2019.0441.BP0033 Jefferson Ave. Duplex Const.l'*J 1lfo3JI117 TRiTfo fi*1
General Notes:
These structural notes supplement the drawings. Any discrepancy found among the drawings, these notes,
and the site conditions shall be reported to the Engineer, who shall correct such discrepancy in writing. Any
work done by the Contractor after discovery of such discrepancy shall be done at the Contractor's risk.
The Contractor shall verify and coordinate the dimensions among all drawings prior to proceeding
with any work or fabrication. The Contractor shall coordinate between the architectural drawings and
the structural drawings. The architectural dimensions are taken to be correct when in conflict with the
structural drawings. The Contractor is responsible for all bracing and shoring during construction.
All construction shall conform to the applicable portions of the latest edition of the International Building Code
except where noted
Design Criteria:
1. Live Load =
40 PSF (Floors)
=
25 PSF (Snow)
2- Dead Load =
15 PSF (Roof)
=
12 PSF (Floor)
=
10 PSF (Walls)
=
150 PCF (Concrete)
3. Partition =
10 PSF (Floors)
4. Wind =
2015 IBC Exposure B @ 110 mph
5. Earthquake =
2015 IBC
Site Class =
D
Design Cat- =
D
Use Group =
I
R =
6.5
Cd =
4
Wa =
3
6. Soil =
1500 PSF, Assumed bearing capacity
=
38 PCF, Assumed Active Fluid Pressure
=
350 PCF, Assumed Passive fluid Pressure
=
0.45, Assumed Coefficient of Friction
=
110 PCF, Assumed Soil Density
Concrete & Reinforcing steer:
Steel:
1. All concrete work shall be per the 2015 IBC Chapter 19.
2. All reinforcing shall be ASTM A615 Grade 60 except as shown on the plans
3. Concrete shall be in accordance with ASTM 150.
f = 2500 PSI @ 28 day
slump = 4" maximum, 6% Air entrained.
4. Garage slab and exterior slabs to have minimum thickness of 4" with 6x6 W 1.4x1 A W W F
with vapor barrier. This is at the owner's option to reduce slab cracking. Crack control joints
the responsibility of the contractor
1. Anchor bolts shall be ASTM A307.
Caro entry:
1. 2X structural framing shall be #2 Douglas Fir.
4x structural members shall be #2 Douglas Fir.
6X members shall be #1 Douglas Fir.
2- Provide solid blocking in floor system below all bearing walls and point loads -
3. 2X joists shall be kiln dried and stored in a dry area prior to installation. The moisture content
of all wood shall be less than 15%.
4- Floorjoists shall be by Boise Cascade or other approved manufacturer. Joist to be installed
and braced per manufacturer's requirements.
5. Roof trusses shall be by a pre -approved manufacturer and constructed according to the
specifications of the Truss Plate Institute. Truss shop drawings must be stamped by a
licensed engineer and be on site at the time of construction. Preliminary truss drawings must
be reviewed prior to construction. It is the truss manufacturer's responsibility to inform the
engineer of record of any changes from the preliminary truss lay -out.
Girder trusses to have a minimum of bearing studs equal to number of plies of truss. All
girder trusses shall have Simpson HGT tie down at either end to match number of plies.
Truss manufactures are responsible for all bracing of the trusses including end wall bracing
and all other bracing between the building and the trusses unless specifically shown
otherwise on the drawings. Contractor to coordinate bracing with engineer of record as
required.
6- Glue laminated beams shall be 24F -V8 for cantilevered or continuous beams and 24F -V4 for
simple spans.
(Fb = 2,400 PSI)
(Fv = 190 PSI)
(E = 1,800,000 PSI)
(FcL = 650 PSI)
7. Continuous and cantilevered glue laminated beams shall not be cambered. All other glue
laminated beams shall be cantilevered for L/480. See the framing plans for any exceptions.
8. All manufactured lumber shall be by Boise Cascade and have the following structural
properties:
Versa Lam (VL)
(Fb = 2,800 PSI)
(Fv = 280 PSI)
(E = 2,000,000 PSI)
(FcL = 750 PSI)
9. Sheathing at roof and floor shall be laid with face grain perpendicular to supports and end
joints staggered 4'-0" on center. Provide 1/8" space at panel edges as required by panel
manufacturers. Floor sheathing shall be nailed 6" o.c. edges and 12" field with 10d's and roof
sheathing shall be nailed 6" o.c. edges and 12" o.c field with 10d's unless otherwise noted on
the drawings.
10. Block and nail all horizontal panel edges at designated shear walls.
11- All beams to be supported by a minimum of a solid post that matches the width of the wall
and the width of the beam unless noted otherwise. A 6x beam bearing in 2x6 wall will be a
6x6. Provide solid squash blocking to match in floor system and match post size in
foundation. Contact Engineer of record for any deviations.
