APPROVED BLD BLD2024-0367+STRUCTURAL PLANS +3.14.2024_1.44.10_PM+4133084ABBREVIATIONS
GENERAL
A. B.
ANCHOR BOLT
(E)
EXISTING
INT.
INTERIOR
ADD'L
ADDITIONAL
EA.
EACH
JST.
JOIST
ALT.
ALTERNATE
E.S.
EACH SIDE
K
KIPS (1000 POUNDS)
APPRX.
APPROXIMATE
E.W.
EACH WAY
MFR.
MANUFACTURERED
ARCH.
ARCHITECTURAL
ELEV.
ELEVATION
(N)
NEW MEMBER
AT
EQ.
EQUAL
N.S.
NEAR SIDE
BLDG.
BUILDING
EXIST.
EXISTING
N.T.S.
NOT TO SCALE
BOT.
BOTTOM
EXT.
EXTERIOR
O.C.
ON CENTER
BRG.
BEARING
FND.
FOUNDATION
O.H.
OVERHANG
B/W
BETWEEN
FLR.
FLOOR
It
PLATE
CANT.
CANTILEVERED)
FRM'G
FRAMING
QTY.
QUANTITY
q
CENTERLINE
F.S.
FAR SIDE
REQ'd
REQUIRED
CLR.
CLEAR
FTG.
FOOTING
SIM.
SIMILAR
COL.
COLUMN
GWB
GYPSUM WALL BOARD
SQR.
SQUARE
CONT.
CONTINUOUS
HDR
HEADER
TPL.
TRIPLE
DBL.
DOUBLE
HORIZ.
HORIZONTAL
TYP.
TYPICAL
0, DIA.
DIAMETER
IBC
INTERNATIONAL BUILDING
U.N.O.
UNLESS NOTED OTHERWISE
DIAG.
DIAGONAL
CODE
VERT.
VERTICAL
W/
WITH
CONCRETE AND MASONRY
C.I.P.
CAST IN PLACE
E.J.
EXPANSION JOINT
P/T
POST -TENSIONED
C.J.
CONTROL JOINT
EMBD.
EMBEDMENT)
REINF.
REINFORCEMENT
CMU
CONCRETE MASONRY UNIT
LT. WT.
LIGHT WEIGHT
STIR.
STIRRUP
CONC.
CONCRETE
P/C
PRECAST CONCRETE
WWF
WELDED WIRE FABRIC
STEEL
B.F. BRACED FRAME HSS HOLLOW STRUCT. SECTION WHS WELDED HEADED STUD
GA. GAGE L ANGLE X-STG EXTRA STRONG
GALV. GALVANIZED MRF MOMENT RESISTING FRAME XX-STG DOUBLE EXTRA STRONG
WOOD
d
PENNY (NAILS)
HGR
HANGER
P.T.
PRESSURE TREATED)
D.F.
DOUGLAS FIR
LSL
LAMINATED STRAND LUMBER
SHTG
SHEATHING
GLB
GLUE -LAMINATED BEAM
LVL
LAMINATED VENEER LUMBER
SS
SELECT STRUCTURAL
H.F.
HEM -FIR
PSL
PARALLEL STRAND LUMBER
T&G
TONGUE AND GROOVE
STRUCTURAL_ NOTES
STRUCTURAL- NOTES CONTINUED
1.3 SOIL:
SOIL CAPACITY IS ASSUMED PER 2018 IBC TABLE 1806.3. IT IS THE CONTRACTORS RESPONSIBILITY TO VERIFY
THAT THE SITE SOILS PROVIDE THE MINIMUM BEARING CAPACITY.
1500 PSF, ASSUMED BEARING CAPACITY, 40 PCF, ACTIVE PRESSURE, 250 PCF, PASSIVE PRESSURE 0.45 COEFFICIENT OF
FRICTION.
2.0 CONCRETE & REINFORCING STEEL:
A. ALL CONCRETE WORK SHALL BE PER THE 2018 IBC CHAPTER 19 AND ACI 318-14. CONCRETE QUALITY, MIXIN(
AND PLACEMENT SHALL BE PER ACI 318-14. MIXING AND PLACEMENT SHALL BE PER ACI 318-14 AND
INSPECTIONS SHALL BE PER 2018 IBC, CHAPTER 19, SECTIONS 03 AND 04.
B. CONCRETE SHALL BE IN ACCORDANCE WITH ASTM 150. F'c = 3000 PSI ® 28 DAY (FOR WEATHER PROTECTION
SLUMP = 4" MAXIMUM, 6% AIR ENTRAINED, W/C RATIO = 0.50 MAXIMUM. NO SPECIAL INSPECTION REQUIRED.
C. ALL REINFORCING SHALL BE ASTM A615 GRADE 60 EXCEPT AS SHOWN ON THE PLANS. LAP ALL SPLICES A
MINIMUM OF 48 BAR DIAMETERS OR 18". LAP HORIZONTAL STEEL AT CORNERS AND INTERSECTIONS IN
FOOTINGS AND WALLS WITH CORNER BARS. MINIMUM CONCRETE COVER FOR REINFORCING STEEL:
COVER
CONDITION
3"
CONCRETE CAST AGAINST EARTH
2"
CONCRETE CAST AGAINST FORMS BUT EXPOSED TO EARTH
1-1/2"
MAIN REINFORCING IN BEAMS
1-1 2
TO TIES IN COLUMNS AND TIED REBAR IN WALLS
1-1 12
FOR BARS IN SLABS ON GRADE
1-1 2
FOR BARS IN SLABS ON FORMS
3.0 CARPENTRY:
A. FRAMING LUMBER - ALL LUMBER TO BE AS FOLLOWS UNLESS NOTED OTHERWISE.
2x & 4x BEAMS D.F. #2 OR BETTER U.N.O.
6X POSTS DF #2 OR BETTER U.N.O.
2x MEMBER SHALL BE KILN DRIED AND STORED IN A DRY AREA PRIOR TO INSTALLATION.
B. GLUE LAMINATED BEAMS (GLB)
GLUED LAMINATED BEAMS SHALL BE PER ANSI A190.1, AMERICAN NATIONAL STANDARDS FOR
STRUCTURAL GLUED LAMINATED TIMBER. USE BALANCED GRADE DF 24F-V4, FB=2,400 PSI, FV=240
PSI. FOR CANTILEVERED OR MULTISPAN BEAMS USE DF 24F-V8.
C. LAMINATED VENEER LUMBER (LVLL
LAMINATED VENEER LUMBER SHALL BE D.F. PER THE REQUIREMENTS OF ASTM D2559 WITH GRAIN
PARALLEL TO THE LENGTH OF MEMBER, FB=2,600 PSI, FV=285 PSI, E=2.0 x 10' PSI.
