15 Willow Avenue Floor Plan and Elevation PlanSTRUCTURAL STEEL
S-1 STEEL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE LATEST AISC MANUAL. STRUCTURAL
STEEL SHALL CONFORM TO THE FOLLOWING ASTM STANDARDS:-
W BEAM AND COLUMNS : A572/A992-GRADE50 (Fy = 50 KSI)
STEEL PLATE, CHANNELS AND ANGLES : A36 (Fy = 36 KSI)
STRUCTURAL PIPES AND TUBES : A500-GRADE "B"(Fy = 46 KSI)
ANCHOR BOLTS : F1554 GRADE 36 OR A307
HIGH STRENGTH BOLTS : A325
ALL CONNECTIONS SHALL BE WELDED OR BOLTED. SHOP AND FIELD FASTENERS SHALL BE ASTM
A-325 HSB (HIGH STRENGTH BOLTS). IN FRICTION TYPE CONNECTIONS USE "TURN-OF-NUT" METHOD
IN TIGHTENING ALL BOLTS. HOLES SHALL NOT BE CUT THROUGH BEAMS UNLESS INDICATED OR
APPROVED BY THE STRUCTURAL ENGINEER. PROVIDE STANDARD ANGLE WALL ANCHORS FOR
BEAMS RESTING ON MASONRY.
SHOP CONNECTIONS TO BE WELDED OR BOLTED. FIELD CONNECTIONS TO BE BOLTED UNLESS
OTHERWISE SHOWN. BOLT HOLES TO BE STANDARD ROUND HOLES (d+1/16") UNLESS OTHERWISE
NOTED. SHORT SLOTS SHALL BE PERMITTED NORMAL TO THE LOAD DIRECTION IN SLIP CRITICAL
AND BEARING TYPE CONNECTIONS AS PER AISC REQUIREMENTS.
ALL WELDING WORK SHALL BE PERFORMED PER SPECIFICATIONS AND GUIDELINES OF AMERICAN
WELDING SOCIETY.
S-2
S-3
S-4
GENERAL NOTES
G-1
G-2
THE GOVERNING CODE IS INTERNATIONAL RESIDENTIAL CODE (IRC)-2021 EDITION AS
AMENDED BY MASSACHUSETTS BUILDING CODE 10TH EDITION.
ANY REVISION INITIATED BY THE OWNER, GENERAL CONTRACTOR AND/OR THE
SUBCONTRACTOR THAT DIRECTLY INFLUENCES OR CHANGES STRUCTURAL ELEMENTS
INCLUDING, BUT NOT LIMITED TO FLOOR JOIST, BEAM OR HEADER SPANS; WALL HEIGHTS;
BEAM OR HEADER SIZES; RELOCATION OF BEARING WALLS, FOOTING SIZES, ETC. AS
INDICATED ON THESE DRAWINGS SHALL BE NOTIFIED IN WRITING INDICATING THE
PROPOSED CHANGES FOR REVIEW. ANY REQUIRED REVIEW, CALCULATION, AND/OR
DRAWING MODIFICATION NECESSARY TO ACCURATELY REPRESENT THE PROPOSED
CHANGES SHALL BE CHARGED AS AN ADDITIONAL SERVICE.
THESE DRAWINGS ARE NOT TO BE SCALED FOR CONSTRUCTION PURPOSES. DIMENSIONS
NOTED TAKE PRECEDENCE OVER SCALE. ALL DIMENSIONS ARE FOR REFERENCE ONLY &
ALL DIMENSIONS SHALL BE TAKEN FROM LATEST ARCHITECTURAL PLANS.
NO STRUCTURAL OBSERVATION(S) WILL BE MADE BY GELINAS STRUCTURAL
ENGINEERING LLC. UNLESS A COUNTY APPROVED SET OF PLANS IS PRESENT AT THE JOB
SITE WHERE REQUIRED BY LOCAL AUTHORITIES.
ALL DIMENSIONS SHOWN ARE TO FACE OF STUD (F.O.S.), UNLESS OTHERWISE NOTED.
DIMENSIONAL ADJUSTMENTS MAY INCLUDE, BUT ARE NOT LIMITED TO: CENTER LINE (℄),
FACE OF CONCRETE (F.O.C.) AND FACE OF MASONRY (F.O.M.)
COMMENCEMENT OF WORK BY THE CONTRACTOR AND/OR ANY SUBCONTRACTOR
SHALL INDICATE A KNOWLEDGE AND ACCEPTANCE OF ALL CONDITIONS DESCRIBED IN
THESE CONSTRUCTION DOCUMENTS WHICH COULD AFFECT THEIR WORK.
IN CASE OF CONFLICT BETWEEN THE GENERAL NOTES, SPECIFICATIONS AND DRAWINGS
REGARDING STRUCTURAL ISSUES, THE MOST STRINGENT REQUIREMENTS SHALL
GOVERN.
WORK NOT INDICATED ON A PART OF THE DRAWINGS, BUT REASONABLY IMPLIED TO BE
SIMILAR TO THAT SHOWN AT CORRESPONDING PLACES, SHALL BE REPEATED.
THE CONTRACTOR IS RESPONSIBLE FOR MEANS AND METHODS OF CONSTRUCTION AND
CONSTRUCTION PROCEDURES, FABRICATION PROCESS, COORDINATION OF WORK WITH
OTHER TRADES AND JOB SITE SAFETY.
TEMPORARY BRACING, SHEATHING, SHORING, ETC., REQUIRED TO INSURE THE
STRUCTURAL INTEGRITY/ STABILITY OF THE EXISTING BUILDINGS, SIDEWALLS, UTILITIES,
ETC., DURING CONSTRUCTION IS THE CONTRACTOR'S RESPONSIBILITY AND SHALL BE
DESIGNED BY A REGISTERED PROFESSIONAL ENGINEER EMPLOYED BY CONTRACTOR.
SUBMIT DESIGN TO ARCHITECT ENGINEER FOR A VIEW .
VERIFY IN FIELD ALL DIMENSIONS & CONDITIONS. NOTIFY ARCHITECT & ENGINEER IF ANY
DISCREPANCY IS FOUND.
G-3
G-4
G-5
G-6
G-7
G-8
G-9
G-10
G-11
ALL CONCRETE FOR FOOTINGS, FOUNDATION WALLS, AND FLOOR SLABS ON GRADE SHALL
ATTAIN A MINIMUM 28-DAY ULTIMATE COMPRESSIVE STRENGTH AS FOLLOWS:
BASEMENT/FOUNDATION WALLS : 3,000 PSI
FOOTINGS : 3,000 PSI
SLABS : 4,000 PSI CONCRETE STRENGTH AT 28 DAYS WITH
1.5#/ CUBIC YARD FIBER MESH IN MIX.
ALL CONCRETE EXPOSED TO THE WEATHER AND SUBJECT TO FREEZING AND THAWING IN A
MOIST WET CONDITION OR DEICING CHEMICALS SHALL BE AIR ENTRAINED, THE TOTAL AIR
CONTENT (PERCENT BY VOLUME OF CONCRETE) SHALL NOT BE LESS THAN 5 PERCENT (5%) OR
MORE THAN 7 PERCENT (7%) WITH f'c AT 28 DAYS : 4,500 PSI & MAXIMUM WATER CEMENT RATIO
OF 0.45.
ALL CONSTRUCTION JOINTS SHALL BE ROUGHENED AND KEYS PROVIDED WHERE REQUIRED OR
INDICATED ON THE DRAWINGS. CONSTRUCTION JOINTS, OTHER THAN THOSE SHOWN ON THE
DRAWINGS, MAY BE PROPOSED BY THE CONTRACTOR. HOWEVER, THE LOCATIONS ARE
SUBJECT TO REVIEW BY THE ARCHITECT AND/OR STRUCTURAL ENGINEER. ALL VERTICAL
CONSTRUCTION, CONTROL AND CONTRACTION JOINTS SHALL LIE IN TRUE VERTICAL PLANE.
ALL FORMWORK AND PLACING OF CONCRETE SHALL BE PLUMB, LEVEL, AND SQUARE. THE
STRUCTURAL ENGINEER SHALL OBSERVE ANY PROPOSED FORMWORK DESIGN DIFFERENT
FROM INDUSTRY STANDARD PRACTICES.
EXTERIOR SLAB AREAS SHALL BE BROOM FINISHED, UNLESS OTHERWISE SPECIFIED BY THE
ARCHITECT. THE STROKES SHALL MAINTAIN THE SAME DIRECTION AT ADJACENT SURFACES. NO
RIPPLES, BUMPS, OR ANY OTHER IRREGULARITIES WILL BE ACCEPTABLE.
SLAB PROVIDE CONTROL JOINTS 25'-0" O.C. AND AT RE-ENTRANT CORNERS WITHIN 8 HOURS OF
POUR.
ANCHOR BOLT PLACEMENT U.N.O. ON PLANS: 1'-0" OFF CORNERS , 4'-0" O.C. REMINDER: 1 2"Ø 12"
LONG 8" EMBEDMENT 4" PROJECTION WITH NUT AND WASHER AT TOP AND BOTTOM.
DO NOT BACKFILL AGAINST FOUNDATION WALL UNTIL THE FIRST FLOOR FRAMING IS IN PLACE
WITH SHEATHING AND ANCHOR BOLTS AND BASE SLAB IS IN PLACE OR UNTIL WALL ARE BRACE
TO WITHSTAND THE PRESSURE OF BACKFILLING OPERATIONS.
CONCRETE
C-1
C-2
C-3
C-4
C-5
C-6
C-7
C-8
IN ABSENCE OF SOIL REPORT, FOOTING SHALL BE DESIGNED FOR 3000 PSF MINIMUM SOIL
BEARING CAPACITY AS INDICATED ON THE DRAWINGS.
PROVIDE A FOUNDATION DRAIN TILE ON THE EXTERIOR SIDE OF FOUNDATION WALL AND
DISCHARGE TO DAYLIGHT; OR PROVIDE 2" DIAMETER PVC BLEEDER LINES THROUGH THE
FOOTINGS AT 8'-0" O.C. AND DISCHARGE TO A SUMP PIT AS INDICATED ON THE ARCHITECTURAL
DRAWINGS.
SUMP PIT AND SUMP PUMP(S) SHALL BE INSTALLED BY THE CONCRETE SUBCONTRACTOR AND
LOCATED AT THE BUILDER'S DISCRETION ON THE ARCHITECTURAL DRAWINGS. REMOVE EXISTING
FILL, LOOSE SOIL AND STANDING WATER FROM FOUNDATION EXCAVATIONS PRIOR TO PLACING
CONCRETE. THE GEOTECHNICAL ENGINEER SHALL INSPECT ALL EXCAVATIONS, SOIL
COMPACTION WORK PRIOR TO PLACEMENT OF ANY REBAR OR CONCRETE, SHORING
INSTALLATIONS, BACKFILL MATERIALS AND BACK FILLING PROCEDURES.
THE CONTRACTOR IS SOLELY RESPONSIBLE FOR EXCAVATION PROCEDURES INCLUDING
LAGGING, SHORING, UNDERPINNING AND PROTECTION OF EXISTING CONSTRUCTION. SLOPE
HEIGHT, SLOPE INCLINATION, OR EXCAVATION DEPTHS (INCLUDING UTILITY TRENCHES) SHOULD
NOT EXCEED THOSE SPECIFIED IN THE OSHA HEALTH & SAFETY STANDARDS FOR EXCAVATIONS,
29CFR PART 1926.
