
HEADERLENGTH
3'-0" 3'-6" (3) 2x6*
HEADERSIZE
2
2
HEADERLABEL
H1
H2
TYPICAL HEADER TO WALL DETAILN.T.S.
6
S3.01
HEADER SCHEDULEN.T.S.
7
S3.01
3H3 8'-9" 9'-3"
6'-10" (3) 2x10*6'-4"
(3) 1.75x11.25 LVL*
?????
SHEET NO.
PROJECT NO.
DATENO.
REVISIONS
DATE:
1
2
3
4
5
6
7
8
- -
- -
- -
- -
- -
PH
ON
E: (903) 596-8300
FA
X: (903) 596-8302
11
21
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EA
ST
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23
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7
57
03
SH
EE
T T
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NE
W A
DD
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NS
FO
R:
TY
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8/29/17
STE
WA
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UN
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HO
ME
- -
- -
- -
BBSE
TBPE Firm No. F-15046
Bugh & Brown Structural Engineering, LLC
P.O. Box 8345
Tyler, Texas 75711
903-714-5994
The seal appearing on this drawing was
authorized by Michael E. Bugh, P.E. The
seal is not valid unless signed.
S3.01
TY
P W
OO
D
FR
AM
IN
G D
ET
AIL
S
1
S3.02
SECTION
SCALE: 3/4" = 1'-0"
RE: ARCH'L
T.O.P EL =
SEE PLAN
L
SECTION
SCALE: 3/4" = 1'-0"
RE: ARCH'L
T.O.P EL =
SEE PLAN
L
12
RE: ARCH'L
(6) 8d NAILS @ EA
CLG JOIST
ROOF SHEATHING -
RE: STRUCT'L NOTES
ROOF RAFTER - SEE
PLAN
2
S3.02
CONT. 2x FASCIA
PLATE
LINE
WD BM - SEE PLAN
2x4 VERT @ __ o.c.
SIMPSON SLOPE "LU28"
@ EA NEW ROOF
RAFTER
HIP BM - SEE PLAN
SECTION
SCALE: 3/4" = 1'-0"
RE: ARCH'L
T.O.P EL =
SEE PLAN
L
2
S3.02
PLATE
LINE
12
RE: ARCH'L
(6) 8d NAILS @ EA
CLG JOIST
ROOF SHEATHING -
RE: STRUCT'L NOTES
ROOF RAFTER - SEE
PLAN
12
RE: ARCH'L
(6) 8d NAILS @ EA
CLG JOIST
ROOF SHEATHING -
RE: STRUCT'L NOTES
ROOF RAFTER - SEE
PLAN
2x6 LD BRG WALL -
SEE PLAN
WINDOW HDR - RE:
SCHEDULE
2x6 LD BRG WALL -
SEE PLAN
WINDOW HDR - RE:
SCHEDULE
CONT. 2x FASCIA CONT. 2x FASCIA
SIMPSON "H2.5A"
FRAMING ANCHOR
@ EA CLG JOIST
CLG JOIST - SEE
PLAN
SIMPSON "H2.5A"
FRAMING ANCHOR
@ EA CLG JOIST
CLG JOIST - SEE
PLAN
LVL BM - SEE PLAN
SIMPSON "LU28"
FACE MOUNTED
HANGER @ EA CLG
JOIST
SIMPSON "BC46"
POST CAP
4x6 WOOD POST
4
S3.02
SECTION @ RIDGE BM SUPPORT
POST
SCALE: 3/4" = 1'-0"
B.O.LVL EL =
SEE PLAN
LVL BM - SEE PLAN
2x6 CLG JOIST -
SEE PLAN
2x10 CLG JOIST -
SEE PLAN
B.O. CLG JOIST
EL = B.O.LVL EL =
SEE PLAN
B.O.LVL EL =
SEE PLAN
2x10 BLOCKING
BTWN CLG JOISTS
CONT. 2x4 PONY
WALL
SIMPSON "LU26"
FACE MOUNTED
HANGER @ EA CLG
JOIST
SECTION @ BOX CLG
SCALE: 3/4" = 1'-0"
5
S3.02
LVL BM - SEE PLAN
2x6 OR 2x8 CLG
JOIST
2x10 CLG JOIST -
SEE PLAN
B.O.LVL EL =
T.O. PONY WALL
EL = SEE PLAN
B.O.LVL EL =
SEE PLAN
2x10 BLOCKING @
24"o.c.
CONT. 2x4 PONY
WALL
SIMPSON "LU26"
FACE MOUNTED
HANGER @ EA CLG
JOIST
SECTION @ BOX CLG
SCALE: 3/4" = 1'-0"
6
S3.02
CONT. (2) 2x10
BM
2x6 CLG JOIST -
SEE PLAN
LVL BM - SEE PLAN
2x10 CLG JOIST -
SEE PLAN
B.O.LVL EL =
T.O. PONY WALL
EL = SEE PLAN
B.O.LVL EL =
SEE PLAN
2x10 BLOCKING @
24"o.c.
CONT. 2x4 PONY
WALL
SIMPSON "LU26"
FACE MOUNTED
HANGER @ EA CLG
JOIST
SECTION @ BOX CLG
SCALE: 3/4" = 1'-0"
6
S3.02
CONT. (2) 2x10
BM
NEW OR EXIST'G LD
BRG WALL
2x6 BLOCKING BTWN
CLG JOISTS
EXIST'G ROOF
FRAMING
?????
SHEET NO.
PROJECT NO.
DATENO.
REVISIONS
DATE:
1
2
3
4
5
6
7
8
- -
- -
- -
- -
- -
PH
ON
E: (903) 596-8300
FA
X: (903) 596-8302
11
21
E
S
OU
TH
EA
ST
L
OO
P 3
23
, S
UIT
E 1
04
TY
LE
R, T
EX
AS
7
57
03
SH
EE
T T
IT
LE
NE
W A
DD
ITIO
NS
FO
R:
TY
LE
R,
TE
XA
S
8/29/17
STE
WA
RT F
UN
ER
AL
HO
ME
- -
- -
- -
BBSE
TBPE Firm No. F-15046
Bugh & Brown Structural Engineering, LLC
P.O. Box 8345
Tyler, Texas 75711
903-714-5994
The seal appearing on this drawing was
authorized by Michael E. Bugh, P.E. The
seal is not valid unless signed.
S3.02
RO
OF
F
RA
MIN
G
SE
CT
IO
NS