D. PARALLEL STRAND LUMBER (PSL.
PARALLEL STRAND LUMBER SHALL BE MANUFACTURED PER THE REQUIREMENTS OF ASTM D2559 WITH
GRAIN PARALLEL TO THE LENGTH OF MEMBER, FB=2,900 PSI, FV=290 PSI, E=2.0 x 10' PSI.
E. LAMINATED STRAND LUMBER (LSL:
LAMINATED STRAND LUMBER SHALL BE MANUFACTURED PER THE REQUIREMENTS OF ASTM D2559 WITH
GRAIN PARALLEL TO THE LENGTH OF MEMBER, FB=1,700 PSI, FV=425 PSI, E=1.3 x 10' PSI.
F. PLYWOOD/OSB SHEATHING:
PLYWOOD SHALL BE NAILED 6" O.C. EDGES AND 12" FIELD WITH 8d'S UNLESS OTHERWISE NOTED.
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3.1 PROTECTION AGAINST DECAY AND TERMITES:
1.0 GENERAL STRUCTURAL NOTES:
WOOD USED ABOVE GROUND SHALL BE PRESSURE TREATED IN ACCORDANCE WITH AWPA U1 FOR THE FOLLOWING
THESE STRUCTURAL NOTES SUPPLEMENT THE DRAWINGS. BASIS OF DESIGN IS DRAWINGS PROVIDED BY CLIENT. ANY CONDITIONS:
DISCREPANCY FOUND AMONG THE DRAWINGS, THESE NOTES, AND THE SITE CONDITIONS SHALL BE REPORTED TO THE A. JOISTS, GIRDERS AND SUBFLOORS THAT ARE CLOSER THAN 18" TO EXPOSED GROUND IN CRAWL SPACES
BALANCED STRUCTURAL ENGINEERING, LLC, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY OR EXCAVATED AREAS LOCATED WITHIN THE PERIMETER OF THE BUILDING FOUNDATION.
THE CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S OWN RISK. THE B. WOOD FRAMING INCLUDING SHEATHING THAT REST ON EXTERIOR FOUNDATION WALLS AND ARE LESS
CONTRACTOR SHALL VERIFY AND COORDINATE THE DIMENSIONS AMONG ALL DRAWINGS PRIOR TO PROCEEDING WITH ANY THAN 8 INCHES FROM EXPOSED EARTH, UNLESS NOTED OTHERWISE IN THESE DRAWINGS.
WORK OR FABRICATION. THE CONTRACTOR IS RESPONSIBLE FOR ALL BRACING AND SHORING DURING CONSTRUCTION. C. SLEEPERS, SILLS, LEDGERS, POSTS AND COLUMNS IN DIRECT CONTACT WITH CONCRETE OR MASONRY. Z
CONTRACTOR SHALL FIELD VERIFY ALL CONDITIONS AND ELEVATIONS. BALANCED STRUCTURAL ENGINEERING, LLC ASSUMES D. CONTRACTOR SHALL PROTECT ALL EXTERIOR GLUE -LAM BEAMS FROM WEATHER BY WRAPPING, FLASHING 0
NO RISK FOR WORK PERFORMED ON SITE WHERE CONDITIONS VARY FROM PLAN. AND/OR SEALING. NATURALLY WEATHER RESISTANT OR CHEMICALLY TREATED GLUE -LAM PRODUCTS C�
WATERPROOFING AND DRAINAGE IS THE RESPONSIBILITY OF THE CONTRACTOR AND IS NOT ADDRESSED IN ITS ENTIRETY IN ` SHALL BE SUBMITTED TO THE FOR FOR REVIEW AND APPROVAL PRIOR TO ORDERING. W , C)W
v
THESE STRUCTURAL DRAWINGS. ALL FIELD -CUT ENDS, NOTCHES AND DRILLED HOLES OF PRESERVATIVE -TREATED WOOD SHALL BE TREATED, FOR N D
USE CATEGORY UC4A PER AWPA U1-07, IN THE FIELD USING A 9.08% COPPER NAPHTHENATE (CUN) SOLUTION z O O
THESE DRAWINGS DETAIL THE STRUCTURAL REQUIREMENTS FOR THE PROJECT. BALANCED STRUCTURAL ENGINEERING HAS SUCH AS "END CUT SOLUTION" (CUNAPSOL-1) IN ACCORDANCE WITH THE PRODUCT MANUFACTURES DIRECTIONS. ap
NOT EVALUATED THE REQUIRMENTS FOR LAND USE, CIVIL DESIGN, ARCHITECTURAL DESIGN, OR ANY OTHER DISCIPLINE NOT W LLI m z
RELATING TO THE PRIMARY STRUCTURE OF THE BUILDING. ALL NON-STRUCTURAL REQUIREMENTS SHALL BE VERIFIED BY 3.2 WATERPROOFING: Q % z
QUALIFIED PERSONS FOR ALL RELATED DISCIPLINES. IF THERE IS A CONFLICT WITH THE STRUCTURAL DESIGN AND ANY _ Q Q J
OTHER DISCIPLINE, STOP WORK AND CONTACT ENGINEER OF RECORD TO RESOLVE THE ISSUE IN WRITING. WATERPROOFING AND FLASHING SHOWN IN THESE STRUCTURAL DRAWINGS ARE FOR ILLUSTRATIVE PURPOSES ONLY AND _ �j 0 Q
MAY NOT INCLUDE ALL REQUIRED COMPONENTS AND INSTALLATION. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO U N
1.1 CODES ENSURE ADEQUATE PROTECTION FROM WATER INTRUSION AND CONFORMS TO ALL FEDERAL, STATE, AND LOCAL CODES. W W W00
L.L
ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS OF THE LOCAL JURISDICTION AND: 00 0
3.3 HARDWARE:
THE 2018 INTERNATIONAL BUILDING CODE (IBC), AND 2018 INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED AND ��^^ CM Z Q
ADOPTED BY THE LOCAL JURISDICTION AND THE STATE OF WASHINGTON. ALL CONNECTION HARDWARE SHALL BE SIMPSON "STRONG TIE" OR AN APPROVED EQUAL, UNLESS NOTED OTHERWISE. V) C:) 0 % U
1.2 DESIGN CRITERIA: ALL CONNECTION HARDWARE REFERENCES SIMPSON "STRONG TIE" MODEL NUMBERS. USP EQUIVALENT IS ACCEPTABLE. W � 0
CONNECTION HARDWARE EXPOSED TO WEATHER OR IN CONTACT WITH THE GROUND OR PRESSURE TREATED WOOD SHALL Z 0 Z
A. DEAD LOADS BE GALVANIZED PER ASTM A-123 WITH 1.25 OZ. OF ZINC SPELTER PER SQUARE FOOT OF CONTACT AREA. ANCHOR O w W
ROOF 15 PSF BOLTS IN PRESSURE -TREATED SILL PLATES SHALL NOT BE GALVANIZED.