FOUNDATION & FOUNDATION WALLS
F-1GRAVITY LOAD
ROOF DEAD LOAD = 15 PSF
ROOF LIVE LOAD = 20 PSF
GROUND SNOW LOAD (Pg) = 50 PSF (AS AMENDED BY MASSACHUSETTS
BUILDING CODE 10TH EDITION)
EXPOSURE FACTOR (Ce) = 1.00
THERMAL FACTOR (Ct) = 1.10
IMPORTANCE FACTOR (I) = 1.00
CEILING LOAD
DEAD LOAD = 10 PSF
LIVE LOAD = 40 PSF
FLOOR LOAD
DEAD LOAD = 10 PSF
LIVE LOAD = 40 PSF
DECK LOAD
DEAD LOAD = 10 PSF
LIVE LOAD = 40 PSF
SNOW DRIFT = 57 PSF
ALLOWABLE DEFLECTION FACTOR FOR
ROOF WITHOUT PLASTER @ CEILING OR INHABITABLE ATTIC BELOW
LIVE LOAD = L/240
TOTAL LOAD = L/180
ROOF WITH PLASTER @ CEILING OR HABITABLE ATTIC BELOW
LIVE LOAD = L/360
TOTAL LOAD = L/240
FLOORS & DECKS
LIVE LOAD = L/360
TOTAL LOAD = L/240
FLOORS I - JOIST
LIVE LOAD = L/480
TOTAL LOAD = L/360
WIND LOAD
ULTIMATE WIND SPEED = 119 MPH (AS AS AMENDED BY MASSACHUSETTS
BUILDING CODE 10TH EDITION)
WIND EXPOSURE = C (REFER TO SECTION 26.7, ASCE-7-16)
DESIGN CRITERIA
F-2
F-3
F-4
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Rev 2, May 6, 2026, Sheet
SG1.1 Only Revised
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6May 2026 Job 26051
24 April 2026
L-10
L-11
L-12
L-13
STRUCTURAL LUMBER
STRUCTURAL LUMBER SHALL BE IN ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD
CONSTRUCTION (NDS) 2018 EDITION, PUBLISHED BY THE NATIONAL FOREST PRODUCTS ASSOCIATION. ALL
STRUCTURAL FRAME MEMBERS SHALL BE ONE OF THE FOLLOWING MINIMUM VALUES. UNLESS OTHERWISE
NOTED.
ALL FRAMING LUMBER TO BE MINIMUM, UNLESS NOTED OTHERWISE (U.N.O.) ON DRAWINGS:
SAWN LUMBER, (SPF) SPRUCE PINE FIR NO. 2, E = 1,400,000 psi; Fb = 875 psi; Fc = 1,150 psi; Fv = 135 psi
a. SPRUCE PINE FIR STUD, E = 1,200,000 psi; Fb = 675 psi; Fc = 725 psi; Fv = 135 psi; Ft = 350 psi
b. PRESSURE TREATED LUMBER (PT) SOUTHERN PINE NO. 2, E = 1,600,000 psi
c. VERSA LAM LUMBER LVL (BY BOISE CASCADES) E = 2,000,000 psi, Fb = 3,100 psi, Fc = 3,000 psi,
Fv = 285 psi
d. PSL POSTS, E = 1,800,000 psi; Fb = 2,400 psi ; Fc = 2,500 psi ; Fv = 190 psi
WALL SHEATHING 7 16" (15 32") THICK, ROOF SHEATHING 5 8" (20 32") THICK & FLOOR SHEATHING 3 4" (23 32") THICK
NAILED WITH 8d (PENNY) @ 6" O.C., PERIMETER OF SHEET AND 12" O.C. FIELD/INTERMEDIATE UNLESS NOTED
OTHERWISE (U.N.O)
L-4 DECKS
i.ALL LUMBER MUST BE PRESSURE TREATED SPRUCE PINE NO.2; ALL CONNECTIONS SHOULD BE GALVANIZED
OR STAINLESS STEEL, PROVIDE POSITIVE CONNECTION AT ALL FRAMING MEMBER EXAMPLE JOIST
ii. HANGERS OR SIMPSON H2.5A
iii. HANDRAILS BY OWNER AND CONTRACTOR
iv. THE GENERAL CONTRACTOR SHALL PROVIDE A CONTINUOUS LOAD PATH FROM UPPER LEVEL
POSTS/COLUMN/FRAMING TO THE FOUNDATION. IF PLATFORM FRAMING IS UTILIZED, BLOCK AS REQUIRED
REQUIRED POST SIZES FROM POINT LOADS AT GIRDER TRUSS BEAM AND/OR HEADER END LOCATIONS SHALL
BE CONTINUOUS, BEARING ONTO BEAMS OR CONTINUOUS TO FOOTINGS AS INDICATED. PROVIDE SQUASH
BLOCKS BETWEEN FLOOR FRAMING AS NECESSARY OR REQUIRED.
STRUCTURAL CONNECTORS INDICATED ON THESE DOCUMENTS SHALL BE PROVIDED BY SIMPSON STRONG-TIE
COMPANY, INC., PROVIDE JOIST HANGERS AT EACH END OF ALL FLOOR JOISTS, AND/OR BEAMS FLUSH WITH
ADJACENT BEAMS, HEADERS. PROVIDE COLUMN CAPS AND POST BASES AT ALL STRUCTURAL LOAD BEARING
WOOD BEAMS, INCLUDING EXTERIOR DECKS.
STRUCTURAL MEMBERS INDICATED ARE REQUIRED MINIMUM SIZES AND MAY BE INCREASED TO ALIGN WITH
ADJACENT FRAMING MEMBERS AS NECESSARY OR REQUIRED WITHOUT ADDITIONAL STRUCTURAL
ENGINEERING AT THE GENERAL CONTRACTOR/OWNER'S DISCRETION.
FLUSH BEAMS INDICATED MAY BE DROPPED AT THE GENERAL CONTRACTOR/OWNER'S DISCRETION. VERIFY
AND COORDINATE WITH ARCHITECTURAL, ELECTRICAL AND MECHANICAL DRAWINGS FOR COMPATIBILITY PRIOR
TO INSTALLATION.
LAMINATED VENEER LUMBER (LVL) AND PARALLEL STRAND LUMBER (PSL) LEVEL BY BOISE CASCADE. IF THE
SPECIFIED MATERIAL IS SUBSTITUTED WITH ANOTHER PRODUCT IT IS THE RESPONSIBILITY OF THE
CONTRACTOR TO VERIFY THAT THE SUBSTITUTED PRODUCT STRUCTURALLY MEETS OR EXCEEDS THE
ORIGINALLY SPECIFIED PRODUCT.
NOTCHES IN THE TOP AND BOTTOM OF DIMENSIONAL LUMBER JOISTS SHALL NOT EXCEED 1/6 OF THE DEPTH
OF THE JOIST, AND SHALL NOT BE LOCATED IN THE MIDDLE ONE THIRD (1/3) OF THE SPAN. NOTCHES AT THE
JOIST ENDS SHALL NOT EXCEED 1/4 OF THE JOIST DEPTH. HOLES THROUGH THE JOISTS SHALL NOT BE WITHIN
2" OF THE TOP AND BOTTOM OF THE JOIST. THE HOLE DIAMETER SHALL NOT EXCEED 1/3 OF THE JOIST DEPTH.
INSTALL SOLID BLOCKING BETWEEN FLOOR JOISTS @ 8'-0" O.C. MAXIMUM AS REQUIRED BY CODE OR THE
FLOOR JOIST MANUFACTURER.
ALL WOOD SHALL BE MINIMUM 8" ABOVE FINISH GRADE, OR SHALL BE PRESSURE TREATED.
ALL HARDWARE, FASTENERS, CONNECTOR, NAILS, SCREW, ETC. USED WITH PRESSURE TREATED LUMBER (P.T.)
SHALL BE, AS RECOMMENDED BY THE PRESSURE TREATED WOOD INDUSTRY FOR USE WITH TREATED WOOD:
a. HOT-DIPPED (HDG) OR STAINLESS STEEL TYPES 304 OR 316 (SS).
b. DO NOT MIX AND MATCH SS AND WITH HDG FASTENERS, THEY ARE CONSIDERED DIS-SIMILAR MATERIALS
c. ELECTROPLATED / ELECTRO GALVNIZED AND MECHANICAL GALVNIZED COATINGS SHOULD NOT BE
CONSIDERED GREATER. NOTE HOWEVER HDG OR SS IS PREFERRED.
L-1
L-2
L-3
L-4
L-5
L-6
L-7
L-8
L-9
ALL REINFORCING STEEL SHALL BE ASTM A-615, GRADE 60. ALL REINFORCING BAR
DIMENSIONS SHOWN ON THE DRAWINGS ARE TO THE CENTER LINE OF BARS, UNLESS
OTHERWISE NOTED.
ALL CONCRETE AND REINFORCING STEEL SHALL BE FURNISHED, FABRICATED AND
ERECTED IN ACCORDANCE WITH ACI STANDARD BUILDING CODE REQUIREMENTS FOR
REINFORCED CONCRETE STRUCTURES, (ACI 318-14). REINFORCED STEEL SHALL BE
DETAILED IN ACCORDANCE WITH THE ACI MANUAL OF STANDARD PRACTICE FOR
DETAILING REINFORCED CONCRETE STRUCTURES (ACI 315).
UNLESS OTHERWISE INDICATED ON THE DRAWINGS, THE CLEAR CONCRETE COVER
PROVIDED FOR REINFORCEMENT SHALL BE:
A.CAST AGAINST EARTH AND PERMANENTLY EXPOSED TO EARTH :3"
B.EXPOSED TO EARTH OR WEATHER #6 THROUGH #18 BARS :2"
#5 BARS AND SMALLER :1.5"
C.NOT EXPOSED TO WEATHER OR IN CONTACT WITH
THE GROUND (SLABS AND WALLS):0.75"
D.BEAMS, GIRDERS, COLUMNS, PRIMARY
REINFORCEMENT, TIES, STIRRUPS, SPIRALS :1.5"
STEEL REINFORCING REQUIREMENTS IN CONCRETE FLOOR SLABS SHALL BE AS REQUIRED
BY CODE AND/OR LOCAL JURISDICTIONS, OR PER SITE CONDITIONS.
PROVIDE MATCHING CORNER DOWELS TO HORIZONTAL REINFORCING @ CORNERS 90° 45°
ETC., MINIMUM LAP 50 BAR DIA. U.N.O.
REINFORCING STEEL
R-1
R-2
R-3
R-4
DIAPHRAGM SHEATHING NAILS OR OTHER APPROVED SHEATHING CONNECTORS SHALL
BE DRIVEN SO THAT THEIR HEAD OR CROWN IS FLUSH WITH THE SURFACE OF THE
SHEATHING.
NAILING SCHEDULE
a.NAILS SPACED AT 6 " AT INTERMEDIATE SUPPORTS WHERE SPANS ARE 48 " OR MORE.
FOR NAILING OF WOOD STRUCTURAL PANEL AND ORIENTED STRAND BOARD
DIAPHRAGMS AND SHEAR WALLS, REFER TO SECTION 2305. NAILS FOR WALL
SHEATHING ARE PERMITTED TO BE COMMON, BOX OR CASING.
b.SPACING SHALL BE 6 " ON CENTER ON THE EDGES AND 12 " ON CENTER AT
INTERMEDIATE SUPPORTS FOR NONSTRUCTURAL APPLICATIONS. PANEL SUPPORTS
AT 16 " (20 " IF STRENGTH AXIS IN THE LONG DIRECTION OF THE PANEL, UNLESS
OTHERWISE MARKED.)
c.WHERE A RAFTER IS FASTENED TO AN ADJACENT PARALLEL CEILING JOIST IN
ACCORDANCE WITH THIS SCHEDULE AND THE CEILING JOIST IS FASTENED TO THE
TOP PLATE IN ACCORDANCE WITH THIS SCHEDULE, THE NUMBER OF TOENAILS IN THE
RAFTER SHALL BE PERMITTED TO BE REDUCED BY ONE NAIL.
