BBSErprconstruction.com/wp-content/uploads/2017/09/SFFH04-Structural...Comply with ACI 315 "Details and Detailing of Concrete Reinforcing" AIR ENTRAINED NON-AIR ENTRAINED NOTE: DO

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.

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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




Fv = 175 psi E = 1,400,000 psi


Fb = 925 psi Fc-perp = 565 psi


Fv = 175 psi E = 1,600,00 psi




Fv = 175 psi E = 1,600,000 psi


Fb = 750 psi Fc-perp = 565 psi


Fv = 175 psi E = 1,400,000 psi

Glue Laminated Lumber (GLB)


Ft = 1,150 psi Fc-para = 1,650 psi

Fv = 300 psi E = 1,700,000 psi

Laminated Veneer Lumber (LVL)


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

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ALL DRAWINGS AND WRITTEN MATERIAL APPEARING HEREIN CONSTITUTE ORIGINAL AND UNPUBLISHED WORK OF THE ARCHITECT AND MAY NOT BE DUPLICATED, USED OR DISCLOSED WITHOUT WRITTEN CONSENT OF THE ARCHITECT

AutoCAD SHX Text

2006 RON MABRY & ASSOCIATES ARCHITECTS ALL RIGHTS RESERVED

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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P.O. Box 8345

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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

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HD

HD

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6"

9'-11

3/1

6"

1'-0

"

38

'-1

0"

3

S2.2

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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

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1'-3"

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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.

FOUNDATION PLAN NOTES

1. REFER STRUCTURAL NOTES ON SHEET S1.00 & S1.00a.


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

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S2.2

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S2.2

6/S2.2

2

S2.2

5

S2.2

EXISTING

CONSTRUCTION

TO REMAIN

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SCALE: 1/4"=1'-0"

CEILING JOIST FRAMING PLAN

1

S1.02

PLAN NORTH

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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

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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


S1.00a.


ACTUAL FINISHED FLOOR ELEVATION = _____.


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

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DATE:

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P.O. Box 8345

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S1.02

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IN

G J

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AM

IN

G P

LA

N

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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


S1.00a.


ACTUAL FINISHED FLOOR ELEVATION = _____.


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


S1.00a.

2. T.O.P EL = 111'-10".


L

EXISTING

CONSTRUCTION

TO REMAIN

?????

SHEET NO.

PROJECT NO.

DATENO.

REVISIONS

DATE:

1

2

3

4

5

6

7

8

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S1.03

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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 SECTIONS

30 BAR DIA

EA LEG

(2'-0" MIN)


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

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P.O. Box 8345

Tyler, Texas 75711

903-714-5994




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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"Ø HILTI "HAS-E" ROD @

48"o.c. - DRILL & ANCHOR

PER 10/S2.01


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"

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


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


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

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3

4

5

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8

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P.O. Box 8345

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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


toenail each end

3. Top plate to stud 2 - 16d common (3 1/2" x 0.162")3 - 3" x 0.131" nails


end nail

4a. Stud to sole plate 4 - 8d common (2 1/2" x 0.131")4 - 3" x 0.131" nails


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


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.


typical face nail

7b. Double top plates 8 - 16d (3 1/2" x 0.162")12 - 3" x 0.131" nails


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


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


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


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


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.


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


face nail

20a. Jack rafter to hip 3 - 10d common (3" x 0.148")4 - 3" x 0.131" nails


toenail

20b. Jack rafter to hip 2 - 16d common (3 1/2" x 0.162")3 - 3" x 0.131" nails


facenail

21. Roof rafter to 2-by ridge beam 2 - 16d common (3 1/2" x 0.162")3 - 3" x 0.131" nails


toenail & facenail

22. Joist to band joist 3 - 16d common (3 1/2" x 0.162")4 - 3" x 0.131" nails


facenail

23. Ledger strip 3 - 16d common (3 1/2" x 0.162")4 - 3" x 0.131" nails


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

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- -

- -

- -

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E: (903) 596-8300

FA

X: (903) 596-8302

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BBSE



P.O. Box 8345

Tyler, Texas 75711

903-714-5994




S3.01

TY

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FR

AM

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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

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TH

EA

ST

L

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P 3

23

, S

UIT

E 1

04

TY

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R, T

EX

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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:

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8/29/17

STE

WA

RT F

UN

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AL

HO

ME

- -

- -

- -

BBSE



P.O. Box 8345

Tyler, Texas 75711

903-714-5994




S3.02

RO

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IO

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