BLD2021-0177_Approved_Plans_5-4-2021_APPROVED_BLD_RESUB1_BLD2021-0177+Stuctural_Plans+3.19.2021_4.08.33_PM+2102723STRUCTURAL NOTES
O C
(THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS)
CODE
ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS,
SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION. SPECIFICATIONS AND STANDARDS
WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION.
DESIGN LOADS
DEAD LOADS:
ROOF 15 PSF
FLOOR 12 PSF
DECK 12 PSF
LIVE LOADS:
ROOF (SNOW LOAD) 25 PSF
LIVING SPACE 40 PSF
DECK 60 PSF
(LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.10).
EARTHQUAKE LOADS:
EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 SECTION 12.8.
SITE CLASS (ASSUMED)
D
SHORT PERIOD SPECTRAL RESPONSE ACCEL (Ss)
1.267
ONE SECOND SPECTRAL RESPONSE ACCEL (Si)
0.496
SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL (SDS)
0.845
ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL (SDI)
0.497
RISK CATEGORY
II
SEISMIC IMPORTANCE FACTOR 00
1.0
SEISMIC DESIGN CATEGORY
D
BASIC SEISMIC FORCE -RESISTING -SYSTEM
WOOD SHEAR WALLS
RESPONSE MODIFICATION FACTOR, (R)
6.5
REDUNDANCY FACTOR (p)
1.0
SEISMIC RESPONSE COEFFICIENT (CS)
0.130
W = TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-10 SECTION
12.7.2.
BASE SHEAR (V), V = CsW = RD I W
WIND LOADS:
BASIC WIND SPEED (3 SECOND GUST) 110 MPH
EXPOSURE B
KZT 1.0
SEE PLANS FOR ADDITIONAL DESIGN LOADS.
STATEMENT OF SPECIAL INSPECTIONS
SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE. THE CONTRACTOR SHALL SUBMIT A
WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF
WORK IN ACCORDANCE WITH CHAPTER 1704.4 OF THE IBC.
FREQUENCY AND DISTRIBUTION OF REPORTS - INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY
SPECIAL INSPECTOR. STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION. REPORTS
SHALL BE DISTRIBUTED TO THE CONTRACTOR, ARCHITECT, ENGINEER AND BUILDING OFFICIAL.
SPECIAL INSPECTION
OPERATION
CONT
PERIODIC
REMARKS
SOILS
FOUNDATION BEARING CAPACITY VERIFICATION
X
CONCRETE
ADHESIVE ANCHORS
X
IF REQ'D
WOOD FRAME
NOTE:
ALL ITEMS MARKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17. SPECIAL
INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER. THE
ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL
RESULTS. ANY INSPECTION FAILING TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT
TO THE ATTENTION OF THE DESIGN TEAM.
FOUNDATIONS: SPREAD FOOTINGS
SOILS REPORT: NOT PROVIDED AT TIME OF DESIGN
ALLOWABLE SOIL PRESSURE: 1500 PSF (ASSUMED; TO BE FIELD VERIFIED DURING CONSTRUCTION)
LATERAL EARTH PRESSURE:
UNRESTRAINED:
RESTRAINED:
PASSIVE:
COEFFICIENT OF FRICTION
35 PCF + ANY APPLICABLE SURCHARGE
50 PCF + ANY APPLICABLE SURCHARGE
300 PCF
0.35
FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR 12" OF COMPACTED STRUCTURAL FILL AS REQUIRED AND
AT LEAST 18" BELOW ADJACENT EXTERIOR GRADE. ANY FOOTING ELEVATIONS SHOWN IN THE DRAWINGS
REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING ONLY. ACTUAL FOOTING ELEVATIONS ARE SUBJECT TO SITE
CONDITIONS AND MUST THEREFORE BE ESTABLISHED BY THE CONTRACTOR. FOOTINGS SHALL BE CENTERED BELOW
COLUMNS OR WALLS ABOVE, UNLESS NOTED OTHERWISE.
IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN, WELL GRADED GRANULAR
MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE
THAN 10% FINES (PASSING THE #200 SIEVE).
FILL AND BACKFILL MATERIAL SHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING TWELVE (12") INCHES IN LOOSE
THICKNESS AND COMPACTED TO A MINIMUM OF 95% OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM
TEST METHOD D1557-00.
BACKFILL BEHIND ALL RETAINING WALLS WITH WELL -DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE
DRAINAGE. PROVIDE DAMPPROOFING AT EXTERIOR FACE OF ALL FOUNDATION WALLS EXPOSED TO EARTH PER
ARCHITECTURAL SPECIFICATIONS.
EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BY THE OWNER.
IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE STRUCTURAL
ENGINEER FOR POSSIBLE FOUNDATION REDESIGN.