FLOOR 15 PSF 3.4 PRE-ENGINEERED TRUSSES:
EXTERIOR WALL 12 PSF V J
INTERIOR PARTITION 10 PSF A. TRUSSES ARE TO BE DESIGNED BY OTHERS AND STAMPED AND SEALED BY A LICENSED ENGINEER. TRUSS SHO 0
CONCRETE 150 PCF DRAWINGS ARE TO BE PROVIDED TO THE ENGINEER OF RECORD FOR REVIEW BEFORE FABRICATION. U_
FLOOR DEAD LOAD IS ASSUMING 4 PSF FLOOR FINISH, WHICH IS APPROPRIATE FOR COMMONLY USED FLOOR
FINISHES SUCH AS CARPET, HARDWOOD, LINOLEUM, OR LAMINATE. SOME SPECIALTY FLOOR FINISHES, SUCH
AS STONE TILES, SYNTHETIC STONE TILES, CONCRETE, ECT. MAY EXCEED THE LIMITATIONS OF THIS DESIGN.
IF SPECIALTY FLOOR FINISHES (EXCEEDING 4 PSF) ARE USED, CONTACT FOR TO VERIFY THE DESIGN HAS
SUFFICIENT STRUCTURAL CAPACITY.
4.0 HAZARDOUS MATERIAL:
BALANCED STRUCTURAL ENGINEERING ASSUMES NO RISK RELATED TO DISCOVERY, PRESENCE, HANDLING, REMOVAL,
DISPOSAL, OR EXPOSURE OF PERSONS TO HAZARDOUS MATERIALS OF ANY FORM.
B. LIVE LOAD IBC TABLE
ROOF 20
FLOOR (RESIDENTIAL) 40
DECK/BALCONIES: 60
1607.1
PSF
PSF
PSF
CONCENTRATED
-
300#
300#
REDUCIBLE
YES
NO
NO
PERMIT SET
GUARD RAIL: 50
PLF
200#
NO
C. SNOW LOADS
1tiI�
of WA
Pg Pf
Is
Ce
Ct
p� w j`y l
25 PSF 25 PSF
1 A
1.0
1.1
rn
FLAT ROOF SNOW LOAD, PF = 25 PSF (MIN PER SEAW WHITE PAPER)
D. WIND LOADS
V (ULT.), MPH
V (ASD), MPH
RISK CAT.
EXPOSURE
KZT
98
76
II
B
1.0
a. WIND SPEEDS FOR 3-SECOND GUSTS
b. SIMPLE DIAPHRAGM BUILDING, ENCLOSED
E. SEISMIC LOADS
SITE CLASS
RISK CAT.
SEISMIC
IE
SS
S�
Sps
Spy
Fa
Fv
CATEGORY
D
II
D
1.0
1.296
1 0.458
1.037
0.562
1 1.200
1.842
LIGHT FRAME WOOD SHEAR WALLS
R = 6.5
CS = SDS I E/R
V=CSW
V = 0.160W FOR LOAD FACTOR DESIGN
V = 0.114W FOR ALLOWABLE STRESS DESIGN
Digitally signed by Joshua T Mergens
DN: CN=Joshua T Mergens, O=Balanced
Structural Engineering LLC,
Joshua T Mergens SERIALNUMBER=AATL20230811310024,
L=Olympia, S=Waehingt,n, C=US
Date: 2024.03,1413:02:37-0]'00'
E
3/14/2024
DESIGNED BY: JTM
DATE: 03/14/2024
PROJECT #: 24008
S 1
■
SHEET 1 OF 11
SHEET SIZE: 24" x 36"
NOTES:
1. MAINTAIN 3/8" MIN EDGE
DISTANCE FROM PLYWOOD
SHEATHING TO NAILS
2. EDGE NAILING TO BE
APPLIED TO ALL PANEL
EDGES, PROVIDE 2x4 D.F.
#2 FLAT BLOCKING WHERE
REQUIRED TO NAIL ALL
EDGES.
3. PLACE LONG DIRECTION OF
PLYWOOD VERTICAL.
4. SEE 1/S1.3 FOR REMAINING
2x TRIMMER NAIL TO
KING STUD W/ 10d's
TO MATCH SHEAR WALL EDGE
NAILING PATTERNS (TYP.)
CD
z
z
w
a -
CD
CD
ZD
0
FLOOR
JOISTS
TYPICAL
ADDITIONAL #4X5'-O" CENTERED ON
BOLT ABOVE BEARING PLATE FOR
HOLD DOWNS WITH CAPACITY
GREATER THAN 10,000#, SEE
TIE -DOWN SCHEDULE
SHEAR WALL
PER SCHEDULE
SHEAR WALL
NIAL PER PLANS
SHEAR WALL
PER SCHEDULE
WALL SHEATHING
SHALL BE
EDGE NAILED
INTO KING STUD
COMMON
=
CD
o 0
Cz
�z
w
00
STU D
FLOOR
SHEATHING
IIW
II
Al
II
I
II
TYPICAL WALL ELEVATION
3/811=1 '-0"
LSOLID 2X BLOCKING AT ALL
KING STUDS WITH HOLD OPTIONAL
DOWNS AND WHERE DBL. TIE -DOWN
TRIMMERS ARE USED LOCATION
NOTES:
1. GLUE FLOOR SHEATHING TO JOISTS WITH LIQUID
NAILS SUBFLOOR & DECK CONSTRUCTION
ADHESIVE OR OTHER APA APPROVED GLUE.
2. WHERE BLOCKING IS REQUIRED, PROVIDE 2X4
D.F. #2 FLAT BLOCKING BELOW SHEATHING @ RIM JOIST/BLOCKING
UNSUPPORTED EDGES W/ EDGE NAILING PER PANEL BOUNDARY NAILING
DETAIL A PER TABLE
3. NAILS SHALL BE MIN. 3/8" FROM PANEL EDGES
s
ITS---TI-----IT- TT----/ TTj\----IT
II rl II II
FLOOR OR ROOF SHEATHING SEE TABLE
ROOF AND FLOOR SHEATHING DETAIL
1 "=1'-0"
STUD GLUE AND NAIL
WITH 10d's @ 8" O.C.
WALL SHEATHING
COMMON STUDS
STUD GLUE AND NAIL WITH
10d's @ 8" O.C.