TABLE 602.3 (1) (IRC 2021)
SPACING
AND LOCATIONDESCRIPTION OF BUILDING ELEMENTS NUMBER AND
TYPE OF FASTENER
ROOF
BLOCKING BETWEEN CEILING JOISTS,
RAFTERS OR TRUSSES TO TOP PLATE
OR OTHER FRAMING BELOW
BLOCKING BETWEEN RAFTERS OR TRUSS
NOT @ THE WALL TOP PLATE, TO RAFTER
OR TRUSS
3-8d COMMON
2-8d COMMON
EACH END,
TOENAIL
EACH END, TOE NAIL
2-16d COMMON END NAIL
FLAT BLOCKING TO TRUSS AND WEB FILLER 16d COMMON
4. RAFTER OR ROOF TRUSS TO
TOP PLATE (SEE SECTION
2308.7.5, TABLE 2308.7.5)
3-10d COMMON TOE NAIL
WALL
6. STUD TO STUD (NOT @
BRACED WALL PANELS)
@ 24" O.C. FACE NAIL
10d BOX @ 16" O.C. FACE NAIL
7. STUD TO STUD AND ABUTTING STUDS
@ INTERSECTING WALL CORNERS
(@ BRACED WALL PANELS)
16d COMMON @ 16" O.C. FACE NAIL
16d COMMON
8. BUILT-UP HEADER (2"TO 2" HEADER)16d COMMON @ 16" O.C. EACH
EDGE, FACE NAIL
10. TOP PLATE TO TOP PLATE 16d COMMON @ 16" O.C. FACE NAIL
11. TOP PLATE TO TOP
PLATE, @ END JOINTS 8-16d COMMON
EACH SIDE OF END
JOINT, FACE NAIL
(MINIMUM 24" LAP
SPLICE LENGTH EACH
SIDE OF END JOINT)
12. STUD TO TOP OR BOTTOM PLATE 4-8d COMMON TOE NAIL
2-16d COMMON END NAIL
2-16d COMMON FACE NAIL13. TOP PLATES, LAPS @ CORNERS
AND INTERSECTIONS
PER JOIST
TOE NAIL
3-8d COMMON2. CEILING JOISTS TO TOP PLATE
3. COLLAR TIE TO RAFTER 3-10d COMMON FACE NAIL
5. ROOF RAFTERS TO RIDGE VALLEY
OR HIP RAFTERS; OR ROOF
RAFTER TO 2-INCH RIDGE BEAM
2-16d COMMON END NAIL
9. CONTINUOUS HEADER TO STUD 4-8d COMMON TOE NAIL
FLOOR
14. JOIST TO SILL, TOP PLATE, OR GIRDER 3-8d COMMON TOE NAIL
15. RIM JOIST, BAND JOIST, OR
BLOCKING TO TOP PLATE, SILL
OR OTHER FRAMING BELOW
8d COMMON @ 6" O.C.,
TOE NAIL
16. LEDGER STRIP SUPPORTING
JOISTS OR RAFTERS
3-16d COMMON EACH JOIST OR
RAFTER, FACE NAIL
17. BAND JOIST OR RIM JOIST TO JOIST 3-16d COMMON END NAIL
18. BRIDGING OR BLOCKING TO
JOIST, RAFTER OR TRUSS 2-8d COMMON EACH END,
TOE NAIL
@ 6" O.C.
FACE NAIL
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Job 26051
24 April 2026
FOUNDATION PLAN
SCALE : 3 16" = 1'-0"
GENERAL NOTES ON SG-0.1 & SG-0.2 ARE PART OF THIS DESIGN DOCUMENT, COORDINATE FOR ADDDITIONAL REQUIREMENTS
NOTES:
1.IN ABSENCE OF SOIL REPORT, FOOTING SHALL BE DESIGNED FOR 3000 PSF MINIMUM SOIL BEARING CAPACITY.
2.F'c 4000 PSI SLAB, 3000 PSI FOUNDATION CONCRETE @ 28 DAYS. ALL REINFORCING SHALL BE DEFORMED BARS CONFORMING
TO ASTM A615 GRADE 60 Fy = 60,000 PSI
3.DO NOT BACKFILL FOUNDATION WALLS UNTIL FIRST FLOOR FRAMING & FLOOR SHEATHING ARE IN PLACE.
4.SLAB 4000 PSI @ 28 DAYS, 1.5# CUBIC YARD FINER MESH IN MIX OR WELDED WIRE FABRIC OVER 6 MIL POLY VAPOR BARRIER.
5.FOUNDATION WALLS WITH SLAB ON GRADE, GENERALLY GARAGE BACKFILL AGAINST WALL EVENLY WITHIN 1'-0" ON EACH SIDE
OF WALL DO NOT CREATE AN UNBALANCED FILL WITH TOP OF WALL UN-RESTRAINED/UN-BRACED FLOOR SYSTEM.
6.PROVIDE 48" MINIMUM FROST DEPTH FOR ALL FOOTING BEARINGS.
A
DRAWING LEGEND
DRAWN AS DESCRIPTION
EXISTING CMU WALL
NEW STUD WALL
NEW SIMPSON HANGER
NEW LEDGER
FRAMING DIRECTION
FOOTING SCHEDULE
MARK SIZE & REINFORCEMENT
BF24 12" Ø SONOTUBE WITH 24" Ø BIGFOOT
FOOTING, REFER DETAIL - 1
1 40'-11 2"
10'-11 2"
2 3
15'-4"14'-8"
A
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'
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5
1
2"
24
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8
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B
C
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1
2"
4'
-
0
"
4
ALL DIMENSIONS ARE FOR REFERENCE
ONLY & FINAL DIMENSIONS SHALL BE TAKEN
FROM LATEST ARCHITECTURAL PLANS.
AL
L
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O
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S
A
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F
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N
C
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ON
L
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&
F
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A
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B
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A
K
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FR
O
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A
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P.T.
U
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P1-6
6
P.T.
U
P
P1-6
6
P.T.
U
P
P1-6
6
P.T.
U
P
P1-6
6
P.T.
U
P
P1-6
6
P.T.
U
P
P1-6
6
B
F
2
4
P.
T
.
U
P
P
1
-
6
6
P.T.
U
P
P1-6
6
BF2
4
B
F
2
4
B
F
2
4
B
F
2
4
B
F
2
4
B
F
2
4
B
F
2
4
STHD14
STHD14
BF24
12" Ø SONOTUBE WITH
24" Ø BIGFOOT FOOTING,
REFER DETAIL - 1
18" WIDEx12" THICK STAIR
PAD FOOTING, REFER
TYPICAL DETAIL - 2
P.T
.
U
P
P1-
6
6
B
F
2
4
4
J
H
EXISTING CMU WALL
& FOOTING TO
REMAIN, TYPICAL
48
"
M
I
N
.
B
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L
O
W
G
R
A
D
E
OR
T
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E
A
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S
O
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WH
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24" Ø
BIGFOOT FOOTING
2"
CLEAR
3"
CLEAR3"
CL
E
A
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3"
CL
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A
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8"
M
I
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I
M
U
M
18
"
M
A
X
I
M
U
M
DETAIL OF SONOTUBE WITH BIGFOOT FOOTING (BF-24)1 SCALE: 1/2"=1'-0"
12" Ø CONCRETE
SONOTUBE
(4) #4 VERTICAL REINFORCING
WITH HOOK AT BOTTOM
- TIE 18" O.C. WITH WIRE OR
- #3 OR #4 STIRRUP
SIMPSON RAISED POST
BASE WITH ONE 1 2" Ø
EXPANSION BOLT WITH
312" MINIMUM EMBEDMENT
POST UP - SEE PLAN
BACKFILL
12" HOOK
DENOTES
12" Ø CONCRETE
SONOTUBE ON 24" Ø
BIGFOOT FOOTINGS
TO 48" BELOW GRADE
FINISH GRADE
SHEET NO.
JOB NO.
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1
1
SG-1
Job 26051
24 April 2026
1'-6"
1'
-
0
"
73
4"
MA
X
I
M
U
M
10"
MINIMUM
SIMPSON A35 @ BOTH
SIDES OF STRINGERS
STEPS FINISH PER
ARCHITECTURAL DRAWINGS
2x6 P.T. KICKER PLATE WITH
1 2" Ø ANCHOR BOLTS @ 16"
O.C. & 4" FROM BOTH ENDS &
WITH 8" MINIMUM EMBEDMENT
6" MINIMUM
EFFECTIVE DEPTH
(2) #4 CONTINUOUS
REBAR @ BOTTOM
DETAIL @ STAIR PAD FOOTING2 SCALE: 1/2"=1'-0"
3"
CLEAR
3"
CL
E
A
R
NOTE:
RISE & TREAD SHOWN AS
PER IRC CODE LIMITATIONS.
CO-ORDINATE WITH
ARCHITECTURAL DRAWINGS
3 4" THICK MARINE
(P.T.) SHEATHING
SIMPSON H2.5A
OR A35 OR HGA10
2x_ BLOCKING WITH TWO
ROWS OF 12d NAILS @
4" O.C. NOT STAGGERED
OR ONE ROW OF TRUSS
LOCK SCREWS @ 4" O.C.
HEADER PER PLAN
2x_ P.T. PLATE
SIMPSON LSCZ HANGER
HEADER PER PLAN
TWO ROWS OF 12d NAILS @ 4" O.C. NOT
STAGGERED OR ONE ROW OF TRUSS
LOCK SCREWS @ 4" O.C. TO HEADER
TOP OF LANDING
TWO ROWS OF 12d NAILS @
4" O.C. NOT STAGGERED OR
ONE ROW OF TRUSS LOCK
SCREWS @ 4" O.C. TO HEADER
OPTION - 1
OPTION - 2
STRINGER PER PLAN
3 4" THICK MARINE (P.T.) SHEATHING
STRINGER PER PLAN
TOP OF LANDING
TYPICAL DETAIL @ STAIR STRINGER TO BEAM CONNECTION SCALE: 1/2"=1'-0"
NOTE:
MARINE PLY APPLICABLE
ONLY FOR EXTERIOR STAIRS
3
DECKING PER
ARCHITECTURE
J21
2x8 P.T DECK
JOIST @ 16" O.C
2x8 LEDGER BOARD WITH
(2)-1 2" Ø LAG SCREWS @ 16" O.C.