CONCRETE
ALL CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH CHAPTER 26 OF
ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS
(ACI 301).
ALL CONCRETE SHALL BE STONE -AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 POUNDS
PER CUBIC FOOT.
CONCRETE STRENGTHS AT 28 DAYS (fc) AND MIX CRITERIA SHALL BE AS FOLLOWS:
MAXIMUM
MIN CEMENT
TYPE OF CONSTRUCTION
f'c*
WATER/CEMENT
CONTENT PER CUBIC
MAXIMUM
SHRINKAGE STRAIN
RATIO
YARD
SLABS ON GRADE
3000 PSI
0.55
5 1/2 SACK
N/A
FOOTINGS
3000 PSI
0.55
5 1/2 SACK
N/A
WALLS
4000 PSI
0.45
5 1/2 SACK
N/A
THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS
SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING
ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE
AGGREGATE, WATER, AND ADMIXTURES AS WELL AS THE WATER -CEMENT RATIO, SLUMP, CONCRETE YIELD, AND
SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 26 OF ACI 318.
ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR -ENTRAINED IN ACCORDANCE
WITH ACI 318 TABLE 19.3.3.1 FOR MODERATE EXPOSURE CLASS F1.
*PROVIDE f'c SPECIFIED IN TABLE FOR DURABILITY REQUIREMENTS. 2500 PSI CONCRETE MEETS STRENGTH
REQUIREMENTS, THEREFORE SPECIAL INSPECTION IS NOT REQUIRED.
REINFORCING STEEL
REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615, AND SHALL BE GRADE 60 (Fy
= 60,000 PSI), UNLESS NOTED OTHERWISE. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED
SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF MATERIAL
PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE
SUBMITTED.
WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. LAP
WELDED WIRE FABRIC 12" AT SIDES AND ENDS.
REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI
318R, LATEST EDITIONS. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS
SHALL BE PER SCHEDULE.
MECHANICAL SPLICING OF REINFORCING BARS, WHERE INDICATED ON THE DRAWINGS, SHALL BE BY AN ICBO
APPROVED SYSTEM, SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE BAR, AND SHALL BE
INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.
REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET -SETTING
EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN
HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL
ENGINEER. REFER TO CHAPTER 7 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS.
MINIMUM LAPS AND EMBEDMENT
UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED
BELOW:
f'c = 3000 PSI
DEVELOPMENT LENGTH
LAP SPLICE
BAR
TENSION
COMPRESSION
TENSION
COMPRESSION
SIZE
TOP BARS
OTHER
BARS
ALL BARS
TOP BARS
OTHER
BARS
ALL BARS
#3
24
18
9
30
23
12
#4
31
24
12
41
31
15
#5
39
30
15
51
39
19
#6
47
36
18
61
47
23
#7
68
53
21
89
68
27
#8
78
60
1 24
102
78
30
NOTE:
1. ALL LENGTHS ARE IN INCHES.
2. ALL LAP SPLICES ARE CLASS B.
3. "TOP BARS" ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF
CONCRETE IS CAST IN THE MEMBER BELOW THE BAR.
CONCRETE WALL REINFORCING
PROVIDE THE FOLLOWING MINIMUM REINFORCING UNLESS NOTED OR DETAILED OTHERWISE (GRADE 60):
THICKNESS
REINFORCING
PLACEMENT
6" WALLS
#4 @ 13" OC
EA WAY CENTERED
8" WALLS
#5 @ 15" OC
EA WAY CENTERED
10" WALLS
#4 @ 16" OC
EA WAY, EA FACE
CONCRETE COVER ON REINFORCING
CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"
CONCRETE EXPOSED TO EARTH AND WEATHER:
#6 BARS AND LARGER 2"
#5 BARS AND SMALLER 1 1/2"
CONCRETE NOT EXPOSED TO EARTH OR WEATHER:
SLABS, WALLS AND JOISTS 3/4"
COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1 1/2"
CONCRETE GENERAL NOTES
VERTICAL BARS SHALL START FROM TOP OF FOOTING. HORIZONTAL BARS SHALL START A DISTANCE OF 1/2 THE
NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS. IN ADDITION, THERE SHALL BE A
HORIZONTAL BAR AT A MAXIMUM OF 3" FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS.
PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER
TABLE, OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP.
PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS
OF NOT MORE THAN 400 SQUARE FEET EACH. AREAS TO BE AS SQUARE AS PRACTICAL AND HAVE NO ACUTE
ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT.
ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO
POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED
BEYOND JOINT.