12. All fasteners in contact with pressure treated lumber will meet the below requirements.
All fasteners including nuts and washers in contract with pressure treated lumber
shall be hot -dipped zinc coated galvanized steel, stainless steel, silicon bronze or
copper. Fasteners other than nails, timber rivets, wood screws and lag screws shall
be permitted to be of mechanically deposited zinc coated steel in accordance with
ASTM B 695, Class 55 minimum. Fasteners exposed to weather must meet the
requirements of the pressure treating manufacture's minimum. IN ADDITON, the
contractor shall coordinate connector/fastener coating requirements with
recommendations from connector/fastener manufacturer and type of pressure
treating chemical and retention being used. See Section 2304.10.5 of the 2015 IBC
for additional information.
13. All GW B to be installed per the IBC and Gypsum Association's publication for the Application
and Finishing of Gypsum Board, GA -216
Hardware:
All connection hardware shall be Simpson "Strong Tie". Connection hardware exposed to the weather or soil
shall be treated as in steel above.
CA UTION:
PLACE TRUSSES PER MANUFACTURER'S RECOMMENDATIONS AND BRACE PER TRUSS COMPANY
RECCOMENDATIONS. CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY BRACING AND
SHORING REQUIRED FOR PLACING TRUSSES. NOTE THESE DRAWINGS DO NOT INCLUDE ANY
TEMPORARY SHORING OR BRACING. PRECISE ENGINEERING RECCOMENDS ALL SHORING AND
BRACING BE DESIGNED AND DETAILED BY A LISENCED ENGINEER.
CONTRACTOR TO FIELD VERIFY ALL CONDITIONS AND ALL ELEVATIONS.
T
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FOUNDATION / F
FRAM
SCALE. 1/4" = I'-0"
D
S f TE PHOTO
E
SITS 10,LAN,
SCALE: 1/8" = 1'-0"
210 JEFFER50N AVE.
SHEET INDEX
A -I SITE PLAN - FOUNDATION / FRAMING PLAN - STRUCTURAL NOTES
A-2 FOUNDATION DETAILS
A-3 FIRST FLOOR PLAN - SECOND FLOOR PLAN - SHEAR WALL NOTES
A-4 UPPER FLOOR / LOWER ROOF FRAMING PLAN - FRAMING DETAILS
A-5 UPPER ROOF FRAMING PLAN - DETAIL - WALL TYPES
A-6 'A' SECTION - '8' SECTION - 'C' SECTION - ROOF PLAN - ELEVATIONS
A-1 GENERAL NOTES - NAILING SCHEDULE - WINDOW
INSTALLATION DETAIL - WATER HEATER SUPPORT DETAIL
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A-2
Project Number
Sheet Number
OF
Sheet Contents
Project Title
A Duplex for:
Cynthia Schmier
210 Jefferson Ave. NE Yelm, Wa. 98597
Design
Bruce Brown
1011 Mellen Street Centralia, Wa. 98531 Ph. 360-736-4751
Drawn By Checked By
Date
Date
Structural Engineer
Precise Engineering Inc.
Reproduction or re-use of these drawings without the written permission of the Design Team is prohibited.TTARK
N
ENHAH.DDLORAH
N
E
F
SSIO
OPR N E
E NAL G IRE1011 Mellen Street Centralia, Wa. 98531
Ph. 360-736-1137
T:\20160127 - Drawings 2\Multi-Family\Jefferson Ave. Duplex\Jefferson Ave. Duplex.dwg, 7/10/2019 11:14:48 AM, _AutoCAD PDF (General Documentation).pc3
TYPICAL SHEAR WALL NOTES
Use 5/8" dia. by 10" Anchor Bolts (AB's) with single plates and 5/8" dia. by 12" AB's with double
and 3x plates spaced as shown on the drawings. AB's shall have 7" of embedment into footing, shall
be centered in the stud wall, and shall project through the bottom plate of the wall and have a
3x3x 1 /4 plate washer. There shall be a minimum of two bolts per piece of sill located not more than
12 inches or less than 4 inches end of each piece. Anchor bolts to be galvanized per the below
requirement (Fasteners in contact with pressure treated lumber). At existing foundation use 5/8"
diameter Simpson Titen HG bolts with minimum of 4" embedment into the existing concrete.
All wall sheathing shall be 1/2" CDX plywood, 5/8" T1-11 siding, or 7/16" OSB with exterior
exposure glue and span rated "SR 24/0" or better. All free sheathing edges shall be blocked with 2x4
or 2x6 flat blocking except where noted on the drawings or below.
All nails shall be 8d or l Od common (8d common nails must be 0.131 inch diameter, Senco KC27
Nails are equivalent. If 1 O common nails are called for the diameter must be 0.148 inches, Senco
MD23 Nails are equivalent). Nail size and spacing at all sheathing edges shall be as required below
or as in the drawings. Nail spacings shall be 12" o.c. for all field nailing except as noted.