SIMPSON "DTT1Z" (MINIMUM 4)
WITH 3 8" HDG SCREW WITH
HDG WASHER OR SDWH
TIMBER-HEX HDG SCREW INTO
TOP PLATE & (6) #10 SCREWS
TO NEW FLOOR FRAMING
DETAIL @ DECK CONNECTION5 SCALE: 1/2"=1'-0"
SIMPSON LUS28 HANGER
EACH JOIST, TYPICAL
REFER DETAIL - 1 FOR
SONOTUBE FOOTING
FLOOR JOIST PER
FRAMING PLAN
FLOOR SHEATHING PER
STRUCTURAL NOTES
2x_CONTINUOUS
SILL PLATE WITH (2) 16d
NAILS @ EACH STUD
2x_ STUD WALL
PER FRAMING PLAN
EXISTING CMU WALL
& FOOTING TO
REMAIN, TYPICAL
RAILING PER
ARCHITECTURE
SIMPSON RAISED POST BASE
WITH ONE 1 2" Ø EXPANSION BOLT
WITH 31 2" MINIMUM EMBEDMENT
SIMPSON CCQ4.62-5.50SDS2.5
POST CAP
EXISTING CMU WALL
REMAIN, TYPICAL
EXISTING 12" WIDEx8" THICK
CONCRETE FOOTING TO
REMAIN, TYPICAL1'-0"
8"
2"2"
EXISTING SLAB TO
REMAIN, TYPICAL
FLOOR JOIST PER
FRAMING PLAN
FLOOR SHEATHING PER
STRUCTURAL NOTES
2x_CONTINUOUS
SILL PLATE WITH (2) 16d
NAILS @ EACH STUD
2x_ STUD WALL
PER FRAMING PLAN
8'
-
1
0
"
(V
E
R
I
F
Y
I
N
F
I
E
L
D
)
DETAIL @ EXISTING FOUNDATION WALL CONNECTION SCALE: 1/2"=1'-0"4
(2) 13 4"x14" LVL
RIM BOARD
WALL SHEATHING PER
SHEARWALL SCHEDULE
WHERE OCCURS, REFER
SHEET SWL SHEETS
FOR SILL PLATE TO
CMU WALL CONNECTION,
REFER DETAIL - 6
FOR SILL PLATE TO
CMU WALL CONNECTION,
REFER DETAIL - 6
DETAIL @ SILL PLATE TO CMU WALL CONNECTION SCALE: 3/4"=1'-0"6
CONTINUOUS 2x8 P.T.
SILL PLATE
1 2" Ø EPOXY ANCHOR
BOLTS @ 48" O.C.
WITH NEW GROUT IN
EXISTING CMU BLOCK
@ 48" O.C.
CONTINUOUS 2x8 P.T.
SILL PLATE WITH 1 2" Ø
EXPANSION ANCHOR
BOLT @ 48" O.C.
REMOVE THE TOP LAYER
OF CMU & POUR 3000 PSI
CONCRETE BLOCK
EXISTING CMU
WALL TO REMAIN
EXISTING CMU
WALL TO REMAIN
OPTION - 1 OPTION - 2
(2) 13 4"x14" LVL
RIM BOARD
SHEET NO.
JOB NO.
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1
1
SG-1.1
Job 26051
24 April 2026
2
2 Ex
i
s
t
i
n
g
Re
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2
,
M
a
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6
,
2
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2
6
,
R
e
v
i
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d
T
h
u
s
2
6May 2026
GENERAL NOTES ON SG-0.1 & SG-0.2 ARE PART OF THIS DESIGN DOCUMENT, COORDIANTE FOR ADDITIONAL REQUIREMENTS
FLOOR NOTES:
F1.FLOOR SHEATHING 3 4" (23 32") TONGUE & GROOVE GLUED & NAILED 8d (PENNY) @ 6" O.C. PERIMETER & 12" O.C. FIELD /INTERMEDIATE.
F2.FLOOR JOISTS, SEE PLAN. DOUBLE RIM JOIST @ FIRST FLOOR FRAMING OVER CASEMENT WINDOWS. FOR HEADER, EXTEND PIECE DOUBLE 2x_ 6" BEYOND WINDOW
F3.LIVE LOAD = 40 PSF; DEAD LOAD = 10 PSF
F4.ALL EXTERIOR STUD WALLS UNLESS NOTED OTHERWISE (U.N.O.):
a. CONTINUOUS FROM FLOOR DIAPHRAGM TO CEILING/FLOOR/ROOF DIAPHRAGM.
b. PLATFORM FRAMING NOT ALLOWED WHERE THERE IS NO PLATFORM @ INTERSECTING JOINT/PLATES IN SHORT STUDS.
c. 2x6 @ 16" O.C. @ TALL WALLS/GREAT ROOMS/HIGH CEILINGS SEE PLAN &/OR SECTIONS FOR ADDITIONAL INFORMATION
d. ALL EXTERIOR WALLS SHEATHING IS A CONTINUOUSLY SHEATHED "BLOCKED" SHEAR WALL, UNLESS NOTED OTHERWISE (U.N.O.), 7 16" SHEATHING NAILED 8d - 6 12, i.e, 8 PENNY NAILS @ 6" O.C.
PERIMETER, 6" O.C. BLOCKING PERIMETER HORIZONTAL SEAMS, 12" O.C. @ INTERMEDIATE/FIELD/VERTICAL STUDS. SEE PLANS & ELEVATIONS FOR CLOSER NAILING SCHEDULES WHERE IT IS
APPLICABLE. NOTE " BLOCKED" 8d - 6 12 IS THE CODE MINIMUM FOR EXTERIOR SHEAR WALLS.
F5.U.N.O. DOUBLE THE JOIST @ ALL PARTITIONS.
F6. ALL EXTERIOR WALLS SHALL BE 2x6 SPF #2 OR BETTER @ 16" O.C. UNLESS OTHERWISE NOTED & ALL PARTITION WALLS SHALL BE 2x4 SPF #2 OR BETTER @ 16" O.C. UNLESS OTHERWISE NOTED.
F7. ALL HEADERS IN BEARING WALLS SHALL BE MIN. (2) 2x8 SPF #2 OR BETTER IN 2x4 STUD WALLS & (3) 2x8 SPF #2 OR BETTER IN 2x6 STUD WALL UNLESS OTHERWISE NOTED.
F8. SPACING OF JOISTS UNDER CERAMIC/ MARBLE TILE FINISHES SHALL NOT BE MORE THAN 16" O.C.
SECOND FLOOR & DECK FRAMING PLANBSCALE : 3 16" = 1'-0"
LEDGER SCHEDULE
MARK DESCRIPTION
LGR-1 2x_ LEDGER WITH (2)-12" Ø
EXPANSION ANCHOR BOLTS @ 16" O.C.
POST SCHEDULE
MARK DESCRIPTION
5.25x5.25 PSL 51 4"x51 4" PSL
P1-66, P.T.6x6 P.T.
P3-26
UPP_OR
C
_
NUMBER OF STUDS
IF APPLICABLE
SIZE OF STUD
OR DIMENSION
OF SOLID POST
P-POST,
DNP_OR
C
_
POST ABOVE/UP
FRAMING LEVEL
POST BELOW/DOWN
FRAMING LEVEL
LEGEND
1 40'-11 2"
10'-11 2"
2 3
15'-4"14'-8"
A
10
'
-
5
1
2"
24
'
-
8
"
B
C
D
10
'
-
2
1
2"
4'
-
0
"
4
ALL DIMENSIONS ARE FOR REFERENCE
ONLY & FINAL DIMENSIONS SHALL BE TAKEN
FROM LATEST ARCHITECTURAL PLANS.
AL
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ON
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&
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FR
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I
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ST
R
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DN
UP
5.25
x
5
.
2
5
P
S
L
NE
W
H
-
2
1
PO
R
T
A
L
F
R
A
M
E
H
E
A
D
E
R
(3
)
1
3
4"x
1
4
"
L
V
L
DN5.25x5.
2
5
P
S
L
DN
5.
2
5
x
5
.
2
5
P
S
L
EXISTING HEADER TO
REMAIN, TYPICAL
SF
J
-
1
14
"
A
J
S
2
0
OR
1
1
7
8"
B
C
I
9
0
-
2
.
0
S
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C
O
N
D
F
L
O
O
R
J
O
I
S
T
@
1
6
"
O
.
C
.
SIMPSON DTT1Z
@ 6'-0" O.C
(MINIMUM 4), TYPICAL
DN
2x12 P.T. STRINGER @
12" O.C. REFER DETAIL - 3
FOR STRINGER CONNECTION
DB-2
(2) 2x8 P.T.
DB-2
(2) 2x8 P.T.
DB-2
(2) 2x8 P.T.
DJ
-
1
DB
-
1
(3
)
2
x
8
P
.
T
.
DB
-
1
(3
)
2
x
8
P
.
T
.
DJ-1
2x8 P.T. DECK
JOIST @ 16" O.C.
DJ-1
LG
R
-
1
LGR-1
P
.
T
.
D
N
P
1
-
6
6
P
.
T
.
D
N
P
1
-
6
6
P
.
T
.
D
N
P
1
-
6
6
P
.
T
.
D
N
P
1
-
6
6
P.T
.
D
N
P1-
6
6
DB
-
1
(3
)
2
x
8
P
.
T
.
DB-1
(3) 2x8 P.T.
DB
-
1
DB
-
1
P.T.
D
NP1-6
6
P.
T
.
D
N
P1
-
6
6
5
4
P.
T
.
D
N
P1
-
6
6
P.T.
D
N
P1-6
6
DB
-
1
(3
)
2
x
8
P
.
T
.
8'-0"
DB-1
J
H
DB
-
1
(3
)
2
x
8
P
.
T
.
4
7A
FLOOR JOIST PER
FRAMING PLAN
FLOOR SHEATHING PER
STRUCTURAL NOTES
2x_CONTINUOUS
SILL PLATE WITH (2) 16d
NAILS @ EACH STUD
2x_ STUD WALL
PER FRAMING PLAN
EXISTING CMU WALL
& FOOTING TO
REMAIN, TYPICAL
(2) 13 4"x14" LVL
RIM BOARD
WALL SHEATHING PER
SHEARWALL SCHEDULE
WHERE OCCURS, REFER
SHEET SWL SHEETS
DETAIL @ NEW WALL TO EXISTING CMU WALL CONNECTION SCALE: 1/2"=1'-0"
FOR SILL PLATE TO CMU
WALL CONNECTION,
REFER DETAIL - 6/SG-1.1
SHEET NO.
JOB NO.
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1
SG-2
Job 26051
24 April 2026
CEILING FRAMING PLANCSCALE : 3 16" = 1'-0"
GENERAL NOTES ON SG-0.1 & SG-0.2 ARE PART OF THIS DESIGN DOCUMENT, COORDIANTE FOR ADDITIONAL REQUIREMENTS
FLOOR NOTES:
F1.FLOOR SHEATHING 3 4" (23 32") TONGUE & GROOVE GLUED & NAILED 8d (PENNY) @ 6" O.C. PERIMETER & 12" O.C. FIELD /INTERMEDIATE.
F2.FLOOR JOISTS, SEE PLAN. DOUBLE RIM JOIST @ FIRST FLOOR FRAMING OVER CASEMENT WINDOWS. FOR HEADER, EXTEND PIECE DOUBLE 2x_ 6" BEYOND WINDOW
F3.LIVE LOAD = 40 PSF; DEAD LOAD = 10 PSF
F4.ALL EXTERIOR STUD WALLS UNLESS NOTED OTHERWISE (U.N.O.):
a. CONTINUOUS FROM FLOOR DIAPHRAGM TO CEILING/FLOOR/ROOF DIAPHRAGM.
b. PLATFORM FRAMING NOT ALLOWED WHERE THERE IS NO PLATFORM @ INTERSECTING JOINT/PLATES IN SHORT STUDS.
c. 2x6 @ 16" O.C. @ TALL WALLS/GREAT ROOMS/HIGH CEILINGS SEE PLAN &/OR SECTIONS FOR ADDITIONAL INFORMATION
d. ALL EXTERIOR WALLS SHEATHING IS A CONTINUOUSLY SHEATHED "BLOCKED" SHEAR WALL, UNLESS NOTED OTHERWISE (U.N.O.), 7 16" SHEATHING NAILED 8d - 6 12, i.e, 8 PENNY NAILS @ 6" O.C.