SEE ARCHITECTURAL DRAWINGS AND MECHANICAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF
OPENINGS IN CONCRETE WALLS, FLOORS AND ROOF. UNLESS INDICATED OTHERWISE, REINFORCE AROUND
OPENINGS GREATER THAN 12" IN EITHER DIRECTION WITH (2) #5 EACH SIDE AND (1) #5 x 4'-0" DIAGONAL AT EACH
CORNER. EXTEND BARS 2'-0" BEYOND EDGE OF OPENING. IF 2'-0" IS UNAVAILABLE, EXTEND AS FAR AS POSSIBLE
AND HOOK. HOOK ALL REINFORCING INTERRUPTED BY OPENINGS.
BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR
APPROVED BY THE STRUCTURAL ENGINEER.
SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE AND
OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. PROVIDE 3/4" CHAMFER AT ALL CORNERS EXCEPT AS
NOTED.
LUMBER
ALL GRADES SPECIFIED ARE MINIMUM GRADES REQUIRED. ALL LUMBER SHALL BE IN ACCORDANCE WITH WWPA
GRADING RULES, KILN -DRIED TO MC 19 AND OF THE FOLLOWING MINIMUM STANDARDS:
SIZE CLASSIFICATION
SPECIES
GRADE
Fb (PSI)
Fc (PSI)
LIGHT FRAMING (STUDS)
HEM -FIR
STUD
675
800
2x JOISTS AND PLANKS
HEM -FIR
#2
850
-
PLATES AND BLOCKING
HEM -FIR
#2
850
-
6x AND LARGER BEAMS AND
STRINGERS
DOUG-FIR
#2
875
-
4x AND SMALLER BEAMS AND
STRINGERS
HEM -FIR
#2
850
-
ALL POSTS AND TIMBERS
DOUG-FIR
#1
1200
1000
REFER TO PLAN NOTES, SCHEDULES, AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS.
UNLESS NOTED OTHERWISE IN THE PLANS, ALL WOOD AND WOOD -BASED MEMBERS EXPOSED TO WEATHER OR IN
CONTACT WITH CONCRETE, MASONRY, OR WITHIN 8" OF SOIL SHALL BE PRESERVATIVE -TREATED BY
VACUUM -PRESSURE IMPREGNATION IN ACCORDANCE WITH AWPA STANDARD U1.
NAILS, BOLTS, AND METAL CONNECTORS FOR WOOD
ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS (NDS) FOR
WOOD CONSTRUCTION, LATEST EDITION. NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.10.1 NAILING
SCHEDULE. ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL
MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES:
NAIL
SHANK 0
MIN LENGTH
8d COMMON
0.1310
2 1/2" SHANK
10d COMMON
0.1480
3" SHANK
12d COMMON
0.1480
3 1/4" SHANK
16d COMMON
0.1620
3 1/2" SHANK
10d BOX NAILS MAY BE SUBSTITUTED FOR 8d COMMON NAILS WITH NO CHANGE IN NAIL SPACING. FRAMING
MEMBERS MAY BE NAILED WITH 16d SINKERS (0.148"0 x 3 1/4"), BUT ONLY 16d COMMON NAILS SHALL BE USED
WHERE 16d NAILS ARE INDICATED IN THIS DRAWING SET. ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS
ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION.
ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS
OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR THE
SHANK AND THREADED PORTIONS PER NDS 11.1.3.
CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, CATALOG
TO BE THE LATEST EDITION, OR ENGINEER APPROVED EQUAL. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE
WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF FASTENERS AS SPECIFIED
BY THE MANUFACTURER. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS,
SCREWS, OR BOLTS IN EACH MEMBER.
INSTALL SOLID BLOCKING AT ALL BEARING POINTS. ALL SHIMS SHALL BE SEASONED, DRIED, AND THE SAME GRADE
(MINIMUM) AS MEMBERS CONNECTED.
GALVANIZATION
UNLESS NOTED OTHERWISE, STEEL CONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED
ACCORDING TO THE FOLLOWING TABLE:
GALVANIZATION
UNTREATED
WOOD
CCA-C
SBX
ACQ-C
ACQ-D
CBA-A
CA-B
OTHER
BORATE
ACZA
OTHER PT
WOOD
G90
X
X
X
G185
X
X
X
X
X
X
HDG
X
X
X
X
X
X
STT300
X
X
X
X
X
X
X
X
G90 = 0.90 OZ. OF ZINC PER SQUARE FOOT OF AREA
G185 = 1.85 OZ. OF ZINC PER SQUARE FOOT OF AREA
HDG = HOT DIP GALVANIZED
SST300 = TYPE 316L STAINLESS STEEL
RATED SHEATHING
RATED SHEATHING SHALL BE GRADE C-D INT-APA WITH EXTERIOR GLUE OR OSB SHEATHING WITH EXTERIOR GLUE
IN CONFORMANCE WITH IBC STANDARD 2303.1.4.
