HomeMy WebLinkAboutPermit File BLD-2024-0506 1320 10th StreetFIXTURES
Qty Mechanical Fixtures
1 Exhaust Fans
1 Fireplace
Qty Plumbing Fixtures
PARCEL: P55613
LEGAL DESCRIPTION:
APPLICANT: Aaron Parrish
16445 Mountain View Rd
Mount Vernon, WA 98274
5035073432
OWNER: BEGNAL THOMAS
BEGNAL AMY
ANACORTES, WA 98221
VALUATIONS:
Estimated construction cost 88371.00 $88,371.00
$88,371.00Total:
FEES:Paid Due
SFR or duplex site plan review $60.00 $0.00
Plan Review Fee $509.44 $0.00
State Building Code Council fee $6.50 $0.00
Storm Water Review Sq Ft $30.40 $0.00
Mechanical and plumbing
remodel fixtures fees
$45.90 $0.00
Building Permit Fee $916.75 $0.00
$0.00Totals :
REQUIRED INSPECTIONS
Initial BMP's
Footings
Sewer Line
STORMWATER BMPS 1ST MID PROJECT INSPECTION
Foundation Wall
Storm Drain Connection
Plumbing Rough-In
Shear Wall and Nailing
Framing
Drywall or Lath
Insulation
Fenestration U-Factors
$1,568.99
BLD-2024-0506 RESIDENTIAL REMODEL
ISSUED:
EXPIRES:
01/31/2025
07/31/2026
PROJECT NAME: BEGNAL RESIDENCE
SITE ADDRESS: 1320 10TH ST ANACORTES
Page 1 of 2Printed by : Cheri Gleichmann on: 03/10/2025 11:20 AM
City of Anacortes, WA
904 6th Street
Anacortes, WA 98221
(360) 293-1901
http://cityofanacortes.org/
For inspections, please call (360) 293-1901
Perimeter Drains
Underslab
Underground Plumbing
Underfloor
Gas Piping
Mechanical Rough-In
Roofing Final
Permeable Soil Depth
Cross Connection or backflow assembly verified
Building Final
Stormwater Final
Page 2 of 2Printed by : Cheri Gleichmann on: 03/10/2025 11:20 AM
City of Anacortes, WA
RESIDENTIAL REMODEL BLD-2024-0506
CITY OF ANACORTES
PLANNING AND BUILDING DEPT:
APPROVED PLANS
REVIEWED FOR CODE COMPLIANCE
PERMIT#___________________________
ADDRESS___________________________
SIGNATURE DATE
PLANNING APPROVED_____________________________
BUILDING APPROVED______________________________
ENGINEERING ACCEPTED__________________________
STORMWATER ACCEPTED__________________________
Stamp not valid unless signed
BLD-2024-0506
1320 10th St
01/27/2025
01/28/2025
07/29/2024Aaron Esterholt
N/A
Weather-stripped door
minimum u-factor of 0.30
30'-2 1/2"
40'-1 3/4"
30'-2 1/2"
21
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24" LONG #4 REBAR EPOXIED MIN.
4" INTO EXISTING FOUNDATION
STEM WALL.EXISTING
FOUNDATION
NEW FOUNDATION (2) 24" LONG #4 REBAR
EPOXIED MIN. 4" INTO
EXISTING FOOTING.
EXISTING TO NEW FOUNDATION
SCALE: 1" = 1'-0" AT SINGLE FACE2
NEW FOUNDATION PLAN
SCALE: 1/4" = 1' - 0"
DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE
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STEM WALL VERT.
REBAR PER PLAN
#4 REBAR L @ LAP
TO HORIZ. REBAR
STEM WALL VERT.
REBAR PER PLAN
#4 REBAR L @ LAP
TO HORIZ. REBAR,
ALT. DIRECTION
30"
30"
30"
30"
TYPICAL CORNER REBAR
H
HEIGHT 'H' IN
FEET
VERTICAL
REINFORCING
HORIZONTAL
REINFORCING
0' - 2'#4 @ 4' O.C.
QTY. (1) #4
WITHIN 6" OF
TOP OF WALL
2' - 4'#4 @ 24" O.C.#4 @ 24" O.C.
4' - 6'#4 @ 12" O.C.#4 @ 12" O.C.
REBAR TABLE
1
1 FOOTING FOR 4' - 6' FOUNDATION TO BE 24" WIDE
X 8" THICK AND STEM WALL TO BE 8" WIDE.
VERTICALS - ALTERNATE
HOOK DIRECTION
HORIZONTALS
#4 REBAR WITHIN
TOP 6" OF WALL
(2) #4 CONTINUOUS
HORIZONTALS IN FTG.
REFER TO THE PROPOSED ARCHITECTURAL DRAWINGS PROVIDED BY ANC
DESIGN AND DATED 12-12-2024 FOR THE PROPOSED DESIGN. THIS
ARCHITECTURAL DRAWING SET IS THE BASIS OF STRUCTURAL DESIGN.
ENGINEER TO BE NOTIFIED OF ANY DESIGN CHANGES THAT AFFECT THE
STRUCTURE FRAME (I.E. FOUNDATION, EXTERIOR WALLS, INTERIOR
BEARING WALLS, ROOF FRAMING, ETC.). CONTACT THE ENGINEER IF
CONFLICTS ARE FOUND BETWEEN THE ARCHITECTURAL AND STRUCTURAL
DRAWINGS OR OTHER RELATED DOCUMENTATION (E.G. CIVIL, GEOTECH,
ETC.)
EXISTING CRAWL
ACCESS TO
REMAIN
LEGEND
2X STUD WITHIN WALL
POINT LOADS FROM ABOVE
NEW FOUNDATION WALL
NEW FOOTING LINE PER PLAN
SIMP. HDU2 HOLD
DOWN PER
DETAIL '19'
SIMP. HDU2 HOLD
DOWN PER
DETAIL '19'
12'
24'
4"
C
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.
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L
A
B
12'
18" SAW CUT OR USE GROOVER TOOL
TO CREATE CONCRETE JOINT
SLAB TO BE POURED MONOLITHICALLY.
SAW CUT METHOD TO BE PERFORMED
4 TO 12 HOURS AFTER POUR.
SLAB COMPOSED OF
TWO SEPARATE POURS
4" COMPACTED
GRANULAR FILL
4" COMPACTED
GRANULAR FILL
UNDISTURBED NATIVE SOIL OR
COMPACTED FILL MATERIAL
UNDISTURBED NATIVE
SOIL OR COMPACTED
FILL MATERIAL
TYP. CONCRETE SLAB JOINTS
SCALE: 1" = 1'-0" AT SLAB
1ST POUR 2ND POUR
COLD JOINT
SAW CUT OR
GROOVE JOINT
CONCRETE SLAB NOTES:
·EITHER OF THE ABOVE TWO JOINT OPTIONS ARE ADEQUATE
·SPACE JOINTS @ 12' O.C. MAX. EACH WAY
·TYPICAL SLAB 4" CONCRETE SLAB OVER 6 MIL POLY VAPOR
BARRIER OVER 4" COMPACTED GRANULAR FILL
SUB-GRADE PREPARATION:
SLAB TO BEAR ON UNDISTURBED NATIVE SOILS AND/OR STRUCTURAL
FILL (SEE STANDARD STRUCTURAL SPECIFICATIONS FOR MORE
INFORMATION) COMPACTED IN LIFTS OF ONE FOOT OR LESS TO 95% OF
A MODIFIED PROCTOR PER ASTM D1557. SOILS SHALL BE FIRM AND
UNYIELDING. ALL ORGANIC AND DELETERIOUS MATERIAL BENEATH THE
SLABS TO BE REMOVED AND REPLACED WITH 4" MINIMUM COMPACTED
GRANULAR FILL TO 95% RELATIVE COMPACTION.
(14)DD
4
1
S1
6X6 D.F.#1 POST W/ SIMP.
ABU66Z POST BASE
FASTENED DIRECTLY ON
NEW 24"X18"X10" CONC.
PAD W/ (4) #4 REBAR E.W.
4'
16'
4'
EXISTING TO NEW
FOUNDATION
CONNECTION PER
DETAIL '2'
(4) 18" LONG #4 REBAR
EPOXIED MIN. 4" INTO
EXISTING FOUNDATION
EXISTING TO NEW
FOUNDATION
CONNECTION PER
DETAIL '2'
4" CONC. SLAB OVER 4"
SAND AND 6 MIL POLY V.B.
OVER COMPACTED FILL.
TYP. CONCRETE JOINTS
PER DETAIL '4'
BLOCK OUT STEM
WALL AT DOOR
OPENING
5/8" DIA. X 10 ANCHOR
BOLTS @ 48" O.C. 7" MIN.
EMBEDMENT INTO CONC.
SHEATHING PER
SHEAR WALL PLAN
2X6 STUD WALL
26 GA. GALV.
FLASHING
FOUNDATION DETAIL
SCALE: 3/4" = 1'-0"
4" CONC. SLAB W/
INSUL. PER OWNER
18
"
M
I
N
.
6" MIN.
(2) #4 CONT. REBAR
4" GRAVEL OR
SAND BASE
4" CONC.
PORCH SLAB
6"
6" MIN.
GRADE
REFER DETAIL '1' FOR
SIZE AND REBAR
3
EXISTING STRUCTURE
FOUNDATION REMAIN
AS IS UNLESS NOTED
ON PLANS
3
S1
FOUNDATION DETAIL
SCALE: 3/4" = 1'-0"AT SLAB
4" CONC. SLAB
2X6 STUDS @ 24" O.C.
SHEATHING PER
SHEAR WALL PLANS
5/8"X10" @ 48" O.C. GALV.
ANCHOR BOLT WITH
3"X3"X1/4" SQ. WASHER
#4 CONT. AT TOP OF
STEM WALL
(2) #4 CONTINUOUS
REBAR IN BASE OF
FOOTING
4" DIAMETER
TIGHT LINE
4" DIAMETER
PERFORATED DRAIN PIPE
SET IN DRAIN ROCK
FOR VERT. & HORIZ.
REBAR,SEE REBAR
TABLE ON S1
6"
18
"
M
I
N
.
6" MIN.
16"
5"6"5"
GRADE
1
1-3/4"
MIN.
REQUIRED AT
ALL LOCATIONS
ANCHOR BOLTS TO SILL PLATE
ANCHOR BOLTS
1. Ø5/8"X10" LONG @ 48" O.C. MAX.
2. MIN. 2 PER SILL.
3. WITHIN 12" FROM SILL END.
NOTE: WAIT A MINIMUM OF 7 DAYS AFTER
CONCRETE POUR TO BACKFILL FOUNDATION,
BASEMENT, AND RETAINING WALLS. AFTER 7
DAYS OKAY TO BACKFILL. WHEN BACKFILLING
MAINTAIN A DISTANCE OF HEIGHT 'H' FOR HEAVY
EQUIPMENT (EXCAVATOR, BACKHOE, ETC.) 'H'
CORRESPONDS TO THE BACKFILL HEIGHT
BEHIND THE FOUNDATION WALL. SEE FIGURE
BELOW. OK TO BRING HEAVY EQUIPMENT WITHIN
H/2 DISTANCE FROM FOUNDATION/RETAINING
WALL AFTER 28 DAY CONCRETE CURE.
H
H
HEAVY
EQUIPMENT
FOUNDATION
PER PLAN
**IMPORTANT**
LACK OF GEOTECHNICAL ENGINEERING REPORT ACKNOWLEDGEMENT:
NO GEOTECHNICAL REPORT HAS BEEN PROVIDED FOR THE SUBJECT
STRUCTURE. FOR THAT REASON, FOOTINGS HAVE BEEN DESIGNED FOR
1,500 PSF ALLOWABLE BEARING CAPACITY. THE FOUNDATION AND
FOOTINGS SHOULD BEAR ON PROOF ROLLED, REMEDIALLY COMPACTED
MEDIUM DENSE NATIVE SOILS OR ON STRUCTURAL FILL (SEE STANDARD
STRUCTURAL SPECIFICATIONS, EARTHWORK), PLACED ON
PROOF-ROLLED, REMEDIALLY COMPACTED MEDIUM DENSE NATIVE SOILS.
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S2 of 5DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE
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NEW UPPER FLOOR FRAMING PLAN
SCALE: 1/4" = 1' - 0"
REFER TO THE PROPOSED ARCHITECTURAL DRAWINGS PROVIDED BY ANC
DESIGN AND DATED 12-12-2024 FOR THE PROPOSED DESIGN. THIS
ARCHITECTURAL DRAWING SET IS THE BASIS OF STRUCTURAL DESIGN.
ENGINEER TO BE NOTIFIED OF ANY DESIGN CHANGES THAT AFFECT THE
STRUCTURE FRAME (I.E. FOUNDATION, EXTERIOR WALLS, INTERIOR
BEARING WALLS, ROOF FRAMING, ETC.). CONTACT THE ENGINEER IF
CONFLICTS ARE FOUND BETWEEN THE ARCHITECTURAL AND STRUCTURAL
DRAWINGS OR OTHER RELATED DOCUMENTATION (E.G. CIVIL, GEOTECH,
ETC.)
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OPENING FRAMING REQUIREMENTS, UNLESS NOTED OTHERWISE:
- TYPICAL OPENINGS TO HAVE MIN. (1) KING AND (1) JACK STUDS U.N.O. ON PLANS.
- TYPICAL HEADER TO BE MINIMUM 4X10 D.F.2 U.N.O. ON PLANS.
- TYPICAL EXTERIOR WALL SHAETHING PER SHEAR WALL PLANS
- FASTEN MEMBERS PER 2018 IRC TABLE 2304.10.2 (FASTENING SCHEDULE)
11-7/8 TJI 210 @
16" O.C.
WITH 3/4"
SUBFLOOR,
GLUED & NAILED
(1
6
'
-
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BEARING TYP.
(3) STUDS AT
BEARING TYP.
5-
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4
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X
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7
/
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6X6 D.F.#1 POST
BELOW W/ HL55
ANGLES AT
BEAM BEARING
2X
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IUS2.06/11.88
HANGER TYP.
LEGEND
2X STUD WITHIN WALL
NEW 2X6 STUD WALL
HEADER (TYP. 4X10 D.F.#2 MIN.
UNLESS NOTED ON PLANS)
POINT LOADS FROM ABOVE
NON LOAD BEARING WALL
ROOF TRUSS BY TRUSS CO.
BEAM PER PLAN
JOISTS PER PLAN
JOIST PER
PLAN
3
4" SUB-FLOOR
STUDS PER PLAN
16d NAILS @ 12" O.C.
716" PLY OR OSB
SHEATHING
7
16" PLY OR OSB
SHEATHING DOUBLE TOP PLATE
JOIST PER PLAN
3
4" SUB-FLOOR
STUDS PER PLAN
16d NAILS @ 12" O.C.
EDGE NAIL
PER NOTE
BELOW
END OF FULL
LENGTH
SHEATHING
A
7
16" PLY OR OSB
SHEATHING
716" PLY OR OSB
SHEATHING DOUBLE TOP PLATE
SHEATHING JOINT TO BE LOCATED 2" OR MORE
FROM TOP OR BOTTOM EDGE OF RIM JOIST.
A
EDGE NAIL PER
NOTE BELOW
TYPICAL FLOOR TO FLOOR CONNECTION
OPTION A OPTION B
NOTES:
(1)BOTH OF THE OPTIONS SHOWN ABOVE ARE STRUCTURALLY ACCEPTABLE.
(2)IF THE FULL LENGTH SHEATHING EXTENDS OVER THE RIM (NO SHEATHING JOINTS EXISTS
IN THE VICINITY OF RIM JOIST, DOUBLE TOP PLATE, AND SOLE PLATE) THEN NEITHER OF
THE TWO CONNECTION OPTIONS ARE REQUIRED.
EDGE NAILING:
·NON-SHEARWALL (PRESCRIPTIVE/CONVENTIONAL) 8d NAILS @ 6" O.C.
·SHEARWALLS, SEE SHEARWALL TABLE.
JOIST PER
PLAN
3
4" SUB-FLOOR
STUDS PER PLAN
16d NAILS @ 12" O.C.
STRIP OF OSB OR PLY
SHEATHING OVER RIM
AND FASTENED TO
BOTTOM PLATE OF
UPPER WALL AND TOP
PLATE OF LOWER WALL
A
7
16" PLY OR OSB
SHEATHING ENDS
AT MIDDLE OF
BOTTOM PLATE
716" PLY OR OSB
SHEATHING ENDS
AT MIDDLE OF
TOP PLATE DOUBLE TOP PLATE
SHEATHING SPLICE IN MIDDLE OF
BOTTOM AND TOP PLATE AS SHOWN
A
OPTION C
A
EDGE NAIL PER
NOTE BELOW
EDGE NAIL PER
NOTE BELOW
SHEATHING
SPLICE
CS16, 30" LONG
@ 5' O.C. AND AT
ALL CORNERS
16d TOE NAILS
@ 6" O.C.
16d TOE NAILS
@ 6" O.C.
16d TOE NAILS
@ 6" O.C.
(3) 8d TOE NAILS
PER JOIST MIN.(3) 8d TOE NAILS
PER JOIST MIN.
(3) 8d TOE NAILS
PER JOIST MIN.
3/4" SUB-FLOOR
STUDS PER PLAN
16d NAILS @ 12" O.C.
DOUBLE TOP PLATE
SHEATHING CONNECTION
PER DETAIL '1' LEFT
(OPTION 'A', 'B', OR 'C' OK)
JOISTS PER
PLAN
16d TOE
NAILS @ 6"
O.C.
JOISTS PARALLEL
7
5-
1
/
4
"
X
1
1
-
7
/
8
"
P
S
L
H
E
L
D
U
P
KNEE BRACE
PER DETAIL '8'
KNEE BRACE
PER DETAIL '8'
SIMP. LRU28Z
HANGER (TYP.)
6X
1
0
D
.
F
.
S
E
L
E
C
T
EXISTING STRUCTURE
REMAIN AS IS UNLESS
NOTED ON PLANS
(3) 10" SDWS
TIMBER SCREWS
2X8 DF RAFTER @ 24" O.C.
RIP 1
4" PER FT FOR WATER RUNOFF
2X8 LEDGER W/ (2) 4-1/2"
SDS SCREWS OR
SIMILAR @ 12" O.C.
LUS
HANGER
(3) 4" SDWS
TIMBER SCREWS
(2) 10" SDWS
TIMBER SCREWS
4X10 DF. OK TO CUT
ARCH AS SHOWN.
SCREW KNEE BRACE TO
WALL W/ (3) 6" SDWS TIMBER
SCREWS SPACE SCREWS
APPROXIMATELY AS SHOWN
6X6 OR (4) STUDS IN WALL
BEHIND KNEE BRACE FOR
BACKING
KNEE BRACE DETAIL
SCALE: 3/4" = 1'-0"
6X8 DF SELECT
8
S2
LUS28Z
HANGER (TYP.)
2X8 LEDGER PER
DETAIL '8'
DOOR HEADER TO BEAR
ON MIN. (2) TRIMMER AND
(2) KING STUDS TYP.
8
2X6 DF
ML24 ON EA. SIDE OF POST/STUD
PACK TO TOP PLATES AS SHOWN
ML24 ON EA. SIDE OF POST/STUD PACK
TO BOTTOM PLATE AS SHOWN
RAFTER TO BEAM W/ (4) 8d NAILS
OR SIMPSON H1/H2.5
BEAM TO BEAM W/ (4) 12" SDWH
TIMBER SCREWS (SDWH271200)
2X6 EXTERIOR WALL STUDS MAY BE SPACED @ 24"
O.C. (ADVANCED FRAMING). OKAY TO USE SINGLE
TOP PLATE ON SECOND FLOOR TO ACCOMMODATE
WINDOW HEIGHTS.
BLOCK BTWN JOISTS
UNDER BEARING
WALL ABOVE
BLOCK BTWN JOISTS
UNDER BEARING
WALL ABOVE
SOLID BLOCK BTWN
JOISTS UNDER BEARING
WALL ABOVE
EXTERIOR WALL
FROM ABOVE
8d NAILS @ 6" O.C.
6X8 D.F. SELECT
6X8 D.F. SELECT
1/
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S3 of 5DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE
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NEW ROOF FRAMING PLAN
SCALE: 1/4" = 1' - 0"
REFER TO THE PROPOSED ARCHITECTURAL DRAWINGS PROVIDED BY ANC
DESIGN AND DATED 12-12-2024 FOR THE PROPOSED DESIGN. THIS
ARCHITECTURAL DRAWING SET IS THE BASIS OF STRUCTURAL DESIGN.
ENGINEER TO BE NOTIFIED OF ANY DESIGN CHANGES THAT AFFECT THE
STRUCTURE FRAME (I.E. FOUNDATION, EXTERIOR WALLS, INTERIOR
BEARING WALLS, ROOF FRAMING, ETC.). CONTACT THE ENGINEER IF
CONFLICTS ARE FOUND BETWEEN THE ARCHITECTURAL AND STRUCTURAL
DRAWINGS OR OTHER RELATED DOCUMENTATION (E.G. CIVIL, GEOTECH,
ETC.)
NE
W
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&
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S
WALL TO ROOF DETAIL
SCALE: 1" = 1'-0"TYPICAL11
2X4 D.F.2 BOTTOM BLOCK.
CONNECT TO DBL TOP
PLATE WITH 10d AT 6" O.C.
2X4 D.F.2 TOP BLOCK.
CONNECT TO SIDE BLOCKS
WITH (2) 12d ENDS NAILS AND
TOE NAIL INTO TOP CHORD
BOUNDARY NAILING, SHEATHING TO
BLOCKING WITH 10d AT 6" O.C.
7/16" OSB OR 15/32" PLY, NAIL
WITH 8d AT 6" O.C. ALL EDGES
TRUSS HEEL BLOCKING PER
SECTION 1-1 RIGHT OR
PER TRUSS COMPANY
SIMP. H1 @
EA. TRUSS
8d NAILS @ 6" O.C.