PERIMETER, 6" O.C. BLOCKING PERIMETER HORIZONTAL SEAMS, 12" O.C. @ INTERMEDIATE/FIELD/VERTICAL STUDS. SEE PLANS & ELEVATIONS FOR CLOSER NAILING SCHEDULES WHERE IT IS
APPLICABLE. NOTE " BLOCKED" 8d - 6 12 IS THE CODE MINIMUM FOR EXTERIOR SHEAR WALLS.
F5.U.N.O. DOUBLE THE JOIST @ ALL PARTITIONS.
F6. ALL EXTERIOR WALLS SHALL BE 2x6 SPF #2 OR BETTER @ 16" O.C. UNLESS OTHERWISE NOTED & ALL PARTITION WALLS SHALL BE 2x4 SPF #2 OR BETTER @ 16" O.C. UNLESS OTHERWISE NOTED.
F7. ALL HEADERS IN BEARING WALLS SHALL BE MIN. (2) 2x8 SPF #2 OR BETTER IN 2x4 STUD WALLS & (3) 2x8 SPF #2 OR BETTER IN 2x6 STUD WALL UNLESS OTHERWISE NOTED.
F8. SPACING OF JOISTS UNDER CERAMIC/ MARBLE TILE FINISHES SHALL NOT BE MORE THAN 16" O.C.
POST SCHEDULE
MARK DESCRIPTION
P2-26 (2) 2x6
5.25x5.25PSL 51 4"x51 4" PSL
P3-26
UPP_OR
C
_
NUMBER OF STUDS
IF APPLICABLE
SIZE OF STUD
OR DIMENSION
OF SOLID POST
P-POST,
DNP_OR
C
_
POST ABOVE/UP
FRAMING LEVEL
POST BELOW/DOWN
FRAMING LEVEL
LEGEND
1 40'-11 2"
10'-11 2"
2 3
15'-4"14'-8"
A
10
'
-
5
1
2"
24
'
-
8
"
B
C
D
10
'
-
2
1
2"
4'
-
0
"
4
ALL DIMENSIONS ARE FOR REFERENCE
ONLY & FINAL DIMENSIONS SHALL BE TAKEN
FROM LATEST ARCHITECTURAL PLANS.
AL
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N
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ON
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&
F
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A
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H
A
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B
E
T
A
K
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FR
O
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A
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ST
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CJ
-
1
11
7
8"
A
J
S
2
5
C
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G
J
O
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@
1
6
"
O
.
C
.
OPEN PORCH
BELOW
H-32
(3) 2x8
H-
3
1
(3
)
1
3
4"x
7
1
4"
L
V
L
ALL EXTERIOR
HEADER POSTS
ARE P2-26, U.N.O.
J
H
H-32
(3) 2x8
H-
3
2
(3
)
2
x
8
H-
3
2
(3
)
2
x
8
UP
P2-
2
6
UPP2-2
6
VAULTED CEILING
TYPICAL DETAIL @ BLOCKED SHEAR WALL SCALE: 1/2"=1'-0"27
2x4 BLOCKING
@ PLYWOOD
SEAM
8d PENNY NAILS @ XX" O.C.
INCLUDING HORIZONTAL BLOCKED
JOINTS (SEE SHEAR WALL NAILING
SCHEDULE ON SWL SHEETS IF NONE)
PLYWOOD SEAM
STUD
STUD
NOTE: ALL EXTERIOR WALLS
ARE BLOCKED SHEAR WALL
XX = FOR SPACING SEE
SHEAR WALL SHEET, IF NONE
BASEMENT WALK OUT = 3" O.C.
FIRST TO SECOND FLOOR = 4" O.C.
SECOND TO ATTIC FLOOR = 6" O.C.
EXTERIOR SHEATHING
SHEET NO.
JOB NO.
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1
1
SG-3
Job 26051
24 April 2026
2"
MI
N
I
M
U
M
EQ
.
EQ
.
EQ
.
EQ
.
EQ
.
EQ
.
2"
MI
N
I
M
U
M
2"
MI
N
I
M
U
M
2"
MI
N
I
M
U
M
2"
MI
N
I
M
U
M
2"
MI
N
I
M
U
M
GYPSUM BOARD INSTALLED IN
ACCORDANCE WITH BUILDING
CODE OR SHEAR WALL SCHEDULE
WALL SHEATHING PER
SHEARWALL SCHEDULE
WHERE OCCURS, REFER
SHEET SWL SHEETS
DEPTH 117 8" AND LESS, 2 ROWS TRUS LOC
SCREWS 16" O.C. NOT STAGGERED
GREATER 117 8" DEPTH , 3 ROWS SCREWS
MAY BE FROM ONE SIDE
DEPTH 117 8" AND LESS, 2 ROWS TRUSS
LOCK SCREWS 12" O.C. NOT STAGGERED
GREATER 117 8" DEPTH , 3 ROWS SCREWS
MAY BE FROM ONE SIDE
EDGE NAILING PER
SHEARWALL SCHEDULE
EDGE NAILING PER
SHEARWALL SCHEDULE
WALL SHEATHING PER
SHEARWALL SCHEDULE
WHERE OCCURS, REFER
SHEET SWL SHEETS
TYPICAL DETAIL @ MULTIMEMBER CONNECTION SCALE: 1/2"=1'-0"
TYPICAL DETAIL @ CORNER WALL SCALE: 1/2"=1'-0"
GYPSUM BOARD INSTALLED IN
ACCORDANCE WITH BUILDING
CODE OR SHEAR WALL SCHEDULE
ASSEMBLY- CASSEMBLY- BASSEMBLY- A
OUTSIDE CORNER DETAIL (PLAN)
INSIDE CORNER DETAIL (PLAN)
7 8
SIMPSON CCQ OR CC COLUMN CAP
SIZED FOR POST AND ANCHOR PER
MANUFACTURER'S SPECIFICATION
U.N.O. ON FRAMING PLAN
BEAM PER FRAMING PLAN
BEAM PER
FRAMING PLAN
SIMPSON ACE POST CAP EACH SIDE
-SIZED FOR POST AND ANCHOR PER
MANUFACTURER'S SPECIFICATION
U.N.O. ON FRAMING PLAN
WOOD POST PER
FRAMING PLAN
WOOD POST PER
FRAMING PLAN
TYPICAL DETAIL @ BEAM TO POST CONNECTION SCALE: 1/2"=1'-0"9
WALL SHEATHING PER
SHEARWALL SCHEDULE
WHERE OCCURS, REFER
SWL SHEETS
PORTAL FRAME
HEADER PER
FRAMING PLAN
CONTINUOUS 2x_ DOUBLE
TOP PLATE WITH
(2) 16d NAILS @ EACH STUD
2x_ STUD WALL
PER FRAMING PLAN
2x_ CONTINUOUS
BOTTOM PLATE WITH
(2) 16d NAILS @ EACH STUD
FLOOR SHEATHING PER
STRUCTURAL NOTES
FLOOR JOIST PER
FRAMING PLAN
EXISTING CMU
WALL TO REMAIN SIMPSON IUS3.56/14
HANGER TO EACH JOIST
EXISTING OPENING
TO REMAIN
DETAIL @ JOIST TO PORTAL FRAME HEADER CONNECTION SCALE: 1/2"=1'-0"7A
SHEET NO.
JOB NO.
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SG-3.1
Job 26051
24 April 2026
RB-1
(4) 13 4"x16" LVL OR (3) 13 4"x18" OR
W12x26 OR W14x22 STEEL BEAM
ROOF FRAMING PLAN
SCALE : 3 16" = 1'-0"
GENERAL NOTES ON SG-0.1 & SG-0.2 ARE PART OF THIS DESIGN DOCUMENT, COORDIANTE FOR ADDITIONAL REQUIREMENTS
ROOF NOTES:
R1.ROOF SNOW LOAD = 50 PSF (Pg, GROUND SNOW); DEAD LOAD = 15 PSF
R2.WIND = 119 MPH (ULTIMATE), EXPOSURE B
R3.ROOF SHEATHING 5 8" (19 32") SHEATHING NAILED 8d (PENNY) @ 6" O.C. PERIMETER, 12" O.C. FIELD/INTERMEDIATE.
R4.RAFTER TO WALL PLATE CONNECTION, U.N.O. ON DRAWINGS/SECTIONS/DETAILS, SIMPSON H2.5A CLIP, & BLOCK BAYS/EAVE WITH 2x_, TOE NAILS (3) 12d
R5.APEX OF ALL HIPS/VALLEYS & RIDGE BEAMS SHALL BE POSTED DOWN UNLESS NOTED OTHERWISE (U.N.O.), HOLDOWN UPLIFT FORCE WITH MINIMUM CS18 DETAIL, USE
SIMPSON STRAP @ ROOF BEAM TO POST & POST TO FLOOR CONNECTION.
R6.ALL HIPS & VALLEYS TO WALL PLATE CONNECTION INSTALL (2) SIMPSON HGA10 WITH SCREWS.
R7. ALL EXTERIOR WALLS SHALL BE 2x6 SPF #2 OR BETTER @ 16" O.C. UNLESS OTHERWISE NOTED & ALL PARTITION WALLS SHALL BE 2x4 SPF #2 OR BETTER @ 16" O.C.
UNLESS OTHERWISE NOTED.
R8. ALL HEADERS IN BEARING WALLS SHALL BE MIN. (2) 2x8 SPF #2 OR BETTER IN 2x4 STUD WALLS & (3) 2x8 SPF #2 OR BETTER IN 2x6 STUD WALL UNLESS OTHERWISE NOTED.
R9. ALL MULTI JACKS/STUDS TO BE NAILED WITH TWO ROWS OF 12d NAILS @ 12" O.C.
D
1 40'-11 2"
10'-11 2"
2 3
15'-4"14'-8"
A
10
'
-
5
1
2"
24
'
-
8
"
B
C
D
10
'
-
2
1
2"
4'
-
0
"
4
ALL DIMENSIONS ARE FOR REFERENCE
ONLY & FINAL DIMENSIONS SHALL BE TAKEN
FROM LATEST ARCHITECTURAL PLANS.
AL
L
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5 8" PLYWOOD SHEATHING WITH
8d COMMON NAILS @ 6" O.C.
PERIMETER OF SHEET & 12" O.C.
FIELD/INTERMEDIATE, TYPICAL
RR
-
1
2x
1
0
R
O
O
F
R
A
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@
1
6
"
O
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C
.
12
10C
ST
R
E
E
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DN,
C
S
1
8
5.25x5
.
2
5
P
S
L
D
N
,
C
S
1
8
5
.
2
5
x
5
.
2
5
P
S
L
POST SCHEDULE
MARK DESCRIPTION
P2-26 (2) 2x6
5.25x5.25PSL 51 4"x51 4" PSL
P3-26
UPP_OR
C
_
NUMBER OF STUDS
IF APPLICABLE
SIZE OF STUD
OR DIMENSION
OF SOLID POST
P-POST,
DNP_OR
C
_
POST ABOVE/UP
FRAMING LEVEL
POST BELOW/DOWN
FRAMING LEVEL
LEGEND
RIDGE BEAM TO POST
CONNECTION, REFER
DETAIL - 10 & 10A
2x_ OUTRIGGERS @ 16" O.C.
(TURN 90° TO RAFTERS),
REFER DETAIL - 11, TYPICAL
13A
13B
13C
JRR
-
1
2x
1
0
R
O
O
F
R
A
F
T
E
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@
1
6
"
O
.
C
.
H
RH
-
1
(3
)
1
3
4"x
7
1
4"
L
V
L
TYPICAL DETAIL @ BLOCKED SHEAR WALL SCALE: 1/2"=1'-0"27
2x4 BLOCKING
@ PLYWOOD
SEAM
8d PENNY NAILS @ XX" O.C.