TYPICAL FRAMING NOTES
1. BEARING WALL FRAMING
2x STUDS @ 16" OC FOR ALL SHEAR AND/OR BEARING WALLS UNO.
REFER TO FRAMING PLAN NOTES FOR TYPICAL DOOR & WINDOW HEADERS NOT CALLED OUT ON THE PLANS.
HEADERS SHALL BE SUPPORTED BY A MINIMUM OF (1) CRIPPLE AND (1) FULL HEIGHT STUD UNO.
COLUMNS BELOW FLUSH MULTIPLE JOIST BEAMS SHALL BE EQUAL IN WIDTH TO THE BEAM. ALL COLUMNS NOT
CALLED OUT OTHERWISE SHALL BE TWO STUDS.
2. WALL BASE PLATE ON CONCRETE
WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE -TREATED. FOR ALL EXTERIOR AND INTERIOR WALLS,
BOLT PLATES OR SILLS TO CONCRETE WITH 5/8 INCH DIAMETER ANCHOR BOLTS WITH 7 INCH MINIMUM
EMBEDMENT. PLACE AT 5'-0" OC MAXIMUM FOR SHEAR WALLS, AND AT 6'-0" OC FOR BEARING WALLS AND OTHER
PARTITIONS. USE MINIMUM OF TWO ANCHOR BOLTS PER SILL AND PLACE ONE WITHIN 12 INCHES OF EITHER END
TYPICAL UNLESS NOTED OR DETAILED OTHERWISE. REFER TO SHEAR WALL SCHEDULE. AT ALL SILL PLATE ANCHOR
BOLTS, CONTRACTOR SHALL INSTALL 1/4" x 3" x 3" FLAT PLATE WASHERS.
3. ROOF AND FLOOR FRAMING
PROVIDE 1 1/2" BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT 8'-0" OC MAXIMUM UNO. INSTALL
DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN. PROVIDE TRUSS BLOCKING
PANELS FOR ROOF TRUSSES AT SUPPORTS AND SHEAR WALLS, AND WHERE INDICATED ON PLANS AND DETAILS.
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ALL SHEAR WALLS, FLOOR AND ROOF DIAPHRAGM NAILINGS SHALL BE AS CALLED OUT ON SCHEDULES OR ON THE
PLANS. EXTERIOR WALLS NOT INDICATED AS SHEAR WALLS SHALL BE SHEATHED AND NAILED TO SUPPORTING
FRAMING WITH 8d NAILS AT 6" OC AT ALL PANEL EDGES AND 12" OC AT ALL INTERMEDIATE SUPPORTS.
THE USE OF NAIL GUNS WILL BE APPROVED IF NAILING INTO THE DIAPHRAGMS CAN BE INSTALLED FLUSH WITH
FACE OF SHEATHING. NAIL PENETRATIONS GREATER THAN 1/16" ARE NOT ACCEPTABLE.
5. ALLOWABLE STUD AND PLATE PENETRATIONS
CUTTING AND/OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25% OF THE STUD/PLATE WIDTH IN
EXTERIOR AND BEARING WALLS AND SHALL NOT EXCEED 40% OF THE STUD/PLATE WIDTH IN ANY NON -BEARING
PARTITIONS. BORED HOLE DIAMETER IS LIMITED TO 40% OF STUD/PLATE WIDTH IN ANY STUD AND MAY BE 60% IN
NONBEARING PARTITIONS OR IF STUD IS DOUBLED. MAINTAIN 5/8" MINIMUM EDGE DISTANCE FROM HOLE EDGE.
6. GYPSUM WALLBOARD NAILING
ALL GYPSUM WALLBOARD SHALL BE NAILED TO ALL STUDS AND TOP AND BOTTOM PLATES WITH 6d COOLER NAILS
OR NO. 13 GAUGE x 1 5/8" @ 7" OC (5d COOLER NAILS FOR 1/2 INCH GYPSUM SHEATHING). TYPICAL UNLESS NOTED
OTHERWISE. INSTALLATION OF GWB SHALL BE SUCH THAT JOINTS ARE STAGGERED ON EACH SIDE OF A SINGLE
WALL.
GENERAL
STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL, CIVIL, ELECTRICAL, AND
MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND
CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE
ATTENTION OF THE ARCHITECT BEFORE PROCEEDING.
CONTRACTOR TO SEE ARCHITECTURAL, CIVIL, ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION
OF PIPE, VENT, DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS.
CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL
PERMANENT SUPPORT AND STIFFENING ARE INSTALLED.
CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL
ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS
ONLY WILL NOT SATISFY THIS REQUIREMENT.
DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT
SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF
CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL
ENGINEER.