SHEATHING EXTENDS TO
TOP OF TOP PLATE
MANUFACTURED TRUSSES @
24" O.C. PER TRUSS COMPANY
10d AT 6" O.C.
2X FASCIA NAIL TO
EACH TAIL WITH
(2) 16d SINKERS
1
1
SECTION 1-1:
TRUSS HEEL BLOCKING
AS AN ALTERNATIVE TO BELOW DETAIL, OK TO USE
TRUSS HEEL BLOCKING SUPPLIED BY TRUSS MANUF.1/2" CDX, NAIL WITH 10d AT
6" O.C. EDGE, 12" O.C. FIELD
6X
8
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.
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4X8 D.F.#24X8 D.F.#2
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HANG
TRUSSES
PER TRUSS
MGFR (TYP.)
CONNECT GIRDER
TO WALL PER
DETAIL '12' (TYP.)
11
S4
11
S4
(3) STUDS AT
BEARING TYP.
5-
1
/
2
"
X
1
5
"
G
L
B
8/
1
2
8/
1
2
TRUSSES @
24" O.C. PER
TRUSS MANUF.
8/12 8/12
CONNECT GIRDER
TO WALL PER
DETAIL '12' (TYP.)
EXISTING STRUCTURE
REMAIN AS IS UNLESS
NOTED ON PLANS
FIELD VERIFY EXISTING ROOF
FRAMING. BUILDER IS RESPONSIBLE
FOR CONTACTING ENGINEER OF
RECORD TO CONFIRM FEASIBILITY
OF DORMER ADDITION.
DBL STUD
MULLION
LGT GIRDER TIEDOWN TABLE
(#) PLIES TIEDOWN MODEL #STUD FASTENERS GIRDER FASTENERS
(2)LGT2 (14) 16d SINKERS (16) 16d SINKERS
(3)LGT3-SDS2.5 (26) 16d SINKERS (12) 1/4"X2-1/2" SDS
(4)LGT4-SDS3 (30) 16d SINKERS (16) 1/4"X3" SDS
SDWC GIRDER TIEDOWN TABLE
(#) PLIES STUD-TOP PLATE FASTENERS GIRDER-TOP PLATE FASTENERS
(2)(2) SDWC15600 (2) SDWC15600
(3)(3) SDWC15600 (3) SDWC15600
(4)(4) SDWC15600 (4) SDWC15600
GIRDER TRUSS PER TRUSS MANUFACTURER
SINGLE TOP PLATE (TYP.)
AT A MINIMUM, MATCH # OF STUDS
WITH # OF GIRDER TRUSS PLIES. STUDS
MUST BE CENTERED BENEATH GIRDER
SIMPSON LGT3-SDS2.5 GIRDER TIEDOWN
(TYPICAL FOR 3-PLY GIRDER TRUSS)
GIRDER FASTENERS PER TABLE BELOW
STUD FASTENERS PER TABLE BELOW
GIRDER TIEDOWNS CAN BE INSTALLED
ON THE OUTSIDE OF WALL (OPPOSITE
SHOWN HERE) IF THE ROOF
OVERHANG IS AT LEAST 3-1/2"
GIRDER TRUSS PER
TRUSS MANUFACTURER
AT A MINIMUM, MATCH # OF STUDS
WITH # OF GIRDER TRUSS PLIES. STUDS
MUST BE CENTERED BENEATH GIRDER
CONNECT DOUBLE TOP PLATE TO
GIRDER TRUSS WITH (1) SDWC15600
SCREW FOR EACH PLY OF GIRDER TRUSS
CONNECT STUDS TO DOUBLE TOP
PLATE WITH (1) SDWC15600 SCREW
FOR EACH PLY OF GIRDER TRUSS
OR
(2) GIRDER TIEDOWN OPTIONS:
IT IS ACCEPTABLE TO USE EITHER LGT TIEDOWN
OR SDWC SCREWS AT GIRDER TRUSS LOCATIONS.
NOTE: THE DETAIL ABOVE DEPICTS A GIRDER TRUSS WITH (3) PLIES.
CONSTRUCT SIMILARLY FOR (2) AND (4) PLY GIRDER TRUSSES WITH
TIEDOWNS & FASTENERS PER LGT GIRDER TIEDOWN TABLE BELOW
NOTE: THE DETAIL ABOVE DEPICTS A GIRDER TRUSS WITH (3) PLIES.
CONSTRUCT SIMILARLY FOR (2) AND (4) PLY GIRDER TRUSSES WITH
FASTENERS PER SDWC GIRDER TIEDOWN TABLE BELOW
LGT/SDWC GIRDER TRUSS TIEDOWN
SCALE: N.T.S.AT STUD PACK 12
TYPICAL TRUSS BRACING
1
2X4 LATERAL BRACE
WITH (2) 10d NAILS
PER WEB (TYP.)
TRUSSES @ 24" O.C.
2X4 DIAGONAL BRACE REQ'D
AT EACH END OF BRACE AND
10 FT INTERVALS
POSITIVE CONNECTION REQ'D, A35 ANGLE OR BLOCKING
NOTE: REFER TO TRUSS ENGINEERING TO
DETERMINE WHICH MEMBERS REQUIRE BRACING
1
ROOF FRAMING NOTES
·TRUSS LAYOUT TO BE PROVIDED BY TRUSS MANUFACTURER. CONTACT ENGINEER OF RECORD IF
THERE ARE ANY MAJOR DEVIATIONS OF GIRDER TRUSS (G.T.) LOCATIONS FROM THIS PLAN (8' G.T.
SETBACK TYPICAL)
·TRUSS TO GIRDER AND TRUSS TO WALL CONNECTIONS PER TRUSS MANUF.
·LOAD BEARING HEADERS TO BE 4X10 D.F.2 WITH (2) STUDS UNLESS NOTED OTHERWISE.
·HEADERS AT GIRDER TRUSS BEARING LOCATIONS TO BE 6X10 D.F.1 WITH (3) STUDS UNLESS NOTED
OTHERWISE.
·SIMPSON H1 OR (2) SDWC15600 SCREWS REQUIRED AT EVERY TRUSS
·ALL EXTERIOR WALLS ASSUMED TO BE LOAD BEARING
·INTERIOR BEARING IS NOT PERMISSIBLE UNLESS THE INTERIOR WALL IS SPECIFICALLY DESIGNATED
AS A BEARING WALL
SOLAR PANEL NOTE:
·ROOF FRAMING CAN STRUCTURALLY ACCOMMODATE THE DEAD LOAD ASSOCIATED WITH SOLAR
PANELS.
·WIND FORCES AND ASSOCIATED CONNECTION TO ROOF IS OUTSIDE OF SCOPE OF WORK AND
RESPONSIBILITY.
ALTERNATIVE TO GLB:
·GLUED-LAMINATED BEAMS (GLB) ARE CALLED OUT ON THE DRAWINGS, BUT IT IS ACCEPTABLE TO
USE ANY ENGINEERED WOOD PRODUCT THAT HAS MINIMUM MODULUS OF ELASTICITY E = 2.0X106/
PSI, FOR INSTANCE LVL, LSL, PSL, ... OR EQUIVALENT PER OWNER SO LONG AS IT MEETS THE
MINIMUM SIZE LISTED
LEGEND
2X STUD WITHIN WALL
NEW 2X6 STUD WALL
HEADER (TYP. 4X10 D.F.#2 MIN.
UNLESS NOTED ON PLANS)
POINT LOADS FROM ABOVE
NON LOAD BEARING WALL
ROOF TRUSS BY TRUSS CO.
BEAM PER PLAN
GIRDER TRUSS PER TRUSS MANUF.
DOUBLE TOP PLATE,
OVERLAP 4' MIN.
JACK STUDS
KING STUDS
TOP CRIPPLE STUDSTOP CRIPPLE STUDS
JACK STUDS
KING STUDS
CRIPPLE
STUDS
DOOR
OPENING
HEADERHEADER
WINDOW
OPENING
OPENING FRAMING REQUIREMENTS, UNLESS NOTED OTHERWISE:
- TYPICAL OPENINGS TO HAVE (1) KING AND (1) JACK STUDS MIN.
- TYPICAL HEADER TO BE 4X10 D.F.2 MIN.
- TYPICAL EXTERIOR WALL TO HAVE 15/32" PLY OR 7/16" OSB MIN.
- TYPICAL EXTERIOR WALL TO HAVE 2X6 STUDS AT 16" O.C. MIN.
- FASTEN MEMBERS PER 2018 IRC TABLE 2304.10.2 (FASTENING SCHEDULE)
BOTTOM
PLATE
SILL PLATE
TYP. OPENING IN EXTERIOR WALL
SCALE: N.T.S.
FASTENING SCHEDULE - IBC TABLE 2304.10.2: The number and size of fasteners
connecting wood members shall not be less than that set forth in Table 2304.10.2
ROOF
1. BLOCKING BETWEEN CEILING JOISTS, RAFTERS OR
TRUSSES TO TOP PLATE OR OTHER FRAMING BELOW
3-8D COMMON (212" × 0.131"); OR
3-10D BOX (3" × 0.128")EACH END, TOENAIL
BLOCKING BETWEEN RAFTERS OR TRUSS NOT AT THE
WALL TOP PLATE, TO RAFTER OR TRUSS
2-8D COMMON (212".131")EACH END, TOENAIL
2-16 D COMMON (312" × 0.162")END NAIL
FLAT BLOCKING TO TRUSS AND WEB FILLER 16D COMMON (312" × 0.162") @ 6"
O.C.FACE NAIL
2. CEILING JOISTS TO TOP PLATE 3-8D COMMON (212" × 0.131"); OR
3-10D BOX (3" × 0.128")EACH JOIST, TOENAIL
3. CEILING JOIST NOT ATTACHED TO PARALLEL RAFTER,
LAPS OVER PARTITIONS (NO THRUST)
3-16D COMMON (312" × 0.162"); OR
4-10D BOX (3" × 0.128")FACE NAIL
4. CEILING JOIST ATTACHED TO PARALLEL RAFTER (HEEL
JOINT)PER TABLE 2308.7.3.1 FACE NAIL
5. COLLAR TIE TO RAFTER 3-10D COMMON (3" × 0.148"); OR
4-10D BOX (3"× 0.128")FACE NAIL
6. RAFTER OR ROOF TRUSS TO TOP PLATE
(SEE SECTION 2308.7.5, TABLE 2308.7.5)
3-10 COMMON (3" × 0.148"); OR
3-16D BOX (312" × 0.135"); OR
4-10D BOX (3" × 0.128")
TOENAIL
7. ROOF RAFTERS TO RIDGE VALLEY OR HIP RAFTERS;
OR ROOF RAFTER TO 2-INCH RIDGE BEAM
3-10D COMMON (3" × 0.148"); OR
4-16D BOX (312" × 0.135"); OR
4-10D BOX (3" × 0.128")
TOENAIL
WALL
8. STUD TO STUD (NOT AT BRACED WALL PANELS)16D COMMON (312" × 0.162");24" O.C. FACE NAIL
10D BOX (3" × 0.128")16" O.C. FACE NAIL
9. STUD TO STUD AND ABUTTING STUDS AT
INTERSECTING WALL CORNERS (AT BRACED WALL
PANELS)
16D COMMON (312" × 0.162"); OR 16" O.C. FACE NAIL
16D BOX (312" × 0.135"); OR 12" O.C. FACE NAIL
3" × 0.131" NAILS 12" O.C. FACE NAIL
10. BUILT-UP HEADER (2" TO 2" HEADER)
16D COMMON (3
12" × 0.162"); OR
16" O.C. EACH EDGE,
FACE NAIL
16D BOX (312" × 0.135")12" O.C. EACH EDGE,
FACE NAIL
11. CONTINUOUS HEADER TO STUD 4-8D COMMON (212" × 0.131"); OR
4-10D BOX (3" × 0.128")TOENAIL
12. TOP PLATE TO TOP PLATE
16D COMMON (312" × 0.162"); OR 16" O.C. FACE NAIL
10D BOX (3" × 0.128"); OR
3" × 0.131" NAILS 12" O.C. FACE NAIL
13. TOP PLATE TO TOP PLATE, AT END JOINTS 8-16D COMMON (312" × 0.162"); OR
12-10D BOX (3" × 0.128")
EACH SIDE OF END
JOINT, FACE NAIL
(MINIMUM 24" LAP
SPLICE LENGTH EACH
SIDE OF END JOINT)
14. BOTTOM PLATE TO JOIST, RIM JOIST, BAND JOIST OR
BLOCKING (NOT AT BRACED WALL PANELS
16D COMMON (312" × 0.162"); OR 16" O.C. FACE NAIL
16D BOX (312" × 0.135")12" O.C. FACE NAIL
15. BOTTOM PLATE TO JOIST, RIM JOIST, BAND JOIST OR
BLOCKING AT BRACED WALL PANELS
2-16D COMMON (312"× 0.162"); OR
3-16D BOX (312" × 0.135")16" O.C. FACE NAIL
16. STUD TO TOP OR BOTTOM PLATE
4-8D COMMON (212" × 0.131"); OR
4-10D BOX (3" × 0.128")TOENAIL
2-16D COMMON (312" × 0.162"); OR
3-10D BOX (3" × 0.128")END NAIL
17. TOP PLATES, LAPS AT CORNERS AND INTERSECTIONS 2-16D COMMON (312" × 0.162"); OR
3-10D BOX (3" × 0.128")FACE NAIL
18. 1" BRACE TO EACH STUD AND PLATE 2-8D COMMON (212" × 0.131"); OR
2-10D BOX (3" × 0.128")FACE NAIL
19. 1" × 6" SHEATHING TO EACH BEARING 2-8D COMMON (212" × 0.131"); OR
2-10D BOX (3" × 0.128")FACE NAIL
20. 1" × 8" AND WIDER SHEATHING TO EACH BEARING 3-8D COMMON (212" × 0.131"); OR
3-10D BOX (3" × 0.128")FACE NAIL
FLOOR
21. JOIST TO SILL, TOP PLATE, OR GIRDER 3-8D COMMON (212" × 0.131"); OR
3-10D BOX (3" × 0.128")TOENAIL
22. RIM JOIST, BAND JOIST, OR BLOCKING TO TOP PLATE,
SILL OR OTHER FRAMING BELOW
8D COMMON (212" × 0.131"); OR
10D BOX (3" × 0.128")6" O.C., TOENAIL
23. 1" × 6" SUBFLOOR OR LESS TO EACH JOIST 2-8D COMMON (212" × 0.131"); OR
2-10D BOX (3" × 0.128"FACE NAIL
24. 2" SUBFLOOR TO JOIST OR GIRDER 2-16D COMMON (312" × 0.162")FACE NAIL
25. 2" PLANKS (PLANK & BEAM – FLOOR & ROOF)2-16D COMMON (312" × 0.162")EACH BEARING, FACE
NAIL
26. BUILT-UP GIRDERS AND BEAMS, 2" LUMBER LAYERS
20D COMMON (4" × 0.192")
32" O.C., FACE NAIL AT
TOP AND BOTTOM
STAGGERED ON
OPPOSITE SIDES
10D BOX (3" × 0.128")
24" O.C. FACE NAIL AT
TOP AND BOTTOM
STAGGERED ON
OPPOSITE SIDES
AND:
2-20D COMMON (4" × 0.192"); OR
3-10D BOX (3" × 0.128")
ENDS AND AT EACH
SPLICE, FACE NAIL
27. LEDGER STRIP SUPPORTING JOISTS OR RAFTERS 3-16D COMMON (312" × 0.162"); OR
4-10D BOX (3" × 0.128")
EACH JOIST OR
RAFTER, FACE NAIL
28. JOIST TO BAND JOIST OR RIM JOIST 3-16D COMMON (312" × 0.162"); OR
4-10D BOX (3" × 0.128")END NAIL
29. BRIDGING OR BLOCKING TO JOIST, RAFTER OR TRUSS 2-8D COMMON (212" × 0.131"); OR
2-10D BOX (3" × 0.128")EACH END, TOENAIL
WOOD STRUCTURAL PANELS (WSP), SUBFLOOR, ROOF AND INTERIOR WALL SHEATHING TO FRAMING AND PARTICLE
BOARD WALL SHEATHING TO FRAMING
SHEATHING
THICKNESS FASTENER EDGE (INCHES)INTERMEDIATE
SUPPORTS (INCHES)
30. 38"–12"
6D COMMON OR DEFORMED (2" × 0.113") (SUBFLOOR AND
WALL)6 12
8D COMMON OR DEFORMED (212" × 0.131") (ROOF)6 12
238" × 0.113" NAIL (SUBFLOOR AND WALL)6 12
31. 1932" – 34"
8D COMMON (212" × 0.131"); OR 6D DEFORMED (2" × 0.113")
(SUBFLOOR AND WALL)6 12
8D COMMON OR DEFORMED (212" × 0.131") (ROOF)6 12
32. 78" – 114"10D COMMON (3" × 0.148"); OR 8D DEFORMED (212" × 0.131")6 12
WOOD STRUCTURAL PANELS, COMBINATION SUBFLOOR UNDERLAYMENT TO FRAMING
35. 3 4" AND LESS 8D COMMON (212" × 0.131"); OR 6D DEFORMED (2" × 0.113")6 12
36. 78" – 1"8D COMMON (212" × 0.131"); OR 8D DEFORMED (212" × 0.131")6 12
37. 118" – 114"10D COMMON (3" × 0.148"); OR 8D DEFORMED (212" × 0.131")6 12
2X6 EXTERIOR WALL STUDS MAY BE SPACED @ 24"
O.C. (ADVANCED FRAMING). OKAY TO USE SINGLE
TOP PLATE ON SECOND FLOOR TO ACCOMMODATE
WINDOW HEIGHTS.
6X
8
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.
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.
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MAIN FLOOR SHEAR WALL PLAN
SCALE: 1/4" = 1' - 0"
SHEAR WALL TABLE - REF. 2021 SDPWS SECTION 4.3
SHEAR
WALL
PANEL
SHEATHING
SHEATHING ON
ONE OR BOTH
SIDES OF WALL
EDGES BLOCKED
OR UNBLOCKED
NAIL
SIZE
EDGE / FIELD
NAILING
DISTANCE
LOAD
TRANSFER
MIN. THICKNESS
OF EDGE
MEMBERS &
SILL PLATE
DESIGN ALLOWABLE UNIT
SHEAR CAPACITY (PLF)
SEE LATERAL ANALYSIS
WIND SEISMIC
SW0 7/16" OSB OR
7/16" PLY 1 4 ONE UNBLOCKED 8d 6" / 12" O.C.NO 2X (NOMINAL)199 142
SW1 7/16" OSB OR
7/16" PLY 1 ONE BLOCKED 8d 6" / 12" O.C.YES 2X (NOMINAL)332 237
SW2 7/16" OSB OR
7/16" PLY 1 ONE BLOCKED 0.131 X
2-1/2"3" / 12" O.C.YES 2X (NOMINAL)658 470
2
3
1 PANEL SHEATHING MATERIAL SHALL BE STRUCTURAL I WOOD STRUCTURAL PANELS, TYP. UNO
2 NAILS SHALL BE COMMON OR GALVANIZED BOX, UNLESS NOTED OTHERWISE.
3 FOR WALLS DESIGNED TO HAVE LOADS TRANSFERED AROUND THE WINDOW OPENINGS, DOUBLE STUDS MUST BE PLACED ON EITHER
SIDE OF EACH WINDOW WITH EDGE NAILING ALONG BOTH STUDS.
4 NO HOLD-DOWNS ARE REQUIRED FOR THIS SHEARWALL
5 FOR DOUBLE SIDE SHEAR WALLS, 12" MIN DISTANCE BETWEEN SHEATHING JOINTS ON OPPOSITE SIDE , I.E. USE 2 PIECES OF BLOCKING
NOTES:
(1) AS AN ALTERNATIVE TO THE SSTB20 HOLD-DOWN ANCHOR BOLTS, USE 5/8" ALL-THREAD/THREADED ROD A-307 WITH A MINIMUM EMBED
OF 10". USE SIMPSON EPOXY-TIE BOLT SYSTEM WITH "SET" HIGH STRENGTH EPOXY. CONCRETE MUST BE AT LEAST 7 DAYS OLD.
(2) UNLESS NOTED OTHERWISE, ALL EXTERIOR WALLS SHALL BE CONSTRUCTED IN ACCORDANCE WITH PW (PRESCRIPTIVE WALL).
(3) ALL CONNECTIONS NOT SHOWN ABOVE, SHALL CONFORM TO IBC TABLE 2304.10.1.
SHEAR WALL LEGEND
PER SHEAR WALL TABLE ON SHEET S4
ALL EXTERIOR WALLS, UNLESS NOTED OTHERWISE,
SHALL BE SW0, UNBLOCKED SHEAR WALL, WITH 7/16" OSB
OR 7/16" PLY SHEATHING ON ONE SIDE AND NAIL WITH 8d
AT 6" O.C. ALONG PANEL EDGES, 12" O.C. IN THE FIELD.
PANEL EDGE BLOCKING NOT REQUIRED.
=SW0
SW1 SHEAR WALL, PANEL EDGES BLOCKED WITH 7/16" OSB
OR 7/16" PLY SHEATHING ON ONE SIDE AND NAIL WITH 8d AT
6" O.C. ALONG PANEL EDGES, 12" O.C. IN THE FIELD.
=SW1
HDU DOWN PER PLAN=
HOLD DOWN ANCHOR
ROD AND EMBEDMENT
PER HOLD DOWN
REQUIREMENTS TABLE
ATTACH WASHER
SANDWICHED
BETWEEN (2) NUTS AT
BOTTOM END OF ROD
HOLD DOWNS PER
PLAN AND HOLD DOWN
REQUIREMENTS TABLE
EMBED.
DEPTH
DF 2X6 STUDS
@ 16" O.C.