INCLUDING HORIZONTAL BLOCKED
JOINTS (SEE SHEAR WALL NAILING
SCHEDULE ON SWL SHEETS IF NONE)
PLYWOOD SEAM
STUD
STUD
NOTE: ALL EXTERIOR WALLS
ARE BLOCKED SHEAR WALL
XX = FOR SPACING SEE
SHEAR WALL SHEET, IF NONE
BASEMENT WALK OUT = 3" O.C.
FIRST TO SECOND FLOOR = 4" O.C.
SECOND TO ATTIC FLOOR = 6" O.C.
EXTERIOR SHEATHING
SHEET NO.
JOB NO.
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SG-4
Job 26051
24 April 2026
DETAIL @ RIDGE BEAM TO POST CONNECTION SCALE: 1/2"=1'-0"
RIDGE BEAM PER
FRAMING PLAN
SIMPSON CS18 STRAP
WITH (22) 8d COMMON
NAILS BOTH SIDE
PROVIDE COIL STRAP
AROUND BEAM
10
A
A
ELEVATION
SECTION A-A
OR
RIDGE BEAM PER
FRAMING PLAN
ROOF RAFTERS PER
FRAMING PLAN
5 8" PLYWOOD SHEATHING WITH
8d COMMON NAILS @ 6" O.C.
PERIMETER OF SHEET & 12" O.C.
FIELD/INTERMEDIATE, TYPICAL
POST PER
FRAMING PLAN
SIMPSON
CCQ7.1-6SDS2.5
POST CAP
SIMPSON
LSSR210Z HANGER
TO EACH RAFTER
MI
N
.
1
2
"
L
A
P
SIMPSON CS-18 HOLD
DOWN STRAP
INSTALL WITH 8d
NAILS FILL ALL HOLES
SIMPSON POST BASE
HGA10 WITH SCREWS
OR
USE CS-18 STRAP WHERE
POSTS ARE STACKED TO
POSTS/BEAMS BELOW
MI
N
.
1
2
"
L
A
P
POST PER
FRAMING PLAN
POST CAP CONNECTION CS18 STRAP CONNECTION
CS-18
POST
CS-18
BEAM
RIDGE
BEAM
CS-18 OR HGA10
WITH SCREWS
CS-18
FLOOR
FRAMING
INFILL THE GAP IF
COLUMN WIDTH IS
LESS THAN BEAM
PLATELINE
2x_ STUD WALL
PER FRAMING PLAN
WALL SHEATHING PER
SHEARWALL SCHEDULE
WHERE OCCURS
FASCIA PER
ARCHITECTURE
ROOF RAFTERS
PER FRAMING PLAN
SOLID BLOCKING @
16" O.C. STAGGERED
IN LAST 3 BAYS
SIMPSON H2.5A TO
CONNECT EACH RAFTER
TO DOUBLE TOP PLATE
TYPICAL DETAIL @ OUTRIGGER CONNECTION SCALE: 1/2"=1'-0"
2x_ RAFTERS TURN 90°
TO FRAMING, TYPICAL
11
6
12
DETAIL @ RAFTER TO STEEL BEAM CONNECTION SCALE: 1/2"=1'-0"12
DETAIL @ STEEL BEAM TO PSL POST CONNECTION SCALE: 1/2"=1'-0"10A
51 4"x51 4" PSL POST
TYPICAL14"
1 4"
W12x26 OR W14x22
STEEL BEAM PER
FRAMING PLAN
CL
SECTION ELEVATION
11
2"
TY
P
I
C
A
L
3"
EQ.EQ.
3 8" THICK STEEL
BRACKET WITH
(2)-12" Ø THRU BOLTS
SEE
SECTION
CL
EQ.EQ.
SEE
SECTION
TYPICAL14"
1 4"
W12x26 OR W14x22
STEEL BEAM PER
FRAMING PLAN
L6x4x5 16" THICK
STEEL ANGLE LONG
LEG VERTICAL
SECTION Z-Z
11 2"
TYPICAL
12" Ø THRU BOLT
WITH WASHERS
& NUT (2)-12" Ø A307 BOLTS
WITH MINIMUM NUTS &
WASHERS, 5/8" Ø
HOLES IN ANGLE LEG
OPTION - 2
51 4"x51 4" PSL POST
2"
TY
P
I
C
A
L
OPTION - 1
ROOF RAFTER PER
FRAMING PLAN
SOLID WOODEN BLOCKING WITH
(2) 1 2" Ø THRU BOLTS @ 12" O.C.
STAGGERED, IF REQUIRED
SIMPSON LSSR210Z
HANGER TO EACH RAFTER
W12x26 OR W14x22 STEEL
BEAM PER FRAMING PLAN SHEET NO.
JOB NO.
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1
SG-4.1
Job 26051
24 April 2026
PLATELINE
AIR VENT
MINIMUM 11 2" & MAXIMUM 2"
FASCIA PER
ARCHITECTURE
SIMPSON A34 PER BLOCK/JOIST
WITH (8) #9x11 2" SD SCREWS
(SIMPSON SELF DRIVEN),
4 SCREWS EACH LEG, TYPICAL
BLOCKING WITH (3) 12d
TOE NAILS TO RAFTER
2x_ STUD WALL
PER FRAMING PLAN
WALL SHEATHING PER
SHEARWALL SCHEDULE WHERE
OCCURS, REFER SWL SHEETS
ROOF RAFTERS PER
FRAMING PLAN
SIMPSON H2.5A TO
CONNECT EACH RAFTER
TO DOUBLE TOP PLATE
2x_CONTINUOUS DOUBLE
TOP PLATE WITH
(2) 16d NAILS @ EACH STUD
5 8" PLYWOOD SHEATHING WITH
8d COMMON NAILS @ 6" O.C.
PERIMETER OF SHEET & 12" O.C.
FIELD/INTERMEDIATE, TYPICAL
HEADER WHERE OPENING
OCCURS PER PLAN
6
12
TYPICAL DETAIL @ RAFTER TO DOUBLE TOP PLATE CONNECTION SCALE: 1/2"=1'-0"13
PLATELINE
AIR VENT
MINIMUM 11 2" & MAXIMUM 2"
FASCIA PER
ARCHITECTURE
SIMPSON A34 PER BLOCK/JOIST
WITH (8) #9x11 2" SD SCREWS
(SIMPSON SELF DRIVEN),
4 SCREWS EACH LEG, TYPICAL
BLOCKING WITH (3) 12d
TOE NAILS TO RAFTER
2x_ STUD WALL
PER FRAMING PLAN
WALL SHEATHING PER
SHEARWALL SCHEDULE WHERE
OCCURS, REFER SWL SHEETS
ROOF RAFTERS PER
FRAMING PLAN
SIMPSON H2.5A TO
CONNECT EACH RAFTER
TO DOUBLE TOP PLATE
2x_CONTINUOUS DOUBLE
TOP PLATE WITH
(2) 16d NAILS @ EACH STUD
5 8" PLYWOOD SHEATHING WITH
8d COMMON NAILS @ 6" O.C.
PERIMETER OF SHEET & 12" O.C.
FIELD/INTERMEDIATE, TYPICAL
HEADER WHERE OPENING
OCCURS PER PLAN
6
12
CEILING JOIST PER
FRAMING PLAN
(5) 12d NAILS TO CONNECT
CEILING JOIST TO RAFTER
PLATELINE
AIR VENT
MINIMUM 112" & MAXIMUM 2"
FASCIA PER
ARCHITECTURE
SIMPSON A34 PER BLOCK/JOIST
WITH (8) #9x11 2" SD SCREWS
(SIMPSON SELF DRIVEN),
4 SCREWS EACH LEG, TYPICAL
BLOCKING WITH (3) 12d
TOE NAILS TO RAFTER
ROOF RAFTERS PER
FRAMING PLAN
SIMPSON H2.5A TO
CONNECT EACH RAFTER
TO DOUBLE TOP PLATE
2x_CONTINUOUS DOUBLE
TOP PLATE WITH
(2) 16d NAILS @ EACH STUD
5 8" PLYWOOD SHEATHING WITH
8d COMMON NAILS @ 6" O.C.
PERIMETER OF SHEET & 12" O.C.
FIELD/INTERMEDIATE, TYPICAL
HEADER WHERE OPENING
OCCURS PER PLAN
6
12
OPENING PER
ARCHITECTURE
AIR VENT
MINIMUM 11 2" & MAXIMUM 2"
FASCIA PER
ARCHITECTURE
SIMPSON A34 PER BLOCK/JOIST
WITH (8) #9x11 2" SD SCREWS
(SIMPSON SELF DRIVEN),
4 SCREWS EACH LEG, TYPICAL
BLOCKING WITH (3) 12d
TOE NAILS TO RAFTER
2x_ STUD WALL
PER FRAMING PLAN
WALL SHEATHING PER
SHEARWALL SCHEDULE WHERE
OCCURS, REFER SWL SHEETS
ROOF RAFTERS PER
FRAMING PLAN
SIMPSON SDWC15600KT
SCREW TO CONNECT EACH
RAFTER TO DOUBLE TOP PLATE
2x_CONTINUOUS DOUBLE
TOP PLATE WITH
(2) 16d NAILS @ EACH STUD
5 8" PLYWOOD SHEATHING WITH
8d COMMON NAILS @ 6" O.C.
PERIMETER OF SHEET & 12" O.C.
FIELD/INTERMEDIATE, TYPICAL
HEADER WHERE OPENING
OCCURS PER PLAN
A
6
12 AIR VENT
MINIMUM 11 2" & MAXIMUM 2"
FASCIA PER
ARCHITECTURE
SIMPSON A34 PER BLOCK/JOIST
WITH (8) #9x11 2" SD SCREWS
(SIMPSON SELF DRIVEN),
4 SCREWS EACH LEG, TYPICAL
BLOCKING WITH (3) 12d
TOE NAILS TO RAFTER
2x_ STUD WALL
PER FRAMING PLAN
WALL SHEATHING PER
SHEARWALL SCHEDULE WHERE
OCCURS, REFER SWL SHEETS
ROOF RAFTERS PER
FRAMING PLAN
2x_CONTINUOUS DOUBLE
TOP PLATE WITH
(2) 16d NAILS @ EACH STUD
5 8" PLYWOOD SHEATHING WITH
8d COMMON NAILS @ 6" O.C.
PERIMETER OF SHEET & 12" O.C.
FIELD/INTERMEDIATE, TYPICAL
HEADER WHERE OPENING
OCCURS PER PLAN
C
6
12
CEILING JOIST PER
FRAMING PLAN
(5) 12d NAILS TO CONNECT
CEILING JOIST TO RAFTERAIR VENT
MINIMUM 112" & MAXIMUM 2"
FASCIA PER
ARCHITECTURE
SIMPSON A34 PER BLOCK/JOIST
WITH (8) #9x11 2" SD SCREWS
(SIMPSON SELF DRIVEN),
4 SCREWS EACH LEG, TYPICAL
BLOCKING WITH (3) 12d
TOE NAILS TO RAFTER
ROOF RAFTERS PER
FRAMING PLAN
2x_CONTINUOUS DOUBLE
TOP PLATE WITH
(2) 16d NAILS @ EACH STUD
5 8" PLYWOOD SHEATHING WITH
8d COMMON NAILS @ 6" O.C.
PERIMETER OF SHEET & 12" O.C.