EXISTING BUILDING
CONTRACTOR SHALL VERIFY ALL DIMENSIONS, MEMBER SIZES AND CONDITIONS OF THE EXISTING BUILDING
DEPICTED IN THE DRAWINGS, AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES FOR POSSIBLE
REDESIGN.
CONTRACTOR RESPONSIBLE FOR COMPLETELY SEALING ALL AREAS WHERE EXISTING ROOF MATERIAL IS
PENETRATED OR REMOVED. PROVIDE WATER PROOFING AS REQUIRED BY THE ARCH.
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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JOB NO: 20484.10
DATE: 01 /29/2021
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STRUCTURAL NOTES
(THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
FAX (425) 778-5536
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�F WASH
BEARING STUD
WALL
FOOTING MARK
(SEE SCHEDULE)
ABBREVIATIONS
(A)
ABOVE
GLB
GLUE -LAMINATED BEAM
AB
ANCHOR BOLT
ALTERNATE
HORIZ
HORIZONTAL
ALT
KIP
KING POST
ARCH
ARCHITECT
KSI
KIPS PER SQUARE INCH
ANGLE
MECHANICAL
(B)
BELOW
L
BD
BAR DIAMETER
MECH
BLKG
BLOCKING
MF
MOMENT FRAME
BM
BEAM
MTL
METAL
BOT
BOTTOM
INS
NEAR SIDE
BRING
BEARING
OC
ON CENTER
BTWN
BETWEEN
OPP
OPPOSITE
CJP
COMPLETE JOINT PENETRATION
PL
PLATE
CLR
CLEAR
PLCS
PLACES
CMU
CONCRETE MASONRY UNIT
PSI
POUNDS PER SQUARE INCH
COL
COLUMN
PSF
POUNDS PER SQUARE FOOT
CONC
CONCRETE
P/T
POST TENSIONED
CONN
CONNECTION
PT
PRESSURE TREATED
CONT
CONTINUOUS
REINF
REINFORCING
COORD
COORDINATE
REQ'D
REQUIRED
DBL
DOUBLE
SCHED
SCHEDULE
DIET
DETAIL
SIM
SIMILAR
DIA
DIAMETER
SOG
SLAB ON GRADE
DIM
DIMENSION
STD
STANDARD
DIR
DIRECTION
STIFF
STIFFENER
STEEL
EA
EACH
STL
ELEV
ELEVATION
SYMM
SYMMETRICAL
ES
EACH SIDE
SW
SHEARWALL
EX
EXISTING
TOC
TOP OF CONCRETE
EXP
EXPANSION
TOS
TOP OF STEEL
FLR
FLOOR
TOW
TOP OF WALL
FDN
FOUNDATION
TYP
TYPICAL
FTG
FOOTING
UNO
UNLESS NOTED OTHERWISE
FS
FAR SIDE
VERT
VERTICAL
GC
GENERAL CONTRACTOR
WF
WIDE FLANGE
SHEAR WALL SCHEDULE
MIN FRAMING AT
SHEAR WALL
RIM JOIST OR
SILL PLATE
SILL PLATE ANCHOR
SHEAR
HOEDOWN SCHEDULE
MARK
TYPE
MIN CHORD
SIZE
STUD NAILS OR BOLTS
ANCHOR BOLT
(SEE NOTE 2)
CAPACITY (LB)
1
HDU2
(2) 2x
(6) SIDS 1/4" x 2 1/2" SCREWS
5/8"�
2,215
NOTES:
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FOUNDATION PLAN
SCALE: 1/4" = V-0"
FOUNDATION PLAN & FLOOR FRAMING PLAN NOTES:
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DOWEL & EPDXY REINF INTO
EXIST FND W/ HILTI HIT-HY 200
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4
DOWEL & EPDXY REINF INTO
EXIST FND W/ HILTI HIT-HY 200
& 4" MIN EMBED, TYP
L_J L-J WV38 iSIX3 L-J N L-J
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1. EXTERIOR FOOTINGS SHALL BEAR A MIN OF 1'-6" BELOW ADJACENT GRADE.
2. FOOTINGS AND SLAB ON GRADE SHALL BEAR ON FIRM NATIVE SOIL OR COMPACTED STRUCTURAL FILL.
3. PLACE ALL REINFORCEMENT PER THE STRUCTURAL NOTES AND FOUNDATION DETAILS. REFER TO SHEET S1.1
FOR ADDITIONAL CONCRETE DETAILING REQUIREMENTS.
4. FOUNDATION LEVEL HOLDOWNS ARE SHOWN ON THE FLOOR FRAMING PLANS. REFER TO HOLDOWN
SCHEDULE ON SHEET S1.2 FOR HOLDOWN TYPES AND FRAMING PLANS FOR HOLDOWN ANCHOR BOLT
LOCATIONS.