END CHORD MIN. SIZE
PER HOLD DOWN
REQUIREMENTS TABLE
FOUNDATION AND
REINFORCEMENTS PER
FOUNDATION PLAN S1
58"X10" DIA. A.B. 7" MIN
EMBED. @ 48" O.C.
SIMPSON HOLD DOWN
ANCHOR OR
ALTERNATIVELY F1554
GRADE 36 THREADED
ROD PER HOLD DOWN
REQUIREMENT TABLE
HOLD DOWN REQUIREMENT TABLE
HOLD DOWN MIN. END CHORD SIMPSON HOLD
DOWN ANCHOR
THREADED ROD
ALTERNATIVE
EMBEDMENT
DEPTH
HDU2 3"X3-1/2"SSTB20 5/8"16"
1 ANCHOR BOLTS 78" OR LARGER REQUIRE 8" MINIMUM STEM WALL.
2
TYPICAL HDU ATTACHMENT DETAIL
SCALE: 1/2" = 1'-0"
14 EX.
EX.
EX.
EX
.
EX
.
EX
.
1
SEG.
SW2
SEG.
SW2
PR
F
.
SW
2
SEG.
SW0
SEG.
SW0
PR
F
.
SW
1
PR
F
.
SW
1
PR
F
.
SW
1
PR
F
.
SW
1
SIMP. HDU2 HOLD
DOWN PER
DETAIL '14'
SIMP. HDU2 HOLD
DOWN PER
DETAIL '14'
SIMP. HDU2 HOLD
DOWN PER
DETAIL '14'
SIMP. HDU2 HOLD
DOWN PER
DETAIL '14'
EX.
EX.A
B
UPPER FLOOR SHEAR WALL PLAN
SCALE: 1/4" = 1' - 0"
1
A
B
UNLESS NOTED OTHERWISE
EXTERIOR WALL SHEATHING
IS PRESCRIPTIVE (SW0). NO
SPECIAL SHEAR WALLS OR
HOLD-DOWNS REQUIRED. SEE
SW0 IN SHEAR WALL TABLE UNLESS NOTED OTHERWISE
EXTERIOR WALL SHEATHING
IS PRESCRIPTIVE (SW0). NO
SPECIAL SHEAR WALLS OR
HOLD-DOWNS REQUIRED. SEE
SW0 IN SHEAR WALL TABLE
SW2 SHEAR WALL, PANEL EDGES BLOCKED WITH 7/16" OSB
OR 7/16" PLY SHEATHING ON ONE SIDE AND NAIL WITH 0.131
X 2-1/2" AT 3" O.C. ALONG PANEL EDGES, 12" O.C. FIELD.
=SW2
REFER TO THE PROPOSED ARCHITECTURAL DRAWINGS PROVIDED BY ANC
DESIGN AND DATED 07-09-2024 FOR THE PROPOSED DESIGN. THIS
ARCHITECTURAL DRAWING SET IS THE BASIS OF STRUCTURAL DESIGN.
ENGINEER TO BE NOTIFIED OF ANY DESIGN CHANGES THAT AFFECT THE
STRUCTURE FRAME (I.E. FOUNDATION, EXTERIOR WALLS, INTERIOR
BEARING WALLS, ROOF FRAMING, ETC.). CONTACT THE ENGINEER IF
CONFLICTS ARE FOUND BETWEEN THE ARCHITECTURAL AND STRUCTURAL
DRAWINGS OR OTHER RELATED DOCUMENTATION (E.G. CIVIL, GEOTECH,
ETC.)
TYP. SEGMENTED SHEAR WALL
SCALE: N.T.S.
EDGE NAILING
HOLD DOWN PER PLAN
(IF NONE CALLED OUT,
THEN NONE REQUIRED)
EDGE NAILING
INSTALL 2X FLAT
BLOCKING @
PANEL EDGES
INTERMEDIATE
(FIELD) NAILING
DBL TOP PLATE
END CHORD
BASE PLATE.
ANCHORAGE
PER PLAN
PLY OR OSB
SHEATHING
EDGE NAILING AT
ABUTTING PANEL
EDGE NAILING
EDGE NAILING
HOLD DOWN PER
PLAN (IF NONE
CALLED OUT, THEN
NONE REQUIRED)
EDGE NAILING
INSTALL 2X
FLAT BLOCKING
@ PANEL EDGES
INTERMEDIATE
(FIELD) NAILING
DBL TOP PLATE
END CHORD
BASE PLATE.
ANCHORAGE
PER PLAN
PLY OR OSB
SHEATHING
EDGE NAILING
OPENING PER
PLAN, EDGE NAIL
AROUND ALL SIDES
EDGE NAILING
TYP. PERFORATED SHEAR WALL
SCALE: N.T.S.
EDGE NAILING AT
ABUTTING PANEL
TYP., NOT SHOWN
PR
F
.
SW
2
EXISTING WALL REMAIN AS IS=EX.
STRAP ES BREAK IN TP
2X4-MSTA 24
2X6-MSTA 36
(2) 16D @ 16" O.C.
2x4 DBL TP (4'-0") SPLICE
W/ (24) 16D NAIL
2X6 DBL TP (5'-4") SPLICE
W/ (40) 16D NAIL
SPLICE TP OVER
STUD,TYP.NAIL SPLICES
STRAP SPLICES
DOUBLE TOP PLATE SPLICE
BEFORE NEXT SPLICE:
2X4-(30) 16D NAILS
2X6 (46) 16D NAILS
SCALE: N.T.S.
MST STRAP PER PLAN=
SIMP. MST48
STRAP TIE PER
DETAIL '15'
SIMP. MST48
STRAP TIE PER
DETAIL '15'
SIMP. MST48
STRAP TIE PER
DETAIL '15'
SIMP. MST48
STRAP TIE PER
DETAIL '15'
STRAP TIE CONNECTION DETAIL
SCALE: N.T.S.
STRAP
TYPE
FASTENERS
(NAILS)
END
LENGTH
STRAP TIE NAILING SCHEDULE
MST48 -(50) 0.162"X2-1/2"
SPAN
LENGTH
END
LENGTH
CLEAR
END
·STRAP TO BE INSTALLED DIRECTLY
ON TOP OF SHEATHING
DOUBLE TOP PLATE
NO NAILS REQUIRED
AT RIM JOIST
NAILS PER STRAP
NAILING SCHEDULE
RIM JOIST
NAILS PER STRAP
NAILING SCHEDULE
DBL STUD MIN. BACKING
3/4" SUBFLOOR
15
1/
15/20
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BEARING WALL
OR BEAM
DESIGN CRITERIA
LA
T
E
R
A
L
DESIGN PARAMETER VALUE SOURCE
Seismic Design Category 'D1'IBC 1613.2.5(1)
Risk Category 'II'IBC Table 1604.5
Wind Exposure Category 'D'IBC 1609.4.3
Basic Wind Speed (3-second gust)110 MPH SEAW WEC #3-2023
Design Wind Load 21.63 PSF ASCE 7-16 28.6-1
VE
R
T
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A
L
LOAD SOURCE LIVE LOAD DEAD LOAD
Roofs 20 psf 15 psf
Floors 40 psf 12 psf
Decks & Balconies 40 psf 10 psf
Ground Snow Load 25 psf -
Exterior Wall -12 psf
Interior Wall -10 psf
Interior Partition -8 psf
STANDARD STRUCTURAL SPECIFICATIONS - 2021 IRC
INTRODUCTION
The Standard Structural Specifications are guidelines and structural requirements for construction of typical
residential structures. The intent of this document is to provide general structural requirements for the project.
Builder, contractor, and other parties involved are required to read this document and are responsible for meeting
the requirements specified within. Contact the engineer of record with any questions or concerns.
REFERENCE CODES & STANDARDS
·International Residential Code, IRC 2021
·Washington State Building Code, SBC 2021
·National Design Specification for Wood Construction with 2018 Supplement, AWC NDS 2018
·Special Design Provisions for Wind and Seismic, AWC SDPWS 2021
·Wood Frame Construction Manual, WFCM 2018
·Building Code Requirements for Structural Concrete, ACI 318-19,
·Minimum Design Loads for Buildings and Other Structures, ASCE 7-16
· Specification for Structural Steel Buildings, 15th Edition, AISC 360-16
GENERAL REQUIREMENTS
Codes: All materials and work shall adhere to the minimum requirements of the Reference Codes & Standards
listed above. Contractor shall be responsible to comply with OSHA, State Labor, and Industry Standards.
Contractor assumes full responsibility of construction methods used, safety provisions employed, and the finished
condition of the structure.
Construction Personnel: Only competent personnel familiar with construction and safety practices relevant to the
project should be employed to assemble and construct the work.
Construction Methods and Project Safety: The project drawings and specifications represent the finished structure
and do not indicate methods, procedures, or sequence of construction. The builder must take necessary
precautions to maintain and ensure the integrity of the structure during construction. Bradley Engineering, Inc. will
not enforce safety measures or regulations, nor will the owner or designer. Therefore, the contractor shall design,
construct, and maintain all safety devices and follow all pertinent regulations.
Temporary Support: The builder must provide adequate temporary support to all walls, roofs, beams, and floors
during construction. Design of these supports are not included unless specifically shown. Contractor is responsible
for the adequacy of all temporary support systems.
Specifications: All notes, call-outs, and details included within this design package are required unless specifically
noted otherwise.
Verification: Verify all dimensions, elevations, and site conditions before starting work.
Errors: The contractor is responsible to check the plans and site conditions and to notify the
architect/designer/engineer/owner of any errors or omissions prior to the start of construction.
Conflicts: Notes and details on the structural drawings take precedence over the Standard Structural Specifications
and typical details. Written dimensions take precedence over scaled drawing dimensions. Structural notes and
details on the structural drawings take precedence over the architectural drawings.
Changes: Written approval from the engineer of record is required for any structural changes to the provided
drawings. Changes may be made 'in the field' with consent of Bradley Engineering. Please provide a red-lined
drawing or sketch of desired change(s) to provide context and applicable information prior to contacting engineer.
Please contact the engineer who performed the engineering for your project as noted on this drawing. The
engineering for this project was completed by D. BRADLEY whose phone number is 360-935-0604.
Substitutions: If connector or lumber product substitutions are desired, contractor shall provide manufacturer's
evaluation reports of proposed substitutions to the engineer/owner for approval.
Member Size: The member dimensions (e.g. depth and width of beams, columns, etc.) specified in these drawings
are structural minimums. It is acceptable to increase the size above what is specified.
Similar work: Where construction details are not shown or noted for any part of the project, the area shall be
constructed in the same manner as similar work shown on the drawings.
Modification of Structural Members: Cuts, notches, and holes bored in trusses, structural composite lumber,
glue-laminated members, or I-joists are prohibited except where permitted by the manufacturer's recommendations
or as shown on this page. (See ALLOWABLE HOLES)
Scope of Work: The scope of work of Bradley Engineering, Inc. is limited to the structural engineering and analysis
pertaining to the subject structure. Bradley Engineering, Inc. takes no responsibility for items not specifically
addressed in the drawings, calculations, or call-outs.
Completion of Work: Submittal of these structural drawings to the client completes the present scope of work and
budget of Bradley Engineering, Inc. Other consultation, design, calculations, sketches, inspection, etc. after
submittal of this report shall be billed on an hourly basis.
Disclaimer: Bradley Engineering not responsible or liable for sheetrock cracking. Sheetrock is brittle by nature and
is vulnerable to cracking for a number of reasons including temperature, wood shrinkage and setttling.
STRUCTURAL STEEL
Grade: Unless noted otherwise, the grade of steel members is as follows:
·Wide flange (W).................................................. ASTM A992 Steel Fy = 50 ksi Fu = 65 ksi
·HSS Tube (HSS)................................................. ASTM A500, Grade B or better. Fy = 46 ksi Fu = 58 ksi
·Channels, plates, angles..................................... ASTM A36, Fy = 36 ksi Fu = 58 ksi.
·Bolts ................................................................... ASTM A325 or better
·Anchor bolts ....................................................... ASTM F1554 or better
·#4 Rebar & Smaller ............................................ Grade 40 (Fy = 40 ksi or better)
·#5 Rebar & Larger .............................................. Grade 60 (Fy = 60 ksi or better)
Connections: Unless noted otherwise, steel to steel connections to be 1/4" continuous fillet weld. All structural steel
to be fabricated in accordance with the AISC manual of steel construction, latest edition.
Welding: Steel welding to be done using E70 electrodes, and conform to AWS D1.1, latest edition.
Washers: Provide standard washers under all nuts and anchor bolts
FOUNDATION
·Design Soil Bearing Pressure = 1,500 psf
·Frost Zone Depth = 18 inches
·Unless noted otherwise, concrete is designed with 2,500 psi strength and does not require special inspection. The
specified concrete strength (3,000 psi) is greater than design strength (2,500 psi)
Code: Cast-in-place concrete sizing, placing, and testing shall conform to ACI 318-19 and ACI 301-16
Geotechnical Report: Bradley Engineering strongly recommends that a geotechnical report be performed by a qualified
geotechnical engineer for all land based construction projects. If this information is not supplied, footings are designed for
1,500 psf soil bearing pressure.
Earthwork: Call before you dig! Call '811'. Locate and protect underground conduit, plumbing, and utilities where work is
performed. Footings shall bear on undisturbed native soils and/or structural fill compacted in lifts of one foot or less to
95% of a modified proctor per ASTM D1557. Soils shall be firm and unyielding. All organic and deleterious material
beneath the footings, foundations, and slabs to be removed and replaced with 4" min. compacted granular fill to 95%
relative compaction. Optional: Compaction testing and verification by Geo-tech specialist also acceptable.
Structural Fill: Structural fill consists of clean, well-graded sandy gravel, gravelly sand, or other approved naturally
occurring granular material (e.g. pit run) with at least 30 percent retained on the No. 4 sieve, or a well-graded crushed
rock. In wet weather conditions, fill should have less than 5% fines. Soils with an over-optimum moisture content should
be scarified (i.e. turn over the soil) and dried during periods of dry weather or replaced with drier structural fill.
Surface Drainage: Finished grades are to be at least 6" below top of stem wall. Lots shall be graded to drain surface
water away from foundation walls. The grade shall fall a minimum of 6 inches within 10 feet. If 6 inches of fall is not
possible, grade shall be sloped min 2 percent away from the building.
Footings: All footings shall conform to accompanying structural details. Specified footing dimensions are minimums
unless noted otherwise. Bottom of footings to be below frost zone (18").
Footing Drains: Providing adequate drainage to retaining and basement walls is imperative. Footing drains shall be
provided at the base of all footings and retaining walls which will have earth placed against them. Washed drain rock
must extend to within one foot of finished grade. Footing drains shall be 4” perforated pipe routed down gradient to
daylight, unless otherwise specified.
Concrete: Mix and 28 day strength unless noted otherwise:
·Concrete compressive strength, f'c = 3,000 psi (f'c shall be evaluated at 28 days or 56 days for fly ash/slag)
·Concrete exposed to weather shall have air entrainment of 6% (+/-1.5%)
·Maximum water / cement ratio = 0.50
·25% max fly ash... 50% max slag
Lifts: Concrete lifts shall be poured within 60 minutes of the previous lift
Temperature: Concrete shall be maintained at a temperature of at least 50°F and in a moist condition for at least the first
7 days after placement, except if accelerated curing is used. High-early strength concrete shall be maintained at a temp.
of at least 50°F and in a moist condition for at least the first 3 days after placement, except if accelerated curing is used.
Reinforced Concrete: Place all reinforcing per plans, details, and applicable code requirements. Lap all continuous bars
48 X bar diameter minimum. For a typical continuous #4 bar (diameter = 0.5") the rebar lap is equal to 48 X 0.5" = 24"
minimum. Reinforcing bars, bolts, anchors, etc shall be securely tied in position prior to concrete placement. Reinforcing
steel shall be free of rust and coatings.
Anchor Bolts: Provide 5/8" diameter x 10" long wet-set or expansion anchor bolts @ 4' O.C. and within 6-12" of corners
with 3"x3"x0.229" square washers. 7" minimum anchor bolt embedment required.
Adhesive Anchors: Unless noted otherwise, epoxy anchors in concrete with Simpson SET-3G or Hilti HIT-HY 200-R or
equivalent epoxy, installed per manufacturer's guidelines.
Waterproofing: Waterproof all basement walls and slabs on grade. It is highly recommended to use asphalt waterproofing
sealer or Eucon Vandex AM-10 crystalline admixture. These waterproofing agents shall be installed per the
manufacturer's recommendations. At cold-joints, water-stops are highly recommended.
SLAB ON GRADE
Control Joints: Control joints (expansion, cold, or saw-cut) at 8'-12' O.C. required to mitigate shrinkage cracking. Rebar or
woven wire mesh (if installed) shall break at all control joints. Saw-cut joints within 12 hours of pour.
Garage Slabs: Unless noted otherwise, garage slab shall be 4" concrete slab over 10 mil poly vapor barrier over 4"
compacted granular fill. Rebar or woven wire mesh is optional unless specifically required: OK to use #3 rebar at 24" O.C.
each way or 6x6xW1.4
W1.4 woven wire mesh.
Living Area Slabs: Unless noted otherwise, interior slabs shall be 4" concrete slab over 10 mil poly vapor barrier over 2"
rigid insulation (where insulation is required) over 4" compacted granular fill.
Reinforcing: Reinforcing bars or woven wire mesh shall be placed 1-1/2" above the bottom of the slab.
Curing: Use water or membrane cure immediately after initial set for a minimum of 7 days. For water cure, hose it down
and keep it wet. For membrane curing, wet the concrete then cover with an impermeable membrane (e.g. visqueen) or
liquid membrane curing compound. Provide shade for concrete during curing.
Drainage: Garages, porches, and surfaces that are required to drain shall be sloped 1/8" per 1' or 1/4" per 1'
Concrete Topping: Concrete topping can not be installed on floors unless specifically detailed on the structural drawings.
The concrete topping shall be installed per manufacturer's specifications. The topping shall not exceed 1-1/2" in
thickness and shall be less than or equal to 18 psf (i.e. ≥12 psf per inch).
Non-Bearing Interior Wall to Slab Connection: Interior walls shall be connected to concrete slab with minimum 1/2"x5-1/2"
long anchor bolts @ 6' O.C.. Wet-set, epoxied, expansion, or screwed (Simpson Titen HD) anchor bolts are accpetable. If
interior wall is not specifically denoted as a shear wall, it is acceptable to use 1/4"x4" split pins @ 32" O.C. or 1/4"x4"
Titen screws @ 32" O.C.
CRAWL SPACE
Vapor Barrier: Cover entire crawl space with class I vapor retardant (i.e. poly vapor barrier - 6 mil required, 10 mil highly
recommended). Extend 6" up foundation walls minimum.
Access: Access shall be provided to all under-floor spaces. Access openings through the floor shall be a min 18 inches
by 24 inches. Openings through a perimeter wall shall be min 16 inches by 24 inches.
Foundation Ventilation: Provide min 1 square foot of crawl space ventilation per 150 square feet of crawl space area.
Space vents evenly to provide cross ventilation. Cover with 1
8" corrosion resistant mesh screen.
DEFLECTION LIMITS
STRUCTURAL MEMBER LIVE+DEAD
Roof (with flexible ceiling)L/240
Roof (with brittle ceiling)L/360
Rafter with slopes greater than 3:12 without ceiling L/180
Floor Members L/360
Horizontal Deflection (with flexible finish)L/360
All other structural members L/240
The above maximum deflection limits are required by 2021 IRC Table R301.7
Higher limits (less deflection) may be used at the engineer's discretion.
Minimum uniform live loads come from 2021 IRC Table R301.5
Up to 1-1/2" hole may be cut anywhere
out-side of hatched zone. For holes larger
than 1-1/2" diameter, refer to Table A
Minimum distance from hole to support. See Table A below
No holes in
hatched zones
minimum
Table A - Minimum Hole Distance From Support
6"
6"1L 12 x D 1D DL2 x L
minimum
2 2 6"
6"
2
ALLOWABLE HOLES - Solid or Eng. Lumber
8X diameter of the
largest hole (min)
·These guidelines are applicable to glued-laminated, solid sawn, and engineered
lumber (beams, headers, joists, rafters, etc)
·Uniform loads only, no point loads
·Round holes only
·No holes in cantilevers
·DO NOT cut, notch, or drill holes in headers or beams except as indicated in sketch
6"Closely grouped round
holes are allowable if the
group meets requirements
for round or square holes
RECTANGULAR HOLE SIZEROUND HOLE SIZE
1'-0"
1'-0"
1'-6"
2'-0"
14"1'-0"
1'-0"
1178"
912"210 (2-1/16")
1'-6"
1'-0"
3'-0"
2'-0"
2'-6"
3"
JOIST
DEPTH
TJI Rating **
(Flange Width)2"4"
2'-0"
2'-6"
1'-0"
1'-6"
1'-6"
1'-0"
1'-0"
1'-6"
1'-0"
1'-0"
2'-6"
2'-0"
3'-6"
2'-6"
2'-6"
3"2"4"
1'-6"1'-0"
1'-6"
1'-0"
2'-0"360 (2-5/16")3'-0"2'-6"1'-6"3'-6"1'-6"
D/2
L/2
L/8
L
L/4 L/4
D
D/2
D/4
D/4
L/8
D/2
ABBREVIATIONS (Used throughout structural drawings)
(E)Existing C.S.Clear Span INT.Interior STD Standard
(N)New DBL Double MAX Maximum STR'L Structural
A.B.Anchor Bolt EA.Each MANUF.Manufacturer S.S.Select Structural
ARCH Architectural ELEV.Elevation MIN Minimum T.O.Top Of
BLDG Building EXT.Exterior N/A Not Applicable TJI Trus Joist, I Series
BLKG Blocking FDN Foundation O.C.On Center TPL Triple
BM Beam FTG Footing Opp.Opposite TYP.Typical
BTM Bottom GALV.Galvanized PLY Plywood U.N.O.Unless Noted Otherwise
C C Channel (Steel)GA.Gauge P.T.Pressure Treated V.B.Vapor Barrier
CL Center Line HDR Header REINF.Reinforced VERT.Vertical
CMU Conc. Masonry Unit HORIZ.Horizontal REQ'D Required W/With
CONC.Concrete HSS Hollow Structural Section SIM.Similar W/O Without
CONT.Continuous INSUL.Insulation SPECS Specifications WF Wide Flange (Steel)
WOOD FRAMING
Default Wood Types: Unless noted otherwise, the material for a structural member is as shown:
·Beams, Posts, & Sawn Joists............. Douglas Fir #2 (D.F.2)
·Studs & Plates ................................... Hem/Fir (H.F.) or Douglas Fir (D.F.)