FIELD/INTERMEDIATE, TYPICAL
HEADER WHERE OPENING
OCCURS PER PLAN
B
6
12
OPENING PER
ARCHITECTURE
SIMPSON SDWC15600KT
SCREW TO CONNECT EACH
RAFTER TO DOUBLE TOP PLATE SIMPSON SDWC15600KT
SCREW TO CONNECT EACH
RAFTER TO DOUBLE TOP PLATE
OPTION 1 - SIMPSON H2.5A
OPTION 2 - SIMPSON SDWC 15600KT SCREW
SG-4.2
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Job 26051
24 April 2026
LATERAL SECTIONHSCALE : 1 8" = 1'-0"
FIRST FLOOR
LEVEL
SECOND
FLOOR LEVEL
ROOF
RIDGE LEVEL
TOP OF WALL
10
'
-
0
"
9'
-
0
"
5'
-
8
1
4"
FOUNDATION
LEVEL
4'
-
0
"
FIRST FLOOR
LEVEL
SECOND
FLOOR LEVEL
ROOF
RIDGE LEVEL
TOP OF WALL
10
'
-
0
"
9'
-
0
"
5'
-
8
1
4"
4'
-
0
"
5 8" PLYWOOD SHEATHING WITH 8d
COMMON NAILS @ 6" O.C.
PERIMETER OF SHEET & 12" O.C.
FIELD/INTERMEDIATE, TYPICAL
FOUNDATION
LEVEL
RR-1
2x10 ROOF
RAFTERS @ 16" O.C.
12
6
OPENING PER
ARCHITECTURE
2x6 STUD WALL
@16" O.C.
EXISTING CMU
WALL TO REMAIN
RB-1
(4) 13 4"x16" LVL OR (3) 13 4"x18" OR
W12x26 OR W14x22 STEEL BEAM
SFJ-1
14" AJS 20 OR 117 8" BCI
90-2.0 SECOND FLOOR
JOIST @ 16" O.C.
FLOOR SHEATHING
PER STRUCTURAL
NOTES, TYPICAL
EXISTING SLAB
TO REMAIN
EXISTING 12" WIDEx8"
THICK CONCRETE FOOTING
TO REMAIN, TYPICAL
RR-1
2x10 ROOF
RAFTERS @ 16" O.C.
RB-1
(4) 13 4"x16" LVL OR (3) 13 4"x18" OR
W12x26 OR W14x22 STEEL BEAM
CJ-1
117 8" AJS25
CEILING JOIST
@ 16" O.C.
VAULTED CEILING
SFJ-1
14" AJS 20 OR 117 8" BCI
90-2.0 SECOND FLOOR
JOIST @ 16" O.C.
FLOOR SHEATHING
PER STRUCTURAL
NOTES, TYPICAL
10A
10
4
5
1
DJ-1
2x8 P.T. DECK
JOIST @ 16" O.C.
RAILING PER
ARCHITECTURE
EXISTING SLAB
TO REMAIN
EXISTING OPENING
TO REMAIN
LONGITUDINAL SECTIONJSCALE : 1 8" = 1'-0"
13A
10
NEW H-21
(3) 1 3
4"x14" LVL
PORTAL FRAME HEADER
7A
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Job 26051
24 April 2026
SHEET NO.
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SWL-1
GROUND LEVEL
SECOND
FLOOR LEVEL
ROOF
RIDGE LEVEL
TOP OF WALL
FRONT ELEVATIONDSCALE : 3 16" = 1'-0"
5'
-
8
1
4"
9'
-
0
"
10
'
-
0
"
GROUND LEVEL
LEFT SIDE ELEVATIONESCALE : 3 16" = 1'-0"
GROUND LEVEL
SECOND
FLOOR LEVEL
ROOF
RIDGE LEVEL
TOP OF WALL
5'
-
8
1
4"
9'
-
0
"
10
'
-
0
"
REAR ELEVATIONFSCALE : 3 16" = 1'-0"
GROUND LEVEL
SECOND
FLOOR LEVEL
ROOF
RIDGE LEVEL
TOP OF WALL
5'
-
8
1
4"
9'
-
0
"
10
'
-
0
"
GROUND LEVEL
SECOND
FLOOR LEVEL
ROOF
RIDGE LEVEL
TOP OF WALL
5'
-
8
1
4"
9'
-
0
"
10
'
-
0
"
RIGHT SIDE ELEVATIONGSCALE : 3 16" = 1'-0"
WOOD
FLOOR
ALLOWABLE
SHEAR (PLF)
CONCRETE
1 @ 16" O.C. @
CONTINUOUS RIM
BOARD & (2) PER
BLOCKING THUS
@ 16" O.C.
329
1 2" Ø A.B.
@ 48" O.C.
16d @
6" O.C.P1
SHEAR WALL SCHEDULE (2021 IRC - 2018 AF&PA SDPWS - TABLE 4.3A)
MARK WOOD STRUCTURAL
PANELS
(PLYWOOD OR OSB)
NUMBER
OF SIDES
EDGE
(E.N.)
NAILING SILL P ATTACHMENT
U.N.O.
FIELD
(F.N.)
SHEAR CLIPS
(A34)
L
8d @
12" O.C.
8d @
6" O.C.1716" PLYWOOD SHEATHING
(ONE SIDE OF WALL)
2x4 BLOCKING
@ PLYWOOD SEAM
8d PENNY NAILS @ XX" O.C.
INCLUDING HORIZONTAL BLOCKED
JOINTS (SEE SHEAR WALL NAILING
SCHEDULE ON SWL SHEETS IF NONE)
PLYWOOD SEAM
STUD
STUD
NOTE: ALL EXTERIOR WALLS
ARE BLOCKED SHEAR WALL
XX = FOR SPACING SEE
SHEAR WALL SHEET, IF NONE
BASEMENT WALK OUT = 3" O.C.
FIRST TO SECOND FLOOR = 4" O.C.
SECOND TO ATTIC FLOOR = 6" O.C.
EXTERIOR SHEATHING
TYPICAL DETAIL @ BLOCKED SHEAR WALL SCALE: 1/2"=1'-0"27
8d-6/12 NAILING PATTERN
8d-4/12 NAILING PATTERN
P1
P2
7
(
P2
8d-6/12
8d-6/12
8d-6/12 8d-6/12
8d-6/12
8d-6/12
8d-6/12
8d-6/12
PORTAL FRAME HEADER
REFER SWL - 3 & 4
SHEET FOR PORTAL
FRAME DETAILS
Job 26051
24 April 2026
TYPICAL DETAIL @ BEARING WALL/SHEAR WALL FRAMING SCALE: 1/2"=1'-0"
OUTSIDE ELEVATION SIDE ELEVATION
1.FOR SHEAR WALL WITH SHEAR CAPACITY PER SCHEDULE
EXCEEDING 350 #/FT FRAMING MEMBERS AT ADJOINING PANEL
EDGES INCLUDING WALL STUDS AND BLOCKING SHALL BE 3" MIN.
UNLESS THICKER MEMBERS ARE SPECIFIED ON PLANS. PROVIDE
STAGGERED NAILING AT ALL PANEL EDGES.
2.WHERE PANELS ARE APPLIED ON BOTH FACES OF WALL STUDS
ADJACENT PANEL EDGES SHALL BE OFFSET TO FALL ON DIFFERENT
FRAMING MEMBERS.
3.NAILS SHALL BE PLACED NOT LESS THAN 3 INCH FROM PANEL
EDGES & 3 INCH FROM THE EDGE OF THE CONNECTING MEMBERS.
ALL SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS OR
GALVANIZED BOX.
4.FOR HOLD-DOWNS TYPE AT THE END OF THE SHEAR WALL SEE
PLANS AND HOLDOWN TYPICAL DETAILS AND SCHEDULE.
5.FOR ALL WALLS, PROVIDE MINIMUM TWO ANCHOR BOLTS PER PIECE
OF SILL PLATE & ONE LOCATED WITHIN 12" AND NOT LESS THAN 7
BOLT DIAMETER OR 3" OF EACH END OF EACH SILL PLATE
6.WOOD SCREWS SHALL BE SIMPSON SDS25600 FOR SILL |P
CONNECTED TO WOOD RIM JOIST OR BLOCKING. PROVIDE SDS25412
FOR SILL PLATE CONNECTED TO TOP NAILER IN STEEL BEAMS
7.HOLD DOWNS SHALL BE AS MANUFACTURED BY THE SIMPSON
STRONG-TIE COMPANY.
8.ALL NAILS ARE COMMON NAILS, UNLESS NOTED OTHERWISE.
9.AT LOCATIONS WHERE HOLD DOWNS ARE ATTACHED TO MULTIPLE
2x VERTICAL STUDS NAIL SHEAR WALL SHEATHING TO EACH
VERTICAL STUD WITH FASTENERS SPECIFIED IN SHEAR WALL
SCHEDULE @ 6" O.C.; STAGGER FASTENERS IN ADJOINING STUDS
UNLESS NOTED OTHERWISE.
10.IF QUANTITY OF POSTS IN TABLE DIFFER FROM KING POSTS SHOWN
ON PLAN, PROVIDE GREATER QUANTITY OF STUDS.
11.HOLD DOWNS MAY BE LOCATED WITHIN 8" OF SHEAR WALL
SEGMENT END TO AVOID CONFLICTS. HOLD DOWNS MUST BE
ALIGNED FLOOR TO FLOOR UNLESS SPECIFICALLY DETAILED
OTHERWISE.
SHEAR WALL SCHEDULE NOTES:
22
1'
-
4
"
PE
R
A
R
C
H
1'
-
4
"
PER ARCH
EXTENT OF HEADER (ONE BRACED WALL SEGMENT)
NO
H
O
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T
A
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N
TH
I
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A
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E
A
,
T
Y
P
I
C
A
L
HEADER SHALL BE FASTENED
TO THE KING STUD WITH
6-16d SINKER NAILS
MINIMUM (2) 2x_ FRAMING
COVERED WITH MIN.3 8" THICK
WOOD STRUCTURAL PANEL
SHEATHING WITH 8d COMMON
OR GALVANIZED BOX NAILS @
3" O.C. IN ALL FRAMING (STUDS,
BLOCKING, & SILLS) TYPICAL
HOLDOWN PER
SHEAR WALL PLAN
(SWL-1, 2 & 3 SHEET)
WOOD STRUCTURAL
PANEL STRENGTH AXIS
FOR A PANEL SPLICE (IF
NEEDED), PANEL EDGES SHALL
BE BLOCKED, AND OCCUR WITHIN
24" OF MID-HEIGHT, ONE ROW OF
TYPICAL
SHEATHING-TO-FRAMING NAILING
IS REQUIRED IN EACH PANEL
SIMPSON MSTC40 STRAP
WITH 16dx31 4" NAILS PER
SIMPSON MANUAL, TYPICAL
FASTEN SHEATHING TO HEADER
WITH 8d COMMON NAILS IN
3" GRID PATTERN AS SHOWN
(3) 13 4"x117 8" LVL
CONTINUOUS HEADER
FASTEN TOP PLATE TO
HEADER WITH 16d SINKER
NAILS IN 2 ROWS @ 3" O.C.
(3) 13 4"x117 8" LVL
CONTINUOUS HEADER
24" MINIMUM LENGTH
FOUNDATION WALL
PER PLAN
7 16" THICK PLYWOOD
SHEATHING WITH 8d
COMMON NAILS @ 6" O.C.
EDGES & 12"O.C. FIELD
FASTEN TOP PLATE TO
HEADER WITH 16d SINKER
NAILS IN 2 ROWS @ 3" O.C.
24" MINIMUM
LENGTH
SIMPSON MSTC40 STRAP
WITH 16dx31 4" NAILS PER
SIMPSON MANUAL @
INTERIOR & EXTERIOR
SIDE, TYPICAL
CONTINUOUS (2) 2x_ P.T.
SILL PLATE WITH 1 2" Ø
ANCHOR BOLT @ 48" O.C.