PANEL EDGE NAILING
WALL TO WALL STRAP LOCATION
INTERMEDIATE FRAMING MEMBERS
(FIELD NAILING)
:(2)
OLD DOWN LOCATION
STUDS, GLUE AND NAIL WITH (2) ROWS OF 10d's
@ 8" O.C. EA. LAYER OR USE (2) ROWS FASTEN
MASTER 4-1/2" LEDGERLOK SCREWS @ 16" O.C.
THROUGH ALL LAYERS AT ONCE
WALL CONTINUES IN SOME
LOCATIONS
HOLD DOWN AT INSIDE CORNER
2x DBL TOP PLATE LAP
SEE DETAIL 5/S1.3
KING STUD AS REQUIRED
BY SHEAR WALL EGDE
NAILING PATTERNS (TYP.)
�,-(2) ROWS 16d's TO MATCH
SHEAR WALL EDGE NAILING
TIE -DOWN PER
FLOOR PLAN
P.T. SILL PLATE
CONC STEM WALL
AND FOOTING
ANCHOR BOLTS PER
SHEAR WALL SCHEDULE
DOWN PER
I
THREADED ROD
PER 3/S1.2
I I
I I
MIN. 3x3xO.22"
BEARING PLATE
BETWEEN TWO
NUTS AT ROD END
_ HOLD DOWN ANCHOR
3/4" = 1'-0" P
DIAPHRAGM
SHEATHING
LEVEL
SHEATHING
EDGE NAIL
BOUNDARY
FIELD
NAIL
NAIL
ROOF
1/2" PLY OR 7/16" OSB
8d @ 6"
8d @ 6"
8d @ 12"
SPAN RATED is
O.C.
O.C.
O.C.
FLOOR
3/4" PLY OR OSB SPAN
10d @ 6"
10d @ 6"
10d @
RATED 41
O.C.
O.C.
12" O.C.
BLOCKING AT UNSUPPORTED PANEL
EDGES; NOT REQ'D UNLESS SPECIFICALLY
NOTED ON FRAMING PLANS
PANEL EDGE NAILING
(STAGGER NAILING @
PANEL EDGES)
WALL SH
ROOF TRUSSES OR FLOOR
JOISTS PER PLAN
FLAT 2X4 (MIN)
BLOCKING @
UNSUPPORTED PANEL
EDGES; ONLY WHERE
SPECIFIED
ROOF OR FLOOR
FRAMING MEMBER
BLOCKING @ UNSUPPORTED PANEL EDGES
�1GE NAILING PER TABLE
PLYWOOD OR OSB
SHEATHING
DBL STUD WITH (2) ROWS
10d's @ 8" O.C.
PANEL EDGE NAILING
(1) STUDS, GLUE AND NAIL WITH
(2) ROWS OF 1Od's @ 8" O.C.
`-HOLD DOWN LOCATION
WALL TO WALL STRAP
HOLD DOWN AT OUTSIDE CORNER
STANDARD SHEAR WALL SCHEDULE
2" A.B."
A.B.
MARK
MARKA
SHEATHING AND NAILING
CAPACITY
SPACING
SPACING
CLIP SPACING U.N.O.
U.N.O.
U.N.O.
7/16" PLYWOOD OR OSB, BLOCKED, W/
RBC = 16"
A
1F
8D NAILS @ 6" O.C. @ PANEL EDGES
260 PLF
48" O.C.
68" O.C.
A35 OR LS70 = 30"
AND @ 12" O.C. @ FIELD.
HGA10KT = 48" (NOTE C)
PLYWOOD OR OSB, BLOCKED, W/
RBC = 12"
AA7/16"
8D NAILS @ 4" O.C. @ PANEL EDGES
380 PLF
32" O.C.
42" O.C.
A35 OR LS70 = 16"
AND @ 12" O.C. @ FIELD.
HGA10KT = 36" (NOTE C)
7/16" PLYWOOD OR OSB, BLOCKED, W/
RBC = 8"
W3
A
A
8D NAILS @ 3" O.C. @ PANEL EDGES
490 PLF
25" O.C.
36" O.C.
A35 OR LS70 = 16"
AND @ 12" O.C. @ FIELD. SEE NOTE B
HGA10KT = 30" (NOTE C)
7/16" PLYWOOD OR OSB, BLOCKED, W/
S7
A35 OR LS70 - 12"
A
8D NAILS @ 2" O.C. @ PANEL EDGES
AND @ 12" O.C. @ FIELD. SEE NOTE B
640 PLF
19" O.C.
28 O.C.
HGA10KT - (NOTE C)
7/16" PLYWOOD OR OSB, BLOCKED, W/
A35 OR LS70 - 8"
W5
A
Z5
10D NAILS @ 2" O.C. @ PANEL EDGES
AND @ 12" O.C. @ FIELD. SEE NOTE B
770 PLF
16" O.C.
23" O.C.
HGA10KT - 18" (NOTE C)
7/16" PLYWOOD OR OSB, BLOCKED, W/ (2)
A35 = 6"
W6
W6
6
A
ROWS 8D NAILS @ 3" O.C. @ PANEL EDGES
AND @ 12" O.C. @ FIELD. SEE NOTE B
980 PLF
14" O.C.
20" O.C.
HGA10KT = 14" (NOTE C)
7/16" PLYWOOD OR OSB, BLOCKED, W/ (2)
W7
A
A
ROWS 10D NAILS @ 2" O.C. @ PANEL EDGES
1200 PLF
12" O.C.
17" O.C.
HGA10KT = 10" (NOTE C)
AND @ 12" O.C. @ FIELD. SEE NOTE B
A. "W F" INDICATES SHEAR WALL WITH OPENINGS. EDGE NAIL SHEATHING BOTH SIDES OF ALL OPENINGS AND ABOVE
AND BELOW ALL OPENINGS. PROVIDE HORIZONTAL STRAPS & NAILING AT OPENINGS PER DETAIL 3/S1.3.
B. WHERE INDICATED ABOVE, USE 3x SILL PLATES AT FOUNDATION AND USE 3x OR DBL 2x STUDS AT ALL ABUTTING
PANEL EDGES. NAILS SHALL BE STAGGERED WHERE NAILS ARE SPACED AT 2" O.C. 3X SILL PLATES CAN BE A
COMBINATION OF (1) PRESSURE TREATED 2x SILL DIRECTLY IN CONTACT WITH CONCRETE AND ANOTHER
NON -TREATED 2x SILL PLATE NAILED TO THE LOWER PLATE WITH SEE NOTE 6 FOR STITCH NAILING.