·Blocking ............................................. Any solid 2X or rim joist material
·Rim Joists .......................................... Douglas Fir #2 (D.F.2) for solid sawn, manufactured rim for I-joists
·Glued-Laminated (dry-use) ................ D.F. 24F-V4 (GLB)
·Exposed Structural Members ............ Pressure Treated (P.T.)
·Glued-Laminated (wet-use) ............... Treat with Hi-Clear II by Permapost Products Co. in Hillsboro, OR
Moisture Content: The max moisture content shall be 19% at the time of installation of connectors, nails, and bolts for
framing members.
Pressure Treated Lumber: All members in contact with earth/concrete or exposed to the elements shall be pressure
treated or preservative treated (P.T.). Colorless end sealer shall be applied immediately to the ends of members after
fabrication and field trimming. Glulam beams (GLB's) which are exposed to the elements shall be treated with Hi-Clear
II by Permapost Products Co located in Hillsboro, OR.
Blocking: Provide 2X or engineered lumber full depth solid blocking between joists and rafters at beam and bearing
wall locations. Blocking is required at all bearing locations. Trusses, structural composite lumber, glued-laminated
members, and I-joists shall be supported laterally as required by the manufacturer's recommendations.
Bearing: For beams bearing on perpendicular walls or columns, Use a minimum 2-1/2" bearing length unless noted
otherwise. Use enough studs to match or exceed beam width unless noted otherwise.
Headers: Unless noted otherwise, headers to be 4x10 D.F.2, (2) 2x10 D.F.2, or 6x8 D.F.1
Glued Laminated Members: Glulam beams (GLB) shall be Douglas Fir-Larch, 24F-V4, dry use only
Engineered Lumber: Engineered lumber offers certain structural advantages over conventional sawn lumber. All
engineered lumber must be APA approved. Install per the aforementioned codes and relevant manufacturer's
installation guides for each type:
·Wood I-Joists: Used extensively in floor and roof framing (Trus Joist TJI's typically specified)
·Laminated Veneer Lumber (LVL): Minimum modulus of elasticity E = 2.0x10^6 psi
·Parallel Strand Lumber (PSL): Minimum modulus of elasticity E = 2.0x10^6 psi
·Laminated Strand Lumber (LSL): Minimum modulus of elasticity E = 2.0x10^6 psi
LVL Option to GLB and PSL's: Multi-ply LVL beams may be used in lieu of PSL or GLB, provided that they are
installed according to International Beams' Technical Bulletin TB-LVL-2
·Multi-ply LVL's shall be fastened together with min (3) rows 1/4" self-tapping screws @ 18" O.C., 1.5" minimum
embedment required in all members.
·(3) rows of 1/2" diameter through bolts @ 24" O.C. with 1/2" washers on each side is acceptable.
·The width and height of the multi-ply LVL beam must be equal or greater than the corresponding dimensions
called out for the respective GLB or PSL beam.
Solid Sawn Lumber Option to I-Joists: Solid sawn lumber may be preferred over I-joists due to cost or other reasons.
The following solid sawn lumber options may be used in lieu of engineering I-Joists (e.g. TJIs) without approval from
the engineer of record. Maintain original spacing (e.g. 12", 16", or 24" O.C.)
·2x10 D.F.2's may be used in lieu of 9.5" TJI 210's
·2x12 D.F.2's may be used in lieu of 11-7/8" TJI 210's
Wood Structural Panels: American Plywood Association (APA) rated sheathing is required for all wood structural
panels. Unless noted otherwise, the wood panel for each situation is:
·Roof Sheathing: 1/2" CDX (plywood with moisture resistant glue - highly recommended), CD (plywood), or 7/16"
OSB (oriented strand board), with ply clips or T&G (tongue and groove). Nail with 10d nails at 6" O.C. along
edges, 12" O.C. in the field, no blocking required
·Typical Exterior Wall Sheathing unless noted otherwise: 7/16" OSB or 7/16" PLS, 8d nails at 6" O.C. along edges,
12" O.C. in the field, no blocking required.
·Prescriptive Interior Wall Sheathing: 1/2" Drywall (Gypsum Wall Board - GWB), screwed with 1-1/4" Type W or S
screws at 7" O.C. along edges, 7" O.C. in the field
·Floor Sheathing: 3/4" CD or OSB, nailed with 8d nails at 6" O.C. along edges, 12" O.C. in the field. glued with
construction adhesive prior to nailing, no blocking required (unless noted otherwise)
Shear Walls: See shear wall plans and shear wall table for sheathing grade, thickness, and nail spacing.
Stairs: Refer to R311.7 for stair framing and other requirements
Advanced Framing: Unless specifically approved by the engineer of record, advanced framing is not allowed.
Advanced framing may be a cost-effective and structurally adequate alternative to conventional framing, but additional
precautions must be taken. Advanced framing shall conform to the construction standards outlined in APA's Advanced
Framing Construction Guide (available on www.apawood.org).
Studs at Opening: Refer to table R602.7(1) to determine the number of jack and king studs required at each end of an
opening. Refer to table R602.7(2) for connection requirements.
Exterior Stud Walls: Use 2x6 studs @ 16" O.C. unless noted otherwise. 2x6 exterior stud walls are typically desirable
for insulation/energy code reasons (i.e. not structural reasons).
Interior Walls: Minimum 2x4 studs @ 16" O.C., unless required for plumbing/utility reasons. Install double joists
under interior walls with joists parallel to wall. Install solid blocking under interior walls perpendicular to joists.
Wood Stud Holes & Notching: For wood studs 12' and less, it is permissible to cut notches and holes per the following
requirements. Notch/hole size shall not exceed the following max percentage of stud width:
·Bearing walls: Hole - 40% of total stud width, Notch - 25% of total stud width
·Non-bearing walls: Hole - 60% of total stud width, Notch - 40% of total stud width
·In all cases, hole edges must be at least 5/8" from edge of the stud
·OK to drill up to 1" diameter hole for studs up to 16' tall. Hole to be 5/8" from edge of stud.
·See IRC Figure R602.6(1) for visual description of stud holes & notching
DECKS & BALCONIES
Guardrails: Unless noted otherwise and detailed, guardrails to meet R312.1. Guardrails shall be 36" high min with max
opening size so that a 4" sphere cannot pass through. Guardrails shall be designed to withstand a 200 lb point load
applied in any direction and at any location on the top rail and shall be designed to withstand a uniform load of 50 lb/ft
applied horizontally to the top rail. Contractor/owner/inspector to physically verify (e.g. push & pull on top rail) that the
guardrails meet the IRC loading requirements mentioned above.
Attachment to House: All deck ledger connections shall conform to the details outlined on structural drawings.
For decks over 30" above grade, deck tension tie's are required:
·DTT2Z - (1) at each end of the deck (2 total)
·DTT1Z - (4) equally spaced along the length of deck
Hot Tubs on Decks: DO NOT INSTALL HOT TUBS ON DECKS unless specifically designed for hot tub.
Waterproofing: Bradley Engineering is not responsible for adequacy of waterproof membranes on decks which cover
living space.
STAIRWAYS
Stairs: Refer to R311.7 for stairway requirements
Handrails: Unless noted otherwise and detailed, handrails to meet R311.7.8.
ROOFS
Manufactured Trusses: Unless stick framing is specified on structural drawings, wood trusses are to be engineered by
a truss manufacturer. If truss layout is not provided by truss manufacturer, the engineer assumes that trusses all bear
on exterior walls and do not bear on interior walls. Trusses and truss connections/hard-ware to be in accordance with
truss manufacturer's requirements. Do not modify or cut trusses without approval of truss manufacturer.
Girder Trusses: Truss manufacturer to be responsible for placement of girder trusses. Install girder truss LGT tie down
or SDWC15600 screws to secure girder trusses as detailed on structural drawings. Number of studs supporting girder
truss to match plies of girder (e.g. 3-ply girder truss to bear on minimum 3 studs).
Lateral Bracing: Contractor to install lateral bracing in roof as specified by truss manufacturer.
Over-framing: Unless noted otherwise over-framing to be 2X6 @ 24" O.C. Overframing to be bear directly on top of
truss below. See rafter span chart below for max spans. Manufactured truss overframing is acceptable.
Access: Attic access shall be provided per R807.1. The rough framed opening size shall not be less than 22"X30" and
shall be located in a hallway or other readily accessible location.
Headers: Bearing wall headers to be 4X10 or 6X8 D.F.2 min (double 2x10 or triple 2x8 OK).
Solar panels: Roof framing can structurally accommodate the dead load associated with solar panels.
Wind forces and associated connection to roof is outside of scope of work and responsibility.
Do not install solar panels on existing roof unless manufactured trusses exist.
FRAMING CONNECTORS
Manufacturer: Simpson Strong-Tie construction connectors are specified, however, any nationally recognized brand
(e.g. Silver, KC, etc) may be used provided that they are equivalent in their ability to carry all applied loads in all
orientations.
Installation: All prefabricated items shall be installed in strict accordance with the manufacturer's recommendations
and requirements (locations, exposure, end and edge distances, fasteners, etc.).
Simpson Connectors: Unless noted otherwise on the structural drawings and details, the following Simpson Strong-Tie
construction connectors shall be used:
·Post Caps: CBTZ, PCZ/EPCZ, BC/BCS, CC, CCQ, ECC, ECCQ
·Post Bases: CPTZ, CBSQ, PB/PBS, ABA/ABU/ABW
·Joist Hangers: LUS/LU/U/HU/HUC, JB, HUTF/HUSTF (top-flange)
·I-Joist Hangers: IUS/MIU, ITS/MIT/HIT (top-flange)
·Beam Hangers: HU/HUC/HUCQ/HGUS, LEG/MEG/EG (top-flange)
·Rafter Hangers: LSU/LSSR/LSSJ, LRUZ
·Truss and Rafter Connection: H1, H2.5A, or SDWC15600 at each heel to double plate
·Holdowns: HDU/DTT with SSTB, STHD14, STHD14RJ Floor-to-floor Strap-Ties: HDU2, MST48
Fastener Requirements: The number and size of fasteners connecting wood members shall not be less than that set
forth in IRC Table R602.3 (fastening schedule)
Exposure: Any hardware or fasteners exposed to the elements or pressure treated lumber shall be heavy duty
galvanized or stainless steel in accordance with IRC 317.3
Staples: For roofs, floors and walls, the IRC permits 16 gage wire staples with a min 7/16" dia. crown (per Table
R602.3(1) footnote b).
SPAN TABLES
Please use the members specified on the structural drawings. Owner/contractor may substitute these members in lieu
of the originally specified members. The following joist and rafter span charts may be used to specify member sizes,
provided that the relevant loading conditions (below) are met. For questions on interpreting the charts or for members
which do not satisfy the charts' loading conditions, contact the engineer of record.
ENGINEERED I-JOIST (TJI) SIZING
MAX CLEAR SPAN
WITH 5/8" GYPSUM
TJI JOIST
MEMBER
MAX CLEAR SPAN
WITHOUT GYPSUM
TJI JOIST
MEMBER
15'-5"9-1/2" TJI 210 14'-2"9-1/2" TJI 210
18'-5"11-7/8" TJI 210 17'-1"11-7/8" TJI 210
19'-8"11-7/8" TJI 360 18'-6"11-7/8" TJI 360
20'-5"14" TJI 210 19'-4"14" TJI 210
21'-7"14" TJI 360 20'-5"14" TJI 360
22'-0"16" TJI 210 20'-10"16" TJI 210
Assuming 34" Plywood glued and nailed to top surface. Gypsum and no gypsum bottom surface option is given above
Loading conditions: Live load = 40 psf; dead load = 10 psf; L/480; TJ Pro Rating = 42, Dry-use; 16" O.C. spacing
DECK JOIST SIZING
MAX CLEAR SPAN 2X SAWN MEMBER
5'-0"2X4 P.T.
7'-6"2X6 P.T.
10'-0"2X8 P.T.
12'-9"2X10 P.T.
15'-9"2X12 P.T.
18'-0"2X14 P.T.
Loading conditions: Live load = 60 psf; dead load = 10 psf;
L/360; Wet-use; 16" O.C. spacing; No tapered joists!
ROOF RAFTER SIZING
MAX CLEAR SPAN
D.F.2
2X SAWN
MEMBER
MAX CLEAR SPAN
D.F.2
TJI RAFTER
MEMBER
6'-10"2X4 D.F.2 19'-0"9-1/2" TJI 210
10'-4"2X6 D.F.2 22'-3"11-7/8" TJI 210
13'-2"2X8 D.F.2 25'-0"11-7/8" TJI 360
16'-3"2X10 D.F.2 24'-3"14" TJI 210
18'-10"2X12 D.F.2 28'-6"14" TJI 360
20'-11"2X14 D.F.2 25'-9"16" TJI 210
Loading conditions: Snow load = 25 psf; dead load = 10 psf; L/240; Dry-use; 24" O.C. spacing
Hole Size: The hole diameter should not exceed 2"
or 1/10 the beam depth, whichever is smaller.
8X Ø
ALLOWABLE HOLES - I-Joists & I-Rafters
DO NOT, under any circumstances, cut or notch joist flanges (don't even think about it)
Round or rectangular holes allowed according to Table A
1-1/2" max hole size in cantilever
Leave 18" of web (minimum) at top and bottom of hole (i.e. do not cut within 1/8" of flange )
CLEAR SPAN (C.S.)
DEFINITION OF CLEAR SPAN:
DISTANCE FROM INSIDE OF
BEARING POINT TO INSIDE OF
OPPOSITE BEARING POINT
(i.e. UNSUPPORTED DISTANCE)
FLOOR JOIST OR BEAM
BEARING WALL
OR BEAM
Ok to completely
remove this area
No holes in
hatched areas Allowable
hole zone
No holes in
flange of I-Joist
Ok to cut web in a similar fashion for any manufacturer's I-Joists. For Table A, Use Flange Width instead of TJI Rating
May want to refer to joist manufacturer's specifications and requirements
210 (2-1/16")
360 (2-5/16")
210 (2-1/16")
360 (2-5/16")
JOIST CONVERSION CHART
Trus Joist Pacific Woodtech Boise Cascade Roseburg Red Built LP
TJI 210 PWI 47 BCI 6000 RFPI 400 Red-I 45 LPI 530
TJI 360 PWI 70 BCI 60 RFPI 70 LPI 36
PWI 77 RFPI 700 Red-I 65
TJI 560 PWI 90 BCI 90 RFPI 90 Red-I 90 LPI 56
SOLID SAWN JOIST SIZING
MAX CLEAR SPAN 2X SAWN MEMBER
5'-6"2X4 D.F.2
8'-9"2X6 D.F.2
11'-6"2X8 D.F.2
14'-9"2X10 D.F.2
17'-6"2X12 D.F.2
19'-6"2X14 D.F.2
Loading conditions: Live load = 40 psf; dead load
= 10 psf; L/480; Dry-use; 16" O.C. spacing
OK to substitute the joists specified on drawings (TJI's) with joists listed in this table. Match the original
depth and spacing. OK to use thicker flange width than specified (e.g. use TJI 360 instead of TJI 210)
THICKER
FLANGE
WIDTH
DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE
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24" LONG #4 REBAR EPOXIED MIN.
4" INTO EXISTING FOUNDATION
STEM WALL.EXISTING
FOUNDATION
NEW FOUNDATION (2) 24" LONG #4 REBAR
EPOXIED MIN. 4" INTO
EXISTING FOOTING.
EXISTING TO NEW FOUNDATION
SCALE: 1" = 1'-0" AT SINGLE FACE2
NEW FOUNDATION PLAN
SCALE: 1/4" = 1' - 0"
DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE
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REBAR PER PLAN
#4 REBAR L @ LAP
TO HORIZ. REBAR
STEM WALL VERT.
REBAR PER PLAN
#4 REBAR L @ LAP
TO HORIZ. REBAR,
ALT. DIRECTION
30"
30"
30"
30"
TYPICAL CORNER REBAR
H
HEIGHT 'H' IN
FEET
VERTICAL
REINFORCING
HORIZONTAL
REINFORCING
0' - 2'#4 @ 4' O.C.
QTY. (1) #4
WITHIN 6" OF
TOP OF WALL
2' - 4'#4 @ 24" O.C.#4 @ 24" O.C.
4' - 6'#4 @ 12" O.C.#4 @ 12" O.C.
REBAR TABLE
1
1 FOOTING FOR 4' - 6' FOUNDATION TO BE 24" WIDE
X 8" THICK AND STEM WALL TO BE 8" WIDE.
VERTICALS - ALTERNATE
HOOK DIRECTION
HORIZONTALS
#4 REBAR WITHIN
TOP 6" OF WALL
(2) #4 CONTINUOUS
HORIZONTALS IN FTG.
REFER TO THE PROPOSED ARCHITECTURAL DRAWINGS PROVIDED BY ANC
DESIGN AND DATED 12-12-2024 FOR THE PROPOSED DESIGN. THIS
ARCHITECTURAL DRAWING SET IS THE BASIS OF STRUCTURAL DESIGN.
ENGINEER TO BE NOTIFIED OF ANY DESIGN CHANGES THAT AFFECT THE
STRUCTURE FRAME (I.E. FOUNDATION, EXTERIOR WALLS, INTERIOR
BEARING WALLS, ROOF FRAMING, ETC.). CONTACT THE ENGINEER IF
CONFLICTS ARE FOUND BETWEEN THE ARCHITECTURAL AND STRUCTURAL
DRAWINGS OR OTHER RELATED DOCUMENTATION (E.G. CIVIL, GEOTECH,
ETC.)
EXISTING CRAWL
ACCESS TO
REMAIN
LEGEND
2X STUD WITHIN WALL
POINT LOADS FROM ABOVE
NEW FOUNDATION WALL
NEW FOOTING LINE PER PLAN
SIMP. HDU2 HOLD
DOWN PER
DETAIL '19'
SIMP. HDU2 HOLD
DOWN PER
DETAIL '19'
12'
24'
4"
C
O
N
C
.
S
L
A
B
12'
18" SAW CUT OR USE GROOVER TOOL
TO CREATE CONCRETE JOINT
SLAB TO BE POURED MONOLITHICALLY.
SAW CUT METHOD TO BE PERFORMED
4 TO 12 HOURS AFTER POUR.
SLAB COMPOSED OF
TWO SEPARATE POURS
4" COMPACTED
GRANULAR FILL
4" COMPACTED
GRANULAR FILL
UNDISTURBED NATIVE SOIL OR
COMPACTED FILL MATERIAL
UNDISTURBED NATIVE
SOIL OR COMPACTED
FILL MATERIAL
TYP. CONCRETE SLAB JOINTS
SCALE: 1" = 1'-0" AT SLAB
1ST POUR 2ND POUR
COLD JOINT
SAW CUT OR
GROOVE JOINT
CONCRETE SLAB NOTES:
·EITHER OF THE ABOVE TWO JOINT OPTIONS ARE ADEQUATE
·SPACE JOINTS @ 12' O.C. MAX. EACH WAY
·TYPICAL SLAB 4" CONCRETE SLAB OVER 6 MIL POLY VAPOR
BARRIER OVER 4" COMPACTED GRANULAR FILL
SUB-GRADE PREPARATION:
SLAB TO BEAR ON UNDISTURBED NATIVE SOILS AND/OR STRUCTURAL
FILL (SEE STANDARD STRUCTURAL SPECIFICATIONS FOR MORE
INFORMATION) COMPACTED IN LIFTS OF ONE FOOT OR LESS TO 95% OF
A MODIFIED PROCTOR PER ASTM D1557. SOILS SHALL BE FIRM AND
UNYIELDING. ALL ORGANIC AND DELETERIOUS MATERIAL BENEATH THE
SLABS TO BE REMOVED AND REPLACED WITH 4" MINIMUM COMPACTED
GRANULAR FILL TO 95% RELATIVE COMPACTION.
(14)DD
4
1
S1
6X6 D.F.#1 POST W/ SIMP.
ABU66Z POST BASE
FASTENED DIRECTLY ON
NEW 24"X18"X10" CONC.
PAD W/ (4) #4 REBAR E.W.
4'
16'
4'
EXISTING TO NEW
FOUNDATION
CONNECTION PER
DETAIL '2'
(4) 18" LONG #4 REBAR
EPOXIED MIN. 4" INTO
EXISTING FOUNDATION
EXISTING TO NEW
FOUNDATION
CONNECTION PER
DETAIL '2'
4" CONC. SLAB OVER 4"
SAND AND 6 MIL POLY V.B.
OVER COMPACTED FILL.
TYP. CONCRETE JOINTS
PER DETAIL '4'
BLOCK OUT STEM
WALL AT DOOR
OPENING
5/8" DIA. X 10 ANCHOR
BOLTS @ 48" O.C. 7" MIN.
EMBEDMENT INTO CONC.
SHEATHING PER
SHEAR WALL PLAN
2X6 STUD WALL
26 GA. GALV.
FLASHING
FOUNDATION DETAIL
SCALE: 3/4" = 1'-0"
4" CONC. SLAB W/
INSUL. PER OWNER
18
"
M
I
N
.
6" MIN.