Hold downs are Simpson "Strong Tie" and shall be installed per the manufacture's recommendation.
Equivalent hold downs by United Steel Products Company "Kant -Sag" that have ICBO approval can
be substituted in place of Simpson hold downs. All floor systems must be blocked solid below
member that the hold down is attached to. This block should be equal to or larger than the member
the hold down is attached to and be placed as a "squash block".
All double and triple studs shall glued and nailed together with 1 Od's at 3" o.c. for each layer.
All 4x studs are to be #2 DF and all 6x studs are to be #I DF when used for hold downs and shear
walls.
FASTENERS IN CONTACT WITH PRESSURE TREATED LUMBER
All fasteners including nuts and washers in contractwith pressure treated lumber shall be hot -dipped
zinc coated galvanized steel, stainless steel, silicon bronze or copper. Fasteners other than nails,
timber rivets, wood screws and lag screws shall be permitted to be of mechanically deposited zinc
coated steel in accordance with ASTM B 695, Class 55 minimum. Fasteners exposed to weather
must meet the requirements of the pressure treating manufacture's minimum. IN ADDITON, the
contractor shall coordinate connectorifastener coating requirements with recommendations from
connector/fastener manufacturer and type of pressure treating chemical and retention being used.
See Section 2304.10.5 of the 2015 IBC for additional information.
ALL WALL STUDS AND ROOF TRUSS TOP CHORDS AND SECONDARY FRAMING
LUMBER SHALL BE DOUG -FIR #2 OR BETTER.
NOTE: MST STRAPS attaches to (2) 2x or 4x studs in wall above and below unless noted
otherwise. Nail all holes with 16d sinkers.
Double studs may be use as a substitute for 3x nominal framing call out below.
Studs MUST be glued and nailed together with (2) lines of 10d's at 3" on center
staggered.
Horizontal blocking for shear walls nailed with 8d's shall be minimum of 2x flat and
shear walls nailed with 10d's shall be minimum of 3x flat.
SHEAR WALL SCHEDULE
1A sheathing nailed with 8d's at 6" on center all edges.
HOLD DOWN SCHEDULE
It is the responsibility of the contractor to locate hold down anchor bolt to accommodate all
structural framing. Anchor bolt to be located nearest the corner or opening at the end of the
shear wall. All foundation vents to be a minimum of 12" off centerline of the anchor bolt on
either side. Holdown stud to be coordinated with shear wall panel edge framing
requirements. Larger stud size controls
* For holdown anchor bolt embedment greater that foundation depth, thicken footing
for 2'-O" either side of holdown anchor bolt to a depth that provides for 3" clear
below the bottom of the anchor bolt. Provide (2) additional #4 x 3'-0" pieces of
longitudinal rebar at this location.
OA HD U2 attaches to concrete foundation with a Simpson SST13 16. HDU2 attaches to
double 2x studs or 4x or 6x stud with (6) Simpson SDS 1/4 X 3 Wood
Screws in wall above.
FLOOR TO FLOOR STRAP
10 VISTA 49 Simpson MSTA 49 is a floor to floor strap that is centered on the rim joist.
The strap attaches to a minimum of a single stud in the wall above and below.
Shear wall boundary member and Holdown member requirements will
usually control member size. Install per Simpson's requirements.
61COND FLOOR PLAN,
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ENERGY COMPLIANCE
(SMALL DWELLING UNIT: 1.5 CREDITS REQUIRED)
3a HIGH EFFICIENT HVAC 3a (1.0) 15'
5a EFFICIENT WATER HEATING 5a (0.5) ol
15 CREDITS PROVIDED
SMOKE
DETECTOR
NOTE: ALL SMOKE DETECTORSa TYPICAL SHEAR WALL CALL OUT
TO BE CARBON MONOXIDE 51=1= SHEAR WALL SCHEDULE
DETECTION EQUIPPED ANDO TYPICAL HOLDOWN CALL OUT SEE
INTERCONNECTED w/ BATTERY HOLDOWN SCHEDULE
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WALLS BETWEEN GARAGE AND
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TO THE ROOF SHEATHING OR G.W.B.
-9 CEILING
UNIT 2 GARAGE
10'xi' O.H. DOOR
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FIRST FLOOR PLAN.
STAIR NOTE:
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ENERGY COMPLIANCE
(SMALL DWELLING UNIT: 1.5 CREDITS REQUIRED)
3a HIGH EFFICIENT HVAC 3a (1.0) 15'
5a EFFICIENT WATER HEATING 5a (0.5) ol
15 CREDITS PROVIDED
SMOKE
DETECTOR
NOTE: ALL SMOKE DETECTORSa TYPICAL SHEAR WALL CALL OUT
TO BE CARBON MONOXIDE 51=1= SHEAR WALL SCHEDULE
DETECTION EQUIPPED ANDO TYPICAL HOLDOWN CALL OUT SEE
INTERCONNECTED w/ BATTERY HOLDOWN SCHEDULE
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TO THE ROOF SHEATHING OR G.W.B.