C. USE 3" SIDS TO TOP PLATE WITH HGA10KT. AT TWO SIDED SHEAR WALLS PROVIDE TWICE AS MANY CLIPS
SHEAR WALL NOTES
CARPENTRY: SEE DETAIL 1 & 3/51.3
1. WALL STUDS AT SHEAR WALLS SHALL BE D.F. #2 AND BE SPACED NO MORE THAN 16" O.C.
2. ALL WALL SHEATHING SHALL BE 1/2" CDX PLYWOOD, 5/8" T1-11 SIDING, OR 7/16" OSB WITH EXTERIOR
EXPOSURE GLUE AND SPAN RATED 24/0 OR BETTER. ALL FREE SHEATHING EDGES SHALL BE BLOCKED WITH 2X4
OR 2X6 FLAT BLOCKING.
3. EXTEND SHEATHING UP TO DOUBLE TOP PLATES AND INSTALL NAILS THROUGH SHEATHING INTO UPPER TOP PLATE.
4. NAILS SHALL BE INSTALLED SO AS TO NOT SPLIT THE FRAMING MEMBERS.
5. MINIMUM NAIL SPACING IN A SINGLE ROW SHALL BE 4 INCHES ON CENTER. USE (2) ROWS IF SPACING LESS
THAN 4" O.C.. OPTIONAL TO USE (2) 2x'S IN PLACE OF SINGLE 3x IN SHEAR WALLS W3, W4 AND W5 W/ STITCH
NAILING, SEE NOTE 6.
6. STITCH NAILING SHALL BE (2) ROWS OF 10d's SPACED @ 10" O.C. FOR UP TO W3, 8" O.C. FOR W4, & 6" O.C.
FOR W5.
ANCHOR BOLTS: SEE DETAIL 6/S1.2
STANDARD TIE -DOWN TABLE
EPDXIED ANCHORSA"
SIMPSON
HOLDOWN
CAPACITY
(LB.)
BOUNDARY
ELEMENT
TOTAL FASTENERS
ANCHOR BOLT
DIAMETER
ANCHOR
EMBEDMENT
SIMPSON
EPDXY
EMBEDMENT
LTTP2
1,500
(2) 2X_
(10) 16d
1/2"
8"
3G
8"
HTT4
4,455
(2) 2X_
(18) 16d
5/8"
8"
3G
12"
HTT5
4,670
(2) 2X_
(26) 16d
5/8"
8"
3G
12"
HDU2
3,075
(2) 2X_
(6) 1/4"X3" SIDS
5/8"
8"
3G
12"
HDU4
4.565
(2) 2X_
(10) 1/4"X3" SIDS
5/8"
8"
3G
12"
HDU5
5,645
(2) 2X_
(14) 1/4"X3" SIDS
5/8"
8"
N/A
N/A
HDU8
7,870
(1) 4X_
(20) 1/4"X3" SIDS
7/8"
12
N/A
N/A
HDU11
9,335
(1) 4X6
(30) 1/4"X3" SIDS
1"
12"
N/A
N/A
HDU14
14,445
(1) 6X6
(36) 1/4"X3" SIDS
1"
12"
N/A
N/A
HDQ8
9,230
(1) 4X_
(20) 1/4"X3" SIDS
7/8"
12
N/A
N/A
HHDQ11
11,810
(1) 4X6
(24) 1/4"X3" SDS
1"
12"
N/A
N/A
HHDQ14
13,710
(1) 6X6
(30) 1/4"X3" SIDS,
1"
12"
N/A
N/A
STRAPS: FLOOR TO FLOOR
MST37
2,272
2 2X_
22 16d
N A
N/A
N A
N A
MST48
3,528
2 2X_
34 16d
N A
N A
N A
N A
2 MST48
7,056
1 6X6
68 16d
N A
N A
N A
N A
MST60
5,237
2 2X_
46 16d
N/A
N A
N A
N A
2 MST60
10,474
1 6X6
92 16d
N 1A
N/A
N A
N A
A. EPDXIED ANCHORS ARE TO BE IN A CLEAN HOLE DRILLED 1/8" LARGER THAN THE ANCHOR BOLT DIAMETER.
B. THREADED ROD ANCHORS SHALL BE ASTM A307 OR ASTM F1554 U.N.O.
C. GALVY NAILS CAN REPLACE COMMON NAILS IN SHEAR WALLS.
SHEAR -WALL & TIE -DOWN SCHEDULES
3
NOTE:
1. ALL ANCHORS SHALL BE PER SHEAR WALL 1 UNLESS
NOTED OTHERWISE, SEE 3/S1.2 FOR MAXIMUM SPACING
AT SHEAR WALLS.
2. CAST -IN PLACE J BOLTS SHALL BE EMBEDDED 7" INTO
THE STEM WALL AND PROJECT 3".
3. NOTCH RIM JOIST AT ANCHOR BOLT WHERE REQUIRED.
4. INSTALL STANDARD CUT WASHERS BETWEEN NUT AND
BEARING PLATES WHEN SLOTTED BEARING PLATE IS
USED.
5. POST INSTALLED EXPANSION ANCHORS SHALL BE
INSTALLED WITH A 1 /2" 0 BIT FOR 1 /2"0 ANCHORS AND
A 5/8" 0 BIT FOR 5/8" 0 DIAMETER ANCHORS
6. AN ANCHOR BOLT SHALL BE PLACED WITHIN 12" FROM
CORNERS, AND 12" FROM THE ENDS OF BOTH SILL
PLATES AT SPLICES.
MUDSILL
CAST -IN
PLACE
POST INSTALLED ANCHORS
THICKNESS
307 J-BOLTWEDGE-ALL
SIMPSON
HOLE DEPTH
„
1/2" x 10"
1/2" x 6"
1-1 /2
5„
5/8" x 10"
5/8" x 6"
„
2-1/2"
1/2" x 12"
1 /2" x 6 "
4-1/2"
5/8" x 12"
5/8" x 6 �„
1/2" x 12"
1/2" x 8"
3"
5-1/2"
5/8" x 12"
5/8" x 8"
21„
2 ANCHOR BOLT
2" MAX FOR STANDARD CUT WASHER (ONLY IF
SHEAR WALL 3 USING SLOTTED BEARING PLATE)
AND ABOVE 3"X3"XO.229" STANDARD OR
SLOTTED BEARING CLIP
I� a
SEE FDN.
DETAIL
ANCHOR BOLTS
J N
J W
�z
I Y
� U
TOP REINFORCING
GENERAL NOTES
1. DIMENSIONS SHOWN ARE TO BE FIELD VERIFIED BY THE CONTRACTOR. ANY DISCREPANCIES SHALL BE BROUGHT TO
THE ATTENTION OF BALANCED STRUCTURAL ENGINEERING, LLC TO REMEDY ANY CONFLICTS. ANY WORK COMPLETED
AFTER SUCH DISCOVERY WITHOUT WRITTEN DIRECTION FROM BALANCED STRUCTURAL ENGINEERING, LLC IS AT THE
RISK OF THE CONTRACTOR.