24
"
24
"
4"
-
0
"
1
2"
GA
P
4"
-
0
"
5 8" PLYWOOD SHEATHING WITH
8d COMMON NAILS @ 6" O.C.
PERIMETER OF SHEET & 12" O.C.
FIELD/INTERMEDIATE, TYPICAL
4'-0" WIDE
SHEATHING FROM
TOP PLATE DOWN
BLOCKING @ 4'-0" O.C.
VERTICAL SPACING ON
ENTIRE WALL HEIGHT
4'-0" WIDE SHEET
CENTERED @ FLOOR
FULL 4'-0" WIDE
SHEATHING FROM
BOTTOM PLATES UP
WITH STANDARD
BOTTOM OVERLAP
@ FOUNDATION WALL
2x4 BLOCKING
@ PLYWOOD SEAM
2x4 BLOCKING
NAIL 8d (PENNY) 3"
O.C. INCLUDING
HORIZONTAL
BLOCKED JOINTS
CL
7 16" WALL PLYWOOD WITH 8d
NAILS (PENNY) SEE
SCHEDULE FOR PERIMETER
& FIELD NAILING, TYPICAL
ALL WALL SHEATHING, U.N.O
WOOD
FLOOR
ALLOWABLE
SHEAR (PLF)
CONCRETE
1 @ 16" O.C. @
CONTINUOUS RIM
BOARD & (2) PER
BLOCKING THUS
@ 16" O.C.
329
1 2" Ø A.B.
@ 48" O.C.
16d @
6" O.C.P1
SHEAR WALL SCHEDULE (2021 IRC - 2018 AF&PA SDPWS - TABLE 4.3A)
MARK WOOD STRUCTURAL
PANELS
(PLYWOOD OR OSB)
NUMBER
OF SIDES
EDGE
(E.N.)
NAILING SILL P ATTACHMENT
U.N.O.
FIELD
(F.N.)
SHEAR CLIPS
(A34)
L
8d @
12" O.C.
8d @
6" O.C.1716" PLYWOOD SHEATHING
(ONE SIDE OF WALL)
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Job 26051
24 April 2026
WA
L
L
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H
T
WALL SHEATHING PER
SHEARWALL SCHEDULE
WHERE OCCURS, REFER
SHEET SWL SHEETS
EDGE NAILING PER
SHEARWALL SCHEDULE
WHERE OCCURS, REFER
SHEET SWL SHEETS
2x_ MID BRACING
FIELD NAILING PER
SHEARWALL
SCHEDULE WHERE
OCCURS, REFER
SHEET SWL SHEETS
2x_ STUD WALL PER
FRAMING PLAN
2x_ PLATE (TYPICAL)
6" MIN
EDGE DISTANCE
STUD
HOLDOWN ANCHOR
BOLTS; SEE HOLD
DOWN SCHEDULE
DOUBLE NUT
WASHER
HOLDOWN; SEE HOLDOWN
SCHEDULE
TYPICAL DETAIL @ HOLDOWN IN FOUNDATION SCALE: 1/2"=1'-0"
HEADER
(3)16d END NAILS PER
STUD, TYPICAL
2x_ BLOKING,
TYPICAL
SHEATHING PER SHEARWALL
SCHEDULE
(2) 24" LONG CS18 STRAP @
EXTERIOR ONLY CENTERED
ACROSS THE JOINT WITH 10
NAILS IN THE END OF EACH
STRAP AND INTO THE
FRAMING MEMBER THAT IS
BEING BRIDGED (TYPICAL @
TOP AND BOTTOM OF
WINDOW OPENING)
CS18 STRAP WRAP AROUND
TOP PLATE & CONNECT TO
HEADER, TYPICAL
CS18 STRAP WRAP
AROUND
HEADER & CONNECT TO
JACK STUD, TYPICAL
MINIMUM (2) 2x_ KING
STUDS, TYPICAL
CS18 STRAP WRAP AROUND
BOTTOM PLATE & CONNECT
TO KING STUD, TYPICAL
(2) 2x_ WINDOW SILLS
TYPICAL DETAIL @ BLOCKED SHEAR WALL SCALE: 1/2"=1'-0"
TYPICAL DETAIL @ OPENING IN SHEARWALL SCALE: 1/2"=1'-0"
8"
M
I
N
I
M
U
M
EM
B
E
D
M
E
N
T
TYPICAL DETAIL @ ALTERNATE ANCHOR BOLTS SCALE: 1/2"=1'-0"
TYPICAL DETAIL @ WALL SHEATHING NAILING PATTERN SCALE: 1/2"=1'-0"
A
A
SECTION A-A
23
WINDOW
OPENING
26 27
24
25
2x4 BLOCKING
@ PLYWOOD SEAM
8d PENNY NAILS @ XX" O.C.
INCLUDING HORIZONTAL BLOCKED
JOINTS (SEE SHEAR WALL NAILING
SCHEDULE ON SWL SHEETS IF NONE)
PLYWOOD SEAM
STUD
STUD
NOTE: ALL EXTERIOR WALLS
ARE BLOCKED SHEAR WALL
XX = FOR SPACING SEE
SHEAR WALL SHEET, IF NONE
BASEMENT WALK OUT = 3" O.C.
FIRST TO SECOND FLOOR = 4" O.C.
SECOND TO ATTIC FLOOR = 6" O.C.
MI
N
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B
E
D
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E
AP
P
L
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A
B
L
E
H
O
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D
O
W
N
NOTES :
1.ALTERNATIVE ANCHORS APPLY TO INTERIOR THICKNED SLABS
ONLY, SEE HOLD DOWN AND FOUNDATION DETAILS FOR
ANCHORS IN EXTERIOR FOUNDATIONS.
2.PROVIDE ALTERNATIVE ANCHOR @ SAME SPACING AS
CAST-IN-PLACE ANCHOR.
3.INSTALL ANCHORS PER MANUFACTURERS SPECIFICATIONS.
4.USE HAS STANDARD ASTM A36 RODS WITH HIT HY 200 ADHESIVE.
EXTERIOR SHEATHING
SHEET NO.
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SEAL:
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SWL-3
Job 26051
24 April 2026
EXTENT OF HEADER
MA
X
.
H
E
I
G
H
T
1
0
'
-
0
"
EQ
U
A
L
EQ
U
A
L
3" O.C.3" O.C.
NAILING GRID
DOUBLE PLATE, NUTS, WASHERS
UP THRU 2ND PLATE MINIMUM
2"x2"x3/16" PLATE WASHER
SIMPSON PRODUCT NO. BP 1/2
USE SIMPSON CS-18 COIL STRAP 22" LONG
& (12) 8d NAILS ON BOTH SIDES OF
OPENING INSTALL ON BACKSIDE AS
SHOWN ON SIDE ELEVATION
IF PLYWOOD
IS SPLICED,
SPLICE SHALL
BE LOCATED
@ MIDPOINT
OF WALL HEIGHT &
BLOCKED & NAILED 3" O.C.
FOUNDATION
PER PLAN
TOP PLATE CONTINUITY
NAIL 2 ROWS 12d - 6" O.C.
LVL'S CONTINUOUS OVER
INTERIOR SUPPORT
16d SINKER NAILS
(0.148"x31 4")
IN 2 ROWS 3" O.C.
SIMPSON CS18 COIL STRAP
22" LONG (12) 8d NAILS ON
BOTH SIDES OF OPENING
15 32" MINIMUM THICKNESS
WOOD STRUCTURAL
PANEL SHEATHING
FASTEN SHEATHING TO HEADER WITH
8d COMMON NAILS (0.131"x21 2") IN
3" GRID PATTERN AS SHOWN & 3" O.C.
IN ALL FRAMING (STUDS & SILLS) TYPICAL.
ELEVATION VIEW @ LVL/SHEATHING PORTAL FRAME @ GARAGE DOORS OR LARGE WALL OPENINGS SCALE: 1/4"=1'-0"
DRILL 1 2" Ø HILTI HY 200 EPOXY ANCHOR
WITH 5" EMBEDMENT WITH 5" PROJECTION
WITH 2"x2"x3 16" WASHER PLATE
OR
SIMPSON BEARING PLATE (LBP-5/8)
OR
CAST IN PLACE 1 2" Øx8" EMBEDMENT,
4" PROJECTION, 12" ANCHOR
OPTION - CAST IN PLACE SIMPSON STHD14
SHEATHING NAILING 2 ROWS 8d @ 6" O.C.3" O.C.
NAILING GRID
3 PLY LVL HEADER CONTINUOUS
EXTERIOR TO EXTERIOR, SEE PLAN FOR SIZE
OPEN
STUD
INTERIOREXTERIOR
NAILING GRID
NAILING GRID
EX
T
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A
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IN
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28
SHEET NO.
JOB NO.
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26051
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7
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2
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2
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AD
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A
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15
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AN
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15
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SEAL:
RE
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2
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2
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2
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1
1
SWL-4
Job 26051
24 April 2026
EQ
U
A
L
EQ
U
A
L
WALL SHEATHING
MUST EXTEND UP
OVER HEADER
WALL SHEATHING
MUST EXTEND
OVER HEADER
SHEATHING
JOINT @
APPROXIMATE
MID HEIGHT
DOUBLE PLATE
BLOCKED JOINT
EXTEND HEADER
TO KING STUD
EXTEND HEADER
TO KING STUD
NAIL SCHEDULE
8d COMMON
NAILS @ 3" O.C.
NAIL TOP PLATE TO
HEADER WITH 2 ROWS
16d NAILS @ 3"O.C.
SIMPSON CS18 COIL
STRAP 22" LONG &
(12)-8d NAILS BOTH
SIDES OF OPENING
DRILL (2) 1 2" Ø HILTI HY200
ANCHOR BOLTS 5" EMBEDMENT
5" PROJECTION & 2"x2"x3 16" PLATE
OR
SIMPSON BEARING PLATE LBP
5 8" WASHER @ CONCRETE &
WOOD BEAM WITH 1 2" Ø THRU
BOLT & WASHER PLATES @
UNDERSIDE OF BEAM
TOP OF
FOUNDATION
NAIL
SCHEDULE
8d COMMON
@ 3"O.C.
8d NAILS
@ 3"O.C.
8d NAILS
@ 3"O.C.
2 ROWS OF
16d NAILS @ 24"O.C.
STUD OPTIONAL TO
SUPPORT INTERIOR
FINISHING
GYPSUM
OPTIONAL
PORTAL FRAME CONNECTION SCALE: 1/4"=1'-0"
PORTAL FRAME CONNECTION SCALE: 1/4"=1'-0"
PORTAL FRAME CONNECTION SCALE: 1/4"=1'-0"
PORTAL FRAME CONNECTION SCALE: 1/4"=1'-0"
PORTAL FRAME CONNECTION SCALE: 1/4"=1'-0"
PORTAL FRAME CONNECTION SCALE: 1/4"=1'-0"
PORTAL FRAME CONNECTION SCALE: 1/4"=1'-0"
OR
EXTERIOR VIEW
OF OPENING
ELEVATION VIEW
- EXTERIOR
SHEATHING
INTERIOR VIEW
OF OPENING
ELEVATION VIEW
- INTERIOR
FRAMING
DOUBLE
PLATE
NAIL CORNER STUDS TOGETHER
(PLAN VIEW OF CORNER DETAIL)
33 35
29
29
30 31
31
31 31
32
32
34
34
30
30 30
SHEET NO.
JOB NO.
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26051
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15
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AN
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15
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SEAL:
RE
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D
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H
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04
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2
4
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2
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2
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1
1
SWL-5
Job 26051
24 April 2026