5. REFER TO FRAMING PLANS AND SHEAR WALL SCHEDULE ON SHEET S1.2 FOR LOCATION AND TYPE OF SHEAR
WALL ANCHOR BOLTS. ANCHORAGE AT NON -SHEAR WALLS SHALL BE PER STRUCTURAL NOTES.
6. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, WALL LOCATIONS, AND CONCRETE ROUGH OPENINGS WITH
ARCHITECTURAL DRAWINGS AND NOTIFY ALL PARTIES OF ANY DISCREPANCIES.
7. FLOOR SHEATHING SHALL BE 3/4" PI 48/24 WITH 10d COMMON NAILS SPACED AT 6" OC AT ALL DIAPHRAGM
BOUNDARIES, PANEL EDGES AND SHEAR WALLS AND 10" OC AT INTERMEDIATE FRAMING. FOR SHEATHING
LAYOUT AND NAILING REFER TO DETAIL 2/S4.1
8. ALL DIAPHRAGMS UNBLOCKED UNO.
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CAR DECKING, TYP
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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ROOF FRAMING PLAN
SCALE: 1/4" = V-0"
TYPICAL ROOF FRAMING PLAN NOTES:
1. WALLS SHOWN ON ROOF FRAMING PLAN ARE WALLS BELOW ROOF FRAMING.
2. BEAMS SHOWN ON ROOF FRAMING PLAN SHALL BE ABOVE DOUBLE TOP PLATE UNLESS USED AS A DOOR
OR WINDOW HEADER.
3. ANY NEW ROOF SHEATHING SHALL BE 1/2" PI 40/20 WITH 8d COMMON NAILS SPACED AT 6" OC AT ALL
DIAPHRAGM BOUNDARIES, PANEL EDGES, SHEAR WALLS, COLLECTOR TRUSSES, AND BLOCKING OR TRUSS
BLOCKING PANELS INDICATED ON PLANS. NAILING AT INTERMEDIATE FRAMING SHALL BE 8d COMMON
NAILS @ 12" OC. REFER TO DETAIL 2/S4.1 FOR SHEATHING LAYOUT AND NAILING.
4. UNLESS NOTED OTHERWISE, HEADERS SHALL BE 4x6 HF#2 WHERE MAXIMUM SPAN = 5'-0" AND
SUPPORTED BY A MINIMUM OF (1) CRIPPLE STUD AND (1) FULL HEIGHT STUD.
5. STUD WALL FRAMING SHALL BE 2x HF STUDS @ 16" OC FOR ALL STUD WALLS SHOWN ON THE PLAN.
6. REFER TO DETAIL 3/S4.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS.
7. ALL DIAPHRAGMS UNBLOCKED UNO.
8. COLUMNS AND BEARING WALLS SHOWN ON PLAN SHALL BE CONTINUED DOWN TO THE FOUNDATION
UNLESS CARRIED BY A BEAM BELOW.
4= - 4=�Ih6
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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A MAY BE SUBSTITUTED FOR ALL
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NOTE:
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STD 90° HOOK
HT > 3'-0" EXISTS, ROD MAY Q
SHEAR WALL PER TYP UNO =
EXTEND 24" MIN INTO WALL W/ PLAN AND SCHED
NUT & WASHER AS SHOWN UNO, VERT CORNER BARS SHALL BE
SAME SIZE TABULATED FOR MIN
WALL REINF FOR THICKER WALL
COUNTERSINK ADDITIONAL "A" = SPLICE LENGTH
END STUD AS REQ'D HOLDOWN PER PLAN ° 0
AND SCHED
SEE NOTES, DETAILS, OR PLANS FOR Q
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FOR HOEDOWN W/ NUT AND (1) #6 VERT REQ'D REINF. ALL BARS TO BE CONT
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TYPICAL CONCRETE WALL REINFORCING DETAIL
SCALE: NTS
4" 0 PERFORATED PVC PIPE PER
LOCAL CODES WITH 6" OF 1"
MINUS GRAVEL ALL AROUND,
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COMPACTED
STRUCTURAL FILL
1 TYPICAL FOOTING DRAIN
SCALE: 1" = 1'-0"
EXIST COL BEYOND
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GARAGE FLOOR SLOPE
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EXIST FLOOR HEIGHT
R-7.5 RIGID INSULATION
BETWEEN SLEEPERS ABOVE
6 MIL VAPOR BARRIER, LAP IIIIIII
SPLICES 12" MIN AND RUN — —
—
UP CONC SIDES 6"
UNDERMINE EXIST
SLAB ON GRADE
3�
1
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WALL SECTION
SCALE: 1" = 1'-0"
COUNTERSINK
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SCHEDULE. INSTAI
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NEW SHEATHING &
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2x PL SILL PL W/ ANCHOR
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PROVIDE ROD COUPLER IF REQ'D.