2. SEE 6/S1.3 FOR TYPICAL BAR BENDS, SPLICES, AND CORNER REINFORCEMENT.
3. SEE 8/S1.3 FOR STEPPED FOOTINGS IF REQUIRED.
4. REFER TO FRAMING PLANS FOR HOLD DOWN LOCATIONS. CONTRACTOR IS TO COORDINATE HOLD DOWN ANCHOR BOLT
LOCATIONS PRIOR TO CONCRETE POUR.
5. TEMPORARY SHORING AND EXCAVATIONS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.
6. SEE ARCHITECTURAL PLANS FOR TOP OF WALL HEIGHTS AND PLAN DIMENSIONS. WHERE DIMENSIONS ARE SHOWN ON
THE STRUCTURAL PLANS, CONTRACTOR SHALL VERIFY COMPATIBILITY WITH ARCHITECTURAL PLANS. WHERE
DISCREPANCY EXISTS, CONTRACTOR SHALL NOTIFY BOTH THE ENGINEER AND ARCHITECT FOR CLARIFICATION.
7. FLOOR/ROOF JOIST AND TRUSS LOCATIONS ARE SCHEMATICALLY SHOWN ON THE PLANS. IT IS NOT THE INTENT OF
THE STRUCTURAL PLANS TO GRAPHICALLY LOCATE ALL FRAMING MEMBERS. THE CONTRACTOR SHALL VERIFY THE
COMPATIBILITY OF JOIST LAYOUT AND FRAMING W/ MECHANICAL, ELECTRICAL, AND PLUMBING. THE CONTRACTOR IS
RESPONSIBLE FOR SPACING FRAMING MEMBERS AS NOTED ON THE PLANS AND GENERATING MEMBER LAYOUT FOR
SHOP DRAWINGS AND QUANTITY TAKEOFFS.
8. THE DOUBLE TOP PLATE IS TO BE CONTINUOUS ALONG ALL EXTERIOR WALLS AND AT ALL INTERIOR SHEAR WALLS.
TYPICAL WALL TOP PLATE SPLICES SHALL BE PER DETAIL 5/S1.3 TYP.
9. PROVIDE WALL BLOCKING FOR ALL WALL MOUNTED EQUIPMENT (SUCH AS TOWEL BARS, GRAB BARS, TOILET PAPER
HOLDERS, DOOR STOPS, ETC.)
10. SIMPSON STRONG TIE PRODUCTS ARE CALLED OUT ON THE DRAWINGS. HOWEVER, SUBSTITUTES MAY BE PRESENTED
TO THE FOR FOR APPROVAL.
11. TRUSS MANUFACTURER IS RESPONSIBLE FOR ALL TRUSS MEMBERS INCLUDING MECHANICAL CONNECTIONS OF THE
TRUSS MEMBERS, TEMPORARY AND PERMANENT BRACING REQUIREMENTS, AND TRUSS CONNECTIONS TO GIRDER
TRUSS.
12. TRUSSES DESIGNATED AS DRAG TRUSSES SHALL BE DESIGNED FOR A UNIFORM LOAD OF 240 POUNDS PER LINEAL
FOOT (PLF) OF TRUSS.
13. SEE GENERAL STRUCTURAL NOTES ON S1.1 FOR ADDITIONAL INFORMATION.
TYPICAL WALL FRAMING:
1. EXTERIOR WALLS: STUDS SHALL BE 2x6 D.F. #2 AT 16" O.C. WITH DOUBLE 2x6 WALL TOP PLATES U.N.O..
2. INTERIOR WALLS: STUDS SHALL BE 2x4 D.F. #2 AT 16" O.C. WITH DOUBLE 2x4 WALL TOP PLATES U.N.O..
NAIL SIZE NAMING CONVENTION
PENNY
WEIGHT
DIAMETER
(INCHES)
LENGTH
(INCHES)
8d
0.131
2-1/2
10d
0.148
3
16d
0.148
3-1 /4
3"-8d
0.131
3
10d BOX
0.128
3
16d COMMON
0.165
3-1/211
# # - DETAIL NUMBER
SX.X SX.X - SHEET NUMBER
TYPICAL SHEAR WALL CALLOUT,
W# SEE 3/S1.2 FOR SHEAR SCHEDULE
EXTENT OF SHEAR WALL ON SHEAR PLANS OR
EXTENT OF BEARING WALL ON FRAMING PLANS
HOLD DOWN (HD) CALLOUT. SEE 2/S1.3 FOR
WALL TO WALL STRAP TIES, SEE 3/S1.2 FOR
HOLD DOWN REQUIREMENTS AT FOUNDATION, SEE
�oPO �oPO 4 & 5/S1.2 FOR HOLD DOWNS AT WALL
INTERSECTIONS AND WALL CORNERS.
*INDICATES HOLD DOWN TO FOUNDATION
-INDICATES WALL TO WALL STRAP
TYPICAL HANGER SYMBOL
POST CAP OR TOP CLIPS
Qp5��0P POST BASE OR BASE CLIPS
Qo
44 POST SIZE; SPECIES IS D.F. #2 U.N.O.
TYPICAL POST CALLOUT
SPECIES; D.F. #2 U.N.O.
3-1/2"x5-1/2" GLB r(1)K1(1)T
SIZE; NOMINAL SIZES ARE WRITTEN
WITHOUT INCH (")MARKERS # OF KING STUDS & TRIMMERS
TYPICAL BEAM CALLOUT (1)K/(1)T ON ALL HEADERS U.N.O.
BEAM/HEADER
DRAG STRUT
FLOOR JOIST
PRE MFR. TRUSSES
ROOF RAFTER
STEEL BEAMS
STANDRD SYMBOLS & LINE TYPES
1 "=1'-0" � % 1 "=1'-0" � v l 1-1 /2"=1'-0" NTS
2
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5
4�3ell 4/2024
DESIGNED BY: JTM
DATE: 03/14/2024
PROJECT #: 24008
S102
SHEET 2 OF 11
SHEET SIZE: 24" x 36"
MINIMUM FASTENING SCHEDULE
ELEMENT/CONNECTION
FASTENER OPTIONS
LOCATION
ROOF
1.
BLOCKING BETWEEN CEILING JOISTS,
(3) 8d
TOENAIL EACH END
RAFTERS OR TRUSSES TO TOP PLATE OR
(3) 10d BOX
OTHER FRAMING BELOW
(3) 3"-8d
2.