-9 CEILING
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FLOOR JOIST SEE PLAN A-4 �, ��� � — A-4
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SEE PLAN
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-OUT
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Emu
FrA
ROOF FRAMING NOTES
1. USE 1/2" CDX OR 1/16" OSB SPAN RATED
24/0 OR BETTER AND NAIL W/ 8d NAILS 6
6" O.C. EDGES AND a 12" O.C. IN THE
FIELD. (UNLESS NOTED OTHERWISE)
2. ALL HEADERS TO BE 6x8 DF "2 OR 46
3. TOP PLATE SPLICES: NAIL SPLICES w/ (2)
ROWS 10d NAILS 6 2" O.G. FOR 24"
EITHER SIDE OF SPLICE (24) MIN. 10d
NAILS EACH SIDE OF SPLICE.
4. ALL ROOF OVER FRAMING COORDINATE w/
GENERAL CONTRACTOR
UPPER ROOF FRAMING PLAN,
DE5ORII TION
FIRE
RATING
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SOURCE
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TO RESILIENT CHANNELS 16" O.C. WITH 1j" TYPE S DRYWALL SCREWS 12" FIRE CALK ALL
O.C. RESILIENT CHANNELS APPLIED AT RIGHT ANGLES TO MINIMUM 91" PENETRATIONS
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LAYER WITH 1j" TYPE G SCREWS 12" O.C. EDGE JOINTS OFFSET 24" FROM
BASE LAYER EDGE JOINTS. WOOD I -JOISTS SUPPORTING I" ORIENTED
STRAND BOARD APPLIED AT RIGHT ANGLES TO I -JOISTS WITH 8d
COMMON NAILS 12" O.C.
SEE PLAN
DBL. 2x6 TOP PLATE
2x6 STUD WALL
ROOF TRUSS
ed 6 4" O.G.
2x VENTED BLOCKING
3/8" R.S.
2" WIDE
HI CLIP EA. T1
SHEAR WALL
SEE PLAN
SEE PLAN
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qT. SCREENED VENT.
-OUT
CANT. TRUSS TO WALL
SCALE: 1"=1'-0"
Emu
FrA
ROOF FRAMING NOTES
1. USE 1/2" CDX OR 1/16" OSB SPAN RATED
24/0 OR BETTER AND NAIL W/ 8d NAILS 6
6" O.C. EDGES AND a 12" O.C. IN THE
FIELD. (UNLESS NOTED OTHERWISE)
2. ALL HEADERS TO BE 6x8 DF "2 OR 46
3. TOP PLATE SPLICES: NAIL SPLICES w/ (2)
ROWS 10d NAILS 6 2" O.G. FOR 24"
EITHER SIDE OF SPLICE (24) MIN. 10d
NAILS EACH SIDE OF SPLICE.
4. ALL ROOF OVER FRAMING COORDINATE w/
GENERAL CONTRACTOR
UPPER ROOF FRAMING PLAN,
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A-6
Project Number
Sheet Number
OF
Sheet Contents
Project Title
A Duplex for:
Cynthia Schmier
210 Jefferson Ave. NE Yelm, Wa. 98597
Design
Bruce Brown
1011 Mellen Street Centralia, Wa. 98531 Ph. 360-736-4751
Drawn By Checked By
Date
Date
Structural Engineer
Precise Engineering Inc.
Reproduction or re-use of these drawings without the written permission of the Design Team is prohibited.TTARKN
E
NHAH.DDLORAH
N
E
F
SSIO
OPR
N EE NAL G IRE1011 Mellen Street Centralia, Wa. 98531
Ph. 360-736-1137
T:\20160127 - Drawings 2\Multi-Family\Jefferson Ave. Duplex\Jefferson Ave. Duplex.dwg, 7/10/2019 11:15:07 AM, _AutoCAD PDF (General Documentation).pc3
A-7
Project Number
Sheet Number
OF
Sheet Contents
Project Title
A Duplex for:
Cynthia Schmier
210 Jefferson Ave. NE Yelm, Wa. 98597
Design
Bruce Brown
1011 Mellen Street Centralia, Wa. 98531 Ph. 360-736-4751
Drawn By Checked By
Date
Date
Reproduction or re-use of these drawings without the written permission of the Design Team is prohibited.
T:\20160127 - Drawings 2\Multi-Family\Jefferson Ave. Duplex\Jefferson Ave. Duplex.dwg, 7/10/2019 11:15:12 AM, _AutoCAD PDF (General Documentation).pc3