OPTION A: THREADED ROD W/ EPDXY
HOLDOWN DETAIL (EXIST FOOTING;
SCALE: 1" = 1'-0"
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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II
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II _ z II
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AB SIZE AND SPACING A
CONCRETE FOOTING PER PLAN AND SHEAR
OR P/T SLAB WALL SCHEDULE, TYP
NOTES:
1. REFER TO STRUCTURAL NOTES FOR
ADDITIONAL INFORMATION.
2. FOR SHEAR WALLS WHERE NO HOLDOWNS
ARE SPECIFIED THE FIRST AB SHALL BE
LOCATED NOT MORE THAN V-0" AND NOT
LESS THAN (7) BOLT DIAMETERS FROM END
OF WALL.
TYPICAL SHEAR WALL DETAIL
SCALE: 3/4" = 1'-0"
------
1.1 I'I I'I 1.1 1 I•I
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11 II II 11 III
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FRAMING AT ADJOINING •
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EDGE NAILING PER PLAN
AND SHEAR WALL
SCHEDULE OR
STRUCTURAL NOTES, TYP
0.131"0 x 3"
NAILS @ 9" OC
EDGE NAILING PER PLAN
AND SHEAR WALL
SCHEDULE OR
STRUCTURAL NOTES, TYP
PANEL EDGE NAILING
PER SHEAR WALL
SCHEDULE, TYP
PANEL EDGE NAILING INTO
HOLDOWN CHORDS, TYP
INTERMEDIATE
NAILING @ 12" OC
SHEATHING PER PLAN AND
SHEAR WALL SCHEDULE
HOLDOWN CHORD PER
SCHEDULE. REFER TO
TYPICAL BUILT-UP
COLUMN DETAIL
ADDITIONAL END STUD
IF REQUIRED TO
PROVIDE
COUNTERSINK FOR
HOLDOWN BOLTS
HOLDOWN ANCHORAGE
PER PLAN AND SCHEDULE
SIMPSON CNW COUPLER 1/2" TO
NUT W/ SIZE TO MATCH SHEATHED EDGE
HOLDOWN ANCHORAGE
PANELEDGE
NAILING PER SHEAR
WALL SCHED
CONTINUE HOLDOWN CHORD
TO FOUNDATION
CONCRETE STEM WALL
CONCRETE FOOTING
PLATE WASHER
PER SHEAR
WALL SCHED
SECTION A -A
SCALE: 1 1/2" = V-0"
NOTE:
STAGGER SHEATHING AS
SHOWN. (IBC TABLE
2306.3.1, CASE 1
SHEATHIf
PANEL, T
CONTINUOUS
PANEL EDGES
PANEL EDGES
2x OR 3x BLOCKING ONLY
IF BLOCKED DIAPHRAGM
TYPICAL FLOOR/ ROOF SHEATHING DETAIL
SCALE: NTS
2 1/4" END
DISTANCE, TYP
(2) ROWS OF (8) 0.131"0 x 3"
NAILS @ 3" OC EA SIDE OF
SPLICE AND (2) @ 9" OC
ELSEWHERE W/ 1 1/2" EDGE
DISTANCE 3" OC
\ SPACING
TOP CHORD /
SPLICE J AT LOCATIONS WHERE IT IS NOT POSSIBLE BOTTOM
TO INSTALL THE SPECIFIED 0.131"0 CHORD
SPLICE NAILS, THE CONTRACTOR SHALL SPLICE
INSTALL SIMPSON CS20 STRAPS EA SIDE
OF WALL AT SPLICE. INSTALL EA STRAP
W/ (12) 10d AT EA END. WHERE BOTH
PLATES ARE CUT, INSTALL CS20 STRAPS
AT EA PLATE AND EA SIDE OF THE WALL.