BLOCKING BETWEEN RAFTERS OR TRUSS
(2) 8d
TOENAIL EACH END
NOT AT THE WALL TOP PLATE, TO RAFTER
(2) 3"-8d
OR TRUSS
(3) 3"-8d
END NAIL
3.
FLAT BLOCKING TO TRUSS AND WEB
(3) 3"-8d's @ 6" o.c.
FACE NAIL
FILLER
4.
BLOCKING BETWEEN CEILING JOISTS,
(3) 8d
TOENAIL EACH JOIST
RAFTERS OR TRUSSES TO TOP PLATE OR
(3) 10d BOX
OTHER FRAMING BELOW
(3) 3"-8d
5.
CEILING JOISTS TO TOP PLATE
(3) 8d
TOENAIL EACH JOIST
(3) 10d BOX
(3) 3"-8d
6.
CEILING JOIST NOT ATTACHED TO PARALLEL
(4) 10d BOX
FACE NAIL
RAFTER, LAPS OVER PARTITIONS (NO
(4) 3"-8d
THRUST)
7.
CEILING JOISTS ATTACHED TO PARALLEL
(2) 10d
FACE NAIL
RAFTER (HEEL JOINT)
8.
RAFTER OR ROOF TRUSS TO TOP PLATE
(3) 10d
TOENAIL
(3) 16d
(3) 10d BOX
(4) 3"-8d
WALL
9•
STUD TO STUD (NOT AT SHEAR WALLS)
10d BOX
16" O.C. FACE NAIL
3" 8d
10.
STUD TO STUD AND ABUTTING STUDS AT
10d
12" O.C. FACE NAIL
INTERSECTING WALL CORNERS (AT BRACED
WALL PANELS)
3"-8d
12" O.C. FACE NAIL
11.
BUILT-UP HEADER
16d COMMON
16" O.C. EACH EDGE, FACE NAIL
16d
12" O.C. EACH EDGE, FACE NAIL
12.
CONTINUOUS HEADER TO STUD
(4) 8d
TOENAIL
(4) 10d BOX
13.
TOP PLATE TO TOP PLATE
16d COMMON
16" O.C. FACE NAIL
10d BOX
12" O.C. FACE NAIL
3"-8d
14.
TOP PLATE TO TOP PLATE, AT END JOINTS
(8) 16d COMMON
EACH SIDE OF END JOINT, FACE
115.
(12) 1Od BOX
NAIL (MIN 24" LAP SPLICE LENGTH
(12) 3"-8d
EACH SIDE OF END JOINT)
BOTTOM PLATE TO JOIST, RIM JOIST, BAND
16d common
16" O.C. FACE NAIL
JOIST OR BLOCKING (NOT AT BRACED
WALL PANELS)
16d box
3"xO.131" nails
12" O.C. FACE NAIL
17.
BOTTOM PLATE TO JOIST, RIM JOIST, BAND
2-16d common
JOIST OR BLOCKING AT BRACED WALL
3-16d box
16" O.C. FACE NAIL
PANELS
4-3"x0.131" nails
18.
STUD TO TOP OR BOTTOM PLATE
(4) 8d
TOENAIL
(4) 10d BOX
(4) 3"-8d
(2) 16d COMMON
END NAIL
(3) 10d BOX
(3) 3"-8d
19.
TOP OR BOTTOM PLATE TO STUD
2-16d common
END NAIL
3-1Od box
3-3110.131" nails
20.
TOP PLATES, LAPS AT CORNERS AND
2-16d common
FACE NAIL
INTERSECTIONS
3-1Od box
3- 3"xO.131" nails
21 •
1 " BRACE TO EACH STUD AND PLATE
2-8d common
FACE NAIL
2-1Od box
2- 3"xO.131" nails
22•
1 "x6" SHEATHING TO EACH BEARING
2-8d common
FACE NAIL
2-1Od box
23•
1"X8"AND WIDER SHEATHING TO EACH
3-8d common
FACE NAIL
BEARING
3-1Od box
FLOOR
24.
JOIST TO SILL, TOP PLATE, OR GIRDER
3-8d common
TOENAIL
3-10d box
3-3"xO.131 " nails
25.
RIM JOIST, BAND JOIST, OR BLOCKING TO
8d
6" O.C., TOENAIL
TOP PLATE, SILL OR OTHER FRAMING
10d BOX
BELOW
3"-8d
26•
1 "x6" SUBFLOOR OR LESS TO EACH JOIST
(2) 8d
FACE NAIL
(2) 10d BOX
27.
2" SUBFLOOR TO JOIST OR GIRDER
(2) 16d COMMON
FACE NIAL
28•
2" PLANK
(2) 16d COMMON
EACH BEARING, FACE NAIL
29•
BUILT UP GIRDERS AND BEAMS, 2" LUMBER
10d BOX
24" O.C. FACE NAIL AT TOP AND
LAYERS
3"-81D
BOTTOM STAGGERED ON
AND,
OPPOSITE SIDES
(3) 10d BOX
ENDS AND AT EACH SPLICE,
(3) 3"-8d
FACE NAIL
30.
LEDGER STRIP SUPPORTING JOISTS OR
(3) 16d COMMON
EACH JOIST OR RAFTER, FACE NAIL
131.
RAFTERS
(4) 10d BOX
(3) 3"-8d
JOIST TO BAND JOIST OR RIM JOIST
(3) 16d COMMON
END NAIL
(4) 10d BOX
(4) 3"-8d
32.
BRIDGING OR BLOCKING TO JOISTS,
(2) 8d
EACH END, TOENAIL
RAFTERS, OR TRUSSES
(2) 10d BOX
(2) 3"-8d
NOTES:
SEE 1/S1.2 FOR REMAINING
CD
z
z
w
a
0
CD
0
0
0
0
FLOOR JOISTS
TYPICAL
TYPICAL WALL ELEVATION
3/8" =1 '-0"
JI ILI'll\ IPI'lLL LLIVV I I I
A
HEADER-Z
KING STUD
TRIMMER
STUD
SILL
DOOR
ROUGH OPENING
HEADER
WINDOW
ROUGH OPENING
11
WALL
SHEATHING
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STUD
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STUD----,,,,
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SHEATHING
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PROVIDE SOLID BLOCKING WHERE DOUBLE TRIMMERS,
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BENEATH POSTS, SIMILAR BETWEEN FLOORS
BLOCKING, MAY BE
FLAT OR PARALLEL
TO SILLS
SIMPSON STRAP
STRAP CONNECTION
DBL TOP PLATE SECTION A
NTS
CRIPPLE STUDS
�SIMPSON CS16 TOP AND BOTTOM OF
LARGEST WINDOW OPENING (CS14 WHERE
INDICATED ON PLANS), NAIL TO HEADER
AND FULL DEPTH 2X BLOCKING, STRAP MAY
�BE ON WALL SHEATHING OR INTERIOR FACE
COMMON STUDS
NAIL COIL STRAP TO SILL AND FLAT 2X4
BLOCKING, STRAP MAY BE ON WALL SHEATHING
OR EDGE NAIL SHEATHING TO BLK'G WHERE
STRAP IS INSTALLED ON INTERIOR FACE.