(2) #4 CONT. REBAR
4" GRAVEL OR
SAND BASE
4" CONC.
PORCH SLAB
6"
6" MIN.
GRADE
REFER DETAIL '1' FOR
SIZE AND REBAR
3
EXISTING STRUCTURE
FOUNDATION REMAIN
AS IS UNLESS NOTED
ON PLANS
3
S1
FOUNDATION DETAIL
SCALE: 3/4" = 1'-0"AT SLAB
4" CONC. SLAB
2X6 STUDS @ 24" O.C.
SHEATHING PER
SHEAR WALL PLANS
5/8"X10" @ 48" O.C. GALV.
ANCHOR BOLT WITH
3"X3"X1/4" SQ. WASHER
#4 CONT. AT TOP OF
STEM WALL
(2) #4 CONTINUOUS
REBAR IN BASE OF
FOOTING
4" DIAMETER
TIGHT LINE
4" DIAMETER
PERFORATED DRAIN PIPE
SET IN DRAIN ROCK
FOR VERT. & HORIZ.
REBAR,SEE REBAR
TABLE ON S1
6"
18
"
M
I
N
.
6" MIN.
16"
5"6"5"
GRADE
1
1-3/4"
MIN.
REQUIRED AT
ALL LOCATIONS
ANCHOR BOLTS TO SILL PLATE
ANCHOR BOLTS
1. Ø5/8"X10" LONG @ 48" O.C. MAX.
2. MIN. 2 PER SILL.
3. WITHIN 12" FROM SILL END.
NOTE: WAIT A MINIMUM OF 7 DAYS AFTER
CONCRETE POUR TO BACKFILL FOUNDATION,
BASEMENT, AND RETAINING WALLS. AFTER 7
DAYS OKAY TO BACKFILL. WHEN BACKFILLING
MAINTAIN A DISTANCE OF HEIGHT 'H' FOR HEAVY
EQUIPMENT (EXCAVATOR, BACKHOE, ETC.) 'H'
CORRESPONDS TO THE BACKFILL HEIGHT
BEHIND THE FOUNDATION WALL. SEE FIGURE
BELOW. OK TO BRING HEAVY EQUIPMENT WITHIN
H/2 DISTANCE FROM FOUNDATION/RETAINING
WALL AFTER 28 DAY CONCRETE CURE.
H
H
HEAVY
EQUIPMENT
FOUNDATION
PER PLAN
**IMPORTANT**
LACK OF GEOTECHNICAL ENGINEERING REPORT ACKNOWLEDGEMENT:
NO GEOTECHNICAL REPORT HAS BEEN PROVIDED FOR THE SUBJECT
STRUCTURE. FOR THAT REASON, FOOTINGS HAVE BEEN DESIGNED FOR
1,500 PSF ALLOWABLE BEARING CAPACITY. THE FOUNDATION AND
FOOTINGS SHOULD BEAR ON PROOF ROLLED, REMEDIALLY COMPACTED
MEDIUM DENSE NATIVE SOILS OR ON STRUCTURAL FILL (SEE STANDARD
STRUCTURAL SPECIFICATIONS, EARTHWORK), PLACED ON
PROOF-ROLLED, REMEDIALLY COMPACTED MEDIUM DENSE NATIVE SOILS.
1/
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S2 of 5DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE
VE
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1
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"
=
1
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1/
1
3
/
2
0
2
5
1/
1
3
/
2
0
2
5
NEW UPPER FLOOR FRAMING PLAN
SCALE: 1/4" = 1' - 0"
REFER TO THE PROPOSED ARCHITECTURAL DRAWINGS PROVIDED BY ANC
DESIGN AND DATED 12-12-2024 FOR THE PROPOSED DESIGN. THIS
ARCHITECTURAL DRAWING SET IS THE BASIS OF STRUCTURAL DESIGN.
ENGINEER TO BE NOTIFIED OF ANY DESIGN CHANGES THAT AFFECT THE
STRUCTURE FRAME (I.E. FOUNDATION, EXTERIOR WALLS, INTERIOR
BEARING WALLS, ROOF FRAMING, ETC.). CONTACT THE ENGINEER IF
CONFLICTS ARE FOUND BETWEEN THE ARCHITECTURAL AND STRUCTURAL
DRAWINGS OR OTHER RELATED DOCUMENTATION (E.G. CIVIL, GEOTECH,
ETC.)
NE
W
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P
P
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R
F
L
O
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P
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A
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&
D
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OPENING FRAMING REQUIREMENTS, UNLESS NOTED OTHERWISE:
- TYPICAL OPENINGS TO HAVE MIN. (1) KING AND (1) JACK STUDS U.N.O. ON PLANS.
- TYPICAL HEADER TO BE MINIMUM 4X10 D.F.2 U.N.O. ON PLANS.
- TYPICAL EXTERIOR WALL SHAETHING PER SHEAR WALL PLANS
- FASTEN MEMBERS PER 2018 IRC TABLE 2304.10.2 (FASTENING SCHEDULE)
11-7/8 TJI 210 @
16" O.C.
WITH 3/4"
SUBFLOOR,
GLUED & NAILED
(1
6
'
-
0
"
L
O
N
G
)
5
-
1
/
2
"
X
1
3
-
1
/
2
"
G
L
B
H
D
R
(3) STUDS AT
BEARING TYP.
(3) STUDS AT
BEARING TYP.
5-
1
/
4
"
X
1
1
-
7
/
8
"
P
S
L
H
E
L
D
U
P
6X6 D.F.#1 POST
BELOW W/ HL55
ANGLES AT
BEAM BEARING
2X
8
D
.
F
.
#
2
RA
F
T
E
R
S
@
2
4
"
O
.
C
.
IUS2.06/11.88
HANGER TYP.
LEGEND
2X STUD WITHIN WALL
NEW 2X6 STUD WALL
HEADER (TYP. 4X10 D.F.#2 MIN.
UNLESS NOTED ON PLANS)
POINT LOADS FROM ABOVE
NON LOAD BEARING WALL
ROOF TRUSS BY TRUSS CO.
BEAM PER PLAN
JOISTS PER PLAN
JOIST PER
PLAN
3
4" SUB-FLOOR
STUDS PER PLAN
16d NAILS @ 12" O.C.
716" PLY OR OSB
SHEATHING
7
16" PLY OR OSB
SHEATHING DOUBLE TOP PLATE
JOIST PER PLAN
3
4" SUB-FLOOR
STUDS PER PLAN
16d NAILS @ 12" O.C.
EDGE NAIL
PER NOTE
BELOW
END OF FULL
LENGTH
SHEATHING
A
7
16" PLY OR OSB
SHEATHING
716" PLY OR OSB
SHEATHING DOUBLE TOP PLATE
SHEATHING JOINT TO BE LOCATED 2" OR MORE
FROM TOP OR BOTTOM EDGE OF RIM JOIST.
A
EDGE NAIL PER
NOTE BELOW
TYPICAL FLOOR TO FLOOR CONNECTION
OPTION A OPTION B
NOTES:
(1)BOTH OF THE OPTIONS SHOWN ABOVE ARE STRUCTURALLY ACCEPTABLE.
(2)IF THE FULL LENGTH SHEATHING EXTENDS OVER THE RIM (NO SHEATHING JOINTS EXISTS
IN THE VICINITY OF RIM JOIST, DOUBLE TOP PLATE, AND SOLE PLATE) THEN NEITHER OF
THE TWO CONNECTION OPTIONS ARE REQUIRED.
EDGE NAILING:
·NON-SHEARWALL (PRESCRIPTIVE/CONVENTIONAL) 8d NAILS @ 6" O.C.
·SHEARWALLS, SEE SHEARWALL TABLE.
JOIST PER
PLAN
3
4" SUB-FLOOR
STUDS PER PLAN
16d NAILS @ 12" O.C.
STRIP OF OSB OR PLY
SHEATHING OVER RIM
AND FASTENED TO
BOTTOM PLATE OF
UPPER WALL AND TOP
PLATE OF LOWER WALL
A
7
16" PLY OR OSB
SHEATHING ENDS
AT MIDDLE OF
BOTTOM PLATE
716" PLY OR OSB
SHEATHING ENDS
AT MIDDLE OF
TOP PLATE DOUBLE TOP PLATE
SHEATHING SPLICE IN MIDDLE OF
BOTTOM AND TOP PLATE AS SHOWN
A
OPTION C
A
EDGE NAIL PER
NOTE BELOW
EDGE NAIL PER
NOTE BELOW
SHEATHING
SPLICE
CS16, 30" LONG
@ 5' O.C. AND AT
ALL CORNERS
16d TOE NAILS
@ 6" O.C.
16d TOE NAILS
@ 6" O.C.
16d TOE NAILS
@ 6" O.C.
(3) 8d TOE NAILS
PER JOIST MIN.(3) 8d TOE NAILS
PER JOIST MIN.
(3) 8d TOE NAILS
PER JOIST MIN.
3/4" SUB-FLOOR
STUDS PER PLAN
16d NAILS @ 12" O.C.
DOUBLE TOP PLATE
SHEATHING CONNECTION
PER DETAIL '1' LEFT
(OPTION 'A', 'B', OR 'C' OK)
JOISTS PER
PLAN
16d TOE
NAILS @ 6"
O.C.
JOISTS PARALLEL
7
5-
1
/
4
"
X
1
1
-
7
/
8
"
P
S
L
H
E
L
D
U
P
KNEE BRACE
PER DETAIL '8'
KNEE BRACE
PER DETAIL '8'
SIMP. LRU28Z
HANGER (TYP.)
6X
1
0
D
.
F
.
S
E
L
E
C
T
EXISTING STRUCTURE
REMAIN AS IS UNLESS
NOTED ON PLANS
(3) 10" SDWS
TIMBER SCREWS
2X8 DF RAFTER @ 24" O.C.
RIP 1
4" PER FT FOR WATER RUNOFF
2X8 LEDGER W/ (2) 4-1/2"
SDS SCREWS OR
SIMILAR @ 12" O.C.
LUS
HANGER
(3) 4" SDWS
TIMBER SCREWS
(2) 10" SDWS
TIMBER SCREWS
4X10 DF. OK TO CUT
ARCH AS SHOWN.
SCREW KNEE BRACE TO
WALL W/ (3) 6" SDWS TIMBER
SCREWS SPACE SCREWS
APPROXIMATELY AS SHOWN
6X6 OR (4) STUDS IN WALL
BEHIND KNEE BRACE FOR
BACKING
KNEE BRACE DETAIL
SCALE: 3/4" = 1'-0"
6X8 DF SELECT
8
S2
LUS28Z
HANGER (TYP.)
2X8 LEDGER PER
DETAIL '8'
DOOR HEADER TO BEAR
ON MIN. (2) TRIMMER AND
(2) KING STUDS TYP.
8
2X6 DF
ML24 ON EA. SIDE OF POST/STUD
PACK TO TOP PLATES AS SHOWN
ML24 ON EA. SIDE OF POST/STUD PACK
TO BOTTOM PLATE AS SHOWN
RAFTER TO BEAM W/ (4) 8d NAILS
OR SIMPSON H1/H2.5
BEAM TO BEAM W/ (4) 12" SDWH
TIMBER SCREWS (SDWH271200)
2X6 EXTERIOR WALL STUDS MAY BE SPACED @ 24"
O.C. (ADVANCED FRAMING). OKAY TO USE SINGLE
TOP PLATE ON SECOND FLOOR TO ACCOMMODATE
WINDOW HEIGHTS.
BLOCK BTWN JOISTS
UNDER BEARING
WALL ABOVE
BLOCK BTWN JOISTS
UNDER BEARING
WALL ABOVE
SOLID BLOCK BTWN
JOISTS UNDER BEARING
WALL ABOVE
EXTERIOR WALL
FROM ABOVE
8d NAILS @ 6" O.C.
6X8 D.F. SELECT
6X8 D.F. SELECT
1/
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2
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S3 of 5DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE
VE
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1
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4
"
=
1
'
1/
1
3
/
2
0
2
5
1/
1
3
/
2
0
2
5
NEW ROOF FRAMING PLAN
SCALE: 1/4" = 1' - 0"
REFER TO THE PROPOSED ARCHITECTURAL DRAWINGS PROVIDED BY ANC
DESIGN AND DATED 12-12-2024 FOR THE PROPOSED DESIGN. THIS
ARCHITECTURAL DRAWING SET IS THE BASIS OF STRUCTURAL DESIGN.
ENGINEER TO BE NOTIFIED OF ANY DESIGN CHANGES THAT AFFECT THE
STRUCTURE FRAME (I.E. FOUNDATION, EXTERIOR WALLS, INTERIOR
BEARING WALLS, ROOF FRAMING, ETC.). CONTACT THE ENGINEER IF
CONFLICTS ARE FOUND BETWEEN THE ARCHITECTURAL AND STRUCTURAL
DRAWINGS OR OTHER RELATED DOCUMENTATION (E.G. CIVIL, GEOTECH,
ETC.)
NE
W
R
O
O
F
P
L
A
N
&
D
E
T
A
I
L
S
WALL TO ROOF DETAIL
SCALE: 1" = 1'-0"TYPICAL11
2X4 D.F.2 BOTTOM BLOCK.
CONNECT TO DBL TOP
PLATE WITH 10d AT 6" O.C.
2X4 D.F.2 TOP BLOCK.
CONNECT TO SIDE BLOCKS
WITH (2) 12d ENDS NAILS AND
TOE NAIL INTO TOP CHORD
BOUNDARY NAILING, SHEATHING TO
BLOCKING WITH 10d AT 6" O.C.
7/16" OSB OR 15/32" PLY, NAIL
WITH 8d AT 6" O.C. ALL EDGES
TRUSS HEEL BLOCKING PER
SECTION 1-1 RIGHT OR
PER TRUSS COMPANY
SIMP. H1 @
EA. TRUSS
8d NAILS @ 6" O.C.
SHEATHING EXTENDS TO
TOP OF TOP PLATE
MANUFACTURED TRUSSES @
24" O.C. PER TRUSS COMPANY
10d AT 6" O.C.
2X FASCIA NAIL TO
EACH TAIL WITH
(2) 16d SINKERS
1
1
SECTION 1-1:
TRUSS HEEL BLOCKING
AS AN ALTERNATIVE TO BELOW DETAIL, OK TO USE
TRUSS HEEL BLOCKING SUPPLIED BY TRUSS MANUF.1/2" CDX, NAIL WITH 10d AT
6" O.C. EDGE, 12" O.C. FIELD
6X
8
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.
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.
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.
HANG
TRUSSES
PER TRUSS
MGFR (TYP.)
CONNECT GIRDER
TO WALL PER
DETAIL '12' (TYP.)
11
S4
11
S4
(3) STUDS AT
BEARING TYP.
5-
1
/
2
"
X
1
5
"
G
L
B
8/
1
2
8/
1
2
TRUSSES @
24" O.C. PER
TRUSS MANUF.
8/12 8/12
CONNECT GIRDER
TO WALL PER
DETAIL '12' (TYP.)
EXISTING STRUCTURE
REMAIN AS IS UNLESS
NOTED ON PLANS
FIELD VERIFY EXISTING ROOF
FRAMING. BUILDER IS RESPONSIBLE
FOR CONTACTING ENGINEER OF
RECORD TO CONFIRM FEASIBILITY
OF DORMER ADDITION.
DBL STUD
MULLION
LGT GIRDER TIEDOWN TABLE
(#) PLIES TIEDOWN MODEL #STUD FASTENERS GIRDER FASTENERS
(2)LGT2 (14) 16d SINKERS (16) 16d SINKERS
(3)LGT3-SDS2.5 (26) 16d SINKERS (12) 1/4"X2-1/2" SDS
(4)LGT4-SDS3 (30) 16d SINKERS (16) 1/4"X3" SDS
SDWC GIRDER TIEDOWN TABLE
(#) PLIES STUD-TOP PLATE FASTENERS GIRDER-TOP PLATE FASTENERS
(2)(2) SDWC15600 (2) SDWC15600
(3)(3) SDWC15600 (3) SDWC15600
(4)(4) SDWC15600 (4) SDWC15600
GIRDER TRUSS PER TRUSS MANUFACTURER
SINGLE TOP PLATE (TYP.)
AT A MINIMUM, MATCH # OF STUDS
WITH # OF GIRDER TRUSS PLIES. STUDS
MUST BE CENTERED BENEATH GIRDER
SIMPSON LGT3-SDS2.5 GIRDER TIEDOWN
(TYPICAL FOR 3-PLY GIRDER TRUSS)
GIRDER FASTENERS PER TABLE BELOW
STUD FASTENERS PER TABLE BELOW
GIRDER TIEDOWNS CAN BE INSTALLED
ON THE OUTSIDE OF WALL (OPPOSITE
SHOWN HERE) IF THE ROOF
OVERHANG IS AT LEAST 3-1/2"
GIRDER TRUSS PER
TRUSS MANUFACTURER
AT A MINIMUM, MATCH # OF STUDS
WITH # OF GIRDER TRUSS PLIES. STUDS
MUST BE CENTERED BENEATH GIRDER
CONNECT DOUBLE TOP PLATE TO
GIRDER TRUSS WITH (1) SDWC15600
SCREW FOR EACH PLY OF GIRDER TRUSS
CONNECT STUDS TO DOUBLE TOP
PLATE WITH (1) SDWC15600 SCREW
FOR EACH PLY OF GIRDER TRUSS
OR
(2) GIRDER TIEDOWN OPTIONS:
IT IS ACCEPTABLE TO USE EITHER LGT TIEDOWN
OR SDWC SCREWS AT GIRDER TRUSS LOCATIONS.
NOTE: THE DETAIL ABOVE DEPICTS A GIRDER TRUSS WITH (3) PLIES.
CONSTRUCT SIMILARLY FOR (2) AND (4) PLY GIRDER TRUSSES WITH
TIEDOWNS & FASTENERS PER LGT GIRDER TIEDOWN TABLE BELOW
NOTE: THE DETAIL ABOVE DEPICTS A GIRDER TRUSS WITH (3) PLIES.
CONSTRUCT SIMILARLY FOR (2) AND (4) PLY GIRDER TRUSSES WITH
FASTENERS PER SDWC GIRDER TIEDOWN TABLE BELOW
LGT/SDWC GIRDER TRUSS TIEDOWN
SCALE: N.T.S.AT STUD PACK 12
TYPICAL TRUSS BRACING
1
2X4 LATERAL BRACE
WITH (2) 10d NAILS
PER WEB (TYP.)
TRUSSES @ 24" O.C.
2X4 DIAGONAL BRACE REQ'D
AT EACH END OF BRACE AND
10 FT INTERVALS
POSITIVE CONNECTION REQ'D, A35 ANGLE OR BLOCKING
NOTE: REFER TO TRUSS ENGINEERING TO
DETERMINE WHICH MEMBERS REQUIRE BRACING
1
ROOF FRAMING NOTES
·TRUSS LAYOUT TO BE PROVIDED BY TRUSS MANUFACTURER. CONTACT ENGINEER OF RECORD IF
THERE ARE ANY MAJOR DEVIATIONS OF GIRDER TRUSS (G.T.) LOCATIONS FROM THIS PLAN (8' G.T.
SETBACK TYPICAL)
·TRUSS TO GIRDER AND TRUSS TO WALL CONNECTIONS PER TRUSS MANUF.
·LOAD BEARING HEADERS TO BE 4X10 D.F.2 WITH (2) STUDS UNLESS NOTED OTHERWISE.
·HEADERS AT GIRDER TRUSS BEARING LOCATIONS TO BE 6X10 D.F.1 WITH (3) STUDS UNLESS NOTED
OTHERWISE.
·SIMPSON H1 OR (2) SDWC15600 SCREWS REQUIRED AT EVERY TRUSS
·ALL EXTERIOR WALLS ASSUMED TO BE LOAD BEARING
·INTERIOR BEARING IS NOT PERMISSIBLE UNLESS THE INTERIOR WALL IS SPECIFICALLY DESIGNATED
AS A BEARING WALL
SOLAR PANEL NOTE:
·ROOF FRAMING CAN STRUCTURALLY ACCOMMODATE THE DEAD LOAD ASSOCIATED WITH SOLAR
PANELS.
·WIND FORCES AND ASSOCIATED CONNECTION TO ROOF IS OUTSIDE OF SCOPE OF WORK AND
RESPONSIBILITY.
ALTERNATIVE TO GLB:
·GLUED-LAMINATED BEAMS (GLB) ARE CALLED OUT ON THE DRAWINGS, BUT IT IS ACCEPTABLE TO
USE ANY ENGINEERED WOOD PRODUCT THAT HAS MINIMUM MODULUS OF ELASTICITY E = 2.0X106/
PSI, FOR INSTANCE LVL, LSL, PSL, ... OR EQUIVALENT PER OWNER SO LONG AS IT MEETS THE
MINIMUM SIZE LISTED
LEGEND
2X STUD WITHIN WALL
NEW 2X6 STUD WALL
HEADER (TYP. 4X10 D.F.#2 MIN.
UNLESS NOTED ON PLANS)
POINT LOADS FROM ABOVE
NON LOAD BEARING WALL
ROOF TRUSS BY TRUSS CO.
BEAM PER PLAN
GIRDER TRUSS PER TRUSS MANUF.
DOUBLE TOP PLATE,
OVERLAP 4' MIN.
JACK STUDS
KING STUDS
TOP CRIPPLE STUDSTOP CRIPPLE STUDS
JACK STUDS
KING STUDS
CRIPPLE
STUDS
DOOR
OPENING
HEADERHEADER
WINDOW
OPENING
OPENING FRAMING REQUIREMENTS, UNLESS NOTED OTHERWISE:
- TYPICAL OPENINGS TO HAVE (1) KING AND (1) JACK STUDS MIN.
- TYPICAL HEADER TO BE 4X10 D.F.2 MIN.
- TYPICAL EXTERIOR WALL TO HAVE 15/32" PLY OR 7/16" OSB MIN.
- TYPICAL EXTERIOR WALL TO HAVE 2X6 STUDS AT 16" O.C. MIN.
- FASTEN MEMBERS PER 2018 IRC TABLE 2304.10.2 (FASTENING SCHEDULE)
BOTTOM
PLATE
SILL PLATE
TYP. OPENING IN EXTERIOR WALL
SCALE: N.T.S.
FASTENING SCHEDULE - IBC TABLE 2304.10.2: The number and size of fasteners
connecting wood members shall not be less than that set forth in Table 2304.10.2
ROOF
1. BLOCKING BETWEEN CEILING JOISTS, RAFTERS OR
TRUSSES TO TOP PLATE OR OTHER FRAMING BELOW
3-8D COMMON (212" × 0.131"); OR
3-10D BOX (3" × 0.128")EACH END, TOENAIL
BLOCKING BETWEEN RAFTERS OR TRUSS NOT AT THE
WALL TOP PLATE, TO RAFTER OR TRUSS
2-8D COMMON (212".131")EACH END, TOENAIL
2-16 D COMMON (312" × 0.162")END NAIL
FLAT BLOCKING TO TRUSS AND WEB FILLER 16D COMMON (312" × 0.162") @ 6"
O.C.FACE NAIL
2. CEILING JOISTS TO TOP PLATE 3-8D COMMON (212" × 0.131"); OR
3-10D BOX (3" × 0.128")EACH JOIST, TOENAIL
3. CEILING JOIST NOT ATTACHED TO PARALLEL RAFTER,
LAPS OVER PARTITIONS (NO THRUST)
3-16D COMMON (312" × 0.162"); OR
4-10D BOX (3" × 0.128")FACE NAIL
4. CEILING JOIST ATTACHED TO PARALLEL RAFTER (HEEL
JOINT)PER TABLE 2308.7.3.1 FACE NAIL
5. COLLAR TIE TO RAFTER 3-10D COMMON (3" × 0.148"); OR
4-10D BOX (3"× 0.128")FACE NAIL
6. RAFTER OR ROOF TRUSS TO TOP PLATE
(SEE SECTION 2308.7.5, TABLE 2308.7.5)
3-10 COMMON (3" × 0.148"); OR
3-16D BOX (312" × 0.135"); OR
4-10D BOX (3" × 0.128")
TOENAIL
7. ROOF RAFTERS TO RIDGE VALLEY OR HIP RAFTERS;
OR ROOF RAFTER TO 2-INCH RIDGE BEAM
3-10D COMMON (3" × 0.148"); OR
4-16D BOX (312" × 0.135"); OR
4-10D BOX (3" × 0.128")
TOENAIL
WALL
8. STUD TO STUD (NOT AT BRACED WALL PANELS)16D COMMON (312" × 0.162");24" O.C. FACE NAIL
10D BOX (3" × 0.128")16" O.C. FACE NAIL
9. STUD TO STUD AND ABUTTING STUDS AT
INTERSECTING WALL CORNERS (AT BRACED WALL
PANELS)
16D COMMON (312" × 0.162"); OR 16" O.C. FACE NAIL
16D BOX (312" × 0.135"); OR 12" O.C. FACE NAIL
3" × 0.131" NAILS 12" O.C. FACE NAIL
10. BUILT-UP HEADER (2" TO 2" HEADER)
16D COMMON (3
12" × 0.162"); OR
16" O.C. EACH EDGE,
FACE NAIL
16D BOX (312" × 0.135")12" O.C. EACH EDGE,
FACE NAIL
11. CONTINUOUS HEADER TO STUD 4-8D COMMON (212" × 0.131"); OR
4-10D BOX (3" × 0.128")TOENAIL
12. TOP PLATE TO TOP PLATE
16D COMMON (312" × 0.162"); OR 16" O.C. FACE NAIL
10D BOX (3" × 0.128"); OR
3" × 0.131" NAILS 12" O.C. FACE NAIL
13. TOP PLATE TO TOP PLATE, AT END JOINTS 8-16D COMMON (312" × 0.162"); OR
12-10D BOX (3" × 0.128")
EACH SIDE OF END
JOINT, FACE NAIL
(MINIMUM 24" LAP
SPLICE LENGTH EACH
SIDE OF END JOINT)
14. BOTTOM PLATE TO JOIST, RIM JOIST, BAND JOIST OR
BLOCKING (NOT AT BRACED WALL PANELS
16D COMMON (312" × 0.162"); OR 16" O.C. FACE NAIL
16D BOX (312" × 0.135")12" O.C. FACE NAIL
15. BOTTOM PLATE TO JOIST, RIM JOIST, BAND JOIST OR
BLOCKING AT BRACED WALL PANELS
2-16D COMMON (312"× 0.162"); OR
3-16D BOX (312" × 0.135")16" O.C. FACE NAIL
16. STUD TO TOP OR BOTTOM PLATE
4-8D COMMON (212" × 0.131"); OR
4-10D BOX (3" × 0.128")TOENAIL
2-16D COMMON (312" × 0.162"); OR
3-10D BOX (3" × 0.128")END NAIL
17. TOP PLATES, LAPS AT CORNERS AND INTERSECTIONS 2-16D COMMON (312" × 0.162"); OR
3-10D BOX (3" × 0.128")FACE NAIL
18. 1" BRACE TO EACH STUD AND PLATE 2-8D COMMON (212" × 0.131"); OR
2-10D BOX (3" × 0.128")FACE NAIL
19. 1" × 6" SHEATHING TO EACH BEARING 2-8D COMMON (212" × 0.131"); OR
2-10D BOX (3" × 0.128")FACE NAIL
20. 1" × 8" AND WIDER SHEATHING TO EACH BEARING 3-8D COMMON (212" × 0.131"); OR
3-10D BOX (3" × 0.128")FACE NAIL
FLOOR
21. JOIST TO SILL, TOP PLATE, OR GIRDER 3-8D COMMON (212" × 0.131"); OR
3-10D BOX (3" × 0.128")TOENAIL
22. RIM JOIST, BAND JOIST, OR BLOCKING TO TOP PLATE,
SILL OR OTHER FRAMING BELOW
8D COMMON (212" × 0.131"); OR
10D BOX (3" × 0.128")6" O.C., TOENAIL
23. 1" × 6" SUBFLOOR OR LESS TO EACH JOIST 2-8D COMMON (212" × 0.131"); OR
2-10D BOX (3" × 0.128"FACE NAIL
24. 2" SUBFLOOR TO JOIST OR GIRDER 2-16D COMMON (312" × 0.162")FACE NAIL
25. 2" PLANKS (PLANK & BEAM – FLOOR & ROOF)2-16D COMMON (312" × 0.162")EACH BEARING, FACE
NAIL
26. BUILT-UP GIRDERS AND BEAMS, 2" LUMBER LAYERS
20D COMMON (4" × 0.192")
32" O.C., FACE NAIL AT
TOP AND BOTTOM
STAGGERED ON
OPPOSITE SIDES
10D BOX (3" × 0.128")
24" O.C. FACE NAIL AT
TOP AND BOTTOM
STAGGERED ON
OPPOSITE SIDES
AND:
2-20D COMMON (4" × 0.192"); OR
3-10D BOX (3" × 0.128")
ENDS AND AT EACH
SPLICE, FACE NAIL
27. LEDGER STRIP SUPPORTING JOISTS OR RAFTERS 3-16D COMMON (312" × 0.162"); OR
4-10D BOX (3" × 0.128")
EACH JOIST OR
RAFTER, FACE NAIL
28. JOIST TO BAND JOIST OR RIM JOIST 3-16D COMMON (312" × 0.162"); OR
4-10D BOX (3" × 0.128")END NAIL
29. BRIDGING OR BLOCKING TO JOIST, RAFTER OR TRUSS 2-8D COMMON (212" × 0.131"); OR
2-10D BOX (3" × 0.128")EACH END, TOENAIL
WOOD STRUCTURAL PANELS (WSP), SUBFLOOR, ROOF AND INTERIOR WALL SHEATHING TO FRAMING AND PARTICLE
BOARD WALL SHEATHING TO FRAMING
SHEATHING
THICKNESS FASTENER EDGE (INCHES)INTERMEDIATE
SUPPORTS (INCHES)
30. 38"–12"
6D COMMON OR DEFORMED (2" × 0.113") (SUBFLOOR AND
WALL)6 12
8D COMMON OR DEFORMED (212" × 0.131") (ROOF)6 12
238" × 0.113" NAIL (SUBFLOOR AND WALL)6 12
31. 1932" – 34"
8D COMMON (212" × 0.131"); OR 6D DEFORMED (2" × 0.113")
(SUBFLOOR AND WALL)6 12
8D COMMON OR DEFORMED (212" × 0.131") (ROOF)6 12
32. 78" – 114"10D COMMON (3" × 0.148"); OR 8D DEFORMED (212" × 0.131")6 12
WOOD STRUCTURAL PANELS, COMBINATION SUBFLOOR UNDERLAYMENT TO FRAMING
35. 3 4" AND LESS 8D COMMON (212" × 0.131"); OR 6D DEFORMED (2" × 0.113")6 12
36. 78" – 1"8D COMMON (212" × 0.131"); OR 8D DEFORMED (212" × 0.131")6 12
37. 118" – 114"10D COMMON (3" × 0.148"); OR 8D DEFORMED (212" × 0.131")6 12
2X6 EXTERIOR WALL STUDS MAY BE SPACED @ 24"
O.C. (ADVANCED FRAMING). OKAY TO USE SINGLE
TOP PLATE ON SECOND FLOOR TO ACCOMMODATE
WINDOW HEIGHTS.
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MAIN FLOOR SHEAR WALL PLAN
SCALE: 1/4" = 1' - 0"
SHEAR WALL TABLE - REF. 2021 SDPWS SECTION 4.3
SHEAR
WALL
PANEL
SHEATHING
SHEATHING ON
ONE OR BOTH
SIDES OF WALL
EDGES BLOCKED
OR UNBLOCKED
NAIL
SIZE
EDGE / FIELD
NAILING
DISTANCE
LOAD
TRANSFER
MIN. THICKNESS
OF EDGE
MEMBERS &
SILL PLATE
DESIGN ALLOWABLE UNIT
SHEAR CAPACITY (PLF)
SEE LATERAL ANALYSIS
WIND SEISMIC
SW0 7/16" OSB OR
7/16" PLY 1 4 ONE UNBLOCKED 8d 6" / 12" O.C.NO 2X (NOMINAL)199 142
SW1 7/16" OSB OR
7/16" PLY 1 ONE BLOCKED 8d 6" / 12" O.C.YES 2X (NOMINAL)332 237
SW2 7/16" OSB OR
7/16" PLY 1 ONE BLOCKED 0.131 X
2-1/2"3" / 12" O.C.YES 2X (NOMINAL)658 470
2
3
1 PANEL SHEATHING MATERIAL SHALL BE STRUCTURAL I WOOD STRUCTURAL PANELS, TYP. UNO
2 NAILS SHALL BE COMMON OR GALVANIZED BOX, UNLESS NOTED OTHERWISE.
3 FOR WALLS DESIGNED TO HAVE LOADS TRANSFERED AROUND THE WINDOW OPENINGS, DOUBLE STUDS MUST BE PLACED ON EITHER
SIDE OF EACH WINDOW WITH EDGE NAILING ALONG BOTH STUDS.
4 NO HOLD-DOWNS ARE REQUIRED FOR THIS SHEARWALL
5 FOR DOUBLE SIDE SHEAR WALLS, 12" MIN DISTANCE BETWEEN SHEATHING JOINTS ON OPPOSITE SIDE , I.E. USE 2 PIECES OF BLOCKING
NOTES:
(1) AS AN ALTERNATIVE TO THE SSTB20 HOLD-DOWN ANCHOR BOLTS, USE 5/8" ALL-THREAD/THREADED ROD A-307 WITH A MINIMUM EMBED
OF 10". USE SIMPSON EPOXY-TIE BOLT SYSTEM WITH "SET" HIGH STRENGTH EPOXY. CONCRETE MUST BE AT LEAST 7 DAYS OLD.
(2) UNLESS NOTED OTHERWISE, ALL EXTERIOR WALLS SHALL BE CONSTRUCTED IN ACCORDANCE WITH PW (PRESCRIPTIVE WALL).
(3) ALL CONNECTIONS NOT SHOWN ABOVE, SHALL CONFORM TO IBC TABLE 2304.10.1.
SHEAR WALL LEGEND
PER SHEAR WALL TABLE ON SHEET S4
ALL EXTERIOR WALLS, UNLESS NOTED OTHERWISE,
SHALL BE SW0, UNBLOCKED SHEAR WALL, WITH 7/16" OSB
OR 7/16" PLY SHEATHING ON ONE SIDE AND NAIL WITH 8d
AT 6" O.C. ALONG PANEL EDGES, 12" O.C. IN THE FIELD.
PANEL EDGE BLOCKING NOT REQUIRED.
=SW0
SW1 SHEAR WALL, PANEL EDGES BLOCKED WITH 7/16" OSB
OR 7/16" PLY SHEATHING ON ONE SIDE AND NAIL WITH 8d AT
6" O.C. ALONG PANEL EDGES, 12" O.C. IN THE FIELD.
=SW1
HDU DOWN PER PLAN=
HOLD DOWN ANCHOR
ROD AND EMBEDMENT
PER HOLD DOWN
REQUIREMENTS TABLE
ATTACH WASHER
SANDWICHED
BETWEEN (2) NUTS AT
BOTTOM END OF ROD
HOLD DOWNS PER
PLAN AND HOLD DOWN
REQUIREMENTS TABLE
EMBED.
DEPTH
DF 2X6 STUDS
@ 16" O.C.
END CHORD MIN. SIZE
PER HOLD DOWN
REQUIREMENTS TABLE
FOUNDATION AND
REINFORCEMENTS PER
FOUNDATION PLAN S1
58"X10" DIA. A.B. 7" MIN
EMBED. @ 48" O.C.
SIMPSON HOLD DOWN
ANCHOR OR
ALTERNATIVELY F1554
GRADE 36 THREADED
ROD PER HOLD DOWN
REQUIREMENT TABLE
HOLD DOWN REQUIREMENT TABLE
HOLD DOWN MIN. END CHORD SIMPSON HOLD
DOWN ANCHOR
THREADED ROD
ALTERNATIVE
EMBEDMENT
DEPTH
HDU2 3"X3-1/2"SSTB20 5/8"16"
1 ANCHOR BOLTS 78" OR LARGER REQUIRE 8" MINIMUM STEM WALL.
2
TYPICAL HDU ATTACHMENT DETAIL
SCALE: 1/2" = 1'-0"
14 EX.
EX.
EX.
EX
.
EX
.
EX
.
1
SEG.
SW2
SEG.
SW2
PR
F
.
SW
2
SEG.
SW0
SEG.
SW0
PR
F
.
SW
1
PR
F
.
SW
1
PR
F
.
SW
1
PR
F
.
SW
1
SIMP. HDU2 HOLD
DOWN PER
DETAIL '14'
SIMP. HDU2 HOLD
DOWN PER
DETAIL '14'
SIMP. HDU2 HOLD
DOWN PER
DETAIL '14'
SIMP. HDU2 HOLD
DOWN PER
DETAIL '14'
EX.
EX.A
B
UPPER FLOOR SHEAR WALL PLAN
SCALE: 1/4" = 1' - 0"
1
A
B
UNLESS NOTED OTHERWISE
EXTERIOR WALL SHEATHING
IS PRESCRIPTIVE (SW0). NO
SPECIAL SHEAR WALLS OR
HOLD-DOWNS REQUIRED. SEE
SW0 IN SHEAR WALL TABLE UNLESS NOTED OTHERWISE
EXTERIOR WALL SHEATHING
IS PRESCRIPTIVE (SW0). NO
SPECIAL SHEAR WALLS OR
HOLD-DOWNS REQUIRED. SEE
SW0 IN SHEAR WALL TABLE
SW2 SHEAR WALL, PANEL EDGES BLOCKED WITH 7/16" OSB
OR 7/16" PLY SHEATHING ON ONE SIDE AND NAIL WITH 0.131
X 2-1/2" AT 3" O.C. ALONG PANEL EDGES, 12" O.C. FIELD.
=SW2
REFER TO THE PROPOSED ARCHITECTURAL DRAWINGS PROVIDED BY ANC
DESIGN AND DATED 07-09-2024 FOR THE PROPOSED DESIGN. THIS
ARCHITECTURAL DRAWING SET IS THE BASIS OF STRUCTURAL DESIGN.
ENGINEER TO BE NOTIFIED OF ANY DESIGN CHANGES THAT AFFECT THE
STRUCTURE FRAME (I.E. FOUNDATION, EXTERIOR WALLS, INTERIOR
BEARING WALLS, ROOF FRAMING, ETC.). CONTACT THE ENGINEER IF
CONFLICTS ARE FOUND BETWEEN THE ARCHITECTURAL AND STRUCTURAL
DRAWINGS OR OTHER RELATED DOCUMENTATION (E.G. CIVIL, GEOTECH,
ETC.)
TYP. SEGMENTED SHEAR WALL
SCALE: N.T.S.
EDGE NAILING
HOLD DOWN PER PLAN
(IF NONE CALLED OUT,
THEN NONE REQUIRED)
EDGE NAILING
INSTALL 2X FLAT
BLOCKING @
PANEL EDGES
INTERMEDIATE
(FIELD) NAILING
DBL TOP PLATE
END CHORD
BASE PLATE.
ANCHORAGE
PER PLAN
PLY OR OSB
SHEATHING
EDGE NAILING AT
ABUTTING PANEL
EDGE NAILING
EDGE NAILING
HOLD DOWN PER
PLAN (IF NONE
CALLED OUT, THEN
NONE REQUIRED)
EDGE NAILING
INSTALL 2X
FLAT BLOCKING
@ PANEL EDGES
INTERMEDIATE
(FIELD) NAILING
DBL TOP PLATE
END CHORD
BASE PLATE.
ANCHORAGE
PER PLAN
PLY OR OSB
SHEATHING
EDGE NAILING
OPENING PER
PLAN, EDGE NAIL
AROUND ALL SIDES
EDGE NAILING
TYP. PERFORATED SHEAR WALL
SCALE: N.T.S.
EDGE NAILING AT
ABUTTING PANEL
TYP., NOT SHOWN
PR
F
.
SW
2
EXISTING WALL REMAIN AS IS=EX.
STRAP ES BREAK IN TP
2X4-MSTA 24
2X6-MSTA 36
(2) 16D @ 16" O.C.
2x4 DBL TP (4'-0") SPLICE
W/ (24) 16D NAIL
2X6 DBL TP (5'-4") SPLICE
W/ (40) 16D NAIL
SPLICE TP OVER
STUD,TYP.NAIL SPLICES
STRAP SPLICES
DOUBLE TOP PLATE SPLICE
BEFORE NEXT SPLICE:
2X4-(30) 16D NAILS
2X6 (46) 16D NAILS
SCALE: N.T.S.
MST STRAP PER PLAN=
SIMP. MST48
STRAP TIE PER
DETAIL '15'
SIMP. MST48
STRAP TIE PER
DETAIL '15'
SIMP. MST48
STRAP TIE PER
DETAIL '15'
SIMP. MST48
STRAP TIE PER
DETAIL '15'
STRAP TIE CONNECTION DETAIL
SCALE: N.T.S.
STRAP
TYPE
FASTENERS
(NAILS)
END
LENGTH
STRAP TIE NAILING SCHEDULE
MST48 -(50) 0.162"X2-1/2"
SPAN
LENGTH
END
LENGTH
CLEAR
END
·STRAP TO BE INSTALLED DIRECTLY
ON TOP OF SHEATHING
DOUBLE TOP PLATE
NO NAILS REQUIRED
AT RIM JOIST
NAILS PER STRAP
NAILING SCHEDULE
RIM JOIST
NAILS PER STRAP
NAILING SCHEDULE
DBL STUD MIN. BACKING
3/4" SUBFLOOR
15
1/
15/20
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BEARING WALL
OR BEAM
DESIGN CRITERIA
LA
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R
A
L
DESIGN PARAMETER VALUE SOURCE
Seismic Design Category 'D1'IBC 1613.2.5(1)
Risk Category 'II'IBC Table 1604.5
Wind Exposure Category 'D'IBC 1609.4.3
Basic Wind Speed (3-second gust)110 MPH SEAW WEC #3-2023
Design Wind Load 21.63 PSF ASCE 7-16 28.6-1
VE
R
T
I
C
A
L
LOAD SOURCE LIVE LOAD DEAD LOAD
Roofs 20 psf 15 psf
Floors 40 psf 12 psf
Decks & Balconies 40 psf 10 psf
Ground Snow Load 25 psf -
Exterior Wall -12 psf
Interior Wall -10 psf
Interior Partition -8 psf
STANDARD STRUCTURAL SPECIFICATIONS - 2021 IRC
INTRODUCTION
The Standard Structural Specifications are guidelines and structural requirements for construction of typical
residential structures. The intent of this document is to provide general structural requirements for the project.
Builder, contractor, and other parties involved are required to read this document and are responsible for meeting
the requirements specified within. Contact the engineer of record with any questions or concerns.
REFERENCE CODES & STANDARDS
·International Residential Code, IRC 2021
·Washington State Building Code, SBC 2021
·National Design Specification for Wood Construction with 2018 Supplement, AWC NDS 2018
·Special Design Provisions for Wind and Seismic, AWC SDPWS 2021
·Wood Frame Construction Manual, WFCM 2018
·Building Code Requirements for Structural Concrete, ACI 318-19,
·Minimum Design Loads for Buildings and Other Structures, ASCE 7-16
· Specification for Structural Steel Buildings, 15th Edition, AISC 360-16
GENERAL REQUIREMENTS
Codes: All materials and work shall adhere to the minimum requirements of the Reference Codes & Standards
listed above. Contractor shall be responsible to comply with OSHA, State Labor, and Industry Standards.
Contractor assumes full responsibility of construction methods used, safety provisions employed, and the finished
condition of the structure.
Construction Personnel: Only competent personnel familiar with construction and safety practices relevant to the
project should be employed to assemble and construct the work.
Construction Methods and Project Safety: The project drawings and specifications represent the finished structure
and do not indicate methods, procedures, or sequence of construction. The builder must take necessary
precautions to maintain and ensure the integrity of the structure during construction. Bradley Engineering, Inc. will
not enforce safety measures or regulations, nor will the owner or designer. Therefore, the contractor shall design,
construct, and maintain all safety devices and follow all pertinent regulations.
Temporary Support: The builder must provide adequate temporary support to all walls, roofs, beams, and floors
during construction. Design of these supports are not included unless specifically shown. Contractor is responsible
for the adequacy of all temporary support systems.
Specifications: All notes, call-outs, and details included within this design package are required unless specifically
noted otherwise.
Verification: Verify all dimensions, elevations, and site conditions before starting work.
Errors: The contractor is responsible to check the plans and site conditions and to notify the
architect/designer/engineer/owner of any errors or omissions prior to the start of construction.
Conflicts: Notes and details on the structural drawings take precedence over the Standard Structural Specifications
and typical details. Written dimensions take precedence over scaled drawing dimensions. Structural notes and
details on the structural drawings take precedence over the architectural drawings.
Changes: Written approval from the engineer of record is required for any structural changes to the provided
drawings. Changes may be made 'in the field' with consent of Bradley Engineering. Please provide a red-lined
drawing or sketch of desired change(s) to provide context and applicable information prior to contacting engineer.
Please contact the engineer who performed the engineering for your project as noted on this drawing. The
engineering for this project was completed by D. BRADLEY whose phone number is 360-935-0604.
Substitutions: If connector or lumber product substitutions are desired, contractor shall provide manufacturer's
evaluation reports of proposed substitutions to the engineer/owner for approval.
Member Size: The member dimensions (e.g. depth and width of beams, columns, etc.) specified in these drawings
are structural minimums. It is acceptable to increase the size above what is specified.
Similar work: Where construction details are not shown or noted for any part of the project, the area shall be
constructed in the same manner as similar work shown on the drawings.
Modification of Structural Members: Cuts, notches, and holes bored in trusses, structural composite lumber,
glue-laminated members, or I-joists are prohibited except where permitted by the manufacturer's recommendations
or as shown on this page. (See ALLOWABLE HOLES)
Scope of Work: The scope of work of Bradley Engineering, Inc. is limited to the structural engineering and analysis
pertaining to the subject structure. Bradley Engineering, Inc. takes no responsibility for items not specifically
addressed in the drawings, calculations, or call-outs.
Completion of Work: Submittal of these structural drawings to the client completes the present scope of work and
budget of Bradley Engineering, Inc. Other consultation, design, calculations, sketches, inspection, etc. after
submittal of this report shall be billed on an hourly basis.
Disclaimer: Bradley Engineering not responsible or liable for sheetrock cracking. Sheetrock is brittle by nature and
is vulnerable to cracking for a number of reasons including temperature, wood shrinkage and setttling.
STRUCTURAL STEEL
Grade: Unless noted otherwise, the grade of steel members is as follows:
·Wide flange (W).................................................. ASTM A992 Steel Fy = 50 ksi Fu = 65 ksi
·HSS Tube (HSS)................................................. ASTM A500, Grade B or better. Fy = 46 ksi Fu = 58 ksi
·Channels, plates, angles..................................... ASTM A36, Fy = 36 ksi Fu = 58 ksi.
·Bolts ................................................................... ASTM A325 or better
·Anchor bolts ....................................................... ASTM F1554 or better
·#4 Rebar & Smaller ............................................ Grade 40 (Fy = 40 ksi or better)
·#5 Rebar & Larger .............................................. Grade 60 (Fy = 60 ksi or better)
Connections: Unless noted otherwise, steel to steel connections to be 1/4" continuous fillet weld. All structural steel
to be fabricated in accordance with the AISC manual of steel construction, latest edition.
Welding: Steel welding to be done using E70 electrodes, and conform to AWS D1.1, latest edition.
Washers: Provide standard washers under all nuts and anchor bolts
FOUNDATION
·Design Soil Bearing Pressure = 1,500 psf
·Frost Zone Depth = 18 inches
·Unless noted otherwise, concrete is designed with 2,500 psi strength and does not require special inspection. The
specified concrete strength (3,000 psi) is greater than design strength (2,500 psi)
Code: Cast-in-place concrete sizing, placing, and testing shall conform to ACI 318-19 and ACI 301-16
Geotechnical Report: Bradley Engineering strongly recommends that a geotechnical report be performed by a qualified
geotechnical engineer for all land based construction projects. If this information is not supplied, footings are designed for
1,500 psf soil bearing pressure.
Earthwork: Call before you dig! Call '811'. Locate and protect underground conduit, plumbing, and utilities where work is
performed. Footings shall bear on undisturbed native soils and/or structural fill compacted in lifts of one foot or less to
95% of a modified proctor per ASTM D1557. Soils shall be firm and unyielding. All organic and deleterious material
beneath the footings, foundations, and slabs to be removed and replaced with 4" min. compacted granular fill to 95%
relative compaction. Optional: Compaction testing and verification by Geo-tech specialist also acceptable.
Structural Fill: Structural fill consists of clean, well-graded sandy gravel, gravelly sand, or other approved naturally
occurring granular material (e.g. pit run) with at least 30 percent retained on the No. 4 sieve, or a well-graded crushed
rock. In wet weather conditions, fill should have less than 5% fines. Soils with an over-optimum moisture content should
be scarified (i.e. turn over the soil) and dried during periods of dry weather or replaced with drier structural fill.
Surface Drainage: Finished grades are to be at least 6" below top of stem wall. Lots shall be graded to drain surface
water away from foundation walls. The grade shall fall a minimum of 6 inches within 10 feet. If 6 inches of fall is not
possible, grade shall be sloped min 2 percent away from the building.
Footings: All footings shall conform to accompanying structural details. Specified footing dimensions are minimums
unless noted otherwise. Bottom of footings to be below frost zone (18").
Footing Drains: Providing adequate drainage to retaining and basement walls is imperative. Footing drains shall be
provided at the base of all footings and retaining walls which will have earth placed against them. Washed drain rock
must extend to within one foot of finished grade. Footing drains shall be 4” perforated pipe routed down gradient to
daylight, unless otherwise specified.
Concrete: Mix and 28 day strength unless noted otherwise:
·Concrete compressive strength, f'c = 3,000 psi (f'c shall be evaluated at 28 days or 56 days for fly ash/slag)
·Concrete exposed to weather shall have air entrainment of 6% (+/-1.5%)
·Maximum water / cement ratio = 0.50
·25% max fly ash... 50% max slag
Lifts: Concrete lifts shall be poured within 60 minutes of the previous lift
Temperature: Concrete shall be maintained at a temperature of at least 50°F and in a moist condition for at least the first
7 days after placement, except if accelerated curing is used. High-early strength concrete shall be maintained at a temp.
of at least 50°F and in a moist condition for at least the first 3 days after placement, except if accelerated curing is used.
Reinforced Concrete: Place all reinforcing per plans, details, and applicable code requirements. Lap all continuous bars
48 X bar diameter minimum. For a typical continuous #4 bar (diameter = 0.5") the rebar lap is equal to 48 X 0.5" = 24"
minimum. Reinforcing bars, bolts, anchors, etc shall be securely tied in position prior to concrete placement. Reinforcing
steel shall be free of rust and coatings.
Anchor Bolts: Provide 5/8" diameter x 10" long wet-set or expansion anchor bolts @ 4' O.C. and within 6-12" of corners
with 3"x3"x0.229" square washers. 7" minimum anchor bolt embedment required.
Adhesive Anchors: Unless noted otherwise, epoxy anchors in concrete with Simpson SET-3G or Hilti HIT-HY 200-R or
equivalent epoxy, installed per manufacturer's guidelines.
Waterproofing: Waterproof all basement walls and slabs on grade. It is highly recommended to use asphalt waterproofing
sealer or Eucon Vandex AM-10 crystalline admixture. These waterproofing agents shall be installed per the
manufacturer's recommendations. At cold-joints, water-stops are highly recommended.
SLAB ON GRADE
Control Joints: Control joints (expansion, cold, or saw-cut) at 8'-12' O.C. required to mitigate shrinkage cracking. Rebar or
woven wire mesh (if installed) shall break at all control joints. Saw-cut joints within 12 hours of pour.
Garage Slabs: Unless noted otherwise, garage slab shall be 4" concrete slab over 10 mil poly vapor barrier over 4"
compacted granular fill. Rebar or woven wire mesh is optional unless specifically required: OK to use #3 rebar at 24" O.C.
each way or 6x6xW1.4
W1.4 woven wire mesh.
Living Area Slabs: Unless noted otherwise, interior slabs shall be 4" concrete slab over 10 mil poly vapor barrier over 2"
rigid insulation (where insulation is required) over 4" compacted granular fill.
Reinforcing: Reinforcing bars or woven wire mesh shall be placed 1-1/2" above the bottom of the slab.
Curing: Use water or membrane cure immediately after initial set for a minimum of 7 days. For water cure, hose it down
and keep it wet. For membrane curing, wet the concrete then cover with an impermeable membrane (e.g. visqueen) or
liquid membrane curing compound. Provide shade for concrete during curing.
Drainage: Garages, porches, and surfaces that are required to drain shall be sloped 1/8" per 1' or 1/4" per 1'
Concrete Topping: Concrete topping can not be installed on floors unless specifically detailed on the structural drawings.
The concrete topping shall be installed per manufacturer's specifications. The topping shall not exceed 1-1/2" in
thickness and shall be less than or equal to 18 psf (i.e. ≥12 psf per inch).
Non-Bearing Interior Wall to Slab Connection: Interior walls shall be connected to concrete slab with minimum 1/2"x5-1/2"
long anchor bolts @ 6' O.C.. Wet-set, epoxied, expansion, or screwed (Simpson Titen HD) anchor bolts are accpetable. If
interior wall is not specifically denoted as a shear wall, it is acceptable to use 1/4"x4" split pins @ 32" O.C. or 1/4"x4"
Titen screws @ 32" O.C.
CRAWL SPACE
Vapor Barrier: Cover entire crawl space with class I vapor retardant (i.e. poly vapor barrier - 6 mil required, 10 mil highly
recommended). Extend 6" up foundation walls minimum.
Access: Access shall be provided to all under-floor spaces. Access openings through the floor shall be a min 18 inches
by 24 inches. Openings through a perimeter wall shall be min 16 inches by 24 inches.
Foundation Ventilation: Provide min 1 square foot of crawl space ventilation per 150 square feet of crawl space area.
Space vents evenly to provide cross ventilation. Cover with 1
8" corrosion resistant mesh screen.
DEFLECTION LIMITS
STRUCTURAL MEMBER LIVE+DEAD
Roof (with flexible ceiling)L/240
Roof (with brittle ceiling)L/360
Rafter with slopes greater than 3:12 without ceiling L/180
Floor Members L/360
Horizontal Deflection (with flexible finish)L/360
All other structural members L/240
The above maximum deflection limits are required by 2021 IRC Table R301.7
Higher limits (less deflection) may be used at the engineer's discretion.
Minimum uniform live loads come from 2021 IRC Table R301.5
Up to 1-1/2" hole may be cut anywhere
out-side of hatched zone. For holes larger
than 1-1/2" diameter, refer to Table A
Minimum distance from hole to support. See Table A below
No holes in
hatched zones
minimum
Table A - Minimum Hole Distance From Support
6"
6"1L 12 x D 1D DL2 x L
minimum
2 2 6"
6"
2
ALLOWABLE HOLES - Solid or Eng. Lumber
8X diameter of the
largest hole (min)
·These guidelines are applicable to glued-laminated, solid sawn, and engineered
lumber (beams, headers, joists, rafters, etc)
·Uniform loads only, no point loads
·Round holes only
·No holes in cantilevers
·DO NOT cut, notch, or drill holes in headers or beams except as indicated in sketch
6"Closely grouped round
holes are allowable if the
group meets requirements
for round or square holes
RECTANGULAR HOLE SIZEROUND HOLE SIZE
1'-0"
1'-0"
1'-6"
2'-0"
14"1'-0"
1'-0"
1178"
912"210 (2-1/16")
1'-6"
1'-0"
3'-0"
2'-0"
2'-6"
3"
JOIST
DEPTH
TJI Rating **
(Flange Width)2"4"
2'-0"
2'-6"
1'-0"
1'-6"
1'-6"
1'-0"
1'-0"
1'-6"
1'-0"
1'-0"
2'-6"
2'-0"
3'-6"
2'-6"
2'-6"
3"2"4"
1'-6"1'-0"
1'-6"
1'-0"
2'-0"360 (2-5/16")3'-0"2'-6"1'-6"3'-6"1'-6"
D/2
L/2
L/8
L
L/4 L/4
D
D/2
D/4
D/4
L/8
D/2
ABBREVIATIONS (Used throughout structural drawings)
(E)Existing C.S.Clear Span INT.Interior STD Standard
(N)New DBL Double MAX Maximum STR'L Structural
A.B.Anchor Bolt EA.Each MANUF.Manufacturer S.S.Select Structural
ARCH Architectural ELEV.Elevation MIN Minimum T.O.Top Of
BLDG Building EXT.Exterior N/A Not Applicable TJI Trus Joist, I Series
BLKG Blocking FDN Foundation O.C.On Center TPL Triple
BM Beam FTG Footing Opp.Opposite TYP.Typical
BTM Bottom GALV.Galvanized PLY Plywood U.N.O.Unless Noted Otherwise
C C Channel (Steel)GA.Gauge P.T.Pressure Treated V.B.Vapor Barrier
CL Center Line HDR Header REINF.Reinforced VERT.Vertical
CMU Conc. Masonry Unit HORIZ.Horizontal REQ'D Required W/With
CONC.Concrete HSS Hollow Structural Section SIM.Similar W/O Without
CONT.Continuous INSUL.Insulation SPECS Specifications WF Wide Flange (Steel)
WOOD FRAMING
Default Wood Types: Unless noted otherwise, the material for a structural member is as shown:
·Beams, Posts, & Sawn Joists............. Douglas Fir #2 (D.F.2)
·Studs & Plates ................................... Hem/Fir (H.F.) or Douglas Fir (D.F.)
·Blocking ............................................. Any solid 2X or rim joist material
·Rim Joists .......................................... Douglas Fir #2 (D.F.2) for solid sawn, manufactured rim for I-joists
·Glued-Laminated (dry-use) ................ D.F. 24F-V4 (GLB)
·Exposed Structural Members ............ Pressure Treated (P.T.)
·Glued-Laminated (wet-use) ............... Treat with Hi-Clear II by Permapost Products Co. in Hillsboro, OR
Moisture Content: The max moisture content shall be 19% at the time of installation of connectors, nails, and bolts for
framing members.
Pressure Treated Lumber: All members in contact with earth/concrete or exposed to the elements shall be pressure
treated or preservative treated (P.T.). Colorless end sealer shall be applied immediately to the ends of members after
fabrication and field trimming. Glulam beams (GLB's) which are exposed to the elements shall be treated with Hi-Clear
II by Permapost Products Co located in Hillsboro, OR.
Blocking: Provide 2X or engineered lumber full depth solid blocking between joists and rafters at beam and bearing
wall locations. Blocking is required at all bearing locations. Trusses, structural composite lumber, glued-laminated
members, and I-joists shall be supported laterally as required by the manufacturer's recommendations.
Bearing: For beams bearing on perpendicular walls or columns, Use a minimum 2-1/2" bearing length unless noted
otherwise. Use enough studs to match or exceed beam width unless noted otherwise.
Headers: Unless noted otherwise, headers to be 4x10 D.F.2, (2) 2x10 D.F.2, or 6x8 D.F.1
Glued Laminated Members: Glulam beams (GLB) shall be Douglas Fir-Larch, 24F-V4, dry use only
Engineered Lumber: Engineered lumber offers certain structural advantages over conventional sawn lumber. All
engineered lumber must be APA approved. Install per the aforementioned codes and relevant manufacturer's
installation guides for each type:
·Wood I-Joists: Used extensively in floor and roof framing (Trus Joist TJI's typically specified)
·Laminated Veneer Lumber (LVL): Minimum modulus of elasticity E = 2.0x10^6 psi
·Parallel Strand Lumber (PSL): Minimum modulus of elasticity E = 2.0x10^6 psi
·Laminated Strand Lumber (LSL): Minimum modulus of elasticity E = 2.0x10^6 psi
LVL Option to GLB and PSL's: Multi-ply LVL beams may be used in lieu of PSL or GLB, provided that they are
installed according to International Beams' Technical Bulletin TB-LVL-2
·Multi-ply LVL's shall be fastened together with min (3) rows 1/4" self-tapping screws @ 18" O.C., 1.5" minimum
embedment required in all members.
·(3) rows of 1/2" diameter through bolts @ 24" O.C. with 1/2" washers on each side is acceptable.
·The width and height of the multi-ply LVL beam must be equal or greater than the corresponding dimensions
called out for the respective GLB or PSL beam.
Solid Sawn Lumber Option to I-Joists: Solid sawn lumber may be preferred over I-joists due to cost or other reasons.
The following solid sawn lumber options may be used in lieu of engineering I-Joists (e.g. TJIs) without approval from
the engineer of record. Maintain original spacing (e.g. 12", 16", or 24" O.C.)
·2x10 D.F.2's may be used in lieu of 9.5" TJI 210's
·2x12 D.F.2's may be used in lieu of 11-7/8" TJI 210's
Wood Structural Panels: American Plywood Association (APA) rated sheathing is required for all wood structural
panels. Unless noted otherwise, the wood panel for each situation is:
·Roof Sheathing: 1/2" CDX (plywood with moisture resistant glue - highly recommended), CD (plywood), or 7/16"
OSB (oriented strand board), with ply clips or T&G (tongue and groove). Nail with 10d nails at 6" O.C. along
edges, 12" O.C. in the field, no blocking required
·Typical Exterior Wall Sheathing unless noted otherwise: 7/16" OSB or 7/16" PLS, 8d nails at 6" O.C. along edges,
12" O.C. in the field, no blocking required.
·Prescriptive Interior Wall Sheathing: 1/2" Drywall (Gypsum Wall Board - GWB), screwed with 1-1/4" Type W or S
screws at 7" O.C. along edges, 7" O.C. in the field
·Floor Sheathing: 3/4" CD or OSB, nailed with 8d nails at 6" O.C. along edges, 12" O.C. in the field. glued with
construction adhesive prior to nailing, no blocking required (unless noted otherwise)
Shear Walls: See shear wall plans and shear wall table for sheathing grade, thickness, and nail spacing.
Stairs: Refer to R311.7 for stair framing and other requirements
Advanced Framing: Unless specifically approved by the engineer of record, advanced framing is not allowed.
Advanced framing may be a cost-effective and structurally adequate alternative to conventional framing, but additional
precautions must be taken. Advanced framing shall conform to the construction standards outlined in APA's Advanced
Framing Construction Guide (available on www.apawood.org).
Studs at Opening: Refer to table R602.7(1) to determine the number of jack and king studs required at each end of an
opening. Refer to table R602.7(2) for connection requirements.
Exterior Stud Walls: Use 2x6 studs @ 16" O.C. unless noted otherwise. 2x6 exterior stud walls are typically desirable
for insulation/energy code reasons (i.e. not structural reasons).
Interior Walls: Minimum 2x4 studs @ 16" O.C., unless required for plumbing/utility reasons. Install double joists
under interior walls with joists parallel to wall. Install solid blocking under interior walls perpendicular to joists.
Wood Stud Holes & Notching: For wood studs 12' and less, it is permissible to cut notches and holes per the following
requirements. Notch/hole size shall not exceed the following max percentage of stud width:
·Bearing walls: Hole - 40% of total stud width, Notch - 25% of total stud width
·Non-bearing walls: Hole - 60% of total stud width, Notch - 40% of total stud width
·In all cases, hole edges must be at least 5/8" from edge of the stud
·OK to drill up to 1" diameter hole for studs up to 16' tall. Hole to be 5/8" from edge of stud.
·See IRC Figure R602.6(1) for visual description of stud holes & notching
DECKS & BALCONIES
Guardrails: Unless noted otherwise and detailed, guardrails to meet R312.1. Guardrails shall be 36" high min with max
opening size so that a 4" sphere cannot pass through. Guardrails shall be designed to withstand a 200 lb point load
applied in any direction and at any location on the top rail and shall be designed to withstand a uniform load of 50 lb/ft
applied horizontally to the top rail. Contractor/owner/inspector to physically verify (e.g. push & pull on top rail) that the
guardrails meet the IRC loading requirements mentioned above.
Attachment to House: All deck ledger connections shall conform to the details outlined on structural drawings.
For decks over 30" above grade, deck tension tie's are required:
·DTT2Z - (1) at each end of the deck (2 total)
·DTT1Z - (4) equally spaced along the length of deck
Hot Tubs on Decks: DO NOT INSTALL HOT TUBS ON DECKS unless specifically designed for hot tub.
Waterproofing: Bradley Engineering is not responsible for adequacy of waterproof membranes on decks which cover
living space.
STAIRWAYS
Stairs: Refer to R311.7 for stairway requirements
Handrails: Unless noted otherwise and detailed, handrails to meet R311.7.8.
ROOFS
Manufactured Trusses: Unless stick framing is specified on structural drawings, wood trusses are to be engineered by
a truss manufacturer. If truss layout is not provided by truss manufacturer, the engineer assumes that trusses all bear
on exterior walls and do not bear on interior walls. Trusses and truss connections/hard-ware to be in accordance with
truss manufacturer's requirements. Do not modify or cut trusses without approval of truss manufacturer.
Girder Trusses: Truss manufacturer to be responsible for placement of girder trusses. Install girder truss LGT tie down
or SDWC15600 screws to secure girder trusses as detailed on structural drawings. Number of studs supporting girder
truss to match plies of girder (e.g. 3-ply girder truss to bear on minimum 3 studs).
Lateral Bracing: Contractor to install lateral bracing in roof as specified by truss manufacturer.
Over-framing: Unless noted otherwise over-framing to be 2X6 @ 24" O.C. Overframing to be bear directly on top of
truss below. See rafter span chart below for max spans. Manufactured truss overframing is acceptable.
Access: Attic access shall be provided per R807.1. The rough framed opening size shall not be less than 22"X30" and
shall be located in a hallway or other readily accessible location.
Headers: Bearing wall headers to be 4X10 or 6X8 D.F.2 min (double 2x10 or triple 2x8 OK).
Solar panels: Roof framing can structurally accommodate the dead load associated with solar panels.
Wind forces and associated connection to roof is outside of scope of work and responsibility.
Do not install solar panels on existing roof unless manufactured trusses exist.
FRAMING CONNECTORS
Manufacturer: Simpson Strong-Tie construction connectors are specified, however, any nationally recognized brand
(e.g. Silver, KC, etc) may be used provided that they are equivalent in their ability to carry all applied loads in all
orientations.
Installation: All prefabricated items shall be installed in strict accordance with the manufacturer's recommendations
and requirements (locations, exposure, end and edge distances, fasteners, etc.).
Simpson Connectors: Unless noted otherwise on the structural drawings and details, the following Simpson Strong-Tie
construction connectors shall be used:
·Post Caps: CBTZ, PCZ/EPCZ, BC/BCS, CC, CCQ, ECC, ECCQ
·Post Bases: CPTZ, CBSQ, PB/PBS, ABA/ABU/ABW
·Joist Hangers: LUS/LU/U/HU/HUC, JB, HUTF/HUSTF (top-flange)
·I-Joist Hangers: IUS/MIU, ITS/MIT/HIT (top-flange)
·Beam Hangers: HU/HUC/HUCQ/HGUS, LEG/MEG/EG (top-flange)
·Rafter Hangers: LSU/LSSR/LSSJ, LRUZ
·Truss and Rafter Connection: H1, H2.5A, or SDWC15600 at each heel to double plate
·Holdowns: HDU/DTT with SSTB, STHD14, STHD14RJ Floor-to-floor Strap-Ties: HDU2, MST48
Fastener Requirements: The number and size of fasteners connecting wood members shall not be less than that set
forth in IRC Table R602.3 (fastening schedule)
Exposure: Any hardware or fasteners exposed to the elements or pressure treated lumber shall be heavy duty
galvanized or stainless steel in accordance with IRC 317.3
Staples: For roofs, floors and walls, the IRC permits 16 gage wire staples with a min 7/16" dia. crown (per Table
R602.3(1) footnote b).
SPAN TABLES
Please use the members specified on the structural drawings. Owner/contractor may substitute these members in lieu
of the originally specified members. The following joist and rafter span charts may be used to specify member sizes,
provided that the relevant loading conditions (below) are met. For questions on interpreting the charts or for members
which do not satisfy the charts' loading conditions, contact the engineer of record.
ENGINEERED I-JOIST (TJI) SIZING
MAX CLEAR SPAN
WITH 5/8" GYPSUM
TJI JOIST
MEMBER
MAX CLEAR SPAN
WITHOUT GYPSUM
TJI JOIST
MEMBER
15'-5"9-1/2" TJI 210 14'-2"9-1/2" TJI 210
18'-5"11-7/8" TJI 210 17'-1"11-7/8" TJI 210
19'-8"11-7/8" TJI 360 18'-6"11-7/8" TJI 360
20'-5"14" TJI 210 19'-4"14" TJI 210
21'-7"14" TJI 360 20'-5"14" TJI 360
22'-0"16" TJI 210 20'-10"16" TJI 210
Assuming 34" Plywood glued and nailed to top surface. Gypsum and no gypsum bottom surface option is given above
Loading conditions: Live load = 40 psf; dead load = 10 psf; L/480; TJ Pro Rating = 42, Dry-use; 16" O.C. spacing
DECK JOIST SIZING
MAX CLEAR SPAN 2X SAWN MEMBER
5'-0"2X4 P.T.
7'-6"2X6 P.T.
10'-0"2X8 P.T.
12'-9"2X10 P.T.
15'-9"2X12 P.T.
18'-0"2X14 P.T.
Loading conditions: Live load = 60 psf; dead load = 10 psf;
L/360; Wet-use; 16" O.C. spacing; No tapered joists!
ROOF RAFTER SIZING
MAX CLEAR SPAN
D.F.2
2X SAWN
MEMBER
MAX CLEAR SPAN
D.F.2
TJI RAFTER
MEMBER
6'-10"2X4 D.F.2 19'-0"9-1/2" TJI 210
10'-4"2X6 D.F.2 22'-3"11-7/8" TJI 210
13'-2"2X8 D.F.2 25'-0"11-7/8" TJI 360
16'-3"2X10 D.F.2 24'-3"14" TJI 210
18'-10"2X12 D.F.2 28'-6"14" TJI 360
20'-11"2X14 D.F.2 25'-9"16" TJI 210
Loading conditions: Snow load = 25 psf; dead load = 10 psf; L/240; Dry-use; 24" O.C. spacing
Hole Size: The hole diameter should not exceed 2"
or 1/10 the beam depth, whichever is smaller.
8X Ø
ALLOWABLE HOLES - I-Joists & I-Rafters
DO NOT, under any circumstances, cut or notch joist flanges (don't even think about it)
Round or rectangular holes allowed according to Table A
1-1/2" max hole size in cantilever
Leave 18" of web (minimum) at top and bottom of hole (i.e. do not cut within 1/8" of flange )
CLEAR SPAN (C.S.)
DEFINITION OF CLEAR SPAN:
DISTANCE FROM INSIDE OF
BEARING POINT TO INSIDE OF
OPPOSITE BEARING POINT
(i.e. UNSUPPORTED DISTANCE)
FLOOR JOIST OR BEAM
BEARING WALL
OR BEAM
Ok to completely
remove this area
No holes in
hatched areas Allowable
hole zone
No holes in
flange of I-Joist
Ok to cut web in a similar fashion for any manufacturer's I-Joists. For Table A, Use Flange Width instead of TJI Rating
May want to refer to joist manufacturer's specifications and requirements
210 (2-1/16")
360 (2-5/16")
210 (2-1/16")
360 (2-5/16")
JOIST CONVERSION CHART
Trus Joist Pacific Woodtech Boise Cascade Roseburg Red Built LP
TJI 210 PWI 47 BCI 6000 RFPI 400 Red-I 45 LPI 530
TJI 360 PWI 70 BCI 60 RFPI 70 LPI 36
PWI 77 RFPI 700 Red-I 65
TJI 560 PWI 90 BCI 90 RFPI 90 Red-I 90 LPI 56
SOLID SAWN JOIST SIZING
MAX CLEAR SPAN 2X SAWN MEMBER
5'-6"2X4 D.F.2
8'-9"2X6 D.F.2
11'-6"2X8 D.F.2
14'-9"2X10 D.F.2
17'-6"2X12 D.F.2
19'-6"2X14 D.F.2
Loading conditions: Live load = 40 psf; dead load
= 10 psf; L/480; Dry-use; 16" O.C. spacing
OK to substitute the joists specified on drawings (TJI's) with joists listed in this table. Match the original
depth and spacing. OK to use thicker flange width than specified (e.g. use TJI 360 instead of TJI 210)
THICKER
FLANGE
WIDTH
DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE
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Small Site Construc�on SWPPP (002) Updated 4/23/2024 page 1 of ϲ
Permit #:
Received by:
Small Site Construction SWPPP
City of Anacortes Stormwater · 904 6th Street · Anacortes, WA
98221
Stormwater Inspector: 360-630-1037
General Information
Project Name Parcel Size acres
Project Address
Property Owner Phone
Site Contact Phone
Project
Description
Describe the nature and purpose of the construction project. Include the total size of the area, any increase in
existing impervious area; the total area expected to be disturbed by clearing, grading, excavation or other
construction activities, including off-site borrow and fill areas; and the volumes of grading cut and fill that are
proposed.
Erosion control
lead or
responsible
party
Phone
Engineer/Firm Phone
Site Conditions
Adjacent Areas: See the site plan, drainage plan, and construction drawings approved for the associated permit.
Critical areas: See the critical areas site plan approved for the associated permit.
Attach a copy of your stormwater site plan submitted with your building/grading permit application and attach pictures
of construction site.
*Stormwater site plan shall list all BMPs for inspectors
*$GGDPDSRIZKHUH\RXUVWRUPZDWHUJRHVIURP\RXUSURMHFWWRWKHGLVFKDUJHVLWH
Begnal Addition 0.14
1320 10TH ST
Thomas Begnal
Thomas Begnal (850) 291-2452
We are proposing a two-story, 288 sq. ft. addition to the existing house and an 80 sq. ft. concrete porch. The new roof area will be 380 sq. ft., and 40 sq. ft. of the concrete porch will be new impervious surface. There will be approximately 5 yards of excavated material from 368 sq. ft. of land disturbance.
Thomas Begnal or Contractor (TBD)(850) 291-2452
ANC DESIGN - Aaron Parrish/Brett Van Andel (503) 507-3432
BLD-2024-0506
Aaron Esterholt
Stormwater Review
PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT
Mailing Address: P.O. Box 547, Anacortes, WA 98221
Office Location: 904 6th Street, Anacortes WA 98821
Phone: (360) 293-1901
Weekly Erosion Control Self-Inspection Reports
All sites that have a Stormwater Pollution
Prevention Plan #2, 1-5 or 1-9 are required to
submit a weekly erosion control/BMP monitoring
inspection report through the citizen portal.
These reports can be found on the city website
and through the link on the submittals tab in the
permitting customer portal.
Turning in the
weekly report
consistently will
help keep your
project on
schedule and
avoid unnecessary
delays due to
cancelled
inspections.
Erosion-Control-Inspection-Form--Sites-Less-Than-One-Acre-fillable-PDF (anacorteswa.gov)
Stormwater Site Inspection Form (anacorteswa.gov) (For larger sites)
We appreciate your assistance in keeping our documentation up to date.
Just complete the fillable PDF, save it, and
then upload it with the blue upload tab.
Small Site Construc�on SWPPP (002) Updated 4/23/2024 page Ϯ of ϲ
Small Site Construc�on SWPPP (002) Updated 4/23/2024 page 3 of ϲ
Best Management Practices Illustration
Turn the page to see information corresponding to each numbered circle below.
About this Pollution Prevention Plan
This is Anacortes’s Small Site Construction Stormwater
Pollution Prevention Plan (“Construction SWPPP”)
intended to ensure your construction project minimizes
erosion and does not contribute pollution, including
sediment, to stormwater. This SWPPP is primarily
intended for projects under 2,000 sq ft.
This plan uses certain Best Management Practices
(“BMPs”) from the Stormwater Management Manual.
Some detailed descriptions are included; the remainder
and additional information are available at
https://fortress.wa.gov/ecy/publications/parts/1410055pa
rt4.pdf#page=27 The listed BMPs are the minimum
necessary; if erosion occurs, you must add
additional BMPs as necessary to control it.
You should include your Construction SWPPP in your
contract with your builder. You must keep a copy of this
SWPPP on the construction site or within reasonable
access to the site for construction and inspection
personnel at all times.
Property owners and contractors are responsible for
ensuring all aspects of BMPs are followed, including
those not shown on the detail sheets. This Construction
SWPPP should be considered a living document and
must be updated as needed to reflect site conditions.
Preserve Vegetation/Mark Clearing Limits
Before any land disturbance, including clearing and
grading, clearly mark all clearing limits, sensitive areas
and their buffers, and trees that are to be preserved
within the construction area. Retain natural vegetation in
an undisturbed state to the maximum extent practical.
Use these BMPs:
•C101 to preserve natural vegetation
•C102 to establish buffer zones around important
vegetation you want to save
•C103 High Visibility Fencing to mark the
boundaries of your buffers
•C233 Silt Fence to ensure sediment doesn’t leave
the site
Establish Construction Access
Construction vehicles can damage or compact
soils, create sediment pollution, or track sediment
onto public roads.
All equipment and vehicles that access the construction
area must use an existing driveway or a stabilized
construction entrance.
•Use BMP C105 Stabilized Construction Entrance
wherever traffic will be entering or leaving a
construction site if paved roads are within 1,000 ft of
the site. Construct a 12-inch thick pad of 4-inch to 8-
inch quarry spalls, a 4-inch course of asphalt treated
base, or use existing pavement. Place a separation
geotextile under the spalls to prevent fine sediment
from pumping up into the rock pad. Install the
construction entrance prior to any vehicles entering
the site, at the location shown on the site plan.
Create only one construction entrance per site.
1
2
1b
1b
1b
2
1a
4
7
9a
9b
5
9b
Small Site Construc�on SWPPP (002) Updated 4/23/2024 page 4 of ϲ
•Use BMP C103 High Visibility Fencing to restrict
traffic to the construction entrance.
•Remove any sediment that is tracked onto pavement
by shoveling or street sweeping and remove the
collected sediment or stabilize it on site.
Control Flow Rates (not shown)
Stormwater on a cleared site can create significant
flows that can damage downstream properties.
Protect properties and waterways downstream of the
project site from erosion and the associated discharge of
turbid waters. If your project is required to control flow
rates, you must use the following BMPs as shown on the
approved site plan:
•C203 Water Bars
•C209 Outlet Protection
•C235 Straw Wattles
Install Sediment Controls
When land is cleared of vegetation, stormwater can
pick up sediment, a pollutant. BMPs can prevent
sediment from leaving the site.
You must install sediment controls before land
disturbance to effectively minimize and control the
discharge of pollutants and sediments.
Use and properly install BMP C233 Silt Fence. You
must bury the filter fabric as shown in the diagram in
order for the BMP to be effective. You must repair the silt
fence if it is damaged.
Consider the following additional BMPs:
•C231 Brush Barrier
•C232 Gravel Filter Berm
•C234 Vegetated Strip
•C235 Straw Wattles
Note that C230 Straw Bale Barrier is no longer an
approved BMP.
Stabilize Soils
Leaving soils devegetated or exposed needlessly
creates erosion and sediment problems.
•Stabilize all exposed soils whenever construction
work will stop for more than two days at a time during
the wet season (October 1 to April 30) or 7 days the
rest of the year (the dry season).
•Stabilize all exposed soils at the end of the shift
before a holiday or weekend.
•Stabilize all exposed soils with either vegetation, mat
coverings, mulching, or in those areas to be paved, a
compacted base material.
•Use BMP C123 Plastic Covering over all stockpiles
with plastic or burlap if left unworked. Place sand-
filled burlap or geotextile bags every 3 to 6 ft along
seams and tie them together with twine to hold them
in place.
•If you excavate soil for the foundation, backfill that
soil against the foundation and grade it to drain away
from the building. Once the disturbed landscape
areas are graded, you must seed or sod the grass
areas.
Consider the following additional BMPs:
•C120 Temporary and Permanent Seeding
•C121 Mulching
•C122 Nets and Blankets
•C124 Sodding
•C125 Topsoiling/Composting
•C131 Gradient Terraces
•C140 Dust Control
Protect Slopes (not shown)
Slopes can be especially vulnerable to erosion, but
BMPs can mitigate sediment problems.
Design and construct cut-and-fill slopes to minimize
erosion. Use the following practices:
•Reduce continuous length of slope with terracing and
diversions
•Reduce slope steepness
•Roughen slope surfaces
•Use BMP C123 Plastic Covering over all exposed
slopes
•Use BMP C120 Temporary and Permanent Seeding
as soon as possible on exposed slopes
Manage off-site stormwater (run-on) separately from
stormwater generated onsite. Divert off-site stormwater
or groundwater away from slopes and disturbed areas
with interceptor dikes, pipes, or swales.
You may not create cut slopes over 4 feet high or slopes
steeper than 2 feet horizontal to 1 foot vertical. Fill
slopes may not exceed 4 feet high or 3 feet horizontal to
1 foot vertical. Slopes that exceed these criteria require
engineering.
Consider the following additional BMPs:
•C121 Mulching
•C122 Nets and Blankets
•C124 Sodding
•C203 Water Bars
•C208 Triangular Silt Dike (Geotextile-Encased Check
Dam
Protect Drain Inlets
Storm drains are designed to collect and transport
clean stormwater, not water contaminated with
sediment or other pollutants. Storm drain inlets
must be protected so that runoff does not enter the
3
4
5
6
7
Small Site Construc�on SWPPP (002) Updated 4/23/2024 page ϱ of ϲ
stormwater system without first being filtered or
treated or both.
•Use BMP C220 Storm Drain Inlet Protection to
protect all proposed and existing storm drain inlets
during construction so that stormwater runoff does
not enter the stormwater conveyance system without
first being filtered or treated (or both) to remove
sediment or other pollutants.
•Clean or remove and replace inlet protection devices
when sediment has filled one-third of the available
storage (unless a different standard is specified by
the product manufacturer).
•Keep all approach roads clean.
•Do not allow sediment and street wash water to enter
storm drains without treatment.
Stabilize Channels and Outlets
Stormwater channels and outlets can themselves
erode unless stabilized with rock or other armoring.
Design, construct, and stabilize all on-site conveyance
channels to prevent erosion as needed. Use BMP C209
Outlet Protection to provide stabilization, including
armoring material adequate to prevent erosion of outlets,
adjacent streambanks, slopes, and downstream reaches
at the outlets of all conveyance systems.
Consider the following additional BMPs:
•C122 Nets and Blankets
•C202 Channel Lining
Control Pollutants
Waste materials, demolition debris, and other
pollutants that occur onsite during construction can
contaminate the stormwater system unless
managed. Cement and related products can modify
the pH of stormwater.
Provide cover, containment, and protection from
vandalism for all chemicals, liquid products, petroleum
products, and other materials that have the potential to
pose a threat to human health or the environment.
Anytime you pour concrete, perform washout of the
concrete trucks following BMP C154 Concrete Washout
Area at designated washout areas only. Locate washout
areas at least 50 ft from sensitive areas such as storm
drains, open ditches, or water bodies, including
wetlands.
Clean contaminated surfaces immediately following any
spill incident. Apply fertilizers and pesticides in a manner
and at rates that will not result in loss of chemical via
stormwater runoff.
Use the following additional BMPs:
•C151 Concrete Handling
•C152 Sawcutting and Surfacing Pollution Prevention
•C153 Material Storage, Delivery, and Containment
Control De-Watering (not shown)
De-watering water extracted from foundations,
vaults, or trenches, has similar characteristics to
stormwater runoff at the site and can cause the
same impacts unless properly managed.
You may discharge clean, non-turbid de-watering, such
as well-point ground water, to systems that are
tributaries to, or directly into, surface waters if the de-
watering flow does not cause erosion or flooding or
interfere with the operation of the stormwater system.
Use the following BMPs:
•C220 Storm Drain Inlet Protection
•C236 Vegetative Filtration
Maintain BMPs (not shown)
All temporary and permanent erosion and sediment
control BMPs must be maintained and repaired as
needed to assure continued performance of their
intended function.
During the dry season, inspect sediment control BMPs
weekly or after a runoff-producing storm event. During
the wet season, inspect BMPs daily. Use BMP C150
Materials on Hand to ensure you are ready for a heavy
rain.
All temporary erosion and sediment control BMPs must
be removed within 30 days after the City determines that
the site is stabilized or after the temporary BMPs are no
longer needed. Trapped sediment must be removed or
stabilized on site. Disturbed soil areas resulting from
removal of BMPs or vegetation must be permanently
stabilized.
Manage the Project (not shown)
Phasing a project, especially when revegetation
occurs as part of each phase, can help prevent the
transport of sediment from the site.
•Fully implement this Construction SWPPP at all
times.
•Modify this Construction SWPPP whenever there is a
change in design, construction, operation, or
maintenance at the construction site that has or could
have a significant effect on the discharge of
pollutants to waters of the state.
•Inspect, maintain, and repair all BMPs as needed to
ensure continued performance of their intended
function.
8
9
10
11
12
Small Site Construc�on SWPPP (002) Updated 4/23/2024 page ϲ of ϲ
Protect Low-Impact Development BMPs
Low-Impact Development techniques can be
damaged if they are compacted or accumulate
sediment during construction.
If there are any Low-Impact Development BMPs planned
for the site:
•Use BMP C103 High Visibility Fence to exclude all
construction and foot traffic from the infiltration, bio-
retention, or rain garden areas.
•Protect all infiltration areas or bio-retention and rain
garden BMPs from sedimentation through installation
and maintenance of erosion and sediment control
BMPs on portions of the site that drain into those
areas.
•Use BMP C233 Silt Fence or C234 Vegetated Strip
to control and avoid introducing sediment onto
permeable pavements. Bury the bottom of the filter
fabric at least 4 inches below the ground surface.
Backfill and tamp soil in place over the buried
portion of the filter fabric, so that no flow can
pass beneath the fence and scouring cannot
occur. Drive or place the fence posts into the ground
at least 18 inches. A 12-inch minimum depth is
allowed if topsoil or other soft subgrade soil is not
present and 18 inches cannot be reached.
•If pavements are fouled with sediments or no longer
pass an initial infiltration test, clean them using
procedures from the Stormwater Manual or the
manufacturer’s procedures.
Consider the following additional BMPs:
•C102 Buffer Zones
•C208 Triangular Silt Dike
•C231 Brush Barries
****************************************************************
I acknowledge that I have read the information
presented to me and agree to abide by the BMP
rules.
______________________ _____________________
Printed name Signature
______________________
Date
****************************************************************
13
7/19/2024
Thomas Begnal