6'-0" MIN BETWEEN SPLICES
SPLICES TO OCCUR AT
CENTER OF VERTICAL STUD
TOP CHORD SPLICE BOTTOM CHORD SPLICE
TYPICAL TOP PLATE SPLICE DETAIL
4 SCALE: 1" = 1'-0"
EDGE NAILING PER PLAN AND
2x6 STUD @ 2x4 CROSS WALL SHEAR WALL SCHEDULE OR
2x8 STUD @ 2x6 CROSS WALL STRUCTURAL NOTES, TYP
(2) ROWS OF 0.131"0 x 3"
NAILS @ 9" OC
(2) ROWS OF 0.131"0 x 3"
EDGE NAILING PER PLAN AND
EDGE NAILING PER PLAN AND
NAILS @ 9" OC
SHEAR WALL SCHEDULE OR
SHEAR WALL SCHEDULE OR
STRUCTURAL NOTES, TYP
STRUCTURAL NOTES, TYP
T
STUD WALL PER
0.131"0 x 3"
NAILS @ 9" OC (EACH SIDE
FRAMING PLAN
NAILS @ 9" OC
OF PARTY WALL)
77
NOTES, TYP
STUD WALL PER FRAMING
STUD WALL PER FRAMING
PLAN NOTES, TYP
PLAN NOTES, TYP
SHEATHING (OR GWB) AND
NAILING PER PLAN AND SHEAR
SHEATHING (OR GWB) AND
SHEATHING (OR GWB) AND
WALL SCHEDULE OR
NAILING PER PLAN AND SHEAR
NAILING PER PLAN AND SHEAR
STRUCTURAL NOTES, TYP
WALL SCHEDULE OR
WALL SCHEDULE OR
A
STRUCTURAL NOTES, TYP
STRUCTURAL NOTES, TYP
A. CORNER INTERSECTION
B. 'T' INTERSECTION
TYPICAL WALL INTERSECTION DETAIL
SCALE: 1" = V-0"
C. PARTY WALL INTERSECTION
NOTE:
SUPPORTS AT SOLID
POSTS SIM
BEAM PER
AND SCHE
SIMPSON LTP4 C
A35 FRAMII\
ANCHOR EACH SI[
OF BEA
SOLID OR MULT
STUD COLUMN PER P,r
IVIIIV VIVV
PARALLEL TO STUD WALL
Le
ADJACENT NAILS IN A
ROW ARE TO BE
DRIVEN FROM
OPPOSITE SIDES, TYP
FOR 2x4 STUDS, PROVIDE SINGLE
ROW OF NAILS STAGGERED EA SIDE
WITH 1 1/2" EDGE DISTANCE. FOR
2x6 STUDS, PROVIDE (2) ROWS OF
NAILS SPACED AT 2 1/2" W/ 1 1/2"
EDGE DISTANCE
9" OC MAX SPACING BETWEEN
ADJACENT NAILS IN A ROW
0.131"0 x 3" NAILS, TYP
(5) STUDS MAX TO
BE USED FOR
BUILT-UP COLUMNS
TYPICAL BUILT-UP STUD COLUMN DETAIL
SCALE: 1" = V-0"
SIMPSON A35 (ONLY
REQUIRED AT EXTERIOR
HEADERS GREATER
THAN 6' SPAN)
(6) 0.131"0 x 3" NAILS —
TYPICAL STUDS
NAILING PER TYP
BUILT-UP STUD
COLUMN DETAIL
AT HOLDOWNS: PROVIDE FULL HT
HOLDOWN CHORDS PER HD SCHED.
OTHERWISE: (1) 2x FULL HT
TYP DOUBLE
TOP PLATE
BEAM OR HEADER PER
PLAN AND NOTES
r-RIPPLE STUDS PER PLAN
AND COLUMN SCHEDULE
STRUCTURAL NOTES
TYPICAL HEADER DETAIL
SCALE: 1" = V-0"
JOIST DIRECTION
PER PLAN
STUD WALL
TYPICAL FLUSH BEAM SUPPORT DETAILS
SCALE: 1" = V-0"
SOLID
STUD COLU,.,,. ,
PERPENDICULAR TO STUD WALL
STUD
WALL
ENGINES RING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
EVY
of WA s4l S
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01/ 291202
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COLLAR TIE
PER DET 2
(2) 10d @ 16" OC /
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FLUSH CEILING BEAM
SCALE: 1" = 1'-0"
BEAM PER PLAN
SIMPSON LUS
SERIES HANGER
EXIST CEILING
JOIST
EXISTING
RAFTER
EXIST BLKG
DIAPHRAGM
BOUNDARY NAILING
PER ROOF PLAN NOTES
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GARAGE WALL SECTION
SCALE: 1/2" = 1'-0"
EXIST SHEATHING
EXIST OUTLOOKER
EXIST BEAM 1 v
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TO MATCH ROOF SLOPE 2x4 FURRING STRIPS @
SIMPSON LTP4 16 OC MAX W/ (2) 16d
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(2) 1/4"0 x 4 1/2"
PLYWOOD SHEATHING SIMPSON SDSAil 2x4 BLKG, (2)
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SHEAR WALL SCHEDULE & BOT AS SHOWN
RAFTER GABLE END
SCALE: 1" = 1'-0"
(2) 10d
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W/ (4) 10d EA END
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EXIST RAFTER •
EXIST CEILING •
JOIST
SIMPSON LUS FACE
MOUNT HANGER
FLUSH CEILING BEAM
SCALE: 1" = V-0"
BEAM PER PLAN
EXIST CEILING
JOIST
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ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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