WALL
CRIPPLE
TIE -DOWN
BOTTOM
STUDS
PER
PLATE
PLAN
" SHEAR WALL WITH
OPENINGS
1 /2" =1 '-0"
BEND DIA.
4d
d MIN. U.N.O.
180 DEGREE BEND
90 DEGREE BEND
135 DEGREE BEND
NOTES:
STRAPS TO RUN CONTINUOUS ACROSS
ENTIRE SHEAR WALL EXTENT, NAIL WITH
8d's 0 EVERY OTHER HOLE, STAGGERED
EDGE NAIL ALL SHEATHING AT ALL
LOCATIONS ON SHEAR WALL PER SHEAR
WALL CALLOUT.
SEE TYPICAL SHEAR WALL ELEVATION
FOR ATTACHMENT TO FOUNDATION
6ENp p\P
BEND DIA.
1� OFFSET BEND
1
FOUNDATION REINFORCING BAR BENDS
BAR BEND DIA.
�4 �
1 /2>, #5 2 1/2"
#6-#8 6d
d = BAR DIAMETER
DBL 2x TOP PLA
2x STUDS
PER PLAN
FULL HEIGHT STUD AT EA. SIDE
OF BEAM; ATTACH WITH (4) 10d's
BEAM PER PLAN)
TRIMMER STUDS
PER PLAN
CORN
EACH
ALTEF
OPENING
SIMPS
-# TRIMMERS & # KING FOR S
STUDS PER HEADER &
BEAM CALLOUTS EACH SIDE
OF OPENING
CRIPPLE STUD, TYP.
ABOVE AND BELOW OPENING
DBL E
-2x PLATE CONT. BETWEEN TO RI
DOOR OPENING OR 16' MIN STRAF
P.T. SILL PLATE
�CONC STEM WALL
AND FOOTING
BEAM PER PLAN WHERE BEAM BREAKS TOP
PLATE; USE SIMPSON MST27 FOR
PLATE SPLICE
USE BUILT UP STUDS FOR FULL
BEARING WITH SHIM AS REQUIRED
STRAP PER PLAN WHERE REQUIRED; DBL 2x TOP PLATES
MAY BE PLACED ON TOP OF TOP
PLATES & BEAM ,(
FULL HEIGHT STUD AT END OF
BEAM; ATTACH TO BEAM USING
(4) 1Od's
TYPICAL BEAM POCKET DETAIL
15" MIN. TYP. ALL
nnr)klr'r) r)Ar) (`f)l InrC`
NOTES:
1. CORNER BARS ARE SAME SIZE AND
SPACING AS HORIZ REINF
2. REINF AT ALL WALL CORNERS, ENDS AND
INTERSECTIONS SHALL BE FABRICATED AND
PLACED IN ACCORDANCE WITH APPROPRIATE
DETAIL SHOWN.
3. WALL DETAILS SHOWN; FTG DETAILS
SIMILAR.
4. VARIOUS CONDITIONS SHOWN; CORNER,
INTERSECTION, AND WALL END.
REINF. AT CORNERS, INTERSECTIONS, & WALL ENDS
ON STRAP SEE PLANS BOTTOM PLAT
IZE AND LOCATION ---\
zz
FLOOR SHEAT
TYP RIM JOIE
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LATE
ING
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z
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FOR MINIMUM STUD VWALL FRAMING
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4'-0" LAP MIN.
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ANCHOR PER
TIE -DOWN SCHEDULE-\
2x6 PONY WAL
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SHEAR WALL TYPE ABOVE
R
24" LAP o
TYP @ STEP
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STEMWALL W/ VERT REINF PER DETAILS
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4'-0" MIN 3/14/2024
TOP OF Xi
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DESIGNED BY: JTM
x
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2
3" CLR
STEPPED FOUNDATION
FIRM SOIL UNDISTURBED DATE: 03/14/2024
PROJECT #: 24008
FOOTING
THICKNESS
TYP LONGITUDINAL FIG
REINFORCEMENT S103
SHEET 3 OF 11
SHEET SIZE: 24" x 36"
HING SEE PLAN
T
BEYOND RIM JOIST.
RUN OPP. DIRECTION)
LATE
ING
SEE SHEAR SCHEDULE
z
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FOR MINIMUM STUD VWALL FRAMING
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ANCHOR PER
TIE -DOWN SCHEDULE-\
2x6 PONY WAL
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DBL TOP PLATE
FLOOR JOISTS BEYOND,
MAY RUN OPP. DIRECTIO
THREADED
COUPLER-
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LNAIL SHEATHING TO MATCH of Ash
SHEAR WALL TYPE ABOVE
R
24" LAP o
TYP @ STEP
5:1 55 Q
STEMWALL W/ VERT REINF PER DETAILS
(NOT SHOWN FOR CLARITY)
4'-0" MIN 3/14/2024
TOP OF Xi
FOOTING
DESIGNED BY: JTM
x
CD
p //\
N a,
2
3" CLR
STEPPED FOUNDATION
FIRM SOIL UNDISTURBED DATE: 03/14/2024
PROJECT #: 24008
FOOTING
THICKNESS
TYP LONGITUDINAL FIG
REINFORCEMENT S103
SHEET 3 OF 11
SHEET SIZE: 24" x 36"
PERMIT SET
0
z M'
LNAIL SHEATHING TO MATCH of Ash
SHEAR WALL TYPE ABOVE
R
24" LAP o
TYP @ STEP
5:1 55 Q
STEMWALL W/ VERT REINF PER DETAILS
(NOT SHOWN FOR CLARITY)
4'-0" MIN 3/14/2024
TOP OF Xi
FOOTING
DESIGNED BY: JTM
x
CD
p //\
N a,
2
3" CLR
STEPPED FOUNDATION
FIRM SOIL UNDISTURBED DATE: 03/14/2024
PROJECT #: 24008
FOOTING
THICKNESS
TYP LONGITUDINAL FIG
REINFORCEMENT S103
SHEET 3 OF 11
SHEET SIZE: 24" x 36"
24" DIA. BY 16" THICK PLAIN
CONC. FTG. SEE 4/S4.1
STUDS FROM BEAM
STUDS FROM STRUCTURAL
TRUSS ABOVE
----------------------------
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0 OVER -FRAMING; SEE X/S6.1 PROJECT #: